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Bridge Evaluation ReportBurrard Street Bridge
Prepared for:
Associated Engineering (BC) Ltd.300-4940 Canada WayBurnaby, BC V5G 4M5
Attention: Mr. Shane Cook, P.Eng.
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Bridge Evaluation Report
Burrard Street Bridge
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TABLE OF CONTENTS
1 INTRODUCTION ....................................................................................................................... 1
2 DECK SOFFIT AND SUBSTRUCTURE ................................................................................... 1
2.1
VISUAL REVIEW............................................................................................................... 1
2.2 LABORATORY TESTING.................................................................................................... 22.2.1 Water-Soluble Chloride Ion Content ......................................................................... 2
2.2.2
Extracted Cores ......................................................................................................... 2
3 DECK SURFACE ...................................................................................................................... 2
3.1 VISUAL REVIEW............................................................................................................... 33.2
CORROSION POTENTIAL MEASURMENTS.......................................................................... 4
3.3 LABORATORY TESTING.................................................................................................... 53.3.1 Water-Soluble Chloride Ion Content ......................................................................... 5
4 CONCRETE PARAPETS .......................................................................................................... 5
4.1
VISUAL REVIEW............................................................................................................... 5
4.2
LABORATORY TESTING.................................................................................................... 5
4.2.1 Extracted Cores ......................................................................................................... 54.2.2 Water-Soluble Chloride Ion Content ......................................................................... 6
5 INTERPRETATION OF FINDINGS ........................................................................................... 6
5 1 D C SO S S C 6
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1 INTRODUCTION
As part of their contract with the City of Vancouver for the condition assessment anddevelopment of rehabilitation strategies for the Burrard Street Bridge, Associated EngineeringLtd. has engaged Levelton Consultants Ltd. to conduct the following:
A brief visual review of the visible concrete portions of the substructure and samplingfrom select areas of the substructure to assess water-soluble chloride ion content, pH,and the presence of alkali-silica reactivity (ASR). It is understand that Associated hasconducted a visual detailed survey of the structure, complete with recording size andlocation of observed deterioration.
Visual review of the concrete parapet along the west side of the bridge and sampling atselect locations to determine water-soluble chloride ion content, pH, and the presence ofalkali-silica reactivity (ASR).
Sampling from the top side of the concrete deck in the north and southbound curb lanes,and the southbound bike lane to assess the condition of the deck and to determine thewater-soluble chloride ion profile. The original scope of this sampling was to removethree 2 m x 10 m strips of asphalt and conduct sampling, and delamination and half-cellsurveys on the exposed concrete deck. However, due to the prohibitive cost of removal
and disposal of the asbestos-impregnated asphalt the City requested that the survey beconducted by extraction of a number of cores.
The following presents the findings of the investigation and recommendations for repairs andrehabilitation with respect to the concrete portions of the structure.
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There is evidence that many of the expansion joints are leaking, which has resulted in corrosion-related deterioration on several of the concrete members adjacent to the joints and on the piersbelow the joints. The extent of the deterioration indicates that there has been active corrosionwithin the structure for several years.
Most of the onshore piers are in good condition with minor corrosion-related deterioration orminor cracking which is most likely a result of expansion due to ASR.
2.2 LABORATORY TESTING
2.2.1 Water-Soluble Chloride Ion Content
Concrete powder samples were collected from various locations throughout the deck soffit andsubstructure. Samples were collected by drilling into the concrete with a 25 mm diameter drill bit.
At all locations, except Location 1, the water-soluble chloride ion content is below the corrosioninitiation threshold of 0.030.05% by mass of concrete.
New concrete generally has a pH greater than 12.0. When steel is in a highly alkalineenvironment (pH >10.0) a passive layer forms on the steel surface which protects the steel fromaggressive corrosion (in the absence of chlorides). When atmospheric carbon dioxide diffusesinto the concrete a chemical reaction occurs which lowers the pH; when the pH drops below
about 10 the passive layer is no longer stable and the steel is no longer protected fromcorrosion. The pH of the concrete powder samples at several of the locations is slightly lowerthan that typically observed in new concrete, however, at all locations the pH is above thegenerally accepted threshold for carbonation-induced corrosion. These results indicate that thedepth of carbonation is minimal.
