L.1- Blue Folder — Redondo Beach City Council, June 14, 2022 (part 1 of 2)

BLUE FOLDER ITEM
Blue folder items are additional back up material to administrative reports and/or public comments received after the printing and distribution of the agenda packet for receive and file.

CITY COUNCIL MEETING
June 14, 2022
L.1.

CONTINUED PUBLIC HEARING TO CONSIDER THE FISCAL YEAR 2022-23

PROPOSED BUDGET, FIVE-YEAR CAPITAL IMPROVEMENT PROGRAM, AND

ASSOCIATED BUDGET RESPONSE REPORTS
a. Reconvene the Public Hearing, take testimony;
b. Continue the Public Hearing to June 21, 2022; and
c. Receive and file Budget Response Reports.

CONTACT: JENNIFER PAUL, FINANCE DIRECTOR
• Memo to City Manager from Public Works Director
• North Pier Parking Structure 2021 - Condition Assessment Report • South Pier and Plaza Parking Structure 2021 – Condition Assessment Report
• Letter from South Bay Parkland Conservancy
• Communication from Public Safety Commissioners
• Nine (9) FY2022-23 Budget Response Reports

MEMORANDUM
Date: June 13, 2022
To: Mike Witzansky, City Manager
From: Ted Semaan, Public Works Director
Re: 2021/22 Pier Parking Structures Condition Assessment As part of the City’s ongoing efforts to invest in its infrastructure, the City Council authorized structural assessments of the three waterfront parking structures (North Pier, South Pier, and Plaza Parking Structures) in late 2021 and early 2022. Walker Parking Consultants/Engineers (Walker) was hired to continue work that began in 2012 and has produced two assessment reports, one for the combined waterproofing and structural maintenance assessment of the South Pier Parking Structure and Pier Plaza Parking Structure and the second for the North Pier Parking Structure. The North Pier Parking Structure report was prepared separately because it includes a separate seismic evaluation of the structure in addition to the waterproofing and structural maintenance assessment.

Each report begins with a cover letter / executive summary which identifies various type of deficiencies to be addressed and a recommendation for a budget to address them over a five-year period. The budget for the five-year period is summarized as follows:

South Pier PS / Plaza Parking PS waterproofing & repairs $15,150,000 North Pier PS waterproofing & repairs $ 1,536,500
North Pier PS seismic improvements (lump sum) $ 1,820,000 $18,506,600
Each report also contains an amortization schedule, reflecting how those costs might be spread over a period of five years for funding consideration. Costs for the first year are summarized as follows:

South Pier PS / Plaza Parking PS waterproofing & repairs $ 2,095,000 North Pier PS waterproofing & repairs $ 558,000
North Pier PS seismic improvements (lump sum) $ 1,820,000 $ 4,473,000
The existing CIP has approximately $110,000 of carryover funding for Pier Parking Structure Improvements. The proposed FY 2022-23 Budget includes a recommendation of an additional $4,350,000 for the project to fund the first year of recommended waterproofing and repairs, and the seismic retrofit.

Attachments
• Attachment 1 – North Pier Parking Structure 2021 - Condition Assessment Report • Attachment 2 – South Pier and Plaza Parking Structure 2021 - Condition Assessment Report

CITY OF REDONDO BEACH

NORTH PIER PARKING

STRUCTURE
2021-CONDITION ASSESSMENT

CITY OF REDONDO BEACH
Redondo Beach, CA
Prepared for:

Mr. Stephen Proud
Director of Redondo Beach
415 Diamond Street
Redondo Beach, CA 90277
707 Wilshire Blvd, Suite 3650
Los Angeles, CA 90017
213.488.4911
walkerconsultants.com

PARKING CONDITION ASSESSMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA
WC PROJECT No. 37-009397.00 June 06, 2022

WALKER CONSULTANTS | 1
EXECUTIVE SUMMARY 2
IMMEDIATE REPAIRS - RISK MANAGEMENT ................................................2 SUMMARY OF TYPES OF DEFICIENCIES ........................................................2 INTRODUCTION 4
BACKGROUND INFORMATION .....................................................................4 OBJECTIVES ..................................................................................................5 PARKING STRUCTURE DESCRIPTION ............................................................6 RECOMMENDATIONS 10
IMMEDIATE REPAIRS - RISK MANAGEMENT ..............................................10 RECOMMENDED BASE REPAIRS: YEARS 1-5...............................................11 STRUCTURAL ITEMS ...................................................................................11 WATERPROOFING WORK ITEM..................................................................11 MECHANICAL, ELECTRICAL, AND DRAINAGE WORK ITEMS .......................11 MISCELLANEOUS ITEMS .............................................................................11 FUTURE PREVENTATIVE MAINTENANCE 14
BENEFITS OF TIMELY REMEDIATION..........................................................14 OPINION OF PROBABLE COSTS 15
IMPLEMENTATION 16
DISCUSSION 16
IMMEDIATE REPAIRS - RISK MANAGEMENT ..............................................16 STRUCTURAL WORK ITEMS........................................................................17 WATERPROOFING SYSTEMS.......................................................................17 CONCRETE TESTING AND ANALYSIS 18
SEISMIC EVALUATION 18
OBSERVATIONS 19
LIMITATIONS 19
PHOTOGRAPHS ..........................................................................................26 A .................................................................................................................26 MATERIAL TESTING ....................................................................................27 B .................................................................................................................27 UTC REPORT ...............................................................................................28 C .................................................................................................................28 SEISMIC EVALUATIONS ..............................................................................29 D.................................................................................................................29

TABLE OF CONTENTS

PARKING CONDITION ASSESSMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA
WC PROJECT No. 37-009397.00 June 06, 2022

WALKER CONSULTANTS | 2

EXECUTIVE SUMMARY
The City of Redondo Beach retained Walker Consultants to carry out a Condition Assessment Update of the three existing parking structures - North Pier, South Pier, and Plaza parking structures, and develop a capital improvement program for the facility. This report only includes the North Pier parking structure. The condition assessment report of South Pier and Plaza parking structures was already issued in December 2021 as a separate report. This report includes an updated condition assessment and an updated seismic evaluation of the North Pier parking structure as requested by the City of Redondo Beach. The condition assessment is intended to provide our professional opinion on the current condition of the structural system and other components, such as waterproofing and drainage, that can affect the service life of the structure. In addition, the assessment identifies any needed maintenance and repairs to the structural system and waterproofing components and provides our recommendations for implementing the work. We evaluated the overall general condition of the structures with visual observations and compared our new findings to the 2012 and 2015 Walker findings.

This report also includes the Tier 1 and 2 seismic evaluations of the North Pier Parking Structure. Tier 1 consisted of completion of appropriate standard checklists of evaluation statements to identify potential deficiencies in a structure based on performance of similar structures in past earthquakes. The outcome of this phase is a list identifying the seismic non-compliant deficiencies that could represent risks to the structure. Tier 1 screening evaluations was used as the basis for Tier 2 seismic evaluation. Tier 2 involved engineering analysis to investigate whether deficiencies identified in Tier 1 require mitigation. The outcome of this phase is a retrofit scheme to mitigate structural seismic deficiencies as described in this report. Our investigation found that the seismic performance of the structure has been fair. The 1992 retrofit efforts improved the lateral load carrying capacity and load transfer paths. There are some deficiencies in the retrofit that allow for discontinuous load transfer. The recommended Base Repairs in the appendix D address improving the seismic performance.

On February 14, 2022, Walker sent a draft of this condition assessment report to the City of Redondo Beach. A 5- year repair program formulated in the draft and in this final report was developed considering the City’s available annual budget, maximizing benefits from previous work and repair priority, and maintaining parking structure accessibility and occupancy. Also, the 5-year repair program focuses on immediate repairs as well as the necessary repairs to extend the useful service life of the structure. Based on the City of Redondo Beach’s request, as an alternative for City to consider, Walker has also developed an opinion of the probable costs of a Ten-Year repair program for the North Pier parking structure in this final report.

This 2021 report incorporates the 2012 and 2015 Walker reports as a reference. Our 2021 findings indicated that, overall, the parking structures have continued to deteriorate compared to the findings reported in the 2012 and 2015 Walker reports. In general, the 2012 and 2015 Walker recommendations remain unchanged except for areas of structures that have been addressed in the 2017 and 2019 repair programs.

IMMEDIATE REPAIRS - RISK MANAGEMENT
Risk Management repairs are those required to address safety issues and to mitigate potential unsafe conditions from a risk management perspective.
 Remove all loose and delaminated concrete from the slab and beam underside where delaminated concrete appears on the surface. Repairs to these areas can be deferred and addressed during the implementation of the base repair program shown below.
 Remove and replace corroded barrier system on the Pier Level of the parking structure.

SUMMARY OF TYPES OF DEFICIENCIES
Durability and Maintenance
 Soffit slab deterioration and spalls with exposed and corroded reinforcement.

PARKING CONDITION ASSESSMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA
WC PROJECT No. 37-009397.00 June 06, 2022

WALKER CONSULTANTS | 3
 Concrete overlay deterioration and delamination.
 Concrete beam deterioration with exposed and corroded reinforcement.  Concrete column spalling.
 Concrete wall deterioration and delamination.
 Waterproofing system deficiencies.

Seismic
 Thickening of CIP shear walls on Basement and Pier Levels.  Addition of carbon fiber wrap at precast double tee stems on Village and Pier Level.  Addition of slab reinforcement at Shear walls.
 Increase concrete cover at CIP columns at Grid line Y.  Increased thickness of slab at Shear walls (East-West direction)  Install new drilled piers.
 Install new concrete shear walls at Pier and Basement Level.

We recommend that the City of Redondo Beach perform the base repair program outlined in this report that will correct the observed seismic deficiencies, and durability deterioration and enhance the waterproofing systems to protect the structural slabs and reduce the potential for water infiltration throughout the structures.

We recommend that the City of Redondo Beach budget approximately $1,536,500 to maintain the North Pier parking structure over the next five years and budget separately a lump sum $1,820,000.00 for recommended seismic structural repairs. The budget costs presented are based on historical data. As a result of the COVID-19 epidemic, prices and schedules have changed. Therefore, these costs should be considered a rough order of magnitude and used for basic planning purposes. The actual costs may not be realized until the project is designed and bid by a contractor. Budgeting for capital improvements and work items will help the City of Redondo Beach plan for necessary funding for the recommended work over the next 5 years. This will help maximize the service life of various components of the structures and maintain the structures in good service condition with minimum downtime.

Please see the attached discussion and appendices for a detailed report of our investigation.

Sincerely,

WALKER CONSULTANTS
June 06, 2022
Behnam Arya, PhD, PE Date
Senior Consultant
June 06, 2022
Khan Sohban Date
Senior Engineer, PE
June 06, 2022
Hassan Suhail Date
Project Engineer I

PARKING CONDITION ASSESSMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA
WC PROJECT No. 37-009397.00 June 06, 2022

WALKER CONSULTANTS | 4

INTRODUCTION

BACKGROUND INFORMATION
Walker Consultants performed a condition assessment for the North Pier parking structures located in Redondo Beach, California. The Walker Consultants staff conducted the onsite investigation of the parking garage on November 10, 2021. The evaluation and report will provide our professional opinion of the overall condition of the parking structures and update the prior 2012, and 2015 Walker’s conditional appraisal reports with recommendations for current repair and preventative maintenance needs to maintain the service life for the structure. The City of Redondo Beach has requested Walker to perform a new condition assessment of the parking structure since the last condition assessment of the parking structure was completed more than six years ago. The condition assessment update consisted of a visual survey and documentation of observations. In addition to condition assessment, Walker also updated the Tier 1 and 2 seismic evaluations of the structure that we performed for the structure in 2012. Walker completed a Tier 1 and Tier 2 building screening procedure in 2012 based on the American Society of Civil Engineers (ASCE) standard ASCE 31-03 “Seismic Evaluation of Exiting Buildings” published in 2004 which was the nationally recognized standard at the time our investigation. The updated Tier 1 and Tier 2 analyses was performed per the ASCE 41-17, which is the current state-of-the-art and generally accepted standard for seismic evaluation of building structures. The seismic checklist and procedures in ASCE 41-17 have been updated compared to ASCE 31-03. Furthermore, the seismic hazard levels in ASCE 41-17 have changed based on earthquakes that have occurred around the globe since 2004 (when ASCE 31-03 was published).

Walker Consultants conducted material testing on several concrete components of the North Pier Parking Structure in 2012 to check the as-built condition and to use their properties for seismic evaluation. However, testing was only performed at the Pier level. The Basement level in 2012 was occupied by the Redondo Beach Fun Factory, which provided a play area for children and families, and was not accessible for testing. The Fun Factory closed in 2017 and the Basement level is now vacant. This has provided an opportunity to conduct additional testing on the structure to obtain information on the original walls of the building at the Basement level. With the approval of the City of Redondo Beach, Walker conducted additional testing on the North Pier Parking Structure.

