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SIX WEEK SOFTWARE TRAINING

SUBMITTED IN PARTIAL FULFILLMENT OF THE REQUIREMENT FOR Six Month Industrial& Software Training

At

CADD CENTRE LUDHIANA (From 1st June 2014 to 25th July. 2014)

SUBMITTED BY GURVINDER SINGH

119037 1136307

Civil Engineering Department BABA BANDA SINGH BAHADUR ENGINEERING COLLEGE

FATEHGARH SAHIB PUNJAB,INDIA

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ACKNOWLEDGEMENT

As the professional courses not only require the theoretical knowledge but practical

knowledge too, that is why university started conducting training programs for the

students, so that they can get ample view of practical problems. I find it a matter of

Honor in showing the feeling of indebtedness and thankfulness to the Dr. M.S. Saini,

Director, Guru Nanak Dev Engineering College, Ludhiana for providing this

opportunity to carry out the six weeks industrial training.

The constant guidance and encouragement received from Er. K.S.Maan, Dean

Training & Placement cell, has been of great help in carrying out the project work and

is acknowledged with reverential thanks.

It is my privilege to express my profound ineptness, my deep sense of gratitude to

GNDEC Testing and Consultancy Cell, Ludhiana for showing trust in me and

assigning me such an important and interesting project and also for sparing time from his

schedule to discuss and clarify issues related to this project.

I sincerely thank to my project guide Dr. H.S. Rai (Dean Testing and

consultancy Cell) for guidance and encouragement in carrying out this training work.

My special thanks to Dr. Harpal Singh, Prof.Prashant Garg , Prof. Amandeep Singh

for their kind co-operation to the completion of my training work.

I wish to express my sincere gratitude to Dr. J.N.Jha, (H.O.D) of CIVIL

ENGINEERING DEPARTMENT of Guru Nanak Dev Engineering College for

providing me an Opportunity to do my training work on GNDEC Testing and

Consultancy Cell, Ludhiana.This training bears on imprint of many peoples.

I am also very thankful to my friends and family members who supported me

encouraged me all the time to go through this whole training work.

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STUDENT DECLARATION

This is to certify that I, Navneet Singh student of B.Tech (Civil)-7th Semester has

undergone software training in “GNDEC Testing and Consultancy Cell, Ludhiana" as

required of six weeks project semester for the award of degree of B.Tech Civil

Engineering, Guru Nanak Dev Engineering College, Ludhiana and learn the STADD

PRO, Open Jump and GEO FIVE which is an authentic record of my work carried out at

Ludhiana.

If any discrepancy is found regarding the originality of this report I may be held

responsible. I have not copied from any report submitted earlier this or any other

university. This is purely original and authentic work.

NAVNEET SINGH

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INDEX

Content Page No.

1.0 STADD Introduction 06

1.0 Introduction about STADD PRO 06

1.1 Graphic Environment

(A) Model Generation 07

(B) Modal Verification 07

1.2 Analysis and Design

(A) Static Analysis 07

(B) Dynamic/Seismic Analysis 08

1.3 Design of Different Mat

(A) Concrete Design 08

(B) Steel Design 08

2.0 STADD Pro Project

2.1 Analysis of simply supported beam and

compare it with analytically 09

2.2 Analysis of continuous beam 10

2.3 Analysis of single story frame and compare it

with provided with roller support and hinged support. 11

2.4 Analyses of space frame and compare it provided

with or without plinth beam 13

2.5 Analysis of frame for various combination

of loads as per IS 456:2000 14

2.6 Design and analysis of elevated intz tank 16

2.7 Analysis of Howe truss 19

2.8 Steel bolted connection using ram connection 20

2.9 Displacement analysis of tower supported by cables 21

2.10 Analysis of beam carrying rolling load

and compare it analytically 22

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3.0 Introduction about OPEN JUMP 24

