Structural Adequacy

OTTAWA CIVIC CENTRE & NORTH SIDE STANDS at LANSDOWNE PARK FRANK CLAIR STADIUM STRUCTURAL ADEQUACY REPORT 2007

for CITY OF OTTAWA REAL PROPERTY ASSET MANAGEMENT prepared by ADJELEIAN ALLEN RUBELI LIMITED CONSULTING ENGINEERS September 2007 ADJELEIAN

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Ottawa Civic Centre & North Side Stands Structural Adequacy Report 2007

Structural Adequacy Report AAR Reference No. 3061-23

INDEX

PAGE

1.0

Executive Summary

1

2.0

Terms of Reference

2

3.0

Building Description

3

4.0

Scope of Work

4

5.0

Observations

5

6.0

Design Loadings and Load Restrictions

14

7.0

Conclusions and Recommendations

15

Appendix A – AAR Photos Appendix B – Building Plan and Section Appendix C – Inspec-Sol Report

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Ottawa Civic Centre & North Side Stands Structural Adequacy Report 2007 Page 1 of 18 1.0

Executive Summary Adjeleian Allen Rubeli Ltd. was requested by the City of Ottawa to undertake a Structural Adequacy inspection of the Civic Centre and North Side Stands at Lansdowne Park.

The Ottawa Civic Centre was constructed in 1967 and is a multi-use facility incorporating an indoor arena, exterior stadium, indoor exhibition halls and related service spaces. There has been, for a considerable time, a load restriction requirement for this structure which is to not permit simultaneous use of the arena and stadium during the winter months due to the design parameters of the original design. As a precautionary measure, it is our recommendation that the load restriction be expanded, as outlined in this report, until all suspected load distressed areas in the box girder arch frames have been located and repaired for all of the arch frames. The primary structure is comprised of eight, three pin, structural steel box girder arch frames.

A visual inspection was carried out for those portions of the structure where access was visible. Detailed weld inspections and structural steel review was carried out by Inspec-Sol. Broken welds that were discovered were repaired and inspected by Inspec-Sol. The Civic Centre Arena and North Stadium structure were found to be generally in good condition with only local areas of distress and deterioration. Due to isolated conditions noted in the inspection of the steel box girder arch frames, it is recommended that non-destructive testing be carried out on the remaining box girders not tested, at the lower 20 ft. of the main girder on the north side. Furthermore, a full inspection of the remaining box girder arch frames, not inspected at this time, should be carried out within the next 2 years with repairs to noted areas also undertaken.

The report identifies a full program of inspection, maintenance repairs and painting to be carried out in the next 5 years. An order of magnitude cost estimate for the investigations, repairs and re-conditioning of the structure is $1,685,000.

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Ottawa Civic Centre & North Side Stands Structural Adequacy Report 2007 Page 2 of 18 2.0

Terms of Reference Adjeleian Allen Rubeli Limited was requested by the City of Ottawa to undertake a Structural Adequacy inspection of the Civic Centre and North Side Stands at Lansdowne Park. The assessment of the structural condition is based on the Guidelines for Assessment of Arenas for Structural Adequacy, as published by the Professional Engineers Ontario, January 1990.

The Ontario Ministry of Labour required that indoor arena structures be inspected at regular intervals. This guideline, which is no longer mandated for long span structures, was used as a guide during the assessment of this structure and includes the following key elements:

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•

Determine the general condition of the structural elements.

•

Assess the ability of the structure to withstand loads specified by the Ontario Building Code (OBC).

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Ottawa Civic Centre & North Side Stands Structural Adequacy Report 2007 Page 3 of 18 3.0

Building Description The Ottawa Civic Centre was constructed in 1967. The Complex is a multi-functional facility incorporating an indoor arena, exterior stadium and associated seating, as well as exhibition hall, assembly hall, service spaces, shipping and receiving, exterior access ramps and steps, and concourse exhibition areas. The roof of the indoor facility is provided by a long span steel roof structure and the precast seating of the exterior stadium. These structural elements span to eight, three-pin, steel box girder arch elements, which form the main structural frame.

