SIP PANEL DESIGN EXAMPLES USING NTA IM 14 TIP 02 SIP DESIGN GUIDE AND LISTING REPORT DATA

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1 NTA IM 14 TIP 0 SIP PANEL DESIGN EXAMPLES USING NTA IM 14 TIP 0 SIP DESIGN GUIDE AND LISTING REPORT DATA INTRODUCTION It is intended that this document e used in conjunction with competent engineering design, accurate farication, and adequate supervision of construction. NTA, Inc. does not assume any responsiility for error or omissions in this document, nor for engineering design, plans or construction prepared from it. It shall e the final responsiility of the designer to relate design assumptions to the reference design values and to make design adjustments appropriate to the end use. A summary of the notation used in this document is provided on the last page. 1 Maximum Allowale Transverse Uniform Load Cladding Wall Panel Under Transverse Wind Load 3 Cladding Wall Panel Under Transverse Wind Load, Shear Strength Contriution of Fasteners Considered 4 Roof Panel Under Transverse Load 5 Maximum Allowale Axial Load 6 Maximum Allowale Axial Load Considering Increased Design Eccentricity 7 Exterior Wall Sujected to Axial, Transverse and Racking Loads COMMENTS, QUESTIONS AND ERROR REPORTING All efforts have een made to ensure the accuracy of this document; however, if errors are found please contact Eric Tompos, P.E., S.E. via at etompos@ntainc.com. NTA, INC. 305 NORTH OAKLAND AVENUE P.O. BOX 490 NAPPANEE, INDIANA PHONE: WEB: FAX: NTA IM 014 TIP 0 SIP Design Examples Cover doc Page 1

2 NTA IM 14 TIP 0 NOTATION Except where otherwise noted, the symols used in this document have the following meanings: Total deflection due to transverse load (in.) LT Total immediate deflection due to the long-term component of the design load (in.) Deflection due to ending (in.) c Deflection of core under concentrated load applied to facing (in.) i Total immediate deflection due to application of a single design load acting alone (in.) s Deflection due to shear (in.) nd Total immediate deflection considering secondary (P-delta) effects (in.) Α Total cross sectional area of facings (in. /ft) A v Shear area of panel. For symmetric panels A v 6 ( h + c) (in. /ft) c Core thickness (in.) C e Eccentric load factor, Section C Fv Size factor for shear, Section C v Shear support correction factor e Load eccentricity, measured as the distance from the centroid of the section to the line of action of the applied load (in.) E SIP modulus of elasticity under transverse ending (psi) E c Elastic modulus of core under compressive load (psi) E f Elastic modulus of facing under compressive load (psi) F c Allowale facing compressive stress (psi) F t Allowale facing tensile stress (psi) F v Allowale shear stress (through thickness) (psi) F vip Allowale shear load (in-plane) (plf) G SIP shear modulus (psi) h Overall SIP thickness (in.) h o Reference SIP thickness for size correction factors (in.) I SIP moment of inertia (in. 4 /ft) I f Facing moment of inertia (in. 4 /ft) K cr Time dependent deformation (creep) factor for a specific load type, Section A3.5.3 L Span length (ft) L v Shear span length (ft) m Shear size factor exponent M Applied moment (in.-lf/ft) P Applied axial or concentrated load (lf/ft.) P cr Allowale axial load (lf/ft) r Radius of gyration (in.) S SIP section modulus for flexure under transverse loads (in. 3 /ft) V Applied shear force (through thickness) (lf) V ip Applied shear force (in-plane) plf w Uniform transverse load (psf) y c Distance from the centroid to the extreme compression fier (in.) β Parameter of relative stiffness NTA, INC. 305 NORTH OAKLAND AVENUE P.O. BOX 490 NAPPANEE, INDIANA PHONE: WEB: FAX: NTA IM 014 TIP 0 SIP Design Examples Cover doc Page

