Neilson Road Bridge Bridge No. 817 Detailed Deck Condition Survey & Evaluation Report. City of Toronto Engineering & Construction Services

Transcription

1 Neilson Road Bridge Bridge No. 817 Detailed Deck Condition Survey & Evaluation Report Prepared for: City of Toronto Engineering & Construction Services 1 of 265 October 2015

2 TABLE OF CONTENTS APPENDICES... II 1.0 INTRODUCTION STRUCTURE INSPECTION METHODOLOGY SUMMARY OF CONDITION SURVEY Asphalt Wearing Surface Waterproofing Concrete Deck Deck Soffit Approaches Deck Drainage Joints Abutments and Bearings Ballast Wall Bearing Seats Wingwalls Retaining Walls Piers and Bearings Slopes STRUCTURE EVALUATION... 8 Neilson Road Bridge - Enhanced OSIM & Evaluation Report 2 of 265 MMM Group Limited October i

3 APPENDICES Appendix A Condition Survey Report Appendix B Structural Evaluation Report Neilson Road Bridge - Enhanced OSIM & Evaluation Report 3 of 265 MMM Group Limited October ii

4 1.0 INTRODUCTION MMM Group Limited has been retained by The City of Toronto to provide a detailed deck condition survey and structural evaluation of the Neilson Road Bridge. As a part of the aforementioned work, the structure was to be visually inspected for its current level of deterioration, forming the basis for the structural evaluation. The detailed deck condition survey of the Neilson Road structure was completed by Bridge Check Canada Limited as sub consultant to MMM Group Limited. This report summarizes the key findings of the detailed condition survey and structural evaluation. A complete deck condition survey and inspection report can be found in Appendix A. The structural evaluation report can be found in Appendix B. 2.0 STRUCTURE Originally constructed in 1979, the Neilson Road Bridge is a four span post-tensioned structure which consists of two independent concrete decks. The Neilson Road Bridge has single span lengths of 14.6m, 18.9m, 18.9m and 14.6m with a total overall width of 28.4m. The structure is orientated in the east-west direction and carries traffic in each direction over two CPR railway tracks. The substructure consists of two sets of abutments and three sets of piers; According to the existing structure drawings, the abutments and piers are supported on spread footings. The original construction drawings do not indicate that the footings are supported on steel piles. The bridge structure accommodates four lanes of traffic along Neilson Road over the CPR railway with barriers running along the north andsouth edges of each bridge deck. Transverse expansion joints are present at both ends of the bridge deck, directly above the abutments; the deck is continuous over its piers. According to the available records, the structure has not undergone any rehabilitation work. A Key Plan showing the structure location is provided in Figure 1. Neilson Road Bridge - Enhanced OSIM & Evaluation Report 4 of 265 MMM Group Limited October

5 Bridge Site Figure 1 Key Plan 3.0 INSPECTION METHODOLOGY Bridge Check Canada Limited was retained by MMM Group Limited to carry out a detailed bridge condition survey of the Neilson Road Bridge. The field investigation was completed over three days between June 3 and 5, The Neilson Road Bridge condition survey involved the observation and inspection of surface defects and delaminated concrete, a corrosion potential survey and visual observation of sawn areas on the deck, as well as the extraction of concrete cores from various locations in the structure. All condition survey procedures used were those defined in the MTO Structure Rehabilitation Manual. Standard practise included the following key methodologies: Delaminated concrete was detected by striking all vertical and overhead concrete surfaces with a hammer and noting the sound emitted. Neilson Road Bridge - Enhanced OSIM & Evaluation Report 5 of 265 MMM Group Limited October

6 The locations of all concrete patches, spalled and or delaminated concrete, exposed reinforcement, damp areas, scaled concrete, cracked concrete and other observed defects were recorded. A standard 1.5m square grid was used for all deck-top and soffit observations. The corrosion potential survey was conducted for the asphalt covered bridge deck. All survey procedures were performed in accordance with the requirements of STM C876 and the MTO Structure Rehabilitation Manual. All sawn areas of the bridge deck were carefully examined for deterioration and were hammer sounded. Photos of all sawn samples are on file for reference. Thirty (30) sawn samples were taken at various locations on the bridge deck Thirty-seven (37) concrete cores were extracted from the bridge deck and one (1) from the east and west approach, respectively. 4.0 SUMMARY OF CONDITION SURVEY 4.1 Asphalt Wearing Surface The total width of the asphalt covered bridge deck between abutments is m, with a total surveyed area of 1, m 2. The condition of the asphalt wearing surface on the bridge deck was identified through visual field observations and review of cores and sawn asphalt samples. The asphalt wearing surface on the concrete deck is generally in fair condition with unsealed transverse (82.0 m), longitudinal (65.0 m) and random (584.0 m) cracking, sealed transverse (1 m), longitudinal (6.0 m) and random (79.0 m) cracking. The measured asphalt thickness varied from 40 mm to 110 mm with an average thickness of 69 mm. Three (3) samples of the asphalt wearing surface were tested for asbestos contaminations according to EPA 600/R 93/116 test method using Polarized Light Microscope. The results indicated % asbestos content in the samples. 4.2 Waterproofing Evidence of a hot rubberized asphalt waterproofing system with protection board was detected over the concrete deck, ranging in thickness from 7 to 9 mm with an average thickness of 8 mm. The condition of the Neilson Road Bridge - Enhanced OSIM & Evaluation Report 6 of 265 MMM Group Limited October

7 waterproofing membrane encountered in the test locations was generally good. The bond of waterproofing to the concrete was generally good. 4.3 Concrete Deck The concrete deck consists of a four span cast in place concrete post tension thick slab, supported by piers and abutments. The condition of the concrete deck was observed at thirty-seven (37) core locations and thirty (30) sawn asphalt sample locations. The inside of the core holes and the exposed concrete surface at the sawn asphalt sample locations were examined carefully for cracks and other defects. A review of the concrete cores revealed cracking in one (1) core. Visual review of the exposed concrete surface at the sawn asphalt samples did not reveal any defects. The concrete cover to the upper rebar layer measured in the cores and sawn asphalt samples was found to range from 30 to 109 mm with an average cover of 68 mm. The field cores identified 15M rebar imprint in the deck. The reinforcement steel was found to be in good condition with no evidence of corrosion. Corrosion potential values obtained from the half cell test carried out on the asphalt covered deck ranged from V to V with an average value of V. The half cell survey indicated that 56.0% of the deck area likely had no corrosion activity, with corrosion potential values between 00 V and V. The half cell survey indicated uncertain low corrosion activity for 34.0% of the deck area, with values ranging from V to V. Probable active corrosion was detected for 1% of the deck area with corrosion potential values more negative than V. Active corrosion potential was found adjacent to the north sidewalk. Two (2) cores were tested for compressive strength of the hardened concrete in accordance with CSA A C. The compressive strength of the hardened concrete for these cores ranged from 38.7 MPa to 68.9 MPa, with an average compressive strength of 53.8 MPa. This value is significantly higher than the 34.5 MPa (5000 psi) minimum specified strength on the original GA drawing. The chloride ion content was determined for eight (8) cores using MTO LS 417 Method of Test for Determination of Total Chloride Ion in Concrete Acid Soluble. These core samples were located at areas prone to salt exposure (e.g. high corrosion potential areas, along construction joints, low points of the deck, asphalt cracks). In addition, samples from other moderately exposed areas were also taken. Neilson Road Bridge - Enhanced OSIM & Evaluation Report 7 of 265 MMM Group Limited October

8 The chloride threshold value necessary to depassivate embedded steel and to allow the onset of corrosion (in the presence of oxygen and moisture) is generally taken as 25% by mass of concrete. The corrected chloride content, at the rebar level, was above the chloride threshold level of 25% in one (1) Core. Overall, the results indicate that chloride contamination has extended to the upper rebar level in limited areas of the deck. Based on the concrete removal policy outlined in the Structure Rehabilitation Manual, the following comments can be made: Since 10% of the deck area is more negative than V, the average chloride content at the reinforcing level is calculated using the cores with corrosion potential values more negative than V. Therefore, the average adjusted chloride content at the reinforcing steel level is 11%. Based on the above, since the average adjusted chloride content at the top reinforcement level is less than 5% by mass of concrete, concrete removal is recommended to include delaminated areas only. 4.4 Deck Soffit The bridge deck soffit, with a total surveyed area of 1, m 2, is in fair condition with clean/stained medium width cracking (10 m), delamination (75.90 m 2 ), spalls (20.90 m 2 ), honeycombing (3.00 m 2 ), and wet areas (47.40 m 2 ). Deteriorations were predominantly observed within the westbound lanes and along the centreline of the deck. Exposed corroded reinforcement was observed in the spalled areas. A concrete cover survey was conducted on the deck soffit except for the area between Piers 1 and 2 (above the CPR tracks). The concrete cover was found to range from 30 to 64 mm with an average cover of 44 mm. 4.5 Approaches The asphalt wearing surface on the bridge approaches is generally in good condition with unsealed cracks. Observation of a core hole located at the east approach confirmed the presence of a concrete approach slab with 85 mm thickness. The measured asphalt thickness was 40 mm. Observation of a core hole located at the west approach confirmed the presence of a concrete approach slab with 65 mm thickness. The measured asphalt thickness was 50 mm. Neilson Road Bridge - Enhanced OSIM & Evaluation Report 8 of 265 MMM Group Limited October

