Sabah Shawkat Cabinet of Structural Engineering Walls carrying vertical loads should be designed as columns. Basically walls are designed in

Save this PDF as:
Size: px
Start display at page:

Download "Sabah Shawkat Cabinet of Structural Engineering Walls carrying vertical loads should be designed as columns. Basically walls are designed in"

Transcription

1 Sabah Shawkat Cabinet of Structural Engineering Shear walls Walls carrying vertical loads should be designed as columns. Basically walls are designed in the same manner as columns, but there are a few differences. A wall is distinguished from a column by having a length that is more than five times the thickness. Plain concrete walls should have a minimum thickness of 1 mm. Where the load on the wall is eccentric, the wall must have centrally placed reinforcement of at least. percent of the cross-section area if the eccentricity ratio exceeds.. This reinforcement may not be included in the load-carrying capacity of the wall. Shear walls should be designed as vertical cantilevers, and the reinforcement arrangement should be checked as for a beam. Where the shear walls have returns at the compression end, they should be treated as flanged beams. If the walls contains openings, the assumption for beams that plane sections remain plane is no longer valid. Shear walls connected by beams or floor slabs. The stability of shearwall structure is often provided by several walls connected together by beams or floors. Where the walls are of uniform section throughout the height and are connected by regularly spaced uniform beams. Many shear walls contain one or more rows of openings. Figure 3.6-1: Building with shear walls When walls are used to brace a framed structure, it may be acceptable to disregard the lateral stiffness of the frame and assume the horizontal load carried entirely by the walls. The equilibrium and compatibility equations at each level produces a set of simultaneous equations which are solved to give the lateral deflection and rotation at each level.

2 Sabah Shawkat Cabinet of Structural Engineering 17 Figure 3.6-: Shear walls subjected to bending moment and vertical load If a tall building has an asymmetrical structural plan and is subjected to horizontal loading, torsional as well as bending displacements will occur, and hence a full three-dimensional analysis is required. In many tall building shear wall provide most, if not all, of the required strength for lateral loading resulting from gravity, wind, and earthquake effects. Figure 3.6-3

3 Sabah Shawkat Cabinet of Structural Engineering 17 The system (Hull - Core Structures) has been used for very tall buildings in both steel and concrete. Lateral loads are resisted by both the hull and the core, their mode of interaction depending on the design of the floor system. Figure 3.6-4: Shear walls subjected to horizontal load and vertical load A floor slabs of multi-story buildings, when effectively connected to the wall, acting as stiffeners, provide adequate lateral strength. As essential prerequisites, adequate foundations and sufficient connection to all floors, to transmit horizontal loads, must be assured. Figure 3.6-5: side view of shearing wall shows the thickness of bearing wall in accordance with boundary conditions of the members Normally, for wind loading, the governing design criterion or limit state will be deflection. Shear walls, when carefully designed and detailed, hold the promise of giving the

4 Sabah Shawkat Cabinet of Structural Engineering 17 greatest degree of protection against non-structural damage in moderate earthquakes, while assuring survival in case of catastrophic seismic disturbances, on account of their ductility. Yielding of the flexural bars will also affect the width of diagonal cracks. The shear strength of tall shear walls may also be controlled by combined moment and shear failure at the base of the wall. Door and service openings in shear walls introduce weaknesses that are not confined merely to the consequential reduction in cross-section. Stress concentrations are developed at the corners, and adequate reinforcement needs to be provided to cater for these concentrations. This reinforcement should take the form of diagonal bars positioned at the corners of the openings. The reinforcement will generally be adequate if it is designed to resist a tensile force equal to twice the shear force in the vertical components of the wall as shown, but should not be less than two 16mm diameter bars across each corner of the opening. Figure 3.6-6: Diagonal reinforcement in coupling beams, beam cross-section and possible mechanisms involving openings A single cantilever shear wall, such as the one shown in figure 3.6-7, can be expected to behave in the same way as a reinforced concrete beam. The shear walls will be subjected to bending moments and shear forces originating from lateral loads, and to axial compression induced by gravity. At the base of the wall, where yielding of the flexural reinforcement in both faces of the section can occur, the contribution of the concrete towards shear strength should be disregarded where the axial compression on the gross section is less than 1% of the cylinder crushing

5 Sabah Shawkat Cabinet of Structural Engineering 17 strength of the concrete. Sectional area of the concrete and should be equally divided between the two faces of the wall. The maximum area of vertical reinforcement should not exceed 4% of the gross cross-sectional area of the concrete. Horizontal reinforcement equal to not less than half the area of vertical reinforcement should be provided between the vertical reinforcement and the wall surface on both faces. The spacing of the vertical bars should not exceed the lesser of 3mm or twice the wall thickness. The spacing of horizontal bars should not exceed 3mm and the diameter should not be less than one-quarter of the vertical bars. Figure 3.6-7: Geometry and reinforcement of typical shear wall The prime function of the vertical reinforcement, passing across a construction joint, is to supply the necessary clamping force and to enable friction forces to be transferred. Figure 3.6-8: Geometry and reinforcement of shear wall in tall building

6 Sabah Shawkat Cabinet of Structural Engineering 17 Figure 3.6-9: Precast reinforced concrete walls Figure 3.6-1: Shear subjected to lateral load Figure : Shear walls with flexible coupling beams

7 Sabah Shawkat Cabinet of Structural Engineering 17 Figure 3.6-1

8 Sabah Shawkat Cabinet of Structural Engineering 17 Figure

9 Sabah Shawkat Cabinet of Structural Engineering 17 Calculation of sectional forces and moments of structures Example 3.6-1: Reinforced concrete wall subjected to horizontal load H o or W o Construction height Storey height H = 7.5 m l =.75 m Sectional area of the first pillar 1 and A1 or 1 = m Sectional area of the second pillar and A or = 1.6 m Moment of inertia of the first pillar I1 = 4 m 4 Moment of inertia of the first pillar I = m 4 Moment of inertia of the cross-sectional area Structures weakened openings I = 39 M 4 Moment of inertia of girders IPR =.6 m 4 Modulus of elasticity of pillars E = 1 GPa Modulus of elasticity of girder E = GPa Static moment of sectional area Walls weakened with openings S = 5.4 m 3 Shear force applied in base Construction Ho = 354 kn The distance between the center of gravity of the pillars c = 6.1 m Width of the window type openings a = m

