คู่มือการใช้งาน staad pro v8i-386p

STAAD Pro

(STRUCTURAL ANALYSIS AND DESIGN BY STAAD Pro)

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5 2557

STAAD Pro V8i ( ) 3 STAAD Pro

STAAD Pro V8i ( ) ( Package)

(1) (2) (3) 1 1-78 1.1 3 1.2 3 1.3 3 1.4 STAAD Pro 5 1.5 (Pre-processing) (Post-processing) 5 1.6 (Coordinate system) (Sing conventions) 6 1.7 (Sing Conventions) 15

1.8 (Type of structure) 18 1.9 (Idealized models) 30 1.10 (Joint) 35 1.11 (Support) 38 1.12 (Member Releases) 40 1.13 Rigid Member Offset or Rigid End Zone or 40 Rigid Arm or Rigid Link 1.14 Member with non-uniform section or 47 Taper member 1.15 Master - Slave Node or Master Slave 48 Constraints or Joint Constraint 1.16 Shear Deformation 52 1.17 (Wall) 53 1.18 Rigid Floor Diaphragm 54 1.19 57

[4]

()

1.20 Tension-only Members and 61 Compression-only Members 1.21 Soil-structure interaction ( interaction load) 62 1.22 ILL-Conditioning & Instabilities 68 1.23 Mechanism Instability 75 2 STAAD 79-136 2.1 STAAD Pro V8i () 80 2.2 STAAD Pro 81 2.3 STAAD Pro 82 2.4 STAAD Pro V8i () 85 2.5 STAAD Pro 86 2.6 STAAD Pro 86 2.7 86 2.8 87 2.9 STAAD Pro 88 2.10 98 2.11 100 2.12 Pre processing mode 101 2.13 Post processing mode 109 2.14 Toolbars 111 2.15 Main menu 112 2.16 121 2.17 STAAD Pro 124 3 () STAAD Pro 137-186 2D_Beam 4 () STAAD Pro 187-238 2D_Truss-Frame

[5]

()

5 () STAAD Pro 239-316 3D_Frame 6 STAAD Pro 317-384 6.1 (Curve Beam) 318 6.2 (Curve Slab) 321 6.3 (Curve Truss) 324 6.4 (Flat Plate & Flat Slab) 328 6.5 Post-tension Slab 331 6.6 (Deep Beam & Shear Wall) 334 6.7 (Cylindrical Bin) 337

6.8 (Shell Dome) 341 6.9 (Halving Join & Opening) 346 6.10 (Haunch Member) 349 6.11 (Spread Footing) 352 6.12 (Fireproofing On Members) 359 6.13 (Prefab Slab): 362 6.14 Shear Center 366 6.15 (Support) 370 6.16 372 Plate Element 6.17 - 376 6.18 (Water Tank) 378 6.19 (For Member Offset) 382 385 386

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1. .... 2. ...

3. ..

7 1, 2, 7, 9 10

... ....... ()

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(Strength) ( Secondary Forces)

(... Load Test ) ()

1. 2. ...

3.

1.1 (Structural Model)

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1. ( ) 2. ...!

3. (Input data) (Output data) 4.

Sense Engineer 5. ( 1)

1.1 ( STAAD Pro )

1. (Geometry) ( Structure model)

Mouse Click (Wizard tool)

2. (Properties)

1. , , , 2. Es, Ec, G, , 3.

3. (Joint)

(Pin), Rigid), (Semi-Rigid) (Internal hinge) (Constrain)

1.3

1.2

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1.1 () ( STAAD Pro ) 4. (Support) (Node)

(Roller), (Hinge), (Fix), ( Rotational Translation Spring)

5. (Design Load)

1. Load Case () 2. Load case Combine Load , SRSS., ABS., CQC.

6.

1. First Order Analysis Second Order Analysis ( , ) Static Linear, Static Non-Linear (Pushover), Dynamic 2. WSD., USD.(LRFD.), Limit Design

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1.2 STAAD Pro --

(Text command) -- STAAD Editor ( STAAD .std 79 )

( 4.) Pre-processing Post-processing

1.5.1 Pre Processor Mouse

1.5 (Pre-processing) (Post-processing)

1.4 STAAD Pro

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() (Wizard Tool) Mouse

1.5.2 Post Processor 2 (Graphic user interface, GUI.) () Render 3D , 3D , Stress Contour (VRML) Render 3D Internet Web Browser (.AVI)

() 2

3 3 (GLOBAL) 3 (Structure geometry) (Loading patterns) (LOCAL) (Local load) (MEMBER END FORCE)

1.6.1 (Section axis) ( X ) ( Member Element)

1.6 (Coordinate system) (Sing conventions)

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1. () (A), (w), (r), (I; Moment of inertia)

2. () () X Y I X () () , ,

1.3 STAAD Pro

X

Y

Z

X

Y

Z

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1.6.2 (Local axis or Member axis) ( X cg. ) , (Member load), (Member forces and displacements)

1.4

,

X X (Node) 1 2 X 1 2

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1.5

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1.5 ()

1.6 STAAD Pro

Node 1

Node 2

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1.6 () STAAD Pro

1.6.3 (Global axis) ( 360 Y X Z

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1.7 3 ( Geometry)

Global axis

X

Y

Z

Section axis

y x

x y

z

Local axis

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1.8 3 ( Load pattern)

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1.9 (Global axis) STAAD Pro

1. Cartesian (Rectangular) Coordinate System ()

This coordinate system may be used to define the

joint locations and loading directions. The translational degrees of freedom are denoted by u1, u2, u3 and the rotational degrees of freedom are denoted by u4, u5 & u6.

2. Cylindrical Coordinate System

the X and Y coordinates of the conventional

Cartesian system are replaced by R (radius) and (angle in degrees). The Z coordinate is identical to the Z coordinate of the Cartesian system and its positive direction is determined by the right hand rule.

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1.9 () (Global axis) STAAD Pro

3. Reverse Cylindrical Coordinate System

the R- plane corresponds to the X-Z plane of the

cartesian system. The right hand rule is followed to determine the positive direction of the Y axis.

1.10

1.

(+

) 4 (+ ) () origin

1.7 (Sing Conventions)

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1.10 ()

2.