9 4.6 Deck Drainage Deck drains were not observed on this structure. Catch basins were observed at northeast and northwest quadrants and in the median outside structure limits. 4.7 Joints The expansion joints (strip seal joints) were generally in fair to poor condition with light rusting and missing sections of the steel armoring angles. The seals were found to be damaged and covered with debris. Gap dimensions varied from 20 to 40 mm. Leaking of the expansion joints was noted from dampness of the deck soffit and abutments underneath. Cracking, scaling, and spalling were noted on the concrete end dams. The east expansion joint was noted as being uneven at the north sidewalk. 4.8 Abutments and Bearings The exposed surfaces of the abutments were inspected and sounded to check for delamination. The total surveyed area for the east and west abutments were and m 2, respectively. The abutments are in fair to good condition. The field investigation of the east abutment revealed clean/stained medium width cracking (35.0 m), pattern cracks (0.50 m 2 ) and delamination (1.20 m 2 ). The field investigation of the west abutment revealed clean medium width cracking (6.0 m), delamination (1.90 m 2 ), and medium scaling (0.45 m 2 ). The east abutment elastomeric bearings are in fair to good condition with cracks and bulging. The west abutment laminated elastomeric bearings are in fair to good condition with cracks and bulging. 4.9 Ballast Wall The east ballast wall is in fair to good condition whereas the west ballast wall is in fair condition. The east abutment ballast wall had a total surveyed area of 7.00 m 2 with spalls (0.15 m 2 ). The west abutment ballast wall had a total surveyed area of 7.00 m 2 with clean medium width cracks (2.0 m), delamination (0.30 m 2 ), spalls (0.30 m 2 ), and light scaling (0.10 m 2 ). Neilson Road Bridge - Enhanced OSIM & Evaluation Report 9 of 265 MMM Group Limited October

10 4.10 Bearing Seats The bearing seats were generally in good condition. The east abutment bearing seat had a total surveyed area of m 2, with no visible defects. The west abutment bearing seat had a total surveyed area of m 2 with no visible defects Wingwalls The exposed areas of the wingwalls were inspected visually and hammer sounded. The wingwalls were in good condition and had a total surveyed area of m 2, with clean/stained medium width cracks (5.0 m), light scaling (0.15 m 2 ), and wet areas (1.40 m 2 ). Wet areas were observed on the southwest wingwall Retaining Walls The exposed areas of the retaining walls were inspected visually and hammer sounded. The retaining walls were in good condition and had a total surveyed area of m 2, with clean/stained medium width cracks (21.0 m) Piers and Bearings The bridge piers are in good condition with total surveyed area of m 2. Inspection of the piers revealed clean medium width cracks (4.0 m) and medium scaling (0.60 m 2 ). Medium scaling was found on Pier #3. The expansion Andre Rota bearings at Piers #1 and #3 were found to be in fair to good condition with light corrosion and rust jacking. The Fixed Andre Rota bearings at Pier #2 were in good condition Slopes The east slope was found to be in fair condition with soil erosion. The west slope paving was in fair to good condition with cracks. Neilson Road Bridge - Enhanced OSIM & Evaluation Report 10 of 265 MMM Group Limited October

11 5.0 STRUCTURE EVALUATION A structural evaluation of the bridge was performed by MMM Group Limited in accordance with the 2006 Canadian Highway Bridge Design Code (CHBDC). The evaluation was based on the original construction drawings supplied by The City of Toronto and took into consideration the condition of the structure at the time of the evaluation. Based on the original structural drawings the following material properties were used in the evaluation of the structure: Compressive strength of concrete - Deck (f c) = 34.5 MPa Yield strength of reinforcing steel (f y ) =345 MPa Yield Strength of stressing strand (f pu ) = 1488 Mpa According to the original structural drawings, the structure was originally designed for HS20-44 bridge loading. The structure was analysed on SAP2000 using 2D frame elements, the live load model used was CL-625-ON as specified in the CHBDC. The evaluation indicated the following capacity to demand ratios (C/D) for the existing girders at their critical locations: TABLE 1 C/D Ratios and Stresses for Existing Conditions Westbound Structure Location ULS ULS Stress - Top Stress Top Stress Bot Stress Top (Mr/Mf) (Vr/Vf) SLS (MPa) Allowable (MPa) SLS (MPa) Allowable (MPa) Span Pier Span Pier Span Pier Span Neilson Road Bridge - Enhanced OSIM & Evaluation Report 11 of 265 MMM Group Limited October

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13 13 of 265 APPENDIX A Condition Survey Report

14 BRIDGE CHECK CANADA Ltd. Pioneer in bridge inspection DETAILED CONDITION SURVEY REPORT Site No. 817 Neilson Road over CPR City of Toronto, Ontario Prepared For: MMM Group Limited Prepared by: Bridge Check Canada Ltd. BCC Project No: BCC15006 Report Date: August 20, Viceroy Road, Unit 4, Vaughan, ON L4K 3N8 Tel: Fax: of 265

15 BRIDGE CHECK CANADA Ltd. Pioneer in bridge inspection 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/ Drawings: No. 1 Surface Deterioration of Asphalt on Deck No. 2 Asphalt Thickness of Deck No. 3 Corrosion Potential of Deck No. 4 Surface Deterioration of Soffit No. 5 Concrete Cover of Soffit No. 6 Surface Deterioration of Piers No. 7 Surface Deterioration of Abutments, Winging Walls and Retaining Walls 200 Viceroy Road, Unit 4, Vaughan, ON L4K 3N8 Tel: Fax: info@bridgecheckcanada.com 15 of 265

16 BRIDGE CHECK CANADA Ltd. Pioneer in bridge inspection 1/ Structure Identification Sheet 200 Viceroy Road, Unit 4, Vaughan, ON L4K 3N8 Tel: Fax: of 265

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18 BRIDGE CHECK CANADA Ltd. Pioneer in bridge inspection 2/ Key Plan 200 Viceroy Road, Unit 4, Vaughan, ON L4K 3N8 Tel: Fax: of 265

19 BRIDGE CHECK CANADA Ltd. Pioneer in bridge inspection KEY PLAN Site No. 817 Neilson Road over CPR City of Toronto, Ontario Site # Viceroy Road, Unit 4, Vaughan, ON L4K 3N8 Tel: Fax: info@bridgecheckcanada.com 19 of 265

20 BRIDGE CHECK CANADA Ltd. Pioneer in bridge inspection 3/ Summary of Significant Findings 200 Viceroy Road, Unit 4, Vaughan, ON L4K 3N8 Tel: Fax: of 265

21 BRIDGE CHECK CANADA Ltd. Pioneer in bridge inspection SUMMARY OF SIGNIFICANT FINDINGS Site ID # 817, Neilson Road Bridge over CPR, City of Toronto, Ontario 1.0 INTRODUCTION Bridge Check Canada Ltd. was retained by MMM Group Ltd. to carry out detailed bridge condition survey under City of Toronto s Work Assignment No. ECS BE C The assignment involved the investigation and reporting for a total of seven bridges within the City of Toronto. This report presents Bridge Check Canada s findings, through the field investigations and laboratory testing, for Neilson Road Bridge over CPR (Site ID # 817). First time field investigations were carried out on June 3 5, A Bridge Master was utilized to inspect and hammer sound the deck soffit and substructure components. Site No. 817, constructed in 1979, is a four span cast in place concrete post tension thick slab, overlain with an asphalt wearing surface and carries two lanes of traffic per direction of Neilson Road. The bridge spans over CPR tracks. The slab thickness, shown on the original GA drawing, is 660 mm. Total span length of the bridge is m and the roadway width in each direction of Neilson Road is m. The structure has an east west orientation. Outer limits of the structure have concrete parapet walls and concrete sidewalk. A concrete median separates southbound from northbound traffic. Photo P1 shows a view of the south elevation of Site No Photo P2 shows the north elevation. South Elevation of Site No. 817, Neilson Road Bridge over CPR Rehabilitation history of the bridge is not available. 2.0 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), concrete cores (100 mm diameter), corrosion potential survey, and physical testing of the concrete 200 Viceroy Road, Unit 4, Vaughan, ON L4K 3N8 Tel: Fax: info@bridgecheckcanada.com 21 of 265

