DETAILED CONDITION SURVEY REPORT Bridge No. 044, Eglinton … · 2020-03-16 · A corrosion...
Transcript of DETAILED CONDITION SURVEY REPORT Bridge No. 044, Eglinton … · 2020-03-16 · A corrosion...
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DETAILED CONDITION SURVEY REPORT
Bridge No. 044, Eglinton Avenue Bridge over Etobicoke Creek
Toronto/Mississauga, Ontario
Prepared For:
City of Toronto / City of Mississauga C/O G.D. Jewell Engineering Inc.
Prepared by:
SPL Consultants Limited
Project: 10001609
December, 2015
TABLE OF CONTENTS
1/ Structure Identification Sheet
2/ Key Plan
3/ Summary of Significant Findings
4/ Detailed Condition Survey Summary Sheets – Asphalt Covered Deck
5/ Detailed Condition Survey Summary Sheets – Exposed Concrete Components
6/ Detailed Condition Survey Summary Sheet – Expansion Joints
7/ Detailed Condition Survey Summary Sheet - Drainage
8/ Survey Equipment and Calibration Procedures
9/ Core Photographs and Sketches
10/ Core Logs
11/ Sawn Asphalt Sample Photographs
12/ Sawn Asphalt Sample Logs
13/ Site Photographs
14/ Laboratory Test Results
15/ General Arrangement Drawing
16/ ACAD Drawings:
No. 1 - Surface Deterioration of Asphalt on Deck, Concrete Sidewalk and Parapet Wall
No. 2 - Asphalt Thickness of Deck and Concrete Cover of Parapet Wall and Sidewalk
No. 3 - Corrosion Potential of Deck, Parapet Wall and Sidewalk
No. 4 - Surface Deterioration of Soffit, Girders and Diaphragms
No. 5a, b - Surface Deterioration of Girders between West Abutment and West Pier
No. 5c, d, e, f - Surface Deterioration of Girders between West Pier and East Pier
No. 5g, h - Surface Deterioration of Girders between East Abutment and East Pier
No. 6a - Surface Deterioration of West Pier
No. 6b - Surface Deterioration of East Pier
No. 7 - Surface Deterioration of Abutments, Abutment Diaphragms and Retaining Walls No. 8 - Concrete Cover of Abutments and Retaining Walls
Structure Identification Sheet
Key Plan
KEY PLAN
Bridge No. 044, Eglinton Avenue over Etobicoke Creek
Toronto/Mississauga, Ontario
Bridge No. 044
Summary of Significant Findings
SUMMARY OF SIGNIFICANT FINDINGS
BRIDGE NO. 044, EGLINTON AVENUE BRIDGE OVER ETOBICOKE CREEK, TORONTO/MISSISSAUGA, ONTARIO
CONTENTS 1. INTRODUCTION ............................................................................................................................................................................................................................................... 1
2. METHODOLOGY .............................................................................................................................................................................................................................................. 2
3. FIELD AND LABORATORY WORK ...................................................................................................................................................................................................................... 3
3.1. Field Work ........................................................................................................................................................................................................................................ 3
3.2. Laboratory Work ............................................................................................................................................................................................................................... 3
4. BRIDGE STRUCTURE ........................................................................................................................................................................................................................................ 3
4.1. Asphalt Wearing Surface ................................................................................................................................................................................................................... 3
4.2. Waterproofing .................................................................................................................................................................................................................................. 4
4.3. Concrete Deck ................................................................................................................................................................................................................................... 4
4.3.1. Concrete Cover and Reinforcement ............................................................................................................................................................................................ 4
4.3.2. Corrosion Potential..................................................................................................................................................................................................................... 4
4.3.3. Compressive Strength ................................................................................................................................................................................................................ 5
4.3.4. Chloride Ion Content .................................................................................................................................................................................................................. 5
4.3.5. Air Void System .......................................................................................................................................................................................................................... 6
4.4. Deck Soffit, Girders and Diaphragms ................................................................................................................................................................................................. 6
4.4.1. Deck Soffit .................................................................................................................................................................................................................................. 6
4.4.2. Girders ....................................................................................................................................................................................................................................... 7
4.4.3. Diaphragms ................................................................................................................................................................................................................................ 7
4.5. Approach Slabs ................................................................................................................................................................................................................................. 7
4.6. Deck Joints ........................................................................................................................................................................................................................................ 7
4.7. Deck Drains ....................................................................................................................................................................................................................................... 7
4.8. Concrete Sidewalk ............................................................................................................................................................................................................................ 7
4.8.1. Concrete Cover ........................................................................................................................................................................................................................... 8
4.8.2. Corrosion Potential..................................................................................................................................................................................................................... 8
4.9. Concrete Parapet Wall and Steel Handrail ........................................................................................................................................................................................ 8
4.9.1. Concrete Cover ........................................................................................................................................................................................................................... 9
4.9.2. Corrosion Potential..................................................................................................................................................................................................................... 9
4.10. Guide Rails ........................................................................................................................................................................................................................................ 9
5. SUBSTRUCTURE COMPONENTS ....................................................................................................................................................................................................................... 9
5.1. Abutments ........................................................................................................................................................................................................................................ 9
5.1.1. Abutment Walls.......................................................................................................................................................................................................................... 9
5.1.2. Ballast Walls ............................................................................................................................................................................................................................. 10
5.1.3. Bearing Seats ............................................................................................................................................................................................................................ 10
5.1.4. Bearings ................................................................................................................................................................................................................................... 10
5.2. Piers ................................................................................................................................................................................................................................................ 10
5.2.1. Bearings ................................................................................................................................................................................................................................... 11
5.3. Retaining Walls ............................................................................................................................................................................................................................... 11
5.3.1. Concrete Cover ......................................................................................................................................................................................................................... 11
5.4. Embankments ................................................................................................................................................................................................................................. 11
5.4.1. Abutment Slope Protection and Retaining Walls ...................................................................................................................................................................... 11
5.4.2. Sidewalks.................................................................................................................................................................................................................................. 11
6. CLOSURE ....................................................................................................................................................................................................................................................... 12
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Bridge No. 044, Eglinton Avenue Bridge over Etobicoke Creek Project: 10001609 Toronto/Mississauga, Ontario
1. INTRODUCTION
SPL Consultants Ltd. was retained by G.D. Jewell Engineering Inc. to carry out a detailed bridge condition
survey and reporting for the accessible areas of Eglinton Avenue Bridge over Etobicoke Creek (Bridge
No. 044) in Toronto/Mississauga, Ontario. This report presents SPL Consultants’ findings, through field
investigations and laboratory testing. Field investigation was carried out on April 14 & 16, 2015
(substructure) and April 23 & 24, 2015 (deck).
Bridge No. 044, constructed in 1962 under Contract C61-36, is a three-span cast-in-place concrete slab
on concrete I girders, overlain with an asphalt wearing surface and carries four lanes of traffic along
Eglinton Avenue East and two lanes for the Bus Rapid Transit (BRT). The deck cross section consists of
twelve girders.
The overall span length of the bridge is 59.10 m. The current roadway width is 15.60 m at Eglinton
Avenue East and 9.73 m at the BRT roadway, separated by a jersey barrier. The structure has a west-east
orientation. The structure has a concrete parapet wall and sidewalk on the south side, and a barrier wall
on the north side. Photo 1 shows a view of the north elevation of Bridge No. 044.
Photo 1 – North Elevation of Bridge No. 044, Toronto/Mississauga, Ontario
The bridge was originally constructed in 1962 with 9.14 m pavement width and sidewalks on both sides.
The structure was a cast-in-place concrete T beam deck. In 1978 under Contract 76-123, it was widened
to the south with concrete I girders for the deck on two new piers and extension of the abutments. The
north sidewalk was removed and replaced with a wider sidewalk.
The structure was rehabilitated in 1999 including the following treatments:
Replacement of concrete deck, girders & diaphragms at north structure,
30 mm scarification of deck at south structure & 65 mm overlay placement,
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Bridge No. 044, Eglinton Avenue Bridge over Etobicoke Creek Project: 10001609 Toronto/Mississauga, Ontario
Modification of pier caps,
Installation of new deck drain,
Replacement of parapet wall,
Replacement of guiderail,
Removal and reconstruction of ballast wall,
Replacement of all abutment bearings,
Repair of concrete slope protection,
Replacement of girders with CPCI girders at north structure, and
Replacement of diaphragms at north structure.
The structure was rehabilitated in 2013 for BRT widening including the following treatments:
Removal of existing sidewalk, parapet wall & railing, light poles, pole bases and portion of deck from
the north side of structure,
Modification of top of wingwalls at the north side of structure,
Widening of approach slabs,
Replacement of asphalt and waterproofing system at the busway portion of structure,
Widening of deck at the north side of structure by 740 mm,
Removal of existing deck drain at the north side of structure,
Install new expansion joint at busway portion of structure,
Installation of new asphalt drainage tube on north side, and
Relocation of conduit at the north side of structure.
2. METHODOLOGY
In general, the procedures followed to conduct the condition survey and delamination survey were
those defined in Part 1 of the MTO Structure Rehabilitation Manual (2007). This assignment involved the
observation and recording of surface defects, delamination detection, grid layouts (1.5 m x 1.5 m), sawn
asphalt samples (minimum 300 mm x 300 mm), concrete cores (100 mm diameter), corrosion potential
survey, and physical testing of the concrete cores.
The delaminations in the concrete were detected by striking the surface with a chain or heavy hammer
and noting the type of sound being emitted. It should be mentioned that while this method is quite
reliable, it may not detect delaminations at a depth greater than 100 mm. The chain drag method was
used for all inspected horizontal surfaces and the hammer sounding method was used for all inspected
vertical and overhead surfaces. The areas and locations of patches, spalls, delaminations, exposed
reinforcement, honeycombing, wet areas, scaling and other observed defects were recorded.
The corrosion potential survey was performed in accordance with the requirements of ASTM C876 and
the MTO Structure Rehabilitation Manual. A positive ground connection was made directly to the
reinforcing steel at the locations shown on the accompanying drawings.
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Bridge No. 044, Eglinton Avenue Bridge over Etobicoke Creek Project: 10001609 Toronto/Mississauga, Ontario
3. FIELD AND LABORATORY WORK
3.1. Field Work
Fifteen (15) cores (eleven (11) in the south portion of deck, two (2) in the north portion of deck, one (1)
in the west approach and one (1) in the soffit on the south portion) and fourteen (14) sawn asphalt
samples (twelve (12) in the south portion of deck and two (2) in the north portion of deck) were
extracted from deteriorated and sound areas of the structure. The inside of the core holes as well as the
concrete surface in the sawn asphalt samples were examined carefully for cracks and other concrete
defects. All test holes were reinstated to their original condition using MTO-approved products.
Due to a contractor conflict with Dufferin Construction, SPL was not granted access to the BRT
portion by the City of Toronto/Mississauga.
A corrosion potential survey was conducted for the asphalt covered bridge deck, south concrete parapet
wall and south sidewalk.
Enclosed with this report are the detailed condition survey summary sheets, survey equipment and
calibration procedures, core photos/sketches, core logs, sawn asphalt sample photos, sawn asphalt
sample logs, site photographs, laboratory test results, and drawings.
3.2. Laboratory Work
One (1) core was selected for compressive strength testing (C2 on south portion), two (2) cores for air
void systems (C9 and C11 on south portion) and nine (9) cores for Chloride Ion Content on the concrete
deck (C1, C4, C5, C7, C8, C12 and C15 (soffit) on south portion, C10 and C13 on north portion).
4. BRIDGE STRUCTURE
4.1. Asphalt Wearing Surface
The width of the asphalt covered bridge deck is 15.60 m on Eglinton Avenue portion and 9.73 m on the
BRT portion, which is currently under construction. The total surveyed area of the deck was 918.84 m2,
which only includes the accessible Eglinton Avenue portion at the time of field work. The condition of
the asphalt wearing surface on the surveyed area of bridge deck was identified through visual field
observations and review of cores and sawn asphalt samples. Drawing No. 1 shows the location of the
cores and sawn asphalt samples. The general pavement surface condition is shown in Photos P3 to P6.
The asphalt wearing surface on the concrete deck was generally in good condition with unsealed
transverse (39.3 m) and longitudinal (60.6 m) cracking, asphalt patches (1.20 m2) and asphalt ravelling
(101.50 m2). The total asphalt thickness, measured at the cores and sawn asphalt sample locations,
varies from 60 mm to 135 mm with an average depth of 92 mm (refer to Drawing No. 2). Thinner asphalt
was observed near the south deck drain.
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Bridge No. 044, Eglinton Avenue Bridge over Etobicoke Creek Project: 10001609 Toronto/Mississauga, Ontario
4.2. Waterproofing
Evidence of a hot poured rubberized asphalt waterproofing system with protection board was detected
over the concrete deck, ranging in thickness from 4 mm to 6 mm with an average thickness of 5 mm.