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1.11 (Member End Force)

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1.12

3

1.8 (Type of structure)

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1.8.1 2D Structure uniform ( Shear Center ) 2

1. In plane , () (Axial force, N) , (Shear force, V), (Bending moment, Mz)

2. Out of plane (Torsion moment, Mx)

1.13 2D - (Beam-Column)

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1.13 () 2D - (Beam-Column)

1.14 2D (Plane truss)

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1.14 () 2D (Plane truss)

1.15 2D (Grillage)

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1.16 2D (Plane frame)

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1.17 2D (Plane shear wall)

1.8.2 3D Structure

Uniform Uniform

: 2 Planar or Plane Structure 3 Space or Spatial Structure 2 3 (Mode) (Geometry Structure)

1.18 3D (Space truss)

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1.18 () 3D (Space truss)

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1.19 3D (Space frame)

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1.20 3D (Space shear wall)

1.21 3D Shell, Dome

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1.21() 3D Shell, Dome

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1.22 3D (Cable net and Membrane structure)

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1.23 3D Stayed

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1.23() 3D Stayed

8 2 2 3 () 2

1.9.1 (Geometry) 3

1. Skeletal Structures (Line-forming element) (Bar), ,

1.9 (Idealized models)

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Line element , Line element Plane structure

2. Plated Structures (Surface-Forming element) (Plane) Plate (Curve in plane) Shell , Box-Girder, (Water tank), Plate Shell element

3. Three-Dimensional Solid Structures , (Thick-walled hollow spheres), (Massive raft foundation), (Dams) Solid element

1.9.2 (Stiffness) 2

1. (Rigid element) ( )

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2. (Flexible element)

: Strength Stiffness

Strength

Stiffness

1.9.3 Mesh refinement 2

1. (Element) (Mesh refinement) , ,

2. (Element) (Mesh refinement) (Converge) (Exact) 3 4

4

Strain a-c

a

b

c

a

b

c

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4 90 , 3 60 ( 1:1 1:4)

() ( D.O.F. )

(Real structure) (Finite element) (Simple Components) Member Element Member , , , , , (Arch) Element , , , Member Element (Engineering judgment) 1.24 STAAD Pro

PLANE PLANE XY Plane (+Y Up)

XZ Plane ( +Z Up) DOF. = 3 (Node)

SPACE SPACE XYZ (+Y Up) DOF. = 6

(Node)

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1.24 () STAAD Pro

TRUSS (2D & 3D)

TRUSS (2D & 3D) 2D XY Plane (+Y Up) DOF. = 1 (Node)

FLOOR

FLOOR XZ Floor (+Y up) XY Floor ( +Z Up) DOF. = 2 (Node)

1.25 (Components) STAAD Pro

STAAD Pro 1. Line element

, , , , ,

2. Plate/Shell element , ,

3. Surface element , , ,

4. Solid element

(Stress distribution in concrete dams), (Stress distribution in soil strata) (Stress Distribution in rock strata)

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1.25 (Components) STAAD Pro : STAAD Pro MEMBER Frame

element ELEMENT Plate/Shell and solid elements Plate/Shell Element Subset Surface element Surface element Plate/Shell element

1. Surface element Surface element Plate/Shell element Plate/Shell element Surface element 1 Generate mesh

2. Plate/Shell element Surface element Surface element Generate mesh Surface element

(Idealization joint)

1.10.1 (Hinge or Pin joint)

1.26 (Line Diagram)

1.10 (Joint)

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1.26 () (Line Diagram)

1.10.2 (Rigid joint)

1.27 (Line diagram)

:

(Semi-Rigid Joint) () (Spring Constant) D.O.F. 3 (

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X, Y, Z) STAAD Pro Member Release () 1.28 -

STAAD Pro

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(Boundary condition) (Roller support), (Hinge or Pin support), (Fixed support) 3 Soil-Structure Interaction

1.29 Line diagram Degree of freedom

D.O.F.

1.30 ()

1.

1.11 (Support)

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1.30 ()

2.

3.

4.

() ()

Torsion spring

k = 0 k =

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2

(Release) () (Semi-Rigid Joint)

: (Internal hinge)

1.31 Member release STAAD Pro

(Finite Size Of Member)

1.12 (Member releases)

1.13 Rigid Member Offset/Rigid End Zone/Rigid Arm/Rigid Link

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() -, - (), - - 1.32 (Offset)

() Centerline (Line diagram) Centerline - Line diagram

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() () (Clear length = L-2(b/2)) (Total length) Centerline () Centerline () (Offset)

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( L1 > L2) B A (Offset)

() Centerline () ( GLOBAL)

L1

L2

A

B

M1 L1

ML2

Rigid Arm

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1.33 Incline member offset

(Member top offset) Centerline (Beam) (Girder) ( GLOBAL)

line diagram centerline

centerline (2 7)

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1.34 Member top offset

: 1. Rigid Link 2. 3. Infinity Rigid Link k =

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1.35

1. - () 1.1 1.2 () Axial rigid Axial stiffness (Overestimate) Axial rigid Axial stiffness EcAc/h h Axial stiffness

2. () Member offset (Member release) Member offset (, )

.

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STAAD Pro ( Member angle or beta angle ) () ()

( STAAD Pro ) Member Offset (Stiff) (Deep beam), - (Beam-Column), (Shear wall) 1.36 Member offset STAAD Pro

(Non-Uniform section)

(Tapered beam) (Uniform section)

1.14 Member with non-uniform section or Taper member

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2 (-) 3 (--)

Master - Slave node ( Static Dynamic Loads) D.O.F. 3 ( X, Y, Z) Stiffness Matrix

Master node (Link) (Girder) Master node Slave node Master node Slave node Master node

Slave node (Beam) Slave node 1 Master node (D.O.F. Slave node D.O.F. Master node)

L1 L2 L2

h1 h2 h3 h = [h1+h2+h3]/3

h

b

N1 M1

N2 N3 N4 M M1

1.15 Master-Slave node/MasterSlave constraints/Joint constraint

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3 ( X, Y, Z) Slave node Master node

D.O.F. (Master-Slave constrain) (Connect) Rigid links ( Imaginary links) () () (Translation) (Rotation) D.O.F. (6 D.O.F.) 1.37 Master-Slave Node

1. Top view Master-Slave node (Non rigid floor diaphragm)

2. Top View MasterSlave node (Rigid floor diaphragm)

: Master node ( Slave)

: 3 Rigid floor diaphragm

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1.38 Master-Slave node

Wind bracing X-bracing Scissor lift

1 : scissor lift bolt or pin 2

2 : X- Bracing 2 X -Bracing ( 1 3 ) 1-5 5-3 ( 2 4 ) 2-6 6-4 1-3 2-4 () 5, 6 Pin (5 6) () () Master-Slave node

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2 (End-To-End) Centerline (Centerlines do not line up) Rigid Link Master-Slave node

1.39 Master-Slave node

1

2

Rigid link Slave node

Master node

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1.40 Master-Slave STAAD Pro

(Shear area) Shear deformation Shear deformation

1.16 Shear Deformation

Bending Deformation Shear Deformation

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1.17.1

(H/B) Plate Element

1.17.2 -

Rigid arm

1.17 (Wall)

Rigid arm

H

B

H/B < 3

Plate

H

B

H/B > 3

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Plate element

Plate Diaphragm 2

plate plate Diaphragm Diaphragm Diaphragm plate

Rigid floor diaphragm 40 (2551) (D.O.F.) 3 X = 1, Y = 1 Z = 1

Rigid floor diaphragm

1. ()

