Welded interior beam-column connections, Interim report, June 1955
|
|
|
- Francis Jordan
- 5 years ago
- Views:
Transcription
1 Lehigh University Lehigh Preserve Fritz Laboratory Reports Civil and Environmental Engineering 1955 Welded interior beam-column connections nterim report June 1955 C. D. Jensen A. Sherbourne Follow this and additional works at: Recommended Citation Jensen C. D. and Sherbourne A. "Welded interior beam-column connections nterim report June 1955" (1955). Fritz Laboratory Reports. Paper This Technical Report is brought to you for free and open access by the Civil and Environmental Engineering at Lehigh Preserve. t has been accepted for inclusion in Fritz Laboratory Reports by an authorized administrator of Lehigh Preserve. For more information please contact preserve@lehigh.edu.
2 / / by C.D. Jensen~d L.8 BeeQl~ A. Sherbourne /~.' " -"' /~/ /~ /~ Pv\'L"... ~ev$rtt_ Fritz Engineering Laboratory Lehigh University Bethlehem Penna. June 1955 Fritz Laboratory Report No o 23308
3 '.' ~ \!- r ~ ~ \ i't >... ~ 1 '" " N T ROD U C T ON The purpose of this research project~ of which this is the first progress report is to study restraining beam-column connections of both the direct-welded type and the type in which the beam is mounted on a seat angle or bracket and the top of the beam is secured to the column by means of a top plate. This project is an extension of a number of research projects conducted by Bruce Johnston and associates and of a project by Brandes and Mains "Report of Tests of Top-Plate and Seat Building Connections" (Welding Journal March ). The previous researches on restraining beam-column connections have not been carried to the point where definite " conclusions suitable for the designer could be reached. particular~ information is lacking on the effect of restraining. connections on column capacity and also as to whether or not column stiffening is required and when needed how to design it. nformation is also lacking concerning the designervs ability to estimate the moment-rotation curve the degree of restraint~ the r.eserve strength of a designed assembly. Phase of the j program dealing with two-way connections is designed to obtain information on these items. Heretofore~ tests of beam-column connections have usually disregarded the axial column loads; the present program the column is additionally subjected to an axial compression comparable to that existing in practice; further at one stage of the tests the column axial load is n and in
4 " raised to times the "so-called" axial load while simultaneously carrying the two beam_working load reactions and moments. Examination is needed of other factors such as the effect of wind moments and the behavior of a four-way connection at a column. The effect of beams framing to a column from two or three sides such as takes place at a corner or side column was partially treated in the Brandes-Mains paper but not in sufficient detail to be useful to the designer. Development of a specific program to solve the above problems is somewhat dependent on the findings of Phase and therefore the test program presented here is limited to Phase.. P HAS E T EST PRO GR A M Designpreparation and testing of specimens similar to Fig o 1 for the purpose of determining the behavior and stress distribution in the columns. Attention is limited primarily to the study of what is considered to be the most important practical problem~ Column stiffening requirements. Series A. All beams to be 16 WF 36 and to be direct-welded to various sized columns as tabulated below. Note that no column stiffeners are used. Specimen A- Column to be 8WF31 " A-2 " " " 8WF67 i i A-3 " A-4 n " 12WF40 i l2wf65 i A=5 " " i 12WF99
5 as the beam flange o Specimen B-6 Column to t B-7 " " " B-8 " " be 8WF3l " 8WF67 " l2wf40 Specimen C-9 " C-lO " C-ll Column to be 8WF3l " "" 8WF67 " "" l2wf40 For convenience and to give some necessary stiffener and other details the complete Phase program of test is given in Table. Table : Program of Restrained Beam Tests - Two-Way Direct-Welded Connections Se- Test Column.Web Fg. Beam Web Fg. Joint ries No. Size "w" "t" Size "w" "t" Type Dimensions Design A 1 8WF3l.288.'+33 l6wf None F.l-A 2 8WF l2wf' " " " " " 4 l2wf99 l2wf65 B 8WF3l.288.'+33 Fig x7/l6 F.l-A 7** 8WF l2wf40.29'+.516 " " " " " " C 9 8WF3l.2cm.'+33 " 10** 8WF " " " 7.2xl/2x22 " tl Fig.l-B 7.lx5/l6x22 F.l-B 11 l2wf'+0.29'+.516 " " " " 10.9x5/16x22 ". * Column weight may be changed dependent on results of previous tests ** May be omitted dependent on results of test of A-2
6 Loading Sequence 1. Load column by increments up to "working load" in the column (a unit stress in section A-A~ Figure 1 of 14.5 ksi). 2. Load beams by increments up to "working load" on the beams removing load from the column as necessary to maintain a unit stress at section A-A of ksi. 3. Holding beam loads constant raise column load to 1.67 times "working load". 4. Lower column load to working load and load beams by increments to failure.!
