Civil & Structural Engineering Design Services Pty. Ltd.

Client: EXTREME MARQUEES PTY. LTD. Project: Design check 24.4m x 12.2m x 6.4m The Platoon Tent Structure (3m Bay) for 80km/hr Wind Speed. Reference: Extreme Marquees Pty Ltd Technical Data Report by: KZ Checked by: EAB Date: 21/02/2017 JOB NO: E-11-265139

Table of Contents 1 Introduction... 3 Design Restrictions and Limitations... 4 2 Specifications... 5 2.1 General... 5 2.2 Steel Properties... 6 2.3 Members... 6 3 Design Loads... 6 3.1 Ultimate... 6 3.2 Load Combinations... 6 3.2.1 Serviceability... 6 3.2.2 Ultimate... 6 4 Wind Analysis... 7 4.1 Parameters... 7 4.2 Pressure Coefficients (C fig)... 7 4.2.1 Pressure summary... 15 4.3 Wind Load Diagrams... 16 4.3.1 Wind 1(case 1)... 16 4.3.2 Wind 1(case 2)... 16 4.3.3 Wind 2(Case1)... 17 4.3.4 Wind 2(case 2)... 17 4.3.5 Max Bending Moment due to critical load combination in major axis... 18 4.3.6 Max Bending Moment in minor axis due to critical load combination... 18 4.3.7 Max Shear in due to critical load combination... 19 4.3.8 Max Axial force in upright support and roof beam due to critical load combination... 19 4.3.9 Max reactions... 20 5 Checking Members Based on AS4100:1998... 20 6 Summary... 21 6.1 Conclusions... 21 7 Appendix A Base Anchorage Requirements... 22 8 Appendix B Hold Down Method Details... 23 2 P a g e

1 Introduction This Certification is the sole property for copyright to Mr. Ted Bennett of Civil & Structural Engineering Design Services Pty. Ltd. The following structural drawings and calculations are for the transportable tents supplied by Extreme Marquees. The frame consists principally of extruded hot dipped galvanized steel trusses and base plates. The report examines the effect of 3s gust wind of 80 km/hr on 24.4m 12.2m x 6.4m The Platoon Tent as the worstcase scenario. The relevant Australian Standards AS1170.0:2002 General principles, AS1170.1:2002 Permanent, imposed and other actions and AS1170.2:2011 Wind actions are used. The design check is in accordance with AS/NZS 4100:1998 Steel Structures. 3 P a g e

Design Restrictions and Limitations Civil & Structural Engineering Design Services Pty. Ltd. 2.1 The erected structure is for temporary use only. 2.2 It should be noted that if high gust wind speeds are anticipated or forecast in the locality of the tent, the temporary erected structure should be dismantled. 2.3 For forecast winds in excess of (refer to summary) all fabric shall be removed from the frames, and the structure should be completely dismantled. (Please note that the locality squall or gust wind speed is affected by factors such as terrain exposure and site elevations.) 2.4 The structure may only be erected in regions with wind classifications no greater than the limits specified on the attached wind analysis. 2.5 The wind classifications are based upon Terrain Category 2. Considerations have also been made to the regional wind terrain category, topographical location and site shielding from adjacent structures. Please note that in many instances topographical factors such as a location on the crest of a hill or on top of an escarpment may yield a higher wind speed classification than that derived for a higher wind terrain category in a level topographical region. For this reason, particular regard shall be paid to the topographical location of the structure. For localities which do not conform to the standard prescribed descriptions for wind classes as defined above, a qualified Structural Engineer may be employed to determine an appropriate wind class for that the particular site. 2.6 The structures in no circumstances shall ever be erected in tropical or severe tropical cyclonic condition as defined on the Map of Australia in AS 1170.2-2011, Figure 3.1. 2.7 The tent structure has not been designed to withstand snow and ice loadings such as when erected in alpine regions. 2.8 For the projects, where the site conditions approach the design limits, extra consideration should be given to pullout tests of the stakes and professional assessment of the appropriate wind classification for the site. 2.9 The tents are stabilized as using roof/wall cross bracing at end bays as shown on the drawings. 4 P a g e

