2025-01648 Accepting SAFCA’s Urban Level of Flood Protection Reports (LR25-006) Part 10 — Sacramento City Council, October 21, 2025 (part 1 of 2)

What You Need To Know
Because of levee and dam improvements, most of the City is outside the Special Flood Hazard Area (SFHA). While
these dams and levees provide us excellent protection,
they are still subject to failure and any property in the City remains at risk of ﬂooding.

Sacramento’s vast ﬂoodplain and ﬂood risk are due to our proximity to the Sacramento and American Rivers, as well as our local creeks and streams, and drainage systems
which rely on pumps to drain properly. In the past 36
years, areas of the City have been subject to signiﬁcant ﬂooding — most notably in 1986, 1987 and 1997. This risk of ﬂooding means that it is important that you and your
family protect yourself and your property against ﬂooding.

The SFHA, as designated by the Federal Emergency
Management Agency, represents the 100-year regulatory
ﬂoodplain. This means that in any given year, your
property has greater than a 1-in-100 chance of ﬂooding.

But all homes, in and out of the SFHA, are subject to
ﬂoods.

Flood Insurance – Are You Covered?
For many of us, our home and its contents are our greatest investment, so it is important to realize that standard homeowners and renters insurance policies do not cover losses due to ﬂooding. You are encouraged to buy ﬂood insurance – whether or not your home is located within the Special Flood Hazard Area (SFHA). Effective October 1, 2021, FEMA's National Flood Insurance Program (NFIP) has implemented Risk Rating

2.0 policy rating methodology. Premiums are determined based on an individual property's ﬂood risk. Individuals will pay based on multiple factors including ﬂood risk variables, rebuilding costs and valuation of homes.

Also, Communities will continue to earn National Flood Insurance Program rate discounts of 5% - 45% based on the Community Rating System classiﬁcation. The discount will be uniformly applied to all policies throughout the participating community, regardless of whether the structure is in the Special Flood Hazard Area (SFHA).

Remember, you don’t need to live in the SFHA to be affected by ﬂooding. In fact, 30% of all claims occur outside the SFHA.

Recent levee improvements have reduced but not eliminated the ﬂood risk to our community. Be sure to insure your property and its contents. There is a 30-day waiting period for most ﬂood insurance policies to take effect. If you are buying a home and need ﬂood insurance, purchase the insurance before the close of escrow, so the policy will go into effect at the close of escrow.

Whether it is required or not, property owners in ﬂood-prone areas should always consider ﬂood insurance as their ﬁrst and last line of defense in protecting their family and property. Call your insurance agent or the National Flood Insurance Program at (800) 427-4661 to get your policy before the winter rains! Residents can also contact the City's Floodplain Information Line, (916) 808-5061, for general ﬂood insurance information.

How Does the City Know a Flood is Coming?
The California Data Exchange Center (CDEC) provides a
centralized location to store and process real-time water level information gathered by various cooperators throughout the State including the City’s Automated Local Evaluation in Real Time (ALERT) gauges located on City creeks. The CDEC can be used to signal us about possible ﬂooding. CDEC provides continuous reports from river, creek, and rainfall gauges online at www.cdec.water.ca.gov. With it, we can receive advanced warning of impending high water levels.

Know the Warnings
In case of a ﬂooding emergency, the City may use different means to alert you to the situation and possible evacuation routes. •EME RGENCY ALERTS
Sacramento Emergency Communications Personnel will
use the Everbridge system to alert residents via phone or email if there is a need to evacuate. Listen carefully to the information and instructions provided to get help if you need assistance evacuating. To sign up for Everbridge
alerts, please visit: www.Sacramento-Alert.org.
•Listen for Sirens. In the case of an emergency, police and ﬁ rst ofﬁcials will use their sirens and loudspeakers to alert you to necessary information about the emergency.
•Turn On TV or Radio. During large storm events, turn on a television set or radio and tune to a local station to ﬁnd out information about emergency and evacuation routes. The
emergency broadcast station for Sacramento is KFBK Radio 1530-AM.

Planning Ahead
Follow these tips to help your family be prepared in case of ﬂooding.

1. Buy ﬂood insurance. Know your insurance policies – what is covered and what isn’t.

2. Create a family emergency plan. Check out
www.ready.gov/plan for tips on what to plan for and a plan template.

3. Be familiar with the routes in and out of your
neighborhood in case you need to evacuate. Remember to
check TV or radio to ﬁnd the preferred route out of your area before you leave your home.

4. Keep all of your important paperwork, including
insurance policies and birth certiﬁcates in a safe
place such as a deposit box, or get “tech ready” by having documents saved to a password-protected ﬂash drive
or cloud storage. If you keep them at home, be sure to take them with you when you leave your house.

5. Find the high points in and around your home. If you are caught in a ﬂood, stay out of the water if at all possible. Do not drive through ﬂooded streets. Even shallow water can have a deadly current and may be contaminated. When
moving to upper ﬂoors, roof or higher ground, be sure to take your emergency supplies with you.

6. Teach children to dial 9-1-1 in case of emergency.

7. If you live in an area that is frequently ﬂooded, keep sandbags, plywood, plastic sheeting and lumber on hand.

DO NOT stack sandbags against your
building’s foundation.

8. Consider improvements to your property, such as
grading or correcting drainage problems
that will help keep water away from your
structure.9. Keep areas open between homes, property lines, and levees.

10. For individuals with disabilities or medical
conditions, review FEMA’s additional preparedness
steps at
https://www.ready.gov/individuals-access-functional-needs.

Help Us Help You
There are several things that you can do to help the City. Make sure to properly dispose of yard waste in containers provided by the City. Remember illegal dumping is against the law. Keep drain inlets, drainage ditches and canals clear of junk and debris, and report any illegally dumped materials to the City by calling 311 or (916) 264-5011. Also, during a storm event, if you see a storm drain backing up, please call 311.

To ﬁnd out if your home is located within the SFHA, ﬂoodway, in or around historic ﬂooding, or additional hazards,
please contact the City’s Floodplain Information line at ﬂ[email protected] or (916) 808-5061. A City representative will respond to your request within two business days. Floodplain maps and ﬁled list of elevation certiﬁcates can be found at our City DOU website and can be requested through our information line or email: ﬂ[email protected].

Get a permit before you start construction. Remember, all ﬂoodplain development and redevelopment, including grading, building and retroﬁtting, requires a permit. If you know of a non- permitted development project, please contact the City at (916) 264-5011 or 311.

Note: In SFHA zones A, AE, AH, and AO, if the cost of
reconstruction, rehabilitation, addition or other improvements to a structure is more than 50% of the building’s market value, then the structure must meet the same structural requirements as a new structure. This standard also applies to our local Magpie Creek ﬂoodplain. Technical assistance for retroﬁtting homes and additional information can be obtained from the Floodplain Information Line at ﬂ[email protected] or
(916) 808-5061.
12/22 JM
Contact Numbers
Floodplain Information Line (916) 808-5061 or
ﬂ[email protected]
To obtain general ﬂoodplain information, ﬂood insurance information, structural retroﬁt and permit information, or if you need a site visit to discuss solutions to ﬂooding and/or drainage problems, please email or call the Floodplain
Information Line. Please be prepared to leave your name, telephone number, property address, tax assessor’s parcel number and the type of information you need. A
representative will return your call within two business days.

National Flood Insurance Program Referral Center
(888) 379-9531 or www.ﬂoodsmart.gov.

To report issues with your local levee, storm drain backups or illegal dumping in ditches, gutters, streams or rivers, call 311 within City limits or (916) 264-5011 from outside the City.

Floodplain Protection
While ﬂooding is a natural hazard in the Sacramento area, it is important to protect our waterways and the environment.

Floodplains can provide valuable wildlife habitat and are a natural part of Sacramento. Understanding and protecting the natural functions of ﬂoodplains helps reduce ﬂooding damage and protect our environment. The City of Sacramento is part of the Sacramento Stormwater Quality Partnership. The
Partnership educates the public about illegal dumping into our waterways and stormwater pollution prevention. For more information, please call (916) 808-4H2O (808-4426) or visit www.beriverfriendly.net.

In addition to the American and Sacramento Rivers, several waterways traverse the City. These include Steelhead Creek (Natomas East Main Drainage Canal), Arcade Creek, Magpie Creek, Robla Creek, Morrison Creek, Florin Creek, Elder Creek, Strawberry Creek, Unionhouse Creek, Laguna Creek,
Sacramento Canals, Pocket Area Canals, and
Hagginwood Creek.

A GUIDE FOR SACRAMENTO RESIDENTS
READY

BE FLOOD
protect yourself
today and tomorrow

WWW.CITYOFSACRAMENTO.ORG/slash.caseFLOODREADY
Be prepared.

Be ﬂood ready.

Buy ﬂood insurance.

CITY OF SACRAMENTO – Comprehensive Floodplain Management Plan Repetitive Loss Area Analysis July 2023

Page 74 ends

Attachment 3 – Property Visit Documentation

CITY OF SACRAMENTO – Comprehensive Floodplain Management Plan Repetitive Loss Area Analysis July 2023

Page 75 ends

Attachment 4 – Summary of Questionnaire Responses

CITY OF SACRAMENTO – Comprehensive Floodplain Management Plan Repetitive Loss Area Analysis July 2023

Page 76 ends

Q2: How many years have you occupied the home/building at this address? Answer Choices Percentage Number Responding
less than 1 year 7 1
1 to 5 years 21 3
5 to 10 years 7 1
10 to 15 years 7 1
15 to 20 years 7 1
more than 20 years 50 7

Q3: Do you rent or own this home/building?
Answer Choices Percentage Number Responding
Rent 7 1
Own 93 13

Q4: What type of foundation does the home/building have? Answer Choices Percentage Number Responding
Slab 42 5
Crawl Space 33 4
Basement 17 2
I'm not sure 0 0
Other (please specify) 8 1

Q5: Has your home/building experienced flooding?
Answer Choices Percentage Number Responding
Yes 63 12
No 37 7

Q6: How concerned are you that your home/building will experience a flood event or an additional flood event? Answer Choices Percentage Number Responding
Very concerned 67 2
Somewhat concerned 33 1
A little concerned 0 0
Not at all concerned 0 0

Q7: How prepared are you if your home/building experiences a major flood? Visit the Department of Utilities webpage for ideas on how you can prepare for a flood emergency before it happens: How you can prepare for flooding - City of Sacramento Answer Choices Percentage Number Responding
Very prepared 0 0
Somewhat prepared 33 1
A little prepared 33 1
Not at all prepared 33 1

CITY OF SACRAMENTO – Comprehensive Floodplain Management Plan Repetitive Loss Area Analysis July 2023

Page 77 ends

Q8: If you do have flood insurance, was it required for you to obtain this insurance? For example, flood insurance is required for a federally-backed mortgage if you are in a flood zone.

Answer Choices Percentage Number Responding
Yes 67 2
No 33 1
I don't have flood insurance 0 0
I don't know 0 0
Q9: Has your household taken any precautions to prepare for a future flood? Please select all that apply.(If you would like more information on any of these measures or additional ideas, please see the links on the final page of this survey) Answer Choices Percentage Number Responding
Purchased flood insurance 21 4
Created evacuation plan 5 1
Cleared gutters 11 2
Elevated/raised the building 0 0
Re-graded yard to reduce runoff to the building 16 3
Installed flood vents 11 2
Installed sump pump 16 3
Moved utilities off ground level (e.g. electrical panels, propane tanks, A/C units, water heaters)
0 0
Purchased a backup power system or generator 5 1
Have access to sandbags 5 1
Waterproofed the outside walls 0 0
Moved things out of basement 0 0
We have not taken any precautions 0 0
Other (please specify) 11 2
Q10: Did any of these precautions work?
Answer Choices Percentage Number Responding
Yes 33 2
No 17 1
Please explain what worked or didn’t work. 3
Q11: In what year(s) did it flood?
Answers
2023 2
2017 (sump pump broke) 1
1993 and 1996 (street and basement only; before the French drain was installed in 2000 1 Q12: What do you feel was the cause of the flooding? Check all that affect your home/building.

Answer Choices Percentage Number Responding
Storm drain backup 46 6
Standing water next to house/building 15 2
Saturated ground/leaks in basement walls 8 1
Overbank flooding 0 0
Heavy rain event 15 2
Other (please specify) (Q13) (Arcade Creek) 15 2
CITY OF SACRAMENTO – Comprehensive Floodplain Management Plan Repetitive Loss Area Analysis July 2023

Page 78 ends

Q14: How did the water enter your home/building? For example, through the garage, basement, or first floor of the home.

Answers
It did not 1
From the street 1
Basement 4
Through the garage doors
Q15: How deep did the water get:
< 6" 6" to 12" 1' to 2' 2' to 3' 3' to 5' 5' or more Did not flood Yard 1 2 1

1 1
Crawl space 1 1
Garage 2 2
Over first floor 2
Basement 1 1 1
Q16: What was the length of time the water stayed in your house/building (how many hours or days)? 5-6 hours 3
We drained it ourselves with a hose and buckets 2
2 days 1
2 weeks water inside the garage 1
Q17: If your home/building was damaged, did you continue to stay or go elsewhere? Answer Choices Percentage Number Responding
Stayed in home 50 1
Left permanently 0 0
Left temporarily (specify how long you had to stay away) 50 1 Q18: If you left temporarily please choose your lodging accommodation.

Answer Choices Percentage Number Responding
Stayed with friends or family 0 0
Shelter 0 0
Hotel/motel/Air BNB 0 0
Rented a place 0 0
Other (please specify) 100 1
Q19: Prior to the flood(s), how vulnerable did you think your residence was to flooding? Answer Choices Percentage Number Responding
Very vulnerable 25 1
Somewhat vulnerable 50 2
Not vulnerable 25 1
I did not know there was a risk of flood on this property 0 0 Please provide any comments on the flood risk for your property 1

APPENDIX E

PROCEDURES FOR FLOOD RESPONSE PROJECTS

APPENDIX E

PROCEDURES FOR FLOOD RESPONSE PROJECTS
City of Sacramento E.1
Comprehensive Flood Management Plan
May 2024
Public notification during an emergency is critical and plays a significant role in public safety. The following materials have been developed in advance to allow for quick implementation during and after a flood event. This document outlines the procedures for the duplication and dissemination of this information.

References to the City of Sacramento’s Emergency Operations Plan (EOP) have been added to allow the user to find context and details related to the broader emergency response plan.

Flood Response Projects
PPI
Project
Number* Lead Organization Project Subject Matter Frequency FRP 1.

Primary: Public Information
Officer and City Manager
Secondary: Community
Development Department
and Depart of Utilities
Media Release (TV and
Radio and Newspapers)
Various flood-related
topics (Turn around
don’t drown, evacuation,
sandbags, Substantial
Damage, etc.)
During and after a flood
event – Media Releases will
be distributed when critical
information develops, street
closures, disruption in
utilities, flood warning stage,
flood stage, evacuation
notice, and danger stage, all
clear notice
FRP 2.

Emergency Operations
Center and Public
Information Officer
Everbridge/Emergency
Broadcast System
Use Everbridge and
EBS to notify residents
of information during a
flood
During a flood event – alerts
will be sent if there is a
threat to public safety, flood
warning stage, flood stage,
and danger stage, and
evacuation notice
FRP 3.

Primary: Public Information
Officer and Neighborhood
Services
Secondary: Community
Development Department
and Depart of Utilities
Media Release and Posts
for social media
(Facebook, Twitter, Next
Door, and others)
Various flood-related
topics (Turn around,
evacuation, sandbags,
Substantial Damage,
etc.)
During and after a flood
event – Same frequency
and traditional media
release, plus correction of
misinformation, and flood
recovery information
FRP 4.

Department of Utilities,
Operations & Maintenance,
Water Quality Lab
Drinking Water Quality
Incident Response
Prevent consumption of
contaminated water
after a flood. Outreach
materials drafted,
translated and delivered
to warehouse.

During and after a flood
event, if needed – if water
has been compromised –
voluntary boil or mandatory
boil alerts
FRP 5.

Department of Utilities,
Operations & Maintenance,
Wastewater Management
Combined Sewer System
Warning Signs
Signage posted after
flood to prevent people
from entering potentially
contaminated water
During and after a
Combined Sewer System
flood event (including street
flooding events)
FRP 6.

Primary: Police
Secondary: Code
Enforcement, Building
Department, and
Department of Utilities
After flood event handouts
when in the field
Re-entry safety, permit
& reconstruction
requirements, flood
protection methods
Upon re-entry of flooded
areas
FRP 7.

City of Sacramento
Neighborhood Services and
Department of Utilities
Flood Insurance and
Grant Information
Handouts
Information on filing
flood insurance claims
and grant opportunities
Provided to flood damaged
properties during an
inspection or upon re-entry
to area
*The PPI Project Number corresponds with the Program of Public Information located in the current Comprehensive Flood Management Plan.

City of Sacramento E.2
Comprehensive Flood Management Plan
May 2024

FRP 1. Media Release
The City’s media releases will be coordinated through the Emergency Operations Center or Joint Information Center. The primary individual responsible for this activity is the Public Information Officer.

The City Manager reviews all media releases.

Media Releases
The Public Informat ion Officer will draft each media r elease with critical incident information. The City Manager will approve all media releases. Media releases are distributed by the Public Information Officer to the media through the AP wire and local news agencies. Media releases are also posted on the city’s website and social media networks.

 EOP, Annex A, Attachment 4-A, Page A-47

Media Hot Line
The Media Hot Line is used by the Fire and Police Departments to make the media aware of an incident.

The Fire, Police or Utilities Department PIO, or the lead PIO at the Joint Information Center, is responsible for supplying messages to the Media Hot Line. The PIOs have access to place messages on the hotline.

Dissemination Procedures and Draft Documents

City of Sacramento E.3
Comprehensive Flood Management Plan
May 2024

Media Release

FOR IMMEDIATE RELEASE:

City of Sacramento
Street Address
City, CA Zip
Date & Time __________________
Contact: 916.264.5011
SACRAMENTO -- Mayor NAME has issued an Executive Order to declare a City emergency in response to rising flood waters. The declaration activates the City's Emergency Operations Center to coordinate response among City departments and services, along with outside partner agencies, such as the Sacramento Area Flood Control Agency, Reclamation District 1000, the Red Cross, Salvation Army, and the United Way. It also allows the City to request state resources and reimbursement, as necessary.

The NAME River levels are expected to quickly crest by DATE to ## feet. City crews have closed ## flood gates along the NAME River and have begun a 24-hour watch along both the NAME River and the NAME to monitor and quickly act upon signs of distress, such as boils.

The City's Department of Utilities will begin a sandbagging operation to fortify parts of the NAME River levees between STREET LOCATION.

City drivers also should be aware that while flooding can occur on any street, STREET NAME will remain closed until flood waters recede.

The Sacramento City Fire Department's Swift Water Rescue Team, which operates ## boats, has been deployed for rescue missions. Emergency responders remind drivers to both slow down and "turn around, don't drown."
Residents should always call 911 for emergencies but are encouraged to use 311 for non - emergencies. Report City service needs, such as streetlight and signal outages, downed trees, or flooded roads, to the 311 Call Center at 311.
###

City of Sacramento E.4
Comprehensive Flood Management Plan
May 2024
FRP 2. Everbridge & Emergency Broadcast System Alerts
The City of Sacramento’s EOP provides detailed steps to activate emergency broadcast systems during an emergency.

Emergency Alert System
The City Manager, Fire Chief or Police Chief have authority to activate the Emergency Alert System (EAS), and must supply the message through the PIO. The details of EAS activation are in the City EOP, and also reside with the EOC or Joint Information Center PIO.
 EOP, Annex A, Attachment 4-B, Page A-55
The Emergency Alert System should only be activated in extreme emergencies by the authorized individuals. In the Sacramento Regions, the following broadcast companies are part of the EAS.

Primary Radio Station: KFBK, 1530 AM
Secondary Radio Station: KEDR, 88.1 FM
Primary Television Station: KCRA, Channel 3

Cable Television System
The emergency override shall be used only as often as is necessary to communicate emergency instructions and information by the duly authorized individuals of the constituent jurisdictions of the Sacramento Metropolitan Cable Television Commission. The purpose of the cable television emergency override shall be to provide lifesaving instructions and information.

Using either the specially designated tough -tone telephone at the City Communication Center, or at the County Emergency Operations Center, the emergency override will be activated by dialing Sacramento Cable's Television (SCT) head end override line.
 EOP, Annex A, Attachment 4-B, Page A-57

Emergency Use of Local Government Channel 28
The individuals aut horized to activate the system wide emergency override are also authorized, in their sole discretion to assume programming control of Channel 28 before, during, and after an emergency for the purposes of providing information to cable viewers.

Access via Metrocable 28 Staff: The authorized individual shall contact the Commission staff at 440-6661 to access Channel 28.

Direct Access via SCT: To access Channel 28 in the event that Commission staff are unavailable, the respective authorized persons must contact the SCT Director of Engineering or Headend Engineer at 927- 2225, identify themselves, and arrange physical access to the Headend at 13th and N Street (13th Floor of Park Place).
 EOP, Annex A, Attachment 4-B, Page A-58

City of Sacramento E.5
Comprehensive Flood Management Plan
May 2024
Everbridge/Emergency Broadcast Alerts – General Template

FOR IMMEDIATE RELEASE:

City of Sacramento
Street Address
City, CA Zip

Date & Time _____________________
Contact: __________________________
FROM WHO:_____________________
WHAT: _________________________has occurred at
WHERE: _______________________(specific location) at
WHEN: _________________________am / pm today.

EVACUATIONS in the ____________________(be specific) area are underway.

RED CROSS SHELTERS are located at__________________________________ WHAT SHOULD PEOPLE DO?
Residents are asked to ___________________________________________________________ Include information about:

Avoid the areas/intersections of ___________. Remain vigilant, prepared to leave____________ Be prepared to move animals to___________ . Animal shelters are located at:_______________

FOR MORE INFORMATION:
o Listen to Emergency Radio
o Monitor Local TV stations
o Call the Emergency Public Information Number 916.264.5011 or 311 o Go online to City of Sacramento Web site, www.cityofsacramento.org

OTHER IMPORTANT INFORMATION:
______________________________________________________________________________

ASSISTING FIRE AGENCIES include:
• City of Sacramento Fire
• California Dept. of Forestry
• Sacramento County Fire
• Other

ASSISTING AGENCIES include:
• City Police
• Sacramento County Sheriff
• CA Highway Patrol
• Other

 Additional Samples: EOP,
Annex A, Attachment 4-D,
Page A-62

City of Sacramento E.6
Comprehensive Flood Management Plan
May 2024
Everbridge/Emergency Broadcast Alert – Winter Strom

HAZARD SPECIFIC EMERGENCY BROADCAST FORMAT

WINTER STORM - NWS WINTER STORM WARNING

The U.S. Weather Service has issued a winter storm warning for _______ City of Sacramento during the hours of _____ to _____. The City of Sacramento Emergency Operations Center urges you to be cautious and avoid unnecessary driving.

Be aware that the gr ounds are saturated, which means a heavy rainstorm could cause localized street flooding. Do not drive through flood waters. Turn around, don’t drown.

You are advised to watch the water level of creeks and other drainages in your neighborhood if you liv e in an area, which has a history of winter flooding.

Windy conditions can cause downed trees and broken power lines.

Please stay tuned to this station or other local stations for emergency information updates. Do not call 9- 1-1 except to report an emergency situation.

You can receive more information by monitoring this local radio or television station, by visiting the City of Sacramento website at www.cityofsacramento.org, or by call 311.

 EOP, Annex A, Attachment 4-D, Page A-71

City of Sacramento E.7
Comprehensive Flood Management Plan
May 2024
FRP 3. Media Releases and Posts for Social Media
Social media is an effective way to communicate quickly with many residents and business owners. The main social media networks that are utilized by the City are Facebook, Twitter, and Next Door. The messages developed for these selected networks can also be used for other social media mediums. The City’s Public Information Officer and the Department of Utilities’ Public Information Officer will coordinate the release of information.

Typically, media releases are distributed through the City’s social media networks. This document provides supplemental informational posts that provide pertinent life safety and flood protection information.

Posts for Flood Stage

Facebook and Next Door
Do you know the difference between a Flood Stage and Danger Stage? A Danger Stage means “Take Action Now!” because flooding is imminent or already occurring. If advised to evacuate, do so immediately. Flood Stage means “Be Prepared” because flooding is possible within your area. <Link to DWR Stages> #FloodSafety

Twitter
Learn the difference between a Flood Stage and Danger Stage. <Link to DWR Stages> #FloodSafety

Flood Stage

City of Sacramento E.8
Comprehensive Flood Management Plan
May 2024

Posts for Danger Stage

Facebook and Next Door
Do you know the difference between a Danger Stage and Flood Stage? Danger Stage means “Take Action Now!” because flooding is imminent or already occurring. If advised to evacuate, do so immediately. Flood Stage means “Be Prepared” because flooding is possible within your area. <Link to DWR> #FloodSafety

Twitter
Learn the difference between a Danger Stage and Flood Stage. <Link to DWR> #FloodSafety

Post for Evacuation Notice

Mandatory evacuations have been ordered for __________. Evacuations recommended for __________, but are not mandatory. Tune to local news station and radio. <Add link to city website with details and evac locations.>

Danger Stage

City of Sacramento E.9
Comprehensive Flood Management Plan
May 2024
Posts for Street Flooding

Facebook and Next Door
Road closures at __________________. Driving into floodwaters could be the last decision you ever make. Turn Around Don’t Drown! http://youtu.be/eI6mIlHKrVY #FloodSafety

Twitter
Driving into floodwaters could be the last decision you ever make. Turn Around Don’t Drown! http://youtu.be/eI6mIlHKrVY #FloodSafety

Link to video: https://www.weather.gov/wrn/spring2017-flood-sm

Posts for After a Flood Event

• Watch your step! #Flood waters often hide sharp and dangerous debris like broken glass and metal! #FloodSafety
• Wear the appropriate protective clothing and gear like boots, gloves and safety glasses when it comes to moving debris! #FloodSafety
• Hands off! Stay away from electrical utility equipment after a storm or if it is wet to prevent being electrocuted! #FloodSafety
• Flooded homes are hazards! Get a professional to check for loose wires, mold and hidden damage before re-entering! #FloodSafety
• Avoid walking in floodwater. It can be contaminated with oil, gasoline, or sewage. #FloodSafety • Use generators or other gas powered machinery only outdoors and away from windows. #FloodSafety

City of Sacramento E.10
Comprehensive Flood Management Plan
May 2024
FRP 4. Drinking Water Quality Incident Response
Once the determination has been made that the City’s drinking water has been compromised, the City’s PIO or the Department of Utilities’ PIO will issue a media release informing the community of a voluntary or mandatory water boil advisory. Alerts will also be sent to the impacted area via the Everbridge system.

The city’s website will provide more information and a map of the impacted areas.

Media Release – Water Boil Advisory

CITY ISSUES VOLUNTARY WATER BOIL ADVISORY FOR _____________________________

THE CITY WILL NOTIFY THE COMMUNITY WHEN THE ADVISORY IS LIFTED DATE

A voluntary water boil advisory has been issued for ____________________, in the City water system.

The advisory was issued due to presence of _________ during a rout ine weekly water sampling in _________________. We are not aware of any health issues. The City is advising customers to use boiled tap water for drinking and cooking purposes as a safety precaution.

Bring all water to a boil, let it boil for one (1) minute, and let it cool before using. Boiled water shoul d be used for drinking and food preparation until further notice. Boiling kills bacteria and other organisms in the water.

The advisory is a precautionary measure and recommends that residents in the affected area voluntarily boil their water for at lea st one minute before consuming it until the advisory is lifted. The advisory pertains only to water used for consumption. Again, the advisory is only a precautionary measure. This is a boil advisory, not a boil order.

The city will notify the community when the advisory is lifted.

For more information call 3-1-1 or 916-264-5011.

Contact (Media inquiries only): NAME, Public Information Officer, PHONE

###

City of Sacramento E.11
Comprehensive Flood Management Plan
May 2024
Water Boil Advisory Information Website Page

VOLUNTARY BOIL WATER ADVISORY FAQ

WHY WAS A VOLUNTARY BOIL WATER ADVISORY ISSUED FOR MY WATER? A voluntary boil water advisory has been issued by the City of Sacramento Department of Utilities for the ______ area (see map on web site) as a precaution to protect consumers from drinking water that may have potentially harmful bacteria present.

The ensure a safe water supply the City has been monitoring bacteria levels across the City. Repeated samples at a location in the _______ area indicated the presence of _________. A voluntary boil water advisory is being issued for this area until the cause can be investigated and remediated.

WHAT IS BEING DONE TO ADDRESS THE POTENTIAL CONTAMINATION? Additional water samples are being taken to find and eliminate potential sources. If any sources are identified, actions such as system repairs, flushing, and adding chlorine for a short period of time will be used to fix the issue.

WHAT ARE COLIFORM BACTERIA? <EXAMPLE: CHANGE TO THREAT> Coliforms are bacteria which are naturally present in the environment and are used as an indicator that other, potentially harmful bacteria may be present.

HOW LONG WILL THE BOIL WATER ADVISORY CONTINUE?
Public notification will be given when the voluntary boil water advisory is rescinded.

WHAT IF I HAVE ALREADY CONSUMED THE WATER?
The likelihood of becoming ill is _______. However, illness is certainly possible, especially for people that have a chronic illness or may be immunocompromised. Seek medical advice as necessary.

City of Sacramento E.12
Comprehensive Flood Management Plan
May 2024
FRP 5. Combined Sewer System Warning Signs
The Combined Sewer System (CSS) warning signs are placed in neighborhoods that are a ffected by localized flooding in the CSS area. The CSS drainage system can be overwhelmed during a long duration storm which results in flooding. The Department of Utilities’ wastewater maintenance crew places these signs when flooding is reported or observed during routine storm patrol. The City has 25 signs in stock.

Example of Combined Sewer System Warning Sign

Sign Text: Caution: Area may contain sewage, which can be a health hazard. Please avoid contact.

City of Sacramento E.13
Comprehensive Flood Management Plan
May 2024
FRP 6. After Flood Handouts
The City print shop (Central Services) will prepare and print written material. Arrangements for printing will be made by the General Services Department representative in the EOC. Written notices may also be duplicated on copy machines located in the EOC.

If Central Services is damaged or unavailable, the City has a list of on-call printers available to print written materials.
 EOP, Annex A, Attachment 4-D, Page A-59
The After Flood handouts will be provide to residents and business owners re-entering an impacted area. The handouts will be printed and provided to individuals staffing the re-entry check points, most likely City Police.

These flyers will also be placed on the City website, social media feeds, and can be placed at shelters if desired.

After Flood Handouts

City of Sacramento E.14
Comprehensive Flood Management Plan
May 2024
FRP 7. Flood Insurance Claim and Grant Information
The City print shop (Central Services) will prepare and print written material. Arrangements for printing will be made by the General Services Department representative in the EOC. Written notices may also be duplicated on copy machines located in the EOC.

If Central Services is damaged or unavailable, the City has a list of on-call printers available to print needed materials.
 EOP, Annex A, Attachment 4-D, Page A-59
The handouts will be provide to residents and business owners re-entering an impacted area. The handouts will be printed and provided to individuals staffing the re-entry check points, most likely City Police.

These flyers will also be placed on the City website, social media feeds, and can be placed at shelters if desired.

Flood Insurance Claim and Grant Information Handouts

City of Sacramento E.15
Comprehensive Flood Management Plan
May 2024
Translator Services
Emergency Translation Services - An emergency translation service is available through the Public Safety Communications Center. Contact the Communications Center through the Police EOC representative, by radio, or telephone: 916-264-5721.

Other Translation Services:
• Language Line: 1-800-874-9426
• Contact Red Cross: 916-368-3111
• Info Line Sacramento: 916-498-1000
• Sacramento County Human Assistance Department: 916-978-2170

 EOP, Annex A, Attachment 4-D, Page A-59

Appendix J6.4
American River South
ULDC City of Sacramento
Levee Patrol Plan
Sacramento River Levee Patrol Standard Operating
Procedure (SOP)
Sc
ope: Drainage Division
P
rocedure Contact
Mike Gonsalves
Utilities Operations and Maintenance Supervisor
Department of Utilities
[email protected]
T
able of Contents

1. B
ackground

2. Procedure

3. Reference Materials

4. Attachment 1

5. Attachment 2

6. Attachment 3

7. Attachment 4

8. Attachment 5: Examples of Jobs Requiring a Job Hazard Analysis

9. Attachment 6: Floodgate Installation / 1110 Front St. (Formerly Rio City Café) Flood Fight Procedure

10. Attachment 7: Floodgate / 1110 Front St. Flood Fight Exhibit E
ffective Date:

Ja
nuary 2020
R
eview Date:

Ap
ril 16, 2025
Reviewers:

Procedure: Levee Patrol SOP

1. Background:

All elevations referenced in this section are in NAVD88 Datum and measured in relation to the gauge at I St. bridge on the Sacramento River. The river stage elevation measured at the I St. bridge will determine the timing of the implementation of levee patrol. During a flood emergency, the following steps are to be taken by the Local Maintaining Agency (LMA).

21.37 Advisory Stage 27.37 Monitor Stage 31.37 Project Flood Stage 34.37 Flood Danger Stage

Floodgates on the Sacramento River that we only notify Facilities to close: Old Sacramento

Flood-
gate
Number
Facility
Identifier
Flood-gate
Type
Flood-
gate
Route
Order
Water
Type
Eleva-
tion
Location
Description
G17 990 Stop-Log
Structure
G17-A
Separated
Drainage
Old Sacramento,
Gate 17-A at Delta
King
G17 991 Stop-Log
Structure
G17-B
Separated
Drainage
Old Sacramento,
Gate 17-B at Delta
King
G15 12 Wood
Planks
G15-B
Separated
Drainage

32.57 Old Sacramento, I
Street, West of
Front Street
G15 676 Wood
Planks
G15-A
Separated
Drainage

29.89 Old Sacramento, J
Street, West of
Front Street
G16 678 Wood
Planks
G16-B
Separated
Drainage

30.88 Old Sacramento, J
Street At Delta
King Entrance
G16 677 Wood
Planks
G16-A
Separated
Drainage

31.02 Old Sacramento, J
Street At Delta
King Entrance

Procedure: Levee Patrol SOP
Map of levees the City of Sacramento is responsible for

Procedure: Levee Patrol SOP

2. Procedure:

2.1 Phase 1: River Advisory Stage – 21.37 ft. Normal Preparedness

- Closely monitor river forecasts and weather alerts for changing conditions. - Notify levee patrol staff of rising water and the potential for 12hr. shifts. - Staff to advise Facilities to move ramps at the Delta King. - Staff to inspect that Discovery Park has closed.
- Advise Public Works (PW) DOT of the possible closure of Del Paso floodgate. - Staff is to begin monitoring the observation wells, take readings every 12hrs. (see attachment)
- 25.37 Ft. and rising Del Paso floodgate is closed by PW levee staff to advise and inspect. - 25.37 Ft. and rising 2.0 Ft. below monitor stage DOU activates levee patrol.

2.2 Phase 2: River Monitor Stage – 27.37 ft. Increased Preparedness

- Open Department Operations Center (DOC) or Flood Operations Center (FOC) - Begin 24-hr. operations, mandated levee patrol (see attachment 1 for patrol instructions)
- Notify State Parks through NORCOM (916) 358-1300 that river levels are rising to concern levels starting the 24hr notice to remove railroad equipment, trains or slow locomotive speeds. (see SOP).
- Notify and activate Survey staff for levee patrol at 30.0 Ft. or before if needed. - Staff is to begin monitoring the relief wells. (see attachment) - Staff is to begin monitoring known locations for seepage. - Continue monitoring river forecasts and weather alerts for changing conditions. - 29.87 Ft. Sacramento Weir begins spilling. Advise City manager to open an Emergency Operations Center (EOC).
- 30.37 Ft. City EOC opens and Emergency Management directs the evacuation of Riverdale Mobile Home Park.

30.87 Ft. notify and coordinate with Facilities of the floodgate closures of in Old Sacramento and Delta King entrance. (see attachment)

2.3 Phase 3: Project Flood Stage – 31.37 ft. Emergency Preparedness

- DWR opens additional gates on the Sacramento Weir.
- 33.37 Ft. maximum design capacity of the Sacramento River Levee is reached. - Public Works to notify Blue Diamond to close floodgates. (See attachment) - Add additional staff to levee patrol if needed.
- Contact local LMA’s on their current conditions. (See attachment)

Procedure: Levee Patrol SOP
- Continue to monitor levee system.
- Continue monitoring river forecasts and weather alerts for changing conditions.

2.4 Phase 4: Flood Danger Stage – 34.37 ft. Emergency Phase

- Sacramento River Levee freeboard encroached, consider evacuations. - Continue patrolling levee system.
- Continue monitoring river forecasts and weather alerts for changing conditions. - If Levee flows are forecasted to be greater than maximum design capacity, then inform the EOC of potential need to evacuate surrounding areas and impacted residents.

3. Reference Materials:

 Levee Threat Monitoring Guidelines Pamphlet published by the State of California Department of Water Resources, Division of Flood Management, Flood Operations Branch, August 2015 Edition
 Emergency Flood Fighting Methods Pamphlet published by the State of California Department of Water Resources, Division of Flood Management, Flood Operations Branch, August 2012 Edition
 Morrison Creek SOP
 Sea Forrest SOP

4. Attachment 1:

Levee Patrol:

The best defense against flood related issues and or levee failure Is to identify problems early and repair them immediately. Biannual levee inspections and effective high patrolling make this possible.
- Operate under the SEMS / ICS system and report to the Operations Section Chief. - Each patrol vehicle to have a copy of the Flood Fight Methods handbook. - Assign no less than two staff members to each patrol vehicle. - Assign each patrol vehicle an area no larger than can be inspected at least every two hours with more frequent patrols as conditions warrant. Foot patrols may offer a more thorough inspection.
- Identify potential problems: boils, seepage, erosion, cracks, sloughing, and rodent damage.
- Patrol vehicles should remain on high ground in threatened areas, always know your escape routes and pass on to responders.

Procedure: Levee Patrol SOP
- Communicate with patrol staff frequently.
- Be aware of the locations of stockpiled flood fighting materials. - Report all issues to the Supervisor in charge or the Operations Section Chief. - Fill out levee condition logs and turn in at the end of every shift to the supervisor.

Levee Patrol Responsibilities:
- Each crew should leave with a plan of action for their shift. - Make sure equipment is fueled prior to each shift.
- Record gauge readings (see attachment for locations and log sheet) - Inspect fences on the riverside of the levee, keep free of debris - Inspect access roads and ramps are usable and clear of debris. - Take photographs of all significant issues. Upload to inspection data base, email to supervisor immediately if an emergency. (Use date and time stamp with GPS locations) - Complete levee condition log when an issue is located. Call supervisor immediately. - Look for sand boils or unusual wet areas landward of the landside toe. - Look for seepage on the landside levee.
- Look for slides or sloughs in levee slopes.
- Look for wave wash or scouring of the waterside slope. - Look for low areas in the levee crown.
- Look for down or uprooted trees and vegetation.
- Monitor relief wells (see attachment)
- Monitor phisometers (see attachment)
- Inspect flap and sluice gates for proper closure
- Inspect stop logs and flood gates if installed.
- Inspect flood walls for movement or cracking.
- Inspect pump stations.
- Inspect known areas of seepage.
- Inspect areas with high rodent activity.

Levee Patrol Staff:
- ELW – Emergency Levee Worker.
- ELS – Emergency Levee Supervisor.
- Staff operates under the SEMS / ICS system and will report to the Operations Section Chief.
- Staff will consist of one Lead Worker and one Service Worker. - Staff must be flood fight safety trained.
- Preferred one patrol staff member be part of Levee Maintenance Crew. (Subject Matter Expert (SME))

Procedure: Levee Patrol SOP

Levee Patrol Vehicle:
- Levee Patrol Vehicle will consist of a 4 Wheel Drive Pick Up. - Motorola truck mounted radio.
- Bumper mounted Winch.
- Safety light bar with spotlight.
- First aid kit.
- Laptop – DWR Inspection Access.
- GPS Trimble R6.
- Digital camera.
- Binoculars.
- Batteries.
- Cones and barricades.
- Patrol log sheets.

Levee Patrol Equipment:
- Levee patrol box.
- Flashlight.
- Chainsaw.
- 2 round point shovels.
- 1 sledgehammer.
- 50 sandbags empty.
- 1 roll of visquine 10ml.
- 1 box of twine.
- 100 buttons.
- 12 Survey Guinee
- 50 wooden lath stakes.
25 wood stakes 1x3x24”
- Lifeline rope.
- Personal floatation device.
- Blanket.
- Measuring tape 100 Ft.
- Survey ribbon.
- Survey paint.
- Utility knife.
- Pulaski.

Procedure: Levee Patrol SOP
Levee Patrol PPE:
- Personal Motorola 2 Way Radio.
- Rain gear.
- Rubber boots.
- Hard hat.
- Safety glasses.
- Gloves.
- Boots.
- Personal flotation device.
- Personal safety light – head lamp.
- Warm clothing.
- Knife 3” blade or under.
- First aid kit.

Levee Patrol Safety:
- Patrolling is the key to effective flood fighting. Patrols will identify, initiate control, and monitor trouble spots in effected areas. Vehicle patrols should travel in two-person teams with dependable communication devices. Lifelines, flotation devices and a blanket should be in the vehicle for possible water related accidents. Foot patrols should also have the same considerations. Extreme caution should be exercised when travelling saturated, cracking, or sloughing areas.
- Vehicle placement in work areas along the levee should remain parked on high ground.

This is usually the crown of the levee. Vehicles should be parked facing their access point. An escape plan should be communicated to all flood workers. - Changing weather patterns can affect existing conditions and create more serious situations. Always know the forecast and how it affects vulnerable areas, workers, and the public.
- Changing water patterns can change the rise and fall of water gradually or very quickly.

Knowledge of high water and how it relates to levees, communities and workers is essential. Continuous monitoring and communication of water level influences, reservoir releases, tides and drainage inflow are very important, always know your area and flood history around you.
- Swift water and high velocities of water are common during flood events. Extreme caution should be used when anyone is exposed to high water. Workers should have flotation devises, throw ropes and lifelines in the immediate area. Swift water rescue teams may be available. Use common sense and sound judgement around swift water.

Know your resources and how to activate them prior to the event.

Procedure: Levee Patrol SOP
- Insect and animal exposure in flooded areas force a variety of animals to evacuate to high ground. Workers in these areas should be aware of these animals and not handle them. Stinging and biting insects are prominent in certain flood prone areas. - Contamination of flooded areas can potentially carry high levels of contaminates.

Common contaminates include fuel, sewage, and pesticides. Always wear protective clothing to help limit contact with water.
- Exhaustion and stress combined with long, physical demanding hours can have an adverse effect on the flood worker. It is very important to recognize exhaustion or sleep deprivation and treat them immediately. Shift rotation will help eliminate fatigue factors.
- If levee inspections via boat or transporting materials and personnel to worksites are needed, Operators of watercraft must be certified. Flotation devices must be available for every passenger. Extreme caution must be taken while loading and offloading. (See Vessel SOP for more requirements)

5. Attachment 2:

For Supervisor and above. Field staff do not make these calls.

Emergency Contacts:

Sacramento County Emergency Services – 916-875-6900
DWR State Flood Operations Center – 916-574-2619
State Emergency Services CALOES – 916-845-8911
DWR Flood Inspection Section – 916-574-2353
DWR Inspector – 916-574-0448 Luz Dial
SAFCA – 916-874-7606
NORCOM – 916-358-1300
USACE Chief Geotechnical Branch - 916-557-7197
USACE Chief of Emergency Management - 916-557-6619
City Director of Emergency Management – 916-808-1833 Daniel Bowers City Facilities – 916-808-3335 Norm Colby
Public Works DOT – 916-798-7019 Gabriel Morales
City Surveying – 916-808-7918 Jimmy Byrum
Blue Diamond Grower – 916-446-8469 Alex Ossa

American River Flood Control (ARFCA) – 916-929-4006
State DWR (MA9) – 916-375-6006
RD1000 – 916-922-1449

6. Attachment 3:

Procedure: Levee Patrol SOP
Observation Well Inspection:

All elevations referenced in this section are in NAVD88 Datum and measured in relation to the gauge at I St. bridge in the Sacramento River. The river stage elevation measured at the I St. bridge will determine the timing of the implementation of monitoring the observation wells, during a flood emergency, the following steps are to be taken by the LMA.

