NASA-TN-D-424-1960 Investigation of the buckling strength of corrugated webs in shear《受剪波纹状网的抗弯强度研究》.pdf
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1、TECHNICAL NOTE 0-424 INVESTIGATION OF THE BUCKLING STRENGTH OF CORRUGATED WEBS IN SHEAR, By James P. Peterson and Michael F. Card Langley Research Center Langley Field, Va. NATIONAL AERONAUTICS AND SPACE ADMINISTRATION WASHINGTON June 1960 Provided by IHSNot for ResaleNo reproduction or networking p
2、ermitted without license from IHS-,-,-L 9 5 9 NATIONAL AEBONAUTICS AND SPACE ADMINISTRATION TECHNICAL NOTE D-424 INVESTIGATION OF THE BUCKLING STRENGTH OF CORRUGATED WEBS IN SHEAR By James P. Peterson and Michael F. Card SUMMARY Design charts are presented from which the buckling strength of corruga
3、ted shear webs can be determined. The charts are applicable to webs with supported edges in which the edge rotations of the web along lines of support may range from unrestrained (simply supported edges) to completely restrained (clamped edges). In addition, the results of shear tests on seven beams
4、 with corrugated webs are presented and discussed. INTRODUCTION The geometric properties of corrugated sheet adapt it particularly well to certain structural applications, one of the more important of which is the shear web. Corrugated sheet has been recognized for some time as an effective medium f
5、or transmitting shear loads (see, for instance, ref. l), but it has not been generally used for this purpose because of certain inherent difficulties associated with fabrication and stress analysis. More recently, however, corrugated webs have been considered in structural applications where the web
6、s are required to perform dual functions. high-temperature environment applications for their thermal stress- alleviating properties as well as for their shear-carrying properties, or they may be used in a sandwich-covered wing structure where fewer webs than usual are employed and where each web is
7、 required to possess a relatively large crushing strength as well as a large shear buckling strength. For instance, corrugated webs may be used in The design information available is generally inadequate to predict the buckling behavior of corrugated shear webs. Buckling charts are available for ort
8、hotropic plates in shear with either clamped edges (see ref. 2) or simply supported edges (see ref. 3 or ref. 4, p. 384) but nothing is available for orthotropic plates with edge-support conditions falling between these limits, the range in which most practical corrugated webs will fall. The use of
9、charts for simply supported shear webs will Provided by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-2 predict buckling at unduly small loads in most practical applications. The amplitude of corrugations in corrugated webs is relatively large compared with th
10、e thickness of a conventional plate with the same bending stiffness. Thus, there is a greater opportunity for restraining the rotational deformation along the edges of the corrugated webs. On the other hand, the edge support is not likely to be such that deformations are completely restrained in any
11、 practical application. Hence, design information for webs in which the rotational deformations along the edges of the web are only partially restrained is needed. Design information is also needed regarding the effect of restrained warping on the buckling load of corrugated webs. The only informati
12、on available on this effect is in reference 5, where buckling loads are given for long clamped corrugated webs with complete restraint against warping along the edges. corrugation shape (square wave) and indicate that the effect of restrained warping on buckling may be considerable. neglected in usu
13、al orthotropic plate analyses of corrugated webs. The calculations were made for a specific This effect is The present paper extends previous calculations to include edge support conditions between clamped and simply supported edges for ortho- tropic shear webs with geometric properties characterist
14、ic of corrugated webs. The effect of restrained warping on buckling is taken into account in an approximate manner by an extension of the work of refer- ence 5. webs are presented and discussed. In addition, the results of some tests on corrugated shear SYMBOLS plate flexural stiffness in longitudin
15、al direction, x- in-kips ; 12 -2 plate flexural stiffness in depthwise direction, = Etp , in-kips D2 pxD2 + p D 2 + 2D plate stiffness, Yl w, in-kips D12 plate twisting stiffness, in-kips Dxy E Youngs modulus, ksi M moment per inch of length of plate, kips Provided by IHSNot for ResaleNo reproductio
16、n or networking permitted without license from IHS-,-,-3 L 9 5 9 NxY P S b kS 2 P t - t t A W X, Y 7 r 6 E shear load per inch of plate, kips/in. beam load at web failure, kips shear load in web, kips effective depth of corrugated web between attachment members, in. amplitude of corrugations in corr
17、ugated plate, in. (fig. 4) effective rivet offset, in. (fig. 10) attachment angle dimension, in. (fig. 10) shear-beam depth measured between centroid of compression cover and centroid of tension cover, in. shear buckling coefficient, unsupported length of web between end buffer bays, in. pitch of co
18、rrugations in plate, in. (fig. 4) thickness of sheet in corrugated plate, in. area per inch of corrugated plate expressed as equivalent sheet thickness, in. thickness of attachment angle, in. (fig. 10) plate deflection, in. coordinates measured along and depthwise of web, in. shear strain bending-to
19、rsion constant of corrugated plate, in .5 lateral deflection of web, in. restraint parameter, M 1 D2 Provided by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-edge rotation of web, radians wave length, in. Poissons ratio Poissons ratio associated with bending
20、of corrugated plate in x- and y-directions. The product p p is taken to be zero in this paper. XY radius of gyration of corrugated plate about centroidal axis, in. shear stress, ksi efficiency parameter, ksi (eq. (12) Subscripts : av average cr critical e edge eff effective el elastic limit max maxi
21、mum CALCULATIONS The differential equation employed in the calculations was taken from reference 5. In the notation of the present paper, it is 2 aw = 0 (1) q,m aw4 + 2D12 that is, most of its stiffness is attributable to in-plane bending (so-called “bending stresses due to torsion“) and the associa
22、ted shear stresses. term neglects this important property of corrugated sheet and The use of equation (1) without the The second characteristic is associated with the small twisting For practical purposes the stiffness stiffness of corrugated sheet. parameter - is so small that it can be taken to be
23、 zero with neg- ligible error. The effect of this simplification is indicated in fig- D12 m ure 1, where the buckling coefficient is plotted against - D12 . Values of the parameter - D12 corrugations of current interest in structural applications. The curve shown was computed for clamped-edge condit
24、ions (E = m) but applies with negligible error to webs with other values of the edge-restraint parameter E. are generally less than 0.05 for the types of pz A solution to equation (1) can be obtained in the same manner as that employed in references 6 and 7 for shear buckling of isotropic Provided b
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