Sacramento City Council
October 21, 2025

American North Levee System (ANLS) - Penetrations
SAFCA ID Assoc. ID Levee Unit Station Category Subcategory Size (In) Material Permit Num Owner 929 1208 American River North Levee AR3B 3499+75 Parallel Pipe Water 24 WSP 5364 SSWD/Arcade County Water District 1254 929 American River North Levee AR3B 3500+05 Valve Water 862 American River North Levee AR3B 3507+70 Conduit Electric 3 PVC 13461 SMUD 1208 929 American River North Levee AR3B 3508+76 Pipe Water 24 WSP 5364 SSWD/Water utility 832 American River North Levee AR3B 3511+22 Parallel Pipe Water 18 WSP 6167 Arcade County Water District 3362 American River North Levee AR3B 3512+65 Pipe Chlorine solution 3 PVC 4535 SASD/NE Sac County Sanitation District 921 American River North Levee AR3B 3512+71 Pipe Chlorine solution 6 WSP 7993 SASD/NE Sac County Sanitation District975 American River North Levee AR3B 3512+77 Pipe Sewer 54 RCP 3599-A, 12144A SASD876 American River North Levee AR3B 3512+82 Pipe Sewer 36 RCP 3599-A, 12144A SRCSD 4175 American River North Levee AR3B 3512+89 Pipe Gas 2.5 WSP 47774177 1213 American River North Levee AR3B 3513+34 Conduit Electrical 3 PVC 12276 SRCSD4176 1213 American River North Levee AR3B 3513+42 Conduit Electrical 3 PVC 12276 SRCSD1221 American River North Levee AR3B 3519+34 Pipe Faucet Not Needed Not Needed Water utility1233 1232 American River North Levee AR3B 3530+91 Valve hand wheel 2806?1232 American River North Levee AR3B 3530+95 Pipe Drainage 30 CMP 2806 Sacramento County 988 American River North Levee AR3B 3543+04 Pipe Water 6 WSP 12725 Sacramento County 1244 988 American River North Levee AR3B 3543+52 Valve Water

EXHIBIT 3C. Table Summary of Closure Structures, Retaining Walls, and Floodwalls
American North Levee System (ANLS) - Floodwalls, Retaining Walls, and Closure Structures Floodwallls
SAFCA ID Permit No. Levee Unit Station Category Owner/Applicant 249 16032 Arcade South Levee AR01 4067+31 Floodwall City of Sacramento250 16032 Arcade South Levee AR01 4068+45 Floodwall City of Sacramento 244 15295 NEMDC East Levee AR2B 3020+53 Floodwall ARFCD 243 15295 NEMDC East Levee AR2B 3021+94 Floodwall ARFCD Retaining Walls
SAFCA ID Permit No. Levee Unit Station Category Owner/Applicant Site Address 914 13830 Arcade South Levee AR01 4001+44 Retaining Wall City of Sacramento 79 Arcade Blvd913 Arcade South Levee AR01 4063+20 Retaining Wall City of Sacramento 813 Arcade Blvd912 Arcade South Levee AR01 4063+54 Retaining Wall City of Sacramento 813 Arcade Blvd910 Arcade South Levee AR01 4066+60 Retaining Wall Private 3201 Rio Linda Blvd452 Arcade South Levee AR01 4082+63 Retaining Wall Private 3273 Belden St451 Arcade South Levee AR01 4104+54 Retaining Wall Private 3255 Belmont Way915 NEMDC East Levee AR2B 2994+68 Retaining Wall ARFCD 2099 Railroad Dr241 524 American River North Levee AR03 3084+18 Retaining Wall ARFCD Railroad/Tribute Rd916 12572 American River North Levee AR09 3179+66 Retaining Wall County of Sacramento 500 Ethan Way454 15327 American River North Levee AR09 3239+98 Retaining Wall City of Sacramento Fair Oaks Blvd J St Bridge453 17015 American River North Levee AR09 3399+73 Retaining Wall County of Sacramento 3840 American River Dr Closure Structures
SACFA ID Permit No. Levee Unit Station Category Subcategory Owner Location 1010 14479 Arcade South Levee AR01 4001+00 Closure Structure Stoplog City of Sacramento Arcade East of UPRR1198 <Null> American River North Levee AR03 3014+00 Closure Structure Floodgates City of Sacramento Del Paso Blvd 963 16029 American River North Levee AR03 3016+00 Closure Structure Stoplog City of Sacramento South of Del Paso UPRR Location
City Sump 159 pump station yard wall
Private business side yard wall
Private residence side yard wallPrivate residence side yard wall Downstream of Rio Linda Blvd bridge
Upstream of Rio Linda Blvd bridge
Short sections adjacent to West El Camino Ave. bridge
abutment
Short sections adjacent to West El Camino Ave. bridge
abutment
City Sump 154 pump station yard wallCity Sump 159 pump station yard wall Landside pedestrian trail wall
County Pump D-43 station yard wall
Levee Toe Road access control
Location
UPRR railroad embankment wingwall
County Howe Ave Pump (D-05) station yard wall

APPENDIX A. Penetration Evaluation Technical Memorandum Mead & Hunt | 180 Promenade Circle, Suite 240, Sacramento, CA 95834 | 916-971-3961 | meadhunt.com Technical Memorandum
To: Thomas Engler, MBK Engineers
From: Stephen Sullivan, Civil Engineer of Record
Reviewed by: Jeffrey Kashiwada, Senior Project Engineer Date: August 27, 2024
Subject: Penetrations At-Risk Engineering Evaluations, American North Levee System (ANLS) SAFCA Due Diligence Review for Urban Levee Design Criteria Section 7.13 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 ANLS. This TM pertains to Section 7.13 – Penetrations.

The purpose of this TM is to describe the engineering evaluations completed for each of the penetrations that were determined to require a full engineering evaluation after the screening process carried out during the due diligence effort. Any penetrations requiring further investigation or exception to ULDC section 7.13, are discussed in a separate TM describing the compliance work plan. Both this TM and the Penetration Exception Work Plan TM are incorporated into Mead & Hunt’s ULDC Due Diligence Report as Appendices.

ULDC Section 7.13 criteria states:

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). Due to the limitations of analytical tools for assessing the impacts of penetrations, the civil engineer needs to exercise sound engineering judgment in rendering this opinion.

Penetrations with a potential to be a high hazard need to have a full engineering evaluation, to demonstrate that the hazard is acceptable, or be removed or modified.

Mead & Hunt evaluated penetrations based on a compilation of requirements from the U.S. Army Corps of Engineers (USACE), Central Valley Flood Protection Board (CVFPB), ULDC, and FEMA which came down to four criteria – structural strength, joint flexibility, emergency closure, and condition of penetration, as well as verifying the penetrations were permitted. The specific criteria used is outlined in our previous certification reviews in 2015. As part of the current due diligence effort, Mead & Hunt has re-screened penetrations for engineering evaluations and condition assessment factors. The specific factors that were considered in the engineering evaluations were: below design water surface elevation (DWSE); joint integrity; structural factors (depth, material, and diameter); age; CVFPB permit status; and verification that pipe material condition inspections were conducted within the last five (5) years. All evaluations were Technical Memorandum
Thomas Engler, MBK Engineers
August 27, 2024

performed in accordance with ULDC section 7.13.

Primary guidance for the engineering evaluations was provided by EM 1110-2-2902, 31 December 2020, Conduits, Pipes, and Culverts Associated with Dams and Levee Systems and CVFPB standards.

2.1 Penetrations Below DWSE
Penetrations below design water surface elevation present an increased risk of seepage, slope stability issues and structural integrity of the levee. A primary Potential Failure Mode (PFM) due to low penetrations is the increased risk of Backwards Erosion Piping (BEP) along the interface of the pipe wall exterior with the surrounding soil. Another consideration is the increased risk of Concentrated Leak Erosion (CLE) PFM due to pipe integrity breach creating a seepage path into the pipe/conduit or erosion from leak of a pressurized pipe causing significant erosion of the embankment While the majority of the penetrations flagged were installed in accordance with permit conditions that placed the invert evaluation above the applicable design water surface elevation at the time of installation, the assessment is based upon current DWSE profiles. Some penetrations were permitted to be installed below the applicable DWSE, with appropriate installation details to limit risk to the line of flood protection.

The screening of the ANLS penetrations identified a total of 9 penetrations installed with inverts below the DWSE that required a full engineering evaluation. Attachment 1 includes a summary of the applicable factors of the installation, summary of the evaluation, and findings. Attachment 2 shows the locations of these penetrations. All of the penetrations were found not to create a significant risk to the reliable performance of the levee or have been added to the Penetration Exception Work Plan TM.

2.2 Penetrations with Leakage Risk due to Joint Type
Based upon our review, only one (1) penetration uses a joint style that is at risk of leakage, absent of deterioration. The 12-inch ductile iron water main in the ARNL at the Norwood Avenue bridge includes restrained mechanical joints (SAFCA ID 1008, CVFPB Permit 18617). As-built plans indicate the pipe material was changed from welded steel pipe (WSP) to ductile iron pipe. Attachment 2 shows the location of this penetration.

The invert of the pipe was found to be above the design top of levee. As a result, any erosion due to breach of the joint would progress upward and be outside the zone of influence of the levee. Water released would runoff through the normal drainage pathway on the roadway, which includes curb and gutter.

Based upon the review of this potential failure mode, it was found that this penetration does not present a significant risk to levee integrity.

Technical Memorandum
Thomas Engler, MBK Engineers
August 27, 2024

2.3 Penetrations Flagged for Structural Factors
Penetrations flagged for structural factors were subject to a full engineering evaluation where screening indicated that the loading was above the typical loading conditions established for conduits within the ANLS, using conservative soil unit weights, depth of saturation and equipment loading. Buoyancy forces were evaluated for shallow large diameter penetrations. The methodology is described further in Mead & Hunt’s 2015 Certification Report (Mead & Hunt 2015). Structural loading calculations were conducted to bracket the screening assessment. Additionally, the penetrations flagged during initial screening were further reviewed for site specific loading as the part of the screening effort.

As a result of this screening assessment and analysis, one (1) penetration was identified for full engineering evaluation:
• SAFCA ID 1050, AR01 Station 4063+71 – SRCSD Dry Creek Interceptor – 66-inch RCP with approximately 28 feet of cover. Calculations indicate Class 4 RCP is overstressed.

The penetration that was determined to be potentially overstressed will be addressed by a work plan as outlined in the Penetration Exception Work Plan TM that will include further outreach to the utility owner for more detailed data on the installations and/or inspections. Due to the satisfactory performance to date, the inherent strength of pipe material, and the high class bedding and installation as documented by CVFPB inspections, the pipe is considered to be a limited risk. However, further data on pipe type and class, installation details, and loading is required to inform the path forward.

2.4 Penetrations Flagged Due to Age
The age of all penetrations was compared to the service life limits as established in Mead & Hunt’s 2015 Certification Report (Mead & Hunt 2015), which includes a detailed discussion of the basis for evaluation.

Only metallic pipes were identified as requiring further review. 37 penetrations were initially flagged for age check review and 35 were further evaluated, which is discussed below and are included as exceptions in the Penetration Exception Work Plan TM.

The City of Sacramento, Department of Utilities, Water Division, has a rigorous inspection program and has found that the distribution and transmission watermains within the project area show no signs of degradation. Water conditions (relatively neutral pH and non-abrasive flow) and lining methods for steel piping used at levee crossings have been found by the City to provide a superior level of corrosion control. While soil resistivity is variable, City watermains were found to have appropriate coatings for conditions. Electrical potential testing with a close interval survey is completed by the City on a three (3) year cycle, with two (2) cycles completed to date with no adverse findings. The exposed portions of piping attached to bridges are subject to close visual inspection and concurrently conducted with minimal degradation of exposed coatings found. As a result, the City transmission and distribution mains were found to have significant remaining useful life and are not flagged as requiring further age checks.

Penetrations that fall outside of this assessment are included as requiring further age-induced checks.

Steel pipes found to have active cathodic protection systems were found to have remaining useful life and are not flagged as requiring further evaluation. Abandoned and deactivated pipelines are included in the Technical Memorandum
Thomas Engler, MBK Engineers
August 27, 2024

work plan for follow-up as cathodic protection systems can be deactivated. PG&E gas mains and Kinder Morgan petroleum pipelines have cathodic protection systems by regulation.

Typical coated welded steel pipe (WSP) design life was established as 50 years for purposes of the screening assessment. However, the service life can be greatly extended by the use of appropriate coatings and cathodic protection. The corrugated metal pipe (CMP) service life was also established as 50 years for screening purposes. Galvanized iron pipes were flagged for further evaluation based upon age. No ductile (cast) iron pipes were flagged for further evaluation based upon age.

The age check review identified the following quantity of pipes requiring more detailed inspections, and a list is included in our Penetration Exception Work Plan TM and organized as follows:

CMP – Three (3) penetrations
Galvanized Iron Pipes – Five (5) penetrations
WSP – 27 penetrations
As described in Mead & Hunt’s 2015 certification report, the service life of WSP and CMPs can be greatly extended with the use of proper coatings and linings that are typically required for ANLS permitted pipes.

The pipe interiors for drainage pipes have been or will be inspected by the City and County owners. The water pipelines, water mains, and gas mains are tested by owners using electrical conductivity methods.

The active gas transmission mains and petroleum pipelines have cathodic protection systems and are subject to routine close interval leakage surveys. The small diameter galvanized iron pipes can only be evaluated by electrical conductivity/resistivity methods. A work plan for the utility owners to verify the conditions of the flagged aged pipes and to develop plans for replacement as needed is described in our Penetration Exception Work Plan TM.

2.5 Penetrations with Permits Not Found
Based upon the information provided to Mead & Hunt for our review, the following four (4) penetrations were identified as having no permits:
• SAFCA ID 3320, AR01 Station 4109+95, AR01 - 4” PG&E gas main on downstream face of Marysville Blvd bridge deck
• SAFCA ID 3318 AR01 Station 4109+95 – 3” RGS SMUD conduits on face of Marysville Blvd bridge deck
• SAFCA ID 3319 AR01 Station 4109+95 – 3” RGS SMUD conduits on face of Marysville Blvd bridge deck
• SAFCA ID 4173 AR01 Station 4068+46 – 4” buried communication conduit immediately upstream of Rio Linda Blvd (Century Lync)
In addition, the following pumping plants have no specific permit identified:
• Sacramento County D-05, Howe Avenue Pump Station
• Sacramento County D-43, Wilhaggin Pump Station
• City of Sacramento Drainage Sump 95
Technical Memorandum
Thomas Engler, MBK Engineers
August 27, 2024

The Sacramento County D-05 and D-43 pump stations, along with the original conduits through the levee, were installed by the USACE during the 1950s levee reconstruction work. These penetrations are accounted for in Unit No. 118 – Part 2 Supplement to the Standard Operation and Maintenance Manual for the Sacramento River Flood Control Project1 and were; therefore, not separately permitted.

The work plan for further review and updates to permitting is included in the Penetration Exception Work Plan TM.

2.6 Penetration Inspections
All levee penetrations require inspection/testing at a maximum interval of five (5) years. SAFCA, ARFCD, and Mead & Hunt have been coordinating with pipe penetration owners to complete these inspections.

Most are in progress or planned for inspection. This ULDC requirement does not require additional engineering evaluations; however, the inspections must be completed, or a plan must be in place to complete this work. The work plan for the inspection exceptions is included in our Penetration Exception Work Plan TM.

Mead & Hunt’s initial screening in the ANLS identified penetrations that required full engineering evaluations based on the assessment factors described in this TM for DWSE, joint flexibility, structural integrity, age, CVFPB permit, and up-to-date inspection/testing data. Our conclusions regarding each assessment factor are as follows:
• Below DWSE: The penetrations identified as passing through levee embankment below DWSE were further evaluated as described in Attachment 1 and findings of no significant risk were made for all but two. Two PG&E gas main penetrations findings are indeterminate pending further data.
• Joint Flexibility: One penetration was flagged for further review based upon a non-standard joint type. The full engineering evaluation determined the joint failure was not a significant risk to the levee stability or reliability, due to the specific position within the levee embankment. • Structural Factors: One penetration was flagged for full engineering evaluation. The penetration was determined to be potentially overstressed but will be addressed by a work plan as outlined in Penetration Exception Work Plan TM. That TM includes further outreach to the utility owner for more detailed data on the installations and/or inspections. Due to the satisfactory performance to date, the inherent strength of pipe material, and the high-class bedding and installation as documented by CVFPB inspections, the pipe is considered to be a limited risk. However, further data is required to inform the path forward. The Penetration Exception Work Plan TM describes the steps required in order to bring these penetrations into compliance with ULDC criteria. • Age (Useful Life): 35 penetrations required further evaluation. The Penetration Exception Work 1 Supplement to Standard Operation and Maintenance Manual Sacramento River Flood Control Project, Unit No. 118- Part No. 2, U.S. Army Engineering District Corps of Engineers Sacramento, California, October 1959.

Technical Memorandum
Thomas Engler, MBK Engineers
August 27, 2024

Plan TM describes the steps required in order to bring these penetrations into compliance with ULDC criteria.
• CVFPB Permit: Permits were not found for four (4) penetrations in the ANLS. The Penetration Exception Work Plan TM describes the steps required in order to bring these penetrations into compliance with CVFPB and ULDC criteria.
.

