staad course matl

ANALYSIS AND DESIGN OF STRUCTURES USING STAAD

ANALYSIS AND DESIGN

OF

STRUCTURES USING STAAD

Course material for Design engineers of

ISGEC Heavy Engineering

A-7, Sector-63, Noida, U.P, India

S.Kanthimathinathan

Tiruchy Engineering Consultancy House

1/1-A- Nariyan Street, Srirangam, Tiruchy-620006

Date 25-06-2012 / R00 of 24


TABLE OF CONTENTS

S.NO CONTENTS PAGE NO

1.0 INTRODUCTION 02

2.0 STEPS INVOLVED 3

3.0 STARTING STAAD 03

4.0 CONCRETE DESIGN 04

5.0 USER PROVIDED TABLE 7

6.0 PRIMARY LOAD CASES 10

7.0 LOAD COMBINATION FOR BEAMS 11

8.0 LOAD COMBINATION FOR COLUMNS & FOUNDATION 12

9.0 DESIGN PARAMETERS 14

10.0 DESIGN GROUP SPECIFICATION 15

11.0 STEEL STRUCTURE DESIGN 15

1.0 Introduction

Structures can be analysed as a 2D-frame (or) 3D-frame.Using manual methods for analysis take longer time and lengthy calculations are involved. Due to the use of computer, repetitive calculation can be carried out accurately and with speed. One such popular computer software for structure engineering application is STAAD-Pro. This package is user friendly, easy to understand, use and interpret the output from the analysis and design of structures. 3D models of large structures can be created and analysed with ease resulting in optimal design with saving in time. Many trials can be made with ease. The analysis can be made for different load combinations which will take more time if done manually.In this course material an attempt is made to explain how to use the software package STAAD Pro effectively and correctly to the advantage of structural engineers. Tips for practicing engineer are given.

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2.0 Steps involved

Important steps involved in the analysis are

1. Model creation, declaring member property & end conditions and application of load. 2. Analysis and Design3. Output generation and interpreting the results.

2.1 Model creation

This includes modeling (geometry), giving property of members, material constants, support condition, loads and its combination.

2.2 Analysis and design

STAAD Pro will check the syntax (commands) and the data required for analysis and design. If there is any error, the error message will be displayed. Once the input is acceptable, the analysis will be performed based on the given parameters and output is generated.

2.3 Output generation and interpreting the results

The user can not take the output as correct unless the same is verified.

Reading the output is in post processing which includes the following:

• Tables and graphical output, upon verification; if needed the input may have to be edited for its correctness.

3.0 Starting STAAD Pro

Method – 1

Start

↓

All Programs

↓

STAAD Pro 2007 V8i

Method – 2 Double click on the icon which will enter into STAAD Pro package.

3.1 How to create the file

File

↓

New

(or)

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• Click on new structure in the file toolbar• Dialog box will be displayed• At one time STAAD Pro can operate on one file only• Specify the file name

3.1.1 Example

Let us say the structure name is called Mill building for a MM Power plant, Your file name can be MMPL-MILL 1.Givig the serial number at the end of the file will help you in identifying the last used file.

3.2 Folder

Specify folder in which you want ot save the file.

Example: D:\staad\ MMPL-MILL 1

3.3 Structure Type

• Space - 3D wire frame model and loads are applied on any plane.• Plane - 2D wire frame model with loads on the same plane. In this model load can not be applied in

perpendicular of the plane in which model is created.• Floor – 2D structure in global X and Z direction.• Truss – Plane frame (2D) having members carrying axial load only. In this, all the members are declared as

truss. No moment is carried / applied.

3.5 Units:

Units are Imperial (foot, inch, Kips etc) & Metric (m, mm, KN etc)

During installing the software, the default system is specified. However while creating the input, the units can be changed.