Table C1 in Appendix C presents the sample locations and test results; Photos 7 through 15 also
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3.1 VISUAL REVIEW
The concrete deck is reinforced with undeformed round bars varying from 10 to 15 mm indiameter, and square bars that are approximately 10 mm in section. Due to the layer of asphalton top of the concrete deck it was not always possible locate reinforcing steel and collect asample by coring.
Table 1 presents a summary of the condition of the extracted cores; the category Brokenapplies to cores that Levelton had to break into several pieces to extract; these cores generallycorrespond to the location where the half-cell equipment was grounded, so no reading could betaken at this location.Table 2 presents a summary of the condition of the rebar sampled from thedeck.
As can be seen from Tables 1 and 2 the majority of the deterioration observed is in the two
under-deck truss spans and the north approach. It should be noted that the review of the deckcarried out under this program is quite limited given the size of the structure, however, it doesindicate that there has been some corrosion-related deterioration within the concrete deck and isuseful in targeting future surveys and repairs.
Table 1: Summary of Core Condition
Number of Cores
Span Lane Good
Vertical
Crack Broken Delamination
South ApproachNorthbound 8 2 1 0
Southbound 8 0 1 1
South UnderdeckTruss Span
Northbound 2 0 1 0
Southbound 1 0 1 3
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Table 2: Summary of Rebar Condition
Number of Cores
Span Lane Good Fair PoorNone
Visible
South ApproachNorthbound 4 2 1 4
Southbound 2 4 0 4
South UnderdeckTruss Span
Northbound 0 1 1 1
Southbound 2 1 2 0
Main SpanNorthbound 0 1 0 5
Southbound 1 1 0 3
North UnderdeckTruss
Northbound 0 2 2 2
Southbound 1 2 1 1
North ApproachNorthbound 1 3 0 1
Southbound 1 2 1 0
Total 12 19 8 21
3.2 CORROSION POTENTIAL MEASURMENTS
Corrosion potential values provide information about the probability of active corrosion of therebar embedded in concrete. Based on Leveltons experience, active corrosion of steel in bridgedecks is often observed when potential values are more negative than about -200 mVCSEand thechloride levels at the rebar are elevated.
At most core locations corrosion potential measurements were taken on the exposed concrete
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Table 4: Summary of Corrosion Potential Measurements
Number of Readings
Corrosion Potential
(ASTM C876)
South
Approach
South
Under-deckTruss
Main
Span
North
Under-deck
North
Approach
>10%(>-200 mVCSE)
6 0 4 2 3
Uncertain(-200 to -350 mVCSE)
10 3 1 6 6
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4.2.2 Water-Soluble Chloride Ion Content
Levelton extracted concrete powder samples from five locations in the west parapet and testedthe samples for water-soluble chloride ion content and pH. At all locations the water-solublechloride ion content is below the generally accepted corrosion initiation threshold limit of 0.03-0.05% by mass of concrete and the pH of at all sample locations is greater than 10.0. Completetest results are presented in Table C3 in Appendix C.
5 INTERPRETATION OF FINDINGS
In general, the concrete elements of the Burrard Bridge are in relatively good condition for their
age. The notable exception is the parapets, which are showing advanced deterioration in theform of spalling. It is noted that the bridge was constructed prior to the use of air entrainment forfreeze-thaw protection, using what is likely to be relatively high-permeability concrete. Hence, theobserved deterioration is likely the result of freeze-thaw attack, ASR, and rebar corrosion actingtogether.
Elsewhere, localized spalling and deterioration is observed, but generally the concrete is soundand in good condition.
