Table of Contents

Chapter NoTitlePage No

1 Construction Planning

1.1 Basic Concepts in the Development of Construction

Plans1

1.2 Choice of Technology and Construction Method2

1.3 Defining Work Tasks3

1.4 Defining Precedence Relationships Among Activities6

1.5 Estimating Activity Durations10

1.6 Estimating Resource Requirements for Work Activities14

1.7 Coding Systems15

1.8 References17

2 Fundamental Scheduling Procedures

2.1 Relevance of Construction Schedules18

2.2 The Critical Path Method19

2.3 Calculations for Critical Path Scheduling20

2.4 Activity Float and Schedules22

2.5 Presenting Project Schedules25

2.6 Critical Path Scheduling for Activity-on-Node and with

Leads, Lags, and Windows30

2.7 Calculations for Scheduling with Leads, Lags and

Windows33

2.8 Resource Oriented Scheduling34

2.9 Scheduling with Resource Constraints and Precedence36

2.10 Use of Advanced Scheduling Techniques38

2.11 Scheduling with Uncertain Durations38

2.12 Crashing and Time/Cost Tradeoffs42

2.13 Improving the Scheduling Process45

2.14 References46

3 Cost Control, Monitoring and Accounting

3.1 The Cost Control Problem47

3.2 The Project Budget47

3.3 Forecasting for Activity Cost Control48

3.4 Financial Accounting Systems and Cost Accounts49

3.5 Control of Project Cash Flows51

3.6 Schedule Control52

3.7 Schedule and Budget Updates54

3.8 Relating Cost and Schedule Information54

3.9 References56

4 Quality Control and Safety During Construction

4.1 Quality and Safety Concerns in Construction57

4.2 Organizing for Quality and Safety57

4.3 Work and Material Specifications58

4.4 Total Quality Control59

4.5 Quality Control by Statistical Methods61

4.6 Statistical Quality Control with Sampling by Attributes61

4.7 Statistical Quality Control with Sampling by Variables66

4.8 Safety71

4.9 References71

5 Organization and Use of Project Information

5.1 Types of Project Information73

5.2 Accuracy and Use of Information74

5.3 Computerized Organization and Use of Information76

5.4 Organizing Information in Databases78

5.5 Relational Model of Databases80

5.6 Other Conceptual Models of Databases81

5.7 Centralized Database Management Systems84

5.8 Databases and Applications Programs85

5.9 Information Transfer and Flow87

5.10 References88

CE2351 STRUCTURAL ANALYSIS II L T P C 3 1 0 4

OBJECTIVE

This course is in continuation of Structural Analysis Classical Methods. Here in advanced method of analysis like Matrix method and Plastic Analysis are covered. Advanced topics such as FE method and Space Structures are covered.

UNIT I FLEXIBILITY METHOD 12

Equilibrium and compatibility Determinate vs Indeterminate structures Indeterminacy - Primary structure Compatibility conditions Analysis of indeterminate pin-jointed plane frames, continuous beams, rigid jointed plane frames (with redundancy restricted to two). UNIT II STIFFNESS MATRIX METHOD 12

Element and global stiffness matrices Analysis of continuous beams Co-ordinate transformations Rotation matrix Transformations of stiffness matrices, load vectors and displacements vectors Analysis of pin-jointed plane frames and rigid frames( with redundancy vertical to two)

UNIT III FINITE ELEMENT METHOD 12

Introduction Discretisation of a structure Displacement functions Truss element Beam element Plane stress and plane strain - Triangular elements

UNIT IV PLASTIC ANALYSIS OF STRUCTURES 12

Statically indeterminate axial problems Beams in pure bending Plastic moment of resistance

Plastic modulus Shape factor Load factor Plastic hinge and mechanism Plastic analysis of indeterminate beams and frames Upper and lower bound theorems

UNIT V SPACE AND CABLE STRUCTURES 12

Analysis of Space trusses using method of tension coefficients Beams curved in plan Suspension cables suspension bridges with two and three hinged stiffening girders TOTAL: 60 PERIODS

53

TEXT BOOKS

1. Vaidyanathan, R. and Perumal, P., Comprehensive structural Analysis Vol. I & II, Laxmi

Publications, New Delhi, 2003

2. L.S. Negi & R.S. Jangid, Structural Analysis, Tata McGraw-Hill Publications, New Delhi, 2003.

3. BhaviKatti, S.S, Structural Analysis Vol. 1 Vol. 2, Vikas Publishing House Pvt. Ltd., New

Delhi, 2008

REFERENCES

1. Ghali.A, Nebille,A.M. and Brown,T.G. Structural Analysis A unified classical and Matrix approach 5th edition. Spon Press, London and New York, 2003.

