twenty steel construction: columns & tension members ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS FALL 2018 lecture
|
|
|
- Walter Morgan
- 5 years ago
- Views:
Transcription
1 ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS Cor-Ten Steel Sulpture By Rihard Serra Museum of Modern Art Fort Worth, TX (AISC - Steel Strutures of the Everyday) FALL 2018 leture twenty steel onstrution: olumns & tension members Steel Columns & Tension 1
2 Strutural Steel standard rolled shapes (W, C, L, T) tubing pipe built-up Steel Columns & Tension 2
3 Design Methods (revisited) know loads or lengths selet setion or load adequate for strength and no bukling Steel Columns & Tension 3
4 Allowable Stress Design (ASD) AICS 9 th ed F a f ritia l F. S E Kl 2 r slenderness ratio Kl r for kl/r C = with F y = 36 ksi = with F y = 50 ksi Steel Columns & Tension 4
5 C and Euler s Formula Kl/r < C short and stubby paraboli transition Kl/r > C Euler s relationship < 200 preferred C 2 2 E F y Steel Columns & Tension 5
6 C and Euler s Formula Steel Columns & Tension 6
7 Short / Intermediate L e /r < C where F a F. S. 5 3 Kl r 1 2C F y F. S. Kl Kl 8C r r 8C 3 3 Steel Columns & Tension 7
8 Unified Design limit states for failure 1. yielding P 2. bukling n F e elasti bukling stress (Euler) F r A g P P a u P L E Fy 4.71 or 2.25 r Fy Fe L E Fy 4.71 or 2.25 r F F y e n P n Steel Columns & Tension 8
9 Unified Design P n = F r A g for for where Steel Columns & Tension 9 L r L r y E 4.71 F Fe F r Fy E 4.71 F 0.877F r Fy 2 E F e 2 L r F e y
10 Proedure for Analysis 1. alulate KL/r biggest of KL/r with respet to x axes and y axis 2. find F a or F r from appropriate equation tables are available 3. ompute P allowable = F a A or P n = F r A g or find f atual = P/A 4. is P P allowable (P a P n /)? or is P u P n? yes: ok no: insuffiient apaity and no good Steel Columns & Tension 10
11 Proedure for Design 1. guess a size (pik a setion) 2. alulate KL/r biggest of KL/r with respet to x axes and y axis 3. find F a or F r from appropriate equations or find a hart 4. ompute P allowable = F a A (P n / = F r A g ) or P n = F r A g or find f atual = P/A Steel Columns & Tension 11
12 Proedure for Design (ont d) 5. is P P allowable (P a P n /)? or is P u P n? yes: ok no: pik a bigger setion and go bak to step hek design effiieny perentage of stress = if between %: good Pr 100% P if < 90%: pik a smaller setion and go bak to step 2. Steel Columns & Tension 12
13 Column Charts, F a (pg ) Steel Columns & Tension 13
14 Column Charts, F r Steel Columns & Tension 14
15 Column Charts Steel Columns & Tension 15
16 Beam-Column Design moment magnifiation (P-) C M B M B m r 1 nt 1 1 ( P / P ) C m modifiation fator for end onditions Steel Columns & Tension 16 = (M 1 /M 2 ) or 0.85 restrained, 1.00 unrestrained L 1 effetive length in plane of bending P e1 Euler bukling strength (LRFD), 1.60(ASD) P e u e1 EI 1 2 L 1
17 Beam-Column Design LRFD (Unified) Steel for Pr P 8 r M M rx ry 0.2 : 1.0 P P 9 M x M y for Pr P r M M rx ry 0.2 : 1.0 P 2P M x M y P r is required, P is apaity M rx is required, M x is apaity M ry is required, M y is apaity Steel Columns & Tension 17
18 Design Steps Knowing Loads (revisited) 1. assume limiting stress bukling, axial stress, ombined stress 2. solve for r, A or S 3. pik trial setion 4. analyze stresses 5. setion ok? 6. stop when setion is ok Steel Columns & Tension 18
19 Rigid Frame Design (revisited) olumns in frames ends an be flexible stiffness affeted by beams and olumn = EI/L EI l G EI for the joint l is the olumn length of eah olumn l b is the beam length of eah beam measured enter to enter l b Steel Columns & Tension 19
20 Rigid Frame Design (revisited) olumn effetive length, k A B Steel Columns & Tension 20
21 Tension Members steel members an have holes redued area A A A t n g of all holes inreased stress s 2 4g (AISC - Steel Strutures of the Everyday) Steel Columns & Tension 21
22 Effetive Net Area likely path to rip aross bolts divide transferred fore too shear lag A e A n U Steel Columns & Tension 22
23 Tension Members limit states for failure 1. yielding 2. rupture* Steel Columns & Tension 23 A g - gross area A e - effetive net area (holes 1/8 + d) P F u = the tensile strength of the steel (ultimate) a 0.90 P n P P F A t n y g 0.75 P F A t n u e u t P n