Testing primarily consisted of coring of concrete walls to obtain compressive testing as well exploratory opening of concrete walls to check size and placement of steel reinforcement. The results of new concrete testing were used in our seismic evaluation analysis.

Nomenclature
In the summer of 2011, Walker performed a condition assessment of the parking structures. In June 2012, Walker performed a structural analysis of the North Pier parking structure and prepared an Asset Management Plan (AMP), formerly known as Capital Improvement and Protection Program (CIPP), detailing opinions of probable repair costs over ten years for all three structures. The report was submitted to the City in August 2012 and is referred to herein as the 2012 Walker Report. Also, in October 2015 Walker performed a condition assessment update and prepared opinions of probable costs for two timeline scenarios for the parking structures. The report was submitted to the City in January 2016 and is referred to herein as the 2015 Walker Report. Please refer to the reports mentioned above for additional information.

PARKING CONDITION ASSESSMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA
WC PROJECT No. 37-009397.00 June 06, 2022

WALKER CONSULTANTS | 5
options, the City of Redondo Beach selected the 10 - 15-year repair and maintenance program option. Walker has been awarded several contracts for the development of plans, specifications, and estimates (P, S & E’s) to bid the work out to restoration contractors for the Pier Parking Structures. The first round of repairs was performed in 2017 on the South Pier parking structure and the second round of repairs was completed in 2019 on both the South Pier and North Pier structures. It was also conveyed to Walker during our site visits that some repairs were performed on the Plaza Parking Structure as a change order to the previous repair program.

Since 2017, Walker has provided parking structures restoration and maintenance design services for City of Redondo including the following:
 In 2017, the first repair project occurred mainly on the South Pier parking structure, consisting of the removal and replacement of traffic coating, isolated concrete floor repairs, concrete ceiling repairs, partial concrete beam repairs mainly on spandrels projecting out on the west end of the garage, concrete column and wall repairs, replacement of expansion joints, crack and joint treatments, installation of cathodic protection at repairs, and a few miscellaneous repairs.  In 2019, the second repair project occurred, consisting of the installation of new traffic coating, isolated concrete floor repairs, concrete ceiling repairs, partial and full depth concrete beam repairs, concrete column and wall repairs, replacement of expansion joints, crack and joint treatments, installation of cathodic protection at repairs, replacement of top-level barrier cables and railing, and some miscellaneous repairs. Most of the repairs primarily focused on the Village level of the North Pier parking structures, and some minor repairs were also carried on the Village level of South Pier parking structure.

OBJECTIVES
The objective of this investigation is to provide updates on the overall condition assessment and the seismic evaluation and provide an opinion of probable cost for the necessary repairs, based on the observed conditions as well as our experience with similar parking structure conditions and repair costs. For this investigation and to meet the objective, we performed the following services:

1. Reviewed previous Condition Appraisal Reports prepared by Walker Consultants, dated August 2012 and October 2015 respectively.

2. Reviewed Owner Review Construction documents and project specifications prepared by Walker Consultants, dated January 2017.

3. Reviewed Construction documents and project specifications prepared by Walker Consultants, dated March 2019.

4. Reviewed existing framing plans of the parking structure to aid in our observations.

5. Conducted a field evaluation of the parking structure to document the current exposed conditions of the structural and waterproofing elements. This consisted of visual observation as well as limited nondestructive testing to review the following elements: floors, columns, beams, walls, ceilings, façade, and other structural elements.

6. Identified potential structural related conditions that require immediate attention.

7. Compiled and reviewed all field data to determine possible causes and effects of the documented deterioration.

8. Performed the Tier 1 screening and Tier 2 analysis for seismic evaluation of the North Pier parking structure.

9. Outlined the repair program requirements for a 5-Year AMP.

10. Provided an opinion of probable cost for implementing the repairs.

11. Phased the work according to priority over a multi-year program to assist with fiscal planning.

PARKING CONDITION ASSESSMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA
WC PROJECT No. 37-009397.00 June 06, 2022

WALKER CONSULTANTS | 6

12. Prepared the current report with a summary of observations, including photographs depicting the areas noted in the report, findings.

The objective of the 5-year Budget Forecast is to provide the City of Redondo Beach with an asset management tool for planning and budgeting of capital expenses over the next 5 years. The 5-year plan recommends restoration capital improvements and work items for this parking facility so that the Owner can maximize the service life of the structure with the least amount of capital cost.

PARKING STRUCTURE DESCRIPTION
The North Pier Parking Structure was constructed in early 1960’s and has experienced nearly 70 years of service life. The parking structure is constructed of precast concrete double tees supported on precast columns, beams, and girders. One of the unique aspects of the pre-cast double tee construction is that the tees are spaced apart to allow for closure pour strips along every tee flange. Based on the drawings received, the exposed upper level is referred to as the Village Level, the mid-level is referred to as the Pier Level, and the lowest level is referred to as the Basement Level. The footprint of the structure is 273 feet (north - south) by 123 feet (east - west) Figure 1 shows an aerial view of the parking structures, and Figures 2 to 4 display the floor plans of the North Pier parking structures. Figures 5 to 8 show overall views of the exterior elevations of the parking structures. Figures 9, and 10 show the recommended locations for traffic coatings. Figure 11 show location of immediate repairs.

Figure 1 – Aerial view of the parking structures (Google Earth Pro)

PARKING STRUCTURE - SOUTH
Project North
Actual North
PARKING STRUCTURE – NORTH
PARKING STRUCTURE – PLAZA

PARKING CONDITION ASSESSMENT - UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 06, 2022

WALKER CONSULTANTS | 7
Figure 2- Basement Level- Slab on Grade, North Pier Parking Structure Figure 3- Pier Level Plan, North Pier Parking Structure Project North
Actual North
Project North
Actual North

PARKING CONDITION ASSESSMENT - UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 06, 2022

WALKER CONSULTANTS | 8
Figure 4-Village Level Plan, North Pier Parking Structure Project North
Actual North

PARKING CONDITION ASSESSMENT - UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 06, 2022

WALKER CONSULTANTS | 9
Figure 5- Overview of Village Level, (North Pier Parking Structure) (BA1-219) Figure 6- Partial North elevation, (North Pier Parking Structure) (SH2-273)

PARKING CONDITION ASSESSMENT - UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 06, 2022

WALKER CONSULTANTS | 10
Figure 7- Partial West elevation, (North Pier Parking Structure) (BA1-229) Figure 8– Partial East elevation, (North Pier Parking Structure) (BA1-282)

PARKING CONDITION ASSESSMENT - UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 06, 2022

WALKER CONSULTANTS | 11

RECOMMENDATIONS
Based on our visual observations, we found the North Pier parking structure to be in fair condition. The concrete floors, ceilings, walls, and columns had some level of deterioration that needs to be addressed. Our assessment did identify specific locations where localized deterioration is visible in the structure. The recent repair project has addressed the significant concrete deterioration and restored components of the waterproofing and structural systems on the Village Level of the parking structure
To improve the parking structure's current condition, we have developed a 5-year repair program for the facility.

The 5-year program has an associated Asset Management Plan (AMP). The AMP contains repairs to address the currently deteriorated elements and preventive maintenance to address needs anticipated over the next 5-year period. We recommend that the City of Redondo Beach approximate the budget to implement the program over the next 5 years.

IMMEDIATE REPAIRS - RISK MANAGEMENT
Immediate concerns are defined as items that may reduce pedestrian safety and structural integrity if not completed.
 Remove all loose and delaminated concrete from the slab soffit and beam underside where delaminated concrete appears on the surface. Repairs to these areas can be deferred and addressed during the implementation of the base repair program shown below. This work should be performed by either City personnel or private contractors working under the direction of the City of Redondo Beach.  Remove and replace corroded barrier system posts on the Pier Level. Particularly on the north and west end of the parking structure.

As always, it is appropriate that Operation staff conduct weekly inspections to check that facility for potential hazard such as open spalls or cavities in the concrete floor, loose concrete, etc. and have them remedied immediately to reduce potential risk of incident.

RECOMMENDED BASE REPAIRS: YEARS 1-5
Based on our findings, we recommend implementation of a structured restoration plan, including repairs to structural elements, repairs of deterioration of the slab, repairs to the parking structure waterproofing systems The recommended restoration program concentrates on repairs to the deteriorated sections of the structure and future protection of its structural components. We recommend implementing the following repairs and maintenance in the next 5 years:

STRUCTURAL ITEMS
 Perform the recommended seismic strengthening recommendations identified in the Seismic evaluation report (Appendix E).
 Repair of all deteriorated concrete slab soffit on the Village and Pier Levels.  Repair isolated concrete overlay spalls/deterioration on the Pier Level.  Perform column, beam, and wall repairs in isolated locations on the Pier and Basement Levels.  Repair of concrete curb at perimeter of parking in isolated locations on the Pier Level.  Repair cracks in concrete walls, beams, and columns in isolated locations on the Pier and Basement Levels.  Concrete repairs of the west and east ends of the cantilevered concrete joists.  Installation of passive galvanic systems in all concrete repairs.

PARKING CONDITION ASSESSMENT - UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 06, 2022

WALKER CONSULTANTS | 12

WATERPROOFING WORK ITEM
 Remove existing epoxy-based traffic coating and replace with new urethane traffic membrane on all exposed concrete surfaces on the Pier Level.
 Recoat the existing traffic topping on the Village Level.  Rout and seal floor cracks on the Pier Level.

MECHANICAL, ELECTRICAL, AND DRAINAGE WORK ITEMS
 Isolated areas of ponding were observed and should be resolved by either cleaning out the existing drain (if present) or installing a supplementary drain.

MISCELLANEOUS ITEMS
 Clean and paint misc. steel members.
 Repaint traffic markings.
 Paint slab soffit, walls, and columns

PARKING CONDITION ASSESSMENT - UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 06, 2022

WALKER CONSULTANTS | 13
Figure 9– Proposed new traffic membrane, North Parking Pier Structure – Pier level Remove existing traffic coating
with new Urethane traffic
coating.

KEY:

Project North
Actual North

PARKING CONDITION ASSESSMENT - UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 06, 2022

WALKER CONSULTANTS | 14
Figure 10– Recoat traffic membrane, North Parking Pier Structure – Village Level Figure 11– Immediate Repair location, North Parking Pier Structure – Pier Level Project North
Actual North
Recoat existing traffic coating on
Village Level.

KEY:

Project North
Actual North`
Remove and replace the existing
barrier system with new barrier
system.

Note: City personnel should walk through the Pier level every week to knock down any visible loose concrete spalls on the ceiling above.

PARKING CONDITION ASSESSMENT - UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 06, 2022

WALKER CONSULTANTS | 15

FUTURE PREVENTATIVE MAINTENANCE
Maintenance performed on a regular basis will take full advantage of the structural repairs and waterproofing work. Without maintenance, the facility will not see the expected service life from the structure or the repairs and waterproofing. Typical maintenance includes routine sealing of joints, recoating of wall and floor membranes along with periodic concrete repairs.

Funds for maintenance of the garage should be accrued yearly considering the life expectancies of certain elements such as sealants, coatings, floor membranes, concrete repairs, etc. The life expectancies expressed vary depending on workmanship, quality of materials, use and exposure to elements. After all the work is completed, the supported level should be washed down at least twice a year.

BENEFITS OF TIMELY REMEDIATION
There are many benefits to providing the repair and preventive maintenance program at the earliest feasible time, in addition to the imminent needs of providing the “Immediate Repairs” listed previously.

Long-term delay of repairs significantly increases cost. The cost to repair and maintain this facility will continue to increase at progressively faster rates when deterioration continues as modeled in the following graph. The main benefits from implementing the recommended repairs and waterproofing are:
o Mitigate the infiltration of water and chlorides.
o Maintain the structural capacity and maintain the service life of the structure. o Cost savings due to avoidance of structural repairs that are more expensive and facility shutdown. o Higher levels of service to the users of the facility due to fewer days of downtime because of more extensive structural repairs.
o Provides for a greater degree of safety by inhibiting deterioration mechanisms before they have a chance to cause serious harm.
o Long term delay of repairs significantly increases future costs. o Less noise21 and disruption both within the garages and the buildings above. “Poor” Garages are between
points B and C
“Fair” and “Good” Garages
are between points A and B
Short-term repairs (3-5
years) only move curve
slightly (B to B1)
Repaired “Fair” and “Good”
Garages are between points
B
1 and C1
Long-term repairs (12 to 20
years) move curve
considerably (A to A1)

PARKING CONDITION ASSESSMENT - UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 06, 2022

WALKER CONSULTANTS | 16

OPINION OF PROBABLE COSTS
The table below provides our opinion of probable construction costs for the recommended repairs for a Five-Year restoration maintenance program. The costs were developed using pricing from our database obtained from similar type projects competitively bid in the Los Angeles area.