The stadium seating is partially protected by an overhanging roof which cantilevers beyond the top pin connections of the main box girder arches.

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Ottawa Civic Centre & North Side Stands Structural Adequacy Report 2007 Page 4 of 18 4.0

Scope of Work The adequacy inspection involved a visual examination of the critical structural elements including four of the main structural steel box girders, exposed arena and stadium roof structures, precast seating units and concrete floor beam members and visible concrete sub-structure.

Reference was made to the original drawings, previous reports and correspondence to identify potential problem areas in conjunction with visual observations, and to review original design loads.

A structural steel inspection of four main box girders was performed with the assistance of Inspec-Sol Engineering Solutions. These inspections included detailed visual review of the accessible interior areas of the inspected box girders, including welds, bolted connections, splices, stiffeners, bracing members and joints, as well as a general visual review of exposed exterior steel conditions. A report from Inspec-Sol is attached in Appendix C. No structural maintenance work was being undertaken during the visual inspection; however, general maintenance work was in progress, under the direction of Morley Hoppner Group, in preparation for the FIFA under 20 tournament.

The condition of the structure is based on direct visible observations at the time of the review. Any structural elements which were inaccessible or covered by finishes were not reviewed and are not included in this structural assessment.

The noted conditions of the structure during our site visit review are categorized and described as follows: ● Poor Condition: Deterioration throughout with major structural remedial action required immediately. ● Deficient Condition: Deterioration of the structure evident with major remedial action and local assessment required to be scheduled within 2 to 3 years. ● Good Condition: Performing as intended with possible maintenance concerns only.

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Ottawa Civic Centre & North Side Stands Structural Adequacy Report 2007 Page 5 of 18 5.0

Observations

5.1

Box Girders

5.1.1

For inspections and repairs, Eric Lemire Enterprises provided rigging and Ironworkers as a sub-contractor to Inspec-Sol. Inspec-Sol provided detailed weld inspections and structural steel review. Hanco Inc. were retained to remove pigeon residues as well as clean and disinfect the interior of the girders prior to access by the inspectors.

Under the previous structural adequacy review, dated 2001, all eight steel box girders were reviewed from the exterior and interior to assess their conditions following the discovery of areas of structural concern within two of the steel box girders during the 2000 Structural Review. With the intent of providing a 5 year review cycle for 50% of the steel box girders, four steel box girders were chosen to be inspected during the 2007 structural adequacy review.

Each of the four box girder frames, on gridlines B, C, F and G, were inspected between April 25, 2007 and June 15, 2007 by Inspec-Sol, including the upper box girder which cantilevers over the stadium seating and extends down to the north side of the arena, as well as the lower girder, which supports the stadium seating and cantilevers to the south side of the field.

5.1.2

Summary of Observations and Recommendations Inspec-Sol performed a random review of the bolted connections and no issues or concerns were raised.

Inspec-Sol undertook a review of the welded connections in the box girders with the following comments:

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Two broken weld were noted at the top of the upper box girder on grid G.

•

One partially broken weld was found in the upper box cantilever girder on gridline C.

•

One broken weld was identified in the diagonal angle in the upper box girder along gridline B.

•

Inspec-Sol notified Adjeleian Allen Rubeli Ltd. of the above conditions and direction was provided in conjunction with the City of Ottawa to repair the broken welds immediately. Welds were repaired and the work was reviewed by Inspec-Sol with no further comments.

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Ottawa Civic Centre & North Side Stands Structural Adequacy Report 2007 Page 6 of 18 •

The broken welds noted above have been caused, in our opinion, by repeated cyclic temperature changes throughout the years in addition to potential unbalanced snow loads on the roof structure as listed in previous reports.

