Sacramento City Council
September 16, 2025

Appendix F.

O&M Right of Way Maps - Psomas
11'
13'
87'
85'
86'
77'80'
16'48'
16'
19'
57'
15'15'
ASCOT AVEW. ASCOT AVE
4th StRIO LINDA BLVD.

CITY OF SACRAMENTOCOUNTY OF SACRAMENTO
SHEET 1SHEET 2SHEET 3
19'
57'
50'40'38'
37'42'47'30'60' R/W
W.2nd StW.ASCOT AVE
4th St
ASCOT AVEW. ASCOT AVE
4th StRIO LINDA BLVD.

CITY OF SACRAMENTOCOUNTY OF SACRAMENTO
SHEET 1SHEET 2SHEET 3
8'
7'
30'60' R/W
MARYSVILLE BLVD.

RIO LINDA BLVD.E ST.
4th ST.

RIO LINDABLVD.

ASCOT AVEW. ASCOT AVE
4th StRIO LINDA BLVD.

CITY OF SACRAMENTOCOUNTY OF SACRAMENTO
SHEET 1SHEET 2SHEET 3
Appendix G.

Dry Creek ULDC Due Diligence,
Civil - Mead & Hunt
Dry Creek North Levee
Due Diligence Review for
ULDC Certification

DRAFT REVISED

P R E P A R E D
BY

Sacramento Area Levee Certification, Phase 3
Sacramento Area Flood Control Agency (SAFCA)

PROJECT NUMBER R1941500-120265.09

February 16, 2024

PAGE LEFT INTENTIONALLY BLANK

i

CONTENTS

1. Background and Purpose, Need for Study, and Report Organization ............. 1

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

1.2 Need and Scope ................................................................................................................. 1

1.3 Report Organization ........................................................................................................... 3

2. ULDC Section 7.12: Encroachments ............................................................... 4

2.1 Purpose .............................................................................................................................. 4

2.2 Criteria ................................................................................................................................ 4

2.2.1 ULDC Criteria ...................................................................................................... 4

2.2.2 USACE Criteria .................................................................................................... 4

2.2.3 CVFPB Criteria .................................................................................................... 4

2.2.4 Encroachment Assessment White Paper ............................................................ 5

2.3 Methodology ....................................................................................................................... 5

2.4 Updated Results ................................................................................................................. 5

2.5 Due Diligence Review and ULDC Compliance .................................................................. 7

3. ULDC Section 7.13: Penetrations .................................................................... 8

3.1 Purpose .............................................................................................................................. 8

3.2 Criteria ................................................................................................................................ 8

3.3 Methodology ....................................................................................................................... 8

3.4 Updated Results ................................................................................................................. 9

3.5 Due Diligence Review and ULDC Compliance ................................................................ 10

4. ULDC Section 7.14: Floodwalls, Retaining Walls, and Closure Structures .... 12

4.1 Purpose ............................................................................................................................ 12

4.2 Criteria .............................................................................................................................. 12

4.3 Methodology ..................................................................................................................... 13

4.4 Updated Results ............................................................................................................... 13

4.4.1 Analysis Results ................................................................................................ 13

4.4.2 Condition Assessment Results .......................................................................... 13

4.5 Due Diligence Review and ULDC Compliance ................................................................ 14

5. ULDC Section 7.17: Wind Setup and Wave Runup ....................................... 15

5.1 Scope of Analysis ............................................................................................................. 15

ii
CONTENTS 5.2 Updated Results ............................................................................................................... 15

5.3 Due Diligence Review and ULDC Compliance ................................................................ 15

6. ULDC Section 7.20: Operations and Maintenance Manuals ......................... 16

6.1 Purpose ............................................................................................................................ 16

6.2 Criteria .............................................................................................................................. 16

6.3 Results .............................................................................................................................. 16

6.4 Due Diligence Review and ULDC Compliance ................................................................ 16

7. Conclusions, Recommendations, and Limitations ......................................... 17

7.1 Conclusions ...................................................................................................................... 17

7.1.1 Encroachments .................................................................................................. 17

7.1.2 Penetrations ....................................................................................................... 17

7.1.3 Closure Structures ............................................................................................. 17

7.1.4 Wind Setup and Wave Runup ........................................................................... 17

7.1.5 Operation and Maintenance Manuals ................................................................ 17

7.2 Recommendations ............................................................................................................ 17

7.3 Limitations ......................................................................................................................... 18

8. References ...................................................................................................... 1

EXHIBITS
EXHIBIT 1. SAFCA Levee Basin Map
EXHIBIT 2. Map Summary of Revised Encroachments, Penetrations, and Closure Structures EXHIBIT 3. Table Summary of Revised Encroachments, Penetrations, and Closure Structures

APPENDICES
APPENDIX A. Additional DCNL Documentation
APPENDIX B. Exception Technical Memo for the UPRR Stoplog Operation Schedule APPENDIX C. Final DCNL Wind Setup and Wave Runup Analysis

1 1.1 Background and Purpose
This report is part of Sacramento Area Flood Control Agency’s (SAFCA’s) due diligence review for compliance with the California Department of Water Resources’ (DWR) Urban Levee Design Criteria (ULDC) for the Dry Creek North Levee (DCNL), prepared in response to the regulatory requirements of ULDC. Preparation of this report entailed gathering information related to the DCNL including design and as-built data, geotechnical data, data from the maintaining agencies regarding closure structures and penetrations through the levee and conducting necessary visual observations/inspections/analysis. The data has been evaluated to determine if any segments of the DCNL do not meet ULDC criteria.

Senate Bill 5 (2007) required the California DWR develop a set of urban levee design criteria that would be applied to all levees which provide an urban level of protection. In May of 2012 the ULDC Criteria was finalized. Since the DCNL protects an urban population, these ULDC criteria were used to assess the levee’s compliance and the due diligence of SAFCA.

Mead & Hunt is a member of SAFCA’s consultant team and responsible for the following components to determine ULDC compliance and due diligence:
1) ULDC Section 7.12 – Levee encroachment data collection and evaluation criteria 2) ULDC Section 7.13 – Levee penetrations analysis and condition assessment 3) ULDC Section 7.14 – Closure structure structural analysis and condition assessment 4) ULDC Section 7.17 – Wind setup and wave runup analysis 5) ULDC Section 7.20 – Operations and Maintenance (O&M) manual review

The purpose of this report is to present the study objectives, criteria, assumptions, study methodology , results for the above components, and their respective determination as it pertains to ULDC compliance.

This report is a supplement to previously completed reporting regarding encroachments, penetrations, closure structures, wind setup and wave runup, and O&M manuals. The previous Mead & Hunt Certification Report (Mead & Hunt, Inc., 2015) and Mead & Hunt ULDC Dry Creek North Levee Technical Memo (Mead & Hunt, Inc., 2018) were used as references for this report.

1.2 Need and Scope
SAFCA’s objective is to provide the Sacramento region with increased flood protection. The flood protection features under SAFCA’s jurisdiction are broadly categorized under the following groups – Natomas Levees, North Sacramento Streams Levees, American River Levees, Sacramento River Levees South of Confluence, South Sacramento Streams Group Levees, and Folsom Dam Auxiliary Spillway (see Exhibit 1). SAFCA’s ULDC and FEMA certification efforts have been divided into five basins, as shown in Exhibit 1. The DCNL is located in the North Sacramento Streams area group.

In order to maintain continuous accreditation of the affected levees and to identify what actions, if any, are required to meet the State’s ULDC 200-year level of flood protection requirements, SAFCA has undertaken this evaluation. Mead & Hunt has performed the following activities that pertain to the DCNL ULDC efforts (referenced in Section 1.1), which includes references to previous efforts (including FEMA)

2 and efforts completed since 2018:
• In 2014 Mead & Hunt developed an Encroachment White Paper, which considered criteria from ULDC, FEMA, and USACE. This white paper was used as a basis for analysis and reporting of encroachments, as supported by this effort. The white paper is documented in (Mead & Hunt, Inc., 2014).
• In 2015 Mead & Hunt reported on encroachments, penetrations, closure structures, wind setup and wave runup analysis, and O&M manual review as part of SAFCA’s previous FEMA Certification efforts for multiple levee systems, of which DCNL was included. That effort is documented in (Mead & Hunt, Inc., 2015) .
• In 2018 Mead & Hunt provided a due diligence review of ULDC compliance for the DCNL as it pertained directly to encroachment reporting. That effort is documented in (Mead & Hunt, Inc., 2018).
• A site visit to the Natomas East Main Drainage Canal (NEMDC) pump station was conducted on August 28, 2023, and the radial gate was inspected, operated, and determined to be in good working order and in compliance with its existing O&M manual. • A visual inspection of the DCNL was conducted on August 9, 2023, and changes in the levee encroachments, penetrations, and closure structures database were noted. Applicable assessments were made for modifications, as discussed in this report. • Review of available data and reports, field observations, and supplemental inspection reports, revised water surface elevation data and updated TOL surveys. • Assessment of gravity penetrations through the DCNL included reviewing the needs for pipe interior inspection with Levee Maintenance Agency (LMA), American River Flood Control District (ARFCD). Field review with ARFCD to confirm annual trial exercise of emergency closure gates and overall site conditions. Additionally, Mead & Hunt discussed maintenance and any potential issues with American River Flood Control District’s staff. • Data collection and review of leakage testing data for PG&E gas mains at the intersection of Rio Linda and Marysville Boulevards.
• Updated the wind-wave analysis to include most wind speed data and incorporated new topography provided by MBK.
• Review of NEMDC pump station (Sacramento County D15), and site visit with field staff to review O&M manual, review overall site condition of the station facilities ancillary to the levee system and witness trial operation of gravity outlet radial gate closure. • Compiling data on the City of Sacramento’s most recent Union Pacific Railroad (UPRR) stoplog trial closures witnessed by Mead & Hunt.
• Review and evaluation of whether the DCNL meets ULDC requirements, as it pertains to ULDC Sections 7.12 – Encroachments, 7.13 – Penetrations, 7.14 – Closure Structures, 7.17 – Wind Setup and Wave Runup, and 7.20 – Operations and Maintenance Manuals. All other ULDC criteria is being evaluated by others.
• This report is not intended to be a full compilation of background information and evaluations for ULDC criteria. It is intended to serve as a supplement to the previously documented Mead & Hunt analyses and reports, mentioned previously.

3 1.3 Report Organization
This report is divided into seven sections. Section 1 is an introductory section that describes the background, need and scope, and organization of this report. Sections 2 through 6 address the five ULDC criteria for which Mead & Hunt is responsible (listed in Section 1.1) and contain objectives, criteria, assumptions, study methodology and results of the study for each component as they pertain to ULDC Criteria for modifications to these responsible areas. Section 7 summarizes the results of this report, as a supplement to previous reports.

4 2.1 Purpose
Levee encroachments must comply with DWR ULDC encroachment criteria, as well as United States Army Corps of Engineers (USACE) criteria for Periodic Inspections under PL 84-99, Federal Emergency Management Agency (FEMA) criteria, and the Central Valley Flood Protection Board (CVFPB) Title 23 requirements. The purpose of the levee encroachment analysis conducted as part of this effort , was to assess the supplemental information of existing encroachments for compliance with ULDC and other regulatory criteria. Mead & Hunt’s previous analyses in 2014, 2015, and 2018 for DCNL informed this effort.

2.2 Criteria
Levee encroachments were evaluated on the basis of four sources of criteria – ULDC (the main focus of this report), FEMA, USACE, and CVFPB – which are elaborated upon below. The different criteria were consolidated in an Encroachment White Paper (Mead & Hunt, Inc., 2014).

2.2.1 ULDC Criteria
Section 7.12 of the ULDC addresses levee encroachments excluding penetrations, closure structures, and levee vegetation. ULDC requires encroachment analysis to consider the following when rendering this opinion: type, age, condition, performance history of the encroachment, a nd impacts on the levee/floodwall structural integrity, impacts on the hydraulic effect on the channel and floodway, and impacts on the operation and maintenance of the levee/floodwall. Further, a hazard assessment needs to be performed for each existing encroachment and encroachments found to have a high-hazard need to have a full engineering evaluation to demonstrate whether the hazard is acceptable or not.

2.2.2 USACE Criteria
USACE criteria requires that anything over, under, or through the levee and within the project easement must have a valid CVFPB permit and a No Objection Letter issued by the USACE must be annotated in project as-built drawings or noted in the Operations and Maintenance manual.

USACE classifies levees as “Acceptable,” “Minimally Acceptable,” or “Unacceptable,” based on condition of encroachments and other factors. The inspection criteria are found in a document titled USACE Levee Inspection Checklist, provided as Exhibit 2 in (Mead & Hunt, Inc., 2015). A levee is deemed unacceptable from the encroachment perspective if the encroachments are likely to inhibit operations and maintenance, emergency operations, or negatively impact the integrity of the levee. Levees are deemed minimally acceptable when trash, debris, unauthorized farming activity, structures, excavations, or other obstructions are present, or inappropriate activities noted to be corrected, but will not inhibit operations and maintenance or emergency operations.

2.2.3 CVFPB Criteria
The California regulations for levee and floodway encroachments are set forth in Title 23, which describes the CVFPB duties for enforcement. Title 23 provides standards for the construction,

5 maintenance, and protection of adopted flood control plans, which covers encroachments. As the levee is of recent construction, almost all encroachments were pre-existing or part of the new levee infrastructure and are included on the approved design plans.

2.2.4 Encroachment Assessment White Paper
Based on ULDC, FEMA, and USACE criteria, Mead & Hunt prepared a white paper (Mead & Hunt, Inc., 2014) that included criteria to be adopted for classification of encroachments. The white paper describes our approach to evaluation, which is intended to determine the likelihood of identified encroachments to inhibit operations and maintenance, emergency operations , or negatively impact the integrity of the levee. The LMAs and the CVFPB were provided the opportunity to review the approach. The LMAs were consulted to obtain input on how the various features could potentially impair maintenance and operations. The potential for an encroachment to negatively impact the levee system integrity was judged based upon technical evaluations and compliance with criteria that is set forth to manage risk. Upon identification of encroachments that contribute to risk, Mead & Hunt classified encroachments as:
• Significant Threat to Levee Integrity (Category 1A)
o Imminent threat to integrity of the levee; must be remediated before levee certification.
• Low Hazard (Category 1B)
o Lesser threat to integrity of the levee; impedes operation and maintenance; must be fixed or removed within three years of levee certification • Non-Compliant (Category 2)
o Doesn’t comply with ULDC; must be fixed or removed within ten years of levee certification.

The Encroachment White Paper, reviewed by SAFCA’s previous Board of Senior Consultants (BOSC) is provided in (Mead & Hunt, Inc., 2014). Flowcharts showing the analysis pathways for major encroachment categories are provided in Exhibit 2 of (Mead & Hunt, Inc., 2015).

2.3 Methodology
A two-step approach was adopted for the encroachment analysis, which is described in detail in our previous efforts (Mead & Hunt, Inc., 2015) and (Mead & Hunt, Inc., 2018) and the Encroachment White Paper (Mead & Hunt, Inc., 2014). As part of this current due diligence review, there were no modifications to the previous methodology described in the documents referenced in this section. Due to the voluminous nature of this material, that information was not reproduced here.

2.4 Updated Results
Mead & Hunt previously reported the number of encroachments (including penetrations, closure structures, and linear encroachments) for DCNL was 41. Of the 41 previously evaluated, 27 encroachments were not associated with penetrations and closure structures and were evaluated as encroachments.

6 In 2023, encroachment data was verified and updated based on a site visit conducted in August 2023.

The updated total number of encroachments is 51, which includes the change in stationing to incorporate the entire DCNL system, along with the levee extension along Rio Linda Boulevard. Additionally, the database was updated to reflect penetrations to include appurtenant features. Of the 51 total encroachments, 22 were found not to be associated with penetrations and closure structures.

Encroachment analysis was completed for modifications/changes to the database, consistent with previous evaluation methodology.

A summary map of the modified encroachments (including penetrations and closure structures) and a summary table of modified encroachments (including penetrations and closure structures) is included in this report as Exhibits 2 and 3, respectively. The additional encroachments and modifications were analyzed using the Encroachment White Paper (Mead & Hunt, Inc., 2014). Additionally, the encroachment database was updated to include the modifications discussed in this section. The modifications include the following:
• Three additional penetrations:
o A 1-inch fiber optic conduit (UID 4079) owned by Sprint (CVFPB permit 14043) was reviewed. Utility coordination and field inspections were conducted in 2019 and identified through additional research.
o A 1-inch fiber optic conduit (UID 4085) owned by MCI (CVFPB permit 14152) was reviewed. Utility coordination and field inspections were conducted in 2019 and identified through additional research.
o A new 2-inch gas line (UID 4084) in Marysville Boulevard, owned by PG&E. o A 4-inch gas line (UID 4086) along the west side of Rio Linda Boulevard, owned by PG&E.
o An 8-inch poly-vinyl chloride (PVC) pressurized water main (UID 1014), owned by Rio Linda Water District, along the landside toe of the Rio Linda Boulevard extension (linear encroachment, parallel pipe located outside of the zone of influence of the levee prism). • One modified penetration:
o Existing 2-inch abandoned gas main in Marysville Boulevard (UID 3269), owned by PG&E (abandoned in-place and replaced by additional gas main). • One additional closure structure:
o A radial gate closure structure at the NEMDC pump station (UID 4080), owned by Sacramento County.
• Two 24-inch diameter parallel landside drainage culverts (UID 4082 and 4083), owned by the City of Sacramento (parallel drainage outside the zone of influence of the levee embankment) . • One additional encroachment:
o One Rio Linda Community sign (UID 4081), owner unknown. • Two additional fence encroachments:
o Two access control gates (UID 1011 and 1012) with a 12-foot plus opening over levee crown for maintenance access.
• One encroachment removal from database:
o A corrugated metal pipe (CMP) landside drainage feature removed/does not exist in field (UID 1801), owner unknown (suspected duplicate).

7 No high-risk encroachments that would fall within the 1A, 1B or 2 categories outlined in 2.2.4 were found, and no further engineering evaluations were required that would alter the hazard assessment findings provided previously.

2.5 Due Diligence Review and ULDC Compliance
In 2013, SAFCA performed an inventory of encroachments along the Dry Creek North Levee (Mead & Hunt, Inc., 2015). A hazard assessment of the encroachments was performed using established criteria in the encroachment white paper (Mead & Hunt, Inc., 2014) and Mead & Hunt’s technical memo (Mead & Hunt, Inc., 2018). Previously, 41 encroachments (including penetrations, closure structures, and linear encroachments) were reported. Of the previous 41 reported, 27 were not associated with penetrations and closure structures and were evaluated as encroachments. None of the encroachments were considered to be high-hazard, as determined by MBK in 2016.

In 2023, encroachment data was verified and updated based on a site visit conducted in August 2023.

The updated total number of encroachments is 51, which includes the change in stationing to incorporate the entire DCNL system along with the non-levee extension along Rio Linda Boulevard. Additionally, the database was updated to reflect penetrations to include appurtenant features. Of the 51 total encroachments, 22 were found not to be associated with penetrations and closure structures.

Encroachment analysis was completed for modifications/changes to the database, consistent with previous evaluation methodology.

The Rio Linda Water District parallel water main (linear encroachment) along the Rio Linda Boulevard extension was found to be outside the influence zone of the levee embankment prism, as defined in USACE EM 1110-2-2902, 6.4.2 – Inspection Limits Related to Structural Integrity This means that if a pipe or joint failure occurs, the resulting sinkhole would not encroach upon the levee embankment. Any potential failure would also not hinder access to the levee.

No high-hazard encroachments were found, and no further engineering evaluations were required that would alter the previous hazard assessment findings provided in our previous report (Mead & Hunt, Inc., 2015). In summary, there are no high-hazard encroachments along the DCNL. Mead & Hunt has determined that the DCNL is in compliance with ULDC Section 7.12 criteria for encroachments.

8 This section discusses the criteria, methodology, and penetration-specific requirements under ULDC and what modifications have been made during this due diligence review. The penetration database information updates are discussed in Section 2 of this report.

3.1 Purpose
The purpose of the levee penetrations evaluation we conducted as part of this effort, was to assess the modifications to existing levee penetrations since previous analyses, for compliance with ULDC criteria.

3.2 Criteria
The ULDC, 7.13 provides criteria for assessment of existing penetrations for urban levee finding, which states that 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 hydraulic top of levee (HTOL).”

The following evaluation criteria were identified for penetrations:
1) Structural strength – Pipes designed to be adequate to withstand loads of overlying fill or stresses applied by traffic. Earth loads are to be determined as outlined in EM 1110 -2-2902. 2) Joint flexibility – Joints should be flexible enough to adjust under expected settlement and stretching of pipe.
3) Emergency closure - Pipes must have provisions for emergency closure in event of inoperative flap valves on riverside end.
4) Condition of pipeline – Pipes required to be in good condition. Currently no explicit guidance exists for the condition assessment of pipelines. In accordance with the ULDC, the exposed portions of pipe and culvert penetrations need to be visually inspected at least annually. At minimum 5-year intervals, the interiors of all pipes and culvert penetrations need to be visually inspected and/or pressure tested. EM 1110-2-2902 has been updated since the previous assessment to provide guidance for inspections and condition assessments, as well as prioritizing mitigation plans.

Items (1) and (2) were evaluated as part of penetration analysis while items (3) and (4) were evaluated as part of the condition assessment process.

3.3 Methodology
A phased approach was adopted for the penetration analysis, which is described in detail in our previous efforts (Mead & Hunt, Inc., 2015) and (Mead & Hunt, Inc., 2018). Screening for potential high hazard penetrations was conducted and penetrations that were flagged during the screening were subjected to a full engineering evaluation to make a final determination of acceptability based upon risk. As part of this current due diligence review, there were no modifications to the previous methodology described in the documents referenced in this section. Due to the voluminous nature of this material, that information was not reproduced here. As the penetrations were either prior to levee construction or a part of the new levee

9 infrastructure they are not permitted but are documented on the approved design drawings.

3.4 Updated Results
A map summary of the modified encroachments (including penetrations and closure structures) and a summary table of modified encroachments (including penetrations and closure structures) is included in this report as Exhibits 2 and 3, respectively. Additionally, the encroachment database was updated to include the modifications discussed in this section and additional supporting documentation has been provided in Appendix A.

The DCN levee penetrations fall into three categories:
• One permitted1 4-inch conduit for fiber optic cable parallel and downstream of the UPRR, through the NEMDC pump station embankment. The penetration crosses within the embankment foundation and was existing prior to embankment construction. Due to the depth of penetration and small diameter and very wide embankment at this site, this penetration is not considered a high-hazard.
• One permitted2 1-inch direct burial for fiber optic cable parallel and upstream of the UPRR. The cable crosses within the levee foundation and was existing prior to embankment construction.

Due to the depth of penetration and direct burial this penetration is not considered a high-hazard. • Three gravity drainage culverts operated by the ARFCD were constructed in 1997. These culverts are reinforced concrete pipes with a reinforced concrete encasement, inlet and outlet headwalls and a reinforced concrete valve vault for the emergency closure gate, and an outlet flap gate, thereby meeting modern standards. No visual deficiencies were identified during the field assessment conducted with ARFCD. The ARFCD exercises slide gates annually and makes entry to inspect the gate and mounting conditions and there is no history of performance issues.

The closure time is less than 15 minutes, and no special tools are required. The interior of the culvert has not been inspected since construction, but concrete pipe is not subject to interior corrosion attack and the culvert pipe has fully encased joints. These culverts are not considered a high-hazard. ARFCD is currently working on a plan to visually inspect the interiors with a targeted inspection completion in 2024, but this effort should not affect the final determination. • PG&E gas mains:
o Leakage testing data from 2021 provided by PG&E did not identify any areas of concerns for their piping and is conducted every 3 years.
o A 2-inch PG&E gas pipe in Marysville Boulevard crosses through the levee. The PG&E mapping indicates that the 2-inch line was partially replaced in 2018, and a portion of the existing line was abandoned in place, with both the new and existing lines within the footprint of the levee. PG&E provided October 4, 2018 as-built drawings and the Mead & Hunt team reviewed the details with PG&E.
▪ Abandoned pipe: The deactivated pipe section was abandoned in place is waterward of the levee crown and was capped approximately 15-feet from the

1 Permitted for crossing of Dry Creek, prior to levee construction. 2 Permitted for crossing of Dry Creek, prior to levee construction.

10 levee centerline and several feet of pipe was removed back to new tie-in new 2- inch gas. The abandoned line was not found to present a significant risk to levee as it does not penetrate the levee.
▪ The new 2-inch gas pipe replacement was routed within the Marysville Boulevard ramp in the middle of the south lane with a tie-in to the existing 2-inch pipe approximately 15-feet waterward of the levee crown at a depth of 6.5-feet below the surface. The existing 2-inch gas pipe continues westward (landward) within Marysville Boulevard north lane. The existing line predates the levee construction and is approximately 3-feet below foundation. While the penetration is below the DWSEL, the penetration was not found to present a significant threat to levee due to the confining nature of the pipe arrangement within the approach ramps that effectively create an over widened section. The potential for backwards erosion piping (BEP) along the penetration is not significant due to the placement in the roadway embankment that confines the trench significantly extending the potential seepage pathway and under surface pavement that leaves no exposed face for BEP to initiate. Additionally, the creek flooding at the site of the penetration is infrequent and of short duration. The pressurized pipe will eliminate the potential for concentrated leak erosion into the pipe and the seamless welded steel pipe portion through the levee was pressure tested to 105 psi during the 2018 construction. Although leakage from a potential pipe failure could partially erode the embankment, the crossing area is significantly over- widened and the flood loading at this site is short duration. o A 4-inch-high pressure gas main is located within the west shoulder of Rio Linda Boulevard in the Dry Creek Levee extension. The gas main does not pass completely through the levee as it remains within the embankment. The 4-inch gas main is routed in the west lane of the roadway and crosses the projected levee centerline in an over-widened section that is over 40-feet in width. The gas main continues within the 32- feet top width roadway embankment. While the gas main is up to 4-feet below the design water surface elevation in the lower reaches, it was not found to present a significant threat to levee due to its location within the over-widened embankment and its non- penetrating arrangement. The gas main position within the embankment was found to be outside the zone of influence of the minimum design levee embankment section at all points along its alignment. As a result, in the event of a leak, the damage created would not encroach on a 12-foot top width embankment required for flood protection.

3.5 Due Diligence Review and ULDC Compliance
Mead & Hunt has updated the previous encroachment database, verified existing information, and provided updates to previously reported information. A penetration analysis was completed for modifications/changes to the database in accordance with the criteria outlined in this section. A 2-inch PG&E gas pipe in Marysville Boulevard and a 4-inch PG&E gas main in Rio Linda Boulevard were identified as potential high hazard. After a full engineering evaluation, as summarized above, these pipes were determined to not present a significant risk to levee performance. Mead & Hunt has determined that the DCNL compliance with ULDC Section 7.13 criteria for penetrations is acceptable and has concluded

11 that there are no anticipated impacts to the reliability of the DCNL’s performance during its full range of loading to the HTOL.

12 4.1 Purpose
The purpose of the levee closure structures evaluation conducted as part of this effort was to assess the existing levee closure structures for compliance with ULDC criteria. The as-built drawings of the closure structures are provided in Appendix A and their location is shown on Exhibit 2. Two closure structures are located within the DCN levee system.
• The radial gate closure for the NEMDC pump station gravity bypass, operated and maintained by Sacramento County
• The UPRR crossing stoplog closure operated and maintained by the City of Sacramento Department of Utilities

The location of closure structures is shown on Exhibit 2. Both structures were installed as part of the original levee construction by SAFCA in the mid-1990s and are approximately 30 years old.

The emergency closure gate for the drainage culverts were evaluated with the levee penetrations as summarized in Section 3.

4.2 Criteria
Closure structure strength and stability analysis was based on the same criteria as for floodwalls used in our previous certification report (Mead & Hunt, Inc., 2015). Criteria for floodwalls and other hydraulic retaining walls is outlined in EM 1110-2-2502. The following ULDC Section 7.14 criteria was considered for the referenced 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 1110-2-5713. 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. In addition, the civil engineer must evaluate and address the potential for the floodwall to induce settlement in the levee.

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) 4, structure details, length of time to close structure, location and type of materials for closure,

3 The EC and ETL have expired and the EM 1110-2-2502, Floodwalls and other Hydraulic Retaining Structures, has been updated since the ULDC publication.
4 The two closure structures are part of the line of protection that were part of the SAFCA pump station and levee construction, CVFPB permits 16031 and 16033, respectively and are documented in the facility operation and maintenance manuals.

13 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.

4.3 Methodology
Closure structure analysis followed the same methodology for floodwalls used in our previous certification report (Mead & Hunt, Inc., 2015). Original design or as-built drawings were obtained from SAFCA for both the UPRR closure and the NEMDC Pump Station radial gate closure structure.

The condition assessment for each facility was completed separately. The UPRR stoplog structure includes removable component that are stored in the City’s North Area service yard at 918 Del Paso Rd.

Visual inspection of materials was conducted, and the City inventoried the materials as well as trial closures. The NEMDC Pump Station radial gate is self-contained and was assessed on site. Multiple trial closures were witnessed by Mead & Hunt with the latest in 2022.

4.4 Updated Results

4.4.1 Analysis Results
The analysis indicates that the UPRR stoplog closure structure is within the structural limits, as documented in (Mead & Hunt, Inc., 2015).

The NEMDC radial gate itself was not structurally analyzed as this is a complex vendor design system and is intended for this use with no change in loading from the original design . The radial gate retaining structure was determined to be within structural limits, as documented in Appendix A.

4.4.2 Condition Assessment Results
The UPRR stoplog structures were field inspected and found to be acceptable for the intended use as documented in (Mead & Hunt, Inc., 2015). The operations are guided by the City’s Emergency Response Plan (ERP), Chapter 7, a copy of which is included in Appendix 8 of our previous certification report (Mead & Hunt, Inc., 2015). The plan outlines the following: a) Flood Procedures; b) Floodgate Locations; c) Materials Required for Floodgate Closure; d) Floodgate Threshold Elevations; and e) an outline of the Annual Flood Preparedness Plan and Procedures.

Multiple trial closures were witnessed by Mead & Hunt with the latest in 2022. During the February 2019 flood event, an emergency closure was necessary, and Mead & Hunt inspected the completed facility. The technical memos documenting the trial closure are included in Appendix A. The City has scheduled trial installations for the UPRR stoplog locations on a 5 - year basis to minimize impacts upon critical railroad operations. Each fall, the items for stoplog closures (identified in the ERP) are inventoried and inspected. Mead & Hunt has determined that the set 5-year cycle, as opposed to an annual testing cycle, is acceptable, due to the City’s preparedness and training, but requires an exception to the ULDC.

14 The NEMDC radial gate was visually inspected and trial closure was witnessed by Mead & Hunt on August 28, 2023. The gate was found to be in good working order and was operated in compliance with the closure structure’s O&M manual.

4.5 Due Diligence Review and ULDC Compliance
Mead & Hunt has determined that the DCNL is in compliance with ULDC Section 7.1 4 criteria for closure structures with the exception of the operation/installation cycle of the UPRR stoplog gate. The closure structures are both in good working order and there are no anticipated impacts to the reliability of the DCNL’s performance during its full range of loading to the HTOL.

Due to the logistics of closing the UPRR for trial closures, the City’s extensive preparedness, and the success of recent improvements and trial closures, Mead & Hunt has recommended that the trial closures be conducted on not more than a 5-year cycle, which requires an exception to the ULDC Section 7.14 required annual testing cycle. The justification for this exception is included in this report as Appendix B.

15 5.1 Scope of Analysis
Because the updated analysis criteria and methodology for the wind setup and wave runup analysis is voluminous, it is fully contained in Appendix C and is not reproduced here, only summarized.

ULDC 7.17 requires a wind-wave analysis. The wind setup and wave runup distances must be computed and added to the median 200-year still WSE to determine the required elevation of the MTOL.

Additionally, wind setup and wave runup must also be computed to support analysis of erosion and overtopping impacts.

The formation and magnitude of wind-generated waves against shoreline structures is controlled by the physical conditions present on and near the shore such as slope and roughness of the structure, wind speed, and distance over which wind blows (fetch length). Multiple evaluations documented the Wind Wave Analysis and determined the wind setup and the runup for the 2 percent exceedance wave (wave runup which is exceeded by 2 percent of waves on average). The analyses were performed at the location on the levees expected to generate the largest wind setup and wave runup.

5.2 Updated Results
Wind and wave analysis for the DCNL was completed in 2015 and modified in 2023, in accordance with the requirements of ULDC 7.17. The Automated Coastal Engineering System (ACES) model, which is based on the U.S. Army Coastal Engineering Research Center’s Shore Protection Manual, was the primary tool for calculating wind setup and wave runup. Design wind speed with a return period of 72.6 years and a duration of 2 minutes was used, in accordance with ULDC 7.17. Results in Appendix C indicate that the maximum combined wind setup and wave runup is 2.5 feet. The effects of wind setup and wave runup on the MTOL and erosion are found in MBK’s Engineer’s Report, sections for ULDC 7.2 and ULDC 7.10, respectively.

5.3 Due Diligence Review and ULDC Compliance
Mead & Hunt has updated the previous wind setup and wave runup analysis for the DCNL utilizing the most applicable and current data available for wind speed, terrain, and water surface elevation, as shown in Appendix C. Mead & Hunt has determined that the DCNL is in compliance with ULDC Section 7.17 criteria for wind setup and wave runup.

16 6.1 Purpose
The purpose of the O&M Manual review was to ensure existing O&M manuals for compliance with ULDC requirements and provide any additional reviews needed for elements not previously included. This current effort does not trigger any additional USACE-approved O&M manual reviews.

. MBK Engineers has prepared an O&M manual for the DCNL, operated and maintained by the ARFCD, as part of an agreement between SAFCA and ARFCD. No further review is required by Mead & Hunt.

The review of the closure structure operations by the City of Sacramento is summarized in Section 5.

Mead & Hunt also complied the O&M manuals for the County’s NEMDC Pump Station for review.

6.2 Criteria
ULDC requires that levee systems must have an O&M manual consistent with USACE requirements. All facilities providing the necessary urban level of flood protection must be operated and maintained by an identified public agency. Where the levee system has more than one agency with O&M responsibilities, they are required to coordinate efforts.

6.3 Results
The O&M manuals and operating procedures were found to cover all system components ; the levee system, closure structures and the NEMDC Pump Station. Each of these three components are operated by different public agencies with the authority and resources to do so. As there is little overlap in O&M between these entities, minimal coordination is necessary; however, each entity was found to understand their roles for system operation.

The O&M manual for the NEMDC Pump Station was reviewed with the County and found to accurately represent the facility operations and maintenance needs. The manual was updated in the past 5 years to include the lessons learned from the years of facility operation.

6.4 Due Diligence Review and ULDC Compliance
Mead & Hunt has determined that the DCNL is in compliance with ULDC Section 7.20 criteria for O&M manuals.

17 Based on our due diligence activities on the DCNL, Mead & Hunt has concluded that the overall condition of the DCNL has not significantly changed since the ULDC and FEMA certification efforts documented in (Mead & Hunt, Inc., 2015) and (Mead & Hunt, Inc., 2018). It is our professional opinion that DCNL meets ULDC requirements for Sections 7.12, 7.13, 7.14, 7.17, and 7.20 for Encroachments, Penetrations, Closure Structures, Wind Setup and Wave Runup, and O&M Manuals, respectively – pending further review of PG&E gas main encroachments. Other conclusions and recommendations pertaining to the DCNL, are discussed below.

7.1 Conclusions
The following conclusions have been made for each area covered in this report.

7.1.1 Encroachments
The previous ULDC and FEMA certification efforts conducted are covered in (Mead & Hunt, Inc., 2015) and (Mead & Hunt, Inc., 2018) and all updates are discussed in this report. DCNL is determined to be in compliance with ULDC criteria Section 7.12.

7.1.2 Penetrations
The previous ULDC and FEMA certification efforts conducted are covered in (Mead & Hunt, Inc., 2015) and (Mead & Hunt, Inc., 2018) and all updates are discussed in this report. DCNL is determined to be in compliance with ULDC criteria Section 7.13.

7.1.3 Closure Structures
The previous ULDC and FEMA certification efforts conducted are covered in (Mead & Hunt, Inc., 2015) and (Mead & Hunt, Inc., 2018) and all updates are discussed in this report. DCNL is determined to be in compliance with ULDC criteria Section 7.14, with the inclusion of the exception included in Appendix B.

7.1.4 Wind Setup and Wave Runup
The previous ULDC and FEMA certification efforts conducted are covered in (Mead & Hunt, Inc., 2015) and (Mead & Hunt, Inc., 2018) and all updates are discussed in this report. DCNL is determined to be in compliance with ULDC criteria Section 7.17.

7.1.5 Operation and Maintenance Manuals
The previous ULDC and FEMA certification efforts conducted are covered in (Mead & Hunt, Inc., 2015) and (Mead & Hunt, Inc., 2018) and all updates are discussed in this report. DCNL is determined to be in compliance with ULDC criteria Section 7.20.

7.2 Recommendations
Below is a list of Mead & Hunt’s recommendations for the DCNL. 1) The encroachments, penetrations, and closure structures either discussed in this report or previously reported (Mead & Hunt, Inc., 2015) and (Mead & Hunt, Inc., 2018) in the DCNL should

18 continue to be maintained and kept in good operating condition, monitored, and inspected per ULDC requirements and applicable O&M manuals.
2) Leak test data should be obtained and reviewed for the gas mains in the DCNL, at a minimum of every five (5) years to remain in compliance with ULDC criteria. If any issues arise, PG&E should be contacted and remediation should be approved and permitted with the CVFPB, as appropriate. 3) The UPRR stoplog closure should continue to be trial operated on a 5-year cycle with annual preparedness conducted in the fall.
4) The DCNL should continue to be operated and maintained in accordance with the approved O&M manuals.

7.3 Limitations
Mead & Hunt’s services were performed in a manner consistent with the degree of skill and care ordinarily exercised by members of the profession currently practicing in the same locality under similar conditions.

No other warranty, expressed or implied, is made by the completion of the work supporting this ULDC Due Diligence Report. Our professional services were limited to support engineering opinions needed to address ULDC criteria for encroachments, penetrations, closure structures, wind setup and wave runup, and O&M manuals.

Our conclusions regarding the condition and safety of the DCNL, related facilities and their conformance to ULDC criteria is not stated as a guarantee but they do represent our best professional judgment. This judgment must be recognized as affected to a certain degree by the practical limitations which affect all evaluations of constructed water-retention structures, relative principally to the approximate knowledge of the condition and properties of the foundation materials and existing structures.

The conclusions we present in this ULDC Due Diligence Report are based in part upon the data obtained from limited correspondence, reports, surveys, instrumentation, testing, and surface visual observations.

Actual conditions may escape detection by reporting, surveying, monitoring, testing, and visual inspection/observation and may be unknowingly different from the conditions described in this report. The nature and extent of such variations may not become evident until the levees experience high water conditions or when further tests and evaluations are performed. If variations from the described conditions are encountered, additional investigations and assessments of the levee condition and performance may need to be conducted. It may be necessary to revise the conclusions and recommendations described herein, and/or undertake additional remediation measures.

1 Based on our due diligence activities on the DCNL, Mead & Hunt utilized the following refences to complete this report.

California Department of Water Resources. (2012). Urban Levee Design Criteria. Sacramento: FloodSafe California.

Mead & Hunt, Inc. (2014, July 21). Sacramento FEMA Certification White Paper for Addressing Encroachments. Sacramento, California, United States.

Mead & Hunt, Inc. (2015). Sacramento Area Levee Recertification Project. Sacramento.

Mead & Hunt, Inc. (2018). Summary of Inventory of Encroachments and Penetrations on the Dry Creek Levee System. Sacramento.

US Army Corps of Engineers. (2000, April 30). EM 1110-2-1913 Design and Construction of Levees.

Washington, DC, United States.

US Army Corps of Engineers. (2020, December 31). Conduits, Pipes, and Culverts Associated with Dams and Levee Systems. Washington, DC, United States.

US Army Corps of Engineers. (2022, August 1). EM 1110-2-2502 Floodwalls and Other Hydraulic Retaining Walls. Washington, DC.

EXHIBIT 1. SAFCA Levee Basin Map

§¨¦5 ·|}þ99
Dry Creek North Levee
Robla Creek South Levee
NEMDC East Levee
Arcade Creek North Levee
Arcade Creek South Levee
NEMDC East Levee
American River North Levee
American River
South Levee
Sacramento River East Levee
§¨¦80
£¤50
)*+,-80
Dry
Creek
Arcade Creek
NEM
DC
American River
Sacramento
River
Sacramento
River
City
of
Sacramento
City of
West Sacramento
§¨¦5
§¨¦80
Beach Lake /
Morrison Creek North Levee
Morrison
Creek
·|}þ99
Magpie Creek Diversion Channel
NEMDC
West Levee
PGCC
West Levee
NCC
South Levee
Sacramento River
East Levee
American River
North Levee
South Sacramento
Streams Group
Sacramento
County
Source: Esri, Maxar, Earthstar Geographics, and the GIS User Community ³
0 1.5 3
Miles
SAFCA Levee Certification
Levee Systems
Legend
Levee System
American North
American South
Dry Creek
Robla-Arcade
Natomas Basin
South Sacramento
Streams Group
(certified)
SAFCA Boundary
Major Highways
R:\_Flood Control\SAFCA\FEMA_Certification\GIS\maps\SAFCA Levee Certification basins 093022.mxd

EXHIBIT 2. Map Summary of Revised Encroachments,
Penetrations, and Closure Structures

EXHIBIT 3. Table Summary of Revised Encroachments,
Penetrations, and Closure Structures

Table Summary of Encroachments, Penetrations, and Closure Structures ID
Associated
ID
Bank
Station
Encroachment
Group Updated Category Subcategory Structure Detail Material Permit Num Owner 4080 4080 in NEMDC Closure Structure Closure Structure Radial Gate Radial Gate at NEMDC Pump Station Steel NA Sacramento County Water Agency 4085 4085 in NEMDC Penetration Conduit Fiber Optic 1-inch diameter Fiber Optic Cable in 4-inch PVC PVC 14152 MCI 396 396 7000+56.36 Closure Structure Closure Structure Stoplog rail crossing Stoplog rail crossing Various 14477 City of Sacramento 4079 4079 7000+75 Penetration Conduit Fiber Optic 1-inch diameter Fiber Optic Cable PVC 14043 Sprint 348 706 7005+79.74 Encroachment Parallel Pipe Landside Drainage Landside Drainage (CMP) CMP 16033 City of Sacramento 706 706 7006+35.45 Encroachment Parallel Pipe Landside Drainage Landside Drainage (36" CMP) CMP 16033 City of Sacramento 388 706 7006+38.18 Encroachment Parallel Pipe Landside Drainage Landside Drainage (36" CMP) CMP 16033 City of Sacramento 644 644 7023+66.35 Encroachment Parallel Pipe Landside Drainage Landside Drainage (24" CMP) CMP NA City of Sacramento 379 379 7032+32.51 Penetration Pipe Drainage 36" RCP Drainage Crossing (Part of 2x36" crossing) RCP 16033 City of Sacramento 642 379 7032+36.43 Penetration Valve Positive Closure Vault Positive Closure Vault for Pipe Crossing (ID 379) Various 16033 City of Sacramento 1914 379 7032+38.28 Penetration Control Structure Outfall Outfall Pipe for Pipe Crossing (ID 379) Various 16033 City of Sacramento 641 379 7032+39.89 Penetration Pipe Drainage 36" RCP Drainage Crossing (Part of 2x36" crossing) RCP 16033 City of Sacramento 366 366 7036+28.26 Encroachment Parallel Pipe Landside Drainage Landside Drainage (36" CMP) CMP 16033 City of Sacramento 643 366 7037+41.17 Encroachment Parallel Pipe Landside Drainage Landside Drainage (CMP) CMP 16033 City of Sacramento 360 360 7047+65.19 Encroachment Parallel Pipe Landside Drainage Landside Drainage (24" CMP) CMP 16033 City of Sacramento 649 649 7053+10.29 Encroachment Other Utility Tower Steel Utility Tower (overhead line) Steel 2072 PG&E 648 648 7053+84.88 Encroachment Other Utility Tower Steel Utility Tower (overhead line) Steel 2072 PG&E 704 345 7064+51.64 Encroachment Parallel Pipe Landside Drainage Landside Drainage (24" CMP) CMP 16033 City of Sacramento 345 345 7064+51.87 Encroachment Parallel Pipe Landside Drainage Landside Drainage (24" CMP) CMP 16033 City of Sacramento 4083 4082 7066+20 Encroachment Parallel Pipe Landside Drainage Landside Drainage (24" CMP) CMP <Null> City of Sacramento 4082 4083 7066+20 Encroachment Parallel Pipe Landside Drainage Landside Drainage (24" CMP) CMP <Null> City of Sacramento 646 389 7066+35.05 Penetration Valve Positive Closure Vault Positive Closure Vault for Pipe Crossing (ID 389) Various 16033 City of Sacramento 645 389 7066+37.24 Penetration Control Structure Outfall Outfall Pipe for Pipe Crossing (ID 389) RCP 16033 City of Sacramento 389 389 7066+42.41 Penetration Pipe Drainage 30" RCP Drainage Crossing RCP 16033 City of Sacramento 647 389 7066+63.30 Penetration Control Structure Inlet Inlet Structure for Pipe Crossing (ID 389) Various 16033 City of Sacramento 659 659 7069+55.06 Encroachment Parallel Pipe Landside Drainage Landside Drainage (24" CMP) CMP 16033 City of Sacramento 708 708 7070+64.30 Encroachment Pole Utility Wooden Utility Pole Wood NA NA 658 658 7072+76.72 Encroachment Pole Utility Wooden Utility Pole Wood NA NA 657 657 7074+99.19 Encroachment Pole Utility Wooden Utility Pole Wood NA NA 656 656 7076+12.61 Encroachment Pole Utility Wooden Utility Pole Wood NA NA 376 376 7076+50.39 Penetration Pipe Drainage 30" RCP Drainage Crossing RCP 16033 Sacramento County 655 376 7076+52.61 Penetration Control Structure Outfall Outfall Pipe for Pipe Crossing (ID 376) Various 16033 Sacramento County 654 376 7076+54.57 Penetration Valve Positive Closure Vault Positive Closure Vault for Pipe Crossing (ID 376) Various 16033 Sacramento County 653 376 7076+55.34 Penetration Control Structure Inlet Inlet Structure for Pipe Crossing (ID 376) Concrete 16033 Sacramento County 652 652 7078+01.85 Encroachment Parallel Pipe Landside Drainage Landside Drainage (24" CMP) CMP 16033 Sacramento County 650 650 7080+05.02 Encroachment Pole Utility Wooden Utility Pole with Overhead Line Crossing Wood NA NA

Table Summary of Encroachments, Penetrations, and Closure Structures 3269 3269 7081+11.62 Penetration Pipe Gas 2" Gas Line abandoned in place (Old Marysville Blvd.) WSP NA PG&E 346 346 7081+14.80 Encroachment Parallel Pipe Landside Drainage Landside Drainage (24" RCP) RCP 16033 Sacramento County 4084 3269 7081+28 Penetration Pipe Gas 2" Gas Line in Marysville Blvd. WSP <Null> PG&E 709 709 7084+26.97 Encroachment Pole Utility Wooden Utility Pole Wood NA NA 4081 4081 7084+77.33 Encroachment Sign Sign Rio Linda Community Sign <Null> <Null> <Null> 4086 4086 7085+12.8 Penetration Pipe Gas 4" Gas line along Rio Linda Blvd. WSP NA PG&E Notes:
1) "NA" means that the information was not available
2) Similarly colored adjoining rows indicate groups of encroachments or penetrations that are associated with each other, typically because they constitute a single structure

Table Summary of Encroachments, Penetrations, and Closure Structures (linear encroachments)
ID Category Description
100 Fence Access control gate 12'-2.5" clear opening over levee 101 Fence Access control gate 12'-2.5" clear opening over levee 102 Fence Fence 3 ft outside waterside toe
105 Fence Fence along waterside of toe
106 Fence Fence and access control gate 12'-2" clear opening over levee 107 Fence Fence (barbed wire) outside of landside toe within 10 ft of toe 1011 Fence Access control gate 12'-3" clear opening over levee 1012 Fence Access control gate 12'-2" clear opening over levee 1014 Parallel Pipe 8" PVC Rio Linda Water District Pipe along western property line

APPENDIX A. Additional DCNL Documentation

APPENDIX A1. UPRR Stoplog Installation

Mead & Hunt, Inc. | 180 Promenade Circle, Suite 240, Sacramento, CA 95834 | 916-971-3961 | meadhunt.com Technical Memorandum

To: Martin R. Ramos, EIT, LSIT
From: Thomas Darlington, PE
Reviewed by: Stephen Sullivan, PE
Date: December 9, 2022
Subject: Union Pacific Railroad (UPRR) Stoplog Installation and Del Paso Floodgate Closure

Large portions of the City are surrounded by levees, which protect the community from flooding by the Sacramento River, American River, and smaller tributaries. These levees include “primary levees” and “secondary levees.” Both the primary and secondary levees in Sacramento are intersected by road and railroad transportation corridor crossings that are fitted with closure structures (floodgates).

These floodgates are a crucial part of the City’s flood management system as they allow vital road and railroad facilities to operate continuously. The City’s Department of Public Works maintains and operates most floodgates in the flood protection system that protects the City.

In 2017 Mead & Hunt was contracted by the City to perform field inspection of operations, condition assessment, and structural analysis for each floodgate. The Floodgate Assessment Report, submitted in June of 2018 details the findings of the study and recommends improvements to the floodgates and their operations where needed. One recommendation was operating floodgates on primary levees every three years and those on secondary levees every five years (or substituted with drills where trial operations are infeasible).

This memo details our observation of the installation of the UPRR stop logs and operation of the Del Paso Floodgate on December 1, 2021. These activities were observed by Thomas Darlington, ME and Stephen Sullivan, CE.

Facilities Observed
On December 1, 2021, the City conducted a trial installation exercise and training of the stoplog structures at five UPRR sites within the North Sacramento flood protection area and the closure of the Del Paso Boulevard Floodgate. Thomas Darlington and Steve Sullivan of Mead & Hunt were asked to observe the exercise.

The sites observed were:
• UPRR Crossing at Dry Creek North Levee (Site 0)
• UPRR Crossing at Robla Creek South Levee (Site 1)
• UPRR Crossing at Arcade Creek North Levee (Site 2)
• UPRR Crossing at Arcade Creek South Levee (Site 3)
• UPRR Crossing at American River North Levee (Site 4)
Technical Memorandum
Martin Ramos
December 9, 2022

• Del Paso Boulevard at American River North Levee (Del Paso Miter Gate)

The exercise had multiple objectives
A. Verify proper fit and attachment of modifications mad e to the structures and new customized tarps on for each of the stop log locations.

B. Train City personnel on the deployment of the struct ures and logistical considerations for their deployment.

C. Determine if any procedures could be improved to allow greater efficiency and shorten deployment time.

D. Test fit temporary joint wedges and validate the mod ified deployment procedure for the Del Paso Miter Gate

2.1 Site 0 – UPRR Crossing at Dry Creek North Levee – RR 0 Observer: Thomas Darlington
Stoplog Installation Time 1: Approximately 1.5 hours
Crew and Equipment 2: Five (5) workers and one (1) foreman, one (1) exca vator with operator, flatbed with stoplog materials, step ladders, rigging
NOTES
• The structure at this site is unique with the concrete sill located under rail (other locations sill is flush with top of rail).
• Railroad ballast covers the concrete seat for the bott om stoplogs, which must be shoveled out to uncover the concrete sill and the pockets for the upright H-beams. • The middle stoplog seats on top of the rails and metal plates attached to the stoplog close off the area between the rails (see photo), but gaps still exist and sandbags are used to help fill gaps. • An HDPE plug was designed and fabricated to fill the gap area around the rails but was found not to be easy to install because of how it was sectioned. It was decided that the sandbags would be used for now to fill in around the rails until a different insert could be designed, fabricated and test-installed. • A large excavator was used to install the two vertical H -beams and transfer the aluminum stoplog segments from a trailer in the pumping plant parking area down to stoplog installation area. • The aluminum stoplog segments were transferred as fo ur segments stacked together and guided into position on the stack.
• With the lightweight attributes of the aluminum stoplog se gments, it would be more efficient to transfer the palletized stoplog segments from the trailer to the track grade and hand-stack them. The excavator (or crane) would only be required for the installation of the two vertical H-beams and the bottom stoplog for the center section, which has additional plating welded on it to support the stoplogs and accommodate the rails.

1 The installation time is from start of assembly and does not include mobilization of materials or equipment as they were already staged onsite. Also does not include installation of sandbags. 2 Crew size listed are those actively working on the installation of the stoplogs. In addition to the working crew, there were two full crews worth of personnel that were observing the installation as familiarization with the process.

Technical Memorandum
Martin Ramos
December 9, 2022

• Upon installation of the custom-made tarp, it was discov ered that the tarp was cut too short and did not have a tail long enough for the installation of sandbags

FIGURES

Figure 1. Crew setting vertical H-beams at Site 0. Figure 2. Adapted panel to accommodate the train rails installed.

Figure 3. Custom-fitted tarp installed at Site 0. As visible, the tarp just touches the ground instead of allowing room to stack sandbags on the tail.

Technical Memorandum
Martin Ramos
December 9, 2022

2.2 Site 1 – UPRR Crossing at Robla Creek South Lev ee – RR 1 Observer: Stephen Sullivan
Stoplog Installation Time: 40 Minutes
Crew and Equipment: Five (5) workers and one (1) foreman, one (1) forklif t, flatbed with two (2) stoplog pallets and two (2) posts, hand tools
NOTES
• Materials were pre-staged on flatbed at top of levee. • Prep work to remove post pocket covers and clean si ll as materials moved to site. • Twenty (20) minutes to install posts using forklift and manually install stoplogs, including locking device.
• Ladder work required above 1/2 height of stoplogs
• An HDPE plug designed and fabricated to fill the gap a rea around the rails was not used. Sandbags used to provide a tight fit.
• Tarp was placed in position but not secured. Size is cor rect. Gromets for anchoring were provided, but anchors for securing have yet to be installed.
• Bottom stoplog fit against sill was tight with new rubbe r seal.

FIGURES

Figure 4. Stoplog post install. Figure 5. Material delivery.

Technical Memorandum
Martin Ramos
December 9, 2022

Figure 6. RR-1 Stoplog install from ground level and
ladder.

Figure 7. RR-1 Rubber sill seal tight fit up.

Figure 8. RR-1 Tarp installation.

Technical Memorandum
Martin Ramos
December 9, 2022

2.3 Site 2 – UPRR Crossing at Arcade Creek North Le vee – RR 2 Observer: Stephen Sullivan
Stoplog Installation Time: 45 minutes (reported)
Crew and Equipment: Five (5) workers and one (1) foreman (for both north and south), one (1) backhoe, small flatbed with a stoplog pallet and two (2) posts, hand tools NOTES
• Materials were pre-staged on flatbed on top of adjac ent levee. • Installed similar to RR-01.
• New rubber bottom seal (measured at 2”) fit tight to concrete sill. • The rail is slightly recessed below concrete sill. Sandbags were needed to seal gap. • Reported installation time for stoplogs was 45 minutes, including locking devices. • Ladder work required for upper 1/3 height of stoplogs . • Tarp was placed in position but not secured. Size is cor rect. Gromets for anchoring provided, but anchors for securing have yet to be installed.

FIGURES

Figure 9. RR-2 Installation of stoplogs completed prior to observer's arrival.

Figure 10. RR-2 The 2-inch rubber seal with tight fit to concrete sill.

Technical Memorandum
Martin Ramos
December 9, 2022

Figure 11. RR-2 tarp installation. Figure 12. RR-2 final installation complete with locking device.

Figure 13. RR-3 completed installation of stoplogs.

Technical Memorandum
Martin Ramos
December 9, 2022

2.4 Site 3 – UPRR Crossing at Arcade Creek South Le vee RR 3 Observer: Stephen Sullivan
Stoplog Installation Time: 30 minutes
Crew and Equipment: Five (5) workers and one (1) foreman (for both north and south), one (1) backhoe, small flatbed with a stoplog pallet and two (2) posts, hand tools NOTES
• Materials were pre-staged on flatbed on top of adjac ent levee. • Install was similar to RR-01.
• Reported installation time for stoplogs was 30 minutes, including locking devices. • Ladder work required for upper 1/4 height of stoplogs • Tarp was not found and plastic sheeting was used for this trial install. • Middle stoplog could not be seated due to top of rail b eing 1-3/4” above concrete sill. Would need sand bagging to seal for interim. Rubber seal was intended to be notched at rail location to fit (detail 15, drawing C-8). Rubber seal at this location was only 1/4" thick (insufficient to seat). Rubber seal at location RR-2 is 2” and could be swapped.

FIGURES

Figure 14. RR-3 gap between bottom stoplog and
concrete sill.

Figure 15. RR-3 1-3/4" gap between bottom-center
stoplog and concrete sill.

Figure 16. RR-3 materials palletized and loaded for return to storage.

Technical Memorandum
Martin Ramos
December 9, 2022

2.5 Site 4 – UPRR Crossing at American River North Levee – RR 4 Observer: Thomas Darlington and Stephen Sullivan
Stoplog Installation Time: Unknown (stoplogs were already installed with plastic sheeting and sandbags upon arrival to the structure), removal completed by 9:00 am.

Crew and Equipment: Four (4) workers and one (1) foreman, backhoe, small flatbed with stoplog pallets and two (2) posts, hand tools
NOTES
• The crew did not install tarp because there are no hoo ks installed on the top stoplogs for attachment. • Test fit the custom tarp for this site and it covered a comparable area to the plastic sheeting. • Crew mentioned that the burlap sandbags do not store well so they cannot be pre-loaded and deployed with the stoplogs and must be filled onsite.
• Palletized stoplogs cannot be trucked to site on landsid e due to the lack of an access road. Crew manually packed the materials from nearby Del Paso Boulevard. Backhoe used to bring posts to site. • Inspected the rubber seal install on bottom stoplogs a fter disassembly. Seal and attachments appear to match details 14 & 15 on drawing C-8 of the May 2020 Primary Levee Floodgate Rehabilitation Project. Screw heads were not recessed 1/4" as shown in the details but were over-tightened to be slightly recessed.
• Railroad re-opened for traffic at 9:30, approximately 2.5 hours after start.

FIGURES

Figure 17 . Site 4 with the custom tarp laid out to check for fit held in position by crew members due to lack of hooks.

Figure 18. Stoplogs at Site 4 upon arrival of observer.

Technical Memorandum
Martin Ramos
December 9, 2022

2.6 Site 5 – Del Paso Boulevard Floodgate at Americ an River North Levee Observer: Thomas Darlington
Miter Gate Deployment Time: Approximately 1.5 hours (without installation of the tarp) Crew and Equipment: 5 crew and 1 foreman, 4-person scissor lift, two (2) half-ton come-alongs, hydraulic bottle jacks
NOTES
• Used leftover wedges from prior trial fit to force the sill timbers to the water side of the channel to allow better alignment of the screw jacks on the timbers. • After pulling miter joint together to install the clevis p in, hydraulic bottle jacks were used to plumb the gates prior to adjusting the screw jacks.
• Once the gap at the miter appeared fairly uniform, th e screw jacks were engaged by one (1) turn over touching to secure them and a second come-along was installed at the top of the miter joint. • Struts were assembled and tightened.
• Hydraulic bottle jacks were released, and the wedges d riven in until seated in the joint. • There is still an offset present in the joint on the wat erside face, but gap and offset appear more uniform than prior witnessed deployments of the gate.

FIGURES

Figure 19. Miter gate sill timbers installed in trench. Figure 20. Miter gate temporary wedges and com e-along in the upper part of miter seal.

Technical Memorandum
Martin Ramos
December 9, 2022

Figure 21. Upper portion of the miter joint seal from the water side of the gate.

Figure 22. Lower portion of the miter joint seal from the water side of the gate.

Figure 23. Miter gate temporary wedges and come-along in the lower part of miter seal. Also visible is one of the hydraulic bottle jacks used to plumb the gate leaves and allow the preloading of the screw jacks.

Technical Memorandum
Martin Ramos
December 9, 2022

The installation of the stoplogs at the various UPRR crossing sites and the deployment of the Del Paso Boulevard miter gate went well and met the objectives of the exercise, as reviewed below.

A. Verify proper fit and attachment of modifications mad e to the structures and new customized tarps on each of the RR closure stop log locations.

1. Determined that the custom tarp for Site RR-0 need s to be modified for proper fit.

2. Determined that rail block out plugs were not advanta geous. The rubber seals on the bottom center stoplogs were not notched to fit with the plugs. Existing use of sandbags for filler works well and may continue to be used.

3. Determined that all RR sites still need to have hooks installed to allow securing the custom- made tarp.

4. Missing custom-made tarp for RR-3 (Arcade Creek S outh Levee).

5. For RR-3 (Arcade Creek South Levee), the top of rail is higher than the concrete sill. The rubber seal shown on Details 14 & 15, Drawing C-8, was intended to close this gap. The thicker seal was installed on the RR-2 bottom center stoplog. It may be possible to switch the RR-2 and RR-3 bottom center stoplogs. The bottom rubber seal can then be notched to fit.

B. Train City personnel on the deployment of the struct ures and logistical considerations for their deployment.

1. New City personnel received exposure to the deploym ent of the structures in a non- emergency situation to familiarize themselves with what needs to be accomplished and the steps to reach that goal.

2. New personnel could have been engaged more to per form the work and gain better hands-on involvement.

3. Crews did a good job of trying to maintain an “act ual” crew size instead of using the extra personnel to speed the installation.

C. Determine if any deployment procedures could be impro ved to allow greater efficiency and shorten deployment time.

1. The deployment of the gates was well planned and pr operly staffed. The installation and removal of railroad closures was completed in 2.5 hours. The sandbag trial installations were not conducted during this test. Prior test installs showed that sandbag installation can be accomplished in 15 minutes or less.

2. Materials were pre-staged at the sites prior to mob ilization of crews and start of installation. In past flood responses there has been sufficient lead time to allow staging of materials at the site.

3. Materials are sorted and palletized in a storage facilit y for rapid pickup and delivery.

D. Test fit temporary joint wedges and validate the mod ified deployment procedure for the Del Paso Miter Gate.

Technical Memorandum
Martin Ramos
December 9, 2022

1. The modified deployment procedure worked well. The us e of the hydraulic bottle jacks made the plumbing of the gate much quicker and lessened the force required to deploy the screw jacks on gates.