With the development of repair programs such as in this report, contingency funds must be anticipated and included in any budget for repairs to account for concealed, unknown, or unanticipated conditions. For this type of restoration work, we recommend that a 10% contingency be set aside for potential changes due to unknown conditions. This contingency cost is included in the project costs. The cost estimates are based on 1st Quarter 2022 dollars.

Table 2, and 3 at the end of this report includes a more detailed cost estimate.

Table 1 - Five-year Repair program–Opinion of Probable Costs

YEAR BUDGET
2022 $558,000
2023 $773,000
2024 -
2025 -
2026 $192,000
Total $1,536,500
NOTE: The budget costs presented are based on historic data. The effects of the COVID-19 pandemic have resulted in changing costs and schedules, therefore, these costs should be considered a rough order of magnitude and used for basic planning purposes. Until the project is designed and bid by a contractor the actual costs may not be realized.

NOTES:

1. Cost opinions are based on historical data and
experience with similar types of work and are based
on 2022 prices.

2. Actual costs may vary due to time of year, local
economy, or other factors.

3. Cost opinions do not include costs for phasing,
inflation, financing or other owner requirements, or
bidding conditions.

4. Costs have been increased 3% for inflation each year.

5. Cost opinions do not include upgrades if it becomes
necessary to bring the structure up to current
building code requirements, seismic upgrades, or for
ADA or similar items.

6. The structure has not been reviewed for the presence of, or subsequent mitigation of, hazardous materials
including, but not limited to, asbestos and PCB.

PARKING CONDITION ASSESSMENT - UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 06, 2022

WALKER CONSULTANTS | 17
Recommended Ten – Year Repair Program (North Pier Parking Structure) Per City’s request, as an alternative for City to consider, Walker has also developed a Ten-Year repair program for the North Pier parking structure. The opinion costs for the recommended 10- year repair program for the North Pier parking structure is currently $ 2,259,000 in 2022 dollar. The recommended North Pier parking structure maintenance and repair budget for the next ten years is shown below in Table 1.1, followed by a detailed breakdown in Table 5.

Table 1.1 - Ten-year Repair program–Opinion of Probable Costs

YEAR BUDGET
2022 $558,000
2023 $464,500
2024 $400,500
2025 -
2026 $192,000
2027 -
2028 $137,500
2029 -
2030 $323,500
2031 $183,000
Total $2,259,000

IMPLEMENTATION
The outlined repair program can be competitively bid and executed by experienced restoration contractors. The first step in this process is to obtain a quality set of bidding documents prepared by experienced restoration engineers. These documents should be procured to ensure repairs are designed appropriately and quantities are sufficiently estimated to competitively bid the project by restoration contractors.

DISCUSSION

IMMEDIATE REPAIRS - RISK MANAGEMENT
We observed spalled and loose concrete on multiple locations on both – Village and the Pier Level slab soffit of the North Pier parking structure. The loose concrete can get detached and introduce a life safety hazard to pedestrians. Remove all loose and delaminated concrete from the slab and beam underside where delaminated concrete appears on the surface. Repairs to these areas can be deferred and addressed during the implementation of the base repair program shown below. Walker recommends all supported slabs, beams, columns, and walls to be reviewed on a regular basis by visual means and sounded by hammer tapping along spalls. Any overhead spalled areas found are a potential safety hazard. The City should continue to review areas of potentially loose and cracked concrete and remove them before they become an overhead hazard.

The barrier system on the Village Level has undergone a major renovation as part of the 2019 Repair program.

The barrier system on the Village level was in good condition after the renovation. However, the Pier Level perimeter barrier system was not a part of the 2019 Repair program. The existing barrier system has been exposed to ravages of weather and time passage. Peeling of paint and corrosion of steel posts has been observed in many

PARKING CONDITION ASSESSMENT - UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 06, 2022

WALKER CONSULTANTS | 18
locations on the barrier system. Replacement of existing corroded steel posts located in the southwest end of the parking structure is recommended.

STRUCTURAL WORK ITEMS
Our primary focus of the condition assessment was to identify and update the 2012 and 2015 Walker findings and accordingly develop updated repair protocols that will keep the structures operational for 10 additional years.

Over the last few years, the City of Redondo Beach has invested significantly in the repair and maintenance of the three parking structures – North Pier Parking Structure, South Pier Parking Structure, and Plaza Parking structure.

This work has been performed per the Walkers 2012 and 2015 AMPs in order to extend the life of the structures.

Refer to Walker's 2012 and 2015 condition appraisal reports for more information on causes attributed to the observed deficiencies.

This updated AMP plan is designed to help the City of Redondo Beach plan for repairs, future maintenance, and improvements for the parking structures. The City of Redondo Beach has implemented a limited portion of work for North Pier Parking structure outlined in Walker’s original 2012 and 2015 AMPs, respectively. A reduced scope of work was completed in 2017 and 2019 repair programs to maintain the structure for 10 -15 years while discussions of possible new development that incorporated replacement parking were contemplated. This 5-year AMP forecast builds off the limited work and maintenance repairs completed during the past 10-years and provides the capital improvements required to maintain the structure for the next 10-year program.

The parking structure has remained in operation for almost seven decades and has been subjected to harsh environmental conditions over its service life. Physical structural conditions have led us to believe that the structure is overall in fair condition. The field assessment indicates the structure is undergoing structural deterioration in non-repaired areas, primarily to the underside of the village level concrete slab. Our review of this structure suggests deferred preventative maintenance, and the delay of a comprehensive restoration program has led to the current deterioration conditions. The Installation of traffic coating on the Village level during the 2019 Repair program was a significant step to mitigate the potential for reinforcing steel corrosion. The best way to counteract the remaining corrosion process involves applying an electrochemical treatment. This can be achieved by repairing the sections showing spalling or exposed rebars.

Precast concrete double tees stem, beams, and columns had numerous locations that had deteriorated resulting in cracked and spalled concrete. Moisture laden with chlorides that penetrate the concrete creates a situation where the embedded steel reinforcement begins to corrode. The corrosion of the steel reinforcement creates rust formation on the steel which induces stresses into the surrounding concrete. If the stresses to the concrete exceed the tensile strength capacity of the concrete, a crack will occur which will propagate into a delamination, and ultimately a concrete spall. Deterioration of structural elements of the parking structure shortens the effective service life of the structure and the deterioration of the parking structure will accelerate overtime if left unattended.

The Shear wall is cracked and deteriorated in select locations primarily along the south and east wall of the structure. The walls should also be monitored annually for additional cracking.

Overall, concrete curbs on the pier level are in fair condition with limited cracking and other deterioration related issues.

WATERPROOFING SYSTEMS
The traffic coating on the Pier Level has excessive wearing where the coating has worn into the base coat with some areas worn completely through the coating to the concrete substrate. Given the significant wear down and localized areas of debondment of the coating, we recommend that the coating be removed and replaced with a new traffic coating system. Removing the existing system, instead of recoating over the existing system, prevents

PARKING CONDITION ASSESSMENT - UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 06, 2022

WALKER CONSULTANTS | 19
possible issues with bonding a new system to an existing that may have marginal bond in areas. Removal also allows replacement of the existing joint and crack sealants. These sealants are protected by the traffic topping but in areas where the traffic topping has failed the underlying sealant was observed to be cracked and brittle, which may have contributed to the coating failure along the joint and cracks.

The Village Level received a traffic bearing waterproof membrane as part of the 2019 Repair program. The waterproof membrane is in good condition for its age. Typically, these waterproofing systems have a service life of 7-10 years with proper maintenance. The life of the membrane can be extended by applying a re-coat of the top layer of the system. The re-coat procedure requires cleaning of the surface, preparation of worn or damaged areas with base and intermediate coatings and then an application of a full topcoat with aggregate. Therefore, installation of new traffic marking paint is required after installation of the new traffic topping coating. Our cost opinion includes recoating on the Village Level in Year 5; however, we recommend that the condition of the traffic coating be reviewed to determine if recoating is required at that time.

CONCRETE TESTING AND ANALYSIS
Walker Consultants conducted material testing on several concrete components of the North Pier Parking Structure in 2012 to check the as-built condition and to use their properties for seismic evaluation. However, testing was only performed at the Pier level. The Basement level in 2012 was occupied by the Redondo Beach Fun Factory, which provided a play area for children and families, and was not accessible for testing. The Fun Factory closed in 2017 and the Basement level is now vacant. This has provided an opportunity to conduct additional testing on the structure to obtain information on the original walls of the building at the Basement level. With the approval of the City of Redondo Beach, Walker conducted the following additional testing on the North Pier Parking Structure.

1. Coring of concrete walls to obtain compressive testing

2. Exploratory opening of concrete walls to check size and placement of steel reinforcement Slater Waterproofing Inc. was engaged to obtain concrete cores and to perform destructive opening on January 12 and 13, 2022 under the direction of Walker staff. Concrete cores were sent to Universal Construction Testing (UCT) for laboratory testing to obtain compressive strength. Details of concrete testing and the lab report prepared by UCT are attached in Appendix B and C, respectively. Ground Penetrating Radar (GPR) was also used on concrete surfaces at test locations prior to destructive opening to locate the embedded rebar and to prevent cutting rebar during the coring process.

SEISMIC EVALUATION
Walker Consultants performed the Tier 1 and 2 seismic evaluations of the North Pier Parking Structure. Walker had completed a Tier 1 and Tier 2 building screening procedure in 2012 based on the American Society of Civil Engineers (ASCE) standard ASCE 31-03 “Seismic Evaluation of Exiting Buildings” published in 2004 which was the nationally recognized standard at the time our investigation. The updated Tier 1 and Tier 2 analyses was performed per the ASCE 41-17, which is the current state-of-the-art and generally accepted standard for seismic evaluation of building structures. The seismic checklist and procedures in ASCE 41-17 have been updated compared to ASCE 31-03. Furthermore, the seismic hazard levels in ASCE 41-17 have changed based on earthquakes that have occurred around the globe since 2004 (when ASCE 31-03 was published). Our evaluations found that the seismic performance of the structure has been fair. The 1992 retrofit efforts improved the lateral load carrying capacity and load transfer paths. There are some deficiencies in the retrofit that allow for discontinuous load transfer. The details of our seismic evaluation and our recommended repairs for improving the seismic performance are included in in the appendix D.

PARKING CONDITION ASSESSMENT - UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 06, 2022

WALKER CONSULTANTS | 20

OBSERVATIONS
On November 10, 2021, Walker Consultants performed a condition assessment of the North Pier Parking Structures. The assessment consisted of a visual review of representative exposed structural elements (columns, beams, walls,) and waterproofing elements (sealants and expansion joints). Our assessment also included chain dragging and hammer sounding of representative areas to identify concrete delaminations and possible corrosion of the embedded steel reinforcement. In addition, a limited visual review of the structures’ façade was performed from the Ground level.

The following conditions were noted. The referenced photographs are included in Appendix A.

Village Level
 Typical Village Level soffit slab deterioration and spalls with exposed and corroded reinforcement (Photos

1.1 and 1.4).

Pier Level
 Isolated concrete overlay deterioration with exposed reinforcement was observed on the Pier level (Photos 1.5 to 1.6).
 Typical Pier Level soffit slab deterioration and spalls with exposed and corroded reinforcement (Photos

1.7 and 1.8).
 Typical beam deterioration with exposed and corroded reinforcement was observed on the Pier Level (Photos 1.9 to 1.11).
 Isolated concrete curb delamination was observed at perimeter and interior of the parking structure (Photos 1.12 to 1.13).
 Typical sections of the perimeter barrier system posts particularity in the west end of the Pier Level are significantly corroded or damaged (Photos 1.14).
 The epoxy-based traffic coating was in poor condition with excessive wearing where the coating has worn into the base coat with some areas worn completely through the coating to the concrete substrate (Photos 1.15).
 Typical corroded steel beam ledge on the Pier Level of the parking structure (Photos 1.16).

Basement Level
 Typical concrete wall delamination and spalling with exposed rebar on the Basement Level (Photos 1.17 and 1.18).
 Typical beam deterioration with exposed and corroded reinforcement was observed on the Basement Level (Photos 1.19 and 1.20).
 Typical wall cracks were also observed on the Basement Level (Photo 1.21).

Exteriors
 Typical signs of rebar corrosion were observed east elevation of the parking structure (Photo 1.22).  Typical spandrel beam deterioration with exposed and corroded reinforcement was observed on north and east elevations of the parking structure (Photo 1.23 to 1.25).

LIMITATIONS
This report contains the professional opinions of Walker Consultants based on the conditions observed as of the date of our site visit and documents made available to us by the City of Redondo Beach (Client). This report is believed to be accurate within the limitations of the stated methods for obtaining information.