7 -~ :: U.!fU twvlt t oa~e. f.o '1J1T~ ira.n-:.t AT R:] r~ t140lcat lio /J P. _cal~ '" = F ~t FG.. tf..r.al ~lpr P~\ OE.O to COhfP~'E.~O ~
8 3 \ r- ~==~ P l..\. A~ -.._ '" _ E:1. E:\'~ ---- ~-- - \ / C 3 A 4" 4'
9 =n ~ 1 -- \ -t j _f- \ \ \ 1- A. EU:" in '-
10 P l " l'l bo-j--vf (~ ej) ~" '3 -A.l! - / \. \ 1 " 3 A./
11 PrOject w: ~ Cqlumn. L - T _.. e;. '/F 3~ &03""- L-~ j J!:o ~~::::=;;---' '>.--'~ (.~.i).--!c _t_~-.l--:...-_+-.-.j..._.~-+- :..._~l~..: -+- l i_-~ L_~ -t-t-. ryp~ A "" H--...:J-~ ~--+---~~..-~ r--'-+--~ """' -"" l\ a.. ~ " ~ - \ll ~ 1 --i-- r + Type B Type.C9! J - ~ -r-.. ; V 10 ~/---i--:";" l---_+_ r Lw l F --f- LA -- ~~--_ }---i o 1000 ~ Denectlorl. (" 10-3/n ).
12 !"fd :j DETZO N C;P.. P.... P'A~. 4c t----:---+--'---h~-.l-~ t-'---j-~c_+_- 1r -_+----'---t +_--.l.v).q --.it '- ~ -0 uo '30 -t E G co - Type A. '_:_ '. ~ L J.~--+- j - -i---. L _~ _ : 1 - ~ _ t ~~ l.. - +co oe('je.d.on. (10 i H).
13 NO. ')."')R 20 OETZOEN GrtAP P : f ~O)( :!.o Pi:.~ NeH 'l ~vr~ - hst ~ j -- ~ ~~~~~~~~~_~_ =:.=.~~ ~. ~ ~.. 1 -'-t-----1f--;~_+_ t---t---j-+-t-'--t-.p-...-f--~-+-"------h<-r : _+-~-:-----"--t--r-~~-;---t--_-: ~-t--'------t "-.-+--i--+--'-~ r L "~r~ 1~ ~ T=~ r i l----~~~~r l -' ~ M.. +c.uv a. fa" -~'f "- 1 ~ 10 1'\ ().10) -+-~ ' Pp: ~_:---"!';w:.; oo1-----t 5t Py1:. 4~. MW: 24 ~ : 1'245 k t- - 0 'Z S ~ Go ~ '2 ~ t c t() "Z '1 ~ ~ (" 1"4 n - ).
14
15 .. NO. 340R -20 OETZGEN GRAPH PAPE:R 20 X.20 PER NCH '-.. '. ; E:UGENE: OE:TZGE:N CD.... Ot... US ~ i. _. 1 h-l. i Z. 3 = "'- ț. i.- 1- J...1~ t (' 11::' 'J ' i: ' 3 p~o~ 1-"1 -. Fl ' j ll-~ -T -- --r- '.. " ~-_.!: f------:--:----:-.-~;_r - rl. i;j... ~-" :;.1 i '...~.;! '.. '<i -il ~.~ ;..~~. ::L-.~~
16 ". \ t.... E:UGENl OE:TZGLN CO. ~.... to:.. -. j. i... [. ~ ~ 1===:f1 t: _.~.'~--t1===~ t:::t:==u ~1 ~ r--- cry 1: 31 ~ t~ _ f 3QoCO b'" r '-- - t\t 1---~~33~ p.. l'l..l Ot\ bo:1nu. ---t---t----'''''-t~...~~.uj+..u~~.._...j-+_~_+ +_+~ 'S 'oe'3k Ot\ colulwt.t'\. L--t--j-t-...:.---t.-~-:-:~i r-:-:-:~-: f-...-~ f.:.'~--+~ E: w...ll-.. ~7c )( (O-6'n!m ~ c 3~o 1_ '-----" ~~ l _L. -J. '-_----'_.;... (e).
