AISC (1999) Load and Resistance Factor Design Specification for Structural Steel Buildings AISC, Inc., Chicago.
|
|
|
- Jason Williams
- 5 years ago
- Views:
Transcription
1 REFERENCE ST ASC (999 oad and Resistance Factor Design Specification for Structural Steel Buildings ASC, nc., Chicago. Boer J.P. (96. Castellated Beams Ne Developments ASC Engineering Journal, nd qtr, pp Chen, W.F. and ui, E.M. (987. Structural Stailit: Theor and mplementation Ne York : Elsevier. Clark, J.W.,and Hill, H.N. (960. ateral Buckling of Beams ASC Engineering Journal Structural Division, Jul, No. ST7, pp Galamos, T. (99. Bracing of Trussed Beams s Your Structure Suital Braced?, Structural Stailit Research Council Conference, April, pp 9-9. Galamos, T. (998. Guide to Stailit Design Criteria for Metal Structures John Wile and Sons nc., Fifth Edition, Ne York, pp 9-. Halleux, P. (967. imit Analsis of Castellated Beams Acier-Stahl-Steel, No., pp -. Hosain, M.U. and Speirs, W.G. (97. Experiments on Castellated Steel Beams Journal of the American Welding Societ, Vol. 5, pp 9-. Jackson, R. (00. Viration and Flexural Strength Characteristics of Composite Castellated Beams. M.S. Thesis, Virginia Tech, Blacksurg, Virginia. Knoles, P.R. (99. Castellated Beams Proceeding of the nstitution of Civil Engineers, Part, No. 90, pp Kerdal, D. and Nethercot, D.A. (98. ateral-torsional Buckling of Castellated Beams The Structural Engineer, Part B, No. pp 5-6. Kerdal, D. and Nethercot, D.A. (98. Buckling of aterall Unsupported Castellated Beams Structural Stailit Research Council Proceedings, rd nternational Colloquium, Stailit of Metal Structures, Conference Code:05, pp 5-7. Kerdal, D. and Nethercot, D.A. (98. Failure Modes for Castellated Beams Journal of Constructional Steel Research, th qtr., pp
2 Murra, T.M. Allen, D.E. and Ungar, E.E. (997. ASC Steel Design Guide Series : Floor Virations Due to Human Activit. American nstitute of Steel Construction, Chicago. Pattanaak, U. and Chesson, E. (97. ateral nstailit of Castellated Beams ASC Engineering Journal, rd qtr, pp Salmon, C. and Johnson, E. (996. Steel Structures Design and Behavior Prentice Hall, th Edition, pp , SM Steel Products. (00. SM Steel Products; Smart Beam, The ntelligent Alternative. Steel Joist nstitute. (99. Fortieth Edition Standard Specifications oad Tales and Weight Tales For Steel Joist and Joist Girders Toprac, A., Altfillisch, M. and Cooke, B. (957. An nvestigation of Open-We Expanded Beams Journal of the American Welding Societ, Vol. 9, pp
3 Appendix A CBx6 Calculations 58
4 A. Measured Dimensions of CBx6 Specimen f.60" e 6.5".5".5" e 6.5" e 6.5" dt.5" t 0.5" dg.75" ho 5.88" dt.5" tf 0." A. Tee Section Properties A C [( f ( tf (( dt tf ( t ]( 5.75 Total 6 f tf h t J 6 ( 0.5 ( f tf ht ( 0.9 ( tf ( f ( dt tf ( t 0.09 x x S c x 58.5 r. in A 59
5 A.. Classical ateral-torsional Buckling Solution X X Sx C EGJA 7.5 Sx GJ M cr 8 P Mcr CSxX X X k kφ k r r When k.0 and k φ.0: 5. 0 ft When k.0 and k φ 0.5: 5. 0 ft When k 0.8 and k φ 0.5: 7. 0 ft ( kφ A.. Addition of oad ocation Term 8 P Mcr M cr C EGJ k C ( kφ EC ( C GJ 9.89 k C kφ EC GJ 9.87 ( kφ (.57.5 kφ 60
6 When k.0 and k φ.0:. 9 ft When k.0 and k φ 0.5:. 9 ft When k 0.8 and k φ 0.5: 6. 8 ft A.. Galamos Formula ~ Aottom chord ( de Atop chord β x o x ~ Aottom chord de 0.8 Atotal 0 o ottom chord d e 0 ( ( P P 6 9 ( E ( E ( EC ( 7.99 E ( o βx GJ βx a ( ( ( 6.0 [] 0 [] ( ( 6
7 When K.0: 0. ft When K 0.8:. ft When K 0.5:. ft A. Full Section Properties A ( f ( tf ( ( dg ( * tf ( t 9.55 Total C h.8 6 J ( f tf ht ( tf ( f ( h tf ( t 0. x x S c x 6.6 r A.0 6
8 A.. Classical ateral-torsional Buckling Solution X X Sx C EGJA Sx GJ 0. M cr 8 P Mcr CSxX X X k k ( φ k kφ r r When k.0 and k φ.0: 9. 8 ft When k.0 and k φ 0.5:. 6 ft When k 0.8 and k φ 0.5: 5. 7 ft When k.0 and 7.5ft: k φ 0.0 When k 0.8 and 7.5ft: k φ 0.0 A.. Addition of oad ocation Term 8 P Mcr
9 C M cr C EGJ k ( kφ EC ( C C kφ k When k.0 and k φ.0: GJ EC GJ 9.87 ( kφ ( kφ 6. 8 ft When k.0 and k φ 0.5: 0. 0 ft When k 0.8 and k φ 0.5:. 9 ft When k.0 and 7.5ft: k φ 0.8 When k 0.8 and 7.5ft: k φ 0. A.. Galamos Formula ~ Aottom chord ( de Atop chord β x o x ~ Aottom chord de 8.0 Atotal 0 o ottom chord d e 0 6