Some evidence of early-stage ASR is present. More extensive laboratory analysis, together within-situ monitoring is required to assess the future progression of this form of deterioration.
5.1 DECK SOFFIT AND SUBSTRUCTURE
Throughout the deck soffit there are numerous spalled areas which have exposed the reinforcing
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The corrosion potential measurements at many of the sample sites indicate an uncertainprobability of corrosion, and review of the condition of rebar exposed during sampling indicatesthat the steel is generally in good condition at most locations. Chloride ion concentrations atmost locations are quite low, which indicates that the waterproofing membrane and theasbestos-modified asphalt have done a reasonably good job of protecting the concrete deck.
The samples were taken from the northbound curb lane, and the current southbound curb andbike lanes; until recently the current southbound bike lane was the curb lane for vehicular traffic.These lanes were chosen as they are where the most advanced deterioration would be expectedto occur. However, it should be noted that this is a very small sample size, particularly given thesize of the structure and it is difficult develop a complete assessment of the condition of thedeck.
In general, the deck was found to be in sound condition with localized deterioration. If left in its
current state, the corrosion-related deterioration will continue to accumulate, eventuallynecessitating extensive repairs.
5.3 PARAPETS
The parapets are generally in poor condition with extensive spalling throughout, which hasexposed the reinforcing steel extensively. At several locations these spalls have been coatedwith paint, however, as with the deck soffit, this method provides only minimal protection to steel,
and it is likely that the spalls will continue to expand.
Laboratory testing indicated that the chloride concentrations and pH levels have not reached thegenerally accepted corrosion initiation thresholds; however, it is obvious that there are activedeterioration mechanisms within the parapets. The deterioration is likely the result ofsimultaneous freeze-thaw attack, ASR, and corrosion.
Th t f l t d d i i ifi t d it i t t d th t d bl i
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Prepare the substrate surface and rebar by sandblasting or hydromilling to removedbruised concrete and corrosion product.
Reinstate the concrete using class C-1 concrete as specified in CSA-A23.1-09, or usinga suitable proprietary repair product. Alternatively, concrete can be reinstated using an
appropriate wet-mix shotcrete.
The cracks noted in the sidewalk soffits are likely due to shrinkage of the concrete shortly afterconstruction. It appears that there is some leakage through these cracks, however, there isminimal corrosion-related deterioration associated with the cracks.
To repair the cracks it would be possible to inject them with epoxy resin, however, it may bemore advantageous to apply a waterproofing membrane on the top surface of the sidewalks toprevent moisture migration. If this approach is taken, existing spalls and delaminations would
need to be repaired as described above, however, there would be no need to inject the cracks.The choice of repair technique will depend on the Citys plans for the sidewalk in the future.
Other than protecting the structure from exposure to moisture, little can be done to mitigate theprogression of the ASR noted in the structure. However, lab testing indicates that the reaction isnot advanced and, given the age of the structure it is likely that the rate of the reaction is quiteslow. Further analysis and monitoring over several years is required in order to determine aprognosis for the ASR.
6.2 DECK SURFACE
While the extent of the deck survey is not sufficient to estimate the quantity of deteriorationthroughout the deck surface, it does indicate that in some locations there has been a failure ofthe waterproofing membrane which has allowed chlorides to build up to, and exceed, thecorrosion initiation threshold. Levelton recommends that a more extensive survey of the deck,
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APPENDIX A
PHOTOGRAPHS
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Photo 1: South Approach, East Elevation
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Photo 6: Corrosion-Related Deterioration in Deck Soffit
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Photo 8: Sample Locations in Span 31
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Photo 10: Sample Locations on Pier 6
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Photo 12: Sample Locations on Span 14
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Photo 14: Sample Locations Near Bent 13
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Photo 16: West Parapet Looking South
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Photo 18: Deterioration in West Parapet
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APPENDIX BCORE LOG
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Core 1
Length = 76 mmDiameter = 100 mm
MSA. = 30 mm
Condition of Core = Minorcorrosion staining
Size of Rebar = 15Mundeformed bar
Direction of Rebar = L
Condition of Rebar = Good
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Core 2
Length = 75 to 90 mm
Diameter = 100 mm
MSA. = 30 mm
Condition of Core = Good
Size of Rebar = 10MUndeformed bar
Direction of Rebar = T
Condition of Rebar = Fair, somesurface corrosion
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Core 4
Length = 43 to 59 mm
Diameter = 100 mm
MSA. = 30 mm
Condition of Core = Good
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Core 5
Length = 70 to 75 mm
Diameter = 100 mm
MSA. = 30 mm
Condition of Core = Corebroken into pieces
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Core 6
Length = 40 to 63 mm
Diameter = 100 mm
MSA. = 45 mm
Condition of Core = 0.5 mmwide vertical crack.
