LPA Visual Observations Assessment Report — City Council and Authorities Concurrent, January 30, 2024

CITY OF SANTA CLARA
GEORGE F. HAINES INTERNATIONAL SWIM CENTER

VISUAL OBSERVATION ASSESSMENTS REPORT
01/24/2024
LPA Job No. 31047

PREPARED FOR

CITY OF SANTA CLARA

PREPARED BY
LPA, Inc.
& Aquatic Design Group, Inc.
& Simpson Gumpertz & Heger

01/24/2024
LPA Job No. 31047

CITY OF SANTA CLARA
GEORGE F. HAINES INTERNATIONAL SWIM CENTER

VISUAL OBSERVATION ASSESSMENTS REPORT

CONSULTING TEAM
LPA Inc.

Arash Izadi, Principal & Director of Sport + Recreation, LPA, Inc.

John Courtney, Managing Director, LPA, Inc.

Steve Key, Associate & Managing Director, LPA Inc.

Daniel Wang, Associate & Director of Structural Engineering, LPA Inc.

Aquatic Design Group, Inc.

Dennis Berkshire, Principal, Aquatic Design Group, Inc.

Simpson Gumpertz & Heger
Judson Taylor, Senior Principal, Simpson Gumpertz & Heger Christine Diosdado, Associate Principal, Simpson Gumpertz & Heger Jesse Sipes, Project Manager, Simpson Gumpertz & Heger
Alan Humphreys, Senior Technical Manager, Simpson Gumpertz & Heger

YOUR TEAM
GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 3 1.0 EXECUTIVE SUMMARY

2.0 METHODOLOGY OF ASSESSMENT

3.0 ASSESSMENT FINDINGS

3.1 Aquatic Design Group, Inc. (ADG)

3.1.1 Building A - Main Building/ Locker Room

3.1.2 Diver Tower and Viewing Windows

3.1.3 Pool Systems and Deck

3.2 LPA, Inc.

3.2.1 Structural

3.2.1.1 Building A - Main Building/Locker Room

3.2.1.2 Diver Tower and Viewing Windows

3.2.1.3 Large Canopy over Bleachers and Building D Tower

3.2.1.4 Building B and C - Restroom and Concessions

3.2.1.5 Building E,F, and G

3.2.2 Architectural

3.2.2.1 Facility and Site Egress Review

3.2.2.2 Plumbing Code Review

3.3 Simpson Gumpertz & Heger (SGH)

3.3.1 Building A - Main Building/Locker Room

3.3.2 Diver Tower and Viewing Windows

3.3.3 Pool Deck

3.3.4 Large Canopy over Bleachers and Building D Tower

APPENDIX
A Testing and Photos

TABLE OF CONTENTS

PAGE CHAPTER
6 12
14 15
42 47
53 82
GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 4 1.0 EXECUTIVE SUMMARY
Santa Clara International Swim Center
Executive Summary
In the Summer of 2023, the City of Santa Clara
initiated a competitive RFP process to determine
the most qualified consultant team to assess the
facilities and structural properties at the Santa
Clara George F. Haines International Swim Center
(ISC). The City interviewed several firms and
concluded that the LPA Team, consisting of LPA,
Inc., Aquatic Design Group, Inc., and SGH were
most qualified to provide a focused assessment of
the facility.

This Executive Summary provides the reader with
a condensed description of the findings of the
assessment. The assessment was limited in nature
and included review of the existing pool, pool
systems, pool deck, dive tower, existing support
buildings, and existing bleachers. No members
of the LPA team are risk management experts
and therefore this assessment is to provide the
City with information on the existing facility only
for their use and determination of facility use. We
reviewed code compliance for structural, fire life
safety egress analysis, plumbing code, and pool
specific requirements by the Health Department
or Building Code. Some nondestructive testing
was provided for select structural steel elements
within the facility. All observations around
accessibility compliance were excluded from this
assessment.

Although not part of our base services to advise
the City on whether to continue use or close the
ISC facility; based on our professional opinion
and visual observations, our recommendation
would be that the City should close the facility
immediately until major repairs or replacement
on all life safety and structural concerns noted in
this report are complete.

The ISC facility was constructed in 1967 to provide
competitive swimmers and divers in the Santa
Clara Valley with a complete venue for training,
practicing, and competing in water sports events.

The existing facility has a 50-meter x 25-yard
competition pool, a 6-lane x 25 yard instructional
pool and a diving pool with a diving tower that
accommodates five springboards and a 10-meter
diving tower. The facility has provided continuous
operations for 57 years. Even with maintenance,
in general, most outdoor swimming centers in
California require a major overhaul or full
replacement at about 45 to 50 years, even in
consideration of refurbishment or improvements
made throughout its life span.

Visual investigations of the existing facility were
initiated in late September 2023. Many elements
within the facility are beyond their usable life or in
a condition that does not allow use as originally
designed.

Below is a summary of the major deficiencies
observed:

1. Building A Main Building/Locker Room
a. A shower addition was previously
condemned by the city and should
be removed and replaced.
b. Roofs are beyond usable life
expectancy.
c. The building is structurally
unsound due to the large
clerestory windows which prevent
adequate lateral structural
support throughout. These
windows need to be removed and
infilled to transfer shear loads.
d. Roofs/Exterior Cladding/Windows
and siding all at end of life needing
replaced.
e. Building supporting walls and
columns are structurally
unsound and have significant
corrosion of metal components,
requiring significant repairs and/
or replacement.
f. Some elements installed are not
part of any approved plans and do
not appear to have been formally
permitted, such as the tower to the
south of the existing building on
the roof.

2. Egress Review
a. Emergency egress from the
existing buildings and pool
spectator stands and deck do
not meet California Building
Code requirements for the size,
quantity, and hardware required
for compliant exits.
b. All existing gates that could be
used for exiting are chained closed

1.0 EXECUTIVE SUMMARY

EXECUTIVE SUMMARY
GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 6 GEORGE F. HAINES INTERNATIONAL SWIM CENTER,

VIEWED FROM THE DIVE BLOCK

1.0 EXECUTIVE SUMMARY
GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 7 1.0 EXECUTIVE SUMMARY
at all times, according to ISC
facility staff.
c. No event should be held at this
facility until such time
that extensive corrections
to egress for both the fencing and
building are completed or facility
replacement occurs.

3. Diver Tower and Viewing Windows
a. Diving Tower platform showing
cracking and the condition after
years of water intrusion, weather,
and pool water is unknown.
b. Vibrations observed likely do not
meet competition requirements.
c. Platforms not at current standards
for competitive diving.
d. The railing of the dive tower are
corroded at their base affecting
the structural integrity.
e. Through interviews and
observations, there is evidence of
conduits breaking within the pool
and possible settlement of the
main structure.
f. The main access stairs for users
are corroded beyond use and are
currently in an unsafe condition
for users.
g. Based on our professional opinion
after our field observations the
City should stop using the
dive tower until such time major
repairs or replacement are
complete.

4. Pools Systems and Deck
a. The pool mechanical and lighting
systems have a variety of code
violations and excessive wear,
requiring significant cost to
upgrade to meet the building code;
for example, the 50-meter pool
and the training pool are
on the same pump and filter
system as well as both the pool
deck and shell plaster are
delaminating and cracking and
both need to be replaced.
b. The pool deck is showing signs
of deterioration and distress in
various locations, demonstrating
that the deck is at or beyond its
life expectancy.
c. Currently the Competition Pool
and Warm up pool are filtered
together which is no longer
allowed by code.
d. Depth of main pool is shallow and
existing starting blocks are not
compliant for use at a shallow
depths.
e. The diving pool mechanical system
does not meet the code required
for 6-hour turnover rate.
f. The viewing area under the deck
at the dive pool and the deck
above are showing signs of
structural instability and
significant deterioration. The City
should close this portion of deck
and viewing area immediately.

5. Large Canopy over Bleachers and Building
D Tower
a. Roof supporting structure may
be salvageable with re-coating and
upgrades to strengthening of the
columns.
b. Roof drains have eroded the
foundation over time of the
columns and towers.
c. Tower and supporting stairs for
access to roof needs replacement.
d. Bleachers show signs of
settlement and separation.
e. There was limited if any compliant
accessible seating throughout the
facility.

6. Building B and C – Restroom and
Concessions
a. The existing restroom and
concessions are lacking
the appropriate quantity of
fixtures according to California
Building Code. Additionally, the
restrooms do not comply with
current accessibility requirements.

7. Building E, F and G
a. Building E, F and G were being
used either as training rooms
or maintenance storage rooms.

The support bearing wall appears
to be masonry and in good
condition. The roofs at these
GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 8 1.0 EXECUTIVE SUMMARY
END OF EXECUTIVE SUMMARY.
facilities are near their useful life
and in some cases evidence of
leaks were observed.
b. These buildings are directly
beneath the main canopy cover
and portions of the gutters
are corroded to a point of falling
on occupants and/or structures
below.

The reader is encouraged to review the complete
report for additional information, photographs
of current conditions and diagrams for potential
considerations.

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 9 BLEACHERSVIEW

WINDOWS
DIVE
TOWER
BLDG B.

RESTROOMS

CONCESSIONS
BLDG D.

CANOPY
TOWER
BLDG F.

MAINT.

STORAGE
BLDG G.

PARK
MAINT.

STORAGE BLDG C.

RESTROOMS

CONCESSIONS
BLDG A.

MAIN ENTRY
BLDG E.

TRAINING

ROOM AND

STORAGE

COMPETITION
POOL

WARM UP
POOL
DIVING
WELL
CANOPY

BLEACHERS

SITE MAP
10 2.0 METHODOLOGY OF

ASSESSMENT

ALAMO HEIGHTS HIGH SCHOOL NATATORIUM
11 2.0 METHODOLOGY OF ASSESSMENT

METHODOLOGY
City of Santa Clara
International Swim Center
2023 Assessment of Existing Conditions
A visual investigation of the International Swim
Center was performed in the third quarter of 2023
to determine the facility’s ongoing viability as a
training and competition venue. The consulting
team utilized minimally invasive non-destructive
testing and construction material sampling to
determine the condition of selected structures
and improvements. This approach was utilized
to determine the condition without causing
a disruption to the operation of the facility to
repair the areas tested during a more exhaustive
destructive testing method. The structural
forensics team utilized ground penetrating radar,
carbonation analysis, and isolation water testing
to determine granular loss, cracking, curling/
cupping, flaking, weathering and dry rot. The
team peeled back some discrete areas typically
prone to deterioration such as eaves, valleys,
and near rain gutters. Shingles and/or roofing
materials were lifted to see underlayment,
determine remaining roofing and underlaid
sheathing, potential corrosion of steel fasteners in
roofing and structural systems for buildings, stair
and supports. A narrow steel probe was used at
exposed beams and/or purlins to determine the
amount of organic degradation due to mildew,
mold and resulting dry rot conditions that affect
structural integrity and load bearing capacities.

Structural steel columns were carefully observed
and measured to determine the amount (in
millimeters) of degradation and reduction of the
structural steel thickness due to corrosion of
exposed steel. The degradation was observed to
be substantial, as the report indicates. Structural
observations of horizontal and vertical structural
members were provided to determine relative
anticipated shear strength in the vertical wall
sections. In the event of earthquakes and/or high
winds a structure’s shear strength determines its
ability to withstand the shaking forces presented
in a seismic or lateral force event. The building’s
clerestory sections at the top were determined to
lack sufficient shear strength, as provided in the
report.

The architectural team made detailed
observations for pool code related items such as
minimum standards for health and safety require-
ments such as the pool water turnover rate, flow
rate volume requirements, filtering requirements,
mechanical systems sizing and control
requirements and monitoring requirements. The
observations and concerns with code issues are
significant and are documented in detail within
the report.

The architectural team analyzed the occupancy
and safe dispersal requirements of the project
site, buildings, and bleacher areas, utilizing
the capacities of visitors the facility is capable
of hosting for tournament types of events.

The code requires the designers to calculate
based upon the maximum possible capacity of
patrons at a typical swim meet, competition, or
special event as provided within the Assembly
Occupation designation. Utilizing the calculations
provided in the building code, the facility
was found to be deficient in allowing the safe
dispersal of visitors exiting the facility in the
event of a safety concern, as is the common
requirement for designing facilities with an
Assembly Occupancy classification designation.

Significant reconfiguration of the fencing, gates,
concrete paving, lighting and ADA path of travel
improvements to and in the parking lot would be
needed to comply with the code requirements.

The detailed calculations are contained in the
report.

The report that follows provides detailed
documentation of the findings of the architectural
team utilizing best practices and methodologies
for assessing the condition of the existing
International Swim Center facility. The planning
for assessing the future of the facility is a
combination of risk assessment and construction
cost analysis. Utilizing the first metric, risk
assessment, the architectural team has identified
significant building code concerns and safety risks
that should be addressed immediately if the City
desires to continue allowing the public to utilize
the facility. For example, the dive tower should
be either permanently closed or reconstructed if
diving is still a priority program for the community.

The structural integrity of the tower is such that
repairing it would not rectify the issues. Another
example is the significant code-compliance
issues with the pool mechanical piping systems,
equipment, pool shell/plaster and pool deck that
should be addressed to maintain public safety
with the use of the facility. These issues need to
be addressed now to mitigate public safety risks.

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 12 GEORGE F. HAINES INTERNATIONAL SWIM CENTER,

VIEWED FROM THE SIDEWALK

2.0 METHODOLOGY OF ASSESSMENT
The third example is the structural integrity of
the upper clerestory portions of the building that
could fail in a seismic event. This item would
require the replacement or removal of the upper
sections of the building. There are other examples
of risks to public safety contained in the details of
the report.

To help address the second metric, construction
cost analysis, it may be helpful to utilize an
example that the State of California Division of
State Architect (DSA) uses in the assessment
of costs for state-owned public facilities. The
City of Santa Clara is not obligated to utilize
the State’s method of cost assessment, but the
methodology can be instructional for evaluating
the City’s 57-year-old swim center because of
the similarities the State faces with facilities of
identical age. DSA has a rule that states, in the
event modernization costs exceed 40 percent of
the full replacement value of a structure or facility,
the owner of the facility shall fully upgrade or
replace the structure to current code. Owners of
State financed public facilities must calculate
the full replacement cost at today’s construction
cost, and multiply by .40 to determine if the
rough estimate of modernization and renovation
required by the architect’s assessment of the
facility exceeds that figure. It is very likely that will all the deficiencies found in our assessment that
the cost to renovate this facility would far surpass
the threshold requiring a full code update and/or
replacement of the facility in its entirety.

