HALIFAX OFFICE
1046 Barrington Street, Suite 200
Halifax Nova Scotia B3H 2R1
T: 902.422.4493
F: 902.422.5066

TORONTO OFFICE
c/o Konsolidated Structural
306 -2968 Dundas St. West
Toronto, Ontario M6P 1Y8
T: 416.487.4113

HALIFAX OFFICE
1046 Barrington Street, Suite 200
Halifax Nova Scotia B3H 2R1
T: 902.422.4493
F: 902.422.5066

TORONTO OFFICE
150 Bay Thorn Drive
Toronto Ontario L3T 3V3
T: 416.487.4113

Case Histories

1. ROOF COLLAPSES DUE TO SNOW LOADING

  • Collapse of Sears Roof - Village Mall, St. John’s, Newfoundland



  • Collapse of Wood Motors Ford Building - Halifax, Nova Scotia



  • Collapse of Air Craft Hangar - Halifax International Airport



  • Collapse of Frozen Food Storage Building - Burnside Industrial Park, Dartmouth, Nova Scotia



2. COLLAPSES DURING CONSTRUCTION

  • Five-Storey Wood Framed Apartment Building - Highfield Park, Dartmouth, Nova Scotia



  • Three-Storey Wood Framed Apartment Building - Highfield Park, Dartmouth, Nova Scotia



  • Forestry Nursery Education Complex - Middle Musquodoboit, Nova Scotia



  • South Shore Ready Mix Plant - Collapsed Roof Trusses Caused Load Bearing Concrete Block Masonry Walls to Displace Outward



  • Bear River First Nations Recreation Hall - Digby County, Nova Scotia



  • MacGregor Bedding - Collapse of Pre-Engineered Steel-Framed Building During Erection Due to Inadequate Temporary Wind Bracing - New Glasgow, Nova Scotia


     

3. EXCESSIVE ROOF DEFLECTIONS DUE TO SNOW OVERLOADING

  • K-Mart Plaza - Torbay Road, St. John’s, Newfoundland



4. COLLAPSE OF BRICK VENEER DUE TO WIND SUCTION AND INADEQUATE BRICK TIES

  • Car Parking Garage - Dartmouth, Nova Scotia



5. MASONRY INVESTIGATIONS and RESTORATIONS

  • Alderney Manor – Investigation/Restoration of Twelve Storey Senior Citizen's Apartment Building, Dartmouth, NS

    The investigation included cyclic lateral load testing (out of plane) of the restored brick masonry veneer/steel stud wall system used in the restoration of Alderney Manor. Lateral load testing was conducted at the structural testing laboratories of the British Ceramic Research Association, Stoke-on-Trent, England.

    Click for full case history

  • Scott Maritimes Ltd. - Abercrombie Point , NS

    Engineering investigation including insitu positive and negative lateral load testing (out of plane) of composite wall panels (clay brick and concrete block masonry).

    Click for full case history

  • Building of the American Consulate General, 360 University Avenue, Toronto, ON
    Engineering Investigation of the Exterior Masonry Walls, Main Entrance Landing, Stairs, Ramp and Granite Sidewalk Pavers

    Owner/Client: State Department, United States of America

    Description of Services by J.W. Cowie Engineering Limited:

    J.W. Cowie Engineering Limited was invited by the State Department to submit a proposal to investigate the exterior walls of the building. Cowie Engineering won the proposal on the basis of technical merit rather than low price.

    The scope of the Cowie engineering investigation included: conducting an engineering investigation and providing a report on the North, South and East Indiana Limestone faced load bearing masonry walls with granite spandrel panels above and below the windows. The investigation also included the stone work (granite and limestone) of the projecting main entrance stairs, landing, ramp and granite paved sidewalk area along University Avenue. The on-site investigation and subsequent report was completed by October 2012. In consultation with Cowie Engineering, the Owner implemented temporary repairs (Dutchman) to the spalled areas shown within the Cowie site documentation. J.W. Cowie, M.Eng., P.Eng. provided all the structural engineering services on behalf of J.W. Cowie Engineering Limited.



  • Defective Construction of Load Bearing 240 mm Thick (10 in. nominal) Reinforced Concrete Block Masonry Walls of Commercial Building Complex, Stoney Creek, Ontario

    The 240 mm thick load bearing reinforced concrete block masonry walls have unrestrained heights of 5,300 mm to 6,100 mm (17 ft. 4 ½ in. to 20 ft. 0 in.). Typically, one 20 M vertical Rebar was to be installed in grouted cells of the concrete block masonry walls at 2,400 mm c/c (10 ft. c/c).

    A corbel exists at mid height of the load bearing exterior walls. The corbel is offset 50 mm. The Cowie Engineering site investigation revealed the following:

1. A significant amount of vertical reinforcing steel was missing.

2. Where vertical reinforcing steel was installed it however, did not extend continuously from the bottom of the wall to the top of the wall.

    Typically, the vertical reinforcing steel was; (a). installed in short lengths, (b). not continuous and (c). did not extend through the corbel located at mid height of the wall.

3. In many instances vertical reinforcing steel existed within empty cells of the concrete block masonry units because of the absence of grout caused by improper grouting procedures.

4. Typically, the cells of the hollow concrete block masonry units of the corbel remained open throughout the continuous length of the corbel. The cells of the corbel should have been filled with grout.

Urgent temporary lateral stabilization (out of plane) was required for most exterior masonry walls of the building. In the interest of life safety, the walls required temporary lateral stabilization until permanent strengthening could be implemented. Cowie Engineering prepared design drawings and specifications for temporary stabilization of the exterior walls of the building.

In the interest of expediency and to avoid major disruption to the tenants of the building, most of the work was done from the exterior of the building. In general, the temporary stabilization consisted of installing vertical hollow structural steel (HSS) members extending from the foundation to the roof. The bottom of each HSS member was anchored to the foundation wall and the top of each HSS member was anchored to the roof framing. Lateral (out of plane) stability of the masonry walls was provided by chemically bonded threaded rods with anchorage to the vertical HSS members.

Cowie Engineering provided alternative permanent restoration designs.



6. HISTORIC RESTORATION

7. BUILDING ENVELOPE FAILURE & RESTORATION