10 Sabah Shawkat Cabinet of Structural Engineering 17 Figure : Shear walls contains openings Data: Figure : Geometry calculated reinforcing walls subjected to horizontal loading Ho E 1 MPa E MPa 1 m I 1 4 m m I m 4 S 5.4 m 3 I 39 m 4 i.6 m 4 l.75 m S c c 3.49m Z 1 l H o 354 kn a 1 m 3 E i I c E I 1 I.48m.19m 1 S a 3 l Z 6.16 H o l S I 135.9kN Determination the value of 6.16 d T( ) d T( ) ( 1 ) T ( ) T' ( 1) Odesolve ( 1)

11 Sabah Shawkat Cabinet of Structural Engineering 17 Diagram () vs ( ) where the value of the function can read from the graf, based on the coefficient for paying the relationship H ( ) Diagram () vs ( ) d.1 1 ( ) v 1 3 tonne v l tonne e l 1.5 m e 1 m Solving the values of K and J S I 1 I 1 I 1 I 1 K v I e v c 1 e 1 K m 1 kg c 1

12 Sabah Shawkat Cabinet of Structural Engineering 17 S I 1 I 1 I 1 I 1 J v I e v c 1 e 1 J m 1 kg c 1 i 1 j i i1 ( ) H o l S I ( ) Determination the values of M1 and M M 1 ( ) I 1 I 1 I H o Z ( 1 ) c S I ( ) M ( ) I I 1 I H o Z ( 1 ) c S I ( ) j j j kn ( 1 ) j j

13 Sabah Shawkat Cabinet of Structural Engineering 17 c S 1 I j.14 j c S 1 I j q j kn ( 1 ) c I m ( ) H o l S I ( ) q( ) ( ( 1 )) c I m M 1 j M j j j External load w acting on the structure induces in the individual pillars bending moments. M 1 1 j M 1 j kn m kn m

14 Sabah Shawkat Cabinet of Structural Engineering 17 Example 3.6-: Solution of reinforcing concrete walls with openings subjected to vertical load The reinforcing walls, as mentioned in the introduction, other than the horizontal load and the vertical load are transmitted as well. This chapter is about solving the stiffening of reinforced walls in terms of a vertical load defined the basic assumptions that in dealing with all three types of reinforcing walls. L - floor height H - total height of the wall A1A - cross-sectional area of each pillar c - distance between pillars - width of openings N - normal force acting in the pillar shear force applied in the girders E - modulus of elasticity of the walls E'- modulus of girders V1 - vertical loads on pillar 1 at level each floor v - vertical loads on the Pillar at the level of each floor E1 - eccentricity at which the load acts v1 e - eccentricity at which the load applied v

15 Sabah Shawkat Cabinet of Structural Engineering 17 Data: Figure: E 1 MPa E MPa 1 m I 1 4 m m I m 4 S 5.4 m 3 I 39 m 4 i.6 m 4 l.75 m Z 1 l H o 354 kn a 1 m S c c 3.49m v 1 3 kn v kn e 1.5 m e 1 m H o l S I 135.9kN K S I I 1 I 1 I 1 I v e v c 1 e 1 c E i I c E I 1 I.48m K 5.6kN.19m 1 S a 3 l Z 6.16 i 1 j i i1 ( ) K ( ) Diagram () vs 6.16 Odesolve ( 1) d T( ) d T( ) ( 1 ) T ( ) T' ( 1)

16 Sabah Shawkat Cabinet of Structural Engineering 17 ( ) Diagram () vs Figure: ( ) 1 ( ) d.1 1 ( ) Figure: M 1 ( ) I 1 I 1 I Z ( 1 ) v l 1 e 1 v e c K ( ) M ( ) I I 1 I Z ( 1 ) v l 1 e 1 v e c K ( )

17 Sabah Shawkat Cabinet of Structural Engineering 17 N 1 ( ) N ( ) Z l Z l v 1 ( 1 ) K ( ) v ( 1 ) K ( ) Diagram () vs 1 ( ) ( ) d ( ) Figure: Diagram () vs K 1 d T( ) d T( ) K T ( ) T' ( 1) Odesolve ( 1)

18 Sabah Shawkat Cabinet of Structural Engineering ( ) (.4).91 (.5).95 Figure: j j ( 1 ) j kn j M 1 j M j j j Figure

19 Sabah Shawkat Cabinet of Structural Engineering 17 M 1 1 j M 1 j N 1 1 j kn m kn m N 1 j kn kn Diagram vs

20 Sabah Shawkat Cabinet of Structural Engineering 17 Figure:

21 Sabah Shawkat Cabinet of Structural Engineering 17 Diagram vs Figure: Diagram vs

22 Sabah Shawkat Cabinet of Structural Engineering 17 Figure: Diagram vs

23 Sabah Shawkat Cabinet of Structural Engineering 17 1,9,8,7,6,5,4,3,,1,1,,3,4 Figure:

3.4 Analysis for lateral loads

3.4 Analysis for lateral loads 3.4 Analysis for lateral loads 3.4.1 Braced frames In this section, simple hand methods for the analysis of statically determinate or certain low-redundant braced structures is reviewed. Member Force Analysis

More information

Entrance exam Master Course

Entrance exam Master Course - 1 - Guidelines for completion of test: On each page, fill in your name and your application code Each question has four answers while only one answer is correct. o Marked correct answer means 4 points

More information

Design of AAC wall panel according to EN 12602

Design of AAC wall panel according to EN 12602 Design of wall panel according to EN 160 Example 3: Wall panel with wind load 1.1 Issue Design of a wall panel at an industrial building Materials with a compressive strength 3,5, density class 500, welded