END OF METHODOLOGY.
13 CAL POLY POMONA STUDENT RECREATION CENTER

3.0 ASSESSMENT FINDINGS
14 AQUATIC DESIGN GROUP,
INC.

3.0 ASSESSMENT FINDINGS

3.1 Aquatic Design Group, Inc. (ADG)

3.1.1 Building A - Main Building/ Locker Room

3.1.2 Diver Tower and Viewing Windows

3.1.3 Pool Systems and Deck
GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 15 INTERNATIONAL SWIM CENTER

SWIMMING POOLS NEEDS ASSESSMENT
JANUARY 2024
16 SECTION PAGE
A. INTRODUCTION 3
B. CODES 4
C. SWIMMING POOLS DATA 5
D. PROGRAMMING 7
E. CODE ITEMS 8
F. MAINTENANCE ITEMS 19 G. PROFORMA BUDGETS 23 H. SUMMARY 26

2 International Swim Center Swimming Pools Needs Assessment Table of Contents
ADG
2 17
3 International Swim Center Swimming Pools Needs Assessment A. INTRODUCTION
Aquatic Design Group (ADG) visited the International
Swim Center in Santa Clara, California on September 27, 2023 to perform an assessment of the swimming pools,
as well as their systems and equipment. The systems
were in operation during ADG’s site visit. The facility has the following outdoor bodies of water:
• A 50-meter x 25-yard competition pool
• A 6-lane x 25-yard instructional pool
• A diving pool with a 10-meter tower and ﬁ ve (5)
springboard diving boards
The following report includes a summary of the existing conditions, code violations, deﬁ ciencies and proposed improvements for rehabilitation of the International
Swim Center and related equipment. The scope of
this report includes the swimming pools, dive tower
and mechanical equipment. It excludes the structural
integrity of the swimming pool shells, appurtenances,
and accessibility in the path of travel to the swimming pool area and within the adjacent buildings. Note
this also excludes evaluation of the building, building systems and building structural. It is possible that a
facility of this age could have underlying issues that
have gone unnoticed by staﬀ and are not apparent to
a visual inspection. This report a/t_t empts to provide an accurate and realistic assessment of existing conditions.

Our observations are based upon the conditions we could observe, original drawings and information provided by
staﬀ . This report should be read in full with no excerpts to be fully representative of the ﬁ ndings and has been prepared exclusively for LPA, Inc. No liability is accepted for any use of or reliance on the report by third parties.

This report identiﬁ es any violations of codes that were found. Some of these violations may currently be
operating on a grandfathered exemption, meaning
they complied with code when they were built but code
changes since make them not compliant with current
code. We therefore recommend that these issues
be reviewed on an individual basis to determine the
disposition and possible remedies for each
violation.

In addition to the code violations being of concern to
the County Environmental Health Services Department,
they may be of concern to the City from a risk mitigation perspective.

Not included in this report, but an important area to be reviewed, is the requirement for the entire facility to meet the American Disabilities Act (ADA). This includes access to the facility and restrooms, in addition to the swimming pools and deck. To comply, every swimming pool must
have a primary means of access into the water.

This can include a wheelchair ramp or an accessible li/f_t .

The scope of this report is for the swimming pools and
deck. Therefore, access from the street or parking areas to the International Swim Center and the adjacent buildings are not covered herein.

The estimated opinion of probable costs identiﬁ ed in the itemized sections of “E” thru “F” of this report includes materials and labor for the repair, but does not include architectural or engineering design costs or complete
project so/f_t costs that may occur. Structural analysis of the pool structures, pool mechanical spaces, or other
spaces will require destructive testing which is not
included in the scope of this report.

ADG
3 18
4 International Swim Center Pools Needs Assessment
B. CODES
Image 1: International Swim Center
For the purpose of this report the facility’s compliance with current codes and standards will be examined. The current codes and standards that may apply are:
• Americans with Disabilities Act Accessibility Guidelines for Buildings and Facilities (ADAAG) • Americans with Disabilities Act (ADA)
• California Plumbing Code (CPC), 2022 Edition
• California Building Code (CBC), Chapter 31B, 2022 Edition • California Mechanical Code (CMC), 2022 Edition
• California Fire Code (CFC), 2022 Edition
• International Swimming Pool and Spa Code (ISPSC) Standards, 2021 Edition • Model Aquatic Health Code (MAHC), 2023 Edition
• Pool and Hot Tub Alliance Standards (PHTA)
• Federal Virginia Graeme Baker Pool and Spa Safety Act (VGBA) • California AB1020 (AB1020)
• Occupational Safety and Health Administration (OSHA)
• National Federation of State High School Associations (CIF) • USA Swimming
• USA Water Polo
ADG
4 19
5 International Swim Center Swimming Pools Needs Assessment C. SWIMMING POOLS DATA
• Design Turnover Rate: 8-hours
Mechanical (Comingled) and Chemical Systems:
(Observed During Site Visit)
• Diatomaceous Earth (D.E.) Filter Tank (x1) with Slurry • Designed Total Filter Surface Area: 760 FT2
• Actual Total Filter Surface Area: 659 FT2
• Designed Filter Media Rate: 1.84 GPM / FT2 at
1,400 GPM
• Actual Filter Media Rate: 2.12 GPM / FT2 at 1,400
GPM
• Recirculation Pump
• Make: Unknown
• Model: Unknown
• Horsepower: 30
• Recirculation Motor
• Make: Unknown
• Model: Unknown
• Horsepower: 30
• Heating System
• Make: RBI
• Model: CP4000
• BTU Maximum Output: Unknown
• Maximum Thermal Eﬃ ciency: Unknown
• • Chemical Control MonitorChemical Control Monitor
• • Make: BecSys Make: BecSys
• • Model: System 3 Model: System 3
• Sanitation
• Liquid Chlorine (Sodium Hypochlorite) bulk tanks
• 500 gallon capacity (x2) plus one (1) for Diving Pool • Stenner 85M5 and 45M4 chemical metering
pumps: 120 total gallons per day feed rate capacity
• pH Control
• Liquid Acid (Hydrochloric Acid)
• No access to room during site visit
• 50-Meter Pool Suction Pipe Size and Flow Velocity
• Suction Pipe Size: 10-inch schedule 8010-inch schedule 80 • Suction Flow Velocity: 9.07 Feet Per Second (FPS)
• 50-Meter Pool Return Pipe Size and Flow Velocity
• Return Pipe Size: 6-inch schedule 806-inch schedule 80 • Return Flow Velocity: 7.39 FPS
• Instructional Pool Suction Pipe Size and Flow Velocity • Suction Pipe Size: 6-inch schedule 80
• Suction Flow Velocity: 5.58 FPS
• Instructional Pool Return Pipe Size and Flow Velocity • Return Pipe Size: 4-inch schedule 80
• Return Flow Velocity: 5.58 FPS
The International Swim Center was built in 1967. The data compiled in this section of the report is based upon
information from 1966 original drawings and staﬀ , as well as images taken by ADG and observations made during
the site visit.
50-Meter x 75-Yard Competition Pool:
• Dimensions: 164’-11/2" long x 75’-1" wide (per drawings) • Perimeter: 478 linear feet (per drawings)
• Surface Area: 12,300 square feet (per drawings)
• Volume: 547, 116 gallons (per drawings)
• 25-Yard Lanes: Twenty (20), 7’-0” in width (observed
during site visit)
• 50-Meter Lanes: Nine (9), 8'-0" in width (per drawings) • Depths: 4’-6” to 6'-6" (per drawings)
• Finish: Plaster and tile (observed during site visit) • Underwater Lights: Thirty-two (32) (per drawings)
• Pool Main Drains: Two (2) 18" x 18" (observed during
site visit)
• Gu/t_t er: Perimeter gu/t_t er system (observed during site visit)
• Ingress and Egress: Six (6) sets of grabrails with
recessed steps (observed during site visit)
• Floor Inlets: Forty (40) (per drawings)
• Code Minimum Flow Rate: 1,520 Gallons Per Minute
(GPM) (Using 6-hour turnover)
• Code Minumum Turnover Rate: 6-hours
• Actual Flow Rate: Unknown (no ﬂ ow meter)
• Actual Turnover Rate: Unknown (no ﬂ ow meter)
• Design Flow Rate: 1,200 GPM (per installed valve)
• Design Turnover Rate: 8-hours
6-Lane x 25-Yard Instructional Pool:
• Dimensions: 75'-1" long x 42’-0" wide (per drawings)
• Perimeter: 234 linear feet (per drawings)
• Surface Area: 3,150 square feet (per drawings)
• Volume: 70,686 gallons (per drawings)
• 25-Yard Lanes: Six (6), 7’-0” in width (per drawings) • Depth: Constant 3’-0” (per drawings)
• Finish: Plaster and tile (observed during site visit) • Underwater Lights: Seven (7) (per drawings)
• Pool Main Drain: One (1) 24" x 24" (observed during
site visit)
• Gu/t_t er: Perimeter gu/t_t er system (observed during site visit)
• Ingress and Egress: Four (4) sets of grabrails with
recessed steps (observed during site visit)
• Floor Inlets: Fourteen (14) (per drawings)
• Code Minimum Flow Rate: 196 Gallons Per Minute
(GPM) (Using 6-hour turnover)
• Code Minumum Turnover Rate: 6-hours
• Actual Flow Rate: Unknown (no ﬂ ow meter)
• Actual Turnover Rate: Unknown (no ﬂ ow meter)
• Design Flow Rate: 200 GPM (per installed valve)
ADG
5 20
6 International Swim Center Swimming Pools Needs Assessment C. SWIMMING POOLS DATA
• Liquid Acid (Hydrochloric Acid)
• No access to room during site visit
• Diving Pool Suction Pipe Size and Flow Velocity
• Suction Pipe Size: 10-inch schedule 8010-inch schedule 80 • Suction Flow Velocity: 5.45 Feet Per Second (FPS)
• Diving Pool Return Pipe Size and Flow Velocity
• Return Pipe Size: 6-inch schedule 806-inch schedule 80 • Return Flow Velocity: 6.7 FPS
Diving Pool:
• Dimensions: 75'-1" long x 60’-0" wide (per drawings)
• Perimeter: 270 linear feet (per drawings)
• Surface Area: 4,500 square feet (per drawings)
• Volume: 572,220 gallons (per drawings)
• Depth: Constant 17'-0" (per drawings)
• Finish: Plaster and tile (observed during site visit) • Underwater Lights: Twenty-four (24) (per drawings)
• Pool Main Drains: Two (2) 24" x 24" (observed during
site visit)
• Gu/t_t er: Perimeter gu/t_t er system (observed during site visit)
• Ingress and Egress: Four (4) sets of grabrails with
recessed steps (observed during site visit)
• Floor Inlets: Twenty (20) (per drawings)
• Code Minimum Flow Rate: 1,590 Gallons Per Minute
(GPM) (Using 6-hour turnover)
• Code Minumum Turnover Rate: 6-hours
• Actual Flow Rate: Unknown (no ﬂ ow meter)
• Actual Turnover Rate: Unknown (no ﬂ ow meter)
• Design Flow Rate: 1,200 GPM
• Design Turnover Rate: 8-hours
Mechanical and Chemical Systems: (Observed During
Site Visit)
• Diatomaceous Earth (D.E.) Filter Tank (x1) with Slurry • Designed Total Filter Surface Area: 760 FT2
• Actual Total Filter Surface Area: 659 FT2
• Designed Filter Media Rate: 1.84 GPM / FT2 at
1,400 GPM
• Actual Filter Media Rate: 2.12 GPM / FT2 at 1,400
GPM
• Recirculation Pump
• Make: Unknown
• Model: Unknown
• Horsepower: 25
• Recirculation Motor
• Make: Unknown
• Model: Unknown
• Horsepower: 25
• Heating System
• Make: RBI
• Model: DW1950
• BTU Maximum Output: Unknown
• Maximum Thermal Eﬃ ciency: Unknown
• • Chemical Control MonitorChemical Control Monitor
• • Make: BecSys Make: BecSys
• • Model: System 3 Model: System 3
• Sanitation
• Liquid Chlorine (Sodium Hypochlorite) bulk tanks
• 500 gallon capacity (x1) plus two (2) for other pools • Stenner 45M4 (x2) chemical metering pumps: 70
total gallons per day feed rate capacity
Image 2: Diving Pool Piping
ADG
6 21
7 International Swim Center Swimming Pools Needs Assessment D. PROGRAMMING
The International Swim Center supports the Santa Clara community and the Bay Area through the following programs:

Staﬀ indicated that no new or additional programming is desired for the facility and conﬁ rmed that the pools and dive tower accommodate existing programs well.

Image 5: Instructional Pool
Image 3: Santa Clara Swim Club Sign in Floor
Image 4: Hall of Fame Display
• Recreational Swimming
• Lap Swimming
• Leisure Swimming
• Adult, Teen, Youth, Infant and Adaptive Learn-To-
Swim Programs
• Aquatic Fitness Classes
• Recreational Diving
• Club Diving
• Lane and Facility Rentals
• Party Rentals
ADG
7 22
8 International Swim Center Swimming Pools Needs Assessment E. CODE ITEMS
ADG has determined that the following twenty-one (21)
items at the International Swim Center do not comply
with current code standards. For each item within the
report a description of the condition is given along with a reference to the code that applies. A suggestion of
possible remedy and an opinion of probable cost is given for most items. The itemized estimates do not include
general conditions and other so/f_t costs that are typically added to any project for a total construction project cost.

In addition, many code items trigger the need to bring
additional code items into compliance simultaneously.

As such, it is diﬃ cult to approach the suggested code repairs as individual projects.

ITEM DESCRIPTION PAGE
#

1.1 Comingled Pools 8

1.2 Turnover Rate for Pools 9

1.3 Gu/t_t ers for Pools 9

1.4 50-Meter Pool Autoﬁ ll System 10

1.5 50-Meter Pool Depth for Racing
Platforms
10 1.6 50-Meter Pool Piping 11

1.7 Flow Velocity for Pools 11

1.8 50-Meter Pool Floor Inlets 11

1.9 Safety Markers for Pools 12

1.10 Instructional Pool Coping Stones 12

1.11 Diving Pool Turnover Rate 13

1.12 Diving Pool Main Drains 13

1.13 Diving Pool Floor Inlets 13

1.14 Diving Pool Underwater Lights 14

1.15 Diving Pool Finish 14

1.16 Diving Pool Coping Stones 14

1.17 Deck for Pools 15

1.18 Diving Pool Safety Markers 15

1.19 Diving Pool Autoﬁ ll System 16

1.20 Flow Meters for Pools 16

1.21 Pools Leaking 17

1.1 Comingled Pools:

The 50-Meter Pool and the Instructional Pool operate on the same recirculation system, despite being separate
bodies of water. California code requires each pool to
have its own recirculation system. The comingled pools
are in violation of CBC, Chapter 31B:
3123B.1 System description. Each pool shall be
provided with a separate recirculation system
designed for the continuous recirculation,
ﬁ ltration and disinfection of the pool water. The
system shall consist of pumps, ﬁ lters, chemical
feeders, skimmers or perimeter overﬂ ow
systems, valves, pipes, connections, ﬁ /t_t ings and
appurtenances.