Size of Rebar = 15M
Direction of Rebar = L
Condition of Rebar = Fair, somesurface corrosion
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Core 7
Length = 80 mm
Diameter = 100 mm
MSA. = 25 mm
Condition of Core = Good
Size of Rebar = NV
Direction of Rebar = NV
Condition of Rebar = NV
Core 8
Length = 107 mm
Diameter = 100 mm
MSA. = 25 mm
Condition of Core = Good
Size of Rebar = NV
Direction of Rebar = NV
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Core 9
Length = 57 to 75 mm
Diameter = 100 mm
MSA. = 25 mm
Condition of Core = Good
Size of Rebar = 10MUndeformed bar /15M
Direction of Rebar = T/L
Condition of Rebar = Both barsare in poor condition withsignificant surface corrosion
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Core 11
Length = 50 mm
Diameter = 100 mm
MSA. = 45 mmCondition of Core = Good
Size of Rebar = 10M bar withsquare cross section
Di ti f R b T
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Core 13
Length = 37 to 63 mm
Diameter = 100 mm
MSA. = 25 mm
Condition of Core = Good
Size of Rebar = 10M square/10M undeformed
Direction of Rebar = T/L
Condition of Rebar = Poor,significant corrosion spots onboth bars
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Core 14
Length = 30 mm
Diameter = 100 mm
MSA. = 25 mm
Condition of Core = Core brokein pieces
Size of Rebar = 10Msquare/10M undeformed
Direction of Rebar = T/L
Condition of Rebar = Both barsare in fair condition with somesurface corrosion
Core 15
Length = 40 to 77 mm
Diameter = 100 mm
MSA. = 20 mm
Condition of Core = Good
Size of Rebar = NV
Direction of Rebar = NV
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Core 17
Length = 73 mm
Diameter = 100 mm
MSA. = 40 mm
Condition of Core = Good
Size of Rebar = NV
Direction of Rebar = NV
Condition of Rebar = NV
Core 18
Length = 45 mm
Diameter = 100 mm
MSA. = 25 mmCondition of Core = Good
Size of Rebar = 10Msquare/10M underformed
Di ti f R b T/L
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Core 19
Length = 60 mm
Diameter = 100 mm
MSA. = 25 mm
Condition of Core = Good
Size of Rebar = NV
Direction of Rebar = NV
Condition of Rebar = NV
Core 20
Length = 80 mm
Diameter = 100 mm
MSA. = 45 mmCondition of Core = Core brokein two pieces
Size of Rebar = NV
Di ti f R b NV
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Core 21
Length = 65 to 78 mm
Diameter = 100 mm
MSA. = 25 mm
Condition of Core = Good,minor honeycombing
Size of Rebar = NV
Direction of Rebar = NV
Condition of Rebar = NV
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Core 23
Length = 115 mm
Diameter = 75 mm
MSA. = 25 mm
Condition of Core = Good
Size of Rebar = 10Mundeformed bar
Direction of Rebar = L:
Condition of Rebar = Fair, somesurface corrosion
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Core 25
Length = 90 mm
Diameter = 75 mm
MSA. = 30 mm
Condition of Core = Corelocated over a vertical crack inasphalt. Two vertical cracksextend to depth of rebar anddelamination at the level of
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Core 26
Length = 78 mm
Diameter = 75 mm
MSA. = 25 mm
Condition of Core = Core brokein three pieces
Size of Rebar = 10M bar withsquare cross section
Direction of Rebar = T
Condition of Rebar = Fair, somesurface corrosion
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Core 27
Length = 98 mm
Diameter = 75 mm
MSA. = 30 mm
Condition of Core = Good
Size of Rebar = 10Mundeformed bar
Direction of Rebar = T
Condition of Rebar = Good
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Core 29
