...M H MURRAY; G MILLAR © Thomas Telford and ICE 1991 CENTRAL QUEENSLAND UNIVERSITY COLLEGE KINHILL CAMERON MCNAMARA DYNAMICS RESPONSES FORMWORK CONCRETE VIBRATIONS RESEARCH PERFORMANCE PANELS INVESTIGATIONS PRESSURE DISPLACEMENT FORMS COMPACTION ADJACENT FRESH POKERS...

.... The model type was that of a slab panel comprising two edge columns with a rotational restraint system applied to the longitudinal slab edges. This degree of control on the boundary conditions ensured accurate simulation of the prototype structure. The test programme studied the influence of lateral cyclic...

...MMK LEE Proc. Instn Ciu.Engrs, Part 2,1990,89, June, 183-206 PAPER 9523 STERNGUGRCIONTUEEPRRAILNG Numerical study of plate girder webs withholes M. M. K. Lee, BSc(Eng),PhD, MIStructE, MICE* The analysisof 22 transversely-stiffened plate girder panels using the finite element method is reported...

...K N RAHAL; J E HARDING © Thomas Telford and ICE 1990 SURREY UNIVERSITY TRANSVERSE WEBS BEHAVIOUR ANALYSIS GEOMETRY PROPERTIES DEFLECTION VARIATIONS STRESS DESIGN SIZE STIFFENED SHEAR NON LINEAR PARAMETRIC PANELS INITIAL PEAK MATERIALS BENDING MODELS GIRDERS...

...M Z AHMAD; T K DATTA © Thomas Telford and ICE 1989 MINIMUM FLAT POINTS DESIGN TRANSFER PROBLEMS CAPACITY STATIC COEFFICIENTS PANELS TRANSMISSION REINFORCEMENT SLABS SUPPORTS CONSTANT TWISTLESS MOMENTS STRIP KINEMATICS ULTIMATE DISPLACEMENT VOLUME SOLUTIONS PLASTIC...

... hexagonal double twist mesh isthe most suitable for these applications. 64. Bursting tests on panels of different meshes of similar opening sizes and wire diameters in the more commonly usedmeshes(i.e. chain link (ST), welded (WD) and double twist (DT)) have been made simulating stone fragments projected...

... in conjunction with single bay infilled frames. Both non-integral and integral infilled frames are studied. The non-linear finite element method is employed for the analysis, taking into account thenon-linearity of materials, cracking in the panel, and separation/friction/slipand non-linear shearslip...

...KJ CAMPBELL; BA COATES; IH REITH; JFA MOORE; TP LEES; R JOWETT; RG KINNEAR; JP THEOPHILUS © Thomas Telford and ICE 1987 HOUSES REINFORCED CONCRETE PREFABRICATED SYSTEMS PANELS DETERIORATION PROBLEMS MEMBERS STRUCTURAL RATE UNITS PANELS REPAIRS BUILDINGS MAINTENANCE COLLAPSE...

...GIB RANKIN; AE LONG PREDICTION PUNCHING STRENGTH PANELS DEFLECTION INTERIOR SLABS COLUMNS CONVENTIONAL COMPRESSIVE ACTION ENHANCEMENT MEMBRANES EXPANSION TESTS LATERAL SHEAR FLEXURAL LOADS CORRELATION PRESTRESSED ECCENTRIC CODES PROCEDURE © Thomas Telford and ICE...

... SUBCONTRACTING SETTLEMENT DOCUMENTATION CAISSONS EXCAVATIONS SAND TREMIE MOVEMENT CONCRETE PANELS SOILS ANCHORS DESIGN TESTING PRESSURE SHEATHS CORRUGATED HONG KONG HONG KONG CHINA ASIA Proc. Instn Ciu.Engrs, Part 1,1987,82, Aug., 831-858 ENDGIRISNCOEUESNRS9DII0NO2GN1 GROUP...