The LMA is responsible for high water monitoring of the observation wells 48 to 72 hours before the Sacramento River at I St. bridge reaches 21.37 Ft. and continue 48 to 72 hours following the return of river stage below 21.37. Observation will be conducted in 12 hr. intervals.

Construction of a slurry cutoff wall in the City of Sacramento levee between Miller Park and Sutterville Rd. observation wells were placed in various locations along the slurry cutoff wall.

The observation wells monitor seepage from the water side levee to through the cutoff wall to the landside levee.

Maintenance of the observation wells shall include determining individual sediment levels annually, by measuring from the top of the PVC riser to the sediment in the slotted interval.

Ensure the well is capped between readings and the cap is vented with a 1/8 th inch diameter air
hole. No fluids such as antifreeze or preparations designed to lubricate the inside of the riser pipe shall be introduced not any observation well. These types of fluids can damage the watertight joints promote clogging of the slotted interval and introduce contaminates into the groundwater. Any well observed with signs of tampering or vandalism should be measured for depth and checked for obstructions.

Monitoring:

- When the Sacramento River at I St. bridge reaches 21.37 Ft. the LMA will start monitoring the observation wells every 12 hrs.
- Locate and stake the wells for staff.
- All observation well readings shall be referenced from the top of the PVC riser pipe - Remove observation well lid.
- Remove PVC cap.
- Use the phisometer to measure down to the top of water and record the elevation on the observation well log. Complete log completely with all information. (see log) - Place cap back on PVC pipe and set lid back on well.
- Clean phisometer.
- Check surroundings for visual signs of levee distress such as cracking, sloughing and settlement.
- Check for seepage emerging at or above the landside toe. - Check for saturation and or development of boils near the landside toe.

Procedure: Levee Patrol SOP
- Check for sudden or rapid rise of water levels in the landside observation wells. (6 inches in a 12hr period)
- Report all issues immediately to the Operations Section Chief or Supervisor.

If any of the following conditions are noted, they should be reported immediately to the chief of emergency management division 916-557-6919 and the chief geotechnical branch 916-557-7197.

Procedure: Levee Patrol SOP
Location Map:

Procedure: Levee Patrol SOP

7. Attachment 4:

Relief Well Monitoring and Inspection:

All elevations referenced in this section are in NAVD88 Datum and measured in relation to the gauge at I St. bridge in the Sacramento River. The river stage elevation measured at the I St. bridge will determine the timing of the implementation of monitoring the relief wells, during a flood emergency, the following steps are to be taken by the LMA.

The purpose of the relief wells is to relieve pressure in shallow, silty and sand layer beneath the levee thereby preventing future boils. As the water level rises during flood events, under seepage will collect in the relief wells. When the water level in the relief wells rises above the top of the well, the over top flow will exit the well into the discharge pipe. Pilot holes were drilled prior to relief well installation to determine the depth, slotted interval, filter pack gradation, and slot diameter of each individual well.

Inspection and Reading:

- When the water surface elevation reaches monitor stage, begin monitoring the relief wells.
- Relief wells will only flow during flood events during the flood season, normally between October 15
th to April 30th. During the dry season it is recommended that the relief wells be inspected once every 3 months.
- Remove manhole cover, grate or lid, and inspect well for water flowing out of the top of pipe.
- If water is flowing or not flowing mark this on the relief well log report. - Complete all information needed on the relief well log completely. - If water is flowing inspect for sediment. If sediment is present mark this on the log and notify the Operations Section Chief or the Supervisor immediately. - Water surface measurements from the top of pipe to the top of water could be monitored if this information is requested.
- Look for unusual settlement, sloughing or material loss of grade of the ground or embankment in or around the wells.
- Look for relief well lid is clearly marked with relief well number. - Look for caving or erosion under or near the concrete pads due to rodents or surface run off.
- Look for seepage, saturated or green areas in the vicinity. - Look for rodent activity or debris in the relief well chamber or discharge pipe. - Look for bending or other damage to the discharge pipe or well casing.

If any of the above items are noted, corrective action should be taken to prevent potential damage to and or loss of efficiency of the wells. Settlement, sloughing, caving, erosion or saturated areas should be evaluated further to determine cause.

Procedure: Levee Patrol SOP
The wells should be sounded for total depth and ground water level once per year, preferably right before flood season. The water level of river or creek should also be recorded at the same time for comparison purposes. Comparison of the depth readings over multiple years will indicate the amount and rate of siltation in the relief wells.

All water level and flow data for the relief wells should be on a spread sheet and plotted.

Plotting the data facilitates observation of patterns in how the water level or flow rate in the relief wells compares with the water level in the river or creeks and historical storm events. A major change in relief well water levels or flow rates in relation to the river or creek water levels should be investigated.

Pumping test:

USACE Engineering regulation states that relief wells should be pump tested every 5 years. If a major change in relief well water levels or flow rates in relation to the local water surface elevation is noted, then it is recommended that a pump test be performed on the effected wells regardless of the time since the previous pump test.

Pre-Flood Season Maintenance:

- Visually inspect wells or valves to make sure they are closed, and no sediment or debris has entered the system.
- If evidence of rodent intrusion is discovered during inspection of the relief well chamber, it is recommended that the discharge pipe be flushed. - If manhole cover and locks are cut or vandalized, then the locks should be replaced immediately to prevent relief well vandalism and future well damage. - Excessive siltation may result in decreased well efficiency, the wells are constructed with a 3 to 5-foot-long silt trap at the bottom, beneath the slotted interval. It is recommended that the sediment be removed from the well if more than 1 ft. has accumulated. In no instance should sediment be allowed to accumulate such that it blocks any part of the screened interval.
- Oil locks and hinges.
- Repair, paint, re-label as needed.
- Spray and keep vegetation clear from relief wells.

Location of DOU Maintained Relief Wells:

- Beach Lake Levee – 50 Wells
- Pioneer Reservoir – 6 wells
- Sump 132 – 10 wells
- Sump 157 – 12 wells
- Sump 154 – 1 well

Procedure: Levee Patrol SOP
- Sump 158 – 12 wells
- Sump 103 – 1 well
- Sump 159 – 1 well

8. Attachment 5: Examples of Jobs Requiring a Job Hazard Analysis

These are examples of jobs that will require a Job Hazard Analysis (JHA) form to be completed; this is not a complete list. Other jobs may require a JHA form. If you are unsure whether your job requires this documentation, please see your Supervisor to discuss and evaluate the situation.

Number Examples Wastewater or
Drainage SOP
1 Working near on-ramps and off-ramps on the
freeway Both
2 Working at a four-way traffic stop Both
3 High traffic situations Both
4 Working near a contractor that is already
altering traffic Both
5 High Water Levee Repair Drainage
6 Falling Large/Tall Trees Drainage
7 Excavating around other utilities that require
stand by Both
8 Working in/near special events, such as parade
routes and runs Both
9 High Speed Areas Both
10 Multiple Lane Closures Both
11 Railroad/RT Tracks Both
12 Bus Routes Both
13 Traffic Control that requires a Flagger Both
14 Overhead high-voltage lines Both
15 Confined Space Entry Both
16 Hazmat Material Handling/ Spills Both

Procedure: Levee Patrol SOP
17 Jackson Laboratory, 1650 Santa Ana Citywide
18 Wastewater Siphons (4 total: Olmstead, Rio
Linda, Marysville, E Street) Wastewater
19 Sump 80 Both

9. Attachment 6: Floodgate Installation / 1110 Front St. (Formerly Rio City Café) Flood Fight Procedure

Floodgate installation 1-6 and Rio City Café Flood Fight

All elevations referenced in this section are in NAVD88 Datum and measured in relation to the gauge at I St. Bridge on the Sacramento River Levee. The stream stage elevation measured at I St. Bridge will determine the timing of the flood fight and structure installation. During a flood emergency, the following 3 steps are to be taken by the LMA.

Step 1: Project Monitor Stage – 30.5 Ft.

- Notify and coordinate with Facilities of the floodgate closures of in Old Sacramento and Delta King entrance. (See Attachment 7)
- Notify DOC and OEM to close / evacuate the Old Sacramento Waterfront and businesses. (See Attachment 7)
- Notify SAFCA / DWR of the floodgate / stop log closure and flood fight of 1110 Front St. (See Attachment 7)
- Notify Public Works (DOT) to close the waterfront bike trail. - Mobilize flood fight materials to the waterfront. Prepare floodgates / wood stoplogs for installation.

Step 2: Project Monitor Stage – 31.0 Ft.

- Prepare and mobilize staff and equipment to close floodgates 1-6. - Prepare and mobilize staff and equipment to flood fight 1110 Front St.

Step 3: Project Flood Stage – 31.5

- Staff to install floodgates / wood stoplogs 1-6.
- Staff to flood fight at 1110 Front St.
- Floodgates and 1110 Front St. flood fight needs to be installed and completed by the maximum design capacity, Sacramento River elevation at I St. gauge of 33.5 Ft.

Contacts:

Procedure: Levee Patrol SOP

- SAFCA – 916-874-7606
- DWR – State Flood Operations Center 916-574-2619
- City Director of Emergency Management – 916-808-1833
- City Facilities – 916-808-3335
- Public Works DOT – 916-798-7019
Material location floodgate / wood stop logs:

- Floodgate / wood stoplogs are located at each location bolted to the flood wall.

Material location for 1110 Front St. Flood fight:

- Sandbags are stored at the 6150 27th St. Flood Warehouse.

Materials Needed to Close Floodgates and Flood Fight at 1110 Front St.:

- 1500 sandbags at 1110 Front St.
- 500 sandbags Floodgates
- 2 rolls of visqueen.

Equipment needed:

- Light Tower.
- Equipped service truck.
- Skid Steer with forks.

Installation Steps for Floodgates:

- Unbolt
- Install
- Visqueen
Installation steps for Rio City Café Flood Fight:

- Install
- Visqueen to seal.

Procedure: Levee Patrol SOP

10. Attachment 7: Floodgate / 1110 Front St. Flood Fight Exhibit

Emergency Action Agreements &
Available Equipment
City of Sacrament

DRAINAGE COLLECTION
2025

VEHICLE AND EQUIPMENT LIST
EQUIP # RADIO # EQUIPMENT DESCRIPTION SUPERVISOR
7945 12 FT BOAT WITH TRAILER GONSALVES
7991 FOC GENERATOR KEYSER
8619 DAEWOO FORKLIFT – NACY SHOP STREBEL
9905 2003 ZIEMAN 42K EQUIPMENT TRAILER GONSALVES
9906 2003 ZIEMAN 42K EQUIPMENT TRAILER KEYSER
9907 2003 ZIEMAN 42K EQUIPMENT TRAILER KEYSER
9908 2003 ZIEMAN 42K EQUIPMENT TRAILER STREBEL
9992 JACOBSEN SINGLE AXLE TRAILER STREBEL
10447 PORTABLE LIGHT PLANT - GENERATOR KEYSER
10562 2 AXLE TILT-TRAILER GONSALVES
10597 PORTABLE LIGHT PLANT - GENERATOR STREBEL
10598 ARROW BOARD SOLAR STREBEL
11063 9033-962 INTERNATIONAL QUAD CAB SERVICE TRUCK STREBEL 11239 9033-757 RODDER TRUCK BIER
11405 9033-739 F350 UTILITY 4X4 SPRAY TRUCK GONSALVES
11407 PORTABLE 6 INCH PUMP STREBEL
11699 TERRA TRAC MOWER STREBEL
11698 TERRA TRAC TRAILER STREBEL
11700 9033-657 FORD TRANSIT VAN GRAY
11701 9033-828 FORD TRANSIT VAN GRAY
11703 9033-719 FORD TRANSIT VAN GRAY
11715 CASE SKID STEER KEYSER
11729 9033-665 FORD F550 FLAT BED STREBEL
11865 9034-147 2015 FORD F350 UTILITY 4x4 GONSALVES
11959 2014 TERRA TRAC MOWER GONSALVES
11960 2014 TERRA TRAC TRAILER GONSALVES
11982 9033-732 2014 FORD F150 CAMPER UTILITY 4x4 GONSALVES 12081 9033-615 2015 E450 CCTV VAN BIER
12119 ZIEMAN 50K EQUIPMENT TRAILER GONSALVES
12216 9033-697 VAC CON BIER
12217 9033-838 2016 FORD F450 UTILITY 4x4 SMITH
12238 9033-759 2016 F150 PICK UP TRUCK GRAY
12325 2016 TERRA TRAC MOWER KEYSER
12326 2016 TERRA TRAC TRAILER KEYSER
12329 ZIEMAN 50K EQUIPMENT TRAILER STREBEL
12330 ZIEMAN 50K EQUIPMENT TRAILER STREBEL
12337 9034-009 2016 F150 TRUCK – ON CALL BIER
12338 9033-724 2016 F150 TRUCK – ON CALL BIER
12339 9034-175 2016 F150 TRUCK – ON CALL BIER
12340 9033-790 2016 F150 TRUCK – ON CALL BIER
12362 2016 JOHN DEER 310 BACKHOE GONSALVES
12421 9033-792 2016 KW VACTOR BIER
12454 2017 JOHN DEER SLOPE MOWER W/REAR MOWER KEYSER
12468 2017 JOHN DEER MOTOR GRADER GONSALVES

DRAINAGE COLLECTION
12481 9033-671 2016 FORD ESCAPE TBD
12482 9033-802 2017 FORD TRANSIT VAN GRAY
12464 9034-139 2017 12 YARD DUMP TRUCK GONSALVES
12558 9034-186 2017 FORD F-350 STREBEL
12584 9033-702 2017 WATER TRUCK BIER
12590 2017 JOHN DEER BACKHOE KEYSER
12617 9033-676 2017 KW VACTOR BIER
12755 9033-583 2018 F150 EXTRA CAB 2x2 – USA SUPERVISOR GRAY 12863 9033-683 2019 F250 EXTRA CAB 4X4 UTILITY GONSALVES 12887 9033-662 2018 E450 CCTV VAN BIER
12949 9034-185 2018 F350 UTILITY 4X4 SPRAY TRUCK STREBEL 13569 9034-058 2019 F150 XTRA CAB 4X4 - SUPERVISOR GONSALVES 13611 9034-037 2020 FREIGHTLINER 12 YARD DUMP TRUCK GONSALVES 13612 2020 12 YARD DUMP TRUCK STREBEL
13754 2019 JOHN DEERE EXCAVATOR GONSALVES
13755 2019 TRAIL KING 3-AXLE EQUIPMENT TRAILER GONSALVES 13770 9033-850 FORD F250 TRUCK STREBEL
13786 ARROW BOARD TRAILER KEYSER
13804 9033-938 2020 12 YARD DUMP TRUCK KEYSER
13822 9033-765 2020 FORD TRANSIT VAN GRAY
13824 9033-901 FORD F450 FLATBED SAW TRUCK KEYSER
13877 2020 FELLING DUMP TRAILER GONSALVES
13879 2020 DOOSAN FORKLIFT (FLOOD WAREHOUSE) GONSALVES 13935 2020 JOHN DEER 210 SKIP LOADER / CLAW GONSALVES
13945 2020 JOHN DEER 6145M SLOPE MOWER GONSALVES
13946 2020 FELLING DUMP TRAILER GONSALVES
14061 9034-170 2022 LANDING CRAFT VESSEL GONSALVES
14082 9033-857 2021 F150 XTRA CAB 4X4 – SUPERVISOR NORTH STREBEL 14083 9033-833 2021 F150 XTRA CAB 4X4 – SUPERVISOR SOUTH KEYSER 14084 9033-799 2021 FORD ESCAPE WAN
14088 2021 12 YARD DUMP TRUCK STREBEL
14089 2021 12 YARD DUMP TRUCK KEYSER
14125 9033-884 2022 F350 UTILITY BED TRUCK STREBEL
14326 2022 MULTIQUIP 525 gal. WATER WAGON - LM GONSALVES 14327 2022 MULTIQUIP 525 gal. WATER WAGON - NACY GONSALVES 14329 2022 JOHN DEER 310SL BACKHOE STREBEL
14335 2021 EZ LOADER LC VESSEL TRAILER GONSALVES
14338 2022 BIG TEX 140A GROUT TRAILER GONSALVES
14370 9033-806 2022 F150 XTRA CAB 4X4 - SUPERVISOR SMITH 14371 9034118 2022 F150 XTRA CAB 4X4 - SUPERVISOR BIER
14372 9033-773 2022 F150 XTRA CAB 4X4 - SUPERINTENDENT HENRY 14438 TBD F150 – REG CAB 2X2 – USA GRAY
14528 TBD 2022 IMT SERVICE TRUCK - LEVEE GONSALVES
14529 TBD 2022 IMT SERVICE TRUCK - FENCE SMITH
14554 TBD 2022 INTERNATIONAL SERVICE TRUCK - SOUTH KEYSER 14557 TBD 2023 F-250 XLT 4x4 TRUCK (RESPONDER) SMITH
14565 N/A 2023 BANDIT WOOD-CHIPPER GONSALVES
14611 TBD 2024 FREIGHTLINER SERVICE TRUCK - SOUTH KEYSER 14617 TBD 2023 INTERNATIONAL SERVICE TRUCK - NORTH STREBEL 14650 9033-564 2023 F150 XTRA CAB 2X2 - USA GRAY

DRAINAGE COLLECTION
14651 9033-695 2023 F150 XTRA CAB 2X2 - USA GRAY
14776 TBD 2024 FREIGHTLINER – VACCON RECYCLER BIER
TBD TBD 2024 FREIGHTLINER – VACCON RECYCLER BIER

NON - FLEET 2018 CG550 GROUT PUMP GONSALVES
NON - FLEET CONCRETE – ASPHALT SAW KEYSER
NON - FLEET RC - REMOTE CONTROLLED MOWER #1 GONSALVES
NON - FLEET RC - REMOTE CONTROLLED MOWER #2 GONSALVES
NON - FLEET 2024 ULTIMATE SANDBAG MACHINE GONSALVES

Appendix J7
American River South ULDC
Post Earthquate
Remediation Plan -
Kleinfelder
24001006.001A/SAC24R167153 Page i of v April 18, 2025
© 2024 Kleinfelder www.kleinfelder.com

POST-EARTHQUAKE REMEDIATION PLAN

ULDC & FEMA LEVEE CERTIFICATION PROJECT

SACRAMENTO AREA FLOOD CONTROL AGENCY LEVEE SYSTEMS

SACRAMENTO COUNTY, CALIFORNIA
KLEINFELDER PROJECT #24001006.001A
April 18, 2025
Copyright 2024 Kleinfelder
All Rights Reserved

ONLY THE CLIENT OR ITS DESIGNATED REPRESENTATIVES MAY USE THIS DOCUMENT AND ONLY FOR THE SPECIFIC PROJECT FOR WHICH THIS REPORT WAS PREPARED.

DRAFT

24001006.001A/SAC24R167153 Page ii of v April 18, 2025
© 2024 Kleinfelder www.kleinfelder.com

April 18, 2025
File No.: 24001006.001A

Mr. Dan Tibbitts, P.E., Principal Engineer
Sacramento Area Flood Control Agency
1325 J Street, Suite 1700
Sacramento, CA 95814

SUBJECT: Post-Earthquake Remediation Plan
ULDC & FEMA Levee Certification Project
Sacramento Area Flood Control Agency Levee Systems
Sacramento County, California
Kleinfelder Project # 24001006.001A

Dear Mr. Tibbitts:

Kleinfelder has been tasked by the Sacramento Area Flood Control Agency (SAFCA) with evaluating the seismic vulnerability of the Sacramento area levees located in Sacramento and Sutter Counties, California in support of the Urban Levee of Protection (ULOP) (DWR, 2013) level certification effort. For the evaluation, the Sacramento area levees have been divided into three areas [North Area Streams (NAS), Natomas Basin, and American River South Levee System (ARSLS)], and the seismic risk in each area was evaluated following the Urban Levee Design Criteria (DWR, 2012). which were compared to criteria. A separate Seismic Performance Summary Report has been prepared for each of the three areas. MBK assisted Kleinfelder by working with SAFCA to identify potential borrow source locations and provide a brief discussion of where these sources are located.

The purpose of this Post-Earthquake Remediation Plan (PERP) is to present the anticipated effects of a seismic event on the levee segments found to have medium to high seismic vulnerability and includes general procedures for the interim and long term remediation of cracked and slumped levee sections after a seismic event. A general discussion of the PERP is contained in the report with an Appendix for

DRAFT

24001006.001A/SAC24R167153 Page iii of v April 18, 2025 © 2024 Kleinfelder www.kleinfelder.com
each of the three basins that contains estimates of the type and extent of damage expected to affect the levee, and the approximate quantity of earth material needed to restore the levees as required by the Urban Levee Design Criteria.

Sincerely,

KLEINFELDER, INC.

Ryan Hochstatter Dr. Zia Zafir, P.E., G.E.

Staff Professional Sr. Principal Seismic Engineer

Reviewed by:

Timothy A. Williams, P.E., G.E.

Sr. Principal Geotechnical Engineer

cc: Mr. Pro Mitra, PE/MBK Engineers ([email protected]) Ms. Becky Money, PE/MBK Engineers ([email protected]) DRAFT

TABLE OF CONTENTS
Section Page
1 INTRODUCTION ................................ ................................ ................................ ..................... 1 2 SCOPE ................................ ................................ ................................ ................................ .... 4 3 POTENTIAL SEISMICALLY INDUCED DAMAGES ................................ ................................ ........ 6

3.1 SEISMICALLY INDUCED SETTLEMENT DAMAGES ................................................................ 7

3.2 SEEPAGE CUTOFF WALL DAMAGES .................................................................................... 8

3.3 SEISMICALLY INDUCED CRACKING ...................................................................................... 8

3.4 LEVEE REPAIR MATERIALS AND BORROW SOURCES ........................................................ 10

3.5 HAUL ROUTES AND STOCKPILES ....................................................................................... 12 4 EMERGENCY PREPARATIONS ................................ ................................ ................................ 13 5 RESPONSE PROVISIONS ................................ ................................ ................................ ........ 15

5.1 INITIAL RESPONSE AND MOBILIZATION ............................................................................ 15

5.2 INITIAL POST RESPONSE DATA GATHERING ..................................................................... 16

5.2.1 IRDE Damage Classification ................................................................................. 17

5.2.2 Long Term Damage Classification ........................................................................ 20

5.2.3 Post Event Levee Inspection Data Documentation ............................................. 22

5.3 ANALYSIS AND RESPONSE ................................................................................................. 23 6 GENERAL REPAIR PROVISIONS ................................ ................................ .............................. 25

6.1 INITIAL DIRECTION ............................................................................................................ 25

6.2 PERMITTING ...................................................................................................................... 25

6.3 DISTRICT ENGINEER’S REVIEW/EVALUATION ................................................................... 27

6.4 INTERIM REPAIRS .............................................................................................................. 27

6.5 INTERIM REPAIR DOCUMENTATION ................................................................................. 28

6.6 LONG TERM REPAIRS ........................................................................................................ 28 7 INTERIM AND LONG TERM REPAIR GUIDELINES ................................ ................................ .... 30

7.1 GENERAL IMPLEMENTATION PROVISIONS FOR REPAIR TEMPLATES ............................... 31

7.2 LONGITUDINAL AND TRANSVERSE CRACKS ...................................................................... 33

7.3 SLOPE MOVEMENT AND LATERAL (TOE) SPREADING ...................................................... 35

7.4 WATERSIDE DAMAGES...................................................................................................... 37

7.5 CROWN SETTLEMENT ....................................................................................................... 38

7.6 SAND BOILS ....................................................................................................................... 40 8 REFERENCES AND SUPPORTING DOCUMENTS ................................ ................................ ....... 41

DRAFT

24001006.001A/SAC24R167153 Page iv of v April 18, 2025
© 2024 Kleinfelder www.kleinfelder.com
List of Tables

1 Criteria for Initiating Post-Earthquake Inspection
2A IRDE Damage Classification System
2B Long Term Damage Classification System
3 Interim Repair Guidelines for Common Earthquake-Related Levee Distress Issues

List of Figures

1 Kleinfelder Seismic Responsibility Reaches
2 Typical Liquefaction-Induced Damage Patterns
3 Representative Post-Earthquake Levee Damages

List of Appendices

A Levee Repair Schematics for Post-Earthquake Damages
B Potential Borrow and Stockpile Locations
C Geotextile and Geogrid Example Product Data Sheets
D North Area Streams Levees Post-Earthquake Remediation Plan E American River South Levee System Post-Earthquake Remediation Plan F Natomas Basin Levees Post-Earthquake Remediation Plan (PENDING)

DRAFT

24001006.001A/SAC24R167153 Page v of v April 18, 2025
© 2024 Kleinfelder www.kleinfelder.com

ACRONYMS
___________________________________________________________________________________

AB aggregate base
ARSLS American River South Levee System
ASTM ASTM International, Inc.

CDFW California Department of Fish and Wildlife
CEQA California Environmental Quality Act
CESA California Endangered Species Act
CVFPB Central Valley Flood Protection Board
CWA Clean Water Act
DMM Deep Mix Method
DWR Department of Water Resources
DWSE Design Water Surface Elevation
ENS Earthquake Notification Service
FEMA Federal Emergency Management Agency
FESA Federal Endangered Species Act
FOC Flood Operations Center
FSP Flood Safety Plans
FWS US Fish and Wildlife Service
GPS Global Positions System
HTOL Hydraulic Top of Levee
ICS Incident Command System
IRDE Interim Repair Design Elevation (10-year flood with 3 feet of freeboard) LMA Local Maintaining Agency
MBK MBK Engineers
NAS North Area Streams
NEPA National Environmental Policy Act
NB Natomas Basin
PERP Post-Earthquake Remediation Plan
PHA peak horizontal acceleration (PHA)
Regional San Sacramento County Regional Sanitation District RGP Regional General Permit
SB soil bentonite
SPSR Seismic Performance Summary Report
ULDC Urban Levee Design Criteria
ULE Urban Levee Evaluations
ULOP Urban Level of Protection
USACE United States Army Corps of Engineers
USCS Unified Soil Classification System
USGS U.S. Geological Survey
WOUS waters of the United States
WSE Water Surface Elevation

DRAFT

24001006.001A/SAC24R167153 Page 1 of 43 April 18, 2025
© 2024 Kleinfelder
1 INTRODUCTION
___________________________________________________________________________________

Kleinfelder has been tasked by the Sacramento Area Flood Control Agency (SAFCA) with evaluating the seismic vulnerability of the Sacramento area levees located in Sacramento and Sutter Counties, California that fall under SAFCA’s jurisdiction in support of the California Department of Water Resources (DWR) Urban Level of Protection (ULOP) (DWR, 2013) certification effort. The ULOP requires levees be evaluated for seismic vulnerability in accordance with Section 7.7 Seismic Vulnerability of the DWR Urban Levee Design Criteria (ULDC) (DWR, 2012) and that levees with moderate or high vulnerability have a Post-Earthquake Remediation Plan (PERP) in place to repair the levee in the event of an earthquake that damages the levee.

For the evaluation, the Sacramento area levees have been divided into three areas displayed on the Figure 1 site map - North Area Streams (NAS), American River South Levee System (ARSLS), and Natomas Basin (NB). The seismic risk in each area was evaluated following the ULDC. A separate Seismic Performance Summary Report (SPSR) has been prepared for each of the three areas and the results of the SRPS reports were used as the basis for the damages addressed in this plan.

The purpose of the PERP is to present the anticipated effects of a seismic event on the levee segments found to have medium to high seismic vulnerability and includes general procedures for the interim and long term remediation of cracked and slumped levee sections after that seismic event. A general discussion of anticipated damages and repair activities is contained in the main portion of the PERP with a separate Appendix for each of the three basins that contains estimates of the type and extent of damage expected to affect the levee and the approximate quantity of earth material needed to restore the levees as required by the ULDC.

The PERP addresses considerations identified in Section 7.7.1 Intermittently Loaded Levees 1 of the
ULDC, which are presented below.

• An estimate is to be developed of the general magnitude and locations of damage expected throughout the levee system along with the amounts and locations of material needed to restore the levee system’s grade and dimensions (e.g., appropriate crown width – such as 20 feet along

1 The subject levees are classified by the Urban Levee Evaluation Project (ULE) (URS, 2015a, 2015b, 2015c) as intermittently loaded, as they do not experience a water surface elevation of one foot or higher above the elevation of the levee toe at least once a day for more than 36 days per year on average.

DRAFT

24001006.001A/SAC24R167153 Page 2 of 43 April 18, 2025
© 2024 Kleinfelder
a major stream – and 3h:1v levee slopes) sufficient for protection against the 10-year flood, with 3 feet of freeboard.
• The interim repairs would need to restore 10-year grade and dimensions within 8 weeks or less to avoid prolonged exposure of the community during flood season. • The long term repairs would need to restore a 200-year level of flood protection. • Borrow areas and/or stockpiles that could easily provide the materials needed for interim and long term repairs need to be identified. Such materials should meet the levee fill requirements of the USACE Sacramento District’s Geotechnical Levee Practice Standard Operating Procedures. • Haul routes for fill placement need to be identified. • Slope protection for the newly placed fill needs to be included. • To the extent that seismic damage to the levee system would be so significant and widespread that it would be infeasible to restore 10-year grade and dimensions within eight weeks, seismic strengthening is required to provide the urban level of flood protection. • The public should be informed as quickly as possible after a damaging earthquake as to system damages and the resulting interim level of protection that will be provided.

The PERP provides an initial estimate of the amount and extent of damage that might be sustained following an earthquake with a 200-year-return-period, as discussed in the SPSR reports for each levee system. It describes recommendations, including estimated quantities of fill material needed, that would be necessary for repairing the levee systems to the interim conditions, which are to be performed within 8 weeks of the event, and long term conditions, which are considered final. Immediate emergency response actions should follow the procedures outlined by the appropriate Local Maintaining Agency (LMA) emergency response plan, including flood fighting methods, if necessary. Immediate emergency response is not a part of the scope of this PERP. Borrow sites and haul routes for repair construction are included in Attachment B of Appendices D, E, and F (pending).

Per the ULDC, interim repairs are defined as those necessary to restore the levee system’s grade and dimensions within 8 weeks that are sufficient for protection against the 10-year flood with 3 feet of freeboard (referred to herein as the Interim Repair Design Elevation or IRDE). Levee grade and dimensions for interim repairs have been assumed to equal the minimum levee prism defined in Section DRAFT

24001006.001A/SAC24R167153 Page 3 of 43 April 18, 2025
© 2024 Kleinfelder

7.8 Levee Geometry of the ULDC: a crown width of 20 feet and levee slopes of 3H:1V waterside and landside for major streams and a crown width of 12 feet and levee slopes of 3H:1V waterside and landside for minor streams. Long term repairs are defined to be the repairs required to return the levee to a 200-year level of flood protection or the design water surface elevation (DWSE) for urban areas.

The PERP uses 200-year-return-period ground motions. However, it is acknowledged that earthquakes exceeding the 200-year return period are possible. Although the subject levee system has not been analyzed for such ground motions, it is likely that the potential locations of damage expected from 200- year-return-period ground motions would also be considered the most likely damage locations for more severe ground motions.

MBK worked with SAFCA to evaluate existing properties owned by or covered by existing agreements with SAFCA and properties known by SAFCA to be owned by the State of California or other local agencies with properties that have available borrow material. These locations are provided in Appendix B.

DRAFT

24001006.001A/SAC24R167153 Page 4 of 43 April 18, 2025
© 2024 Kleinfelder
2 SCOPE
___________________________________________________________________________________

The PERP contains general information for levees under SAFCA jurisdiction about the potential damages that a seismic event can produce on a levee system, provisions for emergency preparations, procedures for post-earthquake mobilization and response actions, and general approaches for interim and long term repairs. Each appendix contains specific information for NAS, ARSLS, and NB levees.

Elements of the PERP addressed in the following sections include:

1. Potential seismically induced damages (Section 3)

2. Emergency preparations (Section 4)

3. Procedures for mobilization, data gathering, response actions, and notifications (Section 5)

4. Provisions for interim repairs and long term repairs (Section 6)

5. Guidelines for interim and long term repair implementation (Section 7)

According to the ULDC, the PERP contains estimates of the general magnitude and locations of damage expected from seismic loading. It then includes approximations of the magnitude of repair material needed for interim repairs, which will restore each levee segment’s grade and dimensions to sufficiently protect against the IRDE. Estimated volumes for long term repairs are also provided. Appendices D, E, and F (pending)
2 contain this information for the NAS, ARSLS, and NB levees, respectively.

This report has been prepared consistent with the requirements of the approved scope of work for the subject project outlined in Kleinfelder’s proposal dated May 5, 2023. Kleinfelder was tasked with performing a high-level study and no new data was collected to evaluate the seismic vulnerability. As such, certain limitations apply to the evaluation:

1. The extents of seismic segments remain unchanged from the Urban Levee Evaluation (ULE) performed for each study area from 2013 to 2015 by URS Corporation. These were delineated by URS based on similarities in levee height, subsurface layer properties, and other geometric and stratigraphic features.

2 Appendix F for NB to be prepared and added to the PERP upon completion of seismic evaluation of the NB levees.

DRAFT

24001006.001A/SAC24R167153 Page 5 of 43 April 18, 2025
© 2024 Kleinfelder

2. The expected deformation of High Vulnerability segments was based on conclusions from the aforementioned ULE reports, including critical cross sections and post-seismic slope stability analyses for the segments.

Due to the above methodology, potential seismically-induced damages were assumed to be the same across large spans of the levee systems. Differences in geometry and stratigraphy within each segment could be further investigated in more detailed studies, which may result in varying amounts of damage and material quantities needed for repair than those estimated in this report. Additional investigations and soil testing data would refine the estimated extents of damage and volume estimates discussed in this PERP.

DRAFT

24001006.001A/SAC24R167153 Page 6 of 43 April 18, 2025
© 2024 Kleinfelder
3 POTENTIAL SEISMICALLY INDUCED DAMAGES
___________________________________________________________________________________

Strong ground shaking due to a seismic event may result in strength losses within the levee structure and/or the foundation materials. The most common forms of seismically induced damages to a levee system are expected to be slumping or settlement of the crown, lateral spreading or bulging of the lower slopes, and cracking associated with liquefaction or softening of the foundation soils.

Settlement of the levee crown can result in loss of freeboard and potential overtopping from future high-water events. Longitudinal cracks along the levee and transverse cracks crossing the levee can occur in conjunction with crown settlement or as surface manifestations of other conditions.

Longitudinal cracks are typically associated with tension near the crown due to lateral spreading, levee slope instability, and downslope or horizontal ground movement. Longitudinal cracking frequently occurs in conjunction with crown settlement but may occur on its own if instability is limited in extent.

Transverse cracks may be found at the boundaries between liquefied levee reaches and non-liquefied levee reaches, at locations where liquefied levee reaches contain or abut appurtenant structures with rigid or deep foundations and other locations where the condition of the levee changes abruptly.

Abrupt changes in stiffness may be caused by changes in construction type , structure transitions such as a core wall or large pipelines, changes in soil compaction, or by the proximity to a very stiff or very soft subsurface layer. Transverse cracks have the potential to lead to levee failure from seepage erosion through the cracks if the adjacent water levels are high enough.

The actual degree and patterns of damage will vary with the local soil conditions and seismic response, the magnitude of ground shaking, the groundwater level, as well as the water level against the levee, if any. Some areas along the levee alignment have foundation soil deposits of soft clay, fine sand, and silt.

Figure 2, Typical Liquefaction-Induced Damage Patterns, depicts examples of possible deformation patterns of the levee cross section as a result of liquefaction in the foundation soils. Relative levels of damage may be described as follows:

• Type D-1 includes settlement of the crown with corresponding heave at the toe. Longitudinal cracks near the crown may also be present.

DRAFT

24001006.001A/SAC24R167153 Page 7 of 43 April 18, 2025
© 2024 Kleinfelder
• Types D-2 and D-3 involve progressively more extensive lateral spreading with associated longitudinal cracks and crown settlement. Transverse cracks, especially near the end points of the longitudinal damages, may also be present.
• Type D-4 is essentially collapse of the levee section.

Figure 3, Representative Post-Earthquake Levee Damages, provides photos of post-earthquake levee damages including slope movement, cracks, and sand boils. In the photos, transverse cracks are noted adjacent to slope movement and at the transition areas between liquefied foundation soils and those previously repaired with a mix-in-place, soil-cement foundation treatment. Plastic sheeting was placed where post-earthquake cracks may be exposed to inundation from rainfall. This measure helps to minimize rainfall penetration into the cracks, which could exacerbate the earthquake-induced damages.

3.1 SEISMICALLY INDUCED SETTLEMENT DAMAGES
Data from boring logs (including blow counts, fines content, layer thickness and soil classification) was used to identify the approximate locations and extents of the levee system with the potential for seismically induced levee settlement. Subsurface stratigraphy and estimates of in-situ soil strengths were used to identify layers that are potentially susceptible to seismically induced strength loss. The magnitude and peak horizontal acceleration (PHA) of a 200-year-return-period earthquake was used to calculate the factor of safety against liquefaction for these layers. Residual undrained strength values for layers likely to liquefy were used in models representing the post-seismic strength of a levee.

Two primary types of seismically-induced damages for levees are flow failure and seismic deformation.

Flow failure can occur when the low residual strength of a liquefied layer cannot support the levee, and portions of the levee collapse along a failure plane. Deformation can occur when the levee does not collapse, but instead slumps and/or displaces vertically to damage the levee crown and upper shoulders.

Because of the variability of soil properties within levee systems, it is unlikely that all levee sections would experience severe deformation to the same degree. In addition, soil from portions of the damaged levee will likely be usable for levee repairs. Therefore, the estimated levee repair fill volumes in Appendices D, E, and F (pending) were intended to provide conservative estimates for those reaches that were considered potentially susceptible to damage during seismic shaking. Fill volumes actually used would be determined based on post-earthquake inspections and subsequent engineering analyses as appropriate. Needed fill from borrow sites would depend on the ability to reuse existing levee DRAFT

24001006.001A/SAC24R167153 Page 8 of 43 April 18, 2025
© 2024 Kleinfelder
materials. It is anticipated that the primary interim-repair levee fill could come from reuse of existing levee materials.

3.2 SEEPAGE CUTOFF WALL DAMAGES
Seepage cutoff walls installed at levees are susceptible to damage resulting from seismic loading effects.

For instance, flow failure could cut and displace the upper portion of a seepage cutoff wall along the failure plane, and deformations are expected to impact the upper portions of the seepage cutoff walls.

As part of post-seismic event damage reconnaissance, the seepage cutoff walls should be evaluated by the LMA District Engineer
3 to assess the need, extent, and type of seepage cutoff wall repair. Shallow damages may only require restoring the embankment above the undamaged portion of the seepage cutoff wall.

Reconstruction of seepage cutoff walls may be necessary for long term levee remediation to meet ULDC requirements. The construction procedures include degrading the levee to a working platform elevation, installing the wall to the design tip elevation, and rebuilding the levee crown. Seepage cutoff wall options include open-trench slurry-based designs such as soil-bentonite (SB) walls and drill-based installations such as deep mix method (DMM) walls. Isolated and/or limited extent repairs can be performed using jet grouting. The method selected will be determined by the District Engineer based on their evaluation of damage to the cutoff wall, which may require advancing drilled borings and/or cone penetration tests (CPTs).

3.3 SEISMICALLY INDUCED CRACKING
As noted previously, there are various factors that affect crack formation in levees and the susceptibility of cracks to remain open. Factors that may influence levee crack formation and behavior include:

• Height and geometry of the embankment – these factors may influence the amount of settlement. Abrupt changes in geometry may cause concentrated stress locations and potential crack locations.
• Foundation soils – Low density or low strength soils may be prone to strength loss during seismic loading, including liquefaction. Liquefied foundation soils may result in a loss of foundation support resulting in slope failure or full levee failure, with associated longitudinal

3 The term “District Engineer” in this report refers to the District Engineer and their team of consultants contracted to address specific aspects of the post-seismic event investigation and evaluation.

DRAFT

24001006.001A/SAC24R167153 Page 9 of 43 April 18, 2025
© 2024 Kleinfelder
cracks near the crown. Transverse cracks may form at the boundaries between failed and non- failed levee sections and other locations.
• Other stress factors or stress points in the levee system – these factors may tend to focus stresses because of differing response characteristics to dynamic forces. Contributing factors may include utility crossings, penetrations, extensive rodent holes in an area, and rigid structures or foundations. Each of these factors may produce a different seismic response than the surrounding soil mass, leading to potential cracks in the contact/transition zone. Also, significant or abrupt changes in the levee construction, levee shape or alignment or levee stiffness might result in differing seismic responses and potential cracks in the contact/transition zone.
• Local ground motion intensity and characteristics – ground motions provide the dynamic forces that lead to embankment deformation and variations in subsurface conditions (i.e., buried river channels) may result in non-uniform shaking at the ground surface. • Adjacent river stage – river stage may affect earthquake behavior and resulting performance of the levee and the component materials.
• Saturation level of an embankment and foundation– Saturated soils will react in a different manner than dry soils, which affects the dynamic behavior of the levee. • Soil type, plasticity, and moisture content – these soils properties may control deformation and the ability for cracks to form and stay open. A highly plastic clay soil that is wet of optimum moisture content will have less tendency to crack and to have the cracks remain open after a seismic event. A soil that is dry of optimum is more brittle and cracks will generally tend to remain open. Typically, a sandy, cohesionless soil will tend to close more quickly than a clay soil. • Relative compaction and different compaction techniques – soil density and construction methods can influence levee behavior. Soils compacted dry of the optimum moisture content will be more brittle than those compacted wet of optimum. Dense soils may be more brittle than loose soils.

Figures 2 and 3 show examples of typical post-earthquake crack types. Some general guidelines and common characteristics are described below:

DRAFT

1. Longitudinal cracks are roughly linear. These most often occur with foundation or levee slope movements, which result in horizontal soil mass movement away from the crown and consequent cracks approximately parallel to and near the crown. a. A higher potential for longitudinal cracking would likely be associated with portions of the levee segments with the highest potential for severe seismically induced settlement or horizontal displacement.

2. Transverse cracks are roughly linear and most often occur at or near abrupt foundation or levee structure transitions, such as boundaries of crown settlements/slumps/depressions or differential foundation conditions (firm ground vs. soft or liquefied ground); adjacent to structures and utilities (including pipelines); and potentially near the ends of cement-based seepage cutoff walls.
a. A higher potential for transverse cracking would be expected in zones with adjacent levee components producing potentially differing seismic responses.

3. Desiccation cracks are generally smaller (less width and depth) and more extensive over the levee surface than longitudinal and transverse levee cracks. Pattern cracking is typical of desiccation cracks, usually found in the dry season and during drought periods. These cracks should not be confused with the more linear structural cracks, although they may be present in the same area.

3.4 LEVEE REPAIR MATERIALS AND BORROW SOURCES
A map showing locations of potential borrow areas that could provide the materials needed for interim and long-term repairs is provided in Appendix B as well as attachments to the site-specific PERPs included as Appendices D, E, and F (pending). The identified sites have enough available material to meet the interim repair requirement to restore the levee to the IRDE and the long-term repair requirement to restore the levee to the 200-year flood level of protection as estimated by this PERP. The borrows (except for the Zoned Open Space Agricultural Land) have previously been used as borrow sources for USACE levee projects. This includes screening-level testing per current USACE geotechnical and environmental fill criteria. If other borrow sites are planned to be used, it is recommended that SAFCA review each site to confirm the borrow material meets the geotechnical requirements for levee fill and does not contain contaminated or environmentally hazardous materials.

DRAFT

24001006.001A/SAC24R167153 Page 11 of 43 April 18, 2025 © 2024 Kleinfelder
The potential borrow sites include the following:

• Brookfield Borrow Site: An existing borrow site owned by SAFCA that was used for previous Natomas Levee improvements is located in the northeast corner of the Natomas Levee System.

