Sacramento City Council
October 21, 2025

APPENDIX D3. Lower American River Mayhew Drain Closure
Structure Drawings, USACE File No. AM-04-514
RECORD DRAWING:

THESE DRAWINGS REPRESENT THE LATEST RECORDSET AS OF JULY 18, 2013. THEY WERE CERTIFIED ANDISSUED FOR CONSTRUCTION ON JUNE 8, 2007.

APPENDIX D4. South Sacramento Streams, Reach 9 Floodwall Modification Drawings, USACE File No. 1-04-508

NAVD 29

Appendix F.

American River South ULDC
Due Diligence, Geotech - MBK
Engineers
455 University Ave. Suite 100 Sacramento, California 95825 Phone: (916) 456-4400 Fax: (916) 456-0253 Website: www.mbkengineers.com Water Resources Flood Control Water Rights
WALTER BOUREZ, III, P.E. FOUNDERS:

DON TRIEU, P.E.

DARREN CORDOVA, P.E. ANGUS NORMAN MURRAY
NATHAN HERSHEY, P.E., P.L.S. 1913-1985
LEE G. BERGFELD, P.E. JOSEPH I. BURNS
BEN TUSTISON, P.E. 1926-2021
THOMAS ENGLER, P.E., CFM DONALD E. KIENLEN, P.E.

MICHAEL MONCRIEF, P.E. 1930-2023

NICOLE ORTEGA-JEWELL, PMP
KYLE KNUTSON, P.E.

ANNE WILLIAMS, P.E.

PATRICK HO, P.E.

April 10, 2025
Mr. Dan Tibbitts, P.E.

Sacramento Area Flood Control Agency
1325 J Street, Suite 1700
Sacramento, CA 95814
Subject: Geotechnical Due Diligence Report – Urban Levee Design Criteria American River South Levee Station 1000+00 to 1635+50
American River South Levee and Sacramento River East Levee SAFCA FEMA and ULDC Evaluation
Sacramento County, CA
Dear Mr. Tibbitts:

This report has been prepared to summarize the geotechnical evaluation of the American River south levee Station 1000+00 to 1635+50. This levee segment corresponds to a segment previously designed and constructed by USACE, refer to Figure 1. MBK has relied upon prior documentation provided and/or collected by USACE and others. This evaluation is being performed to support SAFCA and the design team to provide an engineering finding that the American River South (ARS) Basin meets the State of California Department of Water Resources (DWR) Urban Levee Design Criteria (ULDC) (DWR, 2012).

The evaluation discussed herein applies to the geotechnical criteria outlined in the ULDC documentation specifically for items 7.3 Soil Sampling, Testing, and Logging, 7.4 Slope Stability for Intermittently Loaded Levees, 7.5 Underseepage for Intermittently Loaded Levees,

7.8 Levee Geometry, 7.9 Interfaces and Transitions, 7.13 Penetrations, and 7.14 Floodwalls, Retaining Walls, and Closure Structures. MBK has summarized the work that has been performed to date and provided an opinion on whether the subject levee segments meet these geotechnical criteria. It should be noted that the other ULDC criteria are being evaluated by others and are summarized and provided in separate documentation. 2 BACKGROUND
Over the last 25 years major construction efforts have been completed to build and improve the Federal project levees, as authorized by Congress in the Water Resources Development Acts of 1992, 1996, 1999, 2004, 2014, and 2016. The majority of construction has been completed through design contracts led either by USACE or SAFCA while there are ongoing efforts that are necessary to complete the remaining improvements in reducing flood risk in Sacramento. The improvements have been or shall be completed to address underseepage, slope stability, freeboard, erosion, and other deficiencies to meet both FEMA and ULDC criteria.

ULDC certification of data for the levee basins require engineering evaluation and preparation of due diligence documentation to demonstrate that all applicable Federal and State criteria are met for the levee systems within SAFCA’s jurisdiction. The certification for ULDC is for the 200- year design water surface elevation (DWSE). This certification effort includes the need to meet various design criteria by demonstration of applicable evaluation, design, and construction. The design criteria are shown in Table 1 and a summary of additional documentation needed to support the evaluation is shown in Table 2.

Table 1. ULDC Certification Criteria

7.1 Design Water Surface 7.11 Right of Way

7.2 Minimum Top of Levee 7.12 Encroachments

7.3 Soil Sampling, Testing, Logging 7.13 Penetrations

7.4 Slope Stability 7.14 Floodwalls, Retaining Wall, and Closure Structures

7.5 Seepage 7.15 Animal Burrows

7.6 Levee Loading 7.16 Levee Vegetation

7.7 Seismic Vulnerability 7.17 Wind Setup and Wave Runup

7.8 Levee Geometry 7.18 Security

7.9 Interfaces and Transitions 7.19 Sea Level Rise

7.10 Erosion 7.20 Emergency Actions and Flood Safety Plans *Note: In Table 1, bold text indicates scope performed by MBK Engineers. Text in italics indicates the scope was performed by MBK Engineers for USACE designed levee segments. Non-bold and non-italic text indicate the scope shall be performed by others.

3 Table 2. Additional Documentation to Support ULDC Certification As-built/Record Drawings
Construction Documentation Report
Between 1997 and 2014 USACE and their consulting teams have performed a detailed review of existing design and construction documentation for the entire lengths of the American River north and south levees. This review included, where available, geotechnical explorations, laboratory testing, seepage and slope stability analysis results, design documentation and evaluation, construction field observations and notations, QA/QC results, construction as-builts or record drawings, and construction documentation reports. This review process was iterative as the Water Resources Development Act (WRDA) WRDA96 and WRDA99 construction contracts were awarded and completed. Reviews were performed by USACE staff and consultants most knowledgeable of the design and construction projects including field engineers, designers, project managers, and technical reviewers. The purpose of these reviews was to move the complete project forward, which was to mitigate the entire length of the American River levees.

The original cutoff wall design left windows or gaps in the wall at critical structures or features such as road bridges, pipes, and overhead utilities that conventional equipment could not complete. These windows were methodically repaired or evaluated and determined to not require future work. Around 2012 to 2014, a summary review was performed by USACE to gather all provided design and construction documentation for the work performed along the American River levees. A letter from USACE was written in 2014 which provides a Statement of Performance of the work completed along the American River north and south levees ability to pass the 115,000 cfs and 160,000 cfs flows in the American River (USACE, 2014b). This letter along with a table summarizing the supporting documentation which was made public and accompanied the letter are included in Appendices A and B, respectively. The 115,000 cfs is applicable to the 200-year DWSE and the 160,000 cfs flow is applicable to the 325-year event.

This 2014 USACE letter is the basis or foundation to the conclusions provided in this due diligence report. However, additional review by USACE staff was performed between 2015 and 2019 to capture subsequent evaluations and construction completed after publishing the 2014 letter. A revised letter was never formalized, but three areas were identified as needing additional evaluation. These areas are:
1) Left Bank (River Mile [RM] 2.7) Bell Marine floodwall provides an area of high ground that is relied upon to meet USACE criteria and should be protected from future removal.

SAFCA has acquired approximately 2/3 of this land in an easement from the City of Sacramento and the City of Sacramento has flagged the remaining parcel and places restrictions on this property for future grading.
2) Left Bank (RM 3.0) Existing high ground around the UPRR is relied upon to meet USACE criteria and should be protected from future removal. This area has been evaluated by USACE and the concern is no longer valid.
3) Right Bank (Station 171+50 to 173+00) at Del Paso Boulevard a landside slope flattening is needed to meet USACE criteria. However, additional evaluation was performed to confirm this work is only needed for the 160,000 cfs flow, which is higher than the 200- year DWSE for this ULDC report. This is not applicable to this ULDC report. 4 APPROACH
Based on the use of the Statement of Performance provided by USACE (USACE, 2014b), MBK has taken the following steps to reach and provide conclusions related to the geotechnical aspects of the subject levee reaches:

Step 1: Review the 2014 USACE Statement of Performance and provided documentation.

Step 2: Collect and review subsequent documentation to the 2014 USACE letter.

Step 3: Confirm provided documentation in Steps 1 and 2 covers all reaches covered in this letter.

Step 4: Provide conclusions related to geotechnical ULDC certification items.

This approach is notably different from other due diligence reporting for the following reasons:
- The design engineer, USACE, is not the certifying engineer - MBK Engineers is relying on statement from USACE for certification - Analysis results are not available for all reaches and/or construction contracts - All desirable documentation is not available for all reaches and/or construction contracts

CRITERIA
The geotechnical evaluation criteria for ULDC criteria follows guidance included in these references:
• USACE EM 1110-2-1913 “Design and Construction of Levees,” dated 30 April 2000 • USACE ETL 1110-2-569 “Design Guidance for Levee Underseepage,” dated 1 May 2005 (this has been withdrawn, but was utilized during prior design and evaluation tasks) • USACE SOP SPK EDG-03 “Standard Operating Procedure 3, Geotechnical Levee Practice,” dated May 2022
• Urban Levee Design Criteria (ULDC), State of California Department of Water Resources, dated May 2012

PREVIOUS DOCUMENTATION
A list of reviewed documentation including reports, as-builts, and additional supporting data provided by USACE is included in Appendix B. MBK has reviewed these documents in relation to work performed along the American River south levee Station 1000+00 to 1635+50. 5 WATER SURFACE ELEVATIONS AND DATUM
Water surface elevations were provided by MBK (MBK, 2024) to utilize as part of this evaluation. This data is included in Appendix C.

Elevations reference in this document and the evaluation of data are referenced to the North American Vertical Datum of 1988 (NAVD88).

In general, the DWSE associated with a flow 115,000 cfs is summarized in Table 1 and compared to the current DWSE. All elevations are provided in NAVD88.

Table 1. Comparison of Water Surface Elevations
Approximate Station Previous DWSE* Current DWSE
1010+00 35.4 33.56
1195+00 39.86 37.75
1200+50 41.9 37.97
1320+00 47.3 42.77
1360+00 50.25 45.21
1385+00 51.8 46.23
1440+00 53.2 47.46
1465+00 54.4 48.5
1550+00 58.8 52.8
Note: * Previous DWSE tied to 160,000 cfs + 1.5 feet in American River. Values were provided in NGVD29 and converted to NAVD88 by adding 2.5 feet.

CONSTRUCTION HISTORY
The American River south levee was originally constructed by local forces in the late 1800s and early 1900s and subsequently improved by USACE in the mid-1990s as part of the Sacramento River Flood Control Project and the American River Levee Project. In the early 2000s, USACE installed significant lengths of cutoff wall in the levee as part of the American River Watershed Common Features Project. Cutoff walls are present for almost the entire length of the levee; a gap is present for approximately 1 mile near the City’s landfill where high ground extends inland of the landside slope. The federally authorized American River south levee extends from the confluence of the Sacramento and American Rivers upstream 10.5 miles to the Mayhew Drain closure structure. This evaluation extends upstream of the Mayhew Drain closure structure along the American River approximately 4,500 feet to high ground at the end of the paved levee crest 6 in order to capture the levee segment that was previously certified. MBK includes this levee segment and a discussion is included in the Engineer’s Report. Kleinfelder has provided geotechnical documentation of the Mayhew Drain levees which feed into the Mayhew Drain closure structure, provided in Appendix D. The Mayhew Drain levees were previously certified, but are no longer part of the Federal Levee System due to the closure structure. However, they are utilized for controlling interior drainage and therefore, are included here for completeness as to meeting general geotechnical engineering design criteria.

EVALUATION AND CONCLUSIONS
MBK’s evaluation included review of existing design and construction documentation, review of prior certification statements by USACE and others, and comparison of this data to the referenced ULDC criteria. These evaluations also compared the WSE used in the original design to the current DWSE. Additional evaluation was made to compare as-built geometry to current survey cross section and landside levee toe data. The following sections provide a description of each ULDC criteria and the supporting documentation used to provide a conclusion. The previously evaluated WSEs range from 2 to 6 feet higher than the current 200-year WSE, therefore, additional computations or correlations of results to higher WSEs were not needed.

ULDC 7.3 Soil Sampling, Testing, and Logging
This section describes the levee documentation and general requirements for ULDC 7.3 Soil Sampling, Testing, and Logging.
“Soil sampling, testing, and logging should follow standard procedures described in current guidance documents from USACE; U.S. Department of the Interior, Bureau of Reclamation; DWR; and others – such as the USACE Sacramento District’s Geotechnical Levee Practice Standard Operating Procedures and DWR’s Division of Flood Management Soil and Rock Logging, Classification, Description and Presentation Manual (2009).”
Additional guidance comes from USACE in the 2022 Standard Operating Procedure 3 (SOP-3) from the Sacramento District which provides an allowance to reduce the need for waterside explorations due to accessibility and engineering judgement.

A specific accounting of all explorations along the subject levee reaches was not performed, however, it is known that waterside and landside explorations at a distance from the levee toe were generally not performed due to accessibility hindered by residential development and proximity of river. SOP-3 allows for a reduction in these explorations. Stratigraphy in the analyses was continued to the waterside channel and near surface fine grained layers were typically removed to model future river scour activity and provide direct connectivity. Field observations, mapping, and documentation to understand the construction interaction with the subsurface stratigraphy was also part of the evaluation process. MBK performed a review of the as-built documentation and construction records and concludes that sufficient documentation exists to meet this requirement. This documentation includes:
7 - Full time trench logging by a USACE representative for the USACE contracted slurry cutoff and jet grout walls
- Contractor explorations needed for mix design prior to construction along each of the cutoff wall and jet grout reaches
- Prior geotechnical explorations performed by USACE and other consultants - Geomorphology and geologic map interpretations
- As-built documentation for the original levees and improvements - QC/QA laboratory testing results
Therefore, MBK concludes the American River south levee Station 1000+00 to 1635+50 meet the requirements for ULDC 7.3 Soil Sampling, Testing, and Logging.

ULDC 7.4 Slope Stability for Intermittently Loaded Levees This section describes the levee documentation and general requirements for ULDC 7.4 Slope Stability for Intermittently Loaded Levees. An intermittently loaded levee is defined as “a levee that does 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.” “Landside slope stability analyses are to use appropriate phreatic surfaces based on the DWSE and HTOL (if the HTOL is more than 0.5 foot above the DWSE – otherwise a separate slope stability analysis with the HTOL is not required). A minimum factor of safety of 1.4 is required for failure surfaces based on the DWSE that intersect the levee crown and are greater than a few feet deep in the levee slope. A minimum factor of safety of 1.2 is required for failure surfaces based on the HTOL that intersect the levee crown and are greater than a few feet deep in the levee slope, as discussed later.

If the phreatic surface corresponding to the DWSE or HTOL emerges on a landside levee slope consisting of erodible soils, then remediation will be required to prevent unraveling and progressive slope failure that may lead to a levee breach (see discussion of extremely wide levees in Section 7.8, if applicable).

A rapid lowering of water level from a sustained high water condition causes rapid drawdown loading of a levee’s waterside slope. This condition may occur due to either a decrease in upstream reservoir releases, decreases in surface drainage inflow, or as a result of a levee or floodwall breach in an adjacent/upstream levee reach. The rapid drawdown shall be considered from the DWSE. The amount of drawdown should be established based on site-specific data and/or hydrologic and hydraulics studies, using sound engineering judgment. As per USACE guidance, a factor of safety for stability of

1.0 to 1.2 is required, depending on the extent to which the DWSE may have saturated the waterside levee slope.”
The documentation listed in Appendix B was reviewed and the analysis results were summarized in a table provided in Appendix E. These results provide the condition evaluated, water surface 8 designation, and the calculated stability factor of safety. The analyses results, and plots where available, were reviewed to confirm the levee was evaluated to support the Statement of Performance provided by USACE. The results cover the levee segments reviewed by MBK, American River south levee Station 1000+00 to 1635+50, and the documentation discusses the engineering evaluations performed for these segments with respect to meeting USACE criteria. It should be noted that Slope Stability loading condition Case IV was not evaluated per USACE EM 1110-2-1913, “Earthquake loadings are not normally considered in analyzing the stability of levees because of the low probability of earthquake coinciding with periods of high water.” Kleinfelder performed a seismic vulnerability assessment as part of the ULDC evaluation and findings from this effort led to preparation of a Post Earthquake Remediation Plan (Kleinfelder, 2025) which is considered sufficient to meet the USACE requirements.

There is an area of high ground between Stations 1141+00 and 1195+00 adjacent to the City of Sacramento Landfill and Bell Marine, referred to as Site L3 and Site RM 2.7L, respectively.

This area was determined to not require additional mitigation during review by USACE in 2014 due to the existing high ground (USACE, 2014a). This area was recommended to obtain real estate easements, which have been recorded, to assure the ground surface is not degraded.

Kleinfelder evaluated the Mayhew Drain levees and the calculated factors of safety meet USACE criteria and through seepage is not a concern when loaded with the internal drainage DWSE.

Based on the review of documentation described above, review of summarized analysis results, and Statement of Performance provided by USACE, MBK concludes the American River south levee Station 1000+00 to 1635+50 was designed and constructed according to USACE criteria.

Additionally, the analysis results indicate the construction configuration or existing levee configuration meets the requirements for ULDC 7.4 Slope Stability for Intermittently Loaded Levees.

ULDC 7.5 Underseepage for Intermittently Loaded Levees
This section describes the levee documentation and general requirements for ULDC 7.5 Underseepage for Intermittently Loaded Levees. An intermittently loaded levee is defined as “a levee that does 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.” “Levee underseepage criteria for intermittently loaded levees are as follows:
• The underseepage exit gradient for levees is required to be 0.5 or less at the landside levee toe using a steady-state seepage analysis for a water surface set at the DWSE.

For levees with a landside blanket layer with a saturated unit weight less than 112 pounds per cubic foot (pcf), a minimum factor of safety for underseepage of 1.6 is required at the landside levee toe.
• The underseepage exit gradient is required to be 0.8 or less at the toe of a seepage berm less than 300 feet wide using steady-state seepage analysis for a water surface set at the DWSE. If the saturated unit weight of the blanket layer is less than 112 pcf, 9 a minimum factor of safety for underseepage of 1.0 is required at the toe of the seepage berm.”
The documentation listed in Appendix B was reviewed and the analysis results were summarized in a table provided in Appendix E. These results provide the condition evaluated, water surface designation, and the calculated seepage gradients. The analyses results, and plots where available, were reviewed to confirm the levee was evaluated to support the Statement of Performance provided by USACE. The results cover the levee segments reviewed by MBK and the documentation discusses the engineering evaluations performed.

A review of existing swimming pools was conducted for the American River south levee. There are approximately 80 pools located within 50 feet of the landside levee toe, with some as close as 12 to 15 feet. In 2013, the City of Sacramento adopted a grading ordinance (Ordinance 2013- 0020 Section 1; Ordinance 2013-0007 Section 1) outlined in Title 17, Division II, Article III (17.200.340 F zone - Setbacks) that restricts any grading activity within 50 feet of the levee.

Sacramento County has adopted a similar ordinance found in Sacramento County Zoning Code Section 4.7.3 Development Standards, specifically for Lots Protected by Levees (Section

4.7.3.A) which restricts construction of structures to no closer than 25 feet from the landside levee toe. However, based upon a review of historic photographs, most of these pools were constructed prior to these ordinances.

The geotechnical design reports associated with the original WRDA 99 Common Features project listed as Reports 2, 3, and 6 in Appendix B were reviewed. These reports discussed evaluating topographical conditions including ditches, ponds, and other features that may affect underseepage gradient calculations. The provided calculations indicate the seepage gradients dropped considerably when modeled with a deep cutoff wall that fully penetrates the underlying permeable sand, gravel, and cobble layer. This fully penetrating cutoff wall was constructed along a majority of the American River south levee, including the locations where swimming pools are present. There were a few windows left in the cutoff wall at locations of critical infrastructure. Where the wall wasn’t completely closed, the potential for underseepage or through seepage to occur is considered very low due to widened levee embankments, transportation approach berms, and absence of pools constructed adjacent to these windows.

There are no recorded past performance issues with pools in this levee segment. It is also worth noting the previous design and analyses were performed using a much higher WSE than the current 200-year DWSE. Therefore, due to the presence of the existing cutoff wall, the depth, and continuous wall length designed for a higher WSE, and lack of past performance issues, it is MBK’s conclusion that the wall is sufficient to mitigate the presence of swimming pools located near the landside levee toe for the 200-year DWSE. In general, it is important for all swimming pools to remain full of water during the winter and spring to reduce the potential for uplift and cracking of the pool bottom as groundwater conditions may fluctuate.

Kleinfelder evaluated the Mayhew Drain levees and the calculated underseepage gradients which meet USACE criteria when loaded with the internal drainage DWSE.

Based on the review of documentation described above, review of summarized analysis results, and Statement of Performance provided by USACE, MBK concludes the American River south 10 levee Station 1000+00 to 1635+50 was designed and constructed following USACE criteria.

Additionally, the analysis results indicate the construction configuration or existing levee configuration meets the requirements for ULDC 7.5 Underseepage for Intermittently Loaded Levees.

ULDC 7.8 Levee Geometry
This section describes the levee documentation and general requirements for ULDC 7.8 Levee Geometry.
“Minimum levee geometry criteria have previously been specified by various USACE and State guidance documents. The guidance for various minimum levee geometry and their references are as follows in Table 7-1.

For new levees, or levees with extensive reconstruction, situated along major waterways, a minimum 20-foot-wide crown width and 3h:1v waterside and landside slopes (4h:1v waterside slope for bypass levees) is required.”
As outlined in the 1953 Memorandum of Understanding, the American River south levee is considered a major stream levee.

Psomas obtained recent ground survey data to compare existing geometry to criteria provided in Table 7-1 above. Cross sections are included in Appendix F (MBK, 2024). MBK provided a review of these cross sections with respect to the template geometry and the geometry utilized in the seepage and slope stability analysis. The geometry used in the analysis is consistent with the Psomas cross sections and considered appropriate to meet ULDC 7.8. 11 Kleinfelder evaluated the Mayhew Drain levees and the existing geometry meets ULDC criteria for a minor tributary levee.

These cross sections confirm the prior as-built cross sections still exist which indicate the American River south levee Station 1000+00 to 1635+50 meets current geometry criteria for a major tributary levee. Therefore, MBK concludes this levee reach meets requirements for ULDC

7.8 Levee Geometry.

ULDC 7.9 Interfaces and Transitions
This section describes the levee documentation and general requirements for ULDC 7.9 Interfaces and Transitions.
“The civil engineer must consider, evaluate, and explicitly design for interfaces and transitions between different types of levee sections and features along a levee system.

Appropriate overlaps, transitions, and connections between features must be evaluated and designed to ensure that the levee system functions holistically, such that no levee reach is more susceptible to problems than an adjacent reach due to gaps in features, loading/demand concentrations, or other three-dimensional effects. Such interfaces, transitions, and connections commonly occur at the ends of seepage berms, seepage cutoff walls, revetments, and floodwalls.”
There are five physical interfaces and transitions (#1 through #5) and one general interface and transition statement (#6) for the American River south levee which MBK is documenting. These include the downstream tie-in with the Sacramento River east levee, upstream and downstream tie-ins at the high ground present at the Sacramento Landfill, tie-in at the Mayhew Drain closure structure, upstream termination at high ground. A summary of these transitions is outlined below:
1) American River south levee Station 1000+00 tie-in with Sacramento River east levee Station 1000+00.
2) American River south levee transitions from high ground at the downstream side of the Bell Aqua near Station 1134+00. The surrounding high ground in this area is approximately a minimum of 8 feet above the design water surface elevation and transitions to the Sacramento Landfill near Station 1157+00, also high ground. 3) American River south levee transitions from high ground to levee near Station 1196+00 at the upstream side of the Sacramento Landfill. The surrounding high ground in this area is approximately a minimum of 8 feet above the design water surface elevation. 4) American River south levee tie-in on both sides of the Mayhew Drain closure structure at Station 1555+50 on the west side and Station 1591+25 on the east side. The levees at this location were present prior to construction of the Mayhew Drain closure structure. Part of the closure structure construction was to raise the Mayhew Drain Levees to match the American River south levee height.
12 5) American River south levee tie-in with high ground at the upstream termination point of 1635+50. This is the point where the maintained levee crest road ends. High ground at this location is approximately 8 feet above the design water surface elevation. 6) There are multiple overlaps and transitions between cutoff walls that are too numerous to list. These have all been reviewed and MBK confirms the cutoff wall windows were closed by overlapping existing walls by a minimum of 15 feet.

These overlaps and transitions are considered appropriate as discussed above for the American River south levee Station 1000+00 to 1635+50. Additionally, the USACE 2014 letter provides a Statement of Performance which is applicable to interfaces and transitions, and therefore, MBK concludes these levee reaches meet requirements for ULDC 7.9 Interfaces and Transitions.

ULDC 7.13 Penetrations
This section describes the geotechnical review and compliance for ULDC 7.13 Penetrations. “Penetrations typically include pipe crossings through the levee embankment and its foundation as well as transportation structures over or through part of the levee/floodwall. Penetrations have the potential to produce rapid breaching as they can provide a preferential seepage path or an open conveyance for floodwaters. The civil engineer needs to assess existing penetrations and render an opinion as to their impact on the reliable performance of the levee/floodwall for the full range of loading up to the HTOL.”
A hazard evaluation of all documented penetrations was performed by Mead & Hunt (2025).

Based on this evaluation, there are no high hazard penetrations. MBK has reviewed the penetrations for geotechnical concerns related to piping potential and settlement. There are 8 penetrations that pass below the DWSE, however, they have all been evaluated by Mead & Hunt and MBK and are determined to pose a moderate to no risk to the levee integrity. The moderate risk is due to age and structural criteria. These penetrations have been added to the remediation plan. Based on this review, MBK concludes the American River south levee meets geotechnical requirements for ULDC 7.13 Penetrations through exception with the penetration remediation plan.

ULDC 7.14 Floodwalls, Retaining Walls, and Closure Structures This section describes the levee documentation and general requirements for ULDC 7.14 Floodwalls, Retaining Walls, and Closure Structures.
“Current USACE design guidance for special features such as floodwalls, retaining walls, and closure structures is to be followed. This information is included in EM 1110- 2-1913, EM 1110-2-2502, EC 1110-2-6067, and ETL 1110-2-571. Because design considerations for floodwalls and closure structures are still evolving since the 2005 New Orleans flood, caution should be used when designing and assessing these structures. All global slope stability and embankment through-seepage and underseepage safety criteria requirements are applicable for floodwalls, retaining walls, and closure structures on levees.
13 For closure structures, the civil engineer needs to provide the following information:
maintaining entity, levee mile, Global Positioning System coordinates, Board permit number (if applicable), structure details, length of time to close structure, location and type of materials for closure, structure dimensions, age, and performance history.

Closure structures need to be tested at least once a year before the flood season so that crews responsible for implementing the structures are familiar with their operation and to provide assurance that all parts are present and in working order.” There are no Floodwalls or Closure Structures located along the American River south levee. It should be noted the Mayhew Drain closure structure does not function like a typical closure structure because it is a fully mechanical system that does not require manual installation to work, like a railroad crossing. The facility works like a pump station. Additionally, there are no retaining walls used for flood control. There are retaining wall structures utilized as part of roadway crossings. These features are discussed as part of ULDC 7.13 Penetrations and ULDC

7.14 Floodwalls, Retaining Walls, and Closure Structures, provided by Mead & Hunt under separate cover. Therefore, MBK concludes this levee reach meets requirements for ULDC 7.14 Floodwalls, Retaining Walls, and Closure Structures.

LIMITATIONS
The conclusions provided in this report are limited to 5-years or until additional construction, evaluation criteria, revised hydraulic and hydrologic modeling, or other changes modify the current evaluation parameters.

The statements provided herein are based on observations and data available at the time the report was written. It is possible that differing conditions may be present within the levee segments evaluated. If identified, these differing conditions should be brought to the attention of the certification team in order to provide reevaluation and updates to conclusions provided in this report.

Risk cannot be completely removed, but levees provide a reduction in risk to flooding. The conclusions provided herein are not a certification or guarantee that flooding will not occur, but are provided to document the engineering evaluation and available data supporting design and construction of flood control features. This evaluation was performed following the current standard of care provided by other engineers practicing in the same location, under similar conditions at the time of preparation of this report. No warranty, express or implied, is provided.

Respectfully submitted,

MBK ENGINEERS
Rebecca Money
14 cc: MBK Engineers
Figures
Figure 1 – American River South Levee System – Geotechnical Evaluations by Levee Segment Appendices:

Appendix A – USACE 2014 Statement of Performance Letter Appendix B – Summary of USACE Documentation
Appendix C – Design Water Surface Elevations
Appendix D – Mayhew Drain Geotechnical Evaluation
Appendix E – Summary of Analysis Results
Appendix F – Levee Cross Sections
Appendix G – ULDC References

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River
Source: Esri, Maxar, Earthstar Geographics, and the GIS User Community Date: 1/29/2025 Time: 12:31:15 PM
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AMERICAN RIVER SOUTH LEVEE SYSTEM
Geotechnial Evaluations by Levee Segment
Legend
GEI
Kleinfelder
MBK
Other Federal Project Levees
City of Sacramento
.
0 0.75 1.5
Miles

Drawing Set Title Drawing Set Number Channel (Bank) Extents Date Constructed For Sacramento River from Sacramento to Collinsville, sheet No. 1 6-13-1100 American River (South) Confluence of American River January 1933 USACE Sacramento and American Rivers - Profile - Left Banks from Mi. 59.73 to 16th Street Bridge 50-10-2792 American River (South) Sacramento River to 16th Street Bridge March 1951 USACE South Levee American River downstream from 16th Street Bridge and "H" Street Bridge 1-04-374 American River (South) 16th Street Bridge & H Street Bridge March 1952 USACEEmergency Bank Protection - Left Bank American River upstream from WPRR Bridge 1-04-378 American River (South) Upstream of Railroad Bridge March 1952 USACEEnlargement of South Levee of American River from 16th Street Bridge to Mayhews 1-04-362 American River (South) 16th Street Bridge to Mayhews February 1950 USACE Sacramento River Flood Control Project - Surface levee crown for patrol road purposes 50-04-2897 American River (South) Jibboom Street Bridge to 16th Street Bridge April 1952 USACE Bank Protection various locations left bank Sacramento and American River right and left banks Feather River and Elder Creek 50-04-4118 American River (South) Downstream of H Street Bridge July 1965 USACE Levee Rehabilitation Patrol Roads, Vicinity of Sacrament, California 50-04-3702 American River (South) Jibboom Street Bridge to
Sacramento River and
Upstream of Railroad
Bridge
June 1962 USACE
Bank Protection, Various Locations, Right and Left Banks, Sacramento River and Georgiana Slough 50-04-4283 American River (South) Mile 4.8 March 1969 USACE Bank Protection, Various Locations, Right and Left Banks, Sacramento River Mile 60.0 to Mile 110.0 50-04-5130 American River (South) USACESacramento River Bank Protection Project, Lower American River Repair Sites Rivermile (LAR RM) 0.3L, and 2.8L 50-04-6280 American River (South) RM 0.3L and RM 2.8L 2008 USACELevee Rehabilitation and Patrol Roads, Vicinity of Sacramento, California 50-04-3702 American River (North) USACEBank Protection Various Locations Right and Left Banks Sacramento River and Feather River 50-04-4078 American River (North) Mile 0.64 to 0.82 March 1968 USACE Emergency Levee Repairs and Bank Protection North Levee American River 1.3 Miles above H Street Bridge 1-04-375 American River (North) 1.3 Miles above H Street Bridge February 1951 USACE Levee Construction and Bank Protection, Fair Grounds to Carmichael Bluffs 1-04-415 American River (North) Fair Grounds to Carmichael Bluffs March 1957 USACE Historic Documentation
AMERICAN RIVER COMMON FEATURES, WRDA 96 AND WRDA 99
12 Sept 2013
Contract No. Contractor Spec No. Design File
No. Design Analysis Construction Data
Left (South) Bank
Levee Strengthening
Contract 2 (Including
L6 as Modification)
Jibboom to H Street Sta: 9+97 to Sta: 29+42 SCB Cutoff Wall URS DACW05-00-C-0023 Geo Con 1140 1-04-477 American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening, Prepared by URS Greiner Woodwar Clyde dated 16 April 1999.