3 DESIGN EXAMPLE 1: MAXIMUM ALLOWABLE TRANSVERSE UNIFORM LOAD Considering the SIP section properties and material properties listed elow, calculate the taulated maximum allowale uniform load for a 4.65-in. thick (overall) SIP panel having a 1-ft span under test support conditions. Consider deflection limits of L/180, L/40 and L/360. Assume a solid end memer is provided to oviate crushing at the supports. Support Configuration: Support Spacing, L Bearing Width, l 1.0 ft ctc 1.5 in. SIP Section Properties: SIP Material Properties: Overall Thickness, h 4.65 in. Facing Tensile Strength, F t 495 psi Core Thickness, c 3.75 in. Facing Compressive Strength, F c 580 psi Facing Area, A f 10.5 in. SIP Bending Modulus, E psi Shear Area, A v 50.3 in. SIP Shear Modulus, G 405 psi Moment of Inertia, I 46.0 in. 4 SIP Shear Strength, F v 5 psi Section Modulus, S 19.9 in. 3 Shear Reference Depth, h o 4.65 in. Shear Depth Exponent, m 0.86 Design Calculations: Section Properties While the section propertes are typically taulated in the report, the sections properties are calculated herein to explain the related assumptions. All properties herein are ased on the assumption that the facings carry all of the flexural stress and the core carries all of the shear stress. Shear Area Moment of Inertia The shear 'area' is calculated considering the horizontal shear stress occuring at the core-to-facing interface. The equation shown assumes a symetric SIP. The values is multiplied y 1 to provide the result on a per foot asis. The moment of inertia is calculated considering the facings only using the parallel axis theorem. The stiffness of the facings aout their own centroid is neglected. The equation shown assumes a symetric SIP. Section Modulus NTA SIP Design Guide 009 Example xls Page 1 of 3 10/14/011 1:46 PM

4 Flexural Strength Allowale Moment (tension/compression) 1 M wl Ft / cs 8 Solve for Uniform Load Design Guide equation 4.3.1a. The allowale facing tensile and compressive stress must e considered, whichever is lesser. Shear Strength Allowale Shear 1 1 V w L 1 Solve for Uniform Load FvC FvCv A w L h + l ( ) 6 ( h + l ) FvC FvCv Av v Design Guide equation (). Shear taken at h away from the face of the support as shown in Design Guide section 4.4.5(a). Note that the span used for deflection calculations is taken as the center-to-center spacing etween supports whereas the span for shear strength is taken as the clear span etween earing points (3- in. less). Size Adjustment Factor Design Guide equation Support Adjustment Factor C v 1.00 Design Guide section Bearing is provided on facing opposite the applied load; therefore C v 1.0. Allowale Shear Strength Design Guide equation Solve for Uniform Load NTA SIP Design Guide 009 Example xls Page of 3 10/14/011 1:46 PM

5 Deflection at Mid-Span Calculated Deflection L 4 5wL s + lim 384 EI Solve for Uniform Load 1 w 3 5L lim E I L A G v 1 1 wl A G v Design Guide equation 4.5.a. uniformly load memer. Assumes a simply supported, The uniform load calculated here is expressed as uniform load per deflection limit ratio. Considering Various Deflection Limits lim w (psf) Overall Result Allowale Uniform Transverse Load lim w (psf) The allowale value corresponds to the smallest value considering all limit states. The calculated values match the values provided in the SIPA code report (NTA SIPA ) NTA SIP Design Guide 009 Example xls Page 3 of 3 10/14/011 1:46 PM

6 DESIGN EXAMPLE : CLADDING WALL PANEL UNDER TRANSVERSE WIND LOAD Verify the adequacy of the 6.5 SIP panel elow using the SIP properties from NTA listing report SIPA The wall is simply supported etween spline supports (zero earing condition) and sujected to 0 psf transverse wind load (C&C). The strong-axis of the panel is oriented perpendicular to the supports. Consider a deflection limit of L/180. Support Configuration: Loads Support Spacing, L 10.0 ft ctc Transverse Wind Load, w 0.0 psf (C&C) Deflection Limit, L/ 180 SIP Section Properties: SIP Material Properties: Overall Thickness, h in. Facing Tensile Strength, F t 495 psi Core Thickness, c 5.65 in. Facing Compressive Strength, F c 580 psi Facing Area, A f 10.5 in. SIP Bending Modulus, E psi Shear Area, A v 7.8 in. SIP Shear Modulus, G 405 psi Moment of Inertia, I 96.5 in. 4 SIP Shear Strength, F v 5.0 psi Section Modulus, S 9.7 in. 3 Shear Reference Depth, h o 4.5 in. Shear Depth Exponent, m 0.86 Design Calculations: Flexural Strength Applied Moment The applied moment is calculated considering a one foot width of panel. Note: ecause per-foot units are assumed related units are dropped. Allowale Moment (tension) Stress Ratio 0.0 Allowale Moment (compression) Stress Ratio 0.17 Design Guide equation 4.3.1a. By inspection tension moment governs over compression moment (Ft<Fc). Design Guide equation 4.3.1a. For illustration purposes, the moment ased on the compressive strength of the facing is calculated. NTA SIP Design Guide 009 Example xls Page 1 of 10/14/011 1:47 PM

