Steel design - Assignment Question PDF

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Warning: TT: undefined function: 32Sarawak Campus Assignment Cover Sheet (for individual and group assignments) This cover sheet is to be attached to all assignments, both hard copy and electronic format ASSIGNMENT DETAILS Unit Code Unit Title Tutorial/Lab Group Lecturer/Tutor Name Assignment Title ...

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Sarawak Campus Assignment Cover Sheet (for individual and group assignments) This cover sheet is to be attached to all assignments, both hard copy and electronic format ASSIGNMENT DET AILS Unit Code

CVE30002

Unit Title

Tutorial/Lab Group

G05 MILESTONE 4 05/31/2017

Lecturer/Tutor Name

Assignment Title Due date

DESIGN OF STEEL STRUCTURES Ir. Dr. Adeline Ng

Date Received

DECLARATION For both individual and group assignments, in the case of assignment submission on behalf of another student, it is assumed that permission has been given. The University takes no responsibility for any loss, damage, theft, or alteration of the assignment. To be completed if this is an individual assignment I declare that this assignment is my individual work. I have not worked collaboratively, nor have I copied from any other student’s work or from any other source/s, except where due acknowledgment is made explicitly in the text, nor has any part been written for me by another person. Student Details

Student ID Number

Student Name

Student Signature

Student 1 To be completed if this is a group assignment We declare that this is a group assignment and that no part of this submission has been copied from any other student's work or from any other source except where due acknowledgment is made explicitly in the text, nor has any part been written for us by another person. Student Details Student 1 Student 2 Student 3 Student 4 Student 5

Student ID Number(s)

4334957 4334809 4333764 4335090 4334779

Student Name(s)

Student Signature (s)

PAUL CHIEN KANG HONG EVA WONG SHU WEN ANITA WONG MAY CHIE CHEW HUI SIN YONG WAN PEI

MARKER’S COMMENTS

Total Mark

Marker’s Signature

Date

EXTENSION CERTIFIC ATE This assignment has been given an extension by Unit Convenor Extended due date

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Version 4, 2 August 2016. Owner: The Academic Board, Sarawak. This cover sheet is a live document available on the Swinburne Sarawak intranet; a print copy may not be the latest version

Executive Summary

The report presents the design of a double-storey dining area to replace an existing open dining area to cater for the increased number of customers. Steel has been chosen to construct the structural frame in order to speed up the construction. The proposed building is 24m wide and has a length of 48m. Besides that, it has a height of 6m. Pre-cast concrete flooring units are used a slabs. There are 216 primary beams, 208 secondary beams and 32 bracing. The loads transfer from the roof to the ground. In the report, the estimation of sizes of the respective connection details and all of the steel members were included. Sizes and types of steel members were obtained from One Steel Manufacture Catalogue. Construction practicality and cost-effectiveness are taken into consideration in this design to ensure a conservative design is performed. The structural analysis and design of structural members are based on the Australian Standards. The report consists of 4 milestones, which are the evaluation of loadings and analysis of forces in structural members in Milestone 1, identification of critical members (bracing, primary and secondary beams) in Milestone 2, identification of critical column member in Milestone 3 and designation of typical beam to beam connection, beam to column connection and calculation of total tonnage of steel used. The beam structure in the project was designed to meet the strength, serviceability and stability criteria. 610 UB 125 is used for all of the primary beams while 530 UB 92.4 is used for all of the secondary beams. 250 UC 72.9 is used for all of the columns. The entire structure is pin-connected while the column is fix-connected to the ground. Total tonnage of steel used is 201.3895 tonnes.

i

1. Introduction This project is to design a double-storey dining area to replace an existing open dining area to cater for the increased number of customers. Steel has been chosen to construct the structural frame so that the construction can be speed up.

2. Objective The purpose of the project is to analyze and design an steel structural frame through teamwork. The team shall be able to perform work in team effectively and with harmony.