Attachment 1. Further Evaluation for Penetrations Flagged as Below DWSE
Reach AR01 Arcade Creek South Levee
SAFCA ID 1116, Station 4002+72
• Owner/Permit: AT&T Communication Conduit, Permit 2996 • Description: 4” pipe continuous under channel and through the north and south levees. As-built Sta 4002+40, Inv 37.0. Concrete cutoff wall center of levee by permit. • Evaluation: Pipe is approximately 1.5-feet below design water surface elevation (DWSE).

Includes concrete cutoff to limit Backward Erosion Piping (BEP) Probable Failure Mode (PFM) potential. Pipe is not open to water and is located under the channel limiting risk of Concentrated Leak Erosion (CLE) in event of joint failure. Small conduit size with limited hydraulic driving head (based upon elevation at crown).
• Finding: Not a significant risk.

SAFCA ID 943, Station 4063+72
• Owner/Permit: City Of Sacramento, Permit 14575
• Description: 30-inch WSP with cement liming and coating, reinforced concrete encasement through the levee. Installed under channel on upstream side of SNRR Bridge crossing Arcade Creek.
• Evaluation: Pipe is approximately 1.9’ below design water surface elevation (DWSE). Pipe through crown was removed and replaced during cutoff wall construction. Pipe is encased in cutoff wall with CLSM trench backfill through crown of levee. Remainder of pipe through levee and channel is concrete encased. Embedment in cutoff wall limits BEP PFM potential. Pipe is not open to water, is welded steel, and is reinforced concrete encased limiting risk of Concentrated Leak Erosion (CLE) in event of joint failure. An isolation valve has been installed at the landside toe for emergency closure.
• Finding: Not a significant risk
SAFCA ID 936, Station 4067+67
• Owner/Permit: AT&T Communication Conduits, Permit 15069 • Description: Fifteen 4-inch PVC conduits encased in concrete through levee and under channel along downstream side of Rio Linda Blvd bridge. Bottom of trench is 6-feet below levee crown and top of concrete encasement under Arcade Creek is 6-feet deep. • Evaluation: Lowest conduit invert is approximately 2-feet below DWSE. BEP PFM is limited by concrete encasement placed within trench and 6-foot depth of burial through levee waterside slope and channel. Conduit is concrete encased and not open to water and under channel, limiting risk of CLE PFM in event of joint failure. Small size and limited hydraulic driving head. • Finding: Not a significant risk.

SAFCA ID 908, Station 4067+70
• Owner/Permit: City of Sacramento Water Main, Permit 14787 • Description: 8-inch concrete lined, asphalt coated and wrapped WSP watermain mounted up along downstream side of bridge deck. Steel cutoff collar at centerline of levee. • Evaluation: Pipe invert is less than 6-inches below the DWSE. BEP PFM is limited by steel cutoff wall and is located within an over-widened levee section. Potential for CLE PFM from pressurized pipeline leakage is mitigated by use of full penetration butt-welded joints. Robust lining and soil proofing and City’s inspection program to identify and mitigate any corrosion potential. Hydraulic loading near top of levee at this site is minimal, and of low duration and frequency. • Finding: Not a significant risk.

SAFCA ID 959, Station 4067+83
• Owner/Permit: PG&E, Permit 15152
• Description: 4-inch gas main encased within a conduit cast in the bridge deck and crossing through levee crown. Backfilled with compacted native material through embankment and bridge abutment fill.
• Evaluation: Pipe invert is up to approximately 2-feet below DWSE at levee centerline. Pipe is not open to waterway, encased in bridge deck. BEP PFM is limited by burial within the abutment fill that increases the crown width to almost 50 feet and the burial within long approach ramp increasing seepage path with minimal driving head and no exit point for initiating, as well as limited duration and low frequency of flooding.
• Finding: Not a significant risk.

SAFCA ID 3320, Station 4109+95
• Owner/Permit: PG&E, Permit Unknown
• Description: 4-inch. 0.237-inch wall coated and lined WSP gas distribution main mounted to downstream face of bridge deck. Pipe line transitions to roadway immediately beyond the bridge abutments and does not pass completely through levee.
• Evaluation: Pipe invert is less than 6-inches below the DWSE. BEP PFM is limited by installation in over widened levee section and not completely penetrating within the levee to the landside.

Potential for CLE PFM from pressurized pipeline leakage is mitigated by use of full penetration butt-welded joints, cathodic protection and robust bi-annual leakage inspection program.

Hydraulic loading near top of levee at this site is minimal, and of low duration and frequency. • Finding: Not a significant risk.

Reach AR02B NEMDC East Levee
SAFCA ID 1122, Station 3024+96
• Owner/Permit: AT&T, Permit 5181
• Description: Located 340 feet north of the West El Camino bridge. Twenty-four 2-inch conduits encased in a 2.5-feet-wide by 3.2-inch-deep reinforced concrete duct bank through levee and under channel, with reinforced concrete cutoff wall at centerline of levee. Vault is located on the landside shoulder of levee crown, with top above design TOL. • Evaluation: Lowest conduit invert is approximately 1.5-feet below design DWSE. BEP PFM is limited by concrete cutoff wall in centerline of levee crown and the depth of burial within the channel. Conduit is concrete encased and not open to water and under the cannel, limiting risk of CLE PFM in event of joint failure. Small conduit size and limited hydraulic driving head . • Finding: Not a significant risk.

Reach AR03 American River North Levee
SAFCA ID 1547, Station3024+96
• Owner/Permit: AT&T, Permit 2965
• Description: Located within Del Paso Road. Eighteen 3.5-inch conduits encased in a 36-inch concrete pipe and pressure grouted, crossing under existing floodgate. Carrier pipe crosses through floodgate cutoff wall and is concrete backfilled. Concrete manholes on waterward and landward ends of crossing, with plugs to seal space between cable and conduit, and sealed manhole lid on waterside.
• Evaluation: Concrete cutoff eliminates risk of BEP. Risk limited to backflow events through ducts, which is mitigated by sealed conduits and manholes. In event of leakage flow, discharge would be minor and would exit onto the closed roadway (behind floodgate) with no risk to levee. • Finding: Not a significant risk.

SAFCA ID 975, Station3512+77
• Owner/Permit: SRCSD, Permit 3599A&B and 12144-A
• Description: Located at Sand Bar Circle. One 54-inch WSP mortar lined and coated pressure pipe with reinforced concrete encasement through levee, treatment plant influent lines. • Evaluation: Positive closure in cast-in-place concrete vault 100 feet waterward of levee. Top of vault and surrounding ground above design top of levee. Pipe through levee is mortar lined/coated, welded steel and encased in reinforced concrete limiting risk of CLE PFM from pipe failure. Hydraulic loading near top of levee at this site is minimal, and of low duration and frequency.
• Finding: Not a significant risk.

Reach AR09 American River North Levee, Upstream of Cal Expo None
Attachment 2. Penetrations Below DWSE
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1116
1008
¯
0 75 150 300
Feet
Legend
Pipe with Leakage Risk due
to Joint Type
Penetrations Below DWSE
Conduit or Cable
SAFCA Levee Centerline
Index Map

Arcade South
Levee
American River
North Levee
NEMDC
East Levee
APPENDIX A, Attachment 2 - Penetrations Below DWSE Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program
4041+00
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908
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0 75 150 300
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Legend
Penetrations Below DWSE
Conduit or Cable
Pipe
SAFCA Levee Centerline
Index Map

Arcade South
Levee
American River
North Levee
NEMDC
East Levee
APPENDIX A, Attachment 2 - Penetrations Below DWSE Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program
4084+00
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3320
¯ 0 75 150 300
Feet
Legend
Penetrations Below DWSE
Pipe
SAFCA Levee Centerline
Index Map

Arcade South
Levee
American River
North Levee
NEMDC
East Levee
APPENDIX A, Attachment 2 - Penetrations Below DWSE Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program
4001+00
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Legend
Penetrations Below DWSE
Conduit or Cable
SAFCA Levee Centerline
Index Map

Arcade South
Levee
American River
North Levee
NEMDC
East Levee
APPENDIX A, Attachment 2 - Penetrations Below DWSE Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program
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Legend
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Pipe
SAFCA Levee Centerline
Index Map

Arcade South
Levee
American River
North Levee
NEMDC
East Levee
APPENDIX A, Attachment 2 - Penetrations Below DWSE Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program
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Legend
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Pipe
SAFCA Levee Centerline
Index Map

Arcade South
Levee
American River
North Levee
NEMDC
East Levee
APPENDIX A, Attachment 2 - Penetrations Below DWSE Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program
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Index Map

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American River
North Levee
NEMDC
East Levee
APPENDIX A, Attachment 2 - Penetrations Below DWSE Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program
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Index Map

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East Levee
APPENDIX A, Attachment 2 - Penetrations Below DWSE Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program
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Index Map

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American River
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NEMDC
East Levee
APPENDIX A, Attachment 2 - Penetrations Below DWSE Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program
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Index Map

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East Levee
APPENDIX A, Attachment 2 - Penetrations Below DWSE Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program
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Index Map

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American River
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NEMDC
East Levee
APPENDIX A, Attachment 2 - Penetrations Below DWSE Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program
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Index Map

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American River
North Levee
NEMDC
East Levee
APPENDIX A, Attachment 2 - Penetrations Below DWSE Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program
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Index Map

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Levee
American River
North Levee
NEMDC
East Levee
APPENDIX A, Attachment 2 - Penetrations Below DWSE Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program
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Index Map

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American River
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NEMDC
East Levee
APPENDIX A, Attachment 2 - Penetrations Below DWSE Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program
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Index Map

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Levee
American River
North Levee
NEMDC
East Levee
APPENDIX A, Attachment 2 - Penetrations Below DWSE Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program
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Index Map

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American River
North Levee
NEMDC
East Levee
APPENDIX A, Attachment 2 - Penetrations Below DWSE Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program
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SAFCA Levee Centerline
Index Map

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American River
North Levee
NEMDC
East Levee
APPENDIX A, Attachment 2 - Penetrations Below DWSE Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program
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Index Map

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Levee
American River
North Levee
NEMDC
East Levee
APPENDIX A, Attachment 2 - Penetrations Below DWSE Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program
APPENDIX B. Penetration Exception Work Plan Technical
Memorandum
Mead & Hunt | 180 Promenade Circle, Suite 240, Sacramento, CA 95834 | 916-971-3961 | meadhunt.com Technical Memorandum
To: Thomas Engler, MBK Engineers
From: Stephen Sullivan, Civil Engineer of Record
Reviewed by: Jeffrey Kashiwada, Senior Project Engineer Date: August 27, 2024
Subject: Penetration Exceptions Work Plan, American North Levee System (ANLS) SAFCA Due Diligence Review for Urban Levee Design Criteria Section 7.13 This Technical Memorandum (TM) is part of the 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 ANLS. This TM pertains to Section 7.13 – Penetrations.

The purpose of this TM is to provide background, justification, and work plans for exceptions to ULDC Section 7.13 requirements for penetrations. Mead & Hunt has identified penetrations, as summarized in our Engineering Evaluations TM, that require a work plan to resolve exceptions to ULDC criteria. Both this TM and the Penetrations Evaluation TM are attached as appendices to Mead & Hunt’s ULDC Due Diligence Report for the ANLS.

ULDC Section 7.13 criteria states:

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).

Mead & Hunt evaluated penetrations based on a compilation of requirements from the U.S. Army Corps of Engineers (USACE), Central Valley Flood Protection Board (CVFPB), ULDC, and FEMA which came down to four criteria – structural strength, joint flexibility, emergency closure, and condition of the penetration. The specific criteria used is outlined in our previous certification reviews in 2015. As part of the current due diligence effort, Mead & Hunt has re-screened penetrations for engineering evaluations and condition assessment factors. The specific factors that were considered in the Engineering Evaluations TM were: below design water surface elevation (DWSE); structural factors (depth, material, and diameter); age; joint flexibility; CVFPB permit status; and inspection completion/documentation within the last five (5) years. All evaluations were conducted in accordance with ULDC section 7.13.

Based upon our Penetrations Evaluation TM (referenced above), Mead & Hunt has developed work plans for those penetrations found to require an exception to ULDC Section 7.13 criteria. The categorical risk assessment reasoning for the exceptions and proposed work plans for each category are discussed below in Sections 2.1.1 through 2.1.6. A table of the penetrations, including SAFCA ID, exception, Technical Memorandum
Thomas Engler, MBK Engineers
August 27, 2024

category, owner, and basic information is provided in Section 2.2.

2.1 Exceptions and Mitigation Plans
Mead & Hunt has screened and provided engineering evaluations for the following exception categories (Engineering Evaluations TM). For each exception category, there is a proposed work plan (if necessary).

2.1.1 Penetrations Below DWSE
Exception background and assessment: Our Penetrations Evaluation TM includes analysis and finding of no significant impact for all penetrations in this category.

Exception work plan: None required.

2.1.2 Mechanical Joint Flexibility Risk Factors
Exception background and assessment: None found.

Work plan: Not required.

2.1.3 Penetration Structural Evaluations
Exception background and assessment: Based upon initial screening of the need for structural evaluations in the ANLS, one (1) Sacramento Regional County Sanitation District (SRCSD) sewer pipe was flagged for evaluation. The pipe is SRCSD’s Dry Creek Interceptor crossing under Arcade Creek immediately downstream of the Sacramento Northern Bike Trail and is a 66- inch RCP with approximately 28 feet of cover, SAFCA ID 1050, AR01 Station 4063+71. The pipe materials for the identified crossing are strong, with high-class bedding and backfill, and not found to be at risk of failure. However, load calculations identified low factors of safety, using conservative assumptions for loading and strength. The penetrations identified are unlikely to pose a threat to levee integrity or reliability at a full range of loading (up to the HTOL), based upon over 40 years of satisfactory performance. Attachment 1 of this TM discusses this penetration in further detail, and Attachment 2 is a figure showing the location of the penetration.

Work plan: SAFCA (via Mead & Hunt) will work with SRCSD to obtain and review penetration information, including pipe classification, backfill methods, and data on installation at depth.

SRCSD will conduct pipe inspections to review for cracking and distress, after which assessment findings will be completed by Mead & Hunt, and supplements to this due diligence report will be issued within one (1) year of transmittal of the Final ULDC Engineer’s Report to the responsible land use agency (City of Sacramento). As required, details for any proposed repairs will be submitted to SAFCA, American River Flood Control District (ARFCD), CVFPB, and the responsible land use agency (City or County of Sacramento) for review. The responsible land use agency will ensure that such repairs will be completed within five (5) years of the Final ULDC Engineer’s Report.

Technical Memorandum
Thomas Engler, MBK Engineers
August 27, 2024

Completion of the required work plan, which may include collection of documents, inspection, construction, and reporting, shall be evaluated and transmitted to the responsible land use agency and be appended to the ULDC Engineer’s Report. This supplemental information shall be retained and used for review by the land use agency during future ULDC evaluations.

2.1.4 Penetrations Exceeding Age Expectancy (Useful Life) Exception background and assessment: Based upon penetration material, anticipated useful life, and owner practices certain penetrations required further review as discussed in our Engineering Evaluations TM. Attachment 1 to this TM summarizes existing data on these penetrations, and Attachment 2 maps the location.

A total of 36 penetrations have been identified that have passed the minimum threshold Mead & Hunt has established for screening of remaining service life. It is recommended that these pipes be subject to additional inspection. Except as described herein, pipes that have been recently inspected and found to have remaining useful life are also included in the list. They are flagged for purposes of identifying those that require increased vigilance. The age limit established for screening of penetrations is described in our Engineering Evaluations TM and is based on pipe material.

Work plan: SAFCA (via Mead & Hunt) will identify penetrations requiring further assessment and notify the Owners of necessary inspections and reporting, requesting that any existing available inspection results be provided within sixty (60) days of the transmittal of the Final ULDC Engineer’s Report to the SAFCA and the responsible land use agency (City or County of Sacramento). Supplemental reporting to accompany this due diligence review will be completed by SAFCA (via Mead & Hunt) within one (1) year of the report date to document further findings and identify any additional work as needed.

SAFCA (via Mead & Hunt) will lead this outreach. The ARFCD, the CVFPB, and/or land use agencies (City and County of Sacramento) should continue to follow up with utility owners and require documentation of pipe conditions. . The responsible land use agency will be responsible for enforcement, along with the CVFPB, if responses from utility owners are delayed.

Based upon the findings, the utility owner may be required to develop a replacement plan, as determined necessary by the SAFCA and the land use agencies.

Utilities will be required to develop an inspection plan/schedule and/or a replacement plan within one (1) year of notification. All inspections shall be completed within two (2) years of notification.

Given the nature of the facilities with existing access limitations, alternative inspection methods may be required.

Any penetrations that are inspected and found to be potentially high hazard will be prioritized by SAFCA based on the level of risk and must be removed or modified and provided to the land use Technical Memorandum
Thomas Engler, MBK Engineers
August 27, 2024

agency for mitigation. All mitigation efforts must be implemented within five (5) years of the ULDC Engineer’s Report finalization. The removal or modification/permitting efforts must be completed by the penetration owner or as part of a CVFPB Enforcement Action. Non-high hazard penetrations that have exceeded their anticipated useful life should continue to be inspected every five (5) years (in compliance with ULDC section 7.13), and additional monitoring should be provided by the penetration owner. During these additional monitoring efforts, any performance issues should be reported to the appropriate land use agency as well as SAFCA, ARFCD, and the CVFPB.

