Copyright Materials. Register for Upcoming Webinars. Possibilities with Wood in Construction

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1 Register for Upcoming Webinars Possibilities with Wood in Construction Speaker: Dr. Marjan Popovski, PhD, FPInnovations November 16, am PST 11 am MST 12 noon CST 1PM EST 1 AIA/CES (HSW) LU or PDH credit. Introduction to Post-frame Building Systems Speaker: Dr. Harvey Manbeck, PE, National Frame Building Association and Penn State University January 31, am PST 11 am MST 12 noon CST 1PM EST 1 AIA/CES (HSW) LU or PDH credit. Energy Efficient Buildings: Structural Design of Structural Insulated Panels (SIPs) for Engineers Eric Tompos, P.E., S.E., C.B.O. etompos@ntainc.com The Wood Products Council is a Registered Provider with The American Institute of Architects Continuing Education Systems (AIA/CES). Credit(s) earned on completion of this program will be reported to AIA/CES for AIA members. Certificates t of Completion for both AIA members and non-aia members are available upon request. This program is registered with AIA/CES for continuing professional education. As such, it does not include content that may be deemed or construed to be an approval or endorsement by the AIA of any material of construction or any method or manner of handling, using, distributing, or dealing in any material or product. Questions related to specific materials, methods, and services will be addressed at the conclusion of this presentation. Copyright Materials This presentation is protected by US and International Copyright laws. Reproduction, distribution, ib ti display and use of the presentation ti without written permission of the speaker is prohibited. The American Wood Council 2010

2 Learning Objectives At the end of this program, participants will be able to: 1. Assess design limits state applicable to SIP panels in commercial and residential projects. 2. Estimate SIP deformations, including shear deformations, for the purposes of checking serviceability requirements. 3. Account for creep deformation situations where sustained loads are applied to the panel. 4. Assess the strength of various support details which may be encountered in walls and roofs. Rigid Foam Insulation What is a SIP? Structural Facings Structural Adhesive Optional Electrical Chases What is a SIP? OSB faced SIPs with EPS cores are most common; however, other materials exist: Brief History Development began in the 1930 s with engineering and durability testing at the Forest Product Laboratories (FPL) FPL constructed a small house of SIPs in 1937 house is still in use Another structure was built in 1947 using corrugated paperboard cores it was disassembled periodically over a 31 year period to observe changes in the panels OSB Metal Cementitious/ Composite

3 Brief History Foam cores introduced in 1969 creating first modern panels Prescriptive code requirements added to the 2007 IRC supplement, Section R614 Walls Only 2009 SIPA code report developed with NTA performance rated SIPs Designer ss Role The design professional & engineered design Assesses suitability for specific use Ability to check conditions that cannot be evaluated in the laboratory Evaluates allowable properties against code required loads Engineering Guidelines SIP Code Reports Summary of test data Interpolated values not identified Method of interpolation not provided Limited explanation of how to use data 2007 IRC Prescriptive Provisions Prescriptive only not not a design method Method for deriving prescriptive values not provided Very restrictive limitations Engineering Guidelines APA Plywood Design Specification Supplement 4 Design & Fabrication of Plywood Sandwich Panels Code adopted d No properties provided Only addresses most basic aspects insufficient for complete design Very conservative-- --does not correlate well to tested assemblies

4 Engineering Guidelines NTA IM 14 TIP 01 Engineered Design of SIP Panels Using NTA Listing Report Data Basis for SIPA code report (currently applies ONLY to SIPA report) Provides design values that are correlated to test data Sufficient details to permit design Provisions based on NTA s judgment and NTA opinion as to best practice Panel Length (ft) Design Example 1 SIPA Report Table 3: Allowable Uniform Transverse Loads 4-5/8-inch Thick SIP 6-1/2-inch Thick SIP Deflection Limit it 2 Deflection Limit it L/180 L/240 L/360 L/180 L/240 L/360 8 WAB Design Example 1 Design Limit States Flexural strength Shear strength Deflection Example 1: Flexural Strength Design g Guide 4.3. SIPA Report Table 1: Mechanical Properties Property Weak-Axis Strong-Axis Allowable Tensile Stress, F t (psi) Allowable Compressive Stress, F c (psi)

5 Example 1: Flexural Strength Panel Thickness, h (in.) SIPA Report Table 2: Section Properties Core Thickness, c (in.) Shear Area, A v (in. 2 /ft) Moment of Inertia, I (in. 4 /ft) Section Modulus, S (in. 3 /ft) Example 1: Shear Strength Design g Guide SIPA Report Table 1: Mechanical Properties Property Weak-Axis Strong-Axis Allowable Core Shear Stress, F v (psi) Solve for w: 45.6 psf Panel Thickness, h (in.) SIPA Report Table 2: Section Properties Core Thickness, c (in.) Shear Area, A v (in. 2 /ft) Moment of Inertia, I (in. 4 /ft) Section Modulus, S (in. 3 /ft) Example 1: Shear Strength Design g Guide 4.4.3: Size Adjustment, C Fv SIPA Report Table 1: Mechanical Properties Property Weak-Axis Strong-Axis Reference Depth, h o (in.) Shear Depth Factor Exponent, m Shear Strength, Fv (psi) Example 1: Shear Strength Overall Thickness, h (in.)