3. Design Specifications and Requirements 3.1. Standards used a. All structural members shall be designed according to Australian Standards. b. Loads and combinations to AS/NZS 1170.0 and AS/NZS 1170.1 c. Serviceability deflection limits to AS/NZS 1170.0 d. Steel design to AS4100 3.2. Actions/Loadings a. Allow 0.8kPa for roof truss, sheeting and purlins. b. Allow 0.5kPa for mechanical and electrical services. c. Allow 0.1kPa for suspend ceiling. d. Ignore earthquake & temperature effects. 3.3. Beams a. A span to depth ratio of 16 is to be used to get an initial size of members. 3.4. Steel sections a. Standard OneSteel open sections are used for all members. 3.5. Sketches and Drawings a. Sketches have to be hand drawn. Drawing tools may be used but not computer software 3.6. Connections a. The structure is analyzed according to the assumption made. Beams are pinned and columns are fixed at the bar.

1

3.7. The load shown in Table 1 is adopted for the design Floor

Roof

First

Specific Uses Transverse wind load Roof truss, sheeting & purlins. Mechanical and electrical services Wind load perpendicular to the frames Imposed Action

Suspend ceiling Imposed Action

Mechanical and electrical services Wind load perpendicular to the frames Suspend ceiling

Uniformly Distribution Actions (kPa) 1.00 0.80 0.50 0.50

0.50 ( Table 3.1 of AS/NZS 1170.1- Type A1 ) 0.10 2.00 ( Table 3.1 of AS/NZS 1170.1- Type C1 ) 0.50 0.50

0.10

4. Design Statement a. Beams are pin-connected. b. Columns are fix-connected to the ground. c. Size of concrete slab is decided to be depth 150mm x width 2400mm where unit weight is 926 (kg/m). d. Grade 300 steel is used in the project. e. 610 UB 125 is used for all the primary beams. f. 360 UB 56.7 is used for all the secondary beams. g. 250 UC 72.9 is used for all the columns. h. 50 ×50 × 3 EA is used for all the bracing. i. 100 x 100 x 10 EA is used for all the angle cleat in the connection. j. Most critical beam is designed in the load calculation and structural analysis.

2

Milestone 4

Milestone 3: Column design Group 5

CONNECTIONG DESIGN Design of bracing connection

Assumption: a. Grade 300 steel will be used for the gusset plate. b. Grade 8.8 snug tight bolts will be used in the design c. Only one bolt will be used to connect each bracing member to the gusset plate d. Standard hole will be used for all the bolts. e. Shear area of the bolt with thread excluded is not considered in the design as the shear area of the bolt with thread included is more critical and therefore it is used in designing bolt in shear f. The gusset plate is welded to the column by using fillet weld with SP category. g. E43XX is used for welding the gusset plate.

AS4100,Table 9.3.1 AS4100,Table 9.3.2.1 AS1275 AS4100,Table 3.4 AS4100,Cl 9.3.2.1

Bolt Strength Limit State Check for bolt in shear (Proposed bolt size M16) 𝑓𝑢𝑓 = 830 𝑀𝑃𝑎 𝑘𝑟 = 1.0 (𝑙𝑗 < 300) 𝑛𝑛 = 1, 𝐴𝑐 = 144 𝑚𝑚2 𝑛𝑥 = 0, 𝐴𝑜 = 201 𝑚𝑚2 ∅ = 0.8

𝑉𝑓∗ ≤ ∅𝑉𝑓 ∅𝑉𝑓 = ∅[0.62𝑓𝑢𝑓 𝑘𝑟 (𝑛𝑛 𝐴𝑐 + 𝑛𝑥 𝐴𝑜 )] ∅𝑉𝑓 = 0.80 × 0.62 × 830 × 1.0 × [(1 × 144) × 10−3 ] = 59.28𝑘𝑁

∅𝑉𝑓 = 59.28𝑘𝑁

A single M16 bolt is adequate to resist the design shear action because 𝑣𝑓∗ < 𝑣𝑓 .