10 ( ( P P 6 9 ( E ( E ( EC ( 7.99 E ( o βx GJ βx a ( ( ( 6.0 [] 0 [] ( ( When K.0:. 8 ft When K 0.8: 9. ft When K 0.5:. ft A. Weighted Average Section Properties % e Tee 00 9% e % e Solid 00 9% e % Transition 00 % e 65
11 ATotal 7.65 C J x 79.8 Sx 6.5 r.8 A.. Classical ateral-torsional Buckling Solution X X Sx C EGJA Sx GJ 0.69 M cr 8 P Mcr CSxX X X k k ( φ k kφ r r When k.0 and k φ.0: 8. ft When k.0 and k φ 0.5:. 6 ft 66
12 When k 0.8 and k φ 0.5:. 6 ft A.. Addition of oad ocation Term 8 P Mcr C 0.50 M cr C EGJ k ( kφ EC ( C C kφ k When k.0 and k φ.0: GJ EC GJ 9.87 ( kφ ( kφ 5. 8 ft When k.0 and k φ 0.5: 7. 9 ft When k 0.8 and k φ 0.5: 9. 7 ft A.. Galamos Formula ~ Aottom chord ( de Atop chord β x o x ~ Aottom chord de 9. Atotal 0 67
13 0 e ottom chord o d 0 ( ( ( ( 6 ( 9 ( ( 6 o x x GJ EC E E a E P P β β [] ( [] ( ( ( ( When K.0: ft. When K 0.8: ft 7. When K 0.5: ft 8. 68
14 Appendix B CBx6 Specimen Test Data 69
15 CASTEATED BEAM TEST SUMMARY TEST DENTFCATON: CBx6 TEST DESCRPTON oading Gravit Point of oad Application Mid-span Span 7'-6" Bracing Points None Numer of eams End Condition We-to-column flange doule angle connection FAURE MODE: ateral-torsional Buckling THEORETCA CRTCA UNBRACED ENGTH: (a Classical ateral-torsional Buckling Solution ( Addition of oad ocation Term (c Galamos Formula EXPERMENTA CRTCA UNBRACED ENGTH: Total Applied oad Unraced ength 5.7 ft.9 ft 9. ft 00 l 7.5 ft R-VAUE: DSCUSSON: R(a Experimental ength/theoretical ength.05 R( Experimental ength/theoretical ength.8 R(c Experimental ength/theoretical ength.8 0 l eights ere loaded on a loading plate clamped to the top flange of the castellated eam at midspan. Catch racing as installed to stop excessive deflections and help characterize failure. Concentrated oad (l Test ength Eccentricit 8.ft.8ft.ft 7.5ft e e /" e "
16 Photos of CBx6 Testing Support Column Quarter Point Catch Bracing Midspan Catch Bracing Quarter Point Catch Bracing Photo of CBx6 Entire Test Set-up 7
17 ocation of Failure Photo of CBx6 Specimen at failure 7
18 Appendix C CB7x0 Calculations 7
19 C. Measured Dimensions of CB7x0 Specimen f 6.06" e 7.5" 6.0" 6.0" e 7.5" e 7.5" dt.88" t 0.0" dg 6.875" ho 8.5" dt.88" tf 0.5" C. Tee Section Properties A C [( f ( tf (( dt tf ( t ]( 8.70 Total 6 f tf h t J 6 ( ( f tf ht ( ( tf ( f ( dt tf ( t ( 9.8 x 9.66 x S c x 0.7 r A.50 7
20 C.. Classical ateral-torsional Buckling Solution X X Sx C EGJA Sx GJ M cr 8 P Mcr CSxX X X k kφ k r r When k.0 and k φ.0: 0. 0 ft When k.0 and k φ 0.5: 0. 0 ft When k 0.8 and k φ 0.5:. ft ( kφ C.. Addition of oad ocation Term 8 P Mcr M cr C EGJ k C ( kφ EC ( C GJ k C kφ EC GJ 9.87 ( kφ (.69. kφ 75
21 When k.0 and k φ.0: 9. 9 ft When k.0 and k φ 0.5: 9. 9 ft When k 0.8 and k φ 0.5:. ft C.. Galamos Formula ~ Aottom chord ( de Atop chord β x o x ~ Aottom chord de.6 Atotal 0 o ottom chord d e 0 ( P P 6 ( E ( ( 9 E ( EC ( E ( o βx GJ βx a ( ( [] 0 ( 0.0 [] ( ( 76
22 When K.0:. ft When K 0.8: 7. 9 ft When K 0.5: 8. ft C. Full Section Properties A ( f ( tf ( ( dg ( * tf ( t.6 Total C h J ( f tf ht ( tf ( f ( h tf ( t 9.5 x 56.7 x S c x 6.8 r A.6 77
23 C.. Classical ateral-torsional Buckling Solution X X Sx C EGJA 7.0 Sx GJ 0.0 M cr 8 P Mcr CSxX X X k k ( φ k kφ r r When k.0 and k φ.0:. 0 ft When k.0 and k φ 0.5: 7. 7 ft When k 0.8 and k φ 0.5: 0. ft When k.0 and.5ft: k φ 0.8 When k 0.8 and.5ft: k φ 0.7 C.. Addition of oad ocation Term 8 P Mcr
24 M cr C EGJ k C ( kφ EC When k.0 and k φ.0: 0. 9 ft When k.0 and k φ 0.5:. 7 ft When k 0.8 and k φ 0.5: 5. 9 ft When k.0 and.5ft: k φ 0.6 When k 0.8 and.5ft: k φ 0. ( C GJ k C kφ EC GJ 9.87 ( kφ ( kφ C.. Galamos Formula ~ Aottom chord ( de Atop chord β x o x ~ Aottom chord de 9.8 Atotal 0 o ottom chord d e 0 79
25 ( P P 6 ( E ( ( 9 E ( EC ( E ( o βx GJ βx a ( ( [] 0 ( 0.0 [] ( ( When K.0: 8. 0 ft When K 0.8:. 8 ft When K 0.5: 6. 0 ft C. Weighted Average Section Properties % e Tee 00 8% e % e Solid 00 8% e % Transition 00 % e 80
26 ATotal.66 C 695. J x Sx 0.00 r. C.. Classical ateral-torsional Buckling Solution X X Sx C EGJA 089. Sx GJ M cr 8 P Mcr CSxX X X k k ( φ k kφ r r When k.0 and k φ.0:. 7 ft When k.0 and k φ 0.5: 5. 7 ft When k 0.8 and k φ 0.5: 8. 0 ft 8