To separate the pools requires installing new piping
and corresponding mechanical equipment to operate
each individual pool. To accommodate an additional set
of mechanical equipment the layout in the mechanical
room needs to be reconﬁ gured. During this process
existing mechanical equipment that is dated could
be, and in some cases would have to be, replaced.

Additionally, this process would require draining of
the pools as well as demolition of the decks. Upon
completion of the install for new piping and mechanical equipment, the decks would have to be reconstructed
and the pools replastered and reﬁ lled with water.

The following estimate is for new mechanical systems,
new underground piping, a new surge tank and removal
and replacement of the deck. For the full project scope and cost see page 23.
(Estimated Cost- $4,579,575.00)
Image 6: 50-Meter and Instructional Pools
ADG
8 23
9 International Swim Center Swimming Pools Needs Assessment E. CODE ITEMS

1.2 Turnover Rate for Pools:

The 50-Meter Pool and Instructional Pool's turnover rate should meet or exceed 6-hours to comply with code. The
pools were designed for a 7.6-hour turnover, which is in violation of CBC, Chapter 31B:
3124B. Turnover Time. The recirculation system
shall have the capacity to provide a complete
turnover of pool water in:

1. One-half hour or less for a spa pool; and

2. One-half hour or less for a spray ground; and

3. One hour or less for a wading pool; and

4. Two hours or less for a medical pool; and

5. Six hours or less for all other types of public
pools.

The pool systems should be revised to meet the code
required minimum 6-hour turnover rate. This can be
addressed when resolving item 1.1. See page 23 for the
project scope and cost to address this code item.

1.3 Gu/t_t ers for Pools:

The 50-Meter Pool and Instructional Pool's gu/t_t ers are operating below the gu/t_t er lip due to ﬂ ooding when the pools are full of swimmers. As a result, the pools do not skim the surface water when the pools are not full of
swimmers. This condition is in violation of CBC, Chapter 31B:
3136B. Pool Skimming Systems. The pool shall be
equipped with one or more skimming methods
to provide continuous skimming of the pool
water and shall be capable of continually
withdrawing not less than 100 percent of the ﬂ ow
rate.

The gu/t_t er and gu/t_t er piping should be modiﬁ ed to meet the code requirement for constant skimming.

The following estimate is for gu/t_t er and gu/t_t er piping replacement for both pools (this item is included in the project scope on page 23).
(Estimated Cost- $882,000.00)

Image 7: 50-Meter and Instructional Pools
Image 8: Instructional Pool Gu/t_t er
ADG
9 24
10 International Swim Center Swimming Pools Needs Assessment

1.4 50-Meter Pool Autoﬁ ll System:

The 50-Meter Pool is ﬁ lled with water manually. The lack of an automatic ﬁ ll system is in violation of CBC, Chapter 31B:
3127B.3. Makeup Water. Automatic makeup water
ﬂ ow controls with a manual override control shall
be provided to maintain the proper pool water
level.

An automatic ﬁ ll system should be installed. The
following estimate is for an automatic ﬁ ll system to
connect to the existing waterline piping (this item is
included in the project scope on page 23).

(Estimated Cost- $20,000.00)

1.5 50-Meter Pool Depth for Racing Platforms:

The 50-Meter Pool has racing platforms installed in
all 50-meter and 25-yard course locations. All of the
50-meter course starting platforms are installed where
the pool water depth is 4'-6". The majority of the 25-yard short-course starting platforms are installed where the pool water depths are 4'-6" to 6'-0". California Building Code requires a universal No-Diving symbol be placed
adjacent to every deck depth marker where the water
depth is 6-feet or less. See CBC, Chapter 31B:
3110B.5. No diving markers. For pool water depths
6 feet or less no diving markers with the universal
symbol of no diving...

The starting platforms should be removed from all
locations where the water is 6' deep or less to enhance safety and comply with code. Staﬀ can remove the
starting platforms from the deck.

E. CODE ITEMS
Image 9: Example Autoﬁ ll System
Image 10: Starting Platform in 4'-6" Depth of Water
ADG
10 25
11 International Swim Center Swimming Pools Needs Assessment E. CODE ITEMS

1.6 50-Meter Pool Piping:

The 50-Meter Pool suction piping larger than 6-inches
is transite pipe, which contains asbestos. Asbestos
concrete, which was a common building material during
the time of initial construction, is now in violation of CBC, Chapter 31B and California Plumbing Code:
3125B.1.1. Materials. All piping, tubing and ﬁ /t_t ings shall comply with the applicable standards for
potable water system materials set forth in
Chapter 6 of the California Plumbing Code.

A hazardous material abatement process for the piping
would be required during pool and deck demolition,
increasing costs. The following estimate is for hazardous material removal and disposal for the piping (this item is included in the project scope on page 23).
(Estimated Cost- $175,000.00)

1.7 Flow Velocity for Pools:

The 50-Meter Pool and Instructional Pool have a ﬂ ow
velocity for suction piping of 9.07 Feet Per Second (FPS).

The ﬂ ow velocity exceeds the allowances in CBC, Chapter 31B:
3125B.1. Line sizes. Pipes shall be sized so ﬂ ow
velocity of piping systems including all pipes
and ﬁ /t_t ings other than inlet devices or venturi
throats shall not exceed 6 feet per second in any
suction or copper piping and 8 feet per second in
any portion of the return system.

High ﬂ ow velocities can erode pipes and either cause
leaking or replacement ahead of typical lifecycles. Old standards allowed PVC pipe velocities of up to 10 feet
per second. With extra diligence the system can continue to operate at the current velocity. When the opportunity arises to provide separate systems for each pool the
piping can change to have compliant ﬂ ow velocities. The piping from the pools to the mechanical room as well
as inside the mechanical room would need replacing to
achieve ﬂ ow velocities that do not exceed 6 FPS on the suction side and 8 FPS on the return side. This code item can be addressed when resolving item 1.1. The following estimate is for new piping (this item is included in the project scope on page 23).
(Estimated Cost- $150,000.00)

1.8 50-Meter Pool Floor Inlets:

The 50-Meter Pool has forty (40) ﬂ oor inlets for
recirculation. California Code requires all swimming
pools that are 40-feet wide or wider use ﬂ oor inlets
spaced evenly throughout the pool to assure eﬀ ective
distribution of chlorine for proper disinfection and water quality. The swimming pool is 75-feet wide and greater
than 3,000 square feet. CBC, Chapter 31B states:
3137B.2.4 Floor inlets. Pools that are greater
than 40 feet (12,192 mm) in width or 3,000 square
feet (278.7 mm²) in surface area shall have ﬂ oor-
mounted return inlets. The number of ﬂ oor inlets
shall be in compliance with Section 3137B.2. All
ﬂ oor inlet ﬁ /t_t ings shall be located to provide
uniform circulation and shall be installed so as to
be ﬂ ush with the surface of the pool bo/t_t om.

California Code requires two (2) inlets for the ﬁ rst 10,000 gallons of water and one (1) inlet therea/f_t er per additional 10,000 gallons of water. CBC, Chapter 31B states:
3137B.2 Inlet ﬁ /t_t ings. Each pool shall be provided with not less than two recirculation system inlets
for the ﬁ rst 10,000 gallon capacity and one
additional inlet for each additional 10,000 gallon
or less capacity.

To comply with code the number of ﬂ oor inlets would
be ﬁ /f_t y-ﬁ ve (55). To install ﬂ oor inlets in the swimming pool the pool would have to be drained and trenches cut in the pool ﬂ oor to install new under pool piping. Then ﬂ oor inlets would be installed and the pool ﬂ oor concrete replaced. In order to do the trenchwork the pool plaster would have to be removed and replaced. The pool would
have to be reﬁ lled with water and chemically balanced.

The following estimate represents trenchwork, ﬁ /f_t y- ﬁ ve (55) new ﬂ oor inlets and related piping, and pool ﬂ oor concrete (this item is included in the project scope on page 23). It is not reﬂ ective of pool plaster removal and replacement or costs associated with draining and
reﬁ lling the pool with water (see page 23).
(Estimated Cost- $180,000.00)

ADG
11 26
12 International Swim Center Swimming Pools Needs Assessment E. CODE ITEMS

1.9 Safety Markers for Pools:

The 50-Meter Pool and Instructional Pool are missing
code-compliant “No Diving” graphic markers where the
water depths are 6-feet or less. The lack of proper “No Diving” graphic markers is in violation of CBC, Chapter 31B:
3110B.5. No diving markers. For pool water depths
6 feet or less no diving markers with the universal
symbol of no diving, which is a red circle with
a slash through it superimposed over the image
of a diver, shall be installed on the deck directly
adjacent to the depth markers required by
Section 3110B.4.1. No diving markers shall comply
with Section 3110B.4.4 (2-3).

Proper “No Diving” graphic markers can be installed
by bushing down deck concrete and laying down code-
compliant “No Diving” tile graphic markers. If the pool deck is to be completely replaced these safety markers
would be included in that cost, along with all required depth markers (see page 23). The following estimate
is for a retroﬁ /t_t ed install of “No Diving” tile graphic markers on the pool deck in locations where the water
depth is 6-feet or less.
(Estimated Cost- $8,000.00)

1.10 Instructional Pool Coping Stones:

The Instructional Pool coping stones are rough and
pi/t_t ed, creating places for bacteria and pathogens to grow. Code requires these surfaces to be non-porous to
prevent recreational water illness outbreaks. See CBC,
Chapter 31B:
3108B.2. Finish. The ﬁ nished pool shall be
lined with a smooth waterproof interior ﬁ nish
that will withstand repeated brushing, scrubbing
and cleaning procedures. The interior pool ﬁ nish
shall completely line the pool to the tile lines,
coping or cantilevered deck.

The coping stones should be replaced. The following
estimate is for replacement coping stones (this item is included in the project scope on page 23).
(Estimated Cost- $50,000.00)

Image 11: Example of "No Diving" Graphic Marker
Image 12: Instructional Pool Coping Stones
ADG
12 27
13 International Swim Center Swimming Pools Needs Assessment E. CODE ITEMS

1.11 Diving Pool Turnover Rate:

The Diving Pool's turnover rate should meet or exceed
6-hours to comply with code. The pool was designed for
an 8-hour turnover, which is in violation of CBC, Chapter 31B:
3124B. Turnover Time. The recirculation system
shall have the capacity to provide a complete
turnover of pool water in:

1. One-half hour or less for a spa pool; and

2. One-half hour or less for a spray ground; and

3. One hour or less for a wading pool; and

4. Two hours or less for a medical pool; and

5. Six hours or less for all other types of public
pools.

The pool system should be revised to meet the code
required minimum 6-hour turnover rate. This will require the removal of the surrounding pool deck, underground
piping, under pool piping and an update to the
mechanical equipment. See page 24 for the full project
scope and cost to address this code item.

1.12 Diving Pool Main Drains:

The Diving Pool main drains were not designed to be
hydraulically balanced as required by code. CBC, Chapter 31B states:
3162B. Anti-Entrapment Devices and Systems.

Every swimming pool constructed on or a/f_t er
January 1, 2010, shall have at least two suction
outlets per pump that are hydraulically balanced
and symmetrically plumbed through one or
more "T" ﬁ /t_t ings, and that are separated by a
distance of at least three feet in any dimension
between the suction outlets.

New main drains and related under pool piping should
be installed. The following estimate is for new main
drains and related piping (this item is included in the project scope on page 24).
(Estimated Cost- $387,500.00)

1.13 Diving Pool Floor Inlets:

The Diving Pool has twenty (20) ﬂ oor inlets for
recirculation and all of them are missing their adjustable ﬂ ow inserts. California Code requires all swimming
pools that are 40-feet wide or wider use ﬂ oor inlets
spaced evenly throughout the pool to assure eﬀ ective
distribution of chlorine for proper disinfection and water quality. The swimming pool is 75-feet wide and greater
than 3,000 square feet. CBC, Chapter 31B states:
3137B.2.4 Floor inlets. Pools that are greater
than 40 feet (12,192 mm) in width or 3,000 square
feet (278.7 mm²) in surface area shall have ﬂ oor-
mounted return inlets. The number of ﬂ oor inlets
shall be in compliance with Section 3137B.2. All
ﬂ oor inlet ﬁ /t_t ings shall be located to provide
uniform circulation and shall be installed so as to
be ﬂ ush with the surface of the pool bo/t_t om.

Image 13: Diving Pool Main Drain
ADG
13 28
14 International Swim Center Swimming Pools Needs Assessment E. CODE ITEMS
To comply with code the number of ﬂ oor inlets would
be ﬁ /f_t y-eight (58). To install ﬂ oor inlets in the swimming pool the pool would have to be drained and trenches cut in the pool ﬂ oor to install new under pool piping. Then ﬂ oor inlets would be installed and the pool ﬂ oor concrete replaced. In order to do the trenchwork the pool plaster would have to be removed and replaced. The pool would
have to be reﬁ lled with water and chemically balanced.

The following estimate represents trenchwork, ﬁ /f_t y- eight (58) new ﬂ oor inlets and related piping, and pool ﬂ oor concrete (this item is included in the project scope on page 24). It is not reﬂ ective of pool plaster removal and replacement or costs associated with draining and
reﬁ lling the pool with water (see page 24).
(Estimated Cost- $95,000.00)

1.14 Diving Pool Underwater Lights:

The Diving Pool underwater pool lights are not working
on the north side of the pool. Staﬀ report that this is due to compromised underground conduits being
broken possibly by se/t_t lement from the dive tower,
which does not allow new wires to be pulled through.

New underground conduits and underwater pool lights
should be installed to ensure the safety of patrons during early morning and evening hours of operation. The
following estimate is for new underwater lights (this item is included in the project scope on page 24).
(Estimated Cost- $185,000.00)

Image 14: Diving Pool Floor Inlet Without Flow Insert
Image 15: Underwater Light in Diving Pool
ADG
14 29
15 International Swim Center Swimming Pools Needs Assessment E. CODE ITEMS

1.15 Diving Pool Finish:

The Diving Pool ﬁ nish is in need of replacement. The
surface is delaminating, creating a porous ﬁ nish for
pathogens to grow. The aging ﬁ nish is in violation of CBC, Chapter 31B:
3108B.2. Finish. The ﬁ nished pool shell shall be
lined with a smooth waterproof interior ﬁ nish
that will withstand repeated brushing, scrubbing,
and cleaning procedures. The interior pool ﬁ nish
shall completely line the pool to the tile lines,
coping, or cantilevered deck.