More information

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. 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

More information

Design of a Multi-Storied RC Building

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

More information

UNIT-I STRESS, STRAIN. 1. A Member A B C D is subjected to loading as shown in fig determine the total elongation. Take E= 2 x10 5 N/mm 2

UNIT-I STRESS, STRAIN. 1. A Member A B C D is subjected to loading as shown in fig determine the total elongation. Take E= 2 x10 5 N/mm 2 UNIT-I STRESS, STRAIN 1. A Member A B C D is subjected to loading as shown in fig determine the total elongation. Take E= 2 x10 5 N/mm 2 Young s modulus E= 2 x10 5 N/mm 2 Area1=900mm 2 Area2=400mm 2 Area3=625mm

More information

Codal Provisions IS 1893 (Part 1) 2002

Codal Provisions IS 1893 (Part 1) 2002 Abstract Codal Provisions IS 1893 (Part 1) 00 Paresh V. Patel Assistant Professor, Civil Engineering Department, Nirma Institute of Technology, Ahmedabad 38481 In this article codal provisions of IS 1893

More information

Design of Reinforced Concrete Structures (II)

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

More information

QUESTION BANK DEPARTMENT: CIVIL SEMESTER: III SUBJECT CODE: CE2201 SUBJECT NAME: MECHANICS OF SOLIDS UNIT 1- STRESS AND STRAIN PART A

QUESTION BANK DEPARTMENT: CIVIL SEMESTER: III SUBJECT CODE: CE2201 SUBJECT NAME: MECHANICS OF SOLIDS UNIT 1- STRESS AND STRAIN PART A DEPARTMENT: CIVIL SUBJECT CODE: CE2201 QUESTION BANK SEMESTER: III SUBJECT NAME: MECHANICS OF SOLIDS UNIT 1- STRESS AND STRAIN PART A (2 Marks) 1. Define longitudinal strain and lateral strain. 2. State

More information

Rigid and Braced Frames

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

More information

3.2 Reinforced Concrete Slabs Slabs are divided into suspended slabs. Suspended slabs may be divided into two groups:

3.2 Reinforced Concrete Slabs Slabs are divided into suspended slabs. Suspended slabs may be divided into two groups: Sabah Shawkat Cabinet of Structural Engineering 017 3. Reinforced Concrete Slabs Slabs are divided into suspended slabs. Suspended slabs may be divided into two groups: (1) slabs supported on edges of

More information

Lap splice length and details of column longitudinal reinforcement at plastic hinge region

Lap splice length and details of column longitudinal reinforcement at plastic hinge region Lap length and details of column longitudinal reinforcement at plastic hinge region Hong-Gun Park 1) and Chul-Goo Kim 2) 1), 2 Department of Architecture and Architectural Engineering, Seoul National University,

More information

Supplement: Statically Indeterminate Frames

Supplement: Statically Indeterminate Frames : Statically Indeterminate Frames Approximate Analysis - In this supplement, we consider another approximate method of solving statically indeterminate frames subjected to lateral loads known as the. Like

More information

QUESTION BANK SEMESTER: III SUBJECT NAME: MECHANICS OF SOLIDS

QUESTION BANK SEMESTER: III SUBJECT NAME: MECHANICS OF SOLIDS QUESTION BANK SEMESTER: III SUBJECT NAME: MECHANICS OF SOLIDS UNIT 1- STRESS AND STRAIN PART A (2 Marks) 1. Define longitudinal strain and lateral strain. 2. State Hooke s law. 3. Define modular ratio,

More information

Flexure: Behavior and Nominal Strength of Beam Sections

Flexure: Behavior and Nominal Strength of Beam Sections 4 5000 4000 (increased d ) (increased f (increased A s or f y ) c or b) Flexure: Behavior and Nominal Strength of Beam Sections Moment (kip-in.) 3000 2000 1000 0 0 (basic) (A s 0.5A s ) 0.0005 0.001 0.0015

More information

Support Idealizations

Support Idealizations IVL 3121 nalysis of Statically Determinant Structures 1/12 nalysis of Statically Determinate Structures nalysis of Statically Determinate Structures The most common type of structure an engineer will analyze

More information

Appendix J. Example of Proposed Changes

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.

More information

Where and are the factored end moments of the column and >.

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

More information

twenty one concrete construction: shear & deflection ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SUMMER 2014 lecture

twenty one concrete construction: shear & deflection ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SUMMER 2014 lecture ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SUMMER 2014 lecture twenty one concrete construction: Copyright Kirk Martini shear & deflection Concrete Shear 1 Shear in Concrete

More information

Design of Beams (Unit - 8)

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)

More information

Seismic design of bridges

Seismic design of bridges NATIONAL TECHNICAL UNIVERSITY OF ATHENS LABORATORY FOR EARTHQUAKE ENGINEERING Seismic design of bridges Lecture 3 Ioannis N. Psycharis Capacity design Purpose To design structures of ductile behaviour

More information

PERIYAR CENTENARY POLYTECHNIC COLLEGE PERIYAR NAGAR - VALLAM THANJAVUR. DEPARTMENT OF MECHANICAL ENGINEERING QUESTION BANK

PERIYAR CENTENARY POLYTECHNIC COLLEGE PERIYAR NAGAR - VALLAM THANJAVUR. DEPARTMENT OF MECHANICAL ENGINEERING QUESTION BANK PERIYAR CENTENARY POLYTECHNIC COLLEGE PERIYAR NAGAR - VALLAM - 613 403 - THANJAVUR. DEPARTMENT OF MECHANICAL ENGINEERING QUESTION BANK Sub : Strength of Materials Year / Sem: II / III Sub Code : MEB 310

More information

Downloaded from Downloaded from / 1

Downloaded from   Downloaded from   / 1 PURWANCHAL UNIVERSITY III SEMESTER FINAL EXAMINATION-2002 LEVEL : B. E. (Civil) SUBJECT: BEG256CI, Strength of Material Full Marks: 80 TIME: 03:00 hrs Pass marks: 32 Candidates are required to give their