27 C.. Addition of oad ocation Term 8 P Mcr M cr C EGJ k C ( kφ When k.0 and k φ.0: 9. 8 ft EC When k.0 and k φ 0.5:. 7 ft When k 0.8 and k φ 0.5:. 8 ft ( C GJ k C kφ EC GJ 9.87 ( kφ ( kφ C.. Galamos Formula ~ Aottom chord ( de Atop chord β x o x ~ Aottom chord de 0.99 Atotal 0 o ottom chord d e 0 8
28 0 ( ( ( ( 6 ( 9 ( ( 6 o x x GJ EC E E a E P P β β [] ( [] ( ( ( ( When K.0: 5 ft 6. When K 0.8: 0 ft. When K 0.5: ft. 8
29 Appendix D CBx6 Specimen Test Data 8
30 CASTEATED BEAM TEST SUMMARY TEST DENTFCATON: CB7x0 TEST DESCRPTON oading Gravit Point of oad Application Mid-span Span.5" Bracing Points None Numer of eams End Condition We to column flange doule angle connection FAURE MODE: ateral Torsional Buckling THEORETCA CRTCA UNBRACED ENGTH: (a Classical ateral-torsional Buckling Solution ( Addition of oad ocation Term (c Galamos Formula EXPERMENTA CRTCA UNBRACED ENGTH: Total Applied oad Unraced ength 0. ft 5.9 ft.8 ft 00 l.5 ft R-VAUE: DSCUSSON: R(a Experimental ength/theoretical ength.06 R( Experimental ength/theoretical ength.8 R(c Experimental ength/theoretical ength.0 0 l eights ere loaded on a loading plate clamped to the top flange of the castellated eam at midspan. Catch racing as installed to stop excessive deflections and help characterize failure. Concentrated oad (l Test ength Eccentricit 5.8ft 7.ft.5ft.5ft e 0 self t e /" self t e " self t
31 Photos of CB7x0 Testing Support Column Quarter Point Catch Bracing Midspan Catch Bracing Quarter Point Catch Bracing Photo of CB7x0 Entire Test Set-up 86
32 ocation of Failure Photo of CB7x0 Specimen at failure 87
33 VTA T. Patrick Bradle as orn on Jul, 977 in Clemmons, North Carolina. He graduated from West Forsth high school in eisville, North Carolina. He received his Associate in Applied Science in Architectural Technolog from Guilford Technical Communit College in Ma 998. He received his Bachelor of Science in Civil Engineering from North Carolina Agricultural and Technical State Universit in Greensoro, North Carolina in Ma of 00. He enrolled in the graduate program at Virginia Tech in the fall of 00 and plans to ork for a metal uilding manufacturer in North Carolina after completion. T. Patrick Bradle 88
Stability of Castellated Beams During Erection
Stability of Castellated Beams During Erection by T. Patrick Bradley Dr. Thomas M. Murray, Chairman Department of Civil and Environmental Engineering (ABSTRACT) The increased depth of castellated beams
Equivalent Uniform Moment Factor for Lateral Torsional Buckling of Steel Beams
University of Alberta Department of Civil & Environmental Engineering Master of Engineering Report in Structural Engineering Equivalent Uniform Moment Factor for Lateral Torsional Buckling of Steel Beams
LATERAL STABILITY OF PLATE GIRDERS WITH CORRUGATED STEEL WEBS
Congrès annuel de la Société canadienne de génie civil Annual Conference of the Canadian Societ for Civil Engineering oncton, Nouveau-Brunswick, Canada 4-7 juin 2003 / June 4-7, 2003 LATERAL STABILITY
General Comparison between AISC LRFD and ASD
General Comparison between AISC LRFD and ASD 1 General Comparison between AISC LRFD and ASD 2 AISC ASD and LRFD AISC ASD = American Institute of Steel Construction = Allowable Stress Design AISC Ninth
Experimental Study and Numerical Simulation on Steel Plate Girders With Deep Section
6 th International Conference on Advances in Experimental Structural Engineering 11 th International Workshop on Advanced Smart Materials and Smart Structures Technology August 1-2, 2015, University of
TORSION INCLUDING WARPING OF OPEN SECTIONS (I, C, Z, T AND L SHAPES)
Page1 TORSION INCLUDING WARPING OF OPEN SECTIONS (I, C, Z, T AND L SHAPES) Restrained warping for the torsion of thin-wall open sections is not included in most commonly used frame analysis programs. Almost
Singly Symmetric Combination Section Crane Girder Design Aids. Patrick C. Johnson
Singly Symmetric Combination Section Crane Girder Design Aids by Patrick C. Johnson PCJohnson@psu.edu The Pennsylvania State University Department of Civil and Environmental Engineering University Park,
SUMMARY FOR COMPRESSION MEMBERS. Determine the factored design loads (AISC/LRFD Specification A4).
