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DESIGN OF A TIMBER PORTAL FRAME STRUCTURE

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Introduction

CIV 2224 Timber and Masonry Structures -Major Design Assignment- DESIGN OF A TIMBER PORTAL FRAME STRUCTURE Tuesday October 21st Table of Contents Executive Summary 2 1.0 Introduction 3 2.0 Roof and Wall Sheeting 4 2.1 Frame Spacing 4 3.0 Loads 4 4.0 Purlins 6 5.0 Girts 8 6.0 Portal Frame 8 7.0 Joint Design 9 8.0 End Walls and Mullions 10 9.0 Conclusion 11 10.0 References 12 Appendix 13 EXECUTIVE SUMMARY This report details the calculations involved in determining the structural adequacy of a warehouse building whose building dimensions are 48 m long, 20m wide and 6.91m in height. It is built with structural glulam and after various calculations iot is determined to be stable in accordance with the Australian Standards 1170.1, 1170.2 and 1720.1. The structure is designed for suburban Melbourne and the following materials were calculated to be adequate: Purlins: GL17 (267x110) Girts: GL17 (233x110) Portal Frame: GL13 (533x110) Mullions: GL17 (300x85) All chosen dimension satisfy deflection and bending moment. 1.0 Introduction This report describes the basic design steps involved in developing an industrial warehouse using structural glulam. The structure is situated in suburban Melbourne and is a portal frame design. ...read more.

Middle

The type of timber chosen was GL17 Glulam. The member chosen for the purlins was designed to be structurally adequate under the most severe load cases. The three load cases considered for bending strength were: � 1.35G (permanent load) � 1.25G + 1.5Q (medium term) � 0.9G + WU (permanent and wind load reversal) Loads were changed from pressures into UDL's along the purlin, taking the greatest loading into account. This was found to be the longitudinal wind with the door open. WG = 0.383 KN/m WQ = 0.55 KN/m WU,E = 2.18 KN/m WU,I = 1.8 KN/m Design bending moments then needed to be calculated and was done by the following formula: M*= WL2 /8 1.35G = 3.83 KNm 1.2G +1.5Q= 10.28 KNm 0.9G + WU = 24.4 KNm Full calculations for the above load cases can be viewed in Appendix 3. Trial cross sections for the purlins were needed in order to satisfy these bending moments and also for deflection. The following equation found the deflections for each load case. ? = 5WL4 / (384EIx) Dead Load: 16.04mm < 20mm Live Load: 10.85mm < 20mm Wind Load: 39.18mm < 50mm Design bending capacities had to be satisfied by the purlins also. ...read more.

Conclusion

The loads applied to the sheeting rails were calculated in the wind load calculations. For simplicity of design and construction, all mullions were designed a constant size. To ensure the mullions were structurally adequate, the mullion with the most extreme load cases was considered, this being the middle mullion. All mullions were assumed to have a pinned connection to the footing. The chosen member for the mullions was 300 X 85 GL17. This member meets both deflection and bending strength requirements. For detail calculation refer to Appendix. 9.0 Conclusion The report verifies that the design of the industrial warehouse structure is stable under all possible combinations of applied loads. The design features of the construction were complied with the Australian standards 1170.1, 1170.2 and 1720.1. The structure was calculated to withstand dead, live and maximum wind loads. The members chosen for each segment of the structure are listed in the table below. Each member has been tested against the engineering requirements regarding the load applied directly to it. Roof metal sheeting: Lysaght Klip-Lok 406 0.48mm Wall metal sheeting: Lysaght Klip-Lok 406 0.42mm Purlins: GL17 267mm x 110mm Girts for all walls : GL17 233mm x 110mm Portal Frame: GL13 533mm x 110mm Mullions: GL17 300mmx 85mm Gusset Plywood F27 L=700mm D=600mm change* TIM Ridse Plvwood F27 L=700mm D=600mm 10. ...read more.

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