Overall, the installations went well but here are a few recommendations that would make the installation even more efficient.

• At Site 0 (RR-0), may consider lowering all stoplog sectio ns onto the railroad grade still palletized with the excavator (or crane) and manually install them individually once the upright H-beams and bottom- center stoplog are installed by use of the excavator (or crane). This would lessen the rigging time and reduce the risks associated with suspended loads and movement of the excavator. Also, by installing the stoplogs individually, it will allow the crew to position the stoplogs into the slots. • May consider trying plastic fiber sandbags and storing t hem in the heavy lift bags that the sand is delivered in to counteract UV and dry rot degradation of the bags. • Switch the rubber sill seals for the bottom-center stop logs between RR-2 and RR-3 and notch rubber to fit as needed. Once fit, stencil number onto the seals so they can easily be identified. • Replace or modify the tarp for RR-0 so that it is pro per length to extend under the sandbags. • Finish installation of the tarp anchorage hooks at all the sites.

APPENDIX A2. Dry Creek North Closure As-Builts

TYPE 5 RETAINING WAI.L (TYP)
WEEP HOLES 81 PERVIOUS RACKF1I.I. NOT REO"D

PLAN- STOPLOG STRUCTURE
1/8" = 1'-0"
TIES
/TV-( TYP OF 4
- 3/8 x2 1/8'
CONllNUOUS (TYP OF 4)
WGX25
DRILL 1 1/2-0 HOLES IN
7 1/ZUx7 1/2" PLATE @ 1 1/2"m HOLES

CENTERED ON TAPPED HOLES
IN 2 1/2"x4 l/2" PLATE 7 1/2"x7 1/2"x3/8"
7 PLATE
Gax6'x3/8" PLNE W/ BLOCK OUT CONCRETE W/
3/4"la OR DRILLED HOLES
(CLIP CORNERS AS REO'D

TO FIT INSEDE TS)
2 1/2"x4 1/2"x3/8"
PL 7 1/2"x7 1/2"x3/8" PLATE DR1I.L & TAP d
CENltR FOR 1/2"0 BOLT
fiaTL5
1 ) ALL CORNERS AND EXPOSED EDGES IN THE COVFR PLATE ARE TO BE GROUND 2) ALL BOLTS ARE TO BE STANDARD 1/? INCH HEX HFAD

APPENDIX A3. NEMDC Pump Station

REVIEWED BY:

N. Dee Lewla
&Ipwvialng En~lneer
Clty of Sacramento
kchltechve and En~lmerhg DMslon
REVIEWED BY:

STORMWATER PUMPING STATION
WVER 8HEW

SACRAMENTO AREA FLOOD CONTROL AGENCY
PRadECT PLANS FaR GONaTRUGTUON OF

NATOMAS AREA FLOOD CONTROL MPROVEMENT PROJECT
SACRAMENTO. CALlFQRN/A

STORMWATER PUMPING STATION

VOLUME VI OF VI
JUNE 1995
DATE OF TOPOORAPHIC PHOTOORAPHY: 08-04-1802
DATE OF TOPOQRAPHIC MAPS: 08-0-1893
DATE OF W4S: Q6-1&K185
CONTRACT NO 3 0 4 4
APPROVED OFL _ v@95 BY: 8AFCA BOARD OF DIRECTORS
RESOLUTION NO. A&:@!&____
I ,,LL <.UIV3I,XU111,,IV Mh,i, nlN, 3 M,",, "II,,\I\IM,\IS3,111 >,>.I, L ,,\,I"< "4%" 1\, $9 mi SI'FCII-ICAIIONS rOR NAlOMAS LAST MA114 l)I?AIIIA(;L CANAI. SIORMWAILIi I'I.IMI'IN(; STAlION IMI'IIOVCMENTS
CLlLNlS/CON5ill7ANIS/IJTII IIIFS . - - -- - -- - -- -- - - -- - -- - PROJECT DII?LCTOR PAUL DEVCREll
JOIiN UASSCTT (sarcn)
~ .. .. . .~ ~
PI?O.JECI El.ILINLLl? ROBERT SLHNt ll)l.li (510) 937-1710 (JOIIN CAIlOLLO CNGINFCRS)
2 lllf CONlHACIO1l SIiAI I NOllFY lllL COUNIY Or SACRAMFNTO TLCliNlCAl SLRVICtS OIVISION (PIIONC NO 566-2201) TWO (7) WOIIKINl; IIAYS Pl?lOf? 10 BCGINt.1ll.IG WORK ON llll> PROJCCI IHC CONIIIACIOR SllAlI NOT SIARI ANY GRAOING UNlIL TliC CUIJNIY COMPLETLS A PIIt--GRADING INSPLCTIOI4. covrn SI~ELI
GrNCRAL 1.10115, I'ROJCCT LOCAIION ANl) INDEX

TYPICALS
SlRllCTltHAL SII~UClORAI TYPICALS T\I'ICAI S

SIKOCTUHAI IYI'ICAIS

MLCHANILAL MPICALS

MLCHANICAL TYI'ICALS

MICHAIIICAL IYPICAI S
MLCHANICAL TYPICAL5

MECIIANICAL TYPICALS
ARCHITESTURAI.. TYP!CALS.

M1~CEIIAI;IIOUS'lYPICAI S
- "YARD '

PLOT PLAN
PI01 PLAN AND DFTAILS
Silt PLAN - YARD GIIAOINI;. PAVING ANU PIPING
SlOPlOG SlIIUCTURE - PIAN. StCTIONS AND DLlAlLS
RZTAINING WAlLS - StCTlONS AND DLTAIIS

LEVEL AND ROAD CROSS SCCTIONS
3 BASE1 IN1 COORDll.IAlFS. DISTANCTS AND STATIONING SIIOWN IIIRI IN ARC "CHID" BAS1 1) ilPON Tllt CALIfORNIA COOHUINAII SYS1t.M 7ONt 11 (NAD 8.5) MU1 IIPIY GRIO UISIANCTS BY I 00004963 10 OBTAII4 GROUND DllilANCES
GEOlf CIiI.IILAL ENGiNLtR
BAIL81 AND CHANG -. .-.- ~-
4 TD130GRAPIIIC MAPPING IS RASED ON AtlllAL PIIOIOGRAI'HY OF 8/4/9? ANT) flNA1 IOPOGIIAPIIIC SURVLY OATED 9/13/93
DFI'ARTMFNT OF lJlli lilt-S DFPARTMFNT 01 UTILITIES
(CIIY OF SACRAMTNTO) I
BlTlY ASH1 11
-. - - ~ ----..-.-p-- ~~.. ~ . ---~
5 ELEVATIONS AS SHOWN HERFIN ARF BAST0 ON THE NATIONAL. GFOIIL IIC VERII(:AI DAIIJM (NGV D) Or 1929 ANO ARt BASiD iil'ON SACRAMCNTO COUNTY IIINCIIMAHI~ NO 16-14 WHICH IS 111 SCHIfjt 11 AS 101 LOWS BRONZE TAB1 LT SIAMI'II) "U S C F SlllIVLY MAIII(. 15 AZM 1952" IN TO!' OF N F t NO OF N E WING WALI OF BRIDGE ON WFSl CI. CAMINO AVCNUC AT Tlif NAIOMA5 EASi MAIN DtI'AIiIMINT OF PUBlK WOliKS FNGINCCRING DIVISION
NIC+IOLAS THEOCHAHIIICS 264- 5065
(CITY 01 SACRAMFNTO) -- ~--~ ---

ORAINACC (ANAL

DIVISION
6 THC DASCIINE AS SHOWN ON TllfSC PLAN5 IS 1H[ CONSTROCTION REFFRENCC ILINE }FOR lliF FACII ITICS SIIOWN ON IHtSE PLANS SACIIAMFNTO COUNIY WATTR RESOURCES DIVISION HKLlT FORRESTER St NlOR CIVIL ct41;INf tR 440-6851
(CUIJNW 01- SACRAMFNTO) -. . - . -- -- - 7 TtiE Dl-SIGN TOP OI I FVCE (TOL) F'ROTILE AS SIIOWN ON IHESF PLANS DOES NOT INCILUDF llii ILLVFL C.ROWN OR IiOAl) SIJI?FACIIIC REFFRENCE DLlAlLS AND NOltS ON DWG NO Y-3

BORROW SITE
I8 8-1 RORROW SITE GRADING PLAN - Slit 21
19 8-2 BORROW SITE DETAILS AND NOTLS (OR SlTF ?L
20 B 3 HAUL ROLlTF PlAN

ARCHITECTURAL
A I? I C D TLD SMITH 929-4006
~ .. . - .. ~ ---
RO 1000 JIM CLIFTON 927 9173
8 iJTltIW INFORMATION SHOWN ON Tllt PLANS WAS COMPll tD FROM DATA PROVI[lLD BY THE UllLllY OWIdERS. AND ItiL LOCAllONS AS SHOWN ARC AI'PROXIMATE PRIOR 10 COMMI.NCING CONSTRUCl1ON. THF ACTUAI LOCAllONS AND ELtVATIONS OF All CXISTING UTIIITILS SHALL BE VLliiriLD BY II~E CONTRACTOR THF CONII~ACTOI~ 15 CAIJIIONLO THAI ONLY ACIUAL 1 XCAVATION W1I.L REVtAL THF SIZLE. LO(.ATIONS, AND DFl'ltlS Of UNDLIIGROUND UIILITIIS.
21 A-l EXTERIOR FLEVATIONS AND 5tClIONS
STATF D~PARTMI-NT OF risn AND CAME 355 -7030
- - .. ..

CALTRANS MIKE RAUFl? 741-404
...

UNION PACIFIC RAILROAD DAVE APPLEGATE (109) 942 -5760
-- . -- - -- -- . --
22 A-~2 SLCIIONS AND f)tlAlLS
23 A--3 SCCIIONS AN0 OETAll S
14 A-4 ROOM FlNlSli SLIII DUIF AND DOOR SCHCOULC
9 PRIOR 10 BLGlNNlNG WORK. TIiC CONTRACTOR IS RESPONSIBLF FOl? CONlACTlNG ALL IJllllTY COMPANICS WITH REGARD 10 WORKING OVCR. IJNO[II. 011 AROUND THFlR tXlillNG FACILITltES AND TO OBTAIN ANY RESTRICTIONS TIIAI ARE RfOUIRrIl 10 PIILVEIIT DAMAGE 10 TtlE FACILITY

STRUCTURAL
25 S-1 BOTTOM PL4N - PUMP STATION
26 S--2 TOl' PLAN - PUMP SIAIION
27 S-3 101' PIAN AT CL 44 00
28 5-4 ROOF FRAMING PLAN AND DOAIIS
29 S--5 SECllONS - WEWELL AN0 BUILDING
30 5-6 SECIIONS - WETWEll AND BlJlLDlNG
31 5-7 SECTIONS - CIiANNELS
J2 5-8 STAIRWAY AND PLAIFOllM DETAII S
33 5-9 SlRlJCIUNAL 51-CIIONS AND OLTAILS
34 S-10 SECTIONS AND OETAIIS
35 5-1 l STRUCIUNAL OETAIIS
6 S- 12 SlRUClUliAL 5ECTIONS AND DUAIILS
37 5-13 ROOF FRAMING PLAN AND SFCTIONS
38 5-14 ROOF Dt.lAlLS ANU SCCTIONS
39 S- IS ROOF DEIAI1.S AND SECTIONS
10 TllC CONTRACTOR SHALL NOTIFY UNl)LRGROIING SFRVICE AlERT (USA) A MiNIMlJM OF 48 HOURS IN ADVANLt Ot ANY EXCAVAIION WORk BY CAI 1 ING (800) 542-2444
FIR1 DISTRICT
1 CIIY OF SACRAMENTO
AREA MAP I 1 ron ALL TRENCH EXCAVATIONS THAT ARE 5 FEET OR MORE IN UFPTI-I, THE COl.1TRACTOR SHALL OUlAlN A PCHMII FROM 1liE DIVISION OF INDU5TIiIAL SArCTY (2422 ARlIrN WAY. SlJITt 55. SACRAMENTO PHONE NO 920-6173) PRlOl? TO BEGINNING ANY LXCAVAIION. A COPY OF TlilS PFRMIl SHALl i3t MAOt AVAIIAOLF ANII HI: LOCAIFD ON TllE CONSIiiUCTlON 5ITL AT AILL llhiCS 1 IOU NORION
FLt Cl RICAL 011 1. TROCCHIO 549-3886
(PG&k) -- -- . .. .

IEL FI'IIONC TERRY RullltRroIlD 972- 3844
(PACIFIC HFI I ) .-
~
--
TELCPtiONE ED LFUFCEN 373-4606
(MCl)
IF! FPllONE JOIIN MARCItUCK 836- 6236
(SPRINI) --
12 THE CONTRACTOI? SHALL PROVIDL TEMPORARY FENCING. GATES OR BARRlfRS WHCNLVLR EXISTING I rNClNG GATt5 OH BARRII H5 Alil RI MOVED 11115 INCLUDtS RI MOVAL OF IHL EXISIING AR F C D OR Ii1)-1000 GAlkS A1 ACCrSC Oli PROI'O5FO IIAUL ROADS

MECHANICAL
40 M-1 BAR RACK AND BRIDGE CIlANf PlAN AND DETAILS
41 M-2 f0EL OIL AND WAltll PIPING SClitMATICS
42 M-3 FUEl OIL STORAGt tACILIIILS AN11 MISCELLANEOUS DLTAIL5 I3 All. rENClNG OR GATES TO BE LOCATED ON A PROPERN LlNF SHALL 01 IOCATEII 0Y A II(;ENSFD DUALlflED LAND SURVEYOR OR RCGlSlERt D ENGlNrfl?

14. THC CONTRACTOR IS TO KEEP WORKERS. EOIJIPMtNT, AND MAlERlAlS OOTSIDE 01 TIiE L.lM1TS [)CSIGNATED AS 7HF 2-YEAR HIGII WAICK MARK THF CONTRACTOR Wlll HE AILOWED TO WORK INSIDE TIIIS LIMIT ONLY WHERE WORK IS SPFC1FICALI.Y CAI l FO FOR BY TllC PLANS
CABLE VISION tlll~L BOWtR 927-2725
(SACRAMENID CABLE) .--. . - .- - .- -. -. . -- -
IJNOrRGROOND A1 TRl (800) 642 -2444
(USA) ~- -.

WI.STFKN ARCA POWER ADMINISTRATION
(WAPA)

LIGHTING DETAILS
: DIAGRAM

INSTRUMENTATION I

CONTROL POINT&
55 N-1 LCCEND AND GENERAL NOTES
56 N-2 P&lD - STOIIMWAlLIi PUMP STATION
57 N-3 P&ID - IULL OII TANKS wnsir oil sionAcr TANK AND SEWALE HOIDINC IANK

A I'K NAIL IN PAINTFD CROSS IN BRIDGE (SOUTH
SlOF NIAI? MIODL F) ON MAIN AVtNUl OVIH NLMDC
B PK NAli IN PAINTED FLlLliT CROSS IN DRIVEWAY
AI 5401 tA5T ItME ROAD
C 5/8" RLBAR IN PAPER tllGHT CROSS ON FAST
51OF 01 WET LCVCC 0 4 MIlLFS SOUTtI Or

ELUI IOIIN HOULLVARD

LOCATION MAP

BASELINE DATA

CONFORMED
NOVEMBER 1995
I

ALIGNMENT PLAN
. .
#8 MORE TWIN 2 1 54 71 42 54
5 43 56 33 43 -
19 MORE THAN 2 1 69 89 53 69
5 / 55 71 42 55 -
810 MORE THAN 2 1 88 114 67 88
r FOR INNER LAYER OF REINFOI<CEMENT IN WALLS AN0 SIABS. THE W spLicr LENGTH OF (9. 110. AND #II BARS MAY BE REDUCED BY 25

PERCENT IF CUM SPACING IS THREE BAR OIAMETERS OR MORE
TABULATED VALUES ARE FOR BARS WlTH CLEAR SPACING OF MORE THAN TWO BAR IWU(ETtHS THESE VALUES MAY BE REDUCED BY 25 PFRPFNT FOR 49 810 411 MS IF THF CLCAR SPACING IS THREE --- -.-,.." BAR OIAMETERS OR MORE 1; THE CLEAR SPACING IS LESS THAN OR FOUAL TO TWO BAR OtAMETERS VAIUES TABULATEO ABOVE SHALL BE INCREA!%D BY 50 PERCENT
A8 ANMOR B~T LAB LABORATORY
ABC AGGRECRATE BAY CMlRY LAY LAVATORY
ACT ACOUS~CAL nit LLH LONG LEG HWIlZOHTAL
ALT ALTERNATE LLV LONG LEG MRnCAL

ALUM ALUUINUU LP LOW PONT OR
ANCH ANCIIMI LlWlD PROPANE
APPROX APPROVUATE LU5 LOW WATER WRFACE
0 AT UAR UATERIAL

AVC AMRACE MAX UAXIUUU
ED BOARD UCC UOTOR COHlROC CEHRR
BLOC BUlLOlNC NEW UEMANICAL
ELK %LOCK UFRS UANUFAC~RER'S
CA CONCRETE ANCHOR Ulh UlYlUUU

CB CATW BASIN UK NARK
CL OR $ CENTERLINE NAT CR NATURAL GRME

CLR CLEAR N NORTH
CuU COHCRETE NASOHRY UNIT N/A NOT WUCW
cpLc cw cwc cTn cwPLtNC cao cO*ImETE CwxRwnK WAKR
ME oc oo PR Mi OH wmw PuR CENTER lo xu MAMETER
NOOR 1 NlMtwR

CCUP CWPACTED
COHT ccuwuknw. CMTINUWS OPNC OPENINC
CU WBC PERP PUlPEHMCUUR
OCC OECREE PH OR 8 PHAY
DtX OWmE PL RATE OR PROPERTY UNE
DIA W d MWETER PK: Pamnn WLORIOE
DIST ~srnmunw R R*DIUS
D*C WArnnc RUNF REIWORffUENT.

E EASI REIWORWC

EA EAW REOO REWIRED
~f ELEC EAW ELECTRIC(&) FA= REV n/w REUW RIWT of WAY
EL ELEVATION s wm

EOPT EWPUENT KH YHEW

EW EACH WAY YL SELECT
EXIST EXISTING Wr YnaE
EXP EXPANSON YiT %€El

FB FLAT BAR SIU YUIUR
FC W1Yi al*DE ST SR STMSS STEEL
FLEX NXlC3LE SPEC oraFicAnwi
nc WRE STD STUID~
FT FOOT ST* STAW

CALV OMVAMZED SR STEEL
c* u cAuU: a~ss w WARE
sruucr STRUCTURAL
CIle CWYJU WALL Ww SIUU SWUElREM
HIE nax WE END la3 TOP k BOTTCU
HX HW* Tm) ENDS MK McK
HOW HARDWARE 105 TOP ff STEEL
HMlZ HWIZOHTM TOW TOP Of WEIR
HW HOT WATER 1W TIP(CM
HP HlW PONT UNO UMSS NOTED OMERWY
n*2 HIGH wkrm *An 4RT MRnCAL

ID WSIOL MLYETER MC MLUUE
IN OR ' INCH W WS1
1nv INHRT rnm
JT ~NT 0 mmWT
WATER SURFAff

WX WLDED WRE FMIC
SEE DRAWING M-2 FOR PIPE ABBREVIATIONS

1. MI. CONCRETE CONSTRUCTION. INCLUDING BENDING OF BARS. SHALL E. REINFORCEMENT SHUL BE PLACED WITHIN A TOLERANCE OF f l/4- COMPLY WITIi ACI -BUILDING CODE REOUIREMENTS FOR REINFORCED OF POSITION SPCCIFIEO. SEE DRAWINGS FOR WIRE TIES AT 2'4 OC CONCRETf (ACI 318). + COVER SHALL BE NOT LESS IWW I W DMETER OF OUTSIDE W. FOR JOINTS. SEE BELOW WX. HOG RING MAY BE

2. UNLESS OTHERWISE INDICATED DN THE DRAWINGS. MINIMUM REINFORCEMENT USED IN LlEU OF WlRE LOOP.

OF CONCRETE WALLS OR SLABS SHALL BE: 8. KFJWAYS AND WATERSTOP SHALL END S BELOW THE TOP OF WALLS Iff THICK OR LESS - USE (501T EW
UNLESS THERE IS A SLAB ON TOP OF THE WNL. IN WHICH CASE IT SWL EN0 AT THE BOTTOM OF THE SLAB. IN JOINTS WHERE WATERSTOP NOMINAL l'x T KEYWAY MORE THAN lff THICK - USE 15012' EMF TERMINATES AT ADJOINING SLAB OR WALL. WATERSTOP SWUL BE CENTERED IN JOINTS

3. ALL WALL REINFORCEMENT AT CORNERS OR JUNCTIONS OF WALLS SIiALL EMBEDDED IN ADJOINING SUE OR WALL A MINIMUM OF c.

BC CONTINUOUS. UPPED. OR TERMINATED IN AN ACI STANDARD 90 DEGREE HOOK. UP SPLICES SWL CONFORM WlTH NOTE 12. 9. CONCRETE CURING SHALL BE IN ACCORIYWCE WlTH THE CONTRACT DOCUMENTS. WHERE WATER CURING IS REOUIRED. MEMBRANE CURING IS NOT ALLOWED. THE CONTWTOR IS WARNED THAT WATER CURING 4. UNLESS OTHEANISE INDICATED ON THE DRAWINGS. NL BARS SHUL BE IS DlFflCULT AT TIMES DUE TO WINO AND DRY CONDITIONS.

THE CONTRACTOR SHALL STUDY REOUIREMENTS AND %+ALL FURNISH ADEQUATE SMTEMS TO PROMOE WATER CURING WHERE REOUIRED.

TOP OF WNLS SHALL BE KEPT VISIBLY MOIST AT ALL TIMES AND SHALL BE FLOODED NOT LESS TWIN THREE TIMES ONLY.

6. STIRRUP SUPPORT BARS SHALL BE PROVIDED BETWEEN ENDS OF TOP 8*RS 10. WATERSTOP SHALL. BE PLACEO IN ALL CONSTRUCTION. CWTWTON, AN0 REINFORCEMENT

EXPANSION JOINTS IN ALL WATERBEARING SLABS AND WALLS UNLESS CONTINUOUS THROUGH AS REQUIRED OTHERWISE INDICATED ON THE DRAWINGS. AND IN ALL WALLS AND SLABS

7. UNLESS OTHERWISE INOICATED ON THE DRAWINGS. CONCRETE CWER OVER #I1 AND SMALLER RElNF BARS SHALL BE AS FOLLOWS:

SUBJECTED TO GROUNDWATER. WATERSTOP IN THE WALLS SWlL Bf WRIED INTO SLABS AN0 SHALL BE SPLICED WlTH THE WATERSTOP IN A. SLABS AND JOISTS: THE SLABS.

FORMEO CONCRETE SURFACCS FOR DRY CONDITIONS ......... J/C. 11. NO BACKFILL SWL BE PLACED AWNST WNLS UNTIL CONCRETE HAS

REACHED THE SPECIFIED STRENGTH AND THE CONNECTING SWS AND

BEAMS HAVE BEEN CAST AND HAVE REACHED THE SPECIFIED STRENGTH REINFORCEMENT CONT

CONT THROUGH
THROUGH JOINTS 12. LAP SPLICES. WlRE TIES AT ?'-On
A UNLESS OTHERWISE INOICATEO ON THE DRAWINGS, THE LENGTH OF MAX. HOG RING B BEAUS AND COLUMNS: TliE LAP SPLICE SHALL BE CLASS 'A" WIIEN NO MORE THAN I/2

THE BARS ARE UP SPLICED WITHIN THE TABULATED LENGTH AND

MAY BE USED IN
CLASS 'B WHEN MORE THAN 1/2 THE B*RS ARE LAP SPLICE0
LlEU OF WIRE LOOP.

WITHIN THE TABULATEO LENGTH. 6 WATERSTOP

8. VALUES TABULATED BELOW FOR SPUCES ARE APPLICABLE ONLY WliEN THE COVER IS EOUAL TO ONE BAR DIAMETER OR MORE.

C. WHEN MULTIPLE WRS ARE SPLICED AT THE %ME SECTION. THE CLEAR STIRRUPS AND TICS ....................................... 2' BAR SPACING IS THE MINIMUM CLEAR OISTANCE BRWEEN THE BARS PRINCIPAL REINIORCEMENT. .............................. 2 l/r OUTSIOE THE SPLICE LENGTH LESS ONE BAR DIAMETER.

0. UNLESS OTHERWISE INDICATED ON THE DRAWINGS. Tiif BARS AT A W SU\B OR WAU. kORMEO CONCRETE SURFACES FOR ORY CONDITIONS 314-
SPLICE SWVL BE IN CONTACT WlTH EACH OTHER ......... E. FOLLOWING TABULATED VALUES ARE CALCULATED FOR:

FORMED CONCRETE SURFACES EXPOSED TO EARTH.

WATER. OR WEATHER. ........................................ ..2' PC YTo

KEY CENTERED IN
SLAB OH WALL mfS;

0. FOOTINGS AN0 BASE SUES: F. TOP BARS ARE ALL HORIZONTAL REINFORCEMENT SO PLACED THAT I. %NOBLAST JOINT AND REINFORCEMENT PRIOR TO PLACING CONCRETE FOR FORMED VERTICAL CONCRETE SURFACES r
MORE THAN 12 INCHES OF FRESH CONCRETE IS CAST IN THE MEMBER NEXT SLAB OR WALL. .................... BELOW THE tW1.

AT UNFORMED SURFACES AND BOTTOMS IN CONTACT G IORIZONTM BARS IN CIRCULAR WALLS OF HYDRAULIC STRUCTURES SlAB OR MU. 2 FOR WALLS, FORM ALL JOINT EOGES AT 1/4' CHAMFCR WITH EARTH OR CONCRETE WORK MATS ....................... SHUL BE SPLICED WITH CLASS .IT TOP BAR W SPLICES WITH THE 3 FOR SLABS, EDGE TOP OF EXPOSED SLAB JOINT EDGES AT 1/C RADIUS.

TOP Of FOOTINGS WE AS SPLICES IN EACH LAYER OF R€INFORCCMENT STAGGERED ONE SPLICE ......................................................... LLNGTH.

4. FOR UNOERSIDE OF EXPOSE0 SLABS. FORM JOINT EDGES AT 1/4' CHAMFER SLABS

FLOOD CONT NT PROJECT VERIFY SCALES

BAR IS ONE INCH ON

ORICINN DRAWING

NEW STRUCTURES

EXISTING STRUCTURES
- NEW PIPING
-- /-~7 - EXISTING PIPING
- - - -- - - - HIDOEN LlNE
CENTER. MONUMENT. OR SURVEY LlNE - - -
-- WwDmIL
-- 308 ---- - EXISTING CONTOURS

NEW CONTOURS
NEW FENCE n n n
-x---x--x- EXISTING FENCE
REMOVE (CROSS WITCHING: FENCE f-/ff/ /t"/W'-7YIL7/ X;Y

SHOWN AS EWIUPLE) PP
POWER POLE & LlNE - E - E-
PROPERN LlNE OR RIGHT OF WAY
-. SLOPE
TOE
RAlLROm JIrlI11111
--- CIN LIMITS
---

FUTURE ROAD -- - -
----

EXISTING ROAD ----
=i.-#====

CURB & GUTTER

WOROSEEOING
*****.I*
.I+****
'. "#.LL.,> ".." ,LL-, .....-,,,&-, .. - ....

CONSTRUCTION SHALL BE AS INOlCAlED IN THE APPLICABLE TYPICAL.

DETAJLS AND GENERAL NOTFS. NPICAL DETAILS SHUL APPLY MN THOUGH NOT REFERENCED AT SPECIFIC LOCATIONS ON DRAWINGS.

3. WHERE NO CONSTRUCTION OETAILS ARE SHOWN OR NOTED FOR ANY PART OF WORK. DETAILS SHALL BE THE SAME AS FOR OTHER SIMILAR WORK. .

DETAJL OR SECTION
\ye luENTlFlcATloN DEiNL OR SECTION TAKEN

ON THE WE SHEET

DETAIL OR SECTION MAY

BE TAKEN ON SWERAL

DIFFERENT SHEETS

DETAJL OR SECTION IS

TAKEN ON THE DRAWING

INDICATED

AT TITLE

DOAIL OR SECTION
c
IOEKilFiCATlON

DEWL OR SECTION IS TO BE

FOUND ON THE SAME SHEET
DRAlL OR SECTION IS TO

BE FOUND ON IHE DRAWING

INDICATED

AT CROSS REFERENCE

RAWING CROSS REFERENCE
MW -. lsm&!YC .citdl
C-S .A. "g -0 cr3 r-7771 'D- CONCRETE
CLASS *d CONCRETE
--J T]
STEEL
W7A m
lzzzzl

CAST IRON OR

W& FIBERGLASS

ALUMINUM

BRICK OR BLOCK
wm
WOOD CROSS GWN.

FlNlSli
WOOD. STRUCTURAL
c2-a lzz.cl
BRONZE. BRASS.
rn OR COPPER mm
GRAVEL
RUBBER E:::E?J
SOIL
K%+% $$$%$%
rn

EAST LME ROAD

PAVEMENT
lssa

AREA PAVING
YlFWINeV\NwN -
WWO GWN. RNISH

GRATING

RAOIUSEO MANORAIL
RETURN TO POSTS.

MFR STD POST
BKACKn (TYP)
l'le GUARDRAIL SUPPORT POST
PLACE CENTER OF EMBEDDED POSTS 4' FROM EDGE OF CONCRETE OR 6 FROM EDGE OF CONCRETE STAIR NOSINGS UNLESS OTHERWISE INOICATED ON THE DRAWING:

PLACE RAIL POSTS OPPOSITE EACH OTHER WHERE HANDRAILS ARE PAWLEL. 1 1/2'6 PIPE -\
GUARDRAIL SHALL BE HOT-DIP GALVANIZED AnER FABRICATION
PROVIDE SLlP JOINTS AT 24' UIW CENTERS FOR EXPANSION OF RAILS AND KICKPLATE LOCATE RAIL SLlP JOINTS AT FACE OF POST. CAP AT TIME OF INSTALLATION SHALL BE BASED ON TEMPERATURE OF HANDWL (3/6 CAP AT 2SF. 0 CAP AT IOUF). AT CONCRETE EXPANSION BINTS. PROVlDE MINIMUM OF 1" CAP IN SLIP JOINTS BUT NOT LESS THAN WIDTH OF CONCRETE EXPANSION JOINT. INSERT SLEEVES SHW BE LONG ENOUGH TO &LOW FOR THE FULL WGE OF UOMMENT.

POST BRACKET
KICKPLATE MAY BE EXTRUDED OR BENT PLATE AND SHALL BE AnACHED WITH ST BOrr-m TOP
SLlP JOINT 0 RAIL
l/Z# PIPE k KlCWLATE7 5.-6w
I-,
i-]sI:Td CONC (Np) ANCHOR
MFR STD OtTAlL

FOR CONCEALED

FASTENING
- 1/6 MIN

FVWGES &
WEB
- MFR STD

BRACKET
OC MAX
HAND TIGHTEN AND CENTER PUNCH BOLT TO LDCK SP~~CES SHALL-ACCOUUO~ATE TEMPERATURE EXPANSION PER NOTE 4 OMIT KICKPLATE WIiERt HANDRAIL IS MOUNTED ON 6 MIN HIGH CURB
ML GUARDRAILS SHALL BE FIXED UNLESS OTHERWISE INDICATED ON THE DRAWINGS.

HANDRAILS ALONG WALLS SWVL BE SINGLE fWL WlTH TOP OF RAIL AT 2'-16 HEIGHT ABOM LANDINGS OR TREAD NOSINGS. OR TO MATCH TOP RAIL ON OPPOSITE SIDE WHERE HANDRAIL IS INTEGRAL WlTH TOP OF GUARDRAIL.
lltYBUafl eLBt(

END PLATE -- SIDE PLATE -- SECTION '
ALL JOINTS FOR STEEL HANORAIL SHW BE COPED. WELDED. AND GRDUND SMOOTH.

FOR RAIL POSTS MOUNTED TO BM OR STNR CWNEL. PROVIDE UANUFACTURER'S REINFORCED CONNECTION FROM POST TO PLATE.

V
-
L(FR.S STANDMID --SEE NOTE 4 ON
SPLICE SLEEVE NP DETAIL 153

ASSEMBLY
MATERW. ME MATERIAL FOR SLIP AS JOINT PLATE AND
THE GUARDRAIL.

KICKPLATE CHANNEL SW BE OF THE
MIFs -

1. THlS DETAIL IS APPLICABLE AT NON-PUBLIC AREAS WHERE EMPLOYEE

ONLY ACCESSIBILIN IS REOUIRED, AND SHALL COMPLY WITH THE AMERICANS WlTH DISABILITIES ACT. THE UNIFORM BUILDING CODE. AND TITLE 24 (IN CALIFORNIA).

2. SEE SPECIFICATIONS AND TYPICAL DETAIL 153 FOR ADDITIOW

REOUIREMENTS

3. VARIOUS POST MOUNTING DETAILS ARE ILLUSTRATED. SEE DRAWINGS FOR SPECIFIC MOUNTING REOUIREMtNTS.

SEE DRAWINGS OR SPECIFICATIONS FOR GUARDRAIL UATERIAL MPE(S)

1. WWORAII. SHALL BE PROVIDED ON EVERY STAIRWAY HAVING TWO OR MORE RISERS. WHERE WWDRAILS ARE REOUIRED, THEY SHALL BE PROVIDED ON BOTH SIDES OF STAIRS.

ME2

1. SINGLE RAIL HANDRAIL D WALLS SHALL MATCH PROFILE SHOWN FOR GUARDRAIL MOUNTED HANDRAIL.

2. SEE GUARDRAIL MOUNTED HANDRAILS FOR HANDRAIL EXTENSION REPUIREMENTS.
2 INSIDE HANDRAIL ON SWITCHBACK STAIRS SWVL BE CONTINUOUS

3. WHERE THlS DETAIL IS APPLICABLE. STAIR RISERS SHALL HAVE CLOSED FACES. SEE STAIR TREAD AN0 RISER DETAILS.
- 1. SEE NPICAL DETAIL 153 FOR AOOlTlONAL REQUIREMENTS.

UARDRAIL DETAILS THREE RAIL GUARDRAIL @ GUARDRAIL NOTES

FRONT EDGE OF

BOTTOM TREAD
1" NON-SHRINK GROUT
l/CR (NP ALL EDGES)

REUWABLE

HANDRAIL POST
7 3/B ST STL BOLTS
0 12- M: MAX TRE'AD SPACING - 11'
UNLESS OTtlERWISE

INDICATED ON THE
RISER P 7" MAX

UNLESS OTHERWISE

INDICATED ON THE

POST LA--- FASTEN EQUIP TO SUPPORT
THRU 5" WIDE 1/2" TIIICK 50
DUROMETER NEOPRENE PAD ROOFING CON1 OVER
COUNTER FLASHING. EOUIPMENT SUPPORT.

ATlACH TO ROOFING ROOFING SYSTEM AS
W/FLASHING CEMENT. 7 SPECIFIED. 7
LEDGE FOR [ [ 1
,M
HOT-DIP "/l-$----' GALV NAILS
3/4-6 ST STL BOLT IN FLUS++/
'

SHELL W/ LEVELING NUT
CENTER BOLT IN 3" SLOT 1 /4'0 CONC ANCHOR
Q 12" OC B CONC DECK.

AT METAL DECK.

MlEz

1. SEE DRAWINGS FOR DIMENSIONS 'L'. -iC. AN0 STAIR WIOTII. STAlR WIDTH - 3'-0' CLR BElWEEN CHANNELS UNLESS OTHERWISE INDICATED ON THE DRAWINGS.
2 TREAD WIOTH - TREAD SPACING + 1" (WP ALL TREADS)
2x6 OR LARGER PRESSURE
TREATED WOOD.

SIZE TO SUIT EOUIP FURNlSllEO
LEVEL TOP SURFACE. I
MEi
1 INSTALL FALL PRMNTION SYSTEM. OR SAFEN CAGE. WHERE HEIGHT OF LADDER EXCEEDS 20'-(r.
mfS;

1. COAT MClAL SIJRFACES IN CONTACT WlTH CONCRflE AS SPECIFIED

2. PROVIDE 1/4' TREAD PLAT€ COVER FOR EACH REMOVABLE
tWORAlL POST ANCHORAGE, I
81 MINIMUM CLEARANCE TO ANY OBSTRUCTION ADJACENT TO LADDER:
2'-b AT CLIMBING SIDE (2'-3. AT SMOOTH WALL) AND
1'-3" EACH SIDE OF CENTER LINE. AT SIDES OF VlDOER

3. STEEL STAIRWAY SHALL BE HOT-DIP WVANIZEO AITER
FABRICATION.

3. SEE DRAWINGS OR SPECIFICATIONS FOR MATERIAL MPE(S).

I

3. STEEL LADDER SHALI. BE HOT--0IP GALVANIZED AFTER FABRICATION. 4 WHERE GUARDRAIL IS STAINLESS STEEL. BOLT PIPE TO RAlL W/ 2-1/2'0 STAINLESS STEEL BOLTS.

I
STEEL STAIRWAY ROOF EQUIPMENT SUPPORT RCIAOVABLE IiANDRAIL POST

STORMWATER PUMPING STATION

TYPICAL
SACRAMENTO AREA FLOOD CONTROL AGENCY M EC HAN ICAL T"fP 1 CALS THIS SHEET. ADJUST

SHOWER HEAD

1. HOSE RACK SHALL BE FABRICATED FROM 1/B STL PLATE. ROUND ALL EDGES SMOOTH. HOT-DIP GALVANIZE AFTER FABRICATION

2. HOSE RACKS INSTALLED IN YARD LOCATIONS SHALL BE MOUNTED ON POST.

THE POST SHALL BE TS3x3x0.1875 r 4'-V HOT-DIP GALVANIZED AND SHALL BE SET IN CONCRETE IBL x 18' DEEP. WELD CAP ON TOP OF POST. 6 COMPACTED ABC OR BEARING AREA SHOWN ON PLANS. AREA MAY BE DECREASED IF 3. HOSE RACKS INSTALLED IN STRUCTURES SHALL BE WALL MOUNTED. FASTEN SUBSTANTIATED BY SOIL BEARING TESTS. RACK TO WALL WlTH 2-5/8'1 ST STL CONCRETE ANCHORS. FOR MASONRY WALLS. FASTEN TO GROUTED CELLS.

2. CONCRETE SWLL BE CWS *A' OR '6.

3. THRUST BLOCK IS TO EXTEND TO UNDISTURBED SOIL

BLDCK TO PREVENT POP-UP TYPE HYDROSTATIC

FLOWION OF PIPE PRESSURE RELIET VALVE

STRAINER PLUG

CAULKED INTO BE
WlTH LEAD WOOL

FLANGE X HUB
CE STAMPED ON LID Dl WALL THIMBLE

L AS INDICATED

N THE DRAWING
REDWOOD SKIDS.

FASTEN TO CARRIER

PIPE W/ STL BANDS BRONZE MOUNTED
STEM EXTENSION PRESSURE REI.IEf VALVE. JAMES B. CLOW NO F-1494:

NEENAH CONSTRUCTION
CASTINGS NO R-5004--Al;
OF PlPE INSTALLED
1 STD STL PlPE
tNF COUPLING
CLASS '6 CONC

VALVE SUPPORT

UNDISTURBED SOIL TERMINAL POST

1. ALL BURIED VALVES SHALL BE PROVIDED W/EXTFNSION STEM 1 PRESSURE RELIEF VALVE SHALL BE INSTALLED AT SPACING AND OPERATOR W/2" So AWWA NUT WITHIN 36' OF VALE BOX COVER. LOCATIONS INDICATED ON THE DRAWINGS CHAIN LINK GATF DETAILS NUT IS TO INDICATE DIRECTION Of ROTATION TO OPEN VALVE
2 COAT BURIED PIPE & VALVE BOX PER SPECIFICATIONS 2 FLANGE BOLTS SHALL BE ST STL.

3. CLEAN VALVE BOX OF ALL DEBRIS k SOIL.
1 CHAIN LINK FENCE SHALL BE PER COUNTY STANDARD CONSTRUCTION SPECIFICATION SS-102 k SS-103 AND SECTION 80 OF THE STATE SPECIFICATIONS 4 VALVE RPE AS INDICATED ON THE PLANS

FLOOD CONT VERIFY WS

BAR ORIGINAL IS ONE DRAWING INCH ON

3/4"0 CONCRETE ANCHOI?S IF MOUNTED
ON WAI I. ON CEILIkIG IISC CONCRElE

INSERTS OR ANCIIOR BOLTS ONLY
3/4"0 GAlV BOLT
PIPE "U' CLIPPCD TO CHANNEL FRAMING
I'REFOI?MiD CHANNCL PIPE SUPPORT

CONCRETE OR GROUTFD MASONRY WALL
NDE5
I IF SUPPORT IS CiUBMFRGEO OR BCLOW TOP OF WALL OF IiYORAUilC 5TRUCTURE. ALL MATERIAL SIIALL Bt SIAINLEbS STFFI
2 FOR COPPER PIPE. WRAP PIPE UNDER "V CLIP WITH POLYETHLENE TAPE
3 MAXIMUM PlPE SlZt 3-
4 SPACF FLUSH MOUNT PlPE SUPPORTS AT 5'-0" MAXIMUM
PROVIDE CiAMP WlTtl SUPPOR1
f ROUND ALL StlARP CORNCRS TO l/L E
LENGTH ANI) THREADS TO A1 LOW MIN At
MAX DllMENSION SHOWN USL SIHAI6HT
4-3/4"0 ST STL All TtIREAD RODS
W/ LEVELlNG NUTS IN FLUSH SliCLLS
THREADED 150 L8 REDUCING FLANGC
SEE NOTE 3
NmEx
1 HOT-DIP GALVANIZE AFTER FABRICATION.
2 PlPE SHALL BE SCHEDULE 40
3 CHEMICAL ANCHORS MAY BE SUUSTITUTFD
FOR FIUSH SIitLLS AND AIL THREAD WOOS
RADIUS
40 1/4' TtilCK SLEEVE OF
NCOPR[.NC COATED SHEETING
DONOEO TO IOHM SI ?EVE ---7 ,,--- I" ST STL BAND

ATTACH W/ST STL
SCREWS @ 4" MAX

OC OR W/ST STL
WORM TYPE DRlVi
6iAT BAND Cl AMPS
.NOTE

1. DUCT WID711 SHALL BE THE LONG DIMENSION OF RLCTANGULAR DUCT OR THE OUl5IDE DIAMETER OF ROUND DUCT.
63 12- OC.

SEE NOTE I

DIMENSION OF RECTANGULAR DUCT
OR THE OUTSIDE DIAMETER Of

ROUNI) DUCT
-- .....

AIR DUCT HANGER AND SUPPORT SCHEDULE --
14x3'-0" (TYP)

HOT-DIP GALV CONC

INSLRT (TYP)

FLUSH MOUNT PIPE SUPPORT
lfi' PL (NP)
1/C GAP
3/4'm HOT-OIP
(TYP 2 SIDES)
- L 2x2x1/4 (NP)
l/tT THICK NEOPRENE
X WIDTH OF ANGLE.

BOND TO ANGLE WITH
y-( MP 1 /4
NRIL
HOT-DIP W MlFti FABRICATION

ADJUSTABLE PIPE SUPPORT

AIR DUCT SUPPORT

VERTICAL AIR DUCT SUPPORT
-I 1 ANCILOR OOLT
SEE NOTE 1
3-MIN ALL -1 I
AROUND
'D" = ONMETER EOUIPMENT BASE
OF ANCHOR BOLT 4 1- /- OR 'OLE PLATE
ROLlGIiCN CONCRETE TO 3'' CLR FOIi SLAOS
1 /4" Alr(PLI1UDE AN0 ON LRADk
COAT WllH EPOXY
BONDING AGENl ------- ALL OTHER SLABS
NDlE.

I TllE EDGE DISTANCE ON TllC ANCHOR BOLT5 SIIALL. NOi BC LESS THAN 6' OR 8 x "D"

EQUIPMENT BASE
r ST STL LOCK NiJT
-- ST STL LWELING NUT
1 1/2" NON-SHRINK GROUT
EOUlPMENl BASE OR SOLE

NON-SHRINK GROUT
1/8' MIN WALL THICKNESS
-"D"- DIAMEIER Of

ANCHOR BOLT
SYNIHETIC RIJBBER SEAi.ING

COMPOUND UEAD CONTINOOUS
Ai L AROUND COUIPMENT BASE

OR SOLE PLATE
I ANCHOR ROIT DIAM~ILR AS INDICATED ON TH~ DRAWINGL ir NOT INDICAitU ON ItIL DRAWINGS TliE ANCHOR BOLT 5171 SHAil BC AS RLCOMMFNOFO BY IHk COUIPMENT MANUfACTlJRtH
2 WliiRt CONCRkll SLAB OR REAM THICKNESS WILL NOT ACCOMMOOAIE TllE ANCllOR UUIT. PtiOVIDF EXTRA TIIICKNLSS OF SLAB OR iiEAM 3 PUEFABRlCATEn PIASTIC ANCHOR BOLT SLEEVE Ol'TlONAt
@ ANCHOR BOLT
/-

STEEL PIPE OR TUBE

CAULK WITH

AS INDICATED IN THE

SILICONE

DRAWINGS

SEALANT

WATERTIGHT UMBRELLA

OVERLAPPING JACK
BY RADIUS OF 3" TO 4"
18 GA GALV SHEET

MRN MINIMUM OF
8" ABOVE ROOFING
5 MINIMUM TO
4' MAXIMUM FLANGE.

SR IN MASllC OVER
ROOFING. PRIME

BASE PLATE AS

INOICATCD ON

THE DRAWINGS -

ROOF SYSTEM
AS SPEClflED
AS INDICATE0
ON THE
DHAWINGS -\
BIRD SCREEN ST STL PlPE CLAMI' SEAL
Ai.L AROUND W/FLUE CEMENT

CONCRFIE --

STL SLEEVE PIPE W
1/4" TlllCK WAILS
1/C LYDALI. 'LYTHERM 15

PER MANUFACTURCR'S

HLCOMMENDATIONS --
\--INSULATION W/Al.UM CLADDING
\ CONTINOUS THW ROOF
\.- EXHAUST PIPE.

SIZE AS INOICATEO

ON THE DRAWINGS
EXHAUST PlPE PENETRATION THROUGH
CONC ROOF FOR TEMP 1. 1000' F

CONFORMED
BAR ORIGINN. IS ONE DRAWING INCH ON

CONFORMED
NOVEMBER 1995

TYPE 5 RETAINING WAI.L (TYP)
WEEP HOLES 81 PERVIOUS RACKF1I.I. NOT REO"D

PLAN- STOPLOG STRUCTURE
1/8" = 1'-0"
TIES
/TV-( TYP OF 4
- 3/8 x2 1/8'
CONllNUOUS (TYP OF 4)
WGX25
DRILL 1 1/2-0 HOLES IN
7 1/ZUx7 1/2" PLATE @ 1 1/2"m HOLES

CENTERED ON TAPPED HOLES
IN 2 1/2"x4 l/2" PLATE 7 1/2"x7 1/2"x3/8"
7 PLATE
Gax6'x3/8" PLNE W/ BLOCK OUT CONCRETE W/
3/4"la OR DRILLED HOLES
(CLIP CORNERS AS REO'D

TO FIT INSEDE TS)
2 1/2"x4 1/2"x3/8"
PL 7 1/2"x7 1/2"x3/8" PLATE DR1I.L & TAP d
CENltR FOR 1/2"0 BOLT
fiaTL5
1 ) ALL CORNERS AND EXPOSED EDGES IN THE COVFR PLATE ARE TO BE GROUND 2) ALL BOLTS ARE TO BE STANDARD 1/? INCH HEX HFAD

MUD MAT --------'
NOVEMBER 1995
SCALE: HORIZ: 1" = 20'
VLRT: 1" = 5'
NAIUMA3 AKCA

FLOOD CONTROL IMPROVEMENT PROJECT

STORMWATER PUMPING STATION
YARD

LEWEE AND ROAD CROSS SECTIONS
@ REMOVE EXISTING FENCE WIit-{IN GRADING LIMITS.
@ INSTALL. CULVERT WIT14 INLET AND OUTLET STRUCTURES SEE DWGS R-4 AND S-6 VOI UME V OF VI @ FOR LOG OF TEST PITS SEE DWGS BI.-1 TO 4: VOLUME V OF Vl. @ INS-lALL TYPE BW FENCE.
hEGENB
H
T2L-2
-0H-
NCMDC
----0----
B
TEST ['IT
PIT NO.

OVERHEAD LINE(S)

DRAINAGE CANAL

PROPERN LINE

CONTROL POINT

EXCAVATION

BY OTHERS
PLAN
-- -
- CHECKED

NATOMAS AREA

FLOOD CONTROL IMPROVEMENT PROJECT

STORMWATER PUMPING STATION -
BORROW SlTE
BORROW SlTE GRADING PLAN - SlTE 2L

1. ALL ACCESS POINTS TO TIHE MAJOR ARTERIALS FROM LEVEES AND BORROW SITES MUST BE CONTROILLED BY A FLAG PERSON.

2. ROADWAY SHALL BE KEPT CLEAR OF MUD AND DEBRIS AT ALL TIMES DURING WORK HOURS.

3. DUST RESULTING FROM THE CONTRACTOR'S OPERATIONS EITHER WI-IHIN THE RIGHT-OF-WAY OR OUTSIDE THE RIGHT-OF-WAY OF THE PROJECT SIHALI. BE AILLEVIATED OR PREVENTED.

4. CONTRACTOR SHAILL SUBMIT A TRArFlC CONTROL PLAN FOR ALL WORK WITIIIN CITY STREET RIGHT-OF-WAY.

5. TRAFFIC CONTROL. MUST BE IN ACCORDANCE WITI~ CITY APPROVED *'WORK AREA TRAFFIC CON1 ROL I- ANDB BOOK" (WATCH).

6. CONTRACTOR SHALL MAINTAIN PEDESTRIAN ACCESS AT ALL TIMES ON ALL STREETS.

7. EAST LEVEE ROAD, BETWEEN ELKtIORN BOULEVARD AND MAlN AVENUE SHALL BE CLOSED 1.0 THROUGH TRAFFIC WHEN HAULING ON ROAD. SEE DRAWING NO. 1-2, St-IEET 33 OF SAFCA NEMDC UNIT 2A PLAN FOR DETOUR PLAN. EAST LEVEE ROAD SHALL BE OPENED TO THROUGtI TRAFFIC AR-ER DESIGNATED WORKING HOURS AS INDICATED IN SECTION 01075 OF THE SPECIFICATIONS. (SEE NOTE N0.7 ON NEMDC 2A/3C DWG. NO. T-1)
SOUFlCf WORK AREA TRAFFIC CONTROL tIANDDOOK,
1990, t NIIORSLD BY ITE. AI'WA, ClF
JESDlCl IONS
COUNlY OF SACRAMENTO
EAST LEVEE ROAD FROM SORfNTO ROAD TO EILKIiORN OOULFVARD CLKHOKN BOULEVARD FROM LAST LEVEL ROAD 10 SORENTO ROAD
clry or SACRAMEN~O-
MAlN AVFNUE AT EAST LFVEE ROAD

CASI LCVEE ROAD FROM MAIN AVLNUE TO SORENTO ROAD
BORROW SITE 2L -
Kl PROJECT SITE

HAUL ROUTE
-i~---- DIRECTION OF HAUL ROUTE
- TWO WAY OPERATION
DKSAssociat es
Mo TranaportaUon Englnasrlng
ffTREE3. m am HAUL ROUTE PLA om BIB12
ni TrRlPTinN

11%- TASCIA STANDING PANEL SEAM

BUTIOM CLOSURE

AT SEAM
- MTL DRIP FLASHING

BY ROOFING

MANUFACTURER

STANDING SEAM
FASCIA PANEL.

ROlTDM Ci OSURE
FOR OTHER NOTES. SEE
J,,V,LS, a,,<,, L,, ,\""* ,+.v
MANUFACTURER. APPLY
CONTlNllOUS BURL MASTIC
TAPE SEALANT TOP AND SL.IP SIiEET O/ FELT

FOR NOTES ON Z-CLOSURE
STANDING SEAM "' 8

SEALANT ALL AROUND
SEAM
- STANDING SEAM FASCIA
PANEL

1.0. METAL DECKING
5/8" PLYWOOD 0/--

METAL DECKING
941

FASTENER -

FLUSH WITH FACE OF

STANDING SEAM
"C" CLOSURE

OUTSIDE CORNER

LOUVER HEAD
3" = , '-0"

METAL PANELS
CORNER
METAL ROOFING PANEL.
t1EM BOTTOM AND

APPLY SEALANT PER
MANUFAClURER 5

PANEL CLEAT INSTRUCTIONS
P \ PANEL ENDPLATE
- NTS

SOFFIT PANEL

AT FASCIA

SOFFIT PANEL

INSIDE CORNER
26 GA GALVANIZED

FLASHING
IF

FO STRUCTURE
BURL TAP€ SEALANT -SEALANT

TOP & BOTTOM

STANDING SEA

WEATHERSHIEL

MTL PANEL BASE
3" 1'LO"
CC\ METAL FRAME AT
- / METAL WALL PANELS
JOHN CAROLLO ER PUMPING STATION ..

ARCHlTECTUfiAL
-

SECTIONS AND DETAILS SACRAMENTO AREA FLOOD CONTROL AGENCY DLDG DIM LINE 7
26 GA G.I.

FLASIIING HEAD ONLY A1 -.

SEALANT -
. .,

METAL LOUVER

AND FRAMF

STANDING SEAM PANELL
Sl.1P SHEET OVER
301 FELT
s/a" PLYWOOD -

ROOFING TRANSITION
3" = ,'LO''
Bl DG DIM LINE
FACE OF "FRACTURE FIN"

FORMED CONCRETE PATTERN
TYP VERT RUSTlFlCATlON JOINTS
3" = ,'LO"
EINI CAROLLO -- -- - -. . .- .- -
GlwEEaS Sl RUCTURAL

TE. L....+<+P!~
3R ARCtlITECTO$IAL ROOf ING SUPPORT DETAILS
FE
fe;;\ ROOF PLAN Qy
OOF DRAINAGE NOT SHOWN SLE OWG S 13
,,\,LL, ..-,,.-,. , ... ".,.

TlCtiT w/ DOUB1.E NUT
& WASHERS EA 5101:
1/8" LYDA1.L "LYIH

INSUIATION OH EOUAL
BOND 10 STECL PER

MFR'S RECOMMFNDATIONS --

PIPE SADDLE
GRINNEI L FIG 1
OR EOUAL -- - ADJUSTABLE PIPE R0L.L

STAND GRINNELL
FIG. 274 OR EOUAL
1 1/2"i NON-SHRINK
2- 3/4" ST 511. LENGTH AS REO'D

ANCHOR BOLTS W
l CYCLING NUTS -
BOLTS EACH SIDE -\
1/8" IYDALL "LYTHERM
153 DL" CERAMIC FIBER
INSULATION OH EOUAL.

BOND TO STEEL PER

MFR'S RECOMMENUATIONS
I

FOR CONC SUPPORT
& WID DRAILS

SECTION
3/4" = 1'-0"
1/8- LYDALL "LYTHERM
153 Dl:' CERAtJlC FIBER
INSULATION OR FOUAL.

BOND 10 STEEL PER
MFR'S RECOMMENDATIONS.
b b[ /r'
h b
3/4 HOLlS 0 ST (RP) STL ANCtiOR

SECTION
3-#5
3/4- = 1'-0"

TRANSITION DUCT

SIZE TO MATCH

FAN INLET SIZE
1/4 0 NPE 304
ST STL BOLlS IN CARRY ROOFING

FELT OVER CURB
(NP 4 SIDES)
O'D
3/4"0 STEEL ROD -7 -"
1/2" x I' NEOPRENE PAD.

EPOXY BOND TO COVER
ALL AROUND. 3/8' BOLTS IN FLUSH
St4ELL.S (NP 2 BOLTS
l-4 EACH SIDES)

CONFORMED
NOVEMBER 1995

FLOOD CONT
.

BAR IS ONE INCH ON

ORIGINAL DRAWING

STRUCTURAL

CONFORMED
NOVEMBER 1995

HN CAROLLO STORMWATER PUMPING STATION
NOI ~IHOWN tun wwkr
2 THE RADIAL GATt BEARING LOCAllON AND SUPPORT
DFIAII AHt OEI? RADIAL GAT€ MFH'S OFSIGN

SECTION- SIDE SEAL
1" = 1'LO''
j ~2-1/?" MAX
SECTION- 1" = 1'-O" TOP SEAL
7 RADIAL GATE

RESILIENT SFAI

SECTION- BOTTOM SEAL
1" = 1'LO"

CONFORMED
NOVEMBER 1995

2- 3/4"0 A325 BOLTS IN 13/16 x 1
SLOfTED HOLES TIGHTEN FINGER TIGHT

AND DOUBLE NUTS SLOT IN CB

PARALLEL TO CRANE GIRDER (NP)
2- 3/4'0 ST STL ANCHOR

BOLTS W/ LEVELING NUTS
& 2'-6' EMBEDMENT
, ..*(. .

INTERIOR COLUMN CRANE SUPPORT DETAIL
1 1/2- = 1'-0"

TRASH RACK LATCH LINKAGE
SQUARE TUBING l'Xl"XO.1350

FASTEN LATCH LINKAGE TO
r- ANCHOR W/ CHNN AND

PADLOCK
,,,- ANCHOR- 1'2' Dl" "EEL
BAR BENT TO 3" DIAMETER
& WELD TO TOP OF TSlO

HINGE BRACKET FABRICATED
FROM 3/4"0 BAR

TOP OF CONCRETE WALL
2- 3/4"0 ST STL
4NCtIOR BOLTS W/
18' MIN EMBEDMtNT
N

SQUARE TUBING I CONCRETE

HINGE BRACKET

1. ENTIRE RACK TO BE WELDED l"0 ROUND BARS W/ HORIZONTAL BARS BEING IT

CENTER TO CENTER

2. WHEN RACK IS IN THE CLOSED POSITION. THE BOTTOM RACK BAR SWL BE TIGHT AGAINST THE TOP OF THE HINGE BRACKE? SO THAT THE RACK CANNOT BE LIFTED OFF THE HATCH.

Nm;L
CRANC RAIL NOT SHOWN.

L- C8Xl 1.5
CORNER COLUIdN CRANE SUPPORT DETAIL
1 1/2" = 1'-0"
JOB NO.

VER'NSCMES 3935A.10
B4R IS ONE INCH ON

ORIGINAL DRAWING I
. . . . . - . . . . - . . . . -. .

FLOOD CONTROL IMPROVEMENT PROJECT

JOHN CAROLLO STORMWATER PUMPING STATION

STRUCTURAL

SACRANENTO AREA FLOOD CONTROL AGENCY SECTIONS --, AND DETAILS ?" MIN CLASS "C'

SECTION
r-LAl' SPLICE
ItIICKNtSS Oi WAL 1 ___]
I AI?GLR 1HAN 12" -- --

LAP SPLICE -J
1 OPENING
UP VERT EDGE "U" BAR
8 OPENING LOCATION
N r.s.

NP HORIZONTAL EDGE "U"
BAR 8 OPENING LOCATION
SPLIT SO1.O PLATE & AB
PCR PUMP MFR,S REOUIREMF~;--\
i
U BAR. BAR SIZE AN0 SPACING
MATCH WAC I. HORIZ REIN6 BARS
VERT WALL RCiNF

BARS (WP)
FULL

OF WALL
LAD" 6-#I0 FULL HEIGHT OF WALl
DETAIL (W/O PUMP hh ADDITIONAL RElNF BARS
@ EDGE OF WALL
NTS.

CONFORMED
NOVEMBER 1995
W12X40
"Qp /A- 1/2" PLATE (IYP) ,- c,
C6X8 2 (NP)
EL 1500
3/16'' STUDS -
SPLICE (TYP) 7

CONC MUD MAT
OULKIiIAD GATE BLOCKOUT
StZE PCR bdANC!FKlL,l?lF?'S \

REOIJIRCMFNTS

DETAIL BAFFLE WALL DETAIL
5/4" - 1' 0" I/?' = l'-O"

SECTION
1/4" = )'-(I"
TER PUMPING STATION ~-. ..

I

SECTION
10'-0" CACt-1 SIDE
or OPENING AT

CORNFRS PROVIDF
90' SIANDARD

HOOKS (TYP T&R)
hh DETAIL CONCENTRIC GUIDE SUPPORT
1'' = ,'..(,"

FOR FULL REARING--/
@ INSULATED PIPE

GUIDE SUPPORT
N.1 S.

JOHN CAROLLO
I

NATOMAS AREA JOB NO
FLOOD CONTROL IMPROVEMENT PROJECT I \IERfM I 3935% i 0 I - I STRUCTURAL SECTIONS AND DETAILS SACRAMENTO AREA FLOOD CONTROL AGFNCY I

IF NOT ONE INCH ON
ill15 ZHELI AOJUSI
St At fS ALLORDINLLY
L
I
STORMWATER PUMPING STATION - . -- - -- ... . -- ~~
BAR 15 ONE INCH ON -(,TwYNG-NO ORIGINAL DfiAWlNG
STRLJCTURAL 1" I S-127
TS6u6xO 3750
.; .'.
5/@ EXT PLYWOOD

SHEATHING (TYP)
,2500
) TOP
TS6x6xO 3750

FOR STEEL MEMBERS SIZE
AND CONNECTION OmLS TS6x6xO2500
OF

FLAME ARRESTER-

STORMWATER PUMPING STATION
GlNEEFlS ARCHITECTURAL/STRUCTURAL
I

SECTION
I
a DETAIL
1/4' END PLATE
C6X8.2 (NP)
L -

STANDING SEAM

METAL ROOFING EXT PLYWOOD

SHEATHING
3/4"0 A325 L5X3X1/4 LLV
BOLTS 7 ,f- (NP)
I I
(NP)
, or W6 & .O,TS
%%F OECK & METAL ROOFING NOT
SHOWN FOR CURIN.