7 Shear Strength Applied Shear Design Guide equation (). Shear taken at the face of support. Size Adjustment Factor Design Guide equation Support Adjustment Factor C v 0.40 Design Guide section Bearing is not provided on facing opposite the applied load; therefore Cv<1.0. From listing report Tale 4, footnote 1, Cv0.4. Allowale Shear Strength Design Guide equation The core has adequate shear strength for support conditions provided. Stress Ratio 0.94 Deflection at Mid-Span Deflection Limit Calculated Deflection + s 4 5wL E I 3 wl A G v Design Guide equation 4.5.a. Applied wind pressure is reduced in accordance with IBC, Tale , Footnote f. Accordingly, the wind load is taken as 0.7 times the C&C loads for the purpose of determine deflection limits. Deflection Ratio 0.18 The panel has adequate stiffnes to meet the specified deflection limit. Overall Result The panel is adequate for the application, shear strength of the core governs the design (stress ratio 0.94) NTA SIP Design Guide 009 Example xls Page of 10/14/011 1:47 PM

8 DESIGN EXAMPLE 3: CLADDING WALL UNDER TRANSVERSE WIND LOAD, SHEAR STRENGTH CAPACITY OF FASTENERS CONSIDERED Verify the adequacy of the SIP descried in Design Example, except the transverse wind pressure is increased to 30 psf transverse wind load (C&C). Support Configuration: Loads Support Spacing, L 10.0 ft ctc Transverse Wind Load, w 30.0 psf (C&C) Deflection Limit, L/ 180 SIP Section Properties: SIP Material Properties: Overall Thickness, h in. Facing Tensile Strength, F t 495 psi Core Thickness, c 5.65 in. Facing Compressive Strength, F c 580 psi Facing Area, A f 10.5 in. SIP Bending Modulus, E psi Shear Area, A v 7.8 in. SIP Shear Modulus, G 405 psi Moment of Inertia, I 96.5 in. 4 SIP Shear Strength, F v 5.0 psi Section Modulus, S 9.7 in. 3 Shear Reference Depth, h o 4.5 in. Shear Depth Exponent, m 0.86 Design Calculations: Flexural Strength Applied Moment The applied moment is calculated considering a one foot width of panel. Note: ecause per-foot units are assumed related units are dropped. Allowale Moment (tension) Shear Strength Applied Shear Stress Ratio 0.31 Design Guide equation 4.3.1a. By inspection tension moment governs over compression moment (Ft<Fc). Design Guide equation (). Shear taken at the face of support. Size Adjustment Factor Design Guide equation Support Adjustment Factor C v 0.40 Design Guide section Bearing is not provided on facing opposite the applied load; therefore Cv<1.0. From listing report Tale 4, footnote 1, Cv0.4. Allowale Shear Strength Design Guide equation The core of the SIP alone is inadequate. Must consider fasteners in shear strength calculation. Stress Ratio 1.41 NG Maximum Allowale Shear Strength Design Guide equation Assume C v 1.0 and determine maximum core shear strength. Refer to Design Example 1 for derivation of C Fv. Stress Ratio 0.57 NTA SIP Design Guide 009 Example xls Page 1 of 10/14/011 1:47 PM