17 l'. ~ 1 lr r') OET7A(.N t;qap"1 fr'... g~r *("'0 ~ P R ':~ elch.he ") Tl E'N () r ----' r. t f 1- - ~ -+- l A. Pw '% 4 k. On b«:j"~ ~t ~ on c.olul'nn~ ~---t-'-:-~4---:-:--+--'-+-~ l--+-;..::.:+::: t-:;"+'-~~~ r-- t t _._- -..-~-- -'--t-:-";--+---"--+---f-.~-+.-:-::-i~~+-;-:~-+;:-~~~:::...t:-=~...:...;.j...~ 8 "3 7 '"'Z ---- _13. -~- --r-- -- o o - f or - -l l-- _.'-o "1~ <... ;y;~ ~ ~ :6lj"'~2()l\." "'ntir'\ j -. t- - f' J ~ _ _----L. J _
18 t 'J- v---- (.. ~_-----l-lvi
19 (~\. [' "'3 J.) O TZU( N rf.1a~'n ;J b~-l 2 _\ PCR South; E 'evoho~ 17 = i- '6 " 20 :::::=z r [ '12 = '".. '23 -..; -- -~ v -- L _! _---l. _~ L..!_"---.L t _ ~"O-'" ( it'll'"). ~ \.
20 to ).d 2:(. OErZOk:N G'~"'p..~ PAP R 4lC> Zt.. PC~ 'N H EUGENE DE;TZCEN en... r.... L'. - -.~SO
21 l..--~!: UGt...: -1 f...~ -T + /000 () /aj().9al? /000 /q:z () + i. _._ --'---
22 1 7 "'.:l < :.>. ~... t 'li w İ L- i ~.. -+ "11 -l ~ L -- - l i 1 ;- _...--~-.' t ~-_' t --j k------;~-k.----/~-.---'doo -. 1 l.
23 C1 u z "... > w n 41 ; L :: Z... :r c: i ~ '"0 '. c: ~ J --- ~!
24 N J. =}-1... R-2C' OETZGEN GRAPH PAPfR ::'0)( 20 PER NCH E::.~GE.NE DETZG :N CO. """' '"....' ~ft i To ~ :. A';' Ms ~B - r--r c~ l. r- A... C;: -- -r---- c::::;. - r --
STABILITY CONSIDERATIONS IN THE DESlGN OF. STEEL COLUMNS a. Disc:ussion by Theodore V 0. be congratulated on his' ex,cellerit summary of the stability
LSB~ -1 STABLTY CONSDERATONS N THE DESlGN OF STEEL COLUMNS a Disc:ussion by Theodore V 0 Galambos THEODORE V. GA.AMBOS 0 Profe,ssor 1. Massonnet is to be congratulated on his' ex,cellerit summary of the
This procedure covers the determination of the moment of inertia about the neutral axis.
327 Sample Problems Problem 16.1 The moment of inertia about the neutral axis for the T-beam shown is most nearly (A) 36 in 4 (C) 236 in 4 (B) 136 in 4 (D) 736 in 4 This procedure covers the determination
Submitted to the Highway Research Board for. Publication in, the lfhighway Research Record!! CONTRIBUTION OF LONGITUDINAL STIFFENERS OF PLATE GIRDERS
Submitted to the Highway Research Board for Publication in, the lfhighway Research Record!! THE CONTRIBUTION OF LONGITUDINAL STIFFENERS TO THE STATIC STRENGTH OF PLATE GIRDERS by Peter B. Cooper Lehigh
Comparison of three notch sensitivity tests.