CVE 30002 Design of Steel Structures Double- Storey Dining Area

Page 1

Milestone 3: Column design Group 5 Strength Capcity of the Gusset plate

AS4100 Table 2.1

AS4100 Cl9.3.2.4 AS4100 Cl9.3.2.4

AS4100 Cl9.3.2.4

Proposed gusset plate (100mm x 100mm x 5mm) Check for ply in bearing for gusset plate, 𝑡𝑝 = 5𝑚𝑚 𝑓𝑢𝑝 = 440 𝑀𝑃𝑎 To check the adequacy of the connection in terms of strength: For bearing, 𝑉𝑏∗ ≤ ∅𝑉𝑏

𝑉𝑏 = 3.2𝑑𝑓 𝑡𝑝 𝑓𝑢𝑝 𝑑𝑓 = 16𝑚𝑚 𝑡𝑝 = 5𝑚𝑚 𝑓𝑢𝑝 = 440 𝑣𝑏 = 3.2 × 16 × 5 × 440 × 10−3 = 112.64 𝑘𝑁

For tearing, 𝑎𝑒 = 21.25𝑚𝑚 𝑡𝑝 = 5𝑚𝑚 𝑓𝑢𝑝 = 440 𝑉𝑏 = 𝑎𝑒 𝑡𝑝 𝑓𝑢𝑝 = (21.25) × 5 × 440 × 10−3 = 46.75 𝑘𝑁

𝑉𝑏 = 46.75 𝑘𝑁 is adopted ∅𝑉𝑏 = 0.90 × 46.75 = 42.08 𝑘𝑁

∅𝑉𝑏 = 42.08𝑘𝑁

100 x10x5 mm gusset plate is adopted.

CVE 30002 Design of Steel Structures Double- Storey Dining Area

Page 2

Milestone 3: Column design Group 5 Strength Capacity of the Bracing

Onesteel Catalogue AS4100 Cl9.3.2.4 AS4100 Cl9.3.2.4

AS4100 Cl9.3.2.4

Proposed bracing (25x25x3EA) For ply in bearing, 𝑡𝑝 = 3𝑚𝑚 𝑓𝑢𝑝 = 440 𝑀𝑃𝑎 To check the adequacy of the connection in terms of strength: For bearing, 𝑉𝑏∗ ≤ ∅𝑉𝑏 𝑉𝑏 = 3.2𝑑𝑓 𝑡𝑝 𝑓𝑢𝑝 𝑑𝑓 = 16𝑚𝑚 𝑡𝑝 = 3𝑚𝑚 𝑓𝑢𝑝 = 440 𝑣𝑏 = 3.2 × 16 × 3 × 440 × 10−3 = 67.6 𝑘𝑁 For tearing, 𝑉𝑏 = 𝑎𝑒 𝑡𝑝 𝑓𝑢𝑝 = (24) × 3 × 440 × 10−3 = 31.68𝑘𝑁 𝑉𝑏 = 31.68𝑘𝑁 is adopted ∅𝑉𝑏 = 0.90 × 31.68 = 28.5 𝑘𝑁 FOS =

28.5

13.42

= 2.12

∅𝑉𝑏 = 28.5𝑘𝑁 F.O.S=2.12

Maximum design capacity for connection is 28.5 kN which is greater than design action, N*= 13.42 kN. However, the minimum edge distance for M16 bolt should be checked to ensure it fulfils the minimum requirement. AS 4100 Table 9.6.2

Minimum edge distance = 1.5𝑑𝑓 = 1.5 × 16 = 24𝑚𝑚 For bracing member using equal angle, the minimum length of the leg required to satisfy minimum edge distance is: 24+24=48mm

CVE 30002 Design of Steel Structures Double- Storey Dining Area

Page 3

Milestone 3: Column design Group 5 For 25x25x3 EA, the length of each leg is 25mm which is lesser than 48mm. So, the section size proposed for M16 bolt is not adequate even though the connection has adequate strength to resist the design action. Therefore, it is redesigned by using the same diagonal bracing member but smaller diameter for the bolt. AS 4100 Table 9.6.2