More information

Module 6. Approximate Methods for Indeterminate Structural Analysis. Version 2 CE IIT, Kharagpur

Module 6. Approximate Methods for Indeterminate Structural Analysis. Version 2 CE IIT, Kharagpur Module 6 Approximate Methods for Indeterminate Structural Analysis Lesson 35 Indeterminate Trusses and Industrial rames Instructional Objectives: After reading this chapter the student will be able to

More information

Structural Steelwork Eurocodes Development of A Trans-national Approach

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

More information

The University of Melbourne Engineering Mechanics

The University of Melbourne Engineering Mechanics The University of Melbourne 436-291 Engineering Mechanics Tutorial Four Poisson s Ratio and Axial Loading Part A (Introductory) 1. (Problem 9-22 from Hibbeler - Statics and Mechanics of Materials) A short

More information

CHAPTER 4: BENDING OF BEAMS

CHAPTER 4: BENDING OF BEAMS (74) CHAPTER 4: BENDING OF BEAMS This chapter will be devoted to the analysis of prismatic members subjected to equal and opposite couples M and M' acting in the same longitudinal plane. Such members are

More information

EAS 664/4 Principle Structural Design

EAS 664/4 Principle Structural Design UNIVERSITI SAINS MALAYSIA 1 st. Semester Examination 2004/2005 Academic Session October 2004 EAS 664/4 Principle Structural Design Time : 3 hours Instruction to candidates: 1. Ensure that this paper contains

More information

A METHOD OF LOAD INCREMENTS FOR THE DETERMINATION OF SECOND-ORDER LIMIT LOAD AND COLLAPSE SAFETY OF REINFORCED CONCRETE FRAMED STRUCTURES

A METHOD OF LOAD INCREMENTS FOR THE DETERMINATION OF SECOND-ORDER LIMIT LOAD AND COLLAPSE SAFETY OF REINFORCED CONCRETE FRAMED STRUCTURES A METHOD OF LOAD INCREMENTS FOR THE DETERMINATION OF SECOND-ORDER LIMIT LOAD AND COLLAPSE SAFETY OF REINFORCED CONCRETE FRAMED STRUCTURES Konuralp Girgin (Ph.D. Thesis, Institute of Science and Technology,

More information

D : SOLID MECHANICS. Q. 1 Q. 9 carry one mark each.

D : SOLID MECHANICS. Q. 1 Q. 9 carry one mark each. GTE 2016 Q. 1 Q. 9 carry one mark each. D : SOLID MECHNICS Q.1 single degree of freedom vibrating system has mass of 5 kg, stiffness of 500 N/m and damping coefficient of 100 N-s/m. To make the system

More information

SRI CHANDRASEKHARENDRA SARASWATHI VISWA MAHAVIDHYALAYA

SRI CHANDRASEKHARENDRA SARASWATHI VISWA MAHAVIDHYALAYA SRI CHANDRASEKHARENDRA SARASWATHI VISWA MAHAVIDHYALAYA (Declared as Deemed-to-be University under Section 3 of the UGC Act, 1956, Vide notification No.F.9.9/92-U-3 dated 26 th May 1993 of the Govt. of

More information

BE Semester- I ( ) Question Bank (MECHANICS OF SOLIDS)

BE Semester- I ( ) Question Bank (MECHANICS OF SOLIDS) BE Semester- I ( ) Question Bank (MECHANICS OF SOLIDS) All questions carry equal marks(10 marks) Q.1 (a) Write the SI units of following quantities and also mention whether it is scalar or vector: (i)

More information

CHAPTER 5. T a = 0.03 (180) 0.75 = 1.47 sec 5.12 Steel moment frame. h n = = 260 ft. T a = (260) 0.80 = 2.39 sec. Question No.

CHAPTER 5. T a = 0.03 (180) 0.75 = 1.47 sec 5.12 Steel moment frame. h n = = 260 ft. T a = (260) 0.80 = 2.39 sec. Question No. CHAPTER 5 Question Brief Explanation No. 5.1 From Fig. IBC 1613.5(3) and (4) enlarged region 1 (ASCE 7 Fig. -3 and -4) S S = 1.5g, and S 1 = 0.6g. The g term is already factored in the equations, thus

More information

ε t increases from the compressioncontrolled Figure 9.15: Adjusted interaction diagram

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

More information

1.050: Beam Elasticity (HW#9)

1.050: Beam Elasticity (HW#9) 1050: Beam Elasticity (HW#9) MIT 1050 (Engineering Mechanics I) Fall 2007 Instructor: Markus J BUEHER Due: November 14, 2007 Team Building and Team Work: We strongly encourage you to form Homework teams

More information

Civil Engineering Design (1) Design of Reinforced Concrete Columns 2006/7

Civil Engineering Design (1) Design of Reinforced Concrete Columns 2006/7 Civil Engineering Design (1) Design of Reinforced Concrete Columns 2006/7 Dr. Colin Caprani, Chartered Engineer 1 Contents 1. Introduction... 3 1.1 Background... 3 1.2 Failure Modes... 5 1.3 Design Aspects...