Lehigh University Lehigh Preserve Fritz Laboratory Reports Civil and Environmental Engineering 1948 Comparison of three notch sensitivity tests. C. J. Osborn R. D. Stout A. Scotchbrook B. G. Johnston Follow
Double punch test for tensile strength of concrete, Sept (70-18) PB224770/AS (NTIS)
Lehigh University Lehigh Preserve Fritz Laboratory Reports Civil and Environmental Engineering 1969 Double punch test for tensile strength of concrete, Sept. 1969 (70-18) PB224770/AS (NTIS) W. F. Chen
CHAPTER II EXPERIMENTAL INVESTIGATION
CHAPTER II EXPERIMENTAL INVESTIGATION 2.1 SCOPE OF TESTING The objective of this research is to determine the force distribution between the column web and stiffener when the column flanges are subjected
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:
The Contribution of Longitudinal Stiffeners To the Static Strength of Plate Girders
The Contribution of Longitudinal Stiffeners To the Static Strength of Plate Girders PETER B. COOPER, Research Assistant, Lehigh University This paper summarizes the results of a research project on the
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:
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:
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
MAC 1147 Final Exam Review
MAC 1147 Final Exam Review nstructions: The final exam will consist of 15 questions plu::; a bonus problem. Some questions will have multiple parts and others will not. Some questions will be multiple
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
Portal Frame Calculations Lateral Loads
Portal Frame Calculations Lateral Loads Consider the following multi-story frame: The portal method makes several assumptions about the internal forces of the columns and beams in a rigid frame: 1) Inflection
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
8 ft. 5 k 5 k 5 k 5 k. F y = 36 ksi F t = 21 ksi F c = 10 ksi. 6 ft. 10 k 10 k
E 331, Fall 2004 HW 2.0 Solution 1 / 7 We need to make several decisions when designing a truss. First, we need to determine the truss shape. Then we need to determine the height of the truss and the member
Calculation for Moment Capacity of Beam-to- Upright Connections of Steel Storage Pallet Racks
Missouri University of Science and Technology Scholars' Mine International Specialty Conference on Cold- Formed Steel Structures (2014) - 22nd International Specialty Conference on Cold-Formed Steel Structures
10012 Creviston DR NW Gig Harbor, WA fax
C.R. Laurence Co., Inc. ATTN: Chris Hanstad 2503 East Vernon Los Angeles, CA 90058 27 March 2013 SUBJ: CRL SRS STANDOFF RAILING SYSTEM GLASS BALUSTRADE GUARDS The SRS Standoff Railing System is an engineered
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
Follow this and additional works at:
Lehigh University Lehigh Preserve Fritz Laboratory Reports Civil and Environmental Engineering 1980 Lrfd, a comparison with allowable stress design and plastic design, "Visuals," Presented at American
DETERMINATION OF THE STATIC YIELD THE STRAIN-HARDENING MODULUS. curve was obtained from the automatic recorder on the Tinius-Olsen Mechanical
297. 7 DETERMINATION OF THE STATIC YIELD LEVEL AND THE STRAIN-HARDENING MODULUS by P. F. Adams A typical-load strain curve for A44l steel is shown in Fig. 1. The curve was obtained from the automatic recorder
COLUMN WEB STRENGTH IN STEEL BEAM-TO-COLUMN CONNECTIONS
1524 AseE Annual and National Environmental Engineering Meeting October 18-22, 1971 St. Louis, Missouri $0.50 COLUMN WEB STRENGTH IN STEEL BEAM-TO-COLUMN CONNECTIONS W. F. Chen, A. M. ASCE and D. E. Newlin,
Failure tests of rectangular modal box girders, April & 74-13
Lehigh University Lehigh Preserve Fritz Laboratory Reports Civil and Environmental Engineering 1972 Failure tests of rectangular modal box girders, April 1972 73-38 & 74-13 J. A. Corrado B. T. Yen Follow
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
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
Purpose of this Guide: To thoroughly prepare students for the exact types of problems that will be on Exam 3.
ES230 STRENGTH OF MTERILS Exam 3 Study Guide Exam 3: Wednesday, March 8 th in-class Updated 3/3/17 Purpose of this Guide: To thoroughly prepare students for the exact types of problems that will be on
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!
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
CIVL473 Fundamentals of Steel Design
CIVL473 Fundamentals of Steel Design CHAPTER 4 Design of Columns- embers with Aial Loads and oments Prepared B Asst.Prof.Dr. urude Celikag 4.1 Braced ultistore Buildings - Combined tension and oments Interaction
and F NAME: ME rd Sample Final Exam PROBLEM 1 (25 points) Prob. 1 questions are all or nothing. PROBLEM 1A. (5 points)
ME 270 3 rd Sample inal Exam PROBLEM 1 (25 points) Prob. 1 questions are all or nothing. PROBLEM 1A. (5 points) IND: In your own words, please state Newton s Laws: 1 st Law = 2 nd Law = 3 rd Law = PROBLEM
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
Structural Steelwork Eurocodes Development of a Trans-National Approach
Course: Eurocode 4 Structural Steelwork Eurocodes Development of a Trans-National Approach Lecture 9 : Composite joints Annex B References: COST C1: Composite steel-concrete joints in frames for buildings:
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
Tausend Und Eine Nacht
Connecticut College Digital Commons @ Connecticut College Historic Sheet Music Collection Greer Music Library 87 Tausend Und Eine Nacht Johann Strauss Follow this and additional works at: https:digitalcommonsconncolledusheetmusic
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
I-1. rei. o & A ;l{ o v(l) o t. e 6rf, \o. afl. 6rt {'il l'i. S o S S. l"l. \o a S lrh S \ S s l'l {a ra \o r' tn $ ra S \ S SG{ $ao. \ S l"l. \ (?