3.5.1 Syntax

UNIT METER KN

4.0 An example of Concrete design

STAAD SPACE

START JOB INFORMATION

ENGINEER DATE 23-Jun-12

JOB NAME Rcc building

JOB CLIENT Abc

JOB NO 102

JOB REV 00

ENGINEER NAME xxx

Date 25-06-2012 / R00 of 24


CHECKER NAME yyy

APPROVED NAME zzz

CHECKER DATE 25-Jun-12

APPROVED DATE 27-Jun-12

END JOB INFORMATION JOINT NUMBER

INPUT WIDTH 79

UNIT METER KN X,Y,ZCOORDINATES

JOINT COORDINATES

1 0 0 0; 2 5 0 0; 3 0 0 3; 4 5 0 3; 5 0 0 7; 6 5 0 7; 7 0 3.2 0;

8 5 3.2 0; 9 0 3.2 3; 10 5 3.2 3; 11 0 3.2 7; 12 5 3.2 7;

MEMBER INCIDENCES

1 1 7; 2 2 8; 3 3 9; 4 4 10; 5 5 11; 6 6 12; 7 7 8; 8 9 10; 9 11 12;

10 7 9; 11 9 11; 12 8 10; 13 10 12;

DEFINE MATERIAL START START & END JOINT

ISOTROPIC CONCRETE MEMBER NUMBER

E 2.17185e+007

POISSON 0.17

DENSITY 23.5616

ALPHA 1e-005

DAMP 0.05

END DEFINE MATERIAL

MEMBER PROPERTY

7 TO 13 PRIS YD 0.4 ZD 0.23 ( *YD 0.3 means 300mm depth in Y-direction and ZD 0.23 means 230 mm in

1 TO 6 PRIS YD 0.3 ZD 0.3 Z-direction (Width of Member)

CONSTANTS

MATERIAL CONCRETE ALL

SUPPORTS

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1 TO 6 PINNED

MEMBER RELEASE

7 TO 13 START MZ

7 TO 13 END MZ

LOAD 1 LOADTYPE Dead TITLE DEAD LOAD

SELFWEIGHT Y -1

MEMBER LOAD

7 TO 13 UNI GY -15

LOAD 2 LOADTYPE Live TITLE IMPOSE LOAD

FLOOR LOAD

YRANGE 0 3.3 FLOAD -2.5 XRANGE 0 5.1 ZRANGE 0 10 GY

LOAD COMB 101 DL+IL

1 1.5 2 1.5

PERFORM ANALYSIS PRINT ALL

START CONCRETE DESIGN

CODE INDIAN

BRACE 3 MEMB 1 TO 6

FC 20000 ALL

FYMAIN 415000 ALL

FYSEC 415000 ALL

MAXMAIN 25 ALL

MAXSEC 12 ALL

RATIO 3 MEMB 1 TO 6

TORSION 1 ALL

DESIGN BEAM 7 TO 13

DESIGN COLUMN 7 TO 13

CONCRETE TAKE

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END CONCRETE DESIGN

FINISH

5.1 User Provided Table Specification for steel structures

5.1.1 Purpose:

User can create and use any steel section (Build-up section) by using this commend.

5.1.2 Syntax:

START USER TABLE

TABLE i1 (fn)

Section-type

Section-name

Property-spec

END

Where,

• i1 = table number (1 to 99).• Section-type =a steel section name including: WIDE FLANGE, CHANNEL, ANGLE, DOUBLE

ANGLE, TEE, PIPE, TUBE, GENERAL, I-SECTION & PRISMATIC.• Section-name = any user designated section name, use 1 to 12 characters. First three characters

of Pipes and Tubes must be PIP and TUB respectively. Only alphanumeric characters and digits are allowed for defining section names. (Blank spaces, asterisks, question marks, colon, semi-colon etc. are not permitted.)

• Property-spec = Properties for the section. The requirements are different for each section type as follows. Shear areas AY and AZ must be provided to ensure proper shear stress or shear strength calculations during design.

Note:The default length units for properties are the current units. If UNIT command is entered within the User Table in the input file then those units become the current units. However, a UNIT command on an external file only affects that file and has no effect on the units in subsequent input file commands. The user may specify the desired length unit by using the UNIT command as the first command in the table (see example).

5.2 Various formats used for creating user tables:

Formats are

(a) Wide Flange – Used to create Rolled I section, Plate formed I Section & Channel

(b) General – Used to create Double I section, Double Channel, Box & Plus I section.

(c) Prismatic – Used to create Channel & Box section

(a) I section – Used to create Rolled I section & Tapered I section

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5.2.1Wide Flange:

1) AX = Cross section area

2) D = Depth of the section

3) TW = Thickness of web

4) WF = Width of the flange

5) TF = Thickness of flange

6) IZ = Moment of inertia about local z-axis (usually strong axis)

7) IY = Moment of inertia about local y-axis

8) IX = Torsional constant

9) AY = Shear area in local y-axis. If zero, shear deformation is ignored in the analysis.