1.18 Rigid floor diaphragm

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2. () ()

()


1. X

2. Y

3. X-Y

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D.O.F./ D.O.F./ Degree of freedom X 1 Degree of freedom Y 1 Degree of freedom Z 1

: Rigid floor diaphragm

Rigid floor diaphragm Master-Slave node

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1.43 Rigid floor diaphragm STAAD Pro

STAAD Pro (Model)

Master/Slave D.O.F. () Slave node Master node Master node

2

2 Mx, My, Mxy 1.19.1 Equivalent frame ()

1.19

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1.44 Equivalent frame

: Frame 2 [(1/2)x (L1+L2)]

1.19.2 Grillage Model (

4x4) 1.45 Grillage

: 1. (t) (b) 2 [(1/2)x (b1+b2)]

2. Ribbed Slab [(12I)/b]3

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1.19.3 Plate bending and flat shell element (Mesh) ( ) ()

1.46 Plate bending and flat shell element

:

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1.47 Plate bending and flat shell element STAAD Pro

STAAD Pro (Model) 1. Plate element

2.

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(Tension-only member)

(Compression-only member) Load case (Inactive)

Truss member Truss ()

(Tension-only member) (Iteration) Load case Stiffness ( Set)

(Compression-only member) (Iteration) Load case stiffness ( Set)

() (Slender strut) X-Bracing Member release

1.20 Tension-only members and compression-only members

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1.48 STAAD Pro

STAAD Pro (model) 1. Main menu

2.

(Neglected)

2 3 () (Constrain) () (Vertical movement) () (Stiff soil), ()

1.21 Soil-structure interaction ( interaction load)

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(Different settlement) Soil-Structure interaction Interaction load

(Phenomenon) (Load) Soil-Structure interaction () () (Crack) () (Sensitive)

() () () 2 ()

3

Stiff Soil Flexible Soil

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1.49 Interaction load

1. Soil-Structure interaction




: 25 mm. 20 mm. Soil-Structure Interaction

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(Soil Model) 2 1.21.1 Winkler Model (Moil deformation)

(Cohesionless soil) 2 1. Winkler Spring ( Spring Support Equivalent) Stiffness

Spring ksp = ks x B x S

ksp = Stiffness Spring (kN/m.) ks = Modules of subgrade reaction ( 1.50) B = (m.) S = Spring (m.) 2. Beam and plate on Winkler supports Beam on elastic foundation

Governing diffential equation

0Bsk4dx

4dEI EI = Bending Stiffness ks = Modules of subgrade reaction ( 1.50) B = = (Lateral Deflection )

B

S

E, I B

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1.21.2 Elastic half space element Soil model Linear elastic Integrate Strains Boussinesq stress distribution

1.50 (Typical Value) Modules of subgrade reaction

Modules of subgrade reaction (kN/m.3) Loose sand 4,800-16,000 Medium dense sand 9,600-80,000 Dense sand 64,000-128,000 Clayey medium dense sand 32,000-80,000 Silty medium dense sand 24,000-48,000 Clayey soil : qa 200 N/mm.2 200 < qa 400 N/mm.2 qa > 800 N/mm.2 qa = Bearing Capacity (Bowles,

1982)

12,000-24,000 24,000-48,000

> 48,000

: 1 kN. = 101.964381 kg. , 1 N./mm.2 = 10.196438 ksc.

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1.51 Spring Support STAAD Pro Winkler spring method

STAAD Pro (Model)

1. (Isolated footing) Stiffness Spring ()

2.

(Mat foundation) Stiffness Spring Delaunay Triangle Principle 4

3.

(Mat foundation) Plate element Stiffness Spring Tributary Area ( Elastic mat)

: STAAD Pro Stiffness Spring 2 3

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2 1. () 2. 2

1.22.1 ILL-Conditioning ( Stiffness Flexible ) Stiffness matrices () Stiffness matrices (, , ) ( ) ( 1,000,000 0.001 0.001) flexible Ill-Condition () (Meaningless) Equilibrium check Static load check (I ) (I ) Rigid arm (Rigid end zone Member offsets)

1.22 ILL-Conditioning & Instabilities

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1.51 ILL-Conditioning

1.22.2 Instabilities

(Move) (Restrain) ()

Rigid arm

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()

1.22.2.1 Member releases Member releases Zero stiffness at node


1.22.2.2 Zero stiffness at node

D.O.F. () ( Member release) D.O.F. D.O.F. Stiffness

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1.22.2.3 (Boundary condition) (Support) 1.54 ILL-Conditioning

1.22.2.4 (Unconnected element)

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Portal Frame

Plate Element

Portal Frame

3 - 6

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1.55 () ILL-Conditioning

1.22.2.5 (Columns without rotational restraint)

3 () (My)


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1.22.2.6 (Four-node truss panels)


1.58 (Instability problems) STAAD Pro

1. (Modeling problem)

1.1 Local Instability

1. Member Release 2 2. - Define Truss member (Superstructure)

1.2 Global Instability (Slide) (Overturning)

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1.58 (Instability problems) STAAD Pro

2. (Math precision)

1. (Error) (Numerical instabilities) 1/(1-A), A= k1/(k2+k3) k1 = Stiffness coefficients (Stiff) k2 = Stiffness coefficients (Flexible), k1>>k2 k1+k2 k1 A=1 1/(1-A) =1/0 2 2. Define

: STAAD Pro

(Move freely) (Member release) (Inappropriate value) Stiffness ()

1.23 Mechanism instability

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3

Portal Frame 3

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!.. ...

1. ... STAAD Pro v8i

2. ... STAAD Pro v8i

3. ... ()

STAAD Pro v8i 4. ... STAAD Pro v8i

...

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STAAD.Pro is The World's # 1 Structural Analysis and Design Software. STAAD.Pro is the professionals choice for steel, concrete, timber, aluminum and cold-

formed steel design of low and high-rise buildings, culverts, petrochemical plants, tunnels, bridges, piles and much more!

STAAD.Pro's features: 1 State-of-the art graphical environment with standard MS Windows functionality. 2 Full range of analysis including static, P-delta, pushover, response spectrum, time

history, cable (linear and non-linear), buckling and steel, concrete and timber design. 3 Object-oriented intuitive 2D/3D graphical model generation. 4 Supports truss and beam members, plates, solids, linear and non-linear cables, and

curvilinear beams. 5 Advance automatic load generation facilities for wind, area, floor, and moving loads. 6 Toggle display of loads, supports, properties, joints, members, etc. 7 Joint, member/element, mesh generation with flexible user-controlled numbering

scheme. The new release of STAAD.Pro includes ten features added to STAAD.Pro 2007 and

over 90 updates. The new features include updates to the graphical user interface (GUI), a new analysis method as defined by the AISC, known as direct analysis, and additional steel and concrete design options.