The condition of the waterproofing membrane encountered in the test locations was generally in good
condition. The bond of waterproofing to the concrete was generally in good condition.
4.3. Concrete Deck
The condition of the concrete deck was observed at thirteen (13) core locations and fourteen (14) sawn
asphalt samples. A review of the concrete cores revealed a delamination plane in core C6 (Photo P115)
and vertical cracking in cores C3 (Photo P113) and C13 (Photo P117). A review of the exposed concrete
surface in the sawn asphalt samples revealed a rough surface in sawn asphalt samples SS2, SS3, SS6, SS7,
SS10 and SS12. A review of the concrete cores revealed a concrete overlay in all cores with a thickness
ranging from 45 mm to 70 mm. Refer to the core and sawn asphalt sample logs and photos.
Full depth core C2 revealed a 235 mm thickness for the concrete deck (Photo P114).
4.3.1. Concrete Cover and Reinforcement
The concrete cover on the upper rebar layer on the south portion of deck was found to range from 54
mm to 120 mm with an average of 96 mm. 30 mm of the south portion of deck was scarified in 1999,
and 65 mm of overlay was placed, therefore increasing the average concrete cover. Refer to the core
and sawn asphalt sample logs.
The concrete cover on the upper rebar layer on the north portion of deck was found to range from 83
mm to 105 mm with an average of 90 mm. Refer to the core and sawn asphalt sample logs.
The field cores identified 10M, 15M and 20M rebar imprints in the south portion of deck. Evidence of
light corrosion was observed on the reinforcement in core C7 (Photo P116). Refer to the core and sawn
asphalt sample logs and photos.
4.3.2. Corrosion Potential
Corrosion potential values obtained from the half-cell tests carried out on the asphalt covered deck
ranged from –0.058 V to –0.670 V with an average value of –0.179 V. The half-cell survey indicated that
75.2% of the deck area likely had no corrosion activity, with corrosion potential values between 0.000 V
and -0.199 V. The half-cell survey identified uncertain low corrosion activity for 16.8% (13.6%+3.2%) of
the deck area, with values ranging from -0.200 V to -0.349 V. Probable active corrosion was detected for
8.0% (3.0%+5.0%) of the deck area with corrosion potential values more negative than -0.350 V. Areas
with high corrosion potential were located along the east and west expansion joints, and isolated areas
near the south deck drain, near the south curb above the east pier and near the center line of Eglinton
Ave. just east of the west pier. Drawing No. 3 shows the deck corrosion potential readings.
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Bridge No. 044, Eglinton Avenue Bridge over Etobicoke Creek Project: 10001609 Toronto/Mississauga, Ontario
Chart 4.3.2 – Corrosion Potential Distribution in the Deck
4.3.3. Compressive Strength
Core C2 extracted from the south portion of deck was tested for compressive strength in accordance
with CSA A23.2-09-14C. The compressive strength of the concrete for core C2 was 31.6 MPa. This value
is higher than the design compressive strength of 27.6 MPa shown on the original contract drawing
(Contract No. 76-123).
4.3.4. Chloride Ion Content
The chloride ion content was determined using MTO LS-417 “Method of Test for Determination of Total
Chloride Ion in Concrete – Acid Soluble” on nine (9) cores. These core samples were located at areas
prone to salt exposure (e.g. along expansion joints, construction joints, low points of the deck, asphalt
cracks). In addition, samples from other moderately exposed areas were also taken. The chloride ion
content values are summarized as shown in Table 4.3.4 and also shown in the core logs and laboratory
test results.
Table 4.3.4 – Chloride Ion Content at Rebar Level and Corrosion Potential
Location Deck - South Portion
(1979)
Deck - North
Portion (1999)
Core No. C1 C4 C5 C7 C8 C12 C10** C13**
Corrected Chloride
Content (%)* 0.045 0.033 0.014 0.016 0.005 0.013 0.030 0.024
Corrosion Potential (V) -0.600 -0.285 -0.185 -0.400 -0.320 -0.125 -0.174 -0.191
* Background chloride ion content was assumed to be 0.053% for parent concrete on the south portion of deck.
Background chloride ion content was assumed to be 0.042% for overlay concrete on the south portion of deck.
** Background chloride ion content was assumed to be 0.042% for parent concrete on the north portion of deck.
The chloride threshold value necessary to depassivate embedded steel and to onset corrosion (in the
presence of oxygen and moisture) is generally taken as 0.025% by mass of concrete. Background
chloride content is the lowest chloride content value for all of the cores tested for chloride content. The
75.2%
13.6%
3.2%
3.0%
5.0%
0.000 to -0.199 V
-0.200 to -0.299 V
-0.300 to -0.349 V
-0.350 to -0.449 V
< -0.450 V
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Bridge No. 044, Eglinton Avenue Bridge over Etobicoke Creek Project: 10001609 Toronto/Mississauga, Ontario
“background” chlorides do not contribute to corrosion, and thus the results are corrected for the
background chloride content. The corrected chloride content, at the rebar level, was above the chloride
threshold level of 0.025% for cores C1 and C4 on the south portion of deck and C10 on the north portion
of deck.
The corrosion potential data for cores C1 and C7 indicate probable active corrosion. Review of the reinforcement revealed light corrosion in core C7. Overall, the results indicate that chloride contamination has extended to the upper rebar level in limited areas of the deck tested.
Based on the concrete removal policy outlined in the Structure Rehabilitation Manual, the following
comment can be made:
• For decks with less than 10% of the total deck area more negative than -0.35 V, the average
chloride content shall be calculated using all the cores tested (0.021% on the south portion,
0.007% on the north portion).
• Concrete removal for decks with average chloride content at the top reinforcement level
(using average cover) less than 0.05% by mass of concrete shall include delaminated
concrete only.
4.3.5. Air Void System
Cores C9 and C11 from the south portion of deck were tested to determine the air void system of the
hardened concrete in accordance with ASTM C457 using the Modified Point Count Method. Test results
are summarized as shown in Table 4.3.5 and are also shown in the core logs and laboratory test results.
Table 4.3.5 – Air Void System
Location Core No. Air Content
(%)
Specific Surface
(mm-1)
Spacing Factor
(mm)
South Portion
(1979)
C9 3.0 22.04 0.275
C11 4.3 24.26 0.200
Concrete is normally considered to be properly air entrained if the air content exceeds 3.0%, the specific
surface exceeds 24 mm-1, and the average spacing factor is less than 0.200 mm. Therefore, the air void
system in core C9 is considered marginal, and the air void system in core C11 is considered properly air
entrained.
4.4. Deck Soffit, Girders and Diaphragms
4.4.1. Deck Soffit
A visual inspection of the deck soffit was carried out. A detailed inspection was also carried out at soffit
ends and where accessible for hammer-sounding, to check for delaminations. The bridge deck soffit,
with a total surveyed area of 1,429.93 m2, was in good condition with clean and stained medium width
cracking (149.1 m), delaminations (1.00 m2), spalls (0.19 m2) and patches (13.78 m2). The majority of
cracking was observed on the north portion of deck (1999). Surface deteriorations are shown on
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Bridge No. 044, Eglinton Avenue Bridge over Etobicoke Creek Project: 10001609 Toronto/Mississauga, Ontario
Drawing No. 4 and in Photos P79, P84 to P88, P91, P92, P99 and P100.
4.4.2. Girders
A visual inspection of the concrete girders was carried out. A detailed inspection was also carried out at
girder ends at the abutments and where accessible for hammer-sounding, to check for delaminations.
The concrete girders, with a total surveyed area of 2121.52 m2, was in fair to good condition with
delaminations (8.55 m2), spalls (0.88 m2), patches (1.44 m2) and wet areas (0.82 m2). The majority of
defects and rust stains were observed on the ends near the abutments and piers. Surface deteriorations
are shown on Drawing Nos. 4, 5a to 5h and in Photos P79 to P83, P88 to P90 and P92 to P98.
4.4.3. Diaphragms
A visual inspection of the concrete diaphragms was carried out. A detailed inspection was also carried
out at the abutment diaphragms for hammer-sounding, to check for delaminations. The concrete
diaphragms, with a total surveyed area of 169.32 m2, was in fair condition with clean medium width
cracking (0.2 m), delaminations (2.65 m2), and (patches 2.33 m2). All noted defects were observed at the
abutment diaphragms. No visual defects were observed on the intermediate diaphragms. Surface
deteriorations are shown on Drawing Nos. 4, 7 and in Photos P25 to P27, P45 and P47.
4.5. Approach Slabs
The asphalt wearing surface on the approach slabs was in good condition with unsealed cracks and
ravelling. Minor scrape damage was observed on the east approach wearing surface (Photo P7). Photos
P7 and P8 show the general pavement condition on the bridge approaches. Observation of core C14,
extracted from the west approach, confirmed the presence of a concrete approach slab beneath the
asphalt. The asphalt thickness on the approach, measured in core C14, was 135 mm. Photo P119 shows
the inside of core C14.
4.6. Deck Joints
The expansion joint seals (strip seal joints) are in poor condition. The seals were covered with debris.
Cracking and scaling were observed on the concrete end dams. A damaged section of steel armoring was
observed on the west expansion joint (Photo P12). Leakage of the seals was evident due to the wet
areas of the abutments and ballast walls. The gap dimensions varied from 40 mm to 50 mm. Refer to
Photos P9 to P12.
4.7. Deck Drains
One (1) 135 mm x 80 mm rectangular deck drain pipe (1490 mm length) was observed under a basin on
the center span. The deck basin is partially blocked and needs cleaning (Photo P19). Catch basins were
observed at the southeast and southwest quadrant outside the structure limits (Photos P22 and P23).
4.8. Concrete Sidewalk
The exposed surface of the south concrete sidewalk was inspected and sounded to check for
delaminations. The south concrete sidewalk, with a total surveyed area of 189.66 m2, is in good
condition with clean medium width cracks (130.8 m). See Photos P13 to P15 and Drawing No. 1 for
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Bridge No. 044, Eglinton Avenue Bridge over Etobicoke Creek Project: 10001609 Toronto/Mississauga, Ontario
surface deteriorations.
4.8.1. Concrete Cover
Concrete cover was found to range from 66 mm to 113 mm with an average of 90 mm. Refer to Drawing
No. 2
4.8.2. Corrosion Potential
Corrosion potential values obtained from the half-cell tests carried out on the south concrete sidewalk
ranged from –0.189 V to –0.527 V with an average value of –0.276 V. The half-cell survey indicated that
2.5% of the south sidewalk area likely had no corrosion activity, with corrosion potential values between
0.000 V and -0.199 V. The half-cell survey identified uncertain low corrosion activity for 85.0%
(65.0%+20.0%) of the south sidewalk area, with values ranging from -0.200 V to -0.349 V. Probable
active corrosion was detected for 12.5% (10.0%+2.5%) of the south sidewalk area with corrosion
potential values more negative than -0.350 V. Areas with high corrosion potential were generally located
above and near the east and west pier. Drawing No. 3 shows the corrosion potential readings.
Chart 4.8.2 – Corrosion Potential Distribution in the South Concrete Sidewalk
4.9. Concrete Parapet Wall and Steel Handrail
The exposed surface of the south concrete parapet wall, southeast and southwest end posts were
inspected and sounded to check for delaminations. The south concrete parapet wall and end posts, with
a total surveyed area of 63.29 m2, are generally in good condition with clean medium width cracks (35.0
m), delaminations (1.94 m2) and spalls (0.18 m2). A large section of delamination with exposed corroded
rebar was observed near the west corner of the south parapet wall (Photo P16). See Photos P13 to P15
and Drawing No. 1 for surface deteriorations.
The steel handrails on top of the parapet walls are in good condition (Photo P13).
The Junction Boxes at the south parapet wall were opened to observe the ducts inside. PVC ducts were
observed (Photo P124). The Junction Boxes are missing screws and need to be fixed (Photo P123). A
lighting pole is missing a cover plate on the south side of the structure (Photo P125).
2.5%
65.0%
20.0%
10.0%
2.5%
0.000 to -0.199 V
-0.200 to -0.299 V
-0.300 to -0.349 V
-0.350 to -0.449 V
< -0.450 V
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Bridge No. 044, Eglinton Avenue Bridge over Etobicoke Creek Project: 10001609 Toronto/Mississauga, Ontario
4.9.1. Concrete Cover
Concrete cover was found to range from 30 mm to 89 mm with an average of 57 mm. Refer to Drawing
No. 2
4.9.2. Corrosion Potential
Corrosion potential values obtained from the half-cell tests carried out on the south concrete parapet
wall ranged from –0.219 V to –0.507 V with an average value of –0.344 V. The half-cell survey identified
uncertain low corrosion activity for 60.0% (18.8%+41.2%) of the south parapet wall area, with values
ranging from -0.200 V to -0.349 V. Probable active corrosion was detected for 40.0% (37.5%+2.5%) of
the south parapet wall area with corrosion potential values more negative than -0.350 V. Drawing No. 3
shows the corrosion potential readings.