6 Example 1: Shear Strength Design Guide : Bearing Condition Example 1: Shear Strength Design Guide 4.4.5: Shear Span Bearing Support Spline Support Span Reduction Example 1: Shear Strength Solve for w: Example 1: Deflection Design Guide Simply l supported deflection equation including shear under uniform loads: 45.8 psf deformation Shear deformation Shear deformations can not be neglected in SIPs

7 0 6 1/E a x 1 Example 1: Deflection OSB Weak-Axis 8 Slope, 1/G OSB Strong-Axis Y-Intercept, p, 1/E b /K 6 s x10 Example 1: Deflection SIPA Report Table 1: Mechanical Properties Property Weak-Axis Strong-Axis Elastic Modulus (), E b (psi) Shear Modulus, G (psi) SIPA Report Table 2: Section Properties Panel Core Shear Area, Moment of Section Thickness, h Thickness, c A v Inertia, I Modulus, S (in.) (in.) (in. 2 /ft) (in. 4 /ft) (in. 3 /ft) Example 1: Deflection Example 1: Overall Result Allowable Uniform Loads (psf) L/180 L/240 L/360 Substitute and Solve for w: Flexure 45.6 Shear 45.8 Deflection Deflection governs Loads match those given in SIPA report Table 3

8 Example 2 & 3 Design Guide & 4.4.5: Bearing Condition & Shear Force Example 2 & 3 Bearing Support Spline Support Zero bearing condition has two effects Reduction in strength Increase in design shear load Example 2 & 3 Total shear strength can (and should) be calculated as the summation of Tested SIP shear strength without fasteners (example 2) Calculated fastener withdrawal strength adjusted to account for fastener spacing, sheathing continuity, and prying (example 3) Example 4: Creep Design Guide 4.5.4: Long-Term Loading Creep is an increase in strain (deflection) under constant load Except for metals, all structural materials creep and are designed for creep and creep rupture Design g guide recommendations are based on published study conducted by SIPA

9 cr Faction nal Deflec ction, K c Example 4: Creep Urethane EPS Example 4: Creep Comparison of Material Creep Potential Material Fraction Deflection, K cr EPS, XPS Core SIP 4.0 Urethane Core SIP 7.0 Seasoned Lumber 1.5 OSB or Wet Lumber Duration of Load (months) Taylor, S.B., Manbeck, H. B., Janowiak, J. J., Hiltunum, D.R. Modeling Structural Insulated Panel (SIP) Flexural Creep Deflection. J. Structural Engineering, Vol. 123, No. 12, December, Wet OSB 6.0 Reinforced Concrete 2.0 Example 4: Creep Proposed p Creep Equation for SIPs Consider K cr based on load type Load Type (ASCE 7) Creep Coefficient, K cr EPS/XPS Urethane D, F, H, T S, L E, W, R, L r, F a Design Example 5 SIPA Report Table 5: Allowable Uniform Axial Loads Lateral Panel Thickness Brace Spacing (ft) 4-5/8-inches 6-1/2-inches 8-1/4-inches 8 WAB

10 Design Example 5 Design Limit States Facing strength under eccentric load Global buckling Example 5: E-Strength Design g Guide 5.1.1: Load Eccentricity Example 5: E-Strength Properties from Table 1 and Table 2 Minimum eccentricity from Design Guide: To find maximum load iterative process required Good first guess: Example 5: E-Strength Trial Axial Load, P e Eccentricity Factor Calculated Axial Load, P e (lbf) C e (lbf)

11 Example 5: Buckling Design g Guide 5.1.2: Global Buckling Where: Example 5: Overall Result Allowable Uniform Axial Loads (plf) Eccentric Load 3663 Global Buckling 4975 SIPA Report 3663 Strength under eccentric load governs Axial Loads in SIPA report Table 5 rounded down to nearest 10 plf Calculated load matches SIPA report Table 5 Design Example 6 Same as Example 5 except consider increased design eccentricity Ex Example 6: E-Strength Load Eccentricity Calculated Eccentricity, P e Factor Axial Load, P e (in.) C e (lbf) Identical wall with side-hung framing 36% reduction in strength

12 Example 7: Combined Loads Must Use ASCE 7 Load Combinations transient transient loads never er applied concurrently at full magnitude 77 loading conditions (not to be confused with ASCE load cases) Example 7: Combined Loads Axial only, P Transverse only (C&C), T P+T (max bending) 0.75(P+T) (max axial) P+T+V (max bending) 0.75(P+T+V) (max axial) P+V (seismic load combinations) Design Software Commercial packages Isotropic material properties Don t adequately consider shear deformations Difficult to consider creep Future Improvements Future editions will include Lateral design recommendations Seismic detailing recommendations Design procedure for panels with structural reinforcement (dimensional/engineered lumber splines) Recommendations for holes LRFD (US) & LSD (Canada) methodologies

13 Questions? This concludes The American Institute of Architects Continuing Education Systems Course Eric Tompos, P.E., S.E., C.B.O.

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