twenty steel construction: columns & tension members ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS FALL 2013 lecture
ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS Cor-Ten Steel Sculpture By Richard Serra Museum of Modern Art Fort Worth, TX (AISC - Steel Structures of the Everyday) FALL 2013 lecture
eighteen steel construction: column design ELEMENTS OF ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SPRING 2019 lecture
ELEMENTS OF ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SPRING 2019 letue eighteen steel onstution: olumn design Co-Ten Steel Sulptue By Rihad Sea Museum of Moden At Fot Woth,
thirteen wood construction: column design ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SUMMER 2017 lecture
ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SUMMER 2017 leture thirteen wood onstrution: olumn design Wood Columns 1 Compression Members (revisited) designed for strength & stresses
seventeen steel construction: columns & tension members ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SUMMER 2014 lecture
ARCHITECTURAL STRUCTURES: ORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS Co-Ten Steel Sculptue By Richad Sea Museum of Moden At ot Woth, TX (AISC - Steel Stuctues of the Eveyday) SUMMER 2014 lectue seventeen
WRAP-AROUND GUSSET PLATES
WRAP-AROUND GUSSET PLATES Where a horizontal brae is loated at a beam-to-olumn intersetion, the gusset plate must be ut out around the olumn as shown in Figure. These are alled wrap-around gusset plates.
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
Wood Design. = theoretical allowed buckling stress
Wood Design Notation: a = name for width dimension A = name for area A req d-adj = area required at allowable stress when shear is adjusted to inlude self weight b = width of a retangle = name for height
Case Study in Reinforced Concrete adapted from Simplified Design of Concrete Structures, James Ambrose, 7 th ed.
ARCH 631 Note Set 11 F015abn Case Study in Reinfored Conrete adapted from Simplified Design of Conrete Strutures, James Ambrose, 7 th ed. Building desription The building is a three-story offie building
Slenderness Effects for Concrete Columns in Sway Frame - Moment Magnification Method
Slenderness Effets for Conrete Columns in Sway Frame - Moment Magnifiation Method Slender Conrete Column Design in Sway Frame Buildings Evaluate slenderness effet for olumns in a sway frame multistory
Slenderness Effects for Concrete Columns in Sway Frame - Moment Magnification Method
Slenderness Effets for Conrete Columns in Sway Frame - Moment Magnifiation Method Slender Conrete Column Design in Sway Frame Buildings Evaluate slenderness effet for olumns in a sway frame multistory
NYIT Instructors: Alfred Sanabria and Rodrigo Suarez
NYIT Instructors: Alfred Sanabria and Rodrigo Suarez Massive stone columns, used from Stonehenge to Ancient Greece were stabilized by their own work With steel and concrete technology columns have become
Compression Members Local Buckling and Section Classification
Compression Memers Loal Bukling and Setion Classifiation Summary: Strutural setions may e onsidered as an assemly of individual plate elements. Plate elements may e internal (e.g. the wes of open eams
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
Ch. 10 Design of Short Columns Subject to Axial Load and Bending
Ch. 10 Design o Short Columns Subjet to Axial Load and Bending Axial Loading and Bending Development o Interation Diagram Column Design Using P-M Interation Diagram Shear in Columns Biaxial Bending Examples
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:
Introduction. ENCE 710 Design of Steel Structures IV. COMPOSITE STEEL-CONCRET CONSTRUCTION. Effective Width. Composite Action
ENCE 710 Design of Steel Strutures V. COMPOSTE STEEL-CONCRET CONSTRUCTON C. C. Fu, Ph.D., P.E. Civil and Environmental Engineering Department University of Maryland ntrodution Following subjets are overed:
Presented by: Civil Engineering Academy
Presented by: Civil Engineering Academy Structural Design and Material Properties of Steel Presented by: Civil Engineering Academy Advantages 1. High strength per unit length resulting in smaller dead
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
