2017/2018 BRIDGE DECK CONDITION SURVEYS AND MISCELLANEOUS … · 2017/2018 Bridge Deck Condition...
Transcript of 2017/2018 BRIDGE DECK CONDITION SURVEYS AND MISCELLANEOUS … · 2017/2018 Bridge Deck Condition...
PROVINCE OF BRITISH COLUMBIA, MINISTRY OF TRANSPORTATION AND INFRASTRUCTURE,
GEOTECHNICAL AND MATERIALS ENGINEERING, SOUTHERN INTERIOR REGION
2017/2018 BRIDGE DECK CONDITION SURVEYS AND MISCELLANEOUS TESTING/INSPECTION SERVICE
BRIDGE DECK EVALUATION REPORT FOR ATHALMER BRIDGE #0517
JANUARY 02, 2019
CONFIDENTIAL
WSP Canada Inc.
2017/2018 BRIDGE DECK CONDITION SURVEYS AND MISCELLANEOUS TESTING/INSPECTION SERVICE
BRIDGE DECK EVALUATION REPORT FOR ATHALMER BRIDGE #0517
PROVINCE OF BRITISH COLUMBIA, MINISTRY OF
TRANSPORTATION AND INFRASTRUCTURE, GEOTECHNICAL AND
MATERIALS ENGINEERING, SOUTHERN INTERIOR REGION
CONFIDENTIAL
PROJECT NO.: 181-04790-00.01
DATE: JANUARY 02, 2019
WSP
SUITE 1000
840 HOWE STREET
VANCOUVER, BC, CANADA V6Z 2M1
T: +1 604 685-9381
F: +1 604 683-8655
WSP.COM
2017/2018 Bridge Deck Condition Surveys and Miscellaneous Testing/Inspection Service Project No. 181-04790-00.01 Province of British Columbia, Ministry of Transportation and Infrastructure, Geotechnical and Materials Engineering, Southern Interior Region
WSP January 2019
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S I G N A T U R E S
PREPARED BY
[Original Signed and Sealed by D.O’Brien]
Damien O’Brien, P.Eng.
Project Engineer
Environment
Date
APPROVED BY
[Original Signed by O. Gepraegs]
Oliver Gepraegs, MASc., P.Eng.
Senior Materials Engineer
Environment
Date
WSP Canada Inc. prepared this report solely for the use of the intended recipient, Province of British Columbia, Ministry of Transportation and Infrastructure, Geotechnical and Materials Engineering, Southern Interior Region, in accordance with the professional services agreement. The intended recipient is solely responsible for the disclosure of any information contained in this report. The content and opinions contained in the present report are based on the observations and/or information available to WSP Canada Inc. at the time of preparation. If a third party makes use of, relies on, or makes decisions in accordance with this report, said third party is solely responsible for such use, reliance or decisions. WSP Canada Inc. does not accept responsibility for damages, if any, suffered by any third party as a result of decisions made or actions taken by said third party based on this report. This limitations statement is considered an integral part of this report.
The original of this digital file will be conserved by WSP Canada Inc. for a period of not less than 10 years. As the digital file transmitted to the intended recipient is no longer under the control of WSP Canada Inc., its integrity cannot be assured. As such, WSP Canada Inc. does not guarantee any modifications made to this digital file subsequent to its transmission to the intended recipient.