Completion of the required work plan, which may include inspection, monitoring, construction, and reporting, shall be documented and transmitted to the responsible land use agency (City of Sacramento/Sacramento County) and appended to the ULDC Engineer’s Report. This supplemental information shall be retained and used for review by the land use agency during future ULDC evaluations.

2.1.5 No Associated CVFPB Permit
Exception background and assessment: In our Engineering Evaluations TM, we determined that the ANLS has four (4) penetrations for which no associated CVFPB permits were found.

These unpermitted penetrations are not inherently high-hazard penetrations; however, the lack of documentation and compliance with permitting standards require that specific analyses be conducted for each penetration to assess each individual penetration’s risk. Attachment 2 to this TM maps the location of the penetrations lacking permitting documentation.

The penetrations were identified through field investigation and review of plans, but no permits were identified. These penetrations are unlikely to pose a threat to levee integrity or reliability at a full range of loading up to the HTOL (based on available information). Three (3) of the unpermitted penetrations are located on the downstream face of the Marysville Blvd bridge at the upstream limits of the Arcade Creek South Levee, one SMUD conduit, one communication conduit, and one gas main assumed to be owned by PG&E. The other unpermitted penetration is a four (4) inch communication line through the Arcade Creek south levee immediately upstream of Rio Linda Blvd and is assumed to be owned by Century Lync.

Work plan: SAFCA (via Mead & Hunt) or ARFCD will perform initial outreach to CVFPB for a more in-depth review of files related to these penetrations. SAFCA (via Mead & Hunt) will notify utility owners of the need to provide appropriate documentation for utility land rights and permits.

If data documenting permits (or lack of permitting) are not provided within one (1) year of transmittal of the ULDC Engineer’s Report, the responsible land use agency will engage the CVFPB for enforcement. Owners will be required to obtain permits or relocate penetrations in order to comply with current CVFPB standards.

Completion of the required work plan, which may include collection of documents and reporting, shall be transmitted to the responsible land use agency (City of Sacramento/Sacramento County) Technical Memorandum
Thomas Engler, MBK Engineers
August 27, 2024

and appended to the ULDC Engineer’s Report. This supplemental information shall be retained and used for review by the land use agency during future ULDC evaluations.

2.1.6 Lack of Inspection Data
Exception background and assessment: Due to owner access issues (such as lack of access points, underwater access points, steepness of pipe limiting camera equipment mobility, small diameter pipes with no test stations, and other factors), there are numerous penetrations within the ANLS that have not met the internal inspection requirements under ULDC 7.13.6 for pipes and culverts. The ARFCD and SAFCA (via Mead & Hunt) have worked with the penetration owners to identify the inspection needs and notified them of their requirements. Most of these penetrations belong to the City, County, and other utilities (such as PG&E). The owners of these penetrations are working through their most recent cycle (every five years) of inspections/testing or are obtaining the resources to conduct the initial inspections within the following year. Due to land use and access issues, there is an anticipated delay for some of this work. Attachment No. 3 to this TM is a table summarizing penetrations requiring inspection documentation as of the date of this TM.

There are no historic issues at the locations of these penetrations and, with the exception of pipes flagged for additional scrutiny due to age in Section 2.1.4 above, the pipes are within their useful service life.

Work plan: Inspection data for ANLS penetrations that have not been received at the time of the transmittal of the Final ULDC Engineer’s Report shall be completed within the next three (3) years, or the land use agency will report this missing information to the CVFPB to request the missing information be required as part of an appropriate enforcement action.

Any penetrations inspected and found to be potentially high hazard will be prioritized by SAFCA (via Mead & Hunt) based on the level of risk and must be removed or modified. All mitigation efforts must be implemented within five (5) years of the finalization of the ULDC Engineer’s Report. The removal or modification/permitting efforts must be completed by the penetration owner or as part of a CVFPB Enforcement Action.

Completion of the required work plan, which may include collection of documents and reporting, shall be transmitted to the responsible land use agency (City of Sacramento/Sacramento County) and appended to the ULDC Engineer’s Report. This supplemental information shall be retained and used for review by the land use agency during future ULDC evaluations.

Technical Memorandum
Thomas Engler, MBK Engineers
August 27, 2024

2.2 List of ANLS Exceptions
Below is a list of exceptions for ANLS, including SAFCA ID, reach, exception, description, and owner.

SAFCA

ID REACH LEVEE EXCEPTION STATION DESCRIPTION OWNER
1050 AR01 Arcade South
Levee Structural 4063+71 66” RCP SRCSD
1116 AR01 Arcade South
Levee Age 4002+72 4” steel conduit w/ comm cable AT&T
903 AR2B NEMDC East
Levee Age 3013+28 Sump 153, 36” WSP City of Sacramento
1103 AR2B NEMDC East
Levee Age 3038+98 6” abandoned WSP gas line PG&E
1033 AR2B NEMDC East
Levee Age 3039+19 12” abandoned WSP gas line PG&E
1180 AR03 American River
North Levee Age 3013+33 2.5” galvanized iron water pipe City of Sacramento 3366 AR03 American River
North Levee Age 3060+94 Sump 151, 30” WSP City of Sacramento 914 AR03 American River
North Levee Age 3061+05 Sump 151, 30” WSP City of Sacramento 3365 AR03 American River
North Levee Age 3061+12 Sump 151, 16” WSP City of Sacramento 937 AR03 American River
North Levee Age 3061+20 Sump 151, 42” WSP City of Sacramento 1499 AR03 American River
North Levee Age 3103+90 Sump 152, 66” WSP City of Sacramento 1498 AR03 American River
North Levee Age 3104+00 Sump 152, 66” WSP City of Sacramento 1497 AR03 American River
North Levee Age 3104+08 Sump 152, 42” WSP City of Sacramento 1496 AR03 American River
North Levee Age 3104+15 Sump 152, 42” WSP City of Sacramento 1495 AR03 American River
North Levee Age 3104+20 Sump 152, 42” WSP City of Sacramento 1494 AR03 American River
North Levee Age 3104+24 Sump 152, 12” WSP City of Sacramento 973 AR03 American River
North Levee Age 3131+65 30” WSP sewer force main SRCSD
3089 AR03 American River
North Levee Age 3193+95 1.25” galvanized iron water pipe Sacramento County 1048 AR03 American River
North Levee Age 3213+40 4” galvanized iron water pipe
Campus Commons
Golf Course
3357 AR03 American River
North Levee Age 3213+46 3” galvanize iron water pipe
Campus Commons
Golf Course
1436 AR09 American River
North Levee Age 3213+12 1.5” galvanized steel conduit
Campus Commons
Golf Course
1448 AR09 American River
North Levee Age 3230+40 Sump 95, 24” WSP City of Sacramento 1447 AR09 American River
North Levee Age 3230+46 Sump 95, 24” WSP City of Sacramento Technical Memorandum
Thomas Engler, MBK Engineers
August 27, 2024

SAFCA

ID REACH LEVEE EXCEPTION STATION DESCRIPTION OWNER
1446 AR09 American River
North Levee Age 3230+51 Sump 95, 24” WSP City of Sacramento 1445 AR09 American River
North Levee Age 3230+54 Sump 95, 12” WSP City of Sacramento 1329 AR09 American River
North Levee Age 3351+10
D-02 Pump
Station, 30”
WSP
Sacramento County
1182 AR09 American River
North Levee Age 3351+12
D-02 Pump
Station, 30”
WSP
Sacramento County
1232 AR3B American River
North Levee Age 3530+95 30” gravity drainage CMP Sacramento County 1027 AR3B American River
North Levee Age 3061+29 Sump 151, 54” WSP City of Sacramento 1054 AR3B American River
North Levee Age 3177+07 D-05, PS CMP gravity drainage Sacramento County 1312 AR3B American River
North Levee Age 3377+69 6” WSP temp. sewer main SRCSD
1278 AR3B American River
North Levee Age 3399+46
D-43, PS 24”
gravity drain
CMP
Sacramento County
1260 AR3B American River
North Levee Age 3495+51
D-01 Pump
Station, 36”
WSP
Sacramento County
930 AR3B American River
North Levee Age 3495+57
D-01 Pump
Station, 36”
WSP
Sacramento County
1261 AR3B American River
North Levee Age 3495+63
D-01 Pump
Station, 36”
WSP
Sacramento County
1208 AR3B American River
North Levee Age 3508+76 24” WSP water main
Sac Suburban
Water District
4175 AR3B American River
North Levee Age 3512+89 2.5” steel natural gas main SRCSD 4173 AR01 Arcade South
Levee
Permit Not
Found 4068+46 4” conduit Century Lync
3318 AR01 Arcade South
Levee
Permit Not
Found 4109+95 3” RGS conduits SUMD (assumed)
3319 AR01 Arcade South
Levee
Permit Not
Found 4109+95 3” RGS conduits SMUD (assumed)
3320 AR01 Arcade South
Levee
Permit Not
Found 4109+95 4” WSP gas line PG&E (assumed)
Technical Memorandum
Thomas Engler, MBK Engineers
August 27, 2024

Mead & Hunt has concluded that the work plans described in Section 2.1 provide the necessary risk management of penetrations and have determined that the reliability of performance of the ANLS is unlikely to be affected for the full range of loading up to the HTOL. However, due to aging infrastructure and the period between each due diligence review, there are limitations to the conclusions included in this TM. All conclusions are based on this specific snapshot in time, assuming that proper inspection, maintenance, repair, and replacement by utility owners and enforcement of the condition requirements of the permits by the CVFPB is completed as outlined herein and in the manner described in our Due Diligence Report. Particular attention should be paid to documenting the performance and condition of penetrations that are anticipated to be at the end of their useful life.

Attachment 1. Further Evaluation for Penetrations
Flagged for Structural Evaluation
SAFCA ID 1050, AR01, Station 4063+71
• Owner/Permit: SRCSD, Permit 12783
• Description: Dry Creek Interceptor, 66” RCP with 28 feet of cover. • Evaluation: Large diameter RCP with 28 feet of cover. Requires additional information from owner to perform structural evaluation and determine hazard potential. • Finding: Requires additional information from owner as part of the work plan described in Section

2.1.2 of this TM.

Flagged for Age Check Further Evaluation
The following penetrations are beyond their typical service life but are anticipated to still have remaining useful life. Section 2.1.3 of this TM describes our work plan to perform detailed inspections and testing for this aging infrastructure to reduce risk.

Corrugated Metal Pipes (CMPs) – Three (3) penetrations
SAFCA ID 1054, AR3B, Station 3177+07
• Owner/Permit: Sacramento County, No permit required (part of authorized flood control project) • Description: Sacramento County D-05 Howe Avenue Drainage Pump Station Gravity Drainpipe – Pipe is RCP to closure gate and transitions to CMP within levee. Part of original USACE construction no permit required.
• Evaluation: Age – 66 years.

SAFCA ID 1278, AR3B, Station 3399+46
• Owner/Permit: Sacramento County, No permit required (part of authorized flood control project) • Description: Sacramento County D-43, Wilhaggin Drainage Pump Station 24” bituminous coated CMP with positive closure. Part of original USACE construction no permit required. • Evaluation: Age – 66 years.

SAFCA ID 1232, AR3B, Station 3531+02
• Owner/Permit: Sacramento County, Permit 2806
• Description: Sacramento County Located at William B Pond Picnic Facility parking area, 30” CMP with positive closure.
• Evaluation: Age – 65 years.

Galvanized Iron Pipes – Four (4) penetrations
SAFCA ID 1180, AR03, Station 3013+33
• Owner/Permit: City of Sacramento, Permit 5643
• Description: City of Sacramento, 2.5” galvanized iron water pipe. • Evaluation: Age – 57 years.

SAFCA ID 1048 and 3357, AR03, Station 3213+40
• Owner/Permit: Campus Commons Golf Course, Permits 6156-A, 17233 • Description: Campus Commons Golf Course, 4” and 3” galvanized iron water pipe. • Evaluation: Age – 52 years.

SAFCA ID 3089, AR03, Station 3193+95
• Owner/Permit: Sacramento County Parks and Recreation, Permit 5643 • Description: Sacramento County Parks& Rec., 1.25” galvanized iron water pipe. • Evaluation: Age – 52 years.

SAFCA ID 1436, AR08, Station 3213+11
• Owner/Permit: Campus Commons Golf Course, Permits 6156-A, 17468 • Description: Campus Commons Golf Course – 1.5” Galvanized Steel Electrical Conduit. • Evaluation: Age – 53 years.

Welded Steel Pipe (WSP) – 24 penetrations
SAFCA ID 903, AR2B, Station 3013+28
• Owner/Permit: City of Sacramento (Drainage), Permits 6064, 6064-A • Description: Sump 153, 36”, 5/16” wall, coated and lined WSP. • Evaluation: Age – 55 years.

SAFCA IDs 3366, 914, 3365, 937 and 1027, AR03, Station 3061+10 (approximate) • Owner/Permit: City of Sacramento (Drainage), Permits 2554, 5365, 536-A • Description: Sump 151, 2-30” coated lined and concrete encased, 16”, 42” and 54” WSP, coated and lined.
• Evaluation: Age – 65 years (2-30”), 58 years for 16”, 42”, and 54”.

SAFCA IDs 1499, 1498, 1497, 1496, 1495, 1494, AR03, Station 3104+00 (approximate) • Owner/Permit: City of Sacramento (Drainage), Permits 5776 • Description: Sump 152 – 2-66”, 3-42”, 12” WSP, asphalt coated and lined. • Evaluation: Age – 57 years.

SAFCA IDs 1448, 1447, 1446, 1445, AR09, Station 3230+50 (approximate) • Owner/Permit: City of Sacramento (Drainage), no permit found • Description: Sump 95 – 3-24”, 1-12” WSP, asphalt coated and lined. • Evaluation: Age – 58 years.

SAFCA IDs 1329, 1182, AR09, Station 3351+10 (approximate) • Owner/Permit: County of Sacramento (Drainage), Permit 3053 • Description: D-02 – Kadema Drive Drainage Pump Station – 2-30” WSP, soil-proofed, and concrete-encased through levee.
• Evaluation: Age – 65 years.

SAFCA IDs 1260, 930, 1261, AR3B, Station 3495+50 (approximate) • Owner/Permit: County of Sacramento (Drainage), Permit 3063 • Description: D-01 - Hagginbottom Pump Station – 3-36” WSP concrete encased through levee. • Evaluation: Age – 65 years.

SAFCA ID 1312, AR3B, Station 3377+68
• Owner/Permit: SRCSD, Permit 3386
• Description: 6” WSP Temporary Sewer Main, ARNL 80 feet upstream of Watt Ave. • Evaluation: Age – 64 years.

SAFCA ID 973, AR03, Station 3131+35
• Owner/Permit: SRCSD, Permit 5972
• Description: 30” WSP Sewer Force Main encased in concrete, near fairgrounds. • Evaluation: Age – 56 years.

SAFCA ID 4175, AR3B, Station 3512+90
• Owner/Permit: SRCSD, Permit 4177
• Description: 2.5” soil-proofed steel pipe Natural Gas Main. • Evaluation: Age – 60 years.

SAFCA ID 1208, AR3B, Station 3508+76
• Owner/Permit: Sacramento Suburban Water District, Permit 5364 • Description: 24” WSP Water Main, ARNL River Walkway Access off Sandbar Circle. • Evaluation: Age – 58 years.

SAFCA ID 1033, AR2B, Station 3039+18
• Owner/Permit: PG&E, Permits 1450, 17468
• Description: 12” Abandoned WSP Gas Pipe.
• Evaluation: Age – 65 years.

SAFCA ID 1103, AR2B, Station 3038+97
• Owner/Permit: PG&E, Permits 2333-1, 2347
• Description: 6” Abandoned WSP Gas Pipe.
• Evaluation: Age – 68 years.