Intuitive Design Modeling in V8i With V8is intuitive design modeling tools, project teams can easily take designs from

concept to completion in the same software environment. Conceptual tools make it easier to intuitively sculpt solids and surfaces. Generative tools make it easier to iterate through many design alternatives.

22..11 SSTTAAAADD PPrroo VV88ii (())

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STAAD Pro

STAAD Pro

60

2.2 STAAD Pro

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1. 6.

1. 1) ...

2) Page Control General Material

3) ...

4) Menu Bar View 2. 4

1) 2) ... Menu Bar Geometry 3) CAD Menu Bar File Import

4) (...)

3.

2.3 STAAD Pro

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1) Page Control General Property

2) Page Control General Spec

3) Page Control General Support

4. Page Control General Load & Defintion

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5. Menu Bar Tools 6. Page Control Analysis/Print

Menu Bar Analyze

7. 6. Analyze Page Control

Design

Menu Bar Analyze

8. ...

Staad Analysis and Design

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File New

Main Window

Data Area

Menu Bar

Tool Bar

Page Control

Main Page

Sub Page

2.4 STAAD Pro ()

License

File

Help/Web

File

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2.1 1. Windows NT 4.0, Windows 2000 and XP ( Windows 95 & Windows 98) 2. () 500 530 3. 128 4. 1024x768 , 256 (16 )

2.2 1. (Joint numbers) 1 to 999,999 2. (Number of joints) 100,000 3. (Member/element numbers) 1 to 999,999 4. (Number of members & elements) 100,000 5. (Load case numbers) 1 to 99,999 6. (Number of primary & combination cases)

2,000

2.3 STAAD Pro

1. (Numerical method) Finite Element Method (FEM.) (Approximate)

2. Stiffness Method Displacement Method 3. () Modified Choleskys Method

2.5 STAAD Pro

2.6 STAAD Pro

2.7

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2.4 :

1. Menu bar HELP

2. STAAD. Pro Info on Web

3. ()...

2.8

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STAAD Pro 3 ( 3 Mode ) 3

1 Pre processing mode Modeling mode 2 Analysis ( ) 3 Post processing mode Pre processing mode Mode Post processing mode Mode Mode

2.9 STAAD Pro

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2.9.1 Pre processing mode (Default mode) (Mode) - 6 ( 6 ) 2.5 Pre processing mode

() 1. (Geometry) 3 ( ) 1.1 Geometry 1.2 (Structure wizard) Menu bare Geometry Run Structure Wizard 1.3 STAAD Editor

1.4 (Import) 3D DXF CAD

---

--

-

Solid structure

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2.5 () Pre processing mode ()

2. ()

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3.

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4. ( Advance)

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5. 5.1 (Load Case) 5.2 Load Case 5.3 Load Case

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6. 6.1 ( ) 6.2 RUN Engine Default STAAD Analysis

Analysis/Print

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2.9.2 Analysis mode 2.6 Analysis mode

() RUN Engine Default STAAD Analysis

Analyze

Analysis Option STAAD Analysis

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2.9.3 Post processing mode 2.6 Post processing mode

()

1.

2. Page control

Page control

Pre processing Mode Post processing mode Pre processing mode 2 Mode 1 : Post processing mode Post processing mode

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2 : Pre processing mode Post processing mode

Pre processing mode Post processing mode

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1: Icon Program group Windows 2.7

(Command) 1. Start 2. All Programs Icon Program group

Windows 3. Staad Pro 2007 4. STAAD Pro

2.10

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2: Icon 2.8

(Command) 1. Icon 2. Double click STAAD.Pro 2007 Icon

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2.9 : Default

(Command) (Function) 1. Main Menu ( Click )

2. Page control

() ( ) Main page control ( 5 ) ( click ) Sub page control ()

3. Data area Page control , ,

4. Toolbar () 5. Main Window ( Pre & Post processing)

Toolbar

Mode

Main Menu Menu Bar

Data Area Page Control

Main Window

Toolbar

2.11

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2 2.12.1 (Command File) STAAD Editor 2.10 : Command Line ( STAAD Editor) Click

2.12 Pre processing mode

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2.10 () : Command Line ( STAAD Editor)

2.12.2 (Graphic) (Graphical User Interface (GUI)) 3 Page control, Toolbar Dialog box Data area 3 () Page control Toolbar

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2.11 Page control Pre processing mode

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2.12 Toolbar Pre processing mode File toolbar

(Function)

2.13 Toolbar Pre processing mode

Structure toolbar

(Function) ---

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2.14 Toolbar Pre processing mode Mode toolbar

(Function)


Rotate toolbar

(Function)

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2.16 Toolbar Pre processing mode View toolbar

(Function) - 3D


Geometry toolbar

(Function)

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2.18 Toolbar Pre processing mode Generate toolbar

(Function)


Structure toolbar

(Function)

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2.20 Toolbar Pre processing mode Selection toolbar

(Function) (Member, Plate, Surface) --


Labels toolbar

(Function)

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2.22 Toolbar 2 Mode Print toolbar

(Function)

2.23 Page control Post processing mode

2.13 Post processing mode

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2.24 Toolbar Post processing mode Result Toolbar

(Function)

2.25

Steel Design toolbar

(Function)

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2.26 Toolbar

(Command) 1. Menu bar View 2. Toolbars

3. Click Click OK

2.14 Toolbars

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2.27 Main menu Menu File

(Function) ()

2.15 Main menu

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2.28 Main menu Menu Edit

(Function)

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2.29 Main menu Menu View

(Function)

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22.30 Main menu Menu Tools

(Function) --

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2.31 Main menu Menu Select

(Function)

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2.32 Main menu Menu Geometry

(Function) ---

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2.33 Main menu Menu Commands

(Function) () Finite element

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2.34 Main menu Menu Analyze

(Function)

2.35 Main menu Menu Mode

(Function) (Input datas) (Output datas)

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2.36 Main menu Menu Window

(Function)

2.37 Main menu Menu Help

(Function)

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2.38

(Function)

1. Start Program ( 2.7 2.8) 2. Click Configuration Dialog box new

2.16

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2.39

(Function) 1. Base Unit

2. Background Color 3. Section Profile Table 4. Analysis Engine

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2.39 ()

(Function) 5. Input File Format Default 6. Error File Format Default 7. File Option Default

8. STAAD Default Design Code

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2 (.)

2.17 STAAD Pro

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2 (.)

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2 (.)

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5 (.)

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4 (.)

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6 (. )

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(.)

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(.)

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(.)

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(.)

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()

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.............................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. .............................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. .............................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. .............................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. ....................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................

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!..

...

1. ... STAAD Pro v8i 2. ...

3. ... ()

...

... ...

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... 1

Programs File

STAAD Pro

1

1

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... New Project 2

2

2

1

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3 4 1) Plane 2) 3) 4) 5) 6) Next > 7) Add Beam 8) Finish

6. 3

2.

3.