Further, localized distress was noted inside the upper box girder on gridline B. The stiffener plates, approximately 20 feet from the lower hinge pin on the north side of the arena, was noted to show signs of what appeared to be stress fractures. The location of this item coincides with the connection plate for the horizontal brace supporting the bottom of the sloped siporex roof over the arena upper concourse.

As a result of the noted visual distress, non-destructive testing was recommended by the Welding Inspector.

Non-destructive testing, consisting of ultrasonic tests, was completed around the box beam welds and stiffener plates within the box beam along gridline B to assess the noted current conditions. Micro fractures were noted in the affected area, confirming that higher than anticipated stress concentrations have been sustained at this localized location. Based on the review by Inspec-Sol, a timeline was not available in regards to the occurrence of the recorded steel micro fractures.

During the non-destructive testing, similar testing was undertaken at the box girder along gridline C which was currently rigged for access to determine if similar conditions were occurring in other box girders where distress was not visible. Similar micro fractures were noted at the same connection point at the box girder along gridline C. Inspec-Sol recommends that all box girders be inspected at this location by means of ultrasonic testing to assess the current condition of all girders.

These areas of micro fractures in the structural steel could be caused by either the expansion and contraction of the horizontal bracing member spanning between steel box girder arches or current loading condition being larger than the original design loads. Adjeleian Allen Rubeli Ltd. has reviewed the noted distress with reference to building usage. As a precaution, it was recommended that building occupancy be restricted to not include the full occupancy of the stadium when the arena upper bowl is occupied, until a full design assessment can be undertaken, as indicated in section 6.0 of this report.

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Ottawa Civic Centre & North Side Stands Structural Adequacy Report 2007 Page 7 of 18 Inspec-Sol noted scaling paint and corrosion occurring in all four of the reviewed box girders. Further to Inspec-Sol’s inspections, Adjeleian Allen Rubeli Ltd’s on site reviews identified surface corrosion on the exterior faces of all box girders. In some instances, the corrosion was significant enough to become stratified and causing flaking of the structural steel surface. Refer to photo 1. The areas of major concern consist of the lower portion of the upper box girders, on the north side of the Civic Centre, as well as the underside of the upper stadium roof over the north side stands. Corrosion of this nature is caused by long term exposure to the elements. The extent of corrosion should be tested in order to monitor and evaluate the potential steel section loss and determine maintenance as required.

5.2

Arch Pin Hinge Supports The hinge supports are exposed at grade on the north side of the Arena.

The pins and stiffened plate members are in good condition with minor evidence of surface corrosion. The pins themselves have no provision for lubrication and are most likely seized. Due to the relative small diameter, restraint of the 3 pinned box girder arch action is not considered significant.

Localized bending from an impact and bowing of the structural steel members were noted at the base of the girders and are likely due to snow piling and possible contact from snow removal equipment during the winter seasons. The noted conditions were also noted during the 2001 structural adequacy review and did not appear to have visibly deteriorated.

5.3

Stadium Roof Joists From a field glass review of the open web joists which span to the main frame, supporting the stadium roof deck, it would appear that these joists are in generally good condition. Refer to photo 2. Peeling paint and surface corrosion is present on the joists and similarly on the hanger supports and guardrails for the stadium press box. Consideration should be given to maintenance cleaning and painting in the medium term.

These conditions and recommendations were also noted in our previous structural adequacy review, dated August 2001. The corrosion should be tested similar to the box girders to monitor and evaluate potential steel section loss to determine required maintenance.

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Ottawa Civic Centre & North Side Stands Structural Adequacy Report 2007 Page 8 of 18

5.4

Rooftop Field Lighting Supports Steel angle frames are mounted on the front edge of the north side stadium roof cantilever to support banks of lights for the field. The frames, angles and anchor bolts, are all in good condition. The frames have been painted since the previous structural adequacy review. Refer to Photo 3.

