ICE - Institution of Civil Engineers - Virtual Library

Proc. Instn Ciu. Engrs, Part 2, 1977, 63,June, 255-269 8006 Thin plate weirs This Paper describes the results of an experimental investigation into the performance of thin plate weirs. Taw0 weir profiles were tested, the first corresponding to the recommended standard profile,' the second having no horizontal surface at the crest. Each weir was tested at three different heights with flows up to 0.17 m3/s. In all cases the weirswere full width (not contracted), i.e. they spanned the full 0...

Proc. Instn Ciu. Engrs, Part 2, 1988,85, Mar., 89-104 PAPER 9255 STRUCTURAL ENGINEERING GROUP Design Aid for plate girders H. R. EVANS, MSc, PhD, MICE, MIStructE* S. MOUSSEF, MSc? A simplified Design Aid is presented to allow the ultimate strength of transversely and longitudinally stiffened plate girders to be determined under any combination of shear and bending loads. The method is based on the Cardiff tension field approach and, in addition to its simplicity, has the advantage allowing the designer to identify the separatesources from of which the girder derives its strength...

Proc. Instn Cio. Enyrs, Part 2, 1984,11, Mar., 89-90 SYNOPSIS OF PAPER 8570 Compressive strength of biaxially loaded plates R. NARAYANAN, MSc(Eng), PhD, FICE, DIC, FIStructE, FIE* I. Using the energy criterion, a method of assessing the post-buckling behaviour of initially imperfect plates loaded axially along two mutually perpendicular directions is suggested. Six combinations of boundary conditions are considered and all the plates studied had their edges held straight inplane. For example, the initial surface of a simply supported plate W , , before any loads are applied, is assumed tobe given by W, = 6, sin prrxla sin qrrylb (1) where 6, is the amplitude of the initial imperfection; a, b are the length and width of the plate, with a = @/a);and p, q are the number of half wave lengths in the X and y direction...

7411 Deflexions of rectangular plates supported elastically c. B. WILBY, BSc, PhD, FICE. FIStructE' BSc(Eng), ME, PhDt M. M. NAOVI, The Paper contains the linear the non-linear theory the deflexions of uniformly and for loadedrectangularplates. It isassumed that allthe four edgesof theplates are supported onbeamshavingidenticalelasticproperties.Theexpressions for the deflexion function in the linear case and for the deflexion and the stress functions in the non-linearcase are assumedintheformofdoubleseriesof appropriate coordinate functions. Results corresponding to both these are shown in the figures. Notation a, b half of the plate lengths h W q D B 1 X u0 U ' plate thickness plate deflexion intensity of the lateral load flexural rigidity of plate flexural rigiditybeam of ratio alb ratio BlaD in-planestress at the centre of plate in-planestress at themiddle ofedgebeams Introduction Small deflexions of rectangular plates, loaded uniformly and supported on elastic beams, have been discussed by Ga1erkin...

Shear strength of steel plate girders A. W. Davies, BSc, MSc, PhD, AMICE, and D. S. C. Griffith, BEng & Proc. Instn Civ. Engrs Structs & Bldgs, 1999, 134, May, 147 157 Paper 11799 Slender steel plates are used in a variety of structural engineering applications because of their high strength-to-weight ratio and post-buckling reserve of strength and stiness, which is taken into account in ultimate-limit-state design methods and codes of practice...

Paper No. 6641 PRECAST PLATE-UNITSFOR ROOF CONSTRUCTION by Felix Adler, B.Sc., A.M.I.C.E. Chief Structural Engineer, Richard Costain (Construction) Ltd Fordiscussion at an Ordinary Meeting on Tuesday, l 1 December, 1962, at 5.30 p m . , and for subsequent written discussion SYNOPSIS The advantage of making folded-plate roofs prefabricated prestressed concrete of sheets as compared with the conventional method of precasting or in-situ concrete construction is explained. The roof construction which was used for a bakery and ancillary buildings at Swansea is described...

For written discussion* No. Paper 6862 INVESTIGATIONOFMULTI-FOLDEDPLATE STRUCTURES by John Edward Gibson, M.Sc., Ph.D., A.M.I.C.E. Reader in Engineering, University of Manchester and Noel John Gardner, B.Sc., P&D. Assistant Professor of Engineering, University Western Ontario of SYNOPSIS ThePaper describes a general methodfor analysing the stresses and deflexions in folded plate structures by using a `degenerate' form of cylindrical shelltheory. The analysisallows the complete interaction of one plate on another to be examined, andthus the stresses throughout the complete structure due to the loading of any one plate may be analysed...

Corrugated webs in plate girders for bridges R. P. Johnson, MA, FEng, FICE, FIStructE and J. Cafolla, PhD, MSc Proc. Instn Civ. Engrs Structs & Bldgs, 1997, 123, May, 157164 Paper 11003 Written discussion closes 15 July 1997 s The advantages and economic use of vertically corrugated steel webs in plate and box girders for steel or composite bridges are considered. Research on global and local buckling is reviewed and a design method is given, based partly on work on four recent bridges in France...

Proc. Instn Ciu. Enyrs, Part 2, 1983.75, Sept., 539-550 TECHNICAL NOTE 352 Stocky plate girders subjected to edge loading T. M.ROBERTS, BSc, PhD,MICE* N. MARKOVICt A series of tests on plate girders,with web thicknesses from 3 mm to 10 mm and depth over thickness of web from 166 to 50, subjected to localized edge loading the plane of the web, in is described. The reported test results and test results for rolled I-beams with depth over thickness of web less than 50, from other sources, are compared with existing solutions for predicting ultimate load capacity...

Proc. Instn Ciu. Engrs, Part 2, 1986,81, Sept., 335-352 PAPER 8999 STRUCTURAL ENGINEERING GROUP Evaluation of BS 5400 plate girder rules R. SEN, BTech, MASc, PhD, PE* The code of practice for the ultimate strength design of steel bridges, BS 5400: Part 3, was introduced in the United Kingdom in 1982. This Paper evaluates its rules relating to transversely stiffened plate girders, by comparing the design failure loads of 113 test girders against the measured values. Aspect ratios of the test girders ranged from 0...