DETAIL
(h
Y/T ROOF DECK 7
IWD\

STANDING SEAM
NeTL I
ROOF DECK & MRAL ROOFING NOT SHOWN FOR CLARIN.
e, 3/4- SECTION = l8-Om

MTL ROOFING

METAL ROOFING
-- r- W6 (NP)
IS6 (NP)
5/8" EX1 PLYWOOD
SliEATlilNG (NP)
2' ROOF DECK
EXTEND WALL VERTICAL RElNF -----J
BARS TO TOP OF WALL. (NP)
DESIGNED a
wrr a W w FLOOD CONTROL IMPROVEMENT PROJECT
ow,, $ 5 [L JOHN CAROLLO STORMWATER PUMPING STATION - GW w w 5 - CHECKED
- CAG
t 2
a
&-
DATE j SACRAMENTO AREA FLOOD CONTROL AGENCY ROOF DETAILS AND SECTIONS - U, OATF RY nFSPPlDllnM IllhIF 1005 d
l/r PLATE W/ 9- 3/4'0
8-3/16" STUDS
TS3X3X0.2500

FIELD WELD TO
C8X1 CENTER OF W6
5/8"0 A325 BOLT
L5 X 3 X 1/4 LLV
%%F DECK & METAL ROOFING NOT SHOWN FOR CLARITY.
1 1/2' ROOF DECK
5/8" EX1 PLYWOOD

STANDING SEAM

STANDING SEAM
/8' EXT PLYWOOD MRAL ROOFING

HEATHINC
1 1/2' ROOF DECK

TANDING SEAM

IETAL ROOFING
/8 EXT PLYWOOD

HEATIIING
4 OF W6 & lo" CONCROE WALL
m
ROOF DECK & METAL ROOFING NOT SHOWN FOR CLARlN

TYP BOTH SIDES

SIM) COPE TOP & BOTT
2- 3/4"0 A325

ARCHITECT ROOF

NOT SHOWN FOR

SUPPORTS
C WIIN.
)J
TOP OF CONC EL 77.76

STANDING SEAM MTL
DETAIL w
- .- \
ROOF DECK & METAL DECK NOT SHOWN FOR CLARITY.

SEE ARCHITECTURAL DWGS

FOR DIMENSIONS

JOHN CAROLLO BAR IS ONE INCH ON

ORIGINAL DRAWING

SACRAMENTO AREA FLOO ROOF DETAILS AND SECTIONS
IF THIS NOT SHEET. ONE INCH ADJUST ON

TRASH RAKE DETAIL
1/4" = 1'-0"
" -HEADED ANCHORS
J/bxC 0 18" OC.

POCKET DETAIL
1" = l'-OV
MucL
. BAR RACK AN0 RETURN TRACK SUPPORTS PER MANUFACTURER'S DESIGN.

SUBMIT DETAILS AND CALCULATIONS TO ENGINEER FOR RNIEW.

I DISTANCE PER TRASH RAKE MANUFACTURER'S RECOMMENOATIONS.

I. EXACT ELEVATIONS AND LOCATIONS OF DRIVE AND RETURN SHAFlS TO BE DETERMINED BY THE TRASH RAKE MANUFACTURER.

SUMP PUMP DETAIL
I

4. (TYP) -
8'-4" 2"
2'-6" 17'% - 2'-6 -- 6' 48 SPACES (P 4" - 16'-0' 6"

BAR RACK END VIEW
1/4" = 1'-0"

BRACKET FABRICATED
FROM L-4x4x7/16
(BY CRANE MFR)

BRIDGE CRANE

ELEC JUNCTION BOX

AS REQUIRED

TAKE-UP REEL DETAIL
1/2" = 1'-0"

BRIDGE CRANE PLAN
1/8" = 1'-oa'

2. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLYING WITH ALL CAI.-OSHA REGULATIONS. RESPONSIBILITY TO INCLUDE ALL COSTS ASSOCIATED WITH LOAD TESTING AN0 PROOF TESTING PER
W-OSHA TITLE 8 GENEWL INOUSTRY SAFEN ORDERS.

MECHANICAL

SACRANENTO AREA FLOOD CONTROL AGENCY BAR RACK AND BRIDGE CRANE PI AN ANn DFTAII S
L. rrc SILL IV DL ULI~~(MIN~U tl~ Int
ENGINE MANUFACTURER.

3. FOR THE LEAK DETECTION SYSTEM. SEE
SPECIFICATIONS.

TO PUMP

CONTROL PANEL
LUBE 011
COOLER
HW
LOS
LOR

COW WATER
DWN

DOMESTIC WATER

ENGINE EXWST

FUEL OIL SUPPLY

FUEL OIL RETURN

FUEL OIL OWN

FIRE HOT WATER SPRINKLER WATER

LUBE LUBE OIL OIL SUPPLY RETURN

STORM DRAIN
SEWAGE

VENT THRU ROOF

WASTE OIL DWN

GATE VALM

PLUG VMVE
-* CHECK VALVE
-,+Ik UNION
RIGHT
GEAR
d
r(r
------ 3/4" D THRU FLOOR

LUBE OIL PIPING
ANGLE
DRIVE
JOHClB GAROLLO

SACRAMENTO AREA FLOOD CONTROL AGENCY
I
b
fh FUEL OIL STORAGE TANKS - PLAN
T CLR
(NP ALL

AROUND)
FOR RElNF -12' COMPACTED

ABC (TYP)
' AB 517, & NUMBER

PER TANK MFR'S
(nP)
, WIDTH OF TRENCH c
- 4-#4 CONTINUOUS
- 14 e 2'4
- PIPE ENWEMEKF
plp~ J \--- CWS "A- CONCRETE

CONC ENCASEMENT
NTS
t4

PER METAL BLDG

MANUFACTURER
DETAIL
__C?(LIEL

1. ENTRANCE GATE SHALL BE OF SWING TYPE. THE GATE SHALL 6'-b' HIGH AND CONSTRUCTED OF BMK. DIPPED ORNAMENTAL IRON. SWING GATE SHALL BE ATTACHED TO THE BLOCK WALL AN0 BOTH GATES SHALL BE ..; NT TO ROOF
l:,:u LOCAL LWL

INDICATOR (NP)
2-#5
1 1 th COURSE
#5@8" W/ MATCHING D0WEL.S
-8~8x16 STD CONC BLOCK (UP)
GLNJRAI. NOTFS --
1 ALL UNDERGROlJND FUEL OIL. WASTE OIL AN0 SEWAGE PIPING

SHALL BE PROVIDED WITH SECONDARY CONTAINMENT SYSTEMS
AS SPFCIRFD .- -
2 LEAK DUECTION SYSTEM NOT SHOWN SEE SPECIFICATIONS
3 ALL UNDCRGROUND FRP TANK NOZZLE OPENINGS StWL
4" MI --
FUEL 0 STORAGE CONTAINMENT VOLUME SHALL NOT BE

FZ ONE STORAGE TANK VOLUME

BAR IS ONE INCH ON

ORGINAL DRAWING

LlMlT SWITCH
O+ (NORMALLY OPEN)
LlMlT SWITCH
(NORMALLY OPEN, HELD CLOSED)
LlMlT SWITCH
(NORMALLY CLOSED)
LlMlT SWITCH
(NORMALLY CLOSED, HELD OPEN)

ISOLATED DRY OUTPUT CONTACT

FROM CENTRAL MICROPROCESSOR

CONTROLLER LOCATED AT
CCP PANEL.
3-PHASE MOTOR - SCHEMATIC

ELECTRONIC MONITOR

RUNNING TIME METER

COMBINATION ELECTRO

MAGNETIC STARTER OR

LOCAL MTR CONTROLLER

MOTOR SPACE HEATER
HORN

ALARM RED BEACON LIGHT

LETTER DENOTES
C=CONTACTOR
CR=CONTROL RELAY
HR=HORN RELAY
G=GENERATOR
KWH=KILOWATTHOUR METER
M=MOTOR STARTER
RT=REPEAT CYCLE TIMER
SV=SOLENOID VALVE
TDR=TIME DELAY RELAY
T=THERMOSTAT
PFR=PHASE FAILURE RELAY

LETTER DENOTES
LS=LIMIT SWITCH

FS-FLOAT SWITCH
WSH=TORQUE SWITCH
PC=PHOTOCELL
PF=POWER FACTOR

CORRECTION CAPACITORS
PR=PROBE
T=THERMOSTAT
TS=TEMPERATURE SWITCH
J=JUNCTION BOX
CS=LOCAL CONTROL STATION
LSH=LEVEL SWITCH HIGH
HT=HEATER
KS=KEYED SWITCH
O=OXYGEN DETECTOR
C=COMBUSTIBLE GAS DETECTOR

CONDUIT NUMBERING
PREFIX
SIGNAL
ATIONS

CONDUIT OR GROUP OF CONDUITS

CONCEALED IN DUCTBANK OR SLAB
0 CONDUIT TURNING UP
4 CONDUIT TURNING DOWN
- CONDUIT PLUGGED FLUSH
-3 CONDUIT CAPPED

TELEPHONE CONDUIT
3/4" UNLESS OTHERWISE NOTED
HOME RUN-NUMBER DENOTES LPA->

LIGHTING PANEL AND CIRCUIT DESIGNATOR

CIRCUIT NUMBERING
4XX 48DVAC CIRCUIT
3XX 277VAC CIRCUIT
2XX 208VAC OR 24DVAC CIRCUIT
1 XX 120VAC CIRCUIT
1 XXG 4-20mA SIGNAL
1 XXD 24VOLT DC CIRCUIT
SECONDARY VOLTAGE, KVA RATING 81s BEARING TEMP SWITCH

AND IMPEDANCE AS NOTED ON
jt SINGLE LINE.

C CONDUIT

CKT CIRCUIT

CB CIRCUIT BREAKER

CP CONTROL PANEL
CIRC~JIT BREAKER (SS LSIG) DENOTES
Ktane> SOLID STATE BREAKER WITH LONG TIME.

CCP CENTRAL CONTROL PANEL (LOCATED IN CONTROL ROOM)
(SS LSIG) C.O. CONDUIT ONLY

SHORT TIME INSTANTANEOUS, GROUND TRIP CTBX CONTROL TERMINAL BOX & SHUNT TRIP DB DUCT BANK
4 DSI DISCONNECTING SWITCH INTERLOCK
Q<fonw I--- $y,"R":$Tpd" l~$~~y~Ip~ DWG DN DOWN DRAWING (E) EXISTING
e-

ELEV ELEVATION

FUSED DISCONNECT SWITCH EP EXPLOSION-PROOF

EM ELECTRONIC MONITOR

FS FLOAT SWITCH

CURRENT TRANSFORMER GND OR GROUND
(3) INDICATES QUANTITY GRD
ti-0-A HAND-OFF-AUTO
4 INTLK INTERLOCK WIRE INTERSECTION POINT LCP LIGHTING CONTACTOR PANEL

LDP LEAK DETECTOR PANEL

LE LEVEL ELEMENT
Y!z' GROUND - LIT LEVEL INSTRUMENT TRANSMITTER

LOS LOCKOUT STOP
PUSH TO TEST INDICATING LIGHT LSH LEVEL SWITCH HlGH

LETTER DENOTES COLOR LSL LEVEL SWITCH LOW

LT LIGHTING TRANSFORMER
20A CIRCUIT BREAKER WITH TRIP CURRENT LTG LIGHTING
-no- 3 POLES UNLESS NOTED OTHERWISE MDS MOISTURE DETECTOR SWITCH

MDT MOISTURE DETECTOR
OR ;@:

INDICATING LIGHT-LETTER DENOTES COLOR MH MANHOLE
A = AMBER MPM MICROPROCESSOR BASED MOTOR PROTECTION
B = BLUE AND MONITOR UNIT.

MSH MOTOR SPACE HEATER G = GREEN MTR MOTOR
R = RED PBX UNDERGROUND POWER PULLBOX
W = WHITE UNLESS NOTED OTHERWISE
Y = YELLOW PC PHOTO CELL
0 PIT PRESSURE INSTRUMENT TRANSMITTER

PNL PANEL
!2:g$&F;$& PWR POWER
H-0-A QSF QUARTZ STANDBY FEATURE

RTD RESISTANCE TEMPERATURE DETECTOR

SHLD SHIELDED

OR & START PUSH BUTTON SN SOLID NEUTRAL

SP SPARE

SW SWITCH

OR & STOP PUSH BUTTON TB TERMINAL BOX

TEMP TEMPERATURE

TP TWISTED
PAIR

TS TEMPERATURE SWITCH

OR STOP LOCKOUT PUSH BUTTON UG UNDERGROUND

VS VIBRATION SWITCH

VM VOLTMETER
OR & MUSHROOM HEAD PUSH BUlTON W.T. WALK-THRU LIGHTS (NOT SWITCHED) XFMR TRANSFORMER

GENERAL NOTES
OR SELECTOR SWITCH 1. THE CONTRACTOR SHALL REFER TO DRAWINGS OF OTHER DIVISIONS FOR EXACT LOCATIONS OF ALL EQUIPMENT AND DEVICES REQUIRING ELECTRICAL POWER AND/OR CONTROL.

MAINTAINED PUSH BUTTON 2. ELECTRICAL FLOOR PLANS DO NOT SHOW ALL CONNECTIONS. THE

CONTRACTOR SHALL REFER TO ALL ELECTRICAL SCHEMATIC DIAGRAMS AND VENDOR SHOP DWGS FOR ADDITIONAL FIELD WIRING REQUIREMENTS.

3. ALL ELECTRICAL TYPICAL DETAILS SHOWN IN THIS DIVISION SHALL BE Ch OR-\ DISCONNECT SWITCH FOLLOWED WHERE APPLICABLE WHETHER SPECIFICALLY REFERED TO OR NOT.

4. ALL WALL MOUNTED ENCLOSURES SHALL BE INSTALLED AT APPROXIMATELY 5 FEET FROM TOP OF ENCLOSURES TO FINISHED GRADE OR FLOOR UNLESS -% MANUAL STARTER (W/OL) SPECIFICALLY INDICATED OTHERWISE.

5. ALL THERMOSTATS CONVENIENCE OUTLETS LIGHTING SWITCHES AND MANUAL THERMAL OVERLOAD STARTERS SHALL BE MOUNTED AT 48" (C~NTER LINE) ABOVE ~INISHED FLOOR IN PUMP ROOM AREA.

OR FLOAT SWITCH 6. ALL POWER AND LIGHTING CIRCUITS SHALL EACH BE PROVIDED WlTH AN INSULATED GREEN GROUND WlRE INSTALLED IN THE SAME CONDUIT AS POWER CONDUCTORS. IF PVC CONDUIT IS USED ALL 12DVAC CONTROL '@/
CIRCUITS SHALL BE PROVIDED WlTH A #I2 INSULATED GREEN GROUND LIGHTING FIXTURE (REFER TO WIRE IN THE SAME RACEWAY.
/ \ LETTER IN FIXTURE SCHEDULE)

7. CIRCUITS ORIGINATING FROM 120/208 OR 120/24DV LIGHTING PANEL SHALL FLUORESCENT FIXTURE (REFER TO BE PREFIXED BY LIGHTING PANEL NUMBER.

LEnER 1, FIXTURE SCHEDULE)

8. EQUIPMENT SUCH AS LIGHTING PANEL. CONTROL PANEL. COMBINATION STARTER. 63 FAN
ETC. SHOWN WALL MOUNTED. SHALL BE STRUCTURALLY SUPPORTED BY PREFORMED GALVANIZED VERTICAL CHANNELS.

OR PRESSURE SWITCH 9. ELECTRICAL UNDERGROUND DUCTBANK AND CONDUIT LAYOUT SYSTEMS ARE SHOWN DIAGRAMMATICALLY. THE CONTRACTOR SHALL COORDINATE WlTH ALL DISCIPLINES FOR CLEARANCE AND CONFORM TO UTILITY & NATIONAL ELECTRICAL CODE REQUIREMENTS.

OR f+.$ TEMPERATURE SWITCH 10. CONTRACTOR TO COORDINATE WlTH SMUD THE INSTALLATION OF UNDERGROUND DUCT, CONDUIT RISER AN0 CABLE TO SMUD'S POLE MOUNTED TRANSFORMER AND RELATED SERVICE REQUIREMENTS AT NO ADDITIONAL COST TO THE OWNER.

T ORT
FLOW ACTUATED SWITCH 11. ALL OUTDOOR RECEPTACLES SHALL BE WEATHER PROTECTED TYPE GFI. 4 t-- NORMALLY OPEN CONTACT

LEGEND AND GENERAL NOTES
NOTED.
- - - - - - BURIED GROUND CABLE

CONCRETE ENCASED GROUND FOR BUILDING
-G-G- EXPOSED GROUND CABLE
- - G -L G - - EXOTHERMIC WELD CONNECTION

COPPER CLAD GROUND
@ ROD INSIDE GROUND WELL
@ COPPER CLAD GROUND ROD
$ SINGLE POLE SWITCH
$3 THREE-WAY SWITCH
rn DOOR SWITCH (0s)

DUPLEX RECEPTACLE
120V, 2DA

TELEPHONE OUTLET
@ INDUCTION MOTOR

RECEPTACLES FOR ROOF
MOUNTED EQUIPMENT.

OUTDOOR

LOCATION LEGEND
3C DEVICE LOCATED AT MCC

A DEVICE LOCATED AT FIELD

A DEVICE IN LOCAL CONTROL PANEL

DEVICE IN CENTRAL CONTROL

O PANEL
0 DEVICE IN TELEMETRY CABINET
@ DEVICE AT BUBBLER PANEL
0 DEVICE AT LIGHTING CONTACTOR PANEL

DEVICE IN CGDM PANEL
ENGINE 1 LOCAL CONTROL PANEL
ENGINE 2 LOCAL CONTROL PANEL
ENGINE 3 LOCAL CONTROL PANEL

LEAK DETECTOR PANEL

PROJECT ENGINEER
1 PARTNER
80" WIDE
-rf
r-T 6" CONCRETE PAD
NPICAL FOR AI.L PANElS)

INDOOR NEMA

FRONT ACCESS
I 480V LOAD SUMMARY TABLE I
NOTES:

MCC ELEVATION A --
NO SCALE \-

FIN CONC FLR

MAIN SERVICE SWITCIHBOARD ELEVATION

NO SCALE
- I I

CONFORMED
t 6. CONCHFlC
PAD -
NOVEMBER 1995
1 ) THE SWITCHBOARD SHALL BE RATED FOR SERVICE
ENTRANCE DUTY.
2) THE CONTROL OF THE LOAD BANK IS MANUAL

WITH AUTOMATIC LOAD DUMP ON LOSS OF UTILITY
POWER. CIRCUIT BREAKERS ARE MOUNTED ON ENGINE
GENERATOR SKID.
3 ) ALL MCC BREAKERS ARE 100AF. 3--POLE
4 ) hUM!3t IlS Ct~ClKrl AH€ t'IIlCLII hdMHt K5 MCC
id3 :IF NtlhtDtRS CCRhFSPihn IV Ill Int
l.OKt H CAI,. L S~rlt Mt hUMflf flS
5 ) CONTRACTOR TO SUPPLY AN0 1NSTAL.L CONDUITS
AND CABLE FROM SMUD POLE TO SWITCHBOARD.

COORDINATE WIT14 SMUD FOR CABLE SIZE AND
REOUIREMENTS.
-- .-
. - -. SINGLE LINE DIAGRAM AND ELEVATIONS IF NOT ONE INCH ON REVISFD FOR ADOCNDlJM NO. 2
4BOVAC. 30,

MCC BUS
12OVAC CONTRZOWER
&REFER 10 SPECIFIC CONTROL
CtlEMATIC FOR CONTINUATION)

TYPICAL MCC MOTOR CONTROL SCHEME
DIAGRAM S1
YE RUN

P TAUTO MODE
PLC
DIAGRAM S2

FAN CONTROL SCHEMATIC
$SUMP RUN PLC PUMP
5 zrrp FAIL (OL) PUMP

SOMP PUMP

OOX PLC
t
ACR

I I I AUTO
I
CKT NO. DESCRIPTION
403 ~SUMP PUMP NO 1 SP-I
,&"."" "" ,.,,.
20A S/P MANUAL
LIGtlT SWITCti

MOUNT ABOVE

PUMP STATION ROOF
-TO FXTERIOR

LIGHT I-IXTORES
DIAGRAM S6

PHOTO EL CONTROL DIAGRAM
INlERCONNLCllON SIMILAR TO DIAG
DIAGRAM S5

SUMP PUMP SCHEMATIC DIAGRAM
IZOVAC. CKT NO. LPA-26

LEAK DETECTOR
PANEL A1 FULL
OIL STORAGE TANK NO 1

CAPACITANCE PROBE

TYPE CONTINUOUS IWEL
INDICATING TRANSMlrrER

CAPACITANCE PROBE

NPE CONTINUOUS LEVEL

INDICATING TRANSMITTER

BEACON LIGHT AND HORN CONTROL SCHEMATIC
LEAK OEiEClOR
PANEL A1 FUEL
OIL STORAGE TANK NO 2
H
IZOVAC. CKT NO LPA--30 -- - . . L-

LEXK DETECTOR

WASTE OIL

STORAGE TANK

INSTRUMENT POWER SCHEMATICS

ELECTRICAL

CONTROL SCHEMATIC DIAGRAMS

CONFORMED
NOVEMBER 1995
PLAN
1 /4" = 1 '- [r
BUHBLFR HP 1A- '

TUUE PENETRATION
I OClAll
1 I
I I @: I 1
BUBBLER BP-lBi TUBE PENETRATION

I DETAIL
I
I
I
I I
NOTES:

I ) CONTRACTOR 10 COORDlNAli WITH PACIFIC nil l AND
IN51ALL ONE 2" UNDLRGROOND CONDUIT TO A LOCATION
A1 PROPFfiTY BOUNDARY TO BE DETERMINFD BY PACIFIC
BE1 l
2 ) CONTRACIOR SHALL COORl)lNATE WITH SMiJD AN11 SIIAI I PROVIDE AND INSTAL1 A COMI'L kTt NCMA 4. WALL MOIJNTED.

Uill ITY METERING BOX BOX SIiAI L HOUSE TIHE SMUD
REOUIRLD MtTER SOCKtlS AND TFST FACILITIES 1Ht TOP
01 TIlF ROX SHAI l RI 84" FROM FINISHFD FI OOR ROX
( SHALL BF ~~tirllc~TEo FROM 1 /8 STEEL-PLA~F AND SHAI L I ? BF 36"HX36"W MINIMUM THC DLPTH OF THE BOX SHALL BE \ THAT RCOUIKtO TO LEAVE 7 INCIi LLEARANCE BETWLCN 1Ht
OiJltRMOSl SURFACf OF TilF MtiLRS AND THC INLIDE Or
1liC CLOSED DOOR DOX DOORS SI-{ALL BE HINGED AND SIiAIL OL FlllED PROPrRlY 10 INSURF POSITIVL OPtNlNG AND
CLOYNL AND SllAll BE LOUIPPFD WlTtl ADEOUAlF PULLS
HUUI ALLt>b HA1C.H

TIPPING BUCKET R
GAUGE AND SlGNA ,I"
CABLC 530-0220 -1,l"
]
~.-~~-
. -~ -~ - -- - - .- .-
P11-
, 1 I J

ENGINE ROOM

EXHAUST FAN
-ENGINE ROOM EXIHAUST FAN

CONFORMED
NOVEMBER 1995
8AR 15 ONC INCH ON
ORlClNAL UNAWING
El ECTRICAL
SACRAMENTO ARrA FLOOD CONTROL AGENCY POWER AND CONTROL PLAN

-
TOTAL W/PIIASC 7516 11362 6940 TOTAL WATTS = 25818 AMPERES = 71 I * CONTACTOR ACTUATED
POLES -- !~LL
CONV. RECtPT CONT. RM

PUMP RM LTG (NORTH)
EXIT LIGtiTS & EM LIGHTS PHONE BOARD RECEPTACI FS

OUTDOOR LIGIITING
JACKET WATtR HEATFR 2A 3000 211 77 L+ 28 20 3000 JACKCT WATER HEATER 28 1 PANEI. -d!!P__-- VOLTAGE/PHASE 120/208V. 34. 4W POLES 42- MOUNTING ->!IPF=-.. 1 SPARt
ENGINE 2 BATTERY CtlARGLR
LOCATION-C-L?M~ MAINHRKR~SOAMP-_ BUS - 225 PANFL OKR'S nOL1-ON

WATTAGE WATTAGE
LOAD 10~1 OBIOC/~~~I~~~/~'~ P lCK~l~RiplOA I OBIDC / 1 OAO JACKtT WATER HEATtR 1A 3000
SPARE
--
JACKET WATER HEATER 3A
SI'ARE
. --
SPARE
SPARF
(CP BFACON AND HORN 55
WARE
7 1500
t
SPACE
SPARE 70 33
SPACE 20 35
20 37
20 39
. 20 41
JACKET WATER HEATER 10
--
------
--it--
----I+
-I+--
--it----
1lXTLlRE SIiALI HAVE RAPID START LAMP tIXTURt SHALL OF
DIf-tORMED AND EMUOSStD WITH A MULTI-STAGt PtlOSPliAlE
BONDING [REATMLNT AND FINISH WlTH HIGH RtlLtCTANCE BAKFD

ENAMEL LENS SHALL BE PRISMATIC ACRYI IC INDICATED ON PI ANS 20 20
W/PHASF 4186 6250 2250

IUTAL W/PHASF
37 INCH LONG SlJlTABLE FOR WALL MOUNTED DIRECTLY ABOVE WAI-L MIRROR
34 36
38 40
29 31
-----t
3330
7555
I D I 50 / PRrg~~ / 1'2D lwL?t~~~F~~2-Nl OR tOUAL SODIUM C
20 20
20 20
---4+
-4C--
42 SPARE
SPACE
5112
7000 7500
I 1 1 I 1 1 STREET LIGHT LUMlNAiRt THF LUMINAIRF SHAI I BE 1 PROVIDE A 28'-6" 1 2 50
ONE-PIECE DIE CAST ALUMINUM HOUSING SlllCON GASKETED WITH INJECTION MOLDED POLYCARRONATE LCNS AS SlANDARD
U L 1572 WET LOCAllON
4690
TOTAI WATTS = 18055 AMPCRFS = 50 12
I I HIGH / I lli ,nnrl I I ICONSTRUCTCD OF A STURDY DIE-CAST ALUMINUM HOUSING LENS I TAPERED STEEL POLE I WALI.
30 32
20 nuoor LL
DOOR. AND POWER DOOR THE OPncAL ASS~MBLY SHALI BE (GAL VANIZED) MTIH 5LALtD TO PRtVENT ENTRANCC Of AIRBORNE CONTAMINFNTS TYI'E Ill DlSlRlBUllON TlHE RffRACTOR TO BE PRISMATIC VIRGIN ACRYLIC 6 LUMINAIRE ARM Mf TAl
HALIDF
1 20
20 120
250
STREFT LIGHT LUMlNAlRE THE IUMINAIRE SHALL BF
CONSTRUCTtD OF A STURDY DIE-CAST ALUMINUM HOUSING LENS
DOOR, AND POWER DOOR THE OPTICAL A~SEMBLY SHALL BE

SEAIED TO PREMNT ENTRANCE OF AIRBORNC CONTAMINENTS
THE REFRACTOR TO Rt PRISMATIC VIRGIN ACRnlC
15 HUBBELL

SOPERBAY I
LUMlNAlRE
BL250HR-
LM -055
HIGH

PRESSURE
SODIUM
PROVIDF A 28'-6"

TAPFRFD STEEL POLE
(GALVANIZFD) WITH
1 WC Ill DISTRIBUTION
6' LIJMINAIRE ARM
LC-218/219
SPARE
1 1 5
NOVEMBER 1995
IIXRJRE SIHALL BE SUITABLE FOR CLASS 1 DIV 2 APPLlCAnON rlXTURC SHALL BF ENCLOSED AND GASKE TCD WITH STAlNlESS
SODIUM STEEL EXTtRNAL HARIIWARE ilXTURE SHALL HAM INSTANT RESTRlKt BALLAST
WALL MOUNTED, Cxlr LIL~~T FIXTURE SHALL HAVE AUTOMATIC WAC1 SOLID-STATE CHARGER TtST SWITCH LONG LlFF LFD INDICATOR I 40 IinUoRcicrNTl 120 I LlGtll LOW VOI TAGF DISCONNFCT LOCKOUT FFAliJRC OR EOUAl
208
ME1 AL
IiALIDL

CEIIING

CONFORMED
ttIGii EFFlClFNCY LOW BAY LUMINAIRC iWO PIECE. HEAW WAII, DIE CAST ALUMlNlJM HOUSING ACRYLIC RFtRACTOR U I DAMP

LOCATION LISTED

HURRFI I
RM-LD-25S3R
031-125-2-
M51-PSC
I~,()~f~~~~iHF
12-W-6
12 VOLT DC UNlT TI1Z CABNET SHALL BE CONSTRUCTED OF
FORMtD THERMOPLASTIC INDUSTRIAL GRAY. EACH UNlT SHALL
OR HAVE TWO LIGIITINL HEADS lHAr CONSIST OF SEALED BEAM TUNGSTEN. 25 WATT LAMPS BATTERIES SHALL BE SEALED
RATE FOR A MINIMUM OF 90 MlNS AND SHALL BE COMPLETELY
MAINTENANCE FRtt WALL OR COLUMN MOUNT
FINISH GRADE7

PENDANT

PROVIDE OUARTZ

STANDUY FEATURE

OR FOUAL
WALL
24" MIN COVER

OR EQUAL

CONDOIT SIZES AND
OUANTIP A5 REOD

OIHFRWISE INDICATED

ON THE DRAWINGS
,, mP, i-l-j---t- l 1/2 ALL AROUND
MIL.
1 ALL DIMENSIONS ARE MINIMUM UNLESS OIIICRWISE
INUICAIEO ON il<L DRAWINGS
rlXTURE SHALI Rl ABLE 10 ROTATE 360 DFGIIEES ON YOKE
FOR BOTTOM. BACK. TOP OR INTERMtDIAlE MOUNTING PO5ITION IF SHALL HAVE COPPER FRCE ALUMINUM HOUSING lHE
YOKE SHALL RF AISI 316 STAINLCSS SlEFL

REINFORCED ENCASEMENT FOR

ELECTRICAL CONDUITS

CEILING
- ~~- ---
CAPACIM AT MID-POINT:
1/2" ST STL CA
1 5/8" SO WASliEII
PRCFORMEU CIHANNEI.

CAPACIN AT MID-POINT.

B 5'-0" MAX SI'ACING
1/2" BOLT AN0 CHANNEL
- 1/2" ST ST1 CA
1 5/8" SO WASHER
_NOTE: PRErORMLD CHANNEL

1. HOT-DIP GAIVANIZZ THE PRtFOKMED CHANNELS AND OTHER ACCESSORIES AFIER FAEiRlCAilON

CONDUIT SUPPORT

NATOMAS AREA

FLOOD CONTROL IMPROVEMENT PROJECT
JOHI\I cARO&LO - - - - -- - STORMWATER -- ---- PUMPING - STATION tLECTRlCAL
SACRAMENTO AREA FLOOD CONTHOL AGtNCY

LIGHTING FIXTURE AND PANEL SCHEDUL

AND LIGHTING DETAILS

FROM FILTER
COMPRESSOI? AIR
FROM COMPRESSOR FIL.TER AIR

1. MASTER NAMEPLATC
2 WET WELL LEVEL GAUGE
2N
3N
4N

RLCEO VALVE --J

MANUAL BLOWDOWN
1 & VALVE
BLEfO VAI VE

MANUAL BLOWDOWN
RADIAL GATE CI.OSED

SLUICE GATE OPEN

SLUICE GATE CLOSED
- 316 STAINLESS STEEL

TURING (TYPICAIL)
GREEN
RED
GREEN
316 STAINLESS STEEL

TUBING (TYPICAIL)

BLJLKHEAO FITTING
(TYPICAL)

BULKHEAD FITTING

EXTERIOR

DRAIN VALYE

FXTERIOR

DRAIN VALVE -
15N

WET WELL
PUMP WET WELL BUBBLER PANEL BP-1A
TRASII RACK TH-3 RUN I RED

WET WELL

DRAINAGE SUMP BUBBLER PANEL BP-

TYPICAL BUBBLER PANEL
NOTE : OUANTIN OF DEVICES SHALL BE AS
REQUIRED BY APPLICABLE SCHEMATIC.
16N

BLEED VALVE

MANUAL BLOWDOWN
VALVE
AIR Fll TER WlTH

LEVEL GAUGE
REGlJlATOR

REGULATOR
AIR

SHUTOFF
GFNtRATOR RON
-RECYCI E CHANNEL
l tVtL GAUGE

AIR- /Y /Y

BLEED VALVE
RED

FROM FILTER

COMPRESSOR

FROM FILTER

COMPRESSOR FROM FILTER
COMPRESSOR t I+
316 STAINLESS STECl

TUBING (TYPICAL)

HORN - - BFACON LIGHT AND
tlOi7N CONTROL.
- INDICATING LIGHT
-NAME PLATES (TYP)
1 4 f BLEED VALVE-'
BUL.KHEAD FlTllNG
(TYPICAL)
I L,B/ :;;GAL BLOWDOWN I L,&- ;;?$A1 BLOWDOWN
ooood
1N 2N 3N 4N 5N 316 STAINLESS STEEL

TLJBING (TYPICAL )
316 STAINLESS STEEL

TUBING (PIPICAL) EXTERIOR

DRAIN VALVE
1"-
BIJLKHEAD FlTflNG
(IYPICAL) ?-

BULKHEAD FITTING
(NPICAL)

EXTERIOR
DRAlN VALVE

RECYCLE CHANNEL

SWAGE HOLDING TAE
SEWAGE HOLDING TANK BUBBLER PANEL BP-2B

INTRUSION ALARM

SEI-ECTOR SWITCH
(KEY OPfRATED)

WET WELL
PUMP WET WELL BUBBLER PANEL BP-1 B RECYCLE CHANNEL BUBBLER PANEL BP-4 -UPSTREAM NEMDC
- AIR Fll TER WlTH

RCGLILATOR LEVEL GAUGE
AIR FI.OW

REGULATOR
- 7

TELEPHONE LINE
- UNDIREClIONAL

POI F MOUNTED

PROTECTION UNI

FROM FILTER

COMPRESSOR
FROM COMPRESSOR ~ILTER AIR- (5' ,',' I :i.Fl. BLOWDOWN

BLEED VALVE

MANUAL BLOWOOWN
VALVC
31 6 STAIN1 ESS STFEL.

TUBING (TYPICAL)

BULKHEAD FITTING
(TYPICAL)
BULI<HEAD PITTING
(IYI'ICAL)
t
NOTES:
1 MINIMUM CABINET DIMENSIONS
= 72"H x 36"W x 30"D
2 MAXIMUM SIZE AS REOlJlRED

FOR EOUII'MFNT
fl 316 TUBING STAINLESS (TYPICAL) STEEL

EXTERIOR
- POI YTHYLENE
TUBING TM 1' CONDUIT TO
HIGH WATER PRCSSURr TUBE

EXTERIOR (CAPTIVE AIR) IN UPSTREAM

DRAIN VALVE NEMDC CHANNEL

CONFORMED
NOVEMBER 1995 :ENTRAL .- CONTROL - PANEL .. . CCP - FRONT .- -

NO SCALE

CENTRAL CONTROL PANEL BLOCK DIAGRAM

LOW FLOW CHANNEL
UPSTREAM NEMDC CHANNEL BUBBLER PANEL BP-5 LOW FLOW CHANNEL BUBBLER PANEL BP-3 I -....-..-.A-
- - . -- - - -.
--

CENTRAL CON ANEL DETAILS

AND BLOCK DIAGRAM

TELEMETRY SYSTEM

I I PROGRAMMABLE LOGIC CONTROLLER
NOTE:

ANALOG SIGNALS TO THE PLC ARE IDENTIFIED BY
"4-20mADC". ALL OTIIER SIGNALS ARE DIGITAL.

FOR ILLUSTRATIVE PURPOSES ONLY, IN EVENT OF CONFLICT,
REFER TO P&ID DRAWINGS AND THE SPECIFICATIONS CONFORMED 1 NOVEMBER 1995

JOHN CAROLLO STORMWATER PUMPING STATION

ELECTRICAL
CHRISTY TRAFrlC

HATED PULL BOX

CONDUIT
" 3/4"x10' GROUND ROD
DETAIL

NO SCALE

FOR CONNECIION OF

FLEXIBLE COPPER BRAID

DRILL AND TAP PO
- 28'-6' STANDARD TAPFRED

STEEL POLE (GALVANIZED)
-- ACCESS HANOHOLE
NOTES:

1. EACH END POST. AND EACH GATE
SUPPORT POST SHALL BE GROUNDED.

BE SlIlELDED WIT14 A SECTION OF RIGID

CONDUIT -
13 SPIRAL MIN SEE NOTE I
CAP SPLICE ED TOP SPIRAL.
2 "SUPERREXIBLE' CABLE SECTION PER SPECIFICATIONS.
3 ANTENNA MOUNTING MAST, 2" SCHEDULE 40 STEEL PIPE.

4. COAX CLAMP AND HANGER AT 3' INTERVALS
5 COAX GROUNDING KIT. PER SPECIFICATIONS. CONNECT TO

MAST GROUND
ST STL ANCHOR BOL.TS.

NUTS. LOCK WASHERS.
6 GROUND W\ST WITH 2/0 COPPER WIRE TO 8'x5/8' AND LEVELING NUTS PER COPPER GROUND RO! CAD WELD GROUND WIRE TO ROD POLE MFR REOMTS 7 PROVIDE IN-LINE COAXIAL CABLE SURGE PROTECTOR

PER SPECIFICATIONS
5/8"0 ST STL BOLT (IYP)
5/8"0 ST STL CA
2 CONSTRUCT 1'-6" DIA x 2'-6" DEEP CONCRETE TOUNDATION

COMPACTED SOIL
WHERE MOUNTING SURiACE IS NOT AVAILABLE REINFOIICE WlTli 4-H4 VERIICAI. BARS AND #3 SPIRAL WlTH 6" PITCH
3 USE ST STL WASHERS. NUTS. AND BOLTS FOR MOUNTING DEVICES 1. IF NOT SPECIFIED OR INDICATED ON THE DRAWINGS. DEPTI-I AND REINFORCEMENT SHALI. BE DEIERMINED BY POLE MANUFACTURER LOADING SHALL BE DEAD LOAD PLUS 100 MPH WIND WlTH EXPOSURE 'C" NOVEMBER 1995

FLOOD CONTROL IMPROVEMENT PROJECT
NM GAROkLO STORMWATER PUMPING STATION
GlNEERS
INSTRUMENTATION SYMBOLS - -- --FIRST LElTER(S)
@

SUCCEEDING LETTERS

LOOP NUMBERS

INSTRUMENT LOCATION CODE

CONDUCTANCE PROBE(S)
Y
COMPRESSOR: RECIPROCATING
I IDENTIFICATION LETTERS I VAL.VE. FLAPPER CHECK

ULTRASONIC SENSOR
CENTRIFUGAL PUMP !--
PUMP: VERTICAL WET PIT
A
B
C
D
E
F
G
H
I
J
K
L
M
N
0 P
0 FITLD MOUNTED INSTRUMENT
@I HEATER
0 REAR-OF-PANEL MOUNTED INSTRUMENT
FIRST LEiTER(S)

FLOAT SWITCH

PROCESS OR

INITIATING VARIABLE
ANALYSIS (3~)

BURNER, COMBUSTION

CONDUCTIVITY
DENSITY (S.G.)

VOLTAGE

FLOW RATE
GAUGE

HAND (MANUAL)

CURRENT
POWER

TIME OR TIME SCHEDULE
LEVEL
MOTION
STROKE

PRESSURE (OR VACUUM)

SUCCEEDING

READOUT OR

PASSIVE FUNCTION
ALARM

PRIMARY ELEMENT
GLASS

INDICATE

LIGHT (PILOT)

ORIFICE
POINT
Q

BUBBLER PANEL

MODIFIER

DIFFERENTIAL
RATIO
SCAN

RATE OF CHANGE

MOMENTARY
0 PANEL MOUNTED INSTRUMENT
LEiTERS

ROTAMETER

LIQUID LEVEL

OUTPUT FUNCTION

CONTROL
GATE

CONTROL STATION
ELECTRIC MOTOR (NOTE 2)

MODIFIER
HIGH
LOW
MIDDLE

NORMAL SOFTWARE PROGRAM RESIDENT

AT PLC OR PLANT CONTROL

COMPUTER AS DEFINED BY

SCHEMATICS OR SPECIFICATIONS
OR BOTH.

BARS DIVIDING

ABOVE SYMBOLS FUNCTION SYMBOLS AND SUBSCRIPTS

A ANALOG

ACK ACKNOWLEDGE

AUTO AUTO MODE

D DISCRETE

EXISTING
SWITCH

TRANSMIT
C1
R
S
T

NONE FIELD LOCATION
____ AUXILIARY LOCATION.
- OPERATOR ACCESSIBILE
U MULTIVARIABLE (*) MULTIFUNCTION ( ) ! 1
V VIBRATION VALVE OR DAMPER I ... ...-

AUXILIARY

OPERATOR

QUANTIN

RADIATION

SPEED OR FREQUENCY

TEMPERATURE

1.DCATION.

ACCESSIBLE

ENERGIZED CLOSED

ENERGIZED OPEN

FORWARD-REVERSE

FAST-SLOW

HAND-AUTO

HAND-OFF-AUTO

INTERMEDIATE

LEAK DETECTOR PANEL

LEAD-LAG-STANDBY

LOCK OUT STOP

LOCAL-REMOTE

MOTOR CONTROL CENTER

MOTOR FAILURE

OPEN-CLOSE
ON-OFF

DN-OFF-AUTO

ON-OFF-REMOTE

OFF-RESET-ON

OPEN-STOP-CLOSE
INTEGRATE. TOTALIZE
SAFETY

POSITION DRICE, ACTUATE OR

UNCLASSIFIED FINAL

CONTROL ELEMENT
(X) WHEN USED. EXPLANATION IS SHOWN ADJACENT TO INSTRUMENT SYMBOL (TEST CONNECTION)

RECORD OR PRINT
__ PRIMARY LOCATION.

OPERATOR ACCESSIBLE
- - - PRIMARY LOCATION.

OPERATOR INACCESSIBLE LDP
LLS
LOS
LR
MCC

GENERAL INSTRUMENTATION NOTES

1. INSTRUMENTATION SYMBOLS AND IDENTIFICATION ARE BASED ON ISA STANDARDS S5.1 (1984) AND S5.3 (1983).

OOR
OR0
OSC
PLC
R

SPECIAL CASES PROGRAMMABLE LOGIC CONTROLLER
RESET
RUNNING TlMC
SPEED @OC OPEN AND CLOSED POSITION SWITCHES
RT
S
SEL
SLOS

2. UNLESS OTHERWISE NOTED. THE @ SYMBOL REPRESENTS TtiE

MOTOR AND ITS CONTROL CIRCUIT WITH STANDARD CONTROL
DEVICES APPROPRIATE TO ITS SERVICE (eg. LOCAL CONTROL
STATIONS. MOTOR STARTERS, MCC CONTROL STATIONS). ADDITIONAL NON-STANDARD CONTROLS ARE SHOWN EXTERNAL TO THE @
SYMBOL.

SELFCTOR

START-LOCK OUT STOP

START-STOP
START
SS
ST
VFD STOP-START HAND SWITCH. MOMENTARY CONTACT
SWITCH~S (CONTROLLED DEVICE WILL NOT RESTART

ON RETURN OF POWER AFTER POWER FAILURE)

VARIABLE FREQUENCY DRIVE

DIFFERENCE
DIVIDE

3. ELECTRIC SIGNALS SHOWN BY CONNECTING DASHED LINES BETWEEN

DEVICES ON THE DRAWING DO NOT NECESSARILY REPRESENT A
SINGLE PAIR OF WIRES OR INSTRUMENTATION CABLES. REFER TO ALL WIRING DIAGRAMS. CONTROL SCHEMATICS. AND THE SPECIFICATIONS FOR ACTUAL NUMBER OF PAIRS OR CABLES REQUIRED.

X MULTIPLY
liiJ SELECT HIGHEST SIGNAL
El SELECT LOWEST SIGNAL

SQUARE ROOT

E SUM OR TOTAL

4. PROCESSES DETAILED ARE SCHEMATIC. FOR PHYSICAL DATA
REFER TO DRAILED DRAWINGS. INSTRUMENTATION LINE SYMBOLS @ AND (ALL SIGNALS)
@ INTERLOCK (COMPLEX)
6 OR (ANY ONE SIGNAL)
PRIMARY PROCESS FLOW 5. P&ID'S DO NOT SHOW ALL DEVICES. THE INTENT IS TO ILLUSTRATE THE RELATIONSHIP BETWEEN PROCESS INSTRUMENTATION. PLANT CONTROL AND THE MONITORING SYSTEM. THE CONTRACTOR SHAILL. REFER TO ALL OTHER DISCIPLINE DRAWINGS AND TO TliE SPECIFICATIONS FOR

ITEMS NOT SHOWN ON THE P&IO'S OR FOR ADDITIONAL INFORMATION ON ITEMS SHOWN ON TtiE P&IDeS.

SECONDARY PROCESS FLOW OR
CONNECTION TO PROCESS. OR MECHANICAL

LINK, OR INSTRUMENTATION SUPPLY
------ ELECTRICAL SIGNAL

AI ANALOG INPUT
A0 ANALOG OUTPUT
Dl DlSCRFiE INPUT

DO DISCRETE OUTPUT

6. THE SYMBOL. A LOCATED BELOW SYMBOL INDICATES FIELD MOIJNTED.

REFER TO ELECTRICAL DRAWINGS FOR LOCATION. -- PNEUMATIC SIGNAL - o - a ------ PLC FUNCTION LINK
9OWlel CAROLLO

LEGEND AND GENERAL NOTES
0 - 0 - 0 - 0 ------ 0
0 - 0 -------- 0
73 -
2 POSITION
o 0 SELECTOR SWITCH O

EMERGENCY
RADiAL GATE.

RECYCLE CHANNEL PUMP F-OREBAY

P&ID - STORMWATER PUMP STATION
4000 GALLON 4000 GALLON

FUEL OIL STORAGE TANK FUEL OIL STORAGE TANK

CONTROL
SPECS)

DAY TANK DAY TANK

CONTROL
SPECS)

DAY TANK

DAY TANKS WITH RUPTURE BASIN WASTE OIL STORAGE TANK SEWAGE HOLDING TANK

APPENDIX B. Exception Technical Memo for the UPRR
Stoplog Operation Schedule

Mead & Hunt | (address, city, state, zip code) | (000-000-0000) | meadhunt.com Technical Memorandum

To: Thomas Engler, MBK Engineers
From: Stephen Sullivan, Civil Engineer of Record
Reviewed by: Nancy Moricz, Senior Project Engineer
Date: November 9, 2023
Subject: Exception for UPRR Stoplog Operation Schedule, Dry Creek North Levee SAFCA Due Diligence Review for Urban Levee Design Criteria Section 7.14

This Technical Memorandum (TM) is part of Sacramento Area Flood Control Agency’s (SAFCA) due diligence review for compliance with the California Department of Water Resources’ (DWR) Urban Levee Design Criteria (ULDC) for the Dry Creek North Levee (DCNL). This TM pertains to section 7.14 – Floodwalls, Retaining Walls, and Closure Structures.

The purpose of this TM is to explain and justify an exception to the ULDC annual testing requirement for closure structures. The City of Sacramento’s UPRR Stoplog Closure Structure, located at the intersection of the Union Pacific Railroad (UPRR) line and the DCNL is currently tested through trial erection at cycles of not more than 5-years due to the logistical challenges of a railroad closure. The rail line is a critical transportation corridor that passes through the DCNL, the Robla Creek South Levee, the Arcade Creek North and South Levee, and the American River North Levee.

The operating parts to these facilities are steel I beam posts and aluminum stoplogs. The components are stored at the City of Sacramento’s North Area Yard, within five (5) miles of all UPRR closure structures.

The trial closures for the five UPRR crossings are all conducted during one railroad outage on a 5 -year cycle. If a closure is required due to a high-water event, the trial closure schedule cycle is reset.

ULDC Section 7.14 criteria states:

Closure structures need to1 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. 33 CFR 208 – Flood Protection Regulations, §208.10.f.2 states:
“Trial erections of one or more closure structures shall be made once each year …Where railroad operation makes trial erection of a closure structure infeasible, rigorous inspection and drill of operating personnel may be substituted therefor. … Closure materials will be carefully checked

1 The ULDC indicates that terms such as “must,” “shall,” “is required,” and “needs to” are criteria. These and similar terms are considered to be mandatory; if not followed, an exception is needed (following the procedure for exceptions).

Technical Memorandum
Thomas Engler, MBK Engineers
November 9, 2023

prior to and following flood periods, and damaged or missing parts shall be repaired or replaced immediately.”

Mead & Hunt has worked with the City to review and improve their closure structure program and has witnessed several trial closures. A summary of our review follows.

The City stores the removable components on bound pallets and each component is uniquely marked with the stoplog structure and individual piece numbers with the position identifiers. During disassembly, the components are palleted onsite and immediately returned to storage.

The stoplog facilities are fairly simple construction and do not require unique tools and equipment, nor special training.

In preparation for each flood season the inventory is verified, and the closure sites are visited to assess the structure condition and access. The City identifies the tools and equipment needed for transport and installation, and rigorously plans for mobilization. Supplemental materials, such as tarping and sandbags are obtained.

Finally, the City has 18 closure structures within their system, many of which are stoplog type closures.

Trial erections of one or more closure structures are made each year on alternating structures for operating personnel training.

Mead & Hunt has concluded that the operational planning and testing program for the City of Sacramento’s DCNL UPRR stoplog closure structure meets the intent of the ULDC testing requirement for closure structures, based upon the following:
• The City crews are well trained and perform trial erections on at least one closure structure each year.
• The stoplog structure erection is fairly simple and requires no unique tools or equipment. • The parts are all uniquely identified and stored neatly on pallets segregated by facility. All parts are immediately palleted and placed in storage upon disassembly. • Structures are inspected and preparations are made at the start of each flood season.

The current 5-year cycle for trial operation/installation of the UPRR stoplog closure structure is sufficient and may continue going forward without anticipated impacts to the DCNL operation. Therefore, an exception to the annual testing requirement is recommended.

This conclusion applies to each of the five (5) UPRR closure structures listed in Section 1 above.

APPENDIX C. Final DCNL Wind Setup and Wave Runup
Analysis

Dry Creek North Levee
Wind-Wave Analysis

PROJECT NUMBER R1941500-120265.09
FEB 6, 2024

FINAL

PAGE INTENTIONALLY LEFT BLANK

© 2024 Mead & Hunt, Inc.

i

CONTENTS

1. Overview ......................................................................................................... 1

1.1 Purpose and Scope of Study .............................................................................................. 1

1.2 Study Area .......................................................................................................................... 1

1.3 Methods of Analysis ........................................................................................................... 1

1.4 Datums ............................................................................................................................... 2

2. Model Inputs .................................................................................................... 2

2.1 Site Data ............................................................................................................................. 2

2.2 Site Selection ...................................................................................................................... 2

2.3 Wind Speed Data ............................................................................................................... 3

2.4 Fetch Length and Critical Wind .......................................................................................... 4

3. Design Wind Speed Analysis........................................................................... 6

3.1 Stationarity and Detrending ................................................................................................ 6

3.2 Return Period...................................................................................................................... 7

3.3 Analysis Procedure ............................................................................................................. 8

3.4 Results ................................................................................................................................ 9

4. Wind Speed Adjustment and Wave Growth .................................................... 9

4.1 Wind Speed Adjustment ..................................................................................................... 9

4.2 Wave Growth .................................................................................................................... 10

4.3 ACES Input and Output .................................................................................................... 12

4.4 Wave Height Correction ................................................................................................... 13

4.4.1 Correction for Submerged Breakwater ................................................................ 13

4.4.2 Correction for Vegetation Buffer .......................................................................... 13

5. Setup and Setdown ....................................................................................... 15

5.1 Wind Setup ....................................................................................................................... 15

5.2 Wave Setup and Setdown ................................................................................................ 17

6. Wave Runup .................................................................................................. 17

6.1 Runup for Significant Wave .............................................................................................. 17

6.2 ACES Input and Output .................................................................................................... 18

6.3 Runup for 2% Exceedance Wave .................................................................................... 19

6.4 Runup Correction ............................................................................................................. 19

© 2024 Mead & Hunt, Inc.

ii
CONTENTS 6.4.1 Correction for Berm ............................................................................................. 20

6.4.2 Correction for Surface Roughness ...................................................................... 20

6.4.3 Correction for Angle of Wave Incidence .............................................................. 20

7. Freeboard Evaluation .................................................................................... 20

7.1 Acceptance Criteria .......................................................................................................... 20

7.2 Overtopping Rate ............................................................................................................. 21

8. Results .......................................................................................................... 21

9. References .................................................................................................... 22

FIGURES
Figure 1. Selected Site .................................................................................................................... 3 Figure 2. Restricted Fetch Geometry .............................................................................................. 5 Figure 3. Restricted Fetch Conventions .......................................................................................... 5

TABLES
Table 1. Selected Site ..................................................................................................................... 3 Table 2. Wind-Wave Analysis Results .......................................................................................... 21

EXHIBITS
EXHIBIT 1. Example Source Wind Data
EXHIBIT 2. Example Outlier Analysis
EXHIBIT 3. Design Wind Speed Analysis
EXHIBIT 4. Wind Speed and Direction Four Airports
EXHIBIT 5. Setup and Runup Illustration
EXHIBIT 6. Wind Setup for Shallow Water – Site 1

© 2024 Mead & Hunt, Inc.

1 1.1 Purpose and Scope of Study
The Sacramento Area Flood Control Agency (SAFCA) is in the process of evaluating the levees within its jurisdictional boundaries for compliance with the State of California’s Urban Levee Design Criteria (ULDC) (DWR, 2012). This report documents the analysis of wind and wave parameters which are inputs to the ULDC compliance evaluation of the Dry Creek north l evee. This levee reach was previously analyzed (Mead & Hunt, 2015). The purpose of the current sco pe is not to repeat the previous analysis, but to confirm or update the previous assumptions to represent current conditions.

Part of the levee evaluation process is to provide an analysis that demonstrates no appreciable erosio n of the embankment can be expected as a result of expected wind and wave action, as per Title 44 of the Code of Federal Regulations, Section 65.10(b)(3), Embankment Protection (U.S. Government Printing Office, 2022). The purpose of this wind and wave analysis is to estimate the magnitude of the effects of wind setup and wave runup with respect to freeboard and embankment protection on the levees that are under evaluation.

The wind-wave analysis relies on guidance in Determination of Wave Characteristics by the Federal Emergency Management Agency (FEMA, 2019). For param eters not specifically prescribed in the FEMA literature (e.g. design return period for wind speeds), the ULDC was used for supplemental guidance. T he calculations rely on additional publications to account for specific phenomena such as wave height reduction due to vegetation buffers and submerged breakwater-like features, where applicable.

Site(s) which characterize the worst-case combination of factors influencing setup and runup for a given section of levee have been selected for analysis, as summarized in Table 1. Input data have been provided by MBK, including ground surface elevations, design water surface elevations, surveyed top of levee and design water surface profiles along the levee baseline stationing, and levee baseline alignm ent data (MBK, 2023a). Results from the analysis are presented in Table 2.

1.2 Study Area
Dry Creek is a tributary to the Natomas East Main Drainage Canal (NEMDC). The NEMDC collects drainage from watersheds on the east side of the Natomas Basin and discharges it into the Sacramento River near the mouth of the American River. The Dry Creek north levee extends from Rio Linda Boulevard downstream to the NEMDC, a length of appr oximately 8,500 feet. The upstream end of the levee ties into natural high ground at Rio Linda Boulevard (MBK, 2023b).

1.3 Methods of Analysis
The Automated Coastal Engineering System (ACES) Ver sion 4.03 model within the Coastal Engineering Design and Analysis System (CEDAS) software program (Veri-Tech, 2023) and Microsoft Excel were used as the primary tools for calculating wind setup and wave runup. The ACES model contains multiple calculation modules, two of which were used for this study: the ACES “Windspeed Adjustment and Wave Growth” module which predicts the height and period of waves generated over a given fetch; the ACES

© 2024 Mead & Hunt, Inc.

2 “Wave Runup and Overtopping on Impermeable Structur es” module which predicts the magnitude of wave runup on an embankment.

To account for factors not included in the ACES mod el formulations (such as the angle of wave incidence or the existence of grass cover on the water-side embankment slope), spreadsheet calculations were employed to adjust the ACES-predicted wave runup va lues. Spreadsheet calculations were also used in the statistical analysis of wind speed values in providing one of the main model inputs.

1.4 Datums
Elevations in this report are in feet and are referenced to the North American Vertical Datum of 1988 (NAVD 88). Horizontal coordinates are in feet and are referenced to the California Coordinate System, North American Datum of 1983, Zone II, unless otherwise noted. Data provided by others was verified to be referenced to these datums, unless otherwise noted.

2.1 Site Data
Site-specific data were provided by MBK Engineers (MBK, 2023a), and included the following:

• Topographic ground surface elevation data for the study area. This is the same elevation data that is used in the HEC-RAS model to obtain the des ign water surface elevations. • Design water surface elevation results from 2D HEC -RAS model. The water surface elevations were used to determine the design still water elevation for each site location. • Surveyed top of levee and design water surface ele vation profiles along the levee baseline stationing.
• Levee alignment data with stationing.

2.2 Site Selection
One site was selected for analysis along the Dry Creek north levee reach, as shown in Figure 1 below.

Site selection was based on maximizing the combinat ion of fetch length and wind speed in the most critical directions, based on the levee alignment. Optimization for the critical wind direction is based on four parameters, including fetch length (direction-dependent), wind speed (direction-dependent), the angle between the fetch and wind directions, and the angle of incidence of the mean wave direction wit h respect to the levee alignment at the analysis site. Table 1 below is a summary of parameters for the site selected for analysis, along with the fetch length (see Section 2.4 below) and wind speed (see Section 3 below) determined according to the methods described in the following sections.

Addition of a second analysis site was considered for this reach because the selected analysis site (Site 1) was not the location of minimum still water freeboard. However, because the final setup plus runup for Site 1 did not exceed the available still water freeboard anywhere along the levee reach, a second analysis site was not necessary.

© 2024 Mead & Hunt, Inc.

3 TABLE 1. SELECTED SITE
Site Northing Easting
Restricted Fetch
Length (miles)
Average Fetch
Depth (feet)
Design Observed
2-min Wind Speed
(mph)
Associated Wind
Direction (deg)
Design Top of
Levee Elevation
(feet NAVD88)
Design Water
Surface Elevation
(feet NAVD88)
Still Water
Freeboard (feet)
1 2,005,914 6,712,417 0.8 9.1 48.8 150 46.9 41.4 5.5

FIGURE 1. SELECTED SITE

2.3 Wind Speed Data
Wind speed data was downloaded from the National Centers for Environmental Information 1 (NCEI) for the four airports near the study area: McClellan (MCC), Mather (MHR), Sacramento Executive (SAC), and Sacramento International (SMF) Airports. An example of the downloaded data is shown in Exhibit 1.

Data were downloaded for the period of record for each airport, which varies but generally includes years from 1939 to 2023. The wind speed data represent the fastest 2-minute-average wind speed recorded during each hour.

1 https://www.ncei.noaa.gov/access/search/data-search/local-climatological-data

© 2024 Mead & Hunt, Inc.

4 Wind direction is generally reported at 10-degree directional increments. Prior to 1964 at some airports, wind speeds were only reported for 16 directions (22.5-degree increments). Because wind speeds are analyzed statistically for each direction, the misalignment of reported wind directions before 1964 makes this data incompatible with data reported at 10-degree increments. Therefore, this pre-1964 data was not used in the analysis, but the remaining 59-year period is a sufficient record length to support the analysis at each airport. Peak wind speed data were summarized for each wind direction, for each year 2. Years with incomplete data were excluded from the analysis, leaving a total number of analysis years of 46 for MCC, 48 for MHR, 59 for SAC, and 50 for SMF.

Wind speed is measured at each airport by anemometer. Data obtained from the National Oceanic and Atmospheric Administration (NOAA) indicates the anemometer heights at SAC and SMF are approximately 30 feet above ground (NOAA, 2023). Anemometer heights could not be confirmed for MHR and MCC but are assumed to be similar for the purposes of this study. Height correction factors were utilized when estimating the geostrophic wind velocities within the ACES model.

Wind speed data was analyzed to ensure appropriate wind speeds were used to predict wave generation.

Estimation of design wind velocities for National Flood Insurance Program (NFIP) levee system evaluation using deterministic methods should be based on a conservative approach in using the data.

FEMA does not prescribe a method of analysis for determination of design wind velocities, but rather defers to the recommendations provided by other federal agencies. The U.S. Army Corps of Engineers (USACE) provides the following guidance (USACE, 2010, p. 18):

“…identify the maximum wind conditions that can occur for several hours along different fetches in front of the levee. Determination of the maximum wind conditions might require examination of winds that occurred during discrete storm events considered in the stage-frequency analysis or of wind conditions that occur during seasons in which extreme water levels occur.”

In accordance with this guidance, the wind speed data has been examined closely with respect to high outliers in the data which do not represent maximum wind conditions occurring for several hours.

Examples of corrected outliers and non-outliers are shown in Exhibit 2.

2.4 Fetch Length and Critical Wind
For riverine locations, wind-wave generation is impacted by the shape of the fetch. The restricted fetch methodology accounts for the specific geometry of the fetch, as well as the potential for waves developed in off-wind directions, to determine the maximum possible wave conditions. Because of the limiting geometry of the study area, the restricted fetch approach was used for this analysis. Restricted fetch geometry and conventions are illustrated in Figure 2 and Figure 3 below3 (examples only, not the actual site).

2 Wind speeds typically peak in the fall in this area, which is why wind speeds are summarized by calendar year, not water year. 3 Reference: Figure I-1-2 and Figure I-1-3 of the ACES Technical Reference (USACE, 1992)

© 2024 Mead & Hunt, Inc.

5 FIGURE 2. RESTRICTED FETCH GEOMETRY

FIGURE 3. RESTRICTED FETCH CONVENTIONS

Fetch lengths were determined for each 10-degree increment from each site (with an origin at zero degrees north) in ESRI ArcGIS Pro (ESRI, 2023) based on the design water surface elevation and ground surface elevation data. Wind speed data is reported at each 10-degree interval beginning with zero degrees north.