5.5

Guardrails Arena / Stadium Significant concerns were raised during our on site review in regards to the steel guardrails at the front of the stadium seating, aisles at the sides and rear of the grandstand as well as around the stadium vomitories during public occupancy of the stands At the front of the stadium seating, in the location of the stairs down to the field level, a number of concerns were identified as noted below: •

Anchors were noted to be removed in random locations, which were previously bolted into the vertical face of the concrete at the field level.

•

Where anchors had been removed, the concrete was painted black to match the remaining connections to appear as though the railing was bolted to the concrete.

•

The concrete was deteriorated and spalling at random anchor locations. Anchor bolts were no longer connected to sound concrete.

At the sides of the stadium seating, the guardrails were noted to exhibit surface corrosion throughout. Minor loss of cross sectional area was noted, and, without regular maintenance, the guardrails will require replacement within 5 years. It is our recommendation that the guardrails at the sides and back of the stadium seating be cleaned of all surface corrosion and painted with a zinc rich paint.

The guardrails around the vomitory entrances were noted to be in generally good conditions with minor surface corrosion. During the on site review, one location was identified where the cast in welded plate stud was corroded and had sheared off, allowing the guardrail to move freely along the top of the concrete wall. The adjacent connections appeared in good condition, however, should the full design loads be applied to the guardrails, the bolted connections would become overstressed and would exceed their design capacity.

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Ottawa Civic Centre & North Side Stands Structural Adequacy Report 2007 Page 9 of 18 A separate survey of the arena railings at ice level, mid-aisle, rear of seating and at steps and vomitories found the guards to be in generally good condition. In addition, the guardrails at the stair locations and running along the north side of the promenade were recently painted during the on site review and appeared to be in good condition.

The City of Ottawa and Lansdowne staff were notified, in writing, of the above noted safety concerns on the railings, and repairs were undertaken

by Morley Hoppner Group prior to the FIFA event in July 2007. Repairs and remedial work was not reviewed by Adjeleian Allen Rubeli Ltd. 5.6

Arena Roof and Upper Arena Concourse Structural Steel The roof of the Arena is supported by structural steel beams and joists, connected to or hung from the main box girders above. No conditions of deterioration were observed. The structural steel and deck as viewed from the arena and upper concourse has a sprayed on fireproofing and the review was restricted.

Lansdowne has recently reviewed the upper stadium concourse and determined the presence of waterponding on the steel deck below the existing concrete topping. Adjeleian Allen Rubeli Ltd. had reviewed the area in 1988 with no water found and no corrosion evident at test samples. Further, in 2000-2001, during the previous structural adequacy review, waterponding and corroded steel deck was found at the upper stadium concourse. Repairs to the areas of poor condition were undertaken, including repairs to the steel deck as well as reinstatement of the concrete topping and membrane surface. Due to the recurring issues, it is recommended that the deck below the roof areas and concourse be inspected to assess the condition. This means the removal of the concrete topping and membrane over the steel deck. The condition of the steel deck should be assessed within 2 years.

5.7

Cast-in-Place Concrete

5.7.1

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A general walkthrough of the Civic Centre building was undertaken, including, but not limited to, the stadium and arena concourses, the exterior arena promenade, the exhibition spaces, the east and west access ramps, and the service tunnels. In general, visible cast-in-place structural concrete is in good condition with local areas of deterioration.

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Ottawa Civic Centre & North Side Stands Structural Adequacy Report 2007 Page 10 of 18 5.7.2

Deterioration of the promenade concrete has lead to water infiltration into the service areas north of the exhibition space. Water damage was evident from the underside of the concrete slab and on site personnel confirmed that water infiltration is on going during rain events. Refer to photo 4. Based on a review of the top of the promenade, visible areas of structural deterioration or distress were not noticed due to the finishes.

However, water infiltration could likely be occurring due to damaged floor drains, or through the membrane system. The extent of water damage is such that an assessment of structure hidden by finishes should be undertaken.

5.7.3

The three sets of exit stairs extending from the North Terrace Promenade to grade level were reviewed. The precast treads and concrete guards are in good condition.