Chart 4.9.2 – Corrosion Potential Distribution in the South Concrete Parapet Wall
4.10. Guide Rails
The steel beam guide rails attached to the southeast and southwest concrete end posts on the approaches are in good condition (Photos P20 and P21).
5. SUBSTRUCTURE COMPONENTS
The substructure of the bridge included abutments on both ends of the deck, piers and retaining walls
that were inspected and sounded to check for delaminations. The field measurements are presented in
the field summary sheets.
5.1. Abutments
5.1.1. Abutment Walls
The exposed surfaces of the abutments were inspected and hammer sounded to check for
delaminations.
The total surveyed area of the east abutment is 20.68 m2. The east abutment is in fair to good condition
with clean medium width cracks (8.6 m), patches (0.93 m2), light scaling (7.60 m2) and medium scaling
0.0%
18.8%
41.2%
37.5%
2.5%
0.000 to -0.199 V
-0.200 to -0.299 V
-0.300 to -0.349 V
-0.350 to -0.449 V
< -0.450 V
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Bridge No. 044, Eglinton Avenue Bridge over Etobicoke Creek Project: 10001609 Toronto/Mississauga, Ontario
(2.81 m2). The surface deterioration is shown on Drawing No. 7 and in Photos P24 to P28.
The total surveyed area of the west abutment is 16.63 m2. The west abutment is in fair to good
condition with clean medium width cracks (3.5 m), spalls (0.08 m2), light scaling (4.47 m2), medium
scaling (4.33 m2) and severe scaling (0.42 m2). The surface deterioration is shown on Drawing No. 7 and
in Photos P44 to P47.
5.1.1.1. Concrete Cover
Concrete cover in the east abutment was found to range from 35 mm to 98 mm with an average of 71
mm. Refer to Drawing No. 8
Concrete cover in the west abutment was found to range from 50 mm to 90 mm with an average of 67
mm. Refer to Drawing No. 8
5.1.2. Ballast Walls
The total surveyed area of the east abutment ballast wall is 14.50 m2. The east abutment ballast wall is
in good condition with clean and stained medium width cracks (2.8 m2) and patches (0.59 m2). The
surface deterioration is shown on Drawing No. 7 and in Photos P24 and P28 to P30.
The total surveyed area of the west abutment ballast wall is 18.16 m2. The west abutment ballast wall is
in good condition with clean medium width cracks (1.9 m). The surface deterioration is shown on
Drawing No. 7 and in Photos P44 and P47.
5.1.3. Bearing Seats
The total surveyed area of the east abutment bearing seat is 21.60 m2. The east abutment bearing seat
is in good condition with clean medium width cracks (11.4 m2) and patches (1.94 m2). The surface
deterioration is shown on Drawing No. 7 and in Photo P31.
The total surveyed area of the west abutment bearing seat is 21.60 m2. The west abutment bearing seat
is in good condition with clean medium width cracks (7.7 m) and delamination (0.26 m2). The surface
deterioration is shown on Drawing No. 7 and in Photo P48.
5.1.4. Bearings
The east abutment laminated elastomeric bearings are in good condition with narrow cracks (Photos
P32 to P43).
The west abutment laminated elastomeric bearings are in good condition with narrow cracks (Photos
P49 to P60).
5.2. Piers
The exposed surfaces of the piers were inspected and hammer sounded at accessible areas to check for
delaminations. The bridge piers have a total surveyed area of 629.25 m2. The concrete at the piers is in
11
Bridge No. 044, Eglinton Avenue Bridge over Etobicoke Creek Project: 10001609 Toronto/Mississauga, Ontario
fair to good condition with clean medium width cracks (9.9 m), delaminations (6.93 m2), spall (0.05 m2).
patches (0.69 m2), light scaling (6.05 m2) and wet areas (7.00 m2) as identified on Drawing Nos. 6a and
6b and shown in Photos P66 to P70 and P72 to P77.
5.2.1. Bearings
The pier elastomeric bearings are generally in good condition (Photos P71 and P78).
5.3. Retaining Walls
The exposed areas of the concrete retaining walls were inspected visually and hammer sounded. The
total surveyed area is 17.85 m2. The retaining walls are generally in good condition with clean and
stained medium width cracks (5.9 m), delaminations (0.23 m2), spalls (0.05 m2), patches (0.50 m2) and
medium scaling (1.50 m2). The surface deterioration is shown on Drawing No. 7 and in Photos P61 to
P65.
5.3.1. Concrete Cover
Concrete cover in the retaining walls was found to range from 42 mm to 97 mm with an average of 60
mm. Refer to Drawing No. 8
5.4. Embankments
5.4.1. Abutment Slope Protection and Retaining Walls The east and west slope protection (slope pavings) and retaining walls at the slope protection are in fair condition with wide cracks and gaps, settlement, moderate to severe damage and scattered vegetation. Severe erosion was observed under some of the slabs below the concrete sidewalks on both embankments, exposing the bottom portion of the sidewalk slabs. A disconnected drain was observed on the west embankment below the sidewalk slab. Refer to Photos P101 to P104 and P107 to P110. Moderate to severe erosion was observed on the south-west embankment, exposing the bottom of approach sidewalk (Photo P122).
5.4.2. Sidewalks
The sidewalks at the east and west embankments exhibited cracks, scaling and ponding. Refer to Photos P105 and P112. The steel handrails along the embankment sidewalks are in good condition. Spalling and delamination was observed on the concrete below the railing base at one location for each steel handrail (Photos P106 and P111).
Detailed Condition Survey Summary Sheets – Asphalt Covered Deck
Site No. 044
Width between E abutment curbs 15.60 m Width between W abutment curbs 15.60 m
Length between abutment joints 58.90 m Area of deck riding surface 918.84 m²
* Asphalt potholes/patches = 1.20 m²
* Asphalt Alligator Cracks = 0.00 m²
* Asphalt Ravelling = 101.50 m²
Transverse 39.3 0.0 m
Longitudinal 60.6 0.0 m
Random 0.0 0.0 m
Min Max Avg
G 60 135 92 mm
* G – Good, F – Fair, P – Poor, V - Variable Good to Poor
Min Max AvgHot rubberized
asphalt with
protection board
G G 4 6 5 mm
* G – Good, F – Fair, P – Poor, V - Variable Good to Poor
** Report only thickness of waterproofing membrane but note presence of protection board
Deck dimensions
were taken from the
structural drawings.
Total area surveyed
includes a portion of
the north (1999) and
does not include the
BRT portion.
Condition * Conc. Bond *
2. Asphalt Surface Cracks
Depth
3. Asphalt Depth
Condition *
4. Waterproofing
Thickness (mm) **
1. Dimensions and Area of Survey
Unsealed Sealed
Type
DETAILED CONDITION SURVEY SUMMARY SHEET Page 1 of 4
ASPHALT COVERED DECK
DECK RIDING SURFACE
Orientation
Remarks
Remarks
Remarks
Site No. 044
5. Concrete Cover – Cores and Sawn Samples
Minimum Maximum Average
54 120 96 mm (south portion of deck)
83 105 90 mm (north portion of deck)
Note: Only include covers for upper layer of rebars.
*North Portion of deck
6. Corrosion Activity
Minimum Maximum Average
-0.058 -0.670 -0.179 V
0 to -0.20 -0.20 to -0.30 -0.30 to -0.35 -0.35 to -0.45 < -0.45 V
691.0 125.0 29.4 27.6 45.9 m2
75.2 13.6 3.2 3.0 5.0 %
7. Defective Cores and Sawn Samples
No. m2 % No. m
2 %
0 to -0.20 17 1 40.6 4.4 0 0.0 0.0
-0.20 to -0.30 2 0 0.0 0.0 0 0.0 0.0
-0.30 to -0.35 2 0 0.0 0.0 0 0.0 0.0
-0.35 to -0.45 2 0 0.0 0.0 0 0.0 0.0
<-0.45 4 0 0.0 0.0 0 0.0 0.0
Corrosion
Activity (Volts)
Remarks
Remarks
Medium Scaling *
DETAILED CONDITION SURVEY SUMMARY SHEET Page 2 of 4
ASPHALT COVERED DECK
DECK RIDING SURFACE
* The percent calculation should be of the entire deck area investigated. The values obtained should be used with
caution as large errors may occur when a small number of samples are used for the calculation or when the samples
are not randomly distributed over the entire deck area.
Cores and Sawn Samples
Total in Each
Area
Delaminated, Spalled, Severe Scaling
and Disintegration *
Remarks
Site No. 044
8. Adjusted Chloride Content Profile *South Portion Background (parent concrete) chloride content = 0.053
0 to -0.20 -0.20 to -0.35 ≤-0.35
0-10 mm 0.031 0.024 0.028
20-30 mm 0.028 0.022 0.014
40-50 mm 0.031 0.028 0.022
60-70 mm 0.024 0.022 0.033
80-90 mm 0.020 0.019 0.031
100-110 mm 0.020
Core No. C1 C4 C5 C7 C8 C12
Chloride
Content*0.045 0.033 0.014 0.016 0.005 0.013
Corrosion
Potential-0.600 -0.285 -0.185 -0.400 -0.320 -0.125
Core No.**C10 (North
Portion)
**C13 (North
Portion)
Chloride
Content*0.030 0.024
Corrosion
Potential-0.174 -0.191
Core No.
Chloride
Content*
* Chloride content as % chloride by weight of concrete after deducting background chlorides.
G1 G2 G3 G4 G5
G1 N/A - - - - -
G2 - N/A - - - -
G3 - - N/A - - -
G4 - - - N/A - -
G5 - - - - N/A -
Chloride
Content*
9. Chloride Content at Rebar Level
Corrosion
Potential
* See Appendix 1E for calculating AC resistance contributed by individual rebar.
* Average chloride content as % chloride by weight of concrete after deducting
background chlorides for all cores taken in each range of corrosion potential.
DETAILED CONDITION SURVEY SUMMARY SHEET Page 3 of 4
ASPHALT COVERED DECK
DECK RIDING SURFACE
Corrosion Activity at Core
Calculated
AC
Resistance Connection #1
Connection #2
10. AC Resistance Test Data of Epoxy Coated Rebar
Table # 10 is Not
Applicable.
Remarks
**North Portion
Background (parent
concrete chloride
content = 0.042
Remarks
*South Portion Background (overlay concrete) chloride content = 0.042
Measured AC Resistance between Connection #1 and #2
Site No. 044
11. IR Drop and Truce Half Cell Potential Measurements of Epoxy Coated Rebar
G1 G2 G3 G4 G5
G1 N/A - - - - -
G2 - N/A - - - -
G3 - - N/A - - -
G4 - - - N/A - -
G5 - - - - N/A -
12. Concrete Air Entrainment
Yes No Marginal
Concrete Air Entrained?
C9 Marginal
C11 Yes
13. Compressive Strength
Average Compressive Strength 31.6 MPa
Connection #2 (negative)
* Half cell reading taken on the same rebar with the ground connection.
DETAILED CONDITION SURVEY SUMMARY SHEET Page 4 of 4
ASPHALT COVERED DECK
DECK RIDING SURFACE
IR Drop Between Connection #1 and #2 True Half
Cell
Potential *
Connection #1
(positive)
Remarks
Table # 11 is Not
Applicable.
Detailed Condition Survey Summary Sheets – Exposed Concrete Components
Site No: 044
Component Type & Location: Soffit OSIM Identifier: Decks
1. Dimensions and Area
Width 23.40 m Length 59.93 m Height 0.23 m
Diameter - Total Area Surveyed 1429.93 m²
2. Cracks (medium and wide)
Transverse Longitudinal Other Total
Clean 24.2 1.4 7.3
Stained 101.3 10.1 4.8
Clean 0.0 0.0 0.0
Stained 0.0 0.0 0.0
3. Alkali Aggregate Reaction
Area of component with severe to very severe aggregate reaction 0.0 m²
Minimum Maximum Average
- - - mm
- - m2
- - %
- - m2
- - %
DETAILED CONDITION SURVEY SUMMARY SHEET Page 1 of 4
EXPOSED CONCRETE COMPONENTS (Exposed Deck, Deck Soffit, Curbs, Medians, Sidewalks,
Barrier/Parapet Walls, etc.): Use separate form for each component
Type
Medium Width149.1
m
Wide Width0.0
m
Remarks
Dimensions were taken
from the
structural drawings &
site measurements
4. Concrete Cover
0 – 20 mm 40 – 60 mm
20 – 40 mm over 60 mm
Remarks
Table # 4 is Not
Applicable.