A) Features

B) Data

3.1 Steps for Selection of a site for nuclear power station in India 25

4.0 Information about GEO FIVE 26

4.1 Determination of Earth Pressure 28

4.2 Determination of earth Pressure of Cantilever Retaining Wall 31

4.3 Spread Footing Analysis 37

4.4 Slope Stability Analysis 44

5.0 Information about Major Project

5.1 Design of RCC Structure of GADVASU CAMPUS 47

5.2 Design of STEEL Structure of Malhotra IT Park 48

5.3 Design of RCC Structure of FC Sondhi Company, Jalandhar 49

5.4 Two Dimensional Plan of FC Sondhi Company, Jal. 50

6.0 Conclusion 51

7.0 References and Bibliography 52

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1.0 Introduction about STADD PRO

STAAD PRO is a structural analysis and design computer program originally developed

by Research Engineers International in CA. In late 2005, Research Engineer International

was bought by Bentley Systems. STAAD PRO features state of the art user interface,

visualization tools, powerful analysis and design engines with advanced finite element

(FEM) and dynamic analysis capabilities. From model generation, analysis and design to

visualization and result verification STAAD PRO is the professional first choice. STAAD

PRO was developed by practicing engineers around the globe. It has evolved over 20

years and meets the requirements of ISO 9001 certification

Features of STADD PRO

• "Concurrent Engineering" based user environment for model development,

analysis, design, visualization and verification.

• Object-oriented intuitive 2D/3D graphic model generation.

• Pull down menus, floating toolbars, and tool tip help.

• Flexible Zoom and multiple views.

• Isometric and perspective views 3D shapes.

• Built-in Command File Editor.

• Simple Command Language.

• Graphics/Text input generation.

• State-of-the-art Graphical Pre and Post Processor.

• Rectangular/Cylindrical Coordinate Systems.

• Joint, Member/Element, Mesh Generation with flexible user-controlled

numbering.

• Efficient algorithm minimizes disk space requirements.

• FPS, Metric or SI units.

• Presentation quality printer plots of Geometry and Results as part of run output.

• Compatible with Win95/98/NT

• On-line manual and context sensitive help

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1.1Graphics Environment :

A) Model Generation

Interactive Menu-driven Model Generation with simultaneous 3D display.

2Dand 3D Graphic Generation using rectangular or polar coordinate systems.

Generate Copy, Repeat, Mirror, Pivot, etc. or quick and easy geometry

generation.

Quick/easy mesh generation.

Comprehensive graphics editing.

Graphical Specification and Display of Properties, Loadings, Supports,

Orientations.

Import AutoCAD DXF files.

Access to Text Editor.

B) Model Verification

2D/3D drawings on screen as well as on plotter/printer.

Sectional views or views with listed members only.

Isometric or any rotations for full 3D viewing.

Display of Properties, Loadings, Supports, Orientations, Joint/Member

numbering, Dimensions, Hidden line removed, etc.

Plot manipulation according to the size, rotation, viewing origin and distance.

1.2Analysis &Design:

A) Static Analysis

2D/3D Analysis based on state-of-the-art Matrix method to handle extremely

large job.

Beam, Truss, Tapered Beam, Shell/Plate Bending/Plane Stress.

Full/Partial Moment Releases.

Member Offset Specification.

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Fixed, Pinned and Spring Supports with Releases. Also inclined Supports.

Automatic Spring Support Generator.

Active/Inactive Members for Load-Dependent structures.

Tension-only members and compression-only members, Multi-linear spring

supports.

B) Dynamic / Seismic Analysis

Mass modeling, Extraction of Frequency and Mode shapes.

Response Spectrum, Time History Analysis.

Modal Damping Ratio for Individual Models.

Harmonic Load Generator.

Combination of Dynamic forces with Static loading for subsequent design.

1.3 Design of different material

A) Concrete Design:

Design of Concrete Beam/Column/Slab/Footing as per all major international

codes

Numerical and Graphical Design Outputs with complete reinforcement details.

RC detailer as per IS 456-2000 has been implemented which has given a new

dimension to RCC design never witnessed in STAAD before.

B) SteelDesign:

Built-in steel tables including AISC, Australian, British, Canadian, Chinese,

European, Indian, Japanese, Korean, Russian, and South African. Shapes include

I-Beam with or without cover plates, Channels, Angles, Double

Angles,/Channels, Pipes and Tubes.

User-specified Design Parameters to customize design.

Code Check, Member selection and Optimised Member Selection consisting of

Analysis/Design cycles.

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Project: 2.1 Q). Calculate the Bending moment, shear force and deflection of simply supported beam

in staad pro and compare it with manually?