5.7.4

The upper and lower stadium concourses were visually inspected and appeared in generally good condition. This section is to be read in conjunction with Section 5.6: Arena Roof and Upper Arena Concourse Structural Steel. Current maintenance work, by others, in anticipation of the FIFA under 20 event included the removal of the existing waterproofing membrane with the removal in progress during this review.

Miscellaneous concrete cracks were noted throughout but do not indicate structural concerns. Existing cracks should be routed and sealed to prevent further structural damage. However, for many areas of concrete cracking, more extension investigation is recommended before undertaking remedial work, as identified in Section 5.6. These stadium concourse concrete floors are constructed over membrane and insulation on steel deck. This condition may result in water accumulation on deck as discussed in Section 5.6 of this report.

As previously recommended to Lansdowne Park Administration, the use of small wheeled powered carts, lifts, equipment, etc. which apply heavy point loads on the thin slab should be avoided on the stadium concourses, to minimize slab cracking.

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Ottawa Civic Centre & North Side Stands Structural Adequacy Report 2007 Page 11 of 18 5.7.5

The east and west access ramps on the exterior of the building were reviewed and were found to be in good condition with evidence of local deterioration. The noted ramps consist of a combination of reinforced cast-in-place concrete elements as well as post tensioned reinforced concrete beams. Throughout both the east and west ramps, alligator cracking was noted on the top of the concrete surface. Refer to photo 5.

This cracking is most likely caused by repeated exposure to freezing and thawing cycles over many years. These signs of deterioration should be monitored to assess the progressive condition of the concrete and to schedule repairs, which will be required within 5 to 10 years. It is our opinion that further investigation is required, including a detailed inspection/survey of the current conditions.

5.7.6

Along the exterior edge of the east and west ramp structures, a steel guardrail is located on the top of a concrete parapet. Consistent horizontal cracking was noted along the concrete parapet, in line with the anchor bolts supporting the steel guardrails. Refer to photo 6. In addition, previous surface repairs appear to have been undertaken. It is our recommendation that the horizontal cracks be cleaned of all loose and unsound concrete, injected with a high pressure epoxy grout and surface patched.

5.7.7

Random locations with spalled concrete have exposed rusted reinforcing steel on the east and west ramp structures throughout. Refer to photo 7.

In these locations, it is our recommendation that the area be repaired with exposed reinforcing steel cleaned of all corrosion, coated with an epoxy coating with the unsound concrete removed and replaced to reduce the rate of further deterioration of the concrete structure.

5.8

Precast Seating

5.8.1

Precast Seating Panels: In general the precast concrete seating units of both Arena and Stadium are in good condition.

5.8.1.1

Horizontal joints between adjacent seating units are mortar filled and not completely watertight. This allows some moisture penetration which can be seen above the Lower Stadium Concourse. Re-pointing or sealing these joints would require extensive removal and reinstallation of stadium seating, which may not be warranted due to cost.

5.8.1.2

Precast concrete over vomitory entrances at the lower stadium vomitory was noted to pose a structural concern. The precast panel is typically

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Ottawa Civic Centre & North Side Stands Structural Adequacy Report 2007 Page 12 of 18 supported at the vomitory ceiling by two steel angles welded to cast in plates in the adjacent precast panels. Significant corrosion was noted at the steel angle, the cast in plate, as well as the weld itself, based on a visual review of the area. Delaminations of the precast concrete were noted at the angle support. Refer to photos 8 and 9. Further detailed condition survey to assess the current conditions of the steel, and corresponding welded connections and concrete repairs are required and structural remedial work should be undertaken within 2 years.

5.8.1.3

Precast seating end railing panels were noted to have local concrete delaminations and spalling, and should be repaired.

5.8.1.4

The erection lifting support pockets, from the original installation of the precast seating, were previously infilled. The pockets on the top side of the precast sections are typically exposed. At many locations, the grout has spalled, most likely due to repeated exposure to freezing and thawing cycles. These pockets pose safety concerns with regards to trip hazards and were identified in conjunction with the other occupancy hazards noted previously in this report. Concrete repairs were to be undertaken prior to occupation of the stadium seating.