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TABLE OF CONTENTS
1 INTRODUCTION ............................................. 1
1.1 Location .......................................................................... 1
1.2 Bridge Description ........................................................ 2
2 VISUAL REVIEW ............................................ 2
2.1 Deck Slab ....................................................................... 2
2.1.1 Deck Surface ........................................................................................... 2
2.1.2 Curbs, Railings, and Drains .................................................................... 2
2.1.3 Joints ........................................................................................................ 3
2.1.4 asphalt approaches ................................................................................. 3
2.2 Deck Underside ............................................................. 3
2.2.1 Deck Soffit ............................................................................................... 3
2.2.2 Steel Girders ............................................................................................ 3
2.2.3 Piers ......................................................................................................... 3
2.2.4 Abutments ................................................................................................ 4
3 FIELD TESTING/SURVEYING........................ 4
3.1 Delamination Survey ..................................................... 4
3.2 Half-Cell Survey ............................................................. 4
3.3 Rebar review/Extracted Cores ..................................... 5
3.4 Top Cover Measurements ............................................ 6
4 LABORATORY TESTING ............................... 6
5 SUMMARY .................................................... 10
5.1 Interpretation of Findings ........................................... 10
5.1.1 Concrete Deck ....................................................................................... 10
5.1.2 Substructure .......................................................................................... 10
5.2 Rehabilitation/Maintenance Recommendations ...... 11
5.2.1 Concrete Deck ....................................................................................... 11
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TABLES
TABLE 1: SUMMARY OF JOINT INFORMATION .......... 3 TABLE 2: SUMMARY OF DELAMINATION DATA ......... 4 TABLE 3: REBAR REVIEW/CORE LOG ........................ 5 TABLE 4: TOP COVER MEASUREMENTS (MM) .......... 6 TABLE 5: WATER SOLUBLE CHLORIDE CONTENT ... 7
APPENDICES
A GENERAL DECK DRAWINGS
B PHOTOGRAPHS
C DELAMINATION SURVEY
2017/2018 Bridge Deck Condition Surveys and Miscellaneous Testing/Inspection Service Project No. 181-04790-00.01 Province of British Columbia, Ministry of Transportation and Infrastructure, Geotechnical and Materials Engineering, Southern Interior Region
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1 INTRODUCTION The Ministry of Transportation and Infrastructure, Geotechnical and Materials Engineering, Southern Interior
Region has retained WSP Canada Inc. (WSP) to conduct a bridge deck condition evaluation of Athalmer Bridge on
Athalmer Road, located in Athalmer, BC. This work is part of Consulting Services Contract 860CS1346,
Assignment 2017, administered by Mr. John Braidford. The field investigation was conducted on September 20 and
21, 2018. The purpose of the assignment was to perform the necessary field investigation work required to:
— Evaluate the present condition of the bridge deck surface and underside;
— Provide interpretation of results and to relate results with visual observations;
— Provide commentary on specific deck conditions and related problems; and
— Provide recommendations for rehabilitation options.
The evaluation included a full visual condition survey (including photograph logging), delamination (chain drag)
survey, determination of cover thickness to the top mat of rebar, and removal of concrete samples for laboratory
analysis of chloride ion content.
1.1 LOCATION
The bridge is located on Athalmer Road approximately 1.7 km west of the intersection with Highway 95 in the
Rocky Mountain District of the Southern Interior Region, and spans over the Columbia River at Windermere Lake.
Athalmer Bridge
#0517
2017/2018 Bridge Deck Condition Surveys and Miscellaneous Testing/Inspection Service Project No. 181-04790-00.01 Province of British Columbia, Ministry of Transportation and Infrastructure, Geotechnical and Materials Engineering, Southern Interior Region
WSP January 2019
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1.2 BRIDGE DESCRIPTION
Built in 1987, this structure is curved, super-elevated, and slants downwards from east to west. The bridge deck
consists of one eastbound and one west bound lane with five spans supported on four piers and two abutments; east
and west. The concrete deck, reinforced with epoxy coated rebar for the top mat of reinforcing and black steel for
the bottom mat of reinforcing, is supported by four longitudinal steel girders with steel cross-bracing for lateral
support. The piers consist of three circular steel pipe piles and a concrete cap. The abutments consist of a ballast
wall, and bearing seat.
There is a concrete sidewalk along the south edge of the bridge, which is approximately 2.0 m wide and 0.3 m high,
and a concrete curb along the north edge, which is approximately 0.9 m wide and 0.3 m high. Along both sides of
the bridge are galvanized steel railings and posts which are connected to the top edge of the concrete curb and
sidewalk. There are deck drains present in eastbound lane of the deck.
The curved bridge has an outside length of 173.3 m (568’-7”) and a roadway width of 8.5 m (27’-11”), with a total
deck area of approximately 1470 m2 (15,823 ft2). The chainage and span numbering referenced in this report
increases from east to west; the stringer and the bearing numbering increases from north to south. Drawings showing
the deck details of the bridge is presented in Appendix A; Photos 1 to Photo 5 in Appendix B show standard deck
views and elevations.
2 VISUAL REVIEW The following comments are based on a visual inspection. Photographs showing standard site and component views,
typical and isolated defect and deterioration severity levels, and those of other noteworthy importance are logged in
Appendix B.
2.1 DECK SLAB
2.1.1 DECK SURFACE
The exposed concrete deck surface is in poor condition with a significant amount of concrete and asphalt patches,
delaminations, and delaminated/spalled patches (Photos 6 to 12). One area of spalled patching shows exposed
corroded rebar with debonded epoxy coating (Photos 13 and 14). The concrete deterioration is occurring primarily in
the westbound lane of the deck.
There is some surface paste loss visible on the deck, particularly in the wheel paths (Photo 15). The rideability of the
deck is generally fair due to spalled concrete and exposed rebar.
