I-XL Industries Ltd. Brick Group

INTRODUCTION
Brick is one of man’s oldest manufactured products. No doubt the caveman noticed that where fire sat on a clay base it turned mud into a hard material. From there it was a short step to shape that mud and develop pottery which has been one of archeologists’ principal dating methods. Pottery is remarkable for its durability. except when dropped on my tile kitchen floor.
The evolution from pottery to brick no doubt developed as need to have a durable building product in those areas that lacked readily available wood or stone. The advantages of a rectangular building product over a rough stone product are obvious. The laying of brick certainly would be easier than the laying of stone…

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¹ Portland Cement Association, 5420 Old Orchard Rd., Skokie, IL, 60077, USA
² National Concrete Masonry Association, 2302 Horse Pen Road, Herndon, VA, 20171, USA

ABSTRACT
This paper investigates the relationship between the flexural strength of concrete masonry walls and prisms constructed using masonry cement mortars. Results obtained in this study are compared to results from previous studies and conclusions are presented with respect to the potential flexural bond strength of concrete masonry constructed with masonry cement mortars.
The research included testing of concrete masonry specimens using Type S masonry cement mortars. Three different cement manufacturers supplied the masonry cements. Ten walls were constructed for each of the mortars using nominal 203x203x406-mm (8x8x 16-in.) hollow concrete masonry units. Flexural strengths of wall walls were determined in accordance with ASTM E 72. A uniform transverse load was applied over the face of the wall specimens by pressurizing an air bag sandwiched between the wall and a rigid test frame.
Three companion two-unit, stacked-bond prisms were fabricated during the construction of each wall and were tested in flexure using a bond wrench apparatus. In addition, the flexural bond strength of each mortar in combination with standard concrete testing brick was determined. Six prisms, each containing five mortar joints, were fabricated using controlled fabrication and curing.

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Canadian Masonry Contractors Association

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¹ Ph.D., P.Eng., Heritage Conservation Program. Public Works and Government Services Canada, Hull K1A 0M5
² Professor, Department of Civil and Environmental Engineering. Carleton University, Ottawa. Canada K1S 5B6

ABSTRACT
Traditionally, masonry design in Canada has been carried ollt using the Working Stress Design (WSD) method and utilizing procedures that were developed in part through theoretical and experimental studies and also through traditional practice and experience. More consistent levels of safety and economic efficiency can be achieved by incorporating the Limit States Design (LSD) approach in the design of masonry structures just as in the design of steel and concrete structures. The 1995 publication of CSA Standard S304. l-94, Masonry Design for Buildings (LSD), is providing designers with a LSD procedure for masonry design. Consequently, the LSD approach also had to be extended to cover the design of masonry connectors. The publication of the 1994 CSA Standard AJ 70, Connectors jor ,\lasomJ’. provides designers with LSD procedures for the design of connectors for masonry. This paper deals with the factored resistance of masonry connectors and the background behind selecting different values for the resistance reduction factor ¢.

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Department of Civil Engineering, University of New Brunswick Fredericton, NB, Canada, E3B 5A3

ABSTRACT
The effect of the wall aspect ratio, a = H / L, beam-to-column inertia ratio, fJ = h/ le, and the effect of openings on the In-plane stiffness of reinforced concrete infilled frames has been investigated. Tests were conducted on forty eight one­third scale models of RC frames from which the initial tangent stiffness, K;, the secant stiffness at first crack, Kc, and the secant stiffness at ultimate, Ku , were determined. Although the three parameters markedly affected the in-plane stiffness of infilled frames, the aspect ratio did not have a significant effect on K , A unit increase in aspect ratio resulted in fifty percent reduction of Kc. Although the effect of the beam-to-column inertia ratio on Kc and Ku depended on the opening coefficient, a unit increase lh fJ resulted in more than ten percent increase of the initial stiffness. Regression analyses were performed on test results and yielded empirical formulations which could be used in assessing the stiffness of RC frames infilled with masonry panels.

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Department of Civil & Environmental Engineering,
University of Bradford, Bradford, West Yorkshire, England. BD7 IDP.