Site No: 044
Component Type & Location: Soffit OSIM Identifier: Decks
Minimum Maximum Average
- - - V
0 to -0.20 -0.20 to -0.30 -0.30 to -0.35 -0.35 to -0.45 < -0.45 V
- - - - - m2
- - - - - %
6. Delaminations and Spalls
Defect Type Delaminations Spalls Patches *Wet areas = 0.00 m²
Area (m2) 1.00 0.19 13.78
1.19 m² 0.1 % N/A N/A
Light MediumSevere to
Very Severe
0.00 0.00 0.00 m2
0.0 0.0 0.0 %
8. Honeycombing
Total Area 0.00 m²
DETAILED CONDITION SURVEY SUMMARY SHEET Page 2 of 4
EXPOSED CONCRETE COMPONENTS
5. Corrosion Activity
Total Delaminations and
Spalls
Total Delaminations and Spalls
in Areas ≤-0.35 V
7. Scaling
Remarks
Table # 5 is Not
Applicable.
Remarks
Remarks
Site No: 044
Component Type & Location: Soffit OSIM Identifier: Decks
9. Adjusted Chloride Content Profile
0 to -0.20 -0.20 to -0.35 ≤ -0.35
0-10 mm - - -
20-30 mm - - -
40-50 mm - - -
60-70 mm - - -
80-90 mm - - -
100-110 mm - - -
10. Chloride Content at Rebar Level
Core No. - - - - - -
Chloride
Content* - - - - - -
G1 G2 G3 G4 G5
G1 N/A - - - - -
G2 - N/A - - - -
G3 - - N/A - - -
G4 - - - N/A - -
G5 - - - - N/A -
DETAILED CONDITION SURVEY SUMMARY SHEET Page 3 of 4
EXPOSED CONCRETE COMPONENTS
Corrosion Activity at Core
Location (volts)
Chloride
Content*
* Average chloride content as % chloride by weight of concrete after deducting
background chlorides for all cores taken in each range of corrosion potential.
* Chloride content as % chloride by weight of concrete after deducting background chlorides.
11. AC Resistance Test Data of Epoxy Coated Rebar
Measured AC Resistance between Connection #1 and #2 Calculated
AC
Resistance Connection #1
Connection #2
* See Appendix 1E for calculating AC resistance contributed by individual rebar.
Remarks
Table # 9 and 10 are
Not Applicable.
Remarks
Table # 11 is Not
Applicable.
Site No: 044
Component Type & Location: Soffit OSIM Identifier: Decks
12. IR Drop and Truce Half Cell Potential Measurements of Epoxy Coated Rebar
G1 G2 G3 G4 G5
G1 N/A - - - - -
G2 - N/A - - - -
G3 - - N/A - - -
G4 - - - N/A - -
G5 - - - - N/A -
13. Concrete Air Entrainment
Concrete Air Entrained: not tested
14. Compressive Strength
Average Compressive Strength: not tested
* Half cell reading taken on the same rebar with the ground connection.
DETAILED CONDITION SURVEY SUMMARY SHEET Page 4 of 4
EXPOSED CONCRETE COMPONENTS
IR Drop Between Connection #1 and #2 True Half
Cell
Potential *
Connection #1
(positive)
Connection #2 (negative)
Table # 12 is Not
Applicable.
Remarks
Site No: 044
Component Type & Location: Girders OSIM Identifier: Beams
1. Dimensions and Area
Width 0.55 m x 12 Length 59.93 m Height 1.20 m x 24
Diameter - Total Area Surveyed 2121.52 m²
2. Cracks (medium and wide)
Transverse Longitudinal Other Total
Clean 0.0 0.0 0.0
Stained 0.0 0.0 0.0
Clean 0.0 0.0 0.0
Stained 0.0 0.0 0.0
3. Alkali Aggregate Reaction
Area of component with severe to very severe aggregate reaction 0.0 m²
Minimum Maximum Average
- - - mm
- - m2
- - %
- - m2
- - %
0.0
4. Concrete Cover
Medium Width
Remarks
Dimensions were taken
from the
structural drawings &
site measurements
Remarks
m
40 – 60 mm
Type
0.0
DETAILED CONDITION SURVEY SUMMARY SHEET Page 1 of 4
EXPOSED CONCRETE COMPONENTS (Exposed Deck, Deck Soffit, Curbs, Medians, Sidewalks,
Barrier/Parapet Walls, etc.): Use separate form for each component
0 – 20 mm
20 – 40 mm
mWide Width
over 60 mm
Site No: 044
Component Type & Location: Girders OSIM Identifier: Beams
Minimum Maximum Average
- - - V
0 to -0.20 -0.20 to -0.30 -0.30 to -0.35 -0.35 to -0.45 < -0.45 V
- - - - - m2
- - - - - %
6. Delaminations and Spalls
Defect Type Delaminations Spalls Patches *Wet areas = 0.82 m²
Area (m2) 8.55 0.88 1.44
9.43 m² 0.4 % N/A N/A
Light MediumSevere to
Very Severe
0.00 0.00 0.00 m2
0.0 0.0 0.0 %
8. Honeycombing
Total Area 0.00 m²
Total Delaminations and Spalls
in Areas ≤-0.35 V
Remarks
DETAILED CONDITION SURVEY SUMMARY SHEET Page 2 of 4
EXPOSED CONCRETE COMPONENTS
7. Scaling
Total Delaminations and
Spalls
Remarks
Remarks
5. Corrosion Activity
Site No: 044
Component Type & Location: Girders OSIM Identifier: Beams
9. Adjusted Chloride Content Profile
0 to -0.20 -0.20 to -0.35 ≤ -0.35
0-10 mm - - -
20-30 mm - - -
40-50 mm - - -
60-70 mm - - -
80-90 mm - - -
100-110 mm - - -
10. Chloride Content at Rebar Level
Core No. - - - - - -
Chloride
Content* - - - - - -
G1 G2 G3 G4 G5
G1 N/A - - - - -
G2 - N/A - - - -
G3 - - N/A - - -
G4 - - - N/A - -
G5 - - - - N/A -
Chloride
Content*
* See Appendix 1E for calculating AC resistance contributed by individual rebar.
Remarks
* Average chloride content as % chloride by weight of concrete after deducting
background chlorides for all cores taken in each range of corrosion potential.
Table # 9 and 10 are
Not Applicable.
11. AC Resistance Test Data of Epoxy Coated Rebar
Connection #2
Table # 11 is Not
Applicable.
Remarks
DETAILED CONDITION SURVEY SUMMARY SHEET Page 3 of 4
EXPOSED CONCRETE COMPONENTS
Corrosion Activity at Core
Location (volts)
* Chloride content as % chloride by weight of concrete after deducting background chlorides.
Measured AC Resistance between Connection #1 and #2 Calculated
AC
Resistance Connection #1
Site No: 044
Component Type & Location: Girders OSIM Identifier: Beams
12. IR Drop and Truce Half Cell Potential Measurements of Epoxy Coated Rebar
G1 G2 G3 G4 G5
G1 N/A - - - - -
G2 - N/A - - - -
G3 - - N/A - - -
G4 - - - N/A - -
G5 - - - - N/A -
13. Concrete Air Entrainment
Concrete Air Entrained: not tested
14. Compressive Strength
Average Compressive Strength: not tested
IR Drop Between Connection #1 and #2 True Half
Cell
Potential *
Remarks
Table # 12 is Not
Applicable.
DETAILED CONDITION SURVEY SUMMARY SHEET Page 4 of 4
EXPOSED CONCRETE COMPONENTS
Connection #2 (negative)
* Half cell reading taken on the same rebar with the ground connection.
Connection #1
(positive)
Site No: 044
Component Type & Location: Abutment Diaphragms OSIM Identifier: Beams
1. Dimensions and Area
Width - Length - Height -
Diameter - Total Area Surveyed 169.32 m²
2. Cracks (medium and wide)
Vertical Horizontal Diagonal Total
Clean 0.0 0.2 0.0
Stained 0.0 0.0 0.0
Clean 0.0 0.0 0.0
Stained 0.0 0.0 0.0
3. Alkali Aggregate Reaction
Area of component with severe to very severe aggregate reaction 0.0 m²
Minimum Maximum Average
- - - mm
- - m2
- - %
- - m2
- - %
DETAILED CONDITION SURVEY SUMMARY SHEET Page 1 of 4
EXPOSED CONCRETE COMPONENTS (Exposed Deck, Deck Soffit, Curbs, Medians, Sidewalks,
Barrier/Parapet Walls, etc.): Use separate form for each component
0.2
0 – 20 mm 40 – 60 mm
20 – 40 mm over 60 mm
Wide Width0.0
4. Concrete Cover
Type
Medium Width m
Remarks
Dimensions were taken
from the
structural drawings &
site measurements
Remarks
Table # 4 is Not
Applicable.
m
Site No: 044
Component Type & Location: Abutment Diaphragms OSIM Identifier: Beams
Minimum Maximum Average
- - - V
0 to -0.20 -0.20 to -0.30 -0.30 to -0.35 -0.35 to -0.45 < -0.45 V
- - - - - m2
- - - - - %
6. Delaminations and Spalls
Defect Type Delaminations Spalls Patches *Wet areas = 0.00 m²
Area (m2) 2.65 0.00 2.33
2.65 m² 1.6 % N/A N/A
Light MediumSevere to
Very Severe
0.00 0.00 0.00 m2
0.0 0.0 0.0 %
8. Honeycombing
Total Area 0.00 m²
7. Scaling
Total Delaminations and
Spalls
Total Delaminations and Spalls
in Areas ≤-0.35 V
DETAILED CONDITION SURVEY SUMMARY SHEET Page 2 of 4
EXPOSED CONCRETE COMPONENTS
5. Corrosion Activity Remarks
Table # 5 is Not
Applicable.
Remarks
Remarks
Site No: 044
Component Type & Location: Abutment Diaphragms OSIM Identifier: Beams
9. Adjusted Chloride Content Profile
0 to -0.20 -0.20 to -0.35 ≤ -0.35
0-10 mm - - -
20-30 mm - - -
40-50 mm - - -
60-70 mm - - -
80-90 mm - - -
100-110 mm - - -
10. Chloride Content at Rebar Level
Core No. - - - - - -
Chloride
Content* - - - - - -
G1 G2 G3 G4 G5
G1 N/A - - - - -
G2 - N/A - - - -
G3 - - N/A - - -
G4 - - - N/A - -
G5 - - - - N/A -
Calculated
AC
Resistance Connection #1
Connection #2
Measured AC Resistance between Connection #1 and #2
* Chloride content as % chloride by weight of concrete after deducting background chlorides.
DETAILED CONDITION SURVEY SUMMARY SHEET Page 3 of 4
EXPOSED CONCRETE COMPONENTS
Corrosion Activity at Core
Location (volts)
Chloride
Content*
* Average chloride content as % chloride by weight of concrete after deducting
background chlorides for all cores taken in each range of corrosion potential.
* See Appendix 1E for calculating AC resistance contributed by individual rebar.
11. AC Resistance Test Data of Epoxy Coated Rebar
Remarks
Table # 11 is Not
Applicable.
Remarks
Table # 9 and 10 are
Not Applicable.
Site No: 044
Component Type & Location: Abutment Diaphragms OSIM Identifier: Beams
12. IR Drop and Truce Half Cell Potential Measurements of Epoxy Coated Rebar
G1 G2 G3 G4 G5
G1 N/A - - - - -
G2 - N/A - - - -
G3 - - N/A - - -
G4 - - - N/A - -
G5 - - - - N/A -
13. Concrete Air Entrainment
Concrete Air Entrained: not tested
14. Compressive Strength
Average Compressive Strength: not tested
Remarks
Table # 12 is Not
Applicable.
DETAILED CONDITION SURVEY SUMMARY SHEET Page 4 of 4
EXPOSED CONCRETE COMPONENTS
* Half cell reading taken on the same rebar with the ground connection.