5.8.1.5

Further, a number of random seat connections were noted to be loose, where the concrete was either cracked around the anchor or the anchor itself was significantly corroded and sheared off. These poor connections pose additional safety concerns and were also noted to require repairs prior to occupancy of the stadium seating. Similar to the railings, Lansdowne was previously advised of this and the conditions were reportedly addressed. On site review of the repairs was not undertaken as it was outside of the scope of this report.

5.8.2

End Wall Vertical Panels: The precast end wall panels of the complex are laterally supported at the underside of frames with slip connections. These slip connections provide lateral support of the panels. With local deterioration currently evident at one section of precast panel that was evident from ground level, a condition survey from an access lift would be required to assess the current conditions.

The condition survey is recommended to be undertaken to determine the extent of deterioration, to evaluate the performance of previous repairs and to set a maintenance schedule for future repairs.

5.9

Expansion Joints

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Ottawa Civic Centre & North Side Stands Structural Adequacy Report 2007 Page 13 of 18 The main building expansion joints were generally noted to be performing well with no signs of deterioration visible from a random walkthrough.

5.10

Operations Centre This renovation and plant addition was constructed in 1993 at the east end of the Complex. A visual review of the building indicates that the structure is in good condition.

There is a unit precast concrete retaining wall at the north side of the ramp down to the lower staging floor level. This item, although not part of the building structure, poses, in our opinion, safety concerns. At the midlength of the wall, lateral soil pressure or frost action maybe causes of the lateral movement of the retaining wall as shown in photo 10. In the short term, the backfill material north of the wall should be excavated and the unit precast blocks re-set to original back-sloped face. As an alternative, a Geotechnical Engineer should comment on its stability and usage.

Further to the west, a pedestrian ramp slopes up to the Arena Concourse level. The metal handrails to this ramp need to be restored to a vertical alignment. It should be noted that these conditions were previously reported in the 2001 structural adequacy report and have since been aggravated by time.

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Ottawa Civic Centre & North Side Stands Structural Adequacy Report 2007 Page 14 of 18

6.0

Design Loading and Load Restrictions Previous review by Adjeleian and Associates, in 1983, confirmed the structural adequacy of the complex.

The review confirmed that the Arena structure was able to support design loads including the winter load restrictions in accordance with the minimum requirements of the 1970 National Building Code. Upgrading of the structure to comply with subsequent code changes is not required.

Further, work completed since 1970 has been constructed to later Code versions. Specifically, the addition of Corporate boxes in 1993, and the Maintenance Plant renovation and Operations Addition in 1993 were constructed to the Ontario Building Code in force at the time.

Previous studies have shown that the load combination of full live load on the Arena seating in conjunction with full live load on the Stadium seating, together with a roof snow load in excess of thirty percent of design roof snow load may produce conditions of overstress in the structural frame.

Therefore, simultaneous use of the Arena and Stadium under the conditions of loading noted above should be prevented. In past years, Lansdowne Park has had a policy that the Stadium (North Stand) would not be used during the winter months. This policy should be continued.

This report cautions that the box girders are noted to currently exhibit local distress and require an additional restriction as a precaution until a structural evaluation of all girders can be undertaken. This additional restriction is in reference to simultaneous loading of the full Stadium in combination with the Arena. As such, simultaneous occupancy of all seat rows above row number 32 of the stadium, as well as the upper stadium concourse, in combination with the occupancy of the arena upper bowl should be prevented. See figure in Appendix B3.

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Ottawa Civic Centre & North Side Stands Structural Adequacy Report 2007 Page 15 of 18

7.0

Conclusions and Recommendations

7.1

Summary The Civic Centre Arena and North Stadium Structure are in generally is in good conditions with local areas of distress and deterioration.