22 BRIDGE CHECK CANADA Ltd. Pioneer in bridge inspection cores. Inspection of the concrete sidewalks, parapet walls and median was not part of scope of this investigation. The delaminations in the concrete were detected by striking the surface with a 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 hammer sounding method was used for all vertical and overhead surfaces inspected. The areas and locations of patches, spalls, delaminations, exposed reinforcement, honey combing, wet areas, scaling and other observed defects were recorded. A corrosion potential survey was conducted for the asphalt covered bridge deck. The 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. Thirty nine (39) cores (37 cores in the asphalt covered bridge deck and two cores in the approaches) and 30 sawn asphalt samples were extracted from this structure, in compliance with the requirements for selecting cores and sawn asphalt samples from deteriorated and sound areas. The inside of the core holes were examined carefully for cracks and the condition of the concrete. The exposed surface of the concrete at the sawn asphalt samples was carefully examined for evidence of deterioration. All the test holes were reinstated to their original condition using MTO approved products. Enclosed with this report are detailed condition survey summary sheets, survey equipment and calibration procedures, core photos/sketches, core logs, sawn asphalt sample photos, sawn asphalt sample logs, site photos, laboratory test results, and drawings. 3.0 BRIDGE STRUCTURE 3.1 Asphalt Wearing Surface The total width of the asphalt covered bridge deck between abutments is m, with a total surveyed area of 1, m 2. The condition of the asphalt wearing surface on the bridge deck was identified through visual field observations and review of cores and sawn asphalt samples. Drawing 1 shows the location of 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 is generally in fair condition with unsealed transverse (82.0 m), longitudinal (65.0 m) and random (584.0 m) cracking, sealed transverse (1 m), longitudinal (6.0 m) and random (79.0 m) cracking. The total asphalt thickness, measured in the drilled holes and the cores and sawn asphalt sample locations, varied from 40 mm to 110 mm with an average thickness of 69 mm (refer to Drawing No. 2). Three samples of the asphalt wearing surface were tested for asbestos contaminations according to EPA 600/R 93/116 test method using Polarized Light Microscope. The results indicated % asbestos content in the samples. Refer to IATL International laboratory test results. 200 Viceroy Road, Unit 4, Vaughan, ON L4K 3N8 Tel: Fax: info@bridgecheckcanada.com 22 of 265

23 BRIDGE CHECK CANADA Ltd. Pioneer in bridge inspection 3.2 Waterproofing Evidence of a hot rubberized asphalt waterproofing system with protection board was detected over the concrete deck, ranging in thickness from 7 to 9 mm with an average thickness of 8 mm. The condition of the waterproofing membrane encountered in the test locations was generally good. The bond of waterproofing to the concrete was generally good. 3.3 Concrete Deck The concrete deck consists of a four span cast in place concrete post tension thick slab, supported by piers and abutments. The condition of the concrete deck was observed at 37 core locations and 30 sawn asphalt sample locations. The inside of the coreholes and the exposed concrete surface at the sawn asphalt sample locations were examined carefully for cracks and other defects. A review of the concrete cores revealed cracking in core C36. Visual review of the exposed concrete surface at the sawn asphalt samples did not reveal any defects. Refer to the core and sawn asphalt sample logs and photos. The concrete cover to the upper rebar layer measured in the cores and sawn asphalt samples was found to range from 30 to 109 mm with an average cover of 68 mm. The field cores identified 15M rebar imprint in the deck. The reinforcement steel was found to be in good condition with no evidence of corrosion. Refer to the core logs and photos. Corrosion potential values obtained from the half cell test carried out on the asphalt covered deck ranged from V to V with an average value of V. The half cell survey indicated that 56.0% of the deck area likely had no corrosion activity, with corrosion potential values between 00 V and V. The half cell survey indicated uncertain low corrosion activity for 34.0% (25.1%+8.9%) of the deck area, with values ranging from V to V. Probable active corrosion was detected for 1% (6.3%+3.7%) of the deck area with corrosion potential values more negative than V. Drawing 3 shows the corrosion potential readings on the deck. Active corrosion potential was found adjacent to the north sidewalk. 8.9% 6.3% 3.7% 25.1% 56.0% 0 to V to V to V to V < Corrosion potential distribution in the deck Cores C2 and C37 were tested for compressive strength of the hardened concrete in accordance with CSA A C. The compressive strength of the hardened concrete for these cores ranged from Viceroy Road, Unit 4, Vaughan, ON L4K 3N8 Tel: Fax: info@bridgecheckcanada.com 23 of 265

24 BRIDGE CHECK CANADA Ltd. Pioneer in bridge inspection MPa to 68.9 MPa, with an average compressive strength of 53.8 MPa. This value is significantly higher than the MPa (5000 psi) minimum strength specified on the original GA drawing. The chloride ion content was determined for eight cores using MTO LS 417 Method of Test for Determination of Total Chloride Ion in Concrete Acid Soluble. These core samples were located at areas prone to salt exposure (e.g. high corrosion potential areas, along 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, at the average concrete cover or at rebar level are summarized below. Core No. C3 C5 C11 C17 C28 C33 C36 C39 Corrected Chloride Content (%)* Corrosion Potential (V) * Background chloride ion content was assumed to be 10% for the parent concrete The chloride threshold value necessary to depassivate embedded steel and to allow the onset of corrosion (in the presence of oxygen and moisture) is generally taken as 25% by mass of concrete. The background chloride content is the lowest chloride content value for all of the cores tested for chloride content. The 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 25% in Core C3. Overall, the results indicate that chloride contamination has extended to the upper rebar level in limited areas of the deck. Based on the concrete removal policy outlined in the Structure Rehabilitation Manual, the following comments can be made: Since more than 10% of the deck area is more negative than V, the average chloride content at the reinforcing level is calculated using the cores with corrosion potential values more negative than V. Therefore, the average adjusted chloride content at the reinforcing steel level is 11%. Based on the above, since the average adjusted chloride content at the top reinforcement level is less than 5% by mass of concrete, concrete deck removal is recommended to include delaminated areas only. Cores C4, C10, and C22 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 below: 200 Viceroy Road, Unit 4, Vaughan, ON L4K 3N8 Tel: Fax: info@bridgecheckcanada.com 24 of 265

25 BRIDGE CHECK CANADA Ltd. Pioneer in bridge inspection Core No. Air Content Specific Surface Spacing Factor (%) (mm 1 ) (mm) C C C 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 mm. Therefore, the air void system for all three tested cores is considered air entrained. 3.4 Deck Soffit A detailed visual inspection of deck soffit was carried out utilizing a Bridge Master. The deteriorations are shown on Drawing 4 and in Photos P7 to P24. The bridge deck soffit, with a total surveyed area of 1, m 2, is in fair condition with clean/stained medium width cracking (10 m), delaminations (75.90 m 2 ), spalls (20.90 m 2 ), honeycombing (3.00 m 2 ), and wet areas (47.40 m 2 ). Deteriorations were predominantly observed within the westbound lanes and along the centreline of the deck. Exposed corroded reinforcement was observed in the spalled areas. A concrete cover survey was conducted on the deck soffit except for the area between Piers 1 and 2 (above the CPR tracks). The concrete cover was found to range from 30 to 64 mm with an average cover of 44 mm, as shown on Drawing Bridge Approaches The asphalt wearing surface on the bridge approaches is generally in good condition with unsealed cracks. Photos P25 and P26 show the general pavement condition on the east and west approaches, respectively. Observation of corehole C12, located at the east approach, confirmed presence of concrete approach slab beneath the asphalt. Asphalt thickness measured in core C12 was 40 mm. Observation of corehole C27, located at the west approach, confirmed presence of concrete approach slab beneath the asphalt. Asphalt thickness measured in core C27 was 50 mm. Photo P95 shows the inside of corehole C Deck Drainage Deck drains were not observed on this structure. Catch basins were observed at northeast and northwest quadrants and in the median outside structure limits (Photos P27 to P30). 3.7 Deck Joints The expansion joints (strip seal joints) were generally in fair to poor condition with light rusting and missing sections of the steel armoring angles. The seals were found to be damaged and covered with debris. Gap dimensions varied from 20 to 40 mm. Leaking of the expansion joints was noted from dampness of the deck soffit and abutments underneath. Cracking, scaling, and spalling were noted on 200 Viceroy Road, Unit 4, Vaughan, ON L4K 3N8 Tel: Fax: info@bridgecheckcanada.com 25 of 265