Technical Memorandum - Deep Cutoff Wall Section, American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening, Prepared by Woodward Clyde dated 19 March 1999.

Technical Memorandum-Additional Geotechnical Investigations and Recommendations for Deep Cutoff Wall Section, American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening, Contract 2, Prepared by URS Greiner Woodward Clyde dated 9 March 2000.

SCB Cutoff Wall:

QC: Unconfined Compressive Strength and Hydraulic Conductivity.

QA SCB Cutoff Wall: Unconfined Compressive Strength and Hydraulic Conductivity.

Documents provided include;
(1) Memorandum dated 8 Jan 2002, Left Bank Slurry Wall Contract 2, Evaluation of Test Data.
(2) Supplemental Record Drawings
(3) Job Photos
L1 I-5 & Discovery Park Sta. 29+42 to Sta. 34+44 Remediation not Needed HDR/Fugro JV
Final Remediation Methods Report - Sites L1 and L5, American River Common Features WRDA96 Phase 2 Remaining Sites, Sacramento, California. Prepared by HDR-Fugro dated 20 September 2013.

WRDA 1996/1999 Remaining Sites, Engineering Evaluation of No Actions Sites L1, L3, L5, L13, R2, R9, RM 2.7L, and RM

3.15L. Prepared by the Sacramento District, Corps of Engineers dated April 2014.

No remediation required for Site L1.

Left (South) Bank
Levee Strengthening
Contract 2 (Including
L6 as Modification)
Jibboom to H Street Sta: 34+44 to Sta: 118+34 SCB Cutoff Wall URS DACW05-00-C-0023 Geo Con 1140 1-04-477 American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening, Prepared by URS Greiner Woodwar Clyde dated 16 April 1999.

Technical Memorandum - Deep Cutoff Wall Section, American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening, Prepared by Woodward Clyde dated 19 March 1999.

Technical Memorandum-Additional Geotechnical Investigations and Recommendations for Deep Cutoff Wall Section, American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening, Contract 2, Prepared by URS Greiner Woodward Clyde dated 9 March 2000.

SCB Cutoff Wall:

QC: Unconfined Compressive Strength and Hydraulic Conductivity.

QA SCB Cutoff Wall: Unconfined Compressive Strength and Hydraulic Conductivity.

Documents provided include;
(1) Memorandum dated 8 Jan 2002, Left Bank Slurry Wall Contract 2, Evaluation of Test Data.
(2) Supplemental Record Drawings
(3) Job Photos
L2 Highway 160 Sta: 118+27 to Sta: 121+33 Jet Grout Cutoff Wall USACE DACW05-02-C-0004 Pacchiosi Drill USA 1034 1-04-474 Final-Site Specific Documentation was not developed. Site is generally addressed in:

American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening, Prepared by URS Greiner Woodwar Clyde dated 16 April 1999.

Technical Memorandum - Deep Cutoff Wall Section, American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening, Prepared by Woodward Clyde dated 19 March 1999.

Technical Memorandum-Additional Geotechnical Investigations and Recommendations for Deep Cutoff Wall Section, American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening, Contract 2, Prepared by URS Greiner Woodward Clyde dated 9 March 2000.

Jet Grouting
Drilling Record, Injection Records, Column and Coring Drilling Deviation Measurements, Core Drilling Records, and Core Sample Tests.

Documents provided include:
(1) Spreadsheet of Jet Grout Test Sections;
(2) Column Deviation Drawings;
(3) Jet Grout Column Rept;
(4) As-Built Column Locations
Left (South) Bank
Levee Strengthening
Contract 2 (Including
L6 as Modification)
Jibboom to H Street
Sta: 34+44 to Sta: 118+34; Sta:
120+97 to Sta: 136+84; Sta: 138+02
to Sta: 159+41; Sta: 214+68 to Sta:
216+91; Sta: 217+56 to Sta: 222+06;
Sta: 224+52 to Sta: 336+92
SCB Cutoff Wall URS DACW05-00-C-0023 Geo Con 1140 1-04-477 American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening, Prepared by URS Greiner Woodwar Clyde dated 16 April 1999.

Technical Memorandum - Deep Cutoff Wall Section, American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening, Prepared by Woodward Clyde dated 19 March 1999.

Technical Memorandum-Additional Geotechnical Investigations and Recommendations for Deep Cutoff Wall Section, American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening, Contract 2, Prepared by URS Greiner Woodward Clyde dated 9 March 2000.

SCB Cutoff Wall:

QC: Unconfined Compressive Strength and Hydraulic Conductivity.

QA SCB Cutoff Wall: Unconfined Compressive Strength and Hydraulic Conductivity.

Documents provided include;
(1) Memorandum dated 8 Jan 2002, Left Bank Slurry Wall Contract 2, Evaluation of Test Data.
(2) Supplemental Record Drawings
(3) Job Photos
L3 UPRR Bridge Sta. 136+84 to Sta. 138+02 Remediation not Needed USACE
Remediation Methods Report, WRDA 1996 Phase III Remaining Sites L3, L9, R2, R9, and R10, Sacramento California.

Prepared by the Sacramento District, Corps of Engineers dated September 2012.

WRDA 1996/1999 Remaining Sites, Engineering Evaluation of No Actions Sites L1, L3, L5, L13, R2, R9, RM 2.7L, and RM

3.15L. Prepared by the Sacramento District, Corps of Engineers dated April 2014.

No remediation required for Site L3.

Left (South) Bank
Levee Strengthening
Contract 2 (Including
L6 as Modification)
Jibboom to H Street Sta: 138+02 to Sta: 159+41 SCB Cutoff Wall URS DACW05-00-C-0023 Geo Con 1140 1-04-477 American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening, Prepared by URS Greiner Woodwar Clyde dated 16 April 1999.

Technical Memorandum - Deep Cutoff Wall Section, American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening, Prepared by Woodward Clyde dated 19 March 1999.

Technical Memorandum-Additional Geotechnical Investigations and Recommendations for Deep Cutoff Wall Section, American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening, Contract 2, Prepared by URS Greiner Woodward Clyde dated 9 March 2000.

SCB Cutoff Wall:

QC: Unconfined Compressive Strength and Hydraulic Conductivity.

QA SCB Cutoff Wall: Unconfined Compressive Strength and Hydraulic Conductivity.

Documents provided include;
(1) Memorandum dated 8 Jan 2002, Left Bank Slurry Wall Contract 2, Evaluation of Test Data.
(2) Supplemental Record Drawings
(3) Job Photos
Bell Marine Property Private Property Adjacent to
City Landfill Sta. 159+41 to Sta. 162+41 Remediation not needed USACE Final Report, Alternatives Analysis, Replacement of the Existing Floodwall at Lower American River Mile 2.7, Sacramento, California. Prepared by MBK Engineers dated 27 March 2007.

WRDA 1996/1999 Remaining Sites, Engineering Evaluation of No Actions Sites L1, L3, L5, L13, R2, R9, RM 2.7L, and RM

3.15L. Prepared by the Sacramento District, Corps of Engineers dated April 2014.

No remediation required for Bell Marine Site.

City Landfill Old City Landfill and Park Sta. 162+41 to Sta. 213+23 Remediation not needed USACE
WRDA 1996/1999 Remaining Sites, Engineering Evaluation of No Actions Sites L1, L3, L5, L13, R2, R9, RM 2.7L, and RM

3.15L. Prepared by the Sacramento District, Corps of Engineers dated April 2014.

No remediation required for City Landfill Site.

L4 UPRR Bridge Near Landfill Sta: 213+23 to Sta: 214+97 Jet Grout Cutoff Wall USACE DACW05-02-C-0004 Pacchiosi Drill USA 1034 1-04-474 Final-Site Specific Documentation was not developed. Site is generally addressed in:

American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening, Prepared by URS Greiner Woodwar Clyde dated 16 April 1999.

Jet Grouting
QC: Drilling Record, Injection Records, Column and Coring Drilling Deviation Measurements, Core Drilling Records, & Core Sample Tests. QC Earthwork: Laboratory Compaction Curves, In-Situ Sand Cone Density Tests
Documents provided include:
(1) Spreadsheet of Jet Grout Test Sections;
(2) Column Deviation Drawings;
(3) Jet Grout Column Rept;
(4) As-Built Column Locations
(5) Field Sampling and Testing Report
(6) Core Sample Test Report
(7) Production Table
(8) In-Situ Coring Results
(9) Master Summary Results
(10) Fill Compaction Test Report
Left (South) Bank
Levee Strengthening
Contract 2 (Including
L6 as Modification)
Jibboom to H Street Sta: 214+68 to Sta: 216+91 SCB Cutoff Wall URS DACW05-00-C-0023 Geo Con 1140 1-04-477 American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening, Prepared by URS Greiner Woodwar Clyde dated 16 April 1999.

Technical Memorandum - Deep Cutoff Wall Section, American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening, Prepared by Woodward Clyde dated 19 March 1999.

Technical Memorandum-Additional Geotechnical Investigations and Recommendations for Deep Cutoff Wall Section, American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening, Contract 2, Prepared by URS Greiner Woodward Clyde dated 9 March 2000.

SCB Cutoff Wall:

QC: Unconfined Compressive Strength and Hydraulic Conductivity.

QA SCB Cutoff Wall: Unconfined Compressive Strength and Hydraulic Conductivity.

Documents provided include;
(1) Memorandum dated 8 Jan 2002, Left Bank Slurry Wall Contract 2, Evaluation of Test Data.
(2) Supplemental Record Drawings
(3) Job Photos
L4A 42-inch Sewer Line Next to
Site L4 Sta: 216+78 to Sta: 217+73 Jet Grout Cutoff Wall USACE DACW05-02-C-0004 Pacchiosi Drill USA 1034 1-04-474 Final-Site Specific Documentation was not developed. Site is generally addressed in:

American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening, Prepared by URS Greiner Woodwar Clyde dated 16 April 1999.

Jet Grouting
QC: Drilling Record, Injection Records, Column and Coring Drilling Deviation Measurements, Core Drilling Records, & Core Sample Tests. QC Earthwork: Laboratory Compaction Curves, In-Situ Sand Cone Density Tests
Documents provided include:
(1) Spreadsheet of Jet Grout Test Sections;
(2) Column Deviation Drawings;
(3) Jet Grout Column Rept;
(4) As-Built Column Locations
(5) Field Sampling and Testing Report
(6) Core Sample Test Report
(7) In-Situ Coring Results
(8) Master Summary Results
(9) Fill Compaction Test Report
Left (South) Bank
Levee Strengthening
Contract 2 (Including
L6 as Modification)
Jibboom to H Street Sta: 217+56 to Sta: 222+06 SCB Cutoff Wall URS DACW05-00-C-0023 Geo Con 1140 1-04-477 American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening, Prepared by URS Greiner Woodwar Clyde dated 16 April 1999.

Technical Memorandum - Deep Cutoff Wall Section, American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening, Prepared by Woodward Clyde dated 19 March 1999.

Technical Memorandum-Additional Geotechnical Investigations and Recommendations for Deep Cutoff Wall Section, American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening, Contract 2, Prepared by URS Greiner Woodward Clyde dated 9 March 2000.

SCB Cutoff Wall:

QC: Unconfined Compressive Strength and Hydraulic Conductivity.

QA SCB Cutoff Wall: Unconfined Compressive Strength and Hydraulic Conductivity.

Documents provided include;
(1) Memorandum dated 8 Jan 2002, Left Bank Slurry Wall Contract 2, Evaluation of Test Data.
(2) Supplemental Record Drawings
(3) Job Photos
L5 D/S
Downstream of Business 80
Bridge as well as SCB wall
upstream of bridge
Sta. 220+09 to Sta. 222+06
Landside seepage
berm and SCB
Cutoff Wall
URS DACW05-03-C-0005 DDM/Nova JV 1294 1-04-488 American River Watershed Project (Common Features), California, Levee Strengthening, Alternative Methods Contract A, Prepared by URS dated 26 March 2003.

NOT AVAILABLE
L5 U/S Upstream of Business 80
Bridge Sta. 222+06 to Sta. 224+58 Remediation not
needed HDR/Fugro JV
Final Remediation Methods Report - Sites L1 and L5, American River Common Features WRDA96 Phase 2 Remaining Sites, Sacramento, California. Prepared by HDR-Fugro dated 20 September 2013.

WRDA 1996/1999 Remaining Sites, Engineering Evaluation of No Actions Sites L1, L3, L5, L13, R2, R9, RM 2.7L, and RM

3.15L. Prepared by the Sacramento District, Corps of Engineers dated April 2014.

No remediation required for Site L5.

Left (South) Bank
Levee Strengthening
Contract 2 (Including
L6 as Modification)
Jibboom to H Street Sta: 224+52 to Sta: 336+92 SCB Cutoff Wall URS DACW05-00-C-0023 Geo Con 1140 1-04-477 American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening, Prepared by URS Greiner Woodwar Clyde dated 16 April 1999.

Technical Memorandum - Deep Cutoff Wall Section, American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening, Prepared by Woodward Clyde dated 19 March 1999.

Technical Memorandum-Additional Geotechnical Investigations and Recommendations for Deep Cutoff Wall Section, American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening, Contract 2, Prepared by URS Greiner Woodward Clyde dated 9 March 2000.

SCB Cutoff Wall:

QC: Unconfined Compressive Strength and Hydraulic Conductivity.

QA SCB Cutoff Wall: Unconfined Compressive Strength and Hydraulic Conductivity.

Documents provided include;
(1) Memorandum dated 8 Jan 2002, Left Bank Slurry Wall Contract 2, Evaluation of Test Data.
(2) Supplemental Record Drawings
(3) Job Photos
L5A City of Sacramento Sump 10
River Park Pump Station Sta: 261+26 to Sta: 261+75 CB Cutoff Wall USACE W91238-12-C-0034 Contractor
Services Group,
Inc.
1864 1-04-617
L5A - Remaining Sites - WRDA 1996 Project, American River Watershed Project (Common Features), Left Bank Lower American River Downstream of Glenn Hall Park, Sump #10 Stormwater Pumping Station, Sacramento, California, Prepared by Sacramento District dated 28 June 2012.

Notes: 1) Site L5A was not originally listed as a gap location for the cutoff wall. It was assumed that the contractor for the South (left) bank levee contract 2 constructed the cutoff wall and that only pump station modifications were required. It was found during construction that there was no wall a the location. The CB cutoff wall was added to the construction contract through a mod. Construction took two years.

American River WRDA 1996 Remaining Sites, Cement Bentonite Cutoff Walls Sites R5, R6, R8, L5A, L8, and L12 Construction Completion Report.

L7 H Street Bridge Sta: 336+77 to Sta: 340+45 Jet Grout Cutoff Wall HDR/Fugro JV W91238-14-C-0041 Pacchiosi Drill USA 1826 1-04-602 Sites R7 and L7, Final Design Submittal, Design Documentation Report (DDR), American River Common Features (ARCF), WRDA 96 Phase 2 Remaining SItes, prepared by HDR/Fugro WLA Joint Venture dated July 2013.

Final Remediation Methods Report, Sites L7, L10, L13, R3A, and R7, American River Common Features WRDA96 Phase 2 Remaining Sites, Sacramento, California. Prepared by HDR-Fugro dated January 2012.

Per USACE 20170831 This project does not have any available QA/QC Data.

Left (South) Bank
Levee Strengthening
Contract 1
H Street to Mayhew Drain Sta: 340+20.16 to Sta: 379+10.24 SCB Cutoff Wall URS DACW05-00-C-0022 Geo Con 9824A 1-04-466 American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening, Prepared by URS Greiner Woodwar Clyde dated 16 April 1999.

SCB Cutoff Wall:

QC: Unconfined Compressive Strength and Hydraulic Conductivity.

QA SCB Cutoff Wall: Unconfined Compressive Strength and Hydraulic Conductivity.

Documents provided include;
(1) Memorandum dated 22 May 2001, Left Bank Slurry Wall Contract 1, Evaluation of QC/QA Data.
(2) Supplemental Record Drawings
L8 Guy West Bridge at CSUS Sta. 364+82 to Sta. 367+84 CB Cutoff Wall HDR/Fugro JV W91238-10-C-0027 Contractor
Services Group,
Inc.
1722 1-04-556
American River Project, Common Features, WRDA 96 Remaining Sites, Phase 2, Sacramento County, California, Design Documentation Report, Prepared by HDR dated November 2009 Remediation Methods Report, American River Common Features, WRDA 96 Remaining Sites, Phase 2. Sites L8 and R8, Sacramento County, CA, Prepared by HDR dated March 5 2010.

Notes: 1) Document addresses Sites L8, R8, and L9A. Sites L8 and R8 were constructed in general accordance with the document under the same contract, while L9A was constructed under seperate contract. 2) During plans and specs development Site L8 and R8 cutoff wall was changed from SCB to CB).

CB Cutoff Wall:

QC: Unconfined Compressive Strength, hydraulic Conductivity Data, and Slurry Trench Test. QC Earthwork: Laboratory Compaction Curves, In-Situ Sand Cone Density Tests.

Documents provided include;
(1) CB Wall Hydraulic Conductivity and UCS
(2) CB Wall Trench Data
(3) Compaction Test Results
(4) Pavement Test Results
(5) Construction Completion Report
L9 2- Force Main Sewers Near
Fairbairn WTP Sta: 378+65 to Sta: 380+09 Jet Grout Cutoff Wall PCSC (Wood
Rodgers) W91238-12-C-0046 Pacchiosi Drill USA 1721 1-04-553 American River Project, Common Features, WRDA 96 Remaining Sites, Phases 2 & 3, Sacrament County, California, Design Documentation Report, Sites L9 and L9A, Prepared by HDR/Fugro WLA Joint Venture dated July 2012.

Remediation Methods Report, WRDA 1996 Phase III Remaining Sites L3, L9, R2, R9, and R10, Sacramento California.

Prepared by the Sacramento District, Corps of Engineers dated September 2012.

Per USACE 20170831 This project does not have any available QA/QC Data.

L9A Fairbairn Water Treatment
Conduit Sta: 382+01 to Sta: 383+75 Jet Grout Cutoff Wall HDR/Fugro JV Per USACE 20170831
This project does not
have any available
QA/QC Data.A25:K25
Pacchiosi Drill
USA 1721 1-04-553
American River Project, Common Features, WRDA 96 Remaining Sites, Phases 2 & 3, Sacrament County, California, Design Documentation Report, Sites L9 and L9A, Prepared by HDR/Fugro WLA Joint Venture dated July 2012.

American River Project, Common Features, WRDA 96 Remaining Sites, Phase 2, Sacramento County, California, Design Documentation Report, Prepared by HDR dated November 2009 Remediation Methods Report, American River Common Features, WRDA96 Remaining SItes, Phase 2, SItes L8, R8, and L9A, Sacramento County, CA, Prepared by HDR dated November 10 2009. (DRAFT) Per USACE 20170831 This project does not have any available QA/QC Data.

TURNOVER STATUS

SITE LOCATION REMEDIATION
METHOD DESIGNERLevee Stationing
1 AMERICAN RIVER COMMON FEATURES, WRDA 96 AND WRDA 99
12 Sept 2013
Left (South) Bank
Levee Strengthening
Contract 1
H Street to Mayhew Drain Sta: 384+74.40 to Sta: 404+55.52 SCB Cutoff Wall URS DACW05-00-C-0022 Geo Con 9824A 1-04-466 American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening, Prepared by URS Greiner Woodwar Clyde dated 16 April 1999.

SCB Cutoff Wall:

QC: Unconfined Compressive Strength and Hydraulic Conductivity.

QA SCB Cutoff Wall: Unconfined Compressive Strength and Hydraulic Conductivity.

Documents provided include;
(1) Memorandum dated 22 May 2001, Left Bank Slurry Wall Contract 1, Evaluation of QC/QA Data.
(2) Supplemental Record Drawings
L10 Howe Ave. Bridge Sta: 404+43 to Sta: 406+80 Jet Grout Cutoff Wall HDR/Fugro JV W91238-14-C-0003 Pacchiosi Drill USA 1827 1-04-605 Sites R3A & L10, Final Design Submittal, Design Documentation Report (DDR), American River Common Features (ARCF), WRDA 96 Phase 2 Remaining Sites, Prepared by HDR-Fugro JV dated August 2013.

Final Remediation Methods Report, Sites L7, L10, L13, R3A, and R7, American River Common Features WRDA96 Phase 2 Remaining Sites, Sacramento, California. Prepared by HDR-Fugro dated January 2012.

Per USACE 20170831 This project does not have any available QA/QC Data.

Left (South) Bank
Levee Strengthening
Contract 1
H Street to Mayhew Drain Sta: 406+45 to Sta: 443+22 SCB Cutoff Wall URS DACW05-00-C-0022 Geo Con 9824A 1-04-466 American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening, Prepared by URS Greiner Woodwar Clyde dated 16 April 1999.

SCB Cutoff Wall:

QC: Unconfined Compressive Strength and Hydraulic Conductivity.

QA SCB Cutoff Wall: Unconfined Compressive Strength and Hydraulic Conductivity.

Documents provided include;
(1) Memorandum dated 22 May 2001, Left Bank Slurry Wall Contract 1, Evaluation of QC/QA Data.
(2) Supplemental Record Drawings
L11
Left (South) Bank
Levee Strengthening
Contract 1
H Street to Mayhew Drain Sta: 443+88 to Sta: 456+90 SCB Cutoff Wall URS DACW05-00-C-0022 Geo Con 9824A 1-04-466 American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening, Prepared by URS Greiner Woodwar Clyde dated 16 April 1999.

SCB Cutoff Wall:

QC: Unconfined Compressive Strength and Hydraulic Conductivity.

QA SCB Cutoff Wall: Unconfined Compressive Strength and Hydraulic Conductivity.

Documents provided include;
(1) Memorandum dated 22 May 2001, Left Bank Slurry Wall Contract 1, Evaluation of QC/QA Data.
(2) Supplemental Record Drawings
L12 Florin-Perkins Interior
Drainage Conduits Sta: 456+67 to Sta: 458+80 CB Cutoff Wall USACE W91238-10-C-0034 Contractor
Services Group,
Inc.
1710 1-04-547
American River Common Features Project, California, Design Documentation Report, WRDA 1996 Remaining Sites, Site L12, prepared by Sacramento District dated August 2009.

CB Cutoff Wall:

QC: Unconfined Compressive Strength and Hydraulic Conductivity Data
Documents provided include;
(1) QC Hydraulic Conductivity and UCS Test Reults
(2) Construction Completion Report
Left (South) Bank
Levee Strengthening
Contract 1
H Street to Mayhew Drain Sta: 458+05.20 to Sta: 484+29 SCB Cutoff Wall URS DACW05-00-C-0022 Geo Con 9824A 1-04-466 American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening, Prepared by URS Greiner Woodwar Clyde dated 16 April 1999.

SCB Cutoff Wall:

QC: Unconfined Compressive Strength and Hydraulic Conductivity.

QA SCB Cutoff Wall: Unconfined Compressive Strength and Hydraulic Conductivity.

Documents provided include;
(1) Memorandum dated 22 May 2001, Left Bank Slurry Wall Contract 1, Evaluation of QC/QA Data.
(2) Supplemental Record Drawings
L13
Watt Ave. Bridge (Blanket
and Chimney Drain both Up
Stream and South Stream)
Sta. 484+29 to Sta. 489+21 Remediation Not
Needed HDR/Fugro JV
Final Remediation Methods Report, Sites L7, L10, L13, R3A, and R7, American River Common Features WRDA96 Phase 2 Remaining Sites, Sacramento, California. Prepared by HDR-Fugro dated January 2012.

WRDA 1996/1999 Remaining Sites, Engineering Evaluation of No Actions Sites L1, L3, L5, L13, R2, R9, RM 2.7L, and RM

3.15L. Prepared by the Sacramento District, Corps of Engineers dated April 2014.

Remediation not required at Site L13.

Left (South) Bank
Levee Strengthening
Contract 1
H Street to Mayhew Drain Sta: 489+21 to Sta: 515+28 SCB Cutoff Wall URS DACW05-00-C-0022 Geo Con 9824A 1-04-466 American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening, Prepared by URS Greiner Woodwar Clyde dated 16 April 1999.

SCB Cutoff Wall:

QC: Unconfined Compressive Strength and Hydraulic Conductivity.

QA SCB Cutoff Wall: Unconfined Compressive Strength and Hydraulic Conductivity.

Documents provided include;
(1) Memorandum dated 22 May 2001, Left Bank Slurry Wall Contract 1, Evaluation of QC/QA Data.
(2) Supplemental Record Drawings
L14 Manlove Interior Drainage
Conduits Sta: 515+09 to Sta: 516+34 Jet Grout USACE DACW05-02-C-0004 Pacchiosi Drill USA 1034 1-04-474 Final-Site Specific Documentation was not developed. Site is generally addressed in:

American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening, Prepared by URS Greiner Woodwar Clyde dated 16 April 1999.

Jet Grouting
QC: Drilling Record, Injection Records, Column and Coring Drilling Deviation Measurements, Core Drilling Records, & Core Sample Tests. QC Earthwork: Laboratory Compaction Curves, In-Situ Sand Cone Density Tests
Documents provided include:
(1) Spreadsheet of Jet Grout Test Sections;
(2) Column Deviation Drawings;
(3) Jet Grout Column Rept;
(4) As-Built Column Locations
(5) Field Sampling and Testing Report
(6) Core Sample Test Report
(7) In-Situ Coring Results
(8) Master Summary Results
(9) Fill Compaction Test Report
Left (South) Bank
Levee Strengthening
Contract 1
H Street to Mayhew Drain Sta: 516+17 to Sta: 574+49 SCB Cutoff Wall URS DACW05-00-C-0022 Geo Con 9824A 1-04-466 American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening, Prepared by URS Greiner Woodwar Clyde dated 16 April 1999.

SCB Cutoff Wall:

QC: Unconfined Compressive Strength and Hydraulic Conductivity.

QA SCB Cutoff Wall: Unconfined Compressive Strength and Hydraulic Conductivity.

Documents provided include;
(1) Memorandum dated 22 May 2001, Left Bank Slurry Wall Contract 1, Evaluation of QC/QA Data.
(2) Supplemental Record Drawings
Mayhew Drain
Closure Structure
South bank of lower
American River around river
mile 11
Sta: 569+18 to Sta: 571+77
cutoff wall installed;
closure structure
installed at Mayhew
drain.

USACE W91238-07-C-0016 FCI Contracting,
Inc.
1501-
1555 AM-04-514
Basis of Design, American River Watershed Project Common Features, Left Bank Lower American River, Mayhew Drain Closure Structure, Sacramento Count, California, Prepared by Sacramento District dated June 2007.

Mayhew Closure Structure DDR Outline, Prepared by Sacramento District.

Memorandum for Record, Subject Mayhew Drain Closure Structure Hydraulic Design and Evaluation of Hydraulic Effects in the Mayhew Drain Area Associated with the American River Projects, Prepared by Sacramento District dated February 2008.

NOT AVAILABLE
Mayhew Raising
Existing Levee
South bank of lower
American River around river
mile 11
Sta: 569+18 to Sta: 571+77 Levee Raised 2.5
feet USACE W91238-07-C-0016 FCI Contracting, Inc.
1501-
1555 1-04-509
Interim Mayhew Levee Raise Design and Construction Support Documentation, Prepared by Sacramento District dated November 2009.

SCB Cutoff Wall:

QC: Unconfined Compressive Strength and Hydraulic Conductivity.

QA SCB Cutoff Wall: Unconfined Compressive Strength and Hydraulic Conductivity.

Documents provided include;
(1) QA-QC Results
(2) QC Hydraulic Condusctivity and UCS
Mayhew Levee Raise
East End Connection
East End of Mayhew Levee
Raise 617+99 to High Ground Levee Extended USACE W91238-14-P-0108 PWS 1-04-0621 Mayhew East End Extension Per USACE 20170831 This project does not have any available QA/QC Data.

Site L11 is located just downstream of Site L12. Initial archive research indicated a utility pipe crossing that would have affected the soil-cement-bentonite (SCB) cutoff wall excavation for the Left Bank, Contract 1 project by Geo-Con. Site L11 was eliminated almost immediately after the initial numbering of the potential cutoff wall windows. Geo-Con continued with their excavation from the park entrance at Watt Ave access ramp (Site L10) to Site L12, the La Riveria park access ramp (near the high voltage overhead powerlines). 2 File Name Levee Location
(Right or Left)
Documentation Type
(Design, As-Builts, Other)
Date Full Description Prepared By
1-04-466 Left Record Drawing FY-2000 (Oct 5, 2012) Levee Strengthening Contract 1 (cutoff walls) URS Greiner Woodward Clyde 1-04-467 Right Record Drawing FY-98 (Sept 9, 2013) Levee Strengthening Howe Ave to Watt Ave USACE 1-04-474 Left Record Drawing FY-2001 (Jan 4, 2013) Jet Grout Contract 1 USACE 1-04-477 Left Record Drawing FY-2000 (Oct 9, 2012) Levee Strengthening Contract 2 (cutoff walls) URS Greiner Woodward Clyde 1-04-488 Left and Right Record Drawing (Sept 9, 2013) Levee Strengthening Alternative Methods Contract A
URS
1-04-509 Left Record Drawing FY-2007-2008 (July 18,
2013)
Left Bank Raise - Mayhew USACE
1-04-514 Right Record Drawing FY-2009 (July 18, 2013) WRDA 96 Remaining Site Contract 1 USACE 1-04-519 Right Record Drawing FY-2008 (July 18, 2013) WRDA 99 Contract 1 Jacob Lane - Reach "B" - Waterside fill plus raise
USACE
1-04-520 Right Record Drawing FY-2011 (July 20, 2011) WRDA 99 Contract 2 Howe Ave - Waterside fill plus raise
USACE
1-04-521 Right Record Drawing FY-2012 WRDA 99 - NEMDC South USACE/Kleinfelder 1-04-531 Right Record Drawing FY-2009 (July 18, 2013) WRDA 99 Contract 1 Jacob Lane - Reach "A" - Waterside fill plus raise
USACE
1-04-536 Right Record Drawing FY-2009 (July 18, 2013) WRDA 96 Remaining Sites, Phase 1 - Contract A - Site R1
USACE
1-04-540 Right Record Drawing FY-2012 (Aug 15, 2012) WRDA 96 Remaining Sites, Site R10 Pacific Civil and Structural Consultants, LLC
1-04-543 Right Record Drawing FY-2010 (July 18, 2013) WRDA 96 Remaining Sites, Phase 1 - Contract C - Site R5
USACE
1-04-547 Left Record Drawing FY-2009 (July 18, 2013) WRDA 96 Remaining Sites, Phase 1 - Contract B - Site L12
USACE
1-04-550 Right As-built FY-2011 WRDA 96 Remaining Sites, Phase 1 - Contract D - Site R6
USACE
1-04-553 Left As-built FY-2012 WRDA 96, Sites L9 and L9A HDR/Pacific Civil and Structural Consultants, LLC
1-04-556 Left Record Drawing FY-2009 (July 18, 2013) WRDA 96, Phase 2, Contract 1 - Site L8 HDR 1-04-559 Right Record Drawing WRDA 96, Phase 2, Contract 3 - Site R8 HDR 1-04-575 Right As Built FY 2012 (Approved
06/25/2012)
American River Common Features (REMAINING
SITES) WRDA 99 Jacob Lane - Reach "C"
USACE
1-04-602 Left and Right Record Drawings/As Built FY 2013 (Approved 9/30/2013)
American River Common Features WRDA96 -
Phase 2 Remaining Sites, Sites R7 and L7, H Street
Bridge Crossing
HDR
1-04-605 Left and Right Record Drawings/As Built FY 2013 (Approved 9/30/2013)
American River Common Features WRDA96 -
Phase 2 Remaining Sites, Site R3A - Business 80
Crossing & Site L10 - Howe Avenue Bridge
Crossing
HDR
1-04-617 Left As Built FY 2012 (Approved
06/28/2021)
American River Common Features Remaining
Sites - WRDA 96 Project Sump #10 - Site L5A
USACE
1-04-618 Right As Built FY 2013 (Approved
06/01/2013)
American River Common Features WRDA 99 -
NEMDC North
USACE
1-04-0620award Right Drawings FY-2014 (approved
03/10/2014)
American River Common Features (Remaining
Sites) WRDA 99 - NEMDC Extension
USACE
1-04-0621 Left As Built FY 2014 American River Common Features WRDA 99 Project Mayhew Levee Repair

MAYHEW LEVEE REPAIR
USACE
12-097 Sandcone Summary.10-12-12 Unknown - Contract
Number: W91238-
09-D-0059
Sierra Testing
Laboratories Project
Number: 12-097
As-Built Field Compaction
Test Summary
10/12/2012 As-Built Field Compaction Test Summary - Howe Ave Site WRDA 1999 Contract 2 - Sandcone
Summary
Sierra Testing Laboratories
50-04-6280 Left - American
River
Right - Sac River
100% Submittal Unknown; engineer
seal exp 2009; DWR
Design file
50+04+6280; spec no
1644
Sacramento River Bank Protection Project - Lower
American River and Sacramento River Erosion
Repairs Sites Rivermile (LAR RM) 0.3L, 2.8L, (SAC
RM) 53.5, and 177.8R
Ayers
1034 Left Request for Proposals Unknown, Drawing
File No. 1-04-474/1-25-
479 FY 2001
Jet Grout Sections, Contract 1/Jet Grout Test
Sections, American River Watershed Project,
(Common Features), California
USACE
1140 Left Request for Proposals Uknown, Drawing File
No. 1-04-477 FY-2000
American River Watershed Project (Common
Features), California - Left (South) Bank Levee
Strengthening – Contract 2
USACE
1294 Left and Right Invitation for Bids (IFB) Unknown, Drawing File No. 1-04-488
American River Watershed Project (Common
Features), California Levee Strengthening,
Alternate Methods Contract A
URS
1501 Left Invitation for Bids (IFB) Issued 06/26/2007 American River Common Features Lower American River, Raise Existing Levee And
Construct Mayhew Drain Closure Structure
USACE
1593 Contract No.