Galvanized Steel Conduit – One (1) penetrations
SAFCA ID 1116, AR01, Station 4002+72
• Owner/Permit: AT&T, Permit 2996
• Description: 4” rigid galvanized steel communication conduit • Evaluation: Age – 65 years
Attachment 2. ANLS Exceptions
4001+00
4002+00
4004+00
4003+00
4005+00
4006+00
4007+00
4008+00
4009+00
4010+00
4011+00
4013+00
4012+00
4014+00
4015+00
4016+00
4017+00
4018+00
4019+00
4020+00
4021+00
4023+00
4022+00
4024+00
4025+00
4026+00
4027+00
4028+00
4030+00
4029+00
4031+00
4032+00
4033+00
4034+00
4035+00
4036+00
4037+00
4038+00
4039+00
4040+00
4041+00
4043+00
4042+00
4044+00
4045+00
4046+00
3046+00
3048+00
3047+00
3049+00
3050+00
3051+00
1116
¯
0 75 150 300
Feet
Legend
Age Exception
Conduit or Cable
SAFCA Levee Centerline
Index Map
APPENDIX B, Attachment 2 - Exception and Work Plan Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program Page 1 of 18
Arcade South
Levee
American River
North Levee
NEMDC
East Levee
4041+00
4043+00
4042+00
4044+00
4045+00
4046+00
4047+00
4048+00
4050+00
4049+00
4051+00
4052+00
4053+00
4055+00
4054+00
4056+00
4058+00
4057+00
4059+00
4060+00
4061+00
4062+00
4063+00
4064+00
4065+00
4066+00
4067+00
4068+00
4069+00
4070+00
4072+00
4071+00
4073+00
4074+00
4075+00
4076+00
4077+00
4078+00
4079+00
4081+00
4080+00
4082+00
4083+00
4084+00
4086+00
4085+00
4087+00
4088+00
4089+00
1050
4173
¯
0 75 150 300
Feet
Legend
Structural Exception
Permit Not Found
Conduit or Cable
Pipe
SAFCA Levee Centerline
Index Map
APPENDIX B, Attachment 2 - Exception and Work Plan Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program Page 2 of 18
Arcade South
Levee
American River
North Levee
NEMDC
East Levee
4084+00
4085+00
4086+00
4087+00
4088+00
4089+00
4090+00
4091+00
4092+00
4094+00
4093+00
4095+00
4096+00
4097+00
4098+00
4099+00
4100+00
4101+00
4102+00
4104+00
4103+00
4105+00
4106+00
4107+00
4108+00
4109+00
3318
3319
3320
¯ 0 75 150 300
Feet
Legend
Permit Not Found
Conduit or Cable
Pipe
SAFCA Levee Centerline
Index Map
APPENDIX B, Attachment 2 - Exception and Work Plan Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program Page 3 of 18
Arcade South
Levee
American River
North Levee
NEMDC
East Levee
4001+00
4002+00
3006+00
3008+00
3007+00
3009+00
3010+00
3011+00
3012+00
3014+00
3013+00
3015+00
3016+00
3018+00
3017+00
3023+00
3022+00
3021+00
3020+00
3019+00
3026+00
3025+00
3024+00
3028+00
3027+00
3029+00
3030+00
3032+00
3031+00
3033+00
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3035+00
3036+00
3037+00
3038+00
3040+00
3039+00
3041+00
3042+00
3043+00
3044+00
3045+00
3046+00
3048+00
3047+00
3049+00
3050+00
3051+00
903
1116 1103
1033
¯
0 75 150 300
Feet
Legend
Age Exception
Abandoned Pipe
Conduit or Cable
Pipe
SAFCA Levee Centerline
Index Map
APPENDIX B, Attachment 2 - Exception and Work Plan Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program Page 4 of 18
Arcade South
Levee
American River
North Levee
NEMDC
East Levee
2987+00
2988+00
2989+00
2991+00
2990+00
2992+00
2993+00
2994+00
2995+00
2996+00
2998+00
2997+00
3001+00
3000+00
2999+00
3002+00
3003+00
3004+00
3005+00
3006+00
3008+00
3007+00
3009+00
3010+00
3011+00
3012+00
3014+00
3013+00
3015+00
3016+00
3002+00
3001+00
3003+00
3004+00
3005+00
3006+00
3007+00
3008+00
3009+00
3010+00
3011+00
3013+00
3012+00
3014+00
3015+00
903
1180
¯
0 75 150 300
Feet
Legend
Age Exception
Pipe
SAFCA Levee Centerline
Index Map
APPENDIX B, Attachment 2 - Exception and Work Plan Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program Page 5 of 18
Arcade South
Levee
American River
North Levee
NEMDC
East Levee
2987+00
2988+00
2989+00
2991+00
2990+00
2992+00
2993+00
2994+00
3002+00
3001+00
3003+00
3004+00
3005+00
3006+00
3007+00
3008+00
3009+00
3010+00
3011+00
3013+00
3012+00
3014+00
3015+00
3018+00
3017+00
3016+00
3019+00
3021+00
3020+00
3022+00
3023+00
3024+00
3025+00
3026+00
3027+00
3028+00
3029+00
3030+00
3031+00
3032+00
3033+00
3034+00
3035+00
3036+00
3037+00
3038+00
3039+00
3040+00
3041+00
3042+00
3043+00
3044+00
3046+00
3045+00
3047+00
3048+00
3049+00
3050+00
3051+00
3052+00
3053+00
3055+00
3054+00
1180
¯
0 75 150 300
Feet
Legend
Age Exception
Pipe
SAFCA Levee Centerline
Index Map
APPENDIX B, Attachment 2 - Exception and Work Plan Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program Page 6 of 18
Arcade South
Levee
American River
North Levee
NEMDC
East Levee
3043+00
3044+00
3046+00
3045+00
3047+00
3048+00
3049+00
3050+00
3051+00
3052+00
3053+00
3055+00
3054+00
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3082+00
3084+00
3083+00
3086+00
3085+00
3087+00
3088+00
3089+00
3090+00
3091+00
914
937
1027
3365
3366
¯
0 75 150 300
Feet
Legend
Age Exception
Pipe
SAFCA Levee Centerline
Index Map
APPENDIX B, Attachment 2 - Exception and Work Plan Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program Page 7 of 18
Arcade South
Levee
American River
North Levee
NEMDC
East Levee
3087+00
3088+00
3089+00
3090+00
3091+00
3092+00
3093+00
3094+00
3095+00
3096+00
3098+00
3097+00
3099+00
3101+00
3100+00
3102+00
3103+00
3104+00
3105+00
3106+00
3107+00
3108+00
3109+00
3110+00
3111+00
3112+00
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3119+00
3121+00
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3126+00
3128+00
3127+00
3129+00
3130+00
3131+00
3132+00
3133+00
3134+00
3135+00
973
1494
1495
1496
1497
1498
1499
¯
0 75 150 300
Feet
Legend
Age Exception
Pipe
SAFCA Levee Centerline
Index Map
APPENDIX B, Attachment 2 - Exception and Work Plan Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program Page 8 of 18
Arcade South
Levee
American River
North Levee
NEMDC
East Levee
3130+00
3131+00
3132+00
3133+00
3134+00
3135+00
3136+00
3137+00
3138+00
3139+00
3140+00
3141+00
3142+00
3143+00
3144+00
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3148+00
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3153+00
3154+00
3155+00
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3168+00
3169+00
3170+00
3171+00
3172+00
3173+00
3174+00
3175+00
3176+00
3177+00
973
1054
¯
0 75 150 300
Feet
Legend
Age Exception
Pipe
SAFCA Levee Centerline
Index Map
APPENDIX B, Attachment 2 - Exception and Work Plan Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program Page 9 of 18
Arcade South
Levee
American River
North Levee
NEMDC
East Levee
3172+00
3173+00
3174+00
3175+00
3176+00
3177+00
3178+00
3179+00
3180+00
3182+00
3181+00
3183+00
3184+00
3185+00
3187+00
3186+00
3188+00
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3194+00
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3192+00
3195+00
3196+00
3197+00
3198+00
3199+00
3200+00
3202+00
3201+00
3203+00
3204+00
3205+00
3206+00
3207+00
3208+00
3209+00
3210+00
3211+00
3212+00
3213+00
3215+00
3214+00
3216+00
3217+00
3218+00
3219+00
3220+00
3221+00
3222+00
3223+00
3224+00
1048
1054
1436 1446
1447
1448
3089
3357
¯
0 75 150 300
Feet
Legend
Age Exception
Conduit or Cable
Pipe
SAFCA Levee Centerline
Index Map
APPENDIX B, Attachment 2 - Exception and Work Plan Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program Page 10 of 18
Arcade South
Levee
American River
North Levee
NEMDC
East Levee
3219+00
3220+00
3221+00
3222+00
3223+00
3224+00
3225+00
3226+00
3227+00
3228+00
3230+00
3229+00
3231+00
3232+00
3233+00
3234+00
3235+00
3236+00
3237+00
3239+00
3238+00
3240+00
3241+00
3242+00
3243+00
3244+00
3245+00
3246+00
3247+00
3248+00
3249+00
3250+00
3251+00
3252+00
3253+00
3255+00
3254+00
3256+00
3257+00
3258+00
3259+00
3260+00
3262+00
3261+00
3263+00
3264+00
3265+00
3266+00
3267+00
3268+00
3269+00
3270+00
3271+00
1445
¯
0 75 150 300
Feet
Legend
Age Exception
Pipe
SAFCA Levee Centerline
Index Map
APPENDIX B, Attachment 2 - Exception and Work Plan Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program Page 11 of 18
Arcade South
Levee
American River
North Levee
NEMDC
East Levee
3258+00
3259+00
3260+00
3262+00
3261+00
3263+00
3264+00
3265+00
3266+00
3267+00
3268+00
3269+00
3270+00
3272+00
3271+00
3273+00
3274+00
3275+00
3276+00
3277+00
3278+00
3279+00
3280+00
3281+00
3282+00
3283+00
3284+00
3285+00
3286+00
3287+00
3288+00
3289+00
3290+00
3291+00
3293+00
3292+00
3294+00
3295+00
3296+00
3297+00
3298+00
3299+00
3300+00
3301+00
3302+00
3303+00
3305+00
3304+00
3306+00
3307+00
3308+00
3309+00
3310+00
3311+00
3312+00
3313+00
¯ 0 75 150 300
Feet
Legend
SAFCA Levee Centerline
Index Map
APPENDIX B, Attachment 2 - Exception and Work Plan Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program Page 12 of 18
Arcade South
Levee
American River
North Levee
NEMDC
East Levee
3308+00
3309+00
3310+00
3311+00
3312+00
3313+00
3314+00
3315+00
3316+00
3317+00
3318+00
3319+00
3320+00
3321+00
3322+00
3323+00
3324+00
3325+00
3326+00
3327+00
3328+00
3329+00
3330+00
3331+00
3332+00
3333+00
3334+00
3335+00
3336+00
3337+00
3338+00
3339+00
3340+00
3341+00
3342+00
3343+00
3344+00
3345+00
3346+00
3347+00
3348+00
3349+00
3350+00
3352+00
3351+00
3353+00
3354+00
3355+00
1329 1182
¯
0 75 150 300
Feet
Legend
Age Exception
Pipe
SAFCA Levee Centerline
Index Map
APPENDIX B, Attachment 2 - Exception and Work Plan Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program Page 13 of 18
Arcade South
Levee
American River
North Levee
NEMDC
East Levee
3349+00
3350+00
3352+00
3351+00
3353+00
3354+00
3355+00
3356+00
3357+00
3358+00
3360+00
3359+00
3361+00
3362+00
3363+00
3364+00
3365+00
3367+00
3366+00
3368+00
3369+00
3370+00
3371+00
3372+00
3373+00
3374+00
3375+00
3376+00 3377+00
3378+00
3379+00
3380+00
3381+00
3382+00
3383+00
3384+00
3385+00
3386+00
3387+00
3388+00
3389+00
3390+00
3391+00
3392+00
3393+00
3394+00
3395+00
3396+00
3397+00
1182
1312
1329
¯
0 75 150 300
Feet
Legend
Age Exception
Pipe
SAFCA Levee Centerline
Index Map
APPENDIX B, Attachment 2 - Exception and Work Plan Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program Page 14 of 18
Arcade South
Levee
American River
North Levee
NEMDC
East Levee
3392+00
3393+00
3394+00
3395+00
3396+00
3398+00
3397+00
3399+00
3400+00
3401+00
3402+00
3403+00
3404+00
3406+00
3405+00
3407+00
3408+00
3409+00
3410+00
3411+00
3412+00
3413+00
3414+00
3415+00
3416+00
3417+00
3418+00
3419+00
3420+00
3421+00
3422+00
3423+00
3424+00
3425+00
3427+00
3426+00
3428+00
3429+00
3430+00
3431+00
3432+00
3434+00
3433+00
3435+00
3436+00
3437+00
3438+00
3439+00
3440+00
1278
¯
0 75 150 300
Feet
Legend
Age Exception
Pipe
SAFCA Levee Centerline
Index Map
APPENDIX B, Attachment 2 - Exception and Work Plan Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program Page 15 of 18
Arcade South
Levee
American River
North Levee
NEMDC
East Levee
3435+00
3436+00
3437+00
3438+00
3439+00
3440+00
3441+00
3442+00
3443+00
3444+00
3445+00
3446+00
3447+00
3448+00
3449+00
3450+00
3451+00
3452+00
3453+00
3454+00
3455+00
3456+00
3457+00
3458+00
3459+00
3460+00
3461+00
3462+00
3463+00
3464+00
3465+00
3466+00
3467+00
3468+00
3469+00
3470+00
3471+00
3472+00
3473+00
3474+00
3475+00
3476+00
3477+00
3478+00
3479+00
3480+00
3481+00
¯
0 75 150 300
Feet
Legend
SAFCA Levee Centerline
Index Map
APPENDIX B, Attachment 2 - Exception and Work Plan Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program Page 16 of 18
Arcade South
Levee
American River
North Levee
NEMDC
East Levee
3476+00
3477+00
3478+00
3479+00
3480+00
3481+00
3482+00
3483+00
3484+00
3485+00
3486+00
3488+00
3487+00
3489+00
3490+00
3491+00
3492+00
3493+00
3494+00
3495+00
3496+00
3497+00
3498+00
3499+00
3500+00
3501+00
3502+00
3503+00
3504+00
3505+00
3506+00
3507+00
3508+00
3509+00
3511+00
3510+00
3512+00
3513+00
3514+00
3516+00
3515+00
3517+00
3518+00
3519+00
3520+00
3521+00
3522+00
3523+00
3524+00
1260
1208
930
1261
4175
¯
0 75 150 300
Feet
Legend
Age Exception
Pipe
SAFCA Levee Centerline
Index Map
APPENDIX B, Attachment 2 - Exception and Work Plan Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program Page 17 of 18
Arcade South
Levee
American River
North Levee
NEMDC
East Levee
3518+00
3519+00
3520+00
3521+00
3522+00
3523+00
3524+00
3526+00
3525+00
3527+00
3529+00
3528+00
3530+00
3531+00
3532+00
3533+00
3534+00
3535+00
3536+00
3537+00
3538+00
3539+00
3540+00
3541+00
3542+00
3544+00
3543+00
3545+00
3546+00
3547+00
1232
¯
0 75 150 300
Feet
Legend
Age Exception
Pipe
SAFCA Levee Centerline
Index Map
APPENDIX B, Attachment 2 - Exception and Work Plan Figure Arcade South, NEMDC South, and
American River North Levees
Sacramento Area Levee Evaluation
Levee Accreditation Program Page 18 of 18
Arcade South
Levee
American River
North Levee
NEMDC
East Levee
Attachment 3. ARNL Penetrations Lacking Inspection
Documentation
American North Levee System (ANLS) - Exceptions
Penetrations with Lack of Inspection Data
SAFCA ID Levee Unit Station Category Subcategory Material Size (In) Permit Number(s) Install Yr Owner 1137 Arcade South Levee AR01 4001+89 Pipe Drainage WSP 12 4074, 4074-1 6/1/2011 City of Sacramento1159 Arcade South Levee AR01 4002+01 Pipe Drainage WSP 36 1845-1 10/26/1953 City of Sacramento 1138 Arcade South Levee AR01 4002+09 Pipe Drainage WSP 36 1845-1 10/26/1953 City of Sacramento1161 Arcade South Levee AR01 4002+19 Pipe Drainage WSP 36 1845-1 10/26/1953 City of Sacramento3185 Arcade South Levee AR01 4020+93 Pipe Sewer CONC 18 2398 8/7/1957 City of Sacramento3857 Arcade South Levee AR01 4021+15 Pipe Sewer CONC 10 2398 8/7/1957 City of Sacramento1097 Arcade South Levee AR01 4021+16 Pipe Sewer CCP 36 2398, 2841 8/7/1957 City of Sacramento/SRCSD?3858 Arcade South Levee AR01 4021+32 Pipe Sewer CONC 20 2398 8/7/1957 City of Sacramento1071 Arcade South Levee AR01 4035+40 Pipe Gas WSP 4 18641, 3417 4/19/2011 PG&E1008 Arcade South Levee AR01 4035+51 Pipe Water DIP 12 18617 6/2/1966 City of Sacramento1095 Arcade South Levee AR01 4063+18 Pipe Drainage WSP 24 17332, 3216 7/7/1972 City of Sacramento/ARFCD1007 Arcade South Levee AR01 4063+26 Pipe Drainage WSP 36 17332, 3216 7/7/1972 City of Sacramento 919 Arcade South Levee AR01 4063+35 Pipe Drainage WSP 12 17332, 4417 7/7/1972 City of Sacramento 1050 Arcade South Levee AR01 4063+71 Pipe Sewer RCP 66 12783 9/1/1979 SRCSD 943 Arcade South Levee AR01 4063+98 Pipe Water WSP 30 14575 5/11/1988 City of Sacramento908 Arcade South Levee AR01 4067+70 Pipe Water WSP 8 14787 12/13/1988 City of Sacramento959 Arcade South Levee AR01 4067+83 Pipe Gas WSP 4 15152 11/21/1988 PG&E 4097 Arcade South Levee AR01 4076+69 Pipe Drainage RCP 24 19449 8/8/2019 City of Sacramento1091 Arcade South Levee AR01 4083+41 Pipe Drainage RCP 24 16032 4/1/1996 City of Sacramento1044 Arcade South Levee AR01 4093+91 Pipe Drainage RCP 24 16032 4/1/1996 City of Sacramento1064 Arcade South Levee AR01 4103+09 Pipe Drainage RCP 24 16032 4/1/1996 City of Sacramento3320 Arcade South Levee AR01 4109+95 Pipe Gas WSP 4 Unpermitted <Null> PG&E1521 NEMDC East Levee AR2B 3003+31 Pipe Drainage WSP 4 16768 12/30/1997 City of Sacramento 903 NEMDC East Levee AR2B 3013+28 Pipe Drainage WSP 36 6064, 6064-A, 2553 1/10/1969 City of Sacramento 3869 NEMDC East Levee AR2B 3038+40 Pipe Gas WSP 20 17468 6/12/2002 PG&E1539 American River North Levee AR03 3009+93 Pipe Sewer WSP 26 5453 12/1/1966 SRCSD1180 American River North Levee AR03 3013+33 Pipe Water GIP 2.5 5643 1/11/1967 City of Sacramento1546 American River North Levee AR03 3013+60 Pipe Gas WSP 12 911 3/3/1943 PG&E1029 American River North Levee AR03 3015+23 Pipe Water WSP 30 12432A, 12432 6/1/1978 City of Sacramento 838 American River North Levee AR03 3032+19 Pipe sewer WSP 26 1779 7/2/1953 City of Sacramento 1513 American River North Levee AR03 3037+01 Pipe Water WSP 12 13056 8/3/1981 City of Sacramento3366 American River North Levee AR03 3060+94 Pipe Drainage WSP 30 2554 9/30/1959 City of Sacramento 914 American River North Levee AR03 3061+05 Pipe Drainage WSP 30 2554 9/30/1959 City of Sacramento 3365 American River North Levee AR03 3061+12 Pipe Drainage WSP 16 5365 10/27/1966 City of Sacramento 937 American River North Levee AR03 3061+20 Pipe Drainage WSP 42 5365 11/1/1966 City of Sacramento 1027 American River North Levee AR03 3061+29 Pipe Drainage WSP 54 5365A 9/30/1968 City of Sacramento1026 American River North Levee AR03 3061+36 Pipe Drainage HDPE 42 16687 1/17/1997 City of Sacramento1463 American River North Levee AR03 3083+92 Pipe Petroleum WSP 12 14528 2/6/1987 Southern Pacific Pipelines, Inc.4050 American River North Levee AR03 3103+29 Pipe Sewer RCP 18 2805 6/20/1958 SRCSD1499 American River North Levee AR03 3103+90 Pipe Drainage WSP 66 5776 6/20/1967 City of Sacramento1498 American River North Levee AR03 3104+00 Pipe Drainage WSP 66 5776 6/20/1967 City of Sacramento1497 American River North Levee AR03 3104+08 Pipe Drainage WSP 42 5776 6/20/1967 City of Sacramento1496 American River North Levee AR03 3104+15 Pipe Drainage WSP 42 5776 6/20/1967 City of Sacramento1495 American River North Levee AR03 3104+20 Pipe Drainage WSP 42 5776 6/20/1967 City of Sacramento