SUMMARY FOR COMPRESSION MEMBERS Columns with Pinned Supports Step 1: Step : Determine the factored design loads (AISC/LRFD Specification A4). From the column tables, determine the effective length KL using
Failure in Flexure. Introduction to Steel Design, Tensile Steel Members Modes of Failure & Effective Areas
Introduction to Steel Design, Tensile Steel Members Modes of Failure & Effective Areas MORGAN STATE UNIVERSITY SCHOOL OF ARCHITECTURE AND PLANNING LECTURE VIII Dr. Jason E. Charalambides Failure in Flexure!
ERRATA for PE Civil Structural Practice Exam ISBN Copyright 2014 (July 2016 Second Printing) Errata posted
Errata posted 8-16-2017 Revisions are shown in red. Question 521, p. 47: Question 521 should read as follows: 521. The W10 22 steel eam (Fy = 50 ksi) shown in the figure is only raced at the center of
PLATE GIRDERS II. Load. Web plate Welds A Longitudinal elevation. Fig. 1 A typical Plate Girder
16 PLATE GIRDERS II 1.0 INTRODUCTION This chapter describes the current practice for the design of plate girders adopting meaningful simplifications of the equations derived in the chapter on Plate Girders
DL CMU wall = 51.0 (lb/ft 2 ) 0.7 (ft) DL beam = 2.5 (lb/ft 2 ) 18.0 (ft) 5
SUJECT: HEADER EAM SELECTION SHEET 108 of 131 INTERIOR HEADER EAM SELECTION - ay length = 36 ft. (stairwell) INTERIOR HEADER EAM Header eam 1 2 Total ay Length = 36 (ft) Total ay Width = 10 (ft) 20.5 Fill
Karbala University College of Engineering Department of Civil Eng. Lecturer: Dr. Jawad T. Abodi
Chapter 05 Structural Steel Design According to the AISC Manual 13 th Edition Analysis and Design of Beams By Dr. Jawad Talib Al-Nasrawi University of Karbala Department of Civil Engineering 71 Introduction
Timber and Steel Design. Lecture 7 - B E A M. Introduction to. Floor Framing System Bending Stresses Compact Sections Lateral Support of Beams
Timer and Steel Design Lecture 7 - Introduction to B E A M loor raming Sstem Bending Stresses Compact Sections Lateral Support of Beams S U R A N A R E E UNIVERSITY O TECHNOLOGY Mongkol JIRAVACHARADET
Design of Beams (Unit - 8)
Design of Beams (Unit - 8) Contents Introduction Beam types Lateral stability of beams Factors affecting lateral stability Behaviour of simple and built - up beams in bending (Without vertical stiffeners)
of I Section Members
IMPROVED DESIGN ASSESSMENT OF LTB OF I-SECTION MEMBERS VIA MODERN COMPUTATIONAL METHODS Improved Design Assessment of LTB of I Section Members Donald W. White (with credits to Dr. Woo Yong Jeong & Mr.
INFLUENCE OF FLANGE STIFFNESS ON DUCTILITY BEHAVIOUR OF PLATE GIRDER
International Journal of Civil Structural 6 Environmental And Infrastructure Engineering Research Vol.1, Issue.1 (2011) 1-15 TJPRC Pvt. Ltd.,. INFLUENCE OF FLANGE STIFFNESS ON DUCTILITY BEHAVIOUR OF PLATE
DES140: Designing for Lateral-Torsional Stability in Wood Members
DES140: Designing for Lateral-Torsional Stability in Wood embers Welcome to the Lateral Torsional Stability ecourse. 1 Outline Lateral-Torsional Buckling Basic Concept Design ethod Examples In this ecourse,
Design Aid for Unstiffened Triangular Steel Brackets based on Elastic Stability
Design Aid for Unstiffened Triangular Steel Brackets based on Elastic Stability K. Sai Vivek * and K. Siva Kiran Department of Civil Engineering, Kallam Haranadhareddy Institute of Technology, Chowdavaram,
Moment redistribution of continuous composite I-girders with high strength steel
Moment redistribution of continuous composite I-girders with high strength steel * Hyun Sung Joo, 1) Jiho Moon, 2) Ik-Hyun sung, 3) Hak-Eun Lee 4) 1), 2), 4) School of Civil, Environmental and Architectural
Huntly Christie 1/26/2018 Christie Lites 100 Carson Street Toronto, ON M8W3R9
Huntly Christie 1/26/2018 Christie Lites 100 Carson Street Toronto, ON M8W3R9 Structural Analysis for 20.5x20.5 Plated Box Truss Tables CRE Project # 16.614.01 Table of Contents for Analysis Package General
The Local Web Buckling Strength of Coped Steel I-Beam. ABSTRACT : When a beam flange is coped to allow clearance at the
The Local Web Buckling Strength of Coped Steel I-Beam Michael C. H. Yam 1 Member, ASCE Angus C. C. Lam Associate Member, ASCE, V. P. IU and J. J. R. Cheng 3 Members, ASCE ABSTRACT : When a beam flange
Design of Steel Structures Prof. S.R.Satish Kumar and Prof. A.R.Santha Kumar
5.4 Beams As stated previousl, the effect of local buckling should invariabl be taken into account in thin walled members, using methods described alread. Laterall stable beams are beams, which do not
Ishik University / Sulaimani Architecture Department. Structure. ARCH 214 Chapter -5- Equilibrium of a Rigid Body
Ishik University / Sulaimani Architecture Department 1 Structure ARCH 214 Chapter -5- Equilibrium of a Rigid Body CHAPTER OBJECTIVES To develop the equations of equilibrium for a rigid body. To introduce
Accordingly, the nominal section strength [resistance] for initiation of yielding is calculated by using Equation C-C3.1.
![Accordingly, the nominal section strength [resistance] for initiation of yielding is calculated by using Equation C-C3.1.](/thumbs/89/98617066.jpg "Accordingly, the nominal section strength [resistance] for initiation of yielding is calculated by using Equation C-C3.1.")