26 BRIDGE CHECK CANADA Ltd. Pioneer in bridge inspection the concrete end dams. Photos P31 and P37 show general condition of the joints. Unevenness of the east expansion joint was observed in the north sidewalk (Photo P34). 3.8 Concrete Parapet Walls Inspection of the concrete parapet walls was not part of scope of this investigation. Photos P38 and P39 show typical condition of the parapet walls. Concrete parapet walls have 0.25 m width and 0.61 m height. Photo P92 shows a utility box inside south parapet wall. The ducts were PVC and not containing any asbestos contaminations. 3.9 Concrete Sidewalks Inspection of the concrete sidewalks was not part of scope of this investigation. Photos P38 and P39 show typical condition of the sidewalks. Concrete sidewalks have 1.87 m width and 0.26 m height. Photo P93 shows a utility box inside north sidewalk. GA Drawing shows 8 PVC Bell Canada Ducts in the north sidewalk and 6 H.PC Ducts in the south sidewalk Concrete Median Inspection of the concrete median was not part of scope of this investigation. Concrete median has 1.13 m width and 0.25 m height. Photo P40 shows typical condition of the median End Posts and Guide Rails The concrete end posts are generally in fair to good condition with cracks and delaminations (Photos P41 to P44). The steel beam guiderail system at southwest corner of the bridge is in good condition (Photo P45). 4.0 SUBSTRUCTURE COMPONENTS The abutments, piers, retaining walls, and wingwalls were inspected and hammer sounded, where accessible, to check for delaminations. Field measurements are presented in the field summary sheets. 4.1 Abutments and Bearings The exposed surfaces of the abutments were inspected and sounded to check for delaminations. The total surveyed area for the east and west abutments were and m 2, respectively. The deteriorations are shown on Drawing 7. General views of the abutments and bearings are shown in Photos P46 to P67. The abutments are in fair to good condition. The field investigation of the east abutment revealed clean/stained medium width cracking (35.0 m), pattern cracks (0.50 m 2 ) and delaminations (1.20 m 2 ). The field investigation of the west abutment revealed clean medium width cracking (6.0 m), delaminations (1.90 m 2 ), and medium scaling (0.45 m 2 ). 200 Viceroy Road, Unit 4, Vaughan, ON L4K 3N8 Tel: Fax: info@bridgecheckcanada.com 26 of 265

27 BRIDGE CHECK CANADA Ltd. Pioneer in bridge inspection The east abutment elastomeric bearings are in fair to good condition with cracks and bulging (Photos P49 to P56). The west abutment laminated elastomeric bearings are in fair to good condition with cracks and bulging (Photos P60 to P67). 4.2 Ballast Walls The east ballast wall is in fair to good condition whereas the west ballast wall is in fair condition. The deteriorations are shown on Drawing 7. The east abutment ballast wall had a total surveyed area of 7.00 m 2 with spalls (0.15 m 2 ). Photos P46 to P48 show typical condition of the east ballast wall. The west abutment ballast wall had a total surveyed area of 7.00 m 2 with clean medium width cracks (2.0 m), delaminations (0.30 m 2 ), spalls (0.30 m 2 ), and light scaling (0.10 m 2 ). Photos P57 and P58 show typical condition of the west ballast wall. 4.3 Bearings Seats The bearing seats were generally in good condition. The deteriorations are shown on Drawing 7. The east abutment bearing seat had a total surveyed area of m 2, with no visible defects. The west abutment bearing seat had a total surveyed area of m 2, with no visible defects. 4.4 Wingwalls The exposed areas of the wingwalls were inspected visually and hammer sounded. The wingwalls were in good condition and had a total surveyed area of m 2, with clean/stained medium width cracks (5.0 m), light scaling (0.15 m 2 ), and wet areas (1.40 m 2 ). The deteriorations are shown on Drawing 7 and in Photos P68 and P69. Wet areas were only observed on the southwest wingwall. 4.5 Retaining Walls The exposed areas of the retaining walls were inspected visually and hammer sounded. The retaining walls were in good condition and had a total surveyed area of m 2, with clean/stained medium width cracks (21.0 m). The deteriorations are shown on Drawing 7 and in Photos P70 and P Piers and Bearings The bridge piers are in good condition with total surveyed area of m 2. Inspection of the piers revealed clean medium width cracks (4.0 m) and medium scaling (0.60 m 2 ). Deteriorations are shown on Drawing 6 and in Photos P72 to P89. Medium scaling was found on Pier #3. The expansion Andre Rotaflon bearings at Piers #1 and #3 were found to be in fair to good condition with light corrosion and rust jacking. The Fixed Andre Rota bearings at Pier #2 were in good condition. 4.7 Slopes The east slope was found to be in fair condition with soil erosion (Photo P90). The west slope paving was in fair to good condition with cracks (Photo P91). 200 Viceroy Road, Unit 4, Vaughan, ON L4K 3N8 Tel: Fax: info@bridgecheckcanada.com 27 of 265

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29 BRIDGE CHECK CANADA Ltd. Pioneer in bridge inspection 4/ Detailed Condition Survey Summary Sheets Asphalt Covered Deck 200 Viceroy Road, Unit 4, Vaughan, ON L4K 3N8 Tel: Fax: of 265

30 DETAILED CONDITION SURVEY SUMMARY SHEET Page 1 of 4 ASPHALT COVERED DECK DECK RIDING SURFACE Site No. # Dimensions and Area of Survey Width between E abutment curbs m Width between W abutment curbs m Length between abutment joints m Area of deck riding surface m² 2. Asphalt Surface Cracks Orientation Unsealed Sealed * Asphalt potholes/patches = 0 m² * Asphalt Alligator Cracks = 0 m² * Asphalt Ravelling = 0 m² Transverse m Longitudinal m Random m Deck dimensions were taken from the structural drawings 3. Asphalt Depth Depth Condition * Min Max Avg F mm * G Good, F Fair, P Poor, V - Variable Good to Poor 4. Waterproofing Type Hot rubberized asphalt with protection board Thickness (mm) ** Condition * Conc. Bond * Min Max Avg G G mm * G Good, F Fair, P Poor, V - Variable Good to Poor ** Report only thickness of waterproofing membrane but note presence of protection board 30 of 265

31 DETAILED CONDITION SURVEY SUMMARY SHEET Page 2 of 4 ASPHALT COVERED DECK DECK RIDING SURFACE Site No. # Concrete Cover Cores and Sawn Samples Minimum Maximum Average mm Note: Only include covers for upper layer of rebars. 6. Corrosion Activity Minimum Maximum Average V 0 to to to to < V m % 7. Defective Cores and Sawn Samples Cores and Sawn Samples Corrosion Delaminated, Spalled, Severe Scaling Total in Each Medium Scaling * Activity (Volts) and Disintegration * Area No. m 2 % No. m 2 % 0 to to to to < * 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. 31 of 265

32 DETAILED CONDITION SURVEY SUMMARY SHEET Page 3 of 4 ASPHALT COVERED DECK DECK RIDING SURFACE Site No. # Adjusted Chloride Content Profile *Background (parent concrete) chloride content = 10 Corrosion Activity at Core 0 to to mm mm Chloride mm Content* mm mm mm 17 * Average chloride content as % chloride by weight of concrete after deducting background chlorides for all cores taken in each range of corrosion potential. 9. Chloride Content at Rebar Level Core No. C3 C5 C11 C17 C28 C33 C36 Chloride Content* Corrosion Potential Core No. C39 Chloride Content* 12 Corrosion Potential Core No. Chloride Content* Corrosion Potential * Chloride content as % chloride by weight of concrete after deducting background chlorides. 10. AC Resistance Test Data of Epoxy Coated Rebar Measured AC Resistance between Connection #1 and #2 Calculated Connection #2 AC Connection #1 G1 G2 G3 G4 G5 Resistance G1 N/A G2 - N/A G3 - - N/A G N/A - - G N/A - Table # 10 is Not Applicable. * See Appendix 1E for calculating AC resistance contributed by individual rebar. 32 of 265

33 DETAILED CONDITION SURVEY SUMMARY SHEET Page 4 of 4 ASPHALT COVERED DECK DECK RIDING SURFACE Site No. # IR Drop and Truce Half Cell Potential Measurements of Epoxy Coated Rebar IR Drop Between Connection #1 and #2 True Half Connection #1 Connection #2 (negative) Cell (positive) G1 G2 G3 G4 G5 Potential * G1 N/A G2 - N/A G3 - - N/A G N/A - - G N/A - Table # 11 is Not Applicable. * Half cell reading taken on the same rebar with the ground connection. 12. Concrete Air Entrainment Concrete Air Entrained? C4 C10 C Compressive Strength Average Compressive Strength Yes No Marginal Yes Yes Yes 53.8 MPa 33 of 265