The National Plasterers Association states that swimming pool plaster should be expected to last between 12-15
years under normal conditions. As plaster ages water
gets closer to the underlying structure of the pool shell and the result can be oxidation and deterioration of
the steel rebar which can increase the risk of leaks and structural failure of the pool shell. A failing pool ﬁ nish may also harbor pathogens, which could aﬀ ect the
health and safety of patrons.

The plaster must be replaced. The tile is recommended
to be replaced at the same time. A new ﬁ nish for the
pool will improve safety for patrons and help protect
against leaks and structural concerns. The industry
standard for pool plaster is to use a quartz-based plaster with tile. The following estimate includes removal of
all existing previous pool ﬁ nish to bare concrete and the installation of a new plaster and tile ﬁ nish (this item is included in the project scope on page 24). The
following estimate also includes waterprooﬁ ng the
surge tank, costs associated with draining and reﬁ lling the pool with water, and costs to balance the chemicals.

Sometimes in older pools as existing plaster is removed underlying conditions can be worse than expected and
consequently increase both the scope and cost of a
plaster renovation due to concrete shell repairs.
(Estimated Cost- $337,500.00)
Alternative pool ﬁ nishes to plaster and tile include
ﬁ berglass, liners and Myrtha’s RenovAction system. If the City is interested in information for alternative ﬁ nishes ADG can be consulted for details, including costs.

1.16 Diving Pool Coping Stones:

The Diving Pool coping stones are rough and pi/t_t ed, creating places for bacteria and pathogens to grow. Code requires these surfaces to be non-porous to prevent
recreational water illness outbreaks. See CBC, Chapter
31B:
3108B.2. Finish. The ﬁ nished pool shall be
lined with a smooth waterproof interior ﬁ nish
that will withstand repeated brushing, scrubbing
and cleaning procedures. The interior pool ﬁ nish
shall completely line the pool to the tile lines,
coping or cantilevered deck.

The coping stones should be replaced. The following
estimate is for replacement coping stones (this item is included in the project scope on page 24).

(Estimated Cost- $60,000.00)
Image 16: Delaminating Plaster in Diving Pool
ADG
15 30
16 International Swim Center Swimming Pools Needs Assessment E. CODE ITEMS

1.17 Deck for Pools:

The deck for the pools is in need of replacement to
continue to safely serve patrons, athletes and spectators.

The deck is failing with delamination, rough and porous areas, diﬀ erential movement and cross slopes greater
than 2%. These conditions are in violation of CBC,
Chapter 31B:
3114B.1. General. A minimum continuous and
unobstructed 4-foot wide slip resistant,
cleanable, nonabrasive deck area of concrete or
like material shall be provided ﬂ ush with the top
of the pool coping extending completely around
the pool, and the deck area shall further extend
4 feet on both sides and rear of any diving
board, ﬁ xed disabled access assistance device or
slide and their appurtenances. The deck width
shall be measured from the poolside edge of the
coping lip.

These deck issues will worsen with time. An estimate for a pool deck replacement is provided, including demo of
the existing deck and a medium broom ﬁ nish concrete
with slot drains (this item is included in the project
scope on page 23). Required deck depth markers and
“no diving” markers would be replaced during deck
replacement.
(Estimated Cost- $1,100,000.00)

1.18 Diving Pool Safety Markers:

Waterline depth markers are missing from the waterline
tile in the Diving Pool. The lack of proper waterline depth markers is in violation of CBC, Chapter 31B:
3110B.4.2. Position. Where required by Section
3110B.4.1, depth markers shall be located in the
following positions:

2. For pools with perimeter overﬂ ow systems
where coping cantilevers over the gu/t_t er depth
markers may be positioned at the face of the
cantilevered coping, the back wall above the
gu/t_t er or immediately below the waterline which
will result in the depth markers being completely
submerged; or
Waterline tile depth markers can be installed by
removing and replacing waterline tiles. If the pool ﬁ nish is to be completely replaced, these waterline tile depth markers are included in the cost estimate in section 1.15 (also included in the project scope on page 24). The
following estimate is for a retroﬁ /t_t ed install of waterline tile depth markers at all depth locations.
(Estimated Cost- $12,000.00)
Image 17: Diving Pool Coping Stones
Image 18: Failing Pool Deck
ADG
16 31
17 International Swim Center Swimming Pools Needs Assessment E. CODE ITEMS

1.19 Diving Pool Autoﬁ ll System:

The Diving Pool is ﬁ lled with water manually. The lack of an automatic ﬁ ll system is in violation of CBC, Chapter 31B:
3127B.3. Makeup Water. Automatic makeup water
ﬂ ow controls with a manual override control shall
be provided to maintain the proper pool water
level.

(Estimated Cost- $20,000.00)

1.20 Flow Meters for Pools:

ADG did not observe ﬂ ow meters for the pools during
the site visit. The lack of ﬂ ow meters on the pools is in violation of CBC, Chapter 31B:
3125B.3. Flow meter. A ﬂ ow meter shall be
provided on each recirculation system accurate
to within 10 percent of ﬂ ow and installed
according to the manufacturer's wri/t_t en
instructions with increments in the range of
normal ﬂ ow.

Any ﬂ ow meter purchased should be certiﬁ ed, listed
and labeled to ANSI / NSF 50 by an ANSI-accredited
certiﬁ cation organization. In addition, it is ADG's
recommendation to install the ﬂ ow meters in pipe
locations with minimal ﬂ ow distortion. Adequate
straight-run pipe, both upstream and downstream of the
ﬂ ow meter, is recommended to maximize ﬂ ow proﬁ le.

Many manufacturers recommend placing a ﬂ ow meter
a/f_t er a minimum of 10 pipe diameters of straight pipe and having an additional minimum 5 pipe diameters of
straight pipe a/f_t er the ﬂ ow meter. It is also recommended that the ﬂ ow meter be located a/f_t er the ﬁ lter. The following estimate is for two (2) new digital ﬂ ow meters certiﬁ ed, listed and labeled to ANSI / NSF 50 (included in the projects scopes on page 23 and 24).
(Estimated Cost- $9,000.00)

Image 19: No Waterline Depth Marker
Image 20: Example of A Digital Flow Meter
ADG
17 32
18 International Swim Center Swimming Pools Needs Assessment E. CODE ITEMS

1.21 Pools Leaking:

There are known underground piping leaks, as reported
by staﬀ . At least one of the leaks is apparent by the water seeping into the pool pump pit from the underground
pipes adjacent to the pit. The drawings show all large
pool suction pipes to be concrete asbestos transite pipe.

These pipes are notorious for leaking in pool applications a/f_t er many years of service. Both the 50-Meter Pool and the Diving Pool have construction joints between the
pool walls and the pool ﬂ oor, which can also be another common source of pool leaks. The leaks should be
sourced and repairs made. The following estimate is for leak detection and repairs (this item is included in the project scopes on pages 23 and 24).
(Estimated Cost- $100,000.00)

Image 21: Evidence of Leak in Pump Pit
ADG
18 33
19 International Swim Center Swimming Pools Needs Assessment F. MAINTENANCE ITEMS

2.2 50-Meter Pool Racing Platforms:

The 50-Meter Pool's Omega starting platform anti-slip
ﬁ nish has worn oﬀ in many areas. These platforms should be repaired or replaced, unless they are eliminated as
noted in section 1.5. The following estimate is for anti-slip ﬁ nish replacement for the starting platforms.
(Estimated Cost- $40,000.00)
The following eight (8) items are maintenance items
for operations at the International Swim Center. A
suggestion of possible remedy and an opinion of
probable cost is given for most items. The itemized
estimates do not include general conditions and other
so/f_t costs that are typically added to any project for a total construction project cost. In the proforma section of this report the itemized costs are totaled to give
an example of a total project cost. In addition, many
maintenance items are impacted by rectifying code
items. As such, it may be diﬃ cult to approach each
suggested maintenance repair as an individual project.

ITEM DESCRIPTION PAGE #

2.1 50-Meter Pool Finish 19

2.2 50-Meter Pool Racing Platforms 19

2.3 Diving Pool Underwater Windows 20

2.4 Floors for Pools 20

2.5 50-Meter Pool Steps 21

2.6 DE Filters for Pools 21

2.7 Pools Heaters and Controllers 22

2.8 Dive Tower 22

2.1 50-Meter Pool Finish:

The 50-meter pool plaster ﬁ nish is starting to fail with small areas of delamination. This deterioration will
accelerate over time. The plaster ﬁ nish replacement
should be planned for the upcoming years. The National
Plasterers Association states that swimming pool plaster should be expected to last between 12-15 years under
normal conditions. As plaster ages water gets closer to the underlying structure of the pool shell and the result can be oxidation and deterioration of the steel rebar
which can increase the risk of leaks and structural failure of the pool shell. The following estimate is for a new
plaster and tile ﬁ nish for the 50-Meter Pool (this item is included in the project scope on page 23).
(Estimated Cost- $738,000.00)
Image 22: Plaster Delaminating in 50-Meter Pool
ADG
19 34
20 International Swim Center Swimming Pools Needs Assessment

2.4 Floors for Pools:

It should be noted that the pool ﬂ oors for both the
50-Meter Pool and the Diving Pool have a light steel
reinforcement accompanied with a 10/10 woven wire
fabric structure. As such, care should be taken if portions of the pool ﬂ oor are removed for repairs in order to
prevent pool walls from failing.

F. MAINTENANCE ITEMS
Image 23: Aging Anti-Slip Finish on Racing Platforms

2.3 Diving Pool Underwater Windows:

The Diving Pool underwater windows are deteriorated
and starting to leak. These three 3'x 3' windows will
continue to deteriorate and require replacement or
elimination. These windows are not typically used in
modern aquatic centers. Given that nearly every person
has a camera on them within their mobile phones there
is a concern for inappropriate photos taken through the windows. With modern underwater cameras training aids
and underwater viewing can be accommodated without
the need for underwater windows. The underwater
windows should be removed and eliminated. The
following estimate is for removal of the windows.
(Estimated Cost- $160,000.00)

Image 24: Diving Pool Underwater Windows
ADG
20 35
21 International Swim Center Swimming Pools Needs Assessment

2.6 DE Filters for Pools:

Staﬀ report that they must drain and clean the
diatomaceous earth ﬁ lter systems every other week
or 26 times per year. To accomplish this the staﬀ most close the 50-Meter and Instructional Pools every other
Tuesday from 6AM to 3PM and the Diving Pool every
other Wednesday from 6AM to 3PM to clean the ﬁ lter
systems. New fully automatic high-rate sand ﬁ lters
would eliminate this requirement for staﬀ labor and
pool program closure. The following estimate is for new high-rate sand ﬁ lter systems for each pool (this item is included in the project scopes on pages 23 and 24).
(Estimated Cost- $1,050,000.00)

2.5 50-Meter Pool Steps:

The 50-Meter Pool has recessed steps installed in the
midpoint of the 50-Meter long walls, which could be a
hazard to someone using the lane for ﬂ ip turns. These recessed steps should be removed and replaced with
removeable ladders to avoid the potential hazard. The
following estimate is for a removal of the steps and an installation of removeable ladders (this item is included in the project scope on page 23).
(Estimated Cost- $10,000.00)

F. MAINTENANCE ITEMS
Image 26: DE FilterImage 25: Recessed Steps in 50-Meter Pool ADG
21 36
22 International Swim Center Swimming Pools Needs Assessment

2.8 Dive Tower:

The dive tower has been deteriorating for some time.

The structural viability of this tower will be addressed by others. In the meantime it should be noted that the
existing dive tower is constructed with 5-meter, 6.5-meter and 10-meter platforms. Current dive regulations require dive platforms of 5-meters, 7.5-meters and 10-meters.

2.7 Pool Heaters and Controllers:

Under current operations staﬀ report that they have
had to replace the pool water heat exchangers three
(3) times in the last four years. The failure of these heat exchangers is typically due to chemical corrosion. New
chemical control and feed systems along with modern
titanium external heat exchangers should provide a
heating system with an expected life of 12 to 20 years. The following estimate is for replacement heating systems for the pools (this item is included in the project scopes on pages 23 and 24).
(Estimated Cost- $600,000.00)
F. MAINTENANCE ITEMS
Image 28: Diving Platform in TowerImage 27: Diving Pool Heater ADG
22 37
23 International Swim Center Swimming Pools Needs Assessment G. PROFORMA BUDGETS
The following proforma budget of the International Swim Center provides estimated costs to separate the comingled pools (50-Meter Pool and Instructional Pool). This project also addresses some of the code and maintenance concerns outlined in the report and improves pool operations. All repairs or replacements would be designed and constructed to current code standards.

International Swim Center
Separation of 50-Meter and Instructional Pool Co-Mingled Systems Proforma Budget Estimated Opinion of Probable Cost
dĂďůĞϭ
/ŶƚĞƌŶĂƚŝŽŶĂů^ǁŝŵĞŶƚĞƌ
^ĞƉĂƌĂƚŝŽŶŽĨϱϬͲDĞƚĞƌ/ŶƐƚƌƵĐƚŝŽŶĂůWŽŽůŽͲDŝŶŐůĞĚ^ǇƐƚĞŵƐ WƌĞůŝŵŝŶĂƌǇKƉŝŶŝŽŶŽĨWƌŽďĂďůĞŽƐƚ

ITEM DESCRIPTION QTY UNIT UNIT PRICE EXTENSIONS

1.0 CONSTRUCTION COSTS

1.1 Remove and Replace Pool Deck & Deck Drains 20,000 SF 55.00$ 1,100,000.00$

1.2 New Under Pool Piping 50-Meter Pool 1 LS 180,000.00$ 180,000.00$

1.3 New 50-Meter Pool Main Drains 1 LS 50,000.00$ 50,000.00$

1.4 New 50-Meter Pool Underground Piping 1 LS 95,000.00$ 95,000.00$

1.5 New 50-Meter Pool Mechanical Equipment 1 LS 400,000.00$ 400,000.00$

1.6 Conversion of the Filter Pit to Pump Pit 1 LS 75,000.00$ 75,000.00$

1.7 New 50-Meter Pool Plaster and Tile 12,300 SF 60.00$ 738,000.00$

1.8 New 50-Meter Pool Surge Tank 1 LS 60,000.00$ 60,000.00$

1.9 New 50-Meter Pool Underwater Lights 32 EA 3,000.00$ 96,000.00$

1.10 New 50-Meter Pool Stairs 1 LS 60,000.00$ 60,000.00$

1.11 New Instructional Pool Main Drains 1 LS 60,000.00$ 60,000.00$

1.12 New Instructional Pool Underground Piping 1 LS 65,000.00$ 65,000.00$

1.13 New Instructional Pool Mechanical Equipment 1 LS 250,000.00$ 250,000.00$

1.14 New Instructional Pool Surge Tank 1 LS 10,000.00$ 10,000.00$

1.15 New Instructional Pool Plaster and Tile 3,150 SF 50.00$ 157,500.00$

1.16 New Instructional Pool Underwater Lights 7 EA 3,000.00$ 21,000.00$

1.17 New Instructional Pool Walk-Out Stairs 1 LS 60,000.00$ 60,000.00$

1.18 New ADA Access Both Pools 2 EA 15,000.00$ 30,000.00$

1.19 Subtotal 3,507,500.00$

1.20 General Contractor Mark-Up/Overhead 15% 526,125.00$

1.21 Construction Contingency Costs 10% 350,750.00$

1.22 Design Contingency 5% 175,375.00$

1.23 SUBTOTAL CONSTRUCTION & EQUIPMENT COSTS 4,559,750.00$

1.24 Construction Escalation 1 YRS 5.0% 227,987.50$

1.25 TOTAL CONSTRUCTION & EQUIPMENT COST W/ ESCALATION 4,787,737.50$

2.0 FF&E

2.1 Pool Deck & Safety Equipment (Allowance) 1 LS 30,000.00$ 30,000.00$

2.2 TOTAL FF&E 30,000.00$

3.0 NONCONSTRUCTION COSTS

3.1 Soft Costs 30% 1,445,321.25$

4.0 TOTAL ESTIMATED PROJECT COST 6,263,058.75$
ADG
23 38
24 International Swim Center Swimming Pools Needs Assessment G. PROFORMA BUDGETS
The following proforma budget of the International Swim Center provides estimated costs to replace the mechanical system and related piping for the Diving Pool to comply with turnover rates under current code. This project also addresses some of the code and maintenance concerns outlined in the report and improves pool operations. All repairs or replacements would be designed and constructed to current code standards.