American North Levee System (ANLS) - Exceptions
Penetrations with Lack of Inspection Data
SAFCA ID Levee Unit Station Category Subcategory Material Size (In) Permit Number(s) Install Yr Owner 1494 American River North Levee AR03 3104+24 Pipe Drainage WSP 12 5776 6/20/1967 City of Sacramento 973 American River North Levee AR03 3131+65 Pipe Sewer WSP 30 5972 3/25/1968 Arden Sanitation District949 American River North Levee AR03 3147+31 Pipe Water PE 6 16223 6/27/1994 Cal Expo and State Fair 1054 American River North Levee AR09 3177+07 Pipe Drainage RCP, CMP 36 <Not Required> 10/15/1959 Sacramento County 1410 American River North Levee AR09 3177+40 Box Culvert Drainage RCB 48 <Not Required> 10/15/1959 Sacramento County1409 American River North Levee AR09 3177+47 Box Culvert Drainage RCB 48 <Not Required> 10/15/1959 Sacramento County1408 American River North Levee AR09 3177+53 Box Culvert Drainage RCB 48 <Not Required> 10/15/1959 Sacramento County1407 American River North Levee AR09 3177+61 Box Culvert Drainage RCB 48 <Not Required> 10/15/1959 Sacramento County1406 American River North Levee AR09 3177+67 Box Culvert Drainage RCB 48 <Not Required> 10/15/1959 Sacramento County1405 American River North Levee AR09 3177+73 Box Culvert Drainage RCB 48 <Not Required> 10/15/1959 Sacramento County1404 American River North Levee AR09 3177+78 Box Culvert Drainage RCB 48 <Not Required> 10/15/1959 Sacramento County1005 American River North Levee AR09 3180+17 Box Culvert Drainage RCB 72 6066 9/23/1968 Sacramento County1393 American River North Levee AR09 3180+19 Box Culvert Drainage RCB 60 6066 9/23/1968 Sacramento County1394 American River North Levee AR09 3180+27 Box Culvert Drainage RCB 60 6066 9/23/1968 Sacramento County1395 American River North Levee AR09 3180+41 Box Culvert Drainage RCB 72 6066 9/23/1968 Sacramento County1953 American River North Levee AR09 3199+23 Pipe Sewer RCP 60 17671, 12188 11/9/1979 SRCSD1048 American River North Levee AR09 3213+40 Pipe Water GIP 4 6156-A, 17233 6/1/1972 Campus Commons Golf Course3357 American River North Levee AR09 3213+46 Pipe Water GIP 3 6156, 17233 6/1/1972 Campus Commons Golf Course1448 American River North Levee AR09 3230+40 Pipe Drainage WSP 42 Unpermitted Mar-66 City of Sacramento1447 American River North Levee AR09 3230+46 Pipe Drainage WSP 42 Unpermitted Mar-66 City of Sacramento1446 American River North Levee AR09 3230+51 Pipe Drainage WSP 42 Unpermitted Mar-66 City of Sacramento1445 American River North Levee AR09 3230+54 Pipe Drainage WSP 12 Unpermitted Mar-66 City of Sacramento1067 American River North Levee AR09 3240+72 Pipe Water WSP 14 5152 9/29/1965 City of Sacramento3360 American River North Levee AR09 3241+09 Pipe Sewer WSP 60 12188 4/2/1979 City of Sacramento 871 American River North Levee AR09 3293+86 Pipe Water WSP 24 6202 7/26/1968 City of Sacramento 1113 American River North Levee AR09 3296+86 Pipe Drainage WSP 4 14805 10/14/1987 City of Sacramento 983 American River North Levee AR09 3296+92 Pipe Drainage WSP 4 14805 10/14/1987 City of Sacramento 1356 American River North Levee AR09 3314+07 Pipe Drainage WSP 12 4622 7/17/1964 City of Sacramento1357 American River North Levee AR09 3314+11 Pipe Drainage WSP 20 4622 7/17/1964 City of Sacramento1358 American River North Levee AR09 3314+16 Pipe Drainage WSP 20 4622 7/17/1964 City of Sacramento1329 American River North Levee AR09 3351+10 Pipe Drainage WSP 30 3053 11/24/1959 Sacramento County1182 American River North Levee AR09 3351+12 Pipe Drainage WSP 30 3053 11/24/1959 Sacramento County1312 American River North Levee AR3B 3377+69 Pipe Sewer WSP 6 3386 5/27/1960 SRCSD1278 American River North Levee AR3B 3399+46 Pipe Drainage CMP 24 <Not Required> Jun-95 Sacramento County1085 American River North Levee AR3B 3399+61 Pipe Drainage RCP 24 <Not Required> Nov-58 Sacramento County1086 American River North Levee AR3B 3399+65 Pipe Drainage RCP 24 <Not Required> Nov-58 Sacramento County1061 American River North Levee AR3B 3399+69 Pipe Drainage RCP 24 <Not Required> Nov-58 Sacramento County1019 American River North Levee AR3B 3453+53 Pipe Petroleum WSP 10 2440 7/22/1957 Southern Pacific Pipelines, Inc. 995 American River North Levee AR3B 3468+01 Pipe Water WSP 0.75 13581 4/4/1983 Sacramento County 953 American River North Levee AR3B 3488+24 Pipe Water WSP 6 12397 6/2/1978 Sacramento County Parks & Rec 3851 American River North Levee AR3B 3495+47 Box Culvert Drainage RCB 48 3063 11/24/1959 Sacramento County 930 American River North Levee AR3B 3495+51 Pipe Drainage WSP 36 3063 11/16/1959 Sacramento County 1260 American River North Levee AR3B 3495+57 Pipe Drainage WSP 36 3063 11/16/1959 Sacramento County1261 American River North Levee AR3B 3495+63 Pipe Drainage WSP 36 3063 11/16/1959 Sacramento County

American North Levee System (ANLS) - Exceptions
Penetrations with Lack of Inspection Data
SAFCA ID Levee Unit Station Category Subcategory Material Size (In) Permit Number(s) Install Yr Owner 1208 American River North Levee AR3B 3508+76 Pipe Water WSP 24 5364 10/17/1966 SSWD/Water utility 921 American River North Levee AR3B 3512+71 Pipe Chlorine solution WSP 6 7993 6/8/1973 SASD/NE Sac County Sanitation District975 American River North Levee AR3B 3512+77 Pipe Sewer RCP 54 3599-A, 12144A 10/5/1977 SASD876 American River North Levee AR3B 3512+82 Pipe Sewer RCP 36 3599-A, 12144A 10/5/1977 SRCSD 4175 American River North Levee AR3B 3512+89 Pipe Gas WSP 2.5 4777 11/20/1964 SRCSD1232 American River North Levee AR3B 3531+02 Pipe Drainage CMP 30 2806 5/19/1959 Sacramento County 988 American River North Levee AR3B 3543+04 Pipe Water WSP 6 12725 9/23/1980 Sacramento County

APPENDIX C. Exception for the UPRR Stoplog Operation
Schedule
Mead & Hunt | 180 Promenade Circle, Suite 240, Sacramento, CA 95834 | 916-971-3961 | meadhunt.com Technical Memorandum
To: Thomas Engler, MBK Engineers
From: Stephen Sullivan, Civil Engineer of Record
Reviewed by: Nancy Moricz, Senior Project Engineer
Date: February 12, 2024
Subject: Exception for UPRR Stoplog Operation Schedule, American North Levee System 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 American North Levee System (ANLS). 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 two (2) UPRR Stoplog Closure Structures within the ANLS are located at the intersection of the Union Pacific Railroad (UPRR) line with the Arcade Creek South Levee and the American River North Levee. The UPPR line runs parallel to and landward of the Natomas East Main Drainage Canal east levee. They are currently tested through trial erection at cycles of not more than five (5) years due to the logistical challenges of a railroad closure. The rail line is a critical transportation corridor that passes through the ANLS.

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 six (6) 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
February 12, 2024

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 of fairly simple construction and do not require unique tools and equipment, or 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 ANLS UPRR stoplog closure structures 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 ANLS operation. Therefore, an exception to the annual testing requirement is recommended.

This conclusion applies to each of the two (2) UPRR closure structures listed in Section 1 above.

APPENDIX D. ANLS Wind Setup and Wave Runup Analysis
Wind-Wave Analysis for
American River North and
Robla-Arcade Levee Systems
PROJECT NUMBER R1941500-120265.09
JULY 9, 2024
FINAL

PAGE INTENTIONALLY LEFT BLANK
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 ............................................................................................................... 4

2.4 Fetch Length and Critical Wind .......................................................................................... 5

3. Design Wind Speed Analysis........................................................................... 7

3.1 Stationarity and Detrending ................................................................................................ 7

3.2 Return Period...................................................................................................................... 8

3.3 Analysis Procedure ............................................................................................................. 9

3.4 Results .............................................................................................................................. 10

4. Wind Speed Adjustment and Wave Growth .................................................. 10

4.1 Wind Speed Adjustment ................................................................................................... 10

4.2 Wave Growth .................................................................................................................... 11

4.3 ACES Input and Output .................................................................................................... 13

4.4 Wave Height Correction ................................................................................................... 14

4.4.1 Correction for Submerged Breakwater ................................................................ 14

4.4.2 Correction for Vegetation Buffer .......................................................................... 14

5. Setup and Setdown ....................................................................................... 16

5.1 Wind Setup ....................................................................................................................... 16

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

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

6.1 Runup for Significant Wave .............................................................................................. 18

6.2 ACES Input and Output .................................................................................................... 19

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

6.4 Runup Correction ............................................................................................................. 20 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 .................................................................................... 21

7.1 Acceptance Criteria .......................................................................................................... 21

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

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

9. References .................................................................................................... 23

FIGURES
Figure 1. Selected Sites .................................................................................................................. 4 Figure 2. Restricted Fetch Geometry .............................................................................................. 6 Figure 3. Restricted Fetch Conventions .......................................................................................... 6 TABLES
Table 1. Selected Sites .................................................................................................................... 3 Table 2. Wind-Wave Analysis Results .......................................................................................... 22

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
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 American River north levee, Robla Creek south levee, Arcade Creek north and south levees, and Natomas East Main Drainage Canal (NEMDC) east levee. These levee reaches were previously analyzed (Mead & Hunt, 2015). The purpose of the current scope 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 erosion 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 parameters not specifically prescribed in the FEMA literature (e.g., design return period for wind speeds), the ULDC was used for supplemental guidance.

The 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.

Sites 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, and levee baseline alignment data (MBK, 2024). Results from the analysis are presented in Table 2.

1.2 Study Area
This study includes the following levee segments:
• American River north levee from the NEMDC upstream to Arden Way. • NEMDC east levee from the American River upstream to Robla Creek (north of Del Paso Road). • Robla Creek south levee from the NEMDC upstream to Dry Creek Road. • Arcade Creek north and south levees from the NEMDC upstream to Marysville Boulevard.

1.3 Methods of Analysis
The Automated Coastal Engineering System (ACES) Version 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 2 Growth” module which predicts the height and period of waves generated over a given fetch; the ACES “Wave Runup and Overtopping on Impermeable Structures” module which predicts the magnitude of wave runup on an embankment.

To account for factors not included in the ACES model 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 values. 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, 2024), 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 design 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. • Levee alignment data with stationing.

2.2 Site Selection
Sites selected for analysis are shown in Figure 1 below. Site selection was based on maximizing the combination 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 (directiondependent), wind speed (direction-dependent), the angle between the fetch and wind directions, and the angle of incidence of the mean wave direction with respect to the levee alignment at the analysis site.

Table 1 below is a summary of parameters for the sites 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.
3 TABLE 1. SELECTED SITES
Site Northing Easting
Restricted Fetch Length (miles) Average Fetch Depth (feet) Design Observed2-min Wind Speed (mph) Associated Wind Direction (deg) Design Water Surface Elevation (feet NAVD88) 2 2,005,703 6,720,125 0.9 3.6 38.0 330 43.4
3 2,005,036 6,718,316 1.3 6.8 35.1 310 41.8
4 2,002,180 6,713,890 0.8 9.7 39.0 340 41.3
5 1,990,923 6,721,063 0.3 12.2 35.2 210 38.7
6 1,990,113 6,717,748 0.3 11.3 44.2 130 37.8
7 1,989,857 6,716,705 0.4 18.1 34.4 220 37.7
8 1,990,760 6,723,561 0.3 4.0 37.3 110 42.2
9 1,990,541 6,720,653 0.3 12.5 29.4 270 38.5
10 1,989,276 6,715,907 0.4 14.7 29.5 260 37.7
11 1,995,357 6,712,589 0.6 14.0 44.4 180 38.8
12 1,984,918 6,714,090 2.4 16.2 39.0 340 36.9
13 1,983,013 6,713,727 1.0 18.1 29.6 260 37.0
14 1,981,599 6,712,382 2.1 20.2 31.4 240 36.6
15 1,979,397 6,718,793 1.0 9.8 35.1 210 38.2
16 1,976,933 6,724,832 1.0 14.7 47.6 150 39.9
17 1,973,880 6,728,124 2.5 12.9 30.0 260 41.1
18 1,970,800 6,727,375 1.1 16.4 38.2 330 42.5
19 1,969,247 6,737,905 1.6 12.8 34.8 240 48.4
20 1,974,068 6,749,275 0.6 17.8 48.3 130 53.2
21 1,976,219 6,751,426 0.7 19.5 48.5 130 55.9
4 FIGURE 1. SELECTED SITES

2.3 Wind Speed Data
Wind speed data was downloaded from the National Centers for Environmental Information1 (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 5 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 year2. 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) 6 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.

Large waves can be produced even if the direction of the longest fetch and the direction of the maximum Radial Fetches Site of Interest
Levee Crest Alignment Wind
φ
Wind
Waves
Fetch Length
(Typical)
10°
Site of Interest
7 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 slopeperpendicular 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:


.cos ϕ

.

1 − 0.002222 ∗ 
------------------------------------------------------------------------------------------- (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):


.cos ϕ

.