Currently there is no equipment on-site and no access restrictions. • Cache Creek Settling Basin: This site is owned by the State of California and contains settled out sediment that has collected in this basin. SAFCA will rely on current relationships with the State to access this material in the event of an emergency. Currently there is no equipment on-site and no access restrictions.
• Granite Construction Bradshaw Plant: A commercial construction material supplier with general pit run and overburden soils consisting of sand, silt, and clay. This material is available throughout the year. SAFCA does not have a current agreement or contract with them, however, in an emergency a MOU or something similar may be processed quickly between the City/County and Granite. This site has loading equipment provided by Granite. Trucks would be covered under existing JOC agreements between SAFCA and vendors. • Teichert Aggregate Perkins Plant: A commercial construction material supplier with general pit run and overburden soils consisting of sand, silt, and clay. This material is available throughout the year. SAFCA does not have a current agreement or contract with them, however, in an emergency a MOU or something similar may be processed quickly between the City/County and Granite. This site has loading equipment provided by Granite. Trucks would be covered under existing JOC agreements between SAFCA and vendors.
• West Sacramento Deep Water Ship Channel Dredge Material: The Port of Sacramento periodically dredges the turning basin to remove deposited materials. This dredged material becomes available at locations adjacent to the Deep Water Ship Channel. Typical material consists of sand, silt, and clay. Currently there is no equipment on-site and no access restrictions. Trucks for hauling and equipment for loading would be covered under existing JOC agreements between SAFCA and vendors.
• ECHO Water Borrow Site: A variety of stockpiled material at the ECHO Water Project is available under agreement between SAFCA and Sacramento Area Sewer District (SASD). This agreement is only available for a limited time, of which SAFCA is tracking. Currently there is no equipment on- site and access requires coordination with SASD.

DRAFT

24001006.001A/SAC24R167153 Page 12 of 43 April 18, 2025 © 2024 Kleinfelder
• Zoned Open Space Agricultural Land: Private land owners with property used for agricultural purposes may be utilized in an emergency. SAFCA does not have a current agreement or contract with property owners in the south Sacramento County area, however, in an emergency a MOU or something similar may be processed quickly between the City/County and the property owner. Typical material consists of sand, silt, and clay. Currently there is no equipment on-site. Trucks for hauling and equipment for loading would be covered under existing JOC agreements between SAFCA and vendors.

3.5 HAUL ROUTES AND STOCKPILES
Maps showing the locations of potential borrow areas, potential haul routes and potential stockpile locations that could provide the materials needed for interim and long-term repairs are provided as an attachment to each levee system specific PERP included as Appendices D, E, and F (pending). Stockpile locations may or may not be used depending on the extent of repair needed.

Stockpile locations would allow for staging of levee repair material by large haul trucks that may not be able to access the levee and for material processing/blending operations. The stockpile locations should be used at the discretion of the District Engineer.

The haul routes shown include major routes from the potential borrow locations to a stockpile location adjacent to the subject levee. The Reclamation Districts and SAFCA have maps of available access ramps up to the levee. After an event, stockpiling, haul routes, and levee access points will need to be evaluated by the District Engineer based on the location and extent of damage, type of haul vehicle, potential damage to roadways, and selected borrow location.

DRAFT

24001006.001A/SAC24R167153 Page 13 of 43 April 18, 2025 © 2024 Kleinfelder
4 EMERGENCY PREPARATIONS
___________________________________________________________________________________

As part of their regular operations, each LMA maintains a Flood Safety Plan (FSP) and Emergency Response Plan to respond to potential flood emergencies. These plans include having emergency responsibilities already assigned in their FSP to prepare service support plans, operating procedures, and checklists detailing the use and disposition of their resources in an emergency. Such plans and procedures include coordination and communication lines with counterpart organizations of other jurisdictions.

Earthquakes provide no warning. As such, post-earthquake flood preparedness begins with emergency preparations before an earthquake so that response procedures and equipment are in place and ready when the earthquake occurs. The FSP plans and procedures apply for post-earthquake preparedness and are supplemented as applicable for the specific requirements of post-earthquake response. One aspect is the anticipated addition of post-earthquake response training to the DWR annual flood safety training for personnel. This component of the training will address post-earthquake mobilization criteria, levee inspection procedures, earthquake damage response, and potential interim repairs.

In addition, levee construction plans as well as a baseline survey, periodic inspection/survey records, and current status records are maintained at the LMA office.

Emergency personnel initially involve the LMA operations personnel and designated levee inspection teams. Minimum equipment for post-earthquake levee inspection teams includes:

• Levee vehicle with minimum two-person team
• Radio communications equipment for contact with LMA General Manager or designee • Watertight LED flashlights (2) with backup batteries
• Flat-tipped shovels (2)
• 6-foot-long folding rulers (2) – for crack depth estimating • Tape measure (2)
• Hand level (2)
DRAFT

24001006.001A/SAC24R167153 Page 14 of 43 April 18, 2025 © 2024 Kleinfelder
• Measuring wheel
• GPS unit – note that hand levels and measuring wheels or tape measures could be eliminated if accurate enough GPS units are available
• Marking flags (30 each) – red, yellow, orange
• Digital photo capability (2) – cameras or smart phones Contact information for each level of personnel involvement is included in the FSP protocol. Emergency material haulers have been pre-contracted by the LMA on a force account basis.

DRAFT

24001006.001A/SAC24R167153 Page 15 of 43 April 18, 2025 © 2024 Kleinfelder
5 RESPONSE PROVISIONS
___________________________________________________________________________________

Specific provisions for earthquake response are outlined below and discussed in the following sections and include:

1. Initial response and field mobilization criteria (Section 5.1)

2. Data gathering procedures and priorities (Section 5.2)

3. Damage analysis and response, including contact with other agencies and public notifications (Section 5.3)

5.1 INITIAL RESPONSE AND MOBILIZATION
Special post-earthquake inspections are conducted if:

• Post-earthquake damage is observed
• The ground motion is felt on or in the vicinity of the levee • The earthquake epicenter is within the distances shown in Table 1

Table 1: Criteria for Initiating Post-Earthquake Inspection

Earthquake
Magnitude
Epicenter Distance from Nearest
Point on Levee (miles)

4.5 10
5 50
6 75
7 125
8 200

The latest earthquake information is monitored through the Earthquake Notification Service (ENS) provided by the U.S. Geological Survey (USGS) at https://sslearthquake.usgs.gov/ens/. Personnel contacts and first responder procedures are handled using the standard FSP protocol.

DRAFT

5.2 INITIAL POST RESPONSE DATA GATHERING
When a post-earthquake inspection is triggered, designated levee inspection teams will be deployed to inspect the levees. Levee inspection teams will consist of properly trained levee patrol crews (refer to the appropriate FSP) and include representatives of the District Engineer if they are available for first response. Appendix D through F of this document contains specific information for each system including recommended initial post-earthquake inspection areas.

Initial field data gathered by the field inspection team(s) are important for levee damage evaluation.

Weather conditions can quickly mask the presence or extent of some levee damages. The teams will log levee sections by Unit number and Levee Mile, identifying and documenting areas of the following:

1. Levee crown settlement, depressions, and crown width loss

2. Longitudinal and transverse cracks

3. Slope movement, sloughing, and lateral (toe) spreading

4. Sand boils

5. No observed damage

The teams will map damaged locations with the GPS unit, document the levee sections by Unit number and Levee Mile, approximate the extent of damage with measurements and photographs, and mark the damaged areas with flags. An IRDE Damage Classification and a Long Term Damage Classification as described in Sections 5.2.1 and 5.2.2 along with the levee extents associated with the classifications will be documented.

Both IRDE and Long Term Damage Classifications are based on visual inspection; probing and measurement of cracks from the surface; and measurement of levee crown settlement. The IRDE Damage Classification should be assigned first as it is intended to provide prioritization of levee segment repair to meet the IRDE within the required 8-week time frame. Once an IRDE Damage Classification has been assigned to a levee segment, the levee segment should be evaluated and assigned a Long Term Damage Classification as described in Section 5.2.2.

It is expected the LMA will perform a rapid elevation survey of the levee crown to aid in the damage assessment for both the IRDE and long term conditions. This can be accomplished with LiDAR using a drone, for instance, and is necessary for comparison to the calculated IRDE and the long term top of levee elevation. Professional survey data should ultimately be used to evaluate levee crown settlement; however, during the initial emergency response, levee crown settlement based on levee height can be DRAFT

24001006.001A/SAC24R167153 Page 17 of 43 April 18, 2025 © 2024 Kleinfelder
estimated by measuring the height above the landside levee toe to begin damage classification and repair prioritization. Table A-1 in Attachment A of each of the site-specific PERP Appendices D, E, and F (pending) lists the IRDE and Long Term top of levee elevations at 100-foot intervals provided by MBK.

Landside toe point elevations at 100-foot intervals compiled from sources that are documented within the table are summarized in Table A-1 . Appendices D through F only includes data for levees segments categorized as high or medium vulnerability. For instance, the levee elevations for the NEMDC, Dry Creek, and Robla-Arcade levees were not listed because all were found to be low vulnerability.

Sections 5.2.1 and 5.2.2 discuss the IRDE and Long Term Damage Classification Criteria.

5.2.1 IRDE Damage Classification
An estimated IRDE Damage Classification will be assigned in accordance with Table 2A based on levee cracking and settlement observations. Table 2A summarizes the criteria used to classify liquefaction- induced damage as it relates to the IRDE based on longitudinal and transverse crack widths and remaining freeboard above the IRDE as follows:

• Longitudinal Cracks: Should be evaluated based on the opening width and location relative to the IRDE levee prism. The IRDE prism is defined as the minimum levee prism repair to be constructed within 8 weeks after a seismic event. Longitudinal cracks extending into the IRDE levee prism should be assigned a Damage Classification of I-3 or higher. Longitudinal cracks that do not appear to extend into the IRDE levee prism and are assigned a Damage Classification of I- 1 or I-2 should be evaluated by the District Engineer to assess whether additional investigation is needed to confirm the crack does not impact the IRDE levee prism. • Transverse Cracks: Should be evaluated based on the opening width and location relative to the IRDE. Transverse cracks extending into the IRDE levee prism should be assigned a Damage Classification of I-3 or higher. Transverse cracks that do not appear to extend into the IRDE and are assigned a Damage Classification of I-1 or I-2 should be evaluated by the District Engineer to assess whether additional investigation is needed to confirm the crack does not impact the IRDE levee prism.
• Settlement: Assesses the levee elevation relative to the IRDE. If the levee elevation is below the IRDE it should be assigned a Damage Classification of I-3 or higher. Levee heights will vary between locations, so settlement greater than one foot may result in more severe damage at a shorter levee compared to a taller one. Therefore, it is recommended to use cracking DRAFT

24001006.001A/SAC24R167153 Page 18 of 43 April 18, 2025 © 2024 Kleinfelder
observations and remaining freeboard above the IRDE elevation along with settlement to assign a Damage Classification to a damaged levee area.
o Note: Levee crown settlement should be estimated and documented. Levee crown settlement of 1 foot or greater, where the levee crown is above the IRDE and the levee does not exhibit any visible cracks should be evaluated by the District Engineer.

Figure 2 shows typical liquefaction-induced damage patterns in drawings D-1 through D-4 that can be used as a general reference for the expected levee deformation shapes.

The overall IRDE Damage Classification of the section should be selected based on the category with the highest IRDE Damage Classification; for instance, if a section has settled approximately 0.7 foot (Class I- 2); has over 1 foot of freeboard above the IRDE (Class I-1); has transverse cracks with a maximum width of 2 inches and above the IRDE (Class I-2); and has longitudinal cracks with a maximum width of 11 inches (Class I-4), the section would be classified as Class I-4.

DRAFT

24001006.001A/SAC24R167153 Page 19 of 43 April 18, 2025 © 2024 Kleinfelder
Table 2A. IRDE Damage Classification System1

Damage Classification Maximum Longitudinal
Crack Width (in)3,4
Maximum
Transverse Crack
Width (in)3,4
Remaining Freeboard
Above IRDE (10yr WSE
+ 3ft) (ft)5, 6
Action to
Meet IRDE Number Description Figure 2
Drawing2
I-0 No or Slight - ½ and outside of the
IRDE levee prism
½ & above the
IRDE No Change No action
I-1 Minor D-1 1 and outside of the
IRDE levee prism
1½ & above the
IRDE >1 ft above the IRDE To be reviewed by
District Engineer
I-2 Moderate D-2 3 and outside of the
IRDE levee prism
2½ & above the
IRDE
Between the IRDE and 1
ft above the IRDE
To be reviewed by
District Engineer
I-3 Major D-3
6 or narrower and
within the IRDE levee
prism
4 or narrower
extending into the
IRDE
Below the IRDE and up
to 1/2 ft below the IRDE
See Appendix A Typical
drawings for IRDE
Repair
I-4 Severe D-3
12 or narrower and
within the IRDE levee
prism
6 or narrower
extending into the
IRDE
Below ½ ft and up to 1 ft
below the IRDE
See Appendix A Typical
drawings for IRDE
Repair
I-5
Partial or
Total
Collapse
D-4
18 or narrower and
within the IRDE levee
prism
-- > 1 ft below the IRDE
See Appendix A Typical
drawings for IRDE
Repair
Notes:
1-System adapted from Pells and Fell 2003, USBR & USACE 2012, Millet, et al 2014. 2-Figure 2 shows typical liquefaction-induced damage patterns drawings D-1 through D-4 that can be used as a general reference for the expected levee deformation shapes.
3-Maximum crack width is taken as the maximum crack width, in inches, measured along any crack. 4- Longitudinal and transverse cracks assigned Damage Classification of 1 or 2 should be evaluated by the District Engineer to assess whether the cracks impact the IRDE levee prism.
5-IRDE (10-year flood plus 3 feet WSE) is based on the elevations recorded by MBK in 2023 and 2024 for the American and Sacramento Rivers, as recorded in the respective Table A-1 of Attachment A for Appendices D, E, and F (pending). 6- Levee crown settlement of 1 foot or greater with no visible cracking should be assessed by the District Engineer.

DRAFT

24001006.001A/SAC24R167153 Page 20 of 43 April 18, 2025 © 2024 Kleinfelder
It should be noted that at some stations the levee landside toe elevation exceeds the IRDE and Table A-1 presents freeboard above IRDE as greater than 100% of the levee height. Additionally, at some locations the IRDE is very close to or above the top of levee elevations due to presence of high ground or a berm, which resulted in a calculated levee height of less than 1 foot. To more accurately estimate levee height for the section, these elevations were replaced with estimates based on nearby toe elevations; these estimates are italicized and described in Table A-1.

In general, any damaged section where the deformed crown elevation is below the IRDE will require interim repair, and all damaged sections will require long term repair. Sections anticipated to deform below the IRDE based on seismic effects are denoted as “Priority 1” in Appendices D, E, and F (pending); however, damage may occur at any point on the levee. Once an IRDE Damage Classification and extent of the classification has been assigned to a levee segment, the levee should be assigned a Long Term Damage Classification.

5.2.2 Long Term Damage Classification
The Long Term Damage Classification assumes the IRDE levee prism will be restored separately or the damage was not identified as impacting the IRDE levee prism. The Long Term Damage Classification is intended to be general and to help inform the extent and degree of long term repair along the impacted levees. Table 2B summarizes the criteria for Long Term Damage Classification. Appendix A provides typical repair drawings, and the subsequence report sections discuss repair procedures and guidelines.

DRAFT

24001006.001A/SAC24R167153 Page 21 of 43 April 18, 2025 © 2024 Kleinfelder
Table 2B. Long Term Damage Classification System1

Long Term Damage Classification1 Action(s) to
Meet Long Term Condition3
Number Description Figure 2
Drawing2
L-0 No Damage - No indication of cracking or
settlement D-1 and D-2 No action
L-1
Minor – Damage (cracks and settlement)
limited to the upper 1 foot of the levee
embankment, above the DWSE, and
generally confined to the levee crown.

D-2
• Over excavate cracking and backfill
• Restore levee height as needed
• Restore levee crown patrol road
L-2
Moderate – Damage (cracks and
settlement) deeper than 1 foot, below the
DWSE, and/or include levee crown and
slopes but does not extend into the
embankment foundation. Includes slope
instability failure planes within the levee
embankment.

D-3
• Over excavate cracking and backfill
• Install stabilization/separation fabric as needed
• Restore levee height and slopes
• Restore levee crown patrol road

L-3
High – Partial, complete collapse, and/or
damage extends into the embankment
foundation.

D-4
• Over excavate to firm subgrade as directed by
the District Engineer
• Install stabilization/separation fabric as needed
• Over excavate cracking and backfill
• Restore levee height and slopes
• Restore levee crown patrol road
Notes:
1- Long Term Damage Classification assumes the IRDE levee prism will be restored separately or was not impacted. 2- Figure 2 shows typical liquefaction-induced damage patterns drawings D-1 through D-4 that can be used as a general reference for the expected levee deformation shapes.
3- Long Term Damage Classification and repair actions to meet Long Term Repair should be reviewed and approved by the District Engineer. Typical repair drawings are included in Appendix A.

DRAFT

5.2.3 Post Event Levee Inspection Data Documentation
For each observed levee section, the following information will be documented:

1. Document station limits of areas where no damage was observed during inspection.

2. Crown Settlement, Depressions, and Crown Width Loss

2.1. Location – including relative location of nearby cracks

2.2. Length along the levee reach

2.3. Minimum width of levee crown

2.4. Maximum settlement of crown relative to adjacent undamaged levee section

2.5. Crown width and height above landside levee toe for adjacent undamaged levee section

2.6. Estimated Damage Classification

3. Longitudinal and Transverse Cracks

3.1. Crack location – including relative location of nearby cracks

3.2. Crack length

3.3. Maximum crack width

3.4. Estimated maximum crack depth – use crack probe, a folding rule, or other means such as diluted water-soluble paint or fluorescein dye and a shovel

3.5. Crack persistence – detail whether transverse cracks appear to be continuous from waterside to landside

3.6. Number of cracks per 20 feet of levee width/length

3.7. Estimated Damage Classification

4. Slope Movement/Sloughing and Lateral (Toe) Spreading

4.1. Location

4.2. Length along levee

4.3. Location and length of slide scarp(s) on slope

4.4. Location of toe of slide or extent of lateral (toe) spreading

4.5. Approximate slope profile at selected (maximum movement) locations

5. Sand Boils

5.1. Location

5.2. Size

5.3. Presence or absence of water in the boil

6. Water Condition

6.1. Absence (dry) or presence of water in cracks or depressions

6.2. Water elevation and/or height of water above waterside toe

6.3. Observed water seeps into or out of levee

6.4. If seepage observed, approximate flow rate of water

6.5. Evidence of internal erosion (cloudy water, piping)

DRAFT

24001006.001A/SAC24R167153 Page 23 of 43 April 18, 2025 © 2024 Kleinfelder
Photographs will be taken at the initial observation of damages and after flags are placed. A short sequence of photos will be taken to provide an area overview followed by more detailed damage photos. The area overview photo will be used to place the detailed photos in context. Flagging will be placed to locate and delineate areas of damage to allow for further evaluation as appropriate. The flags will be placed as follows:

• Transverse cracks and sand boils – red flags
• Crown settlement and lateral spreading – orange flags • Longitudinal cracks and isolated slope movement – yellow flags

5.3 ANALYSIS AND RESPONSE
The levee damage information will be provided to the LMA General Manager or the General Manager’s designee, who will make a determination regarding the observed damages. After review of the levee inspection data, further action may be taken per the following:

A) If no damage is reported:

• Take no further action.

B) For minor to moderate damage:
• Request District Engineer’s review to evaluate if interim requirements are met or if immediate repair is necessary.
o Determine crack depths by digging out cracks, and schedule repairs as appropriate. o Request District Engineer’s evaluation for presence of slope movement, lateral spreading, or sand boils.
o Cover all major cracks with plastic sheeting to safeguard against moisture inundation from rainfall prior to interim and/or long term repairs. Perform this as an emergency repair in accordance with the LMA FSP and emergency response plan.

C) For major damage or greater:
• Initiate emergency repairs immediately per the LMA FSP and emergency response plan flood fighting procedures.

DRAFT

The public should be notified as appropriate per the FSP protocol. Damages to levees will be prioritized for repair based on protection of nearby populations; severity of cracking and/or the amount of freeboard lost, if any. The degree of damage should be compared to the IRDE levee prism and prioritized over damaged levees meeting or above the IRDE levee prism but below the long term repair condition.

IRDE Damage Classification of I-3 to I-5 do not meet the required IRDE levee prism. IRDE Damage Classification of I-0 to I-2 should meet the IRDE levee prism but likely does not meet the long term condition. IRDE Damage Classification of I-1 and I-2 should be reviewed by the District Engineer to assess if additional investigation is needed to confirm the IRDE levee prism is not impacted. If a levee segment is damaged and/or the crown settles below the IRDE, the long term and interim repair guidelines in Section 7 will be followed.

Once an IRDE has been assessed and repairs scheduled, the long term damage classes should be assessed and long term repairs planned. Long Term Damage Classification of L-2 and L-3 do not meet the required long term levee prism. Long Term Damage Classification of L-0 and L-1 should meet the long term levee prism. Long Term Damage Classification of L-0 to L-1 should be reviewed by the District Engineer to assess if additional investigation is needed to confirm the long term levee prism is not impacted. If a levee segment is damaged and/or the crown settles below the long term DWSE, the long term and interim repair guidelines in Section 7 will be followed.

If conditions, in particular during flood season, exceed the LMA’s capabilities on any of the levee systems, the LMA will contact the DWR Flood Operations Center (FOC) for technical assistance, following the FSP protocol.

DRAFT

24001006.001A/SAC24R167153 Page 25 of 43 April 18, 2025 © 2024 Kleinfelder
6 GENERAL REPAIR PROVISIONS
___________________________________________________________________________________

The degree of seismically induced damages can vary from surficial slumps, cracks, and minor depressions to major levee cracks and settlement of portions of levee reaches below the IRDE to full collapse of a levee section. The following sections address general guidance for post-earthquake damage evaluation and remediation of damaged levee reaches, including initial direction, permitting, the District Engineer’s evaluation, documentation, and interim and long term repairs.

6.1 INITIAL DIRECTION
Minor damages (as categorized in Table 2) are typically handled under normal LMA operational protocol with the District Engineer’s review. Damages beyond a Minor Damage Classification include larger cracks and settlement require more detailed evaluation of crack location(s) and extent and of levee geometry by the District Engineer or their designee. These repairs may be handled under normal operational protocol or require interim and/or long term repair protocol based on the extent of damages, availability of equipment, and timing relative to the flood season.

When settlement or slope failure of a levee section causes the crown to settle such that an appropriate crown width is below the IRDE required by the ULDC, interim repairs are required to restore the IRDE and satisfactory levee dimensions. This repair must be accomplished within 8 weeks to minimize exposure of the protected community during flood season. Long term repairs should be scheduled during the dry season.

Initial repair activities also include confirming repair priorities, rights-of way, haul roads and staging areas, borrow sites, construction easements (if needed), permit acquisition, and contractor supplies and equipment availability.

6.2 PERMITTING
It is beyond the scope of this document to describe the various engineering, environmental, and regulatory permitting processes that govern the implementation of levee modifications. In general levee repair (interim and long term) activities are covered under a host of federal, state, and local laws and regulations including but not limited to:

DRAFT

24001006.001A/SAC24R167153 Page 26 of 43 April 18, 2025 © 2024 Kleinfelder
• Central Valley Flood Protection Board (CVFPB) regulations and standards contained in Title 23 of the California Code of Regulations
• The federal Rivers and Harbors Act for structures or work in or affecting navigable waters of the United States (WOUS), administered by the USACE
• Section 404 of the Clean Water Act (CWA) for the discharge of dredged or fill material in WOUS, and CWA Section 401, Water Quality Certification.

Additional environmental requirements include compliance with the California Environmental Quality Act (CEQA), the National Environmental Policy Act (NEPA), the California Endangered Species Act (CESA), the Federal Endangered Species Act (FESA) and regulatory programs implemented by the California Department of Fish and Wildlife (CDFW), such as streambed alteration agreements, the California Water Resources Control Board, and Central Valley Regional Water Quality Control Board.

In general, emergency response actions necessary to maintain service essential to the public health, safety or welfare may be temporarily exempt from CEQA and from NEPA in cases where there is Federal funding, permits, land, or FESA involved in a project. However, complying with NEPA and the CWA is necessary to ensure participation in the PL 84-99 program and when seeking FEMA reimbursements.

Consultation with natural resource agencies including CDFW and the US Fish and Wildlife Service (FWS) should be made prior to and while engaging in emergency response actions to protect and preserve sensitive resources and their habitats. FWS is available to assist with compliance with FESA during emergency events by providing recommendations for minimizing adverse effects to listed species during the emergency response. For short-term levee repairs needed to save lives and property, DWR, LMAs, or landowners can go ahead with repairs that restore the flood control structures to substantially the same conditions under emergency provisions of FESA, informally and formally consulting with trustee agencies as required.

During flood conditions, if an earthquake were to cause significant levee damage resulting in an emergency situation, it is possible that the incident would be covered by a Regional General Permit (RGP) #8 issued by the USACE Sacramento District’s District Engineer. This permit would be requested through DWR and would allow for USACE “emergency actions authorizing structures or work in or affecting WOUS and the discharge of dredged or fill material in WOUS, including wetlands, for necessary repair or protection of existing structures, facilities or fills where an imminent threat to life or property exists due to unforeseen events during an emergency incident.” However, even with emergency actions, DRAFT

24001006.001A/SAC24R167153 Page 27 of 43 April 18, 2025 © 2024 Kleinfelder
regulatory agencies must be notified, environmental compliance requirements must ultimately be addressed, and actions must be documented.

6.3 DISTRICT ENGINEER’S REVIEW/EVALUATION
Levee construction plans as well as a baseline survey and current status records are maintained at the LMA office. The LMA and the District Engineer will meet as soon as the field inspection teams identify any of the listed damages to the levee system to schedule a damage evaluation/review as appropriate.

The District Engineer’s preliminary evaluation may involve reviewing the initial field data gathered, comparing the data with the as-built drawings, and performing an initial site visit. The available information will be used to assess the overall embankment stability and, in the case of significant damages, to compare with the typical levee grade and dimensions for an interim (10-year flood) level of protection. For example, Table A-1 in Appendix D, North Area Streams Levees, provides the 10-year flood water surface elevations (as well as existing crown elevations) for the American River North Levee segments analyzed. Based on this evaluation, the District Engineer may identify a remnant levee prism suitable for an interim level of protection or provide preliminary recommendations for interim repairs.

Additional field investigation of the levee damages (including field sampling, laboratory testing, and field surveys) may be appropriate, especially if later, long term repairs are anticipated. The District Engineer will coordinate with the LMA to establish priorities on how to return the damaged levee section(s) to serviceability within a reasonable timeframe. Subsequent sections discuss the process for interim and long term repairs in more detail.

6.4 INTERIM REPAIRS
Following preliminary levee damage evaluation, the District Engineer and LMA will establish priorities to restore all damaged levee segments to the minimum grade and dimensions sufficient for protection against the IRDE. Per ULDC requirements, the interim repairs are to be completed within 8 weeks to avoid prolonged exposure of the protected communities during flood season. The priority will be to utilize on-site levee materials to repair the damaged levee sections. Where deformed materials are not able to be reused, then borrow materials referenced in Section 3.4 will be transported to the site and used for interim repairs.

DRAFT

24001006.001A/SAC24R167153 Page 28 of 43 April 18, 2025 © 2024 Kleinfelder
Section 7 provides a general set of procedures and guidelines for the interim repair of cracked and slumped levee sections, including general procedures for excavating and filling cracks, removing disturbed or slumped ground, and keying in new fill.

6.5 INTERIM REPAIR DOCUMENTATION
Documentation is critical throughout the repair process, especially to meet the regulatory requirements discussed in Section 6.2. Lack of good documentation may endanger the ability of the levee to be certified for ULDC and FEMA requirements. The LMA and District Engineer should assure that thorough documents are prepared and preserved before, during, and after the repair, as discussed below.

Before Repair – All communications related to the earthquake incident are documented on the District office call log. If field inspection teams are deployed, their operations are documented on a Division Activity Log using FEMA ICS
4 Form 214. All hand-generated field data (locations, descriptions, measurements, etc.) are organized in a paper file and scanned into a computer for digital archiving. The scanned documents and any electronically generated documents (i.e., field notes and observations on tablets) are organized in computer files along with all GPS data and digital photos, including a photo log.

During Repair – The following field information is maintained: daily field reports, photo documentation of earthwork activities, copies of field and laboratory test results, notes from on-site meetings, and communications concerning the Contractor, District Engineer, and LMA.

After Repair – The documentation generated during repair is archived electronically. As-built drawings and completion-survey information documenting the completed levee repairs are updated and maintained in the LMA office.

6.6 LONG TERM REPAIRS
Whereas interim repairs only require a 10-year level of flood protection, long term repairs are defined as those required to return the levee system to an urban level of flood protection, i.e., a 200-year level of flood protection or DWSE. Accordingly, long term repairs require more detailed field investigation and analyses than the interim repair process. The LMA General Manager with assistance from the District Engineer will establish priorities on returning all damaged levee segments to an urban level of flood protection.

4 ICS-Incident Command System
DRAFT

The process for implementation of long term repairs is similar as that outlined above in Sections 6.4 and

6.5 for interim repairs. Repairs outlined in the PERP may be followed to restore the levee grade to the DWSE. The public will be kept apprised of progress and will be notified following completion of repairs and the return of all damaged levee segments to an urban level of flood protection.

In addition, it may also be appropriate to perform a geotechnical investigation to investigate the condition of the remnant levee and foundation to determine if additional actions are warranted. This is particularly important in cases where seepage cutoff walls extend into the levee foundation. At a minimum, a geotechnical investigation should include the following items.

• evaluation of the extent of the damaged embankment zone • evaluation of the on-site soils for reuse in levee repairs • consideration of mitigation factors to improve foundation conditions related to the observed levee damages
• evaluation of other factors as appropriate that may have contributed to the observed damages • Evaluation of flood control features that remain in the area damaged by the earthquake such as seepage cutoff walls
If the geotechnical investigation indicates deficiencies that require remediation, levee repair construction plans, specifications, and cost estimates will then be prepared. Funding sources for the necessary work will be pursued, permits will be obtained, a contractor will be selected, and the repair work performed.

Future levee patrols should include close observation of any areas where damages were recorded and repaired. Any signs of cracking, slumping, seepage, or other deficiencies should be reported to the LMA.

DRAFT

24001006.001A/SAC24R167153 Page 30 of 43 April 18, 2025 © 2024 Kleinfelder
7 INTERIM AND LONG TERM REPAIR GUIDELINES
___________________________________________________________________________________

This section provides a general set of procedures for the interim repair of cracked and slumped levee sections, including general procedures for excavating and filling cracks, removing disturbed or slumped ground, and keying in new fill. These guidelines were developed using a template type approach. The levee repair templates identified in Table 3 and included in Appendix A have been developed to address common earthquake-related distress issues, including longitudinal and transverse cracks, slope movement including lateral spreading, and crown settlement including partial to full collapse.

Table 3. Interim Repair Guidelines for Common Earthquake-Related Levee Distress Issues

Distress
Issue Repair Description Template
Sheet
Crown Settlement Typical Crown Settlement Repair CS-1
Cracks
Typical Longitude Crack(s) Repair LC-1
Typical Transverse Crack Repair TC-1
Slope Movement
and/or
Lateral Spreading
Slope Instability – Acceptable Interim Levee Geometry SS-1-A Slope Instability Embankment & Foundation – Interim
Repair SS-1-B
Waterside Slope Instability – Landside Berm – Interim
Repair SS-1-C
Slope Instability Embankment – Long Term Repair SS-1-D
Slope Instability Embankment & Foundation – Long Term
Repair SS-1-E
Partial
or Total Collapse Typical Interim and Long Term Levee Collapse Repair C-1

The templates in Appendix A provide basic guidelines for interim levee repairs without specifying design standards, as the specific type, location, and extent of damages will be better defined by the initial damage evaluation. The appropriate response will be then determined based on suitable preparation, practical evaluation of the current conditions, and modification of the guidelines to address the situation at hand using engineering evaluation and judgment.

DRAFT

The levee repair templates illustrate the repairs as landside slope repairs. However, the guidelines are considered appropriate for both landside and waterside seismically induced damages, except during flood conditions when the waterside will experience varying river stages. Levee repair should follow the requirements of the CVFPB regulations and standards contained in Title 23 of the California Code of Regulations and USACE Sacramento District’s Geotechnical Levee Practice Standard Operating Procedures.

The probability of the simultaneous occurrence of a major flood condition and a damaging earthquake is very low, and significantly less than the probability of only one of those events. Seismically induced damages would be more likely to occur on the waterside during high-water conditions because the flood-induced saturation of the levee waterside slope and foundation may increase the vulnerability of the levee to seismic damage. In the worst-case scenario, a seismically induced levee collapse when the river is at flood stage could lead to a levee breach and flooding of the protected area. A higher probability scenario would be some seismically induced damage to the waterside requiring interim repair activities. The subject of repairs of waterside damages is discussed further in Section 7.4.

7.1 GENERAL IMPLEMENTATION PROVISIONS FOR REPAIR TEMPLATES Specific repair guidelines are discussed in the following sections, and major features are shown on the repair templates in Appendix A. The following are some general provisions to be employed as appropriate during repairs:

• The existing as-built drawings and project surveys should be used when planning, designing, and implementing repair alternatives.
• The LMA will determine whether adequate rights of way are available and obtain the necessary rights of way, if needed.
• Test pits and/or soil borings and more detailed site surveys may be used if deemed necessary by the District Engineer or their designee. Engineering judgment will be used in evaluating the need for and level of subsurface explorations and engineering analyses as well as the extent of interim repairs to be performed.
• Surface sloughing is considered a maintenance problem, as it usually does not affect the levee’s structural integrity and is handled by the regular maintenance personnel.

DRAFT

24001006.001A/SAC24R167153 Page 32 of 43 April 18, 2025 © 2024 Kleinfelder
• For damaged sections, the existing slope or ground surface will be prepared for embankment or berm material placement. Surface preparation will include removing selected vegetation, debris, downed timber or tree roots, rubbish, loose soil, and other obstructions. A minimum of 6 inches of a slope or ground surface will be removed as part of the surface preparation. Additional excavation will be performed as necessary to remove damaged/disturbed soils. The exposed subgrade will be scarified, moisture conditioned, and recompacted to provide a stable base to work from.
o To account for the potential to encountered unstable subgrade conditions at the subgrade level, geotextile stabilization fabric was used in several of the interim repair alternatives in which the new embankment construction is keyed into the foundation material. A properly installed, suitable mid-range or better, geotextile stabilization fabric (for example Mirafi RS380i, Propex Geotex 801 or similar; see Appendix C for the property data sheets for these examples) helps provide a stable base for embankment reconstruction. Geotextile stabilization fabric and/or geogrids should be used in areas where unstable soils are encountered that impede earthwork construction since these materials will help bridge over unstable soils and help construction to proceed. Proper soil placement and compaction are still required. Several brands of geotextile stabilization fabric are readily available at local distributors. If stable subgrade soils are exposed at the base of excavations, geotextile stabilization fabric and/or geogrids are not required. Use of geotextile stabilization fabric and/or geogrids will be determined by the District Engineer.
• After subgrade preparation, fill is placed in horizontal, loose lifts and properly compacted. If bridging/reinforcement is needed, a suitable mid-range or better biaxial geogrid product (such as Tencate Miragrid 8XT, Tensar BX1500, StrataGrid SG 550 or equivalent; see Appendix C for the product property data sheets for these examples) is placed beginning at about 2 feet above the stabilization fabric and continuing at about a 2-foot vertical spacing for a minimum of three total geogrid layers or as determined by the District Engineer. Several brands of the mid-range geogrid product are readily available at local distributors. • Embankment and berm materials are placed in horizontal lifts and properly compacted to the specified degree of compaction to provide maximum 6-inch-thick compacted lifts using heavy construction equipment or maximum 4-inch-thick compacted lifts using hand-operated compaction equipment to help achieve stable conditions. The fill is tested for relative compaction in accordance with applicable standards.

DRAFT

24001006.001A/SAC24R167153 Page 33 of 43 April 18, 2025 © 2024 Kleinfelder
• All slope backfill is placed and compacted above the slope line and then cut back to finished slope grade. Slope protection (revegetation) is provided for any newly placed fill material. • Interim repairs involving partial levee replacement to the IRDE are constructed to match the waterside toe and slope angle of the adjacent levee segments where feasible. The intent is to present a continuous waterside slope face to potential floodwaters. • Constructing a crown roadway repair includes: 1) sloping (at least 2 percent) the levee crown 5 beneath the aggregate base (AB) surfacing to drain in both directions from the levee’s centerline so as to provide proper drainage, 2) placing an AB surface on the levee crown to the thickness of the adjacent levee crown with a minimum properly compacted thickness of 4 inches, and 3) reusing the existing AB when possible.
• When multiple repairs are required in a single location or levee segment, repair priorities and coordination are established before work begins.
• Sacramento County Office of Emergency Services and/or Board of Supervisors will keep the public informed. The public will be kept apprised of progress and notified following completion of interim repairs as appropriate.

7.2 LONGITUDINAL AND TRANSVERSE CRACKS
Repair of levee cracks typically involves initial determination of the length, width, and depth of the cracks. The length and width will be determined during the initial data gathering, and the depth is determined to the extent possible. Depending on the type and location of the observed cracks, test pits may be necessary, especially if deeper transverse cracks are encountered.

Large cracks in the levee are often indicative of high shear stresses accompanied by excessive deformation. Slope movement causes both longitudinal and transverse cracks. Thus, crack repair is often related to other distress issues on the levee, and repair coordination may dictate incorporating crack repair into the repair procedures for larger deformations. Slope stability is a larger structural problem and is addressed in Sections 7.3 and 7.4. This section addresses activities related only to specific longitudinal and transverse crack repair. Those activities include:

5 Note: The elevation of the waterside levee hinge point, not the levee crown, is considered the top of levee elevation.

DRAFT

24001006.001A/SAC24R167153 Page 34 of 43 April 18, 2025 © 2024 Kleinfelder
• Updating/confirming crack dimensions from the initial crack surveys, plotting cracks on a site plan, and evaluating the impact, if any, on the levee’s structural integrity. • For longitudinal cracks (see Sheet LC-1):

1. Excavating a working bench at least 8 feet wide or one equipment width (whichever is greater) in the side slope to a minimum depth of 2 feet on the crack

2. Excavating below the bottom of the crack, as appropriate, with a bucket excavator

3. Backfilling and compacting in thin lifts with a wheel attachment on the excavator to the working bench elevation with the excavated material or an equivalent material

4. Replacing and properly compacting the excavated bench material including benching the fill material into the excavation slope

5. Overfilling with properly compacted fill at the slope face followed by trimming to finished grade

6. Revegetating the slope face to provide slope protection • For transverse cracks (see Sheet TC-1):

1. Excavating a working bench at least 8 feet wide or one equipment width (whichever is greater) below the bottom of the crack

2. Backfilling and compacting, in thin lifts, with the excavated material or an equivalent material

3. Overfilling with properly compacted fill at the slope face followed by trimming to finished grade

4. Grading the levee crown for positive drainage to both sides followed by placing properly compacted AB

5. Revegetating the slope face to provide slope protection • The backfill material for the crack repair and the working bench replacement is the existing levee material or equivalent.

DRAFT

24001006.001A/SAC24R167153 Page 35 of 43 April 18, 2025 © 2024 Kleinfelder
• In areas with multiple cracks, the excavation is modified to address the additional cracks (e.g., Sheet LC-1-B).

7.3 SLOPE MOVEMENT AND LATERAL (TOE) SPREADING
Slope movement is often associated with reduction of soil shear strength and/or increased shear stress, both of which can be caused by ground shaking. Levee slope distress can manifest as surface sloughing, a shallow slide through the levee embankment only, a deep-seated slide through the embankment and the foundation material, or mass deformation of the levee. Surface sloughing (to a depth of a few feet) is considered a maintenance issue and is not addressed further here. Most forms of slope movement exhibit a characteristic loss of material at the upper limit of the observed distress and a bulging or spreading at the lower extent of distress.

Once the basic movement is determined, a general plan of repair can be developed and executed.

Typically, the better the information gathered, the more efficient the repair will be. For example, in some cases a deep-seated slide surface may be apparent from a prominent longitudinal crack with vertical offset (head scarp) and a corresponding toe bulge, but the location of the slip surface may not be well defined. A working bench may be cut into the slope at the head scarp to allow for more accurate slip-surface determination using a line of cone penetrometer soundings between the scarp and the slope face. This can provide a relatively quick definition of the slip surface and allow for more efficient repair planning. In this way, less material needs to be moved, and less time is spent on the repair because of the more accurate information.

Slope movement repair includes the following activities (Sheet SS-1):

• Removing slide debris and excavating the existing levee embankment and foundation to below the slip surface (as needed).
• Preparing the subgrade and reconstructing the levee as follows:

Slip surface in the embankment only (no keyway required) – Sheet SS-1-A o For a slip surface in the embankment only (no keyway required), scarifying, moisture conditioning, and recompacting the exposed subgrade to provide a stable base for embankment construction. If unstable subgrade soils are exposed, a suitable, woven, geotextile stabilization fabric or geogrid should be placed.

DRAFT

24001006.001A/SAC24R167153 Page 36 of 43 April 18, 2025 © 2024 Kleinfelder
o Placing and properly compacting the fill (existing embankment material or an equivalent material) in horizontal lifts to 2 feet above the subgrade and continuing with properly moisture conditioned and compacted fill placed in maximum 6-inch thick loose lifts. If additional bridging/reinforcement is needed, reinforcing the embankment with a suitable geogrid placed at about a 2-foot vertical spacing for a minimum of three total geogrid layers or as determined by the District Engineer.

Deep-Seated Slides – Sheet SS-1-B through E
o For deep-seated slide repairs, excavating a keyway into the foundation materials, then scarifying, moisture conditioning, and recompacting the exposed subgrade to provide a stable base for embankment construction. If unstable subgrade soils are exposed, a suitable, woven, geotextile stabilization fabric should be placed. o Backfilling the keyway and reconstructing the levee with existing embankment material or an equivalent material, by moisture conditioning and properly compacting the material in horizontal lifts with a maximum loose lift thickness of 6 inches. o If additional bridging/reinforcement is needed, reinforcing the embankment with a suitable geogrid product beginning 2 feet above the stabilization fabric and continuing at about a 2-foot vertical spacing for a minimum of three total geogrid layers or as determined by the District Engineer.
• Overfilling with properly compacted fill at the slope face followed by trimming to finished grade. • Revegetating the slope face to provide slope protection. • Grading the levee crown for positive drainage to both sides followed by placing properly compacted AB.

Note that Sheets SS-1-B and SS-1-E depict the condition of a relatively shallow liquefiable layer in the foundation soils. As a result of liquefaction during an earthquake, the levee support can diminish to the extent that the center of the embankment sags, resulting in a longitudinal tension crack as the two sides pull away from each other.

DRAFT

7.4 WATERSIDE DAMAGES
In the case of seismically induced slope movement on the levee waterside slope when the river stage is high, waterside slope improvement or stabilization may not be feasible for interim repairs. The current preferred approach is to stabilize the remnant levee from the landside to the ULDC interim repair standard by constructing an undrained stability berm similar to that shown on Sheet SS-1-C.

Construction of the berm includes the following activities:

• Stripping the top layer (minimum 6 inches) of the landside slope, as well as the ground surface at the landside toe where the stability berm foundation will be located. • Excavating a keyway into the foundation materials, then scarifying, moisture conditioning, and recompacting the exposed subgrade to provide a stable base for embankment construction. If unstable subgrade soils are exposed, a suitable, woven, geotextile stabilization fabric should be placed.
• Backfilling the keyway and constructing the stability berm with properly moisture conditioned and compacted fill placed in maximum 6-inch thick loose lifts. If additional bridging/reinforcement is needed, reinforcing the berm with a suitable geogrid product beginning 2 feet above the stabilization fabric and continuing at about a 2-foot vertical spacing for a minimum of three total geogrid layers or as determined by the District Engineer. • Overfilling and properly compacting the material at the slope face followed by trimming to finished grade.
• Fill material for the repair is the existing levee material or equivalent material or levee embankment material that meets CVFPB and USACE criteria, as directed by the District Engineer.
• Revegetating the new landside slope to help stabilize the slope face. • Re-establishing the crown road so that ideally there is a 20-foot-wide patrol road with a minimum of 4 inches of compacted AB over a drained subgrade (minimum 2%), and providing a means of transitioning to the patrol road on the adjacent upstream and downstream levee segments whether via a ramp from the crown of the berm (10% maximum grade) or via a toe access road along the berm and landside access ramps to the adjacent levee sections.

