Steel Design Project (INTAN BERLIAN)

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Transcript of Steel Design Project (INTAN BERLIAN)

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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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    3

    By LEE KAR FUNG

    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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    By LEE KAR FUNG

    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