PARKING CONDITION ASSESSMENT - UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 06, 2022

WALKER CONSULTANTS | 21
We have provided our opinion of probable costs from visual observations and field survey work. The opinion of probable repair costs is based on available information at the time of our condition appraisal and from our experience with similar projects. There is no warranty to the accuracy of such cost opinions as compared to bids or actual costs. This condition appraisal and the recommendations therein are to be used by Client with additional fiscal and technical judgment.

It should be noted that our renovation recommendations are conceptual in nature and do not represent changes to the original design intent of the structure. As a result, this report does not provide specific repair details or methods, construction contract documents, material specifications, or details to develop the construction cost from a contractor.

Based on the agreed scope of services, the condition appraisal was based on certain assumptions made on the existing conditions. Some of these assumptions cannot be verified without expanding the scope of services or performing more invasive procedures on the structure. More detailed and invasive testing may be provided by Walker Consultants as an additional service upon written request from Client.

The recommended repair concepts outlined represent current generally accepted technology. This report does not provide any kind of guarantee or warranty on our findings and recommendations. Our condition appraisal was based on and limited to the agreed scope of work. We do not intend to suggest or imply that our observation has discovered or disclosed latent conditions or has considered all possible improvement or repair concepts.

A review of the facility for Building Code compliance and compliance with the Americans with Disabilities Act (ADA) requirements was not part of the scope of this project. However, it should be noted that whenever significant repair, rehabilitation, or restoration is undertaken in an existing structure, ADA design requirements may become applicable if there are currently unmet ADA requirements. Similarly, we have not reviewed or evaluated the presence of or the subsequent mitigation of hazardous materials, including, but not limited to, asbestos, and PCB. In addition, seismic evaluation of the subject parking structure for compliance with the current building code was not part of the scope of this project.

This report was created for the use of Client and may not be assigned without written consent from Walker Consultants. The use of this report by others is at their own risk. Failure to make repairs recommended in this report in a timely manner using appropriate measures for safety of workers and persons using the facility could increase the risks to users of the facility. The client assumes all liability for personal injury and property damage caused by current conditions in the facility or by construction, means, methods, and safety measures implemented during facility repairs. Client shall indemnify or hold Walker Consultants harmless from liability and expense, including reasonable attorney’s fees incurred by Walker Consultants as a result of Client’s failure to implement repairs or to conduct repairs in a safe and prudent manner.

PARKING CONDITION ASSESSMENT - UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00` June 06,2022
WALKER CONSULTANTS | 22
TABLE 2- Executive Summary – 5 Year Budget Forecast

PARKING CONDITION ASSESSMENT - UPDATE
North-Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 06,2022

WALKER CONSULTANTS | 23
TABLE 3– North Pier Parking Structure– 5 Year Budget Forecast

PARKING CONDITION ASSESSMENT - UPDATE
North-Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 06,2022

WALKER CONSULTANTS | 24
TABLE 4–Opinion of Probable Seismic Restoration Repair costs Work Item Description
Estimated
Cost

1.00 General Conditions

1.10 Mobilization & General Conditions $25,000

2.00 Seismic Structural Repairs

2.01 Install (24) new drilled piers $100,000

2.02 Install (5) new concrete shear walls at Pier and Basement Level $500,000

2.03 Addition of carbon fiber wrapping at Line 3 and X at waffle shear wall at Pier Level $30,000

2.04 Addition of shear wall drag reinforcement at Village Level at line Z.1 $25,000

2.05 Addition of carbon fiber wrap at precast double tee stems (Village & Pier Level) near line Z $30,000

2.06 Addition of carbon fiber wrap at CIP Shear walls ends for confinement at line 11 at the Pier Level, at Line Z at CIP columns at lines 2, 3, 5, and 6 at Pier Level $25,000

2.07 Thickening of CIP shear wall at line Z (2-3) at Basement Level $25,000

2.08 Thickening of CIP shear wall at line Z (5-6) at Basement Level $25,000

2.09 Thickening of CIP shear walls at line 3 at Basement Level $35,000

2.10 Thickening of CIP shear wall at line X (4-11) at Basement Level $170,000

2.11 Thickening of CIP shear wall at line 11 (at grid Y) at Pier Level $35,000

2.12 Addition of slab reinforcement at Shear walls (East-West direction) at Village and Pier Level (i.e., chord/drag reinforcement, and shear transfer reinforcement) $200,000

2.13 Addition of slab reinforcement at Shear walls (North-South direction) at Village and Pier Level (i.e., chord/drag reinforcement, and shear transfer reinforcement) $200,000

2.14 Strengthen CIP column at Grid line 3 and Z at Pier Level $25,000 Repair Subtotal $1,450,000
Recommended Contingency (10%) $145,000
Engineering Services $160,000
Geotechnical Recommendations on Soil
condition at the project site $50,000
Building Survey Elevations $15000
Project Total $1,820,000

PARKING CONDITION ASSESSMENT - UPDATE
North-Pier Parkitructure | Redondo Beach, CA
WC PROJECT No. 37-009397.00 June 6, 2022

WALKER CONSULTANTS | 25
TABLE 5– North Pier Parking Structure– 10 Year Budget Forecast NO. WORK DESCRIPTION 10-YEAR TOTAL COST

1.00 General Conditions $ 246,500

1.1 General Conditions / Mobilization $ 246,500 61,000 50,500 43,500 21,000 15,000 35,500 20,000

2.00 Immediate Repairs $ 6,000

2.1 Remov e and Replace barrier system (South - West
Corner) $ 6,000 $ 6,000

3.00 Structural / Concrete Repairs $ 556,500

3.1 Ov erhead Ceiling Repair $ 345,000 $ 225,000 $ 45,000 $ 75,000

3.2 Concrete Floor Repair - Supported lev els $ 25,000 $ 25,000

3.2a Ov erhead Ceiling Repair - PCP $ 80,500 $ 52,500 $ 10,500 $ 17,500

3.3 Concrete Wall, Beam, Column Repair (Primarily Beams) $ 75,000 $ 75,000

3.3a Concrete W al,Beam,Column Repair-PCP $ 21,000 $ 10,500 $ 3,500 $ 7,000

3.4 Epoxy injection at concrete beams (Western side) $ 10,000 $ 10,000

4.00 Waterproofing $ 732,000

4.1 Rout/Seal Cracks $ 40,000 $ 40,000

4.2 Construction Joint Sealants $ 32,000 $ 32,000

4.3 Remov e and Replace Traffic Coating - Pier Lev el $ 396,000 $ 132,000 $ 132,000 $ 132,000

4.4 Traffic Coating - Recoat - Village Lev el $ 264,000 $ 132,000 $ 132,000

5.00 Stair Tower Repair $ 40,000

5.1 Paint Stairs $ 40,000 $ 20,000 $ 20,000

6.00 Mechanical / Electrical / Plumbing $ 150,000

6.1 Clean Floor Drains and Piping $ 10,000 $ 5,000 $ 5,000

6.2 Electrical Allowance $ 70,000 $ 35,000 $ 35,000

6.3 Mechanical Allowance $ 70,000 $ 35,000 $ 35,000

7.00 Architectural / Miscellaneous $ 150,000

7.1 Paint Misc. Metals and Equipment $ 38,000 $ 38,000

7.2 Paint Select Soffit/Walls/Columns Locations $ 54,000 $ 54,000

7.3 Re-Paint Traffic Markings $ 28,000 $ 7,000 $ 7,000 $ 7,000 $ 7,000

7.5 Concrete Curb $ 30,000 $ 30,000

8.00 Risk Management $ 13,500

8.1 Guardrail Post (Barrier Cable) (North and East side on Pier Lev el) $ 13,500 $ 13,500
5-YEAR TOTAL COST 2022 2023 2024 2025 2026 2027 2028 2029 2030 2031 Sub Total $ 1,894,500 $ 465,000 $ 386,500 $ 333,500 $ - $ 160,000 $ - $ 114,500 $ - $ 269,500 $ 152,000 Contingency 10% $ 189,000 $ 46,500 $ 39,000 $ 33,500 $ - $ 16,000 $ - $ 11,500 $ - $ 27,000 $ 15,500 Consulting & Engineering Fees $ 189,000 $ 46,500 $ 39,000 $ 33,500 $ - $ 16,000 $ - $ 11,500 $ - $ 27,000 $ 15,500 Opinion of Annual Budget ( Dollars) $ 2,272,500 $ 558,000 $ 464,500 $ 400,500 $ - $ 192,000 $ - $ 137,500 $ - $ 323,500 $ 183,000 Opinion of Annual Budget (Adjusted Future Va$lue) 2,491,000 $ 558,000 $ 478,500 $ 424,900 $ - $ 216,100 $ - $ 164,200 $ - $ 409,900 $ 238,800 $ 21,000
2022 2023 2024 2025 2026
$ 61,000 $ 50,500 $ 43,500 $ -
$ 6,000 $ - $ - $ - $ -
$ - $ 20,000 $ - $ - $ -
$ - $ 204,000 $ 132,000 $ - $ 132,000
2027
$ -
$ - $ 13,500 $ - $ - $ -
$ - $ 37,000 $ 99,000 $ - $ 7,000
$ 398,000 $ - $ 59,000 $ - $ -
$ -
$ -
$ - $ 75,000 $ - $ - $ - $ -
$ -
2029
$ -
$ -
$ -
$ -
$ -
$ -
$ -
$ -
$ -
$ -
$ -
2028
$ -
$ -
$ -
$ -
$ 15,000
$ -
$ 99,500
$ -
$ -
2031
$ 20,000
$ -
$ -
$ 132,000
$ -
$ -
$ -
$ -
$ 20,000
$ 75,000
$ 7,000
2030
$ 35,500
$ -
$ -
$ 132,000

A PHOTOGRAPHS

PARKING CONDITION ASSESSMENT - UPDATE
North Pier Parking Structure | Redondo Beach, CA
WALKER PROJECT No.37-009397.00 June 6, 2022
APPENDIX-A: PHOTOGRAPHS | A-0

1.NORTH PIER PARKING STRUCTURE

PARKING CONDITION ASSESSMENT - UPDATE
North Pier Parking Structure | Redondo Beach, CA
WALKER PROJECT No.37-009397.00 June 6, 2022
APPENDIX-A: PHOTOGRAPHS | A-1
Photo 1.1- Soffit slab deterioration and spall with exposed reinforcement, Village Level (SH3-79) Photo 1.2- Soffit slab deterioration and spall with exposed reinforcement, Village Level (SH3-87)

PARKING CONDITION ASSESSMENT - UPDATE
North Pier Parking Structure | Redondo Beach, CA
WALKER PROJECT No.37-009397.00 June 6, 2022
APPENDIX-A: PHOTOGRAPHS | A-2
Photo 1.3- Soffit slab deterioration and spall with exposed reinforcement, Village Level (SH3-96)

PARKING CONDITION ASSESSMENT - UPDATE
North Pier Parking Structure | Redondo Beach, CA
WALKER PROJECT No.37-009397.00 June 6, 2022
APPENDIX-A: PHOTOGRAPHS | A-3
Photo 1.4- Soffit slab deterioration and spall with exposed reinforcement, Village Level (SH3-98) Photo 1.5- Concrete floor delamination, Pier Level (SH3-229)

PARKING CONDITION ASSESSMENT - UPDATE
North Pier Parking Structure | Redondo Beach, CA
WALKER PROJECT No.37-009397.00 June 6, 2022
APPENDIX-A: PHOTOGRAPHS | A-4
Photo 1.6- Concrete delamination with exposed rebar, Pier Level (SH3-206) Photo 1.7- Soffit slab deterioration and spall with exposed reinforcement, Pier Level (SH3-312)

PARKING CONDITION ASSESSMENT - UPDATE
North Pier Parking Structure | Redondo Beach, CA
WALKER PROJECT No.37-009397.00 June 6, 2022
APPENDIX-A: PHOTOGRAPHS | A-5
Photo 1.8- Soffit slab deterioration and spall, Pier Level (SH3-267) Photo 1.9- Concrete beam spalls with exposed reinforcement, Pier Level (SH3-31)

PARKING CONDITION ASSESSMENT - UPDATE
North Pier Parking Structure | Redondo Beach, CA
WALKER PROJECT No.37-009397.00 June 6, 2022
APPENDIX-A: PHOTOGRAPHS | A-6
Photo 1.10- Concrete beam spall, Pier Level (SH3-201)
Photo 1.11- Concrete beam spall, Pier Level (SH3-197)