W91238-09-R-0006
Contract Specifications Contract No. W91238-
09-R-0006
American River Common Features WRDA 1996 -
Remaining Sites Contract 1 (W91238-09-R-0006)
USACE (Verify)
1631 Right Contract Specifications POCA NO. W91238-08-
R-0012
SPECIFICATION NO.
1631
American River Common Features WRDA 1999
Contract 1
- Jacob Lane (Reach A)
USACE
1632 DRAWING FILE NO.
01-04-520
SPECIFICATION NO.
1632
Contract Specifications DRAWING FILE NO. 01-
04-520
SPECIFICATION NO.
1632
American River Common Features (Remaining
Sites)
WRDA 1999 Contract 2
Howe Avenue
USACE
1633 Contract No.

W91238-08-D-0015
Contract Specifications Contract No. W91238-
08-D-0015
American River Common Features (Remaining
Sites) WRDA 99 NEMDC South to Lathrop Way
USACE (Verify)
1655 Right Contract Specifications POCA NO. W91238-09-
R-0006
SPECIFICATION NO.
1655
American River Common Features WRDA 1999
Contract 1
- Jacob Lane (Reach B)
USACE
1682 Right Contract Specifications POCA NO. W91238-09-
R-0037
SPECIFICATION NO.
1682
American River Common Features WRDA 1996
Phase 1
Contract A Sites R1
USACE
1689 Right Request for Proposals SPECIFICATION NO.
1689
DRAWING FILE NO. 1-
04-540
American River Common Features (ARCF), WRDA
96 Remaining Sites, Site R10 – Watt Avenue
USACE
1704 Right Contract Specifications SPECIFICATION NO.
1704
DRAWING FILE NO. 1-
04-543
American River Common Features WRDA 1996 -
Phase 1 Contract C Site R5
USACE
1710 Left Request for Proposals RFP NO. W91238-09-R0037 SPECIFICATION NO.
1710
American River Common Features Remaining
Sites -
WRDA 96 Project Phase 1 - Contract B - Site L12
USACE
Note: Where detail information could not be located/verified, the contract/spec/drawing American River Certification Documentation Summary 1711 Right Invitation for Bids (IFB) DRAWING FILE NO.1- 04-0550
SPECIFICATION NO.
1711
American River Common Features Remaining
Sites -
WRDA 1996 Project Phase 1- Contract D
Site R6
USACE
1721 Left Request for Proposals FY-2012 American River Common Features (ARCF), WRDA 1996 Levee Improvements, Sites L9 AND L9A
USACE
1722 Left Request for Proposals RFP NO. W91238-10-R0027 SPECIFICATION NO.
1722
DRAWING FILE NO.

AM-04-556
Recovery – Project Number 75522, American
River Watershed (Common Features), CA - Phase
2 Contract Efforts Would Address 96 Sites –Site L8
USACE
1723 Right Request for Proposals RFP NO. W91238-10-R0027 SPECIFICATION NO.
1723
DRAWING FILE NO.

AM-04-559
Recovery – Project Number 75522, American
River Watershed (Common Features), CA - Phase
2 Contract Efforts Would Address 96 Sites –Site
R8
USACE
1826 Right and Left Request for Proposals RFP NO. W91238-13-R0041 SPECIFICATION NO.
1826
DESIGN FILE NO. 01-04-
0602

AMERICAN RIVER COMMON FEATURES (ARCF) -
WRDA 96 - PHASE 2 REMAINING SITES - SITES
R7 AND L7
USACE
1827 Right and Left Request for Proposals RFP NO. W91238-13-R0040 SPECIFICATION NO.
1827
DESIGN FILE NO. 01-04-
0605

AMERICAN RIVER COMMON FEATURES (ARCF) -
WRDA 96 - PHASE 2 REMAINING SITES - SITES
R3A AND L10
USACE
1832 Right Specifications 2012 AMERICAN RIVER COMMON FEATURES (ARCF) (REMAINING SITES) WRDA 99 JACOB LANE –
REACH "C"
USACE
1864 Left Request for Proposals SPECIFICATION NO.
1864
DRAWING FILE NO. 1-
04-617 FY 2012

AMERICAN RIVER COMMON FEATURES (ARCF)
REMAINING SITES – WRDA 96 PROJECT
SUMP #10 – SITE L5A
USACE
1897 Right Request for Proposals RFP NO. W91238-13-R0034 SPECIFICATION NO.
1897
DESIGN FILE NO. 01-04-
0618

AMERICAN RIVER COMMON FEATURES
(REMAINING SITES) WRDA 99 - NEMDC NORTH
USACE
1952 Left Specifications Unknown - missing
cover page
ARCF (Remaining Sites) WRDA 99 - NEMDC
Extension
USACE
9824A Left Request for Proposals RFP NO. DACW05-00-R0004 SPECIFICATION NO.
9824A
DRAWING FILE NO. 1-
04-046

AMERICAN RIVER WATERSHED PROJECT
(COMMON FEATURES), CALIFORNIA -

LEFT (SOUTH) BANK LEVEE
STRENGTHENING – CONTRACT I
USACE
9866 Right Final Rule - Central
Contractor Registration to
All Prospective Bidders and
Offerors
4/20/1998 American River Watershed Project (Common
Features) California Right (North Bank) Levee
Strengthening Howe Avenue to Watt Avenue
USACE
9985 Right Amendment of
Solicitation/Modification of
Contract (Amendments 1-
5)
4/20/1999 American River Watershed Project (Common
Features) California Right Bank Slurry Wall
American River, California
USACE
10122012_ARCF_Site_R3A_TM Final Right Technical Memorandum - Analysis of Cutoff Wall
10/12/2012 American River Common Features –Site R3A
Alternative Remediation
HDR
AM1-04-793 Right Record Drawings FY-1999 (11/21/2012) American River Watershed Project (Common Features) California Right (North Bank) Levee
Strengthening
USACE
AM-04-514 Record Drawings FY-2007 (07/18/2013) American River Common Features (Common Features) WRDA 99 Lower American River
Mayhew Drain Closure Structure
USACE
American River (Lower) Basis of Design 1997 07-25 Left Basis of Design 7/25/1997 Lower American River Levee Project Basis of Design for Levee Remediation
USACE
AR00 Lt Bank, Cont 2 Evaluation QAQC Data Left Memorandum: Evaluation of QC/QA Test Data
1/8/2002 Memorandum for Chief, Soil Design Section;
Subject American River Watershed Project,
DACW05-00-C-0023 Left (South) Bank Slurry Wall,
Contract 2 Evaluation of QC/QA Test Data
American River Project Office
AR10 Site L8 QC CB Wall Perm Str Results Left and Right Lab Report 10/21/2010 Lab Report: American River Watershed Common Features L8 and R8 Slurry Wall
Vector Engineering
AR10 Site L8 QC Compaction Test Left Compaction Test 7/20/2010 American River Common Features WRDA 1996 - Phase 2 Site L8 - Daily Compaction Tests Summary
Vector Engineering
AR10 Site L8 QC Trench Sta, Depth & Slurry Results Left and Right Trench Depth and Slurry Results
7/30/2010 American River Sites R8 and L8 Magnus Pacific AR10 Site L8 R8 QC Pavement & Earth Results Left and Right Pavement and Earth Results
10/25/2010 American River Sites R8 and L8 Contractor Services Group AR10 Site R8 QC CB Wall Perm Str Results Left and Right Lab Report 10/17/2010 Lab Report: American River Watershed Common Features L8 and R8 Slurry Wall
Vector Engineering
AR10 Site R8 QC Trench Sta, Depth & Slurry Results Left and Right Trench Depth and Slurry Results
8/13/2010 American River Sites R8 and L8 Magnus Pacific AR12 Site R06 Cutoff Wall QC Results Right QC Results - Cutoff Wall 1/10/2013 American River Common Features Site R6 RDA Contracting AR98 Howe to Watt Ave QA Cutoff Wall Results Xls Unknown QC Results - Cutoff Wall 10/7/1998 QA Test Results, American River 98 Howe to Watt Ave
Vector Engineering
AR98 Howe to Watt Cutoff Wall Results Xls Unknown Field Batch Testing Cast and Permeability
September 1998 Field Batch Testing Cast and Permeability American River Howe to Watt
Unknown
AR98 Howe to Watt QAQC Results 1998 09-16 Unknown Field Test Mixes Bentonite Slurry
9/16/1998 American River 98 Howe to Watt QAQC Results Woodard Clyde AR98 Howe to Watt SCB Wall QC Results Unknown Field Batch Testing Cone Slump
October 1998 American River 98 Howe to Watt SCB QC Results Unknown ArcadeCreekLeveeImprovementsUnit1 1996-03 Left and Right - Verify
Record Plans 3/22/1996 Sacramento Area Flood Control Agency Natomas Area Flood Control Improvement Project Arcade
Creek, Unit 1B Levee Improvement Project
The Spink Corporation
ARCF WRDA 1996-1999 Remaining Sites Rationale for No
Action (Final)
Left and Right Technical Memorandum -
Engineering Evaluation
April 2014 American River Watershed Common Features
Project WRDA 1996/1999 Remaining Sites
Engineering Evaluation Of No Action Sites L1, L3,
L5, L13, R2, R9, RM 2.7L, and RM 3.15L Technical
Memorandum
USACE
ARCF_WRDA96_RMR_Final Left and Right Remediation Methods Report
January 2012 Remediation Methods Report Sites L7, L10, L13, and R7 American River Common Features
WRDA96 Phase 2 Remaining Sites
USACE
American River Common Features (Remaining Sites) WRDA 99 - NEMDC Extension
Left As-Builts 3/3/2014 NEMDC Extension As-Builts USACE BOD_ALL Disciplines_L5A Left Basis of Design 6/28/2012 Basis of Design, Connect Existing SCB Cutoff Walls with new CLSM Wall and Stormwater Force Mains
Raising/Replacement, Left bank Lower American
River Downstream of Glenn Hall Park Sump #10
Stormwater Pumping Station
USACE
COMPLETE_DDR_Site_R10_FINAL Right Final Submittal - Design Documentation Report
July 2012 USACE-American River Common Features Project, WRDA 96 Remaining Sites, Design Documentation
Report for Site R10, Cutoff Wall at Watt Avenue
Bridge, Final Submittal
Pacific Civil and Structural Consultants
(MGE Engineering and Wood Rodgers)
AR00 Lt Bank, Cont 1 Evaluation QAQC Data Left Memorandum: Evaluation of QC/QA Test Data
5/22/2001 Memorandum for Chief, Soil Design Section;
Subject: American River Watershed Project,
DACW05-00-C-0022 Left (South) Bank Slurry Wall,
Contract 1 Evaluation of QC/QA Test Data
American River Project Office
AR00 Lt Bank, Cont 2 Evaluation QAQC Data Left Memorandum: Evaluation of QC/QA Test Data
1/8/2002 Memorandum for Chief, Soil Design Section;
Subject: American River Watershed Project,
DACW05-00-C-0023 Left (South) Bank Slurry Wall,
Contract 2 Evaluation of QC/QA Test Data
USACE
Site L14 Compact Fill Matl Rpt Tab Left Material Test Report February 2003 Site L14 Compact Fill Material Report Tabulation Sierra Testing Laboratories SiteR5DDR Right Design Documenation
Report
August 2009 AMERICAN RIVER COMMON FEATURES PROJECT

CALIFORNIA, DESIGN DOCUMENTATION REPORT,
WRDA 1996 REMAINING SITES
SITE R5
USACE
Contract 2 Howe Avenue ABC Data Review and Evaluation Unknown Evaluation of Aggregate Base Course Compaction
And Gradation
2012 American River Common Features Project, WRDA
96 Contract 2, Howe Avenue Review and
Evaluation of Aggregate Base Course Compaction
And Gradation
USACE
DDR-Final Submittal_111009 Left and Right Final Design
Documentation Report
November 2009 American River Project
Common Features
WRDA96 Remaining Sites, Phases 2
Sacramento County, California
Design Documentation Report
HDR
DDR-Site R-6 Right Design Documentation
Report
6/17/2009 AMERICAN RIVER COMMON FEATURES PROJECT

GEOTECHNICAL DESIGN DOCUMENTATION
REPORT
WRDA 1996 REMAINING SITES
SITE R6

CALIFORNIA
USACE
Design Analysis 100% Submittal - Left Bank Levee
Strengthening (1999)
Left 100% Submittal Design
Analysis
4/16/1999 Design Analysis 100% Submittal American River Watershed Project Common Features California
Left (South) Bank Levee Strengthening
URS Greiner Woodward Clyde
Design Analysis 100% Submittal - Levee Strenthening
Alternative Methods Contract A (2003)
Left and Right 100% Submittal Design
Analysis
3/26/2003 American River Watershed Project Common
Features California Left (South) Bank Levee
Strengthening, Alternative Methods Contract A
Sacramento, CA
URS
Final_NEMDC_Ext_DDR Left 100% Supplemental Design
Documentation Report
February 2014 American River Common Features - Natomas East Main Drainage Channel (NEMDC) Extenstion
100% Supplemental Design Documentation
Report
USACE
FINAL_RMR_L1_L5_2013.09.20 Left Remediation Methods
Report
9/20/2013 Remediation Methods Report
Sites L1 and L5
American River Common Features
WRDA96 Phase 2 Remaining Sites
Sacramento, California
W91238-10-D-0003, Delivery Order No. 0010
Fugro HDR WLA
Geotech Rpt American Rvr Watershed WRDA 99 Right Geotechnical Report November 2001 Geotechnical Report American River Watershed Implementation of WRDA 99 Common Features
Reevaulation of Right Bank Near Jacob Lane
USACE
Geotech Rpt American Rvr Watershed Left Geotechnical Report August 2000 Geotechnical Report American River Watershed Implementation of WRDA 99 Common Features
Lower American River Sites
USACE
JacobLaneC-DDR Unknown 100% Civil Design
Documentation Report
6/8/2012 American River Common Features
(Remaining Sites) WRDA 99
Jacob Lane- Reach “C” Project
100% Civil Design Documentation Report
(Station 24+90 to 38+14)
USACE
JG02 Site L2 Sec 4 JG Elements Record Unknown Jet Grout Column Report 2002 Jet Grout Column Report American River Contract DACW05-02-C-0004
Pacchiosi Drill
JG02 Site L2 Sec 6 Deviations Meas Left Deviation Drawing 2003 American River Watershed Project Site L2 Deviations Drawing for Columns C0 to C15
(Coreholes)
Genesis Civil Engineers
JG02 Site L2 Sec 8 JG Test Result Sum Left Jet Grout Tests 2002 American River Watershed Contract 1 Jet Grout Test Sections
Sierra Testing Laboratories
L4A-Drilling and Injection Records Left Jet Grout Column Report 2002 Jet Grout Column Report American River Contract DACW05-02-C-0004
Pacchiosi Drill
L4-QC Drilling and Injection Records Left Jet Grout Column Report 2002 Jet Grout Column Report American River Contract DACW05-02-C-0004
Pacchiosi Drill
L14 Drilling and Injection Records Left Jet Grout Column Report 2003 Jet Grout Column Report American River Contract DACW05-02-C-0004
Pacchiosi Drill
Lab Materials Summary.10-12-12 Unknown Laboratory Materials Testing Summary
2012 Laboratory Testing Materials Summary American
River Common Features Howe Ave WRDA 99
Sierra Testing Laboratories
Mathcad - Liner walls100%Submittal Left 100% Submittal Structural Calculations
3/25/2014 COMMON FEATURES CONTRACT 1
SITE R4

STRUCTURAL CALCULATIONS (ANALYSIS &

DESIGN)
100% SUBMITTAL
USACE
Mayhew Closure BOD Left Basis of Design June 2007 BASIS OF DESIGN

AMERICAN RIVER WATERSHED PROJECT

COMMON FEATURES

LEFT BANK LOWER AMERICAN RIVER

MAYHEW DRAIN CLOSURE STRUCTURE
USACE
Mayhew Levee Extension - 7 Alternates_Dec 30 2013 Left In House Design - Drawings 11/25/2013 Mayhew East End Extension Short Connection to Private Property In House Design
USACE
Mayhew Raise DDR Left Interim Design &
Construction Support
Documentation
November 2009 Interim Mayhew Levee Raise Design &
Construction Support Documentation
USACE
MayhewLeveeRepairPWSFinal Left PERFORMANCE WORK

STATEMENT
7/22/2014 PERFORMANCE WORK STATEMENT 22 JULY 2014

WRDA 1999 MAYHEW LEVEE REPAIR, AMERICAN
RIVER

COMMON FEATURES PROJECT, SACRAMENTO,

CALIFORNIA
USACE
MBK Final Report Flood Wall at LAR RM 2.7 Left Alternative Analysis 3/27/2007 Final Report Alternatives Analysis Replacement of the Existing Floodwall at Lower American River
River Mile 2.7
MBK Engineers
NatomasEMainDrainageCanalUnit3ALeveeImprovementProject
1995-02
Left Record Plans 2/16/1995 Sacramento Area Flood Control Agency Natomas Area Flood Control Improvement Project
Natomas East Main Drainage Canal, Unit 3A Levee
Improvement Project Volume IV of V
The Spink Corporation
NatomasEMainDrainageCanalUnits2Band3BLeveeImprovemen
tProj1996-04
Unknown Record Plans 4/18/1996 Sacramento Area Flood Control Agency Natomas Area Flood Control Improvement Project
Natomas East Main Drainage Canal, Units 2B & 3B
Levee Improvement Project (American River to
West El Camino Avenue - Unit 2B; American River
to 1800' North of Arcade Creek - Unit 3B
The Spink Corporation
NatomasFldControlImpProjDryRoblaCrkLeveeProjVol5_1997-
10 Unknown As Built 10/24/1997 Sacramento Are Flood Control Agency Natomas Area Flood Control Improvements Dry/Robla
Creek levee Project Volume V of V
Ensign & Buckley
NatomasFldControlImpProjNEMDCEastLeveeToSacNBikeway19
94-04
Left and Right Record Drawings 4/28/1994 Sacramento Are Flood Control Agency Natomas Area Flood Control Improvement Project Arcade
Creek Unit 1A Levee Improvements (NEMDC East
Levee to the Sacramento Northern Bikeway)
Spink Corporation
NEMDC NORTH DDR Right Design 8/20/2012 Final Design Document Report, American River Common Features, American River North Levee,
River Mile 2.0 to 3.6
Kleinfelder Geomatrix
Nuke_&_Sandcone_Density_Report_10-7_to_10-14 Right Field density tests 2011 American Rive Common Feature, Site R5 Vector Pages from Lab Materials Summary 10-17-12 Unknown Lab Results 10/15/2012 AB Test Results, WRDA 99 Contract 2, Howe Avenue
Sierra Testing Lab
QA CB Unconfined and Hydraulic Conductivity Tests_partial Unknown Lab Results 9/26/2011 Hydraulic conductivity and unconfied compression tests; American Rive Common
Features, Phase 1, Cement Bentonite
Youngdahl
QA-QC Contractor Supplemental Slurry Wall Profile Unknown As-Built Unknown Slurry Wall Profile Unknown QA_QC Contractor Supplemental As built drawing Info Site L2 Left As-Built 7/25/2003 American River Watershed Project, Site L2 Genesis Civil Engineers QA_QC Contractor Supplemental As Built Drawing Info Site L4 Left As-Built 7/25/2003 American River Watershed Project, Site L4 Genesis Civil Engineers QA_QC CONTRACTOR SUPPLEMENTAL AS BUILT DRAWING
INFO SITE L4A
Left As-Built 7/25/2003 American Rive Watershed Project, Site L4A Genesis Civil Engineers QA_QC Contractor Supplemental As Built Drawing Info Site R11 Mod 1
Right As-Built 7/25/2003 American Rive Watershed Project, Site R11 Genesis Civil Engineers QA_QC CONTRACTOR SUPPLEMENTAL As-Built Drawing INFO
SITE L14
Left As-Built 7/25/2003 American Rive Watershed Project, Site L14 Genesis Civil Engineers QC CB Unconfined and Hydraulic Contivity_partial Sum10-11 Right Lab Results 10/11/2011 Hydraulic conductivity and unconfied compression tests; American River Common
Features, Site R-5
Ausenco Vector
QC Hydraulic Conductivity and Unconfined Compressive of CB Site L12
Unknown Lab Results 11/13/2009 Hydraulic Conductivity and unconfined compression test results for CB wall
Vector
R-6 Lab Earth Materials Summary 10-25-12 Right Lab Results 2012 Soil test results, ARCF Sites, WRDA 96, Phase 1, Contract D, Site R6
Sierra Testing Lab
R-6 Sandcone Summary 10-25-12 Right Compaction Test Results 2012 American River Common Features, WRDA 96, Phase 1, Contract D, Site R6
Sierra Testing Lab
R11 Mod 1 Drilling and Injection Records Right Field data 2002 Jet Grout Column construction data, American River, Site R11
Pacchiosi Drill
Site L14 Core Sample Test Rpt Tab Left Field Data 2002 Core Sample Test Data Pacchiosi Drill Site L14 Field Sampling & Testing Tab Left Field lab results 2002 Site L14, American River Common Features, Contract 1, Jet Grout Test Sections, Field Test
Results
Pacchiosi Drill
Site L14 Master Summary Tab Left Field and lab test results 2003 American River Watershed, Conract 1, QC test results
Sierra Testing Lab
Site L14 Sec 06 Column Core Hole Deviation Left Field column coring data 2002 Core deviation data for L4 Pacchiosi Drill Site L14 Sec 07 In-Situ Crtl Coring Tests Left Core tests 2003 Site L14, Summary of coring logs in cutoff wall Pacchiosi Drill Site L14 Sec 08 Lab Test Master Summary Left Field and lab test results 2002 American River Watershed, QC test results, Site L14
Sierra Testing Lab
Site L4 Compact Fill Matl Rpt Tab Left Borrow lab results 2003 Borrow test results - Del Paso Road East Sierra Testing Lab Site L4 Core Sample Test Rpt Tab Left Core tests 2003 American River Common Features, Contract 1, Site L4 Jet Grout
Sierra Testing Lab / Pacchiosi
Site L4 Field Sampling & Testing Rpt Tab Left Field lab results 2002 Site L4, American River Common Features, Contract 1, Jet Grout Test Sections, Field Test
Results
Pacchiosi Drill
Site L4 Lab Test Sumary Tab Left Field data 2002 American River Common Features, Contract 1, Site L4 Jet Grout
Sierra Testing Lab / Pacchiosi
Site L4 Sec 03 Production Table Left Core tests 2002 Coring production table, Site L4 Pacchiosi Drill Site L4 Sec 06 Column Core Hole Deviations Left Field Data 2002 Core deviation data for L4 Pacchiosi Drill Site L4 Sec 07 In-Situ Crtl Coring Tests Left Core tests 2002 Site L4, Summary of coring, video camera, and water tests in cutoff wall
Pacchiosi Drill
Site L4 Sec 08 Master Sum Left Field lab results 2002 Site L4, American River Common Features, Contract 1, Jet Grout Test Sections, Field Test
Results
Pacchiosi Drill
Site L4A Compact Fill Matl Rpt Tab Left Borrow lab results 2003 Borrow test results - Del Paso Road East Sierra Testing Lab Site L4A Core Sample Test Rpt Tab Left Core lab test results 2002 Site L14, American River Common Features, Jet Grout Test Sections, Core Lab Test Results
Sierra Testing Lab
Site L4A Field Sampling & Testing Rpt Tab Left Field and lab test results 2002 Site L4A, American River Watershed Contract 1, Jet Grout Test Sections
Sierra Testing Lab
Site L4A Master Summary Tab Left Test Results 2002 Site L4A, American River Watershed Contract 1, QC Lab/Field, Jet Grout Test Section
Pacchiosi Drill
Site L4A Sec 06 Column Core Hole Deviations Left Field Notes 2002 Section L4A Cutoff Wall Thickness of Jet Columns Pacchiosi Drill Site L4A Sec 07 In-Situ Crtl Coring Tests Left Field Core Testing 2002 Section L4A Insitu Coring Logs Pacchiosi Drill Site L4A Sec 08 Lab Test Master Summary Left Field and lab test results 2002 Site L4A, American River Watershed Contract 1 / Jet Grout Test Sections
Sierra Testing Laboratories
Site R1 SCB QC Test Results for Perm and UC Right Lab test results 2009 Site R1 Garden Highway Cutoff Wall Field QC Test Results for Permeability and Strength
Unknown
Site R11 Moc 1Sec 07 In-Situ Coring Tests Right Field Core Testing 2003 Site R11 Insitu Core Logs Unknown Site R11 Mod 1 Sec 03 Tables Right Production Summary 2002-2003 Site R11 Jet Grout Production Summary Unknown Site R11 Mod 1 Sec 06 Column Deviations Right Drawings 2003 American River Watershed Project, Site R11, Columns D1 to D28 (Corehole and Deformation
Monitors)
Genesis Civil Engineers
Site R11 Mod 1 Sec 08 Lab Test Master Summary Right Lab test results 2002 American River Watershed Contract 1 / Jet Grout Test Sections
Sierra Testing Laboratories
Site R3A Plans_W91238-14-C-0003, FULL PDF SET Right As-builts 2016 American River Common Features (ARCF), Phase 2 Remaining Sites, Business 80 Crossing and Howe
Avenue Bridge Crossing, Record Drawings/AsBuilt
Pacchiosi Drill
SITE R4 Repair EVALUATION OF LOADING CONDITIONS ON

LINER SYSTEM
Right Design 2008 Memorandum for Structural Design, Site R4 Evaluation of Uplift Loading Conditions on Liner
System
USACE
SiteL12DDR Left Design 2009 American River Common Features Project California, Design Documentation Report, WRDA
1996 Remaining Sites, Site L12
USACE
SiteR1DDR Right Design 2009 American River Common Features Project California, Design Documentation Report, WRDA
1996 Remaining Sites, Site R1
USACE
SiteR5DDR Right Design 2009 American River Common Features Project California, Design Documentation Report, WRDA
1996 Remaining Sites, Site R5
USACE
Sites L10 and R3A Final DDR (Combined) Left and Right Design 2013 Sites R3A & L10, Final Design Submittal, Design Documentation Report (DDR), American River
Common Features (ARCF) WRDA 96 Phase 2
Remaining Sites
HDR, Fugro, WLA
Sites L7 and R7 Final DDR (Combined) Left and Right Design 2013 Sites R7 and L7, Final Design Submittal, Design Documentation Report (DDR), American River
Common Features (ARCF) WRDA 96 Phase 2
Remaining Sites
HDR, Fugro, WLA
Sites L9 and L9A Final DDR (Combined) Left Design 2012 American River Common Features, WRDA96 Remaining Sites, Phases 2 & 3, Sacramento
County, Califonia, Design Documentation Report
(DDR) Sites L9 and L9A
HDR, Fugro, WLA and Pacific Civil and
Structural Consultants LLC
Slurry_Wall_Final_PermUC_Results Left Lab Results 2008 Mayhew Levee Raise and Closure Structure Project, Permeability and Unconfined
Compression Test Summary
Sierra Testing Laboratories
Structural_DDR_Closure Left Design undated Mayhew Closure Structure DDR Outline Unknown Tech Memo - Additional Geotechnical Investigations and
Recommendations for Deep Cutoff Wall Section (2000)
Left Design 2000 Technical Memorandum, Additional Geotechnical Investigations and Recommendations for Deep
Cutoff Wall Section, American River Watershed
Project (Common Features), California, Left
(South) Bank Levee Strengthening Contract 2
USACE
Tech Memo - Deep Cutoff Wall Section Left Bank Levee
Strengthening (1999)
Left Design 1999 Technical Memorandum, Deep Cutoff Wall Section, American River Watershed Project
(Common Features), California, Left (South) Bank
Levee Strengthening
USACE
Unit118_Pt1_01-04-0362 Left As Constructed Drawings 1950 Proposed Levee Enlargement, South Levee of American River, 16th Street Bridge to Mayhews
USACE
Unit118_Pt1_01-04-0374 Left As Constructed Drawings 1952 South Levee American River, Downstream from 16th St. Bridge and H St. Bridge
USACE
Unit118_Pt1_01-04-0378 Left As Constructed Drawings 1952 Emergency Bank Protection, Left Bank American River
USACE
Unit118_Pt1_06-13-1100 Left As Constructed Drawings 1933 Sacramento River, California USACE Unit118_Pt1_50-04-2897 Left Plans 1952 Sacramento River, California, Flood Control Project, Surface Levee Crown for Patrol Road
Purposes
USACE
Unit118_Pt1_50-04-3702 Left and Right As Constructed Drawings 1962 Sacramento River, California, Flood Control Project, Sacramento River, American River,
Natomas Canal, Levee Rehabilitation and Patrol
Road, Vicinity of Sacramento, California
USACE
Unit118_Pt1_50-04-4118 Left As Constructed Drawings 1965 Sacramento River and Tributaries, California, Bank Protection Project, Various Locations, Left
Bank Sacramento and American Rivers and Right
and Left Bank Feather River and Elder Creek
USACE
Unit118_Pt1_50-04-4283 Left and Right As Constructed Drawings 1949 Sacramento River and Tributaries, California, Bank Protection Project, Various Locations, Right
and Left Bank Sacramento River and Georgiana
Slough
USACE
Unit118_Pt1_50-10-2792 Left As Constructed Drawings 1951 Sacramento and American River Profile - Left Bank From Mi 59.73 to 16th St Bridge
USACE
Unit118_Pt2_1-4-392 As Constructed Drawings 1954 Sacramento River, California, Flood Control Project, American River - Natomas Canal, Arcade
Creek, and Linda Creek, Levee Construction
USACE
Unit118_Pt2_50-4-4078 Left and Right As Constructed Drawings 1967 Sacramento River and Tributaries, California, Bank Protection Project, Various Locations, Right
and Left Banks Sacramento River and Feather
River
USACE
USACE MFR Summary of Hydraulic Effects in the Mayhew Drain Area Associated with the American River Projects
Left Design 2008 Mayhew Drain Closure Structure Hydraulic Design and Evaluation of Hydraulic Effects in the
Mayhew Drain Area Associated with the
American River Projects
USACE
USACESupplementalRecordDrawingInformation (2) Left As Constructed 2000 USACE Developed QA/QC data supplement "Record" drawings, Contract 1 Geo Con
USACE
USACESupplementalRecordDrawingInformation (3) Right As Constructed 2000 Remaining Right Bank - USACE Supplemental Record Drawings
Unknown
USACESupplementalRecordDrawingInformation Left As Constructed 2001 USACE Developed QA/QC data supplement "Record" drawings, Contract 2 Geo Con
USACE
Vol4_01-04-0375 Right As Constructed 1950 American River, California, Emergency Flood Control, Levee Repairs and Bank Protection,
North Levee American River 1.3 Miles Above H
Street Bridge
USACE
Vol4_01-04-0415 Right As Constructed 1957 American River, California, Flood Control Project, Fair Grounds to Carmichael Bluffs, Levee
Construction and Bank Protection
USACE
WRDA Phase III Remaining Sites Final RMR Oct 2012 Left and Right Design 2012 American River Watershed Common Features Project, Remediation Methods Report, WRDA
1996 Phase III Remaining Sites L3, L9, R2, R9, and
R10, Final
USACE