2.1.2 CURBS, RAILINGS, AND DRAINS
There is a concrete sidewalk along the south edge of the bridge and a concrete curb along the north edge. Along both
sides of the bridge are galvanized steel railings and posts which are connected to the top edge of the concrete curb
and sidewalk (Photo 16). The concrete curb and sidewalk are in fair to good condition with some minor transverse
cracking (Photo 17 to 19).
The galvanized steel posts and railings are in good condition with no broken, bent, or loose sections visible (Photo
20). The deck drains are in good condition with some minor debris at some locations (Photo 21).
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2.1.3 JOINTS
There are two visible transverse joints along the exposed concrete deck, above each of the abutments. The abutment
joints consist of armour and sealant. Joint details are presented in Table 1:
Table 1: Summary of Joint Information
CHAINAGE
(m)
JOINT WIDTH
(mm)
CONDITION OF
ARMOUR
CONDITION OF
SEAL PHOTO NO.
0.0 41 Good Fair – filled with
debris 22
173.3 44 Good Fair – filled with
debris 23
2.1.4 ASPHALT APPROACHES
The asphalt approaches at both ends of the bridge deck are in fair to good condition (Photos 24 and 25). Both
approaches have been re-paved since the original construction within approximately 10 m of the bridge deck and
exhibit some rutting and ravelling of the asphalt in the wheel paths of both lanes, and some transverse cracking
(Photo 26).
2.2 DECK UNDERSIDE
The components underneath the deck were reviewed from the accessible areas below the bridge; therefore, elevated
elements and elements located over Columbia River could not be reviewed closely.
2.2.1 DECK SOFFIT
The concrete deck soffit is generally in poor condition with many areas of deterioration throughout, particularly
below areas where the top surface was patched (Photos 27 to 38). The soffit exhibits large areas of efflorescence and
cracking below areas of top-surface deterioration, with spalls present within many of the areas of efflorescence.
Areas of spalling due to top-surface patching work (blow-throughs) are visible in some areas. The majority of these
blow-throughs have not been repaired as full thickness repairs.
The curb and sidewalk soffits on both sides of the deck are in fair to good condition with some minor cracks visible.
2.2.2 STEEL GIRDERS
The concrete deck of the bridge is supported by four longitudinal steel girders with steel cross bracing. The
longitudinal steel appears to be weathering steel, while the cross-bracing appears to be galvanized steel. The
elements are generally in good condition with no deterioration visible (Photos 39 to 41). Deck run-off from drains is
generally diverted away from the steel elements by pipes (Photo 42).
2.2.3 PIERS
The concrete caps and steel pipe piles of the four piers supporting the deck are generally in good condition with no
visible deterioration (Photos 43 to 47). The bearings, from accessible locations, appear to be in good condition, with
the exception of localized leakage staining on Pier 4, there is no major evidence of leakage.
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2.2.4 ABUTMENTS
The two abutments supporting the bridge deck are generally in fair to good condition (Photos 48 to 54). Each
abutment has five cracks marked by others and minor signs of water leakage through the joints above. The bearings
appear to be in good condition.
3 FIELD TESTING/SURVEYING
3.1 DELAMINATION SURVEY
The delamination survey was performed in accordance with ASTM D4580 using the Chain Drag Method as outlined
in Procedure B. The survey was performed over the entire deck surface; the results are listed in Table 2 and
graphically presented in Appendix C.
The delamination survey indicates that approximately 19% of the deck surface is currently delaminated or has been
patched, and the locations of deterioration are mostly located at the joints at either end of the bridge deck.
It should be noted that the majority of deterioration is located in the westbound lane with 30% of delaminations and
patches compared to 9% in the eastbound lane.
Table 2: Summary of Delamination Data
DECK
AREA
DELAMINATIONS
(EXCLUDING
PATCHES)
DELAMINATED
PATCHES
SOUND
PATCHES
TOTAL
DELAMINATIONS
(INCLUDING
DELAMINATED
PATCHES)
TOTAL PATCHES
AND
DELAMINATIONS
Lane (m²) Count Area
(m²) Count
Area
(m²) Count
Area
(m²) Area (m²) % Area (m²) %
Eastbound 743.9 86 36.8 7 3.2 40 28.3 40.0 5.4 68.3 9.2
Westbound 726.6 114 55.3 18 15.2 94 143.2 70.5 9.7 213.7 29.4
Total 1470.5 200 92.1 25 18.4 134 171.5 110.5 7.5 282.0 19.2
3.2 HALF-CELL SURVEY
ASTM C 876 indicates that the half-cell technique is not suitable for structures built with epoxy-coated rebar;
therefore WSP did not conduct half-cell testing on the concrete deck.