PARKING CONDITION ASSESSMENT - UPDATE
North Pier Parking Structure | Redondo Beach, CA
WALKER PROJECT No.37-009397.00 June 6, 2022
APPENDIX-A: PHOTOGRAPHS | A-7
Photo 1.12- Concrete curb spall, Pier Level (SH3-35)
Photo 1.13- Concrete curb spall, Pier Level (SH3-189)

PARKING CONDITION ASSESSMENT - UPDATE
North Pier Parking Structure | Redondo Beach, CA
WALKER PROJECT No.37-009397.00 June 6, 2022
APPENDIX-A: PHOTOGRAPHS | A-8
Photo 1.14- Corroded barrier post, Pier Level (SH3-192) Photo 1.15- Compromised traffic coating, Pier Level (SH3-211)

PARKING CONDITION ASSESSMENT - UPDATE
North Pier Parking Structure | Redondo Beach, CA
WALKER PROJECT No.37-009397.00 June 6, 2022
APPENDIX-A: PHOTOGRAPHS | A-9
Photo 1.16- Corroded beam ledge, Pier Level (SH3-136)
Photo 1.17- Exposed rebar on wall, Basement Level (SH3-308)

PARKING CONDITION ASSESSMENT - UPDATE
North Pier Parking Structure | Redondo Beach, CA
WALKER PROJECT No.37-009397.00 June 6, 2022
APPENDIX-A: PHOTOGRAPHS | A-10
Photo 1.18- Exposed rebar on wall, Basement Level (SH3-308) Photo 1.19- Concrete beam spall with exposed rebar, Basement level (SH3-303)

PARKING CONDITION ASSESSMENT - UPDATE
North Pier Parking Structure | Redondo Beach, CA
WALKER PROJECT No.37-009397.00 June 6, 2022
APPENDIX-A: PHOTOGRAPHS | A-11
Photo 1.20- Concrete beam spall, Basement Level (SH3-271) Photo 1.21- Concrete wall crack, Basement Level (SH3-256)

PARKING CONDITION ASSESSMENT - UPDATE
North Pier Parking Structure | Redondo Beach, CA
WALKER PROJECT No.37-009397.00 June 6, 2022
APPENDIX-A: PHOTOGRAPHS | A-12
Photo 1.22 - Visual signs of rebar corrosion, Exterior - West elevation (SH2-343) Photo 1.23- Concrete spandrel beam spall with exposed rebar, Exterior - North elevation (SH2-356)

PARKING CONDITION ASSESSMENT - UPDATE
North Pier Parking Structure | Redondo Beach, CA
WALKER PROJECT No.37-009397.00 June 6, 2022
APPENDIX-A: PHOTOGRAPHS | A-13
Photo 1.24- Concrete spandrel beam spall with exposed rebar, Exterior – North-east elevation (SH2-362) Photo 1.25- Concrete cantilever spandrel beam exposed rebar, Exterior – East elevation (SH2-372)

B MATERIAL TESTING

PARKING CONDITION ASSESMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 6, 2022
1 | M A T E R I A L T E S T I N G

1. Coring of concrete walls to obtain compressive testing

2. Exploratory opening of concrete walls to check size and placement of steel reinforcement Slater Waterproofing Inc. was engaged to obtain concrete cores and to perform destructive opening on January 12 and 13, 2022 under the direction of Walker staff. Concrete cores were sent to Universal Construction Testing (UCT) for laboratory testing to obtain compressive strength. The lab report prepared by UCT is attached in Appendix C. Ground Penetrating Radar (GPR) was also used on concrete surfaces at test locations prior to destructive opening to locate the embedded rebar and to prevent cutting rebar during the coring process.

COMPRESSIVE STRENGTH
As stated previously, the North Pier Parking Structure was built around 1962. Due to the age of the structure, the original plans were not available for our review. However, we have received a set of as-built plans for the 1992 seismic retrofit of the structure prepared by Theodore E. Anvick (Structural Consulting Engineer) which was dated October 1, 1992. While these plans have adequate information on the added retrofit concrete elements, they do not have any information on the original concrete walls of the structure. Therefore, Walker concrete coring was focused on the original walls of the building. Overall, 15 concrete cores were obtained of which 11 cores were taken from the original concrete walls in the Basement. We also obtained 4 cores from the added concrete walls in 1992 to compare with the compressive strength specified in the 1992 structural drawing. Concrete strength is known to increase with time. An increased concrete strength (expected value) will enhance the wall capacity in resisting earthquake loads and can reduce the extent of the retrofit scheme that might be required to add to the structure for complying with the current seismic standard.

Locations of concrete cores are shown in Figures 2.1 and 2.2. The compressive strength of the selected structural members is shown in Table 1. These compressive strengths were used in our Tier 2 seismic evaluation. Typical photos of coring are shown in photos 2.1 through 2.9.

Compressive strength testing was performed in general conformance with ASTM C 39.

PARKING CONDITION ASSESMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 6, 2022
2 | M A T E R I A L T E S T I N G
Table 1 – Summary of Compressive Strength Test Results
Core # Parking
Level Location Wall Type Compressive Strength psi
1 Basement West Wall Original Construction -
1962 6440
2 Basement West Wall Original Construction -
1962 5590
3 Basement West Wall Original Construction -
1962 8530
4 Basement Kitchen Wall (E-W) Original Construction -
1962 6730
5 Basement Kitchen Wall (E-W) Original Construction -
1962 6600
6 Basement Kitchen Wall (E-W) Original Construction -
1962 5400
7 Basement Kitchen Wall (E-W) Original Construction -
1962 5090
8 Basement West Wall Original Construction -
1962 5960
9 Basement West Wall Original Construction -
1962 8630
10 Basement South Wall Original Construction -
1962 7330
11 Basement South Wall Original Construction -
1962 5440
12 Basement South Wall Retrofit Wall - 1992 6210
13 Basement South Wall Retrofit Wall - 1992 8620
14 Pier South Wall Retrofit Wall - 1992 7010
15 Pier South Wall Retrofit Wall - 1992 7880

EXPLORATORY OPENING OF CONCRETE WALLS
We also performed destructive testing to expose the steel reinforcement in the concrete walls for measuring bar sizes and spacings. Overall, we exposed steel reinforcement at 8 locations on the walls of which 5 were on the original concrete walls in the Basement. We also exposed 3 locations on the second floor retrofit waffle walls to check the presence of confinement steel in the wall diagonal members. Locations of destructive openings are shown in Figures 2.1 and 2.2. Steel reinforcement sizes and spacings measured during testing are shown in Table 2 and Figures 2.3 and 2.4. During our investigation of the wall opening, we did not observe any significant sign of rusting and deterioration on the exposed bars. Wall steel reinforcement were generally in good condition. We

PARKING CONDITION ASSESMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 6, 2022
3 | M A T E R I A L T E S T I N G
also performed GPR on two of the 1992 retrofit walls at the south end of the parking structure. GPR readings showed that the rebar spacing in these walls generally conform with spacing specified in the 1992 retrofit drawings. Rebar sizes and spacings listed in Table 2 were used in our Tier 2 seismic evaluation. Photos 2.10 – 2.17 show typical reinforcement observed at some of the destructive wall openings.

Table 2 – Summary of Reinforcement Found at Destructive Opening Locations DT# Level Location Wall Type Gridlines
Approximate
Dimensions of
opening
Wall
Thickness
Measured
(in)
Steel Reinforcement Found at
Destructive Opening Notes
1 Basement West Wal
(N-S)l
Original
Construction - 1962 X1-3.0 Circular (3" Diam. x 3.5" Depth) 8 Ver: #6 @ 6" O.C.

Hor: #5 @ 18" O.C
One Layer rebar was
found at the middle
of the wall thickness
2 Basement West Wall
(N-S)
Original
Construction - 1962 X-10.2 2 Squares of 4" x 4" 8
Ver: #6 @ 6" O.C.

Hor: #5 @ 18" O.C.

One Layer rebar was
found at the middle
of the wall thickness
3 Basement South Wall
(E-W)
Original
Construction - 1962 11-X.8 2" x 29" 10 Ver: #6 @ 12" O.C. - 2" CoverHor: #4 @ 18.5" O.C. - 2.75" Cover Two Layer rebar was
found (one at each
face)
4 Basement Kitchen
Wall (E-W)
Original
Construction - 1962 3-Y.3 2 Squares of 4" x 6" & 4" x 11" 24 Ver. Bar in the Field of Wall: #4 @ 18"
O.C. - 3.125" Cover
Ver. Bar at Jamb: #10 @ 6" - 3.5"
Cover
Hor: #4 @ 12" O.C. - 2.75" Cover - 2.5"
Cover
Vertical Jamb Steel:
9 #10 bars
(3 layers of 3 #10 )
5 Basement Kitchen
Wall (E-W)
Original
Construction - 1962 3-Y.9 1 Square of 5" x 5" 24
Ver: Inconclusive for vertical due to
access and interference from pie
when using GPR.

Hor: #4 @ 12" O.C. - 2.75" Cover - 2.5"
Cover
Use the same
reinforcement
found in the other
kitchen wall
6 Pier North Wall
(E-W)
Retrofit Waffle Wall
- 1992 3-Y.2 4" x 17" 12
Found 2 #6 longitudinal bar @ 8" O.C.
along diagonal members - Cover 3.5"
No confinement bar was found
Bar was coated
7 Pier North Wall
(E-W)
Retrofit Waffle Wall
- 1992 3-X.8 6" x 24" 12
Found 2 #6 longitudinal bar @ 8" O.C.
along diagonal members - Cover 2.5"
No confinement bar was found
Bar was coated
8 Pier West Wall
(N-S)
Retrofit Waffle Wall
- 1992 X-4.2 8" x 24" 12
Found 2 #6 longitudinal bar @ 8" O.C.
along diagonal members- Cover 2.5"
No confinement bar was found
Bar was coated

PARKING CONDITION ASSESMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 6, 2022
4 | M A T E R I A L T E S T I N G

2. CONCRETE TESTING PHOTOS

PARKING CONDITION ASSESMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 6, 2022
5 | M A T E R I A L T E S T I N G
Photo 2.1- Detecting wall steel reinforcement using GPR, West Wall, 1962 Construction - Basement (BA2-9) Photo 2.2- Detecting waffle wall steel reinforcement using GPR, East Wall, 1992 Retrofit – Pier Level (BA2-12)

PARKING CONDITION ASSESMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 6, 2022
6 | M A T E R I A L T E S T I N G
Photo 2.3- Wall steel reinforcement detected using GPR, only longitudinal bar was found, No confinement bar was present, East Wall, 1992 Retrofit – Pier Level (BA2-197) Photo 2.4- Wall steel reinforcement detected by GPR, South Wall Gridline 11, 1962 Construction - Basement (BA2-128)

PARKING CONDITION ASSESMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 6, 2022
7 | M A T E R I A L T E S T I N G
Photo 2.5- Concrete coring, West Wall, 1962 Construction - Basement (BA2-33) Photo 2.6- Concrete coring, West Wall, 1962 Construction - Basement (BA2-78)

PARKING CONDITION ASSESMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 6, 2022
8 | M A T E R I A L T E S T I N G
Photo 2.7- Concrete coring, Kitchen wall at gridline 3, 1962 Construction - Basement (BA2-102) Photo 2.8- Concrete coring, Kitchen wall at gridline 3, 1962 Construction - Basement (BA2-96)

PARKING CONDITION ASSESMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 6, 2022
9 | M A T E R I A L T E S T I N G
Photo 2.9- Typical concrete core, 3” diameter by 6” length, kitchen wall on gridline 3, 1962 Construction - Basement (BA2-224 and 226)

PARKING CONDITION ASSESMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 6, 2022
10 | M A T E R I A L T E S T I N G
Photo 2.10—Destructive wall location (DT3), South wall, 1962 Construction - Basement (BA2-404 Photo 2.11—Destructive wall location (DT4), Kitchen wall on gridline 3, 1962 Construction - Basement (BA2-568)

PARKING CONDITION ASSESMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 6, 2022
11 | M A T E R I A L T E S T I N G
Photo 2.12- Opening of diagonal members on waffle wall, Only # 6 longitudinal bar was found, No confinement bar was present, 1992 Retrofit Wall on Gridline 3– Pier Level (BA2-161) Photo 2.13- Opening of diagonal members on waffle wall, Only # 6 longitudinal bar was found, No confinement bar was present, 1992 Retrofit Wall on Gridline 3– Pier Level (BA2-178)

PARKING CONDITION ASSESMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 6, 2022
12 | M A T E R I A L T E S T I N G
Photo 2.14— Vertical rebar placement at destructive location (DT3), South wall, 1962 Construction - Basement (BA2-409)

PARKING CONDITION ASSESMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 6, 2022
13 | M A T E R I A L T E S T I N G
Photo 2.15— Horizontal #4 bar found at the wall destructive opening location DT3, South wall, 1962 Construction - Basement (BA2-344)
Photo 2.16— Vertical #10 bar found at wall jamb, destructive opening location DT4, Kitchen wall on gridline 3, 1962 Construction - Basement (BA2-580)

