LVL Portal Frame Design. Warwick Banks Technical Manager
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1 LVL Portal Frame Design Warwick Banks Technical Manager
2 Key Discussion Points Timber portal frames Benefits of timber based systems Timber portal frame design PurlinDesign Moment resisting connection design Portal Suite Design Tools
3 Timber based Portal Frames Specification limited by: Perception and reliability Product awareness Up-skilling requirements Engineers Fabricators Riggers/Erectors
4 Benefits of timber systems Aesthetics Environmental green solution from a renewable resource and is carbon storing Corrosion resistant (Indoor pools, fertiliser & compost storage, etc) Compatibility Usability
5 Design Criteria and Loading Design criteria based on structure type not material type Loading in accordance with relevant loading standards Footing and bracing design similar to steel systems Optimal member spans and bay spacings are different for timber and steel
6 Purlin Design Two distinct options with timber based systems Solid sections hyspan or MSG for spans up to 6.0 m Ease of connection with proprietary brackets Composite I-beams Use products such as hyjoist for spans 6.0m to 12.0m Lateral restraint systems and connections require specific design
7 Purlin Design Design requirements include serviceability and strength checks for: Dead load Live load Wind loading Associated combinations Provide resistance to lateral torsional buckling of the Portal Frame members
8 Serviceability Timber components require consideration of shear deflection Solid sections include a 5% allowance for shear deflection within Modulus of Elasticity For single span built-up sections shear deflection can be expressed as: δ shear = GA Duration of load factor for loads in excess of 12 months M * w
9 Wind loading Includes allowance for local pressure factors Pierce fixed sheeting provides continuous lateral restraint to top of purlin Lateral restraint systems to the compression edge provide increased resistance to lateral torsional buckling
10 Uplift Strength Capacity for I-beams Stability factor k 8 calculated based on tension edge continuously restrained by roof sheeting Use Equation C7 of NZS 3603 for Euler Buckling Moment 2 2 π M E = ( EI ) y D 4 ( 2. y + y ) For Solid Sections use Eqn. 3.6 to calculate slenderness coefficient d S1 = 3 b + y 2 o o L h ay + GJ
11 I-beam Strength Bending capacity of an I-beam based on stresses in critical flange due to bending Bending moment capacity based on lever arm action around the centriod of area of the flanges Tension flange is not susceptible to buckling therefore: For k (f t /f c ) ØM bx = Ø k 1 f t A f D 1 x 10-6 knm For k 8 < 0.73 ØM bx = Ø k 1 k 8 f c A f D 1 x 10-6 knm
12 Connection Design Ensure structural integrity of rafter and purlin Abide by nailing spacings, end and edge distances Connection needs to be practical and easy to fabricate and install Available options for I-beams Joist Hangers Require installation of web packers/stiffeners can be costly Also requires use of suitable joist hangers Purlin connection blocks Ease of fabrication Quick installation
13 Portal Frame Design Elastic Structural Analysis differs little to that applied to steel except for material and section properties Solid sections include a 5% allowance within Modulus of Elasticity removing need for consideration of shear deflection Rigid connection achieved by nailed or screwed plywood or steel gussets Serviceability limits similar to steel where consideration of cladding and absolute limits is required Effects of creep for long term deflection need to be taken into account
14 Selection of critical moments 1 4 Critical design actions: Rafter moment 2. Column moment 3. Gusset moment 4. Nail group moment
15 Design Actions Critical design actions need to account for the effect of duration of load factors Consider B.M.D to establish critical load case for design Combined bending and compression Combined bending and tension Typically for solid timber portal frames axial loads are not critical and are insignificant.
16 Gusset Specification Plywood or X-Banded gussets advantageous: Ease of fabrication Readily fixed using machine driven nails. Reduce the tendency of the long band plies to split, allowing the nail spacing to be governed by the grain direction of the rafter or column. Plywood is readily available in Stress Grade F11 in thicknesses up to 25 mm. For large span portal frames CHH have developed 4 x- band hyspan sheets (2400x1200) in a 42mm thickness allowing 28 mm (8 plies) of parallel plies.
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18 Gusset Design Gusset Capacity is based on the critical depth at which the gusset bends, which is a horizontal line across the centroid of the rafter and column intersection Geometrically the critical section for the knee connection may be calculated by: L D Depth cs = D + D tanθ 2L Bending moment capacities drive gusset design Axial and shear forces generally do not influence the thickness of the gusset
19 Knee Gusset Design Many Timber Designers propose different methods for calculating gusset capacities Batchelor proposes bilinear stress distribution Hutchings (and Milner) propose design capacity based on triangular stress distribution These methodologies have been applied to many buildings Hutchings methodology based on linear stress distribution and applies plywood moment capacity equation Hutchings proposes use of size effect factor (k 11 from AS 1720 or k 24 from NZS 3603) Since gussets are in pairs: ØM ni = 2. Ø. k1. k 8. k 24. k 14. k 15. f pb t. e. d 6 2
20 Nail Ring Design Nail groups subjected to combined actions including bending, axial and shear forces. Efficient to calculate the maximum force in the extreme nail and deduct the moment contribution from the capacity The remaining capacity can then be considered for the resolution of shear and axial forces. Complexity of calculations for the nail ring mean hand calculations can be time consuming and conservative. Computer packages are often employed to develop design solutions CHH tables: Engineering Bulletin No.2 Rigid Moment Connections using CHH veneer based products
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22 Moment Joint design Nails or screws Adaptation of NZS 3603 eq 4.3, 4.7 φ M = φ k r max Q k n i = 1 r i 2 Q k = characteristic strength of fastener r i = distance to the i th fastener from the centroid of the fastener group r max = the maximum value of r i k = product of modification factors
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24 Portal Suite - Design tools for engineers Fully worked design example of a 30 m clear span building Design tools to suit buildings ranging from 20+ m clear span Engineering Bulletin No.1 Strength Limit States Design Capacity Tables for CHH LVL Sections Engineering Bulletin No.2 Rigid Moment Connections using CHH veneer based products Engineering Bulletin No.3 Purlin Span Tables for hyjoist Dynamic web page with industry links and current projects Real prices of different sized projects to promote price compatibility with alternative material designs Engineering support from experienced timber design engineers
25 Portal Suite - Provide the right range of products New hyspan sizes 900x90 hyspan X-BAND LVL Sheets for knee and ridge gusset connection X-BAND LVL for building spans over and above 30 m 2 X-band 42 mm hyspan 4 X-band 63 mm hyspan Solid sections without printing.
26 Portal Suite Continual release of tools beginning September 2008 via website: Leave business card and tools will be sent out upon release Contact Warwick or Cameron on regarding confidential discussions about current and future projects
27 Thanks for your time Any questions? Coming soon
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