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3.3 REBAR REVIEW/EXTRACTED CORES
As previously mentioned, the concrete deck is reinforced with epoxy coated rebar on the top mat of reinforcing.
WSP exposed the top mat of rebar at four locations by coring and or chipping to visually review the condition of the
epoxy coated rebar (Photos 56 to 60). The core location is shown in Appendix C. The observations are summarized
in Table 3.
Table 3: Rebar Review/Core Log
CORE
NO. LANE
CHAINAGE
(m)
OFFSET
FROM
SOUTH
CURB (m)
REBAR
DEPTH
(mm)
DIRECTION
OF REBAR
SIZE OF
REBAR
(mm) REBAR CONDITION
CONCRETE
CONDITION AT
CORE
LOCATION
1 Westbound 27.7 1.1 47 T 15 Fair: Debonded
epoxy
Area of
delaminated
concrete
2 Westbound 67.0 1.4 34 T 15
Poor: Debonded
epoxy and corrosion
product visible
Delaminated
patch
3 Westbound 96.0 1.2 48 T & L 15
Poor: Debonded
epoxy and corrosion
product visible
Spalled patch
4 Westbound 119.5 2.7 34 T 15
Poor: Debonded
epoxy and corrosion
product visible
Sound concrete in
close proximity to
delaminations and
patches
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3.4 TOP COVER MEASUREMENTS
Clear concrete cover thickness to the top mat of rebar was measured at select locations throughout the bridge deck;
the results of this survey are presented in Table 4. The concrete cover to the rebar ranges from 35 mm to 56 mm,
with an average value of approximately 47 mm.
Table 4: Top Cover Measurements (mm)
CHAINAGE (m)
WESTBOUND
CURB
WESTBOUND
CENTRE CENTRE LINE
EASTBOUND
CENTRE
EASTBOUND
CURB
0 35 44 44 48 47
25 45 48 47 45 46
50 45 49 47 50 49
75 45 41 42 44 46
100 55 55 56 53 52
125 48 45 47 44 48
150 50 47 49 51 48
175 48 45 47 46 48
4 LABORATORY TESTING Samples for the determination of water-soluble chloride ion content were obtained by coring. The cored specimens
were sliced into 20 mm increments excluding the top 5 mm from the deck surface and crushed into powder samples,
which were analyzed for water-soluble chloride ion content in accordance with CSA A23.2-4B. The chloride ion
content test results are shown as a percentage of the concrete mass, which was converted to a percentage of the mass
of the cementitious materials in the concrete assuming that 14 percent of cementitious material by weight was used
in the concrete mix. Actual mix design properties are not known. Sampling locations are graphically presented in
Appendix C and the test results are summarized in Table 5.
The chloride ion concentrations at the depth of the top mat of reinforcement at all 12 sample locations are greater
than the generally accepted corrosion initiation threshold of 0.03% to 0.05% by mass of concrete. The threshold
value is presented as a range as it varies and is dependent on several conditions such as moisture, temperature, and
pH of surrounding concrete. None of the twelve sample locations are greater than the generally accepted corrosion
initiation threshold at the depth of the bottom mat of reinforcing.
2017/2018 Bridge Deck Condition Surveys and Miscellaneous Testing/Inspection Service Project No. 181-04790-00.01 Province of British Columbia, Ministry of Transportation and Infrastructure, Geotechnical and Materials Engineering, Southern Interior Region
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Table 5: Water Soluble Chloride Content
CORE
NUMBER REBAR COVER (mm) SAMPLE DEPTH (mm)
WATER-SOLUBLE
CHLORIDE IONS CSA
A23.2-4B
(% MASS OF CONCRETE)
WATER-SOLUBLE
CHLORIDE IONS CSA
A23.2-4B
(% MASS OF
CEMENTITIOUS
MATERIAL)
1 Top 47
Bottom 130**
5 – 20 0.553 3.950
20 – 40 0.327 2.336
40 – 60 0.130 0.929
60 – 80 0.034 0.243
80 – 100 <0.010 <0.071
100 – 120 <0.010 <0.071
120 - 140 <0.010 <0.071
2 Top 73
Bottom 130**
5 – 20 0.450 3.214
20 – 40 0.316 2.257
40 – 60 0.112 0.800
60 – 80 0.011 0.079
80 – 100 <0.010 <0.071
100 – 120 <0.010 <0.071
120 - 140 <0.010 <0.071
3 Top 64
Bottom 130**
5 – 20 0.342 2.443
20 – 40 0.207 1.479
40 – 60 0.119 0.850
60 – 80 0.030 0.214
80 – 100 <0.010 <0.071
100 – 120 <0.010 <0.071
4 Top 34
Bottom 130**
5 – 20 0.531 3.793
20 – 40 0.418 2.986
40 – 60 0.169 1.207
60 – 80 0.083 0.593
80 – 100 0.051 0.364
100 – 120 0.018 0.129
120 - 140 0.011 0.079
Notes: 1. Rebar depth obtained with the use of Pachometer/GPR unless noted otherwise. 2. **The bottom mat of rebar is at an approximate based on a soffit concrete cover of 50 mm and a bottom mat of reinforcement
consisting of 15M bars. 3. Chloride ion concentrations greater than the corrosion initiation threshold are shown in bold.