Newly proposed diameter for the bolt: M12 Minimum edge distance = 1.5(df) =1.5(12) = 18 Minimum length of leg = 18+18=36mm For 25x25x3 EA, the length of each leg is 25mm which is lesser than 36mm. So, the section size proposed for M12 bolt is not adequate. Therefore, it is redesigned by using different diagonal bracing member with M16 bolt. Newly proposed diagonal bracing member: 50 x 50 x 3 EA Bolt: M16 Minimum edge distance = 1.5 (16) = 24mm Minimum length of leg = 24+24= 48mm For designation of bracing connection, the diagonal bracing member is change to 50 x 50 x 3 EA and the bolt used is M16. From the calculation, ∅𝑉𝑏 = 28.5 𝑘𝑁 which is greater than design action which is 13.42 kN. The factor of safety is equal to 2.12.

AS 4100 Cl9.7.3.10 AS 4100 Table 9.7.3.10(1) AS 4100 Table 9.7.3.10(2) AS 4100 Table 3.4, AS 4100 Cl9.7.3.10

AS 4100 Table 9.7.3.2

Strength limit state for fillet weld 𝑣𝑤∗ ≤ ∅𝑣𝑤 E43XX is used for welding gusset plate 𝑓𝑢𝑤 = 430 𝑀𝑃𝑎 5 𝑡𝑡 = √2 𝑘𝑟 = 1.00 (𝑙𝑤 < 1.7𝑚) ∅ =0.80 (SP categories with t = 5) 𝑣𝑤 = 0.6𝑓𝑢𝑤 𝑡𝑡 𝑘𝑟 5 ∅𝑣𝑤 = 0.80 × 0.6 × 430 × × 1.0 = 729.7 𝑁/𝑚𝑚 √2 Gusset plate selected: Length=100mm, width=100mm, thickness= 5mm The plate is welded to the side of the column at one side, Total length of weld = 100mm The maximum capacity of the welded gusset plate = 729.7(100) = 72.97 kN The maximum capacity of the welded plate = 72.97 kN > maximum design action = 13.42 kN, the gusset plate has adequate strength to resist the design action at the welded part. For t ≤ 7 , minimum size of a fillet weld, tw= 3mm Adopt tw = 3mm

CVE 30002 Design of Steel Structures Double- Storey Dining Area

50 x 50 x 3 EA is chosen.

∅𝑣𝑤

=729.7N/m m

For length 100 mm, ∅𝑣𝑤 = 72.97𝑘𝑁 tw = 3mm

Page 4

Milestone 3: Column design Group 5

Design of beam to beam connection Web Splice Plate for secondary beam (300x300x5)

Primary Beam (610UB125)

Flange Splice Plate between primary beam and secondary beam (229x209x5)

Secondary Beam (530UB92.4)

Web Splice Plate for primary beam (300x300x5) Flange Splice Plate (229x209x5)

Assumptions: a. Grade 300 steel will be used for the splice plate. b. Grade 8.8 snug tight bolts are used in the design. c. Standard hole will be used for all the bolts. d. The thickness of the plate is 5 mm. e. Shear area of the bolt with thread excluded is not considered in the design as the shear area of the bolt with thread included is more critical and therefore it is used in designing bolt in shear

Check for the web splice plate and bolts, Bolt Strength Limit State Bolting category: 8.8/S Bolt size: M16 AS4100,Table 9.3.1 AS4100,Table 9.3.2.1 AS1275 AS4100,Table 3.4 AS4100,Cl 9.3.2.1

Bolt in shear 𝑓𝑢𝑓 = 830 𝑘𝑟 = 1.0 (𝑙𝑗 < 300) 𝑛𝑛 = 2, 𝐴𝑐 = 144 𝑚𝑚2 𝑛𝑥 = 0, 𝐴𝑜 = 201 𝑚𝑚2 ∅ = 0.8