9 Required Connection Strength Connection must e design for the difference etween the applied load and the shear strength considering the actual support conditions, Cv 0.4. Allowale Connection Strength Consider 0.131" x.5" (8d) nails at 6" oc Facing-to-Plate, each side, top-and-ottom V f C C s p C W ' c Consider the adequacy of a typical minimum SIP-to-plate connection. First the withdrawal strength from the plate must e calculated using the NDS (005 Edition). Fastener pullthrough must also e considered; however, testing has shown that pull-through does not occur for the proposed connection. The NDS does not provide guidance on designing such connections, ased on experiental oservation several considerations need to e made to ensure the performance of the connection. These considerations are summarized in the equation provided. W' fastener withdrawal or pull-through strength, whichever is lessor C s spacing adjustment factor, calculated as 1 divided y the typical fastener spacing C P prying adjustment factor, from statics ased on the solid memer width and where the fastener is installed within that width. For fasteners installed in the center of the solid lock the value may conservatively e taken as 0.5 C c sheathing continuity factor, from statics of a eam continuous over multiple supports, calculated as the inverse of the maximum reaction coefficient. May e taken as 0.88 for 4 or more fasteners installed within the width of a single SIP NDS Withdrawal Strength, W' 67. C s.0 C P 0.5 C c 0.88 lf For the proposed connection the adjustment factors are as shown. Overall Assemly Shear Strength Stress Ratio 0.91 The total strength of the assemly is simply the summation of the core shear strength and the shear strength contriution of the fasteners. It must e noted that the shear strength cannot exceed the maximum shear strength calculated when Cv 1.0. Deflection at Mid-Span Deflection Limit Calculated Deflection + s 4 5wL E I 3 wl A G v Design Guide equation 4.5.a. Applied wind pressure is reduced in accordance with IBC, Tale , Footnote f. Accordingly, the wind load is taken as 0.7 times the C&C loads for the purpose of determine deflection limits. Deflection Ratio 0.7 The panel has adequate stiffnes to meet the specified deflection limit. Overall Result The panel is adequate for the application provided that the facing-to-plate connection is as specified, shear strength of the core governs the design (stress ratio 0.91) NTA SIP Design Guide 009 Example xls Page of 10/14/011 1:47 PM

10 DESIGN EXAMPLE 4: ROOF PANEL UNDER TRANSVERSE LOAD Verify the adequacy of the 1.5 SIP panel elow using the SIP properties from NTA listing report SIPA Assume the panel is simply supported etween supports. No structural spline is provided over the supports. The panel is sujected to the load listed elow. The strong-axis of the panel is oriented perpendicular to the supports. Consider a total load deflection limit of L/180 and a live load deflection limit of L/40. Assume 1.5-inches of earing is provided at each end. Support Configuration: Loads: Support Spacing, L 1.0 ft ctc Transverse Wind, W C&C 5.0 psf (C&C) Bearing Width, l 1.5 in. W 18.0 psf (MWFRS) Deflection Limit, L/ 40 (live load only) Dead Load, D 10.0 psf Deflection Limit, L/ 180 (total load) Roof Live, Lr 0.0 psf Snow, S 30.0 psf SIP Section Properties: SIP Material Properties: Overall Thickness, h 1.50 in. Facing Tensile Strength, F t 495 psi Core Thickness, c in. Facing Compressive Strength, F c 580 psi Facing Area, A f 10.5 in. SIP Bending Modulus, E psi Shear Area, A v in. SIP Shear Modulus, G 405 psi Moment of Inertia, I in. 4 SIP Shear Strength, F v 5.0 psi Section Modulus, S 59.8 in. 3 Shear Reference Depth, h o 4.5 in. Shear Depth Exponent, m 0.86 Core Compressive Modulus, E c 360 psi Design Calculation Load Cases 1 D+Lr D+S 3 D+0.75(S+Wp) [WFRS] 4 0.6D+Wn [C&C] 5 D+Wp [C&C] Facing Bending Stiffness, E f I f lf-in. Core Compressive Strength, F cc 14.0 psi Angle of Dispersion, k Load cominations are taken from ASCE In accordance with ASCE 7, C&C wind loads are used when acting alone and MWFRS wind loads are used when wind loads are comined with other transient loads. The load cases D+0.75(S+Lr) and D+0.75(Lr+Wp [MWFRS]) are not considered ased on judgment considering that roof live load, Lr, can not coincide with a design snow or wind event. NTA SIP Design Guide 009 Example xls Page 1 of 4 10/14/011 1:48 PM

11 Flexural Strength Applied Moment The applied moment is calculated considering a one foot width of panel. Note: ecause per-foot units are assumed related units are dropped. By inspection D+S governs (50 psf) for strength design. Allowale Moment (tension/compression) Shear Strength Applied Shear Stress Ratio 0.9 Design Guide equation 4.3.1a. By inspection tension moment governs over compression moment (F t <F c ). Design Guide equation (a). Shear taken at a distance h from the face of support. Size Adjustment Factor Design Guide equation Support Adjustment Factor C v 1.00 Allowale Shear Strength Design Guide section Bearing is provided on facing opposite the applied load; therefore C v 1.0. Design Guide equation Stress Ratio 0.65 Bearing Strength Applied Reaction These provisions for earing strength are not in the 010 Design Guide, ut will appear in susequent revisions. Allowale Reaction Stress Ratio 0.78 NTA SIP Design Guide 009 Example xls Page of 4 10/14/011 1:48 PM

