ICE - Institution of Civil Engineers - Virtual Library

7672 Analysis of infilled shear walls This Paper concerns the analysis of the response of infilled shear walls to lateral forces. Included in the analysis are the effectof tightly fitting infill, the effect of interface spaces and stress concentrations at the contact lengths on the overall response of a shear wall. The analytical formulation is based on the force-displacement method in which the statically indeterminate values are taken as forces (or moments) and linear displacements. This approach facilitates the physical interpretation of a problem and formulation of the matrix. Notation a, b L, h Eo E, G If,Z , M P p W A, 6, X L 0 height and width ofinfilledpanel span and storey height of the frame modulus of elasticity of concrete modulus of elasticity of the infill dead weight of the infilled panel second moments of area of the frame and infill respectively bending moments in the frame diagonal force in the infill panel contact pressure lateral force applied at the junction of the frame lateral deflexion of the frame lateral deflexion the infilled panel of contact length angular deformation of a simply-supported beam or column due to the contact pressure Introduction Concrete and steel frames are often infilled with brick or blockwork to form composite shear walls to resist wind forces...

TECHNICAL NOTE 44 forwritten discussion Design of nailed shear connexions C. A. NlCOL SMITH, BSc, MICE, MIStructE, PEng' shear carried between two pieces of wood by one nail Ob) bending moment in the nail at distance KL from its embedded end where it is a maximum (Ib in.) slope of nail at shear interface (radians) deflexion of nail(at shear interface) from unloaded positions (in.) maximum bearing stress on wood (pounds/sq. in.) yield stress of nail crushing stressof wood nail diameter (in...

Proc. Instn Cio. Engrs, Part 1,1987,82, Jun., 591-599 TN474 GROUP ENGINEERING GROUND Ground anchorages:shear tube anchors D. A. GREENWOOD, BSc, PhD, FGS* T. A. M C N U L T Y , BSc, PhD? Definition A shear tube anchor is one invariably comprising several unbondedtendon strands fitted at their extremity with a short length of concentric tube retained by a compression fitting. Individualstrand loads are transferred predominantly by shear to the bondingmaterial only along the short length of the concentric tubeshence shear tubes...

Proc. Instn Ciu. Engrs, Part 2,1990,89, Mar., 89-102 PAPER 9489 STRUCTURAL ENGINEERING GROUP Hypothesis for shear failure in masonryjoints J. R. RIDDINGTON, BSc, PhD, MICE* M. Z . GHAZALI, MSc, PhD, MIEMf A hypothesis for shear failure in masonry jointsis presented. This proposes that shear failure is initiated by joint slip at precompression stresses below approximately 2 N/mm2, butthat at higher stress levels, shear failure is initiated by tensile failure within the mortar. Test and finite element analysis results are presented which are shown to support this failure hypothesis...

A masonry joint shear strength test method J. R. Riddington, BSc, PhD, CEng, MICE, and P.Jukes, BEng A programme of testing, that was undertaken to assess the viability of a masonry shear strength test method proposed earlier is described. As a result of this test work the testprocedure was modified, and details ofthe modified method are contained in the Paper. Altogether, eightUK brick types, four continental brick types and seven block types were tested, using the proposed method with up to four mortar types...

Proc. Instn Ciu. Engrs, Part 2, 1974, 57, Dec., 777-782 7672 DISCUSSION Analysis of infilled shear walls M. SMOLIRA Mr J. Riddington, Department of Civil Engineering, University of Southampton As a result of an investigation that I have been making on infilled frames, I have reservations about the validity of the Author's basic assumption that the bending stiffness of the frame members is the dominant frame parameter influencing its horizontal stiffness. 42. I have analysed single and three storey infilled frames using the finite element technique...

Numerical elastic analysis of coupled shear walls Following the technique in which discrete cross-beamsare replaced by an equivalent continuous medium, a numerical approach, based upon matrix progression formulation, is presented for the analysis of coupled shear wall structures containing any height. The results obtained number of walls and any number of discontinuities in the by this method are compared with those obtained from tests on Araldite models. Notation clear span of members connecting wall i with wall i + l depth of wall i spacing of cross-beams connecting wall i with wall i+l lateral distance between centroidal axes of wall i and wall i+l lateral load applied to the wall system vertical shearing force/unit length between wall i and wall i+l vertical displacement of centroid of wall i lateral displacement of the walls co-ordinate measured vertically from base total cross-sectional area of walls (ZA,) cross-sectional area of wall i Young's modulus of the material shear modulus of the material sum of the second moments of areas of the cross-sections of the wall (,Ul) second moment of area of cross-section of wall i second moment of area of cross-section of the members connecting wallto i wall i +1 total bending moment in the walls (ZM1) bending moment carried by wall i total horizontal shear force in the walls @Sl) horizontal shear force in wall i vertical tensile force in wall i rotation of normal cross-section of wall Introduction During recent years there have been many studiesthe stresses and deflexions of in coupled shear wall systems...

Proc. Instn Civ. Engrs, Part 2, 1980, 69, June, 473489 8354 Bolt groups subject t o torsion and shear C. S. BAHIA, BSC, MICE* L. H. MARTIN, BSc, PhD, MICE* The Paper contains experimental results for 117 bolted joints tested to failure. Thejoints were subjected to torsion and shear forces and each bolt in the joint was in single shear. Three types of bolt used, were and single bolt loaddeformation relationships were determined for each bolt.Thenon-linearity of the load4eformation relationshipand ultimate deformation was shown to be related to the bearing stresses...

Proc. Instn Ciu. Engrs, Part 2, 1980, 69, June, 403-424 8330 A design aid for shear lag calculations H . R. EVANS* A. R. TAHERlANt A semi-empirical method, termed the `3-bar method,'for calculation of shear lag effects in box girders is described. Explicit solutions for different support and loading conditions are edge presented which enable the amplified stresses due to shear lagto be calculated directly. Results given by the 3-bar method are compared with those obtained from the Interim Design Rules (IDR) for box girders and there is good agreement...

7491 Vertical shear in continuous composite beams R. P. JOHNSON, MA. MICE. MIStructE' BSc(Eng), PhDt R. T. WILLMINGTON, Verticalshearissignificantin the designofcontinuouscompositesteel-concrete beams more often than in that of steel beams. Its influence on the ultimate flexural strength of beams of compact cross-section has been studied in tests14 specimens, on each representing a negative moment region of a continuous beam. The results of these tests, in which severe vertical shear was combined with transverse and longitudinal negative bending, are given and discussed...