C3 Flexural Members C3.1 Bending The nominal flexural strength [moment resistance], Mn, shall be the smallest of the values calculated for the limit states of yielding, lateral-torsional buckling and distortional
torsion equations for lateral BucKling ns trahair research report r964 July 2016 issn school of civil engineering
TORSION EQUATIONS FOR ATERA BUCKING NS TRAHAIR RESEARCH REPORT R96 Jul 6 ISSN 8-78 SCHOO OF CIVI ENGINEERING SCHOO OF CIVI ENGINEERING TORSION EQUATIONS FOR ATERA BUCKING RESEARCH REPORT R96 NS TRAHAIR
Karbala University College of Engineering Department of Civil Eng. Lecturer: Dr. Jawad T. Abodi
Chapter 04 Structural Steel Design According to the AISC Manual 13 th Edition Analysis and Design of Compression Members By Dr. Jawad Talib Al-Nasrawi University of Karbala Department of Civil Engineering
LATERAL BUCKLING ANALYSIS OF ANGLED FRAMES WITH THIN-WALLED I-BEAMS
Journal of arine Science and J.-D. Technolog, Yau: ateral Vol. Buckling 17, No. Analsis 1, pp. 9-33 of Angled (009) Frames with Thin-Walled I-Beams 9 ATERA BUCKING ANAYSIS OF ANGED FRAES WITH THIN-WAED
FAILURE LOAD PREDICTION OF CASTELLATED BEAMS USING ARTIFICIAL NEURAL NETWORKS
ASIAN JOURNAL OF CIVIL ENGINEERING (BUILDING AND HOUSING) VOL. 6, NOS. 1-2 (2005) PAGES 35-54 FAILURE LOAD PREDICTION OF CASTELLATED BEAMS USING ARTIFICIAL NEURAL NETWORKS L. Amayreh and M. P. Saka Department
The subject of this paper is the development of a design
The erformance and Design Checking of Chord-Angle Legs in Joist Girders THEODORE V. GALAMBOS ABSTRACT The subject of this paper is the development of a design checking method for the capacity of the outstanding
Lateral Torsional Buckling of Welded Wide Flange Beams
Lateral Torsional Buckling of Welded Wide Flange Beams Md. Imran Kabir A Thesis in The Department of Building, Civil and Environmental Engineering Presented in Partial Fulfillment of the Requirements for
A study of the critical condition of a battened column and a frame by classical methods
University of South Florida Scholar Commons Graduate Theses and Dissertations Graduate School 003 A study of the critical condition of a battened column and a frame by classical methods Jamal A.H Bekdache
(Round up to the nearest inch.)
Assignment 10 Problem 5.46 LRFD First, select the lightest weight W14 column. Use the recommended design value for K for the pinned-fixed support condition specified (ref. Commentary, Appendix 7, AISC
The Influence of a Weld-Affected Zone on the Compressive and Flexural Strength of Aluminum Members
Bucknell University Bucknell Digital Commons Honors Theses Student Theses 2013 The Influence of a Weld-Affected Zone on the Compressive and Flexural Strength of Aluminum Members Shengduo Du sd034@bucknell.edu
The Lateral Torsional Buckling Strength of Steel I- Girders with Corrugated Webs
Lehigh University Lehigh Preserve ATLSS Reports Civil and Environmental Engineering 5-1-6 The Lateral Torsional Buckling Strength of Steel I- Girders with Corrugated Webs Daming Yu Richard Sause Follow
ENCE 455 Design of Steel Structures. III. Compression Members
ENCE 455 Design of Steel Structures III. Compression Members C. C. Fu, Ph.D., P.E. Civil and Environmental Engineering Department University of Maryland Compression Members Following subjects are covered:
research report Design Example for Analytical Modeling of a Curtainwall and Considering the Effects of Bridging (All-Steel Design Approach)
research report Design Example for Analytical Modeling of a Curtainwall and Considering the Effects of Bridging (All-Steel Design Approach) RESEARCH REPORT RP18- August 018 Committee on Specifications
Torsional Analysis of
Steel Design Guide Series Torsional Analysis of Structured Steel Members Steel Design Guide Series Torsional Analysis of Structural Steel Members Paul A. Seaburg, PhD, PE Head, Department of Architectural
EXTERIOR FRAMING EXTERIOR FRAMING
1 EXTERIOR FRAMING BUILDSTRONG www.buildstrong.com 2 TABLE OF CONTENTS Product Identification...........................5 General Product Information....................... 4-5 Compliance Guaranteed...............................
Rigid and Braced Frames
RH 331 Note Set 12.1 F2014abn Rigid and raced Frames Notation: E = modulus of elasticit or Young s modulus F = force component in the direction F = force component in the direction FD = free bod diagram
EFFECT OF END CONNECTION RESTRAINTS ON THE STABILITY OF STEEL BEAMS IN BENDING
Advanced Steel Construction Vol. 4, No. 3, pp. 43-59 (008) 43 EFFECT OF END CONNECTION RESTRAINTS ON THE STABILITY OF STEEL BEAS IN BENDING S. Amara,*, D.E. Kerdal and J.P. Jaspart 3 Department of Civil
Ph.D. Preliminary Examination Analysis
UNIVERSITY OF CALIFORNIA, BERKELEY Spring Semester 2017 Dept. of Civil and Environmental Engineering Structural Engineering, Mechanics and Materials Name:......................................... Ph.D.