34 BRIDGE CHECK CANADA Ltd. Pioneer in bridge inspection 5/ Detailed Condition Survey Summary Sheets Exposed Concrete Components 200 Viceroy Road, Unit 4, Vaughan, ON L4K 3N8 Tel: Fax: of 265

35 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 Site No: #817 Component Type & Location: Soffit OSIM Identifier: Decks 1. Dimensions and Area Width m Length m Height 0.25 m x 2 Diameter - Total Area Surveyed m² 2. Cracks (medium and wide) Type Transverse Longitudinal Other Total Clean Clean Medium Width Wide Width Stained Stained Dimensions were taken from the structural drawings & site measurements m m 3. Alkali Aggregate Reaction Area of component with severe to very severe aggregate reaction m² 4. Concrete Cover Minimum Maximum Average mm 0 20 mm mm m mm 73.0 % m 2 over 60 mm % 35 of 265

36 DETAILED CONDITION SURVEY SUMMARY SHEET Page 2 of 4 EXPOSED CONCRETE COMPONENTS Site No: #817 Component Type & Location: Soffit OSIM Identifier: Decks 5. Corrosion Activity Minimum Maximum Average V Table # 5 is Not Applicable. 0 to to to to < V m % 6. Delaminations and Spalls Defect Type Delaminations Spalls Patches *Wet areas = m² Area (m 2 ) Total Delaminations and Spalls Total Delaminations and Spalls in Areas V m² 5.0 % N/A N/A 7. Scaling Light Medium Severe to Very Severe m 2 % 8. Honeycombing Total Area 3.00 m² 36 of 265

37 DETAILED CONDITION SURVEY SUMMARY SHEET Page 3 of 4 EXPOSED CONCRETE COMPONENTS Site No: #817 Component Type & Location: Soffit OSIM Identifier: Decks 9. Adjusted Chloride Content Profile Corrosion Activity at Core 0 to to Location (volts) Chloride Content* 0-10 mm mm mm mm mm mm * 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. 10. Chloride Content at Rebar Level Core No Chloride Content* * Chloride content as % chloride by weight of concrete after deducting background chlorides. Table # 11 is Not Applicable. 11. AC Resistance Test Data of Epoxy Coated Rebar Measured AC Resistance between Connection #1 and #2 Calculated Connection #2 AC Connection #1 G1 G2 G3 G4 G5 Resistance G1 N/A G2 - N/A G3 - - N/A G N/A - - G N/A - * See Appendix 1E for calculating AC resistance contributed by individual rebar. 37 of 265

38 DETAILED CONDITION SURVEY SUMMARY SHEET Page 4 of 4 EXPOSED CONCRETE COMPONENTS Site No: #817 Component Type & Location: Soffit OSIM Identifier: Decks Table # 12 is Not Applicable. 12. IR Drop and Truce Half Cell Potential Measurements of Epoxy Coated Rebar IR Drop Between Connection #1 and #2 True Half Connection #1 Connection #2 (negative) Cell (positive) G1 G2 G3 G4 G5 Potential * G1 N/A G2 - N/A G3 - - N/A G N/A - - G N/A - * Half cell reading taken on the same rebar with the ground connection. 13. Concrete Air Entrainment Concrete Air Entrained: not tested 14. Compressive Strength Average Compressive Strength: not tested 38 of 265

39 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 Site No: #817 Component Type & Location: West Abutment Wall OSIM Identifier: Abutments 1. Dimensions and Area Width m Length - Height Avg m Diameter - Total Area Surveyed m² 2. Cracks (medium and wide) Type Vertical Horizontal Diagonal Total Clean Clean Medium Width Wide Width Stained Stained 6.0 Dimensions were taken from the structural drawings & site measurements m m 3. Alkali Aggregate Reaction Area of component with severe to very severe aggregate reaction m² 4. Concrete Cover Minimum Maximum Average mm Table # 4 is Not Applicable mm - - m mm - - % mm - - m 2 over 60 mm - - % 39 of 265

40 DETAILED CONDITION SURVEY SUMMARY SHEET Page 2 of 4 EXPOSED CONCRETE COMPONENTS Site No: #817 Component Type & Location: West Abutment Wall OSIM Identifier: Abutments 5. Corrosion Activity Minimum Maximum Average V Table # 5 is Not Applicable. 0 to to to to < V m % 6. Delaminations and Spalls Defect Type Delaminations Spalls Patches *Wet areas = 0 m² Area (m 2 ) Total Delaminations and Spalls Total Delaminations and Spalls in Areas V 1.90 m² 4.6 % N/A N/A 7. Scaling Light Medium Severe to Very Severe m % 8. Honeycombing Total Area 0 m² 40 of 265

41 DETAILED CONDITION SURVEY SUMMARY SHEET Page 3 of 4 EXPOSED CONCRETE COMPONENTS Site No: #817 Component Type & Location: West Abutment Wall OSIM Identifier: Abutments 9. Adjusted Chloride Content Profile Corrosion Activity at Core 0 to to Location (volts) Chloride Content* 0-10 mm mm mm mm mm mm * 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. 10. Chloride Content at Rebar Level Core No Chloride Content* * Chloride content as % chloride by weight of concrete after deducting background chlorides. Table # 11 is Not Applicable. 11. AC Resistance Test Data of Epoxy Coated Rebar Measured AC Resistance between Connection #1 and #2 Calculated Connection #2 AC Connection #1 G1 G2 G3 G4 G5 Resistance G1 N/A G2 - N/A G3 - - N/A G N/A - - G N/A - * See Appendix 1E for calculating AC resistance contributed by individual rebar. 41 of 265

42 DETAILED CONDITION SURVEY SUMMARY SHEET Page 4 of 4 EXPOSED CONCRETE COMPONENTS Site No: #817 Component Type & Location: West Abutment Wall OSIM Identifier: Abutments 12. IR Drop and Truce Half Cell Potential Measurements of Epoxy Coated Rebar IR Drop Between Connection #1 and #2 Connection #1 Connection #2 (negative) (positive) G1 G2 G3 G4 G5 G1 N/A G2 - N/A G3 - - N/A G N/A - - G N/A - * Half cell reading taken on the same rebar with the ground connection. Table # 12 is Not Applicable. True Half Cell Potential * 13. Concrete Air Entrainment Concrete Air Entrained: not tested 14. Compressive Strength Average Compressive Strength: not tested 42 of 265

43 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 Site No: #817 Component Type & Location: West Ballast Wall OSIM Identifier: Abutments 1. Dimensions and Area Width m Length - Height - Diameter - Total Area Surveyed 7.00 m² 2. Cracks (medium and wide) Type Vertical Horizontal Diagonal Total Clean Clean Medium Width Wide Width Stained Stained 2.0 Dimensions were taken from the structural drawings & site measurements m m 3. Alkali Aggregate Reaction Area of component with severe to very severe aggregate reaction m² 4. Concrete Cover Minimum Maximum Average mm Table # 4 is Not Applicable mm - - m mm - - % mm - - m 2 over 60 mm - - % 43 of 265

44 DETAILED CONDITION SURVEY SUMMARY SHEET Page 2 of 4 EXPOSED CONCRETE COMPONENTS Site No: #817 Component Type & Location: West Ballast Wall OSIM Identifier: Abutments 5. Corrosion Activity Minimum Maximum Average V Table # 5 is Not Applicable. 0 to to to to < V m % 6. Delaminations and Spalls Defect Type Delaminations Spalls Patches *Wet areas = 0 m² Area (m 2 ) Total Delaminations and Spalls Total Delaminations and Spalls in Areas V 0.60 m² 8.6 % N/A N/A 7. Scaling Light Medium Severe to Very Severe m % 8. Honeycombing Total Area 0 m² 44 of 265

45 DETAILED CONDITION SURVEY SUMMARY SHEET Page 3 of 4 EXPOSED CONCRETE COMPONENTS Site No: #817 Component Type & Location: West Ballast Wall OSIM Identifier: Abutments 9. Adjusted Chloride Content Profile Corrosion Activity at Core 0 to to Location (volts) Chloride Content* 0-10 mm mm mm mm mm mm * 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. 10. Chloride Content at Rebar Level Core No Chloride Content* * Chloride content as % chloride by weight of concrete after deducting background chlorides. Table # 11 is Not Applicable. 11. AC Resistance Test Data of Epoxy Coated Rebar Measured AC Resistance between Connection #1 and #2 Calculated Connection #2 AC Connection #1 G1 G2 G3 G4 G5 Resistance G1 N/A G2 - N/A G3 - - N/A G N/A - - G N/A - * See Appendix 1E for calculating AC resistance contributed by individual rebar. 45 of 265