ABSTRACT
A numerical method of estimating the strength of masonry arches is presented. The method is based on a mechanism analysis of the arch at collapse with the failure mode idealised as an assemblage of rigid blocks separated by zones of displacement discontinuity; the masonry is assumed to be rigid-perfectly plastic. The shape and position of the fracture lines and the displacement of the rigid blocks of masonry are the variables in the energy equation. Minimisation of the predicted collapse load produces the optimum shape and position of the fracture lines. Comparisons of the predicted collapse loads and crack patterns at failure show good agreement with the results obtained from model tests in the laboratory.

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Whitlock Dalrymple Poston & Associates, Inc.
Manassas, Virginia USA

ABSTRACT
Reinforced and non-reinforced masonry walls rely upon grout to provide axial, shear and bending load resistance. Grout must be well consolidated to sufficiently bond to horizontal and vertical reinforcing steel to transfer stresses between the grout and the reinforcement. If voids are present, adequate bond may not be provided. In addition to affecting structural integrity, missing grout and voids will allow water to collect around reinforcement leading to corrosion and, potentially, leakage to the interior. Unlike reinforced concrete which can be inspected after form removal, masonry voids go undetected because the masonry units remain in place concealing the grout and voids.
Destructive and non-destructive methods for determining the presence of voids, their locations and delineation of the size of voids in masonry walls are discussed. These methods include infrared thermography, impact-echo, impulse radar, test borings, human range audible soundings and random demolition. The non-destructive methods may be employed during construction for quality assurance or in the investigation of existing structures for rehabilitation.

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Atkinson-Noland & Associates, Inc.
2619 Spruce St, Boulder, CO 80302

ABSTRACT
Three new masonry reinforcing techniques were investigated during this study the use of a grout containing steel fibers, the use of preplaced steel fibers which are then grout injected within the cells, and the use of fiber-composite reinforcement in grouted cells. Five-unit-high prisms were fabricated using these new reinforcement techniques and the prisms were then tested in flexure.

The performance of beams constructed using several of the new reinforcing techniques is comparable with that of a conventionally reinforced masonry beam. The new techniques have potential applications in new construction and in the upgrade of existing unreinforced (or under reinforced) masonry structures.

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¹ Assoc. AIA Design Director, Masonry Institute of America
² P.E. Executive Director, Masonry Institute of America

ABSTRACT
Earthquakes are a recognized threat to life safety and buildings. To help prevent loss of life and reduce damage to structures, special detailing requirements are imposed by the Building Codes. These . requirements are based on the seismic exposure in which the building is located.
Seismicity in North America has been very active and this paper will highlight the seismic areas of the three countries conforming to NAFTA; Canada, United States and Mexico. Seismic exposure maps are provided which are useful providing an overall picture of the geographical patterns of earthquake damage, including the influence of soils and local geology.

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¹ Executive Director, Canadian Masonry Research Institute, Edmonton, Alberta
² Professor of Civil Engineering, University of Alberta, Edmonton, Alberta

INTRODUCTION
Differential movements between the two wythes of a cavity wall and/or between a brick veneer and it’s backup system have been the topic of many engineering reports, particularly dealing with failures and failure investigations.
Because of the existence of information in the form of test data and reports documenting expansion of burned clay units after manufacturing, many of the failures of brick cladding systems have been attributed to this observed expansion. It is thus commonly believed that the expansion of burned clay units is the main contributing factor to the observed distress in masonry cladding systems where the expansion of the clay unit was not accommodated by means of a horizontal, and vertical control ( expansion) joints.
The available literature mainly from the masonry industry, and in particular the burned clay industry, is primarily based on measurements and experimental work on units or small walls constructed and monitored in laboratories. These conditions do not represent the exposure and weathering of units and wall assemblies of actual structures.
In order to expand the database to field conditions, it was decided to carry out an investigation over a long period of time in an actual permanent structure built for the sole purpose of establishing the magnitude of shrinkage, expansion, temperature related movements and differential movements in cavity walls.

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