2. Coates R.C, Coutie M.G. and Kong F.K., Structural Analysis, ELBS and Nelson, 1990

3. Structural Analysis A Matrix Approach G.S. Pandit & S.P. Gupta, Tata McGraw Hill 2004.

4. Matrix Analysis of Framed Structures Jr. William Weaver & James M. Gere, CBS Publishers and Distributors, Delhi.

CHAPTER 1 FLEXIBILITY METHOD

Equilibrium and compatibility Determinate vs Indeterminate structures Indeterminacy -Primary structure Compatibility conditions Analysis of indeterminate pin-jointed planeframes, continuous beams, rigid jointed plane frames (with redundancy restricted to two).

1.1 INTRODUCTION

These are the two basic methods by which an indeterminate skeletal structure is analyzed. In these methods flexibility and stiffness properties of members are employed. These methods have been developed in conventional and matrix forms. Here conventional methods are discussed.

Thegivenindeterminatestructureisfirstmadestaticallydeterminatebyintroducing suitablenumberofreleases.Thenumberofreleasesrequiredisequalto staticalindeterminacys.Introductionofreleasesresultsin displacementdiscontinuitiesatthesereleases under the externally applied loads. Pairs ofunknownbiactions(forces

andmoments)areappliedatthesereleasesinordertorestorethecontinuityorcompatibilityof structure.

The computation of these unknown biactions involves solution of linear simultaneousequations.Thenumberoftheseequationsisequaltostaticalindeterminacys.

Aftertheunknownbiactionsarecomputedall theinternalforcescanbecomputedintheentirestructureusingequationsofequilibriumandfreeb odiesofmembers.Therequired displacements can also be computed using methods of displacement computation.

Inflexibilitymethodsinceunknownsareforces atthereleasesthemethodisalsocalled force method.Since computation of displacement is also required at releases for imposing conditions of compatibility the method is also called compatibility method. In computationofdisplacementsuseismadeof flexibilityproperties,hence,themethodis also called flexibility method.

1.2 EQUILIBRIUM and COMPATABILITY CONDITIONS

Thethreeconditionsofequilibriumarethesumofhorizontalforces,verticalforcesandmom ents at anyjoint should beequal to zero.

i.e.H=0;V=0;M=0

(CE2351) (Structural Analysis II)

(3) (Dept of Civil)

Forces should be in equilibrium

i.e.FX=0;FY=0;FZ=0 i.e.MX=0;MY=0;MZ=0

Displacement of a structure should be compatable

The compatibility conditions for the supports can be given as 1.Roller Support V=0

2. Hinged Support V=0, H=0

3. Fixed Support V=0, H=0, =0

1.3. DETERMINATE AND INDETERMINATE STRUCTURAL SYSTEMS

Ifskeletalstructureissubjectedtograduallyincreasingloads,withoutdistortingthe initialgeometryofstructure,thatis,causingsmalldisplacements,thestructureissaidto be stable. Dynamic loads andbuckling orinstabilityofstructuralsystemarenot consideredhere.Ifforthestablestructureitispossibletofindtheinternalforcesinall the members constituting the structure and supporting reactions at all the supports providedfrom staticallyequationsofequilibrium only,thestructureissaidtobe determinate.

Ifitispossibletodetermineallthesupport reactionsfromequationsof equilibrium alonethestructureissaidtobeexternallydeterminateelseexternally indeterminate.If structureis externallydeterminatebutitisnotpossibletodetermineall internalforcesthenstructureissaidtobe internallyindeterminate. Thereforeastructural systemmaybe:

(1)Externally indeterminate but internally determinate (2)Externally determinate but internally indeterminate (3)Externallyand internallyindeterminate

(4)Externally and internallydeterminate

1.3.1. DETERMINATEVs INDETERMINATESTRUCTURES.

Determinatestructurescanbesolvingusingconditionsofequilibriumalone(H=0;V=0

;M=0). No otherconditions arerequired.

Indeterminatestructurescannotbesolvedusingconditionsofequilibriumbecause(H0;

V0;M0).Additionalconditionsarerequiredforsolvingsuchstructures. Usuallymatrixmethods areadopted.

1.4 INDETERMINACYOF STRUCTURAL SYSTEM

The indeterminacy of a structure is measured as statically (s) or kinematical (k)Indeterminacy.

s= P (M N + 1) r = PR r k= P (N 1) + r s+k= PM c

P = 6 for space frames subjected to general loading

P = 3 for plane frames subjected to inplane or normal to plane loading. N = Numberof nodes in structural system.

M=Numberofmembersofcompletelystiffstructurewhichincludesfoundationas singlyconnectedsystem ofmembers.

Incompletelystiffstructurethereisnoreleasepresent.Insinglyconnectedsystem ofrigidfoundationmembersthereisonlyoneroute betweenanytwopointsinwhichtracksarenotretraced. Thesystemisconsidered comprising of closed rings or loops.

R = Numberof loops or rings in completely stiff structure. r = Number of rele