2017/2018 Bridge Deck Condition Surveys and Miscellaneous Testing/Inspection Service Project No. 181-04790-00.01 Province of British Columbia, Ministry of Transportation and Infrastructure, Geotechnical and Materials Engineering, Southern Interior Region
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Table 5: Water Soluble Chloride Content (Continued)
CORE
NUMBER REBAR COVER (mm) SAMPLE DEPTH (mm)
WATER-SOLUBLE
CHLORIDE IONS CSA
A23.2-4B
(% MASS OF CONCRETE)
WATER-SOLUBLE
CHLORIDE IONS CSA
A23.2-4B
(% MASS OF
CEMENTITIOUS
MATERIAL)
5 Top 53
Bottom 130**
5 – 20 0.344 2.457
20 – 40 0.236 1.686
40 – 60 0.152 1.086
60 – 80 0.061 0.436
80 – 100 <0.010 <0.071
100 – 120 0.024 0.171
120 - 140 <0.010 <0.071
6 Top 44
Bottom 130**
5 – 20 0.581 4.150
20 – 40 0.395 2.821
40 – 60 0.184 1.314
60 – 80 0.092 0.657
80 – 100 0.031 0.221
100 – 120 <0.010 <0.071
120 - 140 <0.010 <0.071
7 Top 52
Bottom 130**
5 – 20 0.504 3.600
20 – 40 0.334 2.386
40 – 60 0.158 1.129
60 – 80 0.075 0.536
80 – 100 0.014 0.100
100 – 120 <0.010 <0.071
120 - 140 <0.010 <0.071
8 Top 49
Bottom 130**
5 – 20 0.645 4.607
20 – 40 0.616 4.400
40 – 60 0.299 2.136
60 – 80 0.131 0.936
80 – 100 0.018 0.129
100 – 120 <0.010 <0.071
120 - 140 <0.010 <0.071
Notes: 1. Rebar depth obtained with the use of Pachometer/GPR unless noted otherwise. 2. **The bottom mat of rebar is at an approximate based on a soffit concrete cover of 50 mm and a bottom mat of reinforcement
consisting of 15M bars. 3. Chloride ion concentrations greater than the corrosion initiation threshold are shown in bold.
2017/2018 Bridge Deck Condition Surveys and Miscellaneous Testing/Inspection Service Project No. 181-04790-00.01 Province of British Columbia, Ministry of Transportation and Infrastructure, Geotechnical and Materials Engineering, Southern Interior Region
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Table 5: Water Soluble Chloride Content (Continued)
CORE
NUMBER REBAR COVER (mm) SAMPLE DEPTH (mm)
WATER-SOLUBLE
CHLORIDE IONS CSA
A23.2-4B
(% MASS OF CONCRETE)
WATER-SOLUBLE
CHLORIDE IONS CSA
A23.2-4B
(% MASS OF
CEMENTITIOUS
MATERIAL)
9 Top 47
Bottom 130**
5 – 20 0.526 3.757
20 – 40 0.476 3.400
40 – 60 0.309 2.207
60 – 80 0.140 1.000
80 – 100 0.017 0.121
100 – 120 <0.010 <0.071
120 - 140 <0.010 <0.071
10 Top 52
Bottom 130**
5 – 20 0.539 3.850
20 – 40 0.417 2.979
40 – 60 0.316 2.257
60 – 80 0.108 0.771
80 – 100 0.016 0.114
100 – 120 <0.010 <0.071
120 - 140 <0.010 <0.071
11 Top 46
Bottom 130**
5 – 20 0.382 2.729
20 – 40 0.420 3.000
40 – 60 0.317 2.264
60 – 80 0.141 1.007
80 – 100 0.035 0.250
100 – 120 <0.010 <0.071
120 - 140 <0.010 <0.071
12 Top 48
Bottom 130**
5 – 20 0.599 4.279
20 – 40 0.458 3.271
40 – 60 0.296 2.114
60 – 80 0.128 0.914
80 – 100 0.045 0.321
100 – 120 <0.010 <0.071
120 - 140 <0.010 <0.071
Notes: 1. Rebar depth obtained with the use of Pachometer/GPR unless noted otherwise. 2. **The bottom mat of rebar is at an approximate based on a soffit concrete cover of 50 mm and a bottom mat of reinforcement
consisting of 15M bars. 3. Chloride ion concentrations greater than the corrosion initiation threshold are shown in bold.