4.

5.

1. Plane

P a g e | 141

5

4

5

7. Add Beam

8.

P a g e | 142

... 6 1) Front View 2) 3)

( Node ... Esc ) 2 ()

4.1 7 1) Node 1 0,3 1 2) Node 2 4, 3 1 3) Node 3 6, 3 1 Node 4

9, 3 1

1.

4. 10 1

3. X-Y

0,0,0,

2. X-

6

5. X-

3

4

P a g e | 143

4) Esc.

4.2 Run Structure Wizard... 8 11 1) Menu Bare Geometry 2) Run Structure Wizard 3) Model Type Frame Models 4) Continuous Beam 5) 6) 7) 8) 9) 11

7

Node1 (0,3,0)

Node2 (4,3,0) Node3 (6,3,0)

Node4 (9,3,0)

P a g e | 144

1. Geometry

2. Run Structure Wizard

3. Frame Models

8

9

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STAAD Pro 12 13 10) Menu Bare File 11) Merge Model with STAAD Pro Model 12) Yes

4. Continuous Beam

5.

7.

8.

9.

6.

10

11

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13) Node 0,3,0 14)

12

12.

10.

11.

13.

14.

13

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( 4 20x40 . 2 3 )

5.1 ... 1 Beam1 () 14 15

1) 2) 3) 14

15 4) W Shape 5) 6) 7) 8)

9)

1. 3. Section Database

14

5

2.

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5.2 ... 2 3 Beam2 Beam3 () 16

1) a. 2 Beam2 b. Ctrl 3

Beam3 2) 3) 16

4) Rectangle 5) h = 0.40 b = 0.20 6)

15

4. W Shape

6.

7. Steel

8.

5. W 4x13

9.

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7)

8)

5 17 (R1,, Rn) Render Render

6.

16

1.

2.

3. Define

4. Rectangle

7.

5. .20x.40

8.

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... 18 20

1) Beam Cursor Nodes Cursor 2) Node

18 3) Support Page 4) 5) Pined 6) Node 7)

Render 3D

17

6

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18

19

1. Nodes Cursor 3. Support Page

4. Create 5. Pined

6.

2. Node

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... 3 7.1 (Load case) ... ( 3 Load Case1= DL, Load Case2 = DL+LL, Case3 = 0.75[DL+LL+WL Load Case2 = DL+LL ] ) 21 22

1) Load Page 2) Load Case Details 3) Add 4) Primary Load 5) Load

a. Load 1 ( 1)

7. Close

20

7

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b. Load ( Load Load )

c. Load Case1(DL+LL) 6) Add 7) Load Case 8)

21

1. Load Page 2. Load Case Details

3. Add

4. Primary

5. Load 6. Add

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7.2 (Load case) ... Load Case (DL.) (SW.) 2,000 ./. (LL.) 500 ./../. 23 24

1) Load Case 1 2) Add Load Case 3)

a. () Y b. Factor ()

-1 4) 5) ( ? ...

) 6)

a. W = -2,000 Add Load Case b. W = -500 Add Load Case

22

7. Load Case

8. Close

P a g e | 155

7) Load Case

24

1. Load Case1

3. Selfweight Load

2. Add

5. Load

4. Add

6. Member Load Uniform Force

Add 7.

23

P a g e | 156

7.3

1) 25 a. b. c. d.

2) 26 a. b. c.

25

1.

2.

3. Assign

4. Yes

!...

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d. e.

500 ./.

... 2

1. 2.

2 ( Run ) ( Run ) 8.1 Perform Analysis (Linear Static Analysis)

1.

26

2.

3. 4.

8

P a g e | 158

27

1) Analysis/Print 2) Analysis 3) Perform analysis 4) Static check 5) 6) 7) Menu Bar Analyze

: 7) 8.3

8.2 Run (Analyze) 28 31

1) Run Go to Post Processing Mode

27

1. Analysis/Print

3. Perform analysis

4. Static check 5.

7. Analyze

6.

2. Analysis

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2) Done 3) Result Setup OK 30 4) Beam 5) Graphs 6) 7) 31

28

1. 2.

Error = 0 Warning = 0

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29

30

3.

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8.3 ... 1. 32 33

1) Design 2) () 3) Steel 4) AISC ASD 5) Commands 6) CODE CHECK CODE 7) Assign 8) Close

2. ( STAAD Load Factor ) 33 9) 2 3 ( .) 10) Concrete 11) ACI 12) Commands

31

4. Beam

7. (M,V,N)

6.

5. Graphs

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13) . DESIGN BEAM 14) Assign 15) Close

32

3. Steel

4. AISC ASD

2.

1. Design 6. CHECK CODE

7. Assign

5. Commands

8. Close

33

10. Concrete

11. ACI

9.

13. DESIGN BEAM

14. Assign

12. Commands

15. Close

P a g e | 163

8.1.1 Pre-Print ... 34 Define command

8.1.2 Post-Print Run ... 35

34

1. Pre-Print

3. Add ( Add ) All

2. Define Command

4.

8.1 Run 8.1

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2 () 9.1 ()

1) Report Setup 36 38

2) Input () 3) (

) 4) OK 5) Report Setup Output (

)

35

5. Post-Print

8. Add ( Add )

6. Define Command

9.

10. Analyze

7.

9

P a g e | 165

6) ()

7) OK

36

2.,5. Input Output

1. Report Setup

3.,6.

4.,7.

37

2 4

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39 40

8) Menu Bar File 9) Print Preview Report 10) Print ( Next

Page Close Print Preview Report)

38

2 4

()

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40

39

10. Print

8. File

9. Print Preview Report

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9.2

1) ( -- ) 41 43

a. b. Take Picture c. ( ID) d. OK

( )

41

a.

b. Take Picture

c.

d. OK

- -

P a g e | 169

a.

b. Take Picture

c.

d. OK

a.

b. Take Picture

c.

d. OK

42

43

P a g e | 170

2) Report Setup 44 57

3) Input ()

a. Node Ctrl 45

b. 46 Selected 46 -

4) Pictures 47 48 49 50

a. b. (

) 5) Output ()

a. Beam Max Moments Ctrl

51 b. 52

Selected 52 -

6) 4 a. Load Case

Load Case ( Load Case 1) 53

b. Ranges ( 1) 54

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c. Name and Logo 55

d. Option () 56

7) OK 56

2. Report Setup

44

P a g e | 172

45

46

b.

-

3. Input

a.

P a g e | 173

47

48

4. Pictures

P a g e | 174

49

50

a.

b.

P a g e | 175

51

b.

5. Output

a.

