鋼結(jié)構(gòu)穩(wěn)定

前言

　　The theory of structural stability is, strictly speaking, a branch of structural mechanics. But,from the process of the development, it can be observed that this learning is closely linked with theprogress of structural engineering. S. P. Timoshenko, in his classic monograph Theory of ElasticStability published in 1936,　wrote: "The modern use of steel and high-strength alloys inengineering structures, especially in bridges, ships and aircraft,　has made elastic instability aproblem of great importance". This statement made more than 60 years ago is still holding truenowadays, whereas buildings and offshore platforms are added to the rank of above structures andplasticity is more involved in stability issues.　Constructional steel by itself is an elasto-plasticmaterial welding, the contemporary art of connection,　gives rise to residual stresses whichaccentuate the inelastic behavior of steel members.

內(nèi)容概要

本書(shū)為普通高等教育“十一五”規(guī)劃教材，全書(shū)共八章，主要內(nèi)容包括以下幾個(gè)方面：    （1）失穩(wěn)分類(lèi)：分岔失穩(wěn)的類(lèi)型，極值點(diǎn)失穩(wěn)和躍越失穩(wěn)。    （2）軸心受壓柱，梁柱，剛接和半剛接剛架的平面彎曲屈曲性能和實(shí)用設(shè)計(jì)方法。    （3）柱，梁和梁柱的平面外彎扭屈曲性能和實(shí)用設(shè)計(jì)方法。    （4）薄板的凸曲和屈曲后性能，冷彎薄壁板件的局部屈曲，畸變屈曲，整體屈曲和它們之間的相關(guān)屈曲，有效寬度和直接強(qiáng)度兩種設(shè)計(jì)方法。    （5）彈性和彈塑性鋼結(jié)構(gòu)的能量法和數(shù)值法以及其試驗(yàn)驗(yàn)證。    全書(shū)內(nèi)容注重鋼結(jié)構(gòu)材料和構(gòu)件幾何非線性的特點(diǎn)，使之符合實(shí)際的結(jié)構(gòu)設(shè)計(jì)。同時(shí)，書(shū)中還附有依照國(guó)內(nèi)外鋼結(jié)構(gòu)設(shè)計(jì)規(guī)范設(shè)計(jì)的許多鋼結(jié)構(gòu)構(gòu)件和剛架有關(guān)理論研究和設(shè)計(jì)方法的實(shí)例。    本書(shū)可作為普通高等院校工程結(jié)構(gòu)、工程力學(xué)專業(yè)研究生的教材，也可作為結(jié)構(gòu)工程師和研究人員的參考用書(shū)。

