...-and-grooved hardwood, andin some areas softwoofdlooring has,over theyears, beenused to replace worn flooring in various locations. 43. The roof structure generally comprises 8 X 2) (200 X 65 mm) rafters at 2 0 (600 mm) centres supported at the wall head and on an intermediate 8 X 8 (200 X 200 mm) timber...

...SR MANGALGIRI; BS 5502 © Thomas Telford and ICE 1980 OXFORD POLYTECHNIC CROYDON CONCRETE TESTS COLUMNS RAFTERS JOINTS PRECAST CONCRETE PORTAL FRAMES MODELS FULL SCALE REINFORCED DESTRUCTION COMBINED BENDING AXIAL SHEAR FORCES THRUST SIMULATION STRAIN MEASUREMENT...

...MR HORNE; CP NEWSOME; H SHAKIR KHALIL; RC HAIRSINE; S AKHTAR STABILITY HAUNCHED SPACING RESTRAINT BUCKLING RATIOS PLASTIC AXIS FORCES TAPERED TAPERS PORTAL LATERAL MEMBERS SUPPORTS COLUMNS HINGES TENSION FLANGES BEAMS PURLINS TORSIONAL RAFTERS SLENDERNESS CONTRAFLEXURE...

... BENDING MOMENTS DISTRIBUTION SLENDERNESS RATIOS RAFTERS SUPPORTS PURLINS PLASTIC HINGES METHODS LENGTH SHAPE RESTRAINT LIMITING UNRESTRAINED SECTIONS CALCULATIONS ACTION Proc. Instn Civ. Engrs, Part 2, 1979, 67, Sept., 617-694 The stabilityof tapered and haunched beams M. R. HORNE, MA...

... COMPRESSION WELDS WEBS DESIGN PROCEDURE YIELDING PREMATURE LOCAL BUCKLING HIGH FABRICATION BEHAVIOUR RAFTERS UNRESTRAINED CURVATURE FRAMES THEORY TOES COMPRESSIVE YIELD Proc. Instn Civ. Engrs. Part 2, 1979, 61, Sept., 845-850 TN 235 Tests on tapered and haunched beams M. R. HORNE, MA...

...E R BRYAN; W M EL SAKHAKHNI © Thomas Telford and ICE 1968 MANCHESTER UNIVERSITY ASSUIT UNIVERSITY EGYPT UAR SHEAR BEHAVIOUR PURLINS SHEET WIDTH EXPERIMENTS ULTIMATE CORRUGATED TESTS RAFTERS FASTENINGS INSULATION FLEXIBILITY SHEETING LOADS DECKS PANELS CONNECTIONS...

... the upperpurlinshownin Fig. 2, no loads are transferred to thetimbers immediately over the collar beam. Nor is it established that the main purlin carries a vertical load of 12.5 tons. Those rafters which carry down to the wall are so solidly restrained at this point that the whole of theloadcomponent along their length...

... that conventional methods of structural analysis could be used to derive a solution for the design of the columns, butthe conventional methods tended to become much easier than their counterparts in a fully elastic design, due to the fact that, in the particular frame, the rafter was on the point ofcollapse...

... GROUNDWATER PORE EFFECT WATER SITES ROOFS STEELWORK WELDED TRUSSES TUBULAR BOOMS SHRINKAGE DISTORTION WELDING RADIOGRAPHY CONTROL ZINC SPRAYING PAINTING CLADDING BRICKWORK RAFTERS GALVANISED DECKING CORK INSULATION PLANT TEMPORARY CREEKS FOUNDATIONS EXCAVATING RECLAMATION...

... by the stresses at the lower end of the rafter B and the top of the column A, and by structural requirements. These critical sections are designed in the normal way. Taking section B as an example, the I-section selected has a depth of 25.5 inches, the flanges are 12 inches wide andthe fla,nge and web thicknesses...