12 Deflection at Mid-Span Deflection Limit (live load only) Deflection Limit (total load) Calculated Deflection + s 4 5wL E I 3 wl A G v Design Guide equation 4.5.a. Determine the deflection for a unit load (w 1.0). The deflection for each loading may then e determined y multiplying the load magnitude y this result. Load Type W (C&C) W (MWFRS) D Lr S Magnitude (psf) Deflection (in.) Applied C&C wind pressure is reduced in accordance with IBC, Tale , Footnote f. Accordingly, the wind load is taken as 0.7 times the C&C loads for the purpose of determine deflection limits. Load Type Kcr W 1.0 D 4.0 Lr 1.0 S 3.0 The Kcr factors are from the Design Guide Tale 1. The Kcr value is the fractional deflection ratio, or the ratio of the longterm to inmmediate deflection. Load Case 1 1.0W (C&C) 1.0Lr 3 3.0S Maximum LL 1 4.0D+1.0Lr 4.0D+3.0S 3 4.0D+0.75(3.0S+1.0Wp) 4 1.0x0.6D+1.0Wn (C&C) 5 4.0D+1.0Wn (C&C) Maximum TL Long-Term Deflection (in.) Deflection for each load type, calculated aove, is multiplied y the creep coefficient, K cr, to determine the total deflection for each load case. Where deflection is counteracting wind loads (case 4) the creep coefficient is taken as unity. It must e noted that the Design Guide assigns K cr 1.0 to roof live load, L r, where this live load is a short duration construction load. Snow laods and promenade roofs sujected to occupancy live loads should e designed for K cr 3.0. Ratio LL 0.85 Ratio TL 0.93 Panel has adequate long-term stiffness to meet specified deflection limit. NTA SIP Design Guide 009 Example xls Page 3 of 4 10/14/011 1:48 PM

13 Bearing Deflection at Support Bearing Deflection Calculate Beta c P 3 4E I β Solve for Bearing Stiffness f f No solid structural spline is provided at the end of the panel, as a result, Design Guide section applies. With simple supports, the concentrated load is applied at the end of the panel (section Case A), as a result, equation 4.6..a applies. If the ending stiffness of the facing is not provided the the SIP manufacturer, ending stiffness values for OSB are provided in APA D510 Panel Design Specification. Tale 4A of this document gives the ending stiffness. The earing stiffness is calculated in pounds per inch. Calculate Bearing Deflection Magnitude Load Type (psf) W (C&C) 5 W (MWFRS) 18 D 10 Lr S 180 max Ratio TL 3.07 Load Case 1 4.0D+1.0Lr 4.0D+3.0S 3 4.0D+0.75(3.0S+1.0Wp) 5 4.0D+1.0Wn (C&C) Maximum earing 0.15 in. NG Reaction (lf) 150 Deflection (in.) Long-Term Deflection (in.) Similar to midspan deflections, the deflection of each load individually is determined. Unlike the calculation for shear, the load used in the earing check corresponds to the support reaction. In this example the support reaction is equal to wl/. Bearing deflections are calculated considering creep using the total load cases as efore except Case 4 has een omitted since the loads are counteracting. Comparing the calculated earing deflection with the allowale earing deflection of 1/8-inch the panel has inadequate earing strength. Overall Result Panel is NOT adequate, earing deflection governs (deflection ratio3.07). Panel may e used if solid spline provided at each end to prevent crushing. It should also e noted that if the panel is continuous across the support the reaing deflections will e reduced y 50% NTA SIP Design Guide 009 Example xls Page 4 of 4 10/14/011 1:48 PM

14 DESIGN EXAMPLE 5: MAXIMUM ALLOWABLE AXIAL LOAD Considering Tale 5 of NTA listing report SIPA , verify the taulated maximum allowale axial load for a 6.5 SIP panel having a 1-ft height. Support Configuration: Wall Height, L 1.0 ft ctc SIP Section Properties: SIP Material Properties: Overall Thickness, h in. Facing Tensile Strength, F t 495 psi Core Thickness, c 5.65 in. Facing Compressive Strength, F c 580 psi Facing Area, A f 10.5 in. SIP Bending Modulus, E psi Shear Area, A v 7.8 in. SIP Shear Modulus, G 405 psi Moment of Inertia, I 96.5 in. 4 SIP Shear Strength, F v 5.0 psi Section Modulus, S 9.7 in. 3 Shear Reference Depth, h o 4.5 in. Radius of Gyration, r 3.03 in. Shear Depth Exponent, m 0.86 Extreme Fier Distance, y c 3.5 in. NTA SIP Design Guide 009 Example xls Page 1 of 10/14/011 1:49 PM