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
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
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:
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
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
Lecture 11 Buckling of Plates and Sections
Leture Bukling of lates and Setions rolem -: A simpl-supported retangular plate is sujeted to a uniaxial ompressive load N, as shown in the sketh elow. a 6 N N a) Calulate and ompare ukling oeffiients
Virtual Work for Frames. Virtual Work for Frames. Virtual Work for Frames. Virtual Work for Frames. Virtual Work for Frames. Virtual Work for Frames
IL 32 /9 ppling the virtual work equations to a frame struture is as simple as separating the frame into a series of beams and summing the virtual work for eah setion. In addition, when evaluating the
BEHAVIOR OF SQUARE CONCRETE-FILLED TUBULAR COLUMNS UNDER ECCENTRIC COMPRESSION WITH DOUBLE CURVATURE DEFLECTION
Otober 2-7, 28, Beijing, China BEHAVIOR OF SQARE CONCRETE-FILLED TBLAR COLNS NDER ECCENTRIC COPRESSION WITH DOBLE CRVATRE DEFLECTION T. Fujinaga, H. Doi 2 and Y.P. Sun 3 Assoiate Professor, Researh Center
A.1. Member capacities A.2. Limit analysis A.2.1. Tributary weight.. 7. A.2.2. Calculations. 7. A.3. Direct design 13
APPENDIX A APPENDIX A Due to its extension, the dissertation ould not inlude all the alulations and graphi explanantions whih, being not essential, are neessary to omplete the researh. This appendix inludes
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:
It s a bird it s a plane it s Super Table! F y = 50 ksi F u = 65 ksi ASD LRFD ASD LRFD
It s a bird it s a plane it s Super Table! steelwise ONE-STOP SHOP BY ABBAS AMINMANSOUR, PhD WHAT IF THERE WAS a table that could be directly used for designing tension members, compression members, flexural
Prof. Dr. Zahid Ahmad Siddiqi BEAM COLUMNS
BEA COLUNS Beam columns are structural members that are subjected to a combination of bending and axial stresses. The structural behaviour resembles simultaneousl to that of a beam and a column. ajorit
ε t increases from the compressioncontrolled Figure 9.15: Adjusted interaction diagram
CHAPTER NINE COLUMNS 4 b. The modified axial strength in compression is reduced to account for accidental eccentricity. The magnitude of axial force evaluated in step (a) is multiplied by 0.80 in case
A NORMALIZED EQUATION OF AXIALLY LOADED PILES IN ELASTO-PLASTIC SOIL
Journal of Geongineering, Vol. Yi-Chuan 4, No. 1, Chou pp. 1-7, and April Yun-Mei 009 Hsiung: A Normalized quation of Axially Loaded Piles in lasto-plasti Soil 1 A NORMALIZD QUATION OF AXIALLY LOADD PILS
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
Generation of Biaxial Interaction Surfaces
COPUTERS AND STRUCTURES, INC., BERKELEY, CALIFORNIA AUGUST 2002 CONCRETE FRAE DESIGN BS 8110-97 Technical Note This Technical Note describes how the program checks column capacity or designs reinforced
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
(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
DNV DESIGN. POU_Rect - Design Report Page 1 of 11
DNV DESIGN Page 1 of 11 Details Code Details Code DNV 2.7-1 2006 with AISC 360-10 ASD Description This is the 2006 edition of the DNV Standard for Certification No 2.7-1, which defines minimum technical
Chapter 9: Column Analysis and Design
Chapter 9: Column Analysis and Design Introduction Columns are usually considered as vertical structural elements, but they can be positioned in any orientation (e.g. diagonal and horizontal compression
Two-Way Flat Slab (Concrete Floor with Drop Panels) System Analysis and Design
Two-Way Flat Slab (Conrete Floor with Drop Panels) System Analysis and Design Two-Way Flat Slab (Conrete Floor with Drop Panels) System Analysis and Design Design the onrete floor slab system shown below
FHWA Bridge Design Guidance No. 1 Revision Date: July 21, Load Rating Evaluation of Gusset Plates in Truss Bridges
FHWA Bridge Design Guidance No. 1 Revision Date: July 21, 2008 Load Rating Evaluation of Gusset Plates in Truss Bridges By Firas I. Sheikh Ibrahim, PhD, PE Part B Gusset Plate Resistance in Accordance
This Technical Note describes how the program checks column capacity or designs reinforced concrete columns when the ACI code is selected.