2017/2018 Bridge Deck Condition Surveys and Miscellaneous Testing/Inspection Service Project No. 181-04790-00.01 Province of British Columbia, Ministry of Transportation and Infrastructure, Geotechnical and Materials Engineering, Southern Interior Region
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5 SUMMARY
5.1 INTERPRETATION OF FINDINGS
5.1.1 CONCRETE DECK
The concrete deck is in poor condition with approximately 19% of the deck currently delaminated or patched, with
most of the deterioration exhibited in the westbound lane, with 30% of delaminations and patches compared to 9%
in the eastbound lane. Visual review of the epoxy coated rebar at four select locations shows debonding of the epoxy
coating with corroded rebar in most locations, including in areas of the deck considered sound (Core Location 4).
Laboratory testing indicates that the chloride ion concentrations at the depth of the top mat (not epoxy coated) of
reinforcement at all twelve sample locations are greater than the generally accepted corrosion initiation threshold of
0.03% and 0.05% by mass of concrete, however, the chloride ion concentrations at the depth of the bottom mat of
reinforcement is below the threshold in all test locations.
The galvanized steel railings, concrete curb, and concrete sidewalk are good condition no major deterioration. The
concrete soffit of the deck is in poor condition with many areas of efflorescence and spalling below the areas of top
surface deterioration. It is estimated that, 3% to 6% of the deck soffit exhibits some level of deterioration.
Considering the results of the visual review, field testing, and laboratory testing it is evident that corrosion-related
deterioration has been ongoing for some time and that the extent of deterioration is likely to progress at an
accelerated rate. Although the majority of deterioration of the concrete deck is currently in the form of sound
patches, it should be expected that these patches and likely the areas around the patches will continue to deteriorate
leading to an increase in the number of full thickness repairs required.
Although the epoxy coating present on the rebar offers protection against corrosion; holidays in the coating
(production standards allow for a certain number of holidays per unit length) and localised damage result in
localised areas of corrosion. Corrosion rates at these locations are typically higher than general corrosion of
uncoated bars. This is referred to as pitting corrosion that occurs as micro-cell corrosion causes considerable
localised section loss. In addition, the coating itself deteriorates over time while it is embedded in concrete. This
deterioration results in debonding and increased porosity of the epoxy, allowing moisture in a chloride ingress below
the coating. Patching of areas of deteriorated concrete containing epoxy coated rebar can similarly accelerate the
corrosion of rebar as field repairs of the coating are difficult and typically not effective. Based on the evidence
viewed on site, repairs to the epoxy coating during patch repairs have not been conducted. In addition, it is likely
that localised corrosion is occurring that has not resulted in delaminations.
WSP completed a review for MOTI to assess the performance of epoxy coated rebar and the findings were
comparable to the observations made for this structure. While the coating provides some level of protection, it is
relatively short-term (less than five years when compared to conventional rebar). In addition, section loss of the
rebar may not be detected as corrosion is concentrated and as such may result in loss of structural capacity that may
remain undetected.
5.1.2 SUBSTRUCTURE
The two concrete abutments are in fair to good condition, with some vertical cracks marked by others. The girders
and cross bracing are generally in good condition with no notable deterioration. The steel pipe piles and concrete
caps of the piers are also in good condition with no visible deterioration.
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5.2 REHABILITATION/MAINTENANCE RECOMMENDATIONS
5.2.1 CONCRETE DECK
Considering the findings of the review, it is WSP’s opinion that a new concrete overlay should be placed to below
the top mat of rebar within the next two to three years; as part of the overlay construction, the existing deck joints
should be replaced. All work should be carried out in accordance with the Ministry of Transportations construction
specifications. It is anticipated that approximately 3% to 6% of the deck will require full thickness repairs as part of
the overlay repairs. If the concrete overlay is not installed within the next two to three years, the amount of full
thickness repairs should be expected to increase.