52

P a g e | 176

53

54

a. Load Case ( Load Case 1)

b. ( 1)

P a g e | 177

7. OK

55

56

c.

d. ( )

P a g e | 178

8) Menu Bar File 9) Print Preview Report 57 10) Print ( Next

Page Close Print Preview Report)

P a g e | 179

Job Info 1 ( 50)

2 ( 50)

57

P a g e | 180

Input Output ************************************************* * * * STAAD.Pro * * Version 2007 Build 03 * * Proprietary Program of * * Research Engineers, Intl. * * Date= AUG 11, 2008 * * Time= 19:53:24 * * * * USER ID: Mr.Sermpun Aimjaboak * *************************************************

1. STAAD PLANE INPUT FILE: ex-beam.STD 2. START JOB INFORMATION 3. ENGINEER DATE 08-AUG-08 4. END JOB INFORMATION 5. INPUT WIDTH 79 6. UNIT METER KG 7. JOINT COORDINATES 8. 1 0 3 0; 2 4 3 0; 3 6 3 0; 4 9 3 0 9. MEMBER INCIDENCES 10. 1 1 2; 2 2 3; 3 3 4 11. DEFINE MATERIAL START 12. ISOTROPIC STEEL 13. E 2.09042E+010 14. POISSON 0.3 15. DENSITY 7833.41 16. ALPHA 1.2E-005 17. DAMP 0.03 18. ISOTROPIC CONCRETE

P a g e | 181

19. E 2.21467E+009 20. POISSON 0.17 21. DENSITY 2402.62 22. ALPHA 1E-005 23. DAMP 0.05 24. END DEFINE MATERIAL 25. MEMBER PROPERTY AMERICAN 26. 1 TABLE ST W4X13 27. MEMBER PROPERTY AMERICAN 28. 2 3 PRIS YD 0.4 ZD 0.2 29. CONSTANTS 30. MATERIAL STEEL MEMB 1 31. MATERIAL CONCRETE MEMB 2 3 32. SUPPORTS 33. 1 TO 4 PINNED 34. LOAD 1 LOADTYPE NONE TITLE LOAD CASE 1[DL+LL] 35. SELFWEIGHT Y -1 LIST 1 TO 3 36. MEMBER LOAD 37. 1 TO 3 UNI GY -2000 38. 1 TO 3 UNI GY -500 39. PERFORM ANALYSIS PRINT STATICS CHECK

P R O B L E M S T A T I S T I C S -----------------------------------

NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 4/ 3/ 4 SOLVER USED IS THE IN-CORE ADVANCED SOLVER TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = 4 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 1 LOADTYPE NONE TITLE LOAD CASE 1[DL+LL] CENTER OF FORCE BASED ON Y FORCES ONLY (METE). (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.457343457E+01

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Y = 0.299999999E+01 Z = 0.000000000E+00 ***TOTAL APPLIED LOAD ( KG METE ) SUMMARY (LOADING 1 ) SUMMATION FORCE-X = 0.0000000E+00 SUMMATION FORCE-Y = -2.3538473E+04 SUMMATION FORCE-Z = 0.0000000E+00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 0.0000000E+00 MY= 0.0000000E+00 MZ= -1.0765166E+05 ***TOTAL REACTION LOAD( KG METE ) SUMMARY (LOADING 1 ) SUMMATION FORCE-X = 0.0000000E+00 SUMMATION FORCE-Y = 2.3538473E+04 SUMMATION FORCE-Z = 0.0000000E+00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 0.0000000E+00 MY= 0.0000000E+00 MZ= 1.0765166E+05 MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 1) MAXIMUMS AT NODE X = 0.00000E+00 0 Y = 0.00000E+00 0 Z = 0.00000E+00 0 RX= 0.00000E+00 0 RY= 0.00000E+00 0 RZ= -3.50895E-02 1

************ END OF DATA FROM INTERNAL STORAGE ************ 40. PARAMETER 1 41. CODE AISC 42. CHECK CODE MEMB 1

STAAD.Pro CODE CHECKING - (AISC 9TH EDITION) ALL UNITS ARE - KG METE (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION =======================================================================

P a g e | 183

1 ST W4X13 (AISC SECTIONS) FAIL AISC- H1-3 3.648 1 0.00 T 0.00 4932.46 4.00 43. START CONCRETE DESIGN 44. CODE ACI 45. DESIGN BEAM 2 3 =====================================================================

=====================================================================

P a g e | 184

********************END OF BEAM DESIGN************************** 46. END CONCRETE DESIGN 47. FINISH

*********** END OF THE STAAD.Pro RUN ***********

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1. SI 2. 1 xx 3. 2 3-DB12 mm 34.30 cm. (

34.30 cm.) 4. 3 0.00 m.

0.694 m. (-- ) 5. 4 8-DB12 mm 17.20

cm. 0.00 m. 1.164 m. ( n = [116.40/17.20]+1 = 6.767 + 1 = 8 )

6. 5 3-DB12 mm 5.70 cm. ( 5.70 cm.) 0.145 m. 2.98 m.

P a g e | 186

...........................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................

!.. ...

( 3 )

1. ... STAAD Pro v8i 3

2. ... 3

3. ... () 3

... ... ...

P a g e | 188

... 1

Programs File

STAAD Pro

1

1

P a g e | 189

... New Project 2

2

2

1

P a g e | 190

3 4 1) Truss 2) 3) 4) 5) 6) Next > 7) Add Beam (Structure

Wizard) 8) Finish

6. 3

2.

3.

4.

5.

1. Truss

P a g e | 191

5

4

5

7. Add Beam

8.

(Structure Wizard)

P a g e | 192

... 6 1) Front View 2) 3)

( Node

... Esc ) 2 ()

4.1 7 1) Node 1 0,5 1

2) Node 2 5, 5 1

3

4

1.

4. 10 1

3. X-Y

0,0,0,

2. X-

6

5. X-

P a g e | 193

3) Node 3 10, 5 1

4) Node 4 5, 7 1 Node 1

5) Esc.

6) ( 4 ) 5 8

a. b. Insert Node c. n = 4 d. 9

7

1. Node1 (0,5,0) 2. Node2 (5,5,0) 3. Node3

4. Node4 (5,7,0)

P a g e | 194

7) Node 10 a.

Node Node ( Node )

8

b. Insert Node

a. c. Add n points

d. OK

9

P a g e | 195

b. Node Node (... Node Esc ) 11

10

b. Node

a.

11

P a g e | 196

8) 12 a. b. Node c. Node Ctrl d. Node e. Node Esc

4.2 Run Structure Wizard... 13 18 1) Menu Bare Geometry 2) Run Structure Wizard 3) Model Type Truss Models 4) Howe Roof 5) 15 6) 16

12

b. Node

a.

d. OK

c. Node

d. Node

e. Node

P a g e | 197

1. Geometry

2. Run Structure Wizard

3. Truss Models

13

14

P a g e | 198

4. Howe Roof

5.

6.

15

16

P a g e | 199

STAAD Pro 17 18 7) Menu Bare File 8) Merge Model with STAAD Pro Model 9) Yes 10) Node 0,5,0 18 11)

17

9.

7.

8.