IR Drop Between Connection #1 and #2 True Half
Cell
Potential *
Connection #1
(positive)
Connection #2 (negative)
Site No: 044
Component Type & Location: South Sidewalk OSIM Identifier: Sidewalks/curbs
1. Dimensions and Area
Width 3.05 m Length 58.90 m Height Avg. 0.17 m
Diameter - Total Area Surveyed 189.66 m²
2. Cracks (medium and wide)
Transverse Longitudinal Other Total
Clean 130.8 0.0 0.0
Stained 0.0 0.0 0.0
Clean 0.0 0.0 0.0
Stained 0.0 0.0 0.0
3. Alkali Aggregate Reaction
Area of component with severe to very severe aggregate reaction 0.0 m²
Minimum Maximum Average
66 113 90 mm
0.0 0.0 m2
0.0 0.0 %
0.0 189.7 m2
0.0 100.0 %
Wide Width
40 – 60 mm
4. Concrete Cover
over 60 mm20 – 40 mm
Medium Width130.8
0.0
DETAILED CONDITION SURVEY SUMMARY SHEET Page 1 of 4
EXPOSED CONCRETE COMPONENTS (Exposed Deck, Deck Soffit, Curbs, Medians, Sidewalks,
Barrier/Parapet Walls, etc.): Use separate form for each component
Type
m
m
0 – 20 mm
Remarks
Dimensions were taken
from the
structural drawings &
site measurements
Remarks
Site No: 044
Component Type & Location: South Sidewalk OSIM Identifier: Sidewalks/curbs
Minimum Maximum Average
-0.189 -0.527 -0.276 V
0 to -0.20 -0.20 to -0.30 -0.30 to -0.35 -0.35 to -0.45 < -0.45 V
4.7 123.3 37.9 19.0 4.7 m2
2.5 65.0 20.0 10.0 2.5 %
6. Delaminations and Spalls
Defect Type Delaminations Spalls Patches *Wet areas = 0.00 m²
Area (m2) 0.00 0.00 0.00
0.00 m² 0.0 % 0.0 m² 0.0 %
Light MediumSevere to
Very Severe
0.00 0.00 0.00 m2
0.0 0.0 0.0 %
8. Honeycombing
Total Area 0.00 m²
5. Corrosion Activity
DETAILED CONDITION SURVEY SUMMARY SHEET Page 2 of 4
EXPOSED CONCRETE COMPONENTS
7. Scaling
Total Delaminations and
Spalls
Total Delaminations and Spalls
in Areas ≤-0.35 V
Remarks
Remarks
Remarks
Site No: 044
Component Type & Location: South Sidewalk OSIM Identifier: Sidewalks/curbs
9. Adjusted Chloride Content Profile
0 to -0.20 -0.20 to -0.35 ≤ -0.35
0-10 mm - - -
20-30 mm - - -
40-50 mm - - -
60-70 mm - - -
80-90 mm - - -
100-110 mm - - -
10. Chloride Content at Rebar Level
Core No. - - - - - -
Chloride
Content* - - - - - -
G1 G2 G3 G4 G5
G1 N/A - - - - -
G2 - N/A - - - -
G3 - - N/A - - -
G4 - - - N/A - -
G5 - - - - N/A -
* See Appendix 1E for calculating AC resistance contributed by individual rebar.
Corrosion Activity at Core
Location (volts)
Chloride
Content*
* Average chloride content as % chloride by weight of concrete after deducting
background chlorides for all cores taken in each range of corrosion potential.
* Chloride content as % chloride by weight of concrete after deducting background chlorides.
Measured AC Resistance between Connection #1 and #2 Calculated
AC
Resistance Connection #1
Connection #2
11. AC Resistance Test Data of Epoxy Coated Rebar
Remarks
Remarks
Table # 9 and 10 are
Not Applicable.
DETAILED CONDITION SURVEY SUMMARY SHEET Page 3 of 4
EXPOSED CONCRETE COMPONENTS
Table # 11 is Not
Applicable.
Site No: 044
Component Type & Location: South Sidewalk OSIM Identifier: Sidewalks/curbs
12. IR Drop and Truce Half Cell Potential Measurements of Epoxy Coated Rebar
G1 G2 G3 G4 G5
G1 N/A - - - - -
G2 - N/A - - - -
G3 - - N/A - - -
G4 - - - N/A - -
G5 - - - - N/A -
13. Concrete Air Entrainment
Concrete Air Entrained: not tested
14. Compressive Strength
Average Compressive Strength: not tested
DETAILED CONDITION SURVEY SUMMARY SHEET Page 4 of 4
EXPOSED CONCRETE COMPONENTS
Table # 12 is Not
Applicable.
Connection #1
(positive)
Connection #2 (negative)
Remarks
* Half cell reading taken on the same rebar with the ground connection.
IR Drop Between Connection #1 and #2 True Half
Cell
Potential *
Site No: 044
Component Type & Location: South Parapet Wall OSIM Identifier: Barriers
1. Dimensions and Area
Width 0.25 m Length 61.45 m Height 0.78 m
Diameter - Total Area Surveyed 63.29 m²
2. Cracks (medium and wide)
Vertical Horizontal Diagonal Total
Clean 34.5 0.0 0.5
Stained 0.0 0.0 0.0
Clean 0.0 0.0 0.0
Stained 0.0 0.0 0.0
3. Alkali Aggregate Reaction
Area of component with severe to very severe aggregate reaction 0.0 m²
Minimum Maximum Average
30 89 57 mm
0.0 36.4 m2
0.0 57.5 %
3.2 23.7 m2
5.0 37.5 %
0.0
4. Concrete Cover
Medium Width
Remarks
Dimensions were taken
from the
structural drawings &
site measurements
Remarks
m
40 – 60 mm
Type
35.0
DETAILED CONDITION SURVEY SUMMARY SHEET Page 1 of 4
EXPOSED CONCRETE COMPONENTS (Exposed Deck, Deck Soffit, Curbs, Medians, Sidewalks,
Barrier/Parapet Walls, etc.): Use separate form for each component
0 – 20 mm
20 – 40 mm
mWide Width
over 60 mm
Site No: 044
Component Type & Location: South Parapet Wall OSIM Identifier: Barriers
Minimum Maximum Average
-0.219 -0.507 -0.344 V
0 to -0.20 -0.20 to -0.30 -0.30 to -0.35 -0.35 to -0.45 < -0.45 V
0.0 11.9 26.1 23.7 1.6 m2
0.0 18.8 41.2 37.5 2.5 %
6. Delaminations and Spalls
Defect Type Delaminations Spalls Patches *Wet areas = 0.00 m²
Area (m2) 1.94 0.18 0.00
2.12 m² 3.3 % 1.3 m² 2.1 %
Light MediumSevere to
Very Severe
0.00 0.00 0.00 m2
0.0 0.0 0.0 %
8. Honeycombing
Total Area 0.00 m²
Total Delaminations and Spalls
in Areas ≤-0.35 V
Remarks
DETAILED CONDITION SURVEY SUMMARY SHEET Page 2 of 4
EXPOSED CONCRETE COMPONENTS
7. Scaling
Total Delaminations and
Spalls
Remarks
Remarks
5. Corrosion Activity
Site No: 044
Component Type & Location: South Parapet Wall OSIM Identifier: Barriers
9. Adjusted Chloride Content Profile
0 to -0.20 -0.20 to -0.35 ≤ -0.35
0-10 mm - - -
20-30 mm - - -
40-50 mm - - -
60-70 mm - - -
80-90 mm - - -
100-110 mm - - -
10. Chloride Content at Rebar Level
Core No. - - - - - -
Chloride
Content* - - - - - -
G1 G2 G3 G4 G5
G1 N/A - - - - -
G2 - N/A - - - -
G3 - - N/A - - -
G4 - - - N/A - -
G5 - - - - N/A -
Chloride
Content*
* See Appendix 1E for calculating AC resistance contributed by individual rebar.
Remarks
* Average chloride content as % chloride by weight of concrete after deducting
background chlorides for all cores taken in each range of corrosion potential.
Table # 9 and 10 are
Not Applicable.
11. AC Resistance Test Data of Epoxy Coated Rebar
Connection #2
Table # 11 is Not
Applicable.
Remarks
DETAILED CONDITION SURVEY SUMMARY SHEET Page 3 of 4
EXPOSED CONCRETE COMPONENTS
Corrosion Activity at Core
Location (volts)
* Chloride content as % chloride by weight of concrete after deducting background chlorides.
Measured AC Resistance between Connection #1 and #2 Calculated
AC
Resistance Connection #1
Site No: 044
Component Type & Location: South Parapet Wall OSIM Identifier: Barriers
12. IR Drop and Truce Half Cell Potential Measurements of Epoxy Coated Rebar
G1 G2 G3 G4 G5
G1 N/A - - - - -
G2 - N/A - - - -
G3 - - N/A - - -
G4 - - - N/A - -
G5 - - - - N/A -
13. Concrete Air Entrainment
Concrete Air Entrained: not tested
14. Compressive Strength
Average Compressive Strength: not tested
IR Drop Between Connection #1 and #2 True Half
Cell
Potential *
Remarks
Table # 12 is Not
Applicable.
DETAILED CONDITION SURVEY SUMMARY SHEET Page 4 of 4
EXPOSED CONCRETE COMPONENTS
Connection #2 (negative)
* Half cell reading taken on the same rebar with the ground connection.
Connection #1
(positive)
Site No: 044
Component Type & Location: West Abutment Wall OSIM Identifier: Abutments
1. Dimensions and Area
Width 30.00 m Length - Height Avg. 0.55 m
Diameter - Total Area Surveyed 16.63 m²
2. Cracks (medium and wide)
Vertical Horizontal Diagonal Total
Clean 3.5 0.0 0.0
Stained 0.0 0.0 0.0
Clean 0.0 0.0 0.0
Stained 0.0 0.0 0.0
3. Alkali Aggregate Reaction
Area of component with severe to very severe aggregate reaction 0.0 m²
Minimum Maximum Average
50 90 67 mm
0.0 3.7 m2
0.0 22.4 %
0.0 12.9 m2
0.0 77.6 %
DETAILED CONDITION SURVEY SUMMARY SHEET Page 1 of 4
EXPOSED CONCRETE COMPONENTS (Exposed Deck, Deck Soffit, Curbs, Medians, Sidewalks,
Barrier/Parapet Walls, etc.): Use separate form for each component
Type
Medium Width3.5
m
Wide Width0.0
m
Remarks
Dimensions were taken
from the
structural drawings &
site measurements
4. Concrete Cover
0 – 20 mm 40 – 60 mm
20 – 40 mm over 60 mm
Remarks
Table # 4 is Not
Applicable.
Site No: 044
Component Type & Location: West Abutment Wall OSIM Identifier: Abutments
Minimum Maximum Average
- - - V
0 to -0.20 -0.20 to -0.30 -0.30 to -0.35 -0.35 to -0.45 < -0.45 V
- - - - - m2
- - - - - %
6. Delaminations and Spalls
Defect Type Delaminations Spalls Patches *Wet areas = 0.00 m²
Area (m2) 0.00 0.08 0.00
0.08 m² 0.5 % N/A N/A
Light MediumSevere to
Very Severe
4.47 4.33 0.42 m2
26.9 26.0 2.5 %
8. Honeycombing
Total Area 0.00 m²
DETAILED CONDITION SURVEY SUMMARY SHEET Page 2 of 4
EXPOSED CONCRETE COMPONENTS
5. Corrosion Activity
Total Delaminations and
Spalls
Total Delaminations and Spalls
in Areas ≤-0.35 V
7. Scaling
Remarks
Table # 5 is Not
Applicable.
Remarks
Remarks
Site No: 044
Component Type & Location: West Abutment Wall OSIM Identifier: Abutments
9. Adjusted Chloride Content Profile
0 to -0.20 -0.20 to -0.35 ≤ -0.35
0-10 mm - - -
20-30 mm - - -
40-50 mm - - -
60-70 mm - - -
80-90 mm - - -
100-110 mm - - -
10. Chloride Content at Rebar Level
Core No. - - - - - -
Chloride
Content* - - - - - -
G1 G2 G3 G4 G5
G1 N/A - - - - -
G2 - N/A - - - -
G3 - - N/A - - -
G4 - - - N/A - -
G5 - - - - N/A -
DETAILED CONDITION SURVEY SUMMARY SHEET Page 3 of 4
EXPOSED CONCRETE COMPONENTS
Corrosion Activity at Core
Location (volts)
Chloride
Content*
* Average chloride content as % chloride by weight of concrete after deducting
background chlorides for all cores taken in each range of corrosion potential.
* Chloride content as % chloride by weight of concrete after deducting background chlorides.
11. AC Resistance Test Data of Epoxy Coated Rebar
Measured AC Resistance between Connection #1 and #2 Calculated
AC
Resistance Connection #1
Connection #2
* See Appendix 1E for calculating AC resistance contributed by individual rebar.
Remarks
Table # 9 and 10 are
Not Applicable.
Remarks
Table # 11 is Not
Applicable.
Site No: 044
Component Type & Location: West Abutment Wall OSIM Identifier: Abutments
12. IR Drop and Truce Half Cell Potential Measurements of Epoxy Coated Rebar
G1 G2 G3 G4 G5
G1 N/A - - - - -
G2 - N/A - - - -
G3 - - N/A - - -
G4 - - - N/A - -
G5 - - - - N/A -
13. Concrete Air Entrainment
Concrete Air Entrained: not tested
14. Compressive Strength
Average Compressive Strength: not tested
* Half cell reading taken on the same rebar with the ground connection.
DETAILED CONDITION SURVEY SUMMARY SHEET Page 4 of 4
EXPOSED CONCRETE COMPONENTS
IR Drop Between Connection #1 and #2 True Half
Cell
Potential *
Connection #1
(positive)
Connection #2 (negative)
Table # 12 is Not
Applicable.