PARKING CONDITION ASSESMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 6, 2022
14 | M A T E R I A L T E S T I N G
Photo 2.17— Vertical bar concrete cover measurement at wall jamb, destructive opening location DT4, Kitchen wall on gridline 3, 1962 Construction - Basement (BA2-594)

PARKING CONDITION ASSESMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 6, 2022
15 | M A T E R I A L T E S T I N G

CONCRETE TESTING FIGURES

PARKING CONDITION ASSESMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 6, 2022
16 | M A T E R I A L T E S T I N G
Figure 2.1 Locations of Concrete Coring and Exploratory Concrete Openings – Basement Level C1 C3 C2
C4
C5
C6
C7
C8 C9
C10
C11
C12
C13
DT1
DT2
DT3
DT4 DT5
DT
Location of Concrete Core
Location of Destructive Opening

PARKING CONDITION ASSESMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 6, 2022
17 | M A T E R I A L T E S T I N G
Figure 2.2 Locations of Concrete Coring and Exploratory Concrete Openings – Pier Level C14
C15
DT6
DT7
DT8
DT
Location of Concrete Core
Location of Destructive Opening

PARKING CONDITION ASSESMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 6, 2022
18 | M A T E R I A L T E S T I N G
Figure 2.3 Steel reinforcement found at wall destructive openings – Basement Level 8 in. thick wall – 1962 Construction
Ver: #6 @ 6" O.C. (1 layer at the middle of wall thickness) Hor: #5 @ 18" O.C (1 layer at the middle of wall thickness) 10 in. thick wall - 1962 Construction
Ver: #6 @ 12" O.C. (2 layers)
Hor: #4 @ 18.5" O.C. (2 layers)
24 in. thick wall - 1962 Construction
Ver. Bar at Jamb: 9 #10 (3 layers of #10 @ 6" O.C.

Ver. Bar in the Field of Wall : #4 @ 18" O.C. (2 layers) Hor. Bar: #4 @ 12" O.C. (2 layers)
8 in. thick wall - 1962 Construction
Ver: #6 @ 6" O.C. (1 layer at the middle of wall thickness) Hor: #5 @ 18" O.C (1 layer at the middle of wall thickness)

PARKING CONDITION ASSESMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 6, 2022
19 | M A T E R I A L T E S T I N G
Figure 2.4 Steel reinforcement found at wall destructive openings – Pier Level 12 in. thick waffle wall – 1992 Retrofit
2 #6 longitudinal bar @ 8" O.C. along each face of diagonal members No confinement bar was found

C UTC REPORT

CHICAGO
7314 N. Milwaukee Avenue
Niles, IL 60714
PH: 847-459-9012
www.uctgroup.com
PROJECT NUMBER:

PROJECT NAME:

DATE:
22006
City of Redondo Beach – Compressive Strength- Final Report

02.08.2022
PAGE | 1
Mr. Behnam Arya, PhD, PE [email protected]
Walker Consultants
707 Wilshire Blvd, Suite 3650
Los Angeles, CA 90017
PH: 213.335.5191
Re: Compressive Strength of Concrete Core samples
City of Redondo Beach
North Pier Parking Structure
180 Coral Way,
Redondo Beach, CA 90277
Walker Consultants Project No. 37.009397.00
Dear Mr. Arya:

Enclosed please find the results of the compression strength of the fifteen (15) core samples delivered to our laboratories, that were reportedly extracted from the referenced structure and delivered to our laboratories on January 24, 2022.

The compressive strength was determined according to the applicable provisions of ASTM C39 “Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens”.

The concrete cores were identified by others.

The obtained test results are compiled below in Table 1. *******
We appreciate the opportunity to be of continued service to you.

Sincerely yours,
UCT Group LLC
Elena I. Emerson
Operations Manager

CHICAGO
7314 N. Milwaukee Avenue
Niles, IL 60714
PH: 847-459-9012
www.uctgroup.com
PROJECT NUMBER:

PROJECT NAME:

DATE:
22006
City of Redondo Beach – Compressive Strength- Final Report

02.08.2022
PAGE | 2
Table 1. Compressive Strength of Concrete Core Samples
(ASTM C 39)
Core
ID Location
Tested
Height L
(in)
Diam.

D
(in)
L/D
Ratio
K
Total
Load
(lbs)
Compressive
Strength
(psi)
Corrected
Compressive
Strength
(psi)
1 Basement, West Wall,
Gridlines X1-3.0 5.47 2.75 1.99

1.00 38,260 6,440 6,440
2 Basement, West Wall,
Gridlines X1-3.5 4.51 2.75 1.64

1.00 34,230 5,760 5,590
3 Basement, West Wall,
Gridlines X1-3.0 3.25 2.75 1.18

0.92 55,060 9,270 8,530
4 Basement, Kitchen Wall
(E-W), Gridlines 3-Y.2 3.48 2.75 1.27

0.93 43,020 7,240 6,730
5 Basement, Kitchen Wall
(E-W), Gridlines 3-Y.4 5.41 2.75 1.97

1.00 39,230 6,600 6,600
6 Basement, Kitchen Wall
(E-W), Gridlines 3-Y.8 5.47 2.75 1.99

1.00 32,060 5,400 5,400
7 Basement, Kitchen Wall
(E-W), Gridlines 3-Y.9 5.48 2.75 1.99

1.00 30,260 5,090 5,090
8 Basement, West Wall,
Gridlines X2-10.2 5.48 2.75 1.99

1.00 35,410 5,960 5,960
9 Basement, West Wall,
Gridlines X2-10.4 5.18 2.75 1.88

1.00 51,290 8,630 8,630
10 Basement, South Wall,
Gridlines 11-X.8 5.40 2.75 1.96

1.00 43,540 7,330 7,330
11 Basement, South Wall,
Gridlines 11-X.9 5.39 2.75 1.96

1.00 32,320 5,440 5,440
12 Basement, South Wall,
Gridlines 11-Y.4 5.48 2.75 1.99

1.00 36,890 6,210 6,210
13 Basement, South Wall,
Gridlines 11-Y.5 5.41 2.75 1.97

1.00 51,200 8,620 8,620
14 Pier, South Wall, gridlines
11-Y.8 5.43 2.75 1.97

1.00 41,650 7,010 7,010
15 Pier, South Wall, gridlines
11-Y.9 5.40 2.75 1.96

1.00 46,820 7,880 7,880
Remarks: The cores were tested in air-dry conditions.

SEISMIC EVALUATIONS D

PARKING CONDITION ASSESMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 6, 2022
1 | M A T E R I A L T E S T I N G

PROJECT UNDERSTANDING
The Redondo Beach North Pier Parking Structure was built in 1962 (see Photo 3.1 and 3.2) and is evaluated based on its current structural capacities. The structure is experiencing significant corrosion-based deterioration, exacerbated by its marine location. Walker was contracted in 2011, and our field investigation identified potential deficiencies with the North Pier parking structure. The City again contracted Walker in 2021 to perform Tier 2 Seismic Evaluation of the North Pier Parking Structure to advise the City as to its structural integrity for seismic and gravity loading, and viable repair alternatives. This summary report will provide findings of our most recent field investigation work in 2021-2022.

SCOPE OF SERVICES
As stated previously, the North Pier Parking Structure was built around 1962. Due to the age of the structure, the original plans were not available for our review. However, we have received a set of as-built plans for the 1992 seismic retrofit of the structure prepared by Theodore E. Anvick (Structural Consulting Engineer) which was dated October 1, 1992. While these plans have adequate information on the added retrofit concrete elements, they do not have any information on the original concrete walls of the structure.

Walker completed a Tier 1 building screening procedure and Tier 2 seismic evaluation in 2021-2-22 based on guidelines established in the nationally recognized publication ASCE 41-17 “Seismic Evaluation of Exiting Buildings”. Tier 1 building screening of 2011, performed by Walker, of North Parking Structure identified potential deficiencies in: vertical discontinuity of the lateral force resisting system, torsional stability, deterioration of structural members, and undefined foundation capacity. In order to confirm if the structural deficiencies exist relative to acceptable seismic performance of the structure, the ASCE 31-03 and ASCE 41-06 code requirements and performance acceptance criteria were used in 2012 edition of our report. Since 2012 ASCE has further enhanced the performance acceptance criteria for existing buildings in high seismicity areas. For the current study, the latest edition of ASCE 41-17 is used by Walker and like ASCE 31-03 it also requires structural engineers to perform a deficiency-based seismic evaluation study based on a Tier 2 procedure. This process of deficiencybased evaluation of individual structural elements against maximum demand of force or displacement that can be imposed by the system overall and their corresponding performance will likely determine if the parking structure has adequate strength to resist seismic forces at the inelastic level and determine areas where structural strengthening is required to extend the useful service life of the structure.

It is also important to note that there is an overall increase in seismic demand between the two code models of ASCE 41-06 and ASCE 41-17. Changes are associated with the updates made in seismic parameters established by USGS related to new research on seismic ground motions in the continental US and how soils in high seismicity areas can propagate inertial forces with different earthquake intensities and their associated return periods.

Existing structures that were checked previously on the basis of ASCE 41-06 and ASCE 31-03 and have borderline satisfied the performance objective levels of ASCE 31-03 will likely not satisfy the performance objective criteria of ASCE 41-17 as the force or displacement demand of ASCE 41-17 are significantly higher from ASCE 41-06.

Recommended repairs at the North Pier Parking Structures are based on the performance acceptance criteria of ASCE 41-17.

SUMMARY OF TIER-2 SEISMIC EVALUATION PER ASCE 41-17
Walker Consultants has completed the Tier-2 Seismic Evaluation of North Pier Parking Structure on the basis of ASCE 41-17. We have evaluated the parking structure using field investigations employing both destructive and non-destructive methods. Based on the findings of field investigative work, we have performed a 3-D finite element computer analysis model of the garage and have checked the structural adequacy of existing lateral load resisting elements. We recommend the following:

PARKING CONDITION ASSESMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 6, 2022
2 | M A T E R I A L T E S T I N G

SEISMIC REPAIRS REQUIRED
Walker identified the following conditions where seismic repairs should be performed:

1. Add (1) new 21ft long concrete shear wall at line 3 near grid line Z at the Pier Level. The addition of new shear wall will eliminate the discontinuity of shear wall that currently exists as there is a 21ft long shear wall at the Basement Level that was built in 1962 and was part of the original design. The addition of new shear wall at line 3 near line Z will also reduce demand on line 3 existing shear wall at grid line Y at the Pier Level, which is currently showing signs of an overstressed condition in both flexure and shear (See Photo 3.4 and 3.9)

2. Add (1) new 21ft long concrete shear walls at line 7 near line X and (1) new shear wall at line 7 near line Z at the Pier and Basement level. The addition of two new shear walls at line 7 (at Pier and Basement level) will possibly reduce the shear overstress condition of existing shear walls at line 3 and at line 11 at the Pier and Basement level. Future detailed analysis with the addition of new shear walls will be performed in the next phase when seismic restoration phase of the project will be approved by the City. Optimal location of new shear walls apart from line 3 shear wall will be finalized in the next phase. For cost estimation purposes, addition of new shear walls at line 7 is quite reasonable to determine potential costs associated with addition of new shear walls inside garage.

3. Addition of (24) new foundation drilled piers and wall footing at line 7 to support two new shear walls.

4. Strengthening of existing waffle shear wall at line 3 and line Y at the Pier Level as the diagonal braces of existing waffle shear wall are deficient in both axial compression and tension. This condition will improve once the new shear walls are going to be added at line 3 and at line 7 (See Photo 3.5).

5. Strengthening of existing top chord of the waffle shear wall at line Z.1 at the Village level. Addition of new chord reinforcement is required at the Village level (See Photo 3.14).

6. Strengthening of existing double tee stems at waffle shear wall ends at line Z.1 at the Village and Pier level (See Photo 3.15).

7. Strengthening of Shear walls ends to meet ASCE 41-17 confinement reinforcement. X (2-3) and (5-6) to meet requirement of ASCE 41-17 code force limit (See Photo 3.16).

8. Thickening of existing shear wall is required at line X at the Basement level from line 4 to 11 (See Photo

3.13)

9. Thickening of existing shear wall is required at line Z (basement level) from line (2 – 3) and (5 – 6) (See Photo 3.16).

10. Thickening of existing shear walls is required at line 3 at the Basement level. Add horizontal reinforcement at Basement level shear walls along line 3 (see Photo 3.4) where existing shear walls reinforcement in horizontal direction doesn’t meet the ASCE 41-17 and ACI 318-14 minimum wall requirement.