𝑉𝑓∗ ≤ ∅𝑉𝑓 𝑉𝑓∗ = 0.62𝑓𝑢𝑓 𝑘𝑟 (𝑛𝑛 𝐴𝑐 + 𝑛𝑥 𝐴𝑜 ) 𝑉𝑓∗ = 0.62 × 830 × 1.0 × (2 × 144) × 10−3 = 148.2𝑘𝑁 ∅𝑉𝑓 = 0.80 × 148.2 = 118.6𝑘𝑁 𝑓𝑜𝑟 𝑜𝑛𝑒 𝑏𝑜𝑙𝑡 ∅𝑉𝑓 = 148.2 × 2 = 296.4 𝑘𝑁 𝑓𝑜𝑟 𝑡𝑤𝑜 𝑏𝑜𝑙𝑡𝑠

CVE 30002 Design of Steel Structures Double- Storey Dining Area

For one bolt,

∅𝑉𝑓 =118.6 kN For two bolt,

∅𝑉𝑓 =296.4 kN Page 5

Milestone 3: Column design Group 5 296.4 𝐹𝑂𝑆 = 84 = 3.53 M16 is the minimum bolt size for 8.8/S, thus M16 is chosen.

FOS=3.53

Strength of the splice plate Web Splice Plate for primary beam (300x300x5)

Web Splice Plate for secondary beam (300x300x5)

Proposed splice plate = 300 mm x 300 mm x 5 mm

AS4100 TABLE2.1 AS4100 Cl9.3.2.4

AS4100 TABLE2.1 AS4100 Cl9.3.2.4

Ply in bearing For bearing, 𝑑𝑓 = 16𝑚𝑚, 𝑡𝑝 = 5𝑚𝑚, 𝑓𝑢𝑝 = 440𝑀𝑃𝑎 𝑉𝑏∗ ≤ ∅𝑉𝑏 𝑉𝑏 = 3.2𝑑𝑓 𝑡𝑝 𝑓𝑢𝑝 = 3.2 × 16 × 5 × 440 × 10−3 = 112.64 𝑘𝑁 ∅𝑉𝑏 = 0.90 × 112.64 = 101.38 𝑘𝑁 For tearing 𝑎𝑒 = 75𝑚𝑚, 𝑡𝑝 = 5𝑚𝑚, 𝑓𝑢𝑝 = 440𝑀𝑃𝑎 𝑉𝑏 = 𝑎𝑒 𝑡𝑝 𝑓𝑢𝑝 = 75 × 5 × 440 × 10−3 = 165 𝑘𝑁 ∅𝑉𝑏 = 0.90 × 165 = 148.5 𝑘𝑁

The value of bearing is lesser than tearing so ∅𝑉𝑏 = 101.38 𝑘𝑁 ∅𝑉𝑏 = 101.38 𝑘𝑁 𝑓𝑜𝑟 𝑜𝑛𝑒 𝑏𝑜𝑙𝑡 𝑝𝑒𝑟 𝑜𝑛𝑒 𝑝𝑙𝑎𝑡𝑒 ∅𝑉𝑏 = 101.38 𝑘𝑁 × 2 × 2 = 405.52 𝑘𝑁 𝑓𝑜𝑟 𝑡𝑤𝑜 𝑏𝑜𝑙𝑡𝑠 𝑎𝑛𝑑 𝑡𝑤𝑜 𝑝𝑙𝑎𝑡𝑒 405.52 = 4.83 𝐹𝑂𝑆 = 84

∅𝑉𝑏 = 101.38 𝑘𝑁 For 2bolts and 2 plates

∅𝑉𝑏 = 405.52 𝑘𝑁 FOS=4.83

Check for the splice plate and bolts at flange, Bolt Strength Limit State Bolting category: 8.8/S Bolt size: M16 AS4100 TABLE9.3.1