Length = 65 mm
Diameter = 75 mm
MSA. = 20 mm
Condition of Core = Core inpieces and delamination at thelevel of rebar
Size of Rebar = 10Mundeformed bar
Direction of Rebar = L
Condition of Rebar = Fair, somecorrosion
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Core 31
Length = 72 to 100 mm
Diameter = 75 mm
MSA. = 30 mm
Condition of Core = Core inpieces and delamination at thelevel of rebar
Size of Rebar = 10M
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Core 33
Length = 30 mm
Diameter = 75 mm
MSA. = 30 mm
Condition of Core = Core inpieces and delamination at thelevel of rebar.
Size of Rebar = 15Mundeformed bar
Direction of Rebar = LCondition of Rebar = Poor, lotsof surface corrosion
Core 34
Length = 89 to 103 mm
Diameter = 75 mm
MSA. = 30 mm
Condition of Core = Core brokeat level of rebar
Size of Rebar = 15Md f d b
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Core 35
Length = 55 mm
Diameter = 75 mm
MSA. = 25 mm
Condition of Core = Good
Size of Rebar = 15Mundeformed bar
Direction of Rebar = L
Condition of Rebar = Good
Core 36
Length = 29 to 59 mm
Diameter = 75 mm
MSA. = 20 mm
Condition of Core = Core brokeat level of rebar
Size of Rebar = 10Msquare/10M undeformed bar
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Core 38
Length = 60 mm
Diameter = 100 mm
MSA. = 20 mm
Condition of Core = Good
Size of Rebar = NV
Direction of Rebar = NV
Condition of Rebar = NV
Core 39
Length = 30 mm
Diameter = 100 mm
MSA. = mm
Condition of Core = Core brokeinto multiple pieces
Size of Rebar = 15Msquare/15M
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Core 40
Length = 20? mm
Diameter = 100 mm
MSA. = mm
Condition of Core = Core brokeinto multiple pieces
Size of Rebar = 15M
Direction of Rebar = T
Condition of Rebar = Fair, somesurface corrosion
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Core 42
Length = 55 mm
Diameter = 100 mm
MSA. = 40 mm
Condition of Core = Good
Size of Rebar = NV
Direction of Rebar = NV
Condition of Rebar = NV
Core 43
Length = 45 mm
Diameter = 100 mm
MSA. = 20 mm
Condition of Core = Core brokeinto two pieces
Size of Rebar = 15M bar withsquare cross section
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Core 44
Length = 40 to 68 mm
Diameter = 100 mm
MSA. = 25 mm
Condition of Core = Good
Size of Rebar = 10M bar withsquare cross section
Direction of Rebar = T
Condition of Rebar = ???
Core 45
Length = 85 mm
Diameter = 100 mm
MSA. = 15 mm
Condition of Core = Good
Size of Rebar = NV
Direction of Rebar = NV
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Core 47
Length = 65 mm
Diameter = 75 mm
MSA. = 25 mm
Condition of Core =Delamination at the level ofrebar and significant corrosionstaining
Size of Rebar = 10M bar withsquare cross section
Direction of Rebar = T
Condition of Rebar = Poor, lotsof corrosion visible
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Core 48
Length = 25 mm
Diameter = 100 mm
MSA. = 20 mm
Condition of Core =Delamination at level of rebarand corrosion staining
Size of Rebar = 10M bar withsquare cross section
Direction of Rebar = TCondition of Rebar = Poor,significant corrosion visible
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Core 49
Length = 70 mm
Diameter = 75 mm
MSA. = 15 mm
Condition of Core =Delamination at the level ofrebar
Size of Rebar = 10Msquare/10M square
Direction of Rebar = T/TCondition of Rebar = Good/Fair,few corrosion spots
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Core 51
Length = 60 mm
Diameter = 75 mm
MSA. = 25 mm
Condition of Core = Good.