SAFCA April 9 2025
American River South Levee System - Determination of the UDLC DWSE, MTOL, and HTOL Page D-1 Table D-1. ULDC Hydraulic Parameter Profiles, American River South Levee Levee
Station
(feet)
DWSE
(feet)
MTOL
(feet)
HTOL
(feet)
SVRP
(feet)
Levee
Station
(feet)
DWSE
(feet)
MTOL
(feet)
HTOL
(feet)
SVRP
(feet)
1000+00 33.40 36.40 36.40 33.42 1052+00 34.55 37.55 37.55 34.12 1001+00 33.44 36.44 36.44 33.45 1053+00 34.56 37.56 37.56 34.13 1002+00 33.47 36.47 36.47 33.49 1054+00 34.58 37.58 37.58 34.14 1003+00 33.51 36.51 36.51 33.52 1055+00 34.60 37.60 37.60 34.14 1004+00 33.54 36.54 36.54 33.55 1056+00 34.62 37.62 37.62 34.15 1005+00 33.54 36.54 36.54 33.55 1057+00 34.64 37.64 37.64 34.16 1006+00 33.54 36.54 36.54 33.55 1058+00 34.65 37.65 37.65 34.17 1007+00 33.54 36.54 36.54 33.55 1059+00 34.67 37.67 37.67 34.18 1008+00 33.54 36.54 36.54 33.55 1060+00 34.69 37.69 37.69 34.19 1009+00 33.54 36.54 36.54 33.56 1061+00 34.71 37.71 37.71 34.19 1010+00 33.56 36.56 36.56 33.57 1062+00 34.73 37.73 37.73 34.21 1011+00 33.61 36.61 36.61 33.60 1063+00 34.77 37.77 37.77 34.22 1012+00 33.67 36.67 36.67 33.63 1064+00 34.80 37.80 37.80 34.24 1013+00 33.72 36.72 36.72 33.66 1065+00 34.84 37.84 37.84 34.26 1014+00 33.73 36.73 36.73 33.66 1066+00 34.87 37.87 37.87 34.28 1015+00 33.73 36.73 36.73 33.66 1067+00 34.91 37.91 37.91 34.30 1016+00 33.76 36.76 36.76 33.68 1068+00 34.94 37.94 37.94 34.32 1017+00 33.80 36.80 36.80 33.70 1069+00 34.98 37.98 37.98 34.34 1018+00 33.84 36.84 36.84 33.73 1070+00 35.01 38.01 38.01 34.36 1019+00 33.87 36.87 36.87 33.75 1071+00 35.05 38.05 38.05 34.38 1020+00 33.91 36.91 36.91 33.76 1072+00 35.07 38.07 38.07 34.40 1021+00 33.94 36.94 36.94 33.78 1073+00 35.10 38.10 38.10 34.41 1022+00 33.97 36.97 36.97 33.80 1074+00 35.12 38.12 38.12 34.42 1023+00 34.00 37.00 37.00 33.81 1075+00 35.14 38.14 38.14 34.44 1024+00 34.01 37.01 37.01 33.82 1076+00 35.17 38.17 38.17 34.45 1025+00 34.01 37.01 37.01 33.83 1077+00 35.19 38.19 38.19 34.46 1026+00 34.01 37.01 37.01 33.83 1078+00 35.22 38.22 38.22 34.48 1027+00 34.02 37.02 37.02 33.84 1079+00 35.24 38.24 38.24 34.49 1028+00 34.05 37.05 37.05 33.85 1080+00 35.26 38.26 38.26 34.51 1029+00 34.08 37.08 37.08 33.87 1081+00 35.28 38.28 38.28 34.52 1030+00 34.10 37.10 37.10 33.88 1082+00 35.29 38.29 38.29 34.52 1031+00 34.13 37.13 37.13 33.89 1083+00 35.29 38.29 38.29 34.52 1032+00 34.16 37.16 37.16 33.91 1084+00 35.30 38.30 38.30 34.52 1033+00 34.18 37.18 37.18 33.92 1085+00 35.34 38.34 38.34 34.54 1034+00 34.21 37.21 37.21 33.93 1086+00 35.36 38.36 38.36 34.54 1035+00 34.23 37.23 37.23 33.94 1087+00 35.40 38.40 38.40 34.56 1036+00 34.25 37.25 37.25 33.95 1088+00 35.50 38.50 38.50 34.63 1037+00 34.27 37.27 37.27 33.97 1089+00 35.52 38.52 38.52 34.64 1038+00 34.29 37.29 37.29 33.98 1090+00 35.53 38.53 38.53 34.64 1039+00 34.31 37.31 37.31 33.99 1091+00 35.54 38.54 38.54 34.65 1040+00 34.34 37.34 37.34 34.00 1092+00 35.55 38.55 38.55 34.66 1041+00 34.36 37.36 37.36 34.01 1093+00 35.57 38.57 38.57 34.67 1042+00 34.38 37.38 37.38 34.03 1094+00 35.58 38.58 38.58 34.68 1043+00 34.40 37.40 37.40 34.04 1095+00 35.59 38.59 38.59 34.68 1044+00 34.43 37.43 37.43 34.05 1096+00 35.61 38.61 38.61 34.69 1045+00 34.45 37.45 37.45 34.06 1097+00 35.60 38.60 38.60 34.69 1046+00 34.47 37.47 37.47 34.07 1098+00 35.59 38.59 38.59 34.68 1047+00 34.48 37.48 37.48 34.08 1099+00 35.91 38.91 38.91 34.87 1048+00 34.49 37.49 37.49 34.09 1100+00 36.01 39.01 39.01 34.94 1049+00 34.51 37.51 37.51 34.10 1101+00 36.12 39.12 39.12 35.02 1050+00 34.52 37.52 37.52 34.10 1102+00 36.12 39.12 39.12 35.02 1051+00 34.53 37.53 37.53 34.11 1103+00 36.14 39.14 39.14 35.04

SAFCA April 9 2025
American River South Levee System - Determination of the UDLC DWSE, MTOL, and HTOL Page D-2 Table D-1. ULDC Hydraulic Parameter Profiles, American River South Levee (cont.) Levee
Station
(feet)
DWSE
(feet)
MTOL
(feet)
HTOL
(feet)
SVRP
(feet)
Levee
Station
(feet)
DWSE
(feet)
MTOL
(feet)
HTOL
(feet)
SVRP
(feet)
1104+00 36.17 39.17 39.17 35.05 1156+00 37.07 40.07 40.07 35.56 1105+00 36.19 39.19 39.19 35.07 1157+00 37.07 40.07 40.07 35.57 1106+00 36.21 39.21 39.21 35.09 1158+00 37.07 40.07 40.07 35.58 1107+00 36.23 39.23 39.23 35.10 1159+00 37.07 40.07 40.07 35.58 1108+00 36.25 39.25 39.25 35.12 1160+00 37.07 40.07 40.07 35.59 1109+00 36.27 39.27 39.27 35.13 1161+00 37.07 40.07 40.07 35.60 1110+00 36.29 39.29 39.29 35.15 1162+00 37.07 40.07 40.07 35.61 1111+00 36.29 39.29 39.29 35.14 1163+00 37.09 40.09 40.09 35.62 1112+00 36.29 39.29 39.29 35.12 1164+00 37.10 40.10 40.10 35.63 1113+00 36.36 39.36 39.36 35.17 1165+00 37.11 40.11 40.11 35.64 1114+00 36.36 39.36 39.36 35.17 1166+00 37.13 40.13 40.13 35.65 1115+00 36.36 39.36 39.36 35.17 1167+00 37.14 40.14 40.14 35.66 1116+00 36.36 39.36 39.36 35.17 1168+00 37.15 40.15 40.15 35.67 1117+00 36.30 39.30 39.30 35.13 1169+00 37.17 40.17 40.17 35.68 1118+00 36.15 39.15 39.15 35.01 1170+00 37.18 40.18 40.18 35.69 1119+00 36.21 39.21 39.21 35.04 1171+00 37.19 40.19 40.19 35.70 1120+00 36.33 39.33 39.33 35.13 1172+00 37.21 40.21 40.21 35.71 1121+00 36.36 39.36 39.36 35.14 1173+00 37.23 40.23 40.23 35.73 1122+00 36.38 39.38 39.38 35.16 1174+00 37.24 40.24 40.24 35.74 1123+00 36.41 39.41 39.41 35.17 1175+00 37.26 40.26 40.26 35.76 1124+00 36.44 39.44 39.44 35.18 1176+00 37.28 40.28 40.28 35.77 1125+00 36.46 39.46 39.46 35.20 1177+00 37.30 40.30 40.30 35.78 1126+00 36.49 39.49 39.49 35.21 1178+00 37.31 40.31 40.31 35.80 1127+00 36.52 39.52 39.52 35.23 1179+00 37.33 40.33 40.33 35.81 1128+00 36.55 39.55 39.55 35.24 1180+00 37.35 40.35 40.35 35.82 1129+00 36.57 39.57 39.57 35.25 1181+00 37.36 40.36 40.36 35.84 1130+00 36.60 39.60 39.60 35.26 1182+00 37.37 40.37 40.37 35.84 1131+00 36.62 39.62 39.62 35.27 1183+00 37.37 40.37 40.37 35.85 1132+00 36.65 39.65 39.65 35.28 1184+00 37.38 40.38 40.38 35.85 1133+00 36.68 39.68 39.68 35.29 1185+00 37.38 40.38 40.38 35.86 1134+00 36.70 39.70 39.70 35.30 1186+00 37.39 40.39 40.39 35.86 1135+00 36.73 39.73 39.73 35.31 1187+00 37.41 40.41 40.41 35.88 1136+00 36.76 39.76 39.76 35.32 1188+00 37.47 40.47 40.47 35.92 1137+00 36.78 39.78 39.78 35.33 1189+00 37.52 40.52 40.52 35.96 1138+00 36.81 39.81 39.81 35.34 1190+00 37.58 40.58 40.58 36.00 1139+00 36.84 39.84 39.84 35.35 1191+00 37.64 40.64 40.64 36.04 1140+00 36.85 39.85 39.85 35.37 1192+00 37.69 40.69 40.69 36.08 1141+00 36.87 39.87 39.87 35.38 1193+00 37.75 40.75 40.75 36.12 1142+00 36.89 39.89 39.89 35.40 1194+00 37.77 40.77 40.77 36.15 1143+00 36.91 39.91 39.91 35.41 1195+00 37.75 40.75 40.75 36.14 1144+00 36.93 39.93 39.93 35.42 1196+00 37.90 40.90 40.90 36.26 1145+00 36.95 39.95 39.95 35.44 1197+00 37.92 40.92 40.92 36.26 1146+00 36.97 39.97 39.97 35.45 1198+00 37.93 40.93 40.93 36.27 1147+00 36.99 39.99 39.99 35.47 1199+00 37.95 40.95 40.95 36.27 1148+00 37.01 40.01 40.01 35.48 1200+00 37.97 40.97 40.97 36.28 1149+00 37.03 40.03 40.03 35.49 1201+00 37.98 40.98 40.98 36.28 1150+00 37.04 40.04 40.04 35.51 1202+00 38.00 41.00 41.00 36.29 1151+00 37.06 40.06 40.06 35.52 1203+00 38.01 41.01 41.01 36.29 1152+00 37.07 40.07 40.07 35.53 1204+00 38.08 41.08 41.08 36.35 1153+00 37.07 40.07 40.07 35.54 1205+00 38.12 41.12 41.12 36.34 1154+00 37.07 40.07 40.07 35.55 1206+00 38.15 41.15 41.15 36.36 1155+00 37.07 40.07 40.07 35.55 1207+00 38.18 41.18 41.18 36.39

SAFCA April 9 2025
American River South Levee System - Determination of the UDLC DWSE, MTOL, and HTOL Page D-3 Table D-1. ULDC Hydraulic Parameter Profiles, American River South Levee (cont.) Levee
Station
(feet)
DWSE
(feet)
MTOL
(feet)
HTOL
(feet)
SVRP
(feet)
Levee
Station
(feet)
DWSE
(feet)
MTOL
(feet)
HTOL
(feet)
SVRP
(feet)
1208+00 38.22 41.22 41.22 36.42 1260+00 39.88 42.88 42.88 37.80 1209+00 38.25 41.25 41.25 36.44 1261+00 39.92 42.92 42.92 37.85 1210+00 38.27 41.27 41.27 36.46 1262+00 39.96 42.96 42.96 37.89 1211+00 38.30 41.30 41.30 36.48 1263+00 40.01 43.01 43.01 37.94 1212+00 38.33 41.33 41.33 36.49 1264+00 40.05 43.05 43.05 37.99 1213+00 38.36 41.36 41.36 36.51 1265+00 40.09 43.09 43.09 38.03 1214+00 38.38 41.38 41.38 36.53 1266+00 40.13 43.13 43.13 38.08 1215+00 38.41 41.41 41.41 36.55 1267+00 40.17 43.17 43.17 38.11 1216+00 38.44 41.44 41.44 36.56 1268+00 40.21 43.21 43.21 38.13 1217+00 38.46 41.46 41.46 36.58 1269+00 40.25 43.25 43.25 38.16 1218+00 38.46 41.46 41.46 36.58 1270+00 40.29 43.29 43.29 38.18 1219+00 38.46 41.46 41.46 36.57 1271+00 40.35 43.35 43.35 38.22 1220+00 38.47 41.47 41.47 36.57 1272+00 40.45 43.45 43.45 38.31 1221+00 38.47 41.47 41.47 36.57 1273+00 40.55 43.55 43.55 38.40 1222+00 38.47 41.47 41.47 36.56 1274+00 40.64 43.64 43.64 38.49 1223+00 38.47 41.47 41.47 36.56 1275+00 40.74 43.74 43.74 38.57 1224+00 38.47 41.47 41.47 36.56 1276+00 40.81 43.81 43.81 38.63 1225+00 38.48 41.48 41.48 36.55 1277+00 40.87 43.87 43.87 38.69 1226+00 38.48 41.48 41.48 36.55 1278+00 40.93 43.93 43.93 38.75 1227+00 38.48 41.48 41.48 36.55 1279+00 41.00 44.00 44.00 38.81 1228+00 38.50 41.50 41.50 36.57 1280+00 41.05 44.05 44.05 38.86 1229+00 38.57 41.57 41.57 36.62 1281+00 41.09 44.09 44.09 38.90 1230+00 38.63 41.63 41.63 36.68 1282+00 41.13 44.13 44.13 38.94 1231+00 38.69 41.69 41.69 36.74 1283+00 41.17 44.17 44.17 38.98 1232+00 38.76 41.76 41.76 36.80 1284+00 41.21 44.21 44.21 39.02 1233+00 38.82 41.82 41.82 36.86 1285+00 41.26 44.26 44.26 39.07 1234+00 38.88 41.88 41.88 36.91 1286+00 41.23 44.23 44.23 39.05 1235+00 38.94 41.94 41.94 36.97 1287+00 41.17 44.17 44.17 39.02 1236+00 39.01 42.01 42.01 37.03 1288+00 41.12 44.12 44.12 38.98 1237+00 39.07 42.07 42.07 37.09 1289+00 41.07 44.07 44.07 38.95 1238+00 39.14 42.14 42.14 37.13 1290+00 41.01 44.01 44.01 38.91 1239+00 39.23 42.23 42.23 37.15 1291+00 40.96 43.96 43.96 38.88 1240+00 39.31 42.31 42.31 37.18 1292+00 41.05 44.05 44.05 38.97 1241+00 39.40 42.40 42.40 37.20 1293+00 41.26 44.26 44.26 39.16 1242+00 39.48 42.48 42.48 37.22 1294+00 41.47 44.47 44.47 39.35 1243+00 39.56 42.56 42.56 37.24 1295+00 41.60 44.60 44.60 39.47 1244+00 39.65 42.65 42.65 37.26 1296+00 41.69 44.69 44.69 39.52 1245+00 39.69 42.69 42.69 37.28 1297+00 41.78 44.78 44.78 39.58 1246+00 39.69 42.69 42.69 37.31 1298+00 41.86 44.86 44.86 39.64 1247+00 39.69 42.69 42.69 37.34 1299+00 41.95 44.95 44.95 39.70 1248+00 39.69 42.69 42.69 37.37 1300+00 42.04 45.04 45.04 39.78 1249+00 39.69 42.69 42.69 37.40 1301+00 42.14 45.14 45.14 39.86 1250+00 39.69 42.69 42.69 37.43 1302+00 42.23 45.23 45.23 39.94 1251+00 39.69 42.69 42.69 37.46 1303+00 42.33 45.33 45.33 40.02 1252+00 39.68 42.68 42.68 37.48 1304+00 42.42 45.42 45.42 40.10 1253+00 39.68 42.68 42.68 37.51 1305+00 42.48 45.48 45.48 40.14 1254+00 39.68 42.68 42.68 37.54 1306+00 42.49 45.49 45.49 40.16 1255+00 39.68 42.68 42.68 37.57 1307+00 42.50 45.50 45.50 40.18 1256+00 39.71 42.71 42.71 37.61 1308+00 42.51 45.51 45.51 40.20 1257+00 39.75 42.75 42.75 37.66 1309+00 42.53 45.53 45.53 40.22 1258+00 39.80 42.80 42.80 37.71 1310+00 42.54 45.54 45.54 40.24 1259+00 39.84 42.84 42.84 37.75 1311+00 42.57 45.57 45.57 40.29 SAFCA April 9 2025
American River South Levee System - Determination of the UDLC DWSE, MTOL, and HTOL Page D-4 Table D-1. ULDC Hydraulic Parameter Profiles, American River South Levee (cont.) Levee
Station
(feet)
DWSE
(feet)
MTOL
(feet)
HTOL
(feet)
SVRP
(feet)
Levee
Station
(feet)
DWSE
(feet)
MTOL
(feet)
HTOL
(feet)
SVRP
(feet)
1312+00 42.60 45.60 45.60 40.34 1364+00 45.40 48.40 48.40 42.45 1313+00 42.63 45.63 45.63 40.39 1365+00 45.61 48.61 48.61 42.62 1314+00 42.65 45.65 45.65 40.44 1366+00 45.66 48.66 48.66 42.66 1315+00 42.70 45.70 45.70 40.49 1367+00 45.71 48.71 48.71 42.70 1316+00 42.76 45.76 45.76 40.55 1368+00 45.75 48.75 48.75 42.74 1317+00 42.82 45.82 45.82 40.61 1369+00 45.80 48.80 48.80 42.77 1318+00 42.87 45.87 45.87 40.67 1370+00 45.82 48.82 48.82 42.79 1319+00 42.93 45.93 45.93 40.73 1371+00 45.84 48.84 48.84 42.80 1320+00 42.77 45.77 45.77 40.66 1372+00 45.85 48.85 48.85 42.81 1321+00 42.91 45.91 45.91 40.74 1373+00 45.87 48.87 48.87 42.82 1322+00 43.05 46.05 46.05 40.83 1374+00 45.88 48.88 48.88 42.83 1323+00 43.19 46.19 46.19 40.91 1375+00 45.89 48.89 48.89 42.84 1324+00 43.32 46.32 46.32 41.00 1376+00 45.91 48.91 48.91 42.85 1325+00 43.46 46.46 46.46 41.09 1377+00 45.92 48.92 48.92 42.86 1326+00 43.50 46.50 46.50 41.12 1378+00 45.94 48.94 48.94 42.87 1327+00 43.55 46.55 46.55 41.16 1379+00 45.95 48.95 48.95 42.88 1328+00 43.59 46.59 46.59 41.19 1380+00 45.96 48.96 48.96 42.89 1329+00 43.64 46.64 46.64 41.23 1381+00 45.98 48.98 48.98 42.90 1330+00 43.68 46.68 46.68 41.26 1382+00 46.03 49.03 49.03 42.95 1331+00 43.67 46.67 46.67 41.25 1383+00 46.10 49.10 49.10 43.00 1332+00 43.65 46.65 46.65 41.24 1384+00 46.16 49.16 49.16 43.05 1333+00 43.64 46.64 46.64 41.23 1385+00 46.23 49.23 49.23 43.10 1334+00 43.62 46.62 46.62 41.22 1386+00 46.30 49.30 49.30 43.16 1335+00 43.60 46.60 46.60 41.20 1387+00 46.37 49.37 49.37 43.21 1336+00 43.67 46.67 46.67 41.21 1388+00 46.32 49.32 49.32 43.16 1337+00 43.74 46.74 46.74 41.23 1389+00 46.33 49.33 49.33 43.18 1338+00 43.82 46.82 46.82 41.24 1390+00 46.37 49.37 49.37 43.22 1339+00 43.90 46.90 46.90 41.26 1391+00 46.42 49.42 49.42 43.27 1340+00 43.98 46.98 46.98 41.27 1392+00 46.46 49.46 49.46 43.32 1341+00 44.06 47.06 47.06 41.29 1393+00 46.50 49.50 49.50 43.36 1342+00 44.11 47.11 47.11 41.32 1394+00 46.57 49.57 49.57 43.42 1343+00 44.17 47.17 47.17 41.35 1395+00 46.66 49.66 49.66 43.48 1344+00 44.23 47.23 47.23 41.38 1396+00 46.74 49.74 49.74 43.54 1345+00 44.28 47.28 47.28 41.41 1397+00 46.82 49.82 49.82 43.60 1346+00 44.34 47.34 47.34 41.45 1398+00 46.91 49.91 49.91 43.66 1347+00 44.62 47.62 47.62 41.67 1399+00 46.95 49.95 49.95 43.70 1348+00 44.67 47.67 47.67 41.71 1400+00 46.98 49.98 49.98 43.73 1349+00 44.73 47.73 47.73 41.75 1401+00 47.01 50.01 50.01 43.76 1350+00 44.78 47.78 47.78 41.79 1402+00 47.04 50.04 50.04 43.79 1351+00 44.84 47.84 47.84 41.83 1403+00 47.07 50.07 50.07 43.82 1352+00 44.89 47.89 47.89 41.87 1404+00 47.11 50.11 50.11 43.85 1353+00 44.95 47.95 47.95 41.91 1405+00 47.14 50.14 50.14 43.88 1354+00 45.01 48.01 48.01 41.95 1406+00 47.18 50.18 50.18 43.91 1355+00 45.06 48.06 48.06 41.99 1407+00 47.22 50.22 50.22 43.94 1356+00 45.12 48.12 48.12 42.03 1408+00 47.26 50.26 50.26 43.97 1357+00 45.16 48.16 48.16 42.08 1409+00 47.30 50.30 50.30 44.00 1358+00 45.19 48.19 48.19 42.15 1410+00 47.33 50.33 50.33 44.02 1359+00 45.22 48.22 48.22 42.22 1411+00 47.33 50.33 50.33 44.03 1360+00 45.24 48.24 48.24 42.29 1412+00 47.34 50.34 50.34 44.03 1361+00 45.26 48.26 48.26 42.36 1413+00 47.34 50.34 50.34 44.04 1362+00 45.16 48.16 48.16 42.27 1414+00 47.35 50.35 50.35 44.04 1363+00 45.26 48.26 48.26 42.34 1415+00 47.36 50.36 50.36 44.05 SAFCA April 9 2025
American River South Levee System - Determination of the UDLC DWSE, MTOL, and HTOL Page D-5 Table D-1. ULDC Hydraulic Parameter Profiles, American River South Levee (cont.) Levee
Station
(feet)
DWSE
(feet)
MTOL
(feet)
HTOL
(feet)
SVRP
(feet)
Levee
Station
(feet)
DWSE
(feet)
MTOL
(feet)
HTOL
(feet)
SVRP
(feet)
1416+00 47.35 50.35 50.35 44.05 1468+00 48.45 51.45 51.45 45.07 1417+00 47.34 50.34 50.34 44.04 1469+00 48.57 51.57 51.57 45.16 1418+00 47.34 50.34 50.34 44.04 1470+00 48.62 51.62 51.62 45.18 1419+00 47.33 50.33 50.33 44.03 1471+00 48.71 51.71 51.71 45.26 1420+00 47.32 50.32 50.32 44.03 1472+00 48.79 51.79 51.79 45.34 1421+00 47.31 50.31 50.31 44.02 1473+00 48.88 51.88 51.88 45.41 1422+00 47.31 50.31 50.31 44.03 1474+00 48.96 51.96 51.96 45.49 1423+00 47.33 50.33 50.33 44.04 1475+00 49.04 52.04 52.04 45.56 1424+00 47.35 50.35 50.35 44.06 1476+00 49.13 52.13 52.13 45.64 1425+00 47.36 50.36 50.36 44.07 1477+00 49.21 52.21 52.21 45.72 1426+00 47.37 50.37 50.37 44.08 1478+00 49.29 52.29 52.29 45.79 1427+00 47.37 50.37 50.37 44.08 1479+00 49.34 52.34 52.34 45.84 1428+00 47.37 50.37 50.37 44.08 1480+00 49.39 52.39 52.39 45.90 1429+00 47.37 50.37 50.37 44.09 1481+00 49.44 52.44 52.44 45.95 1430+00 47.38 50.38 50.38 44.09 1482+00 49.49 52.49 52.49 46.00 1431+00 47.41 50.41 50.41 44.12 1483+00 49.54 52.54 52.54 46.06 1432+00 47.45 50.45 50.45 44.15 1484+00 49.59 52.59 52.59 46.11 1433+00 47.48 50.48 50.48 44.18 1485+00 49.63 52.63 52.63 46.16 1434+00 47.51 50.51 50.51 44.21 1486+00 49.68 52.68 52.68 46.22 1435+00 47.52 50.52 50.52 44.22 1487+00 49.73 52.73 52.73 46.27 1436+00 47.50 50.50 50.50 44.20 1488+00 49.83 52.83 52.83 46.35 1437+00 47.47 50.47 50.47 44.18 1489+00 49.93 52.93 52.93 46.43 1438+00 47.44 50.44 50.44 44.16 1490+00 50.03 53.03 53.03 46.52 1439+00 47.42 50.42 50.42 44.15 1491+00 50.13 53.13 53.13 46.60 1440+00 47.46 50.46 50.46 44.19 1492+00 50.23 53.23 53.23 46.68 1441+00 47.53 50.53 50.53 44.24 1493+00 50.26 53.26 53.26 46.71 1442+00 47.59 50.59 50.59 44.30 1494+00 50.30 53.30 53.30 46.74 1443+00 47.66 50.66 50.66 44.35 1495+00 50.34 53.34 53.34 46.76 1444+00 47.72 50.72 50.72 44.41 1496+00 50.37 53.37 53.37 46.79 1445+00 47.78 50.78 50.78 44.46 1497+00 50.40 53.40 53.40 46.82 1446+00 47.84 50.84 50.84 44.51 1498+00 50.42 53.42 53.42 46.86 1447+00 47.90 50.90 50.90 44.56 1499+00 50.43 53.43 53.43 46.90 1448+00 47.96 50.96 50.96 44.61 1500+00 50.45 53.45 53.45 46.94 1449+00 48.02 51.02 51.02 44.66 1501+00 50.46 53.46 53.46 46.98 1450+00 48.10 51.10 51.10 44.72 1502+00 50.52 53.52 53.52 47.04 1451+00 48.18 51.18 51.18 44.78 1503+00 50.58 53.58 53.58 47.10 1452+00 48.25 51.25 51.25 44.84 1504+00 50.65 53.65 53.65 47.16 1453+00 48.33 51.33 51.33 44.90 1505+00 50.71 53.71 53.71 47.23 1454+00 48.40 51.40 51.40 44.96 1506+00 50.77 53.77 53.77 47.28 1455+00 48.48 51.48 51.48 45.01 1507+00 50.82 53.82 53.82 47.33 1456+00 48.55 51.55 51.55 45.07 1508+00 50.88 53.88 53.88 47.39 1457+00 48.63 51.63 51.63 45.13 1509+00 50.93 53.93 53.93 47.44 1458+00 48.70 51.70 51.70 45.19 1510+00 50.98 53.98 53.98 47.49 1459+00 48.69 51.69 51.69 45.19 1511+00 51.04 54.04 54.04 47.54 1460+00 48.66 51.66 51.66 45.17 1512+00 51.08 54.08 54.08 47.57 1461+00 48.63 51.63 51.63 45.15 1513+00 51.13 54.13 54.13 47.61 1462+00 48.60 51.60 51.60 45.14 1514+00 51.18 54.18 54.18 47.65 1463+00 48.57 51.57 51.57 45.12 1515+00 51.23 54.23 54.23 47.68 1464+00 48.54 51.54 51.54 45.10 1516+00 51.28 54.28 54.28 47.72 1465+00 48.50 51.50 51.50 45.08 1517+00 51.36 54.36 54.36 47.77 1466+00 48.47 51.47 51.47 45.07 1518+00 51.43 54.43 54.43 47.82 1467+00 48.44 51.44 51.44 45.05 1519+00 51.50 54.50 54.50 47.87 SAFCA April 9 2025
American River South Levee System - Determination of the UDLC DWSE, MTOL, and HTOL Page D-6 Table D-1. ULDC Hydraulic Parameter Profiles, American River South Levee (cont.) Levee
Station
(feet)
DWSE
(feet)
MTOL
(feet)
HTOL
(feet)
SVRP
(feet)
Levee
Station
(feet)
DWSE
(feet)
MTOL
(feet)
HTOL
(feet)
SVRP
(feet)
1520+00 51.57 54.57 54.57 47.92 1607+00 53.05 56.05 56.05 49.18 1521+00 51.70 54.70 54.70 48.02 1608+00 53.04 56.04 56.04 49.18 1522+00 51.84 54.84 54.84 48.12 1609+00 53.03 56.03 56.03 49.17 1523+00 51.97 54.97 54.97 48.22 1610+00 53.02 56.02 56.02 49.17 1524+00 52.10 55.10 55.10 48.32 1611+00 53.02 56.02 56.02 49.16 1525+00 52.14 55.14 55.14 48.35 1612+00 53.01 56.01 56.01 49.16 1526+00 52.15 55.15 55.15 48.35 1613+00 53.00 56.00 56.00 49.16 1527+00 52.15 55.15 55.15 48.35 1614+00 52.99 55.99 55.99 49.16 1528+00 52.18 55.18 55.18 48.38 1615+00 52.99 55.99 55.99 49.16 1529+00 52.23 55.23 55.23 48.42 1616+00 52.99 55.99 55.99 49.16 1530+00 52.27 55.27 55.27 48.45 1617+00 52.99 55.99 55.99 49.16 1531+00 52.31 55.31 55.31 48.49 1618+00 52.98 55.98 55.98 49.16 1532+00 52.35 55.35 55.35 48.53 1619+00 52.98 55.98 55.98 49.16 1533+00 52.39 55.39 55.39 48.56 1620+00 52.98 55.98 55.98 49.16 1534+00 52.44 55.44 55.44 48.60 1621+00 52.98 55.98 55.98 49.16 1535+00 52.48 55.48 55.48 48.63 1622+00 52.98 55.98 55.98 49.17 1536+00 52.52 55.52 55.52 48.67 1623+00 52.98 55.98 55.98 49.17 1537+00 52.56 55.56 55.56 48.71 1624+00 52.99 55.99 55.99 49.18 1538+00 52.58 55.58 55.58 48.73 1625+00 53.00 56.00 56.00 49.19 1539+00 52.60 55.60 55.60 48.75 1626+00 53.02 56.02 56.02 49.21 1540+00 52.62 55.62 55.62 48.76 1627+00 53.03 56.03 56.03 49.22 1541+00 52.64 55.64 55.64 48.78 1628+00 53.04 56.04 56.04 49.23 1542+00 52.66 55.66 55.66 48.80 1629+00 53.06 56.06 56.06 49.24 1543+00 52.68 55.68 55.68 48.81 1630+00 53.07 56.07 56.07 49.26 1544+00 52.69 55.69 55.69 48.83 1631+00 53.08 56.08 56.08 49.27 1545+00 52.71 55.71 55.71 48.85 1632+00 53.10 56.10 56.10 49.28 1546+00 52.73 55.73 55.73 48.86 1633+00 53.12 56.12 56.12 49.29 1547+00 52.74 55.74 55.74 48.88 1634+00 53.14 56.14 56.14 49.30 1548+00 52.76 55.76 55.76 48.90 1635+00 53.17 56.17 56.17 49.30 1549+00 52.78 55.78 55.78 48.91 1635+50 53.18 56.18 56.18 49.31 1550+00 52.80 55.80 55.80 48.93
1551+00 52.81 55.81 55.81 48.94
1552+00 52.81 55.81 55.81 48.94
1553+00 52.82 55.82 55.82 48.95
1554+00 52.82 55.82 55.82 48.95
1555+00 52.83 55.83 55.83 48.96
Mayhew Drain closure structure
1592+00 53.00 56.00 56.00 49.13
1593+00 53.01 56.01 56.01 49.13
1594+00 53.01 56.01 56.01 49.14
1595+00 53.02 56.02 56.02 49.14
1596+00 53.02 56.02 56.02 49.15
1597+00 53.03 56.03 56.03 49.15
1598+00 53.03 56.03 56.03 49.15
1599+00 53.04 56.04 56.04 49.16
1600+00 53.04 56.04 56.04 49.16
1601+00 53.05 56.05 56.05 49.17
1602+00 53.05 56.05 56.05 49.17
1603+00 53.06 56.06 56.06 49.18
1604+00 53.06 56.06 56.06 49.18
1605+00 53.07 56.07 56.07 49.19
1606+00 53.06 56.06 56.06 49.18

24001006.001A/SAC25L177626 Page 1 of 13 April 18, 2025
© 2025 Kleinfelder www.kleinfelder.com
KLEINFELDER 3130 Kilgore Road, Suite 200, Rancho Cordova, CA 95670 p | 916.366-1701 April 18, 2025
Project No.: 24001006.001A
Ms. Rebecca Money, PE, GE
MBK Engineers
455 University Ave., Suite 100
Sacramento, CA 95825
SUBJECT: Geotechnical Summary Mayhew Drain Levees
South of Mayhew Drain Closure Structure –
Stations 1556+00 to 1573+50 and 1573+50 to 1591+00
American River South Levee
ULDC Finding and FEMA Levee Certification Program
Sacramento Area Flood Control Agency Levee Systems
Sacramento County, California
Dear Ms. Money:

Kleinfelder performed a review of existing information for the Mayhew Drain east and west levees (MDL) extending south of the Mayhew Drain Closure Structure and the American River South Levee (ARSL) within Sacramento County, California, as shown on Figure 1. Mayhew Drain West Levee (MDWL) is approximately between Stations 1556+00 to 1573+50 and the Mayhew Drain East Levee (MDEL) is approximately between Stations 1573+50 to 1591+00. The Mayhew Drain is a leveed canal that extends south from ARSL to Folsom Boulevard as shown on Figure 2.