>. 1! = * l >'r : ^, : - fr). ;1,!/!i ;(?= f: r*. fl J :!= J; J- >. Vf i - ) CJ ) ṯ,- ( r k : ( l i ( l 9 ) ( ;l fr i) rf,? l i =r, [l CB i.l.!.) -i l.l l.!. * (.1 (..i -.1.! r ).!,l l.r l ( i b i i '9,
Hilti North America Installation Technical Manual Technical Data MI System Version
MIC-S10-AH-L 179517-1 Hilti North America Installation Technical Manual Technical Data MI System Version 1. 08.017 Terms of common cooperation / Legal disclaimer The product technical data published in
Appendix J. Example of Proposed Changes
Appendix J Example of Proposed Changes J.1 Introduction The proposed changes are illustrated with reference to a 200-ft, single span, Washington DOT WF bridge girder with debonded strands and no skew.
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)
Final Exam - Spring
EM121 Final Exam - Spring 2011-2012 Name : Section Number : Record all your answers to the multiple choice problems (1-15) by filling in the appropriate circle. All multiple choice answers will be graded
Lecture 8: Flexibility Method. Example
ecture 8: lexibility Method Example The plane frame shown at the left has fixed supports at A and C. The frame is acted upon by the vertical load P as shown. In the analysis account for both flexural and
UNIT- I Thin plate theory, Structural Instability:
UNIT- I Thin plate theory, Structural Instability: Analysis of thin rectangular plates subject to bending, twisting, distributed transverse load, combined bending and in-plane loading Thin plates having
MECHANICS OF MATERIALS
2009 The McGraw-Hill Companies, Inc. All rights reserved. Fifth SI Edition CHAPTER 3 MECHANICS OF MATERIALS Ferdinand P. Beer E. Russell Johnston, Jr. John T. DeWolf David F. Mazurek Torsion Lecture Notes:
Comparison of AISI Specification Methods for Members with Single Intermediate Longitudinal Stiffeners
Missouri University of Science and Technology Scholars' Mine AISI-Specifications for the Design of Cold-Formed Steel Structural Members Wei-Wen Yu Center for Cold-Formed Steel Structures 7-1-006 Comparison
STEEL wtde~flange, BEAM-COLUMNS. T. V. Galambos. April Fritz Engineering Laboratory Report No Report to the Column Research Council
-~ '\ ~ -~ REVIEW OF TESTS ON BIAXIALLY LOADED STEEL wtde~flange, BEAM-COLUMNS by T. V. Galambos E::ERING Report to the Column Research Council Task Group No. 3 "Ultimate Strength of Columns with Biaxially
UNIVERSITY OF AKRON Department of Civil Engineering
UNIVERSITY OF AKRON Department of Civil Engineering 4300:401-301 July 9, 2013 Steel Design Sample Quiz 2 1. The W10 x 54 column shown has both ends pinned and consists of A992 steel (F y = 50 ksi, F u
Shear and combined bending and shear behavior of web elements with openings
Missouri University of Science and Technology Scholars' Mine Center for Cold-Formed Steel Structures Library Wei-Wen Yu Center for Cold-Formed Steel Structures 5-1-1992 Shear and combined bending and shear
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
Supplementary Information
If f - - x R f z (F ) w () () f F >, f E jj E, V G >, G >, E G,, f ff f FILY f jj ff LO_ N_ j:rer_ N_ Y_ fg LO_; LO_ N_; N_ j:rer_; j:rer_ N_ Y_ f LO_ N_ j:rer_; j:rer_; N_ j:rer_ Y_ fn LO_ N_ - N_ Y_
University of Sheffield. Department of Civil Structural Engineering. Member checks - Rafter 44.6
Member checks - Rafter 34 6.4Haunch (UB 457 x 191 x 89) The depth of a haunch is usually made approximately twice depth of the basic rafter sections, as it is the normal practice to use a UB cutting of
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,
Ultimate strength tables for beam columns, 1962, Reprint No. 197 (62-3)
Lehigh University Lehigh Preserve Fritz Laboratory Reports Civil and Environmental Engineering 1962 Ultimate strength tables for beam columns, 1962, Reprint No. 197 (62-3) J. Prasad T. V. Galambos Follow