... DESIGN PREDICTION RESEARCH STRUCTURES SWAY HORIZONTAL CRIPPLING COMPRESSED WEBS PURLINS STEELWORK FASTENINGS SHEAR PANELS EQUATIONS TROUGHS Proc. Instn Ciu. Engrs, Part 2, 1987,83, Mar., 27S293 NRUGCINTEU9E1RR3A3INLGPAPERET End failures in stressed skin diaphragms J. M. DAVIES, DSc, PhD...

... on the failure loads and failure modes of the panels. It is shown that the behaviourof the composite frame not only depends on the relative stiffneosfsthe frame and the infill and the frame geometry, but is also critically influencedby the strength propertiesof the masonry (in particular the magnitude...

... UNSYMMETRICAL HYBRID COMPACT STRESS HIGH YIELD SHEAR SUPPORTS BENDING SAFETY FACTORS DEVIATION PANELS ULTIMATE CAPACITY LATERAL UK Proc. Instn Ciu. Engrs, Part 2, 1986,81,Sept., 335-352 PAPER 8999 STRUCTURAL ENGGRINOEUEPRING Evaluation of BS 5400 plate girder rules R. SEN, BTech, MASc...

...TC LIAUW; QL TIAN; YK CHEUNG; ADINA © Thomas Telford and ICE 1986 HONG KONG UNIVERSITY CHINESE ACADEMY OF SCIENCES FILL DYNAMICS RESPONSES FRAMES INFILL BASES DEVICES SLIDING CAPACITY ASEISMIC STRUCTURES PANELS MODELS FOUNDATIONS BEHAVIOUR LOADS STIFFNESS INELASTIC...

.... Chiselling trials 50. Atrial was carried out inwhich apanel of sixpileswas toed-in,an H section chisel pile was usedto break up or push aside the bouldersfor 0.5 m below the toe, and then thepile panel was driven in using saet of 2 blows per 25 mm.The intention was to repeat this process, but thepile toes...

...TC LIAUW; KH KWAN HONG KONG UNIVERSITY FILL PLASTIC DESIGN FRAMES INFILLED METHODS INTEGRAL NON INTEGRAL BEHAVIOUR NON LINEAR THEORY UNIFIED BEAMS FORMATION HINGES CRACKING CRUSHING PANELS SHEARING STRENGTH INTERFACE CONNECTIONS CHARTS PREDICTION EXPERIMENTS...

...R HORNE; WR GRAYSON; PA CAMPBELL © Thomas Telford and ICE 1984 ROYAL MELBOURNE INSTITUTE OF TECHNOLOGY ULTIMATE LOADS BEHAVIOUR STIFFENED WEBS PANELS STRESS COMBINED YIELD ROLLED SECTIONS SHEET PANELS Proc. lnstn Civ. Enyrs, Part 2, 1984,11,Sept.,407 DISCUSSION...

...TC LIAUW; KH KWAN; IM MAY; SYA MA; RH WOOD; PAC SIMS © Thomas Telford and ICE 1984 WARWICK UNIVERSITY BUILDING RESEARCH ESTABLISHMENT FILL PLASTIC THEORY INFILLED FRAMES FINITE INTERFACE SHEAR STRENGTH INFILL FORCES EQUILIBRIUM YIELD STRESS PANELS BEAMS COLLAPSE...

... , that should beused for the columns. It only remains tocheck that yield is not violated in the infill. This is difficult to do as no simple stresfiselds can be postulated for the infill, except in the case of square panels. Furthermore, nofailure criterion for the infill is given by the Authors. 30. Asimilar...

...II BESSER; AR CUSENS Proc. Insfn Cia. Engrs, Part 2, 1984,77, June,265-278 TECHNICALNOTE 421 Reinforced concrete deepbeam panels with high depth/span ratios I. 1.. BESSER, MSc, PhD* A. R. CUSENS, BSc(Eng), PhD,FICE,FRSE* Tests are reported on seven simply supported model reinforced concrete wall...