11. Add new slab reinforcement at shear walls oriented in the East-West direction at Village and Pier Level at line 3, 7, and 11 (See Photo 3.5, 3.8, and 3.13).

12. Add new slab reinforcement at waffle shear walls at line X and Z.1 at Village Level (See Photo 3.6 and 3.7).

13. Strengthen CIP column at line 3 and Z at Pier Level (See Photo 3.9).

14. Obtain recommendations from a registered Geo-technical engineer to evaluate current soil conditions and associated risk of having soil liquefaction, slope stability failure, and surface fault rupture at the garage site.

15. Obtain building spot elevations at corners and at intermediate points along the length of the garage to monitor any potential movement of garage foundations both vertically and horizontally. The City should contract with a licensed professional surveyor to perform this task.

Although the parking structure was functional at the time of our field investigation, over its life it has experienced several moderate earthquakes which may have softened the structure internally. North Pier parking structure is located very close to active seismic fault lines which can produce an earthquake of M6.0 to 7.0 on a Richter scale.

PARKING CONDITION ASSESMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 6, 2022
3 | M A T E R I A L T E S T I N G
Over the last fifty years, the City of Redondo Beach has experienced several earthquakes with magnitude 5.0 to

6.0+. Seismic records of Southern California show that those earthquakes have relatively short return period.

Completing the necessary repairs would ensure that the garage would provide “Basic Life Safety Structural Performance” under a moderate seismic event and “Basic Collapse Prevention Structural Performance” under a severe seismic event. At present several structural elements of the parking structure in their current form do not satisfy the performance objectives of both the Life Safety and Collapse Prevention structural performance criteria of ASCE 41-17.

Our opinion of probable seismic restoration repair costs is $1,820,000.00, including a recommended construction contingency and engineering services. Our opinion is based on estimated repair quantities based on our analysis work and historical records of similar types of work. Cost may vary due to procurement method, local economy, phasing, or other factors. Additional engineering services are required to prepare repair documents that can be used to bid and execute the recommended repairs. Figure 3.1, 3.2, and 3.3 show locations of seismic structural repairs on Basement, Pier, and Village Levels respectively. An additional breakdown of the probable repair costs is presented in Table D1.

TIER 2 SEISMIC EVALUATION FINDINGS
In investigating and performing the Tier-2 Seismic Evaluation in accordance with ASCE 41-17 of the North Pier Parking Structure, we found the following:

The North Pier Parking Structure is adequate to provide “Basic Life Safety Structural Performance” under the application of code specified gravity and ASCE 41-17 BSE-1E level seismic loads and “Basic Collapse Prevention Structural Performance” under the application of code specified gravity and ASCE 41-17 BSE-2E level seismic loads.

We have not observed any structural cracking in slabs, beams, columns, and walls due to an over-stress condition caused be excessive amount of gravity and seismic loads resisted by these elements during its service life of past 10 years. There is no visible cracking and spalling of concrete associated with corrosion of rebars. No visible cracking in slabs, beams, columns, or walls was observed that can be associated with foundation settlement or overstress condition of foundation elements. Seismic retrofits of 1992 are performing well and have improved the flow of seismic forces from diaphragm to lateral load resisting elements and subsequently to the garage foundation system. As mentioned above that the seismic loads specified in ASCE 41-17 are significantly higher than the seismic loads specified in ASCE 31-03. Due to the increase in forces that were used in 2012 to verify the adequacy of members, there are several locations where the structural capacity of existing shear walls, waffle shear wall diagonal braces, and chord and drag reinforcement near shear walls are no longer meeting the force demands of ASCE 41-17 and therefore do not satisfy the performance objectives of both the Life Safety and Collapse Prevention structural performance criteria of ASCE 41-17.

Walker Consultants has completed both the Tier 1 and 2 seismic evaluations of North Pier Parking Structure. Tier 1 evaluations were performed first in 2021. Tier 1 building screening process was used as the basis for Tier 2 seismic evaluation that was performed by Walker in 2022.

GARAGE DISCRIPTION
Parking Facility at North Pier – Redondo Beach is composed of two supported level parking structure. The existing parking structure is made up of cast-in-place concrete columns and walls, both cast-in-place and precast beams and cast-in-place topping slab placed over precast double tees at the supported levels. The lateral load resisting system for the existing parking structures consists of concrete shear walls in two orthogonal directions. Concrete shear walls are supporting small to negligible tributary area of the supported precast double tee system and can be classified as Bearing Wall System on a conservative basis in both directions. The current analysis provides comprehensive information on the design adequacy related to the seismic upgrades performed in 1992 plus the

PARKING CONDITION ASSESMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 6, 2022
4 | M A T E R I A L T E S T I N G
overall stability, integrity, and redundancy of the structure to withstand garage vertical loads, seismic loads on the basis of ASCE 41-17.

The foundation system for the existing parking structure is composed of spread, strip and drilled pier foundation system. We have no structural information on the size and reinforcement of foundation elements. We have no documentation, if any foundation upgrades were made in the past to address any foundation issues related to distribution of gravity and seismic loads due to the modifications made over the life of the structure. Review of the foundation system is based strictly on the basis of field investigations limited to visual observations. At present, we didn’t obtain any new soils investigation report for this project site. Lateral seismic loads at the foundation level will be resisted by passive pressure against the face of the spread, strip and drilled pier caps in conjunction with the allowable lateral frictional resistance at the bottom of spread and strip footings and lateral load resistance capacity of drilled piers. Differential settlement of the structure has already taken place and is not noticeable. No cracking of structural elements is being observed that can be associated with any recent foundation movement.

DESIGN SUPERIMPOSED LOADS
In addition to dead loads, the structure is checked for the following superimposed live loads, with no live load reductions taken in accordance with CBC section 1607:

Light vehicle storage 40 psf
Landscaping None required
Heavy vehicles None required
Snow Load None required
TIER 2 SEISMIC EVLAUTION REQUIREMENTS
The Tier 2 seismic evaluation uses a three-step approach.

1. Induced earthquake forces: Analyze the structure for pseudo lateral forces using Linear Static Procedure (LSP) of ASCE 41-17.

2. Verify structural irregularities and perform Dynamic Analysis using Linear Dynamic Procedures (LDP) of ASCE 41-17.

3. Generate member forces for each structural element using load combinations of ASCE 41-17.

An evaluation of the effects of a seismic event on the structure is performed. We have computed floor masses for each level to determine mass distribution and inertia properties. Frame member geometry, material and section properties for various member sizes and concrete strengths are obtained from field investigative work to calculate frame stiffness. Once stiffness and mass inertia properties are defined, static and dynamic analysis are performed to determine mode shapes and associated periods to use in the lateral analysis.

Lateral loads are calculated according to ASCE 41-17 and applied at 5% of the structure dimension on either side of the center of mass to include the effects of accidental torsion in the garage. The criteria from the ASCE used to check the adequacy of this structure are explained in the Lateral Section of these calculations.

In a building with special concrete shear wall lateral load resisting system, concrete shear walls resist 100% of the lateral loads in accordance with ASCE 7-16 (i.e., ASCE 41-17 BSE-2N) equivalent lateral force procedure or response spectrum analysis approach. Structures designed in conformance with such provisions and principles are expected to be able to;(1) resist minor earthquakes without damage; (2) resist moderate earthquakes without structural

PARKING CONDITION ASSESMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 6, 2022
5 | M A T E R I A L T E S T I N G
damage, but with some nonstructural damage; and (3) resist major or severe earthquakes without major failure of the building or its component members and would perform such that it would offer “Basic Life Safety Structural Performance”.

The Tier 2 deficiency-based retrofit requires retrofit of the building such that the deficiencies identified in a Tier 1 screening, or a Tier 2 evaluation are mitigated to achieve compliance with the selected Performance Objective(s).

The scope of the Tier 2 deficiency-based retrofit need not expand beyond that necessary to modify the building to comply with a Tier 1 screening or a Tier 2 evaluation.

If the Tier 2 deficiency-based evaluation demonstrates the adequacy of the structure with respect to all of the ‘Noncompliant’ or ‘Unknown’ statements in the Tier 1 screening, then the building complies with the ASCE 41-17 standard for the corresponding Performance Objective. If the building is retrofitted in accordance with the deficiency-based retrofit procedure, then the retrofitted building complies with the ASCE 41-17 standard for the corresponding Performance Objectives.

TIER 2 PARTIAL RETROFIT OBJECTIVES
A partial retrofit, which can address a portion or portion of the building without evaluating or rehabilitating the complete lateral force resisting system, shall meet all of the following ASCE 41-17 requirements:

1. Does not result in a reduction in the Structural Performance Level or Nonstructural Performance Levels of the existing building for the same Seismic Hazard Level.

2. Does not create a new structural irregularity or make an existing structural irregularity more severe.

3. Does not result in an increase in the seismic forces to any component that is deficient in capacity to resist such forces, and

4. Incorporate structural elements that are connected to the existing structure in compliance with the requirements of ASCE 41-17 standard.

LATERAL LOAD ANALYSIS
Seismic lateral forces are determined for the parking structure, using ASCE 41-17, and acting in conjunction with the garage vertical loads. An evaluation of the effects of the lateral forces on the structure is performed. The analysis computes floor masses for each level to determine mass distribution and inertia properties. Wall member geometry, material and section properties for various member sizes and concrete strengths are used to calculate building stiffness. Once stiffness and mass inertia properties are defined, a static analysis is performed to determine mode shapes and the associated period of vibration to use in the lateral analysis. Lateral loads are calculated according to ASCE 41-17 and applied at 5% of the structure dimension on either side of the center of mass to include the effects of accidental torsion in the garage.

Seismic Evaluation Procedure:

1. Select structural system.

2. Identify lateral force-resisting system.

3. Identify structural irregularities and any framing system limitations.

4. Select lateral force procedure (i.e., static, or dynamic).

5. Calculate the total design base shear and distribute over height of structure.

6. Elastically analyze building, including torsion effects, including P-delta effects, if necessary.

7. Check story drift limitations.

8. Combine earthquake and factored gravity loads effects. Verify design of lateral force-resisting elements for required strength and verify special detailing.

9. Confirm complete load path to resist earthquake forces.

PARKING CONDITION ASSESMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 6, 2022
6 | M A T E R I A L T E S T I N G

FINITE ELEMENT COMPUTER MODELING
The following pages contain the computer model used to determine the seismic base shear, distribution of seismic forces over the height of garage, member forces and member deformations. This model uses the entire structural framing system, including lateral load resisting elements and gravity elements to determine structural story drift.

STEY-BY-STEP PROCEDURE FOR TIER 2 SEISMIC EVALUATION

1. LOAD PATH
“When Tier 2 evaluation procedures require evaluation of the continuity of structural elements to be tied together to form a complete load path, continuity shall be evaluated.” Based on available construction documents, seismic restoration of the parking structure was performed in 1992. It is appropriate to assume that seismic deficiencies of the parking structure observed at that time were checked and addressed on the basis of seismic detailing requirements of UBC 1991. Severe cracking in moment frame columns was identified at the base of all CIP columns with tapered section at the Pier Level.

This could be associated with seismic forces higher than the design seismic loads used for the design of concrete moment frame columns. Higher seismic forces at Village Level can cause an increase in shear at each moment frame column, which in turn caused an increase in column moments at the base of columns at the Pier Level. Higher shear in columns can also lead to higher inelastic seismic movements which then help in formation of plastic hinges (i.e., cracking) in columns at the point of maximum moment.

All CIP columns at the perimeter with reduced section properties were encased with new concrete cover, with epoxy coated shear and flexural reinforcement to increase the overall design capacity of the columns.

Increased shear stiffness of perimeter columns would reduce lateral drift of the parking structure under higher seismic loads. It is possible that the gain in flexural capacity may only take place at the top of column because of proper embedment of new vertical reinforcement.

Waffle shear walls were added in both directions between Village and Pier Levels to increase the lateral force resisting capacity of the parking structure (See Photo 0.5, 0.6, 0.7). Waffle shear wall along line Z.1 between grid lines 2 and 6 is not continuous between Pier and Foundation Level. Local thickening of diaphragm at shear wall ends between grid lines 2 – 3 and 5 – 6 is being provided at Pier Level for transfer of shear wall forces from waffle shear wall to two new concrete shear walls added along line Z between Pier and Foundation Level. Waffle shear wall system behaves very much like a Truss system with diagonal braces resisting lateral shear forces applied by the diaphragm as tension and compression axial forces of its diagonal braces. Since the waffle shear wall along line Z.1 is supported by overhanging precast double tees and when tees experience any vertical load from truss diagonal braces, they deform vertically. The vertical deformation caused by the movement of tees supporting the truss shear wall system then generates tension and compression forces in top and bottom chords of the truss. Waffle shear walls along line Z.1 (2-6) at the Village level and shear walls along line Z (2-3) and (5-6) at the Pier level have a lateral offset distance between them as 6ft, there is out-ofplane discontinuity of vertical lateral force resisting system between the two lines of shear walls that are close to each other and connected laterally by a rigid diaphragm at the Village and Pier Level. This out-of-plane, discontinuity of vertical lateral force resisting element is not preferred, but is allowed by ASCE 7-05, ASCE 7- 10, and ASCE 7-16 for even newer buildings that are located within seismic design category D, E and F. For a

PARKING CONDITION ASSESMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 6, 2022
7 | M A T E R I A L T E S T I N G
building with out-of-plan discontinuity, ASCE 7-16 requires special detailing of slab collector elements for transferring forces at the required strength level. ASCE 41-17 has no such procedure available for Tier 2 Evaluation for buildings with local discontinuity in load path.