-------------------------------------------------------------------------------------------------------------------- (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 KolmogorovSmirnov (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 complete record years from 1964 to 2022. The first 30 years and last 29 years of average peak annual 8 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.
9 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:


= 

⁄
-------------------------------------------------------------------------------------------------------------- (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:
 =
!
"
----------------------------------------------------------------------------------------------------------------------------- (4) Plotting position for a sample is given by:


=
#
$
------------------------------------------------------------------------------------------------------------------------- (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:
 =
% &'()
*+

% &'()
*+

------------------------------------------------------------------------------------------------------------------ (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:
, =
$∑ 
∑ 
∑

$∑ .
∑ 

.
-------------------------------------------------------------------------------------------------------------- (7) / =
∑ "∑ 

$
---------------------------------------------------------------------------------------------------------------------- (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. 10 0
 = 1 − ∑(  
*
.
∑  1

.
-------------------------------------------------------------------------------------------------------------- (9) where:
21 = 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:
2 = , + / ---------------------------------------------------------------------------------------------------------------------- (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:
 =
4 &' 5⁄
6 4 &' 5⁄
6 -------------------------------------------------------------------------------------------------------------- (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 resulting 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 11 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 analysis4 • 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 (Ue) 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:
27 289 = 1.277 + 0.296 tanhA0.9 log45 F ⁄ ⁄
H G
----------------------------------------------------------------------- (12) For 3,600 sec < t < 36,000 sec:
27 289 = 1.5334 − 0.15 log F ⁄ G ------------------------------------------------------------------------------------------ (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 that the given wind duration is not sufficiently long for the maximum wave heights to develop across the 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) 12 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
:

FJK7LM = 51.09 )
N.O.

PN..QÛS
N.TT --------------------------------------------------------------------------------------------------------- (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:

U = 0.000103 VÛS
.

P
W VP7X
ÛS
W
.9Y
........................................................................................................................ (15) Z = 0.082 VÛS
P
W VP7X
ÛS
W
.8Y
.............................................................................................................................. (16) Fetch-Limited (ti ≥ tfetch), Deep Water, Restricted Fetch Formulas:

U = 0.0015 VÛS
.

P
W VP)
ÛS
. W
 ⁄
............................................................................................................................. (17) Z = 0.3704 VÛS
P
W VP)
ÛS
.W
.
............................................................................................................................. (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):

Fully Developed, Deep Water, Restricted Fetch Formulas:
6 Reference: Equation 28 of the ACES Technical Reference (USACE, 1992, p. 1-1-10) 13 UJ\ = 0.2433 VÛ]
.

P
W ...................................................................................................................................... (19) ZJ\ = 8.134 VÛ]
P
W ......................................................................................................................................... (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):
^_ = 5.12Z


------------------------------------------------------------------------------------------------------------------- (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 check for duration-limited conditions automatically when using the “Shallow Restricted” fetch option (USACE, 1992).

For Sites 2, 3, and 17, the “Shallow Restricted” fetch option was used. The average fetch depth for these sites ranged from 3.6 to 6.8 feet. All other sites used the “Deep Restricted” fetch option.

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”)
14 • 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.

Submerged linear breakwater features were identified within the critical fetches for Sites 16, 17, and 19. Transmission coefficients (ratio of transmitted to incoming wave height) for these sites were 0.68, 0.63, and 0.95, respectively.

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 rigid 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, 15 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).

The water particle horizontal speed for linear waves (time- and depth-varying) is (USACE, 1992):
|k|F, m
= no∗P∗5
p
∗
qrstuv\
⁄p

qrstu\ p⁄

∗ cos2wF Z⁄
n ............................................................................. (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):
{G
F, m
= |} ∗ ~ ∗  ∗ w ∗
€
.

∗ U ∗ u ∗qrstuv\
⁄p

p∗qrstu\ p⁄

∗ sin−2wF Z⁄
............................................... (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):
{€F, m
=
ƒ„

∗ ~ ∗  ∗
∗ U∗
P5.

p.
∗
qrstuv\
⁄p

qrstu\ p⁄

.
∗ cos2wF Z⁄
∗ |cos2wF Z⁄
| ............................ (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:
†
‡ˆ‰
5 Š
‰‹ † † |k|F, m
4{G
F, m
+ {€F, m
6 ŒF Œm Œ 
v‹\
5 7‹ .................................................................. (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 16 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 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.

Some sites in the study area may have riparian vegetation that would decrease wave heights, but based on the results it was not necessary to account for this reduction and no reduction was included in the calculations.

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, sometimes 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 the study area the setup values are small (0.01 to 0.28 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 setup is 17 calculated using Equation 26 below7:
’ =
.)

€
------------------------------------------------------------------------------------------------------------------------- (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)
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 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.

The wind setup for the sites analyzed ranged from 0.01 feet (Site 9) to 0.28 feet (Site 2).

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 separately8. 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 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). 8 (USACE, 1984a), Paragraph 3.VIII.5, pp. 3-99 to 3-101 18 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, Hs. • Runup values caused by an irregular sea will follow a Rayleigh distribution.

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 surfsimilarity parameter or Iribarren number (ξ ) (Ahrens & McCartney, Wave Period Effect on the Stability of Riprap, 1975). No such structures exist in this analysis. 0 = UG
“”
•” ................................................................................................................................................. (27) – = —˜' ™
šoX⁄p›
................................................................................................................................................... (28) 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):
0 = |UG ..................................................................................................................................................... (29) Plunging wave conditions (ξ ≤ 2):
|œ = 1.002– ............................................................................................................................................... (30) 19 Transitional Wave Conditions (2 < ξ < 3.5):
|7 = V8.”
. W |œ + V”
. W |$• ......................................................................................................................... (31) Nonbreaking Wave Conditions (ξ ≥ 3.5):
|$• = 1.087šw 2ž ⁄ + 0.775Π ..................................................................................................................... (32) Π = oX⁄p
—˜'t u\¡⁄p

......................................................................................................................................... (33) 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”)
• 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 20 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.

6.4.1 Correction for Berm
If there is a waterside berm on the embankment with average water depth less than U¢√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).
21 ¤¥ = 1 − 0.0022 .......................................................................................................................... (34) 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 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 wind setup plus wave runup was equal to or less than 3 feet for all analysis sites. The results of the wind and wave analysis are presented in Table 2 below.
22 TABLE 2. WIND-WAVE ANALYSIS RESULTS
Site No. Northing Easting
Restricted Fetch
Length (miles)
Average Fetch
Depth (feet)
Design Observed
2-min Wind Speed
(mph)
Associated Wind
Direction (deg)
Design Water
Surface Elevation
(feet NAVD88)
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)
2 2,005,703 6,720,125 0.9 3.6 38.0 330 43.4 24 40.6 0.87 1.74 0.28 1.37 1.7 3 2,005,036 6,718,316 1.3 6.8 35.1 310 41.8 37 36.8 1.05 1.90 0.18 2.10 2.3 4 2,002,180 6,713,890 0.8 9.7 39.0 340 41.3 21 41.9 1.03 1.90 0.10 1.77 1.9 5 1,990,923 6,721,063 0.3 12.2 35.2 210 38.7 12 38.5 0.59 1.41 0.03 0.93 1.0 6 1,990,113 6,717,748 0.3 11.3 44.2 130 37.8 12 49.1 0.79 1.61 0.05 1.33 1.4 7 1,989,857 6,716,705 0.4 18.1 34.4 220 37.7 16 37.0 0.69 1.54 0.02 1.26 1.3 8 1,990,760 6,723,561 0.3 4.0 37.3 110 42.2 11 41.1 0.57 1.34 0.08 1.10 1.2 9 1,990,541 6,720,653 0.3 12.5 29.4 270 38.5 12 31.7 0.46 1.25 0.01 0.93 0.9 10 1,989,276 6,715,907 0.4 14.7 29.5 260 37.7 15 31.5 0.54 1.37 0.02 1.22 1.2 11 1,995,357 6,712,589 0.6 14.0 44.4 180 38.8 17 48.6 1.08 1.92 0.08 1.62 1.7 12 1,984,918 6,714,090 2.4 16.2 39.0 340 36.9 49 40.9 1.68 2.42 0.18 2.80 3.0 13 1,983,013 6,713,727 1.0 18.1 29.6 260 37.0 29 30.9 0.86 1.78 0.04 1.58 1.6 14 1,981,599 6,712,382 2.1 20.2 31.4 240 36.6 51 32.4 1.31 2.25 0.08 2.92 3.0 15 1,979,397 6,718,793 1.0 9.8 35.1 210 38.2 29 37.0 1.06 1.96 0.10 2.78 2.9 16 1,976,933 6,724,832 1.0 14.7 47.6 150 39.9 23 51.7 0.99 2.25 0.13 2.58 2.7 17 1,973,880 6,728,124 2.5 12.9 30.0 260 41.1 60 30.8 0.88 2.30 0.13 2.20 2.3 18 1,970,800 6,727,375 1.1 16.4 38.2 330 42.5 27 40.6 1.18 2.06 0.08 1.57 1.6 19 1,969,247 6,737,905 1.6 12.8 34.8 240 48.4 43 36.4 1.21 2.19 0.12 2.07 2.2 20 1,974,068 6,749,275 0.6 17.8 48.3 130 53.2 18 53.0 1.20 2.01 0.07 2.09 2.2 21 1,976,219 6,751,426 0.7 19.5 48.5 130 55.9 17 53.4 1.21 2.02 0.07 1.49 1.6 23 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. (2024). Wind and Wave Analysis Inputs (Various). Updated May 24, 2024.

Mead & Hunt. (2015, February). SAFCA Levee Evaluation. Wind Wave Analysis.

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 35/7/06 6:45 5 55/7/06 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 20:55 231/10/17 21:45 231/10/17 22:45 141/10/17 23:45 32 1/11/17 0:45 581/11/17 1:48 261/11/17 1:52 291/11/17 2:45 291/11/17 3:45 26 0 102030405060
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
CorrectedObserved
0 10203040506070
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 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 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 40 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 48 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 36 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 41 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 54 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 54 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 37 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 38 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 34 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 36 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 40 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 40 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 45 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 26 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 22 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 23 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 25 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 23 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 23 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 18 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 14 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 11 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 16 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 14 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 11 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 13 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 14 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 16 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 17 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 17 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 17 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 19 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 22 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 20 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 18 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 17 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 26 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 23 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 18 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 24 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 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 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 25 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 20 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 27 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 20 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 26 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 24 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 24 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 23 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 19 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 22 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 23 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 25 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 21 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 16 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 19 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 16 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 16 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 27 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 19 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 24 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 20 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 20 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 18 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 19 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 21 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 15 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 28 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 27 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 20 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 19 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 21 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 27 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 23 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 18 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 24 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, Dn,m = 0.57
Combine
37 Sample 1 Sample 2 Sample 1 Sample 2 Unique Sample 1 Sample 2 Significance Year U (mph) Value Cum Freq Value Cum Freq Half-Rank Stepwise Cum Freq Value Cum Freq Value Values RankMin RankMax RankMin RankMax Level K-S Dtest 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 0.043478 0.086957 10% 0.25 Reject Ho 1965 19.03881 2 16.38556 0.087 17.03178 0.087 2.5 1.5 0.086957 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 0.086957 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 0.086957 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 0.086957 0.086957 99% 0.51 Reject Ho With 99% significance, the samples come from different population distributions. 1969 19.42406 6 17.30519 0.261 18.63492 0.261 6.5 3.5 0.173913 16.55954 0.173913 18.579 17.03178 0.217391 0.217391 0.086957 0.130435 99.9% 0.60 Accept Ho Null hypothesis cannot 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 0.130435 0.1304351973 19.33707 8 17.54752 0.348 19.32464 0.348 8.5 4.5 0.217391 16.59682 0.217391 18.579 17.30519 0.26087 0.304348 0.130435 0.130435 1974 19.57941 9 17.65937 0.391 19.6229 0.391 9.5 5 0.217391 17.08771 0.217391 18.62871 17.45432 0.304348 0.347826 0.130435 0.1304351975 19.8031 10 18.00112 0.435 20.05786 0.435 10.5 5.5 0.26087 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 0.26087 17.30519 0.26087 18.63492 17.65937 0.391304 0.434783 0.130435 0.1304351977 17.08771 12 18.19375 0.522 20.2567 0.522 12.5 6.5 0.304348 17.30519 0.304348 18.63492 18.00112 0.434783 0.478261 0.130435 0.1304351978 18.18132 13 18.29938 0.565 20.28777 0.565 13.5 7 0.304348 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 0.347826 17.45432 0.347826 19.29979 18.19375 0.521739 0.565217 0.130435 0.130435 1980 19.51727 15 18.65978 0.652 20.64195 0.652 15.5 8 0.347826 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 0.391304 17.54752 0.391304 19.32464 18.46715 0.608696 0.652174 0.130435 0.130435 1982 17.54752 17 19.18173 0.739 20.79729 0.739 17.5 9 0.391304 17.65937 0.391304 19.6229 18.579 0.652174 0.652174 0.130435 0.217391 1983 18.29938 18 19.33707 0.783 20.84079 0.783 18.5 9.5 0.434783 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 0.434783 18.00112 0.434783 20.05786 18.62871 0.652174 0.652174 0.217391 0.260871985 17.65937 20 19.51727 0.870 21.77285 0.870 20.5 10.5 0.478261 18.00112 0.478261 20.05786 18.63492 0.652174 0.652174 0.26087 0.3043481986 17.30519 21 19.57941 0.913 22.04625 0.913 21.5 11 0.478261 18.18132 0.478261 20.25049 18.65978 0.652174 0.695652 0.304348 0.3043481987 16.01895 22 19.8031 0.957 22.12081 0.957 22.5 11.5 0.521739 18.18132 0.521739 20.25049 19.03881 0.695652 0.73913 0.304348 0.3043481988 18.19375 23 20.35612 1.000 24.2894 1.000 23.5 12 0.521739 18.19375 0.521739 20.2567 19.18173 0.73913 0.782609 0.304348 0.3043481989 15.01233 12.5 0.565217 18.19375 0.565217 20.2567 19.29979 0.782609 0.782609 0.304348 0.3478261990 17.03178 13 0.565217 18.29938 0.565217 20.28777 19.32464 0.782609 0.782609 0.347826 0.3913041991 18.63492 13.5 0.608696 18.29938 0.608696 20.28777 19.33707 0.782609 0.826087 0.391304 0.3913041992 18.62871 14 0.608696 18.46715 0.608696 20.32505 19.42406 0.826087 0.869565 0.391304 0.3913041993 19.32464 14.5 0.652174 18.46715 0.652174 20.32505 19.51727 0.869565 0.913043 0.391304 0.3913041994 18.579 15 0.652174 18.65978 0.652174 20.64195 19.57941 0.913043 0.956522 0.391304 0.3913041995 20.65438 15.5 0.695652 18.65978 0.695652 20.64195 19.6229 0.956522 0.956522 0.391304 0.4347831996 19.29979 16 0.695652 19.03881 0.695652 20.65438 19.8031 0.956522 1 0.434783 0.4347831997 20.05786 16.5 0.73913 19.03881 0.73913 20.65438 20.05786 1 1 0.434783 0.4782611998 20.28777 17 0.73913 19.18173 0.73913 20.79729 20.25049 1 1 0.478261 0.5217391999 18.579 17.5 0.782609 19.18173 0.782609 20.79729 20.2567 1 1 0.521739 0.5652172000 19.6229 18 0.782609 19.33707 0.782609 20.84079 20.28777 1 1 0.565217 0.6086962012 21.18254 18.5 0.826087 19.33707 0.826087 20.84079 20.32505 1 1 0.608696 0.6521742013 20.79729 19 0.826087 19.42406 0.826087 21.18254 20.35612 1 1 0.652174 0.6521742014 20.32505 19.5 0.869565 19.42406 0.869565 21.18254 20.64195 1 1 0.652174 0.6956522015 20.64195 20 0.869565 19.51727 0.869565 21.77285 20.65438 1 1 0.695652 0.739132016 20.2567 20.5 0.913043 19.51727 0.913043 21.77285 20.79729 1 1 0.73913 0.7826092017 20.84079 21 0.913043 19.57941 0.913043 22.04625 20.84079 1 1 0.782609 0.8260872018 22.04625 21.5 0.956522 19.57941 0.956522 22.04625 21.18254 1 1 0.826087 0.8695652019 24.2894 22 0.956522 19.8031 0.956522 22.12081 21.77285 1 1 0.869565 0.9130432020 20.25049 22.5 1 19.8031 1 22.12081 22.04625 1 1 0.913043 0.9565222021 21.77285 23 1 20.35612 1 24.2894 22.12081 1 1 0.956522 12022 22.12081 23.5 1 20.35612 1 24.2894 24.2894 1 1 1 1 USACE RMC-TR-2021-02 (PDF p17):
0 0.10.20.30.40.50.60.70.80.9
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
05 10
15202530
1960 1970 1980 1990 2000 2010 2020 2030
Peak Annual 2-minute Observed Wind Speed, Averages of All Wind Directions (mph) Year
Mean Median Historical Trend of Average Annual Peak Wind Speeds 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
05 10
15202530
1960 1970 1980 1990 2000 2010 2020 2030
Peak Annual 2-minute Observed Wind Speed, Averages of All Wind Directions (mph) Year
Mean Median Detrended (to 2023) Average Annual Peak Wind Speeds