RODS: STATICALLY INDETERMINATE MEMBERS
RODS: STTICLLY INDETERMINTE MEMERS Statically Indeterminate ackground In all of the problems discussed so far, it was possible to determine the forces and stresses in the members by utilizing the equations
GEOSYNTHETICS ENGINEERING: IN THEORY AND PRACTICE
GEOSYNTHETICS ENGINEERING: IN THEORY AND PRACTICE Prof. J. N. Mandal Department of Civil Engineering, IIT Bombay, Powai, Mumbai 400076, India. Tel.022-25767328 email: cejnm@civil.iitb.ac.in Module-13 LECTURE-
to introduce the principles of stability and elastic buckling in relation to overall buckling, local buckling
to introduce the principles of stability and elastic buckling in relation to overall buckling, local buckling In the case of elements subjected to compressive forces, secondary bending effects caused by,
Erector Connector Meadow Burke Company In- Plane and Out-of-Plane Performance
Lehigh University Lehigh Preserve ATLSS Reports Civil and Environmental Engineering 1-1-27 Erector Connector Meadow Burke Company In- Plane and Out-of-Plane Performance Ian Hodgson Clay Naito F. Stokes
Cyby TISIA E. Document No. - "/r ".. TECHNICAL LIBRARY /, Copy No. /- ' E. E. Secher. 2 uut15. No. EM JReport
.All I( l-, ltc I+ / '" TECHNICAL LIBRARY /, Document No. - "/r ".. Copy No. /- ' Cyby E. E. Secher " ~~ ~ ~~ A I P"l +" ".i JReport No. EM 9-18 2 uut15 H.ARD MIfROFICHE COPY $o 6. - S PA CE 1NO TEC- LO.aQG3Y
STRUCTURAL SURFACES & FLOOR GRILLAGES
STRUCTURAL SURFACES & FLOOR GRILLAGES INTRODUCTION Integral car bodies are 3D structures largely composed of approximately subassemblies- SSS Planar structural subassemblies can be grouped into two categories
Column design in continuous structures
Lehigh University Lehigh Preserve Fritz Laboratory Reports Civil and Environmental Engineering 1961 Column design in continuous structures M. Ojalvo V. Levi Follow this and additional works at: http://preserve.lehigh.edu/engr-civil-environmental-fritz-labreports
Design of Steel Structures Prof. S.R.Satish Kumar and Prof. A.R.Santha Kumar
5.10 Examples 5.10.1 Analysis of effective section under compression To illustrate the evaluation of reduced section properties of a section under axial compression. Section: 00 x 80 x 5 x 4.0 mm Using
FINITE ELEMENT ANALYSIS OF THE ROTATION CAPACITY OF BEAM-TO-COLUMN END-PLATE BOLTED JOINT
EUROSTEEL 2014, September 10-12, 2014, Naples, Italy FINITE ELEMENT ANALYSIS OF THE ROTATION CAPACITY OF BEAM-TO-COLUMN END-PLATE BOLTED JOINT Krzysztof Ostrowski Design Office MTA Engineering Ltd., Rzeszów,
COLUMNS: BUCKLING (DIFFERENT ENDS)
COLUMNS: BUCKLING (DIFFERENT ENDS) Buckling of Long Straight Columns Example 4 Slide No. 1 A simple pin-connected truss is loaded and supported as shown in Fig. 1. All members of the truss are WT10 43
Task 1 - Material Testing of Bionax Pipe and Joints
Task 1 - Material Testing of Bionax Pipe and Joints Submitted to: Jeff Phillips Western Regional Engineer IPEX Management, Inc. 20460 Duncan Way Langley, BC, Canada V3A 7A3 Ph: 604-534-8631 Fax: 604-534-7616
The plastic moment capacity of a composite cross-section is calculated in the program on the following basis (BS 4.4.2):
COMPUTERS AND STRUCTURES, INC., BERKELEY, CALIFORNIA SEPTEMBER 2002 COMPOSITE BEAM DESIGN BS 5950-90 Technical Note Composite Plastic Moment Capacity for Positive Bending This Technical Note describes
EXPERIMENTAL STUDY ON THE PERFORMANCE OF SLANT END-PLATE CONNECTIONS AT ELEVATED TEMPERATURE
Advanced Steel Construction Vol. 14, No. 1, pp. 57-72 (2018) 57 EXPERIMENTAL STUDY ON THE PERFORMANCE OF SLANT END-PLATE CONNECTIONS AT ELEVATED TEMPERATURE Farshad Zahmatkesh 1,*, Mohd. H. Osman 2, Elnaz
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.