2 Specifications 2.1 General Tent category Material Steel 350 Mpa Size Model 24.4m x 12.2m The Platoon 5 P a g e

2.2 Steel Properties Steel Properties Minimum Yeild Stress Fy 350 Mpa Young s modulus E 2.0 Mpa Possion Ratio Ftu 0.25 Shear yield strength Fsy 138 Mpa Bearing yield strength Fby 386 Mpa Bearing ultimate strength Fbu 552 Mpa 2.3 Members Sections 300mm Truss 60 x 1.5 CHS (Top & Bottom Chord) 300mm Truss 60 x 1.5 CHS (Web ) Cross Brace Cable Brace Roof Purlin Gable Beam & Pole 60 x 1.5 CHS 8 60 x 1.5 CHS 60 x 1.5 CHS 3 Design Loads 3.1 Ultimate Live Self weight Q G Distributed load (kpa) Design load factor (-) Factored imposed load (kpa) - 1.5 - self weight 1.35, 1.2, 0.9 1.2 self weight, 0.9 self weight 3s 80km/hr gust W 0.245 C fig 1.0 0.245 C fig 3.2 Load Combinations 3.2.1 Serviceability Gravity = 1.0 G Wind = 1.0 G + 1.0 W 3.2.2 Ultimate Downward = 1.35 G 6 P a g e

= 1.2 G + W u = 1.2 G + W u +W IS Upward = 0.9 G + W u 0.9 G + W u+w IP 4 Wind Analysis Wind towards surface (+ve), away from surface (-ve) 4.1 Parameters Terrain category = 2 Site wind speed (V sit,β) = V RM d(m z,catm sm t) V R = 22.22m/s (80 km/hr) M d = 1 M s = 1 M t = 1 M z,cat = 0.91 (regional 3 s gust wind speed) (Table 4.1(B) AS1170.2) V sit,β = 20.22 m/s Height of structure (h) = 5.25 m Width of structure (w) = 12.2 m Length of structure (l) = 24.4 m (mid of peak and eave) Pressure (P) = 0.5ρ air (V sit,β) 2 C fig C dyn = 0.245C fig kpa 4.2 Pressure Coefficients (C fig) Name Symbol Value Unit Notes Ref. Input Importance level 2 Table 3.1 - Table 3.2 (AS1170.0) Annual probability of exceedance - Table 3.3 Regional gust wind speed 80 Km/hr Table 3.1 (AS1170.2) Regional gust wind speed V R 22.22 m/s Wind Direction Multipliers M d 1 Table 3.2 (AS1170.2) Terrain Category Multiplier M Z,Cat 0.91 Table 4.1 (AS1170.2) Shield Multiplier M S 1 4.3 (AS1170.2) Topographic Multiplier M t 1 4.4 (AS1170.2) Site Wind Speed V Site,β 20.22 m/s VSite,β=VR*Md*Mz,cat*MS,Mt Pitch α 20 Deg 7 P a g e

Pitch α 0.349 rad Width B 12.2 m Width Span S w - m Length D 24 m Height Z 5.25 m Bay Span 3 m Purlin Spacing 2.2 m Number of Intermediate Purlin 4 h/d 0.22 h/b 0.43 Wind Pressure ρair ρ 1.2 Kg/m 3 dynamic response factor C dyn 1 Wind Pressure ρ*c fig 0.245 Kg/m 2 ρ=0.5ρair*(vdes,β) 2 *Cfig*Cdyn 2.4 (AS1170.2) WIND DIRECTION 1 (Perpendicular to Length) Internal Pressure Opening Assumption Internal Pressure Coefficient (Without Dominant) MIN Internal Pressure Coefficient (Without Dominant) MAX Internal Pressure Coefficient (With Dominant) MIN Internal Pressure Coefficient (With Dominant) MAX -0.1 0.2-0.1 0.2 N 0.3 Combination Factor K C,i 1 Internal Pressure Coefficient MIN C p,i 0.70 Internal Pressure Coefficient MAX C p,i 0.70 Table 5.1 A (AS1170.2) Table 5.1 B (AS1170.2) External Pressure 8 P a g e