Bolt in shear 𝑓𝑢𝑓 = 830

CVE 30002 Design of Steel Structures Double- Storey Dining Area

Page 6

Milestone 3: Column design Group 5 AS4100 TABLE9.3.2.1

AS1275

AS4100, Cl9.3.2.1

𝑘𝑟 = 1.0 (𝑙𝑗 < 300) 𝑛𝑛 = 2 𝐴𝑐 = 144 𝑚𝑚2 𝑛𝑥 = 0 𝐴𝑜 = 201 𝑚𝑚2 ∅ = 0.8

𝑉𝑓∗ ≤ ∅𝑉𝑓 𝑉𝑓∗ = 0.62𝑓𝑢𝑓 𝑘𝑟 (𝑛𝑛 𝐴𝑐 + 𝑛𝑥 𝐴𝑜 ) 𝑉𝑓∗ = 0.62 × 830 × 1.0 × (2 × 144) × 10−3 = 148.2𝑘𝑁 ∅𝑉𝑓 = 0.80 × 148.2 = 118.6𝑘𝑁 𝑓𝑜𝑟 𝑜𝑛𝑒 𝑏𝑜𝑙𝑡 ∅𝑉𝑓 = 148.2 × 2 = 296.4 𝑘𝑁 𝑓𝑜𝑟 𝑡𝑤𝑜 𝑏𝑜𝑙𝑡𝑠

296.4 = 3.53 84 M16 is the minimum bolt size for 8.8/S, thus M16 is chosen.

𝐹𝑂𝑆 =

For one bolt, ∅𝑉𝑓 = 118.6𝑘𝑁

For 2 bolts,

∅𝑉𝑓 = 296.4𝑘𝑁 FOS=3.53

Strength of the splice plate at flange

AS4100 TABLE2.1 AS4100 Cl9.3.2.4

AS4100 TABLE2.1 AS4100 Cl9.3.2.4

Proposed splice plate = 229 mm x 209 mm x 5mm Ply in bearing For bearing, 𝑑𝑓 = 16𝑚𝑚, 𝑡𝑝 = 5𝑚𝑚, 𝑓𝑢𝑝 = 440𝑀𝑃𝑎 𝑉𝑏∗ ≤ ∅𝑉𝑏 𝑉𝑏 = 3.2𝑑𝑓 𝑡𝑝 𝑓𝑢𝑝 = 3.2 × 16 × 5 × 440 × 10−3 = 112.64 𝑘𝑁 ∅𝑉𝑏 = 0.90 × 112.64 = 101.38 𝑘𝑁 For tearing 𝑎𝑒 = 51.5 𝑚𝑚, 𝑡𝑝 = 5𝑚𝑚, 𝑓𝑢𝑝 = 440𝑀𝑃𝑎 𝑉𝑏 = 𝑎𝑒 𝑡𝑝 𝑓𝑢𝑝 = 51.5 × 5 × 440 × 10−3 = 113.3 𝑘𝑁 ∅𝑉𝑏 = 0.90 × 113.3 = 101.97 𝑘𝑁

The value of bearing is lesser than tearing so ∅𝑉𝑏 = 101.38 𝑘𝑁

∅𝑉𝑏 = 101.38 𝑘𝑁 𝑓𝑜𝑟 𝑜𝑛𝑒 𝑏𝑜𝑙𝑡 𝑝𝑒𝑟 𝑜𝑛𝑒 𝑝𝑙𝑎𝑡𝑒 ∅𝑉𝑏 = 101.38 𝑘𝑁 × 2 × 2 = 405.52 𝑘𝑁 𝑓𝑜𝑟 𝑡𝑤𝑜 𝑏𝑜𝑙𝑡𝑠 𝑎𝑛𝑑 𝑡𝑤𝑜 𝑝𝑙𝑎𝑡𝑒 405.52 = 4.83 𝐹𝑂𝑆 = 84 CVE 30002 Design of Steel Structures Double- Storey Dining Area

∅𝑉𝑏 = 405.52𝑘𝑁 FOS=4.83

Page 7

Milestone 3: Column design Group 5

Design of beam to column connection

Part A Part B

Assumption: a. Grade 300 steel will be used for the angle cleat. b. The connection is designed as simple connection. c. Grade 8.8 snug tight bolts are used in the design. d. Four bolts are connected to the column. e. Two bolts are connected to the beam. f. Standard hole will be used for all the bolts. g. Shear area of the bolt with thread excluded is not considered in the design as the shear area of the bolt with thread included is more critical and therefore it is used in designing bolt in shear.