Site of Interest
Radial Fetches
Levee Crest Alignment
Wind
φ
Wind
Waves
Fetch Length
(Typical)
10°
Site of Interest

© 2024 Mead & Hunt, Inc.

6 Large waves can be produced even if the direction of the longest fetch and the direction of the maximum wind are different, so a preliminary evaluation was performed at each site to determine the wind speed/direction which would produce the maximum wave height for a given fetch direction. The computed wave height is approximately a function of the fetch-parallel component of the wind speed and the square root of the fetch length. Given wind speeds and fetch lengths determined for each incremental 10 -degree direction, the fetch lengths at 1-degree increments were interpolated and averaged over 15-degree arcs for each 1-degree direction.

Because the longest fetches for some sites may be more parallel than perpendicular to the levee alignment, and because wave runup is reduced for large angles between the wave direction and slope - perpendicular direction (see Section 6.4.3 below), an additional term is added to the fetch optimization function used by ACES. The maximum value from the following equation was computed for each wind/fetch direction combination using Microsoft Excel to estimate the critical wind velocity to be used for analysis:

𝐹ϕ

0.28(cos ϕ)0.44(1 − 0.002222 ∗ 𝛽) -------------------------------- -------------------------------- --------------------------- (1) where:

U = wind speed for a given direction
Φ = off-fetch wind direction angle (-80° < Φ < +80°)
β = angle of wave incidence (degrees)

The optimal wind velocity determined by the above method was used to calculate wave growth using the restricted fetch approach in ACES. The ACES model computes interpolated fetch lengths at 1-degree increments, and then averages the fetch lengths over 15-degree arcs for each 1-degree direction. Given a critical wind direction, the direction of maximum wave development (centered on the critical 15 -degree arc) is determined by maximizing the result of the following equation (USACE, 1992):

𝐹ϕ

0.28(cos ϕ)0.44 -------------------------------- -------------------------------- -------------------------------- -------------------- (2) where:

Fφ = interpolated averaged fetch length for a 15-degree arc (miles) φ = off-wind direction angle (deg)

This procedure maximizes the relevant terms in the expression for wave period (Tp).

Wind speed data were analyzed to determine appropriate design wind speeds for wave growth prediction, as described below.

3.1 Stationarity and Detrending
Historical trends of peak annual wind speeds were investigated for stationarity using the Kolmogorov- Smirnov (K-S) test to compare the distributions of average (across all directions) peak annual wind speeds between the first half and last half of record years for each airport. For example, SAC had 59

© 2024 Mead & Hunt, Inc.

7 complete record years from 1964 to 2022. The first 30 years and last 29 years of average peak annual wind speed values were each ranked, and stepwise cumulative distribution functions (CDF) calculated.

The maximum difference between the CDFs for any given wind speed was determined, and this value was compared to the critical K-S test value for various significance levels. If the maximum difference between the CDFs exceeds the test value, then the null hypothesis is rejected, meaning that the samples come from different populations with the corresponding significance level (i.e., there is a historical trend between the first and last half of the period of record). For the airports analyzed, the null hypothesis was rejected with a significance level of 99% for MCC and SMF, 97% at MHR, and 95% at SAC. Because trends were detected with a high significance level at each airport, the data was detrended to the year 2023 based on the linear trendline slope of the average values analyzed. This procedure was tested for both mean and median values, and the average type with the higher trendline correlation at each airport was used for detrending the data. The stationarity and detrending calculations for each airport are shown in Exhibit 3.

3.2 Return Period
Neither FEMA nor USACE prescribe a particular return period for the design wind speed to be used in a deterministic analysis of wind setup and wave runup for NFIP levee system evaluation. FEMA guidance for determining criteria for selection of design wind speeds in combination with a design still water event is vague. In the FEMA publication on this topic (FEMA, 2019), an example is discussed which includes evaluation of wind speed data from three stations:

“The maximum wind speeds ranged from 61 mph … to 39 mph … with an average maximum for all three stations of approximately 47 mph … a 45 mph wind speed was selected for input to the restricted fetch calculation.”

Apart from the apparent neglect of directionality, this example gives no criteria for the selection of the final wind speed used for the calculation, which was significantly lower than the maximum value.

The ULDC produced by the California Department of Water Resources (DWR) gives specific guidance on the return period for wind speeds to be used for setup and runup computations (DWR, 2012, pp. 7–40):

“The wind speed to be used is that which has a 50 percent probability of not being exceeded in any 50-year design period. This criterion yields a design wind speed with a return period of 72.6 years, or annual probability of 0.0138.”

The design wind speeds were determined using a return-period approach as recommended by DWR’s ULDC. A frequency analysis was performed to estimate the 72.6-year wind speed for each wind direction using the statistical procedure described below.

© 2024 Mead & Hunt, Inc.

8 3.3 Analysis Procedure
For each wind direction (in 10-degree increments), the 72.6-year wind speed was estimated assuming the Generalized Extreme Value (GEV) distribution, which has the following cumulative distribution function:

𝐹(𝑦) = 𝑒−(1+𝑘𝑦)−1 𝑘⁄
-------------------------------- -------------------------------- -------------------------------- -------------- (3) where:

F(y) = probability of non-exceedance of y
y = reduced variate of peak annual 2-minute-duration wind speeds, U k = shape parameter

The reduced variate (y) is related to the location (μ) and scale (σ) parameters by:

𝑦 =
𝑈−𝜇
𝜎 -------------------------------- -------------------------------- -------------------------------- ----------------------------- (4)

Plotting position for a sample is given by:

𝐹(𝑦) =
𝑚
𝑛+1 -------------------------------- -------------------------------- -------------------------------- ------------------------- (5) where:
m = 1 for the smallest ordered value of U and m = n for the largest ordered value of U n = number of ordered values in the sample

The reduced variate for sample values is calculated as follows:

𝑦 =
1−[− ln(𝐹(𝑦))]𝑘
𝑘[− ln(𝐹(𝑦))]𝑘 -------------------------------- -------------------------------- -------------------------------- ------------------ (6)

For each wind direction, the peak annual 2-minute-duration wind speeds (U) were ordered, and the probability of non-exceedance F(y) was calculated for each value of U using Equation 5 above. The reduced variate (y) was computed for each value of U using Equation 6 above using an assumed value for the shape parameter, k. The location (μ) and scale (σ) parameters were estimated based on a best-fit calculation of U as a function of y using Equations 7 and 8 below:

𝜎 =
𝑛(∑ 𝑦𝑈)−(∑ 𝑦)(∑ 𝑈)
𝑛(∑ 𝑦2)−(∑ 𝑦)2 -------------------------------- -------------------------------- -------------------------------- -------------- (7)

𝜇 =
∑ 𝑈−𝜎(∑ 𝑦)
𝑛 -------------------------------- -------------------------------- -------------------------------- ---------------------- (8)

The coefficient of determination (R2) was calculated according to Equation 9 below for each best-fit calculation of U to assess the correlation of the assumed distribution. Initial values for the shape parameter (k) were adjusted iteratively to find the best-fit calculation resulting in the highest coefficient of determination for each wind direction. The resulting correlation was generally very good, with R2 values averaging 0.98 across all wind directions and airports.

© 2024 Mead & Hunt, Inc.

9 𝑅2 = 1 −
∑(𝑈−𝑈(𝑦))2
∑(𝑈−𝑈̅)2 -------------------------------- -------------------------------- -------------------------------- -------------- (9) where:

𝑈̅ = mean of wind speed sample values (mph)
U(y) = wind speed predicted using line of best fit (mph)

Regression equations were calculated for each wind direction of the following form:

𝑈 = 𝜎𝑦 + 𝜇 -------------------------------- -------------------------------- -------------------------------- ---------------------- (10)

Using the best-fit calculation for each wind direction, the design wind speed was estimated by calculating the reduced variate for a 72.6-year return interval, substituting that reduced variate (y) into the linear regression equation, and solving for the predicted wind speed (U). The reduced variate in a series of peak annual values of any given return period (T) is calculated similarly to Equation 6 above:
𝑦 =
1−[− ln(1−1 𝑇⁄ )]𝑘
𝑘[− ln(1−1 𝑇⁄ )]𝑘 -------------------------------- -------------------------------- -------------------------------- -------------- (11) where:

T = return period (years)

3.4 Results

72.6-year wind speeds were calculated for each wind direction from the regression equations , and the results at each airport are given in Exhibit 4. The wind speeds are illustrated as a wind rose, which shows the design 72.6-year wind speeds for each direction at 10-degree increments. For each direction, the design wind speeds were interpolated to each analysis site using an inverse -distance-weighted average.

Due to this spatial interpolation, some smoothing will occur whereby the wind speeds used for analysis at each site will represent neither the highest nor lowest speeds from any given airport, but a weighted average. To quantify this smoothing effect, the K-S test was used to evaluate the statistical significance of wind speed differences (for all wind directions) due to smoothing result ing from distance-weighted averaging of airport data to the locations of the analysis sites. The result was that the null hypothesis could not be rejected at the 30% significance level. Therefore, the population distributions of average airport wind speeds are assumed to be equal to the population distributions of average analysis site wind speeds for the purposes of the analysis. These calculations are also shown in Exhibit 4.

For each selected site, wind speed adjustment and wave growth were calculated using the “Wind Speed Adjustment and Wave Growth” module as part of the CEDAS-ACES Version 4.03 software (Veri-Tech, 2023).

4.1 Wind Speed Adjustment
The wind speed observations at the anemometer locations are not directly relevant to wave height

© 2024 Mead & Hunt, Inc.

10 predictions at the analysis locations due to the effects of surface roughness and wind speed gradients with respect to height above ground within the immediate vicinity of the anemometer. Maximum wind speed observations listed in Table 1 must be adjusted to estimate the appropriate wind stress at a given site. The ACES model calculates wind speed adjustments based on the following variables:

• Height of anemometer above ground and duration of observed wind • Duration of final wind
• Air-water temperature difference – neglected for the relatively short fetches in this analysis 4 • Latitude of wind observation – accounts for the Coriolis effect of the Earth’s rotation on geostrophic wind patterns
• Location of wind observation – inland, over-water, shore, or geostrophic

Wind speed adjustment in the ACES model is based on an idealized model of the planetary boundary layer, consisting of the constant stress region (10-60 m above water surface), the Ekman region (to 1,000 m above water surface), and the geostrophic region (more than 1,000 m above water surface). For inland wind observations, such as those collected at airports, the model initially estimates the geostrophic wind from the low-level observations, followed by solving a series of equations describing the constant stress region and the entire planetary boundary layer to determine the equilibrium neutral wind speed (U e) at 10 m above the water surface. Next, the model adjusts for increased stability conditions for fetch lengths shorter than 16 km using a factor of 0.9Ue. Finally, the model adjusts the wind speed to account for the duration of interest for a particular fetch length. The duration of wind used for evaluation is important because the observed wind speed is adjusted by empirical factors to obtain the wind speed at the specified duration, which has a significant impact on the computed wave height. The ratio of wind speed of any duration (Ut) to the 1-hour wind speed (U3600) is described as follows in Equations 12 and 135:

For t < 3,600 sec:

𝑈𝑡 𝑈3600 = 1.277 + 0.296 tanh{0.9 log10(45 𝑡𝑖⁄ )}⁄ -------------------------------- -------------------------------- ------- (12)

For 3,600 sec < t < 36,000 sec:

𝑈𝑡 𝑈3600 = 1.5334 − 0.15 log10 𝑡𝑖⁄ -------------------------------- -------------------------------- -------------------------- (13)

First the 1-hour wind speed (U3600) is determined (ti = tobs), and then the wind speed at the specified duration (Ut) is calculated.

4.2 Wave Growth
The “Restricted” fetch options in ACES were used to calculate wave growth because, unlike coastal wave analysis, the analysis locations feature irregularly shaped fetches.

Wave growth for a given fetch is either duration-limited or fetch-limited. Duration-limited growth means

4 USACE, 2002, Paragraph II 2 1.i.(3)(d), p. II 2 36
5 Reference: Figure II-2-1 in the Coastal Engineering Manual (USACE, 2002)

© 2024 Mead & Hunt, Inc.

11 that the given wind duration is not sufficiently long for the maximum wave heights to develop across the given fetch. Fetch-limited growth means that the waves are fully developed with respect to wind duration and speed, but the length of the fetch limits wave growth. For shorter durations, the maximum wave height may not be achieved along the given fetch. Conversely, longer durations will produce higher waves. The duration can easily be adjusted within ACES, so various durations were examined to determine the wind duration and corresponding speed that would produce the largest waves for a given fetch. The minimum duration required for a wave field to become fetch-limited is estimated using Equation 14 below6:

𝑡𝑓𝑒𝑡𝑐ℎ = 51.09
𝐹0.72
𝑔0.28Û𝑎0.44 -------------------------------- -------------------------------- -------------------------------- --------- (14) where:
tfetch = minimum duration required for a wave field to become fetch-limited (sec) F = fetch (feet)
g = acceleration due to gravity (32.2 feet/sec2)
Ûa = fetch-parallel component of adjusted wind speed for restricted fetch approach (feet/sec)

The estimated wave height and period for duration- and fetch-limited waves in deep water for a restricted fetch are given by the equations below (Smith, 1991):

Duration-Limited (ti < tfetch), Deep Water, Restricted Fetch Formulas:

𝐻 = 0.000103 (
Û𝑎2
𝑔 ) (
𝑔𝑡𝑖
Û𝑎
)

0.69 ........................................................................................................................ (15)

𝑇 = 0.082 (
Û𝑎
𝑔 ) (
𝑔𝑡𝑖
Û𝑎
)

0.39 .............................................................................................................................. (16)

Fetch-Limited (ti ≥ tfetch), Deep Water, Restricted Fetch Formulas:

𝐻 = 0.0015 (
Û𝑎2
𝑔 ) (
𝑔𝐹
Û𝑎2)
1 2⁄
............................................................................................................................. (17)

𝑇 = 0.3704 (
Û𝑎
𝑔 ) (
𝑔𝐹
Û𝑎2)

0.28 ............................................................................................................................. (18) where:

H = wave height determined by duration- or fetch-limited expressions (feet) T = wave period determined by duration- or fetch-limited expressions (sec) ti = wind duration used in duration-limited expressions

The wave height and period computed with either the duration- or fetch-limited equations are then compared to the expressions for a fully developed equilibrium spectrum to ensure that the fully developed conditions are not exceeded (USACE, 1984a):

6 Reference: Equation 28 of the ACES Technical Reference (USACE, 1992, p. 1-1-10)

© 2024 Mead & Hunt, Inc.

12 Fully Developed, Deep Water, Restricted Fetch Formulas:

𝐻𝑓𝑑 = 0.2433 (
Û𝑒2
𝑔 ) ...................................................................................................................................... (19)

𝑇𝑓𝑑 = 8.134 (
Û𝑒
𝑔 ) ......................................................................................................................................... (20) where:

Hfd = wave height limited by fully developed spectrum criteria (feet) Tfd = wave period limited by fully developed spectrum criteria (sec) Ûe = fetch-parallel component of equilibrium neutral wind speed for restricted fetch approach (feet/sec)

Shallow water approaching the levee slope for a significant distance will act to limit wave growth by energy dissipation through wave refraction and shoaling, bottom friction, and percolation. Shallow-water conditions will prevail if the depth of water approaching the levee slope is less than one -half the deepwater wavelength (USACE, 1984b, p. 10). The deepwater wavelength is calculated as follows in Equation 21 (USACE, 1984b, p. 9):

𝐿𝑜 = 5.12(𝑇2) -------------------------------- -------------------------------- -------------------------------- ------------------- (21) where:

Lo = Deepwater wavelength (feet)
T = Period corresponding to the frequency of the peak energy density of the wave spectrum (sec)

If a fetch is sufficiently deep, the bottom friction and percolation effects are negligible to the wave growth calculation, and the “Deep Restricted” fetch option was used. If a fetch is sufficiently shallow compared to the deepwater wavelength, bottom friction and percolation are significant in limiting wave growth, and the “Shallow Restricted” fetch option was used. When the “Shallow Restricted” fetch option was used, an independent check was made to ensure that the duration-limited wave height and period were greater than or equal to those computed with the software, because ACES does not chec k for duration-limited conditions automatically when using the “Shallow Restricted” fetch option (USACE, 1992).

For Site 1, the “Shallow Restricted” fetch option was used.

4.3 ACES Input and Output
Required input for the ACES “Windspeed Adjustment and Wave Growth” module is as follows:
• elevation of observed wind (30 feet standard)
• observed wind speed (mph)
• air-water temperature difference (0°F assumed)
• duration of observed wind (2 minutes for the data downloaded) • duration of final wind (varies by site, adjusted to obtain fully developed wave conditions) • latitude of wind observation (38.7 degrees)
• wind observation type (“Inland”)

© 2024 Mead & Hunt, Inc.

13 • wind fetch option (“Deep Restricted” or “Shallow Restricted”) • wind direction (degrees, clockwise from zero degrees north) • average depth of fetch (feet)
• direction of first radial fetch (degrees, clockwise from zero degrees north) • radial fetch angle increment (degrees)
• number of fetch angles
• fetch length (miles, for each fetch angle)

Output from the ACES “Wind Speed Adjustment and Wave Growth” module is as follows:
• wind fetch length (miles)
• equilibrium neutral wind speed (mph)
• adjusted wind speed (mph)
• mean wave direction (degrees, clockwise from zero degrees north) • wave height, Hmo (feet)
• wave period, Tp (sec)

4.4 Wave Height Correction
The wave height was corrected to account for factors not included in the ACES formulas, including submerged breakwater features and vegetation buffers, as described below.

4.4.1 Correction for Submerged Breakwater
Some fetches contain linear features such as road embankments which would be inundated during the design still water event and consequently would act as submerged breakwaters.

Breakwaters transmit a portion of the incoming wave energy, as a function of the still water depth over the structure and the incoming wave height (USACE, 2002, pp. II-7-22, Figure II-7-19). In the case of rubble mound breakwaters (typical for coastal breakwaters specifically constructed for this purpose), a portion of the wave energy may also be transmitted through the porous structure.

There can be a spectral shift toward higher frequencies in the transmitted wave energy, but this requires more detailed observed wave data to quantify. For this analysis, breakwaters are assumed to be impermeable, and the period of the transmitted significant wave is assumed to be equal to that of the incoming.

No submerged linear breakwater features were identified within the critical fetch for Site 1.

4.4.2 Correction for Vegetation Buffer
As waves pass through vegetated areas, energy is dissipated by drag (friction) and inertial (momentum) forces as moving water separates to flow around trunks and branches and converges on the other side. Assuming regular, linear (Airy theory) waves and rig id full-depth vegetation, the rate of energy dissipation can be calculated based on assumed inertia ( CM) and drag (CD) hydrodynamic force coefficients. Inputs for this calculation include the fluid properties, incident wave height (Hi) and period (T ), still water depth (ds), width of vegetation buffer in direction of wave travel (W ), and average vegetation diameter (D ) and density (Nt).

© 2024 Mead & Hunt, Inc.

14 The water particle horizontal speed for linear waves (time- and depth-varying) is (USACE, 1992):
|𝑢|(𝑡, 𝑧) = |
𝐻∗𝑔∗𝑇
2𝐿 ∗
cosh(2𝜋(𝑧+𝑑) 𝐿⁄ )
cosh(2𝜋𝑑 𝐿⁄ ) ∗ cos(2𝜋𝑡 𝑇⁄ )| ............................................................................. (22) where:
|u | = water particle horizontal speed (feet/sec)
g = gravity constant (32.2 ft/s2)
H = wave height (feet)
d = still water depth (feet)
L = wave length (feet)
t = time (sec)
T = wave period (sec)
z = depth relative to still water level (feet)

The inertial force of the vegetation (time- and depth-varying), is (USACE, 1984a):
𝑓𝑖(𝑡, 𝑧) = 𝐶𝑀 ∗ 𝜌 ∗ 𝑔 ∗ 𝜋 ∗
𝐷2
4 ∗ 𝐻 ∗
(𝜋 ∗cosh(2𝜋(𝑧+𝑑) 𝐿⁄ ))
𝐿∗cosh(2𝜋𝑑 𝐿⁄ ) ∗ sin(−2𝜋𝑡 𝑇⁄ ) ............................................... (23) where:
fi = inertial force per foot of vegetation buffer width (lbs/foot) CM = inertia (or mass) hydrodynamic force coefficient
ρ = fluid density (1.936 slugs/ft3 at 60°F)
D = average vegetation diameter (feet)

The drag force of the vegetation (time- and depth-varying), is (USACE, 1984a):
𝑓𝐷(𝑡, 𝑧) =
𝐶𝐷
2 ∗ 𝜌 ∗ 𝑔 ∗ 𝐷 ∗ 𝐻2 ∗
𝑔𝑇2
4𝐿2 ∗
cosh(2𝜋(𝑧+𝑑) 𝐿⁄ )
cosh(2𝜋𝑑 𝐿⁄ )2 ∗ cos(2𝜋𝑡 𝑇⁄ ) ∗ |cos(2𝜋𝑡 𝑇⁄ )| ............................ (24) where:
fD = drag force per foot of vegetation buffer width (lbs/foot) CD = drag hydrodynamic force coefficient

The average wave energy dissipation rate through the vegetation buffer is:
∫
𝑁𝑡𝑤
𝑇
𝑊
𝑤=0 ∫ ∫ |𝑢|(𝑡, 𝑧)[𝑓𝑖(𝑡, 𝑧) + 𝑓𝐷(𝑡, 𝑧)] 𝑑𝑡 𝑑𝑧 𝑑𝑤
0 𝑧=−𝑑
𝑇
𝑡=0 .................................................................. (25) where:

Dfetch = wave energy dissipation rate per tree (foot·lbs/sec) Nt = vegetation buffer density, trees per unit bottom surface area (ft -2) w = vegetation buffer width segment (feet)
W = total vegetation buffer width (feet)

For any sites with an applicable vegetation buffer, the inertial force, drag force, and water particle horizontal speed equations were first solved using spreadsheet calculations at 50 discrete intervals on both the time and depth axes, from t = 0 to T and from z = 0 to d. The energy dissipation rate was then determined by summing the inertial and drag forces and multiplying by the average water particle horizontal speed across each interval, summing the result for each interval along both time and depth axes, multiplying by the vegetation density and buffer width

© 2024 Mead & Hunt, Inc.

15 segment, and dividing by the wave period. This procedure was calculated for a single segment of vegetation buffer width, equal to W / 100. The reduced wave height was determined at the end of the buffer width segment, and this became the new incident wave height for the next buffer width segment. As the wave energy is dissipated along the fetch direction through the buffer width, the average rate of energy dissipation also decreases. This procedure does not account for any shift in peak spectral wave period which may occur because of the energy dissipation.

The assumed inertia coefficient may range from 1.5 to 2, depending on the average Reynolds number for a site. The Shore Protection Manual summarizes inertia coefficients that may be applicable for various ranges of Reynolds number, beginning at 2 for Re < 2.5 x 105 and decreasing slightly for higher values (USACE, 1984a). Sites with lower average Reynolds numbers based on predominantly smaller-stemmed vegetation (Willows) would use an inertia coefficient of 2. Sites with much larger, mature woody vegetation and corresponding higher average Reynolds numbers would use an inertia coefficient of 1.5.

The assumed drag coefficient was 0.3 for all sites. The theoretical drag coefficient for an isolated vertical cylinder may be approximately 1.2 but can vary significantly. As summarized in the Beach Lake Levee Wind-Wave Buffer Report, and the Shore Protection Manual, the drag coefficient decreases with increasing Reynolds number and Keulegan-Carpenter number KC and may be as low as 0.3 for Re = 7,000 and KC = 80 (Poindexter, Cristina et al, 2018). Where the computed values of Re and KC are approximately on this order or higher, a drag coefficient of 0.3 was conservatively chosen.

No vegetation buffer exists along the critical fetch direction at Site 1.

The setup and setdown are the positive and negative changes in mean water level due to wind shear and a train of surface waves. Setup is the portion of the water level rise above still water level near the downwind shoreline produced by wind-wave mechanics that is not directly due to the undulation of the waves. It is produced by a net volume transport resulting from wind shear and non -linear wave properties.

Wind-wave setup acts to increase the total maximum elevation of wave runup on a structure, sometime s increasing substantially. Setdown is the corresponding lowering of the water level which occurs away from the shoreline, which is an irrelevant phenomenon for the purposes of this study. Setdown could be considered for rapid drawdown stability analysis (by others, not part of this report) in some cases, but in this case the setup is very small (0.14 feet), so it is not likely a critical design case.

5.1 Wind Setup
The concepts of wind setup, wind setdown, and wave runup are illustrated on Exhibit 5. Wind blowing over a water surface produces a driving force which moves the water in the direction of the wind, producing wind setdown and setup (enclosed water bodies) and currents (open water). Wind setdown is irrelevant for the purposes of this study because it occurs away from the shoreline. For sites where it is

© 2024 Mead & Hunt, Inc.

16 appropriate, wind setup is calculated using Equation 26 below7:

𝑆 =
𝑈2𝐹
1400𝐷 -------------------------------- -------------------------------- -------------------------------- ------------------------- (26) where:

S = Wind setup relative to the static water level (feet) U = Wind speed over water and at 33 feet above the water surface (mph) F = Wind fetch (miles)
D = Average water depth along fetch line (feet)

The relationship above was derived for deep enclosed bodies of water such as reservoirs impounded by storage dams and is not suited for predictions of wind setup in very shallow fetches. In such cases, bottom friction acts to reduce the setdown and setup resulting from wind-induced stress. A relationship to describe the slope of the free surface in the case of a steady wind blowing parallel to the axis of a narrow channel long enough for equilibrium conditions to develop is given below (Harris, 1957):

𝛿ℎ
𝛿𝑥 =
𝜌𝑎
𝜌𝑤
𝛾2𝑉2
𝑔(𝐻+ℎ) -------------------------------- -------------------------------- -------------------------------- -------------------- (27) where:
h = height of water surface above the equilibrium plane (feet) x = distance along the axis of the channel, with the wind blowing toward positive x (feet) ρa = density of air (2.34x10-3 slugs/ft3)
ρw = density of water (1.94 slugs/ft3)
γ2 = wind stress coefficient (approximately 2x10-3)
V = wind speed (ft/s)
H = equilibrium depth of the water when no wind is blowing (feet)

Equation 27 above was used to predict the wind setup at Site 1. This site has a shallow average fetch depth of 9.1 feet. The equilibrium depth was taken to be the average depth along the fetch produced by the flood level, and a wind setdown was assumed so that the volume of flooding was conserved across the fetch, assuming uniform fetch depth and width. The slope of the free surface was computed at discrete points and integrated along the fetch length, and the resulting wind setup at the levee was computed to be 0.14 feet. Calculations for the shallow wind setup are included as Exhibit 6.

If an enclosed water body converges to a narrower width in the downwind direction, the effects of wind setup can be magnified, but this effect is not relevant for the terrain in the study area.

If the waves approach the structure at an oblique angle, the wind setup is a function of the cosine of the angle of approach, with the remaining energy producing a longshore current. Therefore, wind setup is

7 Reference: Equation 8 from Freeboard Criteria and Guidelines for Computing Freeboard Allowances for Storage Dams by the U.S.

Department of the Interior, Bureau of Reclamation (USBR, 1981, p. 43), which is the same as Formula 15-1 from EM 1110-2-1420 Hydrologic Engineering Requirements for Reservoirs (USACE, 1997) and has been reproduced from Equation 3-1 of EM 1110-2-1414 Water Levels and Wave Heights for Coastal Engineering Design (USACE, 1989).

© 2024 Mead & Hunt, Inc.

17 minimized for waves approaching a structure at a large oblique angle. For the purposes of this analysis, no adjustments were made to wind setup to account for the wave approach angle because this is not a large open or coastal water body (therefore longshore currents would be subdued) and because it is appropriately conservative to neglect this adjustment for the small computed values of wind setup at the study sites. Therefore, no angle of approach reduction was assumed for purposes of wind setup calculation.

5.2 Wave Setup and Setdown
Wave setup and setdown (different than wind setup and setdown) are the changes in the mean water level caused by wave action alone. Wave setup need not be computed separately from wave runup in most cases because the empirical methods used to predict wave runup typically use measurements taken in reference to the offshore still water level and already include the effects of wave setup in the prediction of wave runup. However, when wave growth occurs in deep water and waves are refracted to shallow water at a significant distance in front of the structure, the wave setup occurs independently of the predicted runup and should therefore be accounted for separately 8. No such sites were identified in this analysis. Wave setdown is irrelevant for the purposes of this study because it occurs near the point of wave breaking, away from the shoreline.

For each selected site, wave runup was calculated using a combination of CEDAS -ACES Version 4.03 and Excel spreadsheet calculations.

6.1 Runup for Significant Wave
The ACES “Wave Runup and Overtopping on Impermeable Structures” module was used to determine the runup associated with the significant wave. Important assumptions built into the ACES wave runup calculations are as follows (USACE, 1992):

• Waves are normally incident to the structure and are unbroken in the vicinity of the structure toe. • Waves are specified at the structure location.
• Structures are impermeable with simple plane slopes.
• Expressions for computing runup have generally been determined by empirical curve fitting procedures and therefore do not formally represent “best fit” curves derived by statistical procedures.
• An “irregular” wave type is assumed because “monochromatic” or “regular” wave types are not common in nature. Sea waves during storms are always irregular and short-crested (USACE, 2002, Part II, Chapter 1).
• Irregular wave conditions are characterized by significant wave height, H s. • Runup values caused by an irregular sea will follow a Rayleigh distribution.

8 (USACE, 1984a), Paragraph 3.VIII.5, pp. 3-99 to 3-101

© 2024 Mead & Hunt, Inc.

18 For structures with protective embankment protection (e.g. riprap, rubble), the empirical method presented by Ahrens and McCartney is used by ACES to predict the wave runup as a function of the surf- similarity parameter or Iribarren number (ξ ) (Ahrens & McCartney, Wave Period Effect on the Stability of Riprap, 1975). No such structures exist in this analysis.

𝑅 = 𝐻𝑖
𝛼𝜉
1+𝑏𝜉 ................................................................................................................................................. (28)

𝜉 =
tan θ
√𝐻𝑖 𝐿𝑜⁄ ................................................................................................................................................... (29) where:

R = runup (feet)
Hi = incident wave height (feet)
α, b = empirical coefficients associated with corresponding types of armor unit θ = slope angle between structure face and horizontal (deg) Lo = deepwater wavelength (feet)

For structures with smooth slopes (e.g. grass, bare earth), the following method recommended by Ahrens and Titus was used by ACES to predict the wave runup as a function of the surf-similarity parameter using a different definition of the coefficient (C ) for three types of wave conditions (Ahrens & Titus, 1985):

𝑅 = 𝐶𝐻𝑖 ..................................................................................................................................................... (30)

Plunging wave conditions (ξ ≤ 2):

𝐶𝑝 = 1.002𝜉 ............................................................................................................................................... (31)

Transitional Wave Conditions (2 < ξ < 3.5):

𝐶𝑡 = (

3.5−𝜉

1.5 ) 𝐶𝑝 + (
𝜉−2

1.5 ) 𝐶𝑛𝑏 ......................................................................................................................... (32)

Nonbreaking Wave Conditions (ξ ≥ 3.5):

𝐶𝑛𝑏 = 1.087√𝜋 2𝜃⁄ + 0.775Π ..................................................................................................................... (33)

Π =
𝐻𝑖 𝐿⁄
tanh3(2𝜋𝑑𝑠 𝐿⁄ ) ......................................................................................................................................... (34) where:

Π = Goda’s nonlinearity parameter (Goda, 1983)
L = incident wavelength (feet)

6.2 ACES Input and Output
Required input for the ACES “Wave Runup and Overtopping on Impermeable Structures” module is as follows:
• wave type (“irregular”)
• slope type (“smooth” or “rough”)

© 2024 Mead & Hunt, Inc.

19 • breaking criteria, k=0.78 (ratio of wave height to depth at which waves break) • incident significant wave height, Hs (feet)
• peak wave period, Tp (sec)
• cotangent of nearshore slope
• water depth at structure toe, ds (feet)
• cotangent of structure slope
• structure height above toe, hs (feet)
• grass slope runup adjustment factor, γgrass=0.90
• rough slope coefficients, a and b (not applicable)
• angle of wave incidence, β (deg)
• onshore wind velocity, U (ft/sec)
• overtopping coefficients, α and Q*o from Figures 7-25 through 7-28 and 7-34 of the Shore Protection Manual (USACE, 1984a)

Output from the ACES “Wave Runup and Overtopping on Impermeable Structures” module is as follows:
• significant wave runup, Rs (feet)
• deepwater significant wave height, Ho (feet)
• relative height, ds/Ho
• wave steepness, Ho/gT2
• overtopping rate, Q (cfs per foot)

6.3 Runup for 2% Exceedance Wave
Code of Federal Regulations title 44 CFR 65.10(b)(3) (U.S. Government Printing Office, 2022) requires an engineering analysis that demonstrates no appreciable erosion of the embankment can be expected during the base flood due to wave action. Embankments designed with adequate freeboard to contain the runup for the 2% exceedance wave (wave runup which is exceeded by 2% of waves on average) typically experience overtopping rates of approximately 0.001 cfs/foot for typical riverine wave growth conditions on embankments with consistent waterside and landside slopes (USACE, 2010). An overtopping rate of

0.001 cfs/foot is equivalent to 0.6 cups of water over the embankment every 5 seconds per foot of length.

Even for an embankment consisting of silts or silty/fine sands with no protective covering, no damage is expected due to extremely small overtopping rates of this magnitude (USACE, 2010). Therefore, the 2% exceedance runup was used as the design basis for embankment freeboard assessment.

Runup for the 2% exceedance wave was determined by multiplying the significant wave runup computed using ACES by a factor of 1.40 (USACE, 1984b, pp. 11, Table 1).

6.4 Runup Correction
The wave runup was corrected to account for factors not included in the ACES formulas, including embankment cover material and angle of wave incidence on the structure, as described below.

© 2024 Mead & Hunt, Inc.

20 6.4.1 Correction for Berm
If there is a waterside berm on the embankment with average water depth less than 𝐻𝑠√2, then some reduction in wave runup will occur due to wave breaking over the berm. The wave runup reduction is calculated using Equations VI-5-7 through VI-5-9 of the Coastal Engineering Manual (USACE, 2002).

No sites with shallow waterside berms were identified in this study.

6.4.2 Correction for Surface Roughness
For the proposed embankment cover materials, the 2% exceedance runup was adjusted in the spreadsheet calculations by applying an assumed factor of 0.90, which represents short grass cover, based on the surface roughness reduction factors listed in Table VI-5-3 of the Coastal Engineering Manual (USACE, 2002). Areas covered with cobble would have a lower factor (0.55 – 0.60). Over time, the roughness of an embankment surface can increase, and a greater reduction in runup can be assumed for existing embankments without uniform, short grass cover.

The reduction factor used for this study is conservatively based on a newly constructed embankment with recently established grass cover and no significant overgrowth. Note that the coefficient used by USACE for the Natomas levee project was 0.66, Mead & Hunt previously used 0.75 and 0.6 for normal and hog vegetation, respectively for the Natomas levee project, and GEI used 0.5 for the Feather River and Bear River levees.

6.4.3 Correction for Angle of Wave Incidence
The 2% exceedance runup was adjusted to account for oblique angle of wave incidence on the structure, assuming short-crested waves, according to Figure VI-5-10 of the Coastal Engineering Manual (USACE, 2002).
𝛾𝛽 = 1 − 0.0022𝛽 .......................................................................................................................... (35) where:
γβ = Angle of Mean Wave Incidence Adjustment Factor

7.1 Acceptance Criteria
The design still water elevation for this study is the computed 200-year water surface. The design top of levee elevation is typically a minimum of three feet above the computed 200-year water surface elevation.

If necessary, the design must include additional freeboard to prevent excessive wave overtopping that could result in erosion of the embankment. As described above, the 2% exceedance runup was used as the basis for freeboard evaluation. If the freeboard required to contain the design wave conditions (wind setup plus 2% exceedance wave runup) is determined to be greater than the available freeboard, then either the design top of levee must be increased to provide the required freeboard, or an overtopping rate calculation must be performed to assess the risk of embankment erosion under design wave conditions.

Additionally, the interior drainage system must be assessed to determine satisfactory drainage to handle any predicted overtopping flows. Land-side levee erosion protection may also be required for higher rates

© 2024 Mead & Hunt, Inc.

21 of overtopping.

7.2 Overtopping Rate
If the design wave conditions (wind setup plus 2% exceedance wave runup) at a site are determined to overtop the levee, an overtopping rate calculation is performed in accordance with the guidance provided in the ACES Technical Reference, Section 5-2 (USACE, 1992). Spreadsheet calculations are used to adjust for the onshore wind speed and angle. Overtopping coefficients (α and Qo*) are estimated from Figures 7-25 through 7-28 and 7-34 of the Shore Protection Manual (USACE, 1984a). For exceedance probabilities between 0.001 and 0.999, in increments of 0.001, the wave runup, wind correction, and overtopping rate are determined. The average overtopping rate is then computed by summing the overtopping rate for each exceedance probability and dividing by the total number of probability values considered (999).

No overtopping locations were identified in this study.

Wind and wave setup and runup were computed for the design water surface elevations. The analysis site had sufficient freeboard to contain the wind setup plus wave runup. The still water freeboard along the entire levee reach was equal to or greater than the setup plus 2% wave runup at the analysis site, which was conservatively selected to maximize wind-wave effects. The results of the wind and wave analysis are presented in Table 2 below.

TABLE 2. WIND-WAVE ANALYSIS RESULTS
Site No.

Duration of Final
Wind (min)
Adjusted Wind
Speed (mph)
Significant Wave
Height at Levee
(feet)
Peak Spectral Wave
Period (sec)
Wind Setup (feet)
2% Exceedance
Wave Runup (feet)
Setup + Runup
(feet)
Residual Freeboard
(feet)
1 18 61.5 1.42 2.12 0.14 2.37 2.5 3.0

© 2024 Mead & Hunt, Inc.

22 Ahrens, J. P., & McCartney, B. L. (1975). Wave Period Effect on the Stability of Riprap. Proceedings of Civil Engineering in the Oceans/111, American Society of Civil Engineers, pp. 1019 -1034.

Ahrens, J. P., & Titus, M. F. (1985). Wave Runup Formulas for Smooth Slopes. Journal of Waterway, Port, Coastal and Ocean Engineering, American Society of Civil Engineers, Vol. 111, No. 1, pp. 128-133.

DWR. (2012, May). Urban Levee Design Criteria.

ESRI. (2023). ArcGIS Pro software. Version 3.1.2.

FEMA. (2019, February). Guidance for Flood Risk Analysis and Mapping. Determination of Wave Characteristics.

Goda, Y. (1983). A Unified Nonlinearity Parameter of Water Waves. Report of the Port and Harbour Research Institute, Vol. 22, No. 3, pp. 3-30.

Harris, D. (1957). The Hurricane Surge. Coastal Engineering Proceedings, Sixth Conference, Part 1, Chapter 5.

MBK. (2023a). Wind and Wave Analysis Inputs (Various).

MBK. (2023b). Dry Creek North Levee, Determination of the Urban Levee Design Criteria Design Water Surface Elevation, Minimum Top of Levee, and Hydraulic Top of Levee. Technical Memorandum.

October 23, 2023.

NOAA. (2023). ASOS Wind Tower Anemometer Heights. Microsoft Excel spreadsheet.

Poindexter, Cristina et al. (2018, January 24). Beach Lake Levee Wind-Wave Buffer Report. Office of Water Programs, California State University, Sacramento.

Smith, J. (1991). Wind-Wave Generation on Restricted Fetches. Miscellaneous Paper CERC 91 2, US Army Waterways Experiment Station, Vicksburg, MS.

U.S. Government Printing Office. (2022, October 1). 44 CFR 65.10. Emergency Management and Assistance.

USACE. (1984a). Shore Protection Manual. 4th ed.

USACE. (1984b). ETL 1110-2-305. Determining Sheltered Water Wave Characteristics. February 16, 1984.

USACE. (1989, July 7). EM 1110-2-1414. Water Levels and Wave Heights for Coastal Engineering Design.

USACE. (1992, September). Automated Coastal Engineering System (ACES) Technical Reference.

Version 1.07.

USACE. (1997, October 31). EM 1110-2-1420. Hydrologic Engineering Requirements for Reservoirs.

USACE. (2002, April 30). EM 1110-2-1100. Coastal Engineering Manual. Rev. 2008, August 1.

USACE. (2010, August 31). EC 1110-2-6067. Engineering and Design: USACE Process for the National Flood Insurance Program (NFIP) Levee System Evaluation.

USBR. (1981). ACER Technical Memorandum No. 2. Freeboard Criteria and Guidelines for Computing Freeboard Allowances for Storage Dams. Rev. 1992.

Veri-Tech, I. (2023). Coastal Engineering Design and Analysis System - Automated Coastal Engineering System (CEDAS-ACES). Version 4.03.

EXHIBIT 1. Example Source Wind Data
File: X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\3433112.csv 8/24/2023 "STATION","NAME","LATITUDE","LONGITUDE","ELEVATION","DATE","SOURCE","REPORT_TYPE","CALL_SIGN","QUALITY_CONTROL","WND" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T00:50:00","4","FM-15","KMCC ","V020","180,1,N,0036,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T01:50:00","4","FM-15","KMCC ","V020","170,1,N,0046,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T02:50:00","4","FM-15","KMCC ","V020","180,1,N,0062,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T03:50:00","4","FM-15","KMCC ","V020","180,1,N,0046,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T04:50:00","4","FM-15","KMCC ","V020","210,1,N,0031,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T05:50:00","4","FM-15","KMCC ","V020","140,1,N,0031,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T06:50:00","4","FM-15","KMCC ","V020","120,1,N,0031,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T07:50:00","4","FM-15","KMCC ","V020","150,1,N,0031,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T08:50:00","4","FM-15","KMCC ","V020","150,1,N,0026,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T09:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T09:50:00","4","FM-15","KMCC ","V020","140,1,N,0026,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T10:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T10:50:00","4","FM-15","KMCC ","V020","080,1,N,0021,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T11:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T11:50:00","4","FM-15","KMCC ","V020","999,9,C,0000,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T12:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T12:53:00","4","FM-15","KMCC ","V020","999,9,C,0000,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T13:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T13:50:00","4","FM-15","KMCC ","V020","320,1,N,0015,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T14:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T14:50:00","4","FM-15","KMCC ","V020","050,1,N,0015,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T15:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T15:50:00","4","FM-15","KMCC ","V020","300,1,N,0021,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T16:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T16:50:00","4","FM-15","KMCC ","V020","999,9,C,0000,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T17:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T17:50:00","4","FM-15","KMCC ","V020","300,1,N,0015,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T18:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T18:50:00","4","FM-15","KMCC ","V020","250,1,N,0015,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T19:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T19:50:00","4","FM-15","KMCC ","V020","180,1,N,0021,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T20:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T20:50:00","4","FM-15","KMCC ","V020","210,1,N,0041,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T21:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T21:50:00","4","FM-15","KMCC ","V020","230,1,N,0041,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T22:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T22:50:00","4","FM-15","KMCC ","V020","190,1,N,0051,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T23:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-01T23:50:00","4","FM-15","KMCC ","V020","210,1,N,0046,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T00:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T00:50:00","4","FM-15","KMCC ","V020","170,1,N,0021,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T01:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T01:50:00","4","FM-15","KMCC ","V020","160,1,N,0026,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T02:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T02:50:00","4","FM-15","KMCC ","V020","180,1,N,0026,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T03:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T03:50:00","4","FM-15","KMCC ","V020","130,1,N,0026,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T04:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T04:50:00","4","FM-15","KMCC ","V020","090,1,N,0031,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T05:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T05:50:00","4","FM-15","KMCC ","V020","999,9,C,0000,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T06:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T06:50:00","4","FM-15","KMCC ","V020","290,1,N,0021,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T07:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T07:50:00","4","FM-15","KMCC ","V020","340,1,N,0021,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T08:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T08:50:00","4","FM-15","KMCC ","V020","340,1,N,0015,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T09:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T09:50:00","4","FM-15","KMCC ","V020","310,1,N,0021,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T10:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T10:50:00","4","FM-15","KMCC ","V020","070,1,N,0021,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T11:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T11:50:00","4","FM-15","KMCC ","V020","350,1,N,0015,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T12:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T12:50:00","4","FM-15","KMCC ","V020","020,1,N,0026,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T13:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T13:50:00","4","FM-15","KMCC ","V020","340,1,N,0015,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T14:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T14:50:00","4","FM-15","KMCC ","V020","999,9,C,0000,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T15:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T15:50:00","4","FM-15","KMCC ","V020","999,9,C,0000,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T16:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T16:50:00","4","FM-15","KMCC ","V020","999,9,C,0000,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T17:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T17:50:00","4","FM-15","KMCC ","V020","220,1,N,0026,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T18:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T18:50:00","4","FM-15","KMCC ","V020","210,1,N,0015,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T19:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T19:50:00","4","FM-15","KMCC ","V020","090,1,N,0015,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T20:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T20:50:00","4","FM-15","KMCC ","V020","210,1,N,0015,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T21:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T21:50:00","4","FM-15","KMCC ","V020","130,1,N,0021,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T22:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T22:50:00","4","FM-15","KMCC ","V020","170,1,N,0026,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T23:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-02T23:50:00","4","FM-15","KMCC ","V020","150,1,N,0036,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-03T00:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-03T00:50:00","4","FM-15","KMCC ","V020","120,1,N,0036,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-03T01:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-03T01:50:00","4","FM-15","KMCC ","V020","140,1,N,0031,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-03T02:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-03T02:50:00","4","FM-15","KMCC ","V020","130,1,N,0031,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-03T03:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-03T03:50:00","4","FM-15","KMCC ","V020","120,1,N,0031,1" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-03T04:00:00","9","NSRDB","99999","V020","999,9,9,9999,9" "72483699999","MC CLELLAN AFLD, CA US","38.667639","-121.400611","22.86","2000-01-03T04:50:00","4","FM-15","KMCC ","V020","150,1,N,0021,1" Page: 1

EXHIBIT 2. Example Outlier Analysis
Example High Outlier, Station No. 72483323206
Date & Time
Observed 2-min Wind Speed
(mph)
Corrected
(mph)
5/7/06 0:45 6 6
5/7/06 1:45 6 6
5/7/06 2:45 8 8
5/7/06 3:45 7 7
5/7/06 4:45 52 7
5/7/06 5:45 3 3
5/7/06 6:45 5 5
5/7/06 7:50 6 6
5/7/06 8:45 6 6
Example Non-Outlier, Station No. 72483323206
Date & Time
Observed 2-min Wind Speed
(mph)
1/10/17 20:55 23
1/10/17 21:45 23
1/10/17 22:45 14
1/10/17 23:45 32
1/11/17 0:45 58
1/11/17 1:48 26
1/11/17 1:52 29
1/11/17 2:45 29
1/11/17 3:45 26
0 10
20 30
40 50
60 5/7/06 0:00 5/7/06 6:00 5/7/06 12:00 Observed 2-min Wind Speed (mph) Date & Time
Example High Outlier, Station No. 72483323206
Corrected
Observed
0 10
20 30
40 50
60 70
1/10/17 18:00 1/11/17 0:00 1/11/17 6:00 Observed 2-min Wind Speed (mph) Date & Time
Example Non-Outlier, Station No. 72483323206
Observed

EXHIBIT 3. Design Wind Speed Analysis

3.1 – Design Wind Speed Analysis for McClellan Airport (MCC)

3.2 – Design Wind Speed Analysis for Mather Airport (MHR)

3.3 – Design Wind Speed Analysis for Sacramento Executive Airport (SAC)

3.4 – Design Wind Speed Analysis for Sacramento
International Airport (SMF)

3.1 – Design Wind Speed Analysis for McClellan Airport (MCC) GEV Frequency Plots of Observed 2-min Wind Speed (mph)
y = 4.0431x + 22.164
R² = 0.9828
0 10
20 30
40 -2 0 2 4
360
y = 4.0312x + 18.249
R² = 0.9896
0 10
20 30
40 -2 0 2 4 6
10 y = 4.1878x + 16.075
R² = 0.9898
0 10
20 30
40 -2 0 2 4
20 y = 4.3506x + 13.247
R² = 0.9902
0 10
20 30
40 -5 0 5 10
30 y = 3.521x + 11.565
R² = 0.9819
0 5
10 15
20 25
30 -5 0 5
40 y = 3.2573x + 11.285
R² = 0.9869
0 5
10 15
20 25
30 -5 0 5 10
50 y = 2.7192x + 10.514
R² = 0.9677
0 5
10 15
20 25
-5 0 5
60 y = 2.0213x + 11.025
R² = 0.9752
0 5
10 15
20 25
-5 0 5
70 y = 2.3779x + 11.38
R² = 0.992
0 5
10 15
20 25
-5 0 5
80 y = 2.2461x + 11.983
R² = 0.9818
0 5
10 15
20 25
-2 0 2 4 6
90 y = 3.0216x + 13.455
R² = 0.9853
0 5
10 15
20 25
30 -2 0 2 4
100
y = 3.1735x + 16.117
R² = 0.9883
0 5
10 15
20 25
30 -2 0 2 4
110
y = 4.1062x + 18.503
R² = 0.9952
0 10
20 30
40 -5 0 5
120
y = 5.2856x + 22.924
R² = 0.9768
0 10
20 30
40 50
-2 0 2 4
130
y = 6.5132x + 29.398
R² = 0.9844
0 10
20 30
40 50
-2 0 2 4
140
y = 4.8201x + 34.155
R² = 0.9816
0 10
20 30
40 50
60 -2 0 2 4
150
y = 5.275x + 32.208
R² = 0.9899
0 10
20 30
40 50
60 -2 0 2 4
160
y = 5.5377x + 27.057
R² = 0.9794
0 10
20 30
40 50
-2 0 2 4
170
y = 2.8352x + 23.952
R² = 0.982
0 10
20 30
40 50
-5 0 5 10
180
y = 2.9654x + 22.736
R² = 0.985
0 10
20 30
40 -2 0 2 4
190
y = 3.0372x + 22.141
R² = 0.9885
0 10
20 30
40 -2 0 2 4
200
y = 2.76x + 22.283
R² = 0.9919 0
10 20
30 40
-2 0 2 4 6
210
y = 2.8776x + 22.094
R² = 0.9923
0 10
20 30
40 -2 0 2 4 6
220
y = 3.4009x + 21.219
R² = 0.9863
0 5
10 15
20 25
30 -2 0 2 4
230
X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-McClellan (MCC).xlsm GEV Frequency Plots of Observed 2-min Wind Speed (mph)
y = 2.6705x + 18.27
R² = 0.9854
0 5
10 15
20 25
30 -2 0 2 4
240
y = 2.8184x + 16.751
R² = 0.9869 0
5 10
15 20
25 30
-2 0 2 4
250
y = 2.8947x + 16.665
R² = 0.976 0
5 10
15 20
25 30
-2 0 2 4
260
y = 3.2688x + 16.207
R² = 0.9884
0 10
20 30
40 -2 0 2 4 6
270
y = 2.8727x + 14.802
R² = 0.9772
0 5
10 15
20 25
30 -5 0 5
280
y = 2.5064x + 15.425
R² = 0.9835
0 10
20 30
40 -5 0 5 10
290
y = 3.1572x + 16.38
R² = 0.9865 0
5 10
15 20
25 30
-2 0 2 4
300
y = 4.1339x + 18.527
R² = 0.9789 0
10 20
30 40
-2 0 2 4
310
y = 4.4815x + 21.718
R² = 0.9753 0
10 20
30 40
-2 0 2 4
320
y = 4.2163x + 25.265
R² = 0.983 0
10 20
30 40
-2 0 2 4
330
y = 4.343x + 26.179
R² = 0.9857 0
10 20
30 40
-2 0 2 4
340
y = 2.8754x + 24.614
R² = 0.9826 0
10 20
30 40
-2 0 2 4
350
X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-McClellan (MCC).xlsm Year 360 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 18 0 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 35 0 Mean Max Median 1940 32 0 11 0 0 11 0 10 0 13 0 19 0 0 40 0 44 0 26 0 28 0 0 28 0 24 0 16 0 38 0 0 4 0 0 33 0 12 44 0 1941 40 0 22 0 0 15 0 11 0 16 0 28 0 0 40 0 44 0 41 0 31 0 0 34 0 11 0 44 0 25 0 0 4 8 0 46 0 14 48 0 1942 40 0 11 0 0 16 0 8 0 11 0 14 0 0 36 0 38 0 34 0 19 0 0 28 0 16 0 14 0 10 0 0 38 0 36 0 10 40 0 1943 45 0 44 0 0 34 0 11 0 16 0 16 0 0 52 0 48 0 48 0 26 0 0 24 0 32 0 22 0 19 0 0 3 6 0 40 0 14 52 0 1944 40 0 38 0 0 25 0 19 0 14 0 25 0 0 36 0 33 0 38 0 32 0 0 41 0 19 0 15 0 23 0 0 4 1 0 48 0 14 48 0 1945 41 0 25 0 0 30 0 18 0 16 0 19 0 0 32 0 41 0 33 0 36 0 0 22 0 30 0 25 0 32 0 0 5 4 0 46 0 14 54 0 1946 45 0 28 0 0 18 0 16 0 14 0 16 0 0 34 0 40 0 32 0 25 0 0 24 0 16 0 11 0 22 0 0 5 4 0 45 0 12 54 0 1947 40 0 19 0 0 24 0 11 0 24 0 18 0 0 30 0 34 0 31 0 25 0 0 26 0 18 0 22 0 14 0 0 3 7 0 44 0 12 44 0 1948 33 0 16 0 0 24 0 10 0 11 0 18 0 0 32 0 38 0 40 0 18 0 0 18 0 15 0 18 0 19 0 0 3 8 0 37 0 11 40 0 1949 41 0 36 0 0 30 0 17 0 11 0 23 0 0 39 0 46 0 31 0 29 0 0 19 0 11 0 11 0 13 0 0 3 4 0 37 0 12 46 0 1950 33 0 18 0 0 15 0 11 0 16 0 11 0 0 25 0 44 0 32 0 30 0 0 26 0 11 0 11 0 9 0 0 28 0 34 0 10 44 0 1951 25 0 23 0 0 11 0 16 0 18 0 21 0 0 28 0 34 0 32 0 28 0 0 21 0 9 0 18 0 26 0 0 37 0 37 0 11 37 0 1952 28 0 22 0 0 25 0 11 0 11 0 18 0 0 40 0 41 0 36 0 23 0 0 18 0 16 0 16 0 28 0 0 3 6 0 34 0 11 41 0 1953 37 0 32 0 0 34 0 14 0 14 0 16 0 0 19 0 36 0 26 0 40 0 0 25 0 17 0 29 0 19 0 0 4 0 0 34 0 12 40 0 1954 26 0 16 0 0 10 0 8 0 9 0 17 0 0 23 0 32 0 34 0 23 0 0 18 0 11 0 16 0 15 0 0 36 0 28 0 9 36 0 1955 39 0 26 0 0 30 0 30 0 22 0 17 0 0 29 0 41 0 32 0 30 0 0 22 0 32 0 23 0 24 0 0 4 0 0 41 0 13 41 0 1956 36 0 26 0 0 16 0 14 0 14 0 22 0 0 21 0 38 0 32 0 30 0 0 23 0 18 0 14 0 16 0 0 4 5 0 40 0 11 45 0 1957 38 0 30 0 0 14 0 10 0 10 0 16 0 0 23 0 30 0 26 0 28 0 0 16 0 19 0 18 0 18 0 0 2 6 0 34 0 10 38 0 1958 22 0 21 0 0 13 0 11 0 15 0 18 0 0 30 0 40 0 30 0 25 0 0 23 0 16 0 15 0 18 0 0 2 2 0 23 0 10 40 0 1959 23 0 16 0 0 11 0 9 0 14 0 21 0 0 41 0 34 0 25 0 25 0 0 18 0 16 0 25 0 19 0 0 22 0 30 0 10 41 0 1960 26 0 18 0 0 10 0 10 0 11 0 14 0 0 23 0 34 0 41 0 23 0 0 21 0 22 0 22 0 17 0 0 2 3 0 23 0 9 41 0 1961 23 0 18 0 0 14 0 13 0 13 0 18 0 0 23 0 25 0 23 0 19 0 0 18 0 14 0 14 0 19 0 0 2 5 0 25 0 9 25 0 1962 21 0 16 0 0 11 0 7 0 15 0 15 0 0 32 0 39 0 34 0 22 0 0 30 0 16 0 17 0 17 0 0 23 0 23 0 9 39 0 1963 19 0 11 0 0 17 0 17 0 18 0 23 0 0 34 0 29 0 29 0 18 0 0 28 0 15 0 21 0 16 0 0 2 3 0 29 0 10 34 0 1964 23 18 16 19 7 16 14 9 11 11 14 15 15 21 32 39 32 37 38 23 22 21 21 21 2 3 11 18 19 18 18 14 14 19 28 28 25 20 39 19 1965 25 28 9 7 7 7 6 8 14 9 14 11 11 23 30 32 39 34 32 26 23 23 25 16 14 18 11 15 18 11 14 18 24 28 30 22 19 39 18 1966 23 18 10 11 9 7 6 8 8 8 9 16 15 21 24 34 29 34 23 29 23 21 18 21 18 14 16 10 15 14 17 23 24 23 23 23 18 34 18 1967 19 29 19 30 21 7 5 8 9 9 10 15 18 25 41 43 32 25 23 19 21 19 23 21 14 23 11 15 13 15 11 14 14 22 23 22 19 43 19 1968 17 18 14 8 7 10 5 5 8 7 9 14 16 21 19 30 30 22 18 15 16 18 18 23 23 15 16 17 11 14 23 21 23 23 19 22 17 30 17 1969 22 18 19 10 9 5 5 8 16 10 11 19 18 28 35 37 37 37 25 16 21 25 30 21 16 1 8 17 13 16 15 16 15 21 22 23 23 19 37 18 1970 23 17 16 25 7 10 11 7 13 14 7 13 18 19 24 33 34 32 25 18 18 17 21 23 18 14 13 13 11 13 18 18 25 25 25 22 18 34 18 1973 22 17 14 15 8 16 9 9 11 8 14 15 26 24 31 39 49 32 25 23 23 30 19 21 15 1 4 18 10 11 13 14 14 19 22 23 23 19 49 18 1974 24 23 21 14 10 7 9 9 9 9 10 16 23 21 28 34 37 37 29 28 21 24 23 21 17 18 14 11 13 13 14 14 23 23 30 32 20 37 21 1975 21 19 19 14 9 10 9 14 7 7 9 15 14 23 23 37 44 40 40 21 24 22 22 19 22 13 17 10 14 16 14 18 21 29 30 30 20 44 19 1976 23 14 14 9 14 6 6 9 8 6 9 10 13 18 25 34 25 23 19 23 21 18 28 18 16 15 14 11 11 11 18 14 18 21 25 23 16 34 15 1977 17 23 14 10 11 7 4 6 8 9 7 10 11 14 15 30 43 30 26 24 17 19 17 23 16 18 1 1 17 24 21 14 15 18 21 22 23 17 43 17 1978 16 16 16 14 8 10 11 11 6 9 13 14 17 23 34 39 38 37 23 18 18 23 17 18 14 14 16 14 9 14 14 15 18 26 29 23 18 39 16 1979 17 14 14 10 7 7 7 9 10 7 9 10 23 18 34 34 34 25 23 23 17 18 21 19 17 14 1 6 9 11 13 10 14 16 18 28 18 17 34 16 1980 23 22 15 9 14 11 7 9 9 16 9 23 21 21 32 34 34 34 23 21 28 18 22 21 15 17 22 15 9 11 15 17 23 26 34 23 20 34 21 1981 18 11 11 9 14 9 9 11 11 11 14 13 30 21 25 34 39 25 21 23 23 21 17 23 14 13 16 15 18 14 23 18 22 29 23 24 19 39 18 1982 18 13 9 11 7 7 8 9 7 16 21 15 16 23 34 34 28 25 26 21 18 25 21 18 15 17 1 4 25 11 13 13 17 16 21 19 21 18 34 17 1983 15 18 25 16 8 11 11 10 8 10 9 17 16 33 32 34 34 30 23 21 26 18 18 18 17 10 14 21 10 9 14 16 21 21 21 21 18 34 18 1984 18 14 13 9 6 11 7 11 8 11 16 17 14 20 34 32 28 26 21 17 16 18 16 14 14 1 1 14 14 20 26 11 18 16 30 29 25 17 34 16 1985 25 17 14 7 11 8 9 7 11 10 9 10 10 14 30 36 40 25 22 22 26 20 21 21 16 16 14 14 13 15 16 16 20 23 23 23 18 40 16 1986 18 14 10 6 9 9 7 9 11 13 14 21 17 18 30 44 33 30 30 21 21 23 18 18 14 15 15 11 11 14 13 13 16 18 17 20 17 44 16 1987 25 15 14 7 10 5 6 8 11 10 8 16 17 21 26 30 30 20 21 21 17 17 21 14 17 9 1 3 14 11 10 11 11 17 18 29 24 16 30 16 1988 23 16 18 21 16 23 18 6 9 8 11 11 14 21 23 32 25 29 22 18 18 17 21 18 14 17 16 18 11 16 14 13 15 23 29 28 18 32 18 1989 21 13 8 7 6 6 5 7 8 7 10 11 11 14 21 25 23 20 22 21 23 22 16 17 15 15 14 1 4 14 23 11 15 10 17 23 25 15 25 14 1990 18 15 11 15 18 18 10 9 7 10 14 13 14 15 29 34 30 18 23 18 17 18 18 17 1 6 16 15 17 15 15 14 17 17 20 20 18 17 34 17 1991 20 18 15 9 8 11 9 9 11 14 16 14 16 30 32 32 30 28 28 23 23 22 23 25 23 1 7 16 11 11 11 11 17 17 21 23 23 19 32 17 1992 16 15 14 17 13 17 8 10 14 10 16 15 18 23 32 31 33 30 22 28 19 22 25 17 15 14 16 24 16 13 11 14 19 22 21 21 19 33 17 1993 23 18 14 11 16 10 11 9 9 10 15 23 21 22 24 34 29 26 29 30 22 30 22 22 1 7 18 24 15 14 14 16 18 21 19 19 21 19 34 19 1994 19 15 15 11 11 9 11 9 9 10 10 13 34 33 28 31 29 24 19 22 19 18 29 18 18 13 17 19 18 14 18 18 18 23 21 22 19 34 18 1995 19 25 21 15 9 14 10 17 11 14 18 21 25 33 33 48 36 28 22 26 23 25 25 18 14 13 11 14 10 14 15 17 21 26 26 25 21 48 20 1996 19 19 22 16 11 10 10 14 8 10 15 16 21 26 31 32 32 26 25 23 25 22 28 16 17 14 17 13 14 13 14 22 21 34 21 18 19 34 19 1997 29 19 24 17 17 24 19 18 18 10 16 15 16 26 29 34 33 26 23 18 16 17 22 1 7 11 17 15 14 14 14 14 15 19 25 26 29 20 34 18 1998 25 15 17 15 21 11 14 13 13 18 17 18 24 36 45 32 34 24 22 18 18 21 21 1 9 22 17 18 15 10 10 10 14 18 26 26 29 20 45 18 1999 28 25 18 18 11 10 13 10 11 9 16 19 22 24 30 29 29 25 21 19 18 19 18 14 17 15 15 19 18 11 14 11 19 21 23 24 19 30 18 2000 30 21 17 10 8 10 10 10 11 14 9 11 17 21 17 26 33 31 29 24 25 23 25 26 2 2 19 14 17 9 19 16 15 19 31 33 29 20 33 19 2012 19 18 10 9 13 9 14 10 9 13 24 21 22 30 33 33 36 28 23 24 22 19 19 26 21 18 18 21 15 15 23 28 31 30 32 24 21 36 21 2013 28 14 14 26 16 15 14 15 11 10 11 13 16 16 25 30 25 21 21 26 30 28 23 2 0 21 18 16 18 15 18 21 30 30 32 32 28 21 32 20 2014 25 28 29 29 23 17 21 13 11 13 11 14 30 24 26 28 25 22 20 21 20 20 20 1 8 18 14 10 13 14 16 17 22 24 25 24 26 20 30 20 2015 18 16 20 16 11 21 14 14 8 18 14 15 20 28 31 31 29 21 23 24 22 24 21 26 18 17 22 20 20 16 23 26 26 23 24 22 21 31 21 2016 22 17 16 13 7 10 8 8 15 14 14 20 23 25 32 37 29 24 22 24 24 25 28 26 21 23 20 14 16 15 17 22 24 25 25 23 20 37 22 2017 14 15 10 9 11 9 11 10 11 10 13 15 15 33 38 41 33 31 26 25 22 23 20 21 1 7 16 15 26 15 24 20 28 31 34 31 23 21 41 20 2018 18 13 14 17 8 15 13 17 14 14 16 20 22 26 34 33 36 22 21 24 25 24 24 22 22 24 25 22 26 18 23 29 29 29 29 24 22 36 22 2019 29 29 22 22 24 17 14 13 21 16 20 18 24 37 40 44 31 23 26 23 24 31 25 2 6 20 20 14 16 16 16 21 26 28 31 34 32 24 44 24 2020 25 16 15 15 15 15 13 11 10 13 11 14 26 20 24 26 25 22 25 22 24 23 23 2 3 21 16 20 17 16 20 22 26 29 26 28 30 20 30 21 2021 24 23 22 11 16 10 9 9 16 11 14 17 18 21 41 48 44 31 26 20 21 22 21 22 1 8 20 15 17 16 16 17 25 31 32 30 26 22 48 20 2022 22 24 22 22 9 11 11 11 9 13 21 24 17 17 23 34 32 28 22 25 23 26 22 22 2 4 17 25 25 22 23 22 26 31 32 31 24 22 34 22 Detrend year:

Average adjustment for annual peak wind speed values based on linear trendline, to 2023 = 2.1 mph 2.2 mph Slope = 0.06 mph/year 0.068 mph/year
2-min Annual Peak Wind Speed by Direction
^^^ Wind speeds reported at

22.5-degree intervals prior to
1964.
vvv Wind speeds reported at
10-degree intervals after
1964.