10) AZ = same as above except in local z-axis.

5.2.2General

The following cross-sectional properties should be used for this section-type. Note that this facility allows the user to specify a built-up or unconventional Steel Section.

1) AX = Cross section area.

2) D = Depth of the section.

3) TD = Thickness associated with section element parallel to depth (usually web). To be used to check depth/thickness ratio.

4) B = Width of the section.

5) TB = Thickness associated with section element parallel to flange. To be used to check width/thickness ratio.

6) IZ = Moment of inertia about local z-axis.

7) IY = Moment of inertia about local y-axis.

8) IX = Torsional Constant.

9) SZ = Section modulus about local z-axis.

10) SY = Section modulus about local y-axis.

11) AY = Shear area for shear parallel to local y-axis.

12) AZ = Shear area for shear parallel to local z-axis.

13) PZ = Plastic modulus about local z-axis.Date 25-06-2012 / R00 of 24


14) PY = Plastic modulus about local y-axis.

15) HSS = Warping constant for lateral torsional buckling calculations.

16) DEE = Depth of web.

Note: Properties PZ, PY, HSS and DEE must be provided for code checking/member selection per plastic and limit state based codes (AISC LRFD, British, French, German and Scandinavian codes). For codes based on allowable stress design (AISC-ASD, AASHTO, Indian codes), zero values may be provided for these properties.

5.2.3 I section:

This section type may be used to specify a generalized I-shaped section. The cross-sectional properties required are listed below. This facility can be utilized to specify tapered I-shapes.

1) DWW = Depth of section at start node.

2) TWW = Thickness of web.

3) DWW1= Depth of section at end node.

4) BFF = Width of top flange.

5) TFF = Thickness of top flange.

6) BFF1 = Width of bottom flange.

7) TFF1 = Thickness of bottom flange.

8) AYF = Shear area for shear parallel to Y-axis.

9) AZF = Shear area for shear parallel to Z-axis.

10) XIF = Torsional constant ( IX or J)

Note:

1) DWW should never be less than DWW1. The user should provide the member incidences accordingly.

2) The user is allowed the following options for the values AYF, AZF and XIF.

a) If positive values are provided, they are used directly by the program.

b) If zero is provided, the program calculates the properties using the following formula.

AYF = D x TWW (where D =Depth at section under consideration)

AZF = 0.66 ((BFF x TFF) + (BFF1 x TFF1))

XIF = 1/3 ((BFF x TFF3) + (DEE x TWW3) + (BFF1 x TFF13)) (where DEE = Depth of web of section)

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c) If negative values are provided, they are applied as factors on the corresponding value(s) calculated by the program using the above formula. The factor applied is always the absolute of the value provided, i.e. if the user provides the value of XIF as -1.3, then the program will multiply the value of XIF, calculated by the above formula, by a factor of 1.3.

5.2.4 Prismatic

The property-spec for the PRISMATIC section-type is as follows -

1) AX= Cross-section area

2) IZ = Moment of inertia about the local z-axis

3) IY = Moment of inertia about the local y-axis

4) IX = Torsional constant

5) AY= Shear area for shear parallel to local y-axis.

6) AZ= Shear area for shear parallel to local z-axis.

7) YD= Depth of the section in the direction of the local y-axis.

8) ZD= Depth of the section in the direction of the local z-axis.

6.0 Primary load cases :

Load case 1 ( Self.Wt + Dead load )

Load case 2 (Impose load)

Load case 3 (Equipment dead load)

Load case 4 (Equipment live load)

Load case 5 (Wind load +X)

Load case 6 (Wind load -X)

Load case 7 (Wind load +Z)

Load case 8 (Wind load -Z)

Load case 9 (Seismic load +X)

Load case 10 (Seismic load -X)

Load case 11 (Seismic load +Z)

Load case 12 (Seismic load -Z)

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7.0 Combination load case for Beams (Working Stress Method ):

Load combination 101 (D.L + I.L + E.D.L + E.I.L + W.L (+X))

1 0.75 2 0.75 3 0.75 4 0.75 5 0.75

Load combination 102 (D.L + I.L + E.D.L + E.I.L + W.L (-X))