Bolt Strength Limit States (proposed bolt size and grade=M16 with 8.8/S) Checking for Part A Designed Shear force = 84 kN 𝑉 ∗ = 84 kN for two bolts 84 = 42𝑘𝑁 𝑝𝑒𝑟 𝑜𝑛𝑒 𝑏𝑜𝑙𝑡 𝑉∗ = 2 AS4100 TABLE2.1 AS4100 Cl9.3.2.4 AS4100 tablel3.4

AS1275 AS4100 Cl9.3.2.1

𝑉 ∗ = 42𝑘𝑁

Bolt in shear 𝑓𝑢𝑓 = 830𝑀𝑃𝑎, 𝑘𝑟 = 1.0 , ∅ = 0.8 𝑛𝑛 = 2, 𝐴𝑐 = 144𝑚𝑚2 , 𝑛𝑥 = 0, 𝐴𝑜 = 201 𝑚𝑚2

CVE 30002 Design of Steel Structures Double- Storey Dining Area

Page 8

Milestone 3: Column design Group 5 𝑉𝑓∗ ≤ ∅𝑉𝑓 𝑉𝑓 = 0.62𝑓𝑢𝑓 𝑘𝑟 (𝑛𝑛 𝐴𝑐 + 𝑛𝑥 𝐴𝑜 ) ∅𝑉𝑓 = 0.80 × 0.62 × 830 × 1.00 × (2 × 144) × 10−3 = 118.56𝑘𝑁 2 bolts, ∅𝑉𝑓 × 2 = 118.56 × 2 = 237.12𝑘𝑁

For 2 bolt,

∅𝑉𝑓 = 237.12𝑘𝑁

Checking for Part B Moment due to force = 84 kN ×55mm = 4620 kNmm T=C=M/2D (since there are two bolts) T=C= 4620/(2×50) = 46.2 kNmm per one bolt AS4100 TABLE2.1 AS4100 Cl9.3.2.4 AS4100 tablel3.4

AS1750 AS1750 AS4100 Cl9.3.2.1

AS1275, AS4100 table 9.3.1 AS4100 Cl9.3.2.2

AS 4100 9.3.2.3

For bolt in shear 𝑓𝑢𝑓 = 830𝑀𝑃𝑎, 𝑘𝑟 = 1.0 , ∅ = 0.8 𝑛𝑛 = 2, 𝐴𝑐 = 144𝑚𝑚2 , 𝑛𝑥 = 0, 𝐴𝑜 = 201 𝑚𝑚2

𝑉𝑓∗ ≤ ∅𝑉𝑓 𝑉𝑓 = 0.62𝑓𝑢𝑓 𝑘𝑟 (𝑛𝑛 𝐴𝑐 + 𝑛𝑥 𝐴𝑜 ) ∅𝑉𝑓 = 0.80 × 0.62 × 830 × 1.00 × (1 × 144) × 10−3 = 59.28𝑘𝑁 4 bolts, ∅𝑉𝑓 × 4 = 59.28 × 4 = 237.12kN For bolt in tension 𝐴𝑠 = 157 𝑚𝑚2 , 𝑓𝑢𝑓 = 830𝑀𝑃𝑎,

For 4 bolts, ∅𝑉𝑓 = 237.12𝑘𝑁

∅ = 0.8

𝑁𝑡𝑓∗ ≤ ∅𝑁𝑡𝑓 ∅𝑁𝑡𝑓 = ∅𝐴𝑠 𝑓𝑢𝑓 ∅𝑁𝑡𝑓 = 0.80 × (157 × 830) × 10−3 = 104.2𝑘𝑁 𝑝𝑒𝑟 𝑜𝑛𝑒 𝑏𝑜𝑙𝑡 ∅𝑁𝑡𝑓 = 104.2 × 4 = 416.8𝑘𝑁 𝑓𝑜𝑟 𝑓𝑜𝑢𝑟 𝑏𝑜𝑙𝑡𝑠