書(shū)籍目錄

PrefaceForewordNotationGlossaryCHAPTER 1  INTRODUCTION  1.1  TYPES OF INSTABILITY  1.2  METHODS OF STABILITY ANALYSIS  1.3  STABILITY OF PERFECT MECHANICAL MODELS  1.4  STABILITY OF IMPERFECT MECHANICAL MODELS  1.5  STABILITY OF SNAP-THROUGH MECHANICAL MODEL  1.6  MECHANICAL PROPERTIES OF STRUCTURAL STEEL  1.7  RESIDUAL STRESS DISTRIBUTIONS IN STEEL MEMBERS  1.8  BEHAVIOR AND DESIGN OF STEEL STRUCTURES  Problems  ReferencesCHAPTER 2  FLEXURAL BUCKLING OF CENTRALLY COMPRESSED MEMBERS  2.1  INTRODUCTION  2.2  ELASTIC FLEXURAL BUCKLING OF CENTRALLY COMPRESSED MEMBERS  2.3  CENTRALLY COMPRESSED MEMBERS WITH END RESTRAINT  2.4  EFECTIVE  LENGTH FACTORS OF CENTRALLY COMPRESSED MEMBERS  2.5  ELASTrC LARGE DEFLECTION ANALYSIS OF CENTRALLY COMPRESSED MEMBERS  2.6  EFFECT OF INITIAL GEOMETRICAL IMPERFECTIONS ON CENTRALLY COMPRESSED MEMBERS  2.7  INELASTIC  FLEXURAL BUCKLING OF CENTRALLY  COMPRESSED MEMBERS  2.8  EFFECT OF RESIDUAL STRESSES ON CENTRALLY COMPRESSED MEMBERS  2.9  APPLICATION OF STABILITY THEORY OF CENTRALLY COMPRESSED MEMBERS ON STEEL STRUCTURE DESIGN  Problems  ReferencesCHAPTER 3  IN-PLANE STABILITY OF BEAM-COLUMNS  3.1  INTRODUCTION  3.2  DEFORMATIONS AND INTERNAL FORCES OF SIMPLY SUPPORTED ELASTIC BEAM-COLUMNS UNDER TRANSVERSE LOADS  3.3  DEFORMATIONS AND INTERNAL FORCES OF FIXED ENDED ELASTIC BEAMCOLUMNS UNDER TRANSVERSE LOADS  3.4  DEFORMATIONS AND INTERNAL FORCES OF ELASTIC BEAM-COLUMN UNDER END MOMENTS  3.5  IN-PLANE EQUIVALENT MOMENT AND IN-PLANE EQUIVALENT MOMENT FACTOR OF BEAM-COLUMN  3.6  SLOPE-DEFLECTION EQUATIONS OF ELASTIC BEAM-COLUMN WITHOUT SWAY  3.7  SLOPE-DEFLECTION EQUATIONS OF ELASTIC BEAM-COLUMN WITH SWAY  3.8  SLOPE-DEFLECTION EQUATIONS OF ELASTIC BEAM-COLUMN UNDER TRANSVERSE LOADS  3.9  IN-PLANE ULTIMATE LOAD OF BEAM-COLUMN  3.10  APPLICATION OF IN-PLANE STABILITY THEORY OF BEAM-COLUMNS ON STEEL STRUCTURE DESIGN  3.11  FURTHER INVESTIGATIONS OF IN-PLANE STRENGTH OF NON-SWAY BEAM-COLUMNS  Problems  ReferencesCHAPTER 4  IN-PLANE STABILITY OF FRAMES  4.1  TYPES OF INSTABILITY OF FRAMES  4.2  ELASTIC BUCKLING LOADS OF FRAMES BY EQUILIBRIUM METHOD  4.3  ELASTIC BUCKLING LOADS OF FRAMES BY SLOPE-DEFLECTION METHOD  4.4  ELASTIC BUCKLING OF MULTI-STORY FRAMES  4.5  ELASTIC BUCKLING LOADS OF MULTISTORY FRAMES BY APPROXIMATE METHOD  4.6  STABILITY OF FRAMES UNDER PRIMARY BENDING MOMENT  4.7  ELASTICopLASTIC STABILITY OF FRAMES  4.8  ULTIMATE LOADS OF SWAY FRAMES  4.9  APPLICATION OF STABILITY THEORY OF FRAMES ON STEEL STRUCTURE DESIGN  4.10  OVERALL DESIGN METHOD OF IN-PLANE STABILITY OF FRAME-DIRECT ANALYSIS（ ADVANCED ANALYSIS） METHOD  4.11  MOMENT ROTATION CURVES OF BEAM-TO-COLUMN CONNECTIONS AND DESIGN OF SEMI-RIGID FRAMES  4.12  OVERALL IN-PLANE BUCKLING OF SINGLE-STORY MULTI-BAY PITCHED-ROOF FRAMES  Problems  ReferencesCHAPTER 5  APPROXIMATE METHODS OF STABILITY ANALYSIS  5.1  INTRODUCTION  5.2  PRINCIPLE OF ENERGY CONSERVATION  5.3  PRINCIPLE OF STATIONARY VALUE OF POTENTIAL ENERGY AND PRINCIPLE OF MINIMUM POTENTIAL ENERGY  5.4  RAYLEIGH - RITZ METHOD  5.5  GALERKIN METHOD  5.6  FINITE DIFFERENCE METHOD  5.7  FINITE INTEGRAL METHOD  5.8  FINITE ELEMENT METHOD  5.9  USING FINITE ELEMENT METHOD TO DETERMINE EFFECTIVE LENGTH FACTORS OF THE UNBRACED TAPERED PORTAL FRAMED COLUMN  