Remarks
Site No: 044
Component Type & Location: West Ballast Wall OSIM Identifier: Abutments
1. Dimensions and Area
Width 30.00 m Length - Height 0.48 m
Diameter - Total Area Surveyed 14.50 m²
2. Cracks (medium and wide)
Vertical Horizontal Diagonal Total
Clean 1.9 0.0 0.0
Stained 0.0 0.0 0.0
Clean 0.0 0.0 0.0
Stained 0.0 0.0 0.0
3. Alkali Aggregate Reaction
Area of component with severe to very severe aggregate reaction 0.0 m²
Minimum Maximum Average
- - - mm
- - m2
- - %
- - m2
- - %
DETAILED CONDITION SURVEY SUMMARY SHEET Page 1 of 4
EXPOSED CONCRETE COMPONENTS (Exposed Deck, Deck Soffit, Curbs, Medians, Sidewalks,
Barrier/Parapet Walls, etc.): Use separate form for each component
Type
Medium Width1.9
m
Wide Width0.0
m
Remarks
Dimensions were taken
from the
structural drawings &
site measurements
4. Concrete Cover
0 – 20 mm 40 – 60 mm
20 – 40 mm over 60 mm
Remarks
Table # 4 is Not
Applicable.
Site No: 044
Component Type & Location: West Ballast Wall OSIM Identifier: Abutments
Minimum Maximum Average
- - - V
0 to -0.20 -0.20 to -0.30 -0.30 to -0.35 -0.35 to -0.45 < -0.45 V
- - - - - m2
- - - - - %
6. Delaminations and Spalls
Defect Type Delaminations Spalls Patches *Wet areas = 0.00 m²
Area (m2) 0.00 0.00 0.00
0.00 m² 0.0 % N/A N/A
Light MediumSevere to
Very Severe
0.00 0.00 0.00 m2
0.0 0.0 0.0 %
8. Honeycombing
Total Area 0.26 m²
DETAILED CONDITION SURVEY SUMMARY SHEET Page 2 of 4
EXPOSED CONCRETE COMPONENTS
5. Corrosion Activity
Total Delaminations and
Spalls
Total Delaminations and Spalls
in Areas ≤-0.35 V
7. Scaling
Remarks
Table # 5 is Not
Applicable.
Remarks
Remarks
Site No: 044
Component Type & Location: West Ballast Wall OSIM Identifier: Abutments
9. Adjusted Chloride Content Profile
0 to -0.20 -0.20 to -0.35 ≤ -0.35
0-10 mm - - -
20-30 mm - - -
40-50 mm - - -
60-70 mm - - -
80-90 mm - - -
100-110 mm - - -
10. Chloride Content at Rebar Level
Core No. - - - - - -
Chloride
Content* - - - - - -
G1 G2 G3 G4 G5
G1 N/A - - - - -
G2 - N/A - - - -
G3 - - N/A - - -
G4 - - - N/A - -
G5 - - - - N/A -
DETAILED CONDITION SURVEY SUMMARY SHEET Page 3 of 4
EXPOSED CONCRETE COMPONENTS
Corrosion Activity at Core
Location (volts)
Chloride
Content*
* Average chloride content as % chloride by weight of concrete after deducting
background chlorides for all cores taken in each range of corrosion potential.
* Chloride content as % chloride by weight of concrete after deducting background chlorides.
11. AC Resistance Test Data of Epoxy Coated Rebar
Measured AC Resistance between Connection #1 and #2 Calculated
AC
Resistance Connection #1
Connection #2
* See Appendix 1E for calculating AC resistance contributed by individual rebar.
Remarks
Table # 9 and 10 are
Not Applicable.
Remarks
Table # 11 is Not
Applicable.
Site No: 044
Component Type & Location: West Ballast Wall OSIM Identifier: Abutments
12. IR Drop and Truce Half Cell Potential Measurements of Epoxy Coated Rebar
G1 G2 G3 G4 G5
G1 N/A - - - - -
G2 - N/A - - - -
G3 - - N/A - - -
G4 - - - N/A - -
G5 - - - - N/A -
13. Concrete Air Entrainment
Concrete Air Entrained: not tested
14. Compressive Strength
Average Compressive Strength: not tested
* Half cell reading taken on the same rebar with the ground connection.
DETAILED CONDITION SURVEY SUMMARY SHEET Page 4 of 4
EXPOSED CONCRETE COMPONENTS
IR Drop Between Connection #1 and #2 True Half
Cell
Potential *
Connection #1
(positive)
Connection #2 (negative)
Table # 12 is Not
Applicable.
Remarks
Site No: 044
Component Type & Location: West Abutment Bearing Seat OSIM Identifier: Abutments
1. Dimensions and Area
Width 30.00 m Length 0.72 m Height -
Diameter - Total Area Surveyed 21.60 m²
2. Cracks (medium and wide)
Transverse Longitudinal Other Total
Clean 7.1 0.6 0.0
Stained 0.0 0.0 0.0
Clean 0.0 0.0 0.0
Stained 0.0 0.0 0.0
3. Alkali Aggregate Reaction
Area of component with severe to very severe aggregate reaction 0.0 m²
Minimum Maximum Average
- - - mm
- - m2
- - %
- - m2
- - %
DETAILED CONDITION SURVEY SUMMARY SHEET Page 1 of 4
EXPOSED CONCRETE COMPONENTS (Exposed Deck, Deck Soffit, Curbs, Medians, Sidewalks,
Barrier/Parapet Walls, etc.): Use separate form for each component
Type
Medium Width7.7
m
Wide Width0.0
m
Remarks
Dimensions were taken
from the
structural drawings & site
measurements
4. Concrete Cover
0 – 20 mm 40 – 60 mm
20 – 40 mm over 60 mm
Remarks
Table # 4 is Not
Applicable.
Site No: 044
Component Type & Location: West Abutment Bearing Seat OSIM Identifier: Abutments
Minimum Maximum Average
- - - V
0 to -0.20 -0.20 to -0.30 -0.30 to -0.35 -0.35 to -0.45 < -0.45 V
- - - - - m2
- - - - - %
6. Delaminations and Spalls
Defect Type Delaminations Spalls Patches *Wet areas = 0.00 m²
Area (m2) 0.26 0.00 0.00
0.26 m² 1.2 % N/A N/A
Light MediumSevere to
Very Severe
0.00 0.00 0.00 m2
0.0 0.0 0.0 %
8. Honeycombing
Total Area 0.00 m²
DETAILED CONDITION SURVEY SUMMARY SHEET Page 2 of 4
EXPOSED CONCRETE COMPONENTS
5. Corrosion Activity
Total Delaminations and
Spalls
Total Delaminations and Spalls
in Areas ≤-0.35 V
7. Scaling
Remarks
Table # 5 is Not
Applicable.
Remarks
Remarks
Site No: 044
Component Type & Location: West Abutment Bearing Seat OSIM Identifier: Abutments
9. Adjusted Chloride Content Profile
0 to -0.20 -0.20 to -0.35 ≤ -0.35
0-10 mm - - -
20-30 mm - - -
40-50 mm - - -
60-70 mm - - -
80-90 mm - - -
100-110 mm - - -
10. Chloride Content at Rebar Level
Core No. - - - - - -
Chloride
Content* - - - - - -
G1 G2 G3 G4 G5
G1 N/A - - - - -
G2 - N/A - - - -
G3 - - N/A - - -
G4 - - - N/A - -
G5 - - - - N/A -
Remarks
DETAILED CONDITION SURVEY SUMMARY SHEET Page 3 of 4
EXPOSED CONCRETE COMPONENTS
Corrosion Activity at Core
Location (volts)
Chloride
Content*
* Average chloride content as % chloride by weight of concrete after deducting
background chlorides for all cores taken in each range of corrosion potential.
* Chloride content as % chloride by weight of concrete after deducting background chlorides.
11. AC Resistance Test Data of Epoxy Coated Rebar
Measured AC Resistance between Connection #1 and #2 Calculated
AC
Resistance Connection #1
Connection #2
Table # 9 and 10 are
Not Applicable.
Remarks
Table # 11 is Not
Applicable.
* See Appendix 1E for calculating AC resistance contributed by individual rebar.
Site No: 044
Component Type & Location: West Abutment Bearing Seat OSIM Identifier: Abutments
12. IR Drop and Truce Half Cell Potential Measurements of Epoxy Coated Rebar
G1 G2 G3 G4 G5
G1 N/A - - - - -
G2 - N/A - - - -
G3 - - N/A - - -
G4 - - - N/A - -
G5 - - - - N/A -
13. Concrete Air Entrainment
Concrete Air Entrained: not tested
14. Compressive Strength
Average Compressive Strength: not tested
Remarks
Table # 12 is Not
Applicable.
* Half cell reading taken on the same rebar with the ground connection.
DETAILED CONDITION SURVEY SUMMARY SHEET Page 4 of 4
EXPOSED CONCRETE COMPONENTS
IR Drop Between Connection #1 and #2 True Half
Cell
Potential *
Connection #1
(positive)
Connection #2 (negative)
Site No: 044
Component Type & Location: East Abutment Wall OSIM Identifier: Abutments
1. Dimensions and Area
Width 30.00 m Length - Height Avg. 0.69 m
Diameter - Total Area Surveyed 20.68 m²
2. Cracks (medium and wide)
Vertical Horizontal Diagonal Total
Clean 8.6 0.0 0.0
Stained 0.0 0.0 0.0
Clean 0.0 0.0 0.0
Stained 0.0 0.0 0.0
3. Alkali Aggregate Reaction
Area of component with severe to very severe aggregate reaction 0.0 m²
Minimum Maximum Average
35 98 71 mm
0.0 3.9 m2
0.0 18.9 %
0.4 16.4 m2
1.9 79.2 %
DETAILED CONDITION SURVEY SUMMARY SHEET Page 1 of 4
EXPOSED CONCRETE COMPONENTS (Exposed Deck, Deck Soffit, Curbs, Medians, Sidewalks,
Barrier/Parapet Walls, etc.): Use separate form for each component
Type
Medium Width8.6
m
Wide Width0.0
m
Remarks
Dimensions were taken
from the
structural drawings &
site measurements
4. Concrete Cover
0 – 20 mm 40 – 60 mm
20 – 40 mm over 60 mm
Remarks
Table # 4 is Not
Applicable.
Site No: 044
Component Type & Location: East Abutment Wall OSIM Identifier: Abutments
Minimum Maximum Average
- - - V
0 to -0.20 -0.20 to -0.30 -0.30 to -0.35 -0.35 to -0.45 < -0.45 V
- - - - - m2
- - - - - %
6. Delaminations and Spalls
Defect Type Delaminations Spalls Patches *Wet areas = 0.00 m²
Area (m2) 0.00 0.00 0.93
0.00 m² 0.0 % N/A N/A
Light MediumSevere to
Very Severe
7.60 2.81 0.00 m2
36.8 13.6 0.0 %
8. Honeycombing
Total Area 0.00 m²
DETAILED CONDITION SURVEY SUMMARY SHEET Page 2 of 4
EXPOSED CONCRETE COMPONENTS
5. Corrosion Activity
Total Delaminations and
Spalls
Total Delaminations and Spalls
in Areas ≤-0.35 V
7. Scaling
Remarks
Table # 5 is Not
Applicable.
Remarks
Remarks
Site No: 044
Component Type & Location: East Abutment Wall OSIM Identifier: Abutments
9. Adjusted Chloride Content Profile
0 to -0.20 -0.20 to -0.35 ≤ -0.35
0-10 mm - - -
20-30 mm - - -
40-50 mm - - -
60-70 mm - - -
80-90 mm - - -
100-110 mm - - -
10. Chloride Content at Rebar Level
Core No. - - - - - -
Chloride
Content* - - - - - -
G1 G2 G3 G4 G5
G1 N/A - - - - -
G2 - N/A - - - -
G3 - - N/A - - -
G4 - - - N/A - -
G5 - - - - N/A -
DETAILED CONDITION SURVEY SUMMARY SHEET Page 3 of 4
EXPOSED CONCRETE COMPONENTS
Corrosion Activity at Core
Location (volts)
Chloride
Content*
* Average chloride content as % chloride by weight of concrete after deducting
background chlorides for all cores taken in each range of corrosion potential.
* Chloride content as % chloride by weight of concrete after deducting background chlorides.
11. AC Resistance Test Data of Epoxy Coated Rebar
Measured AC Resistance between Connection #1 and #2 Calculated
AC
Resistance Connection #1
Connection #2
* See Appendix 1E for calculating AC resistance contributed by individual rebar.
Remarks
Table # 9 and 10 are
Not Applicable.
Remarks
Table # 11 is Not
Applicable.
Site No: 044
Component Type & Location: East Abutment Wall OSIM Identifier: Abutments
12. IR Drop and Truce Half Cell Potential Measurements of Epoxy Coated Rebar
G1 G2 G3 G4 G5
G1 N/A - - - - -
G2 - N/A - - - -
G3 - - N/A - - -
G4 - - - N/A - -
G5 - - - - N/A -
13. Concrete Air Entrainment
Concrete Air Entrained: not tested
14. Compressive Strength
Average Compressive Strength: not tested
* Half cell reading taken on the same rebar with the ground connection.