The review is a part of the Sacramento Area Flood Control Agency (SAFCA) project to provide an engineering finding as to whether the Sacramento area levees meet the State of California Department of Water Resources (DWR) Urban Levee Design Criteria (ULDC) (DWR, 2012). It is Kleinfelder’s understanding that MDL are no longer a part of the flood control system since the construction of the Mayhew Drain Closure structure by USACE in 2009. Therefore, MDL south of the Mayhew Drain Closure Structure are not being evaluated to meet ULDC criteria.

The information contained in the memorandum is a summary of existing information about MDL as flood control feature for internal storm drainage based on existing information.

PROJECT STATIONING AND DATUMS
The documents reviewed for this memorandum used different levee alignments and stationing for MDL.

The project stationing used in this memorandum is based on DWR stationing developed for the Urban Levee Evaluation (ULE) project. Information contained in the reviewed documents that used different stationing was projected on the DWR ULE alignment and the stationing estimated.

The Kleinfelder and USACE reports reviewed for this summary used the National Geodetic Vertical Datum of 1929 (NGVD29). The elevations referenced in this report are in feet and North American Vertical Datum of 1988 (NAVD88). A conversion factor of +2.10 feet was used to convert from NGVD29 24001006.001A/SAC25L177626 Page 2 of 13 April 18, 2025
© 2025 Kleinfelder www.kleinfelder.com
KLEINFELDER 3130 Kilgore Road, Suite 200, Rancho Cordova, CA 95670 p | 916.366-1701 to NAVD88 based on City of Sacramento survey benchmark data from approximately 2 miles away from the site (City of Sacramento, 2021).

BACKGROUND AND CONSTRUCTION HISTORY
Mayhew Drain is a leveed canal that conveys stormwater from south of Folsom Boulevard to the American River that is approximately 15 to 20 feet deep with a concrete lining of approximately 4-inches in thickness. MDWL and MDEL are situated on top of the canal banks offset by waterside patrol roads and are approximately 4 to 8 feet in height. A pedestrian bridge connecting Linda Rio Drive across Mayhew Drain is located approximately between MDWL Stations 1564+00 to 1563+00 and MDEL Stations 1584+00 to 1583+00. A floodwall is located at each abutment and along the sides of the bridge.

Residential backyard fences and vegetation line the MDL landside toes. Some of the residential backyards include swimming pools at or near the landside toe.

This summary includes MDL located south of the Mayhew Drain Closure Structure. The Mayhew Drain Closure Structure is located across the Mayhew Drain channel at approximately MDWL Station 1556+00 and MDEL approximately Station 1591+00. MDWL is approximately between Stations 1556+00 to 1573+50. MDEL is approximately between Stations 1573+50 to 1591+00. Figure 2 shows the subject MDL, stationing, and Mayhew Drain Closure Structure.

MDWL is considered a Federal Levee but is no longer part of the Federal Levee System since completion of the Mayhew Drain Closure Structure. According to the National Levee Database website, MDWL was constructed in 1948. The levee is maintained by the American River Flood Control District.

MDEL was constructed in 1973-1974 by the North Mayhew Assessment District and is considered a “non-project” levee that is maintained by the County of Sacramento (Kleinfelder, 2007).

In 2000 and 2001, USACE installed a cutoff wall along ARSL beginning west of Mayhew Drain and continuing downstream along the Mayhew Drain and MDWL to approximate Station 1556+00 (USACE, 2012). In 2008 USACE raised MDEL and ARSL beginning at the intersection of the Mayhew Drain Closure Structure near Station 1591+00 and continuing north along MDEL and east along ARSL (USACE, 2013a).

The construction included installation of two soil cement bentonite cutoff walls. One seepage cutoff wall was installed along the same alignment as the levee raise beginning near MDEL Station 1591+00 and continuing north (upstream) along ARSL. A second cutoff wall was constructed across the Mayhew Drain channel in front of the Mayhew Drain Closure Structure and overlapping/intersecting the cutoff walls along MDWL and MDEL. In 2009 the Mayhew Drain Closure Structure was constructed (USACE, 2013b).

In 2007 Kleinfelder performed an investigation of MDL (Kleinfelder, 2007a). In 2009 Kleinfelder evaluated MDL and provided an engineering opinion that MDL met the geotechnical components for Federal Emergency Management Agency (FEMA) levee certification (Kleinfelder, 2009a). These documents provide the primary basis for this memorandum. Other documents that were reviewed are summarized below.

REVIEW OF DOCUMENTATION
Kleinfelder reviewed the following documents:
24001006.001A/SAC25L177626 Page 3 of 13 April 18, 2025
© 2025 Kleinfelder www.kleinfelder.com
KLEINFELDER 3130 Kilgore Road, Suite 200, Rancho Cordova, CA 95670 p | 916.366-1701 • Kleinfelder, 2005. “Geotechnical Data Report, American River Left Bank Levee, Upstream of Mayhew Drain, Sacramento County, California.” Dated September, 2005. • Kleinfelder, 2007a. “Geotechnical Investigation Report (GER), Mayhew Drain Right and Left Bank Levees, Sacramento County, California.” Dated, April 4, 2007. • Kleinfelder, 2007b. “Transient Seepage Analysis Evaluation, Mayhew Drain Right and Left Bank Levees, Sacramento County, California.” Dated December 14, 2007. • Kleinfelder, 2009a. “Revised Geotechnical Evaluation for CLOMR Application, Mayhew Drain Left and Right Bank Levees, Sacramento County, California.” Dated August 25, 2009. • Kleinfelder, 2009b. “Seismic and Settlement Evaluation, Mayhew Drain Left and Right Bank Levees, Sacramento County, California.” Dated March 30, 2009. • Kleinfelder, 2009c. “Additional Stability Analysis of Right Bank Levee, Mayhew Drain, Sacramento County, California. Dated March 30, 2009.
• Kleinfelder, 2025. “Seismic Performance Summary Report, American River South Levee System, ULDC & FEMA Levee Certification Project, Sacramento Area Flood Control Agency Levee Systems, Sacramento County, California. Dated April 16, 2025. • MBK, 2009. “Letter of Map Revision for Mayhew Drain Levee, Sacramento County, California.” Prepared for SAFCA. Dated March 2009.
• URS, 2009. “Technical Review Memorandum (TRM), American River Study Area, Urban Levee Geotechnical Evaluation Program Contract 4600007418.” Prepared for California Department of Water Resources. Dated October 2009.
• URS, 2010. “Supplemental Geotechnical Data Report (SGDR), American River Study Area, Urban Levee Geotechnical Evaluation Program Contract 4600007418.” Prepared for California Department of Water Resources. Dated June 2010.
• USACE, 2007. “Geotechnical Basis of Design, Left Bank (South) Levee Strengthening (Upstream of Mayhew Drain).” Prepared by USACE, Sacramento District, Soil Design & American River Design Sections, Geotechnical Branches. Dated May 2007. • USACE, 2009. “Interim Mayhew Levee Raise Design & Construction Support Documentation.” Prepared by USACE, Sacramento District. Dated November 2009. • USACE, 2012. “American River Watershed Project (Common Features), California Left (South) Bank Levee Strengthening Contract 1, American River California.” Contract No. DACW05-00-C0022. Prepared by URS Griener Woodward Clyde. Record drawing dated October 5, 2012. • USACE, 2013a. “American River Watershed Project Common Features, Left Bank Lower American River Raising Existing Levee Near Mayhew Drain, Sacramento County, California, Construction in FY 2007-2008.” As-Built Contract No. W91238-07-C-0016. Design File No. 1-04- 509. For construction date May 30, 2007. Record drawing date July 18, 2013. • USACE, 2013b. “American River Common Features (Common Features) WRDA 99 Lower American River Mayhew Drain Closure Structure.” Prepared by Sacramento District Civil Design Branch. For construction date June 8, 2007. Record drawing date July 18, 2013.

LEVEE GEOMETRY
The Mayhew Drain is a canal approximately 15 to 20 feet deep with a concrete lining approximately 4- inches thick and beginning below the waterside levee toe. During a 2007 site visit, exposed geotextile fabric was noted continuing under the concrete liner. An unpaved dirt patrol road runs along the 24001006.001A/SAC25L177626 Page 4 of 13 April 18, 2025
© 2025 Kleinfelder www.kleinfelder.com
KLEINFELDER 3130 Kilgore Road, Suite 200, Rancho Cordova, CA 95670 p | 916.366-1701 waterside levee toes, except on either side of the Linda Rio Drive pedestrian bridge and near Folsom Boulevard where the patrol road ramps up to the levee crown.

Based on 2007 LiDAR topographic data from the DWR ULE Supplemental Geotechnical Data Report (GDR) for American River (URS, 2010). The MDL crown south of the Mayhew Drain Closure Structure is approximately Elevation 62 ½ feet along both east and west levees, except at the intersection of the Linda Rio Drive pedestrian bridge and at the intersection with Folsom Boulevard. The levee crown along MDEL and MDWL lowers to approximately Elevation 58 to 57 feet at the intersection of Linda Rio Drive pedestrian bridge. The MDL crown at the intersection of Folsom Boulevard lowers to approximately Elevation 58 feet. The MDWL crown width varies approximately between 25 and 27 feet wide. The MDEL crown width varies approximately between 15 and 18 feet wide. The landside levee toe along MDEL and MDWL is approximately Elevation 54 feet near the Mayhew Drain Closure Structure and slopes up along with the surrounding ground surface to approximately between Elevations 58 to 59 feet near Folsom Boulevard. MDWL and MDEL waterside levee toe slopes up from approximately Elevation 54 feet at the Mayhew Drain Closure Structure to approximately Elevation 59 near Folsom Boulevard.

The levee height is approximately between 8 and 4 feet along the MDEL and MDWL. The MDEL waterside slopes range from approximately 2.1 horizontal to 1 vertical (2.1H:1V) to 2.8H:1V and the MDWL waterside slopes are approximately between 2.6H:1V and 3H:1V. The MDEL landsides slopes vary from approximately 2.8H:1V to 5.1H:1V. The MDWL landside slopes vary from approximately 2.1H:1V to 3H:1V.

USACE Sacramento Geotechnical Levee Practice Standard Operating Procedure (USACE SPK SOP3, 2022) specifies minimum levee geometry as shown below:
• Minimum waterside slope of 3 horizontal (H):1 vertical (V) • Minimum landside slope of 2H:1V (if past performance has been satisfactory) • Minimum crown width of 20 feet for a major stream and 12 feet for a minor stream or tributary MDWL crown width and landside slope meet USACE SOP for a minor stream. The waterside slopes are slightly steeper than the USACE SOP but meet for rapid drawdown slope stability analysis.

SUBSUFACE DATA
As a part of Kleinfelder’s 2007 evaluation of MDL, the existing explorations were reviewed, and new exploration locations were selected to achieve an approximate 1,000-foot spacing between explorations per USACE Engineering Manual (EM) 1110-2-1913 guidance (USACE, 2000). The exploration spacing follows guidance for a feasibility study per EM 1110-2-1913; however, additional borings would be needed to meet the requirements of ULDC (DWR, 2012) and the guidance of USACE SPK SOP 3 (2022).

A total of 7 explorations were performed along MDL by Kleinfelder and USACE as shown on Figure 2.

Table 1 below summarizes the explorations.
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KLEINFELDER 3130 Kilgore Road, Suite 200, Rancho Cordova, CA 95670 p | 916.366-1701 Table 1: Summary of MDL Explorations
Exploration ID Drill/Sample
Method
Performed
By Levee Approximate Station2
Depth
(feet)
Year
Drilled
B-1 Sonic Kleinfelder
MDEL
1583+30 70 2007
B-2 Sonic Kleinfelder 1574+00 70 2007
2F-96-39 Unknown1 USACE 1595+00 23 ½ 1996
2F-99-24 Unknown1 USACE 1592+50 42.5 1999
2F-99-19 HSA USACE
MDWL
1554+20 71 1999
2F-99-20 HSA and
Odex/SPT USACE 1563+20 47 1999
2F-99-21 HSA and
Odex/SPT USACE 1571+60 47 ½ 1999

1. Drill and sampling method were not provided. Report only included an American River South Levee exploration profile from USACE that plotted borings 2F-96-39 and 2F-99-24.

2. Stationing visually approximated from exploration map figure from GER (Kleinfelder, 2007a).

The USACE explorations 2F-99-19 through 2F-99-21 were drilled using a Mobile B-51 hollow stem auger until difficult drilling was encountered. The drill method was switched to ODEX at a depth of 17 feet in 2F-99-21 and 30 feet in 2F-99-20. Standard penetration tests (SPT) samplers were driven approximately every 5-feet and blow counts were recorded on the boring logs. Soil was collected using SPT and California samplers with an inside diameter of 1 ⅜-inch to 2 ½-inch.

The Kleinfelder explorations were drilled using a truck mounted sonic drill. The soil was cored using 5-to10-foot runs, continuously collecting soil core. Disturbed samples were collected for laboratory testing.

Both Kleinfelder and USACE explorations were logged in general accordance with ASTM D2488 and laboratory testing was performed on select samples. The Kleinfelder explorations included laboratory testing for gradation in general accordance with ASTM D422. The USACE explorations included gradation, Atterberg Limits, and moisture content laboratory testing. The laboratory results and soil classifications are shown on the boring logs for both the Kleinfelder and USACE explorations included in Appendix A.

As a part of the ULE program, helicopter electromagnetic (HEM) survey was flown along the American River levees, including MDL in 2007. The HEM survey shows the relative resistivity of the subsurface which can be compared to explorations to evaluate the continuity of subsurface conditions. Additionally, geomorphic mapping of the American River Levees and MDL area was performed by William Lettis & Associates (WLA) as a part of the ULE program. The HEM survey and geomorphology map are included in the 2010 American River SGDR (URS, 2010).

SUBSURFACE CONDTIONS
Exploration and Laboratory Data
The Geotechnical Evaluation Report (Kleinfelder, 2007a) shows exploration profiles of MDEL and MDWL that include the explorations performed by USACE and Kleinfelder. 24001006.001A/SAC25L177626 Page 6 of 13 April 18, 2025
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KLEINFELDER 3130 Kilgore Road, Suite 200, Rancho Cordova, CA 95670 p | 916.366-1701 Based on Borings B-1, B-2, 2F-99-24, and 2F-96-39, the MDEL embankment fill consists primarily of silty sand and silts (approximate Elevations 54 to 58 feet). The near surface soils below the levee embankment approximately between Elevation 58 and 40 feet, consist of similar silty sands and sandy silts as the embankment materials. Below the sandy silt and silty sands are layers of fine to coarse subrounded gravels with 10% to 19% non-plastic fines approximately between Elevation 40 and 17 feet.

Below the gravels are silty sands and sandy silts to the maximum depth explored of 70 feet.

Based on Borings 2F-99-21, 2F-99-20, MDWL embankment fill consist primarily of silty gravel with sand (approximate Elevations 54 to 58 feet). Boring 2F-99-19 was drilled north of the Mayhew Drain Closure Structure and shows the embankment consist of sandy silt. The near surface soil below the embankment approximately between Elevations 58 to 40 feet, consists of sandy silty clay, silt with sand, and sandy silt. Approximately between Elevations 45 and 15 feet, the material transitions to a layer that is described on the USACE borings as gravels and cobbles. The description is based on drill cuttings and slow drill rates. Below the gravel and cobbles layer, soil layers comprised of silty sand, silt with sand, and elastic silt were encountered to the maximum depth explored of 71 feet or approximately Elevation -8.6 feet. Based on high field blow counts, the soil below the gravels and cobbles is indurated and likely dense and cemented (locally referred to as ‘hardpan’).

HEM Survey Data
The HEM survey performed as a part of the DWR ULE project (URS, 2010) is plotted on the levee boring profile and displays the HEM data as color contours of the measured resistivity with depth. The HEM data plot was reviewed between Stations 1556+00 and 1591+00 along MDL and compared to the subsurface information from the boring logs and laboratory testing. High resistivity, shown as warm colors, is generally indicative of coarse-grained soils; and low resistivity, shown as cool colors, is generally indicative of fine-grained soils. The HEM plot shows high resistivity within the MDL embankments approximately between Elevations 45 to 40 feet. Moderate resistivity is generally shown approximately between Elevations 45 to 35 feet. Low resistivity is generally shown below Elevation 35 feet.

Overall, the HEM data is not consistent when compared to the subsurface data. The MDL embankments consist of sandy silts, silty sands and silty gravels which would be more consistent with a moderate resistivity measurement. Soils below the embankment consist of silts which would be more consistent with a low to moderate resistivity measurement. Below the silts are sands, cobbles and gravels which would be more consistent with a high resistivity measurement. It is possible that the adjacent houses may have interfered with the HEM measurements.

Geomorphology
The 2007 GER (Kleinfelder, 2007a) cited geology mapped by Jennings (1977), Wagner (1981), and Helley and Hardwood (1985). The Helley and Hardwood map (scale of 1:62,500) was used to evaluate the local geology as the most detailed mapping available at the time of the evaluation. However, the 2010 WLA geomorphology map provides more detail at a scale of 1:20,000 and was used to review the site surficial geology. The geomorphology units mapped by WLA (2010) along MDL are described as follows:
• Levee (mapped as L): (made of artificial fill), circa 1937 • Holocene Alluvial deposits (mapped as Ha): undifferentiated; sand, silt, and minor lenses of gravel, commonly under cultivation in 1937.
24001006.001A/SAC25L177626 Page 7 of 13 April 18, 2025
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KLEINFELDER 3130 Kilgore Road, Suite 200, Rancho Cordova, CA 95670 p | 916.366-1701 • Holocene Channel (mapped as Hch): sorted sands and silts; fining upward. • Pleistocene Modesto Deposits (mapped as Qml): lower member; unconsolidated to semiconsolidated gravel, sand, silt, and clay.

The geomorphology map shows Holocene Alluvial deposits covering the northern half of MDL and Pleistocene Modesto deposits covering the southern half. The Holocene alluvium and Pleistocene Modesto deposits are shown as dissected by Holocene Channel deposits. Based on the WLA mapped units, a layer of Holocene Alluvium consisting of sands and silts should cover the more consolidated and coarse-grained Pleistocene Modesto deposits. The mapped WLA surficial geology as described above was compared to the subsurface explorations. The difference between Holocene and Pleistocene deposits is evaluated by soil types and relative SPT field blow counts. Pleistocene deposits generally yield above 15 blows per foot and Holocene deposits blows per foot are generally lower. The Holocene deposits generally contain a trace percentage of gravel. The SPT field blow counts shown on the USACE boring logs located south of the Mayhew Drain Closure Structure were 14 blows per foot and higher in the sand and silt layers beneath the levee embankment fill. The area around MDL is heavily urbanized and the Mayhew Drain is a man-made structure. Since all the explorations were performed along the MDL crown, it is possible that any soft layers were removed as a part of a levee inspection trench. No construction as-built records were included in this review to confirm.

Based on this review, subsurface soils are predominately comprised of fill and Pleistocene Modesto deposits within the subject MDL south of the Mayhew Drain Closure Structure. Additional subsurface exploration along the landside toe would be needed to confirm lateral continuity of the subsurface materials; however, the existing level of stratigraphy data is considered sufficient for the current design purpose.

SEEPAGE AND STABILITY
Steady-state seepage, steady-state landside stability, and sudden drawdown waterside stability analysis were performed as a part of the 2007 GER (Kleinfelder, 2007a) per USACE EM 1110-2-1913 (2000) guidance. One cross section was selected along MDWL at approximate Station 1571+50 and one cross section was selected along MDEL at approximate Station 1585+00. The seepage and stability analysis were modeled using GeoStudio SEEP/W and SLOPE/W 2004 version 6.20. Stratigraphy was developed based on the site subsurface explorations. Material properties were developed using laboratory testing and published correlations for soil type, consistency, and SPT blow count. The water surface elevation (WSE) of Elevation 55.6 feet was used based on a flow of 145,000 cubic feet per second in the American River modeled by URS. A total head boundary equal to the WSE was applied along the channel bottom, waterside slope, and waterside vertical model edge, the channel bottom. The landside edge was assigned a total head boundary equal to the ground surface elevation.

Underseepage
The steady-state seepage analysis was performed including the concrete liner and without the concrete liner. The permeability of the concrete liner was increased to account for cracking and construction joints observed during the site visit. Average exit gradients calculated along the landside toe for steadystate seepage analysis without the concrete liner were above 0.5 which exceeds USACE criteria. Average exit gradients calculated along the landside toe for steady-state seepage analysis with the concrete liner 24001006.001A/SAC25L177626 Page 8 of 13 April 18, 2025
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KLEINFELDER 3130 Kilgore Road, Suite 200, Rancho Cordova, CA 95670 p | 916.366-1701 were below 0.5 which meets USACE criteria for both MDEL and MDWL. Therefore, the concrete liner is needed to meet the requirements for underseepage.

Through Seepage
Review of the subsurface data note sands and non-plastic soils in the levee embankment and foundation which may cause through seepage and backward piping erosion. The 2007 Kleinfelder GER (Kleinfelder, 2007a) notes MDEL and MDWL do not meet for through seepage due to shallow sand layers. Kleinfelder performed a transient analysis using WSE of 56.6 feet based on an American River flow of 160,000 cfs.

The transient analysis shows the levee embankment would reach a saturated condition at a duration of 10 days at the modeled WSE (Kleinfelder, 2007b). Since the USACE 145,000 cfs shows a peak of one day, it is unlikely that through seepage will develop during a high-water event.

Steady-State Stability
The landside stability was evaluated using the steady-state seepage analysis including the concrete liner for both MDEL and MDWL. The factor of safety was above USACE criteria of 1.4. Based on this analysis the MDEL and MDWL meet for steady-state stability.

Sudden Drawdown
The waterside sudden drawdown stability was evaluated by dropping the WSE from Elevation 55.6 to Elevation 41.1 at the bottom of the channel for both selected critical cross sections for MDEL and MDWL. The factor of safety for MDWL was 1.43 and for MDEL was 1.10. USACE EM 1110-2-1913 provides a range of acceptable factors of safety based on the anticipated length high pool elevation. A factor of safety of 1.0 is acceptable for a short duration and a factor of safety of 1.2 is acceptable for a long duration. According to the USACE flood hydrograph plot the high pool elevation for the 145,000 cfs event would last approximately one 24-hour period which is relatively short. Based on this information, both MDWL and MDEL meet for sudden drawdown.

SEISMIC EVALUATION
Kleinfelder performed a seismic vulnerability following ULDC for ARSL that included MDL. The methodology included estimating a peak ground acceleration (PGA) and magnitude based on a 200-year event. Based on the findings summarized in the American River South Levee System Seismic Performance Summary Report (Kleinfelder, 2025), MDL were considered low vulnerability.

In 2009, Kleinfelder also evaluated the seismic vulnerability of MDL using the 200-year return period (Kleinfelder, 2009b) and based on that evaluation MDL were also considered low vulnerability.

SETTLEMENT
MDL were constructed over 50 years ago and no construction has been completed within the study area limits, south of the Mayhew Drain Closure structure. In 2009, Kleinfelder evaluated settlement due to liquefaction based on blow counts (Kleinfelder, 2009b). The factor of safety against liquefaction was higher than 1. Based on this information the risk of levee settlement is low. 24001006.001A/SAC25L177626 Page 9 of 13 April 18, 2025
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KLEINFELDER 3130 Kilgore Road, Suite 200, Rancho Cordova, CA 95670 p | 916.366-1701

CONCLUSIONS
The following summarized our conclusions based on the review of the cited reports.

1. MDWL crown width and landside slope meet USACE criteria. MDWL waterside slopes are slightly steeper than the minimum levee geometry requirements for a major stream. The crown does meet USACE criteria for a minor stream. MDEL and MDWL meet USACE minimum levee geometry since the landside slope is 2H:1V or flatter, meets steady-state stability minimum factor of safety, and has had satisfactory performance.

2. Subsurface data does not include any explorations within the channel or along the landside levee toe. Additional explorations along the landside toe would provide confirmation of the lateral continuity of subsurface stratigraphy; however, the stratigraphy data is considered sufficient for the current design purpose.

3. MDEL and MDWL meets USACE criteria for underseepage.

4. Multiple pools were noted along the landside toe and may impact levee underseepage.

5. MDEL and MDWL meet for through seepage based on the transient seepage analysis and the current design use of MDL to capture storm runoff.

6. MDEL and MDWL meet USACE criteria for sudden drawdown stability.

7. MDEL and MDWL have low seismic vulnerability based on both the 2009 and 2025 seismic evaluations.

8. MDEL and MDWL risk of settlement is considered low.

LIMITATIONS
This work was performed in a manner consistent with that level of care and skill ordinarily exercised by other members of Kleinfelder’s profession practicing in the same locality, under similar conditions and at the date the services are provided. The work performed was based on project information provided by both the client and other parties. Kleinfelder’s conclusions, opinions, and recommendations are based on a limited number of observations and data. It is possible that conditions could vary between or beyond the data evaluated. Kleinfelder makes no other representation, guarantee, or warranty, express or implied, regarding the services, communication (oral or written), report, opinion, or instrument of service provided.

This report may be used only by the client and the registered design professional in responsible charge and only for the purposes stated for this specific engagement within a reasonable time from its issuance, but in no event later than two (2) years from the date of the report.

The information included on graphic representations in this report 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.

These documents are not intended for use as a land survey product. The use or misuse of the information contained on these graphic representations is at the sole risk of the party using or misusing the information.

Conclusions and conceptual recommendations contained in this report are based on field observations and subsurface explorations, limited laboratory tests, and Kleinfelder’s present knowledge of the 24001006.001A/SAC25L177626 Page 10 of 13 April 18, 2025 © 2025 Kleinfelder www.kleinfelder.com
KLEINFELDER 3130 Kilgore Road, Suite 200, Rancho Cordova, CA 95670 p | 916.366-1701 project. It is possible that soil or groundwater conditions could vary between or beyond the points explored. If soil or groundwater conditions are encountered that differ from those described herein, the client is responsible for ensuring that Kleinfelder is notified immediately in order that we may reevaluate the conclusions and conceptual recommendations of this report.

All rivers, streams and lakes will flood eventually. This fact means that all levees will be called upon to combat floodwaters at some point. Levees reduce the risk of flooding. But no levee system can eliminate all risk of flooding. The term “certification” is not intended to provide a guarantee or warranty of the conditions of the levee or its performance and assumes the following 1) a certification by a registered professional engineer or other party does not constitute a warranty or guarantee of performance, expressed or implied; 2) certification of data is a statement that the data is accurate to the best of the certifier’s knowledge; and 3) certification of analyses is a statement that the analyses have been performed correctly and in accordance with sound engineering practices. A levee certification does not address or mitigate the inherent flood risk proposed to a particular community.

The scope of services was limited. It should be recognized that definition and evaluation of subsurface conditions are difficult. Judgments leading to conclusions and recommendations are generally made with incomplete knowledge of the subsurface conditions present due to the limitations of data from field studies. The conclusions of this assessment are based on the information presented herein.

Although risk can never be eliminated, more detailed and extensive studies yield more information, which may help understand and manage the level of risk.

We appreciate the opportunity of providing services for this project. If you have questions regarding this report or if we may be of further assistance, please contact us.

Respectfully submitted,
KLEINFELDER, INC.

Meredith Beswick PE, PG Timothy A. Williams, PE, GE
Principal Engineer Senior Principal Geotechnical Engineer Attachments:

Figure 1: Mayhew Drain Levee, South of Mayhew Drain Closure Structure, Site Vicinity Map Figure 2: Mayhew Drain Levee, South of Mayhew Drain Closure Structure, Site Location Map 24001006.001A/SAC25L177626 Page 11 of 13 April 18, 2025 © 2025 Kleinfelder www.kleinfelder.com
KLEINFELDER 3130 Kilgore Road, Suite 200, Rancho Cordova, CA 95670 p | 916.366-1701

REFERENCES
___________________________________________________________________________________ The following references were reviewed and consulted during the preparation of this report:

Helley, E.J. and D.S. Harwood, 1985. “Geologic Map of the Late Cenozoic Deposits of the Sacramento Valley and Northern Sierran Foothills, California.” U.S. Geological Survey Miscellaneous Field Studies Map MF-1709. Dated 1985.

Jennings, C.W., Strand, R.G., and Rogers, T.H., 1977. “Geologic Map of California: California Division of Mines and Geology, Geologic Map Series Map No. 2.” Map Scale 1:750,000. Dated 1977.

Kleinfelder, 2005. “Geotechnical Data Report, American River Left Bank Levee, Upstream of Mayhew Drain, Sacramento County, California.” Dated September 2005.

Kleinfelder, 2007a. “Geotechnical Investigation Report, Mayhew Drain Right and Left Bank Levees, Sacramento County, California.” Dated, April 4, 2007.

Kleinfelder, 2007b. “Transient Seepage Analysis Evaluation, Mayhew Drain Right and Left Bank Levees, Sacramento County, California.” Dated December 14, 2007.