DRAFT

24001006.001A/SAC24R167153 Page 38 of 43 April 18, 2025 © 2024 Kleinfelder
Some waterside stabilization measures have been considered, including the use of geotubes. Any waterside stabilization alternative must be reviewed and approved by CVFPB and USACE and demonstrate practicality, including the following features and characteristics: 1) effectiveness as a slope and erosion stabilizer, 2) ease of installation by local personnel and equipment, 3) immediate availability, 4) cost effectiveness, and 5) durability/dependability. Waterside stabilization may be a temporary method to provide the required flood protection and may be required to be removed for the permanent repair.

7.5 CROWN SETTLEMENT
Whereas a minor crown depression can be repaired without significant modification to the existing levee geometry, crown settlement is often associated with slope movement and lateral spreading or bulging at the levee toe. Therefore, the repair efforts must be prioritized and coordinated. In general, slope stabilization activities must proceed before crown repair can be completed. Repair activities related to slope stabilization issues are addressed in Sections 7.3 and 7.4. This section addresses activities ranging from repair of simple crown settlement to partial or full replacement for levee collapse. Those activities include:

1. For minor (up to 1 foot) settlement or depression of a levee section (see Sheet CS-1):
• Removing and stockpiling the existing AB surface and then scarifying and recompacting the exposed subgrade (minimum 6 inches).
• Backfilling levee materials with maximum 6-inch thick loose lifts that are properly moisture conditioned and compacted.
• Match the upstream and downstream crown elevation grade with positive side drainage (minimum 2%).
• Fill material for the repair is the existing levee material or equivalent material or levee embankment material that meets CVFPB and USACE criteria, as directed by the District Engineer.
• Placing a minimum 4-inch-thick properly compacted and drained AB surface. • Adjusting the slope grade of the new fill and the existing slope to provide a smooth transition and revegetating any new slope construction.

DRAFT

2. For larger (up to 6 feet) settlement of a levee section (see Sheet C-1):
• Removing and stockpiling the existing AB surface and then scarifying and recompacting the exposed subgrade (minimum 6 inches).
• Backfilling levee materials with maximum 6-inch thick loose lifts that are properly moisture conditioned and compacted.
• Fill material for the repair is the existing levee material or equivalent material or levee embankment material that meets CVFPB and USACE criteria, as directed by the District Engineer.
• Establishing a final subgrade with a maximum 10% transition grade between the interim repaired levee section and the existing levee segments and a 2% drainage grade to each side.
• Placing a minimum 4-inch-thick properly compacted and drained AB surface. • Adjusting the slope grade of the new fill and the existing slope to provide a smooth transition to upstream and downstream levee crown and slopes and revegetating any new slope construction.

3. For partial to full levee replacement repair for levee collapse, (see Sheet C-1):
• Evaluating the stability of the ground surface for levee replacement under the direction of the District Engineer.
• Removing slide debris and excavating the existing levee embankment and foundation (as needed).
• Excavating a keyway into the foundation materials, then scarifying, moisture conditioning, and recompacting the exposed subgrade to provide a stable base for embankment construction. If unstable subgrade soils are exposed, a suitable, woven, geotextile stabilization fabric should be placed.
• Backfilling the keyway and constructing the embankment with properly moisture conditioned and compacted fill placed in maximum 6-inch thick loose lifts. If additional bridging/reinforcement is needed, reinforcing the embankment with a suitable geogrid product beginning 2 feet above the stabilization fabric and continuing at about a 2-foot DRAFT

24001006.001A/SAC24R167153 Page 40 of 43 April 18, 2025 © 2024 Kleinfelder
vertical spacing for a minimum of three total geogrid layers or as determined by the District Engineer.
• Fill material for the repair is the existing levee material or equivalent material or levee embankment material that meets CVFPB and USACE criteria, as directed by the District Engineer.
• Overfilling and properly compacting the material at the slope face, followed by trimming to finished grade and revegetating all new construction slope faces to provide slope protection.
• Grading the partial replacement (interim) levee crown for positive drainage to both sides, followed by placing a minimum 4-inch thickness of properly compacted and drained AB. • Constructing a means of transitioning to the adjacent upstream and downstream levee segments, whether via a ramp (10% maximum grade) along the interim levee crown or via a toe access road along the interim levee embankment and landside access ramps to the adjacent levee sections.

7.6 SAND BOILS
Sand boils can form due to liquefaction of underlying sandy layers if the water table is high enough and the ground shaking strong enough. The extent of repairs, if any, will be dependent on the size, location, and quantity of sand boils. Note that an earthquake-induced sand boil indicates liquefaction in an underlying aquifer layer, but in and of itself it does not indicate an underseepage deficiency. However, a sand boil could increase underseepage risk since a subsurface pathway is now open to the ground surface. Post-earthquake sand boils encountered by the field inspection teams may be useful in identifying liquefiable zones and will be flagged for review by the District Engineer, who will evaluate whether any interim repairs are necessary.

Sand boils resulting from excessive underseepage pressures have been addressed using the following methods: 1) simply locating and flood-fighting, 2) excavating and backfilling individual sand boils with a sequence of progressively larger cohesionless soil particles (i.e. an inverted filter) to reduce the potential for future piping, and 3) installing more complex remediation measures such as seepage cutoff walls, relief wells, or seepage berms. Refer to the DWR Flood Fighting Methods (DWR, 2024), which include procedures for controlling boils using sack rings.

DRAFT

24001006.001A/SAC24R167153 Page 41 of 43 April 18, 2025 © 2024 Kleinfelder
8 REFERENCES AND SUPPORTING DOCUMENTS
___________________________________________________________________________________

33 C.F.R. § 222.4, Reporting Earthquake Effects, https://www.law.cornell.edu/cfr/text/33/222.4.

Babbitt, D. (2014). Transverse Cracking on Embankment Dams Caused By Earthquakes Revisited, Dams and Extreme Events, 34th Annual USSD Conference, San Francisco, CA.

Boulanger, R. (2012). Liquefaction in the 2011 Great East Japan Earthquake: Lessons for U.S. Practice, in Proceedings of the International Symposium on Engineering Lessons Learned from the 2011 Great East Japan Earthquake, March 1-4, 2012, Tokyo, Japan.

California Department of Water Resources (DWR) (2012). Urban Levee Design Criteria.

California Department of Water Resources (DWR) (2013). Urban Levee of Flood Protection Criteria.

California Department of Water Resources (DWR) (2024). Flood Fighting Methods.

California Department of Water Resources and U.S. Army Corps of Engineers (2016). Draft Delta Emergency Operations Integration Plan
FloodSAFE California (2012). Urban Levee Design Criteria, State of California, The Natural Resources Agency, Department of Water Resources.

FloodSAFE California (2013). Draft Rural Levee Repair Guidelines, State of California, The Natural Resources Agency, Department of Water Resources.

Fong, F. and Bennett, W. (1995). Transverse Cracking on Embankment Dams Due to Earthquakes, ASDSO Western Regional Meeting.

GEOTEX 801; Product Data Sheet; Propex Operating Company, LLC: Chattanooga, TN, 2019, https://propexglobal.com/resources/data-sheets
Lo, R. and Wang, Y. (2012). Lessons Learned from Recent Earthquakes – Geoscience and Geotechnical Perspectives, ResearchGate, https://www.researchgate.net/publication/221924477 .

Meyersohn, D. (2012). Levee Locator Tool, v.4, California Department of Water Resources DRAFT

24001006.001A/SAC24R167153 Page 42 of 43 April 18, 2025 © 2024 Kleinfelder
Millet, R. Chowdhury, K., et al. (2014). Seismic Vulnerability Evaluation of Levees in California’s Central Valley, ResearchGate Conference Paper.

MIRAFI RS380i; Technical Data Sheet; Solmax: Pendergross, GA, 2024, https://www.tencategeo.us/en- us/products/woven-geotextiles/mirafi-rsi-series
MIRAGRID 8XT; Technical Data Sheet; Solmax: Pendergross GA, 2024, https://www.tencategeo.us/en- us/products/geogrids/miragrid-xt
Oka, F., Tsai, P. et al. (2012). Damage Patterns of River Embankments Due to the 2011 off the Pacific Coast of Tohoku Earthquake and a Numerical Modeling of the Deformation of River Embankments with a Clayey Subsoil Layer in Soils and Foundations, The Japanese Geotechnical Society.

Pells, S., and Fell, R. (2003). Damage and Cracking of Embankment Dams by Earthquake and the Implications for Internal Erosion and Piping, ICOLD, 21st large Dams Congress, Montréal, June 2003.

Perlea, V., Perlea, M., et al. (2014). Draft Guidelines for Seismic Evaluation of Levees in Dams and Extreme Events — Reducing Risk of Aging Infrastructure under Extreme Loading Conditions, 34th Annual USSD Conference San Francisco, California, April 7-11, 2014.

Stewart, J. (2011). Geotechnical Issues & Ground Motion — Preliminary Briefing on Japan’s Tohoku Earthquake, Aftershocks, and Tsunami of March 11, 2011.

StrataGrid; Product Data Sheet; Strata: Burlington, NC, 2020, https://www.geogrid.com/en- us/products/stratagrid
Tensar Biaxial Geogrid BX1500; Product Specification; Tensar: Alpharetta, GA, 2024, https://www.tensarcorp.com/solutions/geogrids/biaxial-bx-geogrids USACE SPK (2008). “Geotechnical Levee Practice,” CESPK EQS Guidance Document (REFP10L0.DOC), 11 April 2008.

URS (2015a). “ULE Geotechnical Evaluation Report (GER) Volume 1 and 2, American River Study Area, Urban Levee Evaluations Project, Contract 4600008101,” dated January 2015 (Issue date: 01- 2015).

DRAFT

24001006.001A/SAC24R167153 Page 43 of 43 April 18, 2025 © 2024 Kleinfelder
URS (2015b). Geotechnical Evaluation Report (Existing Conditions and Seismic Assessment), Natomas North Study Area, Urban Levee Evaluations Project, Contract 4600008101. dated March 2015.

URS (2015c). “ULE Geotechnical Evaluation Report Volume 2, Remedial Alternatives, NEMDC East Study Area, Urban Levee Evaluations Project, Contract 4600008101,” dated April 2015 (Issue date: 04- 2015).

U.S. Department of the Interior, Bureau of Reclamation, and U.S. Army Corps of Engineers (2012).

Methods to Evaluate Seismic Risks for Embankments Best Practices, in Best Practices in Dam and Levee Safety Risk Analysis presentation slide deck.

DRAFT

KLEINFELDER SEISMIC

RESPONSIBILITY REACHES
PROJECT:

FILE NAME:

FIGURE
1 DRAWN:

CHECKED BY:

DRAWN BY:
24001006.001A
APR 2024
M. RYAN
K. HAGAN
.pagx
SACRAMENTO, CA FILE: \\azrgisstorp03\GIS_Projects\Client\SAFCA\24001006.001A-SeismicPerformanceSumReport\PRO\PostEQ.aprx KHagan 4/29/2024

SACRAMENTO AREA FLOOD CONTROL

LEVEE SYSTEMS

POST-EARTHQUAKE REMEDIATION PLAN

SACRAMENTO AND SUTTER COUNTIES, CALIFORNIA
ÃÆÆ

CALIFORNIA
70 ¨§¦5
¨§¦80
¨§¦80
¨§¦5
£¤50
ÃÆÆ

CALIFORNIA
84 ÃÆÆ

CALIFORNIA
16 ÃÆÆ

CALIFORNIA
113
ÃÆÆ

CALIFORNIA
160
ÃÆÆ

CALIFORNIA
45 ÃÆÆ

CALIFORNIA
99 ÃÆÆ

CALIFORNIA
160
ÃÆÆ

CALIFORNIA
99 ÃÆÆ

CALIFORNIA
99 ¨§¦80
The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information.

Service Layer Credits: World Imagery: Earthstar Geographics; ESRI World Imagery, Maxar Vivid Standard image date
1/22/2023; Maxar Vivid Advanced image dates 4/12/2022,
4/26/2022; SACOG Orthos image date 3/18/2022.
0 3 6
Kilometers
Locations are Approximate
£
Explanation
Natomas Basin
American River South
Sacramento Basin
North Area Streams Area
/
RD 784 - Post-Earthquake Remediation Plan
June 2016
D-1
Heaving Settlement

D-2
Lateral spreading Longitudinal Settlement at toe of levee cracks of crown

D-3
Lateral spreading Settlement of top of
at toe of levee shoulder and crown

D-4

Lateral spreading Sand Partial levee collapse
and slope movement boils Longitudinal cracks

Fig. 1. Typical Liquefaction-Induced Damage Patterns (adapted from Oka, et al. 2012)

FILE NAME:

CHECKED BY:

DRAWN BY:

DRAWN:

PROJECT NO.
liq_Damages.pdf
Typical Liquefaction-Induced Damage
Patterns

SACRAMENTO AREA FLOOD CONTROL LEVEE SYSTEMS

POST-EARTHQUAKE REMEDIATION PLAN

SACRAMENTO AND SUTTER COUNTIES, CALIFORNIA
24001006.001A
04/2024
RH
TW
2 www.kleinfelder.com
FIGURE:

Partial/total levee collapse
Longitudinal cracks
Settlement
Heaving
Settlement
of crown
Longitudinal
cracks
D-2
D-3
D-1
D-4
Lateral spreading
at levee toe
Settlement of top of
shoulder and crown
Lateral spreading
at levee toe
Lateral spreading
and slope movement
Sand boils
Partial/total levee collapse
Longitudinal cracks
Original Levee Prism
Liquefaction-induced Damaged Levee Prism
IRDE Levee Prism

RD 784 - Post-Earthquake Remediation Plan
June 2016

(a) Levee slumped and cracked due to liquefaction (Boulanger 2012)

(b) Left Photo - Treated (distance) and untreated (foreground) levee reaches (Stewart 2011) Right Photo – Same site showing transverse crack at boundary between treated and untreated levee reaches (Boulanger 2012)

Fig. 2. Representative Post-Earthquake Levee Damages (Page 1 of 2) FILE NAME:

CHECKED BY:

DRAWN BY:

DRAWN:

PROJECT NO.
eq_Damages.pdf
Representative Post-Earthquake Levee
Damages (1 of 2)

SACRAMENTO AREA FLOOD CONTROL LEVEE SYSTEMS

POST-EARTHQUAKE REMEDIATION PLAN

SACRAMENTO AND SUTTER COUNTIES, CALIFORNIA
24001006.001A
04/2024
RH
TW
3 www.kleinfelder.com
FIGURE:

RD 784 - Post-Earthquake Remediation Plan
June 2016

(c) Cracks and sand boils near landside toe of levee (left photo) - (Oka, et al. 2012) Longitudinal cracks at the top of levee (right photo) – Note sheeting protection against rain intrusion.

(d) Temporary levee slope repair with sand boils at toe (Lo & Wang 2011) Fig. 2. Representative Post-Earthquake Levee Damages (Page 2 of 2) FILE NAME:

CHECKED BY:

DRAWN BY:

DRAWN:

PROJECT NO.
eq_Damages.pdf
Representative Post-Earthquake Levee
Damages (2 of 2)

SACRAMENTO AREA FLOOD CONTROL LEVEE SYSTEMS

POST-EARTHQUAKE REMEDIATION PLAN

SACRAMENTO AND SUTTER COUNTIES, CALIFORNIA
24001006.001A
04/2024
RH
TW
3 www.kleinfelder.com
FIGURE:

24001006.001A/SAC24R167153 April 18, 2025
© 2024 Kleinfelder

APPENDIX A

LEVEE REPAIR SCHEMATICS FOR POST-EARTHQUAKE DAMAGES
_____________________________________________________________________

Sheet G-1 – General Post-Earthquake Levee Repair Guidelines Sheet LC-1 – Typical Longitude Crack(s) Repair
Sheet TC-1 – Typical Transverse Crack Repair
Sheet SS-1 – Typical Slope Stability Repair
Sheet CS-1 – Typical Crown Settlement Repair
Sheet C-1 – Typical Interim and Long Term Levee Collapse Repair

DRAFT
2%
2%
2H: 1V slope or flatter
4' min
2%
2%
2H: 1V slope or flatter
4' min
2'2'
Longitudinal cracks will typically be roughly parallel to and near the crest. www.kleinfelder.com
The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information.

FILE NAME:

DRAWN BY:

CHECKED BY:

DRAWN:

PROJECT NO.

STO24D026r.CAD

GENERAL POST-EARTHQUAKE LEVEE

REPAIR GUIDELINES
Post-Earthquake Remediation Plan
ULDC & FEMA Levee Certification Project
Sacramento Area Flood Control Agency Levee Systems
Sacramento County, California
G-1
GG
MB
4/16/2024
24001006.001A
ATTACHED XREFS:

ATTACHED IMAGES:

CAD FILE: W:\2400\24001006.001A\PLANS\ LAYOUT: SHEET LC-1OFFICE_NAME SHEET
Determine crack depth at several locations with hand probe, paint or dye penetration, & backhoe/excavator.

Crack excavation should extend 2' below bottom of crack. Cracks that extend below the levee embankment into the foundation should be addressed per plan sheet xx.

Excavate a working bench to allow minimum 2' soil cover over farthest outboard crack.

Starting with the crack farthest up slope, excavate below bench to confirm crack depth & repair crack with embankment trench spoils, or similar imported backfill.

Soil backfilled should be compacted in 6" loose lifts at 97% compaction using ASTM D698. Fill should be benched into excavation slope.

Properly compact backfill & trim back to final grade. Match original or existing slope inclination.

Revegetate slope following CVFPB/Levee Maintenance Agency requirements.

If repair extends to levee crown, replace crown road AB with equivalent depth as existing (minimum 4") & restore to original crown width.

See Section 7.1 & 7.2 for additional guidance.

1. 2.

3. 4.

5. 6.

7. 8.

Notes:

NOT TO SCALE

A-TYPICAL SINGLE LONGITUDE CRACK REPAIR

B-TYPICAL MULTIPLE LONGITUDE CRACK REPAIR
Geotextile/Geogrid Placement

14. If unstable subgrade soils are exposed,
a suitable, woven, geotextile stabilization
fabric or geogrid should be placed.

15. If additional bridging/reinforcement is
needed, reinforcing the embankment with a
suitable geogrid placed at about a 2-foot
vertical spacing for a minimum of three total
geogrid layers or as determined by the
District Engineer.

Quality Control Testing

16. In-place density testing should be
performed for all repairs. Testing should be
performed by the nuclear density test
(ASTM D6938) for every 500 cubic yards of
material placed with a minimum of 1 test
per lift. One sand cone density test (ASTM
D1556) should be performed for every 10
nuclear density tests.

17. A sample of material from each test
should be taken to a geotechnical testing
laboratory for moisture density curve
(ASTM D698), sieve analysis (ASTM C136)
and Atterberg limits (ASTM D4318).

Surface Preparation

1.For damaged sections, the existing slope or
ground surface will be prepared for
embankment or berm material placement.

2.Surface preparation will include removing
selected vegetation, debris, downed timber or
tree roots, rubbish, loose soil, and other
obstructions.

3.Remove existing aggregate base (AB) and
stockpile for reuse.

Subgrade

4. A minimum of 6 inches of a slope or ground
surface will be removed as part of the surface
preparation. Additional excavation will be
performed as necessary to remove
damaged/disturbed soils.

5. The exposed subgrade will be scarified to a
depth of 6 inches. To provide a stable base to
work from, subgrade should be moisture
conditioned and compacted to +/-2% of
optimum moisture content and 95% relative
compaction using ASTM D698.

Engineered Fill/Backfill Placement

6. New fill soil should be uncontaminated and have
similar classification to the existing soil.

7. Soil used for backfill should be placed in maximum
6-inch-thick loose lifts.

8. New fill should be benched into the existing levee
in 4 to 12 inch vertical steps with the step width equal to the step height or greater.

9. Fill extending below the original ground surface
should be keyed into the native soil as shown on the
repair details.

10. The fill should be moisture conditioned to +/-2% of optimum moisture content using ASTM D698.

11. The fill should be compacted using construction
equipment and should achieve 97% relative
compaction using ASTM D698.

Grading

12. The fill should be placed and compacted above
the slope grade and then trimmed to final grade.

Match original or existing slope inclination, then
revegetate slope following CVFPB/LMA requirements.

13. If repair extends to levee crown, replace crown
road AB with equivalent depth as existing (minimum
4-inch depth) and restore to original crown width.
2%2%
Long-Term Repair Gradeto Match Original Grade
LANDSIDEWATERSIDENew Fill Grade Matchwith Undamaged US/DSLevee Crown GradeNew Layer withEmbankment Fill MaterialOriginal GroundSurfaceExisting LeveeCrown Gradeafter Earthquake Match UndamagedUS/DS AB CrownRoadNew Crown Road(4" AB min)Remove ExistingAB Surfacing(See Note 1) Transition Grade between US/DS LeveeSegment and Settled SectionUS/DSTop of LeveeInterim CrownElevationMinimumElevation atInterim RepairDesign Elevation Crown Road(4" AB min)Undamaged US/DSTop of Levee
Additional fillSettled Levee Crown
10 1
1 10
www.kleinfelder.comThe information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations or warranties, express or implied, as to accuracy, completeness,timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information.FILE NAME:DRAWN BY:CHECKED BY:DRAWN:PROJECT NO.

STO24D026r.CAD
TYPICAL CROWN SETTLEMENT REPAIRPOST-EARTHQUAKE LEVEE REPAIRGUIDELINESPost-Earthquake Remediation PlanULDC & FEMA Levee Certification ProjectSacramento Area Flood Control Agency Levee SystemsSacramento County, CaliforniaCS-1GG/JDSRH11/11/202424001006.001A ATTACHED XREFS:ATTACHED IMAGES:CAD FILE: W:\2400\24001006.001A\PLANS\ LAYOUT: SHEET CS-1NOT TO SCALE OFFICE_NAME
SHEET
Record post-earthquake levee crown grade with drone LIDAR. Calculate settlement depth using pre-earthquake top of levee elevations.Refer to Sheet G-1 for removal, subgrade, fill procedures.Side slope may need to be adjusted to provide smooth transition for added fill.1.2.3.Notes:

Place properly compacted fill to interim crest elevation grade with 10H:1V maximum slope transition to upstream/downstreamundamaged levee segments.4.

SECTION VIEW

SIDE (LONGITUDINAL) VIEW
Refer to Sheet G-1 for general construction guidelines.6.See Report Sections 7.1 and 7.5 for additional guidance.7.US/DS = Upstream/Downstream8. (Not to Scale)
(Not to Scale)
Place properly compacted embankment fill to match existing crest elevation grade for final repair and top with AB surfacing.5. 2%2%2H: 1V slope or flatter4' min
2%2%2H: 1V slope or flatter4' min2'2' min
Interim RepairDesign Elevation
Interim RepairDesign Elevation2' min(Note 3)BlanketAquifer LANDSIDEWATERSIDEExcavate and Backfillwith Insitu MaterialRevegetate SlopeApproximate Location of Crack2' min(Note 4)Original GroundSurface8' min2' min LANDSIDEWATERSIDEExcavate and Backfillwith Insitu MaterialRevegetate SlopeApproximate Location of Crack(s)2' minOriginal GroundSurface Crown Road(4" AB min)
Design WaterSurface Elevationmin
Crown Road(4" AB min)
Design WaterSurface Elevation
Longitudinal cracks will typically be roughly parallel to and near the crest. www.kleinfelder.comThe information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations or warranties, express or implied, as to accuracy, completeness,timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information.FILE NAME:DRAWN BY:CHECKED BY:DRAWN:PROJECT NO.

STO24D026r.CAD
TYPICAL LONGITUDE CRACK(S) REPAIRPOST-EARTHQUAKE LEVEEREPAIR GUIDELINESPost-Earthquake Remediation PlanULDC & FEMA Levee Certification ProjectSacramento Area Flood Control Agency Levee SystemsSacramento County, CaliforniaLC-1GG/JDSRH11/11/202424001006.001A ATTACHED XREFS:ATTACHED IMAGES:CAD FILE: W:\2400\24001006.001A\PLANS\ LAYOUT: SHEET LC-1OFFICE_NAME SHEET
Determine crack depth at several locations with hand probe, paint or dye penetration, & backhoe/excavator.Crack excavation should extend 2' below bottom of crack. Cracks that extend below the levee embankmentinto the foundation should be excavated 2' below the crack into the fine grained blanket, if present. Excavation into theunderlying sand/coarse grained foundation is not required. Cracks deeper than 10 feet should be evaluated by the DistrictEngineer. Cracks that are too deep to repair by the methods in these details should be repaired by embankment removal asshown on Sheet SS-1.Excavate a working bench to allow minimum 2' soil cover over farthest outboard crack.Starting with the crack farthest up slope, excavate below bench to confirm crack depth & repair crack with embankment trench spoils,or similar imported backfill. Match existing levee slope inclinations. Refer to sheet G-1 for general construction guidelinesIf repair extends to levee crown, replace crown road AB with equivalent depth as existing(minimum 4") & restore to original crown width.See Report Section 7.1 & 7.2 for additional guidance.

1.2.3. 4.5.6.7.

Notes:

NOT TO SCALE

A-TYPICAL SINGLE LONGITUDE CRACK REPAIR
B-TYPICAL MULTIPLE LONGITUDE CRACK REPAIR(Not to Scale) (Not to Scale)
Crack repair is needed where bottom of crack is located below the Interim Repair Design orthe Design Water Surface Elevation. Cracking into the aquifer does not need to be repaired,only the blanket needs to be repaired.

BB'
Crown settlementrepair (see Sheet CS-1)
Restore to original slopeOriginal slope1' min.

AA'
A'
A
(See Note 3)
Landside ToeApproximate Location of Transverse Crack
Top of Undamaged Levee
Waterside ToeExcavate and Backfillwith Insitu Material
LANDSIDEWATERSIDEExcavate and Backfillwith Insitu MaterialApproximate Bottomof Transverse Crack(See Note 2)Original GroundSurfaceBottom ofExcavation(See Notes 3 and 4)4' min (Note 3) Crown Road(4" AB min)
2H:1V minB' B
Crown Settled(see Sheet CS-1 figures for settled crown repair) 4' min (Note 3)
Crown RoadApproximate Location of Transverse CrackExcavate and Backfillwith Insitu MaterialMin 8' 1' min1212Pipe RemovalExcavation Limit
Existing GroundLevee Embankment Fill
6" minCLSM
Reconstructed Levee Surface1'-6" Min
CLSM Backfill(See Note 4)
Determine crack depth at several locations with hand probe, paint or dye penetration, & backhoe/excavator. www.kleinfelder.comThe information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations or warranties, express or implied, as to accuracy, completeness,timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information.FILE NAME:DRAWN BY:CHECKED BY:DRAWN:PROJECT NO.

STO24D026r.CAD
TYPICAL TRANSVERSE CRACK REPAIRPOST-EARTHQUAKE LEVEEREPAIR GUIDELINESPost-Earthquake Remediation PlanULDC & FEMA Levee Certification ProjectSacramento Area Flood Control Agency Levee SystemsSacramento County, CaliforniaTC-1GG/JDSRH11/11/202424001006.001A ATTACHED XREFS:ATTACHED IMAGES:CAD FILE: W:\2400\24001006.001A\PLANS\ LAYOUT: SHEET TC-1Excavate a working bench at least 4' deep and 1' below bottom of identified crack depth. Refer to notes 1 to 5 on Sheet G-1.If crack terminates at pipe penetration, determine if separation has occurred between pipe & adjacent soil. Remove pipe andbackfill, reinstall the pipe, and encase pipe in CLSM or lean concrete per CVFPB requirements or requirements valid at the timeof repair. Repair should be coordinated with pipe owner for additional requirementsRefer to Sheet G-1 for general construction guidelines.See report Section 7.1 & 7.2 for additional guidance.

1.2.3.4.5.6. Notes:

SHEET
OFFICE_NAMENOT TO SCALE

SIDE (LONGITUDINAL) VIEW

PLAN VIEW
SECTION VIEWCrack repair is needed where bottom of crack is located below the Interim Repair Design Elevation or the Design Water Surface Elevation. (Not to Scale)
(Not to Scale)
(Not to Scale)
PIPE ENCASEMENT(Not to Scale)
LANDSIDEWATERSIDESide ScarpOriginal GroundSurfaceToe BulgeOriginal SlopeRelativeMovement20' minMinimumInterim PrismLiquefaction Induced Tensile Crack 1 (Note 1)Liquefiable Layer ApproximateInterim RepairDesign Elevation33 11 Crown Road(4" AB min)Existing CrownRoad 2%2% Original slopeOriginal slope
(See Note 2)
Settled Slope
Min Interim Prisim
min Interim Prisim
MovementMinimumInterim PrismLiquefaction Induced Tensile Crack 1 (Note 1)Liquefiable LayerMinimum4" AB Original GroundSurfaceToe BulgeOriginal ProfileSide ScarpRelativeMovementBA20' minMinimumInterim PrismLiquefaction Induced Tensile Crack 1Liquefiable Layer ApproximateInterim RepairDesign Elevation1
2131
LANDSIDEWATERSIDESide Scarp20' min Original GroundSurfaceToe Bulge3' min(See Note 3)Stabilization/Separation FabricLiquefiable Layer Remove Section BApproximateInterim RepairDesign Elevation3 3 1
21 111
LANDSIDEWATERSIDERemove and Replace withEmbankment Fill MaterialMatch UndamagedUS/DS CrownBulge (Remove)EasementMax 2H:1VSlope Original Ground SurfaceStabilization/Separation Fabric LANDSIDEWATERSIDERemove and Replace withEmbankment MaterialBulge (Remove)NewOriginalGroundSurfaceEasement Match UndamagedUS/DS Crown
Slip SurfaceMax 2H:1VSlope 3' min(See Note 3)Width(See Notes 3, 4, 5)Stabilization/Separation Fabric 31 1
LANDSIDEWATERSIDERoad CutOriginal GroundSurfaceStability Berm(See Note 5)NewEasement6" Stripping3' min(See Notes 3, 4, 5)Slip Surface Top of Berm20' minRemnantLevee CrownOriginal SlopeSlide MassApproximateInterim RepairDesign Elevation131 113 Crown Road(4" AB min)
1 Crown Road(4" AB min)
Crown Road(4" AB min)
Crown Road(4" AB min)
www.kleinfelder.comThe information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations or warranties, express or implied, as to accuracy, completeness,timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information.FILE NAME:DRAWN BY:CHECKED BY:DRAWN:PROJECT NO.

STO24D026r.CAD
TYPICAL SLOPE STABILITY REPAIRPOST-EARTHQUAKE LEVEEREPAIR GUIDELINESPost-Earthquake Remediation PlanULDC & FEMA Levee Certification ProjectSacramento Area Flood Control Agency Levee SystemsSacramento County, CaliforniaSS-1GG/JDSRH11/11/202424001006.001A ATTACHED XREFS:ATTACHED IMAGES:CAD FILE: W:\2400\24001006.001A\PLANS\ LAYOUT: SHEET SS-1

1.Notes:

NOT TO SCALESHEET
OFFICE_NAME

D-SLOPE INSTABILITY EMBANKMENT - LONG-TERM REPAIR

E-SLOPE INSTABILITY EMBANKMENT & FOUNDATION - LONG-TERM REPAIR

C WATERSIDE SLOPE INSTABILITY - LANDSIDE BERM - INTERIM REPAIR

A-SLOPE INSTABLITY - ACCEPTABLE INTERIM LEVEE GEOMETRY

B-SLOPE INSTABLITY EMBANKMENT & FOUNDATION - INTERIM REPAIR

2.3.4.5.6.7. Pre-Earthquake Slope
Levee repair is required if liquefaction induced tensile crack(s) are located within the projected 3H: 1V levee landslide slope andthe landside slope projected below the ground surface. If the tensile crack is outside of the interim levee landside slope or landsideslope projected below the ground surface, see Detail A for long term repair. This condition assumes the undamaged levee belowthe Interim Repair Design Elevation is large enough to encompass the minimum interim levee dimensions shown in Detail A.If a tensile crack is within the interim levee landside slope or landside slope projected below the ground surface, see Detail B fortypical repair.Depth and width of excavation to be selected based on evaluation of embankment/foundation conditions causing slopeinstability and should encompass the entire failure plane. Minimum depth is 3 feet into foundation material and 1 foot belowbottom of failure plane.Key-in material should be similar type as foundation soil and should not create a bathtub or seepage block condition. Useone layer of mid-range, geotextile stabilization/separation fabric under repair section, if needed for stability.Embankment material to be same as existing or higher permeability than embankment to avoid a seepage blockcondition. Gap-graded materials that may allow material migration should not be used. Reinforce new fill with mid-rangegeogrid product beginning with the first lift and continuing at a 2-foot vertical spacing for three total geogrid layers ifneeded for stability or as directed by District Engineer.Refer to Sheet G-1 for general construction guidelines.See Report Sections 7.1 and 7.3 for additional guidance. (Not to Scale)
(Not to Scale)
(Not to Scale)
(Not to Scale)
(Not to Scale)
3H:1V 3H:1VRebuild to Existing (Pre-Earthquake)Top of Levee HeightRemove AB Material Priorto Rebuilding Long-Term See Note 61111
Existing Interim RepairStabilization/SeperationGeotextile Crown Road(4" AB min)
Geogrid
Original GroundSurfaceLong-TermRepair
Undamaged US/DSLANDSIDEWATERSIDE
Undamaged US/DS Levee
Longitudinal CracksOriginal Ground SurfaceCollapsed StructureLateral Spread at Toe3131 Existing Crown Road
(Existing) Levee
Original Ground SurfaceUndamaged US/DS(Existing) Levee
Undamaged US/DS LeveeExisting Crown Road
Excavate and Backfillwith Insitu MaterialInterim Crown Road(4" AB min)31ApproximateDesign ElevationInterim RepairPartial Levee(Interim)ReplacementGeogrid12'Stabilization/SeparationGeotextile111220' Min InterimPrism www.kleinfelder.comThe information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations or warranties, express or implied, as to accuracy, completeness,timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information.FILE NAME:DRAWN BY:CHECKED BY:DRAWN:PROJECT NO.

STO24D026r.CAD
TYPICAL INTERIM AND LONG-TERM LEVEECOLLAPSE REPAIR POST-EARTHQUAKELEVEE REPAIR GUIDELINESPost-Earthquake Remediation PlanULDC & FEMA Levee Certification ProjectSacramento Area Flood Control Agency Levee SystemsSacramento County, CaliforniaC-1 GG/JDSRH11/11/202424001006.001A ATTACHED XREFS:ATTACHED IMAGES:CAD FILE: W:\2400\24001006.001A\PLANS\ LAYOUT: SHEET C-1NOT TO SCALE Interim repair design elevation = 10-year flood + freeboard.Refere to notes 1 to 3 on Sheet G-1.Degrade levee & excavate to 3' minimum below original grade. Extendexcavation to 3' beyond the waterside toe spread & 3' beyond the projectedinterim levee landside toe. The actual depth & width of excavation will beselected based on embankment/foundation conditions.Scarify & recompact exposed subgrade, & place a mid-range, geotextilestabilization/sparation fabric to facilitate embankment construction or as directedby District Engineer.Key-in material should be similar type as foundation soils & should notcreate a bathtub or seepage block condition.Use approved levee Fill material for reconstruction. Reinforce new fillwith mid-range geogrid product beginning with the first lift andcontinuing at a 2-foot vertical spacing for three total geogrid layers ifneeded for stability or as directed by District Engineer. Geogrid &geotextile are not continuous leaving a gap centered below thetemporary levee crown. Place Geogrid and geotextile for interim andnew conditions per manufacturers recommendations.Transition existing levee crown road to new interim levee segment.Place properly compacted fill to interim crest elevation grade with 10H:1V maximum slope transition to adjacent undamaged levee segments.Alternatively, construct landside access ramps.Refere to notes 12 to 13 on Sheet G-1.

1.2.3.4.5.6. 7.8.

Notes:

See Report Sections 7.1 & 7.5 for additional guidance.9.SHEET OFFICE_NAME

A-TYPICAL COLLAPSED LEVEE POST EARTHQUAKE

B-TYPICAL COLLAPSED LEVEE INTERIM REPAIR
In event of riverbank collapse and/or instability, levee embankmentshould be setback on firm stable ground as directed by the DistrictEngineer.10.C-TYPICAL COLLAPSED LEVEE LONG-TERM REPAIR (Not to Scale)
(Not to Scale)
(Not to Scale)

APPENDIX B

POTENTIAL BORROW AND STOCKPILE LOCATIONS
_____________________________________________________________________

Borrow Site Map

DRAFT

APPENDIX C

GEOTEXTILE AND GEOGRID EXAMPLE PRODUCT SHEETS
_____________________________________________________________________

C-1 – Mirafi RS380i Geotextile Stabilization Fabric
C-2 – Geotex 801 Geotextile Stabilization Fabric
C-3 – Miragrid 8XT Geogrid
C-4 – BX1500 Geogrid
C-5 – StrataGrid Legacy Line Geogrid

DRAFT

365 South Holland Drive Pendergrass, GA 30567
Tel +1 706 693 2226 www.tencategeo.us

Solmax is not a design or engineering professional and has not performed any such design services to determine if Solmax’s goods comply with any project plans or specifications, or with the application or use of Solmax’s goods to any particular system, pr oject, purpose, installation, or specification.

FGS000726 ETQR21

MIRAFI RS380i meets Build America, Buy America Act, Pub. L. No. 117-58, div. G §§ 70901-52.

GUIDANCE DOCUMENT / TEST

METHOD UNIT DESIGN / CALIBRATION VALUE
Base Course MR Improvement Factor1 AASHTO R50-09 -- 1.3 Traffic Benefit Ratio: TBR 2,3,4 AASHTO R50-09 -- 3.9 / 5.2 / 21.75

MD CD
Cyclic Tensile Modulus @ 2% Permanent
Strain: Jcyclic (MARV) ASTM D7556 lbs/ft (kN/m) 54,406 (794) 72,907 (1064) Interaction Coefficient: Ci5 0.89
Pore Pressure Dissipation Ratio2 1.6
Average Dynamic Filtration Pore Size ASTM D6767 microns O95 - 392
O85 -328
O60 - 245
O50 - 195
Tensile Strength (at 2% strain) ASTM D4595 lbs/ft (kN/m) 600 (8.8) 1,020 (14.9) Tensile Strength (at 5% strain) ASTM D4595 lbs/ft (kN/m) 1,800 (26.3) 2256 (32.9)

INDEX PROPERTIES TEST METHOD UNIT MAXIMUM ROLL VALUE
Apparent Opening Size (AOS) ASTM D4751 U.S. Sieve (mm) 40 (0.425)

MINIMUM AVERAGE ROLL VALUE
Hydraulic Flow Rate ASTM D4491 gal/min/ft2
(l/min/m2) 75 (3056)
Permittivity ASTM D4491 sec-1 0.9

MINIMUM TEST VALUE
UV Resistance (at 500 hours) ASTM D4355 % strength
retained 90

PHYSICAL PROPERTIES UNIT ROLL SIZE
Roll Dimensions (width x length) ft (m) 15 x 300 (4.5 x 91) 17 x 300 (5.2 x 91.4)
Roll Area yd2 (m2) 500 (418)
567 (474)
Estimated Roll Weight lbs (kgs) 348 (157)
372 (169)
MIRAFI RS380i
MIRAFI® RS380i is a specially designed geosynthetic that integrates the key performance characteristics to maximize performance.

Extensive performance testing has been performed per AASHTO and FHWA guidelines to validate performance for both paved and unpaved roads. The patented weave pattern and unique Orange identifier yarn make the MIRAFI RS380i a unique performance geotextile.

TenCate Geosynthetics Americas (A Solmax Company) is accredited by Geosynthetic Accreditation Institute – Laboratory Accreditation Program (GAI-LAP).

365 South Holland Drive Pendergrass, GA 30567
Tel +1 706 693 2226 www.tencategeo.us

FGS000726 ETQR21

Notes:
1 Value Determined from Results of Independent Testing Performed at Kansas State University in accordance with NCHRP Report 512 “Accelerated Pavement Testing: Data Guidelines” and AASHTO R50-09 Geosynthetic Reinforcement of the Aggregate Base Course of Flexible Pavement Structures.” Multiplier for Unbound Granular Material; for SG MR between 4.5 and 6.9 ksi (30.9 and 47.4 MPa). 2 Value Determined from Results of Independent Testing Performed at GeoTesting Express (GeoComp) “A Laboratory Evaluation of the Performance of TenCate Mirafi® Geosynthetics in Roadway Stabilization Applications – Georgia Silt Subgrade,” September 1, 2011. 9-kip {40 kN} Wheel Load, SG CBR = 1%, 12-inch (300-mm) Crushed Aggregate BC (CBR > 25%), 3-inch (75-mm) Rut Depth. 3 Value Determined from Results of Independent Testing Performed at LTRC “Performance of Reinforced–Stabilized Unpaved Test Sections Built Over Native Soft Soil Under Full-Scale Moving Wheel Loads,” TRR Volume 2511, 2015. Measured at 0.34-inch (8.64 mm) Rut Depth; Peak Pore Pressure 6-inches (150 mm) Below Geosynthetic.
4 Value Determined from Results of Independent Testing Performed at GeoTesting Express (GeoComp) “A Laboratory Evaluation of the Performance of TenCate Mirafi® Geosynthetics in Roadway Stabilization Applications – Montana Clay Subgrade,” September 1, 2011. 9-kip (40 kN) Wheel Load, SG CBR = 1.8%, 8-inch (200-mm) Rounded Aggregate BC (CBR > 25%), 3-inch (75-mm) Rut Depth. 5 Interaction Coefficient value is for sand (SP) or gravel (GW) based on testing conducted by SGI Testing Services.

U.S. Patent 8,333,220 and 8,598,054

TenCate, Mirafi, and the color ORANGE used in connection with geosynthetic or geotextile products are registered and/or unregistered trademarks of Nicolon Corporation.

For additional Patent Information, please visit our website or use the QR Code:
www.tencategeo.com/en-us/amer/resources/knowledge-library/patents

Product Data
GEOTEX® 801

PROPERTY TEST METHOD ENGLISH METRIC
100% 100%
Grab Tensile Strength ASTM D-4632 205 lbs 912 N
Grab Elongation ASTM D-4632 50% 50%
CBR Puncture ASTM D-6241 525 lbs 2335 N
Trapezoidal Tear ASTM D-4533 80 lbs 356 N
UV Resistance at 500 hrs ASTM D-4355 70% 70%
Apparent Opening Size (AOS)3 ASTM D-4751 80 US Std. Sieve 0.180 mm Permittivity ASTM D-4491 1.5 sec⁻¹ 1.5 sec⁻¹
Water Flow Rate ASTM D-4491 110 gpm/ft² 4482 l/min/m²

12.5 ft x 360 ft
15 ft x 300 ft

3.81 m x 109.8 m

4.57 m x 91.5 m

ENGINEERED EARTH SOLUTIONSTM
www.propexglobal.com
NOTES:

GEOTEX® 801 is a polypropylene, staple fiber, needle-punched nonwoven geotextile produced by Propex, and will meet the following Minimum Average Roll Values (MARV) when tested in accordance with the methods listed below. The fibers are needled to form a stable network that retains dimensional stability relative to each other.

The geotextile is resistant to ultraviolet degradation and to biological and chemical environments normally found in soils.

GEOTEX® 801 conforms to the property values listed below¹. Propex performs internal Manufacturing Quality Control (MQC) tests that have been accredited by the Geosynthetic Accreditation Institute – Laboratory Accreditation Program (GAI-LAP). This product is NTPEP tested for AASHTO standards.