International Swim Center
Diving Pool 6-Hour Turnover Rate Upgrade
Proforma Budget Estimated Opinion of Probable Cost
dĂďůĞϮ
/ŶƚĞƌŶĂƚŝŽŶĂů^ǁŝŵĞŶƚĞƌ
ŝǀĞWŽŽůϲͲ,ŽƵƌƚƵƌŶŽǀĞƌZĂƚĞhƉŐƌĂĚĞ
WƌĞůŝŵŝŶĂƌǇKƉŝŶŝŽŶŽĨWƌŽďĂďůĞŽƐƚ

ITEM DESCRIPTION QTY UNIT UNIT PRICE EXTENSIONS

1.0 CONSTRUCTION COSTS

1.2 New Under Pool Piping Dive Pool 1 LS 140,000.00$ 140,000.00$

1.3 New Dive Pool Main Drains 1 LS 50,000.00$ 50,000.00$

1.4 New Dive Pool Underground Piping 1 LS 95,000.00$ 95,000.00$

1.5 New Dive Pool Mechanical Equipment 1 LS 400,000.00$ 400,000.00$

1.6 Conversion of the Filter Pit to Pump Pit 1 LS 75,000.00$ 75,000.00$

1.7 New Dive Pool Plaster and Tile 4,500 SF 75.00$ 337,500.00$

1.8 New Dive Pool Surge Tank 1 LS 60,000.00$ 60,000.00$

1.9 New Dive Pool Underwater Lights 24 EA 3,000.00$ 72,000.00$

1.10 New ADA Access Both Pools 1 LS 15,000.00$ 15,000.00$

1.11 Subtotal 1,244,500.00$

1.12 General Contractor Mark-Up/Overhead 15% 186,675.00$

1.13 Construction Contingency Costs 10% 124,450.00$

1.14 Design Contingency 5% 62,225.00$

1.15 SUBTOTAL CONSTRUCTION & EQUIPMENT COSTS 1,617,850.00$

1.16 Construction Escalation 1 YRS 5.0% 80,892.50$

1.17 TOTAL CONSTRUCTION & EQUIPMENT COST W/ ESCALATION 1,698,742.50$

2.0 FF&E

2.1 Pool Deck & Safety Equipment (Allowance) 1 LS 30,000.00$ 30,000.00$

2.2 TOTAL FF&E 30,000.00$

3.0 NONCONSTRUCTION COSTS

3.1 Soft Costs 30% 518,622.75$

4.0 TOTAL ESTIMATED PROJECT COST 2,247,365.25$
ADG
24 39
25 International Swim Center Swimming Pools Needs Assessment G. PROFORMA BUDGETS
The following proforma budget of the International Swim Center provides estimated costs to replace all of the pools in-kind. All replacements would be designed and constructed to current code standards.

International Swim Center
Replacement Pools
Proforma Budget Estimated Opinion of Probable Cost
dĂďůĞϯ
/ŶƚĞƌŶĂƚŝŽŶĂů^ǁŝŵĞŶƚĞƌ
ZĞƉůĂĐĞŵĞŶƚWŽŽůƐ
WƌĞůŝŵŝŶĂƌǇKƉŝŶŝŽŶŽĨWƌŽďĂďůĞŽƐƚ

ITEM DESCRIPTION QTY UNIT UNIT PRICE EXTENSIONS

1.0 CONSTRUCTION COSTS

1.1 Demo and Dispose of Pools and Pool Deck 1 LS 250,000.00$ 250,000.00$

1.2 New Dive Pool and Mechanical Equipment 6,150 SF 350.00$ 2,152,500.00$

1.3 New 10-Meter Dive Tower 1 LS 2,000,000.00$ 2,000,000.00$

1.4 New Dive Pool Dry Land Training Allowance 1 LS 500,000.00$ 500,000.00$

1.5 New Dive Pool Surge Tank 1 LS 60,000.00$ 60,000.00$

1.6 New 50-Meter Competition Pool & Mech. Equip. 12,300 SF 320.00$ 3,936,000.00$

1.7 New 50-Meter Pool Surge Tank 1 LS 60,000.00$ 60,000.00$

1.8 New 50-Meter Pool Competitive Equipment 1 LS 325,000.00$ 325,000.00$

1.9 New Instructional Pool & Mechanical Equipment 3,250 SF 305.00$ 991,250.00$

1.10 New Instructional Pool Surge Tank 1 LS 10,000.00$ 10,000.00$

1.11 All Pool Deck Equipment 1 LS 185,000.00$ 185,000.00$

1.12 New Pool Deck and Deck Drainage 20,000 SF 55.00$ 1,100,000.00$

1.13 New Pool Mechanical Space 1 LS -$ -$

1.14 Subtotal 11,569,750.00$

1.15 General Contractor Mark-Up/Overhead 15% 1,735,462.50$

1.16 Construction Contingency Costs 10% 1,156,975.00$

1.17 Design Contingency 5% 578,487.50$

1.18 SUBTOTAL CONSTRUCTION & EQUIPMENT COSTS 15,040,675.00$

1.19 Construction Escalation 1 YRS 5.0% 752,033.75$

1.20 TOTAL CONSTRUCTION & EQUIPMENT COST W/ ESCALATION 15,792,708.75$

2.0 FF&E

2.1 Pool Deck & Safety Equipment (Allowance) 0 LS -$ -$

2.2 TOTAL FF&E -$

3.0 NONCONSTRUCTION COSTS

3.1 Soft Costs 30% 4,737,812.63$

4.0 TOTAL ESTIMATED PROJECT COST 20,530,521.38$
ADG
25 40
26 International Swim Center Swimming Pools Needs Assessment H. SUMMARY
The International Swim Center has proudly served the Santa Clara and Bay Area communities. The pools and dive tower have provided many years of service. In their current condition, they are in need of extensive repairs or replacement to safely and eﬀ ectively serve.

This document provides an assessment of existing conditions, recommendations for action and options that can be weighed by City staﬀ . It is important to note that this document is based strictly on observations, original drawings and information provided by staﬀ . No information found in this document is provided with any agenda other than fulﬁ lling the contractual obligations between LPA, Inc. and ADG.

On behalf of all of us at Aquatic Design Group we look forward to continuing to help LPA, Inc. and the City of Santa Clara in any way we can to ensure continued aquatic success.

Sincerely,
AQUATIC DESIGN GROUP , INC.

Image 28: Instructional Pool
ADG
26 END OF ADG ASSESSMENT FINDINGS.
41 LPA, INC.

STRUCTURAL

3.0 ASSESSMENT FINDINGS

3.2 LPA, Inc.

3.2.1 Structural

3.2.1.1 Building A - Main Building/
Locker Room

3.2.1.2 Diver Tower and Viewing
Windows

3.2.1.3 Large Canopy over Bleachers
and Building D Tower

3.2.1.4 Building B and C - Restroom and
Concessions

3.2.1.5 Building E,F, and G

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 42 3.0 ASSESSMENT FINDINGS

STRUCTURAL ASSESSMENT FINDINGS
October 19, 2023
International Swim Center, Santa Clara, CA
Structural Assessment

1. Building A – Administration Building
a. The center Rotunda requires lateral
load resisting system. Existing
corner wood posts are not
sufficient as lateral load resisting
system.
b. Along the 4 wings of the building,
continuous clerestory windows
occur along all perimeter walls.

As the result, the shear walls are
discontinued from the roof
framing. Wood posts cantilever
over wall panels to resist lateral
loads from the roof. This type of
lateral load resisting system is
not permitted in current code.

Further review required to retrofit
the lateral load resisting system.
c. Some exposed steel posts are
badly rusted at the base and shall
be replaced.

d. Press box structure above the club
office wing does not have defined
lateral load resisting system on 4
sides of walls.

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 43 3.0 ASSESSMENT FINDINGS
e. The red tagged Women’s shower
and Men’s shower addition should be
demolished and replaced. The
existing wood studs have been
severely damaged by steam piping
leakage.

2. Diver Tower
a. Steel stair inside the dive tower is
severely rusted and some
connections are damaged. Stair is
unsafe to use.
b. Concrete curb adjacent to the stair
opening is cracked and exposed
rebar is severely rusted.
c. Diving platforms at the start
of the cantilevers have observed
cracks on the top surface
concrete structural slab. Concern
that water will get into these
cracks and cause rusting to the
rebars. Recommend removing
the floor cover to further evaluate
the existing condition.
d. Basic structural system is
reasonable. There are a lot of shear
walls for the size of the structure.

Concrete shear walls are in general
good condition.

ICS facility staff mentioned the
tower seems to have settled during
some recent earthquake. They
said they cannot pull the electric
cable to change the pool lights
along the wall adjacent to the dive
tower foundation. The facility staff
suspected the pile foundation
settlement obstructed the cable.

Some moderate cracking observed
on the concrete platform at the base
of the dive tower structure. These
cracks may indicate some settlement
of the structure. However, whether
the settlement is contributing to the
light issue is unknown.

3. Building B – Restroom/Concessions.
a. Exposed glue-laminated fascia
beams appears to be delaminated
at many places on the surface.

This member may not be structural
in naturemay not affect the
integrity of the structure.

4. Building D – Canopy Tower.
a. Severe rusting is found on the
roof drain gutter along the
perimeter of the canopy roof.

These roof drain gutter are made
of light gauge sheet metal. Some
damaged gutters poses falling
hazards to the building or walkway
below.
e.

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 44 3.0 ASSESSMENT FINDINGS
b. Roof trusses of the canopy roof
appear in reasonably sound
condition. Some of the cover
coating has been worn off and
exposed the base primer. The
original primer appears to be in
reasonable shape with minor
rusting observed.
c. The canopy tower access structure
that houses the access ladder to
the top of roof deck is badly
damaged. Severe water damage
and drywall cracks are observed on
all walls of the structure. Rusting of
metal stud bottom tracks are
observed. Metal stud walls
enclosed by the gypsum wall
board are anticipated to be badly
rusted as well. This is a stand-alone
structure without connection to
the roof structure. The
gravity and lateral load resisting
system is primarily metal studs and
drywall. With the severity of the
damage observed, most of the
lateral load resisting system have
been compromised, it is unsafe to
be inside the structure.

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 45 3.0 ASSESSMENT FINDINGS
d. There are (8) steel cantilever
columns supporting the entire roof
structure. Columns are most likely
not in compliance with the current
building code standard and should
be evaluated. An additional steel
member, or reinforcing the existing
member by welding new member,
will be required to strengthen the
existing structure. Further analysis
will be required to provide
recommendations.

5. Canopy Bleachers
a. Metal stud walls behind the
aluminum bleachers appears to be
rusted and indicates signs of water
damage. Studs shall be replaced
and protected.
b. Severe concrete cracks on steps
are found along south end of the
bleacher. Evident of differential
settlement is observed.

Geotechnical engineer should
review the existing soil condition
and provide recommendations.

6. Building E – Training Room and Storage
a. This one-story building constructed
of wood roof framing and
reinforced concrete masonry wall
around perimeter is in generally
good condition.

7. Building F – Maintenance Storage
a. Similar construction as Building E
with wood roof framing and
concrete masonry walls, the
building is in generally good
condition.

8. Building G – Park Maintenance Storage
a. This one-story building constructed
of wood roof framing over
plywood shear walls on all side of
the building. A continuous
clerestory window along
the north and south wall of the
structure. The shear wall are
discontinuous between roof and
top wall. Wood posts connect the
roof to the shear wall. This system
do not meet the current code
requirement.
b. Evidence of water damage
observed at the plywood shear
wall near the sill plate.

END OF STRUCTURAL
ASSESSMENT FINDINGS.

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 46 LPA, INC.

ARCHITECTURE

3.0 ASSESSMENT FINDINGS

3.2 LPA, Inc.

3.2.2 Architectural

3.2.2.1 Facility and Site Egress Review

3.2.2.2 Plumbing Code Review
GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 47 BLEACHERSVIEW

WINDOWS
DIVE
TOWER
BLDG B.

RESTROOMS

CONCESSIONS
CANOPY

BLEACHERS
BLDG D.

CANOPY
TOWER
BLDG F.

MAINT.

STORAGE
BLDG G.

PARK
MAINT.

STORAGE BLDG C.

RESTROOMS

CONCESSIONS
BLDG A.

MAIN ENTRY
BLDG E.