Size of Rebar = 15Mundeformed/15M undeformed
Direction of Rebar = L/L
Condition of Rebar =
Good/Good
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Core 53
Length = 73 to 90 mm
Diameter = 75 mm
MSA. = 30 mm
Condition of Core = Good
Size of Rebar = 15Mundeformed bar
Di ti f R b T
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Core 54
Length = 55 to 83 mm
Diameter = 75 mm
MSA. = 25 mm
Condition of Core = Good
Size of Rebar = 15Mundeformed/15M undeformed
Direction of Rebar = L/L
Condition of Rebar = Good/Fair,
many corrosion spots
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ore 56
Length = 70 mm
Diameter = 100 mm
MSA. = 30 mm
Condition of Core = Core brokeinto pieces
Size of Rebar = NV
Direction of Rebar = NV
Condition of Rebar = NV
Core 57
Length = 41 to 78 mm
Diameter = 100 mm
MSA. = 25 mm
Condition of Core = Core brokeinto multiple pieces.Delamination at a depth of 23mm. There appears to be anoverlay
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Core 58
Length = 60 mm
Diameter = 100 mm
MSA. = 25 mm
Condition of Core =
Size of Rebar = NV
Direction of Rebar = NV
Condition of Rebar = NV
Core 59
Length = 115 mm
Diameter = 100 mm
MSA. = 20 mm
Condition of Core = Good
Size of Rebar = 15M
Direction of Rebar = T
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Core 60
Length = 78 to 110 mm
Diameter = 100 mm
MSA. = 40 mm
Condition of Core = Good
Size of Rebar = 15Mundeformed/30M undeformed
Direction of Rebar = T/L
Condition of Rebar =
Transverse bar is in faircondition with some surfacecorrosion. Longitudinal bar isgenerally in good condition withminor surface corrosion
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APPENDIX CWATER-SOLUBLE CHLORIDE ION CONTENT TEST RESULTS
T bl C1 W t S l bl Chl id I C t t
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Table C1: Water-Soluble Chloride Ion ContentDeck Soffit and Substructure
Sample Sample LocationTest
Increment(mm)
Water-SolubleChloride IonContent (%
mass ofConcrete)
pH
1 North Abutment
0-20 0.202 11.7
40-60 0.232 11.9
60-80 0.159 11.8
2East side of East Girder in
Span 31
0-20 0.053 10.7
20-40 0.011 11.9
40-60
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TABLE C2:Water-Soluble Chloride Ion ContentDeck Surface
Span Core
Chainagefrom SouthAbutment
(m)
RebarDepth (mm)
Half-CellPotential(mVCSE)
TestIncrement
(mm)
Water-SolubleChloride Ion
Content (% mass of
Concrete)
achSpan
1 28.2 72 Ground
0-20
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TABLE C2:Water-Soluble Chloride Ion ContentDeck Surface (continued)
Span Core
Chainagefrom SouthAbutment
(m)
Rebar Depth(mm)
Half-CellPotential(mVCSE)
TestIncrement
(mm)
Water-SolubleChloride Ion Content
(% mass of
Concrete)
51 384.6 51 -1860-20