MARV2

ORIGIN OF MATERIALS
% U.S. Manufactured
Propex Operating Company, LLC ∙ 4019 Industry Drive Chattanooga, TN 37416 ∙ ph 800 621 1273 ∙ ph 423 855 1466 ARMORMAX®, PYRAMAT®, LANDLOK®, X3®, PYRAWALL®, SCOURLOK®, GEOTEX®, PETROMAT®, PETROTAC®, REFLECTEX®, and GRIDPROTM are registered trademarks of Propex Operating Company, LLC.

This publication should not be construed as engineering advice. While information contained in this publication is accurate to the best of our knowledge, Propex does not warrant its accuracy or completeness. The ultimate customer and user of the products should assume sole responsibility for the final determination of the suitability of the information and the products for the contemplated and actual use. The only warranty made by Propex for its products is set forth in our product data sheets for the product, or such other written warranty as may be agreed by Propex and individual customers. Propex specifically disclaims all other warranties, express or implied, including without limitation, warranties of merchantability or fitness for a particular purpose, or arising from provision of samples, a course of dealing or usage of trade. © 2019 Propex Operating Company, LLC

4. Contact your local Territory Business Manager (TBM) for custom widths and colors. Lead times may vary depending on customer requirements and volume requested.

1. The property values listed above are effective 12/17/2018 and are subject to change without notice.

2. Values shown are in weaker principal direction. Minimum average roll values (MARV) are calculated as the typical minus two standard deviations.

Statistically, it yields a 97.7% degree of confidence that any samples taken from quality assurance testing will exceed the value reported. Values represent testing at time of manufacture.

3. Maximum average roll value.

MECHANICAL

ENDURANCE

HYDRAULIC
ROLL SIZES4

365 South Holland Drive Pendergrass, GA 30567
Tel +1 706 693 2226 www.tencategeo.us

FGS000067 ETQR27

MECHANICAL PROPERTIES TEST METHOD UNIT MINIMUM AVERAGE ROLL VALUE MD
Tensile Strength @ Ultimate ASTM D6637(Method B) lbs/ft (kN/m) 7600 (110.9) Tensile Strength @ 5% strain ASTM D6637(Method B) lbs/ft (kN/m) 2600 (37.9)

MINIMUM ROLL VALUE
Creep Rupture Strength1 ASTM D5262/D6992 lbs/ft (kN/m) 5278 (77.0) Long Term Design Strength2 lbs/ft (kN/m) 4570 (66.7)

PHYSICAL PROPERTIES UNIT ROLL SIZE
Roll Dimensions3
(width x length) ft (m)
6 x 300 (1.8 x 91)
12 x 200 (3.6 x 46)
12 x 1000 (3.6 x 305)
Roll Area yd2 (m2)
200 (167)
267 (220)
1333 (1114)
Estimated Roll Weight lbs (kg)
140 (64)
205 (93)
975 (442)

1 75-year design life based on NTPEP Report REGEO-2016-01-066. 2 Value based on Long Term Design Strength for sand, silt, clay. RFCR = 1.44; RFID = 1.05; RFD = 1.1 (Installation damage reduction factor for other soils available upon request) 3 Special order roll lengths are available upon request.

MIRAGRID 8XT
MIRAGRID® 8XT uniaxial geogrid is composed of high molecular weight, high tenacity polyester multifilament yarns woven in tension and finished with a PVC coating. MIRAGRID 8XT geogrid is inert to biological degradation and resistant to naturally encountered chemicals, alkalis, and acids.

MIRAGRID 8XT geogrid is used as soil reinforcement in MSE structures such as segmental retaining walls, precast modular block walls, wire faced walls, geosynthetic wrapped faced walls and steepened slopes. MIRAGRID 8XT is also used in MSE stabilized platforms for voids bridging, embankments on soft soils, landfill veneer stability, reducing differential settlement and for foundation seismic stability.

TenCate Geosynthetics Americas (A Solmax Company) is accredited by Geosynthetic Accreditation Institute – Laboratory Accreditation Program (GAI-LAP).

MIRAFI 8XT meets Build America, Buy America Act, Pub. L. No. 117-58, div. G §§ 70901-52.

Tensar, a division of CMC
2500 Northwinds Pkwy., Ste. 500
Alpharetta, Georgia 30009 Phone:
800-TENSAR-1
www.tensarcorp.com
Tensar warrants that at the time of delivery the geogrid furnished hereunder shall conform to the specification stated herein. Any other warranty including merchantability and fitness for a particular purpose, are hereby excluded. If the geogrid does not m eet the s pecifications on this page and Tensar is notified prior to installation, Tensar will replace the geogrid at no cost to the customer.

This product specification supersedes all prior specifications for the product described above and is not applicable to any products shipped prior to February 1, 2013. (1.23)

Tensar International Corporation reserves the right to change its product specifications at any time. It is the responsibility of the specifier and purchaser to ensure that product specifications used for design and procurement purposes are current and consistent with the products used in each instance.

Product Specification - Biaxial Geogrid BX1500
Product Type: Integrally Formed Biaxial Geogrid
Polymer: Polypropylene
Load Transfer Mechanism: Positive Mechanical Interlock
Primary Applications: Spectra System (Base Stabilization, Subgrade Improvement) Product Properties
Index Properties Units MD Values1 XMD Values1
 Aperture Dimensions2 mm (in) 25 (1.0) 30.5 (1.2)
 Rib Thickness2 mm (in) 1.78 (0.07) 1.78 (0.07)
 Tensile Strength @ 2% Strain3 kN/m (lb/ft) 8.5 (580) 10.0 (690)  Tensile Strength @ 5% Strain3 kN/m (lb/ft) 17.5 (1,200) 20.0 (1,370)  Ultimate Tensile Strength3 kN/m (lb/ft) 27.0 (1,850) 30.0 (2,050) Structural Integrity
 Junction Efficiency4 % 93
 Overall Flexural Rigidity5 mg-cm 2,000,000
 Aperture Stability6 m-N/deg 0.75
Durability
 Resistance to Installation Damage7 %SC / %SW / %GP 95 / 93 / 90  Resistance to Long Term Degradation8 % 100
 Resistance to UV Degradation9 % 100
Dimensions and Delivery
The biaxial geogrid shall be delivered to the job site in roll form with each roll individually identified and nominally measuring 3.8 meters (12.5 feet) in width and 50.0 meters (164 feet) in length.

Notes

1. Unless indicated otherwise, values shown are minimum average roll values determined in accordance with ASTM D4759-02. Brief descriptions of test procedures are given in the following notes.

2. Nominal dimensions.

3. Determined in accordance with ASTM D6637-10 Method A.

4. Load transfer capability determined in accordance with ASTM D7737-11.

5. Resistance to bending force determined in accordance with ASTM D7748/D7748M-14.

6. Resistance to in-plane rotational movement measured in accordance with ASTM D7864/D7864M-15.

7. Resistance to loss of load capacity or structural integrity when subjected to mechanical installation stress in clayey sand (SC), well-graded sand (SW), and crushed stone classified as poorly graded gravel (GP). The geogrid shall be sampled in accordance with ASTM D5818 and load capacity shall be determined in accordance with ASTM D6637.

8. Resistance to loss of load capacity or structural integrity when subjected to chemically aggressive environments in accordance with EPA 9090 immersion testing.

9. Resistance to loss of load capacity or structural integrity when subjected to 500 hours of ultraviolet light and aggressive weathering in accordance with ASTM D4355-05.

Design Properties Microgrid(1,2)SG150(1) SG200SG350SG500SG550SG650SG700SG1200SG1300SG1400 Ultimate and Creep Limited Tensile Strengths
Pounds / Foot 2,000 1,875 3,600 5,000 6,400 8,150 10,000 11,800 13,704 20,556 27,408 (kilonewtons / meter)(29.2) (27.4) (52.5) (73.0) (93.4) (118.9) (145.9) (172.2) (200.0) (300.0) (400.0) Pounds / Foot 1,149 1,136 2,323 3,226 4,129 5,258 6,452 7,613 8,841 13,262 17,683 (kilonewtons / meter)(16.8) (16.6) (33.9) (47.1) (60.3) (76.7) (94.0) (111.1) (129.0) (193.5) (258.0) Long-term Design Strength (LTDS or Tal)(4)
Pounds / Foot 871 939 1,919 2,666 3,412 4,346 5,332 6,292 7,307 10,960 14,614 (kilonewtons / meter)(12.7) (13.7) (28.0) (38.9) (49.8) (63.4) (77.8) (91.8) (106.6) (159.9) (213.2) Physical Properties
Roll Size A Feet 8 x 225 6 x 150 6 x 300 6 x 300 6 x 300 6 x 300 6 x 300 6 x 300 12.5 x 30012.5 x 30012.5 x 300 (Width x Length) (meters) (2.44 x 68.6)(1.83 x 45.7)(1.83 x 91.4)(1.83 x 91.4)(1.83 x 91.4)(1.83 x 91.4)(1.83 x 91.4)(1.83 x 91.4)(3.8 x 91.4) (3.8 x 91.4) (3.8 x 91.4) Roll Size B Feet --- 12 x 15012 x 22512 x 22512 x 22512 x 22512 x 22512 x 22512.5 x 20012.5 x 20012.5 x 200 (Width x Length) (meters) --- (3.66 x 45.7)(3.66 x 68.6)(3.66 x 68.6)(3.66 x 68.6)(3.66 x 68.6)(3.66 x 68.6)(3.66 x 68.6)(3.8 x 61) (3.8 x 61) (3.8 x 61) 200 100/200200/300200/300200/300200/300200/300200/300416.6/277.7416.6/277.7416.6/277.7 (167.2) (83.6/167.2)(167.2/250.8)(167.2/250.8)(167.2/250.8)(167.2/250.8)(167.2/250.8)(167.2/250.8)(347.3/231.8)(347.3/231.8)(347.3/231.8)

5.0 5.3 6.7 7.1 9.2 10.5 12.0 12.7 18.0 25.6 33.6
(169.5) (179.7) (227.2) (240.7) (311.9) (356.0) (406.9) (430.6) (610.3) (868.0) (1139.2) Roll Size A Pounds 65 45 90 100 125 140 155 175 480 682 900 (Width x Length) (kilograms) (29.5) (20.4) (40.9) (45.4) (56.7) (63.6) (70.3) (81.6) (218.2) (310.0) (409.1) Roll Size B Pounds --- 95 140 155 192 215 237 267 315 450 630 (Width x Length) (kilograms) --- (43.2) (63.6) (70.4) (87.3) (97.7) (107.7) (121.4) (142.9) (204.1) (285.8) Molecular Properties

1. Denotes both machine and cross-machine direction strength (Biaxial Strength)

2. Microgrid ultimate tensile strength determined in accordance with ASTM D 4595

3. Based on Minimum Average Roll Values for machine direction unless otherwise noted.

4. LTDS or Tal = TULT / (RFcreep x RFIinstallation damage x RFdurability) for sand, silt and clay soil Dmax ≤ 25mm, D50 < 0.2mm. Installation damage factor for other soils available upon request.

5. Special order roll sizes are available for SG product styles, 12-ft widths and/or custom roll lengths.

6. Roll Weights are average values including shipping cores. Actual roll weights may vary. 1831 North Park AvenueBurlington, NC 272171-800-680-7750 [email protected]
www.geogrid.com
Revised 06/2020
Spec
25,000
30 Roll Dimensions(5)
Test Method
GRI GG8
GRI GG7
Unit
grams / mole
millequivalent / kilogram
Area
Product Weight(6)
Square Yards
Item
Molecular Weight (min)
Caboxyl End Group (CEG) Count (max)
Creep Limited Strength ASTM D 5262
D 6992
Sands, Silt & Clay
Weight per Roll(6)
(square meters)
Ounces / Square Yard
(grams / square meter)
STRATAGRID®
Ultimate Strength(3) (MD) ASTM D 6637 Method
A Single-Rib
Product Data Sheet
STRATAGRID® is a geogrid reinforcement for soil. These high performance geogrids are constructed of high molecular weight and high tenacity polyester yarns utilizing a complex knitting process and polymeric coating to provide superior engineering properties. STRATAGRID is engineered to be mechanically and chemically durable, in both the harsh construction installation phase and in aggressive soil environments (pH range from 3 - 9).

Thisproductspecificationsupersedesallpr iorspecificationsforthepro ductsdescribe dandisnotap plica bletoanypr odu ctsshippedpr iortoJanuary1,2014.Thisinformation hasbeencarefullycompiledbyStrataSystems,Inc.,andtothebestofourknowledg eisaccurate.Finaldet ermi nati onofthesuitabilityofanyinf ormat ionormaterialisthesoleresponsibilityoftheuser.Structuraldesignshallbeperformedbyalicenseddesignprofessional.

APPENDIX D

NORTH AREA STREAMS LEVEES POST-EARTHQUAKE REMEDIATION PLAN _____________________________________________________________________

List of Figures

D-1 – Site Map
D-2 – Seismic Vulnerability Analysis Flowchart
D-3 – Newmark Displacement
D-4 – Initial Post-Earthquake Inspection Areas
D-5 – Long Term Levee Repair Areas

List of Attachments

Attachment 1 – Levee Segment Geometry and Volume Tables Attachment 2 – Potential Borrow and Stockpile Locations

DRAFT

APPENDIX D – NORTH AREA STREAMS LEVEES

POST-EARTHQUAKE REMEDIATION PLAN

ULDC & FEMA LEVEE CERTIFICATION PROJECT

SACRAMENTO AREA FLOOD CONTROL AGENCY LEVEE SYSTEMS

SACRAMENTO COUNTY, CALIFORNIA
KLEINFELDER PROJECT #24001006.001A

APRIL 18, 2025

ONLY THE CLIENT OR ITS DESIGNATED REPRESENTATIVES MAY USE THIS DOCUMENT AND ONLY FOR THE SPECIFIC PROJECT FOR WHICH THIS REPORT WAS PREPARED.

24001006.001A/SAC24R167155 Page ii of iv April 18, 2025 © 2024 Kleinfelder www.kleinfelder.com
April 18, 2025
File No.: 24001006.001A

Mr. Dan Tibbitts, P.E., Principal Engineer
Sacramento Area Flood Control Agency
1325 J Street, Suite 1700
Sacramento, CA 95814

SUBJECT: Appendix D – North Area Streams Levees
Post-Earthquake Remediation Plan
ULDC & FEMA Levee Certification Project
Sacramento Area Flood Control Agency Levee Systems
Sacramento County, California
Kleinfelder Project # 24001006.001A

Dear Mr. Tibbitts,

Kleinfelder has been tasked by the Sacramento Area Flood Control Agency (SAFCA) with evaluating the seismic vulnerability of the Sacramento area levees located in Sacramento and Sutter Counties, California in support of the Urban Levee of Protection (ULDC) (DWR, 2012) level certification effort. As part of this project, a Post-Earthquake Response Plan (PERP) has been prepared to assist SAFCA in planning a response to earthquake damaged levees. This appendix to the PERP addresses the anticipated effects of a seismic event on the North Area Streams (NAS) levee segments found to have High Vulnerability in the Seismic Performance Summary Report (SPSR) that was prepared for the NAS area. This includes estimating the amount and extent of damage done to the levee and the approximate quantity of earth material needed to restore the levee to a sufficient level of protection against the 10- year flood, as well as the quantity of material to restore the existing top of levee.

Sincerely,

KLEINFELDER, INC.

Ryan Hochstatter Dr. Zia Zafir, P.E., G.E.

Staff Professional Sr. Principal Seismic Engineer

Reviewed by:

Timothy A. Williams, P.E., G.E.

Sr. Principal Geotechnical Engineer

cc: Mr. Pro Mitra, PE/MBK Engineers ([email protected]) Ms. Becky Money, PE/MBK Engineers ([email protected])

TABLE OF CONTENTS

Section Page
1 INTRODUCTION ................................ ................................ ................................ ..................... 1 2 SCOPE ................................ ................................ ................................ ................................ .... 3 3 POTENTIAL SEISMICALLY INDUCED DAMAGES ................................ ................................ ........ 4

3.1 Segment Analyses ............................................................................................................... 5

3.1.1 Segment 8 (2,848 Feet Long) ................................................................................. 6

3.1.2 Segment 10 (325 Feet Long) .................................................................................. 9

3.1.3 Segment 13 (13,850 Feet Long) ........................................................................... 10

3.1.4 Segment 15 (2,365 Feet Long) ............................................................................. 11

3.2 Seismically Induced Settlement ........................................................................................ 12

3.3 Cutoff Wall Damages ........................................................................................................ 14

3.4 Seismically Induced Cracking ............................................................................................ 15

3.5 Levee Repair Materials ..................................................................................................... 17

3.6 Emergency Preparations and Response Provisions .......................................................... 18 4 REFERENCES AND SUPPORTING DOCUMENTS ................................ ................................ ....... 19

List of Tables
3-1 Estimated Fill Volume for Interim Levee Repairs
3-2 Estimated Fill Volume for Long-Term Levee Repairs
3-3 Existing Cutoff Walls in Levee Segments
3-4 Likely Liquefiable Layers Above Sea Level in ARNL Segments

List of Figures
D-1 Site Map
D-2 Seismic Vulnerability Analysis Flowchart
D-3 Newmark Displacement
D-4 Initial Post-Earthquake Inspection Areas
D-5 Long-Term Levee Repair Areas

List of Attachments
1 Levee Segment Geometry and Volume Tables
2 Potential Borrow and Stockpile Locations

ACRONYMS

AB aggregate base
ARNL American River North Levee
ASTM ASTM International, Inc.

CVFPB Central Valley Flood Protection Board
DMM Deep Mix Method
DWR Department of Water Resources
FSP Flood Safety Plans
GER Geotechnical Evaluation Report
HTOL Hydraulic Top of Levee
IRDE Interim Repair Design Elevation
LMA Levee Maintaining Agency
MBK MBK Engineers
MTOL Minimum Top of Levee
NAS North Area Streams
NAVD88 North American Vertical Datum of 1988
PERP Post-Earthquake Remediation Plan
PHA peak horizontal acceleration (PHA)
psf pounds per square foot
SB soil bentonite
SCCB Slag Cement Cement Bentonite
SPSR Seismic Performance Summary Report
SPT Standard Penetration Test
STA Station
ULDC Urben Levee Design Criteria
ULE Urban Levee Evaluations
USACE United States Army Corps of Engineers
WSE water surface elevation

24001006.001A/SAC24R167155 Page 1 of 21 April 18, 2025
© 2024 Kleinfelder www.kleinfelder.com
1 INTRODUCTION
______________________________________________________________________________________________

This appendix contains the Post-Earthquake Remediation Plan (PERP) for the North Area Streams (NAS) basin levees found to have high vulnerability1 to seismic loading in Kleinfelder’s 2024 Seismic Performance Summary Report (SPSR). The NAS basin, as shown in Figure D-1, features the American River as a major stream and Natomas East Main Drainage Canal (NEMDC), Arcade Creek, Robla Creek, and Dry Creek as minor streams. In total, four seismic levee segments along the American River North Levee (ARNL) were found to have High Vulnerability: Segment 8 (Station 3016+00 to 3044+48), Segment 10 (Station 3085+35 to 3088+60), Segment 13 (Station 3167+50 to 3306+00), and Segment 15 (Station 3458+85 to 3482+50). The remaining segments were found to have Low Vulnerability and are described further in the SPSR (Kleinfelder, 2024).

The PERP addresses criteria identified in Section 7.7 Seismic Vulnerability and Section 7.7.1 Intermittently Loaded Levees of the Urban Levee Design Criteria (ULDC) published by the State of California Department of Water Resources (DWR) (DWR, 2012). The subject high vulnerability levees were classified by the Urban Levee Evaluation Project (ULE) (URS, 2015) as intermittently loaded, as they do not experience a water surface elevation of one foot or higher above the elevation of the levee toe at least once a day for more than 36 days per year on average. For intermittently loaded levees, if seismic damage from 200-year-return-period ground motions is expected, the ULDC requires that a PERP be developed as part of a flood safety plan (FSP) developed in coordination with pertinent local, state, and federal agencies.

The PERP includes an initial estimate of the amount and extent of damage that might be sustained following an earthquake with a 200-year-return-period. It also provides an estimate of the amount of earth and other materials that would be necessary for interim repairs, as well as the amount needed to restore the full levee prism to pre-earthquake elevations and dimensions during long-term repair.

Borrow sites and haul routes for repair construction were provided by MBK Engineers (MBK). Per the ULDC, interim repairs are defined as those necessary to restore the levee system’s grade and dimensions within 8 weeks and sufficient for protection against the 10-year flood, with 3 feet of freeboard [referred to herein as the Interim Repair Design Elevation (IRDE)]. Levee grade and dimensions for interim repairs have been assumed to equal the minimum levee prism defined in Section

1 A PERP addresses medium and high vulnerability levees. The NAS basin levees did not include any medium vulnerability levees.

7.7.1 of the ULDC: a crown width of 20 feet for major levees and levee slopes of 3H:1V waterside and landside.

24001006.001A/SAC24R167155 Page 3 of 21 April 18, 2025
© 2024 Kleinfelder www.kleinfelder.com
2 SCOPE
______________________________________________________________________________________________

This Appendix to the PERP assesses only the four NAS levee segments with High Vulnerability for seismic failure. The remaining segments were found to have Low Vulnerability and are described further in the SPSR (Kleinfelder, 2024).

This Appendix describes the expected seismically induced damages and failure modes for each of these NAS segments along ARNL. Based on these expected damages, estimates are included for the amount of material required to restore each segment’s grade and dimensions to sufficiently protect against the IRDE, as well as the amount needed to restore the full levee prism during long-term repairs. The Appendix also discusses the causes and effects of potential damages on the levee prism and cutoff walls.

For response and repair procedures, refer to Sections 4 through 7 of the PERP main report.

24001006.001A/SAC24R167155 Page 4 of 21 April 18, 2025
© 2024 Kleinfelder www.kleinfelder.com
3 POTENTIAL SEISMICALLY INDUCED DAMAGES
______________________________________________________________________________________________

As described in the PERP, seismic loading may induce strength losses within the levee and/or foundation, resulting in slumping, vertical displacement, and cracking. Overtopping during high water events can occur when freeboard is lost. As a result, it is necessary to estimate the location and severity of levee failures instigated by a seismic event. The actual degree and patterns of damage will vary with the local soil conditions and seismic response, the magnitude of ground shaking, the groundwater level, and the water level against the levee (if any).

In 2015, a Geotechnical Evaluation Report (GER) (URS, 2015) for the American River Study Area evaluated ARNL segments 8, 10, 13, and 15 as having High Vulnerability to a 200-year return period seismic event – which was a magnitude 6.5 and peak horizontal acceleration (PHA) of 0.13g to 0.15g.

This classification was due to likely liquefiable layers above Elevation 0 feet (per NAVD88 datum 2 ) with
low residual undrained strengths, which affected the levee strength and stability. Based on the Kleinfelder update of the regional ground motion hazard analysis, the PHA ranges from 0.12g to 0.14g associated with a controlling earthquake magnitude of 6.8 in the NAS SPSR (Kleinfelder, 2024). However, the extents, thicknesses, and strengths of these likely liquefiable layers were found to be the same for the updated ground motion values. As described in the SPSR, the 2024 evaluation used the same seismic analysis water surface elevations (WSEs), typically the mean winter groundwater elevations, as the 2015 study for each segment. This was because the 2015 WSEs were higher in elevation than the current mean winter groundwater elevations and would provide conservative results for liquefaction. Therefore, the 2015 GER models of the segments were used as the basis for estimating the damages.

MBK provided estimates of the ULDC Design Water Surface Elevation (DWSE), Minimum Top of Levee (MTOL), Hydraulic Top of Levee (HTOL), existing top of levee, and 10-year WSE for ARNL and the Lower American River (MBK, 2024). These values are provided in Table A-1 of Attachment 1 and were used to model the geometry and estimate the volumes needed for interim and long-term repair. 2024 Psomas point elevations of the landside levee toe at each segment are also included in Table A-1 and were used to estimate levee height. Finally, Table A-1 includes freeboard calculations to support the damage classifications discussed in Section 5 of the PERP main report.

2 North American Vertical Datum of 1988. Elevations used in this report are referenced to the NAV D88, unless otherwise noted.

24001006.001A/SAC24R167155 Page 5 of 21 April 18, 2025
© 2024 Kleinfelder www.kleinfelder.com
Post-earthquake levee inspections should be performed as discussed in Section 5 of the PERP main report. Recommended prioritization of inspection of levee segments are shown below.

• Priority 1 - High vulnerability segments with estimated crest deformations below the IRDE, as shown on Figure D-4
• Priority 2 - Long-term levee repair areas not previously inspected, as shown on Figure D-5 • Priority 3 - American River North levee segments (AR) not previously inspected, as shown on Figure D-1
• Priority 4 - NEMDC, Arcade Creek, Robla Creek, and Dry Creek levee segments (NMDE 1 through 8), as shown on Figure D-1

Transitions are also an area of focus for post-earthquake levee inspections. These are discussed in Section D.3.4.

3.1 SEGMENT ANALYSES
Sections D.3.1.1 through D.3.1.4 describe the geometry of each High Vulnerability segment and the damages estimated as a result of a magnitude 6.8 earthquake. Flow failure is expected to damage Segments 8 and 10 with large seismic deformations, and freeboard loss from seismic deformation is expected for Segments 13 and 15. The amount of levee material damaged was estimated using the elevations provided by MBK and the segment geometry from the 2015 American River GER. Finally, estimates are provided for the amount of material needed to restore each segment to the existing top of levee (long-term) and to the interim minimum levee prism defined in Section 7.7.1 of the ULDC: a crest at the IRDE, a crown width of 20 feet, and levee slopes of at minimum 3H:1V waterside and landside. This ULDC geometry, with the crest at the existing top of levee elevation instead of the IRDE, was also used for long term repairs.

According to the ULDC (DWR, 2012), the interim repairs should be sufficient to restore an adequate level of flood protection within eight weeks. If seismic damage to the levee system would be so significant and widespread that it would be infeasible to restore the levee to the IRDE grade and dimensions within eight weeks, then seismic strengthening is required to provide the urban level of flood protection.

24001006.001A/SAC24R167155 Page 6 of 21 April 18, 2025
© 2024 Kleinfelder www.kleinfelder.com
The MTOL values listed in Table A-1 of Attachment 1 are the minimum levee crest elevations required to provide protection against the 200-year flood. The existing top of levee values in Table A-1 of Attachment 1 exceed their corresponding MTOL value by at least 1 foot in elevation. Because the ARNL features high freeboard values, repairing the crest to the MTOL would build the levee to a lower elevation than the upstream and downstream crown. Therefore, the long-term volume estimates were calculated using the higher, pre-earthquake existing top of levee elevation instead of the MTOL.

Regarding freeboard, it should be noted that in some locations, the levee landside toe elevation (Psomas, 2024) exceeds the IRDE, and Table A-1 presents freeboard above IRDE as greater than 100% of the levee height. Additionally, some elevations recorded by Psomas were very close to or exceeded the top of levee elevations due to the presence of high ground or a berm, calculating levee height as less than 1 foot. To more accurately estimate levee height for the section, these elevations were replaced with estimates based on nearby toe elevations; these estimates are italicized and described in Table A-1.

3.1.1 Segment 8 (2,848 Feet Long)
Segment 8 lies between levee alignment Stations (STA) 3016+00 and 3044+48 and is located southeast of California State Route 160. The levee geometry and cross section for the 2015 American River Study Area ULE GER (URS, 2015a) includes a crest elevation of 44 feet and a soil-bentonite (SB) cutoff wall built to tip Elevation -5 feet per NAVD88. Based on SPT-based liquefaction analyses performed using information from soil borings taken at the segment, a Likely Liquefiable layer exists from Elevation 0 to

15.5 feet.

A post-seismic stability analysis performed by URS modeled the levee at STA 3025+00 (URS, 2015a). The post-seismic slope stability factors of safety for the levee waterside were less than 1 for the wedge and circular failure planes provided in the GER. However, these two planes do not represent the widest possible slip surface the levee could fail along; they only show the failure planes with the smallest FOS values. Therefore, as a conservative estimate for the purpose of providing embankment repair quantities, it was assumed the widest failure plane would extend to the levee landside toe, and the whole prism would be lost to flow failure or severely damaged to the point that it no longer functioned as a levee.

It is acknowledged that the as-built levee segment has a soil-cement-cement-bentonite (SCCB) wall installed instead of the SB wall used in the aforementioned analysis (USACE, 1999). Because the strength of a SCCB wall is typically higher than a SB wall, the failure plane shape may be different from the

24001006.001A/SAC24R167155 Page 7 of 21 April 18, 2025
© 2024 Kleinfelder www.kleinfelder.com
assumed failure plane. Refer to Section D.3.6 for further details on the effects of levee deformation on the seepage cutoff wall.

As shown on Sheet C-1 in the repair schematics of Appendix A of the PERP, in the event of riverbank collapse and/or instability, the levee embankment should be setback on firm, stable ground as directed by the District Engineer. For consistency, this appendix assumes the stable ground elevation matches the landside toe elevation of the Segment 8 cross section from the ULE American River GER, which is approximately Elevation 27.3 feet (URS, 2015a). The actual ground elevation is expected to vary across the span of the segment, which would change the total volume estimate.

Construction of a replacement levee prism requires excavation to 3 feet below the original ground surface and 3 feet beyond the projected waterside and landside levee toes. After constructing the new foundation, the interim levee should be rebuilt with at minimum 3H:1V slopes and a 20-foot crown width up to the IRDE. For these American River North Levee segments, long-term repair crown elevations should match the original Top of Levee (TOL). Refer to Details B and C on Sheet C-1 of the PERP.

Table A-1 of Attachment 1 contains MBK’s 10-year WSE and TOL elevations for ARNL at 100-foot intervals beginning at Station 3000+00. These values vary from Elevation 37.77 to 38.41 feet across the span of Segment 8. To estimate the total volume of the interim repair levee across Segment 8, the following steps were performed and the results are shown in Table A-2 of Attachment 1:

• Calculate the IRDE at each 100-foot interval by adding 3 feet to the 10-year WSE. • Assume the bottom of the interim repair levee prism is at Elevation 27.3 feet (Segment 8 landside toe from the ULE GER cross section).
• Calculate the difference between the IRDE and Elevation 27.3 feet for each interval. This is the levee height, denoted as “(d)” in Figures 1 and 2 below. • Calculate the cross-sectional area of the ULDC interim levee prism using the equation in Figure 1 (geometry based on the ULDC requirements):

Figure 1 – Levee Prism Area Calculation (Square Feet)

- Calculate the cross-sectional area of the foundation using Figure 2 (geometry based on Sheet C- 1 in Appendix A of the PERP):

Figure 2 – Levee Foundation Area Calculation (Square Feet)

• Multiply each area by 100 feet to calculate the levee volume at each interval, then convert cubic feet to cubic yards.
o The final interval, from STA 3044+00 to 3044+48, was multiplied by 48 feet instead of 100 feet.
• Sum the interim levee prism and foundation volumes of each interval. • Round the total volume up to the nearest 1,000 cubic yards to account for variation in levee height across the segment, ramps used during construction, and other uses of additional fill.

Using this procedure, approximately 60,000 cubic yards of levee material is needed for the interim levee prisms and an additional 28,000 cubic yards are needed for the foundation. In total, approximately 88,000 cubic yards of levee material are needed to construct the minimum levee prism for the IRDE.

The long-term repair volume was estimated similarly to the interim volume. Instead of using the difference between the IRDE and Elevation 27.3 feet for the height (d) in Figures 1 and 2, the difference between the TOL and Elevation 27.3 feet was used. The results are shown in Table A-3 in Attachment 1:
approximately 128,000 cubic yards for the prism and 40,000 cubic yards for the foundation.

Approximately 168,000 cubic yards of levee material (which includes the 88,000 cubic yards for interim repair) would be required to restore the segment to the existing top of levee, which provides the 200- year level of flood protection. If unstable subgrade soils are exposed, a suitable, woven, geotextile stabilization fabric or geogrid should be placed. If additional bridging/reinforcement is needed, reinforcing the embankment with a suitable geogrid placed at about a 2-foot vertical spacing for a minimum of three total geogrid layers or as determined by the District Engineer.

As explained on Sheet C-1 in Appendix A of the PERP, in the event of riverbank instability and/or collapse, the levee embankment should be setback on firm, stable ground as directed by the District Engineer. The repair volumes may therefore be greater or smaller than the estimates provided here depending on if the ground elevation is below or above the elevation of the original landside toe.

3.1.2 Segment 10 (325 Feet Long)
Segment 10 lies between STA 3085+35 and 3088+60 (325 feet long) and is located east of where the Union Pacific Railroad tracks cross the levee. This segment was determined as having High Vulnerability due to liquefiable layers identified by low blow counts in levee crest Boring 2F-11-164. It is acknowledged that the adjacent borings located in Segments 9 and 11 feature significantly higher blow counts and non-liquefiable layers, so seismically induced damage is anticipated to be limited to the extent of Segment 10.

Based on the boring logs, levee geometry, and liquefaction analysis information from the 2015 American River Study Area ULE GER (URS, 2015a), an approximately 8-foot-thick Likely Liquefiable silty sand layer with low residual undrained strength extends from Elevation 8.0 to 16.0 feet. It was assumed the segment would experience flow failure extending from the landside toe to beyond the waterside toe, similar to Segment 8, and the levee would need to be rebuilt on firm, stable ground. Using the

24001006.001A/SAC24R167155 Page 10 of 21 April 18, 2025 © 2024 Kleinfelder www.kleinfelder.com
aforementioned levee geometry information from the GER, the landside toe elevation is at approximately Elevation 29.0 feet.

The volume calculations used the same procedure described for Segment 8 in Section D.3.1.1. The stable ground elevation was assumed to be Elevation 29.0 feet. The interval calculations are shown for the interim repair in Table A-4 and long-term repair in Table A-5 in Attachment 1. Across the span of Segment 10, approximately 10,000 cubic yards of levee material are needed for the interim repair.

Approximately 21,000 cubic yards (including the 10,000 used for interim repair) are needed for long- term repair.

As explained in the schematics in Appendix A of the PERP, in the event of riverbank instability and/or collapse, the levee embankment should be setback on firm, stable ground as directed by the District Engineer. The repair volumes may be greater or smaller than the estimates provided here depending on if the elevation of the firm, stable ground is below or above the elevation of the original landside toe.

Additionally, deformation is expected to damage the existing soil-cement-bentonite (SCB) seepage cutoff wall within the segment; refer to Section D.3.6.

3.1.3 Segment 13 (13,850 Feet Long)
Segment 13 lies between STA 3167+50 and 3306+00 (13,850 feet long) and extends from the Cal Expo area to approximately 1,000 feet east of Howe Avenue. Per the 2015 URS GER, the segment has an 11- foot-thick Likely Liquefiable layer 18 feet below the landside toe with an estimated residual undrained strength 160 pounds per square foot (psf). A post-seismic stability analysis on the STA 3238+00 cross section determined the levee was unlikely to collapse from flow failure, but the waterside stability analyses had a factor of safety above 1.0 but less than 1.3, which required deformation analysis.

Following the procedure shown on the Figure D-2 flowchart, this analysis produced a Newmark displacement of 6 feet with an estimated freeboard loss of 4.2 feet; crest displacement was 35 percent relative to the landside levee height.

A review of the subsurface information available determined the cross section and liquefiable layer appropriately represented the full segment. The NAS SPSR (Kleinfelder, 2024) performed analysis using the same Peak Horizontal Acceleration values as the 2015 ULE, so the seismic coefficients Ky and Kmax were not changed from 2015. However, because the NAS SPSR (Kleinfelder, 2024) analyzed ARNL using magnitude 6.8 instead of 6.5, the resulting Newmark displacement was updated to 7.5 feet using Figure D-3 (adapted from the ULE DWR chart), and the estimated freeboard loss became 5.3 feet (70% of Newmark displacement).

To determine which portions of the levee would not meet the IRDE after post-seismic displacement, the existing top of levee with 5.3 feet of freeboard removed was compared to the IRDE in Table A-1 of Attachment 1. Upon applying the freeboard loss of 5.3 feet, 7,300 feet of the 13,850-foot-long levee fell below the IRDE. The deformed sections are not continuous and are expected to settle to different depths below the IRDE. The portions of the Segment 13 levee which would deform beneath the IRDE are displayed on Figure D-4, Initial Post-Earthquake Inspection Areas. The full segment is displayed on Figure D-5, Long-Term Levee Repair Areas. Table A-6 in Attachment 1 displays the difference between the IRDE and crest elevations after deformation for every 100 feet of the segment (column “d”). Three assumptions were made to estimate the volume lost below the IRDE: the crest width was 25 feet (the maximum width recorded in the segment range) throughout Segment 13, the repairs would keep the same inclination as the existing slopes (waterside 3H:1V, landside 2H:1V), and the deformation calculated at the beginning station continued for the next 100 feet. The cross-sectional area of the repair prism was determined as shown in the calculation attached to Table A-6 in Attachment 1. As with the Segment 8 and 10 calculations, the area of each interval was multiplied by 100 feet to calculate volume.

Ultimately, approximately 4,000 cubic yards of levee material are needed to restore the deformed sections of Segment 13 to the IRDE. As shown in Table A-6 of Attachment 1, the additional volume needed to restore the existing top of levee was also calculated for each 100-foot section. Approximately 105,000 more cubic yards of material are required for long-term restoration to the original top of levee and levee slopes, which results in a total long-term material volume need of approximately 109,000 cubic yards and provides the 200-year level of flood protection. Additionally, deformation is expected to damage the SCB seepage cutoff wall within the segment; refer to Section D.3.6.

3.1.4 Segment 15 (2,365 Feet Long)
Segment 15 lies between STA 3458+85 and 3482+50 (2,365 feet) and is located approximately 2 miles northeast of Watt Avenue. Per the 2015 ULE evaluation, the segment has a 12-foot-thick Likely Liquefiable layer 38 feet below the landside and waterside toes with an estimated residual undrained strength of 240 psf. A post-seismic stability analysis on the STA 3470+00 cross section determined the levee was unlikely to collapse from flow failure, but the waterside slope required deformation analysis.

This analysis produced a Newmark displacement of 4.5 feet with an estimated freeboard loss of 3.2 feet; crest displacement was 39 percent relative to the landside levee height.

24001006.001A/SAC24R167155 Page 12 of 21 April 18, 2025 © 2024 Kleinfelder www.kleinfelder.com
A review of the subsurface information available determined the cross section and liquefiable layer appropriately represented the full segment. The NAS SPSR (Kleinfelder, 2024) performed analysis using the same Peak Horizontal Acceleration values as the 2015 ULE, so the seismic coefficients described in the Figure D-2 flowchart were not changed from 2015. However, because the NAS SPSR (Kleinfelder, 2024) analyzed ARNL using magnitude 6.8 instead of 6.5, the resulting Newmark displacement was updated to 5.5 feet using Figure D-3, and the estimated freeboard loss became 3.9 feet (70% of Newmark displacement).

To determine which portions of the levee would not meet the IRDE after post-seismic displacement, the existing top of levee with 3.9 feet of freeboard removed was compared to the IRDE. Upon applying the freeboard loss of 3.9 feet, no section of the segment fell below the IRDE. The levee remains with at least

4.5 feet of freeboard throughout the segment, as shown in Table A-7 in Attachment 1. However, the deformation is expected to damage the seepage cutoff wall, as described further in Section D.3.6. Based on the area of a representative levee prism with height 3.9 feet, crest width 20 feet, landside slope 2H:1V, and waterside slope 3H:1V (116 square feet, as calculated in Table A-7 in Attachment 1), long- term restoration to the original top of levee and levee slopes requires approximately 11,000 cubic yards of material, which provides the 200-year level of flood protection. Segment 15 is displayed on Figure D- 5, Long-Term Levee Repair Areas.

3.2 SEISMICALLY INDUCED SETTLEMENT
Certain parts of the levee system have been identified as potentially susceptible to seismically induced strength loss. This was determined using estimates of in-situ soil strengths, including residual strengths for layers likely to liquefy, and estimating the levee and foundation soils response to anticipated ground shaking from a 200-year-return-period earthquake. Based on this information, the approximate locations and extents of potential seismically induced levee settlement were identified along each segment.

Representative cross sections of the potentially susceptible reaches of the levee system were analyzed for slope failure modes. The remaining freeboard after potential failure was estimated by determining the “ULDC prism” that could fit into the remnant portion of the levee cross-section, assumed to be undamaged. The “ULDC prism” used in the analyses was a trapezoidal levee cross section with a 20-foot- wide crown at the IRDE and 3H:1V levee slopes. As described in Sections D.3.1.1 through D.3.1.4, settlement from deformation and/or flow failure is anticipated for over 2.4 total miles of the ARNL.

24001006.001A/SAC24R167155 Page 13 of 21 April 18, 2025 © 2024 Kleinfelder www.kleinfelder.com
The soil quantity for needed repairs along a given levee reach (cubic yards) was estimated by comparing the representative remaining ULDC prism to the required minimum post-earthquake levee dimensions needed to meet the IRDE. Segments 8 and 10 were anticipated to fail completely from waterside slope instability. For these segments, the volumes of interim and long-term repair levees were calculated based on the ULDC requirements, the American River WSEs provided by MBK, and the segment geometry information from the ULE American River GER. To find the square footage of material needed for repairs at Segment 13, the difference between the estimated post-settlement elevation and IRDE was multiplied by the maximum crest width recorded for the segment, as described in Section D.3.3 and Table A-6 in Attachment 1. The long-term repair volumes for Segments 13 and 15 were calculated using freeboard loss, representative crest width, and segment length.

Table 3-1 summarizes the levee reaches with estimated potential for seismically induced settlement due to ground shaking from a 200-year-return-period earthquake. The table indicates the height of the estimated remaining ULDC prism within the estimated remnant levee and the estimated fill volume required to meet the IRDE.

Table 3-1: Estimated Fill Volume for Interim Levee Repairs ARNL
Levee
Segment
Beginning
and
Ending
Stations1
Approx.

Length
(feet)
Interim
Repair
Design
El.
(feet)2,3
Landside
Ground
Surface El.
(feet)2
Approx.

Existing
Crest El.
(feet)2
Crest
Height
above LS
Toe (feet)
Height of
Tallest
ULDC
Prism
within
Remnant
Levee
(feet)4
Estimated
Prism Volume
Required for
Interim Repair
(cy)5,6
Estimated
Foundation
Volume
Required
for Interim
Repair
(cy)5,6
8 3016+00
3044+48 2,848 38.0 28 44 16 07 60,000 28,000
10 3085+35
3088+60 325 39.1 29 47 18 08 7,000 3,000
13 3167+50
3306+00 13,850 43.5 38 48 10 09 4,000 N/A
15 3458+85
3482+50 2,365 52.2 54 62 8 6.8 N/A N/A
Notes:
1 – American River North stationing is based on the system established by URS for ULE. Stationing begins at the south end of Natomas East Main Drainage Canal (NEMDC) East at STA 3000+00 and runs eastward toward the Carmichael area, terminating at STA 3582+70. 2 - All elevations are relative to NAVD88. Values listed for representative cross sections. 3 - IRDE = WSE for 10-year flood + 3-foot freeboard. Values listed for representative cross sections. 4 - ULDC Prism assumes crown width = 20 feet and slopes = 3H:1V waterside and landside. 5 - Estimated fill volume to achieve required 10-year levee geometry (ULDC prism with IRDE). 6 - N/A indicates interim repairs not anticipated for the design 200-year-return-period ground motions (segment remains above IRDE). 7 - ARNL Segment 8 is classified a high hazard with flow failure and was assumed to have no remnant prism. 8 - ARNL Segment 10 is classified a high hazard with complete loss of levee due to flow failure. 9 - ARNL Segment 13 was classified as high hazard with loss of freeboard to the IRDE. Segment 13 assumes adding material at portions below IRDE to restore 3 feet of freeboard.

Table 3-2 summarizes the volume of material needed for long-term repairs. This is based on each segment’s geometry and/or representative cross section of the existing levee prism. Each estimated fill volume includes the volume of levee material needed for interim repair, when applicable.