Problems  ReferencesCHAPTER 6  TORSIONAL BUCKLING AND FLEXURAL-TORSIONAL BUCKLING OF COMPRESSION MEMBERS  6.1  INTRODUCTION  6.2  SHEAR CENTER OF THIN-WALLED OPEN SECTION MEMBERS  6.3  TORSION OF THIN-WALLED OPEN SECTION MEMBERS  6.4  ELASTIC TORSIONAL BUCKLING OF CENTRALLY COMPRESSED MEMBERS  6.5  ELASTIC-PLASTIC TORSIONAL BUCKLING OF CENTRALLY COMPRESSED MEMBERS  6.6  ELASTIC FLEXURAL-TORSIONAL BUCKLING OF CENTRALLY COMPRESSED MEMBERS  6.7  ELASTIC-PLASTIC FLEXURAL-TORSIONAL BUCKLING OF CENTRALLY COMPRESSED MEMBERS  6.8  ELASTIC FLEXURAL-TORSIONAL BUCKLING OF BEAM-COLUMN  6.9  ELASTIC-PLASTIC FLEXURAL-TORSIONAL BUCKLING OF BEAM-COLUMN  6.10  APPLICATION OF TORSIONAL AND FLEXURAL- TORSIONAL BUCKLING THEORIES OF COMPRESSION MEMBERS ON STEEL STRUCTURE DESIGN  Problems  References  Appendix A-Derivations of Ixf, lyf, Ixyf, Ix, ly and I, ofor Sloping Lipped ChannelCHAPTER 7 FLEXURAL-TORSIONAL BUCKLING OF BEAMS  7.1 INTRODUCTION  7.2 ELASTIC FLEXURAL-TORSIONAL BUCKLING OF BEAMS UNDER UNIFORM BENDING  7.3  BEAMS UNDER UNEQUAL END MOMENTS  7.4  BEAMS UNDER TRANSVERSE LOADS  7.5  ELASTIC FLEXURAL-TORSIONAL BUCKLING OF BEAMS WITH VARYING CROSS-SECTION   7.6  ELASTIC-PLASTIC FLEXURAL-TORSIONAL BUCKLING OF BEAMS  7.7  APPLICATION OF FLEXURAL-TORSIONAL BUCKLING THEORY OF BEAMS FOR DESIGN OF STEEL STRUCTURES  7.8  ULTIMATE CAPACITIES AND DESIGN FORMULAS OF BIAXIAL BENDING BEAM-COLUMNS AND BEAMS  7.9  SINGLE ANGLE FLEXURAL MEMBERS  Problems  ReferencesCHAPTER 8  BUCKLING OF THIN PLATES  8.1  INTRODUCTION  8.2  EQUILIBRIUM EQUATIONS OF A PLATE BY SMALL DEFECTION THEORY  8.3  ELASTIC  BUCKLING LOADS OF SIMPLY SUPPORTED PLATES UNDER UNIFORM COMPRESSION IN ONE  DIRECTION  8.4  ELASTIC BUCKLING LOADS OF PLATES BY ENERGY METHOD  8.5  ELASTIC BUCKLING OF SIMPLY SUPPORTED PLATES UNDER NON-UNIFORM BENDING  8.6  ELASTIC BUCKLING OF SIMPLY SUPPORTED PLATES UNDER UNIFORM SHEAR  8.7  DIFFERENTIAL EQUATIONS OF PLATES BY LARGE DEFLECTION THEORY  8.8  POST-BUCKLING STRENGTH OF SIMPLY SUPPORTED PLATES UNDER UNIFORM COMPRESSION  8.9  ELASTIC-PLASTIC BUCKLING ANALYSIS OF PLATES  8.10  APPLICATION OF BUCKLING THEORY OF PLATES ON STEEL STRUCTURE DESIGN  8.11  PLATE ELEMENTS IN A CENTRALLY COMPRESSED MEMBER  8.12  WEB IN BEAM AND STABILITY DESIGN OF PLATE GIRDER  8.13  PLATE ELEMENTS IN BEAM-COLUMNS  8.14  PROVISIONS OF CLASSIFICATION AND RECOMMENDATION FOR LIMIT STATE DESIGN OF STEEL STRUCTURES IN ARCHITECTURAL INSTITUTE OF JAPAN  8.15  EFFECTIVE WIDTH OF PLATE ELEMENTS IN COLD-FORMED STEEL SECTIONS  8.16  DESIGN OF AXIALLY LOADED SLENDER COMPRESSION MEMBERS  8.17  UTILIZATION OF WEB POST-BUCKLING STRENGTH IN SLENDER I-SECTION BEAM-COLUMNS  Problems  ReferencesAPPENDIX  1.BUCKLING LOAD OF AXIALLY LOADED MEMBER ON ELASTIC SUPPORT  2.TOTAL POTENTIAL ENERGY OF FLEXURAL-TORSIONAL BUCKLING OF BEAMS AND BEAM-COLUMNS  3.FLEXURAL-TORSIONAL BUCKLING LOADS OF COMPRESSION MEMBERS AND BEAMS BY FINITE ELEMENT METHOD  4.FLEXURAL-TORSIONAL BUCKLING LOADS OF COMPRESSION MEMBERS AND BEAMS BY FINITE INTEGRAL METHOD  5.FLEXURAL-TORSIONAL BUCKLING LOADS OF COMPRESSION MEMBERS AND BEAMS BY FINITE DIFFERCE METHOD  6.DIRECT STRENGTH METHOD FOR DESIGN OF COLD-FORMED LIPPED CHANNEL MEMBERSReferencesAnswers to Some Selected ProblemsAUTHOR INDEXSUBJECT INDEXPOSTSCRIPT