Sol.) Let us take example a beam of 5m span having cross section of (0.5 x 0.3)m and

having flexural rigidity 2x 10^5 mm4.

a) By using STAAD Pro:-

S.F. at support = 10 KN

B.M. at mid span = 12.5 KNm

Deflection at mid span = 0.052 mm

b) By analytically:-

S.F. at support = ��/ 4 = 4 x ��

�10 KN

B.M. at mid span = wl2/8 = 4 x 25/8 = 12.5 KNm

Deflection at mid span = 5 wl3/384 EI= 0.052 mm

Conclusion: The result obtained from the software and analytically are hundred percent

same.

Maximum Bending Moment using Staad Pro. Result

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Project: 2.2

Q).Draw the Shear force and bending moment diagram for the following beam using Staad Pro.?

Sol.)

a) Shear force diagram:-

b) Bending Moment Diagram:-

b) Bending Moment Diagram

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Project: 2.3 Q). Determine the Maximum Shear force and Bending Moment in single storey frame

given following diagram? Compare it when both supports are a) Hinged b) Fixed.

Sol).

Particular Hinged Support Fixed Support Variation (%)w.r.t.

hinged support

Max. S.F.

(KN)

Column 9.899 16.578 -67

Beam 100 100 0

Max. B.M

(KN/m)

Column 39.957 44.326 -13

Beam 60.043 55.674 8.33

Max. Deflection

(mm)

Column 4.897 3.150 25

Beam 10.552 9.508 10

Conclusion: - It is clear from the above figures that the B.M. and deflection are greater in

case of hinged support. Hence it always preferable to design the structure by assuming

the hinged support since it provides safer design of frame.

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S.F. Diagram S.F. Diagram

B.M. Diagram

B.M. Diagram

Deflection

Hinged Support Fixed Support

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Project: 2.4 Q). Determine the maximum shear force and bending moment in Space frame given in

following figure and compare it when provided with plinth beam at 2m from base ?

Sol). Let us provide a Plinth Beam at distance of 1.5m from the support all around of

frame and size of Plinth beam is kept same as size of main beam.

Particular without Plinth Beam with Plinth Beam

Max. S.F.

(KN)

Column 0.6 1.6

Beam 6 6

Max. B.M

(KNm)

Column 2.6 1.1

Beam 3.4 3.1

Max. Deflection

(mm)

Column 0.3 0.1

Beam 0.4 0.3

Conclusion: - The frames which are provided with the plinth beam are less liable to

deflection and bending moment. Due to the provision of plinth beam the displacement is

not transferred to the column below the plinth beam and it also reduce the effect of

bending moment since column will become more short due the reduction its effective

length and shear force is approximately same in both cases.

Loading of 3KN/m on each beam Beam = 0.3x0.25m Column = 0.3x0.3m

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Project: 2.5 Q). Analyze the following frame for the various combinations of loads as per IS456 limit

state of collapse?

With Plinth Beam Without Plinth Beam

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Sol). The values of Shear force, Bending Moment and deflection for the various

combinations are described as followings:-

BEAM

Load Combination

IS456:2000

Shear Force

(KN)

Bending Moment

(KNm)

Deflection

(mm)

1.5 (D.L. +L.L.) -180 -106.5 7.1

1.5 (D.L. +W.L.) -136.5 81.8 10.6

1.5 (D.L.-W.L.) 136.5 81.8 -10.6

1.2(D.L. + L.L. +W.L.) -157.2 -85.6 9.5

1.2(D.L. + L.L.-W.L.) 157.2 -85.6 -9.5

RIGHT COLUMN

Load Combination

IS456:2000

Shear Force

(KN)

Bending Moment

(KNm)

Deflection/ Sway

(mm)

1.5 (D.L. +L.L.) -21.9 73.5 3

1.5 (D.L. +W.L.) 0 18 9.5

1.5 (D.L.-W.L.) -29.6 81.8 9.8

1.2(D.L. + L.L. +W.L.) -5.5 32.4 7.6

1.2(D.L. + L.L.-W.L.) -29.5 85.1 8.4

LEFT COLUMN

Load Combination

IS456:2000

Shear Force

(KN)

