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U

6

J

T

FACULTY OF CI

STRUCTU

S

NAME :

S

COURSE : 4

LECTURER :

NIVERSITY TUN HUSEIN ONN MA

000 PARIT RAJA, BATU PAHAT,

HOR DARUL TAKZIM.

L : 07-4537000

VIL ENGINEERING & ENVIRO

BFC 4091

AL STEEL AND TIMBER DESIG

EEL DESIGN PROJECT

EE KAR FUNG

CF 070236

ARIDAH BINTI MD TAIB

CF 070238

AUPIAH BINTI MOHAMED

CF 070211

ARIA SIMAA BINTI YUSOFF @ C

CF 070256

BFF (SECTION 1)

N. HJ. ROSLAN BIN KOLOP

LAYSIA

MENT

E MAN

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GROUP MEMBER

Lee Kar F

CF0702

Faridah Binti Md Taib

CF070238

Saupiah Binti

CF07021

Maria Simaa Binti Yusoff @ Che

Man

CF070256

By LE

ng

6

Faridah Binti Md Taib

CF070238

ohamed

1

Maria Simaa Binti Yusoff

Man

CF070256

2

KAR FUNG

Lee Kar Fung

CF070236

Saupiah Binti Mohamed

CF070211

Che

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CONTENT

i. GROUP MEMBER 2

1. PROJECT DESCRIPTION AND ARCHITECTURE DRAWING 4

2. STEEL STRUCTURAL PLANNING AND DRAWING 6

3. CALCULATION OF ROOF TRUSS DESIGN 9

3.1. PURLIN DESIGN 9

3.2. LOADING OF TRUSS 11

3.3. SUMMARY FORCE OF MEMBER 12

3.4. COMPRESSION MEMBER 14

3.4.1. Top Chord 14

3.4.2. Internal Vertical Member (All, except node 7-20) 16

3.5. TENSION MEMBER 18

3.5.1. Internal Vertical Member (Node 7-20) 18

3.5.2. Internal Sloped Member 19

3.5.3. Bottom Chord 20

4. CALCULATION OF CONNECTION DESIGN 21

4.1. CONNECTION AT ROOF TRUSS (TRUSS AND TRUSS) 22

4.2. CONNECTION AT COLUMN WITH TRUSS 24

5. CACULATION OF BRACING DESIGN 27

6. CALCULATION OF CONNECTION DESIGN 32

6.1. CONNECTION AT BRACING (BRACING AND BRACING) 33

6.2. CONNECTION AT COLUMN WITH BRACING 35

7. WEIDING CONNECTION DESIGN AT GUSSET PLATE 38

8. CACULATION OF COLUMN DESIGN 40

9. CALCULATION OF SLAB BASE DESIGN 44

10. ELEMENT SUMMARY 48

11. REFERENCE 50

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1. PROJECT DESCRIPTION AND ARCHITECTURE DRAWING

SIZE OF STRUCTURE :

Project = Single Storey Factory

Height = 7.77 m

Width = 15 m

Length = 42 m

PROJECT :

The factory is design using steel structural.

The plan is shown in the architect plan.

The frame D-D is select as critical frame and choosing to design the steel

structural.

Roof truss analysis is using Staad Pro 2006.

The element for steel design is following :

Roof truss

Connection (Truss)

Connection (Truss and Column)

Bracing

Connection (Bracing)

Connection (Bracing and Column)

Column

Base plate design

The standard reference is based on BS 5950, Part 1 (2000). The calculation

references are listed in topic REFERENCE in the last page of this project.

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ARCHITECTURE

DRAWING

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2. STEEL STRUCTURAL PLANNING

*Modeling by TEKLA V15.

Figure 1: 3D view of steel Structural

Figure 2: Plan view of steel structural

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Figure 3: Section A-A of steel structural

Figure 4: Section B-B of steel structural

Figure 5: Section B-B of steel structural (Braced)

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STEEL

STRUCTURAL

DRAWING

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Table 27

B-45

D = L/45 = 5000/45 = 111.11 mm

Assume sag rod are assigned on the middle of purlins between two trusses

B = (L)/60 = (5000)/60 = 83.33 mm

Therefore, use single angle 150 x 90 x 10L (Zx = 53.3 cm3)

use single angle (upper) 200 x 100 x 10L (Zx = 93.2 cm3)

use single angle (side) 150 x 90 x 12L (Zx = 63.3 cm3)

Loading Transferred to the Trusses (on nodes)

Self weight of truss (on slope) = 0.20 kN/m2

Dead load = 0.35 + 0.2 = 0.55 kN/m2

(on slope)

Imposed load = 0.73 kN/m2

(on slope)

Total dead load

Gk = 0.55 x 1.53 x 6 = 5.05 kN

Gk upper = 0.55 x (4.6 +.

) x 6 = 17.70 kN

Gk side = 0.55 x (3.07 +.

) x 6 = 12.65 kN

Total imposed load

Qk = 0.73 x 1.53 x 6 = 6.70 kN

Qk upper = 0.73 x (4.6 +.