TRAINING

ROOM AND

STORAGE

COMPETITION
POOL

WARM UP
POOL
DIVING
WELL

SITE KEY PLAN

3.0 ASSESSMENT FINDINGS
GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 48 4'-8 3/8"
50'-0"
14'-1/2"
5'-6"
4'-10"
4'-10 1/2"
5'-1" 5'-0"
5'-10 1/2"
5'-0"4'-8 1/2"
5'-1/2"
5'-11 1/4"
6'-2"
4'-6" 6'-2"
7'-10"
13'-1 1/2"
14'-2 1/2" 14'-0"
8'-2"
9'-8"
4'-0"
4'-0"
4'-1/2"
14'-2" 14'-3"
10'-9 1/2"
10'-9 1/2"
59'-9"
L: 59.75'
Row: 10
CAP: 398
L: 50'
Row: 10
CAP: 333
45'-0"
L: 45'
Row: 7
CAP: 210
60'-0"
L: 60'
Row: 5
CAP: 200
55'-6"
L: 55.5'
Row: 7
CAP: 259
58'-9" L: 58.75'
Row: 5
CAP: 196
58'-9"
L: 58.75'
Row: 7
CAP: 274
60'-0"
L: 60'
Row: 5
CAP: 200
55'-9"
L: 55.75'
Row: 7
CAP: 260
17,962.83 sf
6'-0"6'-0"
4'-10"
3'-0"3'-6"
3'-8 1/2"
3'-6"
? ? ?
? ????
BLEACHER CAPACITY: 398
BLEACHER CAPACITY: 3,204
TOTAL BLEACHER CAPACITY: 3,602
DECK CAPACITY: 1,198
4,795.703 sf
12,915.97 sf
3,416.86 sf4,796 SF 12,916 SF 3,417 SF
CAPACITY: 96 CAPACITY: 259 CAPACITY: 69 TOTAL POOL CAPACITY: 424 17,963 SF
TOTAL CAPACITY: 5,224
4'

EXIT EGRESS ANALYSIS

OCCUPANCY LOAD CALCULATIONS - BLEACHERS, POOLS, AND POOL DECKS 49 REQUIRED FIXTURES

EXISTING FIXTURES

EXISTING BLDG A FLOOR PLAN

SOUTH SHOWER ROOMS

EXISTING BLDG C FLOOR PLAN

RESTROOMS & CONCESSIONS
PER 2022 CPC

EXISTING BLDG A FLOOR PLAN

NORTH SHOWER ROOMS

EXISTING BLDG B FLOOR PLAN

RESTROOM & CONCESSIONS

WATER CLOSET

WATER CLOSET
10 8
32 13
MEN’S
MEN’S
WOMEN’S
WOMEN’S

URINALS

URINALS
14 7
0 0

LAVATORIES

LAVATORIES
14 8
18 8

DRINKING

FOUNTAINS

DRINKING

FOUNTAINS
14 12

3.0 ASSESSMENT FINDINGS
GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 50 Architectural Assessment – Occupancy, Egress
Analysis, and Plumbing Code Compliance.

The Santa Clara International Swim Center is
a facility that was built in 1967. The original
constitution would have followed that year’s
respective building code requirements. Following
new and current codes, which are required
for the planning review, the building creates
several violations that trigger the facility to be
uninhabitable and unsafe until substantial changes
are made. Our current review process looks at
3 minimum factors that are requirements in this
upgrade: Occupancy, Egress, and Plumbing
Count.

The current occupancy, classified per the CBC
2022, categorizes the facility under the A3 and A5
occupancy. This creates a total occupant count of
5,224 occupants, inclusive of the bleachers, bodies
of water, and pool deck with minimal occupancy
within the supporting structures. Per the CBC
2022 This capacity at the main event area nears
the pools and bleachers requires a minimum of
4 complaint exits and a total combined exit width
of 87 feet spread throughout all exits.

Observation of the current conditions shows that
the facility has a total combined exit width of
roughly 45 linear feet, which is nearly half of the
requirements needed for an event. Of the 45 feet
only (2) gates of approximately 8 feet in width
have code-compliant egress gate and hardware
for pedestrians. However, two gates with proper
hardware are locked by chains and padlocks at
all times making them non code-complaint. The
remaining exits are not pedestrian gates and are
currently used like maintenance gates that are not
valid exits when closed.

Based on how the facility currently operates, the
main exit path is not in compliance with California
Building Code for safe emergency egress. All
users are required to enter and exit through a
single entry within the main entry building. In an
emergency, the main path of egress divides into
two directions, only to funnel the two paths back
into the buildings in one main exit path. This is not

3.0 ASSESSMENT FINDINGS

ARCHITECTURAL ASSESSMENT FINDINGS
GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 51 3.0 ASSESSMENT FINDINGS

ARCHITECTURAL ASSESSMENT FINDINGS
compliant with code and a life safety hazard
during an emergency.

Should the two site exits off of the main pool deck
that have panic hardware be unchained during
use, then the pool deck is partially compliant,
allowing a maximum number of occupants
of 380 or less. If the gates are not unchained
during use, then the maximum occupancy of this
facility would be 49 occupants, utilizing the front
entrance only.

Based on the occupancy, the building code
requires that any event with less than 500
occupants would need to have two functional
and unchained exits with panic hardware. Having
more than 500 occupants would require three
exits with panic hardware and the proper widths.

Having 1,000 or more occupants would need to
have four exits minimum that have panic hardware
and the proper amount of exit widths.

Our findings show that it is needed to have
additional exit lengths to total 87 feet and a
minimum of four exits with panic hardware, per
the 2022 California Building Code.

Based on the current plumbing fixtures combined
from Main Building A Locker Rooms and the
supporting Restroom and Concessions, the
plumbing fixtures are greater than 50 percent
deficiency from what would be needed at full
capacity. Both the size of the restrooms and
lockers rooms and quantity of fixtures would
need to be increased to meet plumbing fixture
requirements. However, this is not possible in
the current footprint of the existing building
and will require additional square footage in
order to achieve the minimum plumbing fixture
requirements.

END OF ARCHITECTURAL
ASSESSMENT FINDINGS.

OPTIMIZED EGRESS PLAN

CURRENT EGRESS PLAN

ACTIVE EXITS

OCCUPIED SPACE

LOCKED EXITS

ADDITIONAL EXITS
NEEDED

EXIT PATH

EXISTING CHAINED EXIT
GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 52 SIMPSON GUMPERTZ
& HEGER

3.0 ASSESSMENT FINDINGS

3.3 Simpson Gumpertz & Heger (SGH)

3.3.1 Building A - Main Building/Locker Room

3.3.2 Diver Tower and Viewing Windows

3.3.3 Pool Deck

3.3.4 Large Canopy over Bleachers and
Building D Tower
53 SGH ASSESSMENT FINDINGS

3.0 ASSESSMENT FINDINGS
GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 73 54

TABLE OF CONTENTS

CODES & STANDARDS
ROOFS

EXTERIOR WALL CLADDING & FENESTRATIONS

SHOWER FACILITIES IN BUILDING A

CANOPY BLEACHER STRUCTURE

DIVE TOWER

CONCRETE STRUCTURES & COMPONENTS

CONCRETE STADIUM BLEACHERS & STEPS

STEEL STADIUM ROOF
55 3.0 ASSESSMENT FINDINGS

CODES & STANDARDS ROOFS
For purposes of this report, compliance with
current codes and industry standards will be used
to evaluate the condition and performance of the
Facility. We also reviewed and considered project-
specifi c documents, such as architectural drawings
and condition assessment reports prepared by
others. The documents we considered in our
analysis include:
• 2022 California Building Code (CBC)
• ASTM E2018-15, Standard Guide for Property
Condition Assessments: Baseline Property
Condition Assessment Process
• 2023 TCNA Handbook for Ceramic, Glass, and
Stone Tile.
• Facility Condition Assessment Report for
the International Swim Center prepared by
Kitchell for the City of Santa Clara, CA dated 31
January 2018.
• ASTM E797/E797M-21, Standard Practice for
Measuring Thickness by Manual Ultrasonic
Pulse-Echo Contact Method
• ASTM A168: Tentative Specifi cation for
Corrosion Resistant Iron-Chromium and Iron-
Chromium-Nickel Alloy Castings for General
Application
• ASTM D4580/D4580M-18, Standard Practice
for Measuring Delaminations in Concrete
Bridge Decks by Sounding
On September 27th, 2023, Christine Diosdado, P.E.
and Jesse Sipes, P.E. of SGH, conducted a visual
evaluation of roofs, exterior siding, fenestrations,
and shower rooms.

Building A contains low-slope, built-up roofs
with a gravel surfacing and steep-slope roofs
with architectural asphalt shingles. An octagonal,
steep-slope roof covers the main reception/
administration area and saw-tooth roofs extend
over the Men’s and Women’s Showers. The
remaining areas of the building (i.e., offi ces,
mechanical rooms, club offi ces, and the Men’s and
Women’s dressing rooms) are covered by a built-
up roof with a gravel ballast.

Other buildings on site (i.e., Buildings B, C, E, F
& G) have low-slope, built-up roofs with a gravel
surfacing.

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 75 3.0 ASSESSMENT FINDINGS
56 3.0 ASSESSMENT FINDINGS
Site Observations & Code Violations
During SGH’s site inspection, we noted the following
conditions and code violations:

Low-Slope Roofs
• The low-slope roof at Building A has 16 “skylight”
openings with no cover, safety barrier, or safety
markings. These unprotected roof openings pose
a potential fall hazard to the ground level below
(Appendix A, Photo 1) and violate the current
Code: Section 3212 of the California Code of
Regulations (CCR), Title 8 requires roof openings
to be guarded by a cover or a guardrail on all
sides of the roof opening. This safety hazard is
exacerbated by the ease of roof-level access,
where a single fl ight of stairs leads directly to the roof (Appendix A, Photo 2). There are no locked
gates or restrictions to the roof level.
• The perimeter of the low-slope roof has no
safety barriers, tie-off s, or edge delineation. This
condition poses a fall hazard, especially given
the unrestricted, roof-level access. This condition
also violates the current code: Section 3210
of CCR, Title 8 requires guardrails along roof
edges more than 30 inches above the ground.

Alternatively, a zone along the roof edge can
be marked to discourage anyone from walking
within that zone, but zone marking alone is not
code-compliant.
• No walkway pads exist leading to the mechanical
equipment. Walkway pads delineate safe paths
of travel on roofs and reduce foot traffi c on the
roof surface, thereby reducing wear and tear.
• Approximately 40% of the built-up roof exhibits
signs of distress and inadequate drainage, such
as bar spots and cracked plies and asphalt.
• Debris (e.g., dislodged asphalt shingles,
swimming attire, wood crates) exists on the roof
(Appendix A, Photo 3).
• Missing pipe insulation.
• Sheet metal fl ashings, rooftop mechanical
equipment, and other metal roof components
exhibited moderate to severe corrosion and rust.
• Wide parapet caps and rooftop mechanical
chutes exhibited oil canning (i.e., visible,
wavy distortion that aff ects cold-rolled metal
products) (Appendix A, Photo 4).
• The roofs on Buildings B, C, E, F, and G also
exhibited signs of wear and tear, such as worn
areas and cracked plies.

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 76 57

3.0 ASSESSMENT FINDINGS
Steep-Slope Roofs
• Approximately 60-70% of the composite,
asphalt shingles at the saw-tooth roofs are
inadequately adhered and could be lifted with
relative ease. These poorly adhered shingles
occur along the rake edge and within the fi eld
of the roof (Appendix A, Photos 5 & 6). Algae
growth exists on the downslope edges of
asphalt shingles (Appendix A, Photos 7 & 8).
• Approximately 70% of the asphalt shingles we
checked at the octagonal, steep slope roof are
dislodged or inadequately adhered. Most of
the asphalt shingles on the hips are dislodged,
missing, or have signifi cant granular and •
The missing shingles on the hips align with the
ceiling cracks, nail pops, and bubbling in the
gypsum wallboard below (Appendix A, Photos
9 & 10).

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 77 58

3.0 ASSESSMENT FINDINGS
Service Life Assessment
According to the architectural drawings prepared
by Prodis Associates Architects dated 16 June
1999, the low-slope and steep-slope roofs over the
Men’s and Women’s showers and dressing areas
are identifi ed as a “new,” part of a 1999 expansion
project. Therefore, these roofs are 24 years old. The
remaining low-slope and steep-slope roofs, which
are labeled as “existing,” appear to be from the
original 1966 construction, making them 57 years
old. The typical lifespan for architectural asphalt
shingles ranges from 20 to 30 years . The typical
useful life for built-up roofs is 20 to 30 years, with
some lasting as long as 40 years.

Conclusions & Recommendations
The roofs at this Facility exhibit signifi cant distress and deterioration. Further, the roofs are beyond
their useful service life, particularly the low-slope,
built-up roofs. Lastly, the layout and confi guration
of the low-slope roofs near openings and along the
perimeter fail to comply with current safety codes
and standards. Given the current condition and
confi guration of the roofs and roof accessories, we
recommend wholesale removal and replacement
with code-compliant roofs.
• Sheet metal fl ashings, rooftop mechanical
equipment, and other metal roof components
exhibit moderate to severe corrosion and rust
(Appendix A, Photos 11 & 12).
• Sealant repairs at fl ashing were splitting and
deteriorated (Appendix A, Photo 13).
• Incomplete integration of roof fl ashing to
stucco-clad walls results in sizeable gaps and
exposed stucco lath and accessories (Appendix
A, Photo 14).
• Signifi cant wood decay occurs at common and
hip rafter exposed ends (Appendix A, Photos 15
& 16).

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 78 59
over metal lath over 2 layers of building paper. The
two layers of building paper are intended to serve
as the code-mandated, water-resistive barrier
(WRB) for the stucco wall assembly. The remaining
exterior walls including the T-1-11 siding of Building
A, which are labeled as “existing,” appear to be
part of the original 1966 construction, making them
57 years old.

Site Observations & Code Violations
During SGH’s site inspection, we noted that
several cuts had been made in the perimeter walls
outboard of the Men’s and Women’s showers and
were covered with plywood, painted to match the
surrounding stucco. To determine the as-built wall
assembly and the current condition of the exterior
wall components, we asked that the plywood be
removed. Upon removal of the plywood, we noted
the following conditions and Code violations:

Stucco Wall & Aluminum Framed Windows
• Signifi cant and extensive decay and cross-
sectional loss of the load-bearing wood studs.
• Extensive and signifi cant decay of the
exterior plywood sheathing behind the stucco
assembly.
• Extensive corrosion and signifi cant cross-
sectional loss of metal components (i.e., copper
pipes, metal tracks, nails, and metal lath).

The exterior walls of Building A are clad with T1-11
plywood siding, 3-coat stucco (cement plaster), and
roughcast stucco. The clubhouse offi ce and the south and north walls of the multi-purpose area are clad
with T1-11 plywood siding. The mechanical wing and
the west wall of the multi-purpose room are clad with
roughcast stucco, and the remaining exterior walls are
covered with standard, 3-coat stucco.

Buildings B, C, E, F, and G are also clad predominantly with stucco.