Lateral-Torsional Buckling of European Wide Flange I-Section Beams
Proceedings of the 2 nd World Congress on Civil, Structural, and Environmental Engineering (CSEE 17) Barcelona, Spain April 2 4, 2017 Paper No. ICSENM 138 ISSN: 2371-5294 DOI: 10.11159/icsenm17.138 ateral-torsional
Serviceability Deflection calculation
Chp-6:Lecture Goals Serviceability Deflection calculation Deflection example Structural Design Profession is concerned with: Limit States Philosophy: Strength Limit State (safety-fracture, fatigue, overturning
Steel Design. Notation:
Steel Design Notation: a A A b A e A g A gv A n A nt A nv A w = name for width dimension = name for area = area of a bolt = effective net area found from the product of the net area A n by the shear lag
An Increase in Elastic Buckling Strength of Plate Girder by the Influence of Transverse Stiffeners
GRD Journals- Global Research and Development Journal for Engineering Volume 2 Issue 6 May 2017 ISSN: 2455-5703 An Increase in Elastic Buckling Strength of Plate Girder by the Influence of Transverse Stiffeners
BRACING MEMBERS SUMMARY. OBJECTIVES. REFERENCES.
BRACING MEMBERS SUMMARY. Introduce the bracing member design concepts. Identify column bracing members requirements in terms of strength and stiffness. The assumptions and limitations of lateral bracing
Numerical Approach for Torsion Properties of Built-Up Runway Girders
Tamkang Journal of Science and Engineering, Vol. 12, No. 4, pp. 381 389 (2009) 381 Numerical Approach for Torsion Properties of Built-Up Runway Girders Wei T. Hsu, Dung M. Lue* and Bor T. Hsiao Department
BEAMS. By.Ir.Sugeng P Budio,MSc 1
BEAMS B.Ir.Sugeng P Budio,MSc 1 INTRODUCTION Beams are structural members that support transverse loads and are therefore subjected primaril to flexure, or bending. If a substantial amount of axial load
Design of Compression Members
Design of Compression Members 2.1 Classification of cross sections Classifying cross-sections may mainly depend on four critical factors: 1- Width to thickness (c/t) ratio. 2- Support condition. 3- Yield
Metal Structures Lecture XIII Steel trusses
Metal Structures Lecture XIII Steel trusses Contents Definition #t / 3 Geometry and cross-sections #t / 7 Types of truss structures #t / 15 Calculations #t / 29 Example #t / 57 Results of calculations
CHAPTER 3 VERIFICATION OF PROPOSED EQUATIONS FOR THE EFFECTIVE MOMENT OF INERTIA OF STEEL JOIST - CONCRETE SLAB SYSTEMS
CHAPTER 3 VERIFICATION OF PROPOSED EQUATIONS FOR THE EFFECTIVE MOMENT OF INERTIA OF STEEL JOIST - CONCRETE SLAB SYSTEMS 3.1 Overview The proposed equations in the AISC Guide (Murray et al. 1997) for the
Flexural-Torsional Buckling of General Cold-Formed Steel Columns with Unequal Unbraced Lengths
Proceedings of the Annual Stability Conference Structural Stability Research Council San Antonio, Texas, March 21-24, 2017 Flexural-Torsional Buckling of General Cold-Formed Steel Columns with Unequal
THE EC3 CLASSIFICATION OF JOINTS AND ALTERNATIVE PROPOSALS
EUROSTEEL 2002, Coimbra, 19-20 September 2002, p.987-996 THE EC3 CLASSIFICATION OF JOINTS AND ALTERNATIVE PROPOSALS Fernando C. T. Gomes 1 ABSTRACT The Eurocode 3 proposes a classification of beam-to-column
2014 International Conference on Computer Science and Electronic Technology (ICCSET 2014)
04 International Conference on Computer Science and Electronic Technology (ICCSET 04) Lateral Load-carrying Capacity Research of Steel Plate Bearing in Space Frame Structure Menghong Wang,a, Xueting Yang,,
Tension Members. ENCE 455 Design of Steel Structures. II. Tension Members. Introduction. Introduction (cont.)
ENCE 455 Design of Steel Structures II. Tension Members C. C. Fu, Ph.D., P.E. Civil and Environmental Engineering Department University of Maryland Tension Members Following subjects are covered: Introduction
Conceptual question Conceptual question 12.2
Conceptual question 12.1 rigid cap of weight W t g r A thin-walled tank (having an inner radius of r and wall thickness t) constructed of a ductile material contains a gas with a pressure of p. A rigid
Chapter 8: Bending and Shear Stresses in Beams
Chapter 8: Bending and Shear Stresses in Beams Introduction One of the earliest studies concerned with the strength and deflection of beams was conducted by Galileo Galilei. Galileo was the first to discuss
SIMPLE MODEL FOR PRYING FORCES IN T-HANGER CONNECTIONS WITH SNUG TIGHTENED BOLTS
SIMPLE MODEL FOR PRYING FORCES IN T-HANGER CONNECTIONS WITH SNUG TIGHTENED BOLTS By Fathy Abdelmoniem Abdelfattah Faculty of Engineering at Shoubra, Zagazig University, Banha Branch Mohamed Salah A. Soliman
TRANSVERSE PLATE-TO-SQUARE/RECTANGULAR HSS CONNECTIONS
TRANSVERSE PLATE-TO-SQUARE/RECTANGULAR HSS CONNECTIONS by Jeffrey A. Packer 1 1 Bahen/Tanenbaum Professor of Civil Engineering, University of Toronto, Ontario, Canada Some of the common types of plate-to-rectangular
Finite Element Modelling with Plastic Hinges
01/02/2016 Marco Donà Finite Element Modelling with Plastic Hinges 1 Plastic hinge approach A plastic hinge represents a concentrated post-yield behaviour in one or more degrees of freedom. Hinges only
Shear Strength of End Web Panels
Paper 10 Shear Strength of End Web Panels Civil-Comp Press, 2012 Proceedings of the Eleventh International Conference on Computational Structures Technology, B.H.V. Topping, (Editor), Civil-Comp Press,
Structural Steelwork Eurocodes Development of A Trans-national Approach
Structural Steelwork Eurocodes Development of A Trans-national Approach Course: Eurocode 3 Module 7 : Worked Examples Lecture 20 : Simple braced frame Contents: 1. Simple Braced Frame 1.1 Characteristic
AISC LRFD Beam Design in the RAM Structural System
Model: Verification11_3 Typical Floor Beam #10 W21x44 (10,3,10) AISC 360-05 LRFD Beam Design in the RAM Structural System Floor Loads: Slab Self-weight: Concrete above flute + concrete in flute + metal
Structural Steelwork Eurocodes Development of A Trans-national Approach
Structural Steelwork Eurocodes Development of A Trans-national Approach Course: Eurocode Module 7 : Worked Examples Lecture 0 : Simple braced frame Contents: 1. Simple Braced Frame 1.1 Characteristic Loads
Mathematical Definitions and Experimentally Verification of the Torsion Characteristics of Perforated Steel Beams
Mathematical Definitions and Experimentally Verification of the Torsion Characteristics of Perforated Steel MARTN HORÁČEK, JNDŘCH MELCHER Department of Metal and Timber Structures Brno University of Technology,
Sabah Shawkat Cabinet of Structural Engineering Walls carrying vertical loads should be designed as columns. Basically walls are designed in
Sabah Shawkat Cabinet of Structural Engineering 17 3.6 Shear walls Walls carrying vertical loads should be designed as columns. Basically walls are designed in the same manner as columns, but there are
External Pressure... Thermal Expansion in un-restrained pipeline... The critical (buckling) pressure is calculated as follows:
External Pressure... The critical (buckling) pressure is calculated as follows: P C = E. t s ³ / 4 (1 - ν ha.ν ah ) R E ³ P C = Critical buckling pressure, kn/m² E = Hoop modulus in flexure, kn/m² t s
Where and are the factored end moments of the column and >.