Based on careful review of representative elements of the structural systems, we are of the opinion that the Arena Complex is structurally adequate, and capable of supporting all loads to which it is likely to be subjected. This opinion is based on the assessment guidelines for arenas as published by Professional Engineers Ontario, Revised 1990. This review was based on visible areas of the structural elements only, which were accessible at the time of review.

7.1.1

During the structural assessment, a significant number of building conditions of a non-structural nature were found that, in our opinion, were a safety concern for public occupancy of the stadium. These concerns were identified and Adjeleian Allen Rubeli Ltd. recommended that repairs must be undertaken prior to the FIFA event in July 2007. It was our understanding that the required work was undertaken; however, preparation of remedial work and on site review was outside the scope of this report.

7.1.2

Non-destructive testing is recommended for all box girders, excluding those along gridlines B and C, as recommended by Inspec-Sol at locations approximately 20 feet from the lower hinge pin in the main girder on the north side of the arena. The noted testing is recommended within 2 years, in conjunction with a full inspection of the remaining box girders, as noted below. The structural steel inspections include the preparation of engineered remedial details.

7.1.3

Inspection of box girders, which were not reviewed in 2007, is recommended within 2 years, including box girders along gridlines A, D, E and H. Further, a complete inspection of all eight box girders is recommended again in 5 years time, when the complete structure is reviewed, to fully assess and re-evaluate the condition and rate of deterioration of the structural steel.

7.1.4

Precautionary loading restriction as noted in Section 6 and Appendix B3 is required until a structural steel re-evaluation is completed.

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Ottawa Civic Centre & North Side Stands Structural Adequacy Report 2007 Page 16 of 18 7.1.5

All recommended immediate repairs, including safety issues and structural steel concerns, have been addressed but not reviewed for completeness under this study following comments by Adjeleian Allen Rubeli Ltd. during the review.

7.1.6

Additional maintenance work and detailed assessment of locally deteriorated areas is advisable for the long-term planning and preservation of the structure. Recommended maintenance and suggested time frames are listed in the following section.

7.2

Recommended Maintenance

7.2.1

Within 1 year: •

7.2.2

Remedial work at the retaining wall, located at the east ramp into the operations centre as noted in our report.

Within 2 years: a) Visual inspection of structural steel box beams A, D, E, and H not later than 2009. b) Repair any structural steel cracked welds from within the cantilever box beams that may be encountered during visual inspection. c) Non-destructive inspection of structural steel box beams A, D, E, F, G and H not later than 2009. Inspection to be at the same location as distress that was noted at box beams B and C with random additional areas where high design stress are anticipated. d) Inspect / test the extent of corrosion on the structural steel box beams and structural steel framing at stadium roof to determine steel section loss.

Estimated cost for items a), b), c) and d): $200,000 e) Structural steel box beams repairs, approximately 20 feet from the lower hinge pin.

Estimated cost: $250,000 f) Inspect steel deck at Stadium Upper and Lower concourse and arena roof to assess reported waterponding on steel deck and determine maintenance requirements. This item would include the creation of random test openings throughout the upper and lower stadium concourses.

Estimated cost: $15,000

ADJELEIAN

ALLEN

RUBELI

LIMITED

75 Albert Street, Suite 1005, Ottawa, ON K1P 5E7

CONSULTING tel (613) 232-5786

ENGINEERS

OTTAWA

fax (613) 230-8916

/

TORONTO

email aar@aar.on.ca

Ottawa Civic Centre & North Side Stands Structural Adequacy Report 2007 Page 17 of 18 g) Repair deteriorated precast at stadium seating vomitories.

Estimated cost: $60,000 h) Patch to protect reinforcing steel exposed and corroding on ramp structure.

Estimated cost: $40,000 i) Repair concrete upstand railing on ramp by epoxy injecting crack.

Estimated cost: $20,000 7.2.3

Within 3 to 5 years: a) Clean and paint stadium roof structural steel roof framing. b) Clean and paint structural steel box girders, exterior and interior at only areas directly exposed to exterior.