Table 3-2: Estimated Fill Volume for Long-Term Levee Repairs ARNL Levee Segment Begin Station1 End Station1
Approximate
Segment Length
(feet)
Estimated Fill Volume
Required (cy)
8 3016+00 3044+48 2,848 168,000
10 3085+35 3088+60 325 21,000
13 3167+50 3306+00 13,850 109,000
15 3458+85 3482+50 2,365 11,000
Notes:
1 – American River North stationing is based on the system established by URS for ULE. Stationing begins at the south end of Natomas East Main Drainage Canal (NEMDC) East at STA 3000+00 and runs eastward toward the Carmichael area, terminating at STA 3582+70.

Because of the variability of soil properties within the levee system, it is unlikely that all the levee sections in Tables 3-1 and 3-2 would experience severe deformation to the same degree, or that a damaged section would “run out,” leaving only the remnant prism. In addition, soil from portions of the damaged levee will likely be usable for the interim levee repairs. Therefore, the estimated levee repair fill volumes in Table 3-1 are intended to provide conservative estimates for those reaches that are considered potentially susceptible to damage during seismic shaking. Fill volume actually used would be determined based on post-earthquake inspections and subsequent engineering analyses as appropriate.

Needed fill from borrow sites would depend on the ability to reuse existing levee materials. It is anticipated that some interim-repair levee fill could come from reuse of existing levee materials if they are deemed suitable by the District Engineer.

3.3 CUTOFF WALL DAMAGES
Seepage cutoff walls previously installed at each levee segment are susceptible to damage resulting from seismic loading effects. The seepage cutoff walls along ARNL are typically two to three feet wide and are covered by a clay cap of thickness two to four feet. The cutoff walls installed in 2000 between STA 3051+00 and 3485+78 extend approximately 60 to 72 feet below the levee crest (USACE, 1999), while the cutoff walls installed in 2013 between STA 3000+00 and 3051+00 were built to approximately

24001006.001A/SAC24R167155 Page 15 of 21 April 18, 2025 © 2024 Kleinfelder www.kleinfelder.com
40 to 55 feet below the crest (KGJV, 2012). Table 3-3 below displays each segment with the type and elevation of cutoff wall for its representative cross section.

Table 3-3: Existing Seepage Cutoff Walls in Levee Segments ARNL
Levee
Segment
Begin
Station
End
Station
Approx
Length
(feet)
Seepage
Cutoff
Wall
Type
Installation
Year
Approx.

Existing
Crest El.
(feet)
Approx.

Cutoff
Wall Top
El. (feet)
Approx.

Cutoff
Wall Tip
El. (feet)
Wall
Height (ft)
8 3016+00 3044+48 2,848 SCCB1 2013 44 40 -5 45
10 3085+35 3088+60 325 SCB2 2000 47 44 -16 60
13 3167+50 3306+00 13,850 SCB 2000 48 46 -13 59
15 3458+85 3482+50 2,365 SCB 2000 62 59 -7 66
1 – SCCB: slag-cement-cement-bentonite.
2 – SCB: soil-cement-bentonite.

Flow failure and deformation are expected to impact the upper portions of the seepage cutoff walls. In the post-seismic stability waterside analyses performed by URS, the failure planes cut through the seepage cutoff wall near the bottom of the Likely Liquefiable Layer for Segments 8 and 10. Damage to the upper portion of the seepage cutoff wall is also possible due to deformation. As part of post-seismic event damage reconnaissance, the seepage cutoff walls should be evaluated by the District Engineer or their designee to assess the need, extent, and types of seepage cutoff wall repair.

Reconstruction of seepage cutoff walls may be necessary for long-term levee remediation to meet ULDC. Shallow damage less than 5 feet below the levee base can likely be replaced with a key trench for a new levee embankment. The construction procedures include degrading the levee to a working platform elevation, installing the wall to the design tip elevation, and rebuilding the levee crown.

Seepage cutoff wall options include open-trench slurry-based designs such as soil-bentonite (SB) walls and drill-based installations such as deep mix method (DMM) walls.

3.4 SEISMICALLY INDUCED CRACKING
Because of the various factors affecting cracking, it is difficult to provide a definitive prediction of crack formation at ARNL. This section calls attention to some, but not all, areas which may develop cracking based on their higher susceptibility to the factors outlined in Section 3.7.1 of the PERP main report.

Figure D-4 shows the locations identified as having the highest potential to fall beneath the IRDE; these areas at minimum should be part of the initial inspection.

One historical observation of cracking was observed within Segment 8 during the February 1986 storm event. Longitudinal cracks of two-inch width and 18-inch maximum depth on the levee waterside were reported between STA 3023+00 and 3037+00 (USACE, 2024; URS, 2015). The investigation performed by USACE and Wahler Associates concluded the cracking likely resulted from saturation subsidence due to weakly bonded or poorly compacted levee fill. This area was degraded and reconstructed for slag- cement-cement-bentonite cutoff wall installation by USACE in 2013.

Transitions in geometry along the levee may constitute locations with higher likelihood for cracking.

Table A-8 in Attachment 1, retrieved from the American River North Supplemental Geotechnical Data Report (URS 2015), lists ranges of ARNL designated by their geometric properties, including typical heights, slopes, and crest widths. While Segments 8 and 10 are entirely within one Station Range, transitions between ranges occur within Segments 13 and 15. The stations listed below separate one range of general geometric properties from another based on the following characteristics:

• Segment 13: STA 3183+00
o Waterside: Decrease in general height, increase in slope verticality. o Landside: Increase in general height, decrease in slope verticality. • Segment 13: STA 3263+00
o Waterside: Increase in general height.
o Landside: Increase in general height.
• Segment 15: STA 3460+00
o Waterside: Decrease in general height, increase in slope verticality. o Landside: Decrease in general height.

Changes in geometry occur throughout ARNL, and the above stations do not constitute all areas of transition. For instance, Table A-8 in Attachment 1 notes that between STA 3153+00 and 3183+00, much of which is Segment 13, the typical levee height is 5 or 10 feet, indicating abrupt height changes within the range. Areas featuring manmade structures, including street crossings, bridges, turnouts, ramps, structure abutments, and utilities may have been widened or narrowed as well. Table A-1 in Attachment 1 includes the top of levee elevation at every 100 feet of ARNL, as well as locations indicating significant crossings, bridges, and overpasses at certain stations. Maps and past construction plans should be reviewed to determine additional points of geometric change.

Pertaining to below the levee, each seismic segment is differentiated by its representative subsurface stratigraphy. Based on boring logs and SPT liquefaction calculations, all four segments discussed in this

24001006.001A/SAC24R167155 Page 17 of 21 April 18, 2025 © 2024 Kleinfelder www.kleinfelder.com
report feature at least one Likely Liquefiable (LL) layer of thickness 8 to 15 feet. In the URS 2015 post- seismic stability analyses for Segments 8, 13, and 15, the failure plane terminated at the bottom elevation of each segment’s upper Likely Liquefiable layer. The analysis described in Section D.3.1.2 assumed the same behavior for Segment 10 based on its stratigraphic similarity to Segment 15. The upper Likely Liquefiable layers are summarized in Table 3-4.

Table 3-4: Upper Likely Liquefiable Layers in ARNL Segments ARNL
Levee
Segment
Begin
Station
End
Station
Approx
Length
(feet)
Cross
Section
Station
LL Layer
Thickness
(feet)
LL Layer
Bottom
Elevation
(feet)
LL Layer
Top
Elevation
(feet)
LL Layer
Residual
Undrained
Strength (psf)
8 3016+00 3044+48 2,848 3025+00 15 0.5 15.5 200
10 3085+35 3088+60 325 3085+93 8 8.0 16.0 105
13 3167+50 3306+00 13,850 3238+00 11 8.0 19.0 160
15 3458+85 3482+50 2,365 3470+00 12 4.0 16.0 240

It is crucial to note that the characteristic cross sections are based on locations with the highest vulnerability, as determined by the boring logs and liquefaction calculations. Damage requiring interim repair is primarily expected at the reaches displayed on Figure D-4. Total slope stability failure and settlement as described in Sections D.3.1.1 through D.3.1.4 may not occur continuously along the entire length of the segment. However, liquefied layers may still result in longitudinal cracks along the crest due to settlement, and transverse cracks may develop adjacent to failed and non-failed portions of the levee. It is assumed that significant damage would occur at the cross-section stations listed in Table 3-4, but cracking of various lengths and depths may occur at any location due to the factors described in Section 3.7.1 of the PERP main report.

3.5 LEVEE REPAIR MATERIALS
Locations of potential borrow areas and/or stockpiles that could provide the materials needed for interim repairs have been identified. The priority will be to utilize on-site levee materials to repair the damaged levee sections. Where deformed materials are not able to be reused, then borrow materials referenced in Section 3.4 will be transported to the site and used for interim repairs. For immediate response situations, American River Flood Control District (ARFCD) maintains the following stockpiles:

• Limited stockpiles of aggregate base (AB) for roadway repair (10 cy), sand for sandbags (10 cy), and clay soil for levee structure repairs (100 cy) at the RD maintenance yard.

24001006.001A/SAC24R167155 Page 18 of 21 April 18, 2025 © 2024 Kleinfelder www.kleinfelder.com
• Clay soil stockpile (100 cy) by Unit 8 for levee structure repairs. • Cobble stockpile (40 cy, up to 8-in size) for slope protection by Pump Station 3 (Unit 9).

SAFCA has also identified additional borrow sources which are listed in Section 3.4 of the PERP main report. Attachment 2, Potential Borrow and Stockpile Sources, shows locations of potential borrow areas and stockpiles that could provide larger quantities of materials needed for interim and long term repairs as well as preliminary haul routes to the relatively centrally located Cal Expo levee access which is located in the middle of three identified seismic deformation zones. The temporary stockpile location at Cal Expo is generally centrally located in close proximity to the levee segments and ramp access points. Additional ramps and access points can be construction to access the critical repair areas, as needed to expedite repair. The three proposed borrow sources have been screened for geotechnical properties and environmental contaminates and accepted for use as fill material for on-going USACE levee projects. Therefore, additional testing is not considered necessary at this time. However, these are active borrow sites and additional screening maybe necessary when the PERP is reviewed as part of the 5-year certification review process since these borrow sites are active and material availability may change over time.

3.6 EMERGENCY PREPARATIONS AND RESPONSE PROVISIONS
The Levee Maintaining Agency for the American River North Levee is the American River Flood Control District (ARFCD). The ARFCD Flood Safety Plan (FSP) outlines plans and procedures to address flooding induced by an earthquake. Refer to PERP Sections 4 through 7 for general emergency response provisions and levee repair guidelines.

24001006.001A/SAC24R167155 Page 19 of 21 April 18, 2025 © 2024 Kleinfelder www.kleinfelder.com
4 REFERENCES AND SUPPORTING DOCUMENTS
______________________________________________________________________________________________

33 C.F.R. § 222.4, Reporting Earthquake Effects, https://www.law.cornell.edu/cfr/text/33/222.4.

American River Flood Control District (2018). “ARFCD Flood Safety Plan As Required By California Water Code Section 9650,” dated January 2018.

Babbitt, D. (2014). Transverse Cracking on Embankment Dams Caused By Earthquakes Revisited, Dams and Extreme Events, 34th Annual USSD Conference, San Francisco, CA.

California Department of Water Resources (DWR) (2012). Urban Levee Design Criteria.

FloodSAFE California (2013). Draft Rural Levee Repair Guidelines, State of California, The Natural Resources Agency, Department of Water Resources.

Fong, F. and Bennett, W. (1995). Transverse Cracking on Embankment Dams Due to Earthquakes, ASDSO Western Regional Meeting.

Kleinfelder (2024). “Seismic Performance Summary Report, North Area Streams Levee Areas, ULDC & FEMA Levee Certification Report, Sacramento Area Flood Control Agency Levee Systems, Sacramento County, California,” dated February 12, 2024.

Lo, R. and Wang, Y. (2012). Lessons Learned from Recent Earthquakes – Geoscience and Geotechnical Perspectives, ResearchGate, https://www.researchgate.net/publication/221924477 .

24001006.001A/SAC24R167155 Page 20 of 21 April 18, 2025 © 2024 Kleinfelder www.kleinfelder.com
MBK Engineers (2024). “Technical Memorandum: American River North Levee System – Determination of the Urban Levee Design Criteria Design Water Surface Elevation, Minimum Top of Levee, and Hydraulic Top of Levee,” dated February 29, 2024.

MBK Engineers (2024). “Technical Memorandum: Determination of the 1% Annual-Chance Base Flood Elevation for the American River North Levee System,” dated February 29, 2024.

Meyersohn, D. (2012). Levee Locator Tool, v.4, California Department of Water Resources Millet, R. Chowdhury, K., et al. (2014). Seismic Vulnerability Evaluation of Levees in California’s Central Valley, ResearchGate Conference Paper.

Oka, F., Tsai, P. et al. (2012). Damage Patterns of River Embankments Due to the 2011 off the Pacific Coast of Tohoku Earthquake and a Numerical Modeling of the Deformation of River Embankments with a Clayey Subsoil Layer in Soils and Foundations, The Japanese Geotechnical Society.

Pells, S., and Fell, R. (2003). Damage and Cracking of Embankment Dams by Earthquake and the Implications for Internal Erosion and Piping, ICOLD, 21st large Dams Congress, Montréal, June 2003.

Stewart, J. (2011). Geotechnical Issues & Ground Motion — Preliminary Briefing on Japan’s Tohoku Earthquake, Aftershocks, and Tsunami of March 11, 2011.

USACE (1999). “American River Watershed Project (Common Features), California, Right (North) Bank Levee Strengthening,” dated April 13, 1999.

USACE Sacramento District Geotechnical Engineering Branch (2022). “Geotechnical Levee Practice, Standard Operating Procedure 3,” CESPK-EQS Guidance Document , May 6, 2022.

USACE (2024). “Design Documentation Report - American River Common Features (WRDA 2016) Lower American River Erosion, Contract 4A, River Mile 2.0R, Sacramento County, CA – 95% Submittal” dated February 16, 2024.

24001006.001A/SAC24R167155 Page 21 of 21 April 18, 2025 © 2024 Kleinfelder www.kleinfelder.com
URS (2015a). “ULE Geotechnical Evaluation Report (GER) Volume 1 and 2, American River Study Area, Urban Levee Evaluations Project, Contract 4600008101,” dated January 2015 (Issue date: 01- 2015).

URS (2015b). “Supplemental Geotechnical Data Report (SGDR), American River Study Area, Urban Levee Evaluations Project, Contract 4600008101,” dated June 2010 (Issue date: 06-2010).

U.S. Department of the Interior, Bureau of Reclamation, and U.S. Army Corps of Engineers (2012).

Methods to Evaluate Seismic Risks for Embankments Best Practices, in Best Practices in Dam and Levee Safety Risk Analysis presentation slide deck.
!(
!(
!(
"
"
"
"
"
"
"
"
"
"
"
"
"
"
"
"
"
"
""
"
"
"
"
6000+00
American River North Levee
NEM
DC East Arcade Creek North
Dry Creek North
Arcade Creek South
Dry Creek South
¨§¦80
¨§¦80
¨§¦80
¨§¦5
£¤50
ÃÆÆ

CALIFORNIA
16 ÃÆÆ

CALIFORNIA
99 ÃÆÆ

CALIFORNIA
160
ÃÆÆ

CALIFORNIA
160
AR-10
NMDE-1
NMDE-7
AR-11AR-7
NMDE-2
AR-15
NMDE-6
AR-8
NMDE-3
AR-9 AR-12
NMDE-8
AR-16
NMDE-3
AR-13
AR-14
NMDE-4
NMDE-5
6167+62
7085+57
7000+00
6106+66
3192+23
5112+43
5000+00
4110+34
4000+00
3011+652995+91
2986+49
3582+79
3482+50
3458+85
3306+00
3167+503102+85
3088+60
3085+35
3044+48
3016+00
3000+00
Confluence
American
River East
Arcade Creek

SITE MAP
PROJECT:

FILE NAME:

FIGURE
1-1
DRAWN:

CHECKED BY:

The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information.

DRAWN BY:
24001006.001A
FEB 2024
R.HOCHSTATTER
A.LEONARD
F1-1_NAS_SiteMap-V2.mxd
Explanation
!( Analysis Control Point
SACRAMENTO, CA FILE: \\azrgisstorp03\GIS_Projects\Client\SAFCA\24001006.001A-SeismicPerformanceSumReport\MXD\F1-1_NAS_SiteMap-V2.mxd ALeonard 2/7/2024 0 1 2
Kilometers
Locations are Approximate
£
Service Layer Credits: Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri
China (Hong Kong), Esri Korea, Esri (Thailand), NGCC, (c) OpenStreetMap contributors, and the GIS User Community
Source: Esri, Maxar, Earthstar Geographics, and the GIS User !
Project Location
^

NORTH AREA STREAMS/

AMERICAN RIVER NORTH LEVEES

SEISMIC PERFORMANCE SUMMARY REPORT

SAFCA LEVEE SYSTEMS

SACRAMENTO AND SUTTER COUNTIES, CALIFORNIA
AR-13 Seismic Segment

POST-EARTHQUAKE REMEDIATION PLAN

SACRAMENTO AREA FLOOD CONTROL

AGENCY LEVEE SYSTEMS

SACRAMENTO AND SUTTER COUNTIES,

CALIFORNIA

SITE MAP

POST-EARTHQUAKE REMEDIATION PLAN

APPENDIX D - NORTH AREA STREAMS LEVEES

ULDC & FEMA LEVEE CERTIFICATION
D-1
FILE NAME:

CHECKED BY:

DRAWN BY:

DRAWN:

PROJECT NO.
sesimic_Flowchart.pdf

SEISMIC VULNERABILITY ANALYSIS FLOWCHART

POST-EARTHQUAKE REMEDIATION PLAN

APPENDIX D - NORTH AREA STREAMS LEVEES

ULDC & FEMA LEVEE CERTIFICATION

POST-EARTHQUAKE REMEDIATION PLAN

SACRAMENTO AREA FLOOD CONTROL AGENCY LEVEE SYSTEMS

SACRAMENTO AND SUTTER COUNTIES, CALIFORNIA
24001006.001A
04/2024
RH
TW
D-2
www.kleinfelder.com
FIGURE:

Step 2: Perform Post-Seismic Stability Analysis
Step 3f: Calculate volumetric strain, if necessary
Step 3a: Compute Kmax using Figure 6-4
Step 3e: Estimate vertical deformation as 0.7 times total Newmark displacement
Step 3g: Assign seismic vulnerability class using Table 6-1 Step 3c: Compute Ky value for sliding mass
Step 3d: Compute Newmark displacement using Kmax, Ky, and Figure 6-5 Yes
Step 3b: Perform pseudo-static stability analysis using K=0.5 Kmax No
Classify as “Low Vulnerability” unless
Volumetric Strain (Step 3f ) results in a
higher vulnerability class
Is
FSPS < 1?
Yes
No
Perform post-seismic stability analysis
Continue to Step 3
No further analysis is needed.

Classify as “High Vulnerability”
Yes
No
Classify as “Low Vulnerability” unless
Volumetric Strain (Step 3f ) results in a
higher vulnerability class
Is
FSPS > 1.3?
Is
FS ≥1?
Step 4: If Warranted, Perform More Advanced Seismic Deformation Analysis (See Section 6.11) Step 3: Perform Simplified Seismic Deformation Analysis Evaluate and document longitudinal extent of liquefiable soils Select seismic levee segments and engineering cross-sections for seismic stability and deformation analyses
Step 1: Select Seismic Segments and Cross Sections for Seismic Vulnerability Analyses SEISMIC VULNERABILITY – KEY STEPS (INTERMITTENTLY-LOADED LEVEES)

100
.
.
.
.
.
.
.
.
.
.
.
.
10 .
.
.
.
.
.
.
.
.
.
.
1 .
.
.
.
.
.
.
.
.
.

0.1 .
.
.
.
.
.
.
.
.
.

0.01 0 0.2 0.4 0.6 0.8 1
Ky/Kmax
Newmark Displacement (ft)
MW = 6
MW = 6.5
MW = 7
Segment 13
Segment 15
FILE NAME:

CHECKED BY:

DRAWN BY:

DRAWN:

PROJECT NO.
newmark_Displacement.pdf

NEWMARK DISPLACEMENT

POST-EARTHQUAKE REMEDIATION PLAN

APPENDIX D - NORTH AREA STREAMS LEVEES

ULDC & FEMA LEVEE CERTIFICATION

POST-EARTHQUAKE REMEDIATION PLAN

SACRAMENTO AREA FLOOD CONTROL AGENCY LEVEE SYSTEMS

SACRAMENTO AND SUTTER COUNTIES, CALIFORNIA
24001006.001A
04/2024
RH

XXXXXXX
D-3
www.kleinfelder.com
FIGURE:

3000+00
3212+003180+00
3185+00
5112+43
3253+00
3085+35
3482+50
7085+58
3214+00
3044+48
4000+00 4110+00
3306+00
3253+00
3088+60
2986+49
3176+00
3170+00
3167+50
7000+00
6118+20
5000+00
3016+00
3458+85
6000+00
3582+79
Dry Creek South
Dry Creek North
Arcade Creek South
Arcade Creek North
NEMDC East
American River North
AR-10
NMDE-1
NMDE-7
AR-11
AR-7
NMDE-2
AR-15
NMDE-6
AR-8
NMDE-3
AR-9
AR-12
NMDE-8
AR-16
NMDE-3
AR-13
AR-14
NMDE-4
NMDE-5
DryCreek
AmericanRiver
Steelhead
C
reek
Arca de Creek
Mo rrison Creek
Magpie Creek
First
Bannon
Slough
MorrisonCreek

INITIAL POST-EARTHQUAKE

INSPECTION AREAS
PROJECT:

FILE NAME:

FIGURE
D-4
DRAWN:

CHECKED BY:

DRAWN BY:
24001006.001A
OCT 2024
R.HOCHSTATTER
A.LEONARD

SAFCA PERP
Explanation
Priority 1 Initial Post-Earthquake
Inspection Sites
Priority 2 Long-term Repair
Areas
Priority 3 American River North
Levee
Priority 4 Natomas East Main
Drainage Canal East Levees
SACRAMENTO, CA FILE: \\azrgisstorp03\GIS_Projects\Client\SAFCA\24001006.001A-SeismicPerformanceSumReport\PRO\SAFECA_working\SAFECA_working.aprx ALeonard 10/8/2024 0 0.75 1.5
Miles
Locations are Approximate
£
Service Layer Credits: World Street Map: Esri, HERE, Garmin,

NGA, USGS, NPS
World Imagery: Earthstar Geographics; ESRI World Imagery, Maxar Vivid Advanded image dates 4/12/2022, 4/26/2022, and 5/4/2022; SACOG Orthos image date 3/18/2022.
!
Project Location
^

NORTH AREA STREAMS/

AMERICAN RIVER NORTH LEVEES

SEISMIC PERFORMANCE SUMMARY REPORT

SAFCA LEVEE SYSTEMS

SACRAMENTO AND SUTTER COUNTIES, CALIFORNIA
AR-13 Seismic Segment

LEVEE SEGMENT GEOMETRY AND VOLUME TABLES
_____________________________________________________________________

Table A-1 – American River North Levee Elevations
Table A-2 – Segment 8 Interim Repair Volume Calculations Table A-3 – Segment 8 Long-Term Repair Volume Calculations Table A-4 – Segment 10 Interim Repair Volume Calculations Table A-5 – Segment 10 Long-Term Repair Volume Calculations Table A-6 – Segment 13 Repair Volume Calculations
Table A-7 – Segment 15 Repair Volume Calculations
Table A-8 – ARN SGDR Generalized Geometries