X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-McClellan (MCC).xlsm Year 360 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 18 0 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 35 0 Mean Max Median 1964 27 22 20 23 11 20 18 13 15 15 18 19 19 25 36 43 36 41 42 27 26 25 25 2 5 27 15 22 23 22 22 18 18 23 31 31 29 24 43 23 1965 29 31 13 11 11 11 10 12 18 13 18 15 15 27 34 36 43 38 36 30 27 27 29 2 0 18 22 15 19 22 15 18 22 28 31 34 26 23 43 22 1966 27 22 14 15 13 11 9 12 12 12 13 20 19 24 28 38 32 38 27 32 27 24 22 24 22 18 20 14 19 18 21 27 28 27 27 27 22 38 22 1967 23 32 23 34 24 11 8 12 13 13 14 19 22 29 45 46 36 29 27 23 24 23 27 24 17 27 15 19 16 19 15 17 17 25 27 25 23 46 23 1968 21 22 17 12 10 14 8 8 12 10 13 17 20 24 23 33 33 25 22 18 20 22 22 27 2 7 18 20 21 15 17 27 24 27 27 23 25 20 33 21 1969 25 22 23 14 13 8 8 11 20 14 15 23 22 31 39 40 40 40 29 20 24 29 33 24 2 0 22 21 16 20 18 20 18 24 25 26 26 23 40 22 1970 26 21 19 29 10 14 15 10 16 17 10 16 22 23 28 37 38 36 29 22 22 21 24 2 6 22 17 16 16 15 16 22 22 29 29 29 25 22 38 22 1973 25 20 17 18 11 19 12 12 15 11 17 18 30 27 34 42 53 35 28 26 26 33 23 2 4 18 17 22 13 15 16 17 17 23 25 26 26 23 53 21 1974 27 26 24 17 13 10 12 12 12 12 13 19 26 24 31 38 40 40 32 31 24 27 26 2 4 20 21 17 15 16 16 17 17 26 26 33 35 23 40 24 1975 24 23 23 17 12 13 12 17 10 10 12 18 17 26 26 40 47 43 43 24 27 25 25 2 3 25 16 20 13 17 19 17 21 24 32 33 33 23 47 23 1976 26 17 17 12 17 9 9 12 11 9 12 13 16 21 28 37 28 26 22 26 24 21 31 21 19 18 17 14 14 14 21 17 21 24 28 26 19 37 18 1977 20 26 17 13 14 10 7 9 11 12 10 13 14 17 18 33 45 33 29 27 20 22 20 26 1 9 21 14 20 27 24 17 18 21 24 25 26 20 45 20 1978 19 19 19 17 11 13 14 14 8 12 15 17 20 26 37 42 41 40 26 21 21 26 20 21 17 17 19 17 12 17 17 18 21 29 32 26 21 42 19 1979 20 16 16 13 10 10 10 12 13 10 12 13 26 21 37 37 37 28 26 26 20 21 23 2 2 20 16 19 12 14 15 13 16 19 21 30 21 19 37 19 1980 26 24 18 12 16 14 10 12 12 19 12 26 23 23 35 37 37 37 26 23 30 21 24 2 3 18 20 24 18 12 14 18 20 26 29 37 26 22 37 23 1981 21 14 14 12 16 12 12 14 14 14 16 15 32 23 28 37 42 28 23 25 25 23 20 2 5 16 15 19 17 21 16 25 21 24 31 26 27 21 42 21 1982 21 15 12 14 9 9 11 12 9 19 23 17 19 25 37 37 30 28 29 23 21 28 23 21 17 20 16 28 14 15 15 20 19 23 22 23 20 37 20 1983 17 21 28 19 11 14 14 13 11 13 12 20 19 36 35 37 37 32 25 23 29 21 21 2 1 20 13 16 23 13 12 16 19 23 23 23 23 21 37 20 1984 21 16 15 12 8 14 9 14 11 14 19 20 16 22 37 35 30 29 23 20 19 21 19 16 1 6 14 16 16 22 29 14 21 19 32 31 28 20 37 19 1985 28 20 16 9 14 10 12 9 14 13 12 13 13 16 32 38 43 28 24 24 29 22 23 23 1 9 19 16 16 15 17 19 19 22 25 25 25 20 43 19 1986 21 16 13 8 12 12 9 12 14 15 16 23 20 21 32 46 36 32 32 23 23 25 21 21 1 6 17 17 14 14 16 15 15 18 21 20 22 20 46 18 1987 28 17 16 9 13 7 8 10 14 13 10 18 20 23 29 32 32 22 23 23 20 20 23 16 20 11 15 16 14 13 14 14 20 21 31 26 18 32 18 1988 25 18 21 23 18 25 21 8 11 10 14 14 16 23 25 34 28 31 24 21 21 19 23 21 16 19 18 21 14 18 16 15 17 25 31 30 20 34 21 1989 23 15 10 9 8 8 7 9 10 9 12 14 14 16 23 27 25 22 24 23 25 24 18 19 17 17 1 6 16 16 25 14 17 12 19 25 27 17 27 17 1990 20 17 14 17 20 20 12 11 9 12 16 15 16 17 31 37 32 20 25 20 19 20 20 19 18 18 17 19 17 17 16 19 19 22 22 20 19 37 19 1991 22 20 17 11 10 13 11 11 13 16 18 16 18 32 34 34 32 30 30 25 25 24 25 2 7 25 19 18 13 13 13 13 19 19 23 25 25 21 34 19 1992 18 17 16 19 15 19 10 12 16 12 18 17 20 25 34 33 35 32 24 29 21 24 27 1 9 17 16 18 26 18 15 13 16 21 24 23 23 21 35 19 1993 25 20 16 13 18 12 13 11 11 12 17 25 22 24 26 36 31 28 31 32 24 32 24 2 4 19 20 26 17 16 16 18 20 22 21 21 22 21 36 21 1994 21 17 17 13 13 11 13 11 11 12 12 14 36 35 29 33 31 26 21 24 21 20 30 2 0 20 14 19 21 20 15 20 20 20 25 22 24 20 36 20 1995 21 27 22 17 11 15 12 19 13 16 20 22 27 35 35 50 37 29 23 28 25 27 27 2 0 15 14 13 15 12 15 17 19 22 28 28 27 22 50 22 1996 21 21 23 18 13 12 12 15 10 12 16 18 22 28 33 34 34 28 27 25 26 23 29 1 8 19 15 19 14 16 14 15 23 22 36 22 20 21 36 21 1997 31 21 26 19 19 26 21 20 20 12 18 17 18 28 31 36 35 28 25 20 18 19 24 1 9 13 19 17 16 16 16 16 17 21 27 28 31 22 36 20 1998 27 17 19 17 22 13 15 14 14 20 19 20 26 37 47 34 36 26 24 20 20 22 22 2 1 24 19 20 17 12 12 12 15 20 28 28 30 22 47 20 1999 29 27 20 20 13 12 14 12 13 11 18 21 23 26 32 30 30 27 22 21 20 21 20 1 5 19 17 17 21 20 13 15 13 21 22 25 26 20 32 20 2000 31 22 19 12 10 12 12 12 13 15 11 13 19 22 19 28 35 33 30 26 26 25 27 2 8 23 21 15 19 11 21 18 16 21 33 35 30 21 35 21 2012 20 19 11 10 13 10 15 11 10 13 25 22 23 31 34 34 36 28 24 25 23 20 20 2 7 22 19 19 22 16 16 24 28 32 31 33 25 22 36 22 2013 28 15 15 27 17 16 15 16 12 11 12 13 17 17 26 31 26 21 21 27 31 28 24 2 0 21 19 17 19 16 19 21 31 31 33 33 28 21 33 21 2014 26 28 29 29 24 18 21 13 12 13 12 14 31 25 27 28 26 22 20 21 20 20 20 1 9 19 14 11 13 14 17 18 22 25 26 25 27 21 31 21 2015 19 17 20 17 12 21 14 14 9 19 14 15 20 28 32 32 29 21 24 25 22 25 21 27 19 18 22 20 20 17 24 27 27 24 25 22 21 32 21 2016 22 18 17 13 7 11 8 8 15 14 14 20 23 26 33 37 29 25 22 25 25 26 28 27 21 23 20 14 17 15 18 22 25 26 26 23 21 37 22 2017 14 15 11 10 12 10 12 11 12 11 13 15 15 34 38 42 34 31 27 26 22 23 20 2 1 18 16 15 27 15 25 20 28 31 35 31 23 21 42 20 2018 19 13 14 18 8 15 13 18 14 14 16 20 22 27 35 34 36 22 21 24 26 24 24 22 22 24 26 22 27 19 23 29 29 29 29 24 22 36 22 2019 29 29 22 22 24 17 14 13 21 16 20 19 24 37 41 44 31 23 27 23 24 31 26 2 7 20 20 14 16 16 16 21 27 28 31 35 32 25 44 24 2020 25 16 15 15 15 15 13 12 10 13 12 14 27 20 24 27 25 22 25 22 24 23 23 2 3 21 16 20 17 16 20 22 27 29 27 28 30 20 30 22 2021 24 23 22 12 16 10 9 9 16 12 14 17 18 21 42 48 44 31 27 20 21 22 21 22 1 8 20 15 17 16 16 17 25 31 32 30 27 22 48 20 2022 22 24 22 22 9 11 11 11 9 13 21 24 17 17 23 35 32 28 22 25 23 26 22 22 2 4 17 25 25 22 23 22 26 31 32 31 24 22 35 23 2023
DETRENDED --- 2-min Annual Peak Wind Speed by Direction X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-McClellan (MCC).xlsm Calculate Kolmogorov-Smirnov (K-S) Test for various levels of significance, to evaluate the likelihood of non-stationarity in wind speeds.

Sample data is based on the median value (of all wind directions) of annual maximums (for each wind direction).

Count Mean Std Dev
Total 46 19.1 1.8
Sample 1 23 18.2 1.2
Sample 2 23 20.0 1.9 Maximum Difference, D n,m = 0.57
Combine
37 Sample 1 Sample 2 Sample 1 Sample 2 Unique Sample 1 Sam ple 2 Significance Year U (mph) Value Cum Freq Value Cum Freq Half-Rank Stepw ise Cum Freq Value Cum Freq Value Values RankMin RankMax Ra nkMin RankMax Level K-S D test Result Explanation 1964 20.35612 1 16.01895 0.043 15.01233 0.043 1.5 1 0.043478 16.01895 0.043478 15.01233 15.01233 0.043478 0.043478 0.0 43478 0.086957 10% 0.25 Reject Ho 1965 19.03881 2 16.38556 0.087 17.03178 0.087 2.5 1.5 0.0869 57 16.01895 0.086957 15.01233 16.01895 0.043478 0.086957 0 .086957 0.086957 50% 0.30 Reject Ho 1966 18.00112 3 16.55954 0.130 18.579 0.130 3.5 2 0.086957 16 .38556 0.086957 17.03178 16.38556 0.086957 0.130435 0.086 957 0.086957 90% 0.40 Reject Ho 1967 19.18173 4 16.59682 0.174 18.579 0.174 4.5 2.5 0.130435 16.38556 0.130435 17.03178 16.55954 0.130435 0.173913 0.0 86957 0.086957 95% 0.44 Reject Ho 1968 16.59682 5 17.08771 0.217 18.62871 0.217 5.5 3 0.130435 16.55954 0.130435 18.579 16.59682 0.173913 0.217391 0.086 957 0.086957 99% 0.51 Reject Ho With 99% significance, t he samples come from different population distributions. 1969 19.42406 6 17.30519 0.261 18.63492 0.261 6.5 3.5 0.1739 13 16.55954 0.173913 18.579 17.03178 0.217391 0.217391 0.0 86957 0.130435 99.9% 0.60 Accept Ho Null hypothesis cann ot be rejected at the 99.9% significance level. (Population distributions assumed equal) 1970 18.46715 7 17.45432 0.304 19.29979 0.304 7.5 4 0.173913 16.59682 0.173913 18.579 17.08771 0.217391 0.26087 0.1304 35 0.130435 1973 19.33707 8 17.54752 0.348 19.32464 0.348 8.5 4.5 0.2173 91 16.59682 0.217391 18.579 17.30519 0.26087 0.304348 0.13 0435 0.130435 1974 19.57941 9 17.65937 0.391 19.6229 0.391 9.5 5 0.217391 1 7.08771 0.217391 18.62871 17.45432 0.304348 0.347826 0.13 0435 0.130435 1975 19.8031 10 18.00112 0.435 20.05786 0.435 10.5 5.5 0.260 87 17.08771 0.26087 18.62871 17.54752 0.347826 0.391304 0. 130435 0.130435 1976 16.38556 11 18.18132 0.478 20.25049 0.478 11.5 6 0.2608 7 17.30519 0.26087 18.63492 17.65937 0.391304 0.434783 0.1 30435 0.130435 1977 17.08771 12 18.19375 0.522 20.2567 0.522 12.5 6.5 0.304 348 17.30519 0.304348 18.63492 18.00112 0.434783 0.478261 0.130435 0.130435 1978 18.18132 13 18.29938 0.565 20.28777 0.565 13.5 7 0.3043 48 17.45432 0.304348 19.29979 18.18132 0.478261 0.521739 0 .130435 0.130435 1979 16.55954 14 18.46715 0.609 20.32505 0.609 14.5 7.5 0.34 7826 17.45432 0.347826 19.29979 18.19375 0.521739 0.56521 7 0.130435 0.130435 1980 19.51727 15 18.65978 0.652 20.64195 0.652 15.5 8 0.3478 26 17.54752 0.347826 19.32464 18.29938 0.565217 0.608696 0 .130435 0.130435 1981 18.65978 16 19.03881 0.696 20.65438 0.696 16.5 8.5 0.39 1304 17.54752 0.391304 19.32464 18.46715 0.608696 0.65217 4 0.130435 0.130435 1982 17.54752 17 19.18173 0.739 20.79729 0.739 17.5 9 0.3913 04 17.65937 0.391304 19.6229 18.579 0.652174 0.652174 0.13 0435 0.217391 1983 18.29938 18 19.33707 0.783 20.84079 0.783 18.5 9.5 0.43 4783 17.65937 0.434783 19.6229 18.579 0.652174 0.652174 0. 130435 0.217391 1984 17.45432 19 19.42406 0.826 21.18254 0.826 19.5 10 0.434 783 18.00112 0.434783 20.05786 18.62871 0.652174 0.652174 0.217391 0.26087 1985 17.65937 20 19.51727 0.870 21.77285 0.870 20.5 10.5 0.4 78261 18.00112 0.478261 20.05786 18.63492 0.652174 0.6521 74 0.26087 0.304348 1986 17.30519 21 19.57941 0.913 22.04625 0.913 21.5 11 0.478 261 18.18132 0.478261 20.25049 18.65978 0.652174 0.695652 0.304348 0.304348 1987 16.01895 22 19.8031 0.957 22.12081 0.957 22.5 11.5 0.52 1739 18.18132 0.521739 20.25049 19.03881 0.695652 0.73913 0.304348 0.304348 1988 18.19375 23 20.35612 1.000 24.2894 1.000 23.5 12 0.5217 39 18.19375 0.521739 20.2567 19.18173 0.73913 0.782609 0.3 04348 0.304348 1989 15.01233 12.5 0.565217 18.19375 0.565217 20.2567 19.2 9979 0.782609 0.782609 0.304348 0.347826 1990 17.03178 13 0.565217 18.29938 0.565217 20.28777 19.32 464 0.782609 0.782609 0.347826 0.391304 1991 18.63492 13.5 0.608696 18.29938 0.608696 20.28777 19. 33707 0.782609 0.826087 0.391304 0.391304 1992 18.62871 14 0.608696 18.46715 0.608696 20.32505 19.42 406 0.826087 0.869565 0.391304 0.391304 1993 19.32464 14.5 0.652174 18.46715 0.652174 20.32505 19. 51727 0.869565 0.913043 0.391304 0.391304 1994 18.579 15 0.652174 18.65978 0.652174 20.64195 19.5794 1 0.913043 0.956522 0.391304 0.391304 1995 20.65438 15.5 0.695652 18.65978 0.695652 20.64195 19. 6229 0.956522 0.956522 0.391304 0.434783 1996 19.29979 16 0.695652 19.03881 0.695652 20.65438 19.80 31 0.956522 1 0.434783 0.434783 1997 20.05786 16.5 0.73913 19.03881 0.73913 20.65438 20.05 786 1 1 0.434783 0.478261 1998 20.28777 17 0.73913 19.18173 0.73913 20.79729 20.2504 9 1 1 0.478261 0.521739 1999 18.579 17.5 0.782609 19.18173 0.782609 20.79729 20.25 67 1 1 0.521739 0.565217 2000 19.6229 18 0.782609 19.33707 0.782609 20.84079 20.287 77 1 1 0.565217 0.608696 2012 21.18254 18.5 0.826087 19.33707 0.826087 20.84079 20. 32505 1 1 0.608696 0.652174 2013 20.79729 19 0.826087 19.42406 0.826087 21.18254 20.35 612 1 1 0.652174 0.652174 2014 20.32505 19.5 0.869565 19.42406 0.869565 21.18254 20. 64195 1 1 0.652174 0.695652 2015 20.64195 20 0.869565 19.51727 0.869565 21.77285 20.65 438 1 1 0.695652 0.73913 2016 20.2567 20.5 0.913043 19.51727 0.913043 21.77285 20.7 9729 1 1 0.73913 0.782609 2017 20.84079 21 0.913043 19.57941 0.913043 22.04625 20.84 079 1 1 0.782609 0.826087 2018 22.04625 21.5 0.956522 19.57941 0.956522 22.04625 21. 18254 1 1 0.826087 0.869565 2019 24.2894 22 0.956522 19.8031 0.956522 22.12081 21.7728 5 1 1 0.869565 0.913043 2020 20.25049 22.5 1 19.8031 1 22.12081 22.04625 1 1 0.913043 0.956522 2021 21.77285 23 1 20.35612 1 24.2894 22.12081 1 1 0.956522 1 2022 22.12081 23.5 1 20.35612 1 24.2894 24.2894 1 1 1 1 USACE RMC-TR-2021-02 (PDF p17):
0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9
1 0 5 10 15 20 25 30
Step-Wise Cumulative Distribution Functions
Sample 1
Sample 2
X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-McClellan (MCC).xlsm X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-McClellan (MCC).xlsm y = 0.0637x - 107.74
R² = 0.3878
y = 0.068x - 116.7
R² = 0.3469
0 5
10 15
20 25
30 1960 1970 1980 1990 2000 2010 2020 2030
Peak Annual 2-minute Observed Wind Speed, Averages of All Wind Directions (mph) Year
Historical Trend of Average Annual Peak Wind SpeedsMean Median X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-McClellan (MCC).xlsm y = -0.0000x + 21.1564
R² = 0.0000
y = 0.0043x + 12.2
R² = 0.0021
0 5
10 15
20 25
30 1960 1970 1980 1990 2000 2010 2020 2030
Peak Annual 2-minute Observed Wind Speed, Averages of All Wind Directions (mph) Year
Detrended (to 2023) Average Annual Peak Wind SpeedsMean Median

3.2 – Design Wind Speed Analysis for Mather Airport (MHR) GEV Frequency Plots of Observed 2-min Wind Speed (mph)
y = 3.42x + 20.478
R² = 0.8673
0 10
20 30
40 50
-2 0 2 4 6
360
y = 5.1676x + 17.058
R² = 0.9857
0 10
20 30
40 -2 0 2 4
10 y = 4.7534x + 13.115
R² = 0.98
0 10
20 30
40 -2 0 2 4
20 y = 4.9445x + 10.488
R² = 0.9833
0 10
20 30
40 -2 0 2 4 6
30 y = 3.3643x + 9.0441
R² = 0.979
0 10
20 30
40 -5 0 5 10
40 y = 3.094x + 8.9264
R² = 0.9796
0 5
10 15
20 25
30 -5 0 5 10
50 y = 2.3365x + 7.5444
R² = 0.9757
0 5
10 15
20 25
-5 0 5 10
60 y = 2.3472x + 8.0217
R² = 0.9703
0 10
20 30
40 -5 0 5 10
70 y = 1.8377x + 8.2399
R² = 0.9219
0 10
20 30
40 -10 0 10 20
80 y = 2.3264x + 8.7206
R² = 0.9315
0 10
20 30
40 -5 0 5 10 15
90 y = 1.9488x + 10.167
R² = 0.9816
0 10
20 30
40 -10 0 10 20
100
y = 1.7926x + 11.935
R² = 0.959
0 10
20 30
40 50
60 -10 0 10 20 30
110
y = 3.7788x + 15.647
R² = 0.9808
0 10
20 30
40 50
-5 0 5 10
120
y = 6.9639x + 21.782
R² = 0.9837
0 10
20 30
40 50
60 -5 0 5
130
y = 6.605x + 27.323
R² = 0.9947
0 10
20 30
40 50
60 -2 0 2 4
140
y = 6.0715x + 30.184
R² = 0.9064
0 20
40 60
80 -2 0 2 4
150
y = 5.8599x + 30.829
R² = 0.9796
0 10
20 30
40 50
-4 -2 0 2
160
y = 6.4452x + 26.593
R² = 0.9596 0
10 20
30 40
50 -2 0 2 4
170
y = 4.4212x + 21.996
R² = 0.9804
0 10
20 30
40 -2 0 2 4
180
y = 3.6271x + 19.89
R² = 0.9848
0 10
20 30
40 50
-5 0 5 10
190
y = 2.4569x + 20.621
R² = 0.9835
0 10
20 30
40 -5 0 5 10
200
y = 3.3077x + 20.906
R² = 0.9838 0
10 20
30 40
50 -5 0 5 10
210
y = 3.31x + 21.733
R² = 0.971
0 10
20 30
40 -2 0 2 4
220
y = 3.0729x + 21.466
R² = 0.9732
0 10
20 30
40 -2 0 2 4
230
X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-Mather (MHR).xlsm GEV Frequency Plots of Observed 2-min Wind Speed (mph)
y = 2.9926x + 19.928
R² = 0.9448
0 10
20 30
40 50
-5 0 5 10
240
y = 3.7103x + 17.471
R² = 0.9792
0 10
20 30
40 -2 0 2 4 6
250
y = 3.3168x + 15.255
R² = 0.9765
0 10
20 30
40 -5 0 5 10
260
y = 3.9734x + 13.134
R² = 0.9697
0 10
20 30
40 -2 0 2 4 6
270
y = 2.9758x + 13.757
R² = 0.9784
0 10
20 30
40 -5 0 5 10
280
y = 3.4059x + 14.918
R² = 0.9825 0
5 10
15 20
25 30
-2 0 2 4 6
290
y = 4.5211x + 18.034
R² = 0.9794
0 10
20 30
40 -2 0 2 4 6
300
y = 4.7473x + 18.744
R² = 0.9719
0 10
20 30
40 50
-5 0 5
310
y = 4.8023x + 22.886
R² = 0.9788 0
10 20
30 40
50 -2 0 2 4
320
y = 4.6009x + 24.317
R² = 0.9881 0
10 20
30 40
50 -2 0 2 4
330
y = 3.0561x + 25.394
R² = 0.9508 0
10 20
30 40
50 -5 0 5 10
340
y = 3.5353x + 23.761
R² = 0.982
0 10
20 30
40 50
-5 0 5 10
350
X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-Mather (MHR).xlsm Year 360 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 18 0 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 35 0 Mean Max Median 1942 29 0 23 0 0 9 0 11 0 11 0 15 0 0 38 0 49 0 40 0 34 0 0 24 0 28 0 32 0 14 0 0 18 0 31 0 11 49 0 1943 29 0 45 0 0 10 0 9 0 11 0 13 0 0 19 0 52 0 56 0 34 0 0 28 0 19 0 17 0 13 0 0 15 0 25 0 11 56 0 1944 30 0 25 0 0 26 0 9 0 13 0 14 0 0 23 0 34 0 46 0 28 0 0 25 0 21 0 14 0 13 0 0 18 0 33 0 10 46 0 1945 34 0 22 0 0 19 0 10 0 19 0 19 0 0 45 0 49 0 41 0 26 0 0 28 0 24 0 19 0 25 0 0 3 0 0 34 0 12 49 0 1946 32 0 10 0 0 18 0 8 0 15 0 11 0 0 34 0 40 0 32 0 23 0 0 24 0 19 0 16 0 23 0 0 25 0 36 0 10 40 0 1947 28 0 23 0 0 13 0 11 0 19 0 25 0 0 34 0 32 0 30 0 28 0 0 28 0 24 0 18 0 18 0 0 2 9 0 34 0 11 34 0 1948 30 0 19 0 0 13 0 10 0 16 0 21 0 0 26 0 41 0 49 0 25 0 0 26 0 24 0 25 0 22 0 0 2 3 0 34 0 11 49 0 1949 30 0 25 0 0 18 0 11 0 11 0 14 0 0 31 0 40 0 40 0 30 0 0 26 0 18 0 16 0 22 0 0 2 6 0 28 0 11 40 0 1950 23 0 18 0 0 10 0 8 0 10 0 13 0 0 30 0 49 0 47 0 49 0 0 30 0 22 0 16 0 18 0 0 28 0 26 0 11 49 0 1951 26 0 24 0 0 22 0 22 0 11 0 17 0 0 34 0 41 0 36 0 48 0 0 41 0 26 0 26 0 26 0 0 2 4 0 22 0 12 48 0 1952 26 0 26 0 0 14 0 11 0 16 0 19 0 0 44 0 60 0 49 0 34 0 0 33 0 30 0 19 0 21 0 0 1 8 0 28 0 13 60 0 1953 30 0 36 0 0 33 0 19 0 16 0 17 0 0 40 0 41 0 44 0 34 0 0 28 0 26 0 26 0 26 0 0 2 2 0 28 0 13 44 0 1954 30 0 21 0 0 16 0 13 0 18 0 25 0 0 49 0 45 0 46 0 30 0 0 26 0 28 0 28 0 28 0 0 1 7 0 26 0 12 49 0 1955 30 0 34 0 0 25 0 21 0 16 0 22 0 0 46 0 41 0 34 0 30 0 0 32 0 23 0 21 0 25 0 0 2 3 0 25 0 13 46 0 1956 25 0 26 0 0 17 0 14 0 21 0 45 0 0 51 0 44 0 30 0 24 0 0 28 0 21 0 21 0 18 0 0 1 9 0 34 0 12 51 0 1957 26 0 18 0 0 10 0 10 0 37 0 21 0 0 43 0 39 0 30 0 31 0 0 31 0 21 0 17 0 16 0 0 3 0 0 30 0 11 43 0 1958 19 0 21 0 0 11 0 16 0 23 0 25 0 0 41 0 48 0 34 0 28 0 0 24 0 21 0 14 0 18 0 0 1 8 0 30 0 11 48 0 1959 33 0 18 0 0 16 0 9 0 13 0 11 0 0 40 0 49 0 24 0 23 0 0 21 0 18 0 16 0 16 0 0 34 0 30 0 10 49 0 1960 25 0 23 0 0 18 0 14 0 10 0 14 0 0 24 0 45 0 32 0 28 0 0 30 0 29 0 18 0 17 0 0 1 8 0 29 0 10 45 0 1961 23 0 22 0 0 25 0 21 0 9 0 21 0 0 21 0 25 0 19 0 24 0 0 23 0 25 0 22 0 16 0 0 28 0 28 0 10 28 0 1962 21 0 23 0 0 8 0 15 0 11 0 11 0 0 28 0 37 0 44 0 32 0 0 24 0 23 0 23 0 14 0 0 18 0 24 0 10 44 0 1963 18 0 8 0 0 14 0 7 0 11 0 18 0 0 33 0 33 0 23 0 21 0 0 19 0 29 0 17 0 14 0 0 21 0 25 0 9 33 0 1964 26 25 23 14 14 14 9 11 8 7 9 11 15 28 32 34 37 37 30 23 24 19 25 29 29 2 1 24 15 15 17 18 17 23 21 30 31 21 37 22 1965 24 23 6 9 8 8 5 10 7 7 9 13 18 31 32 33 34 30 32 39 23 23 21 23 17 18 16 1 3 14 16 17 16 21 30 30 31 20 39 18 1966 21 23 14 9 11 9 8 6 10 11 10 18 18 23 32 34 37 34 32 21 21 23 26 28 19 2 1 23 17 11 14 25 21 23 29 29 23 20 37 21 1967 25 18 19 15 14 6 5 5 8 8 15 11 11 28 24 39 34 28 22 23 17 22 23 24 23 21 16 17 16 15 16 18 16 21 29 23 19 39 18 1968 22 22 16 6 10 9 9 15 7 6 10 11 14 23 24 30 32 25 23 25 18 23 25 21 25 25 21 25 16 16 13 19 21 23 30 25 19 32 21 1969 29 22 23 6 18 16 5 9 9 13 16 16 19 29 34 37 38 26 21 32 21 34 25 28 23 1 9 17 13 15 15 15 17 19 26 29 25 21 38 20 1970 23 26 28 19 19 15 7 8 7 9 9 13 16 24 28 34 33 31 23 21 21 23 23 22 21 16 17 10 15 13 18 19 25 32 34 29 20 34 21 1973 17 17 15 9 7 15 6 7 10 10 10 11 16 17 25 30 37 23 18 19 19 23 21 22 19 1 5 11 9 11 14 14 16 21 26 23 22 17 37 17 1974 28 30 10 14 4 4 7 7 7 7 13 21 18 16 30 26 30 28 25 23 19 18 18 18 19 17 1 3 10 13 11 17 14 21 24 29 33 18 33 18 1975 25 23 14 25 14 18 7 6 11 11 8 11 16 19 28 43 37 34 25 17 21 26 23 23 18 19 11 13 11 18 16 21 24 32 32 28 20 43 19 1976 21 15 14 7 9 11 8 9 8 14 11 17 18 18 24 33 34 25 23 19 19 30 29 23 23 21 18 16 18 16 17 23 30 28 28 25 20 34 19 1977 21 18 11 7 8 7 7 9 7 9 9 11 16 21 31 30 34 29 23 19 18 18 18 18 18 21 16 2 1 23 21 21 23 26 28 25 28 19 34 19 1978 25 21 21 7 11 6 7 10 8 9 7 17 18 22 29 36 36 34 22 26 30 23 28 21 18 16 1 6 11 11 16 25 23 30 30 28 36 20 36 21 1979 18 16 11 10 14 11 11 11 8 8 7 11 11 32 40 39 32 39 19 25 25 26 23 23 22 21 15 13 11 16 21 19 19 32 28 21 20 40 19 1980 21 18 11 5 6 10 8 15 7 7 11 9 11 26 37 37 34 29 25 23 22 23 23 25 18 18 1 8 19 16 11 19 16 23 37 25 23 19 37 19 1981 21 14 15 11 11 4 6 11 8 7 14 15 14 16 23 30 30 34 37 30 23 28 23 25 17 2 1 23 16 14 17 17 18 17 19 23 32 19 37 17 1982 21 16 11 8 7 8 9 11 11 9 10 17 28 30 28 33 33 32 28 26 25 22 25 19 28 16 14 11 10 9 18 15 16 21 26 23 19 33 18 1983 26 29 18 19 19 15 9 9 8 8 10 11 30 34 34 32 39 32 28 37 24 25 23 23 28 2 3 15 9 13 14 18 15 21 18 21 29 21 39 21 1984 22 15 11 13 10 9 8 6 7 11 14 11 14 18 30 34 29 25 18 18 21 17 16 16 21 1 8 16 11 11 14 16 23 25 25 26 28 18 34 16 1985 23 18 16 9 7 9 9 8 9 6 11 14 18 14 21 34 25 22 20 16 21 21 20 21 17 14 15 11 11 14 14 14 23 23 25 28 17 34 16 1986 22 14 11 9 9 11 11 8 11 8 7 11 18 25 30 34 37 32 30 22 21 21 21 23 21 18 33 16 16 14 17 17 23 23 22 21 19 37 20 1987 28 21 14 14 9 13 9 7 11 11 11 14 14 23 25 32 34 34 21 18 18 21 18 21 20 21 16 11 14 13 15 23 28 23 30 29 19 34 18 1988 20 21 23 23 28 23 10 18 14 14 36 14 14 17 29 34 29 21 17 23 21 17 23 1 7 26 28 24 28 29 28 29 28 30 32 28 26 23 36 23 1989 17 9 11 10 6 8 6 7 14 10 11 11 14 16 21 23 25 23 22 15 23 21 23 24 17 15 11 10 11 10 10 20 23 18 23 18 16 25 15 1990 23 17 20 21 21 10 18 6 5 9 11 8 18 18 21 23 34 34 20 16 20 23 26 20 20 1 7 15 13 16 15 17 21 25 23 26 23 19 34 20 1991 23 23 18 21 10 9 6 10 8 11 14 11 14 17 22 30 36 33 31 25 30 29 32 23 30 23 16 23 16 22 17 14 18 24 29 23 21 36 22 1992 25 17 11 7 9 8 8 6 10 13 9 14 13 14 19 29 31 31 23 21 28 23 18 18 17 17 1 4 14 14 19 21 11 17 21 23 23 17 31 17 2002 23 19 7 17 8 17 11 10 13 11 10 19 22 30 29 44 41 34 33 24 22 18 18 24 4 6 14 15 16 15 18 30 24 28 24 23 23 22 46 21 2003 19 17 11 15 9 9 8 17 9 11 21 15 17 34 31 28 24 26 22 18 21 17 23 22 28 1 5 15 13 17 18 22 19 23 22 21 23 19 34 19 2004 23 23 16 15 11 9 7 8 11 9 11 15 21 38 49 31 34 34 34 23 23 19 19 18 16 1 7 11 13 18 16 18 28 29 24 30 23 21 49 19 2005 18 14 14 13 13 7 11 11 10 15 13 19 24 24 40 33 33 31 31 21 24 25 33 21 26 33 18 24 17 14 19 24 23 21 24 21 21 40 21 2006 25 24 17 15 8 14 10 8 14 17 11 9 21 21 38 28 31 34 25 24 21 24 25 23 23 26 21 14 13 18 30 15 23 28 30 23 21 38 22 2007 21 22 15 20 13 7 7 8 8 8 13 10 15 18 23 20 23 21 18 16 22 23 32 23 25 20 20 13 13 14 18 23 24 30 29 25 18 32 20 2008 16 20 9 9 20 11 8 18 8 11 15 11 24 40 36 36 26 24 23 18 26 21 21 21 18 1 7 23 22 15 26 24 28 29 25 30 23 21 40 21 2009 18 10 11 8 14 11 13 7 10 9 15 21 22 32 43 37 30 25 18 21 18 20 20 23 16 14 15 22 25 21 25 29 28 26 28 25 20 43 20 2010 23 14 13 9 7 8 18 30 29 32 26 26 24 30 41 34 30 33 25 21 23 24 28 23 23 21 20 16 22 17 17 23 25 25 24 22 23 41 23 2011 17 18 14 10 13 10 11 15 28 29 23 28 30 34 38 40 29 25 25 23 23 21 23 2 2 24 24 21 25 25 24 25 23 31 28 25 25 24 40 24 2012 9 15 8 9 6 11 8 8 10 10 17 18 22 28 37 32 26 26 17 20 22 18 23 20 20 14 1 3 11 17 18 28 29 31 22 25 20 19 37 18 2013 23 14 25 16 7 15 9 14 7 10 11 11 14 21 22 16 16 15 17 16 23 30 25 26 24 23 16 10 16 15 21 26 28 28 22 40 19 40 16 2014 27 21 17 29 36 24 11 9 10 13 11 10 13 20 29 26 38 47 23 29 17 36 27 27 21 27 16 22 11 14 17 16 36 38 45 38 24 47 23 2015 40 22 16 17 13 8 8 13 34 34 16 51 40 43 26 25 29 17 25 18 25 38 27 29 2 7 17 16 21 18 16 31 43 40 36 40 31 26 51 26 2016 23 14 21 8 6 7 6 8 10 9 11 13 20 54 45 40 38 23 31 27 34 20 23 34 23 25 2 2 17 18 25 36 38 38 36 31 23 24 54 23 2017 24 9 10 7 7 10 13 7 9 8 11 9 21 31 32 58 36 31 24 18 21 21 21 23 20 21 17 15 14 20 25 22 31 32 31 29 21 58 21 2018 22 11 11 14 16 10 10 15 13 11 10 17 21 37 29 33 24 20 22 17 21 24 25 2 4 21 23 18 14 16 16 29 26 28 25 24 23 20 37 21 2019 23 33 28 15 14 10 14 10 9 17 10 16 24 29 33 38 28 26 21 26 29 30 22 29 31 13 21 10 13 15 21 23 26 24 26 23 22 38 23 2020 21 25 26 23 13 10 8 8 10 9 9 10 13 20 18 25 25 18 18 22 22 18 22 23 28 1 4 11 13 18 17 20 21 23 25 25 30 18 30 19 2021 22 25 21 21 13 15 9 10 13 9 11 15 45 37 34 37 38 29 26 25 20 21 21 26 2 3 14 14 11 18 21 23 30 29 33 32 29 23 45 21 2022 21 20 16 14 15 11 16 9 10 11 11 14 15 17 33 34 32 32 25 21 21 24 25 25 21 23 26 20 22 24 22 29 31 29 28 25 22 34 21 Detrend year:

Average adjustment for annual peak wind speed values based on linear trendline, to 2023 = 1.4 mph 1.4 mph Slope = 0.05 mph/year 0.046 mph/year
vvv Wind speeds reported at
10-degree intervals after
1964.
2-min Annual Peak Wind Speed by Direction
^^^ Wind speeds reported at

22.5-degree intervals prior to
1964.

X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-Mather (MHR).xlsm Year 360 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 18 0 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 35 0 Mean Max Median 1964 29 28 26 17 17 17 12 14 11 10 12 14 18 30 35 37 40 40 33 26 27 22 28 3 2 32 24 27 18 18 20 21 20 26 24 33 34 24 40 25 1965 27 26 9 12 11 11 7 13 10 10 12 15 21 34 35 36 37 33 35 42 26 26 23 26 2 0 21 19 15 17 19 20 19 23 33 33 34 22 42 21 1966 23 26 17 12 14 12 11 8 13 14 13 21 21 26 35 37 40 37 35 23 23 26 29 30 22 23 26 20 14 17 28 23 26 32 32 26 23 40 23 1967 28 21 22 18 16 8 7 7 11 11 18 14 14 30 27 42 37 30 25 26 20 25 26 27 26 23 19 20 19 18 19 21 19 23 31 26 21 42 21 1968 24 24 19 8 13 12 12 18 9 8 13 14 16 26 27 33 35 28 26 28 21 26 28 23 28 28 23 28 19 19 15 22 23 26 33 28 22 35 23 1969 31 24 26 8 21 19 7 12 12 15 19 19 22 31 37 39 41 29 23 35 23 37 28 30 2 6 22 20 15 17 17 17 20 22 29 31 28 24 41 23 1970 26 29 30 22 22 17 9 11 9 12 12 15 19 27 30 37 36 34 26 23 23 26 26 24 2 3 19 20 13 17 15 21 22 28 35 37 31 23 37 23 1973 20 20 17 11 9 17 8 9 13 13 13 14 18 20 28 32 39 25 21 22 22 25 23 24 22 17 14 11 14 16 16 18 23 29 25 24 19 39 19 1974 30 32 13 16 7 7 9 9 9 9 15 23 21 18 32 29 32 30 28 25 22 21 21 21 22 19 1 5 13 15 14 19 16 23 26 31 36 20 36 21 1975 28 25 16 28 16 21 9 8 14 14 10 14 18 22 30 45 39 37 28 19 23 29 25 25 2 1 22 14 15 14 21 18 23 26 34 34 30 23 45 22 1976 23 17 16 9 11 14 10 11 10 16 14 19 21 21 26 36 37 27 25 22 22 32 31 25 25 23 21 18 21 18 19 25 32 30 30 27 22 37 21 1977 23 20 14 9 10 9 9 11 9 11 11 14 18 23 33 32 37 31 25 22 20 20 20 20 20 2 3 18 23 25 23 23 25 29 30 27 30 21 37 21 1978 27 23 23 9 13 8 9 12 10 11 9 19 20 24 31 38 38 37 24 28 32 25 30 23 20 1 8 18 13 13 18 27 25 32 32 30 38 22 38 23 1979 20 18 13 12 16 13 13 13 10 10 9 13 13 34 42 41 34 41 22 27 27 28 25 25 24 23 17 15 13 18 23 22 22 34 30 23 22 42 22 1980 23 20 13 7 8 12 10 17 9 9 13 11 13 28 39 39 36 31 27 25 24 25 25 27 20 2 0 20 21 18 13 21 18 25 39 27 25 21 39 21 1981 23 16 17 13 13 6 8 13 10 9 16 17 16 18 25 32 32 36 39 32 25 29 25 27 19 23 25 18 16 19 19 20 19 21 25 34 21 39 19 1982 22 18 13 10 9 10 11 13 13 11 12 19 29 32 29 35 35 34 29 28 27 24 27 21 29 18 16 13 12 11 20 17 18 22 28 25 21 35 20 1983 28 30 20 21 21 17 11 11 10 10 12 13 32 36 36 34 41 34 29 39 26 27 25 2 5 29 25 17 11 14 16 20 17 22 20 22 30 23 41 22 1984 24 17 13 15 12 11 10 8 9 13 16 13 16 20 32 36 31 27 20 20 23 19 18 18 2 3 20 18 13 13 16 18 25 27 27 28 30 19 36 18 1985 25 20 18 11 9 11 11 10 11 8 13 16 20 16 23 36 27 24 21 18 23 23 21 23 1 9 16 17 13 13 16 16 16 25 25 27 30 18 36 18 1986 24 16 13 11 11 13 13 10 13 10 9 13 20 27 32 36 39 34 32 24 23 23 23 25 23 20 35 18 18 16 19 19 25 25 24 23 21 39 21 1987 29 22 16 16 11 14 11 9 13 13 13 16 16 25 27 34 36 36 22 20 20 22 20 22 21 22 18 13 16 14 17 25 29 25 32 31 21 36 20 1988 21 22 25 25 29 25 12 20 15 15 37 15 15 19 30 36 30 22 19 25 22 19 25 1 9 28 29 26 29 30 29 30 29 32 34 29 28 25 37 25 1989 19 11 13 12 7 10 7 9 15 12 13 13 15 18 22 25 27 25 24 17 25 22 25 26 19 17 13 12 13 12 12 21 25 20 25 20 17 27 17 1990 25 19 21 22 22 12 20 7 6 11 13 10 20 20 22 25 36 36 21 18 21 25 28 21 2 1 19 17 14 18 17 19 22 27 25 28 25 20 36 21 1991 25 25 20 22 12 11 7 12 10 13 15 13 15 19 23 31 37 35 33 27 31 30 34 25 31 25 18 25 18 24 19 15 20 26 30 25 22 37 24 1992 27 19 13 8 11 9 9 7 12 14 11 15 14 15 21 30 32 32 24 22 29 24 20 20 19 1 9 15 15 15 21 22 13 19 22 24 24 19 32 19 2002 24 20 8 18 9 18 12 11 14 12 11 20 23 31 30 45 42 35 34 25 23 19 19 25 4 7 15 16 17 16 19 31 25 28 25 24 24 23 47 22 2003 20 18 12 16 10 10 9 18 10 12 22 16 18 35 32 28 25 27 23 19 22 18 24 23 28 16 16 14 18 19 23 20 24 23 22 24 20 35 20 2004 24 24 17 16 12 10 8 9 12 10 12 16 22 39 50 32 35 35 35 24 24 20 20 19 1 7 18 12 14 19 17 19 28 30 25 31 24 22 50 20 2005 19 15 15 14 14 8 12 12 11 16 14 20 25 25 41 34 34 32 32 22 25 26 34 22 27 34 19 25 18 15 20 25 24 22 25 22 22 41 22 2006 26 25 18 16 9 15 11 9 15 18 12 10 22 22 39 29 32 35 26 25 22 25 26 24 2 4 27 22 15 14 19 31 16 24 29 31 24 22 39 23 2007 22 23 16 20 13 8 8 9 9 9 13 11 16 19 24 20 24 22 19 17 23 24 33 24 26 20 20 13 13 15 19 24 25 31 30 26 19 33 20 2008 17 20 10 10 20 12 9 19 9 12 16 12 25 41 36 36 27 25 24 19 27 21 21 21 1 9 18 24 23 16 27 25 28 30 26 31 24 22 41 21 2009 19 11 12 9 15 12 13 8 11 10 16 21 23 33 43 38 31 26 19 21 19 20 20 24 1 7 15 16 23 26 21 26 30 28 27 28 26 21 43 21 2010 24 14 13 10 8 9 19 31 29 33 27 27 25 31 42 35 31 34 26 21 24 25 28 24 2 4 21 20 17 23 18 18 24 26 26 25 23 24 42 24 2011 18 19 14 11 13 11 12 16 28 29 24 28 31 35 39 41 29 26 26 24 24 21 24 2 2 25 25 21 26 26 25 26 24 32 28 26 26 24 41 25 2012 10 15 9 10 6 12 9 9 11 11 18 19 22 28 37 33 27 27 18 20 22 19 24 20 20 1 4 13 12 18 19 28 29 32 22 26 20 19 37 19 2013 24 14 26 17 7 15 10 14 7 11 12 12 14 21 22 17 17 15 18 17 24 30 26 27 2 5 24 17 11 17 15 21 27 28 28 22 41 19 41 17 2014 27 21 18 29 36 25 12 10 11 14 12 11 13 21 29 27 38 47 23 29 18 36 27 2 7 21 27 17 23 12 14 18 17 36 38 45 38 24 47 23 2015 41 22 16 18 13 8 8 13 34 34 16 52 41 43 27 26 29 18 25 19 26 38 27 29 2 7 18 16 21 19 16 32 43 41 36 41 32 27 52 26 2016 23 14 21 8 6 7 6 8 11 9 12 13 20 54 45 41 38 23 32 27 34 20 23 34 23 25 2 2 18 19 25 36 38 38 36 32 23 24 54 23 2017 24 9 11 7 7 11 13 7 9 8 12 9 21 32 32 58 36 31 24 19 21 21 21 23 20 21 18 15 14 20 26 22 31 32 31 29 21 58 21 2018 22 12 12 14 16 11 11 15 13 12 11 17 21 37 29 34 24 20 22 17 21 24 26 2 4 21 23 19 14 16 16 29 27 28 26 24 23 20 37 21 2019 23 34 28 15 14 10 14 10 9 17 10 16 24 29 34 38 28 27 21 27 29 30 22 29 31 13 21 10 13 15 21 23 27 24 27 23 22 38 23 2020 21 25 27 23 13 10 8 8 10 9 9 10 13 20 18 25 25 18 18 22 22 18 22 23 28 1 4 12 13 18 17 20 21 23 25 25 30 19 30 19 2021 22 25 21 21 13 15 9 10 13 9 12 15 45 37 35 37 38 29 26 25 20 21 21 26 2 3 14 14 12 18 21 23 30 29 33 32 29 23 45 21 2022 21 20 16 14 15 11 16 9 10 11 11 14 15 17 33 34 32 32 25 21 21 24 25 25 21 23 26 20 22 24 22 29 31 29 28 25 22 34 21 2023
DETRENDED --- 2-min Annual Peak Wind Speed by Direction X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-Mather (MHR).xlsm Calculate Kolmogorov-Smirnov (K-S) Test for various levels of significance, to evaluate the likelihood of non-stationarity in wind speeds.

Sample data is based on the median value (of all wind directions) of annual maximums (for each wind direction).

Count Mean Std Dev
Total 48 20.1 2.1
Sample 1 24 19.3 1.7
Sample 2 24 21.0 2.2 Maximum Difference, D n,m = 0.46
Combine
37 Sample 1 Sample 2 Sample 1 Sample 2 Unique Sample 1 Sam ple 2 Significance Year U (mph) Value Cum Freq Value Cum Freq Half-Rank Stepw ise Cum Freq Value Cum Freq Value Values RankMin RankMax Ra nkMin RankMax Level K-S D test Result Explanation 1964 21.32546 1 15.55913 0.042 17.09392 0.042 1.5 1 0.041667 15.55913 0.041667 17.09392 15.55913 0.041667 0.083333 0.0 41667 0.041667 10% 0.25 Reject Ho 1965 19.70368 2 16.73353 0.083 18.31802 0.083 2.5 1.5 0.0833 33 15.55913 0.083333 17.09392 16.73353 0.083333 0.125 0.04 1667 0.041667 50% 0.29 Reject Ho 1966 20.48661 3 16.84537 0.125 18.44851 0.125 3.5 2 0.083333 16.73353 0.083333 18.31802 16.84537 0.125 0.166667 0.0416 67 0.041667 90% 0.39 Reject Ho 1967 18.79648 4 17.54131 0.167 18.61628 0.167 4.5 2.5 0.125 1 6.73353 0.125 18.31802 17.09392 0.166667 0.166667 0.04166 7 0.083333 97% 0.45 Reject Ho With 97% significance, the samples come from different population distributions. 1968 19.11959 5 17.82093 0.208 18.74056 0.208 5.5 3 0.125 16. 84537 0.125 18.44851 17.54131 0.166667 0.208333 0.083333 0 .083333 99% 0.50 Accept Ho Null hypothesis cannot be re jected at the 99% significance level. (Population distributions assumed equal) 1969 21.1639 6 18.59143 0.250 18.74677 0.250 6.5 3.5 0.16666 7 16.84537 0.166667 18.44851 17.82093 0.208333 0.25 0.0833 33 0.083333 99.9% 0.59 Accept Ho Null hypothesis cannot be rejected at the 99.9% significance level. (Population distributions assumed equal) 1970 20.38719 7 18.77784 0.292 18.97668 0.292 7.5 4 0.166667 17.54131 0.166667 18.61628 18.31802 0.25 0.25 0.083333 0.1 25 1973 16.84537 8 18.79648 0.333 20.08272 0.333 8.5 4.5 0.2083 33 17.54131 0.208333 18.61628 18.44851 0.25 0.25 0.125 0.16 6667 1974 17.82093 9 18.96425 0.375 20.31262 0.375 9.5 5 0.208333 17.82093 0.208333 18.74056 18.59143 0.25 0.291667 0.16666 7 0.166667 1975 20.27534 10 19.03881 0.417 20.53632 0.417 10.5 5.5 0.25 17.82093 0.25 18.74056 18.61628 0.291667 0.291667 0.16666 7 0.208333 1976 19.5297 11 19.11338 0.458 20.67302 0.458 11.5 6 0.25 18. 59143 0.25 18.74677 18.74056 0.291667 0.291667 0.208333 0. 25 1977 18.59143 12 19.11959 0.500 20.82215 0.500 12.5 6.5 0.29 1667 18.59143 0.291667 18.74677 18.74677 0.291667 0.29166 7 0.25 0.291667 1978 20.31884 13 19.18173 0.542 20.92157 0.542 13.5 7 0.2916 67 18.77784 0.291667 18.97668 18.77784 0.291667 0.333333 0 .291667 0.291667 1979 19.76582 14 19.5297 0.583 20.97749 0.583 14.5 7.5 0.333 333 18.77784 0.333333 18.97668 18.79648 0.333333 0.375 0.2 91667 0.291667 1980 19.11338 15 19.70368 0.625 21.28818 0.625 15.5 8 0.3333 33 18.79648 0.333333 20.08272 18.96425 0.375 0.416667 0.29 1667 0.291667 1981 18.96425 16 19.76582 0.667 21.5243 0.667 16.5 8.5 0.375 18.79648 0.375 20.08272 18.97668 0.416667 0.416667 0.2916 67 0.333333 1982 18.77784 17 20.27534 0.708 21.72314 0.708 17.5 9 0.375 1 8.96425 0.375 20.31262 19.03881 0.416667 0.458333 0.33333 3 0.333333 1983 21.28818 18 20.31884 0.750 21.78527 0.750 18.5 9.5 0.41 6667 18.96425 0.416667 20.31262 19.11338 0.458333 0.5 0.33 3333 0.333333 1984 17.54131 19 20.38719 0.792 22.81675 0.792 19.5 10 0.416 667 19.03881 0.416667 20.53632 19.11959 0.5 0.541667 0.333 333 0.333333 1985 16.73353 20 20.48661 0.833 23.02802 0.833 20.5 10.5 0.4 58333 19.03881 0.458333 20.53632 19.18173 0.541667 0.5833 33 0.333333 0.333333 1986 19.18173 21 21.1639 0.875 23.6556 0.875 21.5 11 0.45833 3 19.11338 0.458333 20.67302 19.5297 0.583333 0.625 0.3333 33 0.333333 1987 19.03881 22 21.28818 0.917 23.6991 0.917 22.5 11.5 0.5 1 9.11338 0.5 20.67302 19.70368 0.625 0.666667 0.333333 0.33 3333 1988 23.37598 23 21.32546 0.958 23.75502 0.958 23.5 12 0.5 19 .11959 0.5 20.82215 19.76582 0.666667 0.708333 0.333333 0. 333333 1989 15.55913 24 23.37598 1.000 26.42692 1.000 24.5 12.5 0.5 41667 19.11959 0.541667 20.82215 20.08272 0.708333 0.7083 33 0.333333 0.375 1990 18.74677 13 0.541667 19.18173 0.541667 20.92157 20.27 534 0.708333 0.75 0.375 0.375 1991 20.67302 13.5 0.583333 19.18173 0.583333 20.92157 20. 31262 0.75 0.75 0.375 0.416667 1992 17.09392 14 0.583333 19.5297 0.583333 20.97749 20.318 84 0.75 0.791667 0.416667 0.416667 2002 21.78527 14.5 0.625 19.5297 0.625 20.97749 20.38719 0. 791667 0.833333 0.416667 0.416667 2003 18.97668 15 0.625 19.70368 0.625 21.28818 20.48661 0.8 33333 0.875 0.416667 0.416667 2004 20.82215 15.5 0.666667 19.70368 0.666667 21.28818 20. 53632 0.875 0.875 0.416667 0.458333 2005 21.28818 16 0.666667 19.76582 0.666667 21.5243 20.673 02 0.875 0.875 0.458333 0.5 2006 20.92157 16.5 0.708333 19.76582 0.708333 21.5243 20.8 2215 0.875 0.875 0.5 0.541667 2007 18.31802 17 0.708333 20.27534 0.708333 21.72314 20.92 157 0.875 0.875 0.541667 0.583333 2008 20.97749 17.5 0.75 20.27534 0.75 21.72314 20.97749 0.8 75 0.875 0.583333 0.625 2009 20.31262 18 0.75 20.31884 0.75 21.78527 21.1639 0.875 0 .916667 0.625 0.625 2010 23.02802 18.5 0.791667 20.31884 0.791667 21.78527 21. 28818 0.916667 0.958333 0.625 0.666667 2011 23.6556 19 0.791667 20.38719 0.791667 22.81675 21.288 18 0.916667 0.958333 0.625 0.666667 2012 18.61628 19.5 0.833333 20.38719 0.833333 22.81675 21. 32546 0.958333 1 0.666667 0.666667 2013 18.74056 20 0.833333 20.48661 0.833333 23.02802 21.52 43 1 1 0.666667 0.708333 2014 23.6991 20.5 0.875 20.48661 0.875 23.02802 21.72314 1 1 0.708333 0.75 2015 26.42692 21 0.875 21.1639 0.875 23.6556 21.78527 1 1 0.7 5 0.791667 2016 23.75502 21.5 0.916667 21.1639 0.916667 23.6556 22.81 675 1 1 0.791667 0.833333 2017 20.53632 22 0.916667 21.28818 0.916667 23.6991 23.028 02 1 1 0.833333 0.875 2018 20.08272 22.5 0.958333 21.28818 0.958333 23.6991 23.3 7598 1 1 0.875 0.875 2019 21.72314 23 0.958333 21.32546 0.958333 23.75502 23.65 56 1 1 0.875 0.916667 2020 18.44851 23.5 1 21.32546 1 23.75502 23.6991 1 1 0.916667 0.958333 2021 22.81675 24 1 23.37598 1 26.42692 23.75502 1 1 0.958333 1 2022 21.5243 24.5 1 23.37598 1 26.42692 26.42692 1 1 1 1 USACE RMC-TR-2021-02 (PDF p17):
0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9
1 0 5 10 15 20 25 30
Step-Wise Cumulative Distribution Functions
Sample 1
Sample 2
X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-Mather (MHR).xlsm X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-Mather (MHR).xlsm y = 0.0464x - 72.39
R² = 0.1646
y = 0.046x - 71.674
R² = 0.1403
0 5
10 15
20 25
30 1960 1970 1980 1990 2000 2010 2020 2030
Peak Annual 2-minute Observed Wind Speed, Averages of All Wind Directions (mph) Year
Historical Trend of Average Annual Peak Wind SpeedsMean Median X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-Mather (MHR).xlsm y = 0.0000x + 21.5250
R² = 0.0000
y = -0.0005x + 22.2409
R² = 0.0000
0 5
10 15
20 25
30 1960 1970 1980 1990 2000 2010 2020 2030
Peak Annual 2-minute Observed Wind Speed, Averages of All Wind Directions (mph) Year
Detrended (to 2023) Average Annual Peak Wind SpeedsMean Median