1. Windward Wall C P,e 0.7 Table 5.2 A Area Reduction Factor K a 1 Table 5.4 combination factor applied to internal pressures K C,e 0.8 local pressure factor K l 1 porous cladding reduction factor K p 1 aerodynamic shape factor C fig,e 0.56 Wind Wall Pressure P 0.14 kpa Edge Column Force F 0.21 kn/m Intermediate Column Force F 0.41 kn/m 2. Leeward Wall C P,e -0.4 Table 5.2 B Area Reduction Factor K a 1 Table 5.4 combination factor applied to internal pressures K C,e 0.8 local pressure factor K l 1 porous cladding reduction factor K p 1 aerodynamic shape factor C fig,e -0.32 Lee Wall Pressure P -0.08 kpa Edge Column Force F -0.12 kn/m Intermediate Column Force F -0.24 kn/m 3. Side Wall Table 5.2 C Area Reduction Factor K a 1 Table 5.4 combination factor applied to internal pressures K C,e 0.8 local pressure factor K l 1 porous cladding reduction factor K p 1 C P,e -0.65 0 to 1h C P,e -0.5 1h to 2h C P,e -0.3 2h to 3h C P,e -0.2 >3h aerodynamic shape factor C fig,e -0.52 0 to 1h aerodynamic shape factor C fig,e -0.4 1h to 2h aerodynamic shape factor C fig,e -0.24 2h to 3h aerodynamic shape factor C fig,e -0.16 >3h Side Wall Pressure P -0.13 kpa 0 to 1h Side Wall Pressure P -0.10 kpa 1h to 2h 9 P a g e

Side Wall Pressure P -0.06 kpa 2h to 3h Side Wall Pressure P -0.04 kpa >3h 4. Roof α>10 o r (rise) r 2.3 m h/r h/r 2.28 Breadth Effect 1.18 (b/d)^0.25>1 Rise-to-span ratio r/d 0.19 4.1 Roof Windward Quarter U U 3.05 m Area Reduction Factor K a 1 combination factor applied to internal pressures K C,e 0.8 local pressure factor K l 1 porous cladding reduction factor K p 1 MIN C P,e -0.61 Table C3 MAX C P,e 0 Factored External Pressure Coefficient MIN C P,e -0.72 Factored External Pressure Coefficient MAX C P,e 0.00 aerodynamic shape factor MIN C fig,e -0.58 aerodynamic shape factor MAX C fig,e 0.00 Pressure MIN P -0.14 kpa Pressure MAX P 0.00 kpa Edge Rafter Force MIN F -0.21 kn/m Edge Rafter Force Max F 0.00 kn/m Intermediate Rafter Force MIN F -0.43 kn/m Intermediate Rafter Force MAX F 0.00 kn/m 4.2 Roof Centre Half T T 6.1 m Area Reduction Factor K a 1 combination factor applied to internal pressures K C,e 0.8 local pressure factor K l 1 porous cladding reduction factor K p 1 MIN C P,e -1.01 Table C3 MAX C P,e -1.01 Factored External Pressure Coefficient MIN C P,e -1.19 Factored External Pressure Coefficient MAX C P,e -1.19 aerodynamic shape factor MIN C fig,e -0.95 10 P a g e

aerodynamic shape factor MAX C fig,e -0.95 Pressure MIN P -0.23 kpa Pressure MAX P -0.23 kpa Edge Rafter Force MIN F -0.35 kn/m Edge Rafter Force Max F -0.35 kn/m Intermediate Rafter Force MIN F -0.70 kn/m Intermediate Rafter Force MAX F -0.70 kn/m 4.1 Roof Windward Quarter D D 3.05 m Area Reduction Factor K a 1 combination factor applied to internal pressures K C,e 0.8 local pressure factor K l 1 porous cladding reduction factor K p 1 MIN C P,e -0.706 Table C3 MAX C P,e 0 Factored External Pressure Coefficient MIN C P,e -0.84 Factored External Pressure Coefficient MAX C P,e 0.00 aerodynamic shape factor MIN C fig,e -0.67 aerodynamic shape factor MAX C fig,e 0.00 Pressure MIN P -0.16 kpa Pressure MAX P 0.00 kpa Edge Rafter Force MIN F -0.25 kn/m Edge Rafter Force Max F 0.00 kn/m Intermediate Rafter Force MIN F -0.49 kn/m Intermediate Rafter Force MAX F 0.00 kn/m WIND DIRECTION 2 (Parallel to Length) Internal Pressure Opening Assumption Internal Pressure Coefficient (Without Dominant) MIN Internal Pressure Coefficient (Without Dominant) MAX -0.1 0.2 Table 5.1 A (AS1170.2) 11 P a g e