Kleinfelder, 2009a. “Revised Geotechnical Evaluation for CLOMR Application, Mayhew Drain Left and Right Bank Levees, Sacramento County, California.” Dated August 25, 2009.

Kleinfelder, 2009b. “Seismic and Settlement Evaluation, Mayhew Drain Left and Right Bank Levees, Sacramento County, California.” Dated March 30, 2009.

Kleinfelder, 2009c. “Additional Stability Analysis of Right Bank Levee, Mayhew Drain, Sacramento County, California. Dated March 30, 2009.

Kleinfelder, 2025. “Seismic Performance Summary Report, American River South Levee System, ULDC & FEMA Levee Certification Project, Sacramento Area Flood Control Agency Levee Systems, Sacramento County, California. Dated April 16, 2025.

MBK, 2009. “Letter of Map Revision for Mayhew Drain Levee, Sacramento County, California.” Prepared for SAFCA. Dated March 2009.

City of Sacramento, 2021. “Survey Benchmarks.” Benchmark Number 298-F6C. Web address:
https://data.cityofsacramento.org/datasets/survey-
24001006.001A/SAC25L177626 Page 12 of 13 April 18, 2025 © 2025 Kleinfelder www.kleinfelder.com
KLEINFELDER 3130 Kilgore Road, Suite 200, Rancho Cordova, CA 95670 p | 916.366-1701 benchmarks/explore?location=38.566722%2C-121.364344%2C15.41. Last Updated October 1, 2021.

URS, 2009. “Technical Review Memorandum (TRM), American River Study Area, Urban Levee Geotechnical Evaluation Program Contract 4600007418.” Prepared for California Department of Water Resources. Dated October 2009.

URS, 2010. “Supplemental Geotechnical Data Report (SGDR), American River Study Area, Urban Levee Geotechnical Evaluation Program Contract 4600007418.” Prepared for California Department of Water Resources. Dated June 2010.

USACE, 2000. “Design and Construction of Levees,” USACE, Engineering and Design Manual, EM 1110-2- 1913, April 30, 2000.

USACE, 2005. “Design Guidance for Levee Underseepage,” USACE, Technical Letter ETL 1110-2-569, May 1, 2005.

USACE, 2007. “Geotechnical Basis of Design, Left Bank (South) Levee Strengthening (Upstream of Mayhew Drain).” Prepared by USACE, Sacramento District, Soil Design & American River Design Sections, Geotechnical Branches. Dated May 2007.

USACE, 2009. “Interim Mayhew Levee Raise Design & Construction Support Documentation.” Prepared by USACE, Sacramento District. Dated November 2009.

USACE, 2012. “American River Watershed Project (Common Features), California Left (South) Bank Levee Strengthening Contract 1, American River California.” Contract No. DACW05-00-C-0022.

Prepared by URS Griener Woodward Clyde. Record drawing dated October 5, 2012.

USACE, 2013a. “American River Watershed Project Common Features, Left Bank Lower American River Raising Existing Levee Near Mayhew Drain, Sacramento County, California, Construction in FY 2007-2008.” As-Built Contract No. W91238-07-C-0016. Design File No. 1-04-509. For construction date May 30, 2007. Record drawing date July 18, 2013.

USACE, 2013b. “American River Common Features (Common Features) WRDA 99 Lower American River Mayhew Drain Closure Structure.” Prepared by Sacramento District Civil Design Branch. For construction date June 8, 2007. Record drawing date July 18, 2013. 24001006.001A/SAC25L177626 Page 13 of 13 April 18, 2025 © 2025 Kleinfelder www.kleinfelder.com
KLEINFELDER 3130 Kilgore Road, Suite 200, Rancho Cordova, CA 95670 p | 916.366-1701 USACE, 2022. “CESPK-EDG, SOP 3 Geotechnical Levee Practice, May 2022, Standard Operating Procedure 3, Geotechnical Levee Practice, US Army Corps of Engineers, Sacramento District, Geotechnical Engineering Branch.” Dated May 2022.

William Lettis & Associates, Inc. (WLA), 2008. “Surficial Geologic Map of the American River Study Area, DWR Urban Levee Project.” Map scale 1:20,000. Dated September 4, 2008.

PROJECT:

FILE NAME:

FIGURE
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
JAN 2025
M. BESWICK
A. LEONARD
F1_MDWL_SITE
Explanation
Levee Alignment
SACRAMENTO, CA FILE: \\azrgisstorp03\GIS_Projects\Client\SAFCA\24001006.001A-SeismicPerformanceSumReport\PRO\SAFECA_working\SAFECA_working.aprx

ULDC FINDING AND FEMA LEVEE

CERTIFICATION PROGRAM

SACRAMENTO AREA FLOOD CONTROL

AGENCY LEVEE SYSTEMS

SACRAMENTO AND SUTTER COUNTIES, CALIFORNIA
Service Layer Credits: USA_Topo_Maps: Copyright: © 2011 National Geographic Society, i-cubed
ALeonard 1/17/2025
0 1 2
Miles
Locations are Approximate
£
SITE

MAYHEW DRAIN LEVEE

SOUTH OF MAYHEW DRAIN CLOSURE STRUCTURE

SITE VICINITY MAP
Wausau Way
Linda Rio Dr
Tiber
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Vancouver Dr
Mira del Rio D
Butterfield
W
a
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B
utterfield
Wa
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Mira
del Rio
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Linda Rio Dr
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Alcosta Way
Butterfield
Tech Center Dr
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A@
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2F-96-39
2F-99-19
2F-99-20
2F-99-21
2F-99-24
Mayhew Closure Structure
B-1
B-2
PROJECT:

FILE NAME:

FIGURE
2 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
JAN 2025
M. BESWICK
A. LEONARD
F2_MDWL_Reach
Explanation
A@
Approximate Boring Location
(USACOE 1996 & 1999)
A@
Approximate Boring Location
(Kleinfelder 2007)
I
I ARSL
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I MDEL
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SACRAMENTO, CA FILE: \\azrgisstorp03\GIS_Projects\Client\SAFCA\24001006.001A-SeismicPerformanceSumReport\PRO\SAFECA_working\SAFECA_working.aprx Service Layer Credits: Hybrid Reference Layer_roadline: Esri Community Maps Contributors, County of Sacramento,
California State Parks, © OpenStreetMap, Microsoft, Esri, TomTom, Garmin, SafeGraph, GeoTechnologies, Inc, METI/
NASA, USGS, Bureau of Land Management, EPA, NPS, US
Census Bureau, USDA, USFWS
World Imagery: Maxar; ESRI World Imagery, Maxar Vivid
Advanded image dates 4/26/2022
0 250 500
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ULDC FINDING AND FEMA LEVEE

CERTIFICATION PROGRAM

SACRAMENTO AREA FLOOD CONTROL

AGENCY LEVEE SYSTEMS

SACRAMENTO AND SUTTER COUNTIES, CALIFORNIA

MAYHEW DRAIN LEVEE

SOUTH OF MAYHEW DRAIN CLOSURE STRUCTURE

LOCATION MAP
American River
Linda Rio Dr

WSE Condition
Calculated
Gradient WSE Analysis Type Condition
Calculated
Factor of
Safety Mitigation Notes:

Report Reference #
(See Sheet 1)
Left Bank L1 -- DWSE Existing Condition 0.39 DWSE Case III: Steady State Seepage Existing Condition 1.69 -- 19 Left Bank L1 -- EEWSE Existing Condition 0.44 EEWSE Case III: Steady State Seepage Existing Condition 1.65 -- 19Left Bank L1 -- DWSE Existing Condition 0.39 DWSE Case III: Steady State Seepage Existing Condition 1.59 -- 17Left Bank L1 -- EEWSE Existing Condition 0.44 EEWSE Case III: Steady State Seepage Existing Condition 1.56 -- 17Left Bank L3 -- Top of Levee Existing Condition 0.25 Top of Levee Case III: Steady State Seepage Existing Condition 5.63 -- 19Left Bank L3 -- Top of Levee Existing Condition 0.16 -- -- -- -- -- 16Left Bank L5 -- DWSE Existing Condition 0.37 DWSE Case III: Steady State Seepage Existing Condition 1.41 -- 19Left Bank L5 -- EEWSE Existing Condition 0.4 EEWSE Case III: Steady State Seepage Existing Condition 1.39 -- 19Left Bank L5 6+765 160 kcfs + 1.5' Existing Condition 0.4 160 kcfs + 1.5' Case III: Steady State Seepage Existing Condition 1.12-1.8 -- 5Left Bank L5 6+765 145 kcfs With Mitigation 0.24 200 kcfs +2' Case III: Steady State Seepage With Mitigation 1.4 to 2.4 Cutoff Wall 5Left Bank L5 -- DWSE Existing Condition 0.37 DWSE Case III: Steady State Seepage Existing Condition 1.41 -- 17Left Bank L5 -- EEWSE Existing Condition 0.4 EEWSE Case III: Steady State Seepage Existing Condition 1.39 -- 17Left Bank L7 -- DWSE Existing Condition 0.72 DWSE Case III: Steady State Seepage Existing Condition 0.87 -- 13Left Bank L7 -- EEWSE Existing Condition 0.77 EEWSE Case III: Steady State Seepage Existing Condition 0.8 -- 13Left Bank L7 -- DWSE With Mitigation 0.08 DWSE Case III: Steady State Seepage With Mitigation 1.61 Cutoff Wall 13Left Bank L7 -- EEWSE With Mitigation 0.08 EEWSE Case III: Steady State Seepage With Mitigation 1.6 Cutoff Wall 13Left Bank L9 -- DWSE Existing Condition 0.41 DWSE Case III: Steady State Seepage Existing Condition 1.41 -- 16Left Bank L9 -- EEWSE Existing Condition 0.47 -- -- -- -- -- 16Left Bank L9 -- DWSE With Mitigation <0.1 DWSE Case III: Steady State Seepage With Mitigation 1.9 Cutoff Wall 16Left Bank L9 -- EEWSE With Mitigation <0.1 EEWSE Case III: Steady State Seepage With Mitigation 1.9 -- 16Left Bank L10 -- DWSE Existing Condition 1.17 DWSE Case III: Steady State Seepage Existing Condition 0.4 -- 13Left Bank L10 -- EEWSE Existing Condition 1.37 EEWSE Case III: Steady State Seepage Existing Condition 0.29 -- 13Left Bank L10 -- DWSE With Mitigation 0.45 DWSE Case III: Steady State Seepage With Mitigation 1.4 Cutoff Wall 13Left Bank L10 -- EEWSE With Mitigation 0.52 EEWSE Case III: Steady State Seepage With Mitigation 1.24 Cutoff Wall 13Left Bank L12 -- 160 kcfs + 1.5' Existing Condition 0.41 160 kcfs + 1.5' Case III: Steady State Seepage Existing Condition 1.09 -- 10Left Bank L12 -- 192 kcfs Existing Condition 0.56 192 kcfs Case III: Steady State Seepage Existing Condition 0.95 -- 10Left Bank L12 -- 160 kcfs + 1.5' With Mitigation 0.43 160 kcfs + 1.5' Case III: Steady State Seepage With Mitigation 1.6 Cutoff Wall 10Left Bank L12 -- 192 kcfs With Mitigation 0.57 192 kcfs Case III: Steady State Seepage With Mitigation 1.6 Cutoff Wall 10Left Bank L13 -- DWSE Existing Condition 0.13 DWSE Case III: Steady State Seepage Existing Condition 1.72 -- 19Left Bank L13 -- EEWSE Existing Condition 0.17 EEWSE Case III: Steady State Seepage Existing Condition 1.41 -- 19Left Bank L13 -- DWSE Existing Condition 0.33 DWSE Case III: Steady State Seepage Existing Condition 1.02 -- 13Left Bank L13 -- EEWSE Existing Condition 0.41 EEWSE Case III: Steady State Seepage Existing Condition 0.82 -- 13Left Bank L13 -- DWSE With Mitigation 0.33 DWSE Case III: Steady State Seepage With Mitigation 1.66 Chimney Drain 13Left Bank L13 -- EEWSE With Mitigation 0.41 EEWSE Case III: Steady State Seepage With Mitigation 1.54 Chimney Drain 13Left Bank Mayhew -- 160 kcfs + 1.5' With Mitigation meets criteria 160 kcfs + 1.5' Case III: Steady State Seepage With Mitigation meets criteria Cutoff Wall Mayhew Drain Closure Structure 3Left Bank Mayhew 2+25 160 kcfs + 1.5' Existing Condition 0.36 -- -- -- -- -- 6Left Bank Mayhew 10+00 160 kcfs + 1.5' Existing Condition 0.56 -- -- -- -- -- 6Left Bank Mayhew 18+00 160 kcfs + 1.5' Existing Condition 0.7 -- -- -- -- -- 6Left Bank Mayhew 18+00 200 kcfs + 2' With Mitigation 0.2 -- -- -- -- Cutoff Wall 6Left Bank Mayhew 31+00 160 kcfs + 1.5' Existing Condition 0.7 -- -- -- -- -- 6Left Bank Mayhew 36+75 160 kcfs + 1.5' Existing Condition 0.66 -- -- -- -- -- 6Left Bank Other 7+000 150 kcfs With Mitigation <0.1 150 kcfs Case I: End of Construction With Mitigation meets criteria Cutoff Wall 2Left Bank Other 12+800 150 kcfs Existing Condition 0.7 150 kcfs Case III: Steady State Seepage Existing Condition meets criteria -- 2Left Bank Other 12+800 150 kcfs With Mitigation <0.1 150 kcfs Case I: End of Construction With Mitigation meets criteria Cutoff Wall 2Left Bank Other 15+500 150 kcfs Existing Condition 1.2 150 kcfs Case III: Steady State Seepage Existing Condition meets criteria -- 2Left Bank Other 15+500 150 kcfs With Mitigation <0.1 150 kcfs Case I: End of Construction With Mitigation meets criteria Cutoff Wall 2Left Bank Other 18+000 150 kcfs Existing Condition 0.8 150 kcfs Case III: Steady State Seepage Existing Condition meets criteria -- 2Left Bank Other 18+000 150 kcfs With Mitigation 0.2 150 kcfs Case I: End of Construction With Mitigation meets criteria Cutoff Wall 2Left Bank Other -- -- -- -- 160 kcfs + 1.5' Case I: End of Construction With Mitigation 3.8-4.7 Cutoff Wall Near Mayhew 3Left Bank Other -- -- -- -- 160 kcfs + 1.5' Case III: Steady State Seepage With Mitigation 1.4-2.7 Cutoff Wall Near Mayhew 3 Note:DWSE = Design Water Surface Elevation, tied to 160 kcfs, provided by USACE June 12, 2009 or USACE Top of Levee Profile Design Documentation Report (USACE, 2007)EEWSE = Design Water Surface Elevation, tied to 160 kcfs, provided by USACE June 12, 2009 or USACE Top of Levee Profile Design Documentation Report (USACE, 2007)200 kcfs = flow in American River, tied to 160 kcfs + 3.5'192 kcfs =flow in American River tied to EEWSE, provided by USACE June 12, 2009 or USACE Top of Levee Profile Design Documentation Report (USACE, 2007)160 kcfs = flow in American River tied to DWSE, provided by USACE June 12, 2009 or USACE Top of Levee Profile Design Documentation Report (USACE, 2007)150 kcfs = flow in American River tied to piping potential (Woodward-Clyde, 1999)It should be noted the 2024 DWSE is lower than any of these previously utilized WSEs American River Summary of Analysis Results - Left Bank
Location Site Station
Seepage Analysis Stability Analysis Other Information
Report # Report Year Report Name
1 1997
(USACE, 1997) Lower American River Levee Project Basis of Design for Levee Remediation. 25 July 1997.
2 1999
(URS, 1999) Design Analysis 100% Submittal, American River Watershed Project (Common Features), California, Left (South) Bank Levee Strengthening. April 16, 1999. 3 2000
(USACE, 2000) Geotechnical Report on: American River Watershed Implementation of WRDA 99 Common Features Lower American River Sites. August 2000. 4 2001
(USACE, 2001) Geotechnical Report, American River Watershed, Implementation of WRDA 99 Common Features, Reevaluation of Right Bank Near Jacob's Lane. November 2001. 5 2003 (Common Features), California, Levee Strengthening, Alternative Methods Contract A. 26 6 2006
(USACE, 2006) Interim Mayhew Levee Raise Design & Construction Support Documentation. December 2006.
7 2009
(HDR, 2009) Remediation Methods Report, American River Common Features, WRDA96 Remaining Sites, Phase 2, Sites L8, R8, and L9A, Sacramento County, California, Draft.

November 10, 2009.
8 2009
(USACE, 2009a) Design Documentation Report, WRDA 1996 Remaining Sites, Site R1.

August 2009.
9 2009
(USACE, 2009b) Design Documentation Report, WRDA 1996 Remaining Sites, Site R5.

August 2009.
10 2009
(USACE, 2009c) Design Documentation Report, WRDA 1996 Remaining Sites, Site L12.

August 2009.
11 2011
(USACE, 2011) Geotechnical Design Documentation Report, WRDA 1996 Remaining Sites, Site R6. July 2011.
12 2012
(HDR, 2012) American River Common Features - Site R3A Alternative Remediation, Additional Analysis of Extended Cutoff Wall. October 12, 2012. 13 2012
(HDR, Fugro, WLA, 2012) Remediation Methods Report, Sites L7, L10, L13, R3A, and R7, American River Common Features WRDA96 Phase 2 Remaining Sites. January 2012. 14 -- Not used
15 2012
(Kleinfelder-Geomatrix JV, 2012) Final Design Document Report, American River Common Features, American River North Levee, River Mile 2.0 to 3.6, Sacramento County, California. August 20, 2012.
16 2012
(USACE, 2012) Remediation Methods Report, WRDA 1996 Phaes III Remaining Sites L3, L9, R2, R9, and R10, American River Watershed Common Features Project. June 2012. 17 2013
(HDR, Fugro, LWA, 2013) Remediation Methods Report, Sites L1 and L5, American River Common Features, WRDA96 Phase 2 Remaining Sites, Sacramento, California. September 20, 2013.
18 2014
(USACE, 2014a) American River Common Features - Natomas East Main Drainage Channel (NEMDC) Extension, 100% Supplemental Design Documentation Report. San Francisco District. February 2014.
19 2014
(USACE, 2014b) WRDA 1996/1999 Remaining Sites, Engineering Evalation of No Action Sites L1, L3, L5, R2, R9, RM 2.7L, and RM 3.15L Techincal Memorandum. April 2014.

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15 ULDC References
(DWR, 2012). Urban Levee Design Criteria (ULDC). State of California Department of Water Resources. May 2012.
(Kleinfelder, 2025). Post Earthquake Remediation Plan. April 18, 2025. (MBK, 2025). American River South Levee System- Determination of the Urban Levee Design Criteria Design Water Surface Elevation, Minimum Top of Levee, and Hydraulic Top of Levee.

April 9, 2025.
(Mead & Hunt, 2025). American South Levee System Due Diligence Review for ULDC & FEMA Certification. April 15, 2025.
(USACE, 2014a). WRDA 1996/1999 Remaining Sites, Engineering Evaluation of No Action Sites L1, L3, L5, L13, R2, R9, RM 2.7L, and RM 3.15L, Technical Memorandum, American River Watershed Common Features Project. USACE Sacramento District, Geotechnical Engineering Branch. April 2014.
(USACE, 2014b). Untitled Letter. Department of the Army, U.S. Army Engineer District, Sacramento Corps of Engineers. (No date on Letter. Filing Date is June 5, 2014). (USACE, 2022). Standard Operating Procedure 3, Geotechnical Levee Practice, US Army Corps of Engineers, Sacramento District, Geotechnical Engineering Branch. USACE SPK-EDG. Dated May 2022.

Appendix G.

American River South ULDC
O&M Review of Levees in Support
of FEMA and ULDC Certification -
MBK Engineers
Water Resources Flood Control Water Rights
DON TRIEU, P.E. FOUNDERS:

DARREN CORDOVA, P.E
NATHAN HERSHEY, P.E., P.L.S. ANGUS NORMAN MURRAY
LEE G. BERGFELD, P.E. 1913-1985
BEN TUSTISON, P.E. JOSEPH I. BURNS
THOMAS ENGLER, P.E., CFM 1926-2021
MICHAEL MONCRIEF, P.E. DONALD E. KIENLEN
NICOLE ORTEGA-JEWELL, PMP 1930-2023
KYLE KNUTSON, P.E.

ANNE WILLIAMS, P.E.

PATRICK HO, P.E.

M E M O R A N D U M
DATE: February 14, 2025
TO: File
PREPARED BY: Tom Engler, P.E., MBK Engineers
SUBJECT: SAFCA American River South Basin
Levee O&M Review in Support of FEMA and ULDC Certification From December 2023 to February 2025, MBK Engineers (MBK) conducted site visits along the American River South Levee System consisting of American River South Levee and Sacramento River East Levee. We have had additional meetings and conversations with the staff from the local maintaining agencies (LMA) that provide operations, maintenance, and flood-fighting duties along these levees, i.e., City of Sacramento Department of Utilities, California Department of Water Resources (DWR) Maintenance Area 9 (MA9), and American River Flood Control District (ARFCD), to review procedures and past performance observations. MA9 and City of Sacramento Staff accompanied MBK on portions of the site visits. The purpose of the inspections was to support the levee system operation and maintenance (O&M) finding for Federal Emergency Management Agency (FEMA) certification and Urban Levee Design Criteria (ULDC) findings for the American River South Levee System.

FEMA’s criteria for operation plans and maintenance plans are documented in 44 CFR 65.10(c) and 44 CFR 65.10(d). The American River South Levee System is in compliance with the operations and maintenance activities for the levees and floodwalls outlined in the U.S. Army Corps of Engineers (USACE) Supplement to Standard Operation and Maintenance Manuals for Units 115, 117, and 118 Part No. 1 (all dated December 29, 2016), and for the drainage pump stations; thus, FEMA’s O&M criteria is met. While FEMA O&M criteria relies on compliance with the O&M manuals for flood control facilities and other procedures that focus on emergency preparedness and operations, the ULDC has specific O&M requirements that focus on addressing erosion, encroachments, access, vegetation, and animal burrowing activities to ensure levee integrity remains intact with diligent maintenance practices while routine inspections and flood-fighting efforts are not impeded. These requirements are defined in Section 7.0 of the ULDC (DWR, May 2012), in addition to the maintenance protocols described in the O&M To File February 14, 2025
American River South Basin O&M Review Page 2
manuals. Mead & Hunt evaluated the USACE and City of Sacramento O&M manuals with respect to ULDC and FEMA, and found them to be in compliance (Mead & Hunt, 2025).

The following ULDC items were reviewed during this site visit:

7.10 Erosion

7.12 Encroachments

7.15 Animal Burrows

7.16 Levee Vegetation

This memorandum provides findings from record reviews and a physical site visit to support the aforementioned ULDC sections 7.10, 7.12, 7.15 and 7.16. The remaining criteria are being reviewed separately and will be documented in the subsequent reports prepared by Mead & Hunt, GEI, Kleinfelder, and MBK.

MBK conducted site visits between December 2023 to February 2025 to evaluate the LMAs’ O&M practices (such as minor erosion repair, rodent abatement), and the management of vegetation and encroachments. No areas of erosion or rilling were identified on the levee slopes or within 15 feet of the levee toes. There is minimal burrowing rodent activity, and according to the City of Sacramento, MA9, and ARFCD maintenance staff, burrowing rodents are not currently a concern on the American River South Levee or the Sacramento River East Levee.

However, these maintaining agencies actively monitor for signs of rodent activity and if necessary, will implement their baiting and grouting programs. There is minimal vegetation located within 15 feet of the levee landside or waterside levee toes or along the slopes or crown of the American River South Levee. Portions of Sacramento River East Levee have significant vegetation within 15 feet of both sides of the levee which makes O&M observations during flood patrols difficult. Right-of-way needs will be discussed in the Engineer’s report, specifically how to work with property owners to provide a vegetation management zone (VMZ) to allow for visual observation during high water events. Many instances of vegetation have been remediated through recent USACE levee projects. The remaining areas will be addressed in the future through implementation of encroachment and right-of-way plans by the land use agency. The ULDC requirements for levee vegetation are consistent with the management practices included in the O&M manual. The VMZ is shown in the graphic below.

To File February 14, 2025
American River South Basin O&M Review Page 3
Figure 1. Vegetation Management Zone
The following notes were recorded:

This levee has compliant vegetative cover on both the land and waterside slopes, i.e., herbaceous groundcover, as per USACE and Central Valley Flood Protection Board standards. The existing patrol roads (located intermittently along the landside toe, waterside toe, and crown) are in good condition throughout. The landside toe is free of undesirable vegetation.

MBK performed an erosion evaluation, including a boat tour, which is provided as Attachment 1.

This evaluation did not identify any need for action related to erosion protection or remediation.

The USACE 2021 Inspection Report (USACE, 2023) is included as Attachment 2. The inspection identified vegetation, erosion, and encroachment as Unacceptable with respect to the standard operating procedures for federal project levees that reflect on the LMA’s O&M practices. However, based on several site visits conducted by the Certification Team, as well as the recent levee improvement projects that are completed and are underway by USACE, several of these Unacceptable items are not considered to be a high-hazard that could impact levee integrity during a high-water event. Therefore, the levee meets the necessary requirements FEMA or ULDC certification.

Based on review of the O&M manuals, review of available documentation, and observations during the site visits alongside LMA staff, I hereby conclude that the American River South Levee System meet the O&M requirements as per FEMA and ULDC criteria. __________________________________
Tom Engler, P.E.

TE/oh
To File February 14, 2025
American River South Basin O&M Review Page 4
Attachments: Attachment 1. References
Attachment 2. Erosion Evaluation
Attachment 3. USACE 2021 Inspection

To File February 14, 2025
American River South Basin O&M Review Page 5
Attachment 1. References
(44 CFR Section 65.10). United States Code of Federal Regulations 44 CFR Section 65.10 “Mapping of Areas Protected by Levee Systems,” dated 10-1-11 Edition. (DWR, 2012). Urban Levee Design Criteria (ULDC). State of California Department of Water Resources.

May 2012.
(Mead & Hunt, 2025b) American South Levee System Due Diligence Review for ULDC & FEMA Certification. April 15, 2025 (Appendix I)
(USACE, 2014). ETL 1110-2-583 Guidelines for Landscape Planting and Vegetation Management at Levees, Floodwalls, Embankment Dams, and Appurtenant Structures. USACE. 30 April 2014.

URBAN LEVEE DESIGN CRITERIA

AMERICAN RIVER SOUTH LEVEE SYSTEM

EROSION EVALUATION REPORT
January 2025
Prepared for:

Sacramento Area Flood Control Agency
Prepared by
455 University Ave, Suite 100
Sacramento, CA 95825
916/456-4400
916/456-0253 (fax)
i
Contents

1. Background and Purpose ...................................................................................................................... 1

2. Process .................................................................................................................................................. 3

2.1 Historical Assessment .................................................................................................................. 3

2.1.1 American River South Levee ................................................................................................... 4

2.1.2 Sacramento River East Levee .................................................................................................. 6

2.2 Hydraulic Analysis ........................................................................................................................ 7

2.3 Geometric Criteria Assessment ................................................................................................... 8

2.4 Geotechnical Assessment ............................................................................................................ 8

2.5 Site Visit ....................................................................................................................................... 9

3. Evaluation ........................................................................................................................................... 10

3.1 USACE Evaluations ..................................................................................................................... 10

3.1.1 Sacramento River Bank Protection Project ........................................................................... 10

3.1.2 American River Common Features – General Re-evaluation Report .................................... 10

3.1.3 Sacramento River Bank Protection Project – Post-Authorization Change Report ................ 11

3.2 ULDC Evaluation ........................................................................................................................ 11

4. Recommendations .............................................................................................................................. 13

5. Summary ............................................................................................................................................. 13 Tables
Table 1: Suggested Maximum Permissible Mean Channel Water Velocities .............................................. 9 Figures
Figure 1: American River South Levee ....................................................................................................... 15 Figure 2: Sacramento River East Levee ...................................................................................................... 16 Figure 3: Velocity Profile for Sacramento River ......................................................................................... 17 Figure 4: Velocity Profile for American River ............................................................................................. 18 Appendix
A Geometric Assessment – Cross-Sections
ii
Acronyms
ARCF GRR American River Common Features General Re-evaluation Report ARFCD American River Flood Control District
CFR Code of Federal Regulations
CVHS Central Valley Hydrology Study
DWR California Department of Water Resources
FEMA Federal Emergency Management Agency
HEC-RAS Hydrologic Engineering Center - River Analysis Software (USACE) NAS North Area Streams
NEMDC Natomas East Main Drainage Canal
NFIP National Flood Insurance Program
RSP Rock Slope Protection
RM River Mile
SAFCA Sacramento Area Flood Control Agency
SRBPP Sacramento River Bank Protection Program
UPRR Union Pacific Railroad
USACE United States Army Corps of Engineers
WSE Water Surface Elevation
Urban Levee Design Criteria Erosion Evaluation Report
American River South Levee System
1 1. Background and Purpose
This report was prepared concurrently with other reports to provide a comprehensive levee evaluation of the American River South Levee System (ARSLS) in support of the Sacramento Area Flood Control Agency’s (SAFCA) efforts, on behalf of the City of Sacramento (City) and the County of Sacramento (County), to reduce the potential of flood damage in the City and County (see Figures 1 and 2). The specific focus of this report is on erosion issues and the requirement to demonstrate with sound engineering analysis that levee integrity or stability can be expected during flow events up to and including the 100-year (1 percent annual chance) as part of reestablishing the Federal Emergency Management Agency (FEMA) levee accreditation as specified in Title 44 of the Code of Federal Regulations (CFR) Section 65.10(b) as follows:

For levees to be recognized by FEMA, evidence that adequate design and operation and maintenance systems are in place to provide reasonable assurance that protection from the base flood exists must be provided. The following must be met:
…
(3) Engineering analyses must be submitted that demonstrate that no appreciable erosion of the levee embankment can be expected during the base flood, as a result of either currents or waves, and that anticipated erosion will not result in failure of the levee embankment or foundation directly or indirectly through reduction of the seepage path and subsequent instability. The factors to be addressed in such analyses include, but are not limited to: Expected flow velocities (especially in constricted areas); expected wind and wave action; ice loading; impact of debris; slope protection techniques; duration of flooding at various stages and velocities; embankment and foundation materials; levee alignment, bends, and transitions; and levee side slopes.

Similarly, the State of California requires land use agencies to make an Urban Level of Flood Control (ULOP) finding for urban and urbanizing areas, by evaluating levees per the State’s Urban Levee Design Criteria (ULDC). Per criterion ULDC 7.10, it states the following The potential for erosion damage must be evaluated and addressed. Erosion damage to riverine levees is usually due to the following conditions: (1) high velocity flows coupled with erosive levee materials and/or poor hydraulic conditions; (2) large waves developed by wind over large, open bodies of water like a bypass; and (3) boat wakes.
…
(L)evees that are likely to be significantly damaged during either a flood or normal flow condition should be protected with appropriate slope treatments. Field surveys of bank conditions and near-bank bathymetry may reveal new or worsened vulnerabilities after high-flow events. Operation and maintenance of flood protection Urban Levee Design Criteria Erosion Evaluation Report
American River South Levee System
2 features should be implemented in a forward-looking manner that identifies potential levee safety risks due to erosion.

A prudent levee maintenance and inspection program can allow early detection of active erosion before the stability of the levee is undermined. Solutions to resolve problems can be developed in a timely and cost-effective manner among the Local Maintaining Agencies (LMA’s) and those involved in the continuing effort to reduce flood risk. This report is intended to supplement the LMA’s normal operations and maintenance plans to address erosion to assure compliance with Title 44 of the CFR Section 65.10(d), as follows:

For levee systems to be recognized as providing protection from the base flood, the maintenance criteria must be as described herein. Levee systems must be maintained in accordance with an officially adopted maintenance plan, and a copy of this plan must be provided to FEMA by the owner of the levee system when recognition is being sought or when the plan for a previously recognized system is revised in any manner. All maintenance activities must be under the jurisdiction of a Federal or State agency, agency created by Federal or State law, or an agency of a community participating in the NFIP that must assume ultimate responsibility for maintenance. This plan must document the formal procedures that ensure that the stability, height, and overall integrity of the levee and its associated structures and systems are maintained. At a minimum, maintenance plans shall specify the maintenance activities to be performed, the frequency of their performance, and the person by name or title responsible for their performance.