3.3 – Design Wind Speed Analysis for Sacramento Executive Airport (SAC) GEV Frequency Plots of Observed 2-min Wind Speed (mph)
y = 4.4079x + 18.937
R² = 0.9943 0
10 20
30 40
-2 0 2 4
360
y = 4.1659x + 13.764
R² = 0.9956
0 5
10 15
20 25
30 -2 0 2 4
10 y = 3.9597x + 11.403
R² = 0.9892
0 10
20 30
40 -5 0 5
20 y = 3.3286x + 8.8235
R² = 0.9899
0 5
10 15
20 25
30 -5 0 5 10
30 y = 2.7356x + 7.7945
R² = 0.9812
0 5
10 15
20 25
-5 0 5
40 y = 2.803x + 6.7987
R² = 0.9912
0 5
10 15
20 -2 0 2 4
50 y = 1.852x + 6.749
R² = 0.9631
0 5
10 15
20 -5 0 5 10
60 y = 2.5375x + 7.0208
R² = 0.9792
0 5
10 15
20 -2 0 2 4
70 y = 2.5363x + 8.0401
R² = 0.9881
0 5
10 15
20 -2 0 2 4
80 y = 2.6276x + 8.7911
R² = 0.9857
0 5
10 15
20 25
30 -5 0 5 10
90 y = 3.2527x + 9.7873
R² = 0.986 0
5 10
15 20
25 -2 0 2 4
100
y = 3.4664x + 10.931
R² = 0.9864
0 5
10 15
20 25
-2 0 2 4
110
y = 4.4097x + 14.573
R² = 0.9843
0 10
20 30
40 -5 0 5
120
y = 4.8579x + 18.271
R² = 0.9216
0 10
20 30
40 50
-2 0 2 4 6
130
y = 5.0765x + 23.409
R² = 0.9774
0 10
20 30
40 50
-2 0 2 4
140
y = 5.3085x + 23.54
R² = 0.9926
0 10
20 30
40 50
-2 0 2 4
150
y = 4.5544x + 21.752
R² = 0.9886
0 10
20 30
40 -2 0 2 4
160
y = 3.7242x + 18.032
R² = 0.9831 0
10 20
30 40
-2 0 2 4
170
y = 2.8487x + 16.412
R² = 0.9825
0 5
10 15
20 25
30 -5 0 5
180
y = 2.9058x + 17.233
R² = 0.9719
0 5
10 15
20 25
30 -2 0 2 4
190
y = 2.8717x + 18.809
R² = 0.9904
0 10
20 30
40 -5 0 5
200
y = 2.5117x + 20.503
R² = 0.9936
0 10
20 30
40 -5 0 5
210
y = 1.6446x + 21.768
R² = 0.9776
0 10
20 30
40 -5 0 5 10
220
y = 1.753x + 20.817
R² = 0.9745
0 10
20 30
40 -5 0 5 10
230
X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-Sac Executive (SAC).xlsm GEV Frequency Plots of Observed 2-min Wind Speed (mph)
y = 2.5492x + 19.167
R² = 0.9795
0 5
10 15
20 25
30 -2 0 2 4
240
y = 3.0936x + 15.833
R² = 0.9885 0
5 10
15 20
25 -2 0 2 4
250
y = 3.6177x + 14.293
R² = 0.9556
0 5
10 15
20 25
30 -2 0 2 4 6
260
y = 3.2529x + 13.075
R² = 0.9931
0 5
10 15
20 25
30 -2 0 2 4
270
y = 2.6755x + 12.669
R² = 0.994
0 5
10 15
20 25
30 -2 0 2 4 6
280
y = 3.4172x + 14.531
R² = 0.9835 0
5 10
15 20
25 30
-2 0 2 4
290
y = 3.8557x + 16.116
R² = 0.9543
0 10
20 30
40 -2 0 2 4
300
y = 4.1088x + 20.493
R² = 0.9538
0 10
20 30
40 -4 -2 0 2 4
310
y = 3.9492x + 23.538
R² = 0.991 0
10 20
30 40
-2 0 2 4
320
y = 3.2274x + 25.682
R² = 0.9738 0
10 20
30 40
-2 0 2 4
330
y = 3.2568x + 25.419
R² = 0.9824 0
10 20
30 40
-2 0 2 4
340
y = 2.7162x + 22.517
R² = 0.9711 0
10 20
30 40
-5 0 5 10
350
X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-Sac Executive (SAC).xlsm Year 360 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 18 0 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 35 0 Mean Max Median 1948 33 0 31 0 0 15 0 15 0 20 0 15 0 0 32 0 47 0 35 0 25 0 0 28 0 24 0 20 0 17 0 0 2 5 0 28 0 11 47 0 1949 35 0 35 0 0 20 0 17 0 16 0 15 0 0 40 0 45 0 31 0 28 0 0 29 0 24 0 20 0 16 0 0 3 0 0 33 0 12 45 0 1950 28 0 20 0 0 13 0 12 0 18 0 18 0 0 49 0 55 0 40 0 32 0 0 40 0 25 0 25 0 22 0 0 2 8 0 29 0 13 55 0 1951 31 0 15 0 0 26 0 14 0 16 0 20 0 0 43 0 55 0 37 0 29 0 0 36 0 30 0 23 0 23 0 0 2 4 0 30 0 13 55 0 1952 30 0 29 0 0 13 0 15 0 20 0 25 0 0 58 0 55 0 36 0 35 0 0 36 0 30 0 25 0 24 0 0 2 4 0 32 0 14 58 0 1953 40 0 31 0 0 17 0 12 0 18 0 23 0 0 41 0 41 0 26 0 25 0 0 30 0 35 0 23 0 26 0 0 3 2 0 43 0 13 43 0 1954 23 0 14 0 0 10 0 17 0 20 0 35 0 0 47 0 38 0 35 0 30 0 0 32 0 20 0 20 0 26 0 0 3 8 0 33 0 12 47 0 1955 26 0 31 0 0 17 0 14 0 20 0 20 0 0 39 0 43 0 29 0 28 0 0 31 0 23 0 23 0 22 0 0 4 0 0 32 0 12 43 0 1956 28 0 23 0 0 12 0 16 0 16 0 17 0 0 35 0 46 0 25 0 29 0 0 30 0 28 0 23 0 21 0 0 2 8 0 29 0 11 46 0 1957 29 0 20 0 0 17 0 21 0 20 0 25 0 0 26 0 35 0 28 0 26 0 0 31 0 26 0 18 0 17 0 0 2 9 0 35 0 11 35 0 1958 25 0 17 0 0 13 0 21 0 18 0 22 0 0 32 0 40 0 32 0 26 0 0 29 0 22 0 16 0 17 0 0 2 3 0 28 0 11 40 0 1959 30 0 32 0 0 15 0 12 0 13 0 18 0 0 48 0 46 0 26 0 28 0 0 28 0 23 0 14 0 23 0 0 2 9 0 32 0 12 48 0 1960 26 0 15 0 0 10 0 12 0 15 0 26 0 0 44 0 25 0 23 0 25 0 0 38 0 23 0 16 0 22 0 0 3 0 0 30 0 11 44 0 1961 32 0 17 0 0 16 0 17 0 12 0 17 0 0 22 0 20 0 17 0 26 0 0 26 0 23 0 20 0 21 0 0 2 5 0 32 0 10 32 0 1962 23 0 9 0 0 9 0 9 0 12 0 16 0 0 26 0 29 0 24 0 28 0 0 32 0 25 0 16 0 17 0 0 25 0 2 8 0 9 32 0 1963 24 0 12 0 0 7 0 8 0 8 0 12 0 0 23 0 29 0 23 0 25 0 0 23 0 21 0 16 0 23 0 0 28 0 3 1 0 9 31 0 1964 23 17 18 12 7 7 8 7 10 10 12 12 23 17 23 23 29 23 21 24 28 28 29 24 28 1 8 17 21 13 20 18 22 24 26 26 29 19 29 21 1965 26 16 12 14 8 5 6 6 6 9 7 9 9 12 29 22 22 20 18 17 21 26 21 21 21 17 12 12 12 15 16 16 21 33 30 28 16 33 16 1966 22 9 10 17 9 5 9 6 10 7 9 9 16 17 31 24 33 17 17 17 25 25 30 20 20 14 17 1 4 16 9 10 14 21 31 28 28 17 33 17 1967 25 21 29 8 13 7 7 7 8 9 9 9 14 13 46 23 29 32 20 21 17 20 24 20 17 17 10 1 7 10 13 9 16 18 26 28 21 18 46 17 1968 21 16 17 7 7 7 3 7 7 12 9 12 13 8 22 23 29 18 16 22 21 21 28 21 20 17 12 1 3 14 21 15 12 24 23 25 25 16 29 17 1969 30 20 12 6 15 6 9 6 7 7 13 12 29 22 23 21 35 18 17 16 21 23 29 23 20 16 1 8 13 10 17 14 21 18 23 28 23 18 35 18 1970 29 14 17 9 7 5 9 8 7 7 12 8 17 21 23 21 18 17 17 30 24 25 23 23 17 13 8 9 1 4 13 16 21 28 29 26 22 17 30 17 1971 21 9 12 6 8 9 8 6 7 10 8 8 14 21 29 18 23 14 18 18 23 23 22 29 21 15 12 12 15 13 14 29 26 24 29 23 17 29 15 1972 18 13 7 7 7 6 8 7 9 10 10 12 17 16 23 20 18 17 17 20 25 23 23 25 23 13 14 15 12 17 14 28 23 29 30 23 17 30 17 1973 21 11 16 11 10 10 8 8 10 29 21 14 17 25 29 25 25 21 17 23 21 23 24 24 2 8 14 17 12 23 17 16 19 25 25 25 39 20 39 21 1974 25 18 9 7 9 7 8 8 7 14 17 12 20 28 23 39 26 34 22 22 21 21 26 23 16 18 11 10 14 15 21 23 32 31 32 28 19 39 20 1975 23 10 26 10 7 7 9 8 9 9 21 15 32 46 25 38 26 23 23 29 23 28 25 21 20 14 2 9 17 21 21 21 29 34 32 30 28 22 46 23 1976 18 14 14 9 11 11 10 13 9 16 17 17 18 17 18 17 23 24 18 23 23 23 28 28 2 1 21 17 17 16 13 28 28 29 28 23 23 19 29 18 1977 26 14 10 11 9 14 10 8 11 11 10 21 30 29 25 29 24 25 24 23 25 22 23 22 1 9 20 23 21 25 23 25 26 31 23 21 23 20 31 23 1978 19 16 9 9 13 12 9 11 8 14 11 19 25 34 32 40 35 25 29 21 21 21 34 25 18 1 5 14 13 15 23 21 25 29 39 28 22 21 40 21 1979 19 12 11 14 9 12 9 9 9 9 14 13 16 28 34 29 28 22 25 23 21 25 24 21 21 23 20 14 16 16 17 19 28 28 26 21 19 34 20 1980 25 17 13 16 11 9 9 13 8 9 11 16 21 25 30 32 29 26 22 22 22 28 24 22 28 1 4 17 14 16 16 21 23 32 29 28 23 20 32 21 1981 18 13 13 14 15 12 10 12 12 12 14 17 16 20 28 29 23 23 17 21 21 23 23 2 8 21 15 16 15 14 18 16 21 23 30 31 23 19 31 18 1982 13 17 16 9 12 7 12 9 8 17 17 14 18 21 35 32 28 25 18 22 18 21 23 23 22 2 1 30 15 14 20 17 20 23 29 25 22 19 35 19 1983 17 12 18 16 8 16 9 15 13 12 14 17 21 23 32 28 29 28 24 21 26 28 26 22 2 3 17 18 18 20 21 20 23 23 25 21 21 20 32 21 1984 21 24 24 10 17 14 9 10 12 17 17 12 17 25 30 24 23 23 20 17 30 21 28 21 20 21 16 18 16 17 23 24 26 30 31 25 20 31 21 1985 21 15 17 12 8 7 9 12 10 9 12 13 15 17 29 29 28 25 23 22 21 25 28 20 20 1 6 17 14 14 17 23 25 28 28 29 23 19 29 18 1986 18 12 15 10 7 7 7 9 9 12 16 13 21 26 32 32 32 21 23 25 29 26 23 21 18 15 18 17 18 25 21 23 25 23 23 23 19 32 21 1987 23 18 15 17 12 7 9 13 14 16 12 12 25 23 29 32 23 23 21 20 21 26 21 25 2 3 16 23 13 20 16 17 23 28 29 29 28 20 32 21 1988 28 21 14 29 13 17 20 13 9 10 15 16 17 23 31 29 23 17 29 21 21 26 23 23 21 20 18 21 17 17 23 33 31 32 36 32 22 36 21 1989 15 15 10 10 10 12 8 13 14 12 12 14 17 25 24 21 21 21 21 23 25 32 25 23 21 16 20 17 15 21 23 23 23 25 25 23 19 32 21 1990 23 16 18 17 12 9 7 8 8 12 15 10 17 17 21 28 29 18 17 21 23 22 23 23 20 1 7 18 21 16 17 17 22 23 25 25 25 18 29 18 1991 21 21 13 12 10 12 14 9 9 17 12 21 23 22 25 29 29 25 21 18 23 24 24 25 2 3 20 18 16 15 17 21 23 23 28 31 25 20 31 21 1992 16 14 12 17 12 15 14 11 12 17 17 21 29 20 26 30 23 23 20 21 25 21 23 2 3 23 18 17 17 17 17 22 25 28 29 28 25 20 30 20 1993 31 15 18 10 14 9 15 8 8 9 15 16 25 21 29 26 21 23 21 20 21 23 23 23 23 2 3 17 16 15 15 21 20 23 28 24 21 19 31 21 1994 21 14 13 13 9 10 8 8 17 22 17 9 14 17 21 20 18 17 17 18 23 30 21 22 21 1 7 14 15 13 15 17 25 22 28 23 26 18 30 17 1995 12 16 23 8 12 17 8 7 12 14 13 23 23 25 38 35 29 21 21 17 21 23 23 21 20 15 15 12 10 14 20 23 23 28 25 23 19 38 20 1996 21 14 21 14 17 8 9 7 9 12 17 18 25 25 25 25 24 23 21 21 32 23 23 23 21 2 3 17 21 21 25 32 29 31 29 30 21 21 32 21 1997 22 23 18 14 15 7 13 11 16 17 17 20 29 25 25 24 23 18 23 22 24 29 23 20 17 17 16 17 18 23 28 29 32 32 25 29 21 32 22 1998 14 13 12 13 8 9 8 14 10 14 21 23 35 25 25 24 25 17 17 23 23 21 22 24 22 16 14 16 17 20 21 24 30 32 29 26 20 35 21 1999 23 25 18 9 6 6 12 8 10 13 10 14 15 18 24 25 18 22 18 16 25 21 22 26 17 1 7 17 19 21 15 17 23 25 26 25 26 18 26 18 2000 21 16 12 7 8 8 8 9 9 9 14 15 17 22 23 26 20 21 16 23 20 25 25 22 20 18 16 9 15 17 15 26 33 31 29 32 18 33 18 2001 23 24 14 21 17 9 8 6 9 14 12 13 21 25 29 29 26 25 17 17 23 20 23 24 18 1 6 16 13 14 17 22 22 26 31 31 25 19 31 20 2002 26 22 8 8 7 9 7 9 8 12 13 11 13 20 22 33 29 22 16 17 20 20 22 21 21 20 25 13 15 17 21 26 28 23 28 20 18 33 20 2003 17 12 13 10 9 7 10 9 10 9 10 14 12 31 32 25 22 18 16 18 17 20 23 22 22 2 0 18 13 13 12 20 24 22 24 23 25 17 32 18 2004 18 18 20 18 7 8 8 6 13 9 9 10 16 24 36 29 28 26 22 15 18 20 22 23 22 17 1 2 15 14 11 18 22 26 31 31 24 19 36 18 2005 22 20 18 14 8 9 8 8 9 9 10 20 17 20 23 26 26 20 16 17 18 22 22 24 22 20 2 6 14 10 17 17 20 21 23 24 21 18 26 20 2006 17 15 9 10 7 10 11 13 13 20 9 10 13 21 34 26 29 19 18 15 17 24 26 22 22 19 16 13 17 15 16 19 26 36 26 21 18 36 17 2007 21 17 11 9 8 8 10 8 10 9 11 11 10 17 17 21 15 17 17 20 21 20 22 25 22 18 16 23 14 13 20 21 24 26 26 24 17 26 17 2008 29 11 11 8 10 7 7 10 9 7 7 11 15 23 36 33 25 17 22 16 21 21 24 32 18 20 1 4 16 13 17 21 23 29 32 30 26 19 36 18 2009 15 16 9 8 10 7 8 8 13 8 9 16 17 28 24 30 22 20 13 15 17 20 20 23 23 14 14 13 16 20 22 24 29 28 31 25 18 31 17 2010 16 14 9 10 7 6 10 14 10 10 7 13 14 21 28 33 29 28 14 14 17 20 22 22 22 2 3 21 15 16 17 17 18 22 25 28 22 18 33 17 2011 21 18 16 10 10 8 7 7 16 10 13 11 13 20 28 29 24 18 18 17 22 18 24 21 21 22 18 18 11 16 20 20 26 28 31 26 18 31 18 2012 15 14 11 8 7 8 9 5 15 6 13 11 20 24 23 23 20 18 15 14 22 22 21 22 23 20 1 6 14 11 14 14 23 29 30 30 26 17 30 16 2013 24 20 10 10 18 10 6 5 7 7 7 8 10 14 13 17 16 11 13 15 17 23 23 22 22 20 1 8 16 11 16 16 20 29 30 26 24 16 30 16 2014 25 26 20 20 14 6 6 7 13 11 8 13 17 22 21 21 17 16 14 14 15 17 22 23 18 1 5 13 15 13 13 14 18 18 23 26 24 17 26 17 2015 22 17 11 13 15 10 5 7 7 9 8 8 16 14 17 22 18 20 13 16 16 22 23 20 25 20 1 6 18 14 15 16 23 25 23 24 24 16 25 16 2016 25 22 11 9 8 5 6 11 7 10 8 11 16 16 23 28 24 16 22 21 18 18 21 21 25 15 2 0 11 15 15 15 23 23 30 25 26 17 30 17 2017 18 15 10 8 7 7 5 11 9 8 10 9 14 24 26 28 23 18 16 22 16 17 21 23 23 21 18 24 17 22 15 23 25 30 32 25 18 32 18 2018 23 10 14 10 10 13 10 9 9 8 7 11 14 16 23 24 21 16 17 15 17 23 23 22 18 2 3 20 18 14 22 14 25 26 24 25 25 17 26 17 2019 24 20 9 25 18 11 11 13 14 15 9 13 15 24 31 30 21 17 16 20 17 23 25 22 2 2 18 17 18 11 11 20 20 28 28 36 29 20 36 19 2020 20 17 14 16 9 14 6 9 14 9 8 9 13 15 21 16 16 13 15 17 17 20 23 24 25 18 1 5 14 11 14 20 20 23 24 28 29 17 29 16 2021 25 24 21 9 6 10 8 6 8 13 11 16 10 23 31 31 24 22 16 16 15 21 22 23 22 16 11 11 11 13 18 21 25 29 29 31 18 31 17 2022 22 20 25 20 8 9 9 7 14 10 14 16 13 20 23 22 18 15 15 18 20 21 24 21 20 2 0 20 14 15 21 21 25 24 28 31 28 19 31 20 Detrend year:

Average adjustment for annual peak wind speed values based on linear trendline, to 2023 = -0.6 mph -0.9 mp h Slope = -0.02 mph/year -0.029 mph/year
vvv Wind speeds reported at
10-degree intervals after
1964.
2-min Annual Peak Wind Speed by Direction
^^^ Wind speeds reported at

22.5-degree intervals prior to
1964.

X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-Sac Executive (SAC).xlsm Year 360 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 18 0 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 35 0 Mean Max Median 1964 21 15 17 10 5 5 6 5 9 9 10 10 21 15 21 21 27 21 19 22 26 26 27 22 26 17 1 5 19 11 18 17 20 22 25 25 27 18 27 19 1965 25 14 10 12 6 3 4 4 4 7 5 7 7 10 27 20 20 18 17 16 19 25 19 19 19 16 10 10 10 13 14 14 19 32 28 26 15 32 14 1966 20 7 9 16 7 3 7 4 9 5 7 7 14 16 29 22 32 16 16 16 24 24 28 18 18 12 16 12 1 4 7 9 12 19 29 26 26 16 32 16 1967 24 19 27 6 11 5 5 5 6 8 8 8 12 11 44 21 27 31 18 19 16 18 23 18 16 16 9 16 9 11 8 14 17 25 26 19 16 44 16 1968 19 14 16 5 5 5 2 5 5 10 8 10 11 6 20 21 27 17 14 20 19 19 26 19 18 16 10 1 1 12 19 13 10 23 21 24 24 15 27 15 1969 28 18 10 4 13 4 8 4 5 5 11 10 27 20 21 19 33 17 16 15 19 21 27 21 18 15 1 7 11 9 16 12 19 17 21 26 21 16 33 17 1970 27 12 16 8 5 3 8 6 5 5 10 6 16 19 21 19 17 16 16 28 23 24 21 21 16 11 6 8 1 2 11 15 19 26 27 25 20 15 28 16 1971 19 8 10 4 7 8 7 4 5 9 7 7 12 19 27 17 22 12 17 17 22 22 20 27 19 13 10 10 1 3 11 12 27 25 23 27 22 15 27 13 1972 17 11 5 5 5 4 7 5 8 9 9 10 16 15 22 18 17 16 16 18 24 22 22 24 22 11 12 13 10 16 12 26 22 27 28 22 15 28 16 1973 19 10 15 10 9 9 7 7 9 27 19 12 16 24 27 24 24 19 16 22 19 22 23 23 26 12 16 10 21 16 15 18 24 24 24 38 18 38 19 1974 24 17 8 5 8 5 7 7 5 12 16 10 18 26 21 38 25 33 20 20 19 19 25 22 15 17 10 9 12 13 19 21 31 29 31 26 18 38 19 1975 22 9 25 9 6 5 8 7 8 8 19 13 31 44 24 36 25 22 21 27 21 26 24 19 18 12 27 1 6 19 19 19 27 33 31 28 26 20 44 21 1976 17 12 12 8 10 10 9 11 8 15 16 16 17 16 17 16 22 23 17 21 22 22 26 26 19 19 16 16 15 11 26 26 27 26 22 21 18 27 17 1977 25 12 9 10 8 13 9 7 10 10 9 19 28 28 24 28 23 24 23 22 24 21 21 20 18 18 21 19 24 21 24 25 30 21 19 21 19 30 21 1978 18 15 8 8 11 10 8 10 7 12 10 18 24 33 31 39 33 24 27 19 19 19 33 24 17 1 4 12 11 13 21 19 24 28 38 26 20 20 39 19 1979 18 10 10 12 8 10 8 8 8 8 13 11 15 26 33 28 26 21 24 22 19 24 23 19 20 22 18 13 15 15 16 18 26 26 25 20 18 33 18 1980 24 16 11 15 10 8 8 11 7 8 10 15 19 24 28 31 27 25 20 20 21 26 23 20 26 1 2 16 13 15 15 20 22 31 28 26 22 19 31 20 1981 17 12 12 13 14 10 9 10 10 10 13 16 15 18 27 28 22 22 16 20 20 22 22 27 20 14 15 14 13 17 15 20 22 29 30 22 18 30 17 1982 12 16 15 8 10 6 10 8 7 16 16 13 17 20 33 31 27 24 17 21 17 20 22 22 21 2 0 29 14 13 18 16 18 22 28 24 21 18 33 18 1983 16 10 17 15 7 15 8 14 12 10 13 16 20 22 31 26 28 26 23 20 25 27 25 21 2 2 16 17 17 19 20 19 22 22 24 20 20 19 31 20 1984 20 23 23 9 16 13 8 9 10 16 16 10 16 24 29 23 22 22 19 16 29 20 27 20 19 20 15 17 15 16 22 23 25 29 30 24 19 30 20 1985 20 14 16 11 7 6 8 11 9 8 11 12 14 16 28 28 27 24 22 21 20 24 27 19 19 15 16 13 13 16 22 24 27 27 28 22 18 28 17 1986 17 11 14 9 6 6 6 8 8 11 15 12 20 25 31 31 31 20 22 24 28 25 22 20 17 14 1 7 16 17 24 20 22 24 22 22 22 18 31 20 1987 22 17 14 16 11 6 8 12 13 15 11 11 24 22 28 31 22 22 20 19 20 25 20 24 2 2 15 22 12 19 15 16 22 27 28 28 27 19 31 20 1988 27 20 13 28 12 16 19 12 8 9 14 15 16 22 30 28 22 16 28 20 20 25 22 22 2 0 19 17 20 16 16 22 32 30 31 35 31 21 35 20 1989 14 14 9 9 9 11 7 12 13 11 11 13 16 24 23 20 20 20 20 22 24 31 24 22 20 1 5 19 16 14 20 22 22 22 24 24 22 18 31 20 1990 22 15 17 16 11 8 6 7 7 11 14 9 16 16 20 27 28 17 16 20 22 21 22 22 19 16 17 20 15 16 16 21 22 24 24 24 17 28 17 1991 20 20 12 11 9 11 13 8 8 16 11 20 22 21 24 28 28 24 20 17 22 23 23 24 22 19 17 15 14 16 20 22 22 27 30 24 19 30 20 1992 15 13 11 16 11 14 13 10 11 16 16 20 28 19 25 29 22 22 19 20 24 20 22 2 2 22 17 16 16 16 16 21 24 27 28 27 24 19 29 19 1993 30 14 17 9 13 8 14 7 7 8 14 15 24 20 28 26 20 22 20 19 20 22 22 22 22 22 16 15 14 14 20 19 22 27 23 20 18 30 20 1994 20 13 12 12 8 9 7 7 16 21 16 8 13 16 20 19 17 16 16 17 22 29 20 21 20 16 13 14 12 14 16 24 21 27 22 26 17 29 16 1995 11 15 22 7 11 16 7 6 11 13 12 22 22 24 37 34 28 20 20 16 20 22 22 20 19 14 14 11 9 13 19 22 22 27 24 22 18 37 19 1996 20 13 20 13 16 7 8 6 8 11 16 18 24 24 24 24 23 22 20 20 31 22 22 22 20 2 2 16 20 20 24 31 28 30 28 29 20 20 31 20 1997 21 22 18 13 14 6 12 11 15 16 16 19 28 25 25 23 22 18 22 21 23 28 22 19 16 16 15 16 18 22 27 28 31 31 25 28 20 31 21 1998 13 12 11 12 7 8 7 13 10 13 20 22 34 25 25 23 25 16 16 22 22 20 21 23 21 15 13 15 16 19 20 23 29 31 28 26 19 34 20 1999 22 25 18 8 5 5 11 7 10 12 10 13 14 18 23 25 18 21 18 15 25 20 21 26 17 1 7 17 19 20 14 17 22 25 26 25 26 18 26 18 2000 20 15 11 6 7 7 7 8 8 8 13 14 17 21 22 26 19 20 15 22 19 25 25 21 19 18 15 8 14 17 14 26 33 30 28 32 18 33 17 2001 22 24 13 20 17 9 7 5 9 13 11 12 20 25 28 28 26 25 17 17 22 19 22 24 18 1 5 15 12 13 17 21 21 26 30 30 25 19 30 20 2002 26 21 7 7 6 9 6 9 7 11 12 11 12 19 21 33 28 21 15 17 19 19 21 20 20 19 25 12 14 17 20 26 27 22 27 19 17 33 19 2003 17 11 12 10 9 6 10 9 10 9 10 13 11 31 32 25 21 18 16 18 17 19 22 21 21 1 9 18 12 12 11 19 24 21 24 22 25 17 32 17 2004 18 18 19 18 6 7 7 5 12 9 9 10 16 24 35 28 27 26 21 14 18 19 21 22 21 17 1 1 14 13 11 18 21 26 31 31 24 18 35 18 2005 21 19 18 13 8 9 8 8 9 9 10 19 17 19 23 26 26 19 16 17 18 21 21 24 21 19 2 6 13 10 17 17 19 20 23 24 20 17 26 19 2006 17 14 9 10 6 10 11 12 12 19 9 10 12 20 34 26 28 19 18 14 17 23 26 21 21 19 15 12 17 14 15 19 26 35 26 20 18 35 17 2007 20 17 11 9 8 8 10 8 10 9 11 11 10 17 17 20 15 17 17 19 20 19 21 25 21 18 16 23 13 12 19 20 24 26 26 24 16 26 17 2008 28 11 11 8 10 6 6 10 9 6 6 11 15 23 35 33 25 17 21 16 20 20 24 32 18 19 1 3 16 12 17 20 23 28 32 30 26 18 35 17 2009 15 16 9 8 10 7 8 8 12 8 9 16 17 27 24 30 22 19 12 15 17 19 19 23 23 13 13 12 16 19 22 24 28 27 31 25 17 31 16 2010 16 13 9 10 7 5 10 13 10 10 7 12 13 20 27 33 28 27 13 13 17 19 22 22 22 2 3 20 15 16 17 17 18 22 25 27 22 17 33 17 2011 20 18 16 10 10 8 7 7 16 10 12 11 12 19 27 29 24 18 18 17 22 18 24 20 20 22 18 18 11 16 19 19 26 27 31 26 18 31 18 2012 15 14 11 8 7 8 9 4 15 5 12 11 19 24 23 23 19 18 15 14 22 22 20 22 23 19 1 6 14 11 14 14 23 29 30 30 26 17 30 15 2013 24 19 10 10 18 10 6 4 7 7 7 8 10 14 12 17 16 11 12 15 17 23 23 22 22 19 1 8 16 11 16 16 19 29 30 26 24 16 30 16 2014 25 26 19 19 14 6 6 7 12 11 8 12 17 22 21 21 17 16 14 14 15 17 22 23 18 1 5 12 15 12 12 14 18 18 23 26 24 16 26 16 2015 22 17 11 13 15 10 4 7 7 9 8 8 16 14 17 22 18 19 13 16 16 22 23 19 25 19 1 6 18 14 15 16 23 25 23 24 24 16 25 16 2016 25 22 11 9 8 4 6 11 7 10 8 11 16 16 23 28 24 16 22 21 18 18 21 21 25 15 1 9 11 15 15 15 23 23 30 25 26 17 30 17 2017 18 15 10 8 7 7 5 11 9 8 10 9 14 24 26 28 23 18 16 22 16 17 21 23 23 21 18 24 17 22 15 23 25 30 32 25 18 32 18 2018 23 10 14 10 10 13 10 9 9 8 7 11 14 16 23 24 21 16 17 15 17 23 23 22 18 2 3 20 18 14 22 14 25 26 24 25 25 17 26 17 2019 24 20 9 25 18 11 11 13 14 15 9 13 15 24 31 30 21 17 16 20 17 23 25 22 2 2 18 17 18 11 11 20 20 28 28 36 29 19 36 19 2020 20 17 14 16 9 14 6 9 14 9 8 9 13 15 21 16 16 13 15 17 17 20 23 24 25 18 1 5 14 11 14 20 20 23 24 28 29 16 29 16 2021 25 24 21 9 6 10 8 6 8 13 11 16 10 23 31 31 24 22 16 16 15 21 22 23 22 16 11 11 11 13 18 21 25 29 29 31 18 31 17 2022 22 20 25 20 8 9 9 7 14 10 14 16 13 20 23 22 18 15 15 18 20 21 24 21 20 2 0 20 14 15 21 21 25 24 28 31 28 19 31 20 2023
DETRENDED --- 2-min Annual Peak Wind Speed by Direction X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-Sac Executive (SAC).xlsm Calculate Kolmogorov-Smirnov (K-S) Test for various levels of significance, to evaluate the likelihood of non-stationarity in wind speeds.

Sample data is based on the median value (of all wind directions) of annual maximums (for each wind direction).

Count Mean Std Dev
Total 59 18.8 1.9
Sample 1 30 19.4 2.0
Sample 2 29 18.2 1.6 Maximum Difference, D n,m = 0.42
Combine
39 Sample 1 Sample 2 Sample 1 Sample 2 Unique Sample 1 Sam ple 2 Significance Year U (mph) Value Cum Freq Value Cum Freq Half-Rank Stepw ise Cum Freq Value Cum Freq Value Values RankMin RankMax Ra nkMin RankMax Level K-S D test Result Explanation 1964 20.80351 1 14.98747 0.033 15.54671 0.034 1.5 1 0.033333 14.98747 0.034483 15.54671 14.98747 0.033333 0.066667 0.0 34483 0.034483 10% 0.22 Reject Ho 1965 16.10594 2 16.10594 0.067 16.10594 0.069 2.5 1.5 0.0666 67 14.98747 0.068966 15.54671 15.54671 0.066667 0.066667 0 .034483 0.068966 50% 0.27 Reject Ho 1966 17.22441 3 16.66518 0.100 16.10594 0.103 3.5 2 0.066667 16.10594 0.068966 16.10594 16.10594 0.066667 0.1 0.068966 0.172414 75% 0.31 Reject Ho 1967 17.22441 4 17.22441 0.133 16.10594 0.138 4.5 2.5 0.1 16. 10594 0.103448 16.10594 16.66518 0.1 0.133333 0.172414 0.2 41379 90% 0.35 Reject Ho 1968 16.66518 5 17.22441 0.167 16.66518 0.172 5.5 3 0.1 16.66 518 0.103448 16.10594 17.22441 0.133333 0.266667 0.241379 0.482759 95% 0.39 Reject Ho With 95% significance, the samples come from different population distributions. 1969 18.34288 6 17.22441 0.200 16.66518 0.207 6.5 3.5 0.1333 33 16.66518 0.137931 16.10594 17.78364 0.266667 0.3 0.4827 59 0.586207 99.9% 0.53 Accept Ho Null hypothesis cannot be rejected at the 99.9% significance level. (Population distributions assumed equal) 1970 17.22441 7 17.22441 0.233 17.22441 0.241 7.5 4 0.133333 17.22441 0.137931 16.10594 18.34288 0.3 0.4 0.586207 0.724 138 1971 14.98747 8 17.78364 0.267 17.22441 0.276 8.5 4.5 0.1666 67 17.22441 0.172414 16.10594 18.45472 0.4 0.433333 0.7241 38 0.724138 1972 17.22441 9 18.34288 0.300 17.22441 0.310 9.5 5 0.166667 17.22441 0.172414 16.66518 19.01396 0.433333 0.466667 0.7 24138 0.758621 1973 20.57981 10 18.34288 0.333 17.22441 0.345 10.5 5.5 0.2 1 7.22441 0.206897 16.66518 19.57319 0.466667 0.5 0.758621 0 .758621 1974 20.13243 11 18.34288 0.367 17.22441 0.379 11.5 6 0.2 17. 22441 0.206897 16.66518 19.68504 0.5 0.5 0.758621 0.862069 1975 22.81675 12 18.45472 0.400 17.22441 0.414 12.5 6.5 0.23 3333 17.22441 0.241379 16.66518 20.13243 0.5 0.533333 0.86 2069 0.862069 1976 18.34288 13 19.01396 0.433 17.22441 0.448 13.5 7 0.2333 33 17.22441 0.241379 17.22441 20.24427 0.533333 0.566667 0 .862069 0.931034 1977 22.81675 14 19.57319 0.467 17.78364 0.483 14.5 7.5 0.26 6667 17.22441 0.275862 17.22441 20.57981 0.566667 0.6 0.93 1034 0.931034 1978 20.80351 15 20.13243 0.500 17.78364 0.517 15.5 8 0.2666 67 17.78364 0.275862 17.22441 20.80351 0.6 0.933333 0.9310 34 1 1979 19.57319 16 20.24427 0.533 17.78364 0.552 16.5 8.5 0.3 1 7.78364 0.310345 17.22441 21.25089 0.933333 0.966667 1 1 1980 21.25089 17 20.57981 0.567 18.34288 0.586 17.5 9 0.3 18. 34288 0.310345 17.22441 21.92198 0.966667 0.966667 1 1.034 483 1981 17.78364 18 20.80351 0.600 18.34288 0.621 18.5 9.5 0.33 3333 18.34288 0.344828 17.22441 22.81675 0.966667 1 1.0344 83 1.034483 1982 19.01396 19 20.80351 0.633 18.34288 0.655 19.5 10 0.333 333 18.34288 0.344828 17.22441 1983 20.80351 20 20.80351 0.667 18.34288 0.690 20.5 10.5 0.3 66667 18.34288 0.37931 17.22441 1984 20.80351 21 20.80351 0.700 19.01396 0.724 21.5 11 0.366 667 18.34288 0.37931 17.22441 1985 18.45472 22 20.80351 0.733 19.68504 0.759 22.5 11.5 0.4 18.34288 0.413793 17.22441 1986 20.80351 23 20.80351 0.767 19.68504 0.793 23.5 12 0.4 18 .45472 0.413793 17.22441 1987 20.80351 24 20.80351 0.800 19.68504 0.828 24.5 12.5 0.4 33333 18.45472 0.448276 17.22441 1988 20.80351 25 20.80351 0.833 20.24427 0.862 25.5 13 0.433 333 19.01396 0.448276 17.22441 1989 20.80351 26 20.80351 0.866667 20.24427 0.896552 26.5 1 3.5 0.466667 19.01396 0.482759 17.22441 1990 18.34288 27 20.80351 0.9 20.80351 0.931034 27.5 14 0.46 6667 19.57319 0.482759 17.78364 1991 20.80351 28 21.25089 0.933333 20.80351 0.965517 28.5 1 4.5 0.5 19.57319 0.517241 17.78364 1992 20.24427 29 22.81675 0.966667 21.92198 1 29.5 15 0.5 20. 13243 0.517241 17.78364 1993 20.80351 30 22.81675 1 1.034483 30.5 15.5 0.533333 20.1 3243 0.551724 17.78364 1994 17.22441 16 0.533333 20.24427 0.551724 17.78364
1995 20.24427 16.5 0.566667 20.24427 0.586207 17.78364
1996 20.80351 17 0.566667 20.57981 0.586207 18.34288
1997 21.92198 17.5 0.6 20.57981 0.62069 18.34288
1998 20.80351 18 0.6 20.80351 0.62069 18.34288
1999 18.34288 18.5 0.633333 20.80351 0.655172 18.34288
2000 17.78364 19 0.633333 20.80351 0.655172 18.34288
2001 20.24427 19.5 0.666667 20.80351 0.689655 18.34288
2002 19.68504 20 0.666667 20.80351 0.689655 18.34288
2003 17.78364 20.5 0.7 20.80351 0.724138 18.34288
2004 18.34288 21 0.7 20.80351 0.724138 19.01396
2005 19.68504 21.5 0.733333 20.80351 0.758621 19.01396
2006 17.22441 22 0.733333 20.80351 0.758621 19.68504
2007 17.22441 22.5 0.766667 20.80351 0.793103 19.68504
2008 17.78364 23 0.766667 20.80351 0.793103 19.68504
2009 16.66518 23.5 0.8 20.80351 0.827586 19.68504
2010 17.22441 24 0.8 20.80351 0.827586 19.68504
2011 18.34288 24.5 0.833333 20.80351 0.862069 19.68504
2012 15.54671 25 0.833333 20.80351 0.862069 20.24427
2013 16.10594 25.5 0.866667 20.80351 0.896552 20.24427
2014 16.66518 26 0.866667 20.80351 0.896552 20.24427
2015 16.10594 26.5 0.9 20.80351 0.931034 20.24427
2016 17.22441 27 0.9 20.80351 0.931034 20.80351
2017 18.34288 27.5 0.933333 20.80351 0.965517 20.80351
2018 17.22441 28 0.933333 21.25089 0.965517 20.80351
2019 19.01396 28.5 0.966667 21.25089 1 20.80351
2020 16.10594 29 0.966667 22.81675 1 21.92198
2021 17.22441 29.5 1 22.81675 1.034483 21.92198
2022 19.68504 30 1 22.81675 1.034483 #N/A

30.5 1 22.81675 1 #N/A
USACE RMC-TR-2021-02 (PDF p17):
0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9
1 17 18 19 20 21 22 23
Step-Wise Cumulative Distribution Functions
Sample 1
Sample 2
X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-Sac Executive (SAC).xlsm X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-Sac Executive (SAC).xlsm y = -0.0189x + 56.307
R² = 0.0494
y = -0.0293x + 77.24
R² = 0.0696
0 5
10 15
20 25
1960 1970 1980 1990 2000 2010 2020 2030
Peak Annual 2-minute Observed Wind Speed, Averages of All Wind Directions (mph) Year
Historical Trend of Average Annual Peak Wind SpeedsMean Median X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-Sac Executive (SAC).xlsm y = 0.0104x - 3.0164
R² = 0.0154
y = 0.0000x + 17.9162
R² = 0.0000
0 5
10 15
20 25
1960 1970 1980 1990 2000 2010 2020 2030
Peak Annual 2-minute Observed Wind Speed, Averages of All Wind Directions (mph) Year
Detrended (to 2023) Average Annual Peak Wind SpeedsMean Median

3.4 – Design Wind Speed Analysis for Sacramento International Airport (SMF) GEV Frequency Plots of Observed 2-min Wind Speed (mph)
Dir = 360 deg Dir = 10 deg Dir = 20 deg Dir = 30 deg Dir = 40 deg Dir = 90 deg Dir = 100 deg Dir = 110 deg Dir = 120 deg Dir = 130 deg Dir = 180 deg Dir = 190 deg Dir = 200 deg Dir = 210 deg Dir = 220 deg Dir = 270 deg Dir = 280 deg Dir = 290 deg Dir = 300 deg Dir = 310 deg y = 4.1307x + 20.027
R² = 0.9899
0 10
20 30
40 -2 -1 0 1 2 3 4
y = 4.1056x + 15.17
R² = 0.9903
0 5
10 15
20 25
30 35
-2 -1 0 1 2 3 4 5
y = 4.1265x + 13.647
R² = 0.9712
0 5
10 15
20 25
30 35
-2 -1 0 1 2 3 4 5
y = 2.8938x + 11.792
R² = 0.9189
0 10
20 30
40 -2 -1 0 1 2 3 4 5 6 7
y = 3.9313x + 24.082
R² = 0.9762
0 10
20 30
40 -2 -1 0 1 2 3 4
y = 2.9574x + 12.341
R² = 0.9732
0 5
10 15
20 25
30 -2 -1 0 1 2 3 4 5
y = 3.1614x + 11.098
R² = 0.9834
0 5
10 15
20 25
30 -2 -1 0 1 2 3 4 5 6
y = 3.0298x + 11.953
R² = 0.9759
0 5
10 15
20 25
30 -2 -1 0 1 2 3 4 5
y = 3.832x + 14.171
R² = 0.9031
0 10
20 30
40 50
60 70
-2-1 0 1 2 3 4 5 6 7 8 9
y = 5.5781x + 18.932
R² = 0.9826
0 10
20 30
40 50
-2 -1 0 1 2 3 4
y = 6.3685x + 23.562
R² = 0.9875
0 10
20 30
40 50
-2 -1 0 1 2 3 4
y = 3.1457x + 24.383
R² = 0.9832
0 10
20 30
40 50
60 -2-1 0 1 2 3 4 5 6 7 8 9
y = 3.2412x + 23.783
R² = 0.9939
0 10
20 30
40 -2 -1 0 1 2 3 4
y = 3.568x + 21.386
R² = 0.9763
0 10
20 30
40 -2 -1 0 1 2 3 4
y = 3.2941x + 18.631
R² = 0.9883
0 10
20 30
40 -2 -1 0 1 2 3 4 5
y = 3.9395x + 16.397
R² = 0.959
0 10
20 30
40 -2 -1 0 1 2 3 4
y = 3.8296x + 15.105
R² = 0.9697
0 5
10 15
20 25
30 -2 -1 0 1 2 3 4
y = 2.9088x + 15.826
R² = 0.9703
0 5
10 15
20 25
30 35
-2 -1 0 1 2 3 4 5
y = 4.5368x + 18.291
R² = 0.9664
0 10
20 30
40 -2 -1 0 1 2 3 4 5
y = 4.0201x + 21.362
R² = 0.9826
0 10
20 30
40 50
-2 -1 0 1 2 3 4 5
X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-Sac International (SMF).xlsm GEV Frequency Plots of Observed 2-min Wind Speed (mph)
Dir = 50 deg Dir = 60 deg Dir = 70 deg Dir = 80 deg
Dir = 140 deg Dir = 150 deg Dir = 160 deg Dir = 170 deg Dir = 230 deg Dir = 240 deg Dir = 250 deg Dir = 260 deg Dir = 320 deg Dir = 330 deg Dir = 340 deg Dir = 350 deg y = 3.0376x + 10.418
R² = 0.9911
0 5
10 15
20 25
30 -2 -1 0 1 2 3 4 5 6
y = 2.5411x + 10.583
R² = 0.9841
0 5
10 15
20 25
-2 -1 0 1 2 3 4 5
y = 2.4747x + 10.432
R² = 0.9824
0 5
10 15
20 25
30 -2 -1 0 1 2 3 4 5 6 7
y = 2.3988x + 10.026
R² = 0.9892
0 5
10 15
20 25
-2 -1 0 1 2 3 4 5
y = 6.4566x + 29.689
R² = 0.97
0 10
20 30
40 50
60 -2 -1 0 1 2 3 4
y = 6.6568x + 33.143
R² = 0.9929
0 10
20 30
40 50
60 -2 -1 0 1 2 3
y = 6.1829x + 29.97
R² = 0.9871
0 10
20 30
40 50
60 -2 -1 0 1 2 3 4
y = 3.7554x + 26.468
R² = 0.9767
0 10
20 30
40 -2 -1 0 1 2 3 4
y = 4.4302x + 18.39
R² = 0.9883
0 5
10 15
20 25
30 35
-2 -1 0 1 2 3
y = 4.3403x + 18.214
R² = 0.985
0 5
10 15
20 25
30 -2 -1 0 1 2 3
y = 3.7699x + 15.631
R² = 0.9885
0 5
10 15
20 25
30 35
-2 -1 0 1 2 3 4 5
y = 3.5137x + 16.372
R² = 0.9624
0 5
10 15
20 25
30 35
-2 -1 0 1 2 3 4
y = 3.4849x + 26.274
R² = 0.9802
0 10
20 30
40 -2 -1 0 1 2 3 4
y = 4.3647x + 28.614
R² = 0.9879
0 10
20 30
40 50
-2 -1 0 1 2 3
y = 3.6896x + 28.055
R² = 0.9624
0 10
20 30
40 50
-2 -1 0 1 2 3 4
y = 4.2981x + 24.717
R² = 0.9764
0 10
20 30
40 50
-2 -1 0 1 2 3 4
X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-Sac International (SMF).xlsm Year 360 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 Mean Max Median 1973 28 14 11 14 9 10 9 16 14 18 17 17 25 32 40 44 40 29 29 29 23 23 18 23 23 29 17 14 21 16 23 28 34 25 28 29 23 44 23 1974 23 12 12 12 9 9 17 9 9 15 12 12 18 29 29 44 46 29 25 23 23 20 18 18 17 16 14 20 14 20 23 23 35 30 29 25 20 46 19 1975 26 16 25 10 12 17 10 23 12 12 14 12 31 29 28 40 44 35 35 25 23 22 18 18 18 21 17 19 16 17 23 29 35 35 37 29 23 44 22 1976 21 21 15 15 8 12 12 9 8 17 17 15 22 21 29 32 40 30 23 23 23 23 20 20 20 17 15 18 15 12 23 37 25 35 29 23 21 40 20 1977 21 12 10 12 26 9 14 9 12 12 9 23 30 29 29 37 32 29 21 23 21 18 12 17 17 17 17 21 14 29 23 25 23 26 24 25 20 37 21 1978 20 12 12 12 21 14 8 11 10 13 17 20 17 40 38 46 46 35 40 22 17 17 16 17 13 13 15 13 14 18 35 23 31 25 39 31 22 46 17 1979 16 17 11 11 9 8 11 9 10 8 13 16 24 29 34 30 39 30 41 21 21 17 17 16 19 11 11 18 13 11 23 21 23 23 23 19 19 41 17 1980 14 19 11 9 14 10 9 10 9 13 11 16 34 22 31 34 40 23 21 18 17 17 14 17 11 17 18 16 14 15 17 23 25 23 23 21 18 40 17 1981 17 15 13 11 18 11 16 16 9 13 11 15 25 40 34 40 32 29 23 23 23 17 16 11 17 17 18 19 14 15 22 23 25 34 29 23 20 40 18 1982 23 10 13 11 16 10 11 10 11 11 17 17 21 34 34 40 32 34 29 25 32 21 17 11 11 17 19 21 11 14 19 32 30 29 24 31 21 40 19 1983 25 15 14 21 9 15 10 9 9 11 13 13 22 34 40 34 34 29 46 25 23 21 17 11 23 14 11 17 13 21 23 23 25 23 34 21 21 46 21 1984 16 18 11 13 13 15 11 10 13 13 14 23 23 34 29 34 30 29 23 21 23 20 17 17 14 14 17 14 23 17 23 23 29 25 29 23 20 34 19 1985 25 13 21 11 11 11 11 11 14 13 13 17 23 32 34 34 32 34 24 25 25 21 21 14 23 15 11 16 21 21 25 25 29 29 29 23 21 34 21 1986 16 14 11 11 11 7 9 7 11 11 16 17 21 23 29 34 29 25 23 23 23 17 14 14 15 17 14 13 17 18 34 20 23 24 21 20 18 34 17 1987 21 21 21 14 9 8 8 9 9 11 17 23 25 29 30 28 29 25 25 23 22 17 16 13 15 15 18 13 23 25 20 28 23 29 29 29 20 30 21 1988 21 15 16 21 15 20 20 21 9 14 17 14 23 21 29 25 25 23 21 17 17 17 14 16 14 11 16 14 16 18 23 29 25 32 28 29 20 32 19 1989 14 11 10 17 8 7 7 9 17 17 11 15 21 23 21 21 23 23 23 18 34 32 17 14 11 14 11 11 14 17 17 20 23 26 23 21 17 34 17 1990 29 11 21 11 11 11 11 11 11 14 11 18 21 25 23 28 26 25 28 29 26 17 17 17 13 11 14 15 17 17 23 23 29 29 29 29 20 29 18 1991 29 18 18 11 11 11 16 16 11 17 17 21 29 30 34 34 37 36 37 23 34 21 21 18 21 24 11 17 11 17 23 23 30 29 29 29 23 37 21 1992 21 9 17 17 7 18 9 8 9 17 9 11 25 29 25 28 26 25 26 21 21 17 18 15 15 9 18 11 9 14 32 23 23 28 25 23 18 32 18 1993 23 11 11 9 9 13 17 8 8 10 11 15 25 24 30 25 30 23 32 26 26 19 14 19 24 11 9 11 23 17 17 23 23 23 23 21 19 32 19 1994 21 18 9 9 7 7 8 9 17 14 10 21 23 25 28 23 28 21 23 21 23 14 16 14 11 13 16 16 15 15 17 17 22 21 23 21 17 28 17 1995 17 16 9 7 11 16 8 11 16 28 34 23 40 40 52 29 24 23 25 22 17 17 17 11 21 9 18 9 21 14 18 21 23 21 24 16 20 52 18 1996 19 21 15 13 10 7 13 10 13 21 11 23 25 25 29 37 34 30 30 24 23 24 17 17 21 17 22 22 11 11 13 23 30 25 25 21 20 37 21 1997 23 23 25 23 11 17 11 9 11 17 14 17 23 30 34 32 29 32 28 25 23 18 17 16 21 16 14 13 14 17 28 22 25 31 31 34 22 34 22 1998 15 11 10 8 8 8 9 8 8 19 21 34 25 32 31 39 40 30 28 23 21 23 31 21 17 13 15 17 9 13 17 17 28 31 30 31 21 40 20 1999 24 19 19 10 16 18 10 11 9 13 17 13 15 21 25 32 30 30 23 24 29 29 21 28 21 21 23 17 23 15 15 21 25 29 30 33 21 33 21 2000 31 14 14 11 10 10 8 10 10 9 13 16 15 15 29 34 33 27 31 21 32 29 19 22 25 16 18 18 18 14 15 17 24 33 30 33 20 34 18 2001 22 18 15 15 13 10 15 14 8 9 8 11 22 24 38 39 41 28 25 29 31 24 17 25 24 22 23 19 13 13 13 18 26 31 34 31 21 41 22 2002 21 17 13 22 18 9 9 10 9 10 16 11 17 25 36 37 31 25 29 30 25 21 18 23 19 22 18 11 14 21 15 24 29 29 29 23 21 37 21 2003 24 10 10 11 10 8 10 15 9 14 17 15 15 23 38 44 26 23 23 26 26 25 26 21 26 15 16 19 14 11 16 25 26 25 25 28 20 44 20 2004 21 17 19 10 10 9 10 11 8 8 15 21 17 31 41 40 37 30 25 23 28 22 19 17 14 14 14 11 21 15 25 25 30 30 29 24 21 41 20 2005 18 20 25 14 10 11 11 11 14 15 10 17 20 24 33 31 26 28 23 32 25 26 23 22 21 25 16 24 16 23 18 25 25 28 28 22 21 33 22 2006 15 11 11 11 15 13 9 15 14 13 10 14 16 30 39 36 33 26 26 26 28 24 21 21 22 21 17 18 14 13 21 32 34 32 31 22 21 39 21 2007 17 17 10 14 22 10 11 8 8 11 9 15 13 17 22 26 23 25 25 23 21 22 22 21 18 15 20 24 23 15 17 23 30 30 30 26 19 30 20 2008 18 11 10 10 7 9 8 21 9 8 8 57 24 46 53 45 29 21 24 33 25 22 25 18 21 15 18 23 25 17 17 25 32 40 33 36 24 57 21 2009 30 13 10 9 10 8 14 13 10 7 11 16 29 22 34 37 36 28 22 26 28 22 22 25 17 14 11 15 14 20 26 29 28 30 29 23 21 37 22 2010 17 13 11 9 8 7 10 11 8 9 8 13 20 24 33 41 37 29 29 25 32 24 23 24 21 17 15 16 18 20 15 20 26 29 29 23 20 41 20 2011 22 16 15 11 9 10 10 9 7 13 14 13 17 23 43 33 30 28 23 28 28 29 22 23 17 22 21 22 13 18 17 18 28 33 34 24 21 43 21 2012 16 21 11 15 10 8 6 8 7 15 8 7 20 18 30 33 31 26 25 25 30 23 26 29 18 28 29 33 16 17 17 18 33 36 32 28 21 36 20 2013 26 25 14 10 21 24 15 8 10 8 11 11 11 18 17 24 22 23 24 29 36 23 16 18 20 14 22 17 13 20 18 23 25 33 34 26 20 36 20 2014 21 28 30 14 15 13 8 11 10 10 14 10 15 20 30 31 28 21 20 21 28 24 21 18 18 14 14 13 13 18 13 17 24 26 29 25 19 31 18 2015 21 24 16 14 14 26 9 10 8 14 7 18 17 18 26 32 25 23 22 23 24 24 30 17 21 21 20 18 11 11 14 16 21 29 24 23 19 32 20 2016 23 11 23 14 11 10 21 11 8 11 9 16 14 21 34 36 31 26 23 22 25 29 25 28 15 14 20 15 13 16 14 16 24 28 25 23 20 36 20 2017 17 14 13 13 10 8 13 7 11 9 16 14 15 22 37 43 33 29 25 25 26 24 21 21 23 21 18 23 20 17 15 22 26 34 33 25 21 43 21 2018 18 16 10 23 22 9 14 14 8 10 11 13 15 22 24 36 28 26 26 31 26 29 24 28 26 22 30 17 22 16 14 15 22 34 31 25 21 36 22 2019 34 28 17 17 14 16 13 15 17 14 14 13 16 20 38 38 29 26 24 29 28 26 33 28 28 15 18 23 16 15 16 21 30 36 34 37 23 38 22 2020 17 17 21 15 18 8 10 15 11 11 11 13 10 14 25 26 18 25 25 25 24 22 24 24 24 21 24 21 16 18 24 18 25 30 30 30 20 30 21 2021 24 30 28 16 10 14 9 6 8 17 9 17 16 20 26 40 38 30 22 21 23 25 17 23 15 14 18 18 13 13 20 21 31 33 30 31 21 40 20 2022 21 20 23 18 9 11 10 10 7 10 9 11 14 18 21 31 29 25 22 22 22 26 21 22 21 20 20 23 26 18 18 21 31 37 31 24 20 37 21 Average adjustment for annual peak wind speed values based on linear trendline, to 2023 = 0.1 0.9 mph Slope = 0.0029 0.0342 mph/year
2-min Annual Peak Wind Speed by Direction
X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-Sac International (SMF).xlsm Year 360 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 Mean Max Median 1973 29 15 13 15 11 12 11 18 15 20 19 19 27 34 42 45 42 30 30 30 25 25 20 25 25 30 19 15 22 18 25 29 36 27 29 30 24 45 25 1974 25 13 13 13 11 11 19 11 11 17 13 13 20 31 31 46 48 31 27 25 25 21 20 20 19 18 16 21 16 21 25 25 36 32 31 27 22 48 21 1975 28 18 27 12 13 19 12 25 13 13 16 13 33 30 29 42 45 36 36 27 25 24 20 20 20 22 19 21 18 19 25 30 36 36 39 30 25 45 24 1976 22 22 17 17 10 13 13 11 10 19 19 17 24 22 30 34 42 32 25 25 25 25 21 21 21 19 17 20 17 13 25 39 27 36 30 25 22 42 22 1977 22 13 12 13 28 11 15 11 13 13 11 25 32 30 30 38 34 30 22 25 22 20 13 19 19 19 19 22 15 30 25 27 25 28 26 27 22 38 22 1978 21 13 13 13 22 15 10 13 12 14 19 21 19 42 40 48 48 36 42 23 19 19 18 19 14 14 17 14 15 20 36 25 33 27 41 33 24 48 19 1979 18 19 13 13 11 10 13 11 12 10 14 18 26 30 36 31 41 31 43 22 22 19 19 18 21 13 13 20 14 13 24 22 24 24 24 21 20 43 19 1980 15 21 13 11 15 12 11 12 11 14 13 18 36 23 32 36 42 24 22 20 19 19 15 19 13 19 20 18 15 16 19 24 27 24 24 22 20 42 19 1981 19 16 14 13 20 13 18 18 11 14 13 16 27 42 36 42 34 30 24 24 24 19 18 13 19 19 20 21 15 16 23 24 27 36 30 24 22 42 19 1982 24 12 14 13 18 12 13 12 13 13 19 19 22 36 36 42 34 36 30 27 34 22 19 13 13 19 21 22 13 15 21 34 31 30 26 32 22 42 21 1983 27 16 15 22 11 16 12 11 11 13 14 14 23 36 42 36 36 30 47 27 24 22 19 13 24 15 13 19 14 22 24 24 27 24 36 22 22 47 22 1984 17 20 13 14 14 16 13 12 14 14 15 24 24 36 30 36 31 30 24 22 24 21 19 19 15 15 19 15 24 19 24 24 30 27 30 24 21 36 20 1985 27 14 22 13 13 13 13 13 15 14 14 19 24 34 36 36 34 36 25 27 27 22 22 15 24 16 13 17 22 22 27 27 30 30 30 24 22 36 22 1986 17 15 13 13 13 8 10 8 13 13 17 18 22 24 30 36 30 27 24 24 24 18 15 15 16 18 15 14 18 20 36 21 24 25 22 21 19 36 18 1987 22 22 22 15 10 9 9 10 10 13 18 24 27 30 31 29 30 27 27 24 23 18 17 14 16 16 20 14 24 27 21 29 24 30 30 30 21 31 22 1988 22 16 17 22 16 21 21 22 10 15 18 15 24 22 30 26 26 24 22 18 18 18 15 17 15 13 17 15 17 20 24 30 26 33 29 30 21 33 20 1989 15 13 11 18 9 8 8 10 18 18 13 16 22 24 22 22 24 24 24 20 36 33 18 15 13 15 13 13 15 18 18 21 24 28 24 22 19 36 18 1990 30 13 22 13 13 13 13 13 13 15 13 19 22 26 24 29 28 26 29 30 28 18 18 18 14 13 15 16 18 18 24 24 30 30 30 30 21 30 19 1991 30 19 19 13 13 13 17 17 13 18 18 22 30 31 36 36 38 37 38 24 36 22 22 19 22 25 13 18 13 18 24 24 31 30 30 30 24 38 22 1992 22 10 18 18 8 19 10 9 10 18 10 12 26 30 26 29 27 26 27 22 22 18 19 16 16 10 19 12 10 15 33 24 24 29 26 24 19 33 19 1993 24 12 12 10 10 14 18 9 9 11 12 16 26 25 31 26 31 24 33 27 27 20 15 20 25 12 10 12 24 18 18 24 24 24 24 22 20 33 20 1994 22 19 10 10 8 8 9 10 18 15 11 22 24 26 29 24 29 22 24 22 24 15 17 15 12 14 17 17 16 16 18 18 23 22 24 22 18 29 18 1995 18 17 10 8 12 17 9 12 17 28 35 24 41 41 53 30 25 24 26 23 18 18 18 12 22 10 19 10 22 15 19 22 24 22 25 17 21 53 19 1996 20 22 16 13 11 8 13 11 13 22 12 24 26 26 30 38 35 31 31 25 24 25 18 18 22 18 23 23 12 12 13 24 31 26 26 22 21 38 22 1997 24 24 26 24 12 18 12 10 12 18 15 18 24 31 35 33 30 33 28 26 24 19 18 17 22 17 15 14 15 18 28 23 26 32 32 35 22 35 23 1998 16 12 11 9 9 9 10 9 9 20 22 35 26 33 32 40 41 31 28 24 22 24 32 22 18 14 16 18 10 14 18 18 28 32 31 32 22 41 21 1999 25 20 20 11 17 19 11 12 10 14 18 14 16 22 26 33 31 31 24 25 30 30 22 28 22 22 24 18 24 16 16 22 26 30 31 34 22 34 22 2000 32 15 15 12 11 11 9 11 11 10 14 17 16 16 30 35 34 28 32 22 33 30 20 23 26 16 19 19 19 15 16 18 25 34 31 34 21 35 19 2001 23 19 16 16 14 11 16 15 9 10 9 12 23 25 39 40 42 28 26 30 32 25 18 26 25 23 24 20 14 14 14 19 27 32 35 32 22 42 23 2002 22 18 13 23 19 10 10 11 10 11 17 12 18 26 36 38 32 26 30 31 26 22 19 24 20 23 19 12 15 22 16 25 30 30 30 24 21 38 22 2003 25 11 11 12 11 9 11 16 10 15 18 16 16 24 39 44 27 24 24 27 27 26 27 21 27 16 17 20 15 12 17 26 27 26 26 28 21 44 21 2004 21 18 20 11 11 10 11 12 9 9 16 21 18 32 42 41 38 31 26 24 28 23 20 18 15 15 15 12 21 16 26 26 31 31 30 25 21 42 21 2005 19 20 26 14 11 12 12 12 14 16 11 18 20 25 34 32 27 28 24 33 26 27 24 23 21 26 17 25 17 24 19 26 26 28 28 23 22 34 23 2006 16 12 12 12 16 13 10 16 14 13 11 14 17 31 40 36 34 27 27 27 28 25 21 21 23 21 18 19 14 13 21 33 35 33 32 23 22 40 21 2007 18 18 11 14 22 11 12 9 9 12 10 16 13 18 22 27 24 26 26 24 21 22 22 21 19 16 20 25 24 16 18 24 31 31 31 27 20 31 21 2008 19 12 11 11 7 10 9 21 10 9 9 58 25 47 54 45 29 21 25 34 26 22 26 19 21 16 19 24 26 18 18 26 33 41 34 36 24 58 22 2009 30 13 11 10 11 9 14 13 11 7 12 17 29 22 35 37 36 28 22 27 28 22 22 26 18 14 12 15 14 20 27 29 28 30 29 24 21 37 22 2010 18 13 12 10 8 7 11 12 8 10 8 13 20 25 34 42 37 29 29 26 33 25 23 25 21 18 15 17 19 20 15 20 27 29 29 23 20 42 20 2011 22 17 15 12 10 11 11 10 7 13 14 13 18 23 43 34 30 28 23 28 28 29 22 23 18 22 21 22 13 19 18 19 28 34 35 25 21 43 22 2012 16 21 12 15 11 8 6 8 7 15 8 7 20 19 30 34 31 27 26 26 30 23 27 29 19 28 29 34 16 18 18 19 34 36 33 28 21 36 21 2013 27 26 14 11 21 25 15 8 11 8 12 12 12 19 18 25 22 23 25 29 36 23 16 19 20 14 22 18 13 20 19 23 26 34 35 27 20 36 20 2014 21 28 30 14 15 13 8 12 11 11 14 11 15 20 30 31 28 21 20 21 28 24 21 19 19 14 14 13 13 19 13 18 24 27 29 26 19 31 19 2015 21 24 16 14 14 27 9 11 8 14 7 19 17 19 27 32 26 23 22 23 24 24 30 17 21 21 20 19 12 12 14 16 21 29 24 23 20 32 21 2016 23 12 23 14 12 11 21 12 8 12 9 16 14 21 35 36 31 27 23 22 26 29 26 28 15 14 20 15 13 16 14 16 24 28 26 23 20 36 20 2017 17 14 13 13 10 8 13 7 12 9 16 14 15 22 37 43 34 29 25 25 27 24 21 21 23 21 19 23 20 17 15 22 27 35 34 25 21 43 21 2018 19 16 10 23 22 9 14 14 8 10 12 13 15 22 24 36 28 27 27 31 27 29 24 28 27 22 30 17 22 16 14 15 22 35 31 25 21 36 22 2019 35 28 17 17 14 16 13 15 17 14 14 13 16 20 38 38 29 27 24 29 28 27 33 28 28 15 18 23 16 15 16 21 30 36 35 37 23 38 22 2020 17 17 21 15 18 8 10 15 12 12 12 13 10 14 25 26 18 25 25 25 24 22 24 24 24 21 24 21 16 18 24 18 25 30 30 30 20 30 21 2021 24 30 28 16 10 14 9 6 8 17 9 17 16 20 26 40 38 30 22 21 23 25 17 23 15 14 18 18 13 13 20 21 31 33 30 31 21 40 20 2022 21 20 23 18 9 11 10 10 7 10 9 11 14 18 21 31 29 25 22 22 22 26 21 22 21 20 20 23 26 18 18 21 31 37 31 24 20 37 21 2023 = Detrend year
DETRENDED --- 2-min Annual Peak Wind Speed by Direction X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-Sac International (SMF).xlsm Calculate Kolmogorov-Smirnov (K-S) Test for various levels of significance, to evaluate the likelihood of non-stationarity in wind speeds.