More information

Slenderness Effects for Concrete Columns in Sway Frame - Moment Magnification Method (CSA A )

Slenderness Effects for Concrete Columns in Sway Frame - Moment Magnification Method (CSA A ) Slenderness Effects for Concrete Columns in Sway Frame - Moment Magnification Method (CSA A23.3-94) Slender Concrete Column Design in Sway Frame Buildings Evaluate slenderness effect for columns in a

More information

CIVIL DEPARTMENT MECHANICS OF STRUCTURES- ASSIGNMENT NO 1. Brach: CE YEAR:

CIVIL DEPARTMENT MECHANICS OF STRUCTURES- ASSIGNMENT NO 1. Brach: CE YEAR: MECHANICS OF STRUCTURES- ASSIGNMENT NO 1 SEMESTER: V 1) Find the least moment of Inertia about the centroidal axes X-X and Y-Y of an unequal angle section 125 mm 75 mm 10 mm as shown in figure 2) Determine

More information

KINGS COLLEGE OF ENGINEERING DEPARTMENT OF MECHANICAL ENGINEERING QUESTION BANK. Subject code/name: ME2254/STRENGTH OF MATERIALS Year/Sem:II / IV

KINGS COLLEGE OF ENGINEERING DEPARTMENT OF MECHANICAL ENGINEERING QUESTION BANK. Subject code/name: ME2254/STRENGTH OF MATERIALS Year/Sem:II / IV KINGS COLLEGE OF ENGINEERING DEPARTMENT OF MECHANICAL ENGINEERING QUESTION BANK Subject code/name: ME2254/STRENGTH OF MATERIALS Year/Sem:II / IV UNIT I STRESS, STRAIN DEFORMATION OF SOLIDS PART A (2 MARKS)

More information

CAPACITY DESIGN FOR TALL BUILDINGS WITH MIXED SYSTEM

CAPACITY DESIGN FOR TALL BUILDINGS WITH MIXED SYSTEM 13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 24 Paper No. 2367 CAPACITY DESIGN FOR TALL BUILDINGS WITH MIXED SYSTEM M.UMA MAHESHWARI 1 and A.R.SANTHAKUMAR 2 SUMMARY

More information

INSTITUTE OF AERONAUTICAL ENGINEERING (Autonomous) Dundigal, Hyderabad

INSTITUTE OF AERONAUTICAL ENGINEERING (Autonomous) Dundigal, Hyderabad INSTITUTE OF AERONAUTICAL ENGINEERING (Autonomous) Dundigal, Hyderabad -00 04 CIVIL ENGINEERING QUESTION BANK Course Name : STRENGTH OF MATERIALS II Course Code : A404 Class : II B. Tech II Semester Section

More information

CONNECTION DESIGN. Connections must be designed at the strength limit state

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

More information

SERVICEABILITY LIMIT STATE DESIGN

SERVICEABILITY LIMIT STATE DESIGN CHAPTER 11 SERVICEABILITY LIMIT STATE DESIGN Article 49. Cracking Limit State 49.1 General considerations In the case of verifications relating to Cracking Limit State, the effects of actions comprise

More information

Supplement: Statically Indeterminate Trusses and Frames

Supplement: Statically Indeterminate Trusses and Frames : Statically Indeterminate Trusses and Frames Approximate Analysis - In this supplement, we consider an approximate method of solving statically indeterminate trusses and frames subjected to lateral loads

More information

3 Hours/100 Marks Seat No.

3 Hours/100 Marks Seat No. *17304* 17304 14115 3 Hours/100 Marks Seat No. Instructions : (1) All questions are compulsory. (2) Illustrate your answers with neat sketches wherever necessary. (3) Figures to the right indicate full

More information

ΙApostolos Konstantinidis Diaphragmatic behaviour. Volume B

ΙApostolos Konstantinidis Diaphragmatic behaviour. Volume B Volume B 3.1.4 Diaphragmatic behaviour In general, when there is eccentric loading at a floor, e.g. imposed by the horizontal seismic action, the in-plane rigidity of the slab forces all the in-plane points

More information

RULES PUBLICATION NO. 17/P ZONE STRENGTH ANALYSIS OF HULL STRUCTURE OF ROLL ON/ROLL OFF SHIP

RULES PUBLICATION NO. 17/P ZONE STRENGTH ANALYSIS OF HULL STRUCTURE OF ROLL ON/ROLL OFF SHIP RULES PUBLICATION NO. 17/P ZONE STRENGTH ANALYSIS OF HULL STRUCTURE OF ROLL ON/ROLL OFF SHIP 1995 Publications P (Additional Rule Requirements), issued by Polski Rejestr Statków, complete or extend the

More information

ME Final Exam. PROBLEM NO. 4 Part A (2 points max.) M (x) y. z (neutral axis) beam cross-sec+on. 20 kip ft. 0.2 ft. 10 ft. 0.1 ft.

ME Final Exam. PROBLEM NO. 4 Part A (2 points max.) M (x) y. z (neutral axis) beam cross-sec+on. 20 kip ft. 0.2 ft. 10 ft. 0.1 ft. ME 323 - Final Exam Name December 15, 2015 Instructor (circle) PROEM NO. 4 Part A (2 points max.) Krousgrill 11:30AM-12:20PM Ghosh 2:30-3:20PM Gonzalez 12:30-1:20PM Zhao 4:30-5:20PM M (x) y 20 kip ft 0.2

More information

Design of reinforced concrete sections according to EN and EN

Design of reinforced concrete sections according to EN and EN Design of reinforced concrete sections according to EN 1992-1-1 and EN 1992-2 Validation Examples Brno, 21.10.2010 IDEA RS s.r.o. South Moravian Innovation Centre, U Vodarny 2a, 616 00 BRNO tel.: +420-511

More information

needed to buckle an ideal column. Analyze the buckling with bending of a column. Discuss methods used to design concentric and eccentric columns.

needed to buckle an ideal column. Analyze the buckling with bending of a column. Discuss methods used to design concentric and eccentric columns. CHAPTER OBJECTIVES Discuss the behavior of columns. Discuss the buckling of columns. Determine the axial load needed to buckle an ideal column. Analyze the buckling with bending of a column. Discuss methods

More information

Lecture-08 Gravity Load Analysis of RC Structures

Lecture-08 Gravity Load Analysis of RC Structures Lecture-08 Gravity Load Analysis of RC Structures By: Prof Dr. Qaisar Ali Civil Engineering Department UET Peshawar www.drqaisarali.com 1 Contents Analysis Approaches Point of Inflection Method Equivalent

More information

Chapter Objectives. Design a beam to resist both bendingand shear loads

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

More information

Module 11 Design of Joints for Special Loading. Version 2 ME, IIT Kharagpur

Module 11 Design of Joints for Special Loading. Version 2 ME, IIT Kharagpur Module 11 Design of Joints for Special Loading Version ME, IIT Kharagpur Lesson Design of Eccentrically Loaded Welded Joints Version ME, IIT Kharagpur Instructional Objectives: At the end of this lesson,

More information

Finite Element Modelling with Plastic Hinges

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

More information

4.3 Moment Magnification

4.3 Moment Magnification CHAPTER 4: Reinforced Concrete Columns 4.3 Moment Magnification Description An ordinary or first order frame analysis does not include either the effects of the lateral sidesway deflections of the column

More information

This Technical Note describes how the program checks column capacity or designs reinforced concrete columns when the ACI code is selected.