The levee system being evaluated in the report for FEMA accreditation is the American River South Levee System which consists of:
• American River South Levee (ARSL): 11.4 miles of earthen embankment, from the confluence of the Sacramento River at Station 10000+00 (downstream end) to Station 1635+50 (upstream end); note: Station 1556+00 to 1591+00 represent the levees along Mayhew Drain and is separate from the ARSL.
• Sacramento River East Levee (SREL): 14.6 miles of earthen embankment and 4,000 feet of floodwall, from the confluence of the American River at Station 1000+00 (upstream end) to the tie-in location with the Beach Lake North Levee at Station 1770+00 (downstream end).

Until 2017, the USACE prepared an annual erosion reconnaissance report as part of the Sacramento River Bank Protection Program (SRBPP) – a program addressing long-term erosion protection along the Sacramento River and its tributaries. These reports are maintained in the USACE erosion inventory which contains records of visual inspections of erosion sites, is a valuable source of information; however, further engineering analysis and inspection on Urban Levee Design Criteria Erosion Evaluation Report
American River South Levee System
3 existing and detectable erosion sites, where applicable, are required for levee certification and FEMA accreditation, as demonstrated in this report. Per the Post Authorization Change Report for the SRBPP dated April 2020 (USACE, 2020), several identified sites were identified where critical bank repairs were required. At the time of this report, most of these erosion sites have undergone extensive repair by USACE. Additional information is provided in Section 3 of this report.

2. Process
As demonstrated In this report, MBK Engineers evaluated the adequacy of the existing embankment protection along the American River South Levee System. The levees were assessed by incorporating the following techniques:

1. Historical Assessment: Review of ongoing erosion monitoring and reconnaissance efforts by local levee operators and maintainers to gain a historical perspective on past and current erosion issues.

2. Hydraulic Analysis: Conduct hydraulic analysis to determine water surface elevations and associated velocities and their effects on erosion potential to the waterside levee slope.

3. Geometric Criteria Assessment: Compare existing cross-section with the USACESacramento Standard Operating Practice and Title 23 of the California Code of Regulations guidance.

4. Geotechnical Assessment: Review of geotechnical investigation and soil conditions of the levees to determine erosion potential from expected flow velocities during the base flood.

5. Site Visit: Conduct field surveys to investigate current erosion occurring on the levees and to identify sites susceptible to potential erosion sites.

2.1 Historical Assessment
A good indicator of future erosion is the identification and evaluation of erosion sites during past flood events. Various degrees of erosion were detected during field investigations after each of the two largest flood events in recent time, in 1986 and 1997, and are discussed below.

The historic assessment utilized information from the USACE erosion inventory, historic and current photography, interviews with LMA’s, and documentation of analyses conducted by other engineering firms.

Urban Levee Design Criteria Erosion Evaluation Report
American River South Levee System
4 2.1.1 American River South Levee
The following paragraphs are from the “American River Watershed, Common Features, General Reevaluation Report” (ARCF GRR), Attachment E, “Erosion Protection Report”, prepared by USACE in December 2015 (USACE, 2015), Section 1.5.1:

Construction of the south levee of the American River started around 1850 and was completed in the 1910’s. Construction of the north levee of the American River, located between the Sacramento River and about RM 5 (near Cal Expo), occurred in the 1910’s. Construction of the remainder of the north levee, upstream of Cal Expo extending to RM 14, occurred between 1955 and 1957.

Sacramento experienced significant flood events again in 1964, 1986, and 1997. The 1964 flood event was the first time the complete American River levee system was tested with a flow of 115,000 cfs. The 1964 flood event showed considerable stress on the levee system for a flow of 115,000 cfs. An emergency flood-fight along the left bank of the American River near H Street was required to pass the flood event.

The 1986 flood event is significant in that it required a peak release from Folsom Dam of 130,000 cfs in order to avoid a dam failure. The peak flow was passed without a levee failure, but two locations were in the process of failing as flows were receding….Had the discharge been sustained longer, the levee would have likely failed from erosion.

In 1997, the Sacramento and San Joaquin River systems experienced record flooding and a number of levee breaks. However, in the American River watershed, Folsom Lake experienced a peak inflow of 255,000 cfs and was able to control it to the objective release of 115,000 cfs down the American River, with 28 percent of the flood management storage available at the peak of the storm. Nonetheless, significant erosion occurred at five sites along the American River which required immediate repair following the flood event. These repairs were accomplished under the SRBPP.

All four significant flood events since completion of the federal flood control system in the mid 1950’s (1955, 1964, 1986, and 1997) caused considerable damage to the levee system because of erosion. And, all four events required extensive repair after the event so the system was ready for the next major flood event. In addition, erosion also occurred during a flood event in 2006.

During the 1986 and 1997 floods, the flows within the Lower American River (i.e., downstream of Folsom Dam) have equaled or exceeded the design capacity and caused significant erosion distress (USACE, 2015). Several sites along the levees of the Lower American River experienced varying degrees of erosion and required extensive repair. After the 1986 flood, where several Urban Levee Design Criteria Erosion Evaluation Report
American River South Levee System
5 locations along the Lower American River levees were compromised and erosion had occurred, USACE embarked on an erosion repair project along the levees and bankline of the Lower American River to address degradational characteristics and sediment depositions that would directly impact channel geometry and stabilization.

A bank protection program, developed by the Lower American River Task Force, was implemented to provide embankment protection for these erosion sites; five bank protection projects were installed (RM 2.1L, 3.75L, 4,8L, 6.8L, and 8.75R) at various times between 1986 (flood year) and 2004. In 2004, Ayers Associates submitted the report titled “Lower American River, Erosion Susceptibility Analysis for Infrequent Flood Events” in response to the damaged sustained along the levees during the 1986 event. MBK Engineers had participated in the original waterside field investigation for the entire river reach with Ayers Associates in July 2004 (Ayers, 2004) to review additional locations along the levee where the hydraulic modeling had predicted high velocities and shear stresses. A flow of 145,000 cfs was used in computing the resulting water surface elevations and velocities along the levee. The field investigation and predictive modeling efforts in computing water flow velocities had resulted in the identification of twelve (12) sites as possible locations where potential erosion would cause significant damage to the levee.

From 2005 to 2016, the erosion evaluation for the Lower American River has been conducted on an annual basis by MBK Engineers, along with staff members from ARFCD and SAFCA. The inspection begins at the upstream location of RM 12 (near William Pond Recreation Area) and ends at the confluence of the Sacramento River except for the north levee along the Natomas Basin (i.e. between NEMDC and the Sacramento River). Due to embankment protection measures implemented after the 1986 flood and the time elapsed without a major high-water event, many of the original twelve sites during the initial study in 2004 were re-evaluated and were not considered to be a threat to the integrity of the levee.

In 2014, while composing the ARCF GRR, USACE had identified approximately 11 miles of levee along the left and right bank of the Lower American River for bank protection repairs that include a rock protected slope (RSP), a waterside rock bench, installation of large woody debris to offer shaded riparian habitat, and selected plantings along the waterside slope to stabilize the soil cover over the RSP. The authorization of the Water Resources Development Act of 2016 which included the recommended levee improvement programs described in the ARCF GRR, also included erosion protection work along the American River. The erosion protection designs were based on channel velocities resulting from a flow of 192,000 cfs released from Folsom Dam which provides an equivalent water surface elevation from the authorized flow of 160,000 cfs plus 3 vertical feet. USACE had commenced design efforts in 2018 and construction began in 2022, with completion timeline targeted by 2025.

Urban Levee Design Criteria Erosion Evaluation Report
American River South Levee System
6 2.1.2 Sacramento River East Levee
The following paragraphs are from the “American River Watershed, Common Features, General Reevaluation Report” (ARCF GRR), Attachment E, “Erosion Protection Report”, prepared by USACE in December 2015 (USACE, 2015), Sections 1.5.2 and 1.6:

The levees along the Sacramento River south of the confluence with the American River were constructed by local interests using clamshell dredges excavating material from the Sacramento River in the early 1900’s. This method of construction usually resulted in a levee constructed on the channel banks with loose, sandy fill material that is deepest below the center of the levee. The materials within the levee embankment are predominantly sands, silty sands, and cohesionless materials. Since the construction of the original levee embankment in the early 1900’s the levee has been remediated and improved several times. Levee remediation and improvements have consisted of embankment reconstruction and or enlargement, floodwalls, waterside rock slope protection, shallow through seepage cutoff wall, deep underseepage cutoff walls, seepage berms, and relief wells.

In 1960, Congress authorized the Sacramento River Bank Protection Project for the construction of bank erosion control works and setback levees within the limits of the existing levee system. This project is intended to maintain the integrity of the levee system to continue the degree of protection for which it was designed.

The flood of 1986 had a peak flow of 117,000 cfs at the Freeport gage, just south of the city of Sacramento. The levees on the Sacramento River were severely stressed from high water and seepage. The levees near the Garden Highway required extensive repairs during the flood and nearly failed. The north bank along Arcade Creek was overtopped and 500 homes were inundated.

Since the completion of the Sacramento River Flood Control Project, significant floods have caused considerable erosion related damage to the levee system. Erosion in the Sacramento River has even occurred during lower flow events, as documented by the Sacramento River Bank Protection Project. Numerous emergency bank repairs and repairs done by SRBPP (over 800,000 linear feet) have been constructed in the last 50 years. Erosion continues along the Sacramento River banks and levees and there are currently numerous sites that are in need of repair.

USACE and the Central Valley Flood Protection Board (CVFPB) have an ongoing program that identifies critical erosion sites and monitors erosion sites that may become critical. No critical erosion sites were identified during the 2012 reconnaissance by USACE; however, multiple erosion sites were identified on the left bank of the Sacramento River between RM 50.3 to 58.5 (corresponding to approximately MA9 LM 6.0 to COS LM 1.4). Based on the report, some of these sites Urban Levee Design Criteria Erosion Evaluation Report
American River South Levee System
7 currently have scattered rock, cobbles or quarry stone at the levee toe and have exhibited no change relative to previous erosion surveys, other than minor new slumping. The erosion mechanisms identified at these sites include wavewash, eddy scour, tree pop-outs, fluvial and whole bank failure.

Two erosion sites were also identified at RM 56.6 and RM 58.5 (corresponding to approximately COS LM 3.5 to LM 1.4), with the erosion mechanisms including fluvial and whole bank failure. These sites reportedly have concrete rubble (does not meet USCAC standards) on the bank and at the toe that is in poor condition; no significant changes in condition have been observed between annual inspections. One erosion site at RM 46.7 (corresponding to MA9 LM 10.0) was recently repaired by the State.

In 2014, while composing the ARCF GRR, USACE had originally identified up to approximately 10 miles of levee along the left bank of the Sacramento River for bank protection repairs that include a rock protected slope (RSP), a waterside rock bench, installation of large woody debris to offer shaded riparian habitat, and selected plantings along the waterside slope to stabilize the soil cover over the RSP. The authorization of the Water Resources Development Act of 2016 which included the recommended levee improvement programs described in the ARCF GRR, allowed USACE to proceed with the erosion evaluation to further refine the extents of the bank protection repairs and prepare its Design Documentation Report and subsequent construction documents. The erosion protection designs were based on methodologies from different combinations of both physical and economic factors such as, but not limited to, channel velocities, erosion location, site length, existing revetment type, riverbank material, and embankment material. USACE had commenced design efforts in 2018 and construction began in 2022, with completion timeline targeted by 2025.

2.2 Hydraulic Analysis
There have been many hydraulic analyses performed for the streams and rivers in the Sacramento area that provide a valuable resource in estimating the flow and velocity effects on the quality of embankment protection of the levee. In addition to the computed water surface elevations that provide the basis of the 100-year and 200-year events and the engineering analyses for many of the aspects that encompass the levee evaluation process for FEMA accreditation and ULDC evaluation, other computed results from the hydraulic analysis include channel velocities of the water flow which can be utilized to determine if the levee material composition and properties would be subjected to erosion potential. For all rivers and creeks, there are 1-dimensional (1-D) and 2-dimensional (2-D) elements in the hydraulic models already developed where the computed water surface elevations and velocities for the base flood conditions can be used in assessing erosion potential.

Urban Levee Design Criteria Erosion Evaluation Report
American River South Levee System
8 The hydraulic models used to compute the ULDC design water surface elevations (DWSE) for the American River South Levee System are the Sacramento River System Model and the Lower American River (LAR) Model. The Sacramento River System Model is a combined 1-D and 2-D model of the Sacramento River and major tributaries and distributaries from Colusa at the upstream end to Suisun Bay at the downstream end. The model is primarily made up of 1-D elements, supplemented with 2-D flow areas for the Fremont Weir area and the Southport Levee Improved Project area on the Sacramento River about 2.5 miles south of the American River. The LAR Model is a 1-D model consisting of the American River from Nimbus Dam (Lake Natoma) to the Sacramento River, and the NEMDC from Arcade Creek to the Sacramento River.

Both models were executed in USACE HEC-RAS Release 6.4.1.

The hydrology used to generate the 0.5-percent chance flood is based on a hydrologic analysis by USACE for the California Department of Water Resources (DWR) Central Valley Hydrology Study. A CVHS event selection for a flood with a joint centering of the American River at Fair Oaks and Sacramento River at latitude of Sacramento developed by USACE was used for the determination of the ARS ULDC DWSE.

For details regarding the hydraulic model and hydrology, refer to MBK Engineers technical memorandum titled, “American River South Levee System - Determination of the Urban Levee Design Criteria Design Water Surface Elevation, Minimum Top of Levee, and Hydraulic Top of Levee,” (MBK, 2024).

2.3 Geometric Criteria Assessment
The geometry of the levees in this study were compared to a standard levee cross-section that was established per the USACE-Sacramento District Geotechnical Levee Practice Standard Operating Procedure (USACE, 2008), and the California Code of Regulations, Title 23, Division 1, Section 131 (CVFPB, 2009). The standard levee cross-section consists of a 3:1 waterside slope, a 20-foot crown, and a 2:1 landside slope, with the provision that the levee meets the required seepage and slope stability criteria.

In applying the geometric criteria, the levees meet the established minimum geometric standard with respect to the theoretical crown set to the 200-year water surface elevations (WSE). Specific levee cross-sections were surveyed at designated stations along each reach of the American River South Levee system. The results are summarized in the “Evaluation” section of this report and cross-sections are contained in Appendix A.

2.4 Geotechnical Assessment
The type of material along the levee bank and adjacent channel bed will determine whether there would be erosion potential that may occur during a high-water event. As previously Urban Levee Design Criteria Erosion Evaluation Report
American River South Levee System
9 stated, early detection and engineering judgment to predict the possibility of erosion can provide justification in implementing proper embankment protection to ensure the stability of the levee is preserved.

Table 1 provides guidance on the allowable channel velocities subjected upon the submerged portion of the waterside slope and adjacent channel bed based on material type during a highwater event. Velocities above the given values and ranges for the identified material would be expected to result in erosion:

Table 1: Suggested Maximum Permissible Mean Channel Water Velocities1 Levee Slope /
Channel Material
Mean Channel
Velocity (fps)
Fine Sand 2
Coarse Sand 4
Sandy Silt 2
Silt Clay 3.5
Clay 6
Soils with good vegetative cover (less than 5% slope) 6-7 Poor rock (usually sedimentary) 10
Good rock (usually igneous or hard metamorphic) 20
fps – feet per second

2.5 Site Visit
The goal of the inspections are to record observations of levee embankment erosion as close to the levee waterside slope as possible and to conduct a preliminary visual engineering analysis of the slope stability of the levee foundation and flow velocities along the interface between the river and the levee bank.

The site inspections were attended by representatives of the levee evaluation team, as follows:

1. American River South Levee, December 15, 2023: Tom Engler (MBK Engineers), Becky Money (MBK Engineers).

2. Sacramento River East Levee, January 15, 2025: Tom Engler (MBK Engineers), Pro Mitra (MBK Engineers).
1 Source: U.S. Army Corps of Engineers EM 1110-2-1601, page 2-16 (USACE, 1991) Urban Levee Design Criteria Erosion Evaluation Report
American River South Levee System
10 3. Evaluation
From the information gathered using the techniques outlined in the Process section of this report, an evaluation of the levees specific to the embankment protection requirements for certification was performed by MBK Engineers. This section of the report includes a discussion regarding the USACE annual erosion reconnaissance and the evaluation of embankment protection for each levee reach in the American River South Levee system under review for certification.

3.1 USACE Evaluations

3.1.1 Sacramento River Bank Protection Project
USACE typically conducts an annual erosion reconnaissance and rank of existing and newly formed erosion sites along the levees within the Sacramento River Flood Control System (SRFCS) as part of the Sacramento River Bank Protection Project, originally authorized in 1960.

The process used by the USACE in evaluating the severity of erosion is primarily based on visual observations and includes surveys conducted by boat and car, data collected during the surveys, and a brief evaluation of each identified site. The sites are then ranked based on several engineering factors such as site length, bank slope, soil type, velocity, and other stability factors. Since its authorization, the SRBPP have addressed over 800,000 linear feet of routine and emergency bank repairs.

There is limited information in the latest reconnaissance report (USACE, 2018) regarding the evaluation of the identified erosion sites and/or the design and construction techniques in implementing embankment protection along the levees to satisfactorily meet the requirements for levee certification. Until USACE provides a revised reconnaissance report, any further action to evaluate embankment protection shall be performed by routine inspections.

3.1.2 American River Common Features – General Re-evaluation Report In 2015, USACE published the “American River Watershed, Common Features General Reevaluation Report”, referred to as the ARCF GRR, that outlines the recommended levee improvements to address deficiencies in embankment foundation and stability, freeboard, and erosion protection in response to the floods of record in 1986 and 1997. The ARCF GRR identified a cumulative length of 8.1 miles of proposed revetment to be construction along the American River South Levee, and 9.8 miles along the Sacramento River East Levee.

The recommended improvements outlined in the ARCF GRR were authorized in WRDA 2016, and USACE had subsequently initiated planning, engineering, and construction efforts to address these improvements including the projects that focus on the identified locations where Urban Levee Design Criteria Erosion Evaluation Report
American River South Levee System
11 erosion protection along the ARSLS levees is required. USACE’s bank protection design concept was adopted from construction projects resulting from embankment repairs required for prior flood events. The design incorporates a rock protected slope with launchable rock bench. The rock bench has a trapezoidal soil trench “burrito wrapped” in geotextile. The soil trench would house a variety of woody tree species; offer shaded riparian area, and other beneficial habitat.

The launchable rock volume requirements were determined based on average velocities (USACE, 2015).

3.1.3 Sacramento River Bank Protection Project – Post-Authorization Change Report
The SRBPP was originally authorized in 1960, referred to as Phase I, to address 430,000 linear feet of bank repair due to erosion. In 1974, Phase II of the SRBPP was authorized to address an additional 405,000 LF of bank repair for the Sacramento River Flood Control Project. In 2007, the SRBPP authority was modified from the original Phase II scope to include an additional 80,000 LF, which is documented in the USACE’s “Sacramento River Bank Protection Project, Phase II, Post-Authorization Change Report” (USACE, 2020) (SRBPP PACR). Several of the sites listed in Section 3.1.2 result from the site selection and implementation process described in the SRBPP PACR.

3.2 ULDC Evaluation
For the purposes of ULDC certification for the State of California’s Urban Level of Flood Protection (ULOP), the design and construction efforts by USACE in implementing erosion protection treatments along the slope and bank of the levees within the American River South Levee System shall address the levees’ performance during high-water conditions that surpass the 100-year and 200-year events. Nonetheless, computed velocities along the bank for the 200-year events were reviewed against the permissible flow velocities as prescribed by USACE for different material types as shown on Table 1.

Based on the computed velocities from the 1-D model (HEC-RAS), the majority of the flow velocities during the 100-year and 200-year events are less than 2.5 fps with peaks of up to 4.7 fps along the American River South Levee and 2.7 along the Sacramento River East Levee due to geometric and channel bed conditions, e.g. flow splits, channel sinuosity. In general, the low velocity of the flow along the majority of the American River South Levee System would not typically result in any significant erosion caused by shear stress along the waterside slope of the levee embankment; however, the USACE-led efforts to protect the levee toe by installing erosion mitigation treatments along the river bank will further reduce flood risk and provide additional embankment protection from erosion along the Sacramento River and Lower American River within the American River South Levee System. See Figures 3 and 4 for the Urban Levee Design Criteria Erosion Evaluation Report
American River South Levee System
12 velocity profile of the American River South Levee and the Sacramento River East Levee during the 200-year event.

Other factors that can potentially contribute to the erosive potential at and below the levee toe include locations along the bank that have become degraded due to high pedestrian traffic and steep and poorly vegetated bank slopes in areas of non-cohesive soils. These sites do not currently represent a threat to levee integrity and are actively monitored. Typically, boat traffic for larger rivers may potentially contribute to erosion along the banks and mitigation efforts such as rock slope protection materials are placed which is especially true along the Sacramento River; however, boating is limited along the entire length of the American River between Sacramento River and Nimbus Dam due to shallow water depths during the non-flood season and enforced speed limits (5 miles per hour) would minimize wake effects as being a contributor to erosion.

The scope and status of the erosion protection work within the American River South Levee System are described as follows:

American River South Levee
• USACE Contract 1, Site 2-1 (completed): from Station 1276+00 to 1330+00 (along California State University and River Park neighborhood) (approx. 1.02 miles) • USACE Contract 3A, Site 1-1 (2025 construction): from Station 1198+00 to 1221+00 (along Business 80 bridge and River Park neighborhood) (approx. 0.43 miles) • USACE Contract 3B, Site 4-1 (construction schedule to be determined): from Station 1469+00 to 1544+00 (intermittent repairs between Watt Ave and Mayhew Drain) (approx. 1.23 miles)
Sacramento River East Levee
• USACE Contract 1: from Station 1249+60 to 1261+15, approx. 0.22 miles (completed) • USACE Contract 2, 6 Sites, approx. 2.5 miles combined (substantially completed):
o Site 1: 1083+21 to 1095+00
o Site 2: 1202+70 to 1215+00
o Site 3: 1320+45 to 1359+60 (intermittent with gaps within site) o Site 4: 1446+64 to 1459+68
o Site 5: 1469+48 to 1502+47 (intermittent with gaps within site) o Site 6: 1519+00 to 1549+25 (intermittent with gaps within site) Urban Levee Design Criteria Erosion Evaluation Report
American River South Levee System
13 • USACE Contract 3, 3 Sites, approx. 2.86 miles combined (construction schedule to be determined):
o Site 7: 1361+15 to 1389+00
o Site 8: 1401+09 to 1437+26
o Site 9: 1574+00 to 1661+13
• USACE Contract 4 (completed): from Station 1261+15 to 1276+80, approx. 0.3 miles

4. Recommendations
Based upon the erosion evaluation conducted by MBK Engineers for the levees specific to this report, the evaluation concludes that the American River South Levee System meets the ULDC certification requirements for erosion without the need for action. Regular inspections should continue as outlined in the LMA’s operation and maintenance manuals and ongoing coordination with USACE is required to monitor the construction and completion schedule of current erosion construction projects that are both underway and soon to be completed.

5. Summary
As demonstrated in this report, an evaluation was performed in accordance with the embankment protection requirements set forth in ULDC 7.10 by conducting an engineering analysis to demonstrate whether the evaluated levees would experience an appreciable level of erosion during the base flood by either currents or waves.

Many factors affecting embankment protection were addressed during the analysis as follows:
• Historical assessment and past performance during high-water events • Existing embankment protection and routine evaluation techniques • Existing geotechnical properties
o Embankment and foundation materials
o Slope stability criteria
o Seepage criteria
• Expected hydrological and hydraulic conditions
o Peak flow durations
o Expected flow velocities
• Expected wind and wave action
As part of the ULDC certification requirements of these levees, the LMA’s and the certifying engineering team are expected to conduct routine erosion inspections as close to the levee Urban Levee Design Criteria Erosion Evaluation Report
American River South Levee System
14 bankline as practicable to ensure that the integrity of the levee is not undermined by any detectable erosion activity. Visual inspections shall take place before and after flood season to verify whether new erosion activity had occurred during and after the stages in water surface and channel flows had been high. When new erosion sites are detected, subsequent repairs are implemented based on their potential impact to levee integrity while other non-severe sites are monitored regularly.

The likelihood of significant erosion to occur along the levees in the American River South Levee System is low; hence, the efforts required to conduct routine inspections and monitor potential erosion sites must be commensurate with the appropriate level of resources to determine the severity of erosion. Any identified sites where embankment protection has been placed shall be inspected before and after each flood season and immediately after high-water events.

Prepared by: Pro Mitra, P.E.

Urban Levee Design Criteria Erosion Evaluation Report
American River South Levee System
15 Figure 1: American River South Levee
Urban Levee Design Criteria Erosion Evaluation Report
American River South Levee System
16 Figure 2: Sacramento River East Levee
Urban Levee Design Criteria Erosion Evaluation Report
American River South Levee System
17 Figure 3: Velocity Profile for Sacramento River
Urban Levee Design Criteria Erosion Evaluation Report
American River South Levee System
18 Figure 4: Velocity Profile for American River
Urban Levee Design Criteria Erosion Evaluation Report
American River South Levee System
19 REFERENCES

1. Ayers, 2004: Report, “Lower American river, Erosion Susceptibility Analysis for Infrequent Flood Events,” July 2004.

2. CVFPB, 2009: California Code of Regulations, Title 23, Division 1, Section 131

3. Kleinfelder, 2016: “Problem Identification Report: North Area Streams, SAFCA FEMA Levee Accreditation (North Area Streams, American River, Sacramento River Downstream of American River, and Beach Lake Levee), Sacramento County, California”, dated September 18, 2013, Revised April 29, 2016.

4. MBK, 2024: “Determination of the 1% Annual Chance Flood Base Flood Elevation for the American River South Levee System,” MBK Engineers.

5. USACE, 1991: EM 1110-2-1601, “Engineering and Design: Hydraulic Design of Flood Control Channels,” June 1994.

6. USACE, 2008: Sacramento District Geotechnical Levee Practice Standard Operating Procedure, April 11, 2008

7. USACE, 2015: Report, “American River Watershed, Common Features General Reevaluation Report, Attachment E, Erosion Projection Report,” December 2015.

8. USACE, 2018: Report, “2018 Annual Erosion Reconnaissance Field Report: Sacramento River Bank Project, Sacramento River and Tributaries,” December 2019.

9. USACE, 2020: Report, “Post Authorization Change Report: Sacramento River Bank Project, Sacramento River Basin, California,” April 2020.

APPENDIX A
GEOMETRIC ASSESSMENT – CROSS-SECTIONS
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DEPARTMENT OF THE ARMY
U.S. ARMY CORPS OF ENGINEERS, SACRAMENTO DISTRICT
1325 J STREET
SACRAMENTO, CALIFORNIA 95814-2922
Executive Office
Mr. Chris Lief
Executive Officer
Central Valley Flood Protection Board
3310 El Camino Avenue, Room 170
Sacramento, CA 95821
Dear Mr. Lief:

The U.S. Army Corps of Engineers (USACE) conducted an inspection of the Maintenance Area (MA) 09 - City of Sacramento - American River left bank levee system between July 12 and 27, 2021. The enclosed maps, report card, and inspection reports serve as a summary of the inspection. The system is comprised of six segments as listed in the report card.

The inspection team identified unacceptable conditions as part of this inspection.

Unacceptable conditions are shown in the colors orange and purple within the report card and inspection reports. The report card identifies the worst-case item ratings for each levee segment. An engineering determination, based upon visual inspection and supplemental information, concluded there are unacceptable conditions that are likely to prevent the levee system from performing as intended during the next flood event (shown in orange on the report card and inspection reports). An engineering determination, based upon visual inspection and supplemental information, concluded there are other unacceptable conditions that are not likely to prevent the levee system from performing as intended during the next flood event (shown in purple on the report card and inspection reports).

A subset of inspection items is used to determine the status of the system under the Public Law (PL) 84-99 Rehabilitation Program (RP) in accordance with “Interim Policy for Determining Eligibility Status of Flood Risk Management Projects for the RP pursuant to PL 84-99”, dated March 21, 2014. To receive an active status in the RP, all items in the section of the report card labeled “Items Affecting PL 84-99 RP Eligibility” must receive an acceptable or minimally acceptable rating.

USACE offers non-federal sponsors a process through the system-wide improvement framework (SWIF) to remain temporarily eligible for the PL 84-99 RP while the sponsors correct unacceptable operation and maintenance deficiencies as part of the broader, system-wide improvement to their levee system. On May 14, 2014, Headquarters USACE approved Central Valley Flood Protection Board’s Letter of Intent 'HFHPEHU
-2-
to develop a SWIF plan for the MA 09 – City of Sacramento – American River left bank levee system. Based upon this inspection, the Interim Policy, and the non-federal sponsor’s participation in the SWIF, the MA 09 – City of Sacramento – American River left bank levee system will remain active in the PL 84-99 RP.

If further information is available that documents correction of an issue, completion of an interim repair, clarification that an issue is not within the sponsor/project easement or demonstration an issue is not a critical concern, please provide documentation for our consideration. If a potential levee safety issue is outside the local sponsor’s easement area, USACE recommends the local sponsor develop and implement measures within its legal authorities to mitigate or correct the issue. The status in the RP will not be adversely impacted by an issue outside the project easement.

The findings associated with this inspection have impacts to the protected community and will be communicated to interested parties, including federal, state, and local branches of government. This inspection report is used for the purpose of determining eligibility for the RP and should not be construed to provide any express or implied warranty regarding levee performance during a flood event.

The USACE inspection ratings represent an evaluation of operations and maintenance of the flood risk reduction system and may be used in conjunction with other information for a levee certification determination for National Flood Insurance Program (NFIP) purposes, if applicable. For a levee system with unacceptable ratings and currently accredited by the Federal Emergency Management Agency (FEMA) for NFIP purposes, it is recommended that the system be evaluated by the levee owner to determine the potential impacts to the certification for FEMA.

Please provide to the USACE Sacramento District an updated levee log for the levee system, an inspection or plan for inspection of the condition of all pipes affecting the flood risk management structure, and a map showing the right-of-way easement area within one year from the date of this letter, or with or prior to any re-inspection request. -3-
If you have any questions regarding this inspection, please contact Juan Gonzalez, Chief, Inspection Section, by email at [email protected] or by telephone at (916) 557-7936, and if you have questions regarding participation in the SWIF program, please contact Jonathan Yau, by email at CESPK[email protected] or by phone at (916) 557-6911. A copy of the inspection report is being furnished to the Sacramento Area Flood Control Agency. A copy of this letter is being furnished to the Sacramento County Office of Emergency Services, Department of Water Resources Flood Operations Center, California Office of Emergency Services, and FEMA Region IX as required by our regulations.

Sincerely,
Lynn Moquette, P.E., PMP
Deputy Chief, Engineering Division
Levee Safety Officer
Enclosures
MOQUETTE.LYNN.

NESLY.1231838631
Digitally signed by
MOQUETTE.LYNN.NESLY.1231838
631
Date: 2023.12.01 03:53:45 -08'00'
20179123.006A/SAC22R138595 Page i of i July 1, 2022
© 2022 Kleinfelder

FINAL INSPECTION REPORT
MA 09 – CITY OF SACRAMENTO – AMERICAN RIVER LEFT BANK
LEVEE SYSTEM 441

SACRAMENTO, CALIFORNIA
CONTRACT NO: W91238-16-D-0019
TASK ORDER W91238-19-F-0085
USACE PROJECT NO: 104682
KLEINFELDER PROJECT NO: 20179123.006A
JULY 1, 2022
Copyright 2022 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.
20179123.006A/SAC22R138595 Page 1 of 5 July 1, 2022
© 2022 Kleinfelder
KLEINFELDER 2882 Prospect Park Dr., Suite 200, Rancho Cordova, CA 95670 p | 916.366-1701 f | 916.366-7013 July 1, 2022
File: 20179123.006A
Ms. Emily Greene, PE
USACE Sacramento District
1325 J Street
Sacramento, CA, 95814-2922
SUBJECT: Final Inspection Report
MA 09 – City of Sacramento – American River Left Bank
Levee System 441
Sacramento County, California
Dear Ms. Greene:

Kleinfelder is pleased to present this Final Inspection Report documenting our 2021 levee inspection of the MA 09 – City of Sacramento – American River Left Bank levee system. This work was performed under Contract W91238-16-D-0019, Task Order W91238-19-F-0085. The inspected levee system includes segments: MAYH, AR04, AR05, SACD, MA9A, and MA9B.