COMPUTERS AND STRUCTURES, INC., BERKELEY, CALIFORNIA DECEMBER 2001 CONCRETE FRAME DESIGN ACI-318-99 Technical Note This Technical Note describes how the program checks column capacity or designs reinforced
Application nr. 3 (Ultimate Limit State) Resistance of member cross-section
Application nr. 3 (Ultimate Limit State) Resistance of member cross-section 1)Resistance of member crosssection in tension Examples of members in tension: - Diagonal of a truss-girder - Bottom chord of
5.5 The concepts of effective lengths
5.5 The concets of effective lengths So far, the discussion in this chater has been centred around in-ended columns. The boundary conditions of a column may, however, be idealized in one the following
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
Steel Design. Notation:
Steel Design Notation: a A Ab Ae Ag Agv An Ant Anv Aw = name for width dimension = name for area = area of a bolt = effective net area found from the product of the net area An by the shear lag factor
Software Verification
EC-4-004 Example-001 STEEL DESIGNERS MANUAL SEVENTH EDITION - DESIGN OF SIMPLY SUPPORTED COMPOSITE BEAM EXAMPLE DESCRIPTION Consider an internal seondary omposite beam of 1-m span between olumns and subjet
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
Software Verification
AISC-360-10 Example 001 COMPOSITE GIRDER DESIGN EXAMPLE DESCRIPTION A typial bay of a omposite floor system is illstrated below. Selet an appropriate ASTM A992 W-shaped beam and determine the reqired nmber
Chapter 6. Compression Reinforcement - Flexural Members
Chapter 6. Compression Reinforement - Flexural Members If a beam ross setion is limite beause of arhitetural or other onsierations, it may happen that the onrete annot evelop the ompression fore require
Unbraced Column Verification Example. AISC Design Examples AISC 13 th Edition. ASDIP Steel is available for purchase online at
Unbraced Column Verification Example AISC Design Examples AISC 3 th Edition IP Steel is available for purchase onle at www.asdipsoft.com H-9 Example H.4 W-Shape Subject to Combed Axial Compression and
Torsion. Torsion is a moment that twists/deforms a member about its longitudinal axis
Mehanis of Solids I Torsion Torsional loads on Cirular Shafts Torsion is a moment that twists/deforms a member about its longitudinal axis 1 Shearing Stresses due to Torque o Net of the internal shearing
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
Flexural Strength Design of RC Beams with Consideration of Strain Gradient Effect
World Aademy of Siene, Engineering and Tehnology Vol:8, No:6, 04 Flexural Strength Design of RC Beams with Consideration of Strain Gradient Effet Mantai Chen, Johnny Ching Ming Ho International Siene Index,
fib Model Code 2020 Shear and punching provisions, needs for improvements with respect to new and existing structures
fib Model Code 2020 Shear and punhing provisions, needs for improvements with respet to new and existing strutures Aurelio Muttoni Workshop fib Sao Paulo, 29.9.2017 Éole Polytehnique Fédérale de Lausanne,
Masonry Beams. Ultimate Limit States: Flexure and Shear
Masonry Beams 4:30 PM 6:30 PM Bennett Banting Ultimate Limit States: Flexure and Shear Leture Outline 1. Overview (5) 2. Design for Flexure a) Tension Reinforement (40) b) Compression Reinforement (20)
SECTION 7 DESIGN OF COMPRESSION MEMBERS
SECTION 7 DESIGN OF COMPRESSION MEMBERS 1 INTRODUCTION TO COLUMN BUCKLING Introduction Elastic buckling of an ideal column Strength curve for an ideal column Strength of practical column Concepts of effective
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,
Purpose of reinforcement P/2 P/2 P/2 P/2
Department o Civil Engineering Purpose o reinorement Consider a simpl supported beam: P/2 P/2 3 1 2 P/2 P/2 3 2 1 1 Purpose o Reinorement Steel reinorement is primaril use beause o the nature o onrete
MODULE F: SIMPLE CONNECTIONS