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TABLE C2:Water-Soluble Chloride Ion ContentDeck Surface (continued)
Span Core
Chainagefrom SouthAbutment
(m)
Rebar Depth(mm)
Half-Cell
Potential(mVCSE)
Test
Increment(mm)
Water-SolubleChloride Ion Content
(% mass ofConcrete)
South
Approach
Span
60 20. 72 -345
0-20 0.014
20-40 0.020
40-60 0.012
60-80 0.077
80-110
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TABLE C2:Water Soluble Chloride Ion Content Deck Surface (continued)
Span Core
Chainagefrom SouthAbutment
(m)
Rebar Depth(mm)
Half-CellPotential(mVCSE)
TestIncrement
(mm)
Water-SolubleChloride Ion Content(% mass of Concrete)
MainSpan
19 580.0 82 -192
0-20 0.006
20-40 0.005
40-60
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TABLE C2:Water Soluble Chloride Ion Content Deck Surface (continued)
Span Core
Chainagefrom SouthAbutment
(m)
Rebar Depth(mm)
Half-CellPotential(mVCSE)
TestIncrement
(mm)
Water-SolubleChloride Ion Content(% mass of Concrete)
NorthUnder-deckTrussSpan
26 741.6 30 -1320-20 0.012
20-40 0.017
36 732.3 20 Ground
0-20 0.032
20-40 0.030
40-59 0.026
37 720.5 30 -145
0-20
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C ate So ub e C o de o Co te t ec Su ace (co t ued)
Span Core
Chainagefrom SouthAbutment
(m)
Rebar Depth(mm)
Half-CellPotential(mVCSE)
TestIncrement
(mm)
Water-SolubleChloride Ion Content(% mass of Concrete)
34 769.3 86 -217
0-20
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TABLE C3:Water-Soluble Chloride Ion ContentParapets
SampleTest
Increment(mm)
Water-SolubleChloride Ion
Content (% massof Concrete)
pH
1
0-20 0.025 11.9
20-40 0.020 12.3
40-60 0.016 12.4
60-80 0.013 12.4
80-100 0.007 12.4
100-120 0.006 12.4120-140
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APPENDIX DGENERAL ARRANGEMENT
SOUTH ABUTMENT
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L0 L1 L2 L3 L4 L5 L6 L7 L8 L 9 L1 0
L0 L2 L4 L6
L8 L0 L2 L4 L6
L8 L10
U0 U2 U4 U6
U8 U0 U2 U4 U6
U8 U10
L0
U0
L2
U2
L4
U4
U1
U2
U3 U4 U5 U6 U7
U8
U9
NORTH ABUTMENT
L6
U6
L8
U8
L10
U10 U2 U4
L6
U6
L8
U8
L2 L4
U0
L0
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EASTWEST
WESTNO-POST
BARRIERBRIDGEDECK
STRINGERS, TYP.FLOORBEAM
EAST NO-POST
BARRIER
WEST EXTERIOR
PARAPET
EAST EXTERIOR
PARAPET
EASTBIKELANEWEST SIDEWALK WEST BIKE LANE
CONTINUOUS EDGE
FASCIABEAM
CONTINUOUS EDGE
FASCIABEAM
B C D E F G H I J KA
EASTTOPCHORD
EASTTRUSS
VERTICALS, TYP.
EASTBOTTOM
CHORD
DIAGONAL
BRACINGS,TYP.
WESTTRUSS
VERTICALS, TYP.
WEST BOTTOM
CHORD BOTTOM BRACINGS,
TYP.
WESTNO-POST
BARRIERBRIDGEDECK
EASTWEST
EASTOUTRIGGE
EASTGIRDER
EAST
DIAPHRAGM
EAST COLUMNMIDDLE COLUMNWESTCOLUMN
WESTOUTRIGGER
WESTGIRDER
WEST
DIAPHRAGM
EAST NO-POST
BARRIER
WEST EXTERIOR
PARAPET
EAST EXTERIOR
PARAPET
EASTBIKELANEWESTSIDEWALK WESTBIKELANE
CONTINUOUS EDGE
FASCIABEAM
CONTINUOUS ED
FASCIABEAM