According to the architectural drawings prepared
by Prodis Associates Architects dated June 16th,
1999, the stucco walls enclosing Men’s and Women’s
showers and dressing areas are identifi ed as “new,”
built during the 1999 expansion. The wall details on
Sheet AD3 require the installation of cement plaster

3.0 ASSESSMENT FINDINGS

EXTERIOR WALL CLADDING & FENESTRATIONS
GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 79 60

3.0 ASSESSMENT FINDINGS
• The soil erosion behind the canopy bleachers
and around the canopy tower has caused vertical
off sets in the concrete walkway, excessive stucco
cracks at the canopy bleacher walls (Appendix
A, Photo 23) and shifted the walkway and the
roof deck downspouts (Appendix A, Photo 24).
• The weep screed abuts the concrete fl atwork
(Appendix A, Photo 25) or is less than 4 in. from
grade (Appendix A, Photo 26). Section 2512.1.2
of the 2022 CBC requires a 2 in. clearance
between a weep screed and hardscape and a 4
in. clearance between a weep screed and grade.

The current condition violates the code.
• Missing building paper layers, which means there
is no code-required, water-resistive barrier.
• Stucco cracks, spalls, and patches at all stucco-
clad buildings.
• Water stains on stucco soffi ts with no soffi t drip screed or other provision to weep.
• The aluminum windows and storefronts
at Building A show signs of wear and tear,
including deteriorated glazing seals and gaskets
(Appendix A, Photos 17 & 18).
• Signifi cant wood decay at exterior window trim
(Appendix A, Photo 19)
• Extensive corrosion and deterioration at exterior
hollow metal doors (Appendix A, Photo 20).

We also documented the condition of the stucco
walls at Building D, the Canopy Tower, and noted the
following conditions and code violations:
• Extensive cracks throughout the stucco wall
forming a checkerboard pattern (Appendix A,
Photo 21). We also noticed pronounced buckling
of the walls and large stucco spalls, most likely
from soil settlement in this general vicinity
(Appendix A, Photo 22).
•
GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 80 61

3.0 ASSESSMENT FINDINGS
Service Life Assessment
The typical lifespan for T1-11 plywood siding
ranges from 20 to 30 years, assuming it is painted
every 10 years. The T1-11 siding at the ISC Facility
is well beyond its useful life, as evidenced by
the signifi cant decay and cross-sectional loss
described above. All T1-11 clad walls need to be
removed and replaced, along with any decayed
wood framing members within the wall cavity.

Aluminum-framed windows have a typical
service life range of 15-20 years or up to 30 with
proper maintenance . The aluminum windows
and storefronts are well beyond their useful life,
as evidenced by loose/short exterior gaskets
and deteriorated glazing sealant. The aluminum
windows and storefronts should be removed
and replaced with products meeting the water
penetration resistance required for this area and
application.

While stucco can provide as a serviceable cladding
for over 50 years if design and maintained
properly, the stucco walls at the Facility are
exhibiting signs of water damage, such as cracking,
spalling, staining, and mildew growth. We also
did not observe any water-resistive barrier in the
destructive opening through the stucco assembly.

If the other stucco-clad walls at Building A have no
water-resistive barrier), then all stucco-clad walls
will need to be removed and rebuilt.

SHOWER FACILITIES IN

BUILDING A
Building A contains Women’s and Men’s showers
which were built as part of the 1999 expansion
project. According to Kitchell’s Facility Condition
Assessment Report dated January 31st, 2018,
“dripping water was present at the bottom of
exterior walls by the showers of the addition,
indicating water leakage through the exterior
wall.” Previously, the City evaluated these reported
leaks and made several interior and exterior
wall openings at these showers. Based on their
observations of leaking pipes and signifi cant wood
decay of vertical load-bearing framing, the City
closed access to the Men’s and Women’s shower
T1-11 Siding
During SGH’s site inspection, we noted the following
conditions and code violations:
• The Clubhouse and multi-purpose wing walls
exhibited signifi cant wood decay forming large
holes in T1-11 siding. The holes in the T1-11 siding
expose a single layer of Type B building paper over
an open wood stud cavity.
• The wood trim throughout the complex,
particularly the T1-11 siding, which is signifi cantly decayed and covered with fl aking paint. We were
able to push the awl into the trim with relative
ease.

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 81 62

3.0 ASSESSMENT FINDINGS
enclosures.

According to the architectural drawings prepared
by Prodis Associates Architects dated 16 June 1999,
the interior shower walls consist of ceramic tile over
a mortar bed, lath, and membrane on stud framing.

However, the type of membrane is not identifi ed in
the drawings.

Site Observations & Code Violations
During SGH’s site inspection, we noted the following
conditions and code violations:

Showers
• Sizeable cracks in the ceiling and wall fi nishes
(Appendix A, Photos 27 & 28) and cracks and
gaps within the tile assembly particularly at
inside wall corners and at tile ledges (Appendix
A, Photo 29). The location and pattern of
cracking indicate wall movement.
• Water stains and chipped paint exist on the non-
GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 82 63

3.0 ASSESSMENT FINDINGS
Two layers of building paper fail to meet this
requirement.

Conclusions & Recommendations
The Men’s and Women’s showers in Building A
exhibit signifi cant structural distress and water
damage. Further, the exterior and interior wall
assemblies fail to comply with current building
code and standards. Given the current condition
of these showers, we recommend wholesale
demolition and reconstruction of these spaces
with code-compliant showers and perimeter wall
assemblies.

Metal Structures and Components
On September 27th, 2023, Alan Humphreys of
SGH, an AMPP-certifi ed Corrosion Engineer,
conducted a visual corrosion evaluation of the
metal structures and components at the Facility.

He also measured the thickness of select metal
components using an ultrasonic thickness (UT)
gauge to evaluate section loss due to corrosion.
tiled portion of the shower enclosures, indicative of
water damage (Appendix A, Photos 30, 31 & 32).
• Debonded ceramic tiles expose a discolored and
discontinuous mortar bed (Appendix A, Photos 33
& 34)
• Pronounced eﬄ orescence and discolored residue
exist along the base of the tile walls, around
shower escutcheon plates, and at tile grout lines
(Appendix A, Photos 35, 36 & 37) indicative of
water leakage through the tile assembly.
• At an interior wall opening, we observed ceramic
tile over a mortar bed over expanded wire lath
over 2 layers of grade D building paper. It appears
that these two layers of building paper were
installed as the shower membrane. Current shower
wall standards require a waterproofi ng membrane
inside the shower area extending the full height of
the tile assembly and water vapor management.

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 83 64

CANOPY BLEACHER STRUCTURE

3.0 ASSESSMENT FINDINGS
SGH inspected the canopy bleacher structure,
including the support columns, support truss
structure, canopy panels, and canopy tower. During
our visual inspection and UT testing, we noted the
following:

Canopy Columns
• The eight columns supporting the canopy truss
structure appear to be in good condition. The
base coating of these columns is well adhered
to the steel substrate, but the top coating is
delaminating in discrete, localized areas. We
did not observe any signifi cant corrosion of the
steel substrate, even at the low point where the
columns intersect the concrete bleacher steps. • UT measurements taken at the base of the eight columns (1 in. to 6 ft above the bleacher
steps) show no signifi cant variations in the steel
thickness with height or between the columns.

Refer to these UT measurements in Table 1.

These consistent thickness measurements
indicate little to no corrosion of the inner surface
of the tubular columns.

Canopy Support Truss Structure
• A truss structure supports canopy panels and
the now obsolete solar heating panels and
tubing. The truss structure consists of steel
I-beams and channels with welded and bolted
connections.

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 84 65

3.0 ASSESSMENT FINDINGS
Canopy Panels and Gutters
The corrugated canopy panels are connected by
bolts to the bottom of the truss structure. We
inspected approximately 10% of the topside of the
canopy, and noted the following:
• The canopy panels appear to be in relatively
good condition with the original coating on the
top surface of the panels intact and no crevice
corrosion between the fasteners and roof
panels.
• The canopy support truss structure generally
appears to be in good condition. The base coating
is well adhered to the steel, but the top coating is
delaminating.
• We did not observe any signifi cant corrosion
(section loss) in the structural steel or fasteners in
the areas we inspected.

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 85 66

3.0 ASSESSMENT FINDINGS
• Infrequent and discrete locations in the
trough of the panels with through-thickness
corrosion occur. Leaves and other debris have
accumulated throughout the troughs of the
roof panels, but there did not appear to be a
correlation between debris accumulation and
corroded areas. The corrosion is highly localized
(less than 12 in.) with the coating immediately
adjacent to these locations in relatively good
condition.
• The gutters along both edges of the roof are
completely corroded with cross-sectional loss at
multiple sections.

Canopy Tower
The canopy tower (Building D) contains metal
components such as the staircase, railings, pipe
risers, doors, and frames. We noted the following:

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 86 67

3.0 ASSESSMENT FINDINGS
Lab Analysis
We conducted laboratory analysis on (top) coating
samples from a canopy support column and
canopy support truss structure. We used Energy
Dispersive Spectroscopy (EDS) to determine
the chemical composition of both coatings and
determine whether lead is present. We did not
detect the presence of lead in either coating.

Conclusions & Recommendations
The canopy support columns and canopy support
truss structure appear to be in good condition.

We recommend stripping the current coating and
recoating them with a two-part epoxy coating. We
did not detect lead in our coating analysis at these
locations. The localized corrosion on the canopy
panels is likely due to original local coating defects
rather than debris accumulation and ponding
water. These local areas could be cut out and
replaced, with the remaining panels stripped and
recoated. However, it might be more cost-eff ective
to replace these panels. The canopy gutters are
corroded past their useful life and should be
replaced with a non-metallic gutter system. The
canopy tower appears to be in good condition
and no work is required on the stairs or railings.

The corroded door and frames should be replaced
with components that are designed for external
exposure. The solar heating pipe risers should be
removed, and the local deformation of the roof
panels repaired.
• The two riser pipes for the redundant solar heating
system appear to have subsided into the ground.

These have, in turn, pulled down adjacent pipe
supports on the roof, resulting in deformation of
the roof panel connected to these supports.

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 87 68
The dive tower consists of metal components such
as a staircase, stair handrails, platform railings, and doors. We noted the following:

Dive Tower Staircase
• The dive tower staircase is in poor condition with
extensive corrosion, particularly on fl at surfaces
and crevices. Welds are also corroded with the
lower section more heavily corroded than the
upper section.
• Many of the original coatings have completely
delaminated, resulting in a signifi cant
accumulation of corrosion products.
• Areas of white corrosion products exist
underneath delaminated sections of coating.

DIVE TOWER

3.0 ASSESSMENT FINDINGS
GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 88 69
Dive Tower Viewing Windows
We inspected the dive tower viewing windows,
located beneath the pool deck, and noted the
following:
• The window frames are not coated and appear
to be galvanized steel.
• The adjacent concrete is cracked with evidence
of water seepage and a small, active leak at
one location.
• The top and side elements of the galvanized
frames are heavily corroded.

Dive Tower Platform Railings
• The railings along the edge of the dive tower
platforms appear to be in good condition with
intact coatings and no visible corrosion. However,
we observed coating loss and corrosion at the
base of the railings at the plane of the pool deck.
• We were unable to conduct UT measurements
at these locations, but using a knife to remove
corrosion products we measured corrosion loss of
at least 1/8 in.

3.0 ASSESSMENT FINDINGS
GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 89 70
Conclusions & Recommendations
The dive tower staircase is heavily corroded and
should be replaced. The white corrosion products
that we observed suggest that underneath the
coating, the metal substrate is galvanized, which
is not a suitable coating for structures such as
these which are frequently wet and enclosed in
a humid environment. We recommend removing
and replacing it with a code-compliant structure
fabricated from a corrosion-resistant alloy, such as
316 stainless steel.

The railings on the dive tower platforms are
corroded at their base, which has likely aff ected
their structural integrity. The railings should also be replaced with a code-compliant structure fabricated
from a corrosion-resistant alloy.

The galvanized window frames at the viewing
area are heavily corroded due to water infi ltration
through the concrete. We recommend that once the
concrete has been repaired and waterproofed, these
frames are replaced with frames fabricated from a
corrosion-resistant alloy such as 316 stainless steel.

Building A Canopy Supports
We inspected the metal poles that are supporting
the Building A canopy and noted the following:
• The posts, particularly at deck level, exhibit
coating failure and localized corrosion of up to
50%.

Conclusions & Recommendations
The Building A canopy supporting poles have
corroded at several locations, especially at their
base, with thickness loss of up to 50%. We
recommend that these poles be replaced with
carbon steel posts coated with a 2-part epoxy
system.

3.0 ASSESSMENT FINDINGS
GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 90 71
Conclusions & Recommendations
We observed localized corrosion staining around
the pool deck at crack locations, suggesting
that localized rebar corrosion is occurring. Local
concrete repairs and waterproofi ng the deck
should eliminate this corrosion.

General Pool Deck
We conducted a brief inspection of the general deck
around the diving well and competition pool and
noted the following:
• The concrete deck is cracked with occasional
corrosion staining.
• The pool tiles at the waterline are corroded.

3.0 ASSESSMENT FINDINGS
GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 91 72
On September 27th, 2023, Anindya Dutta, Ph.D.,
S.E. and Megan Ladd, S.E. of SGH conducted a
visual evaluation of the concrete structures and
components at the Facility.

Concrete Pool Deck
The concrete pools and decks at Santa Clara Swim
Center were designed and constructed circa 1966.

Based on available drawings from the diving pool,
we understand the pool construction to consist of
varying thickness reinforced concrete walls with a
thickened concrete bond beam at the top of the
pool wall. The base of the pool is constructed of
a 6-inch reinforced concrete slab on grade with a
thickened edge at the wall support (Figure 1).

The decks surrounding the pools are constructed of
4- and 6-inch reinforced concrete slabs bearing on a
minimum of 4 inches of drain rock or gravel. The sole
section of the pool deck featuring an elevated slab is
the approximately 24 feet by 16 feet section located
to the east of the diving pool in the Viewing Room
Area (Figure 2).

The elevated slab spans between an upturned edge
beam and the bond beam at the top of the pool
wall, with a cold joint between the slab and the bond
beam as indicated in the original drawings (Figure 3)

3.0 ASSESSMENT FINDINGS

CONCRETE STRUCTURES AND COMPONENTS
Figure 1: Section at Viewing Room
Figure 2: Plan of Diving Pool
Figure 3: Section Bond Beam at Viewing Room
GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 92 73
• The topside of the elevated deck slab above
the viewing room has patching mortar applied.

SGH detected delamination of the patch
material when performing a chain drag.
• The underside of the viewing room elevated
slab has a large crack running longitudinally
along the slab. The crack is beginning to initiate
spalls, representing a safety hazard. Outside
of the spalled region, the underside of the slab
appeared in sound condition when we hit it
with a sounding hammer.

SGH Observations
During SGH’s site investigation, we noted the following conditions and code violations:
• SGH performed a chain drag at the topside of
all pool deck slabs. A chain drag test is a non-
destructive testing method used to evaluate the
presence of delamination in concrete structures.