MODULE F: SIMPLE CONNECTIONS This module of CIE 428 covers the following subjects Connector characterization Failure modes of bolted shear connections Detailing of bolted connections Bolts: common and
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 22 : Design of an unbraced sway frame with rigid joints Summary: NOTE This example
The Hashemite University Department of Civil Engineering ( ) Dr. Hazim Dwairi 1
Department of Civil Engineering Letre 8 Slender Colmns Definition of Slender Colmn When the eentri loads P are applied, the olmn deflets laterally by amont δ,, however the internal moment at midheight:
SHEAR LAG IN SLOTTED-END HSS WELDED CONNECTIONS
SHEAR LAG IN SLOTTED-END HSS WELDED CONNECTIONS by Jeffrey A. Packer 1 1 Bahen/Tanenbaum Professor of Civil Engineering, University of Toronto, Ontario, Canada A very popular and simple HSS connection,
Part G-4: Sample Exams
Part G-4: Sample Exams 1 Cairo University M.S.: Eletronis Cooling Faulty of Engineering Final Exam (Sample 1) Mehanial Power Engineering Dept. Time allowed 2 Hours Solve as muh as you an. 1. A heat sink
Design of Reinforced Concrete Structures (II)
Design of Reinforced Concrete Structures (II) Discussion Eng. Mohammed R. Kuheil Review The thickness of one-way ribbed slabs After finding the value of total load (Dead and live loads), the elements are
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
Mechanics of Materials Primer
Mechanics of Materials rimer Notation: A = area (net = with holes, bearing = in contact, etc...) b = total width of material at a horizontal section d = diameter of a hole D = symbol for diameter E = modulus
23.1 Tuning controllers, in the large view Quoting from Section 16.7:
Lesson 23. Tuning a real ontroller - modeling, proess identifiation, fine tuning 23.0 Context We have learned to view proesses as dynami systems, taking are to identify their input, intermediate, and output
Uniaxial Concrete Material Behavior
COMPUTERS AND STRUCTURES, INC., JULY 215 TECHNICAL NOTE MODIFIED DARWIN-PECKNOLD 2-D REINFORCED CONCRETE MATERIAL MODEL Overview This tehnial note desribes the Modified Darwin-Peknold reinfored onrete
APRIL Conquering the FE & PE exams Formulas, Examples & Applications. Topics covered in this month s column:
APRIL 2015 DR. Z s CORNER Conquering the FE & PE exams Formulas, Examples & Applications Topics covered in this month s column: PE Exam Specifications (Geotechnical) Transportation (Horizontal Curves)
Bracing for Earthquake Resistant Design
h z (Draft, 010) Bracing for Earthquae Resistant Design 1 September 18, 00 (010 update) Rigid Roof Idealization and Column Stiffness Relative to the columns, the roof structural system might be quite rigid,
five Mechanics of Materials 1 ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SUMMER 2017 lecture
ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SUMMER 2017 lecture five mechanics www.carttalk.com of materials Mechanics of Materials 1 Mechanics of Materials MECHANICS MATERIALS
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!
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
Timber and Steel Design. Lecture 11. Bolted Connections
Timber and Steel Design Lecture 11 Bolted Connections Riveted Connections Types of Joints Failure of Joints Bearing & Friction connections Truss Joints Shear and Tension on Bolt S U R A N A R E E UNIVERSITY
Chapter Objectives. Design a beam to resist both bendingand shear loads
Chapter Objectives Design a beam to resist both bendingand shear loads A Bridge Deck under Bending Action Castellated Beams Post-tensioned Concrete Beam Lateral Distortion of a Beam Due to Lateral Load
TORSION By Prof. Ahmed Amer
ORSION By Prof. Ahmed Amer orque wisting moments or torques are fores ating through distane so as to promote rotation. Example Using a wrenh to tighten a nut in a bolt. If the bolt, wrenh and fore are
Project data Project name Project number Author Description Date 26/04/2017 Design code AISC dome anchor. Material.