P a g e | 200

( 20x20 . )

5.1 ... 19 21

1) 2) Property Page 3) 19

20 4) Pipe 5) 6) 7)

8) 21

5

10. 5 .

11.

18

P a g e | 201

1.

3. Section Database

20

19

2.

4. Pipe

6. Steel

7.

5. PIPS60

8.

P a g e | 202

5.2 ... () 22

1) a. ( 2

) b. Ctrl

2) 3) 4) Rectangle 5) h = 0.20 b = 0.20 6) 7) 8)

21

P a g e | 203

9) 23

6.

22 1.

2.

3. Define 4. Rectangle

7.

5. .20x.20

8.

P a g e | 204

5 24 Render Render

23

9.

P a g e | 205

... 25 27

1) Beam Cursor Nodes Cursor 2) Node

Node 3) Support Page 4) 5) Pined 6) Node 7)

Render 3D

24

6

P a g e | 206

25

1. Nodes Cursor 3. Support Page

4. Create

5. Pined

6.

26

2. Node

P a g e | 207

... 3 7.1 (Load case) ... ( 3 Load Case1= DL, Load Case2 = DL+LL, Case3 = 0.75[DL+LL+WL Load Case2 = DL+LL ] ) 28 29

1) Load Page 2) Load Case Details 3) Add 4) Primary Load 5) Load

a. Load 1 ( 1)

27

7. Close

7

P a g e | 208

b. Load ( Load Load )

c. Load Case1(DL+LL) 6) Add 7) Load Case 8)

28

1. Load Page 2. Load Case Details

3. Add

4. Primary

5. Load 6. Add

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7.2 (Load case) ... Load Case 300 . 150 . 30 31

1) Load Case 1 2) Add Load Case 3) 1

a. FY = -300 ( Y)

4) 5) 2

a. FY = -150 ( Y)

6) 7) Load Case

29

7. Load Case

8. Close

P a g e | 210

1. Load Case1

3. Nodal Load

2. Add

31

4. Add

6. Add 7.

5. Fy = -150

30

P a g e | 211

7.3

1) FY = 300 . 32 33 a. Beam Cursor Nodes Cursor b. c. Node Node Ctrl

Node d. e. Node

f. 33

!...

c. Upper Node Node

32

b.

d. e.

a. Nodes Cursor

P a g e | 212

2) FY = 150 . 34 35

a. b. Node Node Ctrl

Node c. d. Node

e. 35

33

f.

34

b. Node

a.

c. d.

P a g e | 213

... 2 1. 2.

2 ( Run ) ( Run ) 8.1 Perform Analysis (Linear Static Analysis) 36

1) Analysis/Print 2) Analysis 3) Perform analysis 4) Static check 5) 6) 7) Menu Bar Analyze

: 7) 8.3

8

e.

35

P a g e | 214

8.2 Run (Analyze) 37 40

1) Run Go to Post Processing Mode

2) Done 3) Result Setup OK 38 4) Beam 5) Graphs 6) 7) 40

36

1. Analysis/Print

3. Perform analysis

4. Static check 5.

7. Analyze

6.

2. Analysis

P a g e | 215

37

38

1. 2.

Error = 0

3.

P a g e | 216

8.3 ....

39

40

4. Beam

7. (N)

6.

5. Graphs

P a g e | 217

1. 41 46 1) Design 2) 3) Steel 4) AISC ASD 5)

() 6) Reset

42 7) 43 8) OK 9) Input Units 44 10) m. cm. OK 11)

7 12) 13)

a. 4,100 ./.. b. 2,400 ./.. c. 1 d. 1

14) 15) Commands 16) CODE CHECK CODE 17) Assign 18) Close

P a g e | 218

3. Steel

4. AISC ASD

2.

1. Design 6.

5.

41

42

6.

P a g e | 219

43

7.

8.

44

10.

9. Input Units

P a g e | 220

46

45

12. 13.

14. 11.

16. CHECK CODE

17. Assign

15. Commands

18. Close

P a g e | 221

2. ( STAAD Load Factor ) 47 51 19)

Ctrl 20) Concrete 21) ACI 22)

23) Reset

48 24) 49 25) OK 26)

24 27) 28)

a. 2.50 . b. 240 ./.. c. 3,000 ./.. d. 2,400 ./.. e. 16 . f. 8 . g. 0 ()

29) 30) Commands 31) . DESIGN COLUMN 32) Assign

P a g e | 222

33) Close

20. Concrete 21. ACI

19.

22.

23.

47

23.

48

P a g e | 223

49

24.

25.

50

27. 28.

29. 26.

P a g e | 224

8.1.1 Pre-Print ... 52 Define command

8.1 Run 8.1

51

31. Design Column

32. Assign

30. Commands

33 Close

P a g e | 225

8.1.2 Post-Print Run ... 53

53

5. Post-Print

8. Add ( Add )

6. Define Command

9.

10. Analyze

7.

52

1. Pre-Print

3. Add ( Add ) All

2. Define Command

4.

P a g e | 226

2 ()

Input Output ************************************************** * * * STAAD.Pro * * Version 2007 Build 03 * * Proprietary Program of * * Research Engineers, Intl. * * Date= AUG 14, 2008 * * Time= 21:18:31 * * * * USER ID: Mr.Sermpun Aimjaboak[M. Eng.] * **************************************************

1. STAAD TRUSS INPUT FILE: ex-truss.STD 2. START JOB INFORMATION 3. ENGINEER DATE 12-AUG-08 4. END JOB INFORMATION 5. INPUT WIDTH 79 6. UNIT METER KG 7. JOINT COORDINATES 8. 1 0 5 0; 2 5 5 0; 3 10 5 0; 4 5 7 0; 5 1 5 0; 6 2 5 0; 7 3 5 0; 8 4 5 0 9. 9 6 5 0; 10 7 5 0; 11 8 5 0; 12 9 5 0; 13 9 5.4 0; 14 8 5.8 0; 15 7 6.2 0 10. 16 6 6.6 0; 17 4 6.6 0; 18 3 6.2 0; 19 2 5.8 0; 20 1 5.4 0; 21 0 0 0 11. 22 10 0 0 12. MEMBER INCIDENCES 13. 1 1 5; 2 2 9; 3 3 13; 4 4 17; 5 5 6; 6 6 7; 7 7 8; 8 8 2; 9 9 10; 10 10 11 14. 11 11 12; 12 12 3; 13 13 14; 14 14 15; 15 15 16; 16 16 4; 17 17 18; 18 18 19