11 LIMITATION OF THE SLENDERNESS RATIO----( ) 1-Nonsway (braced) frames: The ACI Code, Section 6.2.5 recommends the following limitations between short and long columns in braced (nonsway) frames: 1. The
1C8 Advanced design of steel structures. prepared by Josef Machacek
1C8 Advanced design of steel structures prepared b Josef achacek List of lessons 1) Lateral-torsional instabilit of beams. ) Buckling of plates. 3) Thin-walled steel members. 4) Torsion of members. 5)
1C8 Advanced design of steel structures. prepared by Josef Machacek
1C8 Advanced design of steel structures prepared b Josef Machacek List of lessons 1) Lateral-torsional instabilit of beams. ) Buckling of plates. 3) Thin-alled steel members. ) Torsion of members. 5) Fatigue
Beam Design and Deflections
Beam Design and Deflections tation: a = name for width dimension A = name for area Areq d-adj = area required at allowable stress when shear is adjusted to include self weight Aweb = area of the web of
THROUGH PLATE-TO-ROUND HSS CONNECTIONS
THROUGH PLATE-TO-ROUND HSS CONNECTIONS by Jeffrey A. Packer 1 1 Bahen/Tanenbaum Professor of Civil Engineering, University of Toronto, Ontario, Canada Design recommendations for longitudinal and transverse
MODULE C: COMPRESSION MEMBERS
MODULE C: COMPRESSION MEMBERS This module of CIE 428 covers the following subjects Column theory Column design per AISC Effective length Torsional and flexural-torsional buckling Built-up members READING:
APPENDIX 1 MODEL CALCULATION OF VARIOUS CODES
163 APPENDIX 1 MODEL CALCULATION OF VARIOUS CODES A1.1 DESIGN AS PER NORTH AMERICAN SPECIFICATION OF COLD FORMED STEEL (AISI S100: 2007) 1. Based on Initiation of Yielding: Effective yield moment, M n
Iraq Ref. & Air. Cond. Dept/ Technical College / Kirkuk
International Journal of Scientific & Engineering Research, Volume 6, Issue 4, April-015 1678 Study the Increasing of the Cantilever Plate Stiffness by Using s Jawdat Ali Yakoob Iesam Jondi Hasan Ass.
3.032 Problem Set 1 Fall 2007 Due: Start of Lecture,
3.032 Problem Set 1 Fall 2007 Due: Start of Lecture, 09.14.07 1. The I35 bridge in Minneapolis collapsed in Summer 2007. The failure apparently occurred at a pin in the gusset plate of the truss supporting
Improved refined plastic hinge analysis accounting for strain reversal
Engineering Structures 22 (2000) 15 25 www.elsevier.com/locate/engstruct Improved refined plastic hinge analysis accounting for strain reversal Seung-Eock Kim a,*, Moon Kyum Kim b, Wai-Fah Chen c a Department
Finite Element Analysis of FRP Debonding Failure at the Tip of Flexural/Shear Crack in Concrete Beam
Marquette University e-publications@marquette Civil and Environmental Engineering Faculty Research and Publications Civil and Environmental Engineering, Department of 12-1-2013 Finite Element Analysis
Curved Steel I-girder Bridge LFD Guide Specifications (with 2003 Edition) C. C. Fu, Ph.D., P.E. The BEST Center University of Maryland October 2003
Curved Steel I-girder Bridge LFD Guide Specifications (with 2003 Edition) C. C. Fu, Ph.D., P.E. The BEST Center University of Maryland October 2003 Guide Specifications (1993-2002) 2.3 LOADS 2.4 LOAD COMBINATIONS
DESIGN OF BEAMS AND SHAFTS
DESIGN OF EAMS AND SHAFTS! asis for eam Design! Stress Variations Throughout a Prismatic eam! Design of pristmatic beams! Steel beams! Wooden beams! Design of Shaft! ombined bending! Torsion 1 asis for
Compression Members. ENCE 455 Design of Steel Structures. III. Compression Members. Introduction. Compression Members (cont.)