The attached Report Packet consists of the following components:
• This Cover Letter
• System Map Figures
• System Report Card
• Inspection Checklist per Levee Segment
• Flood Damage Reduction Reports
o 4a. Issue Line Reports
o 4b. Photo Reports
• Quality Control Certification with ITR documentation
• USACE Comment Response Spreadsheet
The inspection and reporting were conducted in accordance with the Project Plan, entitled “Routine Levee Inspections, MA 09 – City of Sacramento – American River Left Bank – Levee System 441, Sacramento Counties, California, Contract No: W91238-16-D-0019, Task Order W91238-19-F-0085, USACE Project No: 104682”, dated June 9, 2021. A description of the scope, conditions during the inspection, and the inspection team is included below.

Updated USACE guidance (EC 1165-2-218, April 2021) states that they will no longer differentiate between a Periodic Inspection and a Routine Inspection. Moving forward there will only be one type of inspection. However, since this project was started prior to this change, Routine Inspection will be used for this system.
20179123.006A/SAC22R138595 Page 2 of 5 July 1, 2022
© 2022 Kleinfelder
KLEINFELDER 2882 Prospect Park Dr., Suite 200, Rancho Cordova, CA 95670 p | 916.366-1701 f | 916.366-7013

SCOPE OF WORK
This project includes performing a levee inspection of the flood damage risk reduction systems of Levee System 441, which is located in the City of Sacramento and in Sacramento County south of Sacramento, California. This report presents the levee inspection of levee segments MAYH, AR04, AR05, SACD, MA9A, and MA9B within Levee System 441. The individual levee segments and respective mileage are shown in Table 1. The subject levee system is shown on the System Map (Figure 1, included in Attachment 1).

Table 1 – Levee Systems and Segments
Task
Order
Levee System Name
(Number)
NLD Segment
(LIS Code)
Segment
Miles
Task
Order 1
MA 09 – City of
Sacramento –
American River Left
Bank
(Levee System 441)
MAYH 1.21
AR04 10.88
AR05 0.41
SACD 4.5
MA9A 11.32
MA9B 8.13
System Map Figures 2P through 7P illustrate observation points that are at discreet locations (e.g., pump station, pipe, gate, ramp, etc.) for each levee segment. System Map Figures 2L through 7L illustrate observations that are linear features (e.g., canals, power poles, roads, etc.) for each levee segment.

System Map Figures are included in Attachment 1.

INSPECTION CONDITIONS
The inspection of Levee System 441 was conducted from July 12 through 27, 2021. Table 2 summarizes the dates that each segment was inspected.

Table 2 – Dates of Levee Inspection
NLD Segment
(LIS Code) Date of Inspection
MAYH July 12 and 22, 2021
AR04 July 12 through 15, 2021
AR05 July 15, 2021
SACD July 15, 26, and 27, 2021
MA9A July 15, 16, 19 through 22, 2021
MA9B July 21 and 26, 2021
20179123.006A/SAC22R138595 Page 3 of 5 July 1, 2022
© 2022 Kleinfelder
KLEINFELDER 2882 Prospect Park Dr., Suite 200, Rancho Cordova, CA 95670 p | 916.366-1701 f | 916.366-7013 The weather during the inspection was mostly sunny. The average high temperature during the inspection was 79 to 97 degrees Fahrenheit.

There are 4 river gauges within Levee System 441, as shown on Figure 1. Table 3 summarizes the river gauge information during the inspection dates listed in Table 2. The elevations are the height of the water surface of the river at the gauge. The river gauge data was obtained from the California Data Exchange Center website: https://cdec.water.ca.gov/index.html Table 3 – River Gauge Information
River Station ID1 Gauge Reading Low
(ft, NAVD88)
Gauge Reading High
(ft, NAVD88)
American River HST 15.31 15.72
Sacramento River IST 4.29 7.36
Sacramento River FPT 1.742 5.152
Sacramento River SGX 3.77 7.14
1 HST gage is located at the H Street Bridge over the American River, IST gage is located at I Street Bridge over the Sacramento River, FPT gage is located at the Freeport Bridge over the Sacramento River, and SGX is located adjacent to Snodgrass Slough on the Sacramento River. 2 The FPT gage adds 100 feet for recording purposes. The values shown in Table 3 do not include the additional 100 feet.

Portions of SACD and MA09 segments could not be inspected due to construction of the American River Common Features (ARCF) 2016 Sacramento River East Levee, Contract 2 project. These segments are shown on Figures 5L, 5-1P, 5-2P, 6L, 6-1P, and 6-2P. It is understood that USACE will perform an inspection of these areas upon completion of the ARCF 2016 project.

Project Team
The inspection team consisted of individuals from Kleinfelder. The team members are listed in Table 4.

Table 4 – Kleinfelder Inspection Team
Name Company Project Role Duration
Kimberly Brown, PE Kleinfelder Inspection Team Lead Entire Inspection Kyle Weatherford, EIT Kleinfelder Field Inspection Entire Inspection Art Garcia, PE Kleinfelder Field Inspection – Mechanical July 22, 2021 Thuc Khuong, PE Kleinfelder Field Inspection – Structural July 22 – 23, 2021 20179123.006A/SAC22R138595 Page 4 of 5 July 1, 2022
© 2022 Kleinfelder
KLEINFELDER 2882 Prospect Park Dr., Suite 200, Rancho Cordova, CA 95670 p | 916.366-1701 f | 916.366-7013 Levee System 441 is maintained by several different Levee Maintaining Agencies. The MAYH, AR04, and AR05 levee segments are maintained by the American River Flood Control District (ARFCD). The SACD segment is maintained by the City of Sacramento. The MA9A and MA9B segments are maintained by the State of California Department of Water Resources (DWR) Maintenance Area 9 (MA9).

An ARFCD representative opened the gates for the AR04, AR05 and MAYH segments, but did not participate in the inspection. The City of Sacramento representative met the inspection team on the SACD segment but did not participate in the inspection. The DWR representative did not participate in the inspection of the MA9A and MA9B segments.

POST PROCESSING
Following the field inspection, the data was post-processed to incorporate field photographs and refine the observation descriptions for clarity.

The State of California Department of Water Resources Utility Crossing Inventory Program (UCIP) website was checked for pipe penetration observations. Where applicable, the UCIP website identifies the Sponsor encroachment permit number and As-Built drawing number reference or Operation and Maintenance (O&M) Manual reference for the pipe penetration. Any Sponsor encroachment permit number listed on UCIP was looked-up on the United States Army Corps of Engineers (USACE) 408 website and added to the Station 1 field, if found to be applicable to the pipe penetration. In addition, the Sponsor’s encroachment permit documentation on the USACE 408 website was reviewed to check the pipe penetration meets the encroachment permit conditions. As-Built drawing(s) and O&M Manual(s) were checked to confirm the pipe penetration was listed/shown in the documents. Reference to the As-Built drawings and/or O&M Manual was included in the Remarks field.

The USACE 408 website was checked for encroachments beyond the pipe penetrations discussed above.

Where the Sponsor’s encroachment permit was identified, the permit number was placed in the Station 1 field. The Sponsor’s encroachment permit documentation on the USACE 408 website was reviewed to check the encroachment meets the encroachment permit conditions. Where the Sponsor’s encroachment permit conditions were not met, a description was added to the Remarks field.

It should be noted that due to character limits on the Station 1 field, the permit number was labeled with a “p” and followed by the permit number.

The O&M Manual(s) and As-Built drawing(s) were reviewed to identify features and encroachments. The As-Built drawings typically show bridges, railroad crossings, ramps, gates, fences, pipe penetrations and several other irrigation features. The As-Built drawing number, sheet, and Station (if applicable) were added to the Remarks field. In addition, if a feature was listed in the O&M Manual, the section within the O&M Manual was added to the Remarks field.

The post processing and Independent Technical Review (ITR) were performed by Kleinfelder. The post processing was led by Kyle Weatherford, EIT and performed between July 27 through August 20, 2021.

The ITR was performed by Tim Williams, PE, GE. All review comments and edits were incorporated and back checked prior to submittal of the Inspection Report Packet to USACE for their review. 20179123.006A/SAC22R138595 Page 5 of 5 July 1, 2022
© 2022 Kleinfelder
KLEINFELDER 2882 Prospect Park Dr., Suite 200, Rancho Cordova, CA 95670 p | 916.366-1701 f | 916.366-7013 Attachment 5 includes a Quality Control Certificate documenting ITR review was completed.

Attachment 6 includes documentation of USACE Comment Resolution shows that Kleinfelder has addressed all comments that USACE had on the report.

CLOSING
We appreciate the opportunity of providing our services for this project.

Sincerely,
KLEINFELDER, INC.

Kimberly Brown, PE Rob Schumann, PG, CHg, PMP
Inspection Team Lead Project Manager

Attachments:

1. System Map Figures

2. System Report Card

3. Inspection Checklist per Levee Segment

4. Flood Damage Reduction Reports
o 4a. Issue Line Reports
o 4b. Photo Reports

5. Quality Control Certification with ITR Documentation

6. Documentation of USACE QA comment resolution
20179123.006A/SAC22R138595
© 2022 Kleinfelder
ATTACHMENT 1

SYSTEM MAP FIGURES
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A R 0 5

M A Y H
A R 0 4

S A C D
M A 9 B
M A 9 A
HST
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FPT
SGX
MA09 - City of Sacramento
American River Left Bank Levee System
Sacramento County, California
1 20179123.006A
2022-05-31
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Figure1_MA09.mxd
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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. 0 1,750 3,500 7,000 Feet
PROJECT:

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CHECKED BY:

FILE NAME:
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FIGURE
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SYSTEM MAP FOR
LEVEE SYSTEM 441
" Levee Mile
%%, Unit Boundaries
Levee Centerline
!A Approximate Location
of River Gauge
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M A Y H
£
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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. 0 100 200 400 Feet
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Levee Inspection Lines
Levee Centerline
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FIGURE
FILE: \\azrgisstorp01\GIS_Projects\Client\SAFCA\20179123.006-SAFCA_RoutineInspections\MXD_MA09\Figure2L_MAYH.mxd

LEVEE INSPECTION

LINES FOR MAYH
MA09 - City of Sacramento
American River Left Bank Levee System
Sacramento County, California
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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. 0 100 200 400 Feet
Legend
!( Levee Inspection Points
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LEVEE INSPECTION

POINTS FOR MAYH
MA09 - City of Sacramento
American River Left Bank Levee System
Sacramento County, California
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0256
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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. 0 1,250 2,500 5,000 Feet
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Levee Centerline
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LEVEE INSPECTION
LINES FOR AR04
FILE: \\azrgisstorp01\GIS_Projects\Client\SAFCA\20179123.006-SAFCA_RoutineInspections\MXD_MA09\Figure3L_AR04.mxd MA09 - City of Sacramento
American River Left Bank Levee System
Sacramento County, California
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£
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. 0 250 500 1,000 Feet
Legend
!( Levee Inspection Points
Levee Centerline
3-1P
20179123.006A
2022-05-19
KFH
KB
Figure3P1_AR04.mxd
PROJECT:

DRAWN:

DRAWN BY:

CHECKED BY:

FILE NAME:
www.kleinfelder.com
FIGURE
FILE: \\azrgisstorp01\GIS_Projects\Client\SAFCA\20179123.006-SAFCA_RoutineInspections\MXD_MA09\Figure3P1_AR04.mxd MA09 - City of Sacramento
American River Left Bank Levee System
Sacramento County, California

LEVEE INSPECTION
POINTS FOR AR04
FIGURE
FIGURE 3-5P
3-4P
FIGURE
3-2P
FIGURE
3-3P
FIGURE
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£
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. 0 250 500 1,000 Feet
Legend
!( Levee Inspection Points
Levee Centerline
3-2P
20179123.006A
2022-05-19
KFH
KB
Figure3P2_AR04.mxd
PROJECT:

DRAWN:

DRAWN BY:

CHECKED BY:

FILE NAME:
www.kleinfelder.com
FIGURE
FILE: \\azrgisstorp01\GIS_Projects\Client\SAFCA\20179123.006-SAFCA_RoutineInspections\MXD_MA09\Figure3P2_AR04.mxd MA09 - City of Sacramento
American River Left Bank Levee System
Sacramento County, California

LEVEE INSPECTION
POINTS FOR AR04
FIGURE
FIGURE 3-5P
3-4P
FIGURE
3-2P
FIGURE
3-3P
FIGURE
3-1P
A R 0 4
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A R 0 4
£
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. 0 250 500 1,000 Feet
Legend
!( Levee Inspection Points
Levee Centerline
3-3P
20179123.006A
2022-05-19
KFH
KB
Figure3P3_AR04.mxd
PROJECT:

DRAWN:

DRAWN BY:

CHECKED BY:

FILE NAME:
www.kleinfelder.com
FIGURE
FILE: \\azrgisstorp01\GIS_Projects\Client\SAFCA\20179123.006-SAFCA_RoutineInspections\MXD_MA09\Figure3P3_AR04.mxd MA09 - City of Sacramento
American River Left Bank Levee System
Sacramento County, California

LEVEE INSPECTION
POINTS FOR AR04
FIGURE
FIGURE 3-5P
3-4P
FIGURE
3-2P
FIGURE
3-3P
FIGURE
3-1P
A R 0 4
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£
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. 0 250 500 1,000 Feet
Legend
!( Levee Inspection Points
Levee Centerline
3-4P
20179123.006A
2022-05-19
KFH
KB
Figure3P4_AR04.mxd
PROJECT:

DRAWN:

DRAWN BY:

CHECKED BY:

FILE NAME:
www.kleinfelder.com
FIGURE
FILE: \\azrgisstorp01\GIS_Projects\Client\SAFCA\20179123.006-SAFCA_RoutineInspections\MXD_MA09\Figure3P4_AR04.mxd MA09 - City of Sacramento
American River Left Bank Levee System
Sacramento County, California

LEVEE INSPECTION
POINTS FOR AR04
FIGURE
FIGURE 3-5P
3-4P
FIGURE
3-2P
FIGURE
3-3P
FIGURE
3-1P
A R 0 4
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£
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. 0 250 500 1,000 Feet
Legend
!( Levee Inspection Points
Levee Centerline
3-5P
20179123.006A
2022-05-19
KFH
KB
Figure3P5_AR04.mxd
PROJECT:

DRAWN:

DRAWN BY:

CHECKED BY:

FILE NAME:
www.kleinfelder.com
FIGURE
FILE: \\azrgisstorp01\GIS_Projects\Client\SAFCA\20179123.006-SAFCA_RoutineInspections\MXD_MA09\Figure3P5_AR04.mxd MA09 - City of Sacramento
American River Left Bank Levee System
Sacramento County, California

LEVEE INSPECTION
POINTS FOR AR04
FIGURE
FIGURE 3-5P
3-4P
FIGURE
3-2P
FIGURE
3-3P
FIGURE
3-1P
A R 0 4
0012
0011
0019
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0 5
£
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. 0 50 100 200 Feet
Legend
Levee Inspection Lines
Levee Centerline
4L
20179123.006A
2021-08-31
KFH
KB
Figure4L_AR05.mxd
PROJECT:

DRAWN:

DRAWN BY:

CHECKED BY:

FILE NAME:
www.kleinfelder.com
FIGURE
FILE: \\azrgisstorp01\GIS_Projects\Client\SAFCA\20179123.006-SAFCA_RoutineInspections\MXD_MA09\Figure4L_AR05.mxd

LEVEE INSPECTION
LINES FOR AR05
MA09 - City of Sacramento
American River Left Bank Levee System
Sacramento County, California
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£
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. 0 50 100 200 Feet
Legend
!( Levee Inspection Points
Levee Centerline
4P
20179123.006A
2021-08-31
KFH
KB
Figure4P_AR05.mxd
PROJECT:

DRAWN:

DRAWN BY:

CHECKED BY:

FILE NAME:
www.kleinfelder.com
FIGURE
FILE: \\azrgisstorp01\GIS_Projects\Client\SAFCA\20179123.006-SAFCA_RoutineInspections\MXD_MA09\Figure4P_AR05.mxd

LEVEE INSPECTION
POINTS FOR AR05
MA09 - City of Sacramento
American River Left Bank Levee System
Sacramento County, California
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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. 0 375 750 1,500 Feet
Legend
Levee Inspection Lines
Area Not Inspected Due
to Construction
Levee Centerline
5L
20179123.006A
2021-10-11
KFH
KB
Figure5L_SACD.mxd
PROJECT:

DRAWN:

DRAWN BY:

CHECKED BY:

FILE NAME:
www.kleinfelder.com
FIGURE
FILE: \\azrgisstorp01\GIS_Projects\Client\SAFCA\20179123.006-SAFCA_RoutineInspections\MXD_MA09\Figure5L_SACD.mxd

LEVEE INSPECTION

LINES FOR SACD
MA09 - City of Sacramento
American River Left Bank Levee System
Sacramento County, California
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0205 0204
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0210 0209
0211
0212
0214
0217
0218
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0226
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S A C D
£
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. 0 125 250 500 Feet
Legend
!( Levee Inspection Points
Area Not Inspected Due
to Construction
Levee Centerline
5-1P
20179123.006A
2022-05-19
KFH
KB
Figure5P1_SACD.mxd
PROJECT:

DRAWN:

DRAWN BY:

CHECKED BY:

FILE NAME:
www.kleinfelder.com
FIGURE
FILE: \\azrgisstorp01\GIS_Projects\Client\SAFCA\20179123.006-SAFCA_RoutineInspections\MXD_MA09\Figure5P1_SACD.mxd

LEVEE INSPECTION

POINTS FOR SACD
MA09 - City of Sacramento
American River Left Bank Levee System
Sacramento County, California
FIGURE
5-3P
FIGURE
5-1P
FIGURE
5-2P
S A
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S A C D
£
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. 0 125 250 500 Feet
Legend
!( Levee Inspection Points
Area Not Inspected Due
to Construction
Levee Centerline
5-2P
20179123.006A
2022-05-19
KFH
KB
Figure5P2_SACD.mxd
PROJECT:

DRAWN:

DRAWN BY:

CHECKED BY:

FILE NAME:
www.kleinfelder.com
FIGURE
FILE: \\azrgisstorp01\GIS_Projects\Client\SAFCA\20179123.006-SAFCA_RoutineInspections\MXD_MA09\Figure5P2_SACD.mxd

LEVEE INSPECTION

POINTS FOR SACD
MA09 - City of Sacramento
American River Left Bank Levee System
Sacramento County, California
FIGURE
5-3P
FIGURE
5-1P
FIGURE
5-2P
S A
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0098
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S A C D
£
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. 0 125 250 500 Feet
Legend
!( Levee Inspection Points
Area Not Inspected Due
to Construction
Levee Centerline
5-3P
20179123.006A
2022-05-19
KFH
KB
Figure5P3_SACD.mxd
PROJECT:

DRAWN:

DRAWN BY:

CHECKED BY:

FILE NAME:
www.kleinfelder.com
FIGURE
FILE: \\azrgisstorp01\GIS_Projects\Client\SAFCA\20179123.006-SAFCA_RoutineInspections\MXD_MA09\Figure5P3_SACD.mxd

LEVEE INSPECTION

POINTS FOR SACD
MA09 - City of Sacramento
American River Left Bank Levee System
Sacramento County, California
FIGURE
5-3P
FIGURE
5-1P
FIGURE
5-2P
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0194
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M A 9 A
£
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. 0 750 1,500 3,000 Feet
Legend
Levee Inspection Lines
Area Not Inpsected Due
to Construction
Levee Centerline
6L
20179123.006A
2021-10-11
KFH
KB
Figure6L_MA9A.mxd
PROJECT:

DRAWN:

DRAWN BY:

CHECKED BY:

FILE NAME:
www.kleinfelder.com
FIGURE
FILE: \\azrgisstorp01\GIS_Projects\Client\SAFCA\20179123.006-SAFCA_RoutineInspections\MXD_MA09\Figure6L_MA9A.mxd

LEVEE INSPECTION
LINES FOR MA9A
MA09 - City of Sacramento
American River Left Bank Levee System
Sacramento County, California
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£
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. 0 250 500 1,000 Feet
Legend
!( Levee Inspection Points
Area Not Inpsected Due
to Construction
Levee Centerline
6-1P
20179123.006A
2022-05-27
KFH
KB
Figure6P1_MA9A.mxd
PROJECT:

DRAWN:

DRAWN BY:

CHECKED BY:

FILE NAME:
www.kleinfelder.com
FIGURE
FILE: \\azrgisstorp01\GIS_Projects\Client\SAFCA\20179123.006-SAFCA_RoutineInspections\MXD_MA09\Figure6P1_MA9A.mxd

LEVEE INSPECTION
POINTS FOR MA9A
MA09 - City of Sacramento
American River Left Bank Levee System
Sacramento County, California
FIGURE
6-4P
FIGURE
6-3P
FIGURE
6-2P
FIGURE
6-1P
M A 9 A
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£
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. 0 250 500 1,000 Feet
Legend
!( Levee Inspection Points
Area Not Inpsected Due
to Construction
Levee Centerline
6-2P
20179123.006A
2022-05-27
KFH
KB
Figure6P2_MA9A.mxd
PROJECT:

DRAWN:

DRAWN BY:

CHECKED BY:

FILE NAME:
www.kleinfelder.com
FIGURE
FILE: \\azrgisstorp01\GIS_Projects\Client\SAFCA\20179123.006-SAFCA_RoutineInspections\MXD_MA09\Figure6P2_MA9A.mxd

LEVEE INSPECTION
POINTS FOR MA9A
MA09 - City of Sacramento
American River Left Bank Levee System
Sacramento County, California
FIGURE
6-4P
FIGURE
6-3P
FIGURE
6-2P
FIGURE
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£
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. 0 250 500 1,000 Feet
Legend
!( Levee Inspection Points
Area Not Inpsected Due
to Construction
Levee Centerline
6-3P
20179123.006A
2022-05-27
KFH
KB
Figure6P3_MA9A.mxd
PROJECT:

DRAWN:

DRAWN BY:

CHECKED BY:

FILE NAME:
www.kleinfelder.com
FIGURE
FILE: \\azrgisstorp01\GIS_Projects\Client\SAFCA\20179123.006-SAFCA_RoutineInspections\MXD_MA09\Figure6P3_MA9A.mxd

LEVEE INSPECTION
POINTS FOR MA9A
MA09 - City of Sacramento
American River Left Bank Levee System
Sacramento County, California
FIGURE
6-4P
FIGURE
6-3P
FIGURE
6-2P
FIGURE
6-1P
M A 9 A
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£
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. 0 250 500 1,000 Feet
Legend
!( Levee Inspection Points
Area Not Inpsected Due
to Construction
Levee Centerline
6-4P
20179123.006A
2022-05-27
KFH
KB
Figure6P4_MA9A.mxd
PROJECT:

DRAWN:

DRAWN BY:

CHECKED BY:

FILE NAME:
www.kleinfelder.com
FIGURE
FILE: \\azrgisstorp01\GIS_Projects\Client\SAFCA\20179123.006-SAFCA_RoutineInspections\MXD_MA09\Figure6P4_MA9A.mxd

LEVEE INSPECTION
POINTS FOR MA9A
MA09 - City of Sacramento
American River Left Bank Levee System
Sacramento County, California
FIGURE
6-4P
FIGURE
6-3P
FIGURE
6-2P
FIGURE
6-1P
M A 9 A
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0239
M A 9 C
M A 9 B
£
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. 0 750 1,500 3,000 Feet
Legend
Levee Inspection Lines
Levee Centerline
7L
20179123.006A
2021-08-31
KFH
KB
Figure7L_MA9B.mxd
PROJECT:

DRAWN:

DRAWN BY:

CHECKED BY:

FILE NAME:
www.kleinfelder.com
FIGURE
FILE: \\azrgisstorp01\GIS_Projects\Client\SAFCA\20179123.006-SAFCA_RoutineInspections\MXD_MA09\Figure7L_MA9B.mxd

LEVEE INSPECTION
LINES FOR MA9B
MA09 - City of Sacramento
American River Left Bank Levee System
Sacramento County, California
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£
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. 0 750 1,500 3,000 Feet
Legend
!( Levee Inspection Points
Levee Centerline
7P
20179123.006A
2021-10-11
KFH
KB
Figure7P_MA9B.mxd
PROJECT:

DRAWN:

DRAWN BY:

CHECKED BY:

FILE NAME:
www.kleinfelder.com
FIGURE
FILE: \\azrgisstorp01\GIS_Projects\Client\SAFCA\20179123.006-SAFCA_RoutineInspections\MXD_MA09\Figure7P_MA9B.mxd

LEVEE INSPECTION
POINTS FOR MA9B
MA09 - City of Sacramento
American River Left Bank Levee System
Sacramento County, California
NOTE:

Identification numbers were left off of this
figure due to the density of observations.
20179123.006A/SAC22R138595
© 2022 Kleinfelder
ATTACHMENT 2

SYSTEM REPORT CARD
______________________________________________________________________________________________ North Mayhew Levee (MAYH)
American River FCD - Unit 4, American River left bank (AR04)American River FCD - Unit 5, Sacramento River (AR05)City of Sacramento - Sacramento River left bank (SACD)Maintenance Area 09 - Sutterville Rd to Freeport (MA9A)Maintenance Area 09 - Freeport to Hood (MA9B) System: MA 09 - City of Sacramento -
American R left bank
Approved SWIF/LOI: Yes
PL 84-99 RP Eligibility: Active

A A A A A A

A A A A A A

A A A A A A

U U U U U U

NA NA NA NA U NA

A A A A U A

A A M U M U

A A A A M U

NA NA NA NA NA NA

NA NA NA NA NA NA

U U U U U U

A A A A U A

A A A A A A

M M M M U M

A A A A A A

NA U M U U M

NA NA NA U NA NA

A A A A A A
Legend
A Acceptable
M Minimally Acceptable
U Unacceptable
NA Not Applicable
RP Rehabilitation Program (Note: flood fight assistance available regardless of eligibility status) Includes Unacceptable observations not likely to prevent performance in next flood event
U
U
Levee Embankments -
Other Items
Riprap Revetments & Bank Protection
Revetments other than Riprap
Seepage
Vegetation Growth
Sod Cover
Settlement
Depressions/Rutting
Cracking
Underseepage Relief Wells/Toe Drainage Systems
General
Closure Structures
Slope Stability
Erosion/Bank Caving
Likely prevents performance in next flood event
Levee - Items
Affecting PL 84-99 RP
Eligibility
Animal Control
Culverts/Discharge Pipes
Operations and Maintenance Manuals
Emergency Supplies and Equipment
Flood Preparedness and Training
Encroachments
The worst rating is used to determine the overall segment system ratings and PL 84-99 Eligibility North Mayhew Levee (MAYH)
American River FCD - Unit 4, American River left bank (AR04)American River FCD - Unit 5, Sacramento River (AR05)City of Sacramento - Sacramento River left bank (SACD)Maintenance Area 09 - Sutterville Rd to Freeport (MA9A)Maintenance Area 09 - Freeport to Hood (MA9B) System: MA 09 - City of Sacramento -
American R left bank
Approved SWIF/LOI: Yes
PL 84-99 RP Eligibility: Active
A U A
A U U

NA NA A
A M M
A A A
A A A

NA NA M

NA NA NA
A A A
A
A
A
A
A
A
A
NA
A
A
M
NA
A
NA
NA
Legend
A Acceptable
M Minimally Acceptable
U Unacceptable
NA Not Applicable
RP Rehabilitation Program (Note: flood fight assistance available regardless of eligibility status) U
Interior Drainage
Seepage
Vegetation and Obstructions
Encroachments
Ponding Areas
Floodwalls
Riprap Revetments of Inlet/ Discharge Areas
Revetments other than Riprap
Tilting, Sliding or Settlement of Concrete Structures
Closure Structures (Stop Log Closures and Gates)
Vegetation Growth
Encroachments
Concrete Surfaces
Foundation of Concrete Structures
Monolith Joints
Underseepage Relief Wells/ Toe Drainage Systems
Concrete Surfaces (Such as gate wells, outfalls, intakes, Tilting, Sliding or Settlement of Concrete and Sheet Pile Foundation of Concrete Structures (Such as culverts,
Monolith Joints
Culverts/ Discharge Pipes
Sluice/ Slide Gates
Fencing and Gates
Likely prevents performance in next flood event
Flap Gates/ Flap Valves/ Pinch Valves
Trash Racks (non-mechanical)
Other Metallic Items
Includes Unacceptable observations not likely to prevent performance in next flood event
U
The worst rating is used to determine the overall segment system ratings and PL 84-99 Eligibility 20179123.006A/SAC22R138595
© 2022 Kleinfelder
ATTACHMENT 3

INSPECTION CHECKLIST PER LEVEE SEGMENT
______________________________________________________________________________________________ Name of Segment/System: North Mayhew Levee (MAYH)
Public Sponsor(s): American River Flood Control District Public Sponsor Representative: Tim Kerr
Sponsor Phone: 916-929-4006
Sponsor Email: [email protected]
Corps of Engineers Inspector: Emily Greene Date of Inspection: July 12 and 22, 2021 Inspection Report Prepared By: Kyle Weatherford, Kim Brown, PE Date Report Prepared: August 2021 Internal Technical Review (for Periodic Inspections) By: Tim Williams, PE, GE Date of ITR: September 2021 Final Approval By: Date Approved:

Type of Inspection: Initial Eligibility Inspection Overall Segment Rating: Acceptable Continuing Eligibility Inspection (Routine) Minimally Acceptable Continuing Eligibility Inspection (Periodic) Unacceptable Contents of this Report: Instructions
Initial Eligibility Inspection
General Items for All Flood Control Works
Levee Embankments
Concrete Floodwalls
Sheet Pile and Concrete I-walls
Interior Drainage System
Pump Stations
FDR system Channels
Inspection Report
Flood Damage Reduction System
Note: In addition to the report contents indicated here, a plan view drawing of the system, with stationing, should be included with this report to reference locations of items rated less than acceptable. Photos of general system condition and any noted deficiencies should also be attached.

Note: This inspection rating represents the Corps evaluation of operations and maintenance of the flood damange reduction system and may be used in conjunction with other information for a levee certification determination for National Flood Insurance Program (NFIP) purposes if applicable. An Acceptable Corps inspection rating, alone, does not equate to a certifiable levee for the NFIP. It is recommended for levee systems currently accredited by the Federal Emergency Management Agency (FEMA) for NFIP purposes receiving a Corps Minimally Acceptable or Unacceptable rating be evaluated by the levee owner to determine the potential impacts of the certification for FEMA.

US Army Corps
of Engineers®

1. Levee system and district: (name of the system and levee district)

2. Reporting period: (month/day/year to month/day/year)

3. Summary of maintenance required by last inspection report:

4. Summary of maintenance performed this reporting period:

5. Summary of maintenance planned next reporting period:

6. Summary of changes to system since last inspection:

7. Problems/ issues requiring the assistance of the US Army Corps of Engineers:

The following information is to be provided by the levee district sponsor prior to an inspection. This information will be used to help evaluate the organizational capability of the levee district to manage the levee system maintenance program.

Flood Damage Reduction System
Public Sponsor Pre-Inspection Report
Video inspection of pipes, vegetation control, mowing, rodent control, encroachment removal, crown roadways and gates, encampment cut repairs USACE bank protection projects at river miles 6.4, 6.8, and 7.2 none
American River Flood Control District – American River Left Bank 7/01/2020 to 9/01/22
Annual routine maintenance, small erosion repairs to slopes, and repair rodent burrowing damage Vegetation control, mowing, rodent control, encroachment removal, sod covering establishment, crown roadways and gates, encampment cut repairs US Army Corps
of Engineers®
Flood Damage Reduction System
Inspection Report
Pre-Inspection Report