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 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 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 30 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 29 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 23 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 26 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 24 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 18 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 22 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 17 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 23 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 19 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 30 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 18 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 18 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 21 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 13 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 21 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 19 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 15 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 13 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 21 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 16 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 18 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 21 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 23 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 18 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 17 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 17 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 14 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 46 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 15 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 17 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 17 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 22 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 13 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 27 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 22 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 24 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 14 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 23 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 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 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 32 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 20 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 26 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 23 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 15 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 21 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 23 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 18 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 20 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 25 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 23 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 19 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 19 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 21 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 19 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 47 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 17 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 24 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 19 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 17 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 24 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 22 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 14 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 25 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 27 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 27 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 22 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 24 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 14 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 23 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, Dn,m = 0.46
Combine
37 Sample 1 Sample 2 Sample 1 Sample 2 Unique Sample 1 Sample 2 Significance Year U (mph) Value Cum Freq Value Cum Freq Half-Rank Stepwise Cum Freq Value Cum Freq Value Values RankMin RankMax RankMin RankMax Level K-S Dtest 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 0.041667 0.041667 10% 0.25 Reject Ho 1965 19.70368 2 16.73353 0.083 18.31802 0.083 2.5 1.5 0.083333 15.55913 0.083333 17.09392 16.73353 0.083333 0.125 0.041667 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 0.041667 0.041667 90% 0.39 Reject Ho1967 18.79648 4 17.54131 0.167 18.61628 0.167 4.5 2.5 0.125 16.73353 0.125 18.31802 17.09392 0.166667 0.166667 0.041667 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 rejected 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 0.166667 16.84537 0.166667 18.44851 17.82093 0.208333 0.25 0.083333 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 0.125 1973 16.84537 8 18.79648 0.333 20.08272 0.333 8.5 4.5 0.208333 17.54131 0.208333 18.61628 18.44851 0.25 0.25 0.125 0.1666671974 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 0.166667 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 0.166667 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 0.251977 18.59143 12 19.11959 0.500 20.82215 0.500 12.5 6.5 0.291667 18.59143 0.291667 18.74677 18.74677 0.291667 0.291667 0.25 0.291667 1978 20.31884 13 19.18173 0.542 20.92157 0.542 13.5 7 0.291667 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 0.333333 18.77784 0.333333 18.97668 18.79648 0.333333 0.375 0.291667 0.2916671980 19.11338 15 19.70368 0.625 21.28818 0.625 15.5 8 0.333333 18.79648 0.333333 20.08272 18.96425 0.375 0.416667 0.291667 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 0.291667 0.3333331982 18.77784 17 20.27534 0.708 21.72314 0.708 17.5 9 0.375 18.96425 0.375 20.31262 19.03881 0.416667 0.458333 0.333333 0.3333331983 21.28818 18 20.31884 0.750 21.78527 0.750 18.5 9.5 0.416667 18.96425 0.416667 20.31262 19.11338 0.458333 0.5 0.333333 0.333333 1984 17.54131 19 20.38719 0.792 22.81675 0.792 19.5 10 0.416667 19.03881 0.416667 20.53632 19.11959 0.5 0.541667 0.333333 0.3333331985 16.73353 20 20.48661 0.833 23.02802 0.833 20.5 10.5 0.458333 19.03881 0.458333 20.53632 19.18173 0.541667 0.583333 0.333333 0.3333331986 19.18173 21 21.1639 0.875 23.6556 0.875 21.5 11 0.458333 19.11338 0.458333 20.67302 19.5297 0.583333 0.625 0.333333 0.3333331987 19.03881 22 21.28818 0.917 23.6991 0.917 22.5 11.5 0.5 19.11338 0.5 20.67302 19.70368 0.625 0.666667 0.333333 0.3333331988 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 0.541667 19.11959 0.541667 20.82215 20.08272 0.708333 0.708333 0.333333 0.3751990 18.74677 13 0.541667 19.18173 0.541667 20.92157 20.27534 0.708333 0.75 0.375 0.3751991 20.67302 13.5 0.583333 19.18173 0.583333 20.92157 20.31262 0.75 0.75 0.375 0.4166671992 17.09392 14 0.583333 19.5297 0.583333 20.97749 20.31884 0.75 0.791667 0.416667 0.4166672002 21.78527 14.5 0.625 19.5297 0.625 20.97749 20.38719 0.791667 0.833333 0.416667 0.4166672003 18.97668 15 0.625 19.70368 0.625 21.28818 20.48661 0.833333 0.875 0.416667 0.4166672004 20.82215 15.5 0.666667 19.70368 0.666667 21.28818 20.53632 0.875 0.875 0.416667 0.4583332005 21.28818 16 0.666667 19.76582 0.666667 21.5243 20.67302 0.875 0.875 0.458333 0.52006 20.92157 16.5 0.708333 19.76582 0.708333 21.5243 20.82215 0.875 0.875 0.5 0.5416672007 18.31802 17 0.708333 20.27534 0.708333 21.72314 20.92157 0.875 0.875 0.541667 0.5833332008 20.97749 17.5 0.75 20.27534 0.75 21.72314 20.97749 0.875 0.875 0.583333 0.6252009 20.31262 18 0.75 20.31884 0.75 21.78527 21.1639 0.875 0.916667 0.625 0.6252010 23.02802 18.5 0.791667 20.31884 0.791667 21.78527 21.28818 0.916667 0.958333 0.625 0.6666672011 23.6556 19 0.791667 20.38719 0.791667 22.81675 21.28818 0.916667 0.958333 0.625 0.6666672012 18.61628 19.5 0.833333 20.38719 0.833333 22.81675 21.32546 0.958333 1 0.666667 0.6666672013 18.74056 20 0.833333 20.48661 0.833333 23.02802 21.5243 1 1 0.666667 0.7083332014 23.6991 20.5 0.875 20.48661 0.875 23.02802 21.72314 1 1 0.708333 0.752015 26.42692 21 0.875 21.1639 0.875 23.6556 21.78527 1 1 0.75 0.7916672016 23.75502 21.5 0.916667 21.1639 0.916667 23.6556 22.81675 1 1 0.791667 0.8333332017 20.53632 22 0.916667 21.28818 0.916667 23.6991 23.02802 1 1 0.833333 0.8752018 20.08272 22.5 0.958333 21.28818 0.958333 23.6991 23.37598 1 1 0.875 0.8752019 21.72314 23 0.958333 21.32546 0.958333 23.75502 23.6556 1 1 0.875 0.9166672020 18.44851 23.5 1 21.32546 1 23.75502 23.6991 1 1 0.916667 0.9583332021 22.81675 24 1 23.37598 1 26.42692 23.75502 1 1 0.958333 12022 21.5243 24.5 1 23.37598 1 26.42692 26.42692 1 1 1 1 USACE RMC-TR-2021-02 (PDF p17):
0 0.10.20.30.40.50.60.70.80.9
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
05 10
15202530
1960 1970 1980 1990 2000 2010 2020 2030
Peak Annual 2-minute Observed Wind Speed, Averages of All Wind Directions (mph) Year
Mean Median Historical Trend of Average Annual Peak Wind Speeds 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
05 10
15202530
1960 1970 1980 1990 2000 2010 2020 2030
Peak Annual 2-minute Observed Wind Speed, Averages of All Wind Directions (mph) Year
Mean Median Detrended (to 2023) Average Annual Peak Wind Speeds

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 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 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 25 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 30 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 28 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 24 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 24 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 32 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 38 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 40 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 28 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 29 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 23 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 29 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 30 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 25 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 28 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 31 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 18 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 14 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 17 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 13 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 18 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 14 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 28 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 29 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 21 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 19 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 15 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 14 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 28 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 21 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 23 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 16 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 23 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 17 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 23 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 23 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 23 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 17 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 23 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 17 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 16 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 20 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 12 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 26 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 14 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 23 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 16 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 18 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 15 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 16 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 20 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 23 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 22 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 15 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 20 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 mph 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 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 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 15 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 14 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 11 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 17 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 12 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 13 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 16 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 14 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 12 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 20 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 22 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 17 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 22 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 20 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 15 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 22 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 22 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 17 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 15 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 19 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 11 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 26 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 13 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 23 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 16 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 18 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 15 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 16 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 19 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 23 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 22 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 15 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 20 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, Dn,m = 0.42
Combine
39 Sample 1 Sample 2 Sample 1 Sample 2 Unique Sample 1 Sample 2 Significance Year U (mph) Value Cum Freq Value Cum Freq Half-Rank Stepwise Cum Freq Value Cum Freq Value Values RankMin RankMax RankMin RankMax Level K-S Dtest 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 0.034483 0.034483 10% 0.22 Reject Ho 1965 16.10594 2 16.10594 0.067 16.10594 0.069 2.5 1.5 0.066667 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 0.241379 90% 0.35 Reject Ho 1968 16.66518 5 17.22441 0.167 16.66518 0.172 5.5 3 0.1 16.66518 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 0.133333 16.66518 0.137931 16.10594 17.78364 0.266667 0.3 0.482759 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 0.7241381971 14.98747 8 17.78364 0.267 17.22441 0.276 8.5 4.5 0.166667 17.22441 0.172414 16.10594 18.45472 0.4 0.433333 0.724138 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 0.724138 0.758621 1973 20.57981 10 18.34288 0.333 17.22441 0.345 10.5 5.5 0.2 17.22441 0.206897 16.66518 19.57319 0.466667 0.5 0.758621 0.7586211974 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 0.8620691975 22.81675 12 18.45472 0.400 17.22441 0.414 12.5 6.5 0.233333 17.22441 0.241379 16.66518 20.13243 0.5 0.533333 0.862069 0.862069 1976 18.34288 13 19.01396 0.433 17.22441 0.448 13.5 7 0.233333 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 0.266667 17.22441 0.275862 17.22441 20.57981 0.566667 0.6 0.931034 0.931034 1978 20.80351 15 20.13243 0.500 17.78364 0.517 15.5 8 0.266667 17.78364 0.275862 17.22441 20.80351 0.6 0.933333 0.931034 1 1979 19.57319 16 20.24427 0.533 17.78364 0.552 16.5 8.5 0.3 17.78364 0.310345 17.22441 21.25089 0.933333 0.966667 1 11980 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 1.034483 1981 17.78364 18 20.80351 0.600 18.34288 0.621 18.5 9.5 0.333333 18.34288 0.344828 17.22441 22.81675 0.966667 1 1.034483 1.034483 1982 19.01396 19 20.80351 0.633 18.34288 0.655 19.5 10 0.333333 18.34288 0.344828 17.224411983 20.80351 20 20.80351 0.667 18.34288 0.690 20.5 10.5 0.366667 18.34288 0.37931 17.224411984 20.80351 21 20.80351 0.700 19.01396 0.724 21.5 11 0.366667 18.34288 0.37931 17.224411985 18.45472 22 20.80351 0.733 19.68504 0.759 22.5 11.5 0.4 18.34288 0.413793 17.224411986 20.80351 23 20.80351 0.767 19.68504 0.793 23.5 12 0.4 18.45472 0.413793 17.224411987 20.80351 24 20.80351 0.800 19.68504 0.828 24.5 12.5 0.433333 18.45472 0.448276 17.224411988 20.80351 25 20.80351 0.833 20.24427 0.862 25.5 13 0.433333 19.01396 0.448276 17.224411989 20.80351 26 20.80351 0.866667 20.24427 0.896552 26.5 13.5 0.466667 19.01396 0.482759 17.224411990 18.34288 27 20.80351 0.9 20.80351 0.931034 27.5 14 0.466667 19.57319 0.482759 17.783641991 20.80351 28 21.25089 0.933333 20.80351 0.965517 28.5 14.5 0.5 19.57319 0.517241 17.783641992 20.24427 29 22.81675 0.966667 21.92198 1 29.5 15 0.5 20.13243 0.517241 17.783641993 20.80351 30 22.81675 1 1.034483 30.5 15.5 0.533333 20.13243 0.551724 17.78364 1994 17.22441 16 0.533333 20.24427 0.551724 17.783641995 20.24427 16.5 0.566667 20.24427 0.586207 17.783641996 20.80351 17 0.566667 20.57981 0.586207 18.342881997 21.92198 17.5 0.6 20.57981 0.62069 18.342881998 20.80351 18 0.6 20.80351 0.62069 18.342881999 18.34288 18.5 0.633333 20.80351 0.655172 18.342882000 17.78364 19 0.633333 20.80351 0.655172 18.342882001 20.24427 19.5 0.666667 20.80351 0.689655 18.342882002 19.68504 20 0.666667 20.80351 0.689655 18.342882003 17.78364 20.5 0.7 20.80351 0.724138 18.342882004 18.34288 21 0.7 20.80351 0.724138 19.013962005 19.68504 21.5 0.733333 20.80351 0.758621 19.013962006 17.22441 22 0.733333 20.80351 0.758621 19.685042007 17.22441 22.5 0.766667 20.80351 0.793103 19.685042008 17.78364 23 0.766667 20.80351 0.793103 19.685042009 16.66518 23.5 0.8 20.80351 0.827586 19.685042010 17.22441 24 0.8 20.80351 0.827586 19.685042011 18.34288 24.5 0.833333 20.80351 0.862069 19.685042012 15.54671 25 0.833333 20.80351 0.862069 20.244272013 16.10594 25.5 0.866667 20.80351 0.896552 20.244272014 16.66518 26 0.866667 20.80351 0.896552 20.244272015 16.10594 26.5 0.9 20.80351 0.931034 20.244272016 17.22441 27 0.9 20.80351 0.931034 20.803512017 18.34288 27.5 0.933333 20.80351 0.965517 20.803512018 17.22441 28 0.933333 21.25089 0.965517 20.803512019 19.01396 28.5 0.966667 21.25089 1 20.803512020 16.10594 29 0.966667 22.81675 1 21.921982021 17.22441 29.5 1 22.81675 1.034483 21.921982022 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 0.10.20.30.40.50.60.70.80.9
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
05 10
152025
1960 1970 1980 1990 2000 2010 2020 2030
Peak Annual 2-minute Observed Wind Speed, Averages of All Wind Directions (mph) Year
Mean Median Historical Trend of Average Annual Peak Wind Speeds 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
05 10
152025
1960 1970 1980 1990 2000 2010 2020 2030
Peak Annual 2-minute Observed Wind Speed, Averages of All Wind Directions (mph) Year
Mean Median Detrended (to 2023) Average Annual Peak Wind Speeds

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 231974 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 191975 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 221976 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 201977 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 211978 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 171979 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 171980 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 171981 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 181982 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 191983 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 211984 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 191985 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 211986 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 171987 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 211988 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 191989 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 171990 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 181991 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 211992 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 181993 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 191994 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 171995 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 181996 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 211997 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 221998 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 201999 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 212000 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 182001 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 222002 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 212003 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 202004 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 202005 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 222006 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 212007 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 202008 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 212009 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 222010 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 202011 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 212012 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 202013 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 202014 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 182015 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 202016 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 202017 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 212018 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 222019 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 222020 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 212021 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 202022 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 251974 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 211975 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 241976 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 221977 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 221978 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 191979 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 191980 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 191981 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 191982 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 211983 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 221984 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 201985 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 221986 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 181987 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 221988 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 201989 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 181990 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 191991 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 221992 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 191993 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 201994 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 181995 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 191996 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 221997 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 231998 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 211999 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 222000 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 192001 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 232002 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 222003 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 212004 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 212005 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 232006 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 212007 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 212008 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 222009 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 222010 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 202011 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 222012 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 212013 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 202014 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 192015 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 212016 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 202017 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 212018 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 222019 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 222020 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 212021 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 202022 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 212023 = 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, Dn,m = 0.52
Combine
39 Sample 1 Sample 2 Sample 1 Sample 2 Unique Sample 1 Sample 2 Significance Year U (mph) Value Cum Freq Value Cum Freq Half-Rank Stepwise Cum Freq Value Cum Freq Value Values RankMin RankMax RankMin RankMax Level K-S Dtest Result Explanation 1973 22.81675 1 17.22441 0.040 18.34288 0.040 1.5 1 0.04 17.22441 0.04 18.34288 17.22441 0.04 0.28 0.04 0.04 10% 0.24 Reject 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 Reject Ho1975 22.48121 3 17.22441 0.120 19.68504 0.120 3.5 2 0.08 17.22441 0.08 18.34288 18.34288 0.36 0.44 0.04 0.12 90% 0.38 Reject 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 Reject Ho1977 20.80351 5 17.22441 0.200 19.68504 0.200 5.5 3 0.12 17.22441 0.12 19.68504 19.46135 0.56 0.64 0.12 0.12 99% 0.49 Reject Ho With 99% significance, the samples come from different 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 17.22441 0.16 19.68504 20.13243 0.64 0.64 0.24 0.361980 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 0.521981 17.78364 9 18.34288 0.360 20.24427 0.360 9.5 5 0.2 17.22441 0.2 19.68504 20.57981 0.68 0.72 0.52 0.521982 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 0.521983 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 0.761984 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 0.841985 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 11986 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 11987 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 11988 19.01396 16 20.24427 0.640 20.80351 0.640 16.5 8.5 0.36 17.78364 0.36 20.132431989 17.22441 17 20.57981 0.680 20.80351 0.680 17.5 9 0.36 18.34288 0.36 20.244271990 17.78364 18 20.69166 0.720 20.80351 0.720 18.5 9.5 0.4 18.34288 0.4 20.244271991 20.80351 19 20.80351 0.760 21.36274 0.760 19.5 10 0.4 18.34288 0.4 20.244271992 18.34288 20 20.80351 0.800 21.36274 0.800 20.5 10.5 0.44 18.34288 0.44 20.244271993 19.46135 21 20.80351 0.840 21.92198 0.840 21.5 11 0.44 19.01396 0.44 20.244271994 17.22441 22 20.80351 0.880 21.92198 0.880 22.5 11.5 0.48 19.01396 0.48 20.244271995 18.34288 23 22.48121 0.920 21.92198 0.920 23.5 12 0.48 19.01396 0.48 20.244271996 20.69166 24 22.48121 0.960 21.92198 0.960 24.5 12.5 0.52 19.01396 0.52 20.244271997 22.48121 25 22.81675 1.000 22.48121 1.000 25.5 13 0.52 19.01396 0.52 20.803511998 20.13243 13.5 0.56 19.01396 0.56 20.803511999 20.80351 14 0.56 19.46135 0.56 20.803512000 18.34288 14.5 0.6 19.46135 0.6 20.803512001 21.92198 15 0.6 19.46135 0.6 20.803512002 20.80351 15.5 0.64 19.46135 0.64 20.803512003 20.13243 16 0.64 20.24427 0.64 20.803512004 20.13243 16.5 0.68 20.24427 0.68 20.803512005 22.48121 17 0.68 20.57981 0.68 20.803512006 20.80351 17.5 0.72 20.57981 0.72 20.803512007 20.24427 18 0.72 20.69166 0.72 20.803512008 21.36274 18.5 0.76 20.69166 0.76 20.803512009 21.92198 19 0.76 20.80351 0.76 21.362742010 19.68504 19.5 0.8 20.80351 0.8 21.362742011 21.36274 20 0.8 20.80351 0.8 21.362742012 20.24427 20.5 0.84 20.80351 0.84 21.362742013 19.68504 21 0.84 20.80351 0.84 21.921982014 18.34288 21.5 0.88 20.80351 0.88 21.921982015 20.24427 22 0.88 20.80351 0.88 21.921982016 20.24427 22.5 0.92 20.80351 0.92 21.921982017 20.80351 23 0.92 22.48121 0.92 21.921982018 21.92198 23.5 0.96 22.48121 0.96 21.921982019 21.92198 24 0.96 22.48121 0.96 21.921982020 20.80351 24.5 1 22.48121 1 21.921982021 19.68504 25 1 22.81675 1 22.481212022 20.80351 25.5 1 22.81675 1 22.48121 USACE RMC-TR-2021-02 (PDF p17):
0 0.10.20.30.40.50.60.70.80.9
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
05 10
15202530
1970 1980 1990 2000 2010 2020 2030
Peak Annual 2-minute Observed Wind Speed, Averages of All Wind Directions (mph) Year
Mean Median Historical Trend of Average Annual Peak Wind Speeds 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
05 10
15202530
1970 1980 1990 2000 2010 2020 2030
Peak Annual 2-minute Observed Wind Speed, Averages of All Wind Directions (mph) Year
Mean Median Detrended (to 2023) Average Annual Peak Wind Speeds EXHIBIT 4. Wind Speed and Direction, Four Airports
Comparison
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 102030405060
360
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350