46 DETAILED CONDITION SURVEY SUMMARY SHEET Page 4 of 4 EXPOSED CONCRETE COMPONENTS Site No: #817 Component Type & Location: West Ballast Wall OSIM Identifier: Abutments Table # 12 is Not Applicable. 12. IR Drop and Truce Half Cell Potential Measurements of Epoxy Coated Rebar IR Drop Between Connection #1 and #2 True Half Connection #1 Connection #2 (negative) Cell (positive) G1 G2 G3 G4 G5 Potential * G1 N/A G2 - N/A G3 - - N/A G N/A - - G N/A - * Half cell reading taken on the same rebar with the ground connection. 13. Concrete Air Entrainment Concrete Air Entrained: not tested 14. Compressive Strength Average Compressive Strength: not tested 46 of 265

47 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 Site No: #817 Component Type & Location: West Abutment Bearing Seat OSIM Identifier: Abutments 1. Dimensions and Area Width 0.61 m Length m Height - Diameter - Total Area Surveyed m² 2. Cracks (medium and wide) Type Transverse Longitudinal Other Total Clean Clean Medium Width Wide Width Stained Stained Dimensions were taken from the structural drawings & site measurements m m 3. Alkali Aggregate Reaction Area of component with severe to very severe aggregate reaction m² 4. Concrete Cover Minimum Maximum Average mm Table # 4 is Not Applicable mm - - m mm - - % mm - - m 2 over 60 mm - - % 47 of 265

48 DETAILED CONDITION SURVEY SUMMARY SHEET Page 2 of 4 EXPOSED CONCRETE COMPONENTS Site No: #817 Component Type & Location: West Abutment Bearing Seat OSIM Identifier: Abutments 5. Corrosion Activity Minimum Maximum Average V Table # 5 is Not Applicable. 0 to to to to < V m % 6. Delaminations and Spalls Defect Type Delaminations Spalls Patches *Wet areas = 0 m² Area (m 2 ) Total Delaminations and Spalls Total Delaminations and Spalls in Areas V 0 m² % N/A N/A 7. Scaling Light Medium Severe to Very Severe m 2 % 8. Honeycombing Total Area 0 m² 48 of 265

49 DETAILED CONDITION SURVEY SUMMARY SHEET Page 3 of 4 EXPOSED CONCRETE COMPONENTS Site No: #817 Component Type & Location: West Abutment Bearing Seat OSIM Identifier: Abutments 9. Adjusted Chloride Content Profile Corrosion Activity at Core 0 to to Location (volts) Chloride Content* 0-10 mm mm mm mm mm mm * 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. 10. Chloride Content at Rebar Level Core No Chloride Content* * Chloride content as % chloride by weight of concrete after deducting background chlorides. Table # 11 is Not Applicable. 11. AC Resistance Test Data of Epoxy Coated Rebar Measured AC Resistance between Connection #1 and #2 Calculated Connection #2 AC Connection #1 G1 G2 G3 G4 G5 Resistance G1 N/A G2 - N/A G3 - - N/A G N/A - - G N/A - * See Appendix 1E for calculating AC resistance contributed by individual rebar. 49 of 265

50 DETAILED CONDITION SURVEY SUMMARY SHEET Page 4 of 4 EXPOSED CONCRETE COMPONENTS Site No: #817 Component Type & Location: West Abutment Bearing Seat OSIM Identifier: Abutments Table # 12 is Not Applicable. 12. IR Drop and Truce Half Cell Potential Measurements of Epoxy Coated Rebar IR Drop Between Connection #1 and #2 True Half Connection #1 Connection #2 (negative) Cell (positive) G1 G2 G3 G4 G5 Potential * G1 N/A G2 - N/A G3 - - N/A G N/A - - G N/A - * Half cell reading taken on the same rebar with the ground connection. 13. Concrete Air Entrainment Concrete Air Entrained: not tested 14. Compressive Strength Average Compressive Strength: not tested 50 of 265

51 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 Site No: #817 Component Type & Location: East Abutment Wall OSIM Identifier: Abutments 1. Dimensions and Area Width m Length - Height Avg m Diameter - Total Area Surveyed m² 2. Cracks (medium and wide) Type Vertical Horizontal Diagonal Total Clean Clean Medium Width Wide Width Stained Stained Pattern cracks= 0.5 m² Dimensions were taken from the structural drawings & site measurements m m 3. Alkali Aggregate Reaction Area of component with severe to very severe aggregate reaction m² 4. Concrete Cover Minimum Maximum Average mm Table # 4 is Not Applicable mm - - m mm - - % mm - - m 2 over 60 mm - - % 51 of 265

52 DETAILED CONDITION SURVEY SUMMARY SHEET Page 2 of 4 EXPOSED CONCRETE COMPONENTS Site No: #817 Component Type & Location: East Abutment Wall OSIM Identifier: Abutments 5. Corrosion Activity Minimum Maximum Average V Table # 5 is Not Applicable. 0 to to to to < V m % 6. Delaminations and Spalls Defect Type Delaminations Spalls Patches *Wet areas = 0 m² Area (m 2 ) Total Delaminations and Spalls Total Delaminations and Spalls in Areas V 1.20 m² 0.9 % N/A N/A 7. Scaling Light Medium Severe to Very Severe m 2 % 8. Honeycombing Total Area 0 m² 52 of 265

53 DETAILED CONDITION SURVEY SUMMARY SHEET Page 3 of 4 EXPOSED CONCRETE COMPONENTS Site No: #817 Component Type & Location: East Abutment Wall OSIM Identifier: Abutments 9. Adjusted Chloride Content Profile Corrosion Activity at Core 0 to to Location (volts) Chloride Content* 0-10 mm mm mm mm mm mm * 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. 10. Chloride Content at Rebar Level Core No Chloride Content* * Chloride content as % chloride by weight of concrete after deducting background chlorides. Table # 11 is Not Applicable. 11. AC Resistance Test Data of Epoxy Coated Rebar Measured AC Resistance between Connection #1 and #2 Calculated Connection #2 AC Connection #1 G1 G2 G3 G4 G5 Resistance G1 N/A G2 - N/A G3 - - N/A G N/A - - G N/A - * See Appendix 1E for calculating AC resistance contributed by individual rebar. 53 of 265

54 DETAILED CONDITION SURVEY SUMMARY SHEET Page 4 of 4 EXPOSED CONCRETE COMPONENTS Site No: #817 Component Type & Location: East Abutment Wall OSIM Identifier: Abutments Table # 12 is Not Applicable. 12. IR Drop and Truce Half Cell Potential Measurements of Epoxy Coated Rebar IR Drop Between Connection #1 and #2 True Half Connection #1 Connection #2 (negative) Cell (positive) G1 G2 G3 G4 G5 Potential * G1 N/A G2 - N/A G3 - - N/A G N/A - - G N/A - * Half cell reading taken on the same rebar with the ground connection. 13. Concrete Air Entrainment Concrete Air Entrained: not tested 14. Compressive Strength Average Compressive Strength: not tested 54 of 265

55 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 Site No: #817 Component Type & Location: East Ballast Wall OSIM Identifier: Abutments 1. Dimensions and Area Width m Length - Height - Diameter - Total Area Surveyed 7.00 m² 2. Cracks (medium and wide) Type Vertical Horizontal Diagonal Total Clean Clean Medium Width Wide Width Stained Stained Dimensions were taken from the structural drawings & site measurements m m 3. Alkali Aggregate Reaction Area of component with severe to very severe aggregate reaction m² 4. Concrete Cover Minimum Maximum Average mm Table # 4 is Not Applicable mm - - m mm - - % mm - - m 2 over 60 mm - - % 55 of 265

56 DETAILED CONDITION SURVEY SUMMARY SHEET Page 2 of 4 EXPOSED CONCRETE COMPONENTS Site No: #817 Component Type & Location: East Ballast Wall OSIM Identifier: Abutments 5. Corrosion Activity Minimum Maximum Average V Table # 5 is Not Applicable. 0 to to to to < V m % 6. Delaminations and Spalls Defect Type Delaminations Spalls Patches *Wet areas = 0 m² Area (m 2 ) Total Delaminations and Spalls Total Delaminations and Spalls in Areas V 0.15 m² 2.1 % N/A N/A 7. Scaling Light Medium Severe to Very Severe m 2 % 8. Honeycombing Total Area 0 m² 56 of 265