1 0.75 2 0.75 3 0.75 4 0.75 6 0.75

Load combination 103 (D.L + I.L + E.D.L + E.I.L + W.L (+Z))

1 0.75 2 0.75 3 0.75 4 0.75 7 0.75

Load combination 104 (D.L + I.L + E.D.L + E.I.L + W.L (-Z))

1 0.75 2 0.75 3 0.75 4 0.75 8 0.75

Load combination 105 (D.L + I.L + E.D.L + E.I.L + S.L (+X))

1 0.75 2 0.75 3 0.75 4 0.75 9 0.75

Load combination 106 (D.L + I.L + E.D.L + E.I.L + S.L (-X))

1 0.75 2 0.75 3 0.75 4 0.75 10 0.75

Load combination 107 (D.L + I.L + E.D.L + E.I.L + S.L (+Z))

1 0.75 2 0.75 3 0.75 4 0.75 11 0.75

Load combination 108 (D.L + I.L + E.D.L + E.I.L + S.L (-Z))

1 0.75 2 0.75 3 0.75 4 0.75 12 0.75

Load combination 109 (D.L + E.D.L + E.I.L + W.L (+X))

1 0.75 3 0.75 4 0.75 5 0.75

Load combination 110 (D.L + E.D.L + E.I.L + W.L (-X))

1 0.75 3 0.75 4 0.75 6 0.75

Load combination 111 (D.L + E.D.L + E.I.L + W.L (+Z))

1 0.75 3 0.75 4 0.75 7 0.75

Load combination 112 (D.L + E.D.L + E.I.L + W.L (-Z))

1 0.75 3 0.75 4 0.75 8 0.75

Load combination 113 (D.L + E.D.L + E.I.L + S.L (+X))

1 0.75 3 0.75 4 0.75 9 0.75

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Load combination 114 (D.L + E.D.L + E.I.L + S.L (-X))

1 0.75 3 0.75 4 0.75 10 0.75

Load combination 115 (D.L + E.D.L + E.I.L + S.L (+Z))

1 0.75 3 0.75 4 0.75 11 0.75

Load combination 116 (D.L + E.D.L + E.I.L + S.L (-Z))

1 0.75 3 0.75 4 0.75 12 0.75

Load combination 117 (D.L + E.D.L + W.L (+X))

1 0.75 3 0.75 5 0.75

Load combination 118 (D.L + E.D.L + W.L (-X))

1 0.75 3 0.75 6 0.75

Load combination 119 (D.L + E.D.L + W.L (+Z))

1 0.75 3 0.75 7 0.75

Load combination 120 (D.L + E.D.L + W.L (-Z))

1 0.75 3 0.75 8 0.75

Load combination 121 (D.L + E.D.L + S.L (+X))

1 0.75 3 0.75 9 0.75

Load combination 122 (D.L + E.D.L + S.L (-X))

1 0.75 3 0.75 10 0.75

Load combination 123 (D.L + E.D.L + S.L (+Z))

1 0.75 3 0.75 11 0.75

Load combination 124 (D.L + E.D.L + S.L (-Z))

1 0.75 3 0.75 12 0.75

8.0 Combination load case for columns and foundations:

Load combination 125 (D.L + 50%I.L + E.D.L + E.I.L)

1 0.75 2 0.38 3 0.75 4 0.75 (See clause 3.2.1, 3.2.1.1 & 3.2.2 of IS: 875 part 2)

Load combination 126 (D.L + 50%I.L + E.D.L + E.I.L + W.L (+X))

1 0.75 2 0.38 3 0.75 4 0.75 5 0.75

Date 25-06-2012 / R00 of 24


Load combination 127 (D.L + 50%I.L + E.D.L + E.I.L + W.L (-X))

1 0.75 2 0.38 3 0.75 4 0.75 6 0.75

Load combination 128 (D.L + 50%I.L + E.D.L + E.I.L + W.L (+z))

1 0.75 2 0.38 3 0.75 4 0.75 7 0.75

Load combination 129 (D.L + 50%I.L + E.D.L + E.I.L + W.L (-z))

1 0.75 2 0.38 3 0.75 4 0.75 8 0.75

Load combination 130 (D.L + 50%I.L + E.D.L + E.I.L + S.L (+X))