Deck surface patch repairs should be completed to maintain rideability until the new overlay is installed. For patch
repairs to the deck, curbs, and abutments, WSP recommends the following patch repair procedure:
— Remove areas of deteriorated concrete by chipping with light-duty chipping hammers (maximum 15 lbs) until
sound concrete and clean rebar is identified. Care should be taken to avoid unnecessary damage to the epoxy
coating during chipping. In all areas chipping should be undertaken to at least 20 mm around the entire bar to
provide a mechanical anchor (i.e. enough for a worker to wrap his hand around the exposed bars);
— Remove all corrosion residue from rebar, if applicable;
— Augment rebar with greater than 15% cross-sectional area loss with new bars;
— Pressure wash the concrete surface and rebar (minimum 5,000 psi) to remove any debonded epoxy coating and
to remove micro-cracks in the substrate concrete occurring from chipping;
— Repair areas of epoxy coating damage by patching with compatible epoxy material in accordance with ASTM A
775M Section 12;
— Saw-cut the perimeter of the chipped concrete to a depth of nominally 20 mm to provide a square shoulder for
the repair patch, care should be taken to avoid cutting of rebar;
— Pressure wash the repair area to remove any dust and bring the substrate concrete to a saturated surface-dry
condition; and
— Reinstate repair patches with a high strength cementitious repair mortar. Use vibrators with non-metal heads to
avoid damage to epoxy coating.
WSP recommends that concrete removal for the overlay extends at least to below the top mat of steel, with the
existing epoxy coating completely removed from all locations of the top mat of rebar by high pressure hydro
demolition. This will ensure that the top mat of rebar is encased in new, uncontaminated concrete. This will give the
added benefit of a good mechanical bond to prevent the overlay from debonding from the substrate. If the existing
concrete is not removed to below the top mat of rebar, the longevity of the rehabilitation will be significantly
reduced as the reinforcing steel will remain in chloride contaminated concrete and will, therefore, continue to
corrode. The required surface preparation of the existing rebar during overlay placement should be addressed in the
specifications.
APPENDIX
A GENERAL DECK
DRAWINGS
APPENDIX
B PHOTOGRAPHS
APPENDIX
Photo 1: South elevation
Photo 2: North elevation
APPENDIX
Photo 3: North elevation
Photo 4: Bridge deck looking westbound
APPENDIX
Photo 5: Bridge deck looking eastbound
Photo 6: Typical deck deterioration
APPENDIX
Photo 7: Typical deck deterioration
Photo 8: Typical deck deterioration
APPENDIX
Photo 9: Typical deck deterioration
Photo 10: Typical deck deterioration
APPENDIX
Photo 11: Typical deck deterioration
Photo 12: Typical deck deterioration
APPENDIX
Photo 13: Spalled patch with exposed rebar at Chainage 96 in westbound lane
Photo 14: Exposed corroding rebar with debonded epoxy coating at Chainage 96 in westbound lane
APPENDIX
Photo 15: Deck surface paste loss
Photo 16: Typical view of curb and railing
APPENDIX
Photo 17: Transverse cracking of curb
Photo 18: Transverse cracking of curb
APPENDIX
Photo 19: Transverse cracking of sidewalk
Photo 20: Sidewalk and railing
APPENDIX
Photo 21: Typical deck drain
APPENDIX
Photo 22: Joint at Chainage 0.0
APPENDIX
Photo 23: Joint at Chainage 173.3
APPENDIX
Photo 24: Westbound approach
Photo 25: Eastbound approach
APPENDIX
Photo 26: Transverse crack in eastbound approach
Photo 27: Typical view of deck soffit
APPENDIX