ENCE 455 Design of Steel Structures III. Compression Members C. C. Fu, Ph.D., P.E. Civil and Environmental Engineering Department University of Maryland Compression Members Following subjects are covered:
Local Buckling. Local Buckling in Columns. Buckling is not to be viewed only as failure of the entire member
Local Buckling MORGAN STATE UNIVERSITY SCHOOL OF ARCHITECTURE AND PLANNING LECTURE V Dr. Jason E. Charalamides Local Buckling in Columns Buckling is not to e viewed only as failure of the entire memer
BEHAVIOR OF WTEE BEAMS IN FLEXURE. Laura Elizabeth Volle. B.S. in Civil Engineering, University of Pittsburgh, 2001
BEHAVIOR OF WTEE BEAMS IN FEXURE by aura Elizabeth Volle B.S. in Civil Engineering, University of Pittsburgh, 00 Submitted to the Graduate Faculty of School of Engineering in partial fulfillment of the
Steel Design. Notation: a A A b A e
Steel Design Notation: a A A b A e A g A gv A n A nt A nv A w = name for width dimension = name for area = area of a bolt = effective net area found from the product of the net area A n by the shear lag
Basis of Design, a case study building
Basis of Design, a case study building Luís Simões da Silva Department of Civil Engineering University of Coimbra Contents Definitions and basis of design Global analysis Structural modeling Structural
BUCKLING OF VARIABLE CROSS-SECTIONS COLUMNS IN THE BRACED AND SWAY PLANE FRAMES
ROCZNIKI INŻYNIERII BUDOWLANEJ ZESZYT 16/016 Komisja Inżynierii Budowlanej Oddział Polskiej Akademii Nauk w Katowicach BUCKLING OF VARIABLE CROSS-SECTIONS COLUMNS IN THE BRACED AND SWAY PLANE FRAMES Ružica
Jeff Brown Hope College, Department of Engineering, 27 Graves Pl., Holland, Michigan, USA UNESCO EOLSS
MECHANICS OF MATERIALS Jeff Brown Hope College, Department of Engineering, 27 Graves Pl., Holland, Michigan, USA Keywords: Solid mechanics, stress, strain, yield strength Contents 1. Introduction 2. Stress
CH. 5 TRUSSES BASIC PRINCIPLES TRUSS ANALYSIS. Typical depth-to-span ratios range from 1:10 to 1:20. First: determine loads in various members
CH. 5 TRUSSES BASIC PRINCIPLES Typical depth-to-span ratios range from 1:10 to 1:20 - Flat trusses require less overall depth than pitched trusses Spans: 40-200 Spacing: 10 to 40 on center - Residential
Lateral Buckling of Singly Symmetric Beams
Missouri University of Science and Technology Scholars' Mine International Specialty Conference on Cold- Formed Steel Structures (1992) - 11th International Specialty Conference on Cold-Formed Steel Structures
FLOW CHART FOR DESIGN OF BEAMS
FLOW CHART FOR DESIGN OF BEAMS Write Known Data Estimate self-weight of the member. a. The self-weight may be taken as 10 percent of the applied dead UDL or dead point load distributed over all the length.
A Portable Real Time Data Acquisition System for the Comparison of Floor Vibration Data with AISC Design Guide 11 Estimates
A Portable Real Time Data Acquisition System for the Comparison of Floor Vibration Data with AISC Design Guide 11 Estimates Authors: Matthew D. Dodge, Graduate R.A., Tufts University, Dept. of Civil &
A Simply supported beam with a concentrated load at mid-span: Loading Stages
A Simply supported beam with a concentrated load at mid-span: Loading Stages P L/2 L PL/4 MOMNT F b < 1 lastic F b = 2 lastic F b = 3 lastoplastic 4 F b = Plastic hinge Plastic Dr. M.. Haque, P.. (LRFD:
Design of Steel Structures Prof. S.R.Satish Kumar and Prof. A.R.Santha Kumar
6. BEAMS 6.1 Introduction One of the frequently used structural members is a beam whose main function is to transfer load principally by means of flexural or bending action. In a structural framework,
C6 Advanced design of steel structures
C6 Advanced design of steel structures prepared b Josef achacek List of lessons 1) Lateral-torsional instabilit of beams. ) Buckling of plates. 3) Thin-walled steel members. 4) Torsion of members. 5) Fatigue
Lateral-torsional buckling of orthotropic rectangular section beams
ateral-torsional buckling of orthotropic rectangular section beams Summary Bambang SUYOAMONO Professor Department of Civil ngineering, Parahyangan Catholic University Bandung, Indonesia Adhijoso JONDO
Minimum-weight design of built-up wideflange
Mimum-weight design of built-up wideflange steel sections Yousef A. Al-Salloum Department of Civil Engeerg, Kg Said University, P. O. Box 800, Riyadh 11421, Saudi Arabia Email: ysalloum@ksu.edu.sa Abstract
CROSS SECTIONAL COMPACTNESS AND BRACING REQUIREMENTS FOR HPS70W GIRDERS. Steven J. Thomas. BS, The Pennsylvania State University, 2000
CROSS SECTIONAL COMPACTNESS AND BRACING REQUIREMENTS FOR HPS7W GIRDERS By Steven J. Thomas BS, The Pennsylvania State University, 2 Submitted to the Graduate Faculty of the School of Engineering in partial
Experimental investigation on monotonic performance of steel curved knee braces for weld-free beam-to-column connections
Experimental investigation on monotonic performance of steel curved knee braces for weld-free beam-to-column connections *Zeyu Zhou 1) Bo Ye 2) and Yiyi Chen 3) 1), 2), 3) State Key Laboratory of Disaster
P.E. Civil Exam Review:
P.E. Civil Exam Review: Structural Analysis J.P. Mohsen Email: jpm@louisville.edu Structures Determinate Indeterminate STATICALLY DETERMINATE STATICALLY INDETERMINATE Stability and Determinacy of Trusses