1 0.75 2 0.38 3 0.75 4 0.75 9 0.75

Load combination 131 (D.L + 50%I.L + E.D.L + E.I.L + S.L (-X))

1 0.75 2 0.38 3 0.75 4 0.75 10 0.75

Load combination 132 (D.L + 50%I.L + E.D.L + E.I.L + S.L (+z))

1 0.75 2 0.38 3 0.75 4 0.75 11 0.75

Load combination 133 (D.L + 50%I.L + E.D.L + E.I.L + S.L (-z))

1 0.75 3 0.75 4 0.75 12 0.75

Load combination 134 (D.L + E.D.L + E.I.L + W.L (+X))

1 0.75 3 0.75 4 0.75 5 0.75

Load combination 135 (D.L + E.D.L + E.I.L + W.L (-X))

1 0.75 3 0.75 4 0.75 6 0.75

Load combination 136 (D.L + E.D.L + E.I.L + W.L (+z))

1 0.75 3 0.75 4 0.75 7 0.75

Load combination 137 (D.L + E.D.L + E.I.L + W.L (-z))

1 0.75 3 0.75 4 0.75 8 0.75

Load combination 138 (D.L + E.D.L + E.I.L + S.L (+X))

1 0.75 3 0.75 4 0.75 9 0.75

Load combination 139 (D.L + E.D.L + E.I.L + S.L (-X))

1 0.75 3 0.75 4 0.75 10 0.75

Load combination 140 (D.L + E.D.L + E.I.L + S.L (+z))

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1 0.75 3 0.75 4 0.75 11 0.75

Load combination 141 (D.L + E.D.L + E.I.L + S.L (-z))

1 0.75 3 0.75 4 0.75 12 0.75

Note: Load combinations 126 to 133 are with 50% I.L on platforms. This is applicable only where there are more than 10 floors. If the floors are equal to or less than 10; the reduction shall be as in clause 3.2 of IS:875 part 2.Also refer appendix-A of IS:875 part 2.

9.0 Design Parameters :

Parameter name

Description Default value

BEAM0.0 = Design only for end moments and those location specified at by section commend.1.0 = Calculate the section forces at 12 points along the beam, design at each inter

mediate location and report the critical location where ratio is maximum.

0

FYLD Yield strength of steel 250

MAIN Allowable kl/r for the slenderness calculation for structural members (Refer IS:800 1984, Table-3.1)

180

LZ & LYLength in local Z & Y-axis to calculate slenderness ratio. (Recommended to provide taking into account the lateral restraint of compression flange with respect to axis)

Member length

UNLUnsupported length to calculate allowable bending stress

Member length

DJ1 Joint no. denoting starting point for calculation of “Deflection length”

(Recommended when the real beam is divided into number of member in staad)

DJ2 Joint no. denoting end point for calculation of “Deflection length”

(Recommended when the real beam is divided into number of member in staad)

DFF Deflection length / Max. allowable local deflection

(Refer IS:800 1984 , Cl-3.13)

RATIO Permissible value of actual to allowable stresses (Recommended value is 0.85 to 0.9 depending upon the accuracy of loads applied)

1

TRACK 0.0 = Suppress critical member stress1.0 = Print all critical member stress2.0 = Print expanded output. If there is deflection check, that also print the governing

load case number for deflection check . (Recommend 2.0 after modeling & analysis is perfected)

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10.0 Design group specification:

10.1 Group:

This command may be used to group members together for analysis and provide optimized steel design. Grouping is based on the span , End condition, Load, Unsupported length & interchangeability etc.

10.2 Select:

STAAD will select member (member size) based on the design parameter and code. The selection is done using the results of the final analysis until the least weight size is obtained.

10.2.1 Syntax

SELECT ( Member memb list / all / member group name)

GROUP pro-spec MEMBER memb list

pro-spec = (ax/sz/sy)

10.2.2 Example:

SELECT ALL

GROUPSZ MEMB 1 3 7 TO 10

Note: In this example, the member 1, 3, 7 to 10 are assigned the same properties based on which of these members has the largest section modulus.

11. An example of steel structure design

STAAD SPACE

START JOB INFORMATION * Used to provide job description.

ENGINEER DATE 23-Jun-12 * It is not mandatory.

JOB NAME Rcc building * only for internal reference.