9

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15. 19 19 20; 20 20 1; 21 4 2; 22 2 17; 23 17 8; 24 8 18; 25 18 7; 26 7 19 16. 27 19 6; 28 6 20; 29 20 5; 30 2 16; 31 16 9; 32 9 15; 33 15 10; 34 10 14 17. 35 14 11; 36 11 13; 37 13 12; 38 1 21; 39 3 22 18. DEFINE MATERIAL START 19. ISOTROPIC STEEL 20. E 2.09042E+010 21. POISSON 0.3 22. DENSITY 7833.41 23. ALPHA 1.2E-005 24. DAMP 0.03 25. ISOTROPIC CONCRETE 26. E 2.21467E+009 27. POISSON 0.17 28. DENSITY 2402.62 29. ALPHA 1E-005 30. DAMP 0.05 31. END DEFINE MATERIAL 32. MEMBER PROPERTY AMERICAN 33. 1 TO 37 TABLE ST PIPS60 34. MEMBER PROPERTY AMERICAN 35. 38 39 PRIS YD 0.2 ZD 0.2 36. CONSTANTS 37. MATERIAL STEEL MEMB 1 TO 37 38. MATERIAL CONCRETE MEMB 38 39 39. SUPPORTS 40. 21 22 PINNED 41. LOAD 1 LOADTYPE NONE TITLE LOAD CASE 1[DL+LL] 42. JOINT LOAD 43. 4 13 TO 20 FY -300 44. 1 3 FY -150 45. PERFORM ANALYSIS PRINT STATICS CHECK

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P R O B L E M S T A T I S T I C S ----------------------------------- NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 22/ 39/ 2 SOLVER USED IS THE OUT-OF-CORE BASIC SOLVER ORIGINAL/FINAL BAND-WIDTH= 20/ 3/ 8 DOF TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = 40 SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO-WORDS REQRD/AVAIL. DISK SPACE = 12.1/ 83641.8 MB STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 1 LOADTYPE NONE TITLE LOAD CASE 1[DL+LL] CENTER OF FORCE BASED ON Y FORCES ONLY (METE). (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.500000002E+01 Y = 0.599999997E+01 Z = 0.000000000E+00 ***TOTAL APPLIED LOAD ( KG METE ) SUMMARY (LOADING 1 ) SUMMATION FORCE-X = 0.0000000E+00 SUMMATION FORCE-Y = -3.0000001E+03 SUMMATION FORCE-Z = 0.0000000E+00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 0.0000000E+00 MY= 0.0000000E+00 MZ= -1.5000000E+04 ***TOTAL REACTION LOAD( KG METE ) SUMMARY (LOADING 1 ) SUMMATION FORCE-X = 0.0000000E+00 SUMMATION FORCE-Y = 3.0000001E+03 SUMMATION FORCE-Z = 0.0000000E+00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 0.0000000E+00 MY= 0.0000000E+00 MZ= 1.5000000E+04 MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 1) MAXIMUMS AT NODE X = -3.88679E-02 1 Y = -1.15151E-01 9

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Z = 0.00000E+00 0 RX= 0.00000E+00 0 RY= 0.00000E+00 0 RZ= 0.00000E+00 0 ************ END OF DATA FROM INTERNAL STORAGE ************ 46. UNIT CM KG 47. PARAMETER 1 48. CODE AISC 49. FU 4100 MEMB 1 TO 37 50. FYLD 2400 MEMB 1 TO 37 51. KY 1 MEMB 1 TO 37 52. KZ 1 MEMB 1 TO 37 53. CHECK CODE MEMB 1 TO 37 STAAD.Pro CODE CHECKING - (AISC 9TH EDITION) *********************** ALL UNITS ARE - KG CM (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 1 ST PIPS60 (AISC SECTIONS) PASS TENSION 0.065 1 3375.00 T 0.00 0.00 0.00 2 ST PIPS60 (AISC SECTIONS) PASS TENSION 0.043 1 2250.00 T 0.00 0.00 0.00 3 ST PIPS60 (AISC SECTIONS) PASS AISC- H1-3 0.073 1 3634.99 C 0.00 0.00 0.00 4 ST PIPS60 (AISC SECTIONS) PASS AISC- H1-3 0.041 1 2019.44 C 0.00 0.00 0.00

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5 ST PIPS60 (AISC SECTIONS) PASS TENSION 0.065 1 3375.00 T 0.00 0.00 0.00 6 ST PIPS60 (AISC SECTIONS) PASS TENSION 0.058 1 3000.00 T 0.00 0.00 0.00 7 ST PIPS60 (AISC SECTIONS) PASS TENSION 0.051 1 2625.00 T 0.00 0.00 0.00 8 ST PIPS60 (AISC SECTIONS) PASS TENSION 0.043 1 2250.00 T 0.00 0.00 0.00 9 ST PIPS60 (AISC SECTIONS) PASS TENSION 0.051 1 2625.00 T 0.00 0.00 0.00 10 ST PIPS60 (AISC SECTIONS) PASS TENSION 0.058 1 3000.00 T 0.00 0.00 0.00 11 ST PIPS60 (AISC SECTIONS) PASS TENSION 0.065 1 3375.00 T 0.00 0.00 0.00 12 ST PIPS60 (AISC SECTIONS) PASS TENSION 0.065 1 3375.00 T 0.00 0.00 0.00 13 ST PIPS60 (AISC SECTIONS) PASS AISC- H1-3 0.065 1 3231.10 C 0.00 0.00 0.00 14 ST PIPS60 (AISC SECTIONS) PASS AISC- H1-3 0.057 1 2827.21 C 0.00 0.00 0.00 15 ST PIPS60 (AISC SECTIONS)

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PASS AISC- H1-3 0.049 1 2423.32 C 0.00 0.00 0.00 16 ST PIPS60 (AISC SECTIONS) PASS AISC- H1-3 0.041 1 2019.44 C 0.00 0.00 0.00 ALL UNITS ARE - KG CM (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 17 ST PIPS60 (AISC SECTIONS) PASS AISC- H1-3 0.049 1 2423.32 C 0.00 0.00 0.00 18 ST PIPS60 (AISC SECTIONS) PASS AISC- H1-3 0.057 1 2827.21 C 0.00 0.00 0.00 19 ST PIPS60 (AISC SECTIONS) PASS AISC- H1-3 0.065 1 3231.10 C 0.00 0.00 0.00 20 ST PIPS60 (AISC SECTIONS) PASS AISC- H1-3 0.073 1 3634.99 C 0.00 0.00 0.00 21 ST PIPS60 (AISC SECTIONS) PASS TENSION 0.023 1 1200.00 T 0.00 0.00 0.00 22 ST PIPS60 (AISC SECTIONS) PASS AISC- H1-3 0.015 1 707.55 C 0.00 0.00 0.00 23 ST PIPS60 (AISC SECTIONS) PASS TENSION 0.009 1 450.00 T 0.00 0.00 0.00 24 ST PIPS60 (AISC SECTIONS)

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PASS AISC- H1-3 0.012 1 585.77 C 0.00 0.00 0.00 25 ST PIPS60 (AISC SECTIONS) PASS TENSION 0.006 1 300.00 T 0.00 0.00 0.00 26 ST PIPS60

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