Estimated cost for items a) and b): $1,000,000 which could be exceeded should the paint being removed contains environmental impurities. The noted timeline is dependent on the condition survey of the loss of steel section proposed under 7.2.2 c) Detailed condition survey of stadium seating guardrails and repairs. d) Detailed condition survey of water leakage at north entrance to service area and exhibition hall. e) Detailed condition survey of east and west vertical precast top lateral supports at underside of box beams A and H. f) Condition survey and repairs to stadium precast seating end panels.

Estimated cost for items c), d), e) and f): $100,000

7.2.4

5 years plus: a) Condition survey and concrete repairs to east and west entrance ramps, arena promenade and Bank Street stadium and arena entrance structure. b) Repointing or sealing joints between stadium precast seating panels. c) Full structural inspection of the building including the interior of all eight box girders in 5 years; 2012.

ADJELEIAN

ALLEN

RUBELI

LIMITED

75 Albert Street, Suite 1005, Ottawa, ON K1P 5E7

CONSULTING tel (613) 232-5786

ENGINEERS

OTTAWA

fax (613) 230-8916

/

TORONTO

email aar@aar.on.ca

APPENDIX A

AAR PHOTOS

Photo 1: Structural steel corrosion on exterior of box girder beams

Photo 2: Underside of stadium roof

ADJELEI AN ALLEN RUBELI LIMITED 75 Albert Street, Suite 1005, Ottawa, ON K1P 5E7

CONSULTING ENGINEERS OTT AW A / TORONTO tel (613) 232-5786 fax (613) 230-8916 email aar@aar.on.ca

Photo 3: Rooftop Field Lighting Supports

Photo 4: Water staining below exterior promenade

ADJELEI AN ALLEN RUBELI LIMITED 75 Albert Street, Suite 1005, Ottawa, ON K1P 5E7

CONSULTING ENGINEERS OTT AW A / TORONTO tel (613) 232-5786 fax (613) 230-8916 email aar@aar.on.ca

Photo 5: Alligator cracking – Typical on east and west access ramps

Photo 6: Horizontal cracks at access ramp guardrails

ADJELEI AN ALLEN RUBELI LIMITED 75 Albert Street, Suite 1005, Ottawa, ON K1P 5E7

CONSULTING ENGINEERS OTT AW A / TORONTO tel (613) 232-5786 fax (613) 230-8916 email aar@aar.on.ca

Photo 7: Exposed reinforcing steel and corrosion in cast in place concrete

Connection deterioration

Steel angle corrosion

Cracked precast concrete panel

Photo 8: Corrosion of steel angles at stadium vomitory ceiling – Typical deterioration

ADJELEI AN ALLEN RUBELI LIMITED 75 Albert Street, Suite 1005, Ottawa, ON K1P 5E7

CONSULTING ENGINEERS OTT AW A / TORONTO tel (613) 232-5786 fax (613) 230-8916 email aar@aar.on.ca

Photo 9: Corrosion of steel angles at stadium vomitory ceiling – Typical deterioration

Photo 10: Retaining wall and guardrail out of alignment

ADJELEI AN ALLEN RUBELI LIMITED 75 Albert Street, Suite 1005, Ottawa, ON K1P 5E7

CONSULTING ENGINEERS OTT AW A / TORONTO tel (613) 232-5786 fax (613) 230-8916 email aar@aar.on.ca

APPENDIX B

BUILDING PLAN AND SECTION

Inspected 2007

Inspected 2007

Appendix B1 - Civic Centre - Building Plan

Location of structural steel distress in steel box girders B and C.

Appendix B2 - Structural Steel Box Girder Arch Frames

Load case 1: Full stadium and arena lower bowl.

Load case 2: Stadium seating up to row 32 and full arena seating.

Row 32

Appendix B3 - Arena and Stadium Temporary Load Restrictions

APPENDIX C

INSPEC-SOL REPORT