JOB CLIENT Abc

JOB NO 102

JOB REV 00

ENGINEER NAME xxx

CHECKER NAME yyy

APPROVED NAME zzz

CHECKER DATE 25-Jun-12

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APPROVED DATE 27-Jun-12

END JOB INFORMATION

INPUT WIDTH 79

UNIT METER MTON * Used to provided unit for dimension & load.

JOINT COORDINATES *It is used to create node or joint for modeling. (Node no x-coordinate

y-coordinate z-coordinate). Node number need not to be in order.

1 0 6.5 6.7; 2 0 6.5 10.737; 3 0 6.5 16.3; 4 0 6.5 19.8; 5 0 8.8 6.7;

6 0 8.8 10.737; 7 0 8.8 16.3; 8 0 8.8 19.8; 9 0 11.8 6.7; 10 0 11.8 10.737;

11 0 11.8 16.3; 12 0 11.8 19.8; 13 0 14.1 16.3; 14 0 14.1 19.8; 15 0 16.3 6.7;

16 0 16.3 10.737; 17 0 16.3 16.3; 18 0 16.4 16.3; 19 0 16.4 19.8;

20 0 21.8 6.7; 21 0 21.8 10.737; 22 0 21.8 16.3; 23 0 21.8 19.8; 24 0 22.3 6.7;

25 0 22.3 10.737; 26 0 22.3 16.3; 27 0 22.3 19.8; 28 0 27.8 6.7;

29 0 27.8 10.737; 30 0 27.8 16.3; 31 0 27.8 19.8; 32 0 28.3 6.7;

33 0 28.3 10.737; 34 0 28.3 16.3; 35 0 28.3 19.8; 36 0 28.8 6.7;

MEMBER INCIDENCES *Used to create member between two joints (Member number start joint end joint)

1 1 5; 2 2 6; 3 3 7; 4 4 8; 5 5 6; 6 6 7; 7 7 8; 8 5 9; 9 6 10; 10 7 11;

11 8 12; 12 9 10; 13 10 11; 14 11 12; 15 11 13; 16 12 14; 17 9 15; 18 10 16;

19 13 17; 20 14 19; 21 15 16; 22 16 17; 23 17 18; 24 18 19; 25 15 20; 26 16 21;

27 18 22; 28 19 23; 29 20 21; 30 21 22; 31 22 23; 32 20 24; 33 21 25; 34 22 26;

35 23 27; 36 24 28; 37 25 29; 38 26 30; 39 27 31; 40 28 29; 41 29 30; 42 30 31;

43 28 32; 44 29 33; 45 30 34; 46 31 35; 47 32 36; 48 33 37; 49 34 38; 50 35 39;

51 36 40; 52 37 42; 53 40 41; 54 41 42; 55 40 43; 56 41 44; 57 43 44; 58 15 45;

59 16 47; 60 17 49; 61 20 50; 62 21 52; 63 22 54; 64 36 55; 65 37 56; 66 38 57;

67 39 58; 68 5 65; 69 6 66; 70 7 67; 71 8 68; 72 9 69; 73 10 70; 74 11 71;

75 12 72; 76 13 73; 77 14 74; 78 19 82; 79 23 90; 83 43 59; 84 44 60; 85 45 46;

START GROUP DEFINATION *It is user defined function. User can select the selected elements (Node/Member/Floor) from the model depending on the requirement. Further input can be provided based on this group name.

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GEOMETRY

_BUNCOL1 1 3 8 10 15 17 19 23 25 27 32 34

_BUNCOL2 2 9 18 26 33

_BUNCOL3A 139 140 143 144 150 152 154 TO 157 160 161

END GROUP DEFINITION

START USER TABLE *User can create build up section property table depending upon the requirement but using the formats as in 5.2.1, 5.2.2, 5.2.3 &5.2.4.

TABLE 1 *User provided table serial number. Each table has different table serial number or identification number which shall be used while declaring property.

UNIT CM MTON *Note change in unit.This is applicable only Inside UPT.

WIDE FLANGE *Format of the table.

ISMB400 *Identification of property name which will used in member property.