章節(jié)摘錄

　　edge-stiffened plate, as shown in Fig. A6. 8, into mang longitudinal strips. Each strip is assumedto be free to deform both in its plane to produce membrane displacements and out of its plane toproduce flexural displacements in a single half-sine wave over the length of the section beinganalyzed. The ends of the section are free to deform longitudinally but are prevented from deformingin a cross-sectional plane. This allows the section to be subjected to a range of longitudinal stressdistributions varying from uniform compression to pure bending. References [ 28 ], [ 29 ], [ 30 ]and [ 31 ] present the stability analysis of cold-formed members by finite strip method. A computerprogram THIN-WALL has been developed at University of Sydney to perform a finite strip analysisof thin-walled sections under compression and bending. These strips buckle cubic polynomialtransversely. The bending modes computed are for a single buckle half-wavelength. Each strip in the cross-section is assumed to be subjected to a longitudinal compressive stress o~ which isuniform along the length of the strip but varies linearly from one nodal line to the other line, asshown in Fig. A6. 8. A computer CUFSM has been developed at Cornell University for finite stripbuckling analysis.　　The above Figs. A6. 2 and A6. 3 show the relationships of plate element elastic local buckling,section distortional buckling and overall member flexural or flexural-torsional buckling undercompression and bending by using finite strip method respectively. For the short or medium lengthmember, if its length is shorter than the buckling half-wave length, as shown in Fig. A6. 2 or A6. 3,the flexural or flexural-distortional buckling stress will be higher than local or distortional bucklingstress. If the local buckling or distortional buckling occurs before, the member buckling load will bereduced. The influence of the distortiona　　buckling on member buckling is much evident.

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