) x 6 = 23.50 kN

Qk side = 0.73 x (3.07 + . ) x 6 = 16.80 kN

Design Load

P = 1.4 Gk+ 1.6 Qk= 1.4 x 5.05 + 1.6 x 6.70 = 17.79 kN

Pupper = 1.4 Gk+ 1.6 Qk= 1.4 x 17.70 + 1.6 x 23.50 = 62.38 kN

Pside = 1.4 Gk+ 1.6 Qk= 1.4 x 12.65 + 1.6 x 16.80 = 44.59 kN

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LOADING OF TRUSS

Figure 7: Point Load from Purlin

Figure 8: Number of Node used for Staad Pro Analysis

Figure 9: Reaction on Support by using Staad Pro 2006

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SUMMARY FORCE OF MEMBER

(Analysis using Staad Pro 2006)

*Highlight load are used to truss design.

Member Node Load (kN)

Top Chord 2-3

3-4

4-5

5-6

6-7

7-9

9-10

10-11

11-12

12-13

232 (Compression)

432 (Compression)

590 (Compression)

706 (Compression)

776 (Compression)

776 (Compression)

706 (Compression)

590 (Compression)

432 (Compression)

232 (Compression)

Internal Vertical

Member

2-15

3-16

4-17

5-18

6-19

7-20

9-21

10-22

11-23

12-24

13-25

145 (Compression)

99.8 (Compression)

82.5 (Compression)

65.3 (Compression)

46.3 (Compression)

230 (Tension)

46.3 (Compression)

65.3 (Compression)

82.5 (Compression)

99.8 (Compression)

145 (Compression)

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B-43

Table 11

Truss Member Design Description

All the member in the truss are subjected to the compression and tension

force. The truss members are design with the double bolt connection at the

gusset plate. The bolts size 20 mm (with allowance 2 mm) is apply for all

the member connection.

COMPRESSION MEMBER

Top ChordPreliminary Sizing (Weld end)

Fc = 776 kN

py = 275 N/mm2

Assume pc = 0.4py

Ag = Fc/ py = 776 x 1000 / 275 = 2821.82 mm2

Try angle 150 x 150 x 15L

Ag = 4300mm2

ra = rb = ry = rx = 45.7mm, rv = 29.3mm

Section Classification (consider a single angle)

= (275/275)0.5

= 1.0

b/t = 150/15 = 10 < 15 = 15

d/t = 150/15 = 10 < 15 = 15

( b + d )/ t = (150 + 150)/15 = 20 < 24 = 24 Class 3 semi compact

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Table 25

Table 23

Table 24 c)

cl. 4.7.4

Slenderness

Lb = Lx = 1.53m (top chord nodes spacing), La = Ly = 1.53m (purlin

spacing), Lv = Lb = 1.53m

v

v = 0.85 Lv/rv = 0.85 (1530/29.3) = 44.39

v = 0.7 Lv/rv + 15 = 0.7 (1530/29.3) + 15 = 51.55

a

a = La/ra = 1530/45.7 = 33.48

a = 0.7 La/ra + 30 = 0.7 (1530/45.7) + 30 = 53.44

b

b = 0.85Lb/rb = 0.85(1530/45.7) = 28.46

b = 0.7 Lb/rb + 30 = 0.7 (1530/45.7) + 30 = 53.44

max = 53.44

Compression capacity

Since max = 53.44 and p y = 275 N/mm2, pc = 214 N/mm

2

Therefore the compression capacity of the angle (class 3)

Pc = Agpc

= 4300 x 214 x 10-3

= 920.2 kN > Fc = 776 kN.ok

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B-43

Table 11

Table 25

Internal Vertical Member (All, except node 7-20)

Preliminary Sizing (Bolt end)

Fc = 145 kN

py = 275 N/mm2

Use the section thickness t = 10mm

Ah = (20 + 2) x 10 = 220 mm2

Assume pc = 0.4py

Ag = Fc/ (0.4py) = 145 x 1000 / [(0.4 x 275) + 220] = 202.80 mm2

Try angle 100 x 100 x 10L

Ag = 1900 mm2

ra = rb = ry = rx = 30.4 mm, rv = 19.5 mm

Section Classification (consider a single angle)

= (275/275)0.5 = 1.0b/t = 50/4 = 10 < 15 = 15

d/t = 50/4 = 10 < 15 = 15

( b + d )/ t = (100 + 100)/4 = 20 < 24 = 24 Class 3 semi compact

Slenderness

La = Lb = Lv = 0.32m

v

v = 0.85 Lv/rv = 0.85 (320/19.5) = 13.95

v = 0.7 Lv/rv + 15 = 0.7 (320/19.5) + 15 = 26.48

a

a = 1.0 La/ra = 320/30.4 = 10.53

a = 0.7 La/ra + 30 = 0.7 (320/30.4) + 30 = 37.37

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Table 23

Table 24 c)cl. 4.7.4

b

b = 0.85 Lb/rb = 0.85 (320/30.4) = 8.95

b