78.5 40 0.89 14 1.6 20458 622 46.9 32.8 29.6

ISMB450

92.3 45 0.94 15 1.74 30391 834 64.2 39.03 34.5

ISMB500

110.7 50 1 18 1.72 45218 1370 77.5 47.5 40.9

*I WITH Top & Bottom PLATE

******************

ISMB20010

64.33 22 0.57 16 2.08 5766.1 832.7 20.2 10.2 35.4

ISMB20012

70.33 22.4 0.57 16 2.28 6554.6 969.2 27.93 10.2 39.6

ISMB25010

87.6 27 0.69 20 2.25 11894.9 1667.8 32.1 15.53 47.03

TABLE 2

UNIT CM MTON

GENERAL

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64.66 20 1.14 35 1.08 4470.8 10403.1 19 447 594.46 20.34 28.51 0 0 0 0

MB250150

95 25 1.38 27.5 1.25 10263.2 6018.4 37.5 821 437.7 31 41.25 0 0 0 0

MB250200

95.1 25 1.38 32.5 1.25 10263.2 10179 37.5 821 626.4 31 41.3 0 0 0 0

MB250250

95.1 25 1.38 37.5 1.25 10263.2 15528.4 37.5 821 828 31 41.3 0 0 0 0

MB300160

112.52 30 1.5 30 1.24 17207 8109.1 43 1147 540.6 41.3 45.8 0 0 0 0

MB300215

112.52 30 1.5 35.5 1.24 17207 13910.9 43 1147 783.7 41.3 45.8 0 0 0 0

TABLE 3

UNIT CM MTON

GENERAL

BC150

41.8 15 1.08 15 0.9 1558.8 1368.8 8.7 207.8 182.5 14.3 17.8 236.863 -

215.788 9.2 12.216

BC200

56.4 20 1.22 15 1.14 3638.6 1883.6 17.5 363.8 251.2 21.6 22.6 417.21 -

295.847 18.4 17.179

BC250

77.3 25 1.42 16 1.41 7633.6 2951 35.2 610.6 368.9 31.5 29.8 705.985 -

434.737 37 21.906

MC250

38.67 25 0.71 8 1.41 3816.8 219.1 17.6 2.3 15.75 14.89

MC300

45.64 30 0.76 9 1.36 6362.6 310.8 19.1 2.36 20.73 16.16

Date 25-06-2012 / R00 of 24


MC400

62.93 40 0.86 10 1.53 15082.8 504.8 31.71 2.42 31.77 20.19

TABLE 5

UNIT CM MTON

ISECTION

I400X400X1

40 1.6 40 40 2.5 40 2.5 0 0 0

I450X450X1

45 1.6 45 45 2.5 45 2.5 0 0 0

90 1.6 90 31 2.5 31 2.5 0 0 0

I900X350

90 1.6 90 35 2 35 2 0 0 0

I900X450

90 2 90 45 3.2 45 3.2 0 0 0

I1000X380

100 2 100 38 3.6 38 3.6 0 0 0

I1250X350

125 2 125 35 4 35 4 0 0 0

I1100X500

110 2 110 50 3.2 50 3.2 0 0 0

I1000X500

100 2 100 50 3.2 50 3.2 0 0 0

I1250X500

125 2 125 50 3.2 50 3.2 0 0 0

I1300X380

130 2.5 130 38 3.6 38 3.6 0 0 0

I1300X400

Date 25-06-2012 / R00 of 24


130 2.5 130 40 3.6 40 3.6 0 0 0

I1400X400

140 2.5 140 40 3.6 40 3.6 0 0 0

I1500X400

150 2.5 150 40 3.6 40 3.6 0 0 0

END

UNIT METER KN *This commend used to change the unit between some part of the input.

DEFINE MATERIAL START *Material specification of steel.

ISOTROPIC STEEL

E 2.05e+008 *Young’s modulus

POISSON 0.3 *Poissons ratio

DENSITY 76.8195 *Density of steel

ALPHA 1.2e-005 *Coefficient of thermal expansion

DAMP 0.03 *Damping coefficient (For dynamic analysis)

END DEFINE MATERIAL

MEMBER PROPERTY INDIAN *This commend is used to apply property to member.

5 116 UPTABLE 3 BC200 *Table designation & identification of property.

6 117 UPTABLE 3 BC300

CONSTANTS

BETA 90 MEMB 1 TO 4 *Used to change the orientation of the member.