Bending Moment

(KNm)

Deflection/Sway

(mm)

1.5 (D.L. +L.L.) 21.9 73.5 3

1.5 (D.L. +W.L.) 29.6 81.8 9.8

1.5 (D.L.-W.L.) 0 18 9.5

1.2(D.L. + L.L. +W.L.) 29.5 85.1 8.4

1.2(D.L. + L.L.-W.L.) 29.5 32.4 7.6

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Conclusion: - The results obtained from the various combinations are different with each

other. In case of beam the bending moment and shear force is greater for the combination

of dead load and live load and for column the shear force and bending moment is

maximum for combination of dead load, live load and wind load. The lateral

displacement is higher in frame for the combination of dead load and wind load. The

staad pro will design the frame for the most critical case or combination.

Project: 2.6

Q). Write down the step for analysis and design of ELEVATED INTZ TANK shown in

figure?

Sol). The steps are as following for designing of elevated intz tank are described as

followings:-

1. We select Grid origin option and set origin as 0,20,0. Then set the construction

lines 8, 6 at a distance of 1m apart. After construction of grid using the snap beam

join option make the tank as shown in figure.

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2. Use the circular repeat option along the y axis to model the tank at angle of 20

degree and no of step kept 1. After that using the infill plate tool select the whole

section create the infill plate in structure diagram. Now assign the fixed support to

the bottom of plate.

3. Select the hydrostatic in plate load option and give water pressure to the plate by

knowing the density of water. Use the circular repeat option at angle of 360

degree no of steps kept 17 make it whole model.

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4. Now Run the analysis and label the plate contour option showing the variations of

stresses. Make the plate at the hollow bottom of tank and apply the pressure to the

plate -5Mtom/m2.

5. After that construct the column and beam as per the modeling design and assign

the support to the column. Now assign the self weight and wind load in X OR Z

direction and describe the concrete design property as per IS 456:2000. Run the

analysis and go to the post processing mode to view the deflection, shear force,

plate stresses and concrete design.

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In this way an intz tank can be analyzed and designed using the staad pro software.

Project: 2.7 Q). Determine the deflection of following frame 16m@2m having grade of steel

415N/mm2 and frame of IS 120x80x12using staad pro.

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Sol). Deflection values and shape of frame is showing in diagram as following:

Project: 2.8 Q). In stiffened bolted connection an ISLB 350@ 485.6 N/m transmits an end reaction of

70 KN and a moment of 30 KNm, to a column ISHB 300@ 576.6 N/m. Design the

connection by Ram connection ?

Sol:-

Fig.: Design of Bolted Connection using RAM Connection

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Project: 2.9 Q). Analysis the displacement of following tower supported with the six cables?

Data for structure

Attribute Data

Member properties All components of tower : Pipe section dia

600mm OD & 550 mm IDCable 650mm2

Material properties Steel

Cable initial tension 13.3 KN

Loads Load case 1 wind load 445N at each node on

windward face

Load case 2 ice load 730 N/m on each

horizontal member and Load case 3 : 1+2

Fig: Displacement Diagram of Tower

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Project: 2.10 Q). Theload system shown in figure moves from left to right on a girder of span 10m.

Find the absolute maximum bending moment for the girder and also compare with

analytically.

Sol).

a) By analytically:

Let us determine the position of the resultant of all the wheel loads with respect to the

leading 70KN. Let the distance of the resultant load from the leading load, we have,

400x= 70x0 +150 x 1 + 60x1.5 + 120x2

x= 1.2m from the leading 70KN load.

Distance between the resultant load and the 150KN load, 1.20-1.00 = 0.2m

Hence, for the condition of absolute maximum bending moment, the 150 KN load should

be placed 0.1m on the right side of the centre of the girder

Taking moments about the end A, we have,

Vb x 10 =400x4.9, Vb=196KN and Va=400-196KN=204KN

Absolute maximum bending moment for the girder = B.M. Under the 150KN load

196x4.9-70x1KNm = 890.0KNm

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b)By Staad Pro.:

Using vehicle definition application

Conclusion: The absolute bending moment value obtained from the staad pro. is 890.0

KNm. Hence it is concluded that the results obtained for rolling load in staad pro and

analytically are exactly same.

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