The process involves dragging a chain across
the surface of the concrete and listening for
changes in sound, which can indicate areas where
delamination may be present.
• SGH performed a ground penetrating radar
(GPR) survey of select locations of the concrete
pool deck construction. GPR is a non-destructive
testing technique that uses electromagnetic waves
to investigate subsurface conditions and can be
used to detect the location and depth of rebar
within concrete.
• The typical pool deck slab on grade has signifi cant cracking uniformly. These cracks are likely due
to several reasons including soil compaction and
settlement cracking, drying shrinkage cracking due
to the wide spacing between control joints. These
cracks do not represent a life-safety hazard but
could present serviceability issues.
•

3.0 ASSESSMENT FINDINGS
GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 93 74
• Signifi cant eﬄ orescence and/or chemical
leaching is evident on the underside of the slab.
• The exterior face (viewing room side) of
the pool walls and the top bond beam both
have moderate cracks exhibiting signs of
eﬄ orescence and or chemical leaching. The
observed cracks align with reinforcement
locations, as determined by our GPR survey.

This indicates that moisture is likely reaching
the reinforcement, and corrosion of the rebar is
probable.
• The cold joint between the elevated slab and the
bond beam appears moderately deteriorated
with signs of water intrusion between the
concrete joint.
• The metal frames for the windows inset into the
viewing room pool room are exhibiting signs of
severe corrosion.
• The underside of the viewing room elevated slab
has a large crack running longitudinally along the
edge beam to the east. The crack is beginning
to initiate spalls. Signifi cant eﬄ orescence and or chemical leaching is evident on the underside of
the slab.

3.0 ASSESSMENT FINDINGS
GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 94 75
Service Life Assessment
Based on the date of initial construction, the pool
decks at International Swim Center are nearly sixty
years old. The expected lifespan of an exterior
exposed concrete structure ranges between
50 to 70 years. The expected service life varies
signifi cantly based on environmental conditions,
exposure to chemicals and water, maintenance
practices, and the quality of initial construction.

The initial construction quality of the pool decks
appears to be sound, with no observation of
exposed rebars (i.e., minimal concrete cover) or
poor compaction or consolidation of concrete.

However, there is signifi cant evidence of water
intrusion and chemical exposure at the viewing
room area.

Conclusions and Recommendations
The concrete pool decks at this Facility exhibit
signs of distress and deterioration. While the
cracking and settlement of the slabs on grade
do not present a life safety hazard, they may
pose serviceability issues. The current condition
of the elevated Viewing Room represents an
unsafe condition. Access to the Viewing Room
below or walking on top of the elevated slab
should be restricted. Given the condition of the
elevated deck, we recommend locally removing
and replacing the elevated slab and beam at the
earliest.

3.0 ASSESSMENT FINDINGS
GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 95 76
A combination of formed concrete bleachers
and aluminum seats supported by steel stringers,
constitute the stadium bleachers. The original
concrete bleachers, designed and constructed circa
1966, consist of reinforced concrete foundation
elements bearing on a base of compacted rock.

Based on available drawings (Figures 4 & 5), it
appears that the steps of the bleachers are not
reinforced in a way that reinforced concrete stairs
typically are (presence of L shaped rebars with a
nosing bar).

In 1981, the stadium seating was expanded with
additional concrete seats to match the existing
setup. Additional aluminum seats supported by steel
stringers and posts were also added. Lateral support
for this system was provided by cable braces
(Figure 6). The exterior perimeter of the stadium
bleachers was framed with light gauge metal stud
walls. Unfortunately, details for the stadium seating
expansion were unavailable in the existing drawings
available for review.

SGH Observations
During SGH’s site investigation, we noted the
following conditions:
• Both concrete and metal stadium seats are
present.
• The concrete slab and steps appear in fair
condition, with moderate settlement cracking
observed.
• The steel beam stringers, posts, and seat support
elements are painted and appear to be in sound
condition with no visible signs of corrosion.

3.0 ASSESSMENT FINDINGS

CONCRETE STADIUM BLEACHERS AND STEPS
Figure 4 - Stadium Bleacher Plan
Figure 5 - 1966 Concrete Bleacher Section
Figure 6 - 1981 Concrete Bleacher Section
GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 96 77
Service Life Assessment
The expected service life of the concrete and
steel stadium structures varies signifi cantly
based on environmental conditions, maintenance
practices, and the quality of initial construction.

The initial construction appears to be sound,
with no observation of exposed rebar or poor
consolidation in the concrete elements. The steel
stadium bleacher framing also appears of sound
condition, with no observation of missing bolts,
inadequate edge distance, poor quality welds, etc.

If properly maintained, the stadium bleachers can
remain in service for a signifi cant period of time.

Conclusions and Recommendations
The construction of the stadium bleachers appears
to be in fair condition structurally. However, we
note that architecturally, there may be some
concerns. The settlement of the concrete stair
elements may constitute a trip hazard. If the
hazard is deemed signifi cant, the concrete steps
and slabs should be removed, soil compacted, and
replaced in kind.

Additionally, given the exterior condition of the
stadium, the non-galvanized light gauge stud
wall framing should be replaced with galvanized
construction.

Annual visual observations of the structural steel
elements should be performed to inspect for signs
of corrosion or deterioration.
• Many of the studs for the perimeter walls have
been replaced with newer galvanized studs,
however top and bottom tracks appear to be
original and exhibit signs of corrosion. These light
gauge stud and track elements are not structural
elements.

3.0 ASSESSMENT FINDINGS
GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 97 78
The stadium roof was designed and constructed
circa 1977. It measures approximately 380 ft by 85
foot in plan and is framed with steel trusses running
in both the north-south and east-west directions.

Built box-WF columns support the steel trusses,
these columns are founded on 48 in. diameter drilled
pier foundations (Figure 7).

Per the drawings, these drilled piers extend 12 ft into the soil, and the steel columns embed approximately
6 ft into the concrete foundation (Figure 8).

3.0 ASSESSMENT FINDINGS

STEEL STADIUM ROOF
Figure 7: Stadium Roof Sections.

Transverse (S.4) and Longitudinal (A.5)
Figure 8: Foundation Detail
GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 98 79
• The paint of the structural steel trusses is
spalling at locations, however, we observed no
corrosion of steel members observed.
• The metal deck appears to be in fair condition.
• We observed signifi cant corrosion of the metal
gutter at the edge framing of the roof; refer
to the “Metal Structures and Components:
section. The gutter is fabricated of a bent 18
Ga. plate and is not a structural element.
• While the steel structure appears of sound
construction, we note that the lateral system of
the stadium roof consists of a steel cantilever
column system. Per the current Building Code
(2022 California Building Code), “Steel Special”
Cantilever Column Systems are permitted
in Seismic Design Category-D for building
heights of up to 35 ft``. “Ordinary” Cantilever
Column Systems are also permitted up to
The double-angle truss braces are connected to the
double-angle top chords and double-channel bottom
chords via welded plate connections. A corrugated
metal deck serves as the roof deck and is fastened to
the underside of the bottom chord of the steel trusses.

Arrays of solar panels are present on the roof, which
were previously in use as part of a solar water-heating system for the pool but have since been disconnected.

SGH Observations
During SGH’s site investigation, we noted the following conditions and code violations:
• The structural steel members appear to be in fair
condition with minimal signs of local corrosion.

3.0 ASSESSMENT FINDINGS
GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 99 80
heights of 35 ft provided the roof weight does
not exceed 20 psf. Given the age of construction,
it is unlikely that the system meets the detailing
requirements of a special system and would thus
constitute as an ordinary system. Based on the
drawings and our observations, the roof weight
is within the limits (especially if the solar heating
elements and supporting steel is removed) and
the structure height is less than 35 ft. Thus, it
is an allowable lateral system per the current
Building Code. However, it is likely that the
diaphragm (deck), chords, and collectors would
require strengthening in order to meet current
design loads. The pier foundation system should
also be checked against updated geotechnical
recommendations to confi rm its adequacy.

Service Life Assessment
Provided proper maintenance practices, such as
inspections for corrosion and regular re-painting, the
stadium roof structure can remain in service for a
number of additional years.

Conclusions and Recommendations
We recommend that the Facility Ownership
engage a structural engineer to perform a detailed
seismic evaluation of the stadium roof structure, to
identify any structural defi ciencies, and to propose
strengthening remediations in order to bring the
structure into Code compliance. SGH has signifi cant
experience in this type of work.

Annual visual observations of the structural steel
elements should be performed to inspect for signs
of corrosion or deterioration.

3.0 ASSESSMENT FINDINGS
GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 100
81 4.0 APPENDIX

CORDOVA COMMUNITY POOL
82 Photo 1
2023-09-27 JRS 114

Building A

Unprotected roof openings
pose a potential fall hazard
to the ground level below.

Photo 2
2023-09-27 CD 180

Building A
Roof level access

Single flight of wood stairs
leads directly to the roof
with no locked gates or
restrictions to the roof
level.

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 83 Photo 3
2023-09-27 CD 233

Building A
Low slope roof

Debris (e.g., dislodged
asphalt shingles,
swimming attire, wood
crates) exist on the roof.

Photo 4
2023-09-27 CD 265

Building A
Roof

Rooftop mechanical ducts
exhibit oil canning and
stains from potential
ponding water.

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 84 Photo 5
2023-09-27 CD 193

Building A
Steep-slope roofs

Poorly adhered shingles
occur at the slope
transition sheet metal.

Photo 6
2023-09-27 CD 195

Building A
Steep-slope roofs

Poorly adhered shingles
occur along the rake edge
and within the field of the
roof.

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 85 Photo 7
2023-09-27 CD 248

Building A
Steep-slope roofs

Organic growth exists on
the downslope edges of
asphalt shingles - see
Photo 8 for close up.

Photo 8
2023-09-27 CD 249

Building A
Steep-slope roofs

Algae growth exists on the
downslope edges of
asphalt shingles.

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 86 Photo 9
2023-09-27 CD 100

Building A
Steep-slope roofs

Missing shingles on the
roof hips align with the
ceiling crack, nail pops,
and bubbling in the
gypsum wallboard.

Photo 10
2023-09-27 CD 101

Building A
Steep-slope roofs

Bubbling in the gypsum
wallboard paint finish
(close-up of Photo 9).

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 87 Photo 11
2023-09-27 CD 204

Building A
Roof components

Sheet metal flashings,
rooftop mechanical
equipment, and other
metal roof components
exhibit moderate to severe
corrosion.

Photo 12
2023-09-27 CD 256

Building A
Roof components

Pipes and metal roof
components exhibit
varying degrees of
corrosion.

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 88 Photo 13
2023-09-27 JRS 134

Building A
Steel-slope roofs

Previous sealant repairs at
flashing are splitting and
deteriorated.

Photo 14
2023-09-27 JRS 103

Building A
Steep-slope roofs

Gapped roof edge flashing
exists at the top of the
stucco-clad walls.

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 89 Photo 15
2023-09-27 JRS 188

Building A
Steep-slope roofs

Significant wood decay at
the exposed ends of
common and hip rafters.

Photo 16
2023-09-27 JRS 194

Building A
Steep-slope roofs

Significant wood decay at
the exposed ends of
common and hip rafters.

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 90 Photo 17
2023-09-27 JRS 268

Building A
Building Elevation

Window frames are worn
and glazing seals are
deteriorated.

Photo 18
2023-09-27 JRS 218

Building A
Building Elevation

Aluminum-framed
windows are weathered.

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 91 Photo 19
2023-09-27 CD 203

Building A
Exterior window

Significant wood decay
exists at exterior window
trim.

Photo 20
2023-09-27 CD 291

Building A
Exterior door

Exterior hollow metal
doors are corroded and
deteriorated and
significant wood decay of
wall siding in foreground.

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 92 Photo 21
2023-09-27 CD 39

Building D
Stucco wall

Extensive cracks exist
throughout the stucco wall
cladding form a
checkerboard pattern.

Photo 22
2023-09-27 CD 346

Building D
Stucco wall

Soil settlement exists
behind the stucco-clad
bleacher walls.

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 93 Photo 23
2023-09-27 CD 390

Building D
Stucco wall

Extensive, relatively wide
cracks exist in the stucco-
clad bleacher walls.

Photo 24
2023-09-27 CD 364

Building D
Canopy bleachers

Soil erosion occurs around
column foundations and
along the concrete slab
walkway. The roof deck
downspouts have
separated from the
foundations.

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 94 Photo 25
2023-09-27 CD 326

Building D

The stucco wall weep
screed abuts the concrete
flatwork.

Photo 26
2023-09-27 CD 341

Building D

The stucco wall weep
screed is less than 1 in.
above grade.

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 95 Photo 27
2023-09-27 CD 72

Building A
Women's Showers

Sizeable cracks exist in the
plaster ceiling and wall
finishes. The location and
pattern of cracking indicate
wall movement.

Photo 28
2023-09-27 CD 136

Building A
Men's Showers

Over 1/8 in. wide cracks
exist in the plaster wall
finish adjacent to tile.

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 96 Photo 29
2023-09-27 CD 68

Building A
Women's Showers

Cracks and gaps within the
tile assembly particularly
at inside wall corners and
at tile ledges.

Photo 30
2023-09-27 CD 134

Building A
Shower facility

Water stains and chipped
paint exist on the non-tiled
portion of the shower
enclosures indicative of
water damage.

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 97 Photo 31
2023-09-27 CD 127

Building A
Shower facility

Water stains and chipped
paint exist on the non-tiled
portion of the shower
enclosures.

Photo 32
2023-09-27 CD 129

Building A
Shower facility

Water stains and chipped
paint exist on the non-tiled
portion of the shower
enclosures.

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 98 Photo 33
2023-09-27 CD 74
Building A
Shower facilities

Debonded ceramic tiles
exist on the small shelf
below the shower valves
and heads. The mortar bed
under the debonded tiles
is discolored and
discontinuous.

Photo 34
2023-09-27 CD 75

Building A
Shower facilities

Debonded ceramic tiles
expose the underlying
discolored and
discontinuous mortar bed.

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 99 Photo 35
2023-09-27 CD 123

Building A
Shower facility

Pronounced efflorescence
and discolored residue
exists along the base of
the tile-clad walls,
Photo 36
2023-09-27 CD 145

Building A
Shower facility

Pronounced efflorescence
and green residue exist
around shower control
escutcheon plates.

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 100

Photo 37
2023-09-27 CD 133

Building A
Shower facility

Efflorescence and
gray/white residue exist on
the tile grout and tiles.

GEORGE F. HAINES INTERNATIONAL SWIM CENTER VISUAL OBSERVATION ASSESSMENTS REPORT 101

City Council and Authorities ConcurrentJanuary 30, 2024

City Council and Authorities Concurrent
January 30, 2024