72.6-year Speed by Wind
Wind speeds shown are2-minute-average speeds observed 20 feet above groundat 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/localclimatological-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 10203040506070
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72.6-year Speed by Wind
Wind speeds shown are2-minute-average speeds observed 20 feet above groundat 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/localclimatological-data 50% exceedance in 50 years (72.6-yearannual 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°
05 1015202530354045
360
10 20
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72.6-year Speed by Wind
Wind speeds shown are2-minute-average speeds observed 20 feet above groundat 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/localclimatological-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 102030405060
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72.6-year Speed 350by Wind Direction
Wind speed data downloaded on August 24, 2023 from:https://www.ncei.noaa.gov/access/search/data-search/localclimatological-dataWind speeds shown are2-minute-average speeds observed 20 feet above groundat 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 10203040506070
360
10 20
30 40
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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 56490572483323206 SACRAMENTO MATHER AFB, CA US 38.56667 -121.3 38.56667N,121.3W 20510872483399999 SACRAMENTO MATHER FL, CA US 38.555 -121.297 38.555N,121.297W 4216072483523206 SACRAMENTO MATHER AFB, CA US 38.56667 -121.3 38.56667N,121.3W 44151272483623208 SACRAMENTO MCCLELLAN AFB, CA US 38.66667 -121.4 38.66667N,121.4W 81790772483699999 MC CLELLAN AFLD, CA US 38.667639 -121.400611 38.667639N,121.400611W 2500572483993225 SACRAMENTO METROPOLITAN AIRPORT, CA US 38.69556 -121.58972 38.69556N,121.58972W 46715472483999999 SACRAMENTO INTERNATIONAL, CA US 38.683 -121.583 38.683N,121.583W 3644899999923232 SACRAMENTO EXECUTIVE AIRPORT, CA US 38.5069 -121.495 38.5069N,121.495W 17675499999923271 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 842,9121941-09-01 2023-08-23 Mather Air Force Base 688,7801947-07-01 2023-08-23 Sacramento Executive 741,6591973-01-01 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

38.338.4

38.538.638.738.838.9
-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 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 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 2 38.66825622 -121.44487077 2005668.95 6720165.67 33 33 31 34 29 28 22 23 24 26 29 36 40 43 47 50 49 43 46 34 33 35 35 30 31 28 29 30 29 30 31 35 36 38 39 37 3 38.66654990 -121.45136076 2005036.30 6718316.48 33 33 31 33 29 28 22 23 24 27 29 37 40 44 47 49 48 42 46 34 33 35 35 30 31 28 29 30 29 30 32 35 36 38 39 384 38.65878014 -121.46692241 2002180.30 6713890.01 33 33 31 33 29 27 22 23 24 27 29 38 40 44 48 49 47 42 45 34 34 35 35 30 31 28 29 30 29 30 32 35 36 38 39 385 38.62775231 -121.44204357 1990923.43 6721063.42 33 33 31 33 29 27 22 23 25 28 29 37 41 44 47 49 47 42 44 34 34 35 34 30 31 28 29 29 29 30 32 35 36 38 39 386 38.62558336 -121.45366611 1990113.38 6717747.96 33 33 31 32 29 27 22 23 25 28 29 38 41 44 47 48 46 41 44 34 34 35 34 30 31 28 29 29 29 29 32 35 36 38 39 387 38.62489584 -121.45732142 1989856.75 6716705.22 33 32 31 32 29 27 22 23 25 28 30 38 41 44 47 48 46 41 44 34 34 35 34 30 31 28 30 29 29 29 32 35 36 38 39 388 38.62726227 -121.43330331 1990760.42 6723561.35 33 33 31 33 29 27 22 23 25 28 29 37 41 44 47 49 47 42 44 34 33 35 34 30 31 28 29 30 29 30 32 35 36 38 39 389 38.62671033 -121.44348813 1990541.44 6720653.08 33 33 31 33 29 27 22 23 25 28 29 38 41 44 47 49 47 41 44 34 34 35 34 30 31 28 29 29 29 30 32 35 36 38 39 38 10 38.62331302 -121.46012739 1989275.55 6715907.03 33 32 31 32 29 26 22 23 25 28 30 38 41 44 47 48 46 41 44 34 34 35 34 30 31 28 30 29 29 29 32 35 36 38 39 3811 38.64006604 -121.47161913 1995357.27 6712588.51 33 33 31 32 29 27 22 23 25 28 30 38 40 44 48 48 47 41 44 34 34 35 35 30 31 28 29 29 29 30 32 35 36 38 39 3812 38.61137595 -121.46657858 1984917.50 6714089.52 33 32 31 32 29 26 22 23 25 29 30 38 41 44 47 48 45 40 43 34 34 35 34 31 31 28 30 29 28 29 32 35 36 38 39 3813 38.60615309 -121.46788616 1983013.28 6713727.04 33 32 31 32 29 26 22 23 25 29 29 38 41 44 47 48 45 40 43 34 34 35 34 31 31 28 30 29 28 29 32 35 36 38 39 3814 38.60229115 -121.47262249 1981598.97 6712381.76 33 32 31 32 29 26 21 23 25 29 29 38 41 44 47 47 45 40 42 34 34 35 34 31 31 28 30 29 28 29 32 35 36 38 39 3815 38.59614058 -121.45023578 1979397.01 6718792.80 33 32 31 32 29 26 21 23 25 29 30 38 41 44 47 47 44 40 42 34 34 35 34 31 32 28 30 29 28 29 32 35 36 38 39 3816 38.58927119 -121.42915814 1976932.50 6724832.41 33 32 31 32 29 26 21 23 26 30 30 39 41 45 47 48 44 40 42 34 34 35 34 31 32 28 30 29 28 29 32 35 36 38 39 3817 38.58083135 -121.41771178 1973879.70 6728123.74 33 32 31 32 30 25 21 23 27 30 30 40 42 45 47 48 44 40 41 34 34 36 34 31 33 28 30 29 28 29 33 36 37 38 39 3918 38.57238832 -121.42040097 1970800.07 6727374.63 33 32 31 32 29 25 21 23 27 30 30 39 41 45 47 47 43 40 41 34 34 36 34 31 33 28 30 29 28 29 33 36 36 38 39 3919 38.56793458 -121.38360468 1969247.37 6737905.33 33 32 31 32 31 26 21 25 29 32 32 43 43 46 48 48 43 40 41 36 34 36 34 31 35 29 30 29 29 29 33 37 37 39 40 3920 38.58132339 -121.34442881 1974201.56 6749070.82 34 32 31 32 33 26 21 27 33 35 35 47 45 48 48 49 43 41 41 37 34 38 34 32 38 30 31 30 30 29 34 38 38 39 42 4021 38.58830069 -121.33653162 1976758.87 6751309.71 34 32 31 32 33 26 21 27 33 35 35 48 45 49 48 49 43 41 41 37 34 38 34 32 38 30 31 30 30 30 35 39 38 39 42 40 Inverse Distance-Weighted Average of 72.6-year Design Wind Speeds (mph) by Wind Direction (degrees) Latitude Wind Direction (degrees)
(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, Dn,m = 0.08
Combine
Sites Airports Sites Airports Unique Sites Airports SignificanceValue Cum Freq Value Cum Freq Half-Rank Stepwise Cum Freq Value Cum Freq Value Values RankMin RankMax RankMin RankMax Level K-S Dtest Result Explanation 1 18.53191 0.001 1 14.93418 0.007 1.5 1 0.000591 18.53191 0.006944 14.93418 14.93418 0.000591 0.000591 0.006944 0.013889 10% 0.07 Reject Ho With 10% significance, the samples 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 0.020833 30% 0.08 Accept Ho Null hypothesis cannot be rejected at the 30% significance level. (Population distributions assumed equal) 3 19.02618 0.002 3 17.6694 0.021 3.5 2 0.001182 18.54209 0.013889 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 distributions 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 0.034722 90% 0.12 Accept Ho Null hypothesis cannot be rejected at the 90% significance level. (Population distributions assumed equal) 5 19.31349 0.003 5 20.27879 0.035 5.5 3 0.001773 19.02618 0.020833 17.6694 18.53191 0.000591 0.001182 0.034722 0.034722 95% 0.13 Accept Ho Null hypothesis cannot be rejected at the 95% significance level. (Population distributions 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 0.034722 99.9% 0.18 Accept Ho Null hypothesis cannot be rejected at the 99.9% significance level. (Population distributions assumed equal)7 19.3738 0.004 7 20.6423 0.049 7.5 4 0.002364 19.30862 0.027778 17.86225 19.02618 0.001773 0.002364 0.034722 0.0347228 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 0.034722 9 19.59521 0.005 9 21.4489 0.063 9.5 5 0.002955 19.31349 0.034722 20.27879 19.31349 0.002955 0.003546 0.034722 0.034722 10 19.6669 0.006 10 21.53211 0.069 10.5 5.5 0.003546 19.31349 0.041667 20.27879 19.37254 0.003546 0.004137 0.034722 0.03472211 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 0.03472212 19.67379 0.007 12 23.49787 0.083 12.5 6.5 0.004137 19.37254 0.048611 20.60272 19.43269 0.004728 0.005319 0.034722 0.03472213 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 0.03472214 19.71212 0.008 14 23.56497 0.097 14.5 7.5 0.004728 19.3738 0.055556 20.6423 19.6669 0.00591 0.006501 0.034722 0.03472215 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 0.034722 16 19.75214 0.009 16 23.87066 0.111 16.5 8.5 0.005319 19.43269 0.0625 21.41781 19.67379 0.007092 0.007683 0.034722 0.034722 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 0.03472218 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 0.03472219 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 0.03472220 19.85449 0.012 20 26.37852 0.139 20.5 10.5 0.006501 19.6669 0.076389 21.53211 19.75214 0.009456 0.010047 0.034722 0.03472221 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 0.034722 22 19.88717 0.013 22 26.90586 0.153 22.5 11.5 0.007092 19.67063 0.083333 22.85644 19.8221 0.010638 0.011229 0.034722 0.03472223 19.90336 0.014 23 27.02288 0.160 23.5 12 0.007092 19.67379 0.083333 23.49787 19.83377 0.011229 0.01182 0.034722 0.03472224 19.90582 0.014 24 27.11699 0.167 24.5 12.5 0.007683 19.67379 0.090278 23.49787 19.85449 0.01182 0.012411 0.034722 0.03472225 19.91678 0.015 25 27.17172 0.174 25.5 13 0.007683 19.69367 0.090278 23.55408 19.8756 0.012411 0.013002 0.034722 0.03472226 19.94764 0.015366 26 27.20237 0.180556 26.5 13.5 0.008274 19.69367 0.097222 23.55408 19.88717 0.013002 0.013593 0.034722 0.03472227 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 0.034722 0.03472228 20.05049 0.016548 28 27.62835 0.194444 28.5 14.5 0.008865 19.71212 0.104167 23.56497 19.90582 0.014184 0.014775 0.034722 0.03472229 20.25129 0.017139 29 27.75355 0.201389 29.5 15 0.008865 19.75209 0.104167 23.80924 19.91678 0.014775 0.015366 0.034722 0.03472230 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 0.034722 0.034722 31 20.61294 0.018322 31 28.12624 0.215278 31.5 16 0.009456 19.75214 0.111111 23.87066 19.95381 0.015957 0.016548 0.034722 0.03472232 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 0.034722 0.034722 33 20.96342 0.019504 33 28.46479 0.229167 33.5 17 0.010047 19.77252 0.118056 24.21986 20.25129 0.017139 0.01773 0.034722 0.03472234 20.98514 0.020095 34 28.52555 0.236111 34.5 17.5 0.010638 19.77252 0.125 24.21986 20.27879 0.01773 0.01773 0.034722 0.04166735 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 0.041667 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 0.041667 0.04861137 21.01743 0.021868 37 28.75568 0.256944 37.5 19 0.011229 19.83377 0.131944 26.00263 20.61294 0.018322 0.018913 0.048611 0.04861138 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 0.048611 0.05555639 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 0.055556 0.05555640 21.07935 0.023641 40 29.33978 0.277778 40.5 20.5 0.012411 19.85449 0.145833 26.37852 20.96342 0.019504 0.020095 0.055556 0.05555641 21.08345 0.024232 41 29.37028 0.284722 41.5 21 0.012411 19.8756 0.145833 26.46959 20.98514 0.020095 0.020686 0.055556 0.055556 42 21.08544 0.024823 42 29.43373 0.291667 42.5 21.5 0.013002 19.8756 0.152778 26.46959 20.996 0.020686 0.021277 0.055556 0.05555643 21.12694 0.025414 43 29.48824 0.298611 43.5 22 0.013002 19.88717 0.152778 26.90586 21.00825 0.021277 0.021868 0.055556 0.05555644 21.14837 0.026005 44 29.573 0.305556 44.5 22.5 0.013593 19.88717 0.159722 26.90586 21.01743 0.021868 0.022459 0.055556 0.05555645 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 0.055556 0.05555646 21.15522 0.027187 46 29.83557 0.319444 46.5 23.5 0.014184 19.90336 0.166667 27.02288 21.04643 0.02305 0.023641 0.055556 0.05555647 21.19643 0.027778 47 29.85804 0.326389 47.5 24 0.014184 19.90582 0.166667 27.11699 21.07935 0.023641 0.024232 0.055556 0.05555648 21.20078 0.028369 48 29.88697 0.333333 48.5 24.5 0.014775 19.90582 0.173611 27.11699 21.08345 0.024232 0.024823 0.055556 0.055556 Calculate Kolmogorov-Smirnov (K-S) Test to evaluate the statistical significance of wind speed differences (for all wind directions) due to smoothing that results from distance- USACE RMC-TR-2021-02 (PDF p17):
weighted averaging of airport data to the locations of the analysis sites. 0 0.10.20.30.40.50.60.70.80.9
1 10 15 20 25 30 35 40 45 50 55 60
Sites Airports Step-Wise Cumulative Distribution Functions 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
Exhibit 5 Figure 9
APPENDIX E. Additional ANLS Documentation
APPENDIX E1. (West) El Camino Bridge Replacement Project Plans

APPENDIX E2. City of Sacramento Primary Floodgate Improvement Plans














 
 
 






  

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;:6725E<7C2997FC59;95367;:0536 (( APPENDIX E3. Closure Structure Trial Closure Inspection Report 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