57 DETAILED CONDITION SURVEY SUMMARY SHEET Page 3 of 4 EXPOSED CONCRETE COMPONENTS Site No: #817 Component Type & Location: East Ballast Wall OSIM Identifier: Abutments 9. Adjusted Chloride Content Profile Corrosion Activity at Core 0 to to Location (volts) Chloride Content* 0-10 mm mm mm mm mm mm * 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. 10. Chloride Content at Rebar Level Core No Chloride Content* * Chloride content as % chloride by weight of concrete after deducting background chlorides. Table # 11 is Not Applicable. 11. AC Resistance Test Data of Epoxy Coated Rebar Measured AC Resistance between Connection #1 and #2 Calculated Connection #2 AC Connection #1 G1 G2 G3 G4 G5 Resistance G1 N/A G2 - N/A G3 - - N/A G N/A - - G N/A - * See Appendix 1E for calculating AC resistance contributed by individual rebar. 57 of 265

58 DETAILED CONDITION SURVEY SUMMARY SHEET Page 4 of 4 EXPOSED CONCRETE COMPONENTS Site No: #817 Component Type & Location: East Ballast Wall OSIM Identifier: Abutments Table # 12 is Not Applicable. 12. IR Drop and Truce Half Cell Potential Measurements of Epoxy Coated Rebar IR Drop Between Connection #1 and #2 True Half Connection #1 Connection #2 (negative) Cell (positive) G1 G2 G3 G4 G5 Potential * G1 N/A G2 - N/A G3 - - N/A G N/A - - G N/A - * Half cell reading taken on the same rebar with the ground connection. 13. Concrete Air Entrainment Concrete Air Entrained: not tested 14. Compressive Strength Average Compressive Strength: not tested 58 of 265

59 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 Site No: #817 Component Type & Location: East Abutment Bearing Seat OSIM Identifier: Abutments 1. Dimensions and Area Width 0.61 m Length m Height - Diameter - Total Area Surveyed m² 2. Cracks (medium and wide) Type Transverse Longitudinal Other Total Clean Clean Medium Width Wide Width Stained Stained Dimensions were taken from the structural drawings & site measurements m m 3. Alkali Aggregate Reaction Area of component with severe to very severe aggregate reaction m² 4. Concrete Cover Minimum Maximum Average mm Table # 4 is Not Applicable mm - - m mm - - % mm - - m 2 over 60 mm - - % 59 of 265

60 DETAILED CONDITION SURVEY SUMMARY SHEET Page 2 of 4 EXPOSED CONCRETE COMPONENTS Site No: #817 Component Type & Location: East Abutment Bearing Seat OSIM Identifier: Abutments 5. Corrosion Activity Minimum Maximum Average V Table # 5 is Not Applicable. 0 to to to to < V m % 6. Delaminations and Spalls Defect Type Delaminations Spalls Patches *Wet areas = 0 m² Area (m 2 ) Total Delaminations and Spalls Total Delaminations and Spalls in Areas V 0 m² % N/A N/A 7. Scaling Light Medium Severe to Very Severe m 2 % 8. Honeycombing Total Area 0 m² 60 of 265

61 DETAILED CONDITION SURVEY SUMMARY SHEET Page 3 of 4 EXPOSED CONCRETE COMPONENTS Site No: #817 Component Type & Location: East Abutment Bearing Seat OSIM Identifier: Abutments 9. Adjusted Chloride Content Profile Corrosion Activity at Core 0 to to Location (volts) Chloride Content* 0-10 mm mm mm mm mm mm * 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. 10. Chloride Content at Rebar Level Core No Chloride Content* * Chloride content as % chloride by weight of concrete after deducting background chlorides. Table # 11 is Not Applicable. 11. AC Resistance Test Data of Epoxy Coated Rebar Measured AC Resistance between Connection #1 and #2 Calculated Connection #2 AC Connection #1 G1 G2 G3 G4 G5 Resistance G1 N/A G2 - N/A G3 - - N/A G N/A - - G N/A - * See Appendix 1E for calculating AC resistance contributed by individual rebar. 61 of 265

62 DETAILED CONDITION SURVEY SUMMARY SHEET Page 4 of 4 EXPOSED CONCRETE COMPONENTS Site No: #817 Component Type & Location: East Abutment Bearing Seat 12. IR Drop and Truce Half Cell Potential Measurements of Epoxy Coated Rebar IR Drop Between Connection #1 and #2 Connection #1 Connection #2 (negative) (positive) G1 G2 G3 G4 G5 G1 N/A G2 - N/A G3 - - N/A G N/A - - G N/A - * Half cell reading taken on the same rebar with the ground connection. OSIM Identifier: Abutments Table # 12 is Not Applicable. True Half Cell Potential * 13. Concrete Air Entrainment Concrete Air Entrained: not tested 14. Compressive Strength Average Compressive Strength: not tested 62 of 265

63 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 Site No: #817 Component Type & Location: Wingwalls OSIM Identifier: Abutments 1. Dimensions and Area Width - Length 3.66 m x 2 Height Avg m Diameter - Total Area Surveyed m² 2. Cracks (medium and wide) Type Vertical Horizontal Diagonal Total Clean Clean Medium Width Wide Width Stained Stained Dimensions were taken from the structural drawings & site measurements m m 3. Alkali Aggregate Reaction Area of component with severe to very severe aggregate reaction m² 4. Concrete Cover Minimum Maximum Average mm Table # 4 is Not Applicable mm - - m mm - - % mm - - m 2 over 60 mm - - % 63 of 265

64 DETAILED CONDITION SURVEY SUMMARY SHEET Page 2 of 4 EXPOSED CONCRETE COMPONENTS Site No: #817 Component Type & Location: Wingwalls OSIM Identifier: Abutments 5. Corrosion Activity Minimum Maximum Average V Table # 5 is Not Applicable. 0 to to to to < V m % 6. Delaminations and Spalls Defect Type Delaminations Spalls Patches *Wet areas = 1.40 m² Area (m 2 ) Total Delaminations and Spalls Total Delaminations and Spalls in Areas V 0 m² % N/A N/A 7. Scaling Light Medium Severe to Very Severe m % 8. Honeycombing Total Area 0 m² 64 of 265

65 DETAILED CONDITION SURVEY SUMMARY SHEET Page 3 of 4 EXPOSED CONCRETE COMPONENTS Site No: #817 Component Type & Location: Wingwalls OSIM Identifier: Abutments 9. Adjusted Chloride Content Profile Corrosion Activity at Core 0 to to Location (volts) Chloride Content* 0-10 mm mm mm mm mm mm * 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. 10. Chloride Content at Rebar Level Core No Chloride Content* * Chloride content as % chloride by weight of concrete after deducting background chlorides. Table # 11 is Not Applicable. 11. AC Resistance Test Data of Epoxy Coated Rebar Measured AC Resistance between Connection #1 and #2 Calculated Connection #2 AC Connection #1 G1 G2 G3 G4 G5 Resistance G1 N/A G2 - N/A G3 - - N/A G N/A - - G N/A - * See Appendix 1E for calculating AC resistance contributed by individual rebar. 65 of 265

66 DETAILED CONDITION SURVEY SUMMARY SHEET Page 4 of 4 EXPOSED CONCRETE COMPONENTS Site No: #817 Component Type & Location: Wingwalls OSIM Identifier: Abutments 12. IR Drop and Truce Half Cell Potential Measurements of Epoxy Coated Rebar IR Drop Between Connection #1 and #2 Connection #1 Connection #2 (negative) (positive) G1 G2 G3 G4 G5 G1 N/A G2 - N/A G3 - - N/A G N/A - - G N/A - * Half cell reading taken on the same rebar with the ground connection. Table # 12 is Not Applicable. True Half Cell Potential * 13. Concrete Air Entrainment Concrete Air Entrained: not tested 14. Compressive Strength Average Compressive Strength: not tested 66 of 265

67 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 Site No: #817 Component Type & Location: Piers OSIM Identifier: Piers 1. Dimensions and Area Width - Length - Height - Diameter - Total Area Surveyed m² 2. Cracks (medium and wide) Type Vertical Horizontal Diagonal Total Clean Clean Medium Width Wide Width Stained Stained 4.0 Dimensions were taken from the structural drawings & site measurements m m 3. Alkali Aggregate Reaction Area of component with severe to very severe aggregate reaction m² 4. Concrete Cover Minimum Maximum Average mm Table # 4 is Not Applicable mm - - m mm - - % mm - - m 2 over 60 mm - - % 67 of 265