MATERIAL STEEL ALL

SUPPORTS

1 TO 4 61 TO 64 120 PINNED *These support will be subjected to axial force and shear force and there will be moment transfer

MEMBER RELEASE

162 164 TO 666 913 TO 919 START MZ *The start/end of these member will not have MZ. It means there will not be moment in major axis.

162 164 TO 666 913 TO 919 END MZ (Simply supported).

Date 25-06-2012 / R00 of 24


MEMBER TRUSS *This group member behave as truss.

_HBRAC Only carry axial load.

********************Primary load cases****************

LOAD 1 SELFWEIGHT

SELFWEIGHT Y -1 *Used to calculate the self weight of Structure

LOAD 2 PLATFORM DL

*PLATFORM AT +8100 MM LVL

JOINT LOAD

393 FY -0.4

437 FY -0.2

LOAD 3 PLATFORM LL

*PLATFORM AT +8100 MM LVL

JOINT LOAD

393 FY -1.2

437 FY -0.9

LOAD 4 EQUPIMENT DL

*BUNKER LOAD

LOAD 5 EQUPIMENT LL

*BUNKER LOAD

MEMBER LOAD

29 30 89 TO 92 UNI GY -5

21 22 85 TO 88 UNI GY -10

90 91 146 147 UNI GY -1.83

86 87 133 134 UNI GY -3.66

LOAD 6 WIND +X DIR

MEMBER LOAD

1 TO 3 UNI GX 0.0836

Date 25-06-2012 / R00 of 24


23 UNI GX 0.095

25 26 UNI GX 0.095 0 3.7

LOAD 7 WIND -X DIR

MEMBER LOAD

1 TO 3 UNI GX- 0.0836

23 UNI GX -0.095

25 26 UNI GX- 0.095 0 3.7

LOAD 8 WIND +Z DIR

MEMBER LOAD

1 TO 3 UNI GZ 0.0836

23 UNI GZ 0.095

25 26 UNI GZ 0.095 0 3.7

LOAD 9 WIND -Z DIR

MEMBER LOAD

1 TO 3 UNI GZ -0.0836

23 UNI GZ -0.095

25 26 UNI GZ -0.095 0 3.7

**************Load Combination(Refer 7.0 & 8.0)********************

PERFORM ANALYSIS

LOAD LIST xxx TO yyy * Members will be designed for the load combinations xxx to yyy.

PARAMETER 1

CODE INDIAN

BEAM 1 ALL

DFF 325 MEMB 1 TO 4

DJ1 244 MEMB 621 623 629 635 1153

DJ2 261 MEMB 621 623 629 635 1153

MAIN 180 MEMB 69 708 824 907

Date 25-06-2012 / R00 of 24


MAIN 180 MEMB 64 TO 67 610 TO 612

LY 4.6 MEMB 621 623 629 635 1153

LZ 3.85 MEMB 621 623 629 635 1153

UNL 4.037 MEMB 53 54

UNL 4.037 MEMB 132 133 145 146 162 163

UNL 5.563 MEMB 134 135 147 148 164 165

CHECK CODE ALL

**************Design Grouping*********************

SELECT MEMBER 1 TO 24 * Members 1 to 24 will be selected from relevant UPT as declared in member property.

GROUP MEMB 1 TO 4 *After selection, grouping is done.

GROUP MEMB 5 TO 9

GROUP MEMB 21 TO 24* Now the member sizes are differentfrom what we declared. Hence

again analysis is to be performed under the same parameter.

PERFORM ANALYSIS

LOAD LIST xxx TO yyy

PARAMETER 1

CODE INDIAN

BEAM 1 ALL

DFF 325 MEMB 1 TO 4

DJ1 244 MEMB 621 623 629 635 1153

DJ2 261 MEMB 621 623 629 635 1153

MAIN 180 MEMB 69 708 824 907

MAIN 180 MEMB 64 TO 67 610 TO 612

LY 4.6 MEMB 621 623 629 635 1153

LZ 3.85 MEMB 621 623 629 635 1153

UNL 4.037 MEMB 53 54

UNL 4.037 MEMB 132 133 145 146 162 163

Date 25-06-2012 / R00 of 24


UNL 5.563 MEMB 134 135 147 148 164 165

CHECK CODE ALL

FINISH

***************************

Date 25-06-2012 / R00 of 24

staad course matl

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