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

More information

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. 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

More information

9.5 Compression Members

9.5 Compression Members 9.5 Compression Members This section covers the following topics. Introduction Analysis Development of Interaction Diagram Effect of Prestressing Force 9.5.1 Introduction Prestressing is meaningful when

More information

CHENDU COLLEGE OF ENGINEERING &TECHNOLOGY DEPARTMENT OF CIVIL ENGINEERING SUB CODE & SUB NAME : CE2351-STRUCTURAL ANALYSIS-II UNIT-1 FLEXIBILITY

CHENDU COLLEGE OF ENGINEERING &TECHNOLOGY DEPARTMENT OF CIVIL ENGINEERING SUB CODE & SUB NAME : CE2351-STRUCTURAL ANALYSIS-II UNIT-1 FLEXIBILITY CHENDU COLLEGE OF ENGINEERING &TECHNOLOGY DEPARTMENT OF CIVIL ENGINEERING SUB CODE & SUB NAME : CE2351-STRUCTURAL ANALYSIS-II UNIT-1 FLEXIBILITY METHOD FOR INDETERMINATE FRAMES PART-A(2MARKS) 1. What is

More information

2012 MECHANICS OF SOLIDS

2012 MECHANICS OF SOLIDS R10 SET - 1 II B.Tech II Semester, Regular Examinations, April 2012 MECHANICS OF SOLIDS (Com. to ME, AME, MM) Time: 3 hours Max. Marks: 75 Answer any FIVE Questions All Questions carry Equal Marks ~~~~~~~~~~~~~~~~~~~~~~

More information

Q. 1 Q. 5 carry one mark each.

Q. 1 Q. 5 carry one mark each. General ptitude G Set-8 Q. 1 Q. 5 carry one mark each. Q.1 The chairman requested the aggrieved shareholders to him. () bare with () bore with (C) bear with (D) bare Q.2 Identify the correct spelling out

More information

Multi Linear Elastic and Plastic Link in SAP2000

Multi Linear Elastic and Plastic Link in SAP2000 26/01/2016 Marco Donà Multi Linear Elastic and Plastic Link in SAP2000 1 General principles Link object connects two joints, i and j, separated by length L, such that specialized structural behaviour may

More information

IMPROVING LATERAL STIFFNESS ESTIMATION IN THE DIAGONAL STRUT MODEL OF INFILLED FRAMES

IMPROVING LATERAL STIFFNESS ESTIMATION IN THE DIAGONAL STRUT MODEL OF INFILLED FRAMES IMPROVING LATERAL STIFFNESS ESTIMATION IN THE DIAGONAL STRUT MODEL OF INFILLED FRAMES I.N. Doudoumis 1 1 Professor, Dept. of Civil Engineering, Aristotle University of Thessaloniki, Thessaloniki, Greece

More information

CHAPTER 4. ANALYSIS AND DESIGN OF COLUMNS

CHAPTER 4. ANALYSIS AND DESIGN OF COLUMNS 4.1. INTRODUCTION CHAPTER 4. ANALYSIS AND DESIGN OF COLUMNS A column is a vertical structural member transmitting axial compression loads with or without moments. The cross sectional dimensions of a column

More information

EDEXCEL NATIONAL CERTIFICATE/DIPLOMA SCIENCE FOR TECHNICIANS OUTCOME 1 - STATIC AND DYNAMIC FORCES TUTORIAL 3 STRESS AND STRAIN

EDEXCEL NATIONAL CERTIFICATE/DIPLOMA SCIENCE FOR TECHNICIANS OUTCOME 1 - STATIC AND DYNAMIC FORCES TUTORIAL 3 STRESS AND STRAIN EDEXCEL NATIONAL CERTIFICATE/DIPLOMA SCIENCE FOR TECHNICIANS OUTCOME 1 - STATIC AND DYNAMIC FORCES TUTORIAL 3 STRESS AND STRAIN 1 Static and dynamic forces Forces: definitions of: matter, mass, weight,

More information

Mechanics of Materials Primer

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

More information

If the number of unknown reaction components are equal to the number of equations, the structure is known as statically determinate.

If the number of unknown reaction components are equal to the number of equations, the structure is known as statically determinate. 1 of 6 EQUILIBRIUM OF A RIGID BODY AND ANALYSIS OF ETRUCTURAS II 9.1 reactions in supports and joints of a two-dimensional structure and statically indeterminate reactions: Statically indeterminate structures

More information

Structural Steelwork Eurocodes Development of A Trans-national Approach

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

More information

TABLE OF CONTANINET 1. Design criteria. 2. Lateral loads. 3. 3D finite element model (SAP2000, Ver.16). 4. Design of vertical elements (CSI, Ver.9).

TABLE OF CONTANINET 1. Design criteria. 2. Lateral loads. 3. 3D finite element model (SAP2000, Ver.16). 4. Design of vertical elements (CSI, Ver.9). TABLE OF CONTANINET 1. Design criteria. 2. Lateral loads. 2-1. Wind loads calculation 2-2. Seismic loads 3. 3D finite element model (SAP2000, Ver.16). 4. Design of vertical elements (CSI, Ver.9). 4-1.