Photo 28: Spalling of deck soffit
Photo 29: Spalling of deck soffit
APPENDIX
Photo 30: Efflorescence and spalling of deck soffit
Photo 31: Efflorescence and spalling of deck soffit
APPENDIX
Photo 32: Efflorescence and spalling of deck soffit
Photo 33: Efflorescence and spalling of deck soffit
APPENDIX
Photo 34: Blow-through on deck soffit from patch repair above
Photo 35: Efflorescence and cracking of deck soffit
APPENDIX
Photo 36: Efflorescence and spalling of deck soffit
Photo 37: Spalling of deck soffit
APPENDIX
Photo 38: Efflorescence and spalling of deck soffit
Photo 39: Typical view of steel elements
APPENDIX
Photo 40: Typical view of steel elements
Photo 41: Typical view of steel elements
APPENDIX
Photo 42: Drain standpipe
Photo 43: Pier 1
APPENDIX
Photo 44: Pier 1 bearing
Photo 45: Pier 2
APPENDIX
Photo 46: Pier 3
Photo 47: Pier 4
APPENDIX
Photo 48: Typical view of west abutment
Photo 49: Cracking marked by others on west abutment
APPENDIX
Photo 50: Bearings of west abutment
Photo 51: Wing wall of west abutment
APPENDIX
Photo 52: Typical view of east abutment, showing cracks marked by others
Photo 53: Typical view of east abutment, showing cracks marked by others
APPENDIX
Photo 54: Bearings of east abutment
Photo 55: Core location 1
APPENDIX
Photo 56: Core location 1 showing exposed rebar
Photo 57: Core location 2
APPENDIX
Photo 58: Core location 2 showing exposed rebar
Photo 59: Core location 3 showing exposed rebar
APPENDIX
Photo 60: Core location 4 showing exposed rebar
APPENDIX
C DELAMINATION
SURVEY
LEGEND:
DELAMINATED CONCRETE
DELAMINATED PATCH
SOUND PATCH
NOTES:
BRIDGE SCALE: METERS
YEAR BUILT: 1987
DATE TESTED: SEPT , 2018
30 40 50 604535 6555105 2015 250
MA
TC
H L
IN
E 1
CORE 1
Cl¯1
Cl¯2
Cl¯7
Cl¯8
Cl¯9
Centerline
EASTBOUND
LANE
TO HWY 95
WESTBOUND
LANE
7065 8075 9085 10095 110105 120115 130125
MA
TC
H L
IN
E 1
MA
TC
H L
IN
E 2
CORE 2
CORE 3
CORE 4
Cl¯3
Cl¯4
Cl¯10
Cl¯11
Centerline
EASTBOUND
LANE
TO HWY 95
WESTBOUND
LANE
ATHALMER BRIDGE #0517
DELAMINATION SURVEY
SOUTHERN INTERIOR REGION
ROCKY MOUNTAIN DISTRICT
BC MINISTRY OF TRANSPORTATION AND INFRASTRUCTURE
EL
DOB
IN
1:200
SEPT 2018
181-04790-00.01
DWG-1
Check and verify all dimensions before proceeding with the work. Do not scale drawings.
840 HOWE STREET SUITE 1000,
VANCOUVER, BC, CANADA V6Z 2M1
www.wsp.com FAX: 604.683.8655PHONE: 604.685.9381
© 2019 WSPGROUP
UNAUTHORIZED USE IS PROHIBITED
DELAMINATION SURVEY
SCALE: 1:200
N
Lane
Deck Area
Delaminations (excluding
patches)
Delaminated Patches Sound Patches
Total Delaminations (including
delaminated patches)
Total Patches and Delaminations
(m²)
Count
Area (m²)
Count
Area (m²)
Count
Area (m²) Area (m²)
%
Area (m²)
%
Eastbound Lane 743.9 86 36.8 7 3.2 40 28.3 40.0 5.4 68.3 9.2
Westbound Lane 726.6 114 55.3 18 15.2 94 143.2 70.5 9.7 213.7 29.4
Total 1470.5 200 92.1 25 18.4 134 171.5 110.5 7.5 282.0 19.2
LEGEND:
DELAMINATED CONCRETE
DELAMINATED PATCH
SOUND PATCH
NOTES:
BRIDGE SCALE: METERS
YEAR BUILT: 1987
DATE TESTED: SEPT , 2018
130 140135 150145 160155 170165 173.3
TO ATHALMER
JOINT
173.3
MA
TC
H LIN
E 2
Cl¯5
Cl¯6
Cl¯12
Centerline
EASTBOUND
LANE
TO HWY 95
WESTBOUND
LANE
ATHALMER BRIDGE #0517
DELAMINATION SURVEY
SOUTHERN INTERIOR REGION
ROCKY MOUNTAIN DISTRICT
BC MINISTRY OF TRANSPORTATION AND INFRASTRUCTURE
EL
DOB
IS
1:200
SEPT 2018
181-04790-00.01
DWG-2
Check and verify all dimensions before proceeding with the work. Do not scale drawings.
840 HOWE STREET SUITE 1000,
VANCOUVER, BC, CANADA V6Z 2M1
www.wsp.com FAX: 604.683.8655PHONE: 604.685.9381
© 2019 WSPGROUP
UNAUTHORIZED USE IS PROHIBITED
DELAMINATION SURVEY
SCALE: 1:200
N