Fb)!Che only variable introduced was the stiffness of the
I t!y* FRITZ ENGINEEREiG LABORATORY ln; 5. \ : I LEHIGH UNIVERSITY l First Progress Report JUHLEHEM, Web Crippling Program PENNSYLVANIA Lehigh University, lpril 15, 1941 Gerald G. Kubo Program; The primary
1.103 CIVIL ENGINEERING MATERIALS LABORATORY (1-2-3) Dr. J.T. Germaine Spring 2004 LABORATORY ASSIGNMENT NUMBER 6
1.103 CIVIL ENGINEERING MATERIALS LABORATORY (1-2-3) Dr. J.T. Germaine MIT Spring 2004 LABORATORY ASSIGNMENT NUMBER 6 COMPRESSION TESTING AND ANISOTROPY OF WOOD Purpose: Reading: During this laboratory
Stress concentration factor in plates with transverse butt-weld misalignment
Journal of Constructional Steel Research 52 (1999) 159 170 www.elsevier.com/locate/jcsr Stress concentration factor in plates with transverse butt-weld misalignment Weicheng Cui a,*, Zhengquan Wan b, Alaa
RECENT DEVELOPMENTS IN THE BEHAVIOUR OF STEEL AND COMPOSITE CONNECTIONS IN FIRE
RECENT DEVELOPMENTS IN THE BEHAVIOUR OF STEEL AND COMPOSITE CONNECTIONS IN FIRE K. S. Al-Jabri 1, I. W. Burgess 2, and R. J. Plank 3 1 Department of Civil Engineering, Sultan Qaboos University, PO Box
CHAPTER 4. Design of R C Beams
CHAPTER 4 Design of R C Beams Learning Objectives Identify the data, formulae and procedures for design of R C beams Design simply-supported and continuous R C beams by integrating the following processes
Fundamentals of Structural Design Part of Steel Structures
Fundamentals of Structural Design Part of Steel Structures Civil Engineering for Bachelors 133FSTD Teacher: Zdeněk Sokol Office number: B619 1 Syllabus of lectures 1. Introduction, history of steel structures,
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
7 Vlasov torsion theory
7 Vlasov torsion theory P.C.J. Hoogenboom, October 006 Restrained Warping The typical torsion stresses according to De Saint Venant only occur if warping can take place freely (Fig. 1). In engineering
PUNCHING SHEAR CALCULATIONS 1 ACI 318; ADAPT-PT
Structural Concrete Software System TN191_PT7_punching_shear_aci_4 011505 PUNCHING SHEAR CALCULATIONS 1 ACI 318; ADAPT-PT 1. OVERVIEW Punching shear calculation applies to column-supported slabs, classified
CIV 207 Winter For practice
CIV 07 Winter 009 Assignment #10 Friday, March 0 th Complete the first three questions. Submit your work to Box #5 on the th floor of the MacDonald building by 1 noon on Tuesday March 31 st. No late submissions
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
Stability of Cold-formed Steel Simple and Lipped Angles under Compression
Missouri University of Science and Technology Scholars' Mine International Specialty Conference on Cold- Formed Steel Structures (2008) - 19th International Specialty Conference on Cold-Formed Steel Structures
Design of a Multi-Storied RC Building
Design of a Multi-Storied RC Building 16 14 14 3 C 1 B 1 C 2 B 2 C 3 B 3 C 4 13 B 15 (S 1 ) B 16 (S 2 ) B 17 (S 3 ) B 18 7 B 4 B 5 B 6 B 7 C 5 C 6 C 7 C 8 C 9 7 B 20 B 22 14 B 19 (S 4 ) C 10 C 11 B 23
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
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
Chapter 12 Elastic Stability of Columns
Chapter 12 Elastic Stability of Columns Axial compressive loads can cause a sudden lateral deflection (Buckling) For columns made of elastic-perfectly plastic materials, P cr Depends primarily on E and
A Design Procedure for Lipped Channel Flexural Members
Missouri University of Science and Technology Scholars' Mine International Specialty Conference on Cold- Formed Steel Structures (1994) - 12th International Specialty Conference on Cold-Formed Steel Structures
CONNECTION DESIGN. Connections must be designed at the strength limit state
CONNECTION DESIGN Connections must be designed at the strength limit state Average of the factored force effect at the connection and the force effect in the member at the same point At least 75% of the
MECHANICS OF MATERIALS REVIEW
MCHANICS OF MATRIALS RVIW Notation: - normal stress (psi or Pa) - shear stress (psi or Pa) - normal strain (in/in or m/m) - shearing strain (in/in or m/m) I - area moment of inertia (in 4 or m 4 ) J -
PROBLEMS. m s TAC. m = 60 kg/m, determine the tension in the two supporting cables and the reaction at D.