68 DETAILED CONDITION SURVEY SUMMARY SHEET Page 2 of 4 EXPOSED CONCRETE COMPONENTS Site No: #817 Component Type & Location: Piers OSIM Identifier: Piers 5. Corrosion Activity Minimum Maximum Average V Table # 5 is Not Applicable. 0 to to to to < V m % 6. Delaminations and Spalls Defect Type Delaminations Spalls Patches *Wet areas = 0 m² Area (m 2 ) Total Delaminations and Spalls Total Delaminations and Spalls in Areas V 0 m² % N/A N/A 7. Scaling Light Medium Severe to Very Severe m % 8. Honeycombing Total Area 0 m² 68 of 265

69 DETAILED CONDITION SURVEY SUMMARY SHEET Page 3 of 4 EXPOSED CONCRETE COMPONENTS Site No: #817 Component Type & Location: Piers OSIM Identifier: Piers 9. Adjusted Chloride Content Profile Corrosion Activity at Core 0 to to Location (volts) Chloride Content* 0-10 mm mm mm mm mm mm * 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. 10. Chloride Content at Rebar Level Core No Chloride Content* * Chloride content as % chloride by weight of concrete after deducting background chlorides. Table # 11 is Not Applicable. 11. AC Resistance Test Data of Epoxy Coated Rebar Measured AC Resistance between Connection #1 and #2 Calculated Connection #2 AC Connection #1 G1 G2 G3 G4 G5 Resistance G1 N/A G2 - N/A G3 - - N/A G N/A - - G N/A - * See Appendix 1E for calculating AC resistance contributed by individual rebar. 69 of 265

70 DETAILED CONDITION SURVEY SUMMARY SHEET Page 4 of 4 EXPOSED CONCRETE COMPONENTS Site No: #817 Component Type & Location: Piers OSIM Identifier: Piers Table # 12 is Not Applicable. 12. IR Drop and Truce Half Cell Potential Measurements of Epoxy Coated Rebar IR Drop Between Connection #1 and #2 True Half Connection #1 Connection #2 (negative) Cell (positive) G1 G2 G3 G4 G5 Potential * G1 N/A G2 - N/A G3 - - N/A G N/A - - G N/A - * Half cell reading taken on the same rebar with the ground connection. 13. Concrete Air Entrainment Concrete Air Entrained: not tested 14. Compressive Strength Average Compressive Strength: not tested 70 of 265

71 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 Site No: #817 Component Type & Location: Retaining Walls OSIM Identifier: Retaining Walls 1. Dimensions and Area Width - Length Avg m x 2 Height Avg m Diameter - Total Area Surveyed m² 2. Cracks (medium and wide) Type Vertical Horizontal Diagonal Total Clean Clean 7.0 Medium Width Wide Width Stained Stained Dimensions were taken from the structural drawings & site measurements m m 3. Alkali Aggregate Reaction Area of component with severe to very severe aggregate reaction m² 4. Concrete Cover Minimum Maximum Average mm Table # 4 is Not Applicable mm - - m mm - - % mm - - m 2 over 60 mm - - % 71 of 265

72 DETAILED CONDITION SURVEY SUMMARY SHEET Page 2 of 4 EXPOSED CONCRETE COMPONENTS Site No: #817 Component Type & Location: Retaining Walls OSIM Identifier: Retaining Walls 5. Corrosion Activity Minimum Maximum Average V Table # 5 is Not Applicable. 0 to to to to < V m % 6. Delaminations and Spalls Defect Type Delaminations Spalls Patches *Wet areas = 0 m² Area (m 2 ) Total Delaminations and Spalls Total Delaminations and Spalls in Areas V 0 m² % N/A N/A 7. Scaling Light Medium Severe to Very Severe m 2 % 8. Honeycombing Total Area 0 m² 72 of 265

73 DETAILED CONDITION SURVEY SUMMARY SHEET Page 3 of 4 EXPOSED CONCRETE COMPONENTS Site No: #817 Component Type & Location: Retaining Walls OSIM Identifier: Retaining Walls 9. Adjusted Chloride Content Profile Corrosion Activity at Core 0 to to Location (volts) Chloride Content* 0-10 mm mm mm mm mm mm * 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. 10. Chloride Content at Rebar Level Core No Chloride Content* * Chloride content as % chloride by weight of concrete after deducting background chlorides. Table # 11 is Not Applicable. 11. AC Resistance Test Data of Epoxy Coated Rebar Measured AC Resistance between Connection #1 and #2 Calculated Connection #2 AC Connection #1 G1 G2 G3 G4 G5 Resistance G1 N/A G2 - N/A G3 - - N/A G N/A - - G N/A - * See Appendix 1E for calculating AC resistance contributed by individual rebar. 73 of 265

74 DETAILED CONDITION SURVEY SUMMARY SHEET Page 4 of 4 EXPOSED CONCRETE COMPONENTS Site No: #817 Component Type & Location: Retaining Walls OSIM Identifier: Retaining Walls Table # 12 is Not Applicable. 12. IR Drop and Truce Half Cell Potential Measurements of Epoxy Coated Rebar IR Drop Between Connection #1 and #2 True Half Connection #1 Connection #2 (negative) Cell (positive) G1 G2 G3 G4 G5 Potential * G1 N/A G2 - N/A G3 - - N/A G N/A - - G N/A - * Half cell reading taken on the same rebar with the ground connection. 13. Concrete Air Entrainment Concrete Air Entrained: not tested 14. Compressive Strength Average Compressive Strength: not tested 74 of 265

75 BRIDGE CHECK CANADA Ltd. Pioneer in bridge inspection 6/ Detailed Condition Survey Summary Sheet Expansion Joints 200 Viceroy Road, Unit 4, Vaughan, ON L4K 3N8 Tel: Fax: of 265

76 CONDITION SURVEY SUMMARY SHEET EXPANSION JOINTS Site No. 817 EBL Abutments Intermediate Dimension Joint 1 Joint 2 E W Joint 3 Joint 4 a (mm) b (mm) b' (mm) c (mm) d (mm) d' (mm) e (mm) Depth of Deck Side N/E S/E N/E S/W 1 (mm) (mm) (mm) 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) (mm) (mm) Gap Dimensions 1 (mm) (mm) (mm) Misc. Joint Details Skew Angle 00º Exp YES YES - - Fixed NO NO - - Type STRIP SEAL JOINT - N Leaking YES YES - - Angle size Temp C Deck 10ºC Ambient 10ºC JOINT DIMENSIONSS Typical Sections at Joints: E - W WEST APPROACH SLAB EAST APPROACH SLAB EXPOSED CONCRETE 140mm EXPOSED CONCRETE 120mm STEEL ANGLE 70mm STEEL ANGLE 90mm 85mm STRIP SEAL STEEL ANGLE 90mm STRIP SEAL STEEL ANGLE EXPOSED CONCRETE 220mm EXPOSED CONCRETE 210mm DECK DECK 76 of 265

77 CONDITION SURVEY SUMMARY SHEET EXPANSION JOINTS Site No. 817WBL Abutments Intermediate Dimension Joint 1 Joint 2 E W Joint 3 Joint 4 a (mm) b (mm) b' (mm) c (mm) d (mm) d' (mm) e (mm) Depth of Deck Side N/E S/E N/E S/W 1 (mm) (mm) (mm) 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) (mm) (mm) Gap Dimensions 1 (mm) (mm) (mm) Misc. Joint Details Skew Angle 00º Exp YES YES - - Fixed NO NO - - Type STRIP SEAL JOINT - N Leaking YES YES - - Angle size Temp C Deck 10ºC Ambient 10ºC JOINT DIMENSIONSS Typical Sections at Joints: E - W WEST APPROACH SLAB EAST APPROACH SLAB EXPOSED CONCRETE 140mm EXPOSED CONCRETE 120mm STEEL ANGLE 70mm STEEL ANGLE 90mm 85mm STRIP SEAL STEEL ANGLE 90mm STRIP SEAL STEEL ANGLE EXPOSED CONCRETE 220mm EXPOSED CONCRETE 210mm DECK DECK 77 of 265

78 BRIDGE CHECK CANADA Ltd. Pioneer in bridge inspection 7/ Detailed Condition Survey Summary Sheet Drainage 200 Viceroy Road, Unit 4, Vaughan, ON L4K 3N8 Tel: Fax: of 265

79 DRAINAGE Site No. 817 Deck Drains Number Type Length Angle Depth * * For asphalt covered decks, recess depth in mm between top of asphalt and top of drain. Catch Basins Yes No N/E, N/W, S/E (median), S/W (median) * 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 - Void Drains No - No North-East Catch Basin 79 of 265