Project data Project name Project number Author Description Date 26/04/2017 Design code AISC 360-10 Material Steel A36, A529, Gr. 50 Concrete 4000 psi dome anchor Connection Name Description Analysis Design
Heat exchangers: Heat exchanger types:
Heat exhangers: he proess of heat exhange between two fluids that are at different temperatures and separated by a solid wall ours in many engineering appliations. he devie used to implement this exhange
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
RC DEEP BEAMS ANALYSIS CONSIDERING LOCALIZATION IN COMPRESSION
RC DEEP BEAMS ANAYSIS CONSIDERING OCAIZATION IN COMPRESSION Manakan ERTSAMATTIYAKU* 1, Torsak ERTSRISAKURAT* 1, Tomohiro MIKI* 1 and Junihiro NIWA* ABSTRACT: It has been found that RC deep beams usually
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
Design of Shear Tab Connections for Gravity and Seismic Loads
June 2005 Design of Shear Tab Connections for Gravity and Seismic Loads By Abolhassan Astaneh-Asl, Ph.D., P.E. Professor University of California, Berkeley (A copy of this report can be downloaded for
DESIGN OF BEAM-COLUMNS - II
DESIGN OF BEA-COLUNS-II 14 DESIGN OF BEA-COLUNS - II 1.0 INTRODUCTION Beam-columns are members subjected to combined bending and axial compression. Their behaviour under uniaxial bending, biaxial bending
D : SOLID MECHANICS. Q. 1 Q. 9 carry one mark each. Q.1 Find the force (in kn) in the member BH of the truss shown.
D : SOLID MECHANICS Q. 1 Q. 9 carry one mark each. Q.1 Find the force (in kn) in the member BH of the truss shown. Q.2 Consider the forces of magnitude F acting on the sides of the regular hexagon having
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
Shear-Friction Strength of RC Walls with 550 MPa Bars
Proeedings of the Tenth Paifi Conferene on Earthquake Engineering Building an Earthquake-Resilient Paifi 6-8 November 215, Sydney, Australia Shear-Frition Strength of RC Walls with 55 MPa Bars Jang-woon
Part 1 is to be completed without notes, beam tables or a calculator. DO NOT turn Part 2 over until you have completed and turned in Part 1.
NAME CM 3505 Fall 06 Test 2 Part 1 is to be completed without notes, beam tables or a calculator. Part 2 is to be completed after turning in Part 1. DO NOT turn Part 2 over until you have completed and
Lecture 11: The Stiffness Method. Introduction
Introduction Although the mathematical formulation of the flexibility and stiffness methods are similar, the physical concepts involved are different. We found that in the flexibility method, the unknowns
Chapter 1 Introduction- Concept of Stress
hapter 1 Introduction- oncept of Stress INTRODUTION Review of Statics xial Stress earing Stress Torsional Stress 14 6 ending Stress W W L Introduction 1-1 Shear Stress W W Stress and Strain L y y τ xy
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
Steel Cross Sections. Structural Steel Design
Steel Cross Sections Structural Steel Design PROPERTIES OF SECTIONS Perhaps the most important properties of a beam are the depth and shape of its cross section. There are many to choose from, and there
k 21 k 22 k 23 k 24 k 31 k 32 k 33 k 34 k 41 k 42 k 43 k 44
CE 6 ab Beam Analysis by the Direct Stiffness Method Beam Element Stiffness Matrix in ocal Coordinates Consider an inclined bending member of moment of inertia I and modulus of elasticity E subjected shear
Samantha Ramirez, MSE. Stress. The intensity of the internal force acting on a specific plane (area) passing through a point. F 2
Samantha Ramirez, MSE Stress The intensity of the internal force acting on a specific plane (area) passing through a point. Δ ΔA Δ z Δ 1 2 ΔA Δ x Δ y ΔA is an infinitesimal size area with a uniform force
A Time-Dependent Model For Predicting The Response Of A Horizontally Loaded Pile Embedded In A Layered Transversely Isotropic Saturated Soil
IOSR Journal of Mehanial and Civil Engineering (IOSR-JMCE) e-issn: 2278-1684,p-ISSN: 232-334X, Volume 16, Issue 2 Ser. I (Mar. - Apr. 219), PP 48-53 www.iosrjournals.org A Time-Dependent Model For Prediting
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 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)
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
Reinforced Concrete Design
Reinfored Conrete Design Notation: a = depth of the effetive ompression blok in a onrete beam A = name for area Ag = gross area, equal to the total area ignoring any reinforement As = area of steel reinforement
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
Name :. Roll No. :... Invigilator s Signature :.. CS/B.TECH (CE-NEW)/SEM-3/CE-301/ SOLID MECHANICS
Name :. Roll No. :..... Invigilator s Signature :.. 2011 SOLID MECHANICS Time Allotted : 3 Hours Full Marks : 70 The figures in the margin indicate full marks. Candidates are required to give their answers