More information

five Mechanics of Materials 1 ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SUMMER 2017 lecture

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

More information

Only for Reference Page 1 of 18

Only for Reference  Page 1 of 18 Only for Reference www.civilpddc2013.weebly.com Page 1 of 18 Seat No.: Enrolment No. GUJARAT TECHNOLOGICAL UNIVERSITY PDDC - SEMESTER II EXAMINATION WINTER 2013 Subject Code: X20603 Date: 26-12-2013 Subject

More information

Structural Analysis I Chapter 4 - Torsion TORSION

Structural Analysis I Chapter 4 - Torsion TORSION ORSION orsional stress results from the action of torsional or twisting moments acting about the longitudinal axis of a shaft. he effect of the application of a torsional moment, combined with appropriate

More information

Roadway Grade = m, amsl HWM = Roadway grade dictates elevation of superstructure and not minimum free board requirement.

Roadway Grade = m, amsl HWM = Roadway grade dictates elevation of superstructure and not minimum free board requirement. Example on Design of Slab Bridge Design Data and Specifications Chapter 5 SUPERSTRUCTURES Superstructure consists of 10m slab, 36m box girder and 10m T-girder all simply supported. Only the design of Slab

More information

PEER/SSC Tall Building Design. Case study #2

PEER/SSC Tall Building Design. Case study #2 PEER/SSC Tall Building Design Case study #2 Typical Plan View at Ground Floor and Below Typical Plan View at 2 nd Floor and Above Code Design Code Design Shear Wall properties Shear wall thickness and

More information

Influence of residual stresses in the structural behavior of. tubular columns and arches. Nuno Rocha Cima Gomes

Influence of residual stresses in the structural behavior of. tubular columns and arches. Nuno Rocha Cima Gomes October 2014 Influence of residual stresses in the structural behavior of Abstract tubular columns and arches Nuno Rocha Cima Gomes Instituto Superior Técnico, Universidade de Lisboa, Portugal Contact:

More information

Influence of First Shape Factor in Behaviour of Rubber Bearings Base Isolated Buildings.

Influence of First Shape Factor in Behaviour of Rubber Bearings Base Isolated Buildings. ISSN (Online) 2347-327 Influence of First Shape Factor in Behaviour of Rubber Bearings Base Isolated Buildings. Luan MURTAJ 1, Enkelejda MURTAJ 1 Pedagogue, Department of Structural Mechanics Faculty of

More information

Comparison of Structural Models for Seismic Analysis of Multi-Storey Frame Buildings

Comparison of Structural Models for Seismic Analysis of Multi-Storey Frame Buildings Comparison of Structural Models for Seismic Analysis of Multi-Storey Frame Buildings Dj. Ladjinovic, A. Raseta, A. Radujkovic & R. Folic University of Novi Sad, Faculty of Technical Sciences, Novi Sad,

More information

UNIT III DEFLECTION OF BEAMS 1. What are the methods for finding out the slope and deflection at a section? The important methods used for finding out the slope and deflection at a section in a loaded

More information

INFLUENCE OF FLANGE STIFFNESS ON DUCTILITY BEHAVIOUR OF PLATE GIRDER

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

More information

Soil-Structure Interaction in Nonlinear Pushover Analysis of Frame RC Structures: Nonhomogeneous Soil Condition

Soil-Structure Interaction in Nonlinear Pushover Analysis of Frame RC Structures: Nonhomogeneous Soil Condition ABSTRACT: Soil-Structure Interaction in Nonlinear Pushover Analysis of Frame RC Structures: Nonhomogeneous Soil Condition G. Dok ve O. Kırtel Res. Assist., Department of Civil Engineering, Sakarya University,

More information

BOOK OF COURSE WORKS ON STRENGTH OF MATERIALS FOR THE 2 ND YEAR STUDENTS OF THE UACEG

BOOK OF COURSE WORKS ON STRENGTH OF MATERIALS FOR THE 2 ND YEAR STUDENTS OF THE UACEG BOOK OF COURSE WORKS ON STRENGTH OF MATERIALS FOR THE ND YEAR STUDENTS OF THE UACEG Assoc.Prof. Dr. Svetlana Lilkova-Markova, Chief. Assist. Prof. Dimitar Lolov Sofia, 011 STRENGTH OF MATERIALS GENERAL

More information

Lecture-04 Design of RC Members for Shear and Torsion

Lecture-04 Design of RC Members for Shear and Torsion Lecture-04 Design of RC Members for Shear and Torsion By: Prof. Dr. Qaisar Ali Civil Engineering Department UET Peshawar drqaisarali@uetpeshawar.edu.pk www.drqaisarali.com 1 Topics Addressed Design of

More information

Case Study in Reinforced Concrete adapted from Simplified Design of Concrete Structures, James Ambrose, 7 th ed.

Case Study in Reinforced Concrete adapted from Simplified Design of Concrete Structures, James Ambrose, 7 th ed. ARCH 631 Note Set 11 S017abn Case Study in Reinforced Concrete adapted from Simplified Design of Concrete Structures, James Ambrose, 7 th ed. Building description The building is a three-story office building

More information

A Mathematical Formulation to Estimate the Fundamental Period of High-Rise Buildings Including Flexural-Shear Behavior and Structural Interaction

A Mathematical Formulation to Estimate the Fundamental Period of High-Rise Buildings Including Flexural-Shear Behavior and Structural Interaction Journal of Solid Mechanics Vol. 6, No. (014) pp. 1-134 A Mathematical Formulation to Estimate the Fundamental Period of High-Rise Buildings Including Flexural-Shear Behavior and Structural Interaction

More information

Simple Method for Analysis of Tube Frame by Consideration of Negative Shear Lag

Simple Method for Analysis of Tube Frame by Consideration of Negative Shear Lag Australian Journal of Basic and Applied Sciences, 5(3): 309-316, 2011 ISSN 1991-8178 Simple Method for Analysis of Tube Frame by Consideration of Negative Shear Lag 1 Reza Mahjoub, 2 Reza Rahgozar, 2 Hamed

More information

Nonlinear static analysis PUSHOVER

Nonlinear static analysis PUSHOVER Nonlinear static analysis PUSHOVER Adrian DOGARIU European Erasmus Mundus Master Course Sustainable Constructions under Natural Hazards and Catastrophic Events 520121-1-2011-1-CZ-ERA MUNDUS-EMMC Structural

More information

Structural Analysis Lab

Structural Analysis Lab Structural Analysis Lab Session 4 Shear Walls With Openings Group 3 Daniel Carroll James Loney Brian Keating Eoghan Russell Table of Contents Introduction... 2 Modelling of structure... 3 Theoretical Calculations...