Sample data is based on the median value (of all wind directions) of annual maximums (for each wind direction).

Count Mean Std Dev
Total 50 20.0 1.6
Sample 1 25 19.4 1.8
Sample 2 25 20.6 1.0 Maximum Difference, D n,m = 0.52
Combine
39 Sample 1 Sample 2 Sample 1 Sample 2 Unique Sample 1 Sam ple 2 Significance Year U (mph) Value Cum Freq Value Cum Freq Half-Rank Stepw ise Cum Freq Value Cum Freq Value Values RankMin RankMax Ra nkMin RankMax Level K-S D test Result Explanation 1973 22.81675 1 17.22441 0.040 18.34288 0.040 1.5 1 0.04 17.2 2441 0.04 18.34288 17.22441 0.04 0.28 0.04 0.04 10% 0.24 Reje ct Ho 1974 19.01396 2 17.22441 0.080 18.34288 0.080 2.5 1.5 0.08 17 .22441 0.08 18.34288 17.78364 0.28 0.36 0.04 0.04 50% 0.29 Re ject Ho 1975 22.48121 3 17.22441 0.120 19.68504 0.120 3.5 2 0.08 17.2 2441 0.08 18.34288 18.34288 0.36 0.44 0.04 0.12 90% 0.38 Reje ct Ho 1976 20.24427 4 17.22441 0.160 19.68504 0.160 4.5 2.5 0.12 17 .22441 0.12 18.34288 19.01396 0.44 0.56 0.12 0.12 95% 0.42 Re ject Ho 1977 20.80351 5 17.22441 0.200 19.68504 0.200 5.5 3 0.12 17.2 2441 0.12 19.68504 19.46135 0.56 0.64 0.12 0.12 99% 0.49 Reje ct Ho With 99% significance, the samples come from d ifferent population distributions. 1978 17.22441 6 17.22441 0.240 20.13243 0.240 6.5 3.5 0.16 17 .22441 0.16 19.68504 19.68504 0.64 0.64 0.12 0.24 99.9% 0.58 Accept Ho Null hypothesis cannot be rejected at the 99.9% significance level. (Population distributions assumed equal) 1979 17.22441 7 17.78364 0.280 20.13243 0.280 7.5 4 0.16 17.2 2441 0.16 19.68504 20.13243 0.64 0.64 0.24 0.36 1980 17.22441 8 17.78364 0.320 20.13243 0.320 8.5 4.5 0.2 17. 22441 0.2 19.68504 20.24427 0.64 0.68 0.36 0.52 1981 17.78364 9 18.34288 0.360 20.24427 0.360 9.5 5 0.2 17.22 441 0.2 19.68504 20.57981 0.68 0.72 0.52 0.52 1982 19.46135 10 18.34288 0.400 20.24427 0.400 10.5 5.5 0.24 17.22441 0.24 19.68504 20.69166 0.72 0.76 0.52 0.52 1983 20.57981 11 19.01396 0.440 20.24427 0.440 11.5 6 0.24 17 .22441 0.24 20.13243 20.80351 0.76 0.92 0.52 0.76 1984 19.01396 12 19.01396 0.480 20.24427 0.480 12.5 6.5 0.28 17.22441 0.28 20.13243 21.36274 0.92 0.92 0.76 0.84 1985 20.80351 13 19.01396 0.520 20.80351 0.520 13.5 7 0.28 17 .78364 0.28 20.13243 21.92198 0.92 0.92 0.84 1 1986 17.22441 14 19.46135 0.560 20.80351 0.560 14.5 7.5 0.32 17.78364 0.32 20.13243 22.48121 0.92 1 1 1 1987 20.80351 15 19.46135 0.600 20.80351 0.600 15.5 8 0.32 17 .78364 0.32 20.13243 22.81675 1 1 1 1 1988 19.01396 16 20.24427 0.640 20.80351 0.640 16.5 8.5 0.36 17.78364 0.36 20.13243 1989 17.22441 17 20.57981 0.680 20.80351 0.680 17.5 9 0.36 18 .34288 0.36 20.24427 1990 17.78364 18 20.69166 0.720 20.80351 0.720 18.5 9.5 0.4 1 8.34288 0.4 20.24427 1991 20.80351 19 20.80351 0.760 21.36274 0.760 19.5 10 0.4 18 .34288 0.4 20.24427 1992 18.34288 20 20.80351 0.800 21.36274 0.800 20.5 10.5 0.4 4 18.34288 0.44 20.24427 1993 19.46135 21 20.80351 0.840 21.92198 0.840 21.5 11 0.44 1 9.01396 0.44 20.24427 1994 17.22441 22 20.80351 0.880 21.92198 0.880 22.5 11.5 0.4 8 19.01396 0.48 20.24427 1995 18.34288 23 22.48121 0.920 21.92198 0.920 23.5 12 0.48 1 9.01396 0.48 20.24427 1996 20.69166 24 22.48121 0.960 21.92198 0.960 24.5 12.5 0.5 2 19.01396 0.52 20.24427 1997 22.48121 25 22.81675 1.000 22.48121 1.000 25.5 13 0.52 1 9.01396 0.52 20.80351 1998 20.13243 13.5 0.56 19.01396 0.56 20.80351
1999 20.80351 14 0.56 19.46135 0.56 20.80351
2000 18.34288 14.5 0.6 19.46135 0.6 20.80351
2001 21.92198 15 0.6 19.46135 0.6 20.80351
2002 20.80351 15.5 0.64 19.46135 0.64 20.80351
2003 20.13243 16 0.64 20.24427 0.64 20.80351
2004 20.13243 16.5 0.68 20.24427 0.68 20.80351
2005 22.48121 17 0.68 20.57981 0.68 20.80351
2006 20.80351 17.5 0.72 20.57981 0.72 20.80351
2007 20.24427 18 0.72 20.69166 0.72 20.80351
2008 21.36274 18.5 0.76 20.69166 0.76 20.80351
2009 21.92198 19 0.76 20.80351 0.76 21.36274
2010 19.68504 19.5 0.8 20.80351 0.8 21.36274
2011 21.36274 20 0.8 20.80351 0.8 21.36274
2012 20.24427 20.5 0.84 20.80351 0.84 21.36274
2013 19.68504 21 0.84 20.80351 0.84 21.92198
2014 18.34288 21.5 0.88 20.80351 0.88 21.92198
2015 20.24427 22 0.88 20.80351 0.88 21.92198
2016 20.24427 22.5 0.92 20.80351 0.92 21.92198
2017 20.80351 23 0.92 22.48121 0.92 21.92198
2018 21.92198 23.5 0.96 22.48121 0.96 21.92198
2019 21.92198 24 0.96 22.48121 0.96 21.92198
2020 20.80351 24.5 1 22.48121 1 21.92198
2021 19.68504 25 1 22.81675 1 22.48121
2022 20.80351 25.5 1 22.81675 1 22.48121
USACE RMC-TR-2021-02 (PDF p17):
0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9
1 0 5 10 15 20 25
Step-Wise Cumulative Distribution Functions
Sample 1
Sample 2
X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-Sac International (SMF).xlsm X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-Sac International (SMF).xlsm y = 0.0029x + 14.571
R² = 0.0009
y = 0.0342x - 48.307
R² = 0.0987
0 5
10 15
20 25
30 1970 1980 1990 2000 2010 2020 2030
Peak Annual 2-minute Observed Wind Speed, Averages of All Wind Directions (mph) Year
Historical Trend of Average Annual Peak Wind SpeedsMean Median X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-Sac International (SMF).xlsm y = -0.0313x + 83.728
R² = 0.098
y = 20.8498
R² = 0.0000
0 5
10 15
20 25
30 1970 1980 1990 2000 2010 2020 2030
Peak Annual 2-minute Observed Wind Speed, Averages of All Wind Directions (mph) Year
Detrended (to 2023) Average Annual Peak Wind SpeedsMean Median

EXHIBIT 4. Wind Speed and Direction Four Airports
Comparison – Site 1
Wind Rose - McClellan Airport (MCC)
X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-McClellan (MCC).xlsm

53 mph @ 160°

37.7 mph @ 340°
0 10
20 30
40 50
60 360
10 20
30 40
50 60
70 80
90 100
110
120
130
140
150
160
170
180
190
200
210
220
230
240
250
260
270
280
290
300
310
320
330
340
350

72.6-year Speed
by Wind
Wind speeds shown are
2-minute-average speeds
observed 20 feet above ground
at McClellan Airport (MCC) with a
50% chance of being exceeded in
a 50-year period (equivalent to a

72.6-year return period).

Wind speed data downloaded on
August 24, 2023 from:
https://www.ncei.noaa.gov/access
/search/data-search/local-
climatological-data
50% exceedance in
50 years (72.6-year
annual return period)
Maximum in record
Wind Rose - Mather Airport (MHR)
X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-Mather (MHR).xlsm

60.7 mph @ 110°

45.7 mph @ 240°

45.2 mph @ 340°

0 10
20 30
40 50
60 70
360
10 20
30 40
50 60
70 80
90 100
110
120
130
140
150
160
170
180
190
200
210
220
230
240
250
260
270
280
290
300
310
320
330
340
350

72.6-year Speed
by Wind
Wind speeds shown are
2-minute-average speeds
observed 20 feet above ground
at Mather Airport (MHR) with a
50% chance of being exceeded in
a 50-year period (equivalent to a

72.6-year return period).

Wind speed data downloaded on
August 24, 2023 from:
https://www.ncei.noaa.gov/access
/search/data-search/local-
climatological-data
50% exceedance in
50 years (72.6-year
annual return period)
Maximum in record
Wind Rose - Sacramento Executive Airport (SAC)
X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-Sac Executive (SAC).xlsm

41.8 mph @ 140°

36.3 mph @ 350°
0 5
10 15
20 25
30 35
40 45
360
10 20
30 40
50 60
70 80
90 100
110
120
130
140
150
160
170
180
190
200
210
220
230
240
250
260
270
280
290
300
310
320
330
340
350

72.6-year Speed
by Wind
Wind speeds shown are
2-minute-average speeds
observed 20 feet above ground
at Sacramento Executive Airport
(SAC) with a 50% chance of being
exceeded in a 50-year period
(equivalent to a 72.6-year return
period).

Wind speed data downloaded on
August 24, 2023 from:
https://www.ncei.noaa.gov/access
/search/data-search/local-
climatological-data
50% exceedance in
50 years (72.6-year
annual return period)
Maximum in record
Wind Rose - Sacramento International Airport (SMF)
X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-Sac International (SMF).xlsm

34.4 mph @ 20°

53.4 mph @ 140°

53.3 mph @ 180°

0 10
20 30
40 50
60 360 10
20 30
40 50
60 70
80 90
100
110
120
130
140
150
160 170 180 190
200
210
220
230
240
250
260
270
280
290
300
310
320
330
340 350 72.6-year Speed
by Wind Direction
Wind speed data downloaded on
August 24, 2023 from:
https://www.ncei.noaa.gov/acces
s/search/data-search/local-
climatological-data
Wind speeds shown are
2-minute-average speeds
observed 20 feet above ground
at Sacramento International
Airport (SMF) with a 50% chance
of being exceeded in a 50-year
period (equivalent to a 72.6-year
return period).
50% exceedance in
50 years
Maximum in record
Wind Rose - Comparison of 4 Sacramento Area Airports
X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-4 Airports Comparison.xlsx 0 10
20 30
40 50
60 70
360
10 20
30 40
50 60
70 80
90 100
110
120
130
140
150
160
170
180
190
200
210
220
230
240
250
260
270
280
290
300
310
320
330
340
350
Mather Airport (MHR)
McClellan Airport (MCC)
Sacramento Executive Airport (SAC)
Sacramento International Airport (SMF)

72.6-year Observed 2-minute
Speed (mph) by Wind Direction
STATION NAME(S) LATITUDE LONGITUDE Lat-Long COUNT
72483023232 SACRAMENTO AIRPORT ASOS, CA US 38.5069 -121.495 38.5069N,121.495W 564905 72483323206 SACRAMENTO MATHER AFB, CA US 38.56667 -121.3 38.56667N,121.3W 205108 72483399999 SACRAMENTO MATHER FL, CA US 38.555 -121.297 38.555N,121.297W 42160 72483523206 SACRAMENTO MATHER AFB, CA US 38.56667 -121.3 38.56667N,121.3W 441512 72483623208 SACRAMENTO MCCLELLAN AFB, CA US 38.66667 -121.4 38.66667N,121.4W 817907 72483699999 MC CLELLAN AFLD, CA US 38.667639 -121.400611 38.667639N,121.400611W 25005 72483993225 SACRAMENTO METROPOLITAN AIRPORT, CA US 38.69556 -121.58972 38.69556N,121.58972W 467154 72483999999 SACRAMENTO INTERNATIONAL, CA US 38.683 -121.583 38.683N,121.583W 36448 99999923232 SACRAMENTO EXECUTIVE AIRPORT, CA US 38.5069 -121.495 38.5069N,121.495W 176754 99999923271 SACRAMENTO 5 ESE, CA US 38.5552 -121.4183 38.5552N,121.4183W 16012 TOTAL 2792965
Start End Location Observations
1939-11-09 2023-08-23 McClellan Airfield 842,912
1941-09-01 2023-08-23 Mather Air Force Base 688,780
1947-07-01 2023-08-23 Sacramento Executive 741,659
1973-01-01 2023-08-23 Sacramento International 503,602
Eliminated, no valid wind speed observations >>> 1996-07-02 2023-08-22 Sac State 16,012 TOTAL 2,792,965
FILTERED 2,776,196

SACRAMENTO AIRPORT ASOS, CA US

SACRAMENTO

MATHER AFB, CA US

SACRAMENTO

MATHER FL, CA US

SACRAMENTO

MATHER AFB, CA US
SACRAMENTO MCCLELLAN …

MC CLELLAN AFLD, CA
US

SACRAMENTO METROPOLITAN

AIRPORT, CA US

SACRAMENTO

INTERNATIONAL, CA US

SACRAMENTO EXECUTIVE AIRPORT, CA US
SACRAMENTO 5 ESE,
CA US

38.3 38.4

38.5 38.6

38.7 38.8

38.9 -121.8 -121.7 -121.6 -121.5 -121.4 -121.3 -121.2 -121.1 Wind Rose - Comparison of 4 Sacramento Area Airports

72.6-year design wind speeds (mph)
Airport 360 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 17 0 180 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 34 0 350 Mather Airport (MHR) 38.5667 -121.3000 1968959.97 6761812.02 35.8 32.7 31.4 31.1 39.0 26.4 20.6 31.7 43.4 43.7 42.4 60.7 50. 8 54.1 50.3 50.7 40.0 42.1 39.1 41.7 35.3 41.7 34.5 33.0 45.7 33 .0 33.5 31.3 31.2 29.9 37.7 43.0 40.7 40.4 45.2 43.0 McClellan Airport (MCC) 38.6676 -121.4006 2005524.44 6732803.60 32.1 35.1 30.4 37.4 28.5 29.4 23.6 21.4 22.9 21.5 26.0 27.3 38. 2 40.4 45.8 51.9 53.0 46.3 48.3 33.9 31.6 34.9 34.7 28.8 28.4 26 .5 27.9 30.5 29.6 31.2 28.1 33.2 34.2 37.2 37.7 35.9 Sacramento Executive Airport (SAC) 38.5069 -121.4950 1946823.64 6706179.94 29.8 27.2 29.5 29.3 20.6 17.7 17.9 14.9 17.7 27.2 21.4 24.2 36. 2 37.9 41.8 39.1 33.6 32.3 28.5 27.6 31.3 31.5 32.6 30.8 27.0 23 .6 28.6 23.8 23.9 25.2 28.8 29.4 33.5 36.2 34.9 36.3 Sacramento International Airport (SMF) 38.6830 -121.5830 2010827.37 6680704.01 36.0 32.3 34.4 26.9 30.4 29.7 23.5 27.1 20.3 27.8 32.8 52.2 40. 7 48.8 53.4 48.2 50.5 38.6 53.3 34.6 38.3 33.2 35.6 30.9 28.7 31 .6 30.0 30.5 29.3 29.9 38.6 38.4 38.7 39.9 40.1 39.4 Site No.

Latitude
(deg)
Longitude
(deg)
Northing
(feet)
Easting
(feet) 360 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 1 38.66905641 -121.47200635 2005914.19 6712416.57 33 33 31 32 29 27 22 23 24 27 30 38 40 44 48 49 48 41 45 34 34 35 35 30 31 2 8 29 30 29 30 32 35 36 38 39 38 Inverse Distance-Weighted Average of 72.6-year Design Wind Speeds (mph) by Wind Direction (degrees) Wind Direction (degrees) Latitude
(deg)
Longitude
(deg)
Northing
(feet)
Easting
(feet)
X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-4 Airports Comparison.xlsx Count Mean Std Dev
Sample 1 1692 33.3 6.5
Sample 2 144 34.3 8.6 Maximum Difference, D n,m = 0.08 Combine
Sites Airports Sites Airports Unique Sites Airports Signif icance Value Cum Freq Value Cum Freq Half-Rank Stepwise Cum Freq Value Cum Freq Value Values RankMin RankMax RankMin RankMa x Level K-S D test Result Explanation 1 18.53191 0.001 1 14.93418 0.007 1.5 1 0.000591 18.53191 0.0 06944 14.93418 14.93418 0.000591 0.000591 0.006944 0.0138 89 10% 0.07 Reject Ho With 10% significance, the sample s come from different population distributions. 2 18.54209 0.001 2 17.66469 0.014 2.5 1.5 0.001182 18.53191 0 .013889 14.93418 17.66469 0.000591 0.000591 0.013889 0.02 0833 30% 0.08 Accept Ho Null hypothesis cannot be rejec ted at the 30% significance level. (Population dist ributions assumed equal) 3 19.02618 0.002 3 17.6694 0.021 3.5 2 0.001182 18.54209 0.01 3889 17.66469 17.6694 0.000591 0.000591 0.020833 0.027778 50% 0.09 Accept Ho Null hypothesis cannot be rejected at the 50% significance level. (Population distribu tions assumed equal) 4 19.30862 0.002 4 17.86225 0.028 4.5 2.5 0.001773 18.54209 0 .020833 17.66469 17.86225 0.000591 0.000591 0.027778 0.03 4722 90% 0.12 Accept Ho Null hypothesis cannot be rejec ted at the 90% significance level. (Population dist ributions assumed equal) 5 19.31349 0.003 5 20.27879 0.035 5.5 3 0.001773 19.02618 0.0 20833 17.6694 18.53191 0.000591 0.001182 0.034722 0.03472 2 95% 0.13 Accept Ho Null hypothesis cannot be rejected at the 95% significance level. (Population distrib utions assumed equal) 6 19.37254 0.004 6 20.60272 0.042 6.5 3.5 0.002364 19.02618 0 .027778 17.6694 18.54209 0.001182 0.001773 0.034722 0.034 722 99.9% 0.18 Accept Ho Null hypothesis cannot be reje cted at the 99.9% significance level. (Population d istributions assumed equal) 7 19.3738 0.004 7 20.6423 0.049 7.5 4 0.002364 19.30862 0.027 778 17.86225 19.02618 0.001773 0.002364 0.034722 0.034722 8 19.43269 0.005 8 21.41781 0.056 8.5 4.5 0.002955 19.30862 0 .034722 17.86225 19.30862 0.002364 0.002955 0.034722 0.03 4722 9 19.59521 0.005 9 21.4489 0.063 9.5 5 0.002955 19.31349 0.03 4722 20.27879 19.31349 0.002955 0.003546 0.034722 0.03472 2 10 19.6669 0.006 10 21.53211 0.069 10.5 5.5 0.003546 19.3134 9 0.041667 20.27879 19.37254 0.003546 0.004137 0.034722 0. 034722 11 19.67063 0.007 11 22.85644 0.076 11.5 6 0.003546 19.37254 0.041667 20.60272 19.3738 0.004137 0.004728 0.034722 0.03 4722 12 19.67379 0.007 12 23.49787 0.083 12.5 6.5 0.004137 19.372 54 0.048611 20.60272 19.43269 0.004728 0.005319 0.034722 0 .034722 13 19.69367 0.008 13 23.55408 0.090 13.5 7 0.004137 19.3738 0 .048611 20.6423 19.59521 0.005319 0.00591 0.034722 0.0347 22 14 19.71212 0.008 14 23.56497 0.097 14.5 7.5 0.004728 19.373 8 0.055556 20.6423 19.6669 0.00591 0.006501 0.034722 0.034 722 15 19.75209 0.009 15 23.80924 0.104 15.5 8 0.004728 19.43269 0.055556 21.41781 19.67063 0.006501 0.007092 0.034722 0.0 34722 16 19.75214 0.009 16 23.87066 0.111 16.5 8.5 0.005319 19.432 69 0.0625 21.41781 19.67379 0.007092 0.007683 0.034722 0.0 34722 17 19.77252 0.010 17 24.21986 0.118 17.5 9 0.005319 19.59521 0.0625 21.4489 19.69367 0.007683 0.008274 0.034722 0.0347 22 18 19.8221 0.011 18 25.20598 0.125 18.5 9.5 0.00591 19.59521 0.069444 21.4489 19.71212 0.008274 0.008865 0.034722 0.03 4722 19 19.83377 0.011 19 26.00263 0.132 19.5 10 0.00591 19.6669 0 .069444 21.53211 19.75209 0.008865 0.009456 0.034722 0.03 4722 20 19.85449 0.012 20 26.37852 0.139 20.5 10.5 0.006501 19.66 69 0.076389 21.53211 19.75214 0.009456 0.010047 0.034722 0 .034722 21 19.8756 0.012 21 26.46959 0.146 21.5 11 0.006501 19.67063 0.076389 22.85644 19.77252 0.010047 0.010638 0.034722 0.0 34722 22 19.88717 0.013 22 26.90586 0.153 22.5 11.5 0.007092 19.67 063 0.083333 22.85644 19.8221 0.010638 0.011229 0.034722 0 .034722 23 19.90336 0.014 23 27.02288 0.160 23.5 12 0.007092 19.6737 9 0.083333 23.49787 19.83377 0.011229 0.01182 0.034722 0.0 34722 24 19.90582 0.014 24 27.11699 0.167 24.5 12.5 0.007683 19.67 379 0.090278 23.49787 19.85449 0.01182 0.012411 0.034722 0 .034722 25 19.91678 0.015 25 27.17172 0.174 25.5 13 0.007683 19.6936 7 0.090278 23.55408 19.8756 0.012411 0.013002 0.034722 0.0 34722 26 19.94764 0.015366 26 27.20237 0.180556 26.5 13.5 0.00827 4 19.69367 0.097222 23.55408 19.88717 0.013002 0.013593 0. 034722 0.034722 27 19.95381 0.015957 27 27.31433 0.1875 27.5 14 0.008274 19. 71212 0.097222 23.56497 19.90336 0.013593 0.014184 0.0347 22 0.034722 28 20.05049 0.016548 28 27.62835 0.194444 28.5 14.5 0.00886 5 19.71212 0.104167 23.56497 19.90582 0.014184 0.014775 0. 034722 0.034722 29 20.25129 0.017139 29 27.75355 0.201389 29.5 15 0.008865 1 9.75209 0.104167 23.80924 19.91678 0.014775 0.015366 0.03 4722 0.034722 30 20.30085 0.01773 30 27.89688 0.208333 30.5 15.5 0.009456 19.75209 0.111111 23.80924 19.94764 0.015366 0.015957 0.0 34722 0.034722 31 20.61294 0.018322 31 28.12624 0.215278 31.5 16 0.009456 1 9.75214 0.111111 23.87066 19.95381 0.015957 0.016548 0.03 4722 0.034722 32 20.8455 0.018913 32 28.39912 0.222222 32.5 16.5 0.010047 19.75214 0.118056 23.87066 20.05049 0.016548 0.017139 0.0 34722 0.034722 33 20.96342 0.019504 33 28.46479 0.229167 33.5 17 0.010047 1 9.77252 0.118056 24.21986 20.25129 0.017139 0.01773 0.034 722 0.034722 34 20.98514 0.020095 34 28.52555 0.236111 34.5 17.5 0.01063 8 19.77252 0.125 24.21986 20.27879 0.01773 0.01773 0.03472 2 0.041667 35 20.996 0.020686 35 28.59139 0.243056 35.5 18 0.010638 19. 8221 0.125 25.20598 20.30085 0.01773 0.018322 0.041667 0.0 41667 36 21.00825 0.021277 36 28.69397 0.25 36.5 18.5 0.011229 19. 8221 0.131944 25.20598 20.60272 0.018322 0.018322 0.04166 7 0.048611 37 21.01743 0.021868 37 28.75568 0.256944 37.5 19 0.011229 1 9.83377 0.131944 26.00263 20.61294 0.018322 0.018913 0.04 8611 0.048611 38 21.03414 0.022459 38 28.84455 0.263889 38.5 19.5 0.01182 19.83377 0.138889 26.00263 20.6423 0.018913 0.018913 0.04 8611 0.055556 39 21.04643 0.02305 39 29.26847 0.270833 39.5 20 0.01182 19. 85449 0.138889 26.37852 20.8455 0.018913 0.019504 0.05555 6 0.055556 40 21.07935 0.023641 40 29.33978 0.277778 40.5 20.5 0.01241 1 19.85449 0.145833 26.37852 20.96342 0.019504 0.020095 0. 055556 0.055556 41 21.08345 0.024232 41 29.37028 0.284722 41.5 21 0.012411 1 9.8756 0.145833 26.46959 20.98514 0.020095 0.020686 0.055 556 0.055556 42 21.08544 0.024823 42 29.43373 0.291667 42.5 21.5 0.01300 2 19.8756 0.152778 26.46959 20.996 0.020686 0.021277 0.055 556 0.055556 43 21.12694 0.025414 43 29.48824 0.298611 43.5 22 0.013002 1 9.88717 0.152778 26.90586 21.00825 0.021277 0.021868 0.05 5556 0.055556 44 21.14837 0.026005 44 29.573 0.305556 44.5 22.5 0.013593 1 9.88717 0.159722 26.90586 21.01743 0.021868 0.022459 0.05 5556 0.055556 45 21.15514 0.026596 45 29.66993 0.3125 45.5 23 0.013593 19. 90336 0.159722 27.02288 21.03414 0.022459 0.02305 0.05555 6 0.055556 46 21.15522 0.027187 46 29.83557 0.319444 46.5 23.5 0.01418 4 19.90336 0.166667 27.02288 21.04643 0.02305 0.023641 0.0 55556 0.055556 47 21.19643 0.027778 47 29.85804 0.326389 47.5 24 0.014184 1 9.90582 0.166667 27.11699 21.07935 0.023641 0.024232 0.05 5556 0.055556 48 21.20078 0.028369 48 29.88697 0.333333 48.5 24.5 0.01477 5 19.90582 0.173611 27.11699 21.08345 0.024232 0.024823 0. 055556 0.055556 USACE RMC-TR-2021-02 (PDF p17): Calculate Kolmogorov-Smirnov (K-S) Test to evaluate the statistical significance of wind speed differe nces (for all wind directions) due to smoothing tha t results from distance- weighted averaging of airport data to the locations of the analysis sites. 0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9
1 10 15 20 25 30 35 40 45 50 55 60
Step-Wise Cumulative Distribution Functions Sites Airports X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Data\Wind Speed and Direction-4 Airports Comparison.xlsx

EXHIBIT 5. Setup and Runup Illustration
Figure 9

EXHIBIT 6. Wind Setup for Shallow Water – Site 1
19415-00-120265.00
Levee Certification for SAFCA facilities
Wind and Wave Analysis 10/26/2023
where: h = height of water surface above equilibrium plane (feet) x = distance along a narrow fetch in the direction of the wind (feet) Equilibrium Water Depth, H 9.1 feet
Total Fetch Length 0.78 miles
Total Fetch Length 4,118 feet
Density of Air, ρa 0.00234 slugs/ft
3 Density of Water, ρw 1.94 slugs/ft 3
Wind Stress Coefficient, γ2 0.002 (approximately 2x10 -3 ) Adjusted Wind Speed 61.45 mph
Wind Speed, V 90.1 ft/s
Acceleration of Gravity, g 32.2 ft/s 2
Total Setup at Levee, S 0.14 feet
x h δh/ δx ∑xh
0 0 -0.14 6.79E-05
1 4 -0.14 6.79E-05 -0.6
2 8 -0.14 6.79E-05 -0.6
3 12 -0.14 6.79E-05 -0.6
4 16 -0.14 6.79E-05 -0.6
5 21 -0.14 6.79E-05 -0.6
6 25 -0.14 6.79E-05 -0.6
7 29 -0.14 6.79E-05 -0.6
8 33 -0.14 6.79E-05 -0.6
9 37 -0.14 6.79E-05 -0.6
10 41 -0.14 6.79E-05 -0.6
11 45 -0.14 6.79E-05 -0.6
12 49 -0.14 6.79E-05 -0.6
13 54 -0.13 6.79E-05 -0.6
14 58 -0.13 6.79E-05 -0.6
15 62 -0.13 6.79E-05 -0.6
16 66 -0.13 6.79E-05 -0.6
985 4057 0.13 6.59E-05 0.5
986 4061 0.13 6.59E-05 0.5
987 4065 0.13 6.59E-05 0.5
988 4069 0.13 6.59E-05 0.6
989 4073 0.13 6.59E-05 0.6
990 4077 0.13 6.59E-05 0.6
991 4081 0.13 6.59E-05 0.6
992 4085 0.13 6.59E-05 0.6
993 4090 0.13 6.59E-05 0.6
994 4094 0.14 6.59E-05 0.6
995 4098 0.14 6.59E-05 0.6
996 4102 0.14 6.59E-05 0.6
997 4106 0.14 6.59E-05 0.6
998 4110 0.14 6.59E-05 0.6
999 4114 0.14 6.59E-05 0.6
1000 4118 0.14 6.59E-05 0.6
0 0
Wind setup for a steady wind blowing parallel to the axis of a narrow channel long enough for equilibrium conditions to develop is described by Equation 2 of Harris, D. (1957). THE HURRICANE SURGE. Coastal Engineering Proceedings , Sixth Conference, Part 1, Chapter 5.


 = 



+ 
X:\1941500\120265.00\TECH\Dsgn\Wind and Wave\Phase 3\Wind Setup for Shallow Water.xlsx Appendix H.

ULDC Required Plans
Appendix H1.

ARFCD Rodent Abatement Program
Revised October 2017. 1
Rodent Control &
Abatement Program

Burrowing animals can present a significant threat to levee integrity including increasing the potential for erosion and seepage. Animal control and damage repa ir must be routinely performed on levee systems to ensure functionality of the flood protection system. This document describes the rodent and animal control program administered by the American River Flood Control District (District). The program focus is in the control and removal of rodent populations from the District levee and drainage system, as well as the repair and mitigation of damage caused by rodent activity.

The District has a three pronged abatement program for the California Ground Squirrel. This program is timed throughout the year to make the most effective use of available methods for the best result and to provide the best levee integrity as the Sacramento area enters the flood season of November to April.

In the spring while the ground is moist, we begin by locating the burrows that are recently excavated by the squirrels as they awake from their winter hibernation. Pin flags mark the locations and we then begin using smoke bombs at each location to control the population. The holes are covered with a dirt filled sand bag that will be removed later in the year to insure that we grout all burrows. The locations are recorded with a handheld GPS to assist in the tracking of the problem areas and to facilitate reporting out usage to the Sacramento County Agriculture departme nt.

Later in the summer when the soil is dry and smoke bombs lose their effectiveness, due to the porosity of the soil and also when the grass becomes dried out and a fire hazard, we switch to bait stations. The bait stations are specifically for the ground squirrel and are labeled with ARFCD contact information as well as all necessary information about the contents. The bait stations are secured to the ground with a steel strap and two 3 foot rebar stakes. Using the recorded data that indicates areas of concern, we positi on the bait stations and service them weekly until the squirrel problem is eliminated Additionally we use traps in some areas. Traps are generally set in the morning and removed late in the day. However in some areas they may be left overnight. They must be checked daily. A rolled oats horse feed called "Wet Cobb" is an effective non-poisonous bait. The trapped animals are euthanized in a CO2 containment device.

As we approach the rainy season we re-evaluate the burrows and pin flag the areas the need filling. Our District, using a specially designed Grout Trailer then fills each problem burrow with grout. When grouting, the District typically uses a grout mix made up of 9 parts cement, 1 part bentonite, and wat er added to achieve 8 to10 inches of slump. Grout is pumped at low pressures to avoid damaging the embankment, starting at the lowest rodent hole and proceeding up the levee slope. These locations are typically GPS tracked and approximate volume of gro ut is indicated with a color coded flagging system.

Photographs of the damage and repaired site are recorded as well. When larger damage to the levee occurs due to existing rodent holes and dens, the District will use District forces to excavate and compact

Revised October 2017. 2
the damage, and rebuild the levee slope or crown. This requires additional levee fill and aggregate road base materials if the roadway is damaged.

The combination of these methods keeps the ground s quirrel population reduced; however the proximity to the wide expanse of the American River Parkway, provides a constant supply of the squirrels looking for new places to live. They also benefit from the urban nature of our levee system and proliferate around areas of abundant food that is sometimes provided by the fruit and nut trees as well as gardens that are located near the levees. Even though the ARFCD program is extensive, due to the constant repopulation from adjacent areas, there will always be a need to stay vigilant to keep Sacramento Flood Safe.

Beavers also present a threat to levee integrity and their presence is found throughout the District’s levee systems. ARFCD monitors the levees for beavers. Dens in the banks or levee are repaired by the District.

Appendix H2.

ARFCD Security Plan
ARFCD Security Plan
October 2017 1

SECURITY PLAN

1.0 Introduction
This Security Plan was developed to meet the requir ements of the California Department of Water Resources’ Urban Levee Design Criteria , Section 7.18, issued in May 2012. It is intended to assist the local maintaining agency in protecting the levee system “from acts of terrorism and other malicious or negligent acts”. This plan identifies the Security Director, security measures the LMA will undertake, and key assets and vulnerabilities within the levee system. Because site conditions and adjacent land uses change over time, this plan is a living document.

1.1 Security Director
The Security Director is the ARFCD General Manager and is responsible for the implementation of this plan. The Security Director is also responsible for establishing a chain of command for emergency operations. However, the chain of command for emergency operations is established in cooperation with ARFCD, the City of Sacramento, and the County of Sacramento and is described in the emergency planning documents for those agencies.

1.2 Review and Update
As indicated above, this is a living document. The Security Director shall review this plan on an annual basis and update as appropriate.

2.0 Components of Security
This Security Plan focuses on networked detection, physical security, and intrusion interdiction, each discussed below.

2.1 Networked Detection
Per ULDC, “(n)etworked detection provides for monitoring and reporting of security information between the levee maintaining agencies and the Intelligence Community”. Networked detection also includes promoting and improving awareness and reporting of suspicious activity by the neighboring community.

ARFCD relies heavily on its own routine patrols, Sacramento County Sherriff’s Department patrols, and City and Count y Park Rangers patrols to monitor and report unauthorized activities and/or suspicious behavior on the levees. Because the ARFCD levee systems are in an urban area, and residential development is adjacent to the levee for a large extent, residents living adjacent to the levees frequently call ARFCD to report observations. Currently, ARFCD does not collect, store, or share data regarding the types of activities observed or monitored.

ARFCD Security Plan
October 2017 2
While ARFCD does not participate in Neighborhood Wa tch programs or other social media forums, it does promote an atmosphere of “see somet hing, say something” through its annual newsletter and a special section devoted to community feedback on its website.

2.2 Physical Security
Per ULDC, “(p)hysical security is divided between deterrence, access control, intrusion detection, and levee performance alerting mechanisms”. One goal of physical security is to force intruders who enter restricted areas to do so knowingly, thereby establishing intent on the part of the intruders. However, as is the case for most levees, pedestrian and bicycle access to the levee is generally permitted to the public and is oftentimes encouraged for outdoor recreation activities. No public access of any form is currently authorized along the Dry Creek north levee, or at the NEMDC Pumping Plant facility. Unauthorized motor vehicles are prohibited in all cases. In some cases, motor vehicle access is authorized a transportation right-of-way is established on the levee crown.

Deterrence consists of visible security measures to create an atmosphere of vigilance and security. AR FCD patrols all of its levees on a frequent basis. City and County Park Rangers and the Sherriff’s Departm ent also provide frequent patrolling along the levees in park areas, locations with high pedestrian traffic, and where homeless populations are common. ARFCD also u tilizes signage indicating that unauthorized vehicular use is prohibited by law.

Access control is intended to stop, inhibit or delay access by unauthorized persons. As previously indicated, access to the levee is generally open to the public, and therefore access controls are prim arily in place to limit vehicular access. Welded steel gates, bollards, and large boulders are all used by the ARFCD to restrict access. Welded steel gates are used primarily at access points adjacent to public roads. Other types of gates are common on private lands adjacent to the levee. Bollards are used along bike trails, and large boulders are used in conjunction with gates to deter motor vehicle access to the levee slope. Access to penetrations (e.g., gates, valves, vaults) are typically locked to protect the public from injury and prevent unauthorized access and operation. .

Intrusion detection consists of measures that enhance the ability to detect unauthorized intrusion.

Unauthorized (i.e., vehicular) access is uncommon, although evidence of use by off-road vehicles such as dirt bikes and ATVs is sometimes found. ARFCD does not utilize cameras to monitor its levees and relie s primarily on patrols and observant residents to detect intrusion.

2.3 Intrusion Interdiction
Per ULDC, “(t)he goal of intrusion interdiction is to facilitate awareness of and investment in swift response to reported intrusions during high water or increased threat periods.” In most cases, ARFCD personnel will interdict intrusions it detects. If a situation is or appears to be hostile, ARFCD will alert the Sherriff’s Office.

The Sherriff’s Office also interdicts most intrusions by the homeless population.

2.4 Levee Performance
ULDC recommends that sensor systems be considered f or detecting levee performance issues. Examples include pressure and motion sensors, gages, and piezometers. Piezometers measure pore pressure, or head, in levees and their foundations. These measur ements can indicate how well a levee is performing ARFCD Security Plan
October 2017 3
related to under and through seepage. Table 1 provides a listing of levee performance devices. The location and monitoring of these devised is documented in the levee O&M Manual.

3.0 Assets and Vulnerabilities
The flood control facilities under the purview of the ARFCD are not limited to levees. They are compri sed of features, which may or may not be owned and/or operated by ARFCD, such as closure structures, pumping stations, relief wells, flood walls, etc. Table 1 lists the assets and vulnerabilities present through the ARFCD levee systems.

4.0 Security Measures
ARFCD employs a variety of measures to protect the levee systems from acts of terrorism and other malicious or negligent acts. Table 2 describes these measures.

ARFCD Security Plan
October 2017 4

Table 1 – Summary of Levee Performance Monitoring Devices and Locations

LEVEE SYSTEM LEVEE STATION DEVICE LOCATION COMMENT/PURPOSE Dry Creek Dry Creek north levee 7030+00 Piezometer Levee Crown [Scheduled for installation in
2018.] Monitor seepage at
landside levee toe at a location
of a historic channel passing
beneath the levee footprint.

ARFCD Security Plan
October 2017 5

Table 2. Assets and Vulnerabilities
FEATURE DESCRIPTION QUANTITY 1
FLOOD

CONTROL

FEATURE

OWNER OPERATOR
Dry Creek Levee System
Levee Earthen embankment ~ 1.59 miles Yes SAFCA ARF CD
Gated Access Points
Access points to the levee from paved public
roads:
• 6
th Street (1 gate)
• Ascot Avenue and 4 th Street (1 gate)
• 4th Street and Marysville Blvd (2 gates)
• 4th Street and Rio Linda Blvd (1 gate)
5 No ARFCD ARFCD
Closure Structure UPRR stop log structure 1 Yes City of Sacramento
City of
Sacramento
Pumping Station NEMDC Stormwater Pumping Plant 1 Ye s City of Sacramento
City of
Sacramento

ARFCD Security Plan
October 2017 6
Table 3 Security Measures

SECURITY MEASURES

SECURITY CATEGORIES

NETWORKED

DETECTION

PHYSICAL SECURITY

INTRUSION

INTERDICTION
LEVEE

PERFORMANCE
# DESCRIPTION

DETERRENCE
ACCESS

CONTROL

INTRUSION

DETECTION
1 Patrols, by ARFCD and local law enforcement, during routine and high water periods. X X X X X X 2 Coordinate and communicate with local law enforcement and other City/County staff (e.g.

Park Rangers, Public Works Department, etc.) in reporting suspicious activity to responsible agencies.

X X X
3 Coordinate and communicate with local law enforcement and other City/County staff (e.g.

Park Rangers, Public Works Department, etc.) on apprehension of detected intruders in hostile or dangerous situations.

X X
4 Promote suspicious activity and levee performance awareness and reporting with neighboring communities through “See Something, Say Something”. X X X X 5 Promote suspicious activity awareness and reporting through annual reminders residents for continued vigilance, especially for those neighborhoods that front, are near, or at access points to the levee system.

X

6 Utilize signs at assets and vulnerabilities to establish intent and deter unauthorized activities. X
7 Utilize gates, bollards, fences, locks, and similar features to establish intent, and deter and prevent unauthorized access at assets and vulnerabilities. X X 8 Conduct recurring and frequent monitoring of existing deterrent measures to ensure feature is present and functioning properly (e.g., locks are present and working; signs are in place and legible).

X X X

9 Collection and recordation of levee performance data. X

Appendix H3.

ARFCD Flood Safety Plan
American River Flood Control
District
Flood Safety Plan
As required by California Water Code Section 9650

January 2018

ARFCD Flood Safety Plan
January 2018

THIS PAGE INTENTIONALLY LEFT BLANK
ARFCD Flood Safety Plan i
January 2018
Plan Promulgation

To Whom It May Concern:

This Flood Safety Plan (FSP), including the accompanying appendices, having been duly reviewed and approved by the American River Flood Control District (ARFCD or District) Board of Trustees, is hereby promulgated as the official Safety Plan for the District. District staff are hereby directed to use this plan as the basis for emergency response to flood events on District levees. This plan meets the Safety Plan requirements of Section 9650 of the California Water Code and the State of California Urban Levee Design Requirements 7.20. This plan is compliant with the California Standardized Emergency Management System (SEMS), the National Incident Management System (NIMS), and the National Response Framework.

The General Manager shall distribute this plan to outside agencies to ensure proper inter-agency coordination during emergency operations.

The General Manager shall review this plan annually for needed changes and updates, and is authorized to make routine updates and changes to the plan required by changes in District operations and personnel and changes to outside agency plans that affect District operations.

The District Board of Trustees shall review this plan once every four years and after any major flood event where the plan was used to guide District response. The General Manager shall maintain a record of Board plan review and approval actions in accordance with District documentation procedures and policies.

Date ______________
Resolution _____________________
Signed ________________________
President
Board of Trustees
American River Flood Control District

ARFCD Flood Safety Plan ii
January 2018

Record of Changes and Reviews
Each update or change to the Flood Safety Plan (formerly referred to as the Emergency Action Plan) should be tracked. When changes to the plan are made, document the change number, the date of the change, and the name of the person who made the change. See Section 7.1 for more information on the process for reviewing and revising the plan.

Revision No. or
Review Date
Name of Person
Performing
Review
Sections
Revised
Date of
Distribution
Name of
Approving
Authority

ARFCD Flood Safety Plan iii
January 2018
Record of Initial Distribution
Agency Name Address Date Provided
City of Sacramento
Department of Utilities
1395 35th Avenue
Sacramento, CA 95822

County of Sacramento
Department of Water Resources
827 7th Street, Suite 301
Sacramento, CA 95814

County of Sacramento
Office of Emergency Services
3720 Dudley Boulevard, Suite 122
McClellan, CA 95652

City of Sacramento
Office of Emergency Services
5770 Freeport Boulevard, Suite 100
Sacramento, CA 95822

State of California
Department of Water Resources
1416 9th Street
Sacramento, CA 95814

Sacramento Area Flood Control
Agency
1007 7th Street
Sacramento, CA 95814

State of California
Central Valley Flood Protection
Board
3310 El Camino Avenue
Sacramento, CA 95821

ARFCD Flood Safety Plan iv
January 2018
Table of Contents
Abbreviations and Acronyms vii
1 Plan Introduction 1

1.1 Purpose 1

1.2 Scope 1

1.3 Plans That Govern or Influence Flood Emergency Response within ARFCD’s Boundaries 2
2 Concept of Operations 3

2.1 Situation Overview 3

2.2 General Approach to Seasonal Flood Operations 1

2.2.1 Routine Preparedness and Infrastructure Maintenance 1

2.2.2 Monitoring and Analysis 2

2.2.3 Alerting, Activation and Initial Response 5

2.3 Public Alert and Warning 6

2.4 Emergency Response Actions 7

2.5 Flood Fight Operations 7

2.6 Evacuation 7

2.7 Recovery 8

2.8 Federal and State Emergency and Disaster Assistance 9 3 Organization and Assignment of Responsibilities 11

3.1 General Organization and Responsibilities 11

3.1.1 Levee Flood Control Operations 11

3.2 Key Designated Roles 11

3.2.1 Legal and Financial Authority 11

3.2.2 Multi-Agency Coordination Group Representation 12

3.2.3 Public Information and Risk Communications 12

3.2.4 Evacuation 12

3.2.5 Maintaining Emergency Equipment, Supplies, and Resources 13

3.2.6 Monitoring Levees, Water Conditions, Elevations, and Flood Forecasts 13

3.2.7 Emergency Staff Activation 13

3.2.8 Documentation 13

3.3 Responsibilities of Supporting Agencies 13

3.3.1 California Department of Water Resources 13

3.3.2 U.S. Army Corps of Engineers 14

3.3.3 California Data Exchange Center 14

3.3.4 State of California Central Valley Flood Protection Board 14

3.3.5 City of Sacramento Department of Utilities 15

3.3.6 County of Sacramento Department of Water Resources 15

3.3.7 County of Sacramento Office of Emergency Services 15 4 Direction, Control, and Coordination 16
ARFCD Flood Safety Plan v
January 2018

4.1 Management and Control of District Operations and Coordination within the District 16

4.2 Management and Policy 16

4.3 Incident Commander 16

4.4 Management and Coordination with Other Jurisdictions 16

4.5 Sacramento Operational Area Emergency Operations Center 17

4.6 State-Federal Flood Operations Center 17

4.7 Sacramento Operational Area Joint Information Center 17

4.8 Plan Activation Authority 18

4.9 Disaster Intelligence 18

4.10 Weather Forecast 18

4.11 River Forecast 18

4.12 Levee Patrols 18
5 Communications 19

5.1 Communications Organization 19

5.2 District Communications 19

5.3 Communicating with Other Jurisdictions 19

5.4 Sacramento Operational Area Emergency Operations Center 19

5.5 State-Federal Flood Operations Center 19

5.6 Public Alerting Systems 19

5.6.1 Emergency Alert System (EAS) 20

5.7 Protocols for Contacting Levee Patrols 21

5.7.1 Other Communications Protocols 21
6 Administration, Finance, and Logistics 22

6.1 Mutual Aid 22

6.2 Record Keeping 22

6.3 Resource Tracking 22

6.4 Resources 23

6.5 Flood Response Contractors 23

6.6 Logistics Facilities 23

6.7 Finance and Administration 23
7 Plan Development and Maintenance 24

7.1 Plan Development, Review and Maintenance 24

7.2 Training and Exercises 24

7.3 Evaluation 24
8 Authorities and References 25

8.1 Federal 25

8.2 State 25

8.3 Local 25
Appendix A Emergency Contact List 26
ARFCD Flood Safety Plan vi
January 2018
Appendix B Levee Patrol 31
B.1 Purpose 31
B.2 Program Elements 31
B.2.1 Component I – Training 31
B.2.2 Component II – Equipment Procurement and Maintenance 32 B.2.3 Component III – Levee Patrols 33
B.2.4 High Water Staking Procedures 34
B.3 Augmenting Staff 34
Appendix C Flood Fight 35
C.1 Trigger(s) 35
C.2 Prioritization 35
C.3 Activation and Dispatch 35
C.4 Personnel 36
C.4.1 Resource Agencies 36
C.4.2 Mission Tasking 36
C.4.3 Tasking Criteria 36
C.4.4 Costs/Reimbursement 36
C.4.5 Request Procedures 37
C.4.6 Fire Mutual Aid 37
C.4.7 State Agency Voluntary Response 37
C.5 Hazardous Materials Locations 37
C.6 Materials and Supplies 39
C.7 Training in Flood Fight Procedures and Techniques 40 C.8 Utilities 40
Appendix D Maps 41

ARFCD Flood Safety Plan vii
January 2018
Abbreviations and Acronyms
AAR After-Action Report
ARFCD American River Flood Control District
CCC California Conservation Corps
Cal EMA California Emergency Management Agency
Cal Fire California Department of Forestry and Fire Protection CDAA California Disaster Assistance Act
CDEC California Data Exchange Center
CERT Community Emergency Response Team
CNG California National Guard
CNRFC California-Nevada River Forecast Center
DWR California Department of Water Resources
EAS Emergency Alert System
EDIS Emergency Digital Information Service
EMS Emergency Management System
EOC Emergency Operations Center
FCC Federal Communications Commission
FEMA Federal Emergency Management Agency
FOC Flood Operations Center
FSP Flood Safety Plan
GPS Global Positioning System
IC Incident Commander
ICP Incident Command Post
ICS Incident Command System
JIC Joint Information Center
LMA Local Maintaining Agency
MAC Multi-agency Coordination
NWS National Weather Service
OA Operational Area (County)
OES Office of Emergency Services
ARFCD Flood Safety Plan viii
January 2018
PIO Public Information Officer
PL 84-99 Public Law No.84-99 (1984) gives the Corps of
Engineers authority for emergency management
activities.

RD Reclamation District
REOC Cal EMA’s Regional Emergency Operations Center
RIMS Response Information Management System
SAFCA Sacramento Area Flood Control Agency
SEMS Standardized Emergency Management System
SOC Cal EMA’s State Operations Center
USACE U. S.Army Corps of Engineers
USBR U. S.Bureau of Reclamation
ARFCD Flood Safety Plan 1
January 2018
1 Plan Introduction
Purpose
This Flood Safety Plan (FSP) outlines the American River Flood Control District’s (ARFCD or District) planned response to flood emergencies in or affecting Sacramento County and meets the requirements of Section 9650 of the California Water Code.

The purpose of the FSP is to ensure the effective performance of the District responsibilities in a flood emergency in collaboration with other jurisdictions performing emergency functions within and around the District. This FSP provides information, policies, and procedures that will guide and assist the District in efficiently dealing with flood emergencies.

This FSP allows implementation of the California Standardized Emergency Management System (SEMS) and is intended to be used in conjunction with the California Emergency Plan, and other local emergency plans, to facilitate multi-agency and multi-jurisdictional coordination in flood emergency operations within ARFCD boundaries.

Although this is a public document, appendices to this FSP contain specific procedures to be followed in flood response. The appendices contain sensitive material, such as personal contact information. Therefore, they are not public documents in their complete form – they are subject to restricted-use handling procedures.

Scope
The ARFCD is an independent jurisdiction with responsibility for the operation and maintenance of the levee system within its jurisdictional boundaries and other levees for which the District may have maintenance responsibilities as determined by agreements with other entities. While the District will work with, and assist if possible, the local jurisdiction(s) responsible for other public safety functions within the District, this FSP only contains detailed procedures for ARFCD emergency responsibilities. This FSP will describe the interaction with other jurisdiction(s), but the operation plans of other jurisdictions with public safety responsibilities within the area protected by ARFCD levees are only referend in this document.

This FSP will cover the following:
• District flood preparedness procedures
• District levee patrol procedures
• District flood fight procedures
• District recovery and after-action procedures
ARFCD Flood Safety Plan 2
January 2018
Plans That Govern or Influence Flood Emergency Response within ARFCD’s Boundaries
Emergency response plans that govern or influence flood emergency response with the ARFCD’s boundaries are:
• State of California Emergency Plan (2009)
• State of California Governor’s Office of Emergency Services, guidelines for Coordinating Flood Emergency Operations (1997)
• Sacramento County Emergency Operations Plan (2017)
• City of Sacramento Emergency Operations Plan (2005)
• City of Sacramento Comprehensive Flood Management Plan (2017) • City of Sacramento, Office of Emergency Services, Evaluation Plan for Floods and Other Emergencies (2008)
• City of Sacramento Emergency Action Plan (2016)

ARFCD Flood Safety Plan 3
January 2018
2 Concept of Operations
Situation Overview
The ARFCD is in the Sacramento Valley. Areas adjacent to rivers, sloughs, creeks, and drainage canals and other low-lying areas are subject to flooding. State and local protective facilities, such as dams, bypasses, and levees, afford a level of flood protection; however, the flood events of 1986, 1995, 1997, and 1998 demonstrated that there is still a significant flood threat in the valley.

Sacramento County is vulnerable to many flooding sources caused by river floods, levee failures and/or overtopping, drainage pump failure, flood gate and/or closure structure failure, dam failure, flash and localized stormwater flooding. These may produce large losses to public infrastructure and private property. Deep flooding caused by levee failure or overtopping remains a significant threat to valley locations.

The local land use agencies and levee maintainers have the responsibility for operations and maintenance along with emergency preparedness during a flood event. For the Sacramento area, the Sacramento Area Flood Control Agency (SAFCA) works with State and Federal authorities for flood management. Within SAFCA’s area of operation, the City of Sacramento, the ARFCD, Reclamation District (RD) 1000, and the State Department of Water Resources Maintenance Area 9 are responsible for levee maintenance and operations of the major levees that protect the urban area of Sacramento within the Sacramento and Sutter Counties. In addition to these entities, the U.S. Army Corps of Engineers (USACE) has authority under their Sacramento Bank protection program to assist the State with addressing long term bank protection projects along the Sacramento River and its tributaries.

The ARFCD is an independent special district in the central portion of Sacramento. The boundaries of the District generally follow the floodplain of the American River as identified at the time of District formation in 1927. The flood plain area provided protection by the District, shown in Appendix D: Maps, encompasses approximately 40 miles of levees along the American River and portions of Steelhead, Arcade, Dry and Magpie Creeks. The jurisdiction covers areas of North Sacramento and Sacramento south to Sutterville Road and 14th Avenue and areas of the County of Sacramento south of American River to Folsom Boulevard and Mayhew Road. The territory within the District boundary is characterized by flat and gently rolling land in the central portion of the city of Sacramento. The District provides flood protection to a specific geographic area.

The ARFCD is responsible for the following levee segments, drainage facilities, and flood control structures.

ARFCD Flood Safety Plan 1
January 2018
Facility Name River/Stream Location
Dry Creek North Levee Dry Creek Station 7000+00 to 7085+58 Robla Creek South Levee or
Linda Creek levee or Dry
Creek left Bank (south) levee
Robla Creek Station 6000+00 to 6118+20
Natomas East Main Drainage
Canal (NEMDC) East Levee
Robla Creek and Arcade
Creek Station 3055+86 to 3192+23
Arcade Creek north levee Arcade Creek Station 5000+00 to 5112+43 American River South Levee American River Station 1000+00 to 1552+45 Mayhew Drain Closure
Structure American River Station 1552+45
Sacramento River east levee Sacramento River Station 1000+00 to 1020+85

General Approach to Seasonal Flood Operations
District personnel will carry out routine preparedness activities at the beginning of flood season as described in this section.

Flood response levels for the ARFCD will be based on river stage for both the American and Sacramento Rivers. On the American River, stages should be predictable for up to eight hours.

On the Sacramento River system, depending on which dams are releasing the flows, advance warning of river stages may be as much as 24 hours. This section defines the specific level of commitment by the ARFCD for specific triggers.

Not all flooding in the jurisdiction may be based on river stage, refer to the City of Sacramento Emergency Action Plan (EAP) related to floods.

Routine Preparedness and Infrastructure Maintenance
District personnel perform the following routine flood preparedness actions:
• All levees are inspected weekly to determine the needed maintenance as well as to deter any unauthorized encroachments.
• All levees mowed multiple times during growing season. Often, due to late rains, the growth is vigorous and thick needing more attention than "average" years. • Rodent control begins in spring with smoke bombing and progresses to baiting once the first mowing is complete and the wild food supply is reduced. Grouting is scheduled in early fall.
• Pre-emergent Herbicides are applied during the winter months to all roadways to ensure an all-weather road surface.
• Storm and weather related tree fall is removed.
• Minor erosion areas are identified and repaired as needed. • All gates are checked and repaired and painted as needed.

ARFCD Flood Safety Plan 2
January 2018
• Post emergent herbicide is applied as needed to keep roadways clear and on slopes as needed to deter noxious weed populations from establishing. • Roadways are resurfaced with fresh gravel prior to the start of flood season. • Tree and brush trimming is completed during the winter months. • Flood Emergency supplies and materials are checked and resupplied as needed. Supplies include, 9,000 empty sandbags, 2,000 filled sandbags, 4,500 feet of visquine, 7,000 tons of rip rap, as well as other material for flood patrol and fighting. • All equipment is serviced and prepared for flood season. • Annual flood fight training is conducted with the DWR and County of Sacramento CMID members.
• County CMID inspectors are on call to assist ARFCD in a flood emergency. • Communications, including radios, satellite phones and cell phones are checked for proper operation.
• Contact lists are checked and updated.
• General Service agreements for emergency levee repair are updated with Teichert, Granite, and Nordic Construction.

Monitoring and Analysis
The District will monitor and analyze throughout the flood season the water conditions, elevations, and forecasts of rivers and creeks affecting the District’s levees for promptly identifying heightened threats to the integrity of the levees and drainage systems. The objective ot this monitoring is to identify conditions that warrant additional actions beyond routine flood season preparedness activities. The District’s flood stage monitoring consists of observing the readings from specific real-time, telemetered stream gages that report the conditions on water courses that affect potential flooding in the jurisdiction. For each gage location on a stream or water course, stages or flows have been categorized into three levels: monitoring stage, danger stage, and flood stage.

The real-time gages can be accessed through the internet through the California Data Exchange Center (CDEC) within the California Department of Water Resources website (www.water.ca.gov
). CDEC includes links to the National Weather Service and links to satellite photos. CDEC provides information on all of California’s rivers and reservoirs. This allows direct monitoring of outflows at key dams affecting the District.

The Sacramento County also uses the Automated Local Evaluation in Real Time (ALERT) system for local creeks. ALERT was created by the National Weather Service to signal the City of Sacramento about possible flooding. ALERT provides continuous and automatic reports from river levels and rainfall gauges to help detect impending high water levels. The ALERT system website is maintained by Sacramento County and is located https://www.sacflood.org .

ARFCD Flood Safety Plan 3
January 2018
ARFCD Levee Patrol Plan

Flows/Stage Patrol Frequency by
Reach 24-hr? No. of Patrols
(total staff)
American
River >10,000 to 35,000 cfs 4 hours entire system
(Daylight hours) N

>35,000 to 50,000 cfs 2 hours Sac River to Watt
4 hours upstream Watt Y

>50,000 to 90,000 cfs 1 hour Cap City to H Street
(L) 2 hour rest of system Y

>90,000 to 115,000 cfs 1 hour downstream of Watt
2 hour upstream of Watt Y

>115,000 to 145,000 cfs
1/2 hours Cap City of H
Street (L) 1 hour rest of
system
Y

Sacramento
River 25.0 feet at I Street 4 hours downstream Cap
City N

27.0 feet at I Street 2 hours downstream Cap
City Y

30.0 feet at I Street 1 hour downstream of H
Street Y

Dry Creek 116.0 at Vernon Street 4 hours N

38.0 at W.

Branch/Elkhorn 4 hours N

42.0 Main
Branch/Elkhorn 4 hours N

120.0 at Vernon Street 2 hours Y

43.0 at W.

Branch/Elkhorn 2 hours Y

47.0 Main
Branch/Elkhorn 2 hours Y

124.0 at Vernon Street 1 hour Y

43.0 at W.