For 4 bolts, ∅𝑁𝑡𝑓 = 416.8𝑘𝑁

Bolt subject to combined shear and tension 2 2 𝑁𝑡𝑓∗ 𝑉𝑓∗ ) ≤ 1.0 ( ) +( ∅𝑁𝑡𝑓 ∅𝑉𝑓 2 2 𝑁𝑡𝑓∗ 𝑉𝑓∗ 46.2 2 46.2 2 ) = 0.2 ) +( ) =( ( ) +( 104.2 59.28 ∅𝑁𝑡𝑓 ∅𝑉𝑓 The design is ok. M16 bolt is used.

CVE 30002 Design of Steel Structures Double- Storey Dining Area

Page 9

Milestone 3: Column design Group 5 onesteel catalogue

AS4100 Cl9.3.2.4

AS4100 Cl9.3.2.4

Ply in bearing 𝑡𝑝 = 10𝑚𝑚 (𝑎𝑑𝑜𝑝𝑡 𝑡ℎ𝑒 𝑡ℎ𝑖𝑐𝑘𝑛𝑒𝑠𝑠 𝑜𝑓 100 × 100 × 10 𝐸𝐴) 𝑓𝑢𝑝 = 440 𝑀𝑃𝑎 To check the adequacy of the connection in terms of strength: For bearing, 𝑣𝑏∗ ≤ ∅𝑣𝑏 𝑣𝑏 = 3.2𝑑𝑓 𝑡𝑝 𝑓𝑢𝑝 𝑑𝑓 = 16𝑚𝑚 𝑡𝑝 = 10𝑚𝑚 𝑓𝑢𝑝 = 440MPa 𝑣𝑏 = 3.2 × 16 × 10 × 440 × 10−3 = 225.3 𝑘𝑁 For tearing, 𝑎𝑒 = 45𝑚𝑚, 𝑡𝑝 = 10𝑚𝑚, 𝑓𝑢𝑝 = 440𝑀𝑃𝑎 𝑣𝑏 = 𝑎𝑒 𝑡𝑝 𝑓𝑢𝑝 = (45) × 10 × 440 × 10−3 = 198 𝑘𝑁 Tearing is more critical than bearing so 198kN is adopted. ∅𝑣𝑏 = 0.90 × 198 = 178.2 𝑘𝑁 𝑓𝑜𝑟 𝑜𝑛𝑒 𝑏𝑜𝑙𝑡 𝑎𝑛𝑑 𝑜𝑛𝑒 𝑝𝑙𝑎𝑡𝑒

For Part A, ∅𝑣𝑏 = 178.2 × 2 × 2 = 712.8 𝑘𝑁 𝑓𝑜𝑟 𝑡𝑤𝑜 𝑏𝑜𝑙𝑡𝑠 𝑎𝑛𝑑 𝑡𝑤𝑜 𝑝𝑙𝑎𝑡𝑒

For Part B, ∅𝑣𝑏 = 178.2 × 2 = 356.4 𝑘𝑁 𝑓𝑜𝑟 𝑡𝑤𝑜 𝑏𝑜𝑙𝑡𝑠 𝑎𝑛𝑑 𝑜𝑛𝑒 𝑝𝑙𝑎𝑡𝑒

AS 4100 Table 9.6.2,

For 2plate 2bolts,∅𝑣𝑏

712.8 kN

=

For 1plate 2bolts,∅𝑣𝑏

=

356.4 kN

Maximum design capacity for connection is bolt in shear, 237.12 kN which is greater than design action, V*= 84 kN. However, the minimum edge distance for M16 bolt should be checked to ensure it fulfils the minimum requirement. Minimum edge distance, 1.5𝑑𝑓 = 1.5 × 16 = 24𝑚𝑚 For bracing member using equ...