Internal Pressure Coefficient (With Dominant) MIN Internal Pressure Coefficient (With Dominant) MAX 0.2 N 0.3 Cpi= N*Cpe Combination Factor K C,i 1-0.1 Internal Pressure Coefficient MIN C p,i 0.70 Internal Pressure Coefficient MAX C p,i 0.70 External Pressure Table 5.1 B (AS1170.2) 1. Windward Wall C P,e 0.7 Table 5.2 A Area Reduction Factor K a 1 Table 5.4 combination factor applied to internal pressures K C,e 0.8 local pressure factor K l 1 porous cladding reduction factor K p 1 aerodynamic shape factor C fig,e 0.56 Wind Wall Pressure P 0.14 kpa Edge Column Force F #VALUE! kn/m Intermediate Column Force F #VALUE! kn/m 2. Leeward Wall C P,e -0.3 Table 5.2 B Area Reduction Factor K a 1 Table 5.4 combination factor applied to internal pressures K C,e 0.8 local pressure factor K l 1 porous cladding reduction factor K p 1 aerodynamic shape factor C fig,e -0.24 Lee Wall Pressure P -0.06 kpa Edge Column Force F #VALUE! kn/m Intermediate Column Force F #VALUE! kn/m 3. Side Wall Table 5.2 C Area Reduction Factor K a 1 Table 5.4 combination factor applied to internal pressures K C,e 0.8 local pressure factor K l 1 porous cladding reduction factor K p 1 C P,e -0.65 0 to 1h C P,e -0.5 1h to 2h C P,e -0.3 2h to 3h 12 P a g e

C P,e -0.2 >3h aerodynamic shape factor C fig,e -0.52 0 to 1h aerodynamic shape factor C fig,e -0.4 1h to 2h Side Wall Pressure P -0.13 kpa 0 to 1h Side Wall Pressure P -0.10 kpa 1h to 2h Side Wall Pressure P -0.06 kpa 2h to 3h Side Wall Pressure P -0.04 kpa >3h 4. Roof α<10 o Area Reduction Factor K a 1 Table 5.3 A combination factor applied to internal pressures K C,e 0.8 local pressure factor K l 1 porous cladding reduction factor K p 1 MIN C P,e -0.90 0 to 0.5h MIN C P,e -0.90 0.5 to 1h MIN C P,e -0.50 1h to 2h MIN C P,e -0.30 2h to 3h MIN C P,e -0.20 >3h MAX MAX MAX MAX MAX C P,e -0.40 0 to 0.5h C P,e -0.40 0.5 to 1h C P,e 0.00 1h to 2h C P,e 0.10 2h to 3h C P,e 0.20 >3h aerodynamic shape factor MIN C fig,e -0.72 0 to 0.5h aerodynamic shape factor MIN C fig,e -0.72 0.5 to 1h aerodynamic shape factor MIN C fig,e -0.4 1h to 2h aerodynamic shape factor MIN C fig,e -0.24 2h to 3h aerodynamic shape factor MIN C fig,e -0.16 >3h aerodynamic shape factor MAX C fig,e -0.32 0 to 0.5h aerodynamic shape factor MAX C fig,e -0.32 0.5 to 1h 13 P a g e

aerodynamic shape factor MAX C fig,e 0 1h to 2h aerodynamic shape factor MAX C fig,e 0.08 2h to 3h aerodynamic shape factor MAX C fig,e 0.16 >3h Pressure MIN P -0.18 kpa 0 to 0.5h Pressure MIN P -0.18 kpa 0.5 to 1h Pressure MIN P -0.10 kpa 1h to 2h Pressure MIN P -0.06 kpa 2h to 3h Pressure MIN P -0.04 kpa >3h Pressure MAX P -0.08 kpa 0 to 0.5h Pressure MAX P -0.08 kpa 0.5 to 1h Pressure MAX P 0.00 kpa 1h to 2h Pressure MAX P 0.02 kpa 2h to 3h Pressure MAX P 0.04 kpa >3h Edge Purlin Force MIN F -0.19 kn/m 0 to 0.5h Edge Purlin Force MIN F -0.19 kn/m 0.5 to 1h Edge Purlin Force MIN F -0.11 kn/m 1h to 2h Edge Purlin Force MIN F -0.06 kn/m 2h to 3h Edge Purlin Force MIN F -0.04 kn/m >3h Edge Purlin Force MAX F -0.09 kn/m 0 to 0.5h Edge Purlin Force MAX F -0.09 kn/m 0.5 to 1h Edge Purlin Force MAX F 0.00 kn/m 1h to 2h Edge Purlin Force MAX F 0.02 kn/m 2h to 3h Edge Purlin Force MAX F 0.04 kn/m >3h Intermediate Purlin Force MIN F -0.39 kn/m 0 to 0.5h Intermediate Purlin Force MIN F -0.39 kn/m 0.5 to 1h Intermediate Purlin Force MIN F -0.22 kn/m 1h to 2h Intermediate Purlin Force MIN F -0.13 kn/m 2h to 3h Intermediate Purlin Force MIN F -0.09 kn/m >3h Intermediate Purlin Force MAX F -0.17 kn/m 0 to 0.5h Intermediate Purlin Force MAX F -0.17 kn/m 0.5 to 1h Intermediate Purlin Force MAX F 0.00 kn/m 1h to 2h Intermediate Purlin Force MAX F 0.04 kn/m 2h to 3h Intermediate Purlin Force MAX F 0.09 kn/m >3h 14 P a g e