DETAILED CONDITION SURVEY SUMMARY SHEET Page 4 of 4
EXPOSED CONCRETE COMPONENTS
IR Drop Between Connection #1 and #2 True Half
Cell
Potential *
Connection #1
(positive)
Connection #2 (negative)
Table # 12 is Not
Applicable.
Remarks
Site No: 044
Component Type & Location: East Ballast Wall OSIM Identifier: Abutments
1. Dimensions and Area
Width 30.00 m Length - Height 0.48 m
Diameter - Total Area Surveyed 14.50 m²
2. Cracks (medium and wide)
Vertical Horizontal Diagonal Total
Clean 0.9 0.0 0.0
Stained 1.9 0.0 0.0
Clean 0.0 0.0 0.0
Stained 0.0 0.0 0.0
3. Alkali Aggregate Reaction
Area of component with severe to very severe aggregate reaction 0.0 m²
Minimum Maximum Average
- - - mm
- - m2
- - %
- - m2
- - %
DETAILED CONDITION SURVEY SUMMARY SHEET Page 1 of 4
EXPOSED CONCRETE COMPONENTS (Exposed Deck, Deck Soffit, Curbs, Medians, Sidewalks,
Barrier/Parapet Walls, etc.): Use separate form for each component
Type
Medium Width2.8
m
Wide Width0.0
m
Remarks
Dimensions were taken
from the
structural drawings &
site measurements
4. Concrete Cover
0 – 20 mm 40 – 60 mm
20 – 40 mm over 60 mm
Remarks
Table # 4 is Not
Applicable.
Site No: 044
Component Type & Location: East Ballast Wall OSIM Identifier: Abutments
Minimum Maximum Average
- - - V
0 to -0.20 -0.20 to -0.30 -0.30 to -0.35 -0.35 to -0.45 < -0.45 V
- - - - - m2
- - - - - %
6. Delaminations and Spalls
Defect Type Delaminations Spalls Patches *Wet areas = 0.00 m²
Area (m2) 0.00 0.00 0.59
0.00 m² 0.0 % N/A N/A
Light MediumSevere to
Very Severe
0.00 0.00 0.00 m2
0.0 0.0 0.0 %
8. Honeycombing
Total Area 0.00 m²
DETAILED CONDITION SURVEY SUMMARY SHEET Page 2 of 4
EXPOSED CONCRETE COMPONENTS
5. Corrosion Activity
Total Delaminations and
Spalls
Total Delaminations and Spalls
in Areas ≤-0.35 V
7. Scaling
Remarks
Table # 5 is Not
Applicable.
Remarks
Remarks
Site No: 044
Component Type & Location: East Ballast Wall OSIM Identifier: Abutments
9. Adjusted Chloride Content Profile
0 to -0.20 -0.20 to -0.35 ≤ -0.35
0-10 mm - - -
20-30 mm - - -
40-50 mm - - -
60-70 mm - - -
80-90 mm - - -
100-110 mm - - -
10. Chloride Content at Rebar Level
Core No. - - - - - -
Chloride
Content* - - - - - -
G1 G2 G3 G4 G5
G1 N/A - - - - -
G2 - N/A - - - -
G3 - - N/A - - -
G4 - - - N/A - -
G5 - - - - N/A -
DETAILED CONDITION SURVEY SUMMARY SHEET Page 3 of 4
EXPOSED CONCRETE COMPONENTS
Corrosion Activity at Core
Location (volts)
Chloride
Content*
* Average chloride content as % chloride by weight of concrete after deducting
background chlorides for all cores taken in each range of corrosion potential.
* Chloride content as % chloride by weight of concrete after deducting background chlorides.
11. AC Resistance Test Data of Epoxy Coated Rebar
Measured AC Resistance between Connection #1 and #2 Calculated
AC
Resistance Connection #1
Connection #2
* See Appendix 1E for calculating AC resistance contributed by individual rebar.
Remarks
Table # 9 and 10 are
Not Applicable.
Remarks
Table # 11 is Not
Applicable.
Site No: 044
Component Type & Location: East Ballast Wall OSIM Identifier: Abutments
12. IR Drop and Truce Half Cell Potential Measurements of Epoxy Coated Rebar
G1 G2 G3 G4 G5
G1 N/A - - - - -
G2 - N/A - - - -
G3 - - N/A - - -
G4 - - - N/A - -
G5 - - - - N/A -
13. Concrete Air Entrainment
Concrete Air Entrained: not tested
14. Compressive Strength
Average Compressive Strength: not tested
* Half cell reading taken on the same rebar with the ground connection.
DETAILED CONDITION SURVEY SUMMARY SHEET Page 4 of 4
EXPOSED CONCRETE COMPONENTS
IR Drop Between Connection #1 and #2 True Half
Cell
Potential *
Connection #1
(positive)
Connection #2 (negative)
Table # 12 is Not
Applicable.
Remarks
Site No: 044
Component Type & Location: East Abutment Bearing Seat OSIM Identifier: Abutments
1. Dimensions and Area
Width 30.00 m Length 0.72 m Height -
Diameter - Total Area Surveyed 21.60 m²
2. Cracks (medium and wide)
Transverse Longitudinal Other Total
Clean 9.0 2.4 0.0
Stained 0.0 0.0 0.0
Clean 0.0 0.0 0.0
Stained 0.0 0.0 0.0
3. Alkali Aggregate Reaction
Area of component with severe to very severe aggregate reaction 0.0 m²
Minimum Maximum Average
- - - mm
- - m2
- - %
- - m2
- - %
DETAILED CONDITION SURVEY SUMMARY SHEET Page 1 of 4
EXPOSED CONCRETE COMPONENTS (Exposed Deck, Deck Soffit, Curbs, Medians, Sidewalks,
Barrier/Parapet Walls, etc.): Use separate form for each component
Type
Medium Width11.4
m
Wide Width0.0
m
Remarks
Dimensions were
taken from the
structural drawings &
site measurements
4. Concrete Cover
0 – 20 mm 40 – 60 mm
20 – 40 mm over 60 mm
Remarks
Table # 4 is Not
Applicable.
Site No: 044
Component Type & Location: East Abutment Bearing Seat OSIM Identifier: Abutments
Minimum Maximum Average
- - - V
0 to -0.20 -0.20 to -0.30 -0.30 to -0.35 -0.35 to -0.45 < -0.45 V
- - - - - m2
- - - - - %
6. Delaminations and Spalls
Defect Type Delaminations Spalls Patches *Wet areas = 0.00 m²
Area (m2) 0.00 0.00 1.94
0.00 m² 0.0 % N/A N/A
Light MediumSevere to
Very Severe
0.00 0.00 0.00 m2
0.0 0.0 0.0 %
8. Honeycombing
Total Area 0.00 m²
Remarks
DETAILED CONDITION SURVEY SUMMARY SHEET Page 2 of 4
EXPOSED CONCRETE COMPONENTS
5. Corrosion Activity
Total Delaminations and
Spalls
Total Delaminations and Spalls
in Areas ≤-0.35 V
Remarks
Table # 5 is Not
Applicable.
7. Scaling
Remarks
Site No: 044
Component Type & Location: East Abutment Bearing Seat OSIM Identifier: Abutments
9. Adjusted Chloride Content Profile
0 to -0.20 -0.20 to -0.35 ≤ -0.35
0-10 mm - - -
20-30 mm - - -
40-50 mm - - -
60-70 mm - - -
80-90 mm - - -
100-110 mm - - -
10. Chloride Content at Rebar Level
Core No. - - - - - -
Chloride
Content* - - - - - -
G1 G2 G3 G4 G5
G1 N/A - - - - -
G2 - N/A - - - -
G3 - - N/A - - -
G4 - - - N/A - -
G5 - - - - N/A -
* Chloride content as % chloride by weight of concrete after deducting background chlorides.
* See Appendix 1E for calculating AC resistance contributed by individual rebar.
DETAILED CONDITION SURVEY SUMMARY SHEET Page 3 of 4
EXPOSED CONCRETE COMPONENTS
Corrosion Activity at Core
Location (volts)
Chloride
Content*
* Average chloride content as % chloride by weight of concrete after deducting
background chlorides for all cores taken in each range of corrosion potential.
Table # 11 is Not
Applicable.
11. AC Resistance Test Data of Epoxy Coated Rebar
Measured AC Resistance between Connection #1 and #2 Calculated
AC
Resistance Connection #1
Connection #2
Remarks
Table # 9 and 10 are
Not Applicable.
Remarks
Site No: 044
Component Type & Location: East Abutment Bearing Seat
12. IR Drop and Truce Half Cell Potential Measurements of Epoxy Coated Rebar
G1 G2 G3 G4 G5
G1 N/A - - - - -
G2 - N/A - - - -
G3 - - N/A - - -
G4 - - - N/A - -
G5 - - - - N/A -
13. Concrete Air Entrainment
Concrete Air Entrained: not tested
14. Compressive Strength
Average Compressive Strength: not tested
Remarks
* Half cell reading taken on the same rebar with the ground connection.
DETAILED CONDITION SURVEY SUMMARY SHEET Page 4 of 4
EXPOSED CONCRETE COMPONENTS
IR Drop Between Connection #1 and #2 True Half
Cell
Potential *
Connection #1
(positive)
Connection #2 (negative)
OSIM Identifier: Abutments
Table # 12 is Not
Applicable.
Site No: 044
Component Type & Location: Piers OSIM Identifier: Piers
1. Dimensions and Area
Width 30.00 m Length 1.12 m Height Varies
Diameter - Total Area Surveyed 629.25 m²
2. Cracks (medium and wide)
Vertical Horizontal Diagonal Total
Clean 9.9 0.0 0.0
Stained 0.0 0.0 0.0
Clean 0.0 0.0 0.0
Stained 0.0 0.0 0.0
3. Alkali Aggregate Reaction
Area of component with severe to very severe aggregate reaction 0.0 m²
Minimum Maximum Average
- - - mm
- - m2
- - %
- - m2
- - %
DETAILED CONDITION SURVEY SUMMARY SHEET Page 1 of 4
EXPOSED CONCRETE COMPONENTS (Exposed Deck, Deck Soffit, Curbs, Medians, Sidewalks,
Barrier/Parapet Walls, etc.): Use separate form for each component
9.9
0 – 20 mm 40 – 60 mm
20 – 40 mm over 60 mm
Wide Width0.0
4. Concrete Cover
Type
Medium Width m
Remarks
Dimensions were taken
from the
structural drawings &
site measurements
Remarks
Table # 4 is Not
Applicable.
m
Site No: 044
Component Type & Location: Piers OSIM Identifier: Piers
Minimum Maximum Average
- - - V
0 to -0.20 -0.20 to -0.30 -0.30 to -0.35 -0.35 to -0.45 < -0.45 V
- - - - - m2
- - - - - %
6. Delaminations and Spalls
Defect Type Delaminations Spalls Patches *Wet areas = 7.00 m²
Area (m2) 6.93 0.05 0.69
6.98 m² 1.1 % N/A N/A
Light MediumSevere to
Very Severe
6.05 0.00 0.00 m2
1.0 0.0 0.0 %
8. Honeycombing
Total Area 0.00 m²
7. Scaling
Total Delaminations and
Spalls
Total Delaminations and Spalls
in Areas ≤-0.35 V
DETAILED CONDITION SURVEY SUMMARY SHEET Page 2 of 4
EXPOSED CONCRETE COMPONENTS
5. Corrosion Activity
Remarks
Table # 5 is Not
Applicable.
Remarks
Remarks
Site No: 044
Component Type & Location: Piers OSIM Identifier: Piers
9. Adjusted Chloride Content Profile
0 to -0.20 -0.20 to -0.35 ≤ -0.35
0-10 mm - - -
20-30 mm - - -
40-50 mm - - -
60-70 mm - - -
80-90 mm - - -
100-110 mm - - -
10. Chloride Content at Rebar Level
Core No. - - - - - -
Chloride
Content* - - - - - -
G1 G2 G3 G4 G5
G1 N/A - - - - -
G2 - N/A - - - -
G3 - - N/A - - -
G4 - - - N/A - -
G5 - - - - N/A -
Calculated
AC
Resistance Connection #1
Connection #2
Measured AC Resistance between Connection #1 and #2
* Chloride content as % chloride by weight of concrete after deducting background chlorides.
DETAILED CONDITION SURVEY SUMMARY SHEET Page 3 of 4
EXPOSED CONCRETE COMPONENTS
Corrosion Activity at Core
Location (volts)
Chloride
Content*
* Average chloride content as % chloride by weight of concrete after deducting
background chlorides for all cores taken in each range of corrosion potential.