Levee
Station DWSE 10yr WSE IRDE (10yr WSE
+ 3 feet)
TOL
Elevation
Landside Toe
Point Elevations
(2024 Psomas)
Levee Height Freeboard Above
IRDE
2% of Levee
Height
Elevation of 2% of
Levee Height
5% of Levee
Height
Elevation of 5% of
Levee Height
Freeboard above
IRDE as % of Levee
Height
(feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (fe et) (feet) (feet) (feet) (feet) 3000+00 35.64 34.46 37.46 43.26 27.06 16.20 5.80 0.32 42.93 0 .81 42.45 35.79% Coincides with NEMDC Station 2986+49 3001+00 35.61 34.47 37.47 43.29 27.28 16.01 5.82 0.32 42.97 0 .80 42.49 36.34% 3002+00 35.58 34.48 37.48 43.35 27.68 15.67 5.87 0.31 43.04 0 .78 42.57 37.46% 3003+00 35.55 34.48 37.48 43.24 26.91 16.33 5.76 0.33 42.91 0 .82 42.42 35.27% 3004+00 35.52 34.49 37.49 43.28 27.15 16.13 5.79 0.32 42.96 0 .81 42.47 35.89% 3005+00 35.5 34.5 37.5 43.32 27.32 16.00 5.82 0.32 43.00 0.80 42.52 36.38% 3006+00 35.47 34.51 37.51 43.29 35.47 7.82 5.78 0.16 43.13 0. 39 42.90 73.88% 3007+00 35.48 34.51 37.51 43.27 27.15 16.12 5.76 0.32 42.95 0 .81 42.46 35.73% 3008+00 35.49 34.52 37.52 43.31 27.23 16.08 5.79 0.32 42.99 0 .80 42.51 36.00% 3009+00 35.51 34.53 37.53 43.36 32.05 11.31 5.83 0.23 43.13 0 .57 42.79 51.54% 3010+00 35.52 34.54 37.54 43.40 26.89 16.51 5.86 0.33 43.07 0 .83 42.57 35.49% 3011+00 35.53 34.55 37.55 43.45 27.90 15.55 5.90 0.31 43.14 0 .78 42.67 37.93% 3012+00 35.55 34.56 37.56 43.50 27.14 16.36 5.94 0.33 43.17 0 .82 42.68 36.30% 3013+00 35.56 34.56 37.56 43.55 28.55 15.00 5.99 0.30 43.25 0 .75 42.80 39.94% 3014+00 35.55 34.56 37.56 43.59 30.61 12.98 6.03 0.26 43.33 0 .65 42.94 46.47% Del Paso Floodgate 3015+00 35.55 34.55 37.55 43.64 33.75 9.89 6.09 0.20 43.44 0. 49 43.15 61.60% 3016+00 35.91 34.77 37.77 43.69 38.58 5.11 5.92 0.10 43.59 0. 26 43.43 115.77% Segment 8 Begins (STA 3016+00), UPRR Closure 3017+00 35.99 34.82 37.82 43.73 36.51 7.22 5.91 0.14 43.59 0. 36 43.37 81.91% Hwy 160 Overpass 3018+00 36.07 34.89 37.89 43.78 34.92 8.86 5.89 0.18 43.60 0. 44 43.34 66.45% Hwy 160 Overpass 3019+00 36.15 34.94 37.94 43.83 33.96 9.87 5.89 0.20 43.63 0. 49 43.34 59.69% 3020+00 36.29 35.02 38.02 43.88 32.71 11.17 5.86 0.22 43.66 0 .56 43.32 52.45% 3021+00 36.28 35 38 43.92 39.20 4.72 5.92 0.09 43.83 0.24 43.6 8 125.54% 3022+00 36.3 35 38 43.97 29.81 14.16 5.97 0.28 43.69 0.71 43.2 6 42.16% 3023+00 36.32 35.01 38.01 44.02 29.18 14.84 6.01 0.30 43.72 0 .74 43.28 40.49% 3024+00 36.33 35.02 38.02 44.07 29.23 14.84 6.05 0.30 43.77 0 .74 43.33 40.78% 3025+00 36.35 35.03 38.03 44.11 28.91 15.20 6.08 0.30 43.81 0 .76 43.35 39.99% Cross Section 3026+00 36.36 35.04 38.04 44.16 28.91 15.25 6.12 0.31 43.85 0 .76 43.40 40.13% 3027+00 36.38 35.04 38.04 44.21 29.00 15.21 6.17 0.30 43.91 0 .76 43.45 40.56% 3028+00 36.4 35.05 38.05 44.25 28.84 15.41 6.20 0.31 43.94 0. 77 43.48 40.24% 3029+00 36.41 35.06 38.06 44.30 28.38 15.92 6.24 0.32 43.98 0 .80 43.50 39.19% 3030+00 36.43 35.07 38.07 44.35 28.30 16.05 6.28 0.32 44.03 0 .80 43.55 39.14% 3031+00 36.44 35.08 38.08 44.40 27.79 16.61 6.32 0.33 44.07 0 .83 43.57 38.05% 3032+00 36.46 35.08 38.08 44.44 29.00 15.44 6.36 0.31 44.13 0 .77 43.67 41.20% 3033+00 36.48 35.09 38.09 44.49 28.30 16.19 6.40 0.32 44.17 0 .81 43.68 39.54% 3034+00 36.49 35.1 38.1 44.54 29.35 15.19 6.44 0.30 44.24 0.7 6 43.78 42.39% 3035+00 36.54 35.13 38.13 44.58 28.24 16.34 6.45 0.33 44.25 0 .82 43.76 39.47% 3036+00 36.58 35.16 38.16 44.63 28.65 15.98 6.47 0.32 44.31 0 .80 43.83 40.49% 3037+00 36.63 35.18 38.18 44.68 27.83 16.85 6.50 0.34 44.34 0 .84 43.84 38.57% 3038+00 36.67 35.21 38.21 44.73 28.06 16.67 6.52 0.33 44.40 0 .83 43.90 39.12% 3039+00 36.72 35.25 38.25 44.77 34.57 10.20 6.52 0.20 44.57 0 .51 44.26 63.93% 3040+00 36.77 35.28 38.28 44.82 28.90 15.92 6.54 0.32 44.50 0 .80 44.02 41.08% 3041+00 36.83 35.32 38.32 44.87 28.68 16.19 6.55 0.32 44.55 0 .81 44.06 40.45% 3042+00 36.88 35.36 38.36 44.91 29.04 15.87 6.55 0.32 44.59 0 .79 44.12 41.28% 3043+00 36.92 35.39 38.39 44.96 29.65 15.31 6.57 0.31 44.65 0 .77 44.19 42.93% 3044+00 36.95 35.41 38.41 45.01 29.30 15.71 6.60 0.31 44.70 0 .79 44.22 42.01% Segment 8 Ends (STA 3044+48) 3045+00 36.98 35.43 38.43 45.06 29.45 15.61 6.63 0.31 44.75 0 .78 44.28 42.48% 3046+00 37.01 35.45 38.45 45.10 29.44 15.66 6.65 0.31 44.79 0 .78 44.32 42.46% 3047+00 37.03 35.47 38.47 45.15 29.64 15.51 6.68 0.31 44.84 0 .78 44.37 43.08% 3048+00 37.04 35.48 38.48 45.20 29.31 15.89 6.72 0.32 44.88 0 .79 44.41 42.30% 3049+00 37.06 35.49 38.49 45.25 29.30 15.95 6.76 0.32 44.93 0 .80 44.45 42.38% 3050+00 37.07 35.5 38.5 45.29 29.71 15.58 6.79 0.31 44.98 0.7 8 44.51 43.58% 3051+00 37.08 35.51 38.51 45.34 30.02 15.32 6.83 0.31 45.03 0 .77 44.57 44.59% 3052+00 37.09 35.52 38.52 45.39 29.91 15.48 6.87 0.31 45.08 0 .77 44.62 44.37% 3053+00 37.1 35.53 38.53 45.43 31.31 14.12 6.90 0.28 45.15 0. 71 44.72 48.86% 3054+00 37.11 35.53 38.53 45.48 30.53 14.95 6.95 0.30 45.18 0 .75 44.73 46.48% 3055+00 37.12 35.54 38.54 45.53 30.33 15.20 6.99 0.30 45.23 0 .76 44.77 46.00% 3056+00 37.14 35.55 38.55 45.58 31.36 14.22 7.03 0.28 45.30 0 .71 44.87 49.43% 3057+00 37.15 35.56 38.56 45.62 30.96 14.66 7.06 0.29 45.33 0 .73 44.89 48.17% 3058+00 37.16 35.57 38.57 45.67 30.85 14.82 7.10 0.30 45.37 0 .74 44.93 47.91% 3059+00 37.17 35.58 38.58 45.72 31.09 14.63 7.14 0.29 45.43 0 .73 44.99 48.79% 3060+00 37.18 35.59 38.59 45.76 32.47 13.29 7.17 0.27 45.49 0 .66 45.10 53.97% 3061+00 37.2 35.6 38.6 45.81 32.54 13.27 7.21 0.27 45.54 0.66 45.15 54.32% 3062+00 37.21 35.61 38.61 45.86 32.23 13.63 7.25 0.27 45.59 0 .68 45.18 53.19% 3063+00 37.23 35.63 38.63 45.91 34.88 11.03 7.28 0.22 45.69 0 .55 45.36 65.99% 3064+00 37.24 35.64 38.64 45.95 41.94 4.01 7.31 0.08 45.87 0. 20 45.75 182.49% 3065+00 37.26 35.65 38.65 46.00 32.58 13.42 7.35 0.27 45.73 0 .67 45.33 54.75% 3066+00 37.27 35.66 38.66 46.05 30.58 15.47 7.39 0.31 45.74 0 .77 45.28 47.78% 3067+00 37.29 35.67 38.67 46.09 30.62 15.47 7.42 0.31 45.78 0 .77 45.32 47.97% 3068+00 37.3 35.68 38.68 46.14 31.33 14.81 7.46 0.30 45.84 0. 74 45.40 50.38% 3069+00 37.32 35.69 38.69 46.19 30.58 15.61 7.50 0.31 45.88 0 .78 45.41 48.05% 3070+00 37.34 35.7 38.7 46.24 30.88 15.36 7.54 0.31 45.93 0.7 7 45.47 49.08% 3071+00 37.37 35.71 38.71 46.28 29.77 16.51 7.57 0.33 45.95 0 .83 45.45 45.86% Location
Table A-1: American River North Levee Elevations (February 2024) Levee
Station DWSE 10yr WSE IRDE (10yr WSE
+ 3 feet)
TOL
Elevation
Landside Toe
Point Elevations
(2024 Psomas)
Levee Height Freeboard Above
IRDE
2% of Levee
Height
Elevation of 2% of
Levee Height
5% of Levee
Height
Elevation of 5% of
Levee Height
Freeboard above
IRDE as % of Levee
Height
(feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (fe et) (feet) (feet) (feet) (feet) Location
Table A-1: American River North Levee Elevations (February 2024) 3072+00 37.4 35.71 38.71 46.33 29.40 16.93 7.62 0.34 45.99 0. 85 45.48 45.02% 3073+00 37.44 35.72 38.72 46.38 29.08 17.30 7.66 0.35 46.03 0 .87 45.51 44.28% 3074+00 37.47 35.72 38.72 46.42 28.44 17.98 7.70 0.36 46.06 0 .90 45.52 42.82% 3075+00 37.5 35.72 38.72 46.47 28.01 18.46 7.75 0.37 46.10 0. 92 45.55 41.98% 3076+00 37.53 35.73 38.73 46.52 27.71 18.81 7.79 0.38 46.14 0 .94 45.58 41.41% 3077+00 37.57 35.74 38.74 46.57 27.65 18.92 7.83 0.38 46.19 0 .95 45.62 41.39% 3078+00 37.63 35.79 38.79 46.61 27.44 19.17 7.82 0.38 46.23 0 .96 45.65 40.80% 3079+00 37.69 35.83 38.83 46.66 27.37 19.29 7.83 0.39 46.27 0 .96 45.70 40.60% 3080+00 37.75 35.87 38.87 46.71 28.09 18.62 7.84 0.37 46.34 0 .93 45.78 42.10% 3081+00 37.81 35.91 38.91 46.76 29.51 17.25 7.85 0.35 46.41 0 .86 45.90 45.50% 3082+00 37.87 35.95 38.95 46.80 29.84 16.96 7.85 0.34 46.46 0 .85 45.95 46.28% 3083+00 37.92 35.99 38.99 46.85 31.55 15.30 7.86 0.31 46.54 0 .76 46.09 51.38% 3084+00 37.94 36.02 39.02 46.90 35.05 11.85 7.88 0.24 46.66 0 .59 46.31 66.49% 3085+00 37.87 35.97 38.97 46.94 40.74 6.20 7.97 0.12 46.82 0. 31 46.63 128.52% Segment 10 Begins (STA 3085+35), UPRR Crossing 3086+00 38.06 36.12 39.12 46.99 34.39 12.60 7.87 0.25 46.74 0 .63 46.36 62.47% 3087+00 38.06 36.13 39.13 47.04 33.43 13.61 7.91 0.27 46.77 0 .68 46.36 58.13% 3088+00 38.05 36.13 39.13 47.09 33.76 13.33 7.96 0.27 46.82 0 .67 46.42 59.73% Segment 10 Ends (STA 3088+60) 3089+00 38.05 36.13 39.13 47.13 32.07 15.06 8.00 0.30 46.83 0 .75 46.38 53.12% 3090+00 38.04 36.14 39.14 47.18 27.17 20.01 8.04 0.40 46.78 1 .00 46.18 40.17% 3091+00 38.03 36.14 39.14 47.23 27.45 19.78 8.09 0.40 46.83 0 .99 46.24 40.89% 3092+00 38.03 36.14 39.14 47.27 27.39 19.88 8.13 0.40 46.87 0 .99 46.28 40.90% 3093+00 38.02 36.14 39.14 47.32 26.82 20.50 8.18 0.41 46.91 1 .03 46.29 39.90% 3094+00 38.01 36.15 39.15 47.37 26.24 21.13 8.22 0.42 46.95 1 .06 46.31 38.91% 3095+00 38.01 36.15 39.15 47.42 25.76 21.66 8.27 0.43 46.99 1 .08 46.34 38.19% 3096+00 38 36.15 39.15 47.46 25.81 21.65 8.31 0.43 47.03 1.08 46.38 38.38% 3097+00 37.99 36.16 39.16 47.51 26.79 20.72 8.35 0.41 47.10 1 .04 46.47 40.31% 3098+00 37.99 36.16 39.16 47.56 27.46 20.10 8.40 0.40 47.16 1 .00 46.56 41.80% 3099+00 37.98 36.16 39.16 47.60 32.87 14.73 8.44 0.29 47.31 0 .74 46.86 57.30% 3100+00 37.99 36.17 39.17 47.65 29.47 18.18 8.48 0.36 47.29 0 .91 46.74 46.65% 3101+00 38.02 36.2 39.2 47.70 31.29 16.41 8.50 0.33 47.37 0.8 2 46.88 51.81% Business 80 Crossing 3102+00 38.14 36.27 39.27 47.48 33.11 14.37 8.21 0.29 47.20 0 .72 46.76 57.15% 3103+00 38.09 36.22 39.22 46.94 33.96 12.98 7.72 0.26 46.68 0 .65 46.29 59.49% 3104+00 38.12 36.23 39.23 47.15 33.31 13.83 7.92 0.28 46.87 0 .69 46.45 57.22% 3105+00 38.15 36.26 39.26 47.75 33.71 14.04 8.49 0.28 47.47 0 .70 47.05 60.45% 3106+00 38.19 36.29 39.29 48.15 30.24 17.91 8.86 0.36 47.79 0 .90 47.26 49.48% 3107+00 38.22 36.32 39.32 47.92 28.95 18.97 8.60 0.38 47.54 0 .95 46.97 45.31% 3108+00 38.25 36.34 39.34 47.30 30.47 16.83 7.96 0.34 46.97 0 .84 46.46 47.32% 3109+00 38.28 36.36 39.36 47.03 30.84 16.19 7.67 0.32 46.71 0 .81 46.22 47.40% 3110+00 38.31 36.38 39.38 47.09 31.99 15.10 7.71 0.30 46.79 0 .76 46.34 51.06% 3111+00 38.34 36.4 39.4 47.19 34.98 12.21 7.79 0.24 46.95 0.6 1 46.58 63.83% 3112+00 38.37 36.42 39.42 47.64 36.20 11.44 8.22 0.23 47.41 0 .57 47.07 71.87% 3113+00 38.41 36.44 39.44 48.17 29.74 18.43 8.73 0.37 47.80 0 .92 47.25 47.38% 3114+00 38.43 36.45 39.45 48.06 32.66 15.40 8.61 0.31 47.75 0 .77 47.29 55.90% 3115+00 38.43 36.45 39.45 47.36 32.50 14.86 7.91 0.30 47.06 0 .74 46.61 53.21% 3116+00 38.43 36.44 39.44 47.00 31.45 15.55 7.56 0.31 46.69 0 .78 46.22 48.61% 3117+00 38.43 36.44 39.44 46.93 32.92 14.01 7.49 0.28 46.65 0 .70 46.23 53.45% 3118+00 38.44 36.43 39.43 47.14 34.18 12.95 7.71 0.26 46.88 0 .65 46.49 59.50% 3119+00 38.44 36.43 39.43 47.25 35.37 11.88 7.82 0.24 47.01 0 .59 46.66 65.83% 3120+00 38.44 36.43 39.43 47.83 35.04 12.79 8.40 0.26 47.58 0 .64 47.20 65.71% 3121+00 38.44 36.42 39.42 47.79 33.96 13.83 8.37 0.28 47.51 0 .69 47.10 60.52% 3122+00 38.44 36.42 39.42 48.19 36.11 12.08 8.77 0.24 47.94 0 .60 47.58 72.58% 3123+00 38.45 36.42 39.42 48.36 36.80 11.56 8.94 0.23 48.13 0 .58 47.78 77.35% 3124+00 38.5 36.46 39.46 48.52 37.17 11.35 9.06 0.23 48.29 0. 57 47.95 79.82% 3125+00 38.57 36.53 39.53 48.85 37.55 11.30 9.32 0.23 48.62 0 .56 48.28 82.45% 3126+00 38.64 36.59 39.59 49.06 45.45 3.62 9.47 0.07 48.99 0. 18 48.88 261.96% 3127+00 38.71 36.66 39.66 49.11 44.60 4.52 9.45 0.09 49.02 0. 23 48.89 209.31% 3128+00 38.78 36.73 39.73 49.55 34.88 14.67 9.82 0.29 49.26 0 .73 48.82 66.93% 3129+00 38.85 36.79 39.79 50.32 34.81 15.51 10.53 0.31 50.01 0.78 49.55 67.90% 3130+00 38.92 36.86 39.86 51.31 39.91 11.39 11.45 0.23 51.08 0.57 50.74 100.46% 3131+00 38.99 36.93 39.93 51.76 47.58 4.18 11.83 0.08 51.67 0 .21 51.55 283.11% 3132+00 39.06 36.99 39.99 51.42 40.00 11.42 11.43 0.23 51.19 0.57 50.85 100.09% Estimated Landsi de Toe Used due to Landside High Ground (52.29ft) 3133+00 39.1 37.03 40.03 51.08 40.00 11.08 11.05 0.22 50.86 0.55 50.53 99.73% Estimated Landsid e Toe Used due to Landside High Ground (51.55ft) 3134+00 39.14 37.05 40.05 49.84 41.72 8.12 9.79 0.16 49.68 0. 41 49.44 120.57% 3135+00 39.17 37.07 40.07 48.36 34.83 13.53 8.29 0.27 48.09 0 .68 47.68 61.26% 3136+00 39.2 37.1 40.1 48.13 35.95 12.18 8.03 0.24 47.89 0.61 47.52 65.94% 3137+00 39.23 37.12 40.12 48.32 35.14 13.18 8.20 0.26 48.05 0 .66 47.66 62.20% 3138+00 39.27 37.15 40.15 48.44 34.43 14.01 8.29 0.28 48.16 0 .70 47.74 59.19% 3139+00 39.3 37.18 40.18 48.23 34.74 13.49 8.05 0.27 47.96 0. 67 47.56 59.69% 3140+00 39.34 37.21 40.21 48.11 34.22 13.89 7.90 0.28 47.83 0 .69 47.42 56.87% 3141+00 39.39 37.25 40.25 48.51 34.70 13.81 8.26 0.28 48.23 0 .69 47.82 59.80% 3142+00 39.43 37.28 40.28 48.13 34.63 13.50 7.85 0.27 47.86 0 .67 47.45 58.13% 3143+00 39.47 37.31 40.31 48.05 35.90 12.15 7.74 0.24 47.81 0 .61 47.45 63.73% Levee
Station DWSE 10yr WSE IRDE (10yr WSE
+ 3 feet)
TOL
Elevation
Landside Toe
Point Elevations
(2024 Psomas)
Levee Height Freeboard Above
IRDE
2% of Levee
Height
Elevation of 2% of
Levee Height
5% of Levee
Height
Elevation of 5% of
Levee Height
Freeboard above
IRDE as % of Levee
Height
(feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (fe et) (feet) (feet) (feet) (feet) Location
Table A-1: American River North Levee Elevations (February 2024) 3144+00 39.51 37.35 40.35 48.32 35.96 12.35 7.97 0.25 48.07 0 .62 47.70 64.49% 3145+00 39.55 37.38 40.38 48.62 34.46 14.17 8.24 0.28 48.34 0 .71 47.91 58.18% 3146+00 39.59 37.41 40.41 48.90 34.25 14.65 8.49 0.29 48.61 0 .73 48.17 57.94% 3147+00 39.63 37.45 40.45 49.66 35.42 14.24 9.21 0.28 49.37 0 .71 48.95 64.67% 3148+00 39.67 37.49 40.49 49.72 34.92 14.80 9.23 0.30 49.42 0 .74 48.98 62.35% 3149+00 39.72 37.55 40.55 49.90 37.52 12.37 9.35 0.25 49.65 0 .62 49.28 75.55% 3150+00 39.77 37.6 40.6 49.58 42.94 6.64 8.98 0.13 49.45 0.33 49.25 135.34% 3151+00 39.82 37.66 40.66 49.11 43.00 6.11 8.45 0.12 48.98 0.31 48.80 138.32% Estimated Landside Toe Used due to Landside High Ground (48.62ft) 3152+00 39.87 37.71 40.71 48.92 43.00 5.92 8.21 0.12 48.80 0.30 48.62 138.71% Estimated Landside Toe Used due to Landside High Ground (48.68ft) 3153+00 39.92 37.77 40.77 48.55 43.00 5.55 7.78 0.11 48.44 0.28 48.27 140.18% Estimated Landside Toe Used due to Landside High Ground (48.32ft) 3154+00 39.96 37.82 40.82 48.39 43.00 5.39 7.57 0.11 48.28 0.27 48.12 140.43% Estimated Landside Toe Used due to Landside High Ground (48.32ft) 3155+00 40.01 37.88 40.88 47.82 43.00 4.82 6.94 0.10 47.72 0.24 47.58 143.97% Estimated Landside Toe Used due to Landside High Ground (46.47ft) 3156+00 40.06 37.93 40.93 46.96 39.84 7.12 6.03 0.14 46.82 0. 36 46.60 84.70% 3157+00 40.11 37.99 40.99 46.45 36.26 10.19 5.46 0.20 46.24 0 .51 45.94 53.55% 3158+00 40.13 38 41 45.90 35.55 10.35 4.90 0.21 45.69 0.52 45. 38 47.33% 3159+00 40.15 38.01 41.01 45.95 35.44 10.51 4.94 0.21 45.74 0 .53 45.43 47.03% 3160+00 40.16 38.02 41.02 45.89 36.15 9.74 4.87 0.19 45.70 0. 49 45.41 50.02% 3161+00 40.18 38.03 41.03 45.95 36.89 9.06 4.92 0.18 45.77 0. 45 45.50 54.32% 3162+00 40.19 38.04 41.04 45.85 37.66 8.19 4.81 0.16 45.68 0. 41 45.44 58.70% 3163+00 40.21 38.05 41.05 45.80 39.13 6.67 4.75 0.13 45.66 0. 33 45.46 71.18% 3164+00 40.22 38.06 41.06 45.61 39.29 6.31 4.55 0.13 45.48 0. 32 45.29 72.02% 3165+00 40.24 38.06 41.06 45.71 39.96 5.75 4.65 0.12 45.59 0. 29 45.42 80.80% 3166+00 40.25 38.07 41.07 45.82 39.79 6.03 4.75 0.12 45.70 0. 30 45.52 78.82% 3167+00 40.27 38.08 41.08 46.07 39.62 6.46 4.99 0.13 45.94 0. 32 45.75 77.31% Segment 13 Begins (3167+50) 3168+00 40.28 38.09 41.09 46.16 39.89 6.27 5.07 0.13 46.03 0. 31 45.85 80.83% 3169+00 40.32 38.11 41.11 46.26 40.41 5.85 5.15 0.12 46.14 0. 29 45.97 87.98% 3170+00 40.39 38.15 41.15 46.61 40.91 5.69 5.46 0.11 46.49 0. 28 46.32 95.84% 3171+00 40.45 38.18 41.18 46.72 41.44 5.28 5.54 0.11 46.61 0. 26 46.45 104.84% 3172+00 40.51 38.21 41.21 46.52 41.59 4.93 5.31 0.10 46.42 0. 25 46.27 107.72% 3173+00 40.58 38.25 41.25 46.60 42.28 4.32 5.35 0.09 46.52 0. 22 46.39 123.84% 3174+00 40.64 38.28 41.28 46.78 37.71 9.07 5.50 0.18 46.59 0. 45 46.32 60.59% 3175+00 40.71 38.32 41.32 46.73 42.79 3.94 5.41 0.08 46.65 0. 20 46.54 137.34% 3176+00 40.77 38.35 41.35 46.63 40.14 6.49 5.28 0.13 46.50 0. 32 46.30 81.36% 3177+00 40.83 38.39 41.39 46.58 32.22 14.36 5.19 0.29 46.30 0 .72 45.86 36.17% 3178+00 40.9 38.42 41.42 46.28 38.00 8.28 4.86 0.17 46.11 0.41 45.86 58.67% Estimated Landside Toe Used due to Landside High Ground (45.21ft) 3179+00 40.96 38.45 41.45 46.41 38.00 8.41 4.96 0.17 46.24 0.42 45.99 58.99% Estimated Landside Toe Used due to Landside High Ground (46.10ft) 3180+00 41.02 38.49 41.49 47.11 38.00 9.11 5.62 0.18 46.93 0.46 46.66 61.70% Estimated Landside Toe Used due to Landside High Ground (46.38ft) 3181+00 41.05 38.51 41.51 47.29 39.14 8.15 5.78 0.16 47.13 0. 41 46.88 70.89% 3182+00 41.07 38.53 41.53 47.70 41.29 6.41 6.17 0.13 47.57 0. 32 47.38 96.22% 3183+00 41.1 38.55 41.55 47.19 36.87 10.32 5.64 0.21 46.98 0. 52 46.67 54.63% 3184+00 41.12 38.58 41.58 46.97 37.45 9.52 5.39 0.19 46.78 0. 48 46.49 56.63% 3185+00 41.15 38.6 41.6 46.79 36.96 9.83 5.19 0.20 46.59 0.49 46.30 52.77% 3186+00 41.17 38.62 41.62 46.53 36.80 9.73 4.91 0.19 46.34 0. 49 46.04 50.48% 3187+00 41.19 38.65 41.65 46.41 37.18 9.23 4.76 0.18 46.22 0. 46 45.94 51.55% 3188+00 41.22 38.67 41.67 46.59 37.56 9.03 4.92 0.18 46.41 0. 45 46.14 54.48% 3189+00 41.24 38.69 41.69 46.81 37.97 8.84 5.12 0.18 46.64 0. 44 46.37 57.97% 3190+00 41.27 38.71 41.71 46.72 37.79 8.92 5.01 0.18 46.54 0. 45 46.27 56.09% 3191+00 41.29 38.74 41.74 46.93 38.09 8.84 5.19 0.18 46.75 0. 44 46.49 58.72% 3192+00 41.31 38.76 41.76 46.59 41.24 5.34 4.83 0.11 46.48 0. 27 46.32 90.35% 3193+00 41.3 38.78 41.78 46.83 39.51 7.32 5.05 0.15 46.69 0.3 7 46.47 68.97% 3194+00 41.3 38.81 41.81 47.08 38.76 8.32 5.27 0.17 46.91 0.4 2 46.66 63.33% 3195+00 41.29 38.83 41.83 47.06 40.27 6.79 5.23 0.14 46.92 0. 34 46.72 77.02% 3196+00 41.28 38.85 41.85 46.88 40.88 6.00 5.03 0.12 46.76 0. 30 46.58 83.85% 3197+00 41.28 38.88 41.88 46.81 39.58 7.23 4.93 0.14 46.66 0. 36 46.45 68.16% 3198+00 41.27 38.9 41.9 46.86 40.34 6.52 4.96 0.13 46.73 0.33 46.53 76.06% 3199+00 41.27 38.92 41.92 46.42 40.29 6.13 4.50 0.12 46.30 0. 31 46.12 73.43% 3200+00 41.26 38.95 41.95 46.78 39.16 7.62 4.83 0.15 46.63 0. 38 46.40 63.43% 3201+00 41.25 38.97 41.97 46.87 39.75 7.12 4.90 0.14 46.73 0. 36 46.51 68.83% 3202+00 41.25 38.99 41.99 46.73 43.01 3.72 4.74 0.07 46.66 0. 19 46.55 127.42% 3203+00 41.22 38.97 41.97 46.55 38.88 7.67 4.58 0.15 46.40 0. 38 46.17 59.72% 3204+00 41.19 38.95 41.95 46.47 38.79 7.69 4.52 0.15 46.32 0. 38 46.09 58.84% 3205+00 41.15 38.93 41.93 46.60 38.86 7.74 4.67 0.15 46.44 0. 39 46.21 60.30% 3206+00 41.12 38.91 41.91 46.48 38.93 7.56 4.57 0.15 46.33 0. 38 46.11 60.52% 3207+00 41.09 38.89 41.89 46.38 39.18 7.20 4.49 0.14 46.23 0. 36 46.02 62.34% 3208+00 41.06 38.87 41.87 46.33 39.30 7.04 4.46 0.14 46.19 0. 35 45.98 63.46% 3209+00 41.03 38.85 41.85 46.41 39.51 6.91 4.56 0.14 46.28 0. 35 46.07 66.09% 3210+00 41 38.83 41.83 46.66 39.46 7.20 4.83 0.14 46.52 0.36 4 6.30 67.10% 3211+00 40.97 38.81 41.81 46.94 39.79 7.15 5.13 0.14 46.79 0. 36 46.58 71.72% 3212+00 40.94 38.79 41.79 47.30 39.54 7.76 5.51 0.16 47.14 0. 39 46.91 70.97% 3213+00 40.92 38.78 41.78 47.20 39.91 7.29 5.42 0.15 47.05 0. 36 46.83 74.30% 3214+00 41.03 38.89 41.89 46.83 42.17 4.66 4.94 0.09 46.74 0. 23 46.60 106.08% 3215+00 41.15 38.99 41.99 47.00 38.52 8.48 5.01 0.17 46.83 0. 42 46.58 59.11% Levee
Station DWSE 10yr WSE IRDE (10yr WSE
+ 3 feet)
TOL
Elevation
Landside Toe
Point Elevations
(2024 Psomas)
Levee Height Freeboard Above
IRDE
2% of Levee
Height
Elevation of 2% of
Levee Height
5% of Levee
Height
Elevation of 5% of
Levee Height
Freeboard above
IRDE as % of Levee
Height
(feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (fe et) (feet) (feet) (feet) (feet) Location
Table A-1: American River North Levee Elevations (February 2024) 3216+00 41.26 39.1 42.1 46.97 36.90 10.07 4.87 0.20 46.77 0.5 0 46.47 48.40% 3217+00 41.38 39.21 42.21 46.90 36.68 10.22 4.69 0.20 46.69 0 .51 46.39 45.89% 3218+00 41.49 39.32 42.32 47.03 37.09 9.94 4.71 0.20 46.83 0. 50 46.53 47.37% 3219+00 41.6 39.4 42.4 47.16 37.70 9.46 4.76 0.19 46.97 0.47 4 6.68 50.31% 3220+00 41.69 39.46 42.46 47.24 37.93 9.31 4.78 0.19 47.05 0. 47 46.77 51.33% 3221+00 41.79 39.53 42.53 47.32 38.73 8.59 4.79 0.17 47.15 0. 43 46.89 55.80% 3222+00 41.89 39.6 42.6 47.26 38.67 8.59 4.66 0.17 47.09 0.43 46.83 54.25% 3223+00 41.99 39.67 42.67 47.12 37.49 9.63 4.45 0.19 46.93 0. 48 46.64 46.24% 3224+00 42.09 39.76 42.76 47.38 37.01 10.36 4.62 0.21 47.17 0 .52 46.86 44.55% 3225+00 42.2 39.85 42.85 47.55 37.22 10.33 4.70 0.21 47.35 0. 52 47.04 45.53% 3226+00 42.3 39.94 42.94 47.80 38.03 9.77 4.86 0.20 47.60 0.4 9 47.31 49.76% 3227+00 42.41 40.03 43.03 47.88 36.59 11.29 4.85 0.23 47.65 0 .56 47.31 42.93% 3228+00 42.46 40.07 43.07 47.46 36.31 11.15 4.39 0.22 47.23 0 .56 46.90 39.35% 3229+00 42.47 40.09 43.09 47.40 37.14 10.26 4.31 0.21 47.19 0 .51 46.88 41.99% 3230+00 42.49 40.12 43.12 47.77 37.75 10.02 4.65 0.20 47.57 0 .50 47.27 46.42% 3231+00 42.5 40.14 43.14 47.83 36.80 11.03 4.69 0.22 47.61 0. 55 47.27 42.49% 3232+00 42.52 40.16 43.16 47.79 37.88 9.90 4.63 0.20 47.59 0. 50 47.29 46.73% 3233+00 42.54 40.2 43.2 48.04 37.52 10.52 4.84 0.21 47.83 0.5 3 47.51 45.98% 3234+00 42.58 40.26 43.26 48.14 37.40 10.74 4.88 0.21 47.92 0 .54 47.60 45.45% 3235+00 42.61 40.32 43.32 48.06 37.05 11.01 4.74 0.22 47.84 0 .55 47.51 43.03% 3236+00 42.64 40.37 43.37 48.09 37.87 10.22 4.72 0.20 47.89 0 .51 47.58 46.22% 3237+00 42.69 40.43 43.43 48.27 37.59 10.69 4.84 0.21 48.06 0 .53 47.74 45.31% 3238+00 42.75 40.5 43.5 48.10 37.17 10.93 4.60 0.22 47.88 0.5 5 47.55 42.08% Cross Section 3239+00 42.82 40.57 43.57 47.94 35.53 12.41 4.37 0.25 47.69 0 .62 47.32 35.23% 3240+00 42.88 40.63 43.63 48.92 37.73 11.19 5.29 0.22 48.69 0 .56 48.36 47.25% 3241+00 43.04 40.77 43.77 48.74 40.42 8.32 4.97 0.17 48.57 0. 42 48.32 59.74% H Street Bridge 3242+00 42.84 40.65 43.65 47.86 37.68 10.18 4.21 0.20 47.66 0 .51 47.35 41.38% 3243+00 42.99 40.74 43.74 47.85 40.40 7.44 4.11 0.15 47.70 0. 37 47.48 55.18% 3244+00 43.14 40.84 43.84 48.27 37.94 10.33 4.43 0.21 48.06 0 .52 47.75 42.86% 3245+00 43.29 40.93 43.93 48.43 37.04 11.39 4.50 0.23 48.20 0 .57 47.86 39.47% 3246+00 43.45 41.03 44.03 48.39 37.25 11.14 4.36 0.22 48.17 0 .56 47.84 39.17% 3247+00 43.5 41.07 44.07 48.59 37.06 11.53 4.52 0.23 48.36 0. 58 48.01 39.20% 3248+00 43.55 41.11 44.11 48.97 37.34 11.64 4.86 0.23 48.74 0 .58 48.39 41.78% 3249+00 43.6 41.15 44.15 49.07 37.42 11.65 4.92 0.23 48.83 0. 58 48.48 42.19% 3250+00 43.65 41.19 44.19 49.44 38.44 11.00 5.25 0.22 49.22 0 .55 48.89 47.71% 3251+00 43.66 41.2 44.2 49.36 38.79 10.57 5.16 0.21 49.15 0.5 3 48.83 48.83% 3252+00 43.64 41.18 44.18 49.36 39.63 9.73 5.18 0.19 49.16 0. 49 48.87 53.23% 3253+00 43.62 41.17 44.17 49.51 39.21 10.30 5.34 0.21 49.30 0 .51 48.99 51.82% 3254+00 43.6 41.15 44.15 49.70 39.26 10.44 5.55 0.21 49.49 0. 52 49.17 53.14% 3255+00 43.6 41.15 44.15 49.80 39.34 10.46 5.65 0.21 49.59 0. 52 49.27 53.98% 3256+00 43.63 41.17 44.17 49.83 39.27 10.55 5.66 0.21 49.62 0 .53 49.30 53.60% 3257+00 43.66 41.18 44.18 49.81 39.46 10.35 5.63 0.21 49.60 0 .52 49.29 54.38% 3258+00 43.69 41.2 44.2 49.79 39.70 10.09 5.59 0.20 49.59 0.5 0 49.28 55.39% 3259+00 43.73 41.22 44.22 50.07 39.85 10.23 5.85 0.20 49.87 0 .51 49.56 57.23% 3260+00 43.77 41.24 44.24 49.87 40.02 9.85 5.63 0.20 49.67 0. 49 49.38 57.16% 3261+00 43.83 41.28 44.28 50.16 40.28 9.88 5.88 0.20 49.96 0. 49 49.66 59.48% 3262+00 43.89 41.31 44.31 50.27 40.28 9.99 5.96 0.20 50.07 0. 50 49.77 59.65% 3263+00 43.95 41.35 44.35 50.17 40.54 9.62 5.82 0.19 49.97 0. 48 49.69 60.45% 3264+00 44.01 41.39 44.39 51.58 42.33 9.25 7.19 0.19 51.39 0. 46 51.11 77.68% 3265+00 44.32 41.62 44.62 51.71 43.82 7.89 7.09 0.16 51.55 0. 39 51.31 89.81% Guy West Bridge 3266+00 44.41 41.68 44.68 50.68 42.66 8.03 6.00 0.16 50.52 0. 40 50.28 74.79% 3267+00 44.5 41.74 44.74 50.65 42.34 8.30 5.91 0.17 50.48 0.4 2 50.23 71.11% 3268+00 44.59 41.8 44.8 50.63 42.42 8.21 5.83 0.16 50.46 0.41 50.22 70.99% 3269+00 44.67 41.86 44.86 50.61 43.21 7.40 5.75 0.15 50.47 0. 37 50.24 77.72% 3270+00 44.76 41.92 44.92 50.75 42.51 8.24 5.83 0.16 50.59 0. 41 50.34 70.77% 3271+00 44.85 41.98 44.98 51.04 42.15 8.89 6.06 0.18 50.86 0. 44 50.60 68.21% 3272+00 44.96 42.07 45.07 50.93 42.64 8.29 5.86 0.17 50.77 0. 41 50.52 70.74% 3273+00 45.1 42.18 45.18 51.20 42.20 8.99 6.02 0.18 51.02 0.4 5 50.75 66.89% 3274+00 45.23 42.29 45.29 51.33 42.01 9.32 6.04 0.19 51.14 0. 47 50.86 64.79% 3275+00 45.13 42.21 45.21 51.56 42.31 9.25 6.35 0.18 51.38 0. 46 51.10 68.69% 3276+00 45.34 42.36 45.36 51.82 42.27 9.54 6.46 0.19 51.63 0. 48 51.34 67.67% 3277+00 45.61 42.58 45.58 51.73 42.26 9.46 6.15 0.19 51.54 0. 47 51.26 64.97% 3278+00 45.68 42.64 45.64 51.65 42.53 9.11 6.01 0.18 51.46 0. 46 51.19 65.92% 3279+00 45.75 42.69 45.69 51.75 43.03 8.73 6.06 0.17 51.58 0. 44 51.32 69.47% 3280+00 45.81 42.74 45.74 51.94 42.56 9.38 6.20 0.19 51.75 0. 47 51.47 66.12% 3281+00 45.83 42.76 45.76 52.08 42.50 9.58 6.32 0.19 51.89 0. 48 51.60 65.97% 3282+00 45.85 42.77 45.77 52.37 42.48 9.90 6.60 0.20 52.18 0. 49 51.88 66.74% 3283+00 45.87 42.79 45.79 52.26 43.53 8.73 6.47 0.17 52.08 0. 44 51.82 74.07% 3284+00 45.89 42.8 45.8 52.65 42.94 9.70 6.85 0.19 52.45 0.49 52.16 70.55% 3285+00 45.91 42.82 45.82 52.64 43.42 9.22 6.82 0.18 52.46 0. 46 52.18 74.01% 3286+00 45.93 42.83 45.83 52.72 43.81 8.91 6.89 0.18 52.54 0. 45 52.27 77.32% 3287+00 45.95 42.85 45.85 52.86 43.94 8.93 7.01 0.18 52.69 0. 45 52.42 78.58% Levee
Station DWSE 10yr WSE IRDE (10yr WSE
+ 3 feet)
TOL
Elevation
Landside Toe
Point Elevations
(2024 Psomas)
Levee Height Freeboard Above
IRDE
2% of Levee
Height
Elevation of 2% of
Levee Height
5% of Levee
Height
Elevation of 5% of
Levee Height
Freeboard above
IRDE as % of Levee
Height
(feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (fe et) (feet) (feet) (feet) (feet) Location
Table A-1: American River North Levee Elevations (February 2024) 3288+00 45.99 42.88 45.88 52.91 43.84 9.07 7.03 0.18 52.73 0. 45 52.46 77.52% 3289+00 46.06 42.93 45.93 53.02 44.73 8.29 7.09 0.17 52.86 0. 41 52.61 85.52% 3290+00 46.13 42.99 45.99 53.23 45.13 8.10 7.24 0.16 53.07 0. 40 52.83 89.44% 3291+00 46.2 43.04 46.04 53.13 44.76 8.37 7.09 0.17 52.96 0.4 2 52.71 84.71% 3292+00 46.27 43.09 46.09 52.68 44.15 8.53 6.59 0.17 52.51 0. 43 52.25 77.26% 3293+00 46.34 43.15 46.15 52.61 42.39 10.21 6.46 0.20 52.40 0 .51 52.10 63.21% 3294+00 46.32 43.13 46.13 53.58 43.85 9.73 7.45 0.19 53.39 0. 49 53.09 76.56% 3295+00 46.31 43.12 46.12 53.82 49.44 4.38 7.70 0.09 53.73 0. 22 53.60 175.89% Howe Ave. Bridge 3296+00 46.36 43.17 46.17 53.13 46.78 6.36 6.96 0.13 53.01 0. 32 52.82 109.53% 3297+00 46.4 43.22 46.22 53.08 44.25 8.83 6.86 0.18 52.90 0.4 4 52.63 77.65% 3298+00 46.45 43.27 46.27 53.24 44.22 9.02 6.97 0.18 53.06 0. 45 52.79 77.28% 3299+00 46.49 43.32 46.32 53.15 44.19 8.97 6.83 0.18 52.97 0. 45 52.70 76.21% 3300+00 46.56 43.38 46.38 52.98 44.67 8.31 6.60 0.17 52.82 0. 42 52.57 79.43% 3301+00 46.65 43.44 46.44 53.10 44.16 8.94 6.66 0.18 52.92 0. 45 52.66 74.52% 3302+00 46.74 43.51 46.51 53.25 44.20 9.05 6.74 0.18 53.07 0. 45 52.80 74.47% 3303+00 46.82 43.57 46.57 53.06 44.51 8.55 6.49 0.17 52.89 0. 43 52.63 75.89% 3304+00 46.91 43.63 46.63 53.17 44.45 8.72 6.54 0.17 53.00 0. 44 52.73 75.02% 3305+00 46.95 43.67 46.67 53.25 44.23 9.02 6.58 0.18 53.07 0. 45 52.79 72.92% 3306+00 46.98 43.7 46.7 53.15 43.98 9.17 6.45 0.18 52.96 0.46 52.69 70.33% Segment 13 Ends (3306+00) 3307+00 47.01 43.73 46.73 53.15 43.68 9.46 6.42 0.19 52.96 0. 47 52.67 67.79% 3308+00 47.04 43.76 46.76 53.16 44.18 8.98 6.40 0.18 52.98 0. 45 52.71 71.26% 3309+00 47.08 43.79 46.79 53.22 44.42 8.80 6.43 0.18 53.04 0. 44 52.78 73.09% 3310+00 47.11 43.82 46.82 53.44 44.84 8.59 6.62 0.17 53.26 0. 43 53.01 76.97% 3311+00 47.15 43.85 46.85 53.44 44.95 8.49 6.59 0.17 53.27 0. 42 53.02 77.64% 3312+00 47.19 43.88 46.88 53.34 45.00 8.34 6.46 0.17 53.17 0. 42 52.92 77.44% 3313+00 47.23 43.92 46.92 53.46 44.01 9.45 6.54 0.19 53.27 0. 47 52.98 69.16% 3314+00 47.27 43.95 46.95 53.56 43.93 9.63 6.61 0.19 53.37 0. 48 53.08 68.65% 3315+00 47.31 43.98 46.98 53.57 44.38 9.19 6.59 0.18 53.38 0. 46 53.11 71.69% 3316+00 47.32 43.99 46.99 53.58 44.30 9.28 6.59 0.19 53.39 0. 46 53.11 71.03% 3317+00 47.33 43.99 46.99 53.61 44.72 8.88 6.62 0.18 53.43 0. 44 53.16 74.48% 3318+00 47.33 44 47 53.62 44.24 9.38 6.62 0.19 53.43 0.47 53.1 5 70.61% 3319+00 47.34 44.01 47.01 53.62 44.93 8.69 6.61 0.17 53.45 0. 43 53.19 76.08% 3320+00 47.35 44.01 47.01 53.67 44.08 9.58 6.66 0.19 53.47 0. 48 53.19 69.46% 3321+00 47.34 44.01 47.01 53.83 44.21 9.62 6.82 0.19 53.64 0. 48 53.35 70.91% 3322+00 47.33 44 47 53.97 43.82 10.16 6.97 0.20 53.77 0.51 53. 47 68.67% 3323+00 47.32 44 47 53.94 43.99 9.94 6.94 0.20 53.74 0.50 53.4 4 69.75% 3324+00 47.31 43.99 46.99 54.24 44.36 9.89 7.25 0.20 54.05 0. 49 53.75 73.36% 3325+00 47.3 43.99 46.99 54.33 45.30 9.03 7.34 0.18 54.15 0.4 5 53.88 81.29% 3326+00 47.3 43.98 46.98 54.27 46.11 8.16 7.29 0.16 54.11 0.4 1 53.86 89.37% 3327+00 47.32 44 47 54.27 44.81 9.46 7.27 0.19 54.08 0.47 53.8 0 76.85% 3328+00 47.33 44.01 47.01 54.40 43.74 10.66 7.39 0.21 54.18 0 .53 53.86 69.30% 3329+00 47.35 44.03 47.03 54.49 43.98 10.51 7.46 0.21 54.28 0 .53 53.97 70.96% 3330+00 47.36 44.04 47.04 54.47 43.90 10.58 7.43 0.21 54.26 0 .53 53.95 70.29% 3331+00 47.36 44.04 47.04 54.48 43.67 10.80 7.44 0.22 54.26 0 .54 53.94 68.85% 3332+00 47.36 44.05 47.05 54.56 43.37 11.19 7.51 0.22 54.34 0 .56 54.00 67.13% 3333+00 47.37 44.05 47.05 54.35 43.33 11.02 7.30 0.22 54.13 0 .55 53.80 66.22% 3334+00 47.39 44.07 47.07 54.43 43.52 10.91 7.36 0.22 54.21 0 .55 53.88 67.43% 3335+00 47.42 44.1 47.1 54.64 44.09 10.55 7.54 0.21 54.43 0.5 3 54.12 71.49% 3336+00 47.45 44.13 47.13 54.88 44.42 10.46 7.75 0.21 54.67 0 .52 54.36 74.07% 3337+00 47.49 44.16 47.16 55.26 44.59 10.67 8.10 0.21 55.05 0 .53 54.73 75.93% 3338+00 47.52 44.19 47.19 55.41 46.24 9.18 8.22 0.18 55.23 0. 46 54.96 89.63% 3339+00 47.5 44.17 47.17 55.10 45.39 9.72 7.93 0.19 54.91 0.4 9 54.62 81.65% 3340+00 47.47 44.15 47.15 54.79 45.56 9.23 7.64 0.18 54.61 0. 46 54.33 82.78% 3341+00 47.45 44.14 47.14 54.86 45.22 9.64 7.72 0.19 54.67 0. 48 54.38 80.09% 3342+00 47.42 44.12 47.12 55.03 45.44 9.59 7.91 0.19 54.84 0. 48 54.56 82.53% 3343+00 47.41 44.11 47.11 55.22 45.27 9.95 8.11 0.20 55.02 0. 50 54.72 81.52% 3344+00 47.47 44.16 47.16 55.28 45.35 9.93 8.12 0.20 55.08 0. 50 54.78 81.75% 3345+00 47.53 44.21 47.21 55.23 45.87 9.36 8.02 0.19 55.05 0. 47 54.76 85.71% 3346+00 47.58 44.26 47.26 55.21 44.58 10.64 7.95 0.21 55.00 0 .53 54.68 74.78% 3347+00 47.64 44.31 47.31 55.21 44.32 10.88 7.90 0.22 54.99 0 .54 54.66 72.57% 3348+00 47.7 44.36 47.36 55.11 44.57 10.54 7.75 0.21 54.90 0. 53 54.58 73.49% 3349+00 47.76 44.41 47.41 55.09 45.00 10.08 7.68 0.20 54.89 0 .50 54.58 76.14% 3350+00 47.81 44.46 47.46 55.37 44.53 10.84 7.91 0.22 55.16 0 .54 54.83 72.99% 3351+00 47.86 44.5 47.5 55.75 44.54 11.21 8.25 0.22 55.53 0.5 6 55.19 73.58% 3352+00 47.92 44.55 47.55 55.93 44.07 11.86 8.38 0.24 55.69 0 .59 55.34 70.64% 3353+00 47.97 44.59 47.59 55.77 43.78 11.99 8.18 0.24 55.53 0 .60 55.17 68.20% 3354+00 48.04 44.65 47.65 55.66 44.29 11.37 8.01 0.23 55.43 0 .57 55.09 70.43% 3355+00 48.11 44.7 47.7 55.57 43.99 11.58 7.87 0.23 55.34 0.5 8 54.99 67.95% 3356+00 48.18 44.75 47.75 55.52 44.03 11.49 7.77 0.23 55.29 0 .57 54.95 67.63% 3357+00 48.25 44.81 47.81 55.69 43.52 12.17 7.88 0.24 55.44 0 .61 55.08 64.73% 3358+00 48.32 44.86 47.86 55.54 43.47 12.07 7.68 0.24 55.29 0 .60 54.93 63.60% 3359+00 48.39 44.92 47.92 55.43 43.17 12.26 7.51 0.25 55.18 0 .61 54.81 61.23% Levee
Station DWSE 10yr WSE IRDE (10yr WSE
+ 3 feet)
TOL
Elevation
Landside Toe
Point Elevations
(2024 Psomas)
Levee Height Freeboard Above
IRDE
2% of Levee
Height
Elevation of 2% of
Levee Height
5% of Levee
Height
Elevation of 5% of
Levee Height
Freeboard above
IRDE as % of Levee
Height
(feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (fe et) (feet) (feet) (feet) (feet) Location
Table A-1: American River North Levee Elevations (February 2024) 3360+00 48.46 44.97 47.97 55.40 42.86 12.55 7.43 0.25 55.15 0 .63 54.78 59.25% 3361+00 48.53 45.02 48.02 55.68 42.74 12.94 7.66 0.26 55.42 0 .65 55.04 59.21% 3362+00 48.59 45.08 48.08 55.92 43.05 12.87 7.84 0.26 55.66 0 .64 55.28 60.94% 3363+00 48.66 45.13 48.13 55.92 42.57 13.35 7.79 0.27 55.65 0 .67 55.25 58.33% 3364+00 48.7 45.16 48.16 55.80 42.14 13.65 7.64 0.27 55.52 0. 68 55.11 55.93% 3365+00 48.67 45.15 48.15 56.23 42.68 13.55 8.08 0.27 55.96 0 .68 55.55 59.65% 3366+00 48.64 45.13 48.13 56.01 43.15 12.86 7.88 0.26 55.75 0 .64 55.36 61.24% 3367+00 48.61 45.12 48.12 56.05 43.93 12.11 7.93 0.24 55.81 0 .61 55.44 65.44% 3368+00 48.58 45.1 48.1 56.21 44.47 11.75 8.11 0.23 55.98 0.5 9 55.63 69.08% 3369+00 48.55 45.08 48.08 56.37 44.75 11.62 8.29 0.23 56.14 0 .58 55.79 71.37% 3370+00 48.52 45.07 48.07 56.44 45.26 11.19 8.37 0.22 56.22 0 .56 55.88 74.84% 3371+00 48.49 45.05 48.05 56.41 45.44 10.97 8.36 0.22 56.19 0 .55 55.86 76.22% 3372+00 48.47 45.03 48.03 56.43 45.91 10.51 8.40 0.21 56.22 0 .53 55.90 79.88% 3373+00 48.44 45.02 48.02 56.57 48.54 8.04 8.55 0.16 56.41 0. 40 56.17 106.45% 3374+00 48.42 45.02 48.02 57.10 50.41 6.69 9.08 0.13 56.97 0. 33 56.77 135.70% 3375+00 48.54 45.11 48.11 60.21 48.95 11.26 12.10 0.23 59.99 0.56 59.65 107.44% 3376+00 48.59 45.13 48.13 60.17 50.32 9.85 12.04 0.20 59.97 0 .49 59.67 122.23% Watt Ave. Bridge 3377+00 48.67 45.2 48.2 57.88 49.89 7.99 9.68 0.16 57.72 0.40 57.48 121.12% 3378+00 48.75 45.27 48.27 57.66 49.72 7.94 9.39 0.16 57.50 0. 40 57.26 118.25% 3379+00 48.83 45.35 48.35 57.87 50.77 7.10 9.52 0.14 57.72 0. 36 57.51 134.01% 3380+00 48.91 45.42 48.42 57.97 51.78 6.20 9.55 0.12 57.85 0. 31 57.66 154.17% 3381+00 48.99 45.49 48.49 58.20 52.48 5.72 9.71 0.11 58.09 0. 29 57.91 169.79% 3382+00 49.07 45.56 48.56 58.05 52.77 5.28 9.49 0.11 57.94 0. 26 57.79 179.83% 3383+00 49.15 45.63 48.63 57.90 52.58 5.32 9.27 0.11 57.79 0. 27 57.63 174.15% 3384+00 49.23 45.7 48.7 57.75 48.48 9.27 9.05 0.19 57.56 0.46 57.29 97.61% 3385+00 49.3 45.77 48.77 57.60 47.43 10.17 8.83 0.20 57.39 0. 51 57.09 86.82% 3386+00 49.34 45.82 48.82 57.45 46.86 10.58 8.63 0.21 57.24 0 .53 56.92 81.51% 3387+00 49.39 45.87 48.87 57.30 45.72 11.58 8.43 0.23 57.07 0 .58 56.72 72.80% 3388+00 49.43 45.92 48.92 57.16 45.65 11.51 8.24 0.23 56.93 0 .58 56.58 71.59% 3389+00 49.48 45.97 48.97 57.33 49.94 7.39 8.36 0.15 57.19 0. 37 56.96 113.15% 3390+00 49.52 46.02 49.02 57.78 50.17 7.61 8.76 0.15 57.63 0. 38 57.40 115.10% 3391+00 49.57 46.07 49.07 57.91 49.26 8.65 8.84 0.17 57.73 0. 43 57.47 102.18% 3392+00 49.62 46.12 49.12 57.59 49.77 7.81 8.47 0.16 57.43 0. 39 57.20 108.34% 3393+00 49.66 46.17 49.17 57.53 48.30 9.22 8.36 0.18 57.34 0. 46 57.06 90.61% 3394+00 49.71 46.22 49.22 57.78 47.67 10.10 8.56 0.20 57.58 0 .51 57.27 84.70% 3395+00 49.79 46.29 49.29 57.54 47.60 9.94 8.25 0.20 57.34 0. 50 57.04 83.02% 3396+00 49.9 46.39 49.39 57.41 48.21 9.20 8.02 0.18 57.23 0.4 6 56.95 87.19% 3397+00 50.01 46.48 49.48 57.87 48.04 9.83 8.39 0.20 57.67 0. 49 57.38 85.39% 3398+00 50.12 46.57 49.57 57.83 46.99 10.84 8.26 0.22 57.61 0 .54 57.29 76.18% 3399+00 50.22 46.66 49.66 57.54 48.50 9.04 7.88 0.18 57.36 0. 45 57.09 87.15% 3400+00 50.26 46.69 49.69 57.54 47.37 10.17 7.85 0.20 57.33 0 .51 57.03 77.20% 3401+00 50.3 46.72 49.72 57.74 52.35 5.38 8.02 0.11 57.63 0.2 7 57.47 148.86% 3402+00 50.34 46.75 49.75 57.89 47.90 9.99 8.14 0.20 57.69 0. 50 57.39 81.46% 3403+00 50.38 46.78 49.78 58.07 48.93 9.14 8.29 0.18 57.89 0. 46 57.61 90.66% 3404+00 50.4 46.82 49.82 57.79 48.83 8.96 7.97 0.18 57.61 0.4 5 57.34 88.94% 3405+00 50.42 46.87 49.87 57.67 47.98 9.69 7.80 0.19 57.48 0. 48 57.19 80.52% 3406+00 50.44 46.91 49.91 57.68 47.33 10.35 7.77 0.21 57.48 0 .52 57.17 75.10% 3407+00 50.45 46.96 49.96 57.70 47.07 10.62 7.74 0.21 57.48 0 .53 57.17 72.83% 3408+00 50.51 47.02 50.02 57.85 47.90 9.96 7.83 0.20 57.66 0. 50 57.36 78.69% 3409+00 50.58 47.09 50.09 58.01 49.02 8.99 7.92 0.18 57.83 0. 45 57.56 88.10% 3410+00 50.65 47.16 50.16 58.11 49.23 8.89 7.95 0.18 57.94 0. 44 57.67 89.50% 3411+00 50.72 47.22 50.22 58.32 49.84 8.48 8.10 0.17 58.15 0. 42 57.90 95.47% 3412+00 50.79 47.28 50.28 58.38 50.74 7.63 8.10 0.15 58.22 0. 38 58.00 106.09% 3413+00 50.85 47.34 50.34 58.46 50.70 7.76 8.12 0.16 58.30 0. 39 58.07 104.68% 3414+00 50.91 47.4 50.4 58.45 50.60 7.85 8.05 0.16 58.30 0.39 58.06 102.55% 3415+00 50.96 47.46 50.46 58.63 50.52 8.11 8.17 0.16 58.47 0. 41 58.22 100.79% 3416+00 51.02 47.51 50.51 58.54 50.74 7.79 8.03 0.16 58.38 0. 39 58.15 103.01% 3417+00 51.08 47.55 50.55 58.44 50.73 7.71 7.89 0.15 58.29 0. 39 58.06 102.39% 3418+00 51.13 47.59 50.59 58.42 50.59 7.82 7.83 0.16 58.26 0. 39 58.02 100.05% 3419+00 51.18 47.63 50.63 58.48 50.19 8.29 7.85 0.17 58.32 0. 41 58.07 94.70% 3420+00 51.23 47.67 50.67 58.66 49.67 8.99 7.99 0.18 58.48 0. 45 58.21 88.92% 3421+00 51.3 47.72 50.72 58.72 49.57 9.15 8.00 0.18 58.54 0.4 6 58.26 87.42% 3422+00 51.38 47.77 50.77 58.66 49.89 8.77 7.89 0.18 58.48 0. 44 58.22 90.00% 3423+00 51.45 47.82 50.82 58.69 50.19 8.50 7.87 0.17 58.52 0. 42 58.26 92.58% 3424+00 51.53 47.87 50.87 58.79 50.76 8.03 7.92 0.16 58.63 0. 40 58.38 98.57% 3425+00 51.63 47.95 50.95 58.48 54.49 3.98 7.53 0.08 58.40 0. 20 58.28 188.99% 3426+00 51.77 48.05 51.05 58.02 50.73 7.29 6.97 0.15 57.88 0. 36 57.66 95.67% 3427+00 51.9 48.15 51.15 58.43 48.91 9.52 7.28 0.19 58.24 0.4 8 57.96 76.50% 3428+00 52.04 48.26 51.26 58.88 48.18 10.71 7.62 0.21 58.67 0 .54 58.35 71.21% 3429+00 52.13 48.33 51.33 59.18 47.79 11.40 7.85 0.23 58.96 0 .57 58.61 68.90% 3430+00 52.14 48.33 51.33 59.32 48.37 10.95 7.99 0.22 59.10 0 .55 58.77 72.95% 3431+00 52.14 48.33 51.33 59.29 49.07 10.22 7.96 0.20 59.08 0 .51 58.78 77.84% Levee
Station DWSE 10yr WSE IRDE (10yr WSE
+ 3 feet)
TOL
Elevation
Landside Toe
Point Elevations
(2024 Psomas)
Levee Height Freeboard Above
IRDE
2% of Levee
Height
Elevation of 2% of
Levee Height
5% of Levee
Height
Elevation of 5% of
Levee Height
Freeboard above
IRDE as % of Levee
Height
(feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (fe et) (feet) (feet) (feet) (feet) Location
Table A-1: American River North Levee Elevations (February 2024) 3432+00 52.17 48.35 51.35 59.37 49.68 9.68 8.02 0.19 59.17 0. 48 58.88 82.80% 3433+00 52.21 48.39 51.39 59.52 49.33 10.19 8.13 0.20 59.31 0 .51 59.01 79.79% 3434+00 52.26 48.43 51.43 59.52 49.40 10.13 8.09 0.20 59.32 0 .51 59.02 79.92% 3435+00 52.3 48.47 51.47 59.46 49.69 9.77 7.99 0.20 59.26 0.4 9 58.97 81.79% 3436+00 52.34 48.5 51.5 59.24 49.89 9.35 7.74 0.19 59.05 0.47 58.77 82.76% 3437+00 52.39 48.54 51.54 59.31 50.19 9.12 7.77 0.18 59.13 0. 46 58.85 85.19% 3438+00 52.43 48.58 51.58 59.49 50.26 9.22 7.91 0.18 59.30 0. 46 59.02 85.73% 3439+00 52.47 48.62 51.62 59.48 51.04 8.44 7.86 0.17 59.31 0. 42 59.06 93.11% 3440+00 52.52 48.66 51.66 59.55 51.27 8.28 7.89 0.17 59.38 0. 41 59.13 95.32% 3441+00 52.56 48.69 51.69 59.66 50.92 8.75 7.97 0.17 59.49 0. 44 59.23 91.15% 3442+00 52.58 48.71 51.71 59.77 50.77 9.00 8.06 0.18 59.59 0. 45 59.32 89.58% 3443+00 52.6 48.73 51.73 60.02 50.86 9.17 8.29 0.18 59.84 0.4 6 59.57 90.48% 3444+00 52.62 48.75 51.75 60.02 51.07 8.95 8.27 0.18 59.84 0. 45 59.58 92.45% 3445+00 52.64 48.77 51.77 59.94 50.75 9.20 8.17 0.18 59.76 0. 46 59.48 88.87% 3446+00 52.66 48.79 51.79 60.08 50.77 9.31 8.29 0.19 59.90 0. 47 59.62 89.03% 3447+00 52.68 48.8 51.8 60.28 51.10 9.18 8.48 0.18 60.10 0.46 59.82 92.33% 3448+00 52.7 48.82 51.82 60.07 50.74 9.34 8.25 0.19 59.89 0.4 7 59.61 88.39% 3449+00 52.72 48.84 51.84 60.18 50.87 9.31 8.34 0.19 59.99 0. 47 59.71 89.54% 3450+00 52.73 48.86 51.86 60.30 50.93 9.37 8.44 0.19 60.11 0. 47 59.83 90.08% 3451+00 52.75 48.87 51.87 60.39 51.17 9.22 8.52 0.18 60.21 0. 46 59.93 92.40% 3452+00 52.77 48.89 51.89 60.32 51.17 9.15 8.43 0.18 60.14 0. 46 59.87 92.16% 3453+00 52.79 48.91 51.91 60.19 51.17 9.02 8.28 0.18 60.01 0. 45 59.74 91.79% 3454+00 52.81 48.93 51.93 60.26 50.90 9.36 8.33 0.19 60.07 0. 47 59.79 88.96% 3455+00 52.83 48.95 51.95 60.48 50.72 9.77 8.53 0.20 60.29 0. 49 60.00 87.37% 3456+00 52.86 48.97 51.97 60.62 50.65 9.98 8.65 0.20 60.43 0. 50 60.13 86.74% 3457+00 52.88 48.99 51.99 60.81 50.61 10.20 8.82 0.20 60.60 0 .51 60.30 86.45% 3458+00 52.9 49.01 52.01 60.74 50.60 10.14 8.73 0.20 60.54 0. 51 60.24 86.14% Segment 15 Begins (STA 3458+85) 3459+00 52.92 49.04 52.04 60.60 50.35 10.25 8.56 0.20 60.39 0 .51 60.09 83.52% 3460+00 52.95 49.06 52.06 60.69 50.96 9.73 8.63 0.19 60.49 0. 49 60.20 88.71% 3461+00 52.97 49.08 52.08 61.07 52.48 8.59 8.99 0.17 60.90 0. 43 60.64 104.67% 3462+00 52.99 49.1 52.1 61.25 52.94 8.31 9.15 0.17 61.08 0.42 60.84 110.10% 3463+00 53.01 49.12 52.12 61.25 53.10 8.14 9.13 0.16 61.08 0. 41 60.84 112.05% 3464+00 53.04 49.14 52.14 61.24 52.82 8.43 9.10 0.17 61.08 0. 42 60.82 108.06% 3465+00 53.06 49.16 52.16 61.51 53.20 8.31 9.35 0.17 61.34 0. 42 61.09 112.56% 3466+00 53.06 49.17 52.17 61.65 56.17 5.48 9.48 0.11 61.54 0. 27 61.38 172.98% 3467+00 53.05 49.16 52.16 61.54 53.41 8.14 9.38 0.16 61.38 0. 41 61.14 115.30% 3468+00 53.04 49.16 52.16 61.44 54.48 6.96 9.28 0.14 61.31 0. 35 61.10 133.33% 3469+00 53.03 49.15 52.15 61.54 54.01 7.53 9.39 0.15 61.39 0. 38 61.16 124.71% 3470+00 53.02 49.15 52.15 61.78 53.49 8.28 9.63 0.17 61.61 0. 41 61.36 116.24% Cross Section 3471+00 53.01 49.15 52.15 61.62 53.55 8.06 9.47 0.16 61.46 0. 40 61.21 117.42% 3472+00 53 49.14 52.14 61.39 54.03 7.36 9.25 0.15 61.24 0.37 6 1.02 125.67% 3473+00 52.99 49.14 52.14 61.46 54.27 7.18 9.32 0.14 61.31 0. 36 61.10 129.71% 3474+00 52.99 49.14 52.14 61.81 54.30 7.51 9.67 0.15 61.66 0. 38 61.43 128.78% 3475+00 52.99 49.14 52.14 61.82 54.22 7.61 9.68 0.15 61.67 0. 38 61.44 127.29% 3476+00 52.98 49.14 52.14 61.85 54.44 7.41 9.71 0.15 61.70 0. 37 61.48 131.05% 3477+00 52.98 49.14 52.14 61.89 54.75 7.14 9.75 0.14 61.75 0. 36 61.54 136.54% 3478+00 52.98 49.14 52.14 61.91 55.22 6.69 9.77 0.13 61.78 0. 33 61.58 145.95% 3479+00 52.98 49.15 52.15 62.07 55.65 6.42 9.92 0.13 61.94 0. 32 61.75 154.60% 3480+00 52.98 49.15 52.15 62.32 58.78 3.55 10.17 0.07 62.25 0 .18 62.15 286.82% 3481+00 52.97 49.15 52.15 62.86 55.90 6.95 10.71 0.14 62.72 0 .35 62.51 153.98% 3482+00 52.97 49.15 52.15 62.53 55.77 6.76 10.38 0.14 62.39 0 .34 62.19 153.52% Segment 15 Ends (STA 3482+50) 3483+00 52.97 49.15 52.15 61.96 55.98 5.98 9.81 0.12 61.84 0. 30 61.66 164.09% 3484+00 52.98 49.16 52.16 61.75 55.73 6.02 9.59 0.12 61.63 0. 30 61.45 159.27% 3485+00 52.99 49.17 52.17 61.78 55.68 6.10 9.61 0.12 61.66 0. 30 61.47 157.57% 3486+00 53.01 49.18 52.18 61.64 56.11 5.53 9.46 0.11 61.53 0. 28 61.36 171.13% 3487+00 53.02 49.2 52.2 61.85 56.56 5.29 9.65 0.11 61.75 0.26 61.59 182.45% 3488+00 53.03 49.21 52.21 61.98 58.04 3.95 9.77 0.08 61.90 0. 20 61.78 247.61% 3489+00 53.04 49.22 52.22 62.06 58.00 4.06 9.84 0.08 61.98 0.20 61.86 242.36% Estimated Landside Toe Used due to Landside High Ground (61.65ft) 3490+00 53.06 49.23 52.23 62.09 57.21 4.88 9.86 0.10 61.99 0. 24 61.84 202.05% 3491+00 53.07 49.24 52.24 62.01 56.57 5.45 9.77 0.11 61.90 0. 27 61.74 179.46% 3492+00 53.08 49.26 52.26 61.97 56.87 5.09 9.71 0.10 61.87 0. 25 61.71 190.61% 3493+00 53.1 49.27 52.27 62.01 56.47 5.54 9.74 0.11 61.90 0.2 8 61.73 175.80% 3494+00 53.12 49.27 52.27 62.07 56.53 5.54 9.80 0.11 61.96 0. 28 61.79 177.04% 3495+00 53.14 49.28 52.28 62.11 56.99 5.12 9.83 0.10 62.01 0. 26 61.85 191.85% 3496+00 53.17 49.29 52.29 61.99 58.02 3.96 9.70 0.08 61.91 0. 20 61.79 244.61% 3497+00 53.19 49.29 52.29 62.00 57.76 4.24 9.71 0.08 61.92 0. 21 61.79 229.23% 3498+00 53.21 49.3 52.3 61.85 57.84 4.01 9.55 0.08 61.77 0.20 61.65 238.28% 3499+00 53.24 49.31 52.31 61.99 58.07 3.93 9.68 0.08 61.91 0. 20 61.80 246.58% 3500+00 53.26 49.31 52.31 61.94 58.00 3.94 9.63 0.08 61.86 0.20 61.74 244.54% Estimated Landside Toe Used due to Landside High Ground (61.78ft) 3501+00 53.34 49.4 52.4 61.99 57.83 4.16 9.59 0.08 61.91 0.21 61.79 230.48% 3502+00 53.46 49.54 52.54 62.18 59.37 2.82 9.64 0.06 62.13 0. 14 62.04 342.54% 3503+00 53.58 49.68 52.68 62.18 59.08 3.09 9.50 0.06 62.11 0. 15 62.02 307.07% Levee
Station DWSE 10yr WSE IRDE (10yr WSE
+ 3 feet)
TOL
Elevation
Landside Toe
Point Elevations
(2024 Psomas)
Levee Height Freeboard Above
IRDE
2% of Levee
Height
Elevation of 2% of
Levee Height
5% of Levee
Height
Elevation of 5% of
Levee Height
Freeboard above
IRDE as % of Levee
Height
(feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (fe et) (feet) (feet) (feet) (feet) Location
Table A-1: American River North Levee Elevations (February 2024) 3504+00 53.7 49.82 52.82 61.98 58.95 3.03 9.16 0.06 61.92 0.1 5 61.83 302.76% 3505+00 53.72 49.86 52.86 62.21 58.86 3.35 9.35 0.07 62.14 0. 17 62.04 279.30% 3506+00 53.68 49.84 52.84 62.19 59.78 2.40 9.35 0.05 62.14 0. 12 62.07 388.89% 3507+00 53.64 49.83 52.83 62.22 60.16 2.06 9.39 0.04 62.18 0. 10 62.12 456.62% 3508+00 53.61 49.81 52.81 62.30 59.58 2.72 9.49 0.05 62.25 0. 14 62.17 348.69% 3509+00 53.73 49.91 52.91 62.37 60.00 2.37 9.46 0.05 62.32 0.12 62.25 399.59% Estimated Landside Toe Used due to Landside High Ground (61.82ft) 3510+00 53.94 50.06 53.06 62.52 60.00 2.52 9.46 0.05 62.47 0.13 62.39 375.76% Estimated Landside Toe Used due to Landside High Ground (61.22ft) 3511+00 54.15 50.22 53.22 62.70 60.60 2.10 9.48 0.04 62.66 0. 10 62.59 451.42% 3512+00 54.34 50.38 53.38 62.91 60.86 2.05 9.53 0.04 62.87 0. 10 62.81 465.65% 3513+00 54.51 50.55 53.55 63.39 60.96 2.43 9.84 0.05 63.34 0. 12 63.27 405.46% 3514+00 54.67 50.72 53.72 63.86 60.23 3.62 10.14 0.07 63.78 0 .18 63.67 279.67% 3515+00 54.8 50.85 53.85 63.90 59.21 4.69 10.05 0.09 63.80 0. 23 63.66 214.39% 3516+00 54.85 50.89 53.89 63.93 59.76 4.18 10.04 0.08 63.85 0 .21 63.72 240.43% 3517+00 54.9 50.94 53.94 64.16 60.41 3.75 10.22 0.08 64.09 0. 19 63.98 272.55% 3518+00 55.04 51.09 54.09 64.59 60.71 3.88 10.50 0.08 64.51 0 .19 64.40 270.61% 3519+00 55.15 51.21 54.21 64.95 60.52 4.43 10.74 0.09 64.86 0 .22 64.73 242.39% 3520+00 55.21 51.29 54.29 65.32 59.62 5.70 11.03 0.11 65.20 0 .29 65.03 193.45% 3521+00 55.28 51.38 54.38 65.63 58.70 6.93 11.25 0.14 65.49 0 .35 65.28 162.31% 3522+00 55.35 51.45 54.45 65.71 58.44 7.27 11.26 0.15 65.56 0 .36 65.34 154.81% 3523+00 55.4 51.52 54.52 66.09 58.71 7.38 11.57 0.15 65.94 0. 37 65.72 156.84% 3524+00 55.47 51.6 54.6 66.51 59.80 6.72 11.91 0.13 66.38 0.3 4 66.18 177.41% 3525+00 55.47 51.63 54.63 66.40 59.27 7.13 11.77 0.14 66.26 0 .36 66.04 164.99% 3526+00 55.49 51.66 54.66 66.50 60.11 6.39 11.84 0.13 66.37 0 .32 66.18 185.21% 3527+00 55.52 51.7 54.7 66.42 61.17 5.25 11.72 0.10 66.31 0.2 6 66.16 223.24% 3528+00 55.6 51.81 54.81 66.52 61.73 4.80 11.71 0.10 66.43 0. 24 66.28 244.18% 3529+00 55.69 51.94 54.94 66.76 61.10 5.66 11.82 0.11 66.65 0 .28 66.48 208.76% 3530+00 55.82 52.15 55.15 66.91 60.72 6.19 11.76 0.12 66.79 0 .31 66.60 189.96% 3531+00 55.92 52.31 55.31 67.02 59.96 7.06 11.71 0.14 66.88 0 .35 66.66 165.87% 3532+00 56 52.41 55.41 67.14 60.09 7.05 11.73 0.14 67.00 0.35 66.78 166.30% 3533+00 56.09 52.52 55.52 67.26 59.65 7.61 11.74 0.15 67.10 0 .38 66.88 154.24% 3534+00 56.2 52.65 55.65 67.44 59.80 7.64 11.79 0.15 67.29 0. 38 67.06 154.35% 3535+00 56.3 52.78 55.78 67.64 60.17 7.47 11.86 0.15 67.49 0. 37 67.26 158.68% 3536+00 56.35 52.85 55.85 67.59 59.82 7.76 11.74 0.16 67.43 0 .39 67.20 151.19% 3537+00 56.4 52.92 55.92 67.52 59.88 7.64 11.60 0.15 67.37 0. 38 67.14 151.82% 3538+00 56.47 53.03 56.03 67.73 59.95 7.79 11.70 0.16 67.58 0 .39 67.34 150.28% 3539+00 56.54 53.14 56.14 67.99 60.16 7.82 11.85 0.16 67.83 0 .39 67.59 151.45% 3540+00 56.62 53.24 56.24 68.02 60.78 7.24 11.78 0.14 67.88 0 .36 67.66 162.79% 3541+00 56.66 53.32 56.32 67.97 62.70 5.26 11.65 0.11 67.86 0 .26 67.70 221.29% 3542+00 56.69 53.38 56.38 67.84 64.06 3.78 11.46 0.08 67.76 0 .19 67.65 303.06% 3543+00 56.71 53.44 56.44 67.84 63.70 4.14 11.40 0.08 67.76 0 .21 67.63 275.25% 3544+00 56.74 53.52 56.52 68.12 64.15 3.97 11.60 0.08 68.04 0 .20 67.92 292.00% 3545+00 56.76 53.63 56.63 68.37 63.15 5.22 11.74 0.10 68.26 0 .26 68.10 224.96% 3546+00 56.78 53.75 56.75 68.38 63.33 5.05 11.63 0.10 68.28 0 .25 68.13 230.32% 3547+00 56.8 53.86 56.86 68.40 64.09 4.32 11.54 0.09 68.31 0. 22 68.19 267.41% 3548+00 56.76 53.99 56.99 68.42 64.45 3.97 11.43 0.08 68.34 0 .20 68.22 287.89% Arden Way (endpoint) 3549+00 56.73 54.14 57.14
3550+00 56.87 54.39 57.39
3551+00 57.04 54.66 57.66
3552+00 57.2 54.9 57.9
3553+00 57.29 55.03 58.03
3554+00 57.38 55.17 58.17
3555+00 57.47 55.3 58.3
3556+00 57.56 55.44 58.44
3557+00 57.64 55.57 58.57
3558+00 57.74 55.68 58.68
3559+00 57.85 55.79 58.79
3560+00 57.95 55.9 58.9
3561+00 58.05 56.01 59.01
3562+00 58.15 56.12 59.12
3563+00 58.21 56.2 59.2
3564+00 58.24 56.26 59.26
3565+00 58.26 56.32 59.32
3566+00 58.34 56.42 59.42
3567+00 58.49 56.58 59.58
3568+00 58.64 56.74 59.74
3569+00 58.79 56.89 59.89
3570+00 58.95 57.03 60.03
3571+00 59.11 57.17 60.17
3572+00 59.27 57.31 60.31
3573+00 59.43 57.45 60.45
3574+00 59.57 57.58 60.58
3575+00 59.65 57.69 60.69
Levee
Station DWSE 10yr WSE IRDE (10yr WSE
+ 3 feet)
TOL
Elevation
Landside Toe
Point Elevations
(2024 Psomas)
Levee Height Freeboard Above
IRDE
2% of Levee
Height
Elevation of 2% of
Levee Height
5% of Levee
Height
Elevation of 5% of
Levee Height
Freeboard above
IRDE as % of Levee
Height
(feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (fe et) (feet) (feet) (feet) (feet) Location
Table A-1: American River North Levee Elevations (February 2024) 3576+00 59.73 57.79 60.79
3577+00 59.82 57.9 60.9
3578+00 59.9 58 61
3579+00 59.98 58.11 61.11
3580+00 60.14 58.21 61.21
3581+00 60.29 58.31 61.31
3582+00 60.45 58.42 61.42
3582+80 60.58 58.5 61.5
Beginning
Station TOL (ft) Base Elevation (ft) Height (d) (ft) Long Term Prism (sf) Long Term Foundation (sf) Section Length (ft) Long Term Prism (cy) Long Term Foundation (cy) 3016+00 43.69 27.3 16.39 1134 364 100 4199 1348
3017+00 43.73 27.3 16.43 1138 365 100 4216 1351
3018+00 43.78 27.3 16.48 1144 366 100 4238 1354
3019+00 43.83 27.3 16.53 1150 367 100 4260 1358
3020+00 43.88 27.3 16.58 1156 367 100 4283 1361
3021+00 43.92 27.3 16.62 1161 368 100 4300 1364
3022+00 43.97 27.3 16.67 1167 369 100 4322 1367
3023+00 44.02 27.3 16.72 1173 370 100 4345 1370
3024+00 44.07 27.3 16.77 1179 371 100 4367 1374
3025+00 44.11 27.3 16.81 1184 372 100 4385 1376
3026+00 44.16 27.3 16.86 1190 372 100 4407 1380
3027+00 44.21 27.3 16.91 1196 373 100 4430 1383
3028+00 44.25 27.3 16.95 1201 374 100 4448 1386
3029+00 44.3 27.3 17 1207 375 100 4470 1389
3030+00 44.35 27.3 17.05 1213 376 100 4493 1392
3031+00 44.4 27.3 17.1 1219 377 100 4516 1396
3032+00 44.44 27.3 17.14 1224 378 100 4534 1398
3033+00 44.49 27.3 17.19 1230 378 100 4557 1402
3034+00 44.54 27.3 17.24 1236 379 100 4579 1405
3035+00 44.58 27.3 17.28 1241 380 100 4598 1408
3036+00 44.63 27.3 17.33 1248 381 100 4621 1411
3037+00 44.68 27.3 17.38 1254 382 100 4644 1414
3038+00 44.73 27.3 17.43 1260 383 100 4667 1418
3039+00 44.77 27.3 17.47 1265 383 100 4685 1420
3040+00 44.82 27.3 17.52 1271 384 100 4708 1424
3041+00 44.87 27.3 17.57 1278 385 100 4732 1427
3042+00 44.91 27.3 17.61 1283 386 100 4750 1430
3043+00 44.96 27.3 17.66 1289 387 100 4773 1433
3044+00 45.01 27.3 17.71 1295 388 48 2302 689
127830 39624
Beginning
Station IRDE (ft) Base Elevation (ft) Height (d) (ft) Interim Prism (sf) Interim Foundation (sf) Section Length (ft) Interim Prism (cy) Interim Foundation (cy) 3016+00 37.77 27.3 10.47 538 257 100 1994 954
3017+00 37.82 27.3 10.52 542 258 100 2009 957
3018+00 37.89 27.3 10.59 548 260 100 2031 962
3019+00 37.94 27.3 10.64 552 261 100 2046 965
3020+00 38.02 27.3 10.72 559 262 100 2071 970
3021+00 38 27.3 10.7 557 262 100 2065 969
3022+00 38 27.3 10.7 557 262 100 2065 969
3023+00 38.01 27.3 10.71 558 262 100 2068 970
3024+00 38.02 27.3 10.72 559 262 100 2071 970
3025+00 38.03 27.3 10.73 560 262 100 2074 971
3026+00 38.04 27.3 10.74 561 262 100 2077 972
3027+00 38.04 27.3 10.74 561 262 100 2077 972
3028+00 38.05 27.3 10.75 562 263 100 2080 972
3029+00 38.06 27.3 10.76 563 263 100 2083 973
3030+00 38.07 27.3 10.77 563 263 100 2087 974
3031+00 38.08 27.3 10.78 564 263 100 2090 974
3032+00 38.08 27.3 10.78 564 263 100 2090 974
3033+00 38.09 27.3 10.79 565 263 100 2093 975
3034+00 38.1 27.3 10.8 566 263 100 2096 976
3035+00 38.13 27.3 10.83 568 264 100 2105 978
3036+00 38.16 27.3 10.86 571 264 100 2115 980
3037+00 38.18 27.3 10.88 573 265 100 2121 981
3038+00 38.21 27.3 10.91 575 265 100 2131 983
3039+00 38.25 27.3 10.95 579 266 100 2143 986
3040+00 38.28 27.3 10.98 581 267 100 2153 988
3041+00 38.32 27.3 11.02 585 267 100 2166 990
3042+00 38.36 27.3 11.06 588 268 100 2178 993
3043+00 38.39 27.3 11.09 591 269 100 2188 995
3044+00 38.41 27.3 11.11 592 269 48 1053 478
59619 27766
Segment 8 (STA 3016+00 to 3044+48): Material Volume Needed for Long-Term Repair Segment 8 (STA 3016+00 to 3044+48): Material Volume Needed for Interim Repair 167454
87386
Table A-2
Table A-3
Beginning
Station TOL (ft) Base Elevation (ft) Height (d) (ft) Long Term Prism (sf) Long Term Foundation (sf) Section Length (ft) Long Term Prism (cy) Long Term Foundation (cy) 3016+00 43.69 27.3 16.39 1134 364 100 4199 1348
3017+00 43.73 27.3 16.43 1138 365 100 4216 1351
3018+00 43.78 27.3 16.48 1144 366 100 4238 1354
3019+00 43.83 27.3 16.53 1150 367 100 4260 1358
3020+00 43.88 27.3 16.58 1156 367 100 4283 1361
3021+00 43.92 27.3 16.62 1161 368 100 4300 1364
3022+00 43.97 27.3 16.67 1167 369 100 4322 1367
3023+00 44.02 27.3 16.72 1173 370 100 4345 1370
3024+00 44.07 27.3 16.77 1179 371 100 4367 1374
3025+00 44.11 27.3 16.81 1184 372 100 4385 1376
3026+00 44.16 27.3 16.86 1190 372 100 4407 1380
3027+00 44.21 27.3 16.91 1196 373 100 4430 1383
3028+00 44.25 27.3 16.95 1201 374 100 4448 1386
3029+00 44.3 27.3 17 1207 375 100 4470 1389
3030+00 44.35 27.3 17.05 1213 376 100 4493 1392
3031+00 44.4 27.3 17.1 1219 377 100 4516 1396
3032+00 44.44 27.3 17.14 1224 378 100 4534 1398
3033+00 44.49 27.3 17.19 1230 378 100 4557 1402
3034+00 44.54 27.3 17.24 1236 379 100 4579 1405
3035+00 44.58 27.3 17.28 1241 380 100 4598 1408
3036+00 44.63 27.3 17.33 1248 381 100 4621 1411
3037+00 44.68 27.3 17.38 1254 382 100 4644 1414
3038+00 44.73 27.3 17.43 1260 383 100 4667 1418
3039+00 44.77 27.3 17.47 1265 383 100 4685 1420
3040+00 44.82 27.3 17.52 1271 384 100 4708 1424
3041+00 44.87 27.3 17.57 1278 385 100 4732 1427
3042+00 44.91 27.3 17.61 1283 386 100 4750 1430
3043+00 44.96 27.3 17.66 1289 387 100 4773 1433
3044+00 45.01 27.3 17.71 1295 388 48 2302 689
127830 39624