Branch/Elkhorn 1 hour Y

47.0 Main
Branch/Elkhorn 1 hour Y

Arcade
Creek 58.0 Watt S/O Longview 4 hours N
ARFCD Flood Safety Plan 4
January 2018
ARFCD Levee Patrol Plan (Cont.)
Flows/Stage Patrol Frequency by
Reach 24-hr? No. of Patrols
(total staff)

35.0 1659 Arcade 4 hours N

25.0 Arcade @ NEMDC 4 hours N

60.0 Watt S/O Longview 2 hours Y

37.0 1659 Arcade 2 hours Y

28.0 Arcade @ NEMDC 2 hours Y

62.0 Watt S/O Longview 1 hours Y

40.0 1659 Arcade 1 hours Y

30.0 Arcade @ NEMDC 1 hours Y

Magpie
Diversion

73.0 Watt S/O Roseville
Rd 4 hours N

Raley Blvd – Shoulder
inundated 4 hours N

75.0 Watt S/O Roseville
Rd 2 hours Y

Raley Blvd – Impassable 2 hours Y

78.0 Watt S/O Roseville
Rd 1 hour Y
Raley Blvd – Outflanks 1 hour Y

Flood Season Monitoring (Normal Conditions)
During flood season and under normal conditions, the District conducts the following monitoring:
• Monitor reservoir levels weekly or more frequently as necessary • Contact the FOC and the USACE to report encroachments • Monitor weather reports on a daily basis
• Monitor river levels on a regular basis (or two or three times per week) Flood Season Monitoring (Adverse Weather Conditions)
During flood season and under adverse weather conditions, the District conducts the following monitoring:

ARFCD Flood Safety Plan 5
January 2018
• Monitor weather reports/radar several times per day
• Monitor river/stream levels as necessary to initiate levee patrols at pre- designated stages
• Monitor reservoir levels on daily basis (or more often if significantly encroached)
• Monitor reservoir release schedule on daily basis once levee patrols are initiated (and more often during significant flood events)
• Participate in daily conference calls with County Office of Emergency Services Flood response levels and monitoring patrol frequency for the District are based on river stage.

Levee patrol frequency by river stage is described in Section 2.2.2.

Levee Monitoring
During flood season and under adverse weather conditions, the District takes the following levee monitoring actions:
• Notify staff when levee patrol operations requiring 24-hour monitoring are anticipated and adjust work schedules to accommodate
• Initiate levee patrols at pre-designated river, stream, or reservoir level • Follow the ARFCD Levee Patrol Plan (Appendix B: Levee Patrol Plan) • Notify outside levee patrol staff 72 hours in advance of need for assistance, if possible
• Determine the need for additional levee patrol assistance and potential sources of support
Alerting, Activation and Initial Response
The following actions will be taken when the trigger condition is identified by District staff.

These actions may also be taken by District staff at any time it is felt that conditions affecting the levees warrant such action.

After compiling monitoring and surveillance information, the ARFCD decides if it is necessary to begin flood operations or direct flood fight resources to specific areas where flooding is occurring or may occur soon. District staff also monitor the flood stage information or monitoring system and are in constant communication with flood control staff throughout the storm episode.

The following actions are taken depending on the severity of flood conditions. District staff may take these actions at any time it is felt that conditions affecting the levees and drainage system warrant such action.

ARFCD Flood Safety Plan 6
January 2018
• Alert the Board of Trustees and District staff
• Appoint an Incident Commander for the District
• Activate staff, notify contractors, and initiate levee-monitoring protocols as defined in Levee Patrol Plan. (Appendix B: Levee Patrol Plan) • Make notifications to the City and County
• Contact DWR Flood Operations Center (FOC)
The District does not use “phases”, where objective conditions trigger a group of actions. Each action indicated will be taken when District staff feels it is warranted, based on river stages and levee integrity. The District Superintendent and District General Manager are responsible for monitoring objective conditions affecting the District.

District staff will take all of the above actions on identification—or verified report —of any out - of-the-ordinary condition on a District levee that presents a potential risk of failure.

If conditions exceed their capabilities on any of the levee systems, the District will call the Sacramento County or DWR for technical assistance. If conditions continue to worsen, the District may contact Sacramento County for mutual aid resources. The DWR FOC may request support from the USACE under PL 84-99.

As coordinated operations continue, local jurisdictions will brief their administrators. These positions often serve as the Directors for Emergency Operations at the Emergency Operations Center (EOC). Depending on the flooding situation, the EOC will be activated and staff will respond to the EOC to coordinate OA response to the disaster with other agencies.

The DWR FOC may also be made operational. County EOCs remain operational until the threat from flooding is contained and controlled.

Public Alert and Warning
The jurisdictions identified below have the responsibility for providing emergency response to the general public within the ARFCD boundaries. The District will promptly notify these jurisdictions of identified concerns with their levees in accordance with the Sacramento County OA protocols and will provide detailed information on the characteristics of the threat. • Sacramento County Office of Emergency Services
• Sacramento County Sheriff’s Department
The ARFCD will coordinate operations with these jurisdictions/agencies through the Sacramento OA. District staff will assist, to the extent possible, with public safety actions if requested.

Response producers for the above public safety agencies will be found in agency emergency plans.

ARFCD Flood Safety Plan 7
January 2018
Emergency Response Actions
The District emergency organization is mobilized to cope with specific situations. Each unit, when mobilized, operates according to the provisions of this FSP. Priority is given to operations such as the following:
• Survey and evaluate the emergency situation and advise the Sacramento OA EOC and the FOC
• Mobilize, allocate, and position District personnel and materials for levee monitoring and flood fighting
• Notify flood emergency contractors
• Establish staging areas for personnel, supplies, and equipment • Produce and disseminate emergency information
• Protect, control, and allocate vital resources
• Submit requests for resources and assistance
• Restore or activate essential facilities and systems
The preceding actions are based on extensive local coordination of plans and response. Also, there are daily briefings facilitated by DWR from the FOC involving all impacted agencies.

When local resources are committed to the maximum and additional materials or personnel are required to control or alleviate the emergency, requests for resources are initiated through the Sacramento OA EOC.

Flood Fight Operations
Flood fight operations, including levee patrol and repair, are conducted in accordance with the procedures in this FSP. Operations and response procedures are modified as needed by the District Incident Commander to meet the demands of actual emergency conditions. Both the City and the County have Emergency Evacuation Plans and are responsible for warning and evacuation within the District. An inventory of flood fight supplies may be found in Appendix C: Flood Fight Resource Inventory. Flood fight operations, including levee patrol, will be conducted in accordance with the procedures in Appendixes B and C.

Evacuation
Certain flood threats to the District, as they grow in severity, may require evacuation of populations of residents and/or visitors. The evacuation planners need to determine the lead-time needed to get the necessary resources deployed to the field and the estimated time to conduct a floodplain evacuation. Determination of the proper lead time is made as part of the initiation coordination calls with the Sacramento OA and DWR. Examples of these flood threats may include:

ARFCD Flood Safety Plan 8
January 2018
• Weather reports that include flood watches or warnings and/or storms that may bring large amounts of rain
• Reservoir release forecasts that equal or exceed downstream safe levee capacity • Active river bank erosion that is threatening levee stability • Dam failure advisories for dams anywhere along the Sacramento River, American River, or Cosumnes River watersheds
• Levee breach advisories for levees protecting District populations When these conditions threaten the District, the District notifies threatened jurisdictions (i.e., the City and the County). After the decision to evacuate is reached, the City and the County coordinate with the District to manage the evacuation process so as not to affect emergency response activities. Coordination of evacuation efforts in the County is managed from the Sacramento OA EOC, and the coordination of evacuation efforts in the City is managed from the City of Sacramento Emergency Operations Center (City EOC). Additional information about evacuation is provided in the Sacramento County Evacuation Plan and the City of Sacramento Evacuation Plan.

Recovery
An effective recovery requires coordinating with several government agencies over an extended period. Recovery activities may include:
• Organizing files from emergency operations
• Gathering pictures, memos, notes, and other written information from those involved in the emergency response
• Creating a list of outside contacts made during response, including resource and regulatory agency contacts
• Organizing the contracts executed, invoices from contractors/material suppliers, and documented labor costs from the emergency response
• Initiating claim procedures with FEMA and the California Governor’s Office of Emergency Services (Cal OES)
• Conducting a post-flood survey of the District’s flood control system to determine areas needing immediate emergency repairs
• Determining if the District has the financial resources to undertake repairs; if not, seeking assistance from State and USACE (under Public Law 84-99 or other appropriate State or Federal program) to implement immediate repairs • Conducting a post-flood-season survey to determine which sites were not addressed by the post-flood survey but need to be repaired before the next flood season ARFCD Flood Safety Plan 9
January 2018
Other recovery activities may include:
• Rebuilding levees
• Dewatering protected areas - reference City of Sacramento Emergency Action Plan • Clearing debris
• Demolishing unsafe structures
• Re-entering of District residents
• Performing research to uncover residual hazards, to advance knowledge of disaster phenomena, and to provide information to improve future flood Federal and State Emergency and Disaster Assistance
The ARFCD may maintain mitigation and emergency plans and procedures, as well as, the physical condition of its levees, at the level required to be eligible for disaster assistance under the Federal Stafford Act program as well as the California Disaster Assistance Act (CDAA).

Emergency operations will be conducted and documented in compliance with conditions of these programs for reimbursement of disaster expense.

State and federal support during the Emergency Phase:

To ensure that the district takes steps to quickly access the recovery process, these actions should be considered if an incident is imminent or occurring:
• The ARFCD in coordination with SAFCA and Sacramento County staff will request the County to proclaim the existing of a local emergency and notify ARFCD staff when the proclamation is established.
• The ARFCD in coordination with Sacramento County may consider requesting Cal EMA and DWR support during the Emergency Phase. California Mutual Aid and USACE assistance are available when resources beyond local capability are needed for flood fight operations.

Emergency Phase support following flooding:
• If the County declares a disaster, the Governor may support it by proclaiming a State of Emergency and then requesting the President make a National Disaster declaration for the affected area.
• If the President declares the area a national disaster, assistance from the Federal Emergency Management Agency (FEMA) will be requested.
• If residential flooding occurs, regardless of the declaration, USACE can provide federal funds for recovery operations for up to 30 days following the incident.

ARFCD Flood Safety Plan 10
January 2018
• USACE assistance can also be requested to repair eroded and damaged levees following high flows. Request for this authority must be made in a timely manner (30 days).

ARFCD Flood Safety Plan 11
January 2018
3 Organization and Assignment of Responsibilities
Levee Flood Control Operations
The District will use its paid and contract staff to perform its responsibilities in a flood emergency. The District can request mutual aid and coordinates with the Sacramento County OA during flooding episodes.

Key Designated Roles
The ARFCD Board of Trustees (Board) has made the following assignments of authority and responsibility to ensure that needed emergency actions can be taken promptly and efficiently.

Annually, the Board designates responsibility to the General Manager for Emergency Operations.

Legal and Financial Authority
Once the Board has concurred that a local emergency is occurring, any one trustee and the District General Manager are authorized to (1) make a legal or financial commitment on behalf

ARFCD Flood Safety Plan 12
January 2018
of the District during emergency operations and (2) purchase additional flood fight supplies or materials. Even without prior Board concurrence that a local emergency is occurring, the General Manager can take these actions on recognition of a threat to levee integrity, but in this case the Board must be notified of the action within 24-hours.

The District General Manager is authorized to sign written contracts with private vendors or other public agencies stemming from emergency actions, as described above.

Multi-Agency Coordination Group Representation
The District Superintendent is authorized and responsible for representing the District in the unified field-level incident command that may be established by the Sacramento OA. The District Superintendent is also responsible for representing the District at the Sacramento OA management group. The District Superintendent may speak for the District in matters of the condition of District levees, input to protective action decisions being made by public safety agencies, and any requests to modify or conform the District’s response that come out of the multi-agency coordination process.

Public Information and Risk Communications
If required, the District General Manager is authorized to speak to the media on behalf of the District as part of the Sacramento OA Joint Information Center (JIC). The District also updates its website with information related to District activities.

Although the District does not have a dedicated Public Information Officer (PIO), the General Manager will coordinate with the City of Sacramento (City) and the County to get critical information to the public. The City and the County have PIOs that will manage the dissemination of information to the public, either through press releases, press briefings, or social media.

Evacuation
The City is responsible for coordinating the evacuation of residents and visitors in the District.

The City Manager has the authority to issue evacuation recommendations and the City Police Department manages the evacuation. The City of Sacramento Evacuation Plan describes the Concept of Operations for evacuation in the City limits. The City is responsible for the following regarding evacuation:
• Recommending evacuations for all or part of the population from a threatened or impacted area if considered necessary for preservation of life, property, or the environment
• Prescribing routes, modes of transportation, and destinations in connection with evacuation
• Controlling ingress and egress from a disaster area, the movement of persons, and the occupancy of premises in the area
ARFCD Flood Safety Plan 13
January 2018
Maintaining Emergency Equipment, Supplies, and Resources The District Superintendent is authorized to maintain District equipment, supplies, and resources for emergency response and is responsible for doing so. The Superintendent ensures that supplies are maintained at inventory levels set by the Board or at any minimum levels that may be set by DWR guidance or statutes.

Monitoring Levees, Water Conditions, Elevations, and Flood Forecasts The District Superintendent is responsible for monitoring levees, water conditions, elevations, and forecasts for identifying conditions warranting additional action beyond routine flood preparedness as outlined in this plan.

Emergency Staff Activation
The District General Manager and District Superintendent are authorized to activate—and are responsible for doing so—District staff and/or flood response contractors and resources; to request Mutual Aid assistance from (or provide it to) public agencies; and to supervise District staff, contractors, and/or Mutual Aid resources assigned to the District for (1) levee patrol, (2) flood fight operations, and (3) District de-watering operations (if applicable).

Documentation
The District Office Manager is authorized to maintain necessary documentation of emergency expenditures, damage to District infrastructure, and use of supply inventories in accordance with the requirements of Federal and State disaster assistance programs and is responsible for doing so.

The District Office Manager, under the authority of the District General Manager, is also authorized to prepare and submit disaster assistance claims during the recovery period through all Federal and State disaster assistance programs that may be applicable and relevant to District costs and is responsible for doing so.

Responsibilities of Supporting Agencies
During a levee breach and/or flood fight operation, the District may request support from other agencies. These agencies and their responsibilities are identified below.

California Department of Water Resources
The mission of DWR’s Division of Flood Management is to prevent loss of life, reduce property damage caused by floods, and to assist in recovery efforts following any natural disaster. The State-Federal FOC, which is in Sacramento, is a component of Division of Flood Management’s Flood Operations Branch. Year-round, the FOC is the focal point for the gathering, analyzing, and disseminating of flood- and water-related information to stakeholders. During emergency situations, the FOC provides a facility from which DWR can centrally coordinate State-wide emergency response.

ARFCD Flood Safety Plan 14
January 2018
When streams and rivers are forecast to rise above certain pre-determined stages (water surface elevations) or flow rates, FOC personnel make high-water notification calls to appropriate flood system LMAs and emergency response agencies.

DWR also provides staff to the California State Reclamation Board; assists local flood control districts, particularly during flood events; monitors river and reservoir levels; and operates the FOC as described above. In addition, DWR is responsible for operation and maintenance of a number of levees in the Central Valley through State Maintenance Areas and a number of dams and reservoirs. DWR also has a significant role in water supply.

U.S. Army Corps of Engineers
When a disaster exceeds the capabilities of State and local interests, the USACE may provide assistance under Public Law 84-99 to save human life, prevent immediate human suffering, or mitigate residential and commercial property damage. USACE assistance may include acquisition of flood fight materials, geotechnical evaluation of levees and other flood operations structures, contracts for emergency flood fight and temporary repairs, clearance of drainage channels or blocked structures, technical assistance for development of plans, and, on request, inspection of non-Federal dams and flood control projects. USACE also has jurisdiction over storage capacity seasonally reserved for flood control on most major reservoirs throughout California.

California Data Exchange Center
The California Data Exchange Center (CDEC) provides a centralized database to store, process, and exchange real-time hydrologic information gathered by various cooperators throughout the State. CDEC disseminates this information to the cooperators, governmental and private agencies, news media, and the general public. The data collected by CDEC enables forecasters to prepare flood forecasts and water supply forecasts, reservoir and hydroelectric operators to schedule reservoir releases, water suppliers to anticipate water availability, and flood emergency personnel to prepare and disseminate flood hydrology data and reports.

CDEC formats and manages data for public use via the Internet. Its extensive website is accessible to flood emergency personnel, private and public agencies, news media, and the general public. Valuable information is created from the data and presented in a variety of formats, including maps, plots, charts, and publications. The website is a useful and effective tool for monitoring current flood conditions and provides real-time information, including river stages, precipitation, snow water content, temperature, water quality, and full weather data.

State of California Central Valley Flood Protection Board The State of California Central Valley Flood Protection Board oversees flood control activities in the Central Valley. It serves as the local sponsor to the USACE on Federal flood control projects, cost-shares in the projects, holds title or easements to the lands underlying the projects, and inspects the operation and maintenance of the facilities by the local flood control and reclamation districts. The board is the regulatory authority about any proposed activity that could affect the flood control system.

ARFCD Flood Safety Plan 15
January 2018
City of Sacramento Department of Utilities
The City of Sacramento Department of Utilities (DOU) primarily operates and maintains water and wastewater systems, including local drainage systems, which consist of storm drains, culverts, pumping stations, and channels with levees. These drainage systems pump water into the levee systems. Also, DOU operates and maintains local levees and the portions of the Sacramento and American River levee systems that are outside the boundaries of the ARFCD.

County of Sacramento Department of Water Resources
The County of Sacramento Department of Water Resources (County DWR) provides drainage, water supply, and flood control services to areas within their jurisdiction. County DWR consists of a Drainage Division and a Water Supply Division, with the Drainage Division Maintenance Engineering Section having primary responsibilities in flood operations. During storm events, County DWR activates a Department Operations Center (DOC) and a Field Support Operations Center (FSOC) and provides staff to the County of Sacramento Emergency Operations Center (County EOC) to coordinate activities and share information. County DWR staff actively monitor rainfall and stream flow conditions through the County Automated Local Evaluation in Real Time (ALERT) gage system, provide field crews for emergency maintenance and levee patrols of several small County-maintained levees, and assist emergency personnel in flood- related activities. County DWR field crews respond to service calls made to the 875-RAIN dispatch center related to localized flooding throughout the County and have primary responsibility for carrying out the operation and maintenance of pipe, pump, and channel drainage systems.

County DWR serves as the floodplain management agency for the County. As such, the agency is instrumental in preparing a County-wide perspective on flood preparedness and flood fight efforts in the area. County DWR plays a key role in gathering, analyzing, vetting, and disseminating weather forecast and water level information County-wide and communicates this information directly to potentially impacted parties, such as Reclamation Districts (RDs), incorporated cities, and local communities. County DWR also provides assistance to RDs in the form of levee patrol support crews and water removal through pump stations.

County DWR also maintains the County’s Storm Ready Program, which informs the public about flood safety and actions that should be taken during a flood threat.

County of Sacramento Office of Emergency Services
The County of Sacramento Office of Emergency Services (County OES) has responsibility for administering the emergency management program for the County. As part of this responsibility, County OES supports the operation of the Sacramento OA Emergency Operations Center (OA EOC), issues warnings and notifications, provides subject matter expertise on and maintenance of emergency response plans, and coordinates requests for resources and assistance when the OA EOC is not activated.

ARFCD Flood Safety Plan 16
January 2018
4 Direction, Control, and Coordination
Management and Control of District Operations and Coordination within the District
District staff authorized and responsible for carrying out the actions use the direction, control, and coordination processes described in this chapter.

District staff apply the Incident Command System (ICS) and SEMS to organize District response activities, manage field-level response activities, and coordinate with supporting agencies.

The General Manager serves as the Emergency Manager for the District during emergency operations. The General Manager supports the Incident Commander and coordinates with the City when additional assistance is needed and to share critical information.

Management and Policy
The District maintains direction and control of District operations during emergency periods.

The District Board of Trustees meet and confer as deemed necessary by the President during emergency operations to perform its policymaking and financial responsibilities during emergency response operations. Board meetings occur in the field or, if needed, at the office of the District.

The Board President issues Delegation of Authority letters as required.

Incident Commander
The Incident Commander at the flood fight scene is in charge of all resources responding to that emergency site. The Incident Commander may assign missions to flood fight crews acquired under Mutual Aid from other governmental agencies, tasking them to perform specific actions to facilitate the response.

The District Superintendent serves as Incident Commander to manage all incidents occurring on the District levee system during any single disaster event as allowed in the NIMS protocols. The District operates on a 24-hour operational period. If necessary, the Incident Commander requests assistance from the District General Manager.

Management and Coordination with Other Jurisdictions
During a flood threat incident, the District maintains regular communication with the FOC, the City EOC, and the County OA EOC. Through the FOC (and information on the DWR website), the District provides updates on the conditions of the levees and receives information about the reservoir levels and anticipated releases. The District may also seek technical assistance on handling levee problems. The FOC has representatives from the National Weather Service, U.S.

Bureau of Reclamation, and USACE available to provide information and assistance. The City ARFCD Flood Safety Plan 17
January 2018
EOC coordinates the local emergency response. The District provides regular updates on the conditions of the levees and observed river levels. The District may also ask for assistance (e.g., traffic or crowd control or other emergency response) from law enforcement and/or fire departments through the OA.

For flood threats, a multiagency coordination (MAC) group may be established to share information and facilitate the coordination of resource requests. The City, County or State depending on how widespread the flood threat is can facilitate the MAC Group. The MAC Group includes the participation of representatives from all agencies that have an active role in the coordinated flood response. The MAC Group can meet in person, but is commonly convened as a conference call on a pre-set schedule.

Either as part of MAC Group participation or through direct communication with the City and/or County, the District will provide updates on the conditions of the levees and observed river levels. The District may also request assistance (e.g., traffic or crowd control or other emergency response) from law enforcement and/or fire departments through the Sacramento County OA.

Sacramento Operational Area Emergency Operations Center The County maintains and hosts the Sacramento OA EOC at 3720 Dudley Boulevard, McClellan, CA. The Sacramento OA EOC prioritizes the allocation of resources, including Mutual Aid; performs information sharing; and conducts coordination processes in accordance with the MAC system procedures maintained by the County OES.

The Sacramento OA Planning Section provides disaster intelligence and situational status to participating jurisdictions on activation in an emergency. The District participates as needed in this disaster intelligence and information-sharing process.

The District General Manager participates in the Sacramento OA MAC system processes and procedures on behalf of the District.

State-Federal Flood Operations Center
DWR has special authority under California Water Code Section 128 to assist RDs with flood fight operations. DWR maintains the FOC to coordinate the performance of these functions and support the operations of other State and Federal agencies.

The District coordinates with the FOC to share information and to notify DWR of requests submitted to the Sacramento OA for resources and technical assistance. The District communicates with the FOC through telephone systems or at MAC activities where FOC representatives are present.

Sacramento Operational Area Joint Information Center
When necessary, a JIC is established to coordinate the handling of Emergency Public Information operations for the County and the OA. A JIC is established at a suitable location (removed from the EOC, but in close proximity to it) to provide for effective management of Emergency Public Information functions. When activated, the JIC is staffed by personnel trained ARFCD Flood Safety Plan 18
January 2018
to conduct Emergency Public Information activities, including coordinating inter-jurisdictional media releases and the management of rumor control functions. When necessary, the District General Manager coordinates with the JIC to share information with the public.

Plan Activation Authority
The District Board of Trustees and the District General Manager have the authority to activate this FSP based on the emergency situation.

Disaster Intelligence
During river and levee monitoring and flood fight operations, the District collects disaster intelligence to evaluate the situation and provides updates to supporting agencies. Disaster intelligence is the means, the tools, and techniques the District uses to identify, collect, analyze, and disseminate information on the current and future extent and consequences of a flood.

Intelligence is shared primarily with the City EOC, the Sacramento OA EOC, and the FOC.

Weather Forecast
The advent of satellite imagery and sophisticated computer models has significantly improved the ability to forecast the times and intensities of rainfall. Managing flood response requires knowledge and understanding of the implications of weather predictions for other parts of the watershed and the local area. The National Weather Service provides daily briefings on upcoming weather as part of its role in the FOC. The District participates in these briefings starting at the River Advisory Stage.

River Forecast
In addition to precipitation forecasts, the District General Manager must also know how the resulting runoff affects reservoir storage, releases from dams, and ultimately the amount of water flowing in the river. Hydrologists for DWR work with the National Weather Service in the California-Nevada River Forecast Center (CNRFC) to provide twice-daily forecasts of river height at various points. These forecasts are issued as “River Bulletins,” and the District subscribes to DWR’s email distribution system. Also, the District regularly reviews the website of the CDEC, which provides data on reservoirs, rivers, and rainfall (http://cdec.water.ca.gov/ ).

Levee Patrols
As important as it is to anticipate the potential situation, it is equally as vital to be aware of current conditions and sudden shifts in those conditions. The District Superintendent maintains regular contact with levee patrols. This contact ensures that the District quickly learns of any changes in the situation, facilitating prompt response. Levee patrols are defined in Levee Patrol Plan, in Appendix B.

ARFCD Flood Safety Plan 19
January 2018
5 Communications
Communications Organization
During day-to-day operations and flood response operations, District staff, contractors, and other staff working under District supervision must be able to communicate and share information. At a minimum, the District must be able to communicate internally with other public agencies operating within the District, neighboring RDs, the Sacramento OA EOC, and the FOC.

District Communications
The District operates communications equipment on a limited basis, including the use of Satellite phones; landlines – both digital and analog; fiber optic cables, and emergency radios. The District relies on the personal cell phones of its staff and trustees to maintain communications between the District Board of Trustees, the District General Manager, the District Superintendent, and other response staff that may be hired during the emergency period. In the event of a failure of cellular telephone systems, the District will use messengers to transmit information between its staff and other jurisdictions and regularly scheduled coordination meetings of the field unified commands and the Sacramento OA organization.

Communicating with Other Jurisdictions
The District maintains communications with other jurisdictions by cellular telephone and by participation in meetings of the Flood Fight Incident Command and MAC groups.

Sacramento Operational Area Emergency Operations Center The District maintains communications with the Sacramento OA EOC by cellular telephone and participates in scheduled meetings of the MAC groups. The District maintains telephone numbers assigned by the OA for use by RDs (see Appendix A: Emergency Contact List).

State-Federal Flood Operations Center
The District communicates with the FOC by cellular telephone.

Public Alerting Systems
Public alert and warning is necessary to increase public awareness of an impending threat and to provide clear instructions should an emergency situation require the need for evacuation. In fact, the vital first step of a successful evacuation from the District would be timely public alerting that allows the public the opportunity to safely move to non-impacted areas.

During public alert and warning, the District promptly notifies the City of Sacramento Office of Emergency Services (City OES) or County OES, depending on the jurisdiction impacted. Both the City and the County are responsible for alerting and warning the public on identification of a ARFCD Flood Safety Plan 20
January 2018
threat to District levees. The District provides detailed information about the characteristics of the threat and assists, to the extent possible, with notification of the public if requested. All alerting and warning of the public are carried out in accordance with the plans of protected jurisdictions.

When multiple jurisdictions are impacted, alerting and warning are conducted jointly by these jurisdictions through the Sacramento OA using the procedures contained in the Sacramento OA EOP. The District provides support to the OA and JIC to assist with alert and warning messages if requested.

The City and County use several methods to notify the public of an evacuation request. These methods include:
• Emergency siren system
• Emergency alert system (EAS)
• Media hotline and media release
• Reverse 9-1-1 system
• 2-1-1 Sacramento
• Fire and police vehicle loudspeakers
• County Information Services: Sacramento County Information Center and County Operator
• Vulnerable population databases, neighborhood watch programs, and other community support programs
• Neighbors alerting neighbors
People with disabilities and access and functional needs are be notified by support service agencies. Also, the City Operator and the 3-1-1 system are available for the notified public to call for more information.

Those who are evacuating throughout the County or out of the County continue to receive information as to road conditions through the California Department of Transportation (Caltrans) 5-1-1 system for highway conditions, Caltrans changeable message signs, and via EAS on local radio.

Emergency Alert System (EAS)
The EAS is a network of public and private broadcast stations and interconnecting facilities. The system is authorized by the Federal Communications Commission (FCC) to operate in a controlled manner during a war, state of public peril or disaster, or other national emergency.

The system is used within Sacramento County on a voluntary basis during day-to-day situations that pose a threat to the safety of life and property. Sacramento County uses a commercial ARFCD Flood Safety Plan 21
January 2018
broadcast facility – (radio KFBK or television KCRA) – as the central point of information dissemination under the EAS format. Access to EAS is coordinated through the Sacramento County Office of Emergency Services. (Please refer to Appendix D Evacuation).

The City of Sacramento manages the Emergency Alert System and is described in their City of Sacramento Evacuation Plan
Protocols for Contacting Levee Patrols
Initial contact with the Levee Patrol Team(s) shall be in accordance with the Emergency Contact List (Appendix A). Generally, communications with Levee Patrol Teams will be through the General Manager.

Other Communications Protocols
All other communications shall be in accordance with the Incident Communications Plan, as documented on Incident Command System (ICS) forms ICS 204 and ICS 205.

ARFCD Flood Safety Plan 22
January 2018
6 Administration, Finance, and Logistics
Mutual Aid
The ARFCD has mutual aid agreements with the City and the County to provide supplemental staff during floods for round-the-clock levee patrols. The District has also signed agreements with local contractors, who are ready to respond 24 hours per day, 7 days per week, with trained personnel, equipment, and material (such as rock, aggregate base, sand, and fill dirt) if a levee is threatened. Relying on these agreements with the City, the County, and local contractors allows the District to provide services efficiently with a high level of reliability.

Record Keeping
The District General Manager tracks, records, and reports on the work time of all District flood response personnel, including that of flood emergency contractors. The District General Manager collects and maintains documentation on all emergency information needed for reimbursement by Cal OES or FEMA. The ARFCD retains these records for audit purposes for 3 years after receiving a final Cal OES or FEMA close-out letter. Examples of documentation that should be retained include:
• Timesheets and payroll records
• Equipment ownership and usage
• Equipment rental agreements and invoices
• Invoices/receipts for materials and supplies
• Contract documentation such as procurement information, executed contracts, amendments and change orders, and payment records
Resource Tracking
Comprehensive resource management is a key management principle. It implies that all assets and personnel during an event need to be tracked and accounted for. Resource tracking ensures maintenance of accountability over all resources. Thus, resources can be moved quickly to support preparation and response to an incident and ensure a fluid demobilization.

Resource management involves coordinating and overseeing the acquisition and deployment of tools, supplies, equipment, and people during a flood. The objectives of resource management are to (1) maximize efficient resource use while maintaining cost-effectiveness and resource safety; (2) consolidate control of single resources to reduce communications activity; and (3) instill resource accountability. Resource management enhances the benefit of Mutual Aid agreements and improves interoperability.

ARFCD Flood Safety Plan 23
January 2018
Flood response resources include (1) personnel or equipment to perform a specific operation; and (2) supplies and facilities to support on-scene incident operations. The District Office Manager tracks the use of and maintains records on the resources applied to flood response.

Resources
The District maintains an inventory of flood fight supplies. The inventory is found in Appendix D: Flood Fight Resource Inventory.

Flood Response Contractors
Should a problem be identified on the levees, the District uses resources from the City or County to monitor specific locations as necessary. If the problem requires action such as reinforcing the levee by placing dirt, sandbagging a boil, or armoring a levee slope with rock and visquine, the District has flood emergency response agreements executed with several local contractors. These agreements provide for an immediate response 24 hours per day, 7 days per week. The companies currently under contract have extensive experience in providing similar emergency flood services. Determinations of the appropriate action are made by the District General Manager with input from local levee experts, the State Flood Fight Specialist, and engineers from USACE. Full-time monitoring and record keeping are performed by County construction inspectors.

The District maintains standard forms and processes for initiating and executing contracts with private vendors. The District maintains a standard contract form for contracts under $25,000 in a no-bid environment. The District maintains a separate contract form for contracts over $25,000, adding a bonding requirement. Contracts over $25,000 are awarded through an informal bid process.

Logistics Facilities
See Appendix C for the locations of pre-planned delivery points, the locations of District supplies, and District supply staging areas and points.

Finance and Administration
The District maintains financial and administrative records associated with emergency response in accordance with Title 44 Code of Federal Regulations Part 13, Uniform Administrative Requirements for Grants and Cooperative Agreements to State and Local Governments.

Emergency response and construction records, including field reports and procurement and construction management files are maintained by both the District and the District Superintendent and are retained as prescribed by the grant authority.

Also, in anticipation of a flood emergency, the District has established a Flood Fight Reserve Fund. Currently, the fund has approximately $1 million, which is estimated to be sufficient for a 2- to 3-day flood fight.

ARFCD Flood Safety Plan 24
January 2018
7 Plan Development and Maintenance
Plan Development, Review and Maintenance
The General Manager has primary responsibility for developing, reviewing, and updating this FSP on a regular basis. The General Manager will request input from individuals, jurisdictions, and agencies having responsibilities under this plan.

Every four years this plan will be reviewed in its entirety, updated, republished, and redistributed. This plan also may be modified whenever responsibilities, procedures, laws, rules, or regulations pertaining to emergency management and operations change. • Jurisdictions and agencies having assigned responsibilities under this plan are obligated to inform the General Manager when changes occur or are imminent. • These changes will be incorporated into this plan, published, and distributed to jurisdictions and agencies holding this plan (see Distribution List).

Training and Exercises
All emergency responders from ARFCD are strongly encouraged to take advantage of FEMA’s on-line training. In addition, the General Manager of ARFCD will notify holders of this plan of training opportunities or scheduled exercises associated with flood emergency management and operations, such as DWR’s annual Flood Fight sessions. Individual jurisdictions and agencies are responsible for maintaining training records. This plan will be exercised regularly. The General Manager will conduct emergency preparedness exercises in accordance with an annual exercise schedule. Jurisdictions and agencies having assigned responsibilities under this plan must ensure assigned personnel are properly trained to carry out these responsibilities.

Evaluation
The General Manager will coordinate and facilitate post-incident analyses following emergencies and exercises. An After-Action Report (AAR) and Implementation Plan will be prepared by General Manager and distributed to those jurisdictions and agencies involved in the emergency or exercise. The Board of Trustees will review and approve the AAR which will briefly describe District operations, any response problems that arose, and damage sustained by the District levees and infrastructure. The AAR will also contain recommendations for improving flood emergency operations in the future. The Board provides direction to staff on the preparation of changes, additions, or revisions to the District FSP.

ARFCD Flood Safety Plan 25
January 2018
8 Authorities and References
The following sources provide authorities for planning, conducting, and/or supporting flood emergency operations.

Federal
• Federal Civil Defense Act of 1950 (Public Law 920, as amended) • Robert T. Stafford Disaster Relief and Emergency Assistance Act of 1988 (Public Law 93-288, as amended)
• Army Corps of Engineers Flood Fighting (Public Law 84-99) State
• California Emergency Services Act (Chapter 7, Division 1 of Title 2 of the Government Code)
• Standardized Emergency Management System (SEMS) Regulations (Chapter 1 of Division 2 of Title 19 of the California Code of Regulations) and (California Government Code §8607 et sec)
• Hazardous Materials Area Plan Regulations (Chapter 4 of Division 2, Title 19, Article 3, §2720-2728 of the California Code of Regulations) and (California Health and Safety Code, Division 20, Chapter 6. 95, Section 25503. 5)
• California Department of Water Resources Flood Control (California Water Code §128) Local
• Resolution of the Sacramento City Council adopting the Flood Emergency Response Services with ARFCD, dated December 1, 2004.

ARFCD Flood Safety Plan – Appendix A 26
January 2018
Emergency Contact List
Company Name Office Cellular After Hours
Other
RD 1000 Paul Devereux 922-1449 417-4170 417-4170

SAFCA Rick Johnson 874-8737 261-6675 530-677-5285
John Bassett 874-8731 704-8731 780-7421
Pete Ghelfi 874-8733 207-1521 207-1521

RD 900 Tony Schwall 371-1483 684-2262
Kenric Jameson 371-1483 718-9875

RD 1001 Drew Stressor 530-656-2318 530-335-6359 530-674-0165

Natomas Basin Conservancy John Roberts 649-3331 224-2000

Natomas Central Mutual Water Company Steve Hetherington 419-5936 826-7673 564-1425 Brett Gray 419-5936 826-7672 826-7672

Company Name Office Cellular After Hours
Utilities
SMUD (Power Outages) 888-456-7683
SMUD – Emergency Dispatch 732-5338
SMUD Wire Down – 24 Hour 732-5334 911
PG & E Lorie Rodgers 530-320-9063 530-757-5245 800-743-5000 “I” Street Bridge Tender 789-5948
Tower Bridge Tender 442-5298

ARFCD Flood Safety Plan – Appendix A 27
January 2018
Company Name Office Cellular After Hours
City of Sacramento
City of Sacramento Emergency - OES Jason Sirney 874-2283 216-0324 216-0324 Steve Winton 808-1833 974-6391
City of Sacramento 24-hour Line 264-5011
Department of Utilities 1st Bill Busath 808-1420 834-6715 Department of Utilities 2nd Mike Malone 808-6226 897-0133 335-8897 City Public Relations Jessica Hess 808-8260 698-1705 698-1705 City Pumps Kim Capul 808-5229 952-8802 952-8802
Public Works (Street Maintenance Service Div) Jerry Way 808-6381 804-3703 273-9057 City – Fire Department 808-1300 Duty Chief 228-3035 228-3035 Dan Haverty 808-1601 216-0301 216-0301
City – Police Department Watch Commander 264-5471 264-5151 264-5334 City – Flood Operations Bill Roberts 808-6955 910-3582
Company Name Office Cellular After Hours
County of Sacramento
Sac County – Emergency Operations Roger Ince 874-7043 204-0123 875-6900 Steve Cantelme 874-4672 806-6596 875-6900
Sacramento County 24 hour Line 875-6900 875-5000
Sac County – Water Resources
Michael Peterson 874-8913 747-4061 782-8518
George Booth 874-6484 847-3778 784-1954
WR Storm Dispatch 875-RAIN (7246) Steve Kenning 875-7142 599-0287 223-2320 Sac County – Levee Patrol Dan Barry– Day Shift 874-7156 541-7804 635-0286

Sac County – Water Quality (storm drains) 875-7246
WQ Superintendent Scott Miller 875-5298 956-3779 965-5295 WQ North Corp Yard Gary Bailey 876-6383 591-1273 530-672-0202 WQ Drainage/Water Mechanical Tom Pasterski 876-6430 591-0468

NEMDC Pump Station 876-6276 508-7356 536-9893

Sac County - OES OES Duty Officer 875-5000
ARFCD Flood Safety Plan – Appendix A 28
January 2018

Sac County – Sheriff 874-5128 874-6742
Sac County – Sheriff Alternate Lt Mike Jones 874-7953 606-2837 874-5111 Sgt James Schaefers 874-5980 606-0896 874-8283
Sac County – Park Ranger (Dispatcher) 875-6672
875-7275

Sac County – Park Ranger 875-6548
Sac County – International Airport 24 Hour Duty desk
Robert Rose (Maintenance
Manager)
874-0745 806-5330
Joe Fernandez 874-0376 806-5335
Sac County – International Airport (alternate) Call Center 874-0656

ARFCD Flood Safety Plan – Appendix A 29
January 2018

Company Name Office Cellular After Hours
State
DWR (Flood Project Inspection Section) Donald Rasmussen, Chief 574-1730 764-2942 764-2942 John Williamson 574-2643 698-8674 771-0392
DWR (Flood Project Inspection) Pavel Kazi 574-1204 870-8103 310-717-0507 DWR (Levee Inspection) Matt Hoffman 574-1208 214-3532 209-663-0905 Dave Pasevento 574-1205 870-9482 723-2689
Herman Phillips 574-2646 698-8674
Anna Fong 574-2632 216-8697
DWR (Sacramento Maintenance Yard) Main Number 375-6000 375-6020 Russ Eckman 375-6004 952-8445 992-0809
Phil Carey 375-6000 799-4227 991-1916

State Flood Center ( 24 hour line) Non Public Number 574-2619 800-952-5530

California Conservation Corps Emergency Branch 599-1415 CCC Emergency Analyst Melinda Allen (24 Hour) 341-3160

California Emergency Management Agency 845-8911

Cal Trans Maintenance Yard Dispatch 859-7900 (24 hour) 653-3442

California Highway Patrol 861-1299 861-1333

Central Valley Flood Protection Board (CVFPB) Leslie Gallagher 574-0609 709-0160 709-0160 Len Marino 574-0608 203-4432
Michael Wright 574-0694

Office of Emergency Services – Inland Region 845-8911
845-8510

ARFCD Flood Safety Plan – Appendix A 30
January 2018
Company Name Office Cellular After Hours
Federal
U.S. Army Corps of Engineers (Emergency
Operations Center [EOC]) 24-hr 452-1535 452-1535
Gary Fong 557-6974 807-0026 525-2601
Krystal Bell 557-6903 807-0028 202-1325
Brigid Briskin 557-6918 807-0033 807-0033

U.S. Bureau of Reclamation/Folsom Dam 989-7214
989-7251 or 52 989-7214
989-7251 or 52

U.S. Coast Guard - Rio Vista Ask For “Officer of the Day” (OOD)
707-374-6674
707-374-2871
(24 hr)
707-374-2655

National Weather Service
Senior Service Hydrologist Cindy Matthews 979-3045 209-481-8911 209-369-3316

ARFCD Flood Safety Plan – Appendix B 31
January 2018
Appendix B Levee Patrol
B.1 Purpose
The purpose of levee patrols is to have qualified personnel visually evaluate the performance of the District levee system. Their intent is to determine the condition of the levee and to identify potential and existing problems:
• Threats
• Instabilities
• Seepage conditions
• Erosion points
• Freeboard
Implementation of this procedure will ensure each member of the Levee Patrol Team is capable of participating in precautionary actions and emergency response that may occur with the District’s levee system.

This program will predominantly be undertaken by the District, with operational support from the Sacramento County. The major objectives of this procedure are to:
• Develop a training program to ensure qualified personnel are available for use • Ensure materials, equipment and supplies are available to implement this procedure and are maintained in a serviceable condition to meet the needs of the ARFCD • Ensure action levels are established and in place to manage potential challenges • Prepare members to recognize the interface between allied agencies should escalating events require large-scale operations
• Prepare members to patrol levees to locate potential problems (including vandalism or terrorism), to alert the EOC, and to actively coordinate work, using flood fight and other methods, to resolve problems and minimize adverse consequences B.2 Program Elements
The levee patrol program has three basic components – Training, Equipment Procurement and Maintenance, and Levee Patrols.

B.2.1 Component I – Training
All participants will complete the following training to become qualified for levee patrol.

Classroom (3 hours)
• Basic levee design
• Recognizing potential problem characteristics
• Notification/warning system
ARFCD Flood Safety Plan – Appendix B 32
January 2018
• Specific levee patrol assignments
• Command structure
• Safety considerations

Practical Training (3 hours)
• Filling and use of sandbags
• Treatment of boils
• Safety precautions
• Visquine wave wash protection
• Freeboard enhancement

Upon completion of both the classroom and practical functions, a member will remain qualified for 12 months from the final date of training. During flood emergency response conditions, it may be infeasible to provide new volunteers with the “Practical” training session. Instead they will be partnered with experienced patrol personnel who will help and instruct them.

B.2.2 Component II – Equipment Procurement and Maintenance The Sacramento County and the District have a responsibility to ensure the following equipment is staged in an approved location and is in serviceable condition. The following resources, resource lists, and locations shall be maintained by the listed agencies.

ARFCD Office Building
(20) Three-cell watertight flashlights (4) 500-watt lights (60) ‘D’ cell batteries (2) Light standards
(10) CAL-OSHA approved hardhats (8) Propane lanterns
(20) Flat-tipped shovels (4) Portable radios
(10) Sets of assorted size raingear (200) Orange wire marking flags (20,000) Empty sandbags (200) Yellow wire marking flags (2) Generators 3,500 KW or larger (200) Red wire marking flags

Sacramento County Fire Department
(20) Watertight flashlights (20) Orange vests
(80) ‘D’ cell batteries (10) Portable radios
(26) US Coast Guard approved lifejackets (10) GPS Units (25) CAL-OSHA approved hardhats (2) Vehicles with mobile radios (6) Flat-tipped shovels (1) Base radio

ARFCD Flood Safety Plan – Appendix B 33
January 2018
B.2.3 Component III – Levee Patrols
• The District Superintendent will create routes that ensure complete coverage, and wherever possible, overlapping coverage.
• The District Superintendent will physically account for all personnel working under their control on an hourly basis.
• All members will receive a safety briefing prior to commencing patrols and will use all provided safety gear.

B.2.3.1 Motor Patrols
• The levee motor patrol will consist of the following:
o Multiple four-wheel drive vehicles with mobile radio capabilities. o Two trained and currently qualified observers per vehicle. o Patrol areas will be divided as shown on the attached map. o Patrol crews will be rotated on a 12-hour frequency.
o Completion of a Patrol Log and/or Division Activity Log will be required for each shiftusing ICS Form 214.
o All members will receive a safety briefing and utilize appropriate safety gear.

B.2.3.2 Walking Patrol
A levee walking patrol will be enforced, as necessary:
• Teams of two personnel physically walking a designated section of levee. One person will be positioned at the toe of the land side of the levee. The second will be assigned to the top of the levee.
• Foot patrols will check visually for potential problems with the levee as per training. • Areas of concern will be identified and tagged.
• All tags will be evaluated by the District Superintendent conducting motor patrol activities. Flags will be used to designate the levee’s condition. When a potential problem is identified, the condition will be reported to Command for an immediate evaluation by the Engineer.
• All levee foot patrol personnel will have the following at a minimum:
o Three-cell watertight flashlight
o Cal OSHA-approved hardhat
o Raingear, if warranted; each individual is responsible for boots o Reflective vest
o (10) Flags
o Global Positioning System (GPS) unit to establish latitude and longitude of trouble sites
o U. S. Coast Guard-approved lifejacket
o One member of each foot-patrol team will be equipped with a portable radio.

Radio communication should be minimized to prevent channel overload. All radio communication will be conducted in plain English, with no jargon or acronyms.

ARFCD Flood Safety Plan – Appendix B 34
January 2018
• Walking patrol personnel will be rotated on an as needed basis.

B.2.4 High Water Staking Procedures
• High water staking: Record the extent of high water by placing markers (stakes) periodically as the event progresses
• Reference those high water locations with suitable surveying or GPS locations • Provide that information to the jurisdiction and DWR upon request

B.3 Augmenting Staff
When local personnel resources are depleted or reasonably committed, mutual aid is requested and coordinated within the Operational Area (OA). If OA resources are not sufficient or timely, the request is then forwarded to the Cal EMA Regional Emergency Operations Center (REOC).

The REOC evaluates and fills requests by (a) staff from unaffected OAs, (b) tasking a State agency, or (c) accessing federal assistance. (see Appendix C, Section 4 for Procedures. ) ARFCD Flood Safety Plan – Appendix C 35
January 2018
Appendix C Flood Fight
C.1 Trigger(s)
At the River Warning Stage or upon notification of a potential problem by a levee patrol, establish necessary staging areas for supplies, equipment, and personnel. ARFCD has ensured the staging areas are a safe distance from other emergency facilities, such as evacuation centers, shelters, and Incident Command Posts. If required by the situation, commence filling sandbags.

C.2 Prioritization
ARFCD will use available resources and personnel to address boils, rising water/loss of freeboard, slumps, and sloughs to the full extent of its training and capability.

Based on input from levee patrols and other informed observers, the Sacramento County EOC establishes a Unified Command to set priorities for flood fight operations. All Incident Commanders conduct an Initial Unified Command Meeting. This meeting provides responsible agency officials with an opportunity to discuss and concur on important issues prior to joint incident action planning. The agenda for the command meeting includes the following:
• Set jurisdictional/agency priorities and objectives
• Present jurisdictional limitations, concerns, and restrictions • Develop a collective set of incident objectives
• Establish and agree on acceptable priorities
• Adopt the overall strategy or strategies to accomplish objectives • Agree on the basic organization structure
• Designate the most qualified and acceptable Operations Section Chief (the Operations Section Chief will normally be from the jurisdiction or agency that has the greatest involvement in the incident, although that is not essential) • Agree on General Staff personnel designations and planning, logistics, and finance agreements and procedures
• Agree on the resource ordering process to be followed and cost-sharing procedures • Agree on informational matters, designating one official to act as the Unified Command spokesperson
The members of the Unified Command must be authorized to decide and act on behalf of the jurisdiction or agency they represent. Such decisions/actions may include ordering of additional resources in support of the Incident Action Plan, possible loaning or sharing of resources to other jurisdictions, and agreeing to financial cost-sharing arrangements with participating agencies.

C.3 Activation and Dispatch
The General Manager of ARFCD has the authority to activate this Appendix. Dispatch of Flood Fight Teams shall be in accordance with priorities set by the General Manager.

ARFCD Flood Safety Plan – Appendix C 36
January 2018
C.4 Personnel
ARFCD maintains a cadre of emergency responders. Additional flood emergency response staffing comes from other ARFCD employees and from volunteers.

When the ARFCD requires additional people for sand bagging, emergency debris clearance, diking, and similar activities to save life and protect public safety, assistance may come from trained crews to augment local personnel. In accordance with SEMS, when local resources are depleted or reasonably committed, mutual aid is requested and coordinated within the Sacramento County Operational Area (OA). If OA resources are not sufficient or timely, the request is then forwarded to the REOC. The REOC evaluates and fills requests by coordinating mutual aid from unaffected OAs, tasking a State agency, or accessing federal assistance. Due to the nature of the need and the resource, requests for hand crews are usually tasked to a State agency.

C.4.1 Resource Agencies
The California Conservation Corps (CCC) has trained civilian crews. The California Department of Forestry and Fire Protection (Cal Fire) supervises crews from the California Department of Corrections and California Youth Authority. The California National Guard (CNG) also has personnel available. Both CCC and Cal Fire have contract services for various types of projects.

CNG is only available through State tasking. In addition to crews, CNG and Cal Fire have mobile kitchens and similar support resources available. Cal Fire can also provide trained section leaders for ICS and SEMS organizations.

C.4.2 Mission Tasking
Cal EMA controls missions and mission assignments for State resources and coordinates requests for federal resources. If Cal EMA receives a request for crews that meets the criteria for State agency tasking and if an agency has the capability, Cal EMA will issue a mission number authorizing the agency to respond. Once tasked, that agency will work directly with the requesting agency and provide the resource within the definition and limits of the mission authorization.

C.4.3 Tasking Criteria
For all missions (a) there must be actual or imminent danger to life or public safety, and (b) locally available resources, including private sector contracting, must be inadequate or untimely.

Maintenance or recovery activities should be dealt with by contract and will not be authorized by Cal EMA. Ex Post Facto mission numbers will not be authorized unless it can be clearly demonstrated that properly coordinating the request would have caused an inordinate delay and that such delay would have resulted in severe injury or loss of life.

C.4.4 Costs/Reimbursement
State agencies tasked under a Cal EMA mission number respond free of charge. Crews may require feeding and sheltering; transport vehicles may require gas and maintenance. These services are usually paid for or provided by the requesting agency unless otherwise agreed to at the time of the request.

ARFCD Flood Safety Plan – Appendix C 37
January 2018
C.4.5 Request Procedures
Following coordination within the Sacramento County OA, the EOC will forward unfilled requests to the Inland REOC Operations Section. The REOC will follow up with the Sacramento County OA EOC to resolve any questions and to monitor resource delivery. • Requests should be completed using the Response Information Management System (RIMS) on a RIMS Mission Request/Tasking form. If RIMS is unavailable, hard copy of the form should be faxed to the Inland REOC via the State Warning Center. If faxing is infeasible, phone in the request using the RIMS format. All requests made by RIMS or fax must be confirmed by phone.
• Requests must contain a clear description of the mission to be performed and the number of personnel needed.
• Requests must not specify the agency from which the crew is being requested (i.e., three California Conservation Corps crews). This allows Cal EMA to make mission tasking based upon availability and need, and avoids over-tasking of a single agency. If there are operational reasons to specify an agency, please explain them in the mission statement of the request form.
• The Sacramento County OA EOC must take special care not to duplicate requests with any possibly made via another Mutual Aid System. Accordingly, EOC Branches must coordinate their requests closely. In particular, crews for flood fight should not be requested via Fire Mutual Aid channels (see below).

C.4.6 Fire Mutual Aid
Unlike procedures for other types of emergencies, crews supervised by Cal Fire for flood fight are not accessible under the Fire and Rescue Mutual Aid Plan. All requests for crews for flood fight must follow emergency services channels, regardless of the requesting agency. In view of the natural tendency for requests made by fire agencies to remain in fire channels, it is critical that the Sacramento County OA Region Fire Branch coordinator and the Sacramento County OA Construction and Engineering Branch coordinator communicate closely to avoid confusion and delay.

C.4.7 State Agency Voluntary Response
During non-emergency conditions or non-proclaimed emergencies, State agencies may respond to requests as a locally available resource. Such responses do not receive mission numbers and may not be covered under Mutual Aid and provisions of the Emergency Services Act. Further, all costs are born by the State agency and/or the requesting agency pursuant to any agreement or understanding between them. Resources committed under such responses may be redirected to higher priority missions during emergencies.

C.5 Hazardous Materials Locations
The following sites as having hazardous chemicals stored onsite.

ARFCD Flood Safety Plan – Appendix C 38
January 2018

ARFCD Flood Safety Plan – Appendix C 39
January 2018
C.6 Materials and Supplies
In accordance with DWR recommendations, ARFCD has stockpiled the following items for flood fight activities for the 2017/2018 flood season. Following is a map of Flood Response Resources.

Supplies

Sandbags Empty 9,000
Sandbags full 2,000
Visquine 20' X 100' X 45 4500'
Rope 300'
Stakes 1000
Twine 5,500 ' X 7 38500'
Buttons 3,500
Emergency Blankets 6
Life Vests 14
Musclewall Barriers 75'
Rip Rap 9,000 Tons
Lath 200
Fill Dirt 2,000 Yards

Equipment
JD 624H Loader
JD 410E Backhoe
JD 75G Excavator
International Dump Truck 10 Yd
Peterbilt Dump Truck 10 Yd
GMC Dump Truck 5 Yd
Komatsu Crawler Carrier 5 Yd
Portable Light Tower
4 X Portable Pumps
2 X Portable Generators

ARFCD Flood Safety Plan – Appendix C 40
January 2018

C.7 Training in Flood Fight Procedures and Techniques
Personnel from ARFCD participate in DWR Flood Fight training, which DWR provides annually. Also, see the DWR Flood Fight Manual:
http://www.water.ca.gov/floodmgmt/docs/flood_fight_methods.pdf C.8 Utilities
In general, coordination with utilities will be the responsibility of the OA EOC. When on-scene coordination is needed, the Utility Representative becomes part of the IC’s staff. In principal, the Utility Representative gives advice to the IC; in practice the Representative often works directly with the Operations Section Chief.

ARFCD Flood Safety Plan – Appendix D 41
January 2018
Appendix D Maps
American River Flood Control District Boundary

ARFCD Flood Safety Plan – Appendix D 42
January 2018

Urban Level of Flood Protection
Overview & Status Update
September 16, 2025

Workshop Overview
● Sacramento's Unique Flood Risk Profile
● Historical Flood Events & Lessons Learned
● Regulatory Framework (Federal, State, Local)
● Sacramento's Progress on Flood Protection
● SB 5 Requirements & the Urban Level of Flood
Protection
● SB 639 Extension Legislation
● Current Projects & Upcoming Challenges 2
Source: SAFCA
Key Takeaways
• Sacramento faces December 31, 2025 deadline
for 200-year flood protection compliance
• Flood protection projects are nearly complete
but may extend beyond this deadline.
• Legislative relief may allow development growth
to continue
• Today’s workshop will provide context on
Sacramento’s flood risks, regulations, and next
steps

Sacramento's
Unique Flood Risk
Position
• Located at the confluence of
Sacramento and American Rivers
• Much of the city lies within the natural
floodplain
• 106 miles of levees
• More than 100,000 structures in flood-
prone areas
• Potential flood depths of up to 20 feet
in some areas
• One of the highest flood risks for a
major urban area in the U.S.
3 Source: SAFCA and MBK Engineers
Sacramento’s Flood
History
● Major floods: 1850, 1862, 1950,
1955, 1964, 1986, 1997, 2006,
2017
● 1986 Record Flood: 10 inches of
rain in 11 days
● Folsom Dam downgraded to
about a 60-year storm capacity
● USACE determined majority of
city lacked 100-year protection
● 1997 & 2017: Further evidence of
system vulnerabilities 4

SAFCA PROJECTS
6 Source: City of Sacramento
Areas Dependent on Levees

Regulatory Framework
● Federal (FEMA):
○ National Flood Insurance Program (NFIP)
○ 100-year flood protection standard
○ Flood Insurance Rate Maps (FIRMs)
● State (California):
○ Senate Bill 5 (2007)
■ 200-year flood protection by December 31, 2025
■ Urban Level of Flood Protection (ULOP)
● Local:
○ 2040 General Plan and Zoning Code
○ Local Hazard Mitigation Plan
○ Comprehensive Flood Management
7 Comprehensive Flood
Management Plan
Flood risk reduction is best achieved by
employing a suite of risk reduction tools:
● Land use planning
● Emergency management
● Structural improvements
● Drainage improvements
● Risk communication
● National Flood Insurance Program /
Community Rating System
● Strategies are implemented in short
term, mid-term, and long-term
timeframes.
8 2008 Flood Legislation
9 • Six flood and land use management bills enacted in
2007 that affect local land use agencies throughout
California.
• The Paterno Decision (2003), Hurricane Katrina
(2005), FEMA re-mapping (2006)
• These new laws strengthened the link between local
land use decisions and regional flood management
• Includes the Central Valley Flood Protection Act of
2008, Senate Bill 5 (SB5), that contains provisions
most relevant to Urban Level of Flood Protection
(ULOP)
Senate Bill 5
● Senate Bill 5 was approved in 2007
● Created “Urban Level of Flood Protection” Requirement (200-Year) ● Higher level of flood protection than required by FEMA (100-year) ● Applies only to cities and counties in California’s Central Valley Watershed
● Requires cities and counties to amend their general plans and their zoning ordinances to reflect the new 200-Year requirements ● Cities and counties must make “SB 5 findings” before making certain land use decision
10 Source: Public Policy Institute of California
Development Decisions Requiring SB 5 Findings
● Cities and Counties must make SB5 findings before:
○ Entering into Development Agreements.
○ Approving Tentative Maps.
○ Approving parcel or subdivision maps.
○ Approving discretionary permits for development
projects.
○ Approving ministerial permits for new residents.
11 Source: Andrew Nixon / CapRadio
SB 5 Required
Findings
12 ● Findings
● (Type I Finding) Currently have 200-year flood protection ● (Type 2 Finding) Imposed conditions to achieve 200-year flood protection ● (Type 3 Finding) Making adequate progress towards 200-year level by December 31, 2025 ● Findings must be based upon Substantial Evidence
● Review from Independent Panel of Experts
● A previous finding can be used to support a new finding, when applicable.

Senate Bill 639
● Extends ULOP compliance deadline from
2025 to 2030 for specific areas:
○ Natomas subarea
○ Beach Lake subarea
● Targeted approach only for areas needing
additional time
● Maintains flood safety requirements
● Certain areas in the counties of
Sacramento, Sutter, Yuba and the City of
Marysville are included in this legislation.
13 Flood Liability
● California Water Code section 8307
requires that cities may be required to
contribute to property damage costs if:
● City “unreasonably approves”
development in flood hazard
areas
● Development increases the
state’s exposure to liability.
● Development approvals without meeting
SB5 requirements could create a
significant liability for the City.
● Even if SB 639 passes, the City assumes
liability for new development in Natomas
and Beach Lake until 200-year
improvements are complete and an
engineer’s report is accepted. 14
Source: SAFCA

15 SAFCA’s ULOP Engineer’s Reports
No. Levee System T arget Date for City Council
Adoption
Subject to SB 639
Five-year extension

1. Dry Creek North September 16, 2025 No
2 American River North October 21, 2025 No
3 American River South October 21, 2025 No
4 Robla Creek/Arcade Creek October 21, 2025 No
5 Beach Lake North Needs to be certified by
December 31, 2025, unless
SB 639 passes
Yes
6 Natomas Basin Needs to be certified by
December 31, 2025, unless
SB 639 passes
Yes

Implementation Plan to Address
ULDC Exceptions
18 Source: SAFCA
Step 1
Step 2
Step 3
Step 4
Step 5
Outline Deficiency (Engineer's Report)
Create a Plan Framework (Appendix to Engineer's Report) Develop and Formalize Implementation Plan (Land Use Agency in Coordination with LMA, SAFCA, and ULDC Evaluation Team)
Adopt Implementation Plan (Land Use Agency)
Track Progress of Plan for Progress Reporting (Land Use Agency) ULDC Right-of-Way
ULDC Encroachments
● O&M
● Flood fight and inspection
● CVFPB Permits
● Location
● Meet California Code of
Regulations Title 23
● High, Moderate, or Low Hazard
Ranking
20 Source: SAFCA

ULDC Penetrations
● Age
● Permits
● Location within or below levee
embankments
● Pipe material type and
construction method
● Inspection date
● High hazard ranking
21 Source: SAFCA

Current Challenges and Planned Actions
23 ● Unfunded Mandate: ULDC Implementation Plans for right-of-way, encroachments, and penetrations require a 20-year, unfunded commitment. ● Sustaining Operations: Partner with local maintaining agencies (LMA’s) to ensure flood control systems remain properly operated and maintained. ● Agency Coordination: Collaborate with local agencies and the Central Valley Flood Protection Board to address:
○ Unpermitted and non-compliant encroachments
○ Improvements to aging drainage infrastructure within and along levees ○ Enforcement of routine inspection of privately-owned penetrations for utilities ○ Right-of-way concerns that impede O&M and flood-fighting ○ 5-year ULOP progress reporting
Next Steps for ULOP Compliance – Timeline
Sept. 16, 2025 Adoption of ULOP Engineer’s Report
- Dry Creek North Levee
Oct. 21, 2025 Adoption of ULOP Engineer’s Reports
- American River North Levee
- American River South Levee
- Robla/Arcade Creek Levee
Dec. 2025 Adoption of ULOP Engineer’sor Adequate Progress Reports - Beach Lake North Levee
- Natomas Basin Levee
Oct. 2026 Complete ULDC Exceptions, Compliance Implementation Plan - ULDC Right-of-Way
- ULDC Encroachments
- ULDC Penetrations
Thank you
Remi Mendoza, CFM
Long Range Planning Manager
[email protected]
Neal Joyce, PE
Supervising Engineer
[email protected]
25