* See Appendix 1E for calculating AC resistance contributed by individual rebar.
11. AC Resistance Test Data of Epoxy Coated Rebar
Remarks
Table # 11 is Not
Applicable.
Remarks
Table # 9 and 10 are
Not Applicable.
Site No: 044
Component Type & Location: Piers OSIM Identifier: Piers
12. IR Drop and Truce Half Cell Potential Measurements of Epoxy Coated Rebar
G1 G2 G3 G4 G5
G1 N/A - - - - -
G2 - N/A - - - -
G3 - - N/A - - -
G4 - - - N/A - -
G5 - - - - N/A -
13. Concrete Air Entrainment
Concrete Air Entrained: not tested
14. Compressive Strength
Average Compressive Strength: not tested
Remarks
Table # 12 is Not
Applicable.
DETAILED CONDITION SURVEY SUMMARY SHEET Page 4 of 4
EXPOSED CONCRETE COMPONENTS
* Half cell reading taken on the same rebar with the ground connection.
IR Drop Between Connection #1 and #2 True Half
Cell
Potential *
Connection #1
(positive)
Connection #2 (negative)
Site No: 044
Component Type & Location: Retaining Walls OSIM Identifier: Retaining Walls
1. Dimensions and Area
Width Varies Length - Height Varies
Diameter - Total Area Surveyed 17.85 m²
2. Cracks (medium and wide)
Vertical Horizontal Diagonal Total
Clean 4.0 1.1 0.5
Stained 0.3 0.0 0.0
Clean 0.0 0.0 0.0
Stained 0.0 0.0 0.0
3. Alkali Aggregate Reaction
Area of component with severe to very severe aggregate reaction 0.0 m²
Minimum Maximum Average
42 97 60 mm
0.0 9.6 m2
0.0 53.8 %
0.0 8.2 m2
0.0 46.2 %
DETAILED CONDITION SURVEY SUMMARY SHEET Page 1 of 4
EXPOSED CONCRETE COMPONENTS (Exposed Deck, Deck Soffit, Curbs, Medians, Sidewalks,
Barrier/Parapet Walls, etc.): Use separate form for each component
Type
Medium Width m5.9
0.0
0 – 20 mm 40 – 60 mm
20 – 40 mm over 60 mm
Wide Width
4. Concrete Cover
Remarks
Dimensions were taken
from the
structural drawings &
site measurements
Remarks
m
Table # 4 is Not
Applicable.
Site No: 044
Component Type & Location: Retaining Walls OSIM Identifier: Retaining Walls
Minimum Maximum Average
- - - V
0 to -0.20 -0.20 to -0.30 -0.30 to -0.35 -0.35 to -0.45 < -0.45 V
- - - - - m2
- - - - - %
6. Delaminations and Spalls
Defect Type Delaminations Spalls Patches *Wet areas = 0.00 m²
Area (m2) 0.23 0.05 0.50
0.28 m² 1.6 % N/A N/A
Light MediumSevere to
Very Severe
0.00 1.50 0.00 m2
0.0 8.4 0.0 %
8. Honeycombing
Total Area 0.00 m²
DETAILED CONDITION SURVEY SUMMARY SHEET Page 2 of 4
EXPOSED CONCRETE COMPONENTS
5. Corrosion Activity
Total Delaminations and
Spalls
Total Delaminations and Spalls
in Areas ≤-0.35 V
7. Scaling
Remarks
Table # 5 is Not
Applicable.
Remarks
Remarks
Site No: 044
Component Type & Location: Retaining Walls OSIM Identifier: Retaining Walls
9. Adjusted Chloride Content Profile
0 to -0.20 -0.20 to -0.35 ≤ -0.35
0-10 mm - - -
20-30 mm - - -
40-50 mm - - -
60-70 mm - - -
80-90 mm - - -
100-110 mm - - -
10. Chloride Content at Rebar Level
Core No. - - - - - -
Chloride
Content* - - - - - -
G1 G2 G3 G4 G5
G1 N/A - - - - -
G2 - N/A - - - -
G3 - - N/A - - -
G4 - - - N/A - -
G5 - - - - N/A -
Connection #2
* See Appendix 1E for calculating AC resistance contributed by individual rebar.
11. AC Resistance Test Data of Epoxy Coated Rebar
Measured AC Resistance between Connection #1 and #2 Calculated
AC
Resistance
* Chloride content as % chloride by weight of concrete after deducting background chlorides.
DETAILED CONDITION SURVEY SUMMARY SHEET Page 3 of 4
EXPOSED CONCRETE COMPONENTS
Corrosion Activity at Core
Location (volts)
Chloride
Content*
* Average chloride content as % chloride by weight of concrete after deducting
background chlorides for all cores taken in each range of corrosion potential.
Connection #1
Table # 11 is Not
Applicable.
Remarks
Table # 9 and 10 are
Not Applicable.
Remarks
Site No: 044
Component Type & Location: Retaining Walls OSIM Identifier: Retaining Walls
12. IR Drop and Truce Half Cell Potential Measurements of Epoxy Coated Rebar
G1 G2 G3 G4 G5
G1 N/A - - - - -
G2 - N/A - - - -
G3 - - N/A - - -
G4 - - - N/A - -
G5 - - - - N/A -
13. Concrete Air Entrainment
Concrete Air Entrained: not tested
14. Compressive Strength
Average Compressive Strength: not tested
Remarks
DETAILED CONDITION SURVEY SUMMARY SHEET Page 4 of 4
EXPOSED CONCRETE COMPONENTS
* Half cell reading taken on the same rebar with the ground connection.
IR Drop Between Connection #1 and #2 True Half
Cell
Potential *
Connection #1
(positive)
Connection #2 (negative)
Table # 12 is Not
Applicable.
Detailed Condition Survey Summary Sheet – Expansion Joints
DETAILED CONDITION SURVEY SUMMARY SHEET
EXPANSION JOINTS Bridge No. 044
Dimension
Abutments
Intermediate
Remarks
Joint 1
Joint 2
Joint 3
Joint 4
*width of sidewalk + parapet
wall **width of roadway + median
barrier wall + busway E W
a (mm) *3050 + 254 *3050 + 254 - -
b (mm) 150 160 - -
b' (mm) 155 165 - -
c (mm) **15600 + 800 + 9730 **15600 + 800 + 9730 - -
d (mm) - - - -
d' (mm) - - - -
e (mm) 254 254 - -
Depth of Asphalt @ Deck Side N/E S/E N/E S/W
1 (mm) 80 85 - - - -
2 (mm) 85 95 - - - -
3 (mm) 90 90 - - - -
Width: Top of Ballast Wall and End Dams
N/E
S/W
N/E
S/W
N/E
S/W
N/E
S/W
1 (mm) - - - - - - - -
2 (mm) - - - - - - - -
3 (mm) - - - - - - - -
Gap Dimensions
1 (mm) 40 50 - -
2 (mm) 40 50 - - 3 (mm) 40 50 - -
Misc. Joint Details
Skew Angle 00º 00’ 00”
Exp YES YES - -
Fixed NO NO - -
Type STRIP SEAL JOINT -
Leaking YES YES - -
Angle size - - - -
Temp C
Deck
7ºC Ambient 7ºC
S JOINT DIMENSIONS N
Typical Sections at Joints: E - W
Detailed Condition Survey Summary Sheet – Drainage
DRAINAGE Bridge No. 044
Deck Drains
Number
Type
Length
Angle
Depth *
1
622 mm X 650 mm Basin with
135 mm X 80 mm Rectangular Steel Pipe
1490 mm - -
* For asphalt covered decks, recess depth in mm between top of asphalt and top of drain.
Catch Basins
Yes S/E, S/W
No
* Identify location of catch basins as N/E, N/W, S/E etc. using the same direction of north as shown on the drawings.
Drainage Tubes
Yes Void
Drains
-
- No
South Deck Drain (basin partially covered in dirt
and debris)
South-East Catch Basin
Survey Equipment and Calibration Procedures
SURVEY EQUIPMENT AND CALIBRATION PROCEDURES
Component Type: Asphalt-Covered Bridge Deck Bridge No: 044 1. Delaminations:
Weight of Chain: 2.2 Kg/m Other Equipment: Hammer
2. Concrete Cover:
Covermeter Make & Model: Elcometer Protovale 331
Battery Check: Reading at Start of Test: OK Reading at End of Test: OK
Concrete Cover Check: Location of Check: SS2
Actual Depth & Rebar Dia: -
Reading Before Test: 94mm Reading Each 30 min During Test: 94mm
Reading End of Test: 94mm
3. Corrosion Activity:
Half Cell Make & Model: MC MILLER Electrode RE - 3A (3” Dia)
Multimeter Make & Model: Mastercraft Digital Multimeter 3 R93
Length and Gauge of Lead Wires: 150 m of 20 gauge
Deck Temp: Start of Test: 7°C End of Test: 7°C
Ambient Temp: Start of Test: 7°C End of Test: 7°C
Battery Check: OK Ground Check: Method of Connection: Self-tapping screw Ground Location: C7, C12 Check Location: C3, C10
Measured Resistance: 2.5, 2.4 Ω (A))) ,
Measured resistance is the circuit resistance of deck, including the resistance of the leads
Lead Resistance: 1.8 Ω (B) Voltage Drop (mV’s): 0.1
Net Resistance: 0.7, 0.6 Ω (C) Resistance Reversed: 0.7, 0.6 Ω (C = A – B)
Grid Point Potential Readings Check – See Table Below
Location Initial Reading Check Reading ¹ Check Reading – Latex
Concrete Overlay ²
A1/K1 -0.530 / -0.460 -0.529 / -0.460 -
A2/K2 -0.218 / -0.265 -0.220 / -0.264 -
A3/K3 -0.206 / -0.248 -0.208 / -0.246 -
A4/K4 -0.152 / -0.259 -0.153 / -0.260 -
A5/K5 -0.131 / -0.209 -0.133 / -0.208 -
1 Check at least five readings at beginning of test and each change in ground 2 On decks with latex modified concrete overlay, check at least five locations by drilling holes
through the latex concrete overlay into the original concrete substrate
Core Photographs and Sketches
Project No: 10001609
Core Photographs & Sketches
Bridge No. 044, Eglinton Avenue Bridge over Etobicoke Creek, Toronto/Mississauga, Ontario
CORE C1
Project No: 10001609
Core Photographs & Sketches
Bridge No. 044, Eglinton Avenue Bridge over Etobicoke Creek, Toronto/Mississauga, Ontario
CORE C2
Project No: 10001609
Core Photographs & Sketches
Bridge No. 044, Eglinton Avenue Bridge over Etobicoke Creek, Toronto/Mississauga, Ontario
CORE C3
Project No: 10001609
Core Photographs & Sketches
Bridge No. 044, Eglinton Avenue Bridge over Etobicoke Creek, Toronto/Mississauga, Ontario
CORE C4
Project No: 10001609
Core Photographs & Sketches
Bridge No. 044, Eglinton Avenue Bridge over Etobicoke Creek, Toronto/Mississauga, Ontario
CORE C5
Project No: 10001609
Core Photographs & Sketches
Bridge No. 044, Eglinton Avenue Bridge over Etobicoke Creek, Toronto/Mississauga, Ontario
CORE C6
Project No: 10001609
Core Photographs & Sketches
Bridge No. 044, Eglinton Avenue Bridge over Etobicoke Creek, Toronto/Mississauga, Ontario
CORE C7
Project No: 10001609
Core Photographs & Sketches
Bridge No. 044, Eglinton Avenue Bridge over Etobicoke Creek, Toronto/Mississauga, Ontario
CORE C8
Project No: 10001609
Core Photographs & Sketches
Bridge No. 044, Eglinton Avenue Bridge over Etobicoke Creek, Toronto/Mississauga, Ontario
CORE C9
Project No: 10001609
Core Photographs & Sketches
Bridge No. 044, Eglinton Avenue Bridge over Etobicoke Creek, Toronto/Mississauga, Ontario
CORE C10
Project No: 10001609
Core Photographs & Sketches
Bridge No. 044, Eglinton Avenue Bridge over Etobicoke Creek, Toronto/Mississauga, Ontario
CORE C11
Project No: 10001609
Core Photographs & Sketches
Bridge No. 044, Eglinton Avenue Bridge over Etobicoke Creek, Toronto/Mississauga, Ontario
CORE C12
Project No: 10001609
Core Photographs & Sketches
Bridge No. 044, Eglinton Avenue Bridge over Etobicoke Creek, Toronto/Mississauga, Ontario
CORE C13
Project No: 10001609
Core Photographs & Sketches
Bridge No. 044, Eglinton Avenue Bridge over Etobicoke Creek, Toronto/Mississauga, Ontario
CORE C14
Project No: 10001609
Core Photographs & Sketches
Bridge No. 044, Eglinton Avenue Bridge over Etobicoke Creek, Toronto/Mississauga, Ontario
Core C15