Segment 8 (STA 3016+00 to 3044+48): Material Volume Needed for Long-Term Repair 167454
Table A-2
Beginning
Station IRDE (ft) Base Elevation (ft) Height (d) (ft) Interim Prism (sf) Interim Foundation (sf) Section Length (ft) Interim Prism (cy) Interim Foundation (cy) 3016+00 37.77 27.3 10.47 538 257 100 1994 954
3017+00 37.82 27.3 10.52 542 258 100 2009 957
3018+00 37.89 27.3 10.59 548 260 100 2031 962
3019+00 37.94 27.3 10.64 552 261 100 2046 965
3020+00 38.02 27.3 10.72 559 262 100 2071 970
3021+00 38 27.3 10.7 557 262 100 2065 969
3022+00 38 27.3 10.7 557 262 100 2065 969
3023+00 38.01 27.3 10.71 558 262 100 2068 970
3024+00 38.02 27.3 10.72 559 262 100 2071 970
3025+00 38.03 27.3 10.73 560 262 100 2074 971
3026+00 38.04 27.3 10.74 561 262 100 2077 972
3027+00 38.04 27.3 10.74 561 262 100 2077 972
3028+00 38.05 27.3 10.75 562 263 100 2080 972
3029+00 38.06 27.3 10.76 563 263 100 2083 973
3030+00 38.07 27.3 10.77 563 263 100 2087 974
3031+00 38.08 27.3 10.78 564 263 100 2090 974
3032+00 38.08 27.3 10.78 564 263 100 2090 974
3033+00 38.09 27.3 10.79 565 263 100 2093 975
3034+00 38.1 27.3 10.8 566 263 100 2096 976
3035+00 38.13 27.3 10.83 568 264 100 2105 978
3036+00 38.16 27.3 10.86 571 264 100 2115 980
3037+00 38.18 27.3 10.88 573 265 100 2121 981
3038+00 38.21 27.3 10.91 575 265 100 2131 983
3039+00 38.25 27.3 10.95 579 266 100 2143 986
3040+00 38.28 27.3 10.98 581 267 100 2153 988
3041+00 38.32 27.3 11.02 585 267 100 2166 990
3042+00 38.36 27.3 11.06 588 268 100 2178 993
3043+00 38.39 27.3 11.09 591 269 100 2188 995
3044+00 38.41 27.3 11.11 592 269 48 1053 478
59619 27766
Segment 8 (STA 3016+00 to 3044+48): Material Volume Needed for Interim Repair 87386

Beginning
Station TOL (ft) Base Elevation (ft) Height (d) (ft) Long Term Prism (sf) Long Term Foundation (sf) Section Length (ft) Long Term Prism (cy) Long Term Foundation (cy) 3085+00 46.94 29 17.94 1324 392 65 3188 944
3086+00 46.99 29 17.99 1331 393 100 4929 1455
3087+00 47.04 29 18.04 1337 394 100 4952 1458
3088+00 47.09 29 18.09 1344 395 60 2986 877
16055 4734
Beginning
Station IRDE (ft) Base Elevation (ft) Height (d) (ft) Interim Prism (sf) Interim Foundation (sf) Section Length (ft) Interim Prism (cy) Interim Foundation (cy) 3085+00 38.97 29 9.97 498 248 65 1198 598
3086+00 39.12 29 10.12 510 251 100 1888 930
3087+00 39.13 29 10.13 510 251 100 1891 931
3088+00 39.13 29 10.13 510 251 60 1134 559
6110 3018
20788
9128
Segment 10 (STA 3085+35 to 3088+60): Material Volume Needed for Long-Term Repair Segment 10 (STA 3085+35 to 3088+60): Material Volume Needed for Interim Repair Table A-4
Table A-5
Beginning
Station TOL (ft) Base Elevation (ft) Height (d) (ft) Long Term Prism (sf) Long Term Foundation (sf) Section Length (ft) Long Term Prism (cy) Long Term Foundation (cy) 3085+00 46.94 29 17.94 1324 392 65 3188 944
3086+00 46.99 29 17.99 1331 393 100 4929 1455
3087+00 47.04 29 18.04 1337 394 100 4952 1458
3088+00 47.09 29 18.09 1344 395 60 2986 877
16055 4734

20788
Segment 10 (STA 3085+35 to 3088+60): Material Volume Needed for Long-Term Repair Beginning
Station IRDE (ft) Base Elevation (ft) Height (d) (ft) Interim Prism (sf) Interim Foundation (sf) Section Length (ft) Interim Prism (cy) Interim Foundation (cy) 3085+00 38.97 29 9.97 498 248 65 1198 598
3086+00 39.12 29 10.12 510 251 100 1888 930
3087+00 39.13 29 10.13 510 251 100 1891 931
3088+00 39.13 29 10.13 510 251 60 1134 559
6110 3018
9128
Segment 10 (STA 3085+35 to 3088+60): Material Volume Needed for Interim Repair

Beginning
Station
Existing Top of
Levee (ft)
(a)
TOL After 5.3ft
Freeboard Loss (ft)
(b)
IRDE: 10yr WSE
+ 3ft (ft)
(c)
Levee Height Above
or Below IRDE After
Deformation (ft)
(d)
Volume Required To
Meet IRDE Per 100ft
(cy)
(e)
Additional Volume
Required To Restore
TOL (cy)
(f)
Notes
3167+50 46.07 40.77 41.08 -0.31 15 361
3168+00 46.16 40.86 41.09 -0.23 22 729
3169+00 46.26 40.96 41.11 -0.15 14 737
3170+00 46.61 41.31 41.15 0.16 -- 751
3171+00 46.72 41.42 41.18 0.24 -- 751
3172+00 46.52 41.22 41.21 0.01 -- 751
3173+00 46.60 41.30 41.25 0.05 -- 751
3174+00 46.78 41.48 41.28 0.20 -- 751
3175+00 46.73 41.43 41.32 0.11 -- 751
3176+00 46.63 41.33 41.35
-0.02 2 749
3177+00 46.58 41.28 41.39 -0.11 10 741
3178+00 46.28 40.98 41.42 -0.44 43 708
3179+00 46.41 41.11 41.45 -0.34 32 718
3180+00 47.11 41.81 41.49 0.32 -- 751
3181+00 47.29 41.99 41.51 0.48 -- 751
3182+00 47.70 42.40 41.53 0.87 -- 751
3183+00 47.19 41.89 41.55 0.34 -- 751
3184+00 46.97 41.67 41.58 0.09 -- 751
3185+00 46.79 41.49 41.60
-0.11 10 740
3186+00 46.53 41.23 41.62 -0.39 37 713
3187+00 46.41 41.11 41.65 -0.54 53 698
3188+00 46.59 41.29 41.67 -0.38 36 714
3189+00 46.81 41.51 41.69 -0.18 17 734
3190+00 46.72 41.42 41.71 -0.29 28 723
3191+00 46.93 41.63 41.74 -0.11 10 741
3192+00 46.59 41.29 41.76 -0.47 46 705
3193+00 46.83 41.53 41.78 -0.25 24 727
3194+00 47.08 41.78 41.81 -0.03 3 748
3195+00 47.06 41.76 41.83 -0.07 7 744
3196+00 46.88 41.58 41.85 -0.27 26 725
3197+00 46.81 41.51 41.88 -0.37 36 715
3198+00 46.86 41.56 41.90 -0.34 33 718
3199+00 46.42 41.12 41.92 -0.80 80 671
3200+00 46.78 41.48 41.95 -0.47 45 705
3201+00 46.87 41.57 41.97 -0.40 38 712
3202+00 46.73 41.43 41.99 -0.56 55 696
3203+00 46.55 41.25 41.97 -0.72 72 679
3204+00 46.47 41.17 41.95 -0.78 78 673
3205+00 46.60 41.30 41.93 -0.63 62 689
3206+00 46.48 41.18 41.91 -0.73 72 679
3207+00 46.38 41.08 41.89 -0.81 81 670
3208+00 46.33 41.03 41.87 -0.84 84 667
3209+00 46.41 41.11 41.85 -0.74 73 678
3210+00 46.66 41.36 41.83 -0.47 45 706
3211+00 46.94 41.64 41.81 -0.17 16 734
3212+00 47.30 42.00 41.79 0.21 -- 751
3213+00 47.20 41.90 41.78 0.12 -- 751
3214+00 46.83 41.53 41.89
-0.36 34 717
3215+00 47.00 41.70 41.99 -0.29 27 723
3216+00 46.97 41.67 42.10 -0.43 41 710
3217+00 46.90 41.60 42.21 -0.61 60 691
3218+00 47.03 41.73 42.32 -0.59 58 693
3219+00 47.16 41.86 42.40 -0.54 53 698
3220+00 47.24 41.94 42.46 -0.52 51 700
3221+00 47.32 42.02 42.53 -0.51 49 702
3222+00 47.26 41.96 42.60 -0.64 63 688
3223+00 47.12 41.82 42.67 -0.85 85 666
3224+00 47.38 42.08 42.76 -0.68 68 683
3225+00 47.55 42.25 42.85 -0.60 59 692
3226+00 47.80 42.50 42.94 -0.44 43 708
3227+00 47.88 42.58 43.03 -0.45 44 707
3228+00 47.46 42.16 43.07 -0.91 92 658
Segment 13 (STA 3167+50 to 3306+00): Material Volume Needed For Interim and Long-Term Repair Table A-6
Beginning
Station
Existing Top of
Levee (ft)
(a)
TOL After 5.3ft
Freeboard Loss (ft)
(b)
IRDE: 10yr WSE
+ 3ft (ft)
(c)
Levee Height Above
or Below IRDE After
Deformation (ft)
(d)
Volume Required To
Meet IRDE Per 100ft
(cy)
(e)
Additional Volume
Required To Restore
TOL (cy)
(f)
Notes
3229+00 47.40 42.10 43.09 -0.99 101 650
3230+00 47.77 42.47 43.12 -0.65 64 687
3231+00 47.83 42.53 43.14 -0.61 60 691
3232+00 47.79 42.49 43.16 -0.67 66 685
3233+00 48.04 42.74 43.20 -0.46 45 706
3234+00 48.14 42.84 43.26 -0.42 41 710
3235+00 48.06 42.76 43.32 -0.56 55 696
3236+00 48.09 42.79 43.37 -0.58 56 694
3237+00 48.27 42.97 43.43 -0.46 44 707
3238+00 48.10 42.80 43.50 -0.70 69 681
3239+00 47.94 42.64 43.57 -0.93 94 657
3240+00 48.92 43.62 43.63 -0.01 1 750
3241+00 48.74 43.44 43.77 -0.33 32 719 H Street Bridge
3242+00 47.86 42.56 43.65 -1.09 112 639
3243+00 47.85 42.55 43.74 -1.19 124 627
3244+00 48.27 42.97 43.84 -0.87 88 663
3245+00 48.43 43.13 43.93 -0.80 81 670
3246+00 48.39 43.09 44.03 -0.94 95 656
3247+00 48.59 43.29 44.07 -0.78 78 673
3248+00 48.97 43.67 44.11 -0.44 42 708
3249+00 49.07 43.77 44.15 -0.38 37 714
3250+00 49.44 44.14 44.19 -0.05 5 746
3251+00 49.36 44.06 44.20 -0.14 13 738
3252+00 49.36 44.06 44.18 -0.12 11 740
3253+00 49.51 44.21 44.17 0.04 -- 751
3254+00 49.70 44.40 44.15 0.25 -- 751
3255+00 49.80 44.50 44.15 0.35 -- 751
3256+00 49.83 44.53 44.17 0.36 -- 751
3257+00 49.81 44.51 44.18 0.33 -- 751
3258+00 49.79 44.49 44.20 0.29 -- 751
3259+00 50.07 44.77 44.22 0.55 -- 751
3260+00 49.87 44.57 44.24 0.33 -- 751
3261+00 50.16 44.86 44.28 0.58 -- 751
3262+00 50.27 44.97 44.31 0.66 -- 751
3263+00 50.17 44.87 44.35 0.52 -- 751
3264+00 51.58 46.28 44.39 1.89 -- 751
3265+00 51.71 46.41 44.62 1.79 -- 751
Guy West Bridge
3266+00 50.68 45.38 44.68 0.70 -- 751
3267+00 50.65 45.35 44.74 0.61 -- 751
3268+00 50.63 45.33 44.80 0.53 -- 751
3269+00 50.61 45.31 44.86 0.45 -- 751
3270+00 50.75 45.45 44.92 0.53 -- 751
3271+00 51.04 45.74 44.98 0.76 -- 751
3272+00 50.93 45.63 45.07 0.56 -- 751
3273+00 51.20 45.90 45.18 0.72 -- 751
3274+00 51.33 46.03 45.29 0.74 -- 751
3275+00 51.56 46.26 45.21 1.05 -- 751
3276+00 51.82 46.52 45.36 1.16 -- 751
3277+00 51.73 46.43 45.58 0.85 -- 751
3278+00 51.65 46.35 45.64 0.71 -- 751
3279+00 51.75 46.45 45.69 0.76 -- 751
3280+00 51.94 46.64 45.74 0.90 -- 751
3281+00 52.08 46.78 45.76 1.02 -- 751
3282+00 52.37 47.07 45.77 1.30 -- 751
3283+00 52.26 46.96 45.79 1.17 -- 751
3284+00 52.65 47.35 45.80 1.55 -- 751
3285+00 52.64 47.34 45.82 1.52 -- 751
3286+00 52.72 47.42 45.83 1.59 -- 751
3287+00 52.86 47.56 45.85 1.71 -- 751
3288+00 52.91 47.61 45.88 1.73 -- 751
3289+00 53.02 47.72 45.93 1.79 -- 751
3290+00 53.23 47.93 45.99 1.94 -- 751
3291+00 53.13 47.83 46.04 1.79 -- 751
Beginning
Station
Existing Top of
Levee (ft)
(a)
TOL After 5.3ft
Freeboard Loss (ft)
(b)
IRDE: 10yr WSE
+ 3ft (ft)
(c)
Levee Height Above
or Below IRDE After
Deformation (ft)
(d)
Volume Required To
Meet IRDE Per 100ft
(cy)
(e)
Additional Volume
Required To Restore
TOL (cy)
(f)
Notes
3292+00 52.68 47.38 46.09 1.29 -- 751
3293+00 52.61 47.31 46.15 1.16 -- 751
3294+00 53.58 48.28 46.13 2.15 -- 751
3295+00 53.82 48.52 46.12 2.40 -- 751
Howe Ave. Bridge
3296+00 53.13 47.83 46.17 1.66 -- 751
3297+00 53.08 47.78 46.22 1.56 -- 751
3298+00 53.24 47.94 46.27 1.67 -- 751
3299+00 53.15 47.85 46.32 1.53 -- 751
3300+00 52.98 47.68 46.38 1.30 -- 751
3301+00 53.10 47.80 46.44 1.36 -- 751
3302+00 53.25 47.95 46.51 1.44 -- 751
3303+00 53.06 47.76 46.57 1.19 -- 751
3304+00 53.17 47.87 46.63 1.24 -- 751
3305+00 53.25 47.95 46.67 1.28 -- 751
Segment ends at STA 3306+00.
3,546 100,445
(b) - (c) = (d)
(d)
Crest Width = 25ft
Waterside
Landside
2H:1V
3H:1V
3*d
2*d
Area:
(1/2)*b*h
b*h
(1/2)*b*h
(1/2)*(3*d)*d
25*(d)
(1/2)*(2*d)*d
+
+
+
+
Interim
Repair:

Example:

Interim Repair Area = ((5/2)|d|2) + 25|d|
= ((5/2)d2) + 25d
= ((5/2)*(0.232)) + 25(0.23) = 5.88 ft2
Interim Repair Volume Per 100ft = Area * 100ft * (1cy / 27cf) = 5.88 ft2 * 100ft * (1cy / 27cf) = 21.78cy ~ 22cy
Total Volume Per 100ft: (d) = 5.3ft
( ((5/2)*(5.32)) + 25(5.3) ) * 100 / 27 = 750.74cy ~ 751cy Additional Volume to Restore TOL (f) = 751cy - (e) = 751 - 22 = 729cy Beginning Station
Existing Top of
Levee (ft)
(a)
TOL After 3.9ft
Freeboard Loss (ft)
(b)
IRDE: 10yr WSE +
3ft (ft)
(c)
Levee Height Above
IRDE After
Deformation (ft)
(d)
Volume Required To
Restore TOL (cy)
(e)
Notes
3458+85 60.74 56.84 52.01 4.83 64
3459+00 60.60 56.70 52.04 4.66 430
3460+00 60.69 56.79 52.06 4.73 430
3461+00 61.07 57.17 52.08 5.09 430
3462+00 61.25 57.35 52.1 5.25 430
3463+00 61.25 57.35 52.12 5.23 430
3464+00 61.24 57.34 52.14 5.20 430
3465+00 61.51 57.61 52.16 5.45 430
3466+00 61.65 57.75 52.17 5.58 430
3467+00 61.54 57.64 52.16 5.48 430
3468+00 61.44 57.54 52.16 5.38 430
3469+00 61.54 57.64 52.15 5.49 430
3470+00 61.78 57.88 52.15 5.73 430
3471+00 61.62 57.72 52.15 5.57 430
3472+00 61.39 57.49 52.14 5.35 430
3473+00 61.46 57.56 52.14 5.42 430
3474+00 61.81 57.91 52.14 5.77 430
3475+00 61.82 57.92 52.14 5.78 430
3476+00 61.85 57.95 52.14 5.81 430
3477+00 61.89 57.99 52.14 5.85 430
3478+00 61.91 58.01 52.14 5.87 430
3479+00 62.07 58.17 52.15 6.02 430
3480+00 62.32 58.42 52.15 6.27 430
3481+00 62.86 58.96 52.15 6.81 430
3482+00 62.53 58.63 52.15 6.48 215
Segment ends at STA 3482+50.
10,163
Segment 15 (STA 3458+85 to 3482+50): Material Volume Needed For Interim and Long-Term Repair Table A-7
(b) - (c) = (d)
(d)
Crest Width = 20ft
Waterside
Landside
2H:1V
3H:1V
3*d
2*d
Area:
(1/2)*b*h
b*h
(1/2)*b*h
(1/2)*(3*d)*d
20*(d)
(1/2)*(2*d)*d
+
+
+
+
Repair
Volume:

Example 100ft Interval:
= ((5/2)d2) + 20d
Total ft2 To Restore TOL: (d) = 3.9ft
( ((5/2)*(3.92)) + 20(3.9) ) = 116.025ft2
Segment 15 Length = 2,365 feet
Total Volume to Restore TOL = 116.025ft2 * 2,365ft * (1cy / 27cf) = 10,162.93cy ~11,000cy

Typical
(feet)
Range
(feet)
Typical
Height2
(feet)
General
Height
Range
(feet)
Typical
Slope3
(H:V)
General Slope
Range (H:V)
Typical
Height2
(feet)
General
Height
Range
(feet)
Typical
Slope3
(H:V)
General Slope
Range (H:V)Station Range
(feet)
Crest Width1 Waterside Landside
3000+00 to 3047+00 20 15 to 20 15 14 to 17 2.25:1 2:1 to 3:1 15 10 to 16 1.75:1 1.5:1 to 2:1 3047+00 to 3065+00 20 15 to 20 14 14 to 15 2:01 1.75:1 to 2:1 15 15 to 16 2:01 1.75:1 to 2.25:1 3065+00 to 3089+00 20 20 15 11 to 18 2:01 2:1 to 2.5:1 15 14 to 16 2:01 1.75:1 to 2:1 3089+00 to 3102+40 20 15 to 20 16 12 to 19 2:01 2:1 to 2.5:1 20 19 to 22 2:01 1.75:1 to 2:1 3102+40 to 3153+00 20 15 to 25 16 13 to 22 2:01 2.25:1:1 to 4:1 15 13 to 17 2:01 1.75:1 to 2.25:1 3153+00 to 3183+00 20 15 to 20 8 8 to 11 3.5:1 3:1 to 5:1 5 or 10 5 to 10 2:01 2:01 3183+00 to 3263+00 20 15 to 25 9 7 to 9 3:01 3:1 to 4.5:1 9 6 to 10 2:01 2:1 to 2.5:1 3263+00 to 3376+20 20 15 to 25 11 10 to 15 3:01 2:1 to 4.5:1 10 8 to 11 2:01 2:1 to 2.75:1 3376+20 to 3417+00 20 20 to 25 11 10 to 11 2.75:1 2.5:1 to 4:1 8 4 to 11 2.25:1 2:1 to 4:1 3417+00 to 3460+00 20 20 10 10 to 12 3.5:1 3.5:1 to 5:1 9 8 to 10 2:01 2:1 to 2.25:1 3460+00 to 3490+00 20 20 7 6 to 9 4:01 3.5:1 to 5.5:1 6 4 to 8 2:01 2:1 to 2.25:1 3490+00 to 3520+20 20 15 to 20 4 3 to 4 3.5:1 3:1 to 4:1 3 1 to 4 3.5:1 3:1 to 5:1 3520+20 to 3551+80 20 15 to 25 4 2 to 7 3:01 2.5:1 to 3:1 5 3 to 7 2:01 2:1 to 3:1 3551+80 to 3582+79 15+ 15 to 20+ 0 to 3 0 to 5 <5:1 3:1 to < 6:1 4 to 5 2 to 6 2.5:1 2.5:1 to 3:1 3 - Values generally represent the average inclination measured over the majority of the slope height, and typically does not include slopes of areas widened beyond the typical crest width.
2 - Height measured from what is interpreted as the adjacent river floodplain or terrace elevation, or from waterside areas typically with ground slope of 8:1 or less.

NORTH (RIGHT) BANK LEVEE
Notes:
1 - Crest width does not include localized areas of crest that has been widened or narrowed for turnouts, ramps, street and utility crossings, or structure abutments.

Page 2 of 2 ends

Sacramento City CouncilOctober 21, 2025

Sacramento City Council
October 21, 2025