4.2.1 Pressure summary Roof WIND EXTERNAL PRESSURE Direction1 (Perpendicular to Length) Direction2 (Parallel to Length) Windward (kpa) 0.14 0.14 Leeward (kpa) -0.08-0.06 Sidewall (m) Windward Quarter Centre Half Leeward Quarter Length (m) (m) (Kpa) (Kpa) 0-1h 0 5.25-0.13-0.13 1h - 2h 5.25 10.5-0.10-0.10 2h - 3h 10.5 15.75-0.06-0.06 >3h 15.75 - -0.04-0.04 Length (m) (m) 0-0.25d 0.25d - 0.75d 0.75d - 1d Wind Internal Pressure (kpa) Min (Kpa) Max (Kpa) Length (m) (m) Min (Kpa) Max (Kpa) 0 3.05-0.14 0.00 0-0.5h 0.00 2.63-0.18-0.08 3.05 9.15-0.23-0.23 0.5h-1h 2.63 5.25-0.18-0.08 9.15 12.2-0.16 0.00 1h-2h 5.25 10.50-0.10 0.00 2h-3h 10.50 15.75-0.06 0.02 >3h 15.75 - -0.04 0.04 Min (kpa) Max (kpa) Min (kpa) Max (kpa) Proportion of Cpe Proportion of Cpe Proportion of Cpe Proportion of Cpe Direction 1 Direction 2 AS1170.2 15 P a g e

4.3 Wind Load Diagrams 4.3.1 Wind 1(case 1) Civil & Structural Engineering Design Services Pty. Ltd. 4.3.2 Wind 1(case 2) 16 P a g e

4.3.3 Wind 2(Case1) 4.3.4 Wind 2(case 2) After 3D model analysis, each member is checked based on adverse load combination. In this regard the maximum bending moment, shear and axial force due to adverse load combinations for each member are presented as below: 17 P a g e

4.3.5 Max Bending Moment due to critical load combination in major axis 4.3.6 Max Bending Moment in minor axis due to critical load combination 18 P a g e

4.3.7 Max Shear in due to critical load combination Civil & Structural Engineering Design Services Pty. Ltd. 4.3.8 Max Axial force in upright support and roof beam due to critical load combination 19 P a g e

4.3.9 Max reactions Max Reaction (Bearing) N * = 5.3 kn Max Reaction (Uplift) N * = 8.35 kn 5 Checking Members Based on AS4100:1998 All Members pass 20 P a g e

6 Summary 6.1 Conclusions a. The 12.2m x 24.4m The Platoon Tent structure as specified has been analyzed with a conclusion that it has the capacity to withstand wind speeds up to and including 80km/hr. b. For forecast winds in excess of 80km/hr all fabric shall be removed from the frames, and the structure should be completely dismantled. c. Wall cross bracing as well as roof cable bracing are required at each end bay to resist against lateral movement due to wind direction2. d. For uplift due to 80km/hr, 10 kn (1T) holding down weight/per leg for upright support is required. e. The bearing pressure of soil should be clarified and checked by an engineer prior to any construction for considering foundation and base plate. f. Bracing Cables are required to have the minimum tensile strength (SWL) equal to 10kN. g. Design of fabric by others. Yours faithfully, E.A. Bennett M.I.E. Aust. NPER 198230 21 P a g e

7 Appendix A Base Anchorage Requirements 24.4m x 12.2m x 6.4m The Platoon Tent Structure: Tent Span Sile Type Required Weight Per Leg A 1000kg B 1000kg 12.2 m C 1000kg D 1000kg E 1000kg Definition of Soil Types: Type A : Loose sand such as dunal sand. Uncompacted site filling may also be included in this soil type. Type B : Medium to stiff clays or silty clays Type C: Moderately compact sand or gravel eg. of alluvial origin. Type D : Compact sand and gravel eg. Weathered sandstone or compacted quarry rubble hardstand Type E : Concrete slab on ground. Number of dyna bolts and slab thickness to be designed. 22 P a g e

8 Appendix B Hold Down Method Details 23 P a g e