Commentary of section 5.4.2.3 states: “The adequacy of the elements and connections below the vertical discontinuities shall be evaluated as force-controlled elements. The adequacy of struts and diaphragms to transfer load from discontinuous elements to adjacent elements shall be evaluated”. At Pier Level, diaphragm was thickened locally to increase its shear design capacity and to transfer forces from waffle shear wall along line Z.1 to two shear walls located below Pier Level along line Z that were also added when garage restoration was performed in 1992. To address additional vertical shear demand at precast double tees, due to the use of ASCE 41-17 higher seismic forces, carbon fiber wrapping is required at precast double tee stems at waffle shear wall end bays.

New concrete wall was added in 1992 at the Basement level along line 11 to increase the overall length of existing shear wall at line 11. New gravity columns were added in 1992 near grid Y – in the long direction of the garage at Pier and Basement Levels. It is not clear why the designer decided to use 18-inch square concrete columns between Village and Pier Level and supported the same columns using 6-inch round steel columns between Pier and Foundation Level. New waffle shear wall along line 3 is being supported at its western end by a 6-inch round steel column below Pier level (See Photo 3.11). This in-plane discontinuity in shear wall causes reduction in shear wall stiffness along line 3 at the Basement Level.

New 2 ½ inch thick overlay was added over the entire double tee system at the Village Level (See Photo 3.3) in 1992. It is our understanding that this modification was made to address higher diaphragm loads based on the requirements of UBC 1991. At Village Level, additional slab drag reinforcement was added near the shear wall along line 11. ASCE 41-17 diaphragm forces are significantly higher than the UBC 1991 diaphragm forces.

Chord and drag collector elements shall be evaluated as force-controlled and they both will require retrofit in terms of addition of new chord and diaphragm steel at the Village and Pier Level.

No foundation upgrades were documented in the construction documents of 1992 seismic retrofit. No visible cracking in beams, columns or walls was observed in 2011 and in 2021 that can be associated with foundation settlement or overstress condition of foundation elements. a. Shear strength capacity of diaphragm is verified at all supported levels using provisions of ASCE 41-17 to satisfy that the load path is in compliance and is acceptable. b. Steel column supporting discontinuous wall has the design strength to resist the maximum axial force that can develop in accordance with ASCE 41-17. The connections of discontinuous elements to the supporting member shall be adequate to transmit the forces for which the discontinuous element was required to be designed.

2. WEAK AND SOFT STORY
The vertical force distribution provided by ASCE 41-17 section 7.4.1.3.2 is adequate for regular structures with no stiffness discontinuities. Weak and soft story can significantly affect the vertical distribution of seismic forces and, for this reason Response Spectrum Analysis (i.e., Linear Dynamic Procedure – LDP) is performed, which can account for stiffness irregularities over the height of the structure. Response spectrum parameters

PARKING CONDITION ASSESMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 6, 2022
8 | M A T E R I A L T E S T I N G
were established using USGS seismic design parameters for the project site. For basic Life Safety structural performance, site specific response spectrum is being generated for an earthquake having 5% Probability of Exceedance in 50 years with a mean return period of 975 years. According to ASCE 41-17, Earthquake Hazard Level associated with this type of earthquake is defined as BSE-2E (i.e., Basic Safety Earthquake Level 2) and is appropriate for building where “Basic Collapse Prevention Structural Performance” is required.

3. GEOMETRY
“An analysis in accordance with the Linear Dynamic Procedure of ASCE 41-17 section 5.2.4 shall be performed.

The adequacy of the lateral force resisting elements shall be evaluated.” Linear Dynamic Analysis is performed to verify capacity of all lateral load resisting elements.

4. VERTICAL DISCONTINUTIES
“The adequacy of elements below vertical discontinuities shall be evaluated to support gravity forces and overturning forces generated by the capacity of the discontinuous elements above. The adequacy of struts and diaphragms to transfer load from discontinuous elements to adjacent elements shall be evaluated.” Steel columns supporting discontinuous shear wall at line 3 at the Basement Level is verified and its connections need to be verified for factored axial tension and compression loads. There is no visible sign of connection movement at the top and bottom. There is no visible cracking in the slab near and around the steel column that is associated with any grade beam movement underneath the steel column because of past earthquake activities in the area since 1992. Since the grade beams are soil supported and have already experienced several earthquakes of moderate intensity, it is appropriate to assume that the grade beams underneath the steel columns can transfer vertical loads to the nearest drilled pier without going into any major distress. A case of a beam on elastic foundation is how Walker has analyzed the performance of the grade beam at line 3. Grade beams that are away from drilled piers are not taking any substantial axial, flexural and shear loads.

Adequacy of precast double tees is verified between grid line Z and Z.1 at the Village and Pier Level. At both locations precast double tees are overstressed in transferring vertical shear load to PT beam along line Z at both levels.

5. MASS
No change is mass is anticipated at Village and Pier Level except a small section of top chord of waffle shear wall along line Z.1 needs to be increased to add additional drag or chord reinforcement at the truss at the Village Level. A small section of CIP topping slab needs to be placed at the Village Level to provide additional diaphragm reinforcement near the shear wall at line Z.1

6. TORSION
Small change in torsional shear is anticipated due to the proposed addition of new shear walls at the Pier and Basement Level to help reduce shear overstress condition at existing shear walls along line 3, X, and Z.

7. DETERIORATION OF CONCRETE

PARKING CONDITION ASSESMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 6, 2022
9 | M A T E R I A L T E S T I N G
No significant deterioration of concrete was observed at gravity and lateral load resisting elements.

8. POST-TENSION OR PRE-STRESS ANCHORS
No corrosion of anchors/end fittings or spalling of concrete is observed near gravity and lateral load resisting elements at the Village, Pier and Basement level.

9. CONCRETE WALL CRACKS
No significant diagonal cracking in concrete shear walls is observed at Pier and Village level.

10. SHEAR STRESS CHECK
Using ASCE 41-17 section 5.5.3.1.1, we found shear walls as overstressed in shear at the Basement Level at line X (4 – 11), at line Z (2-3) and (5-6), and shear walls along line 3. We have assumed compressive strength of shear walls to be equal to 5000psi to 7000 psi based on Compressive Strength field test values obtained in 2022. To compensate for this condition, (1) new shear wall is recommended for line 3 at the Pier Level only and (2) new shear walls are to be added at both the Pier and Basement Level at line 7.

11. WALL THICKNESS AND PROPORTIONS
Using ASCE 41-17 section 5.5.3.1.1 and 5.5.3.1.2, we found shear walls thickness to be increased at the Basement Level at line X (4 – 11), at line Z (2-3) and (5-6), and shear walls along line 3. We also found that the shear wall thickness at line 11 at the Pier Level should also be increased to resist ASCE 41-17 force demand.

12. REINFORCING STEEL
At the Pier level, shear wall reinforcement ratios for both wall vertical and horizontal reinforcement are greater than the required ratios but shear wall at line 11 is overstressed in shear and requires additional horizontal reinforcement. At the Basement level, shear wall reinforcement ratio for wall vertical reinforcement is in the range of 0.0018 and are acceptable. However, reinforcement ratio for wall horizontal reinforcement at shear walls along line X, Z and line 3 are low. Wall shear stresses are also above the allowable shear stress values at those grid lines. To compensate for this condition, additional new shear walls are recommended for line 3 at the Pier Level and (2) new shear walls at line 7 at both Pier and Basement Level.

13. COUPLING BEAMS AT SHEAR WALLS
At Pier Level, diagonal braces of waffle shear wall along line 3 near line Y and along line X are performing similar to how coupling beams work for segmented shear walls. Those diagonal braces are showing overstressed condition for axial tension and compression. To compensate for this condition, additional new shear walls are recommended for line 3 at the Pier Level near line Z and at line 7 at both Pier and Basement Level. Strengthening of waffle shear wall diagonal braces is also recommended.

14. CONFINEMENT REINFORCEMENT
Infill shear walls along line Z.1 at the Basement Level are confined by existing CIP columns. Majority of shear walls at the Pier and Basement Level are without any special closely spaced confinement reinforcement.

However, there are no signs of any cracking at the existing shear walls. Carbon fiber wrapping would be considered for providing confinement to shear wall ends to satisfy this requirement.

PARKING CONDITION ASSESMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 6, 2022
10 | M A T E R I A L T E S T I N G

15. TRANSFER OF SHEAR WALLS OR WALL CONNECTIONS
Diaphragm is connected to shear walls at all supported levels. Amount of shear transfer reinforcement provided is appeared to be on the low side at all shear walls. Amount of shear transfer reinforcement is not adequate based on the forces obtained from the Linear Dynamic Procedure. Drag and collector reinforcement at the East-West direction shear walls is not known and may possibly be on the low side of design requirements.

16. FOUNDATION DOWELS
There is no information available on Foundation dowels and further testing is required in future to determine this design item. Shear walls are connected to grade beams at all locations. Destructive testing in 2022 at several shear wall locations have established that existing shear walls have adequate wall vertical reinforcement. There are two shear walls along line 3 at the Basement Level where shear walls have flexural overstress condition. To compensate for this condition, additional new shear walls are recommended for line 3 at the Pier Level and at line 7 at both Pier and Basement Level.

17. DEFLECTION COMPATIBILITY
Based on 3-D computer analysis and verification of member forces, shear capacity of columns is adequate to resist factored flexural, axial and shear loads. There is only one CIP column at grid line 3 and line Z which is showing signs of shear overstress as it is in the direction of drag forces building towards shear wall at grid line 3 and line Y. To compensate for this condition, additional new shear wall is recommended for line 3 at the Pier Level and at line 7 at both Pier and Basement Level.

18. UPLIFT AT PILE CAPS
We didn’t observe any major problem with the gravity system, diaphragms, and slab-on-grade that suggests that current state of pile foundation system is any risk to the Basic Life Safety of the structure. However, our current analysis shows significant amount of lateral shear resisted by 12” round piles at line 3 and at line 11.

Without knowing the amount of reinforcement in those concrete piles it is difficult to establish their demand capacity ratios in terms of flexure and shear loads. To compensate for this condition, additional new concrete piles are recommended for line 7 for new concrete shear walls that are recommended at the Basement Level.

19. LIQUEFACTION
We would recommend that the City hire a registered geo-technical engineer to evaluate current soil conditions near the garage site and to determine risk of having soil liquefaction at the garage site.

20. SLOPE FAILURE AND SURFACE RUPTURE
We would recommend that the city hire a registered geo-technical engineer to evaluate current soil conditions near the garage site and to determine risk of having soil/rock slope failure and surface fault rupture at the garage site.

21. FOUNDATION PERFORMANCE

PARKING CONDITION ASSESMENT-UPDATE
North Pier Parking Structure | Redondo Beach, CA

WC PROJECT No. 37-009397.00 June 6, 2022
11 | M A T E R I A L T E S T I N G
We would recommend that the City shall consider hiring a registered surveyor to establish garage benchmark elevations to monitor any possible building movement due to any seismic event or due to any soil’s related issue.

22. OVERTURNING
At Basement Level, shear wall along line 3 near line Z is showing overstressed condition in flexure. Remainder of shear walls at Village and Pier Level are adequate in flexure or overturning. To compensate for this condition, additional new shear walls are recommended for line 3 at the Pier Level and at line 7 at both Pier and Basement Level.

23. TIES BETWEEN FOUNDATION ELEMENTS
We didn’t observe any distress at foundation walls or slabs at upper levels that suggests that there is any movement of soil at the foundation level that suggests that current state of pile foundation system is any risk to the Basic Life Safety of the structure. However, our current analysis shows significant amount of lateral shear resisted by 12” round piles at line 3 and at line 11. Without knowing the amount of reinforcement in those concrete piles it is difficult to establish their demand capacity ratios in terms of flexure and shear loads.

To compensate for this condition, additional new concrete piles are recommended for line 7 for new concrete shear walls that are recommended at the Basement Level.

Table D1 - Opinion of Probable Costs for Conceptual Repair Work Item Description
Estimated
Cost