More information

R13. II B. Tech I Semester Regular Examinations, Jan MECHANICS OF SOLIDS (Com. to ME, AME, AE, MTE) PART-A

R13. II B. Tech I Semester Regular Examinations, Jan MECHANICS OF SOLIDS (Com. to ME, AME, AE, MTE) PART-A SET - 1 II B. Tech I Semester Regular Examinations, Jan - 2015 MECHANICS OF SOLIDS (Com. to ME, AME, AE, MTE) Time: 3 hours Max. Marks: 70 Note: 1. Question Paper consists of two parts (Part-A and Part-B)

More information

Lecture-09 Introduction to Earthquake Resistant Analysis & Design of RC Structures (Part I)

Lecture-09 Introduction to Earthquake Resistant Analysis & Design of RC Structures (Part I) Lecture-09 Introduction to Earthquake Resistant Analysis & Design of RC Structures (Part I) By: Prof Dr. Qaisar Ali Civil Engineering Department UET Peshawar www.drqaisarali.com 1 Topics Introduction Earthquake

More information

March 24, Chapter 4. Deflection and Stiffness. Dr. Mohammad Suliman Abuhaiba, PE

March 24, Chapter 4. Deflection and Stiffness. Dr. Mohammad Suliman Abuhaiba, PE Chapter 4 Deflection and Stiffness 1 2 Chapter Outline Spring Rates Tension, Compression, and Torsion Deflection Due to Bending Beam Deflection Methods Beam Deflections by Superposition Strain Energy Castigliano

More information

two structural analysis (statics & mechanics) APPLIED ACHITECTURAL STRUCTURES: DR. ANNE NICHOLS SPRING 2017 lecture STRUCTURAL ANALYSIS AND SYSTEMS

two structural analysis (statics & mechanics) APPLIED ACHITECTURAL STRUCTURES: DR. ANNE NICHOLS SPRING 2017 lecture STRUCTURAL ANALYSIS AND SYSTEMS APPLIED ACHITECTURAL STRUCTURES: STRUCTURAL ANALYSIS AND SYSTEMS DR. ANNE NICHOLS SPRING 2017 lecture two structural analysis (statics & mechanics) Analysis 1 Structural Requirements strength serviceability

More information

Degree of coupling in high-rise mixed shear walls structures

Degree of coupling in high-rise mixed shear walls structures Sādhanā Vol. 37, Part 4, August 2012, pp. 481 492. c Indian Academy of Sciences Degree of coupling in high-rise mixed shear walls structures J C D HOENDERKAMP Department of the Built Environment, Eindhoven

More information

External Pressure... Thermal Expansion in un-restrained pipeline... The critical (buckling) pressure is calculated as follows:

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

More information

STRUCTURAL SURFACES & FLOOR GRILLAGES

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

More information

UNIT 1 STRESS STRAIN AND DEFORMATION OF SOLIDS, STATES OF STRESS 1. Define stress. When an external force acts on a body, it undergoes deformation.

UNIT 1 STRESS STRAIN AND DEFORMATION OF SOLIDS, STATES OF STRESS 1. Define stress. When an external force acts on a body, it undergoes deformation. UNIT 1 STRESS STRAIN AND DEFORMATION OF SOLIDS, STATES OF STRESS 1. Define stress. When an external force acts on a body, it undergoes deformation. At the same time the body resists deformation. The magnitude

More information

MECHANICS OF STRUCTURES SCI 1105 COURSE MATERIAL UNIT - I

MECHANICS OF STRUCTURES SCI 1105 COURSE MATERIAL UNIT - I MECHANICS OF STRUCTURES SCI 1105 COURSE MATERIAL UNIT - I Engineering Mechanics Branch of science which deals with the behavior of a body with the state of rest or motion, subjected to the action of forces.

More information

JUT!SI I I I TO BE RETURNED AT THE END OF EXAMINATION. THIS PAPER MUST NOT BE REMOVED FROM THE EXAM CENTRE. SURNAME: FIRST NAME: STUDENT NUMBER:

JUT!SI I I I TO BE RETURNED AT THE END OF EXAMINATION. THIS PAPER MUST NOT BE REMOVED FROM THE EXAM CENTRE. SURNAME: FIRST NAME: STUDENT NUMBER: JUT!SI I I I TO BE RETURNED AT THE END OF EXAMINATION. THIS PAPER MUST NOT BE REMOVED FROM THE EXAM CENTRE. SURNAME: FIRST NAME: STUDENT NUMBER: COURSE: Tutor's name: Tutorial class day & time: SPRING

More information

Figure 1: Representative strip. = = 3.70 m. min. per unit length of the selected strip: Own weight of slab = = 0.

Figure 1: Representative strip. = = 3.70 m. min. per unit length of the selected strip: Own weight of slab = = 0. Example (8.1): Using the ACI Code approximate structural analysis, design for a warehouse, a continuous one-way solid slab supported on beams 4.0 m apart as shown in Figure 1. Assume that the beam webs

More information

T2. VIERENDEEL STRUCTURES

T2. VIERENDEEL STRUCTURES T2. VIERENDEEL STRUCTURES AND FRAMES 1/11 T2. VIERENDEEL STRUCTURES NOTE: The Picture Window House can be designed using a Vierendeel structure, but now we consider a simpler problem to discuss the calculation

More information