1. he uniform I-beam has a mass of 60 kg per meter of its length. Determine the tension in the two supporting cables and the reaction at D. (3/62) A( 500) m (5 23) m m = 60 kg/m determine the tension in
Modeling of welded angle connections in fire
April 26-27, 211, Semnan University, Semnan, Iran Modeling of welded angle connections in fire Amir Saedi Daryan 1, Mahmoud Yahyai 2, 1- PhD. candidate of Structural Session, Civil Engineering Dept. K.N.Toosi
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
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
fur \ \,,^N/ D7,,)d.s) 7. The champion and Runner up of the previous year shall be allowed to play directly in final Zone.
OUL O GR SODRY DUTO, ODS,RT,SMTUR,USWR.l ntuctin f cnuct f Kbi ( y/gil)tunent f 2L-Lg t. 2.. 4.. 6. Mtche hll be lye e K ule f ene f tie t tie Dutin f ech tch hll be - +0 (Rece)+ = M The ticint f ech Te
~,. :'lr. H ~ j. l' ", ...,~l. 0 '" ~ bl '!; 1'1. :<! f'~.., I,," r: t,... r':l G. t r,. 1'1 [<, ."" f'" 1n. t.1 ~- n I'>' 1:1 , I. <1 ~'..
,, 'l t (.) :;,/.I I n ri' ' r l ' rt ( n :' (I : d! n t, :?rj I),.. fl.),. f!..,,., til, ID f-i... j I. 't' r' t II!:t () (l r El,, (fl lj J4 ([) f., () :. -,,.,.I :i l:'!, :I J.A.. t,.. p, - ' I I I
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
EMA 3702 Mechanics & Materials Science (Mechanics of Materials) Chapter 3 Torsion
EMA 3702 Mechanics & Materials Science (Mechanics of Materials) Chapter 3 Torsion Introduction Stress and strain in components subjected to torque T Circular Cross-section shape Material Shaft design Non-circular
APPH 4200 Physics of Fluids
APPH 42 Physics of Fluids Problem Solving and Vorticity (Ch. 5) 1.!! Quick Review 2.! Vorticity 3.! Kelvin s Theorem 4.! Examples 1 How to solve fluid problems? (Like those in textbook) Ç"Tt=l I $T1P#(
10/14/2011. Types of Shear Failure. CASE 1: a v /d 6. a v. CASE 2: 2 a v /d 6. CASE 3: a v /d 2
V V Types o Shear Failure a v CASE 1: a v /d 6 d V a v CASE 2: 2 a v /d 6 d V a v CASE 3: a v /d 2 d V 1 Shear Resistance Concrete compression d V cz = Shear orce in the compression zone (20 40%) V a =
Example 4: Design of a Rigid Column Bracket (Bolted)
Worked Example 4: Design of a Rigid Column Bracket (Bolted) Example 4: Design of a Rigid Column Bracket (Bolted) Page : 1 Example 4: Design of a Rigid Column Bracket (Bolted) Determine the size of the
Humanistic, and Particularly Classical, Studies as a Preparation for the Law
University of Michigan Law School University of Michigan Law School Scholarship Repository Articles Faculty Scholarship 1907 Humanistic, and Particularly Classical, Studies as a Preparation for the Law
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
Hilti North America Installation Technical Manual Technical Data MI System Version
MIC-SA-MAH 174671 Hilti North America Installation Technical Manual Technical Data MI System Version 1. 08.017 Terms of common cooperation / Legal disclaimer The product technical data published in these
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)