15 Design Calculations: Axial Strength Under Eccentric Loads Eccentric Load Factor 1 Ce ey c 1L 3P 1+ sec r r A f E Minimum Eccentricity + 3Pey c A GI v Design Guide equation Because the axial load, P, is a term in the eccentricity factor equation an iterative processes is required to find the maximum value. From the Design Guide section the minimum eccentricity, e, is taken as h/6 Seed Value Calculate Eccentricity Factor A recommended seed value for the iteration process is 1/ the axial strength of the facings. Using the seed value, the eccentricity factor can e calculated. Calculate Axial Load Iterate Trial Axial Eccentricity Calcualted Load Factor Axial Load Iteration (lf) Ec (lf) Gloal Buckling Strength Comparing the resulting axial load to the seed value, the loads are not equal; therefore, additional iterations are required. Repeat the calculation process using the previous result for the susequent calculation. As shown in the tale, the trial value converges with the calculated value after seven iterations. Design Guide equation The critical uckling load can e solved directly. Overall Result The resulting maximum allowale load is the lesser of the two limit states considered. The values in the SIPA report are rounded down to the nearest 10 lf. P calc P report 3663 lf 3660 lf NTA SIP Design Guide 009 Example xls Page of 10/14/011 1:49 PM

16 DESIGN EXAMPLE 6: MAXIMUM ALLOWABLE AXIAL LOAD CONSIDERING INCREASED DESIGN ECCENTRICITY Determine the maximum allowale axial load for a 6.5 SIP panel having a 1-ft height where the supported level is hung from the side of the SIP panel (i.e. load eccentricity, e h/). Support Configuration: Wall Height, L Design Eccentricity, e 1.0 ft ctc 3.5 in. SIP Section Properties: SIP Material Properties: Overall Thickness, h in. Facing Tensile Strength, F t 495 psi Core Thickness, c 5.65 in. Facing Compressive Strength, F c 580 psi Facing Area, A f 10.5 in. SIP Bending Modulus, E psi Shear Area, A v 7.8 in. SIP Shear Modulus, G 405 psi Moment of Inertia, I 96.5 in. 4 SIP Shear Strength, F v 5.0 psi Section Modulus, S 9.7 in. 3 Shear Reference Depth, h o 4.5 in. Radius of Gyration, r 3.03 in. Shear Depth Exponent, m 0.86 Extreme Fier Distance, y c 3.5 in. NTA SIP Design Guide 009 Example xls Page 1 of 10/14/011 1:50 PM

17 Design Calculations: Axial Strength Under Eccentric Loads Eccentric Load Factor 1 Ce ey c 1L 3P 1+ sec r r A f E Minimum Eccentricity Seed Value Calculate Eccentricity Factor + 3Pey c A GI v Design Guide equation Because the axial load, P, is a term in the eccentricity factor equation an iterative processes is required to find the maximum value. From the Design Guide section the minimum eccentricity, e, is taken as h/6. This is less than the design eccentricity so the design eccentricity will e used. A recommended seed value for the iteration process is 1/ the axial strength of the facings. Using the seed value, the eccentricity factor can e calculated. Calculate Axial Load Iterate Trial Axial Eccentricity Calcualted Load Factor Axial Load Iteration (lf) Ec (lf) Gloal Buckling Strength Comparing the resulting axial load to the seed value, the loads are not equal; therefore, additional iterations are required. Repeat the calculation process using the previous result for the susequent calculation. As shown in the tale, the trial value converges with the calculated value after seven iterations. Design Guide equation The critical uckling load can e solved directly. The result is identical to the value found in Example 5. Overall Result The resulting maximum allowale considering alloon framing is 36% less than the axially loaded capacity. P calc P report 346 lf 3660 lf NTA SIP Design Guide 009 Example xls Page of 10/14/011 1:50 PM

18 DESIGN EXAMPLE 7: EXTERIOR WALL SUBJECTED TO AXIAL, TRANSVERSE AND RACKING LOADS Verify the adequacy of the 6.5 SIP panel elow using the SIP properties from NTA listing report SIPA Assume the panel is simply supported etween supports. The panel is sujected comined axial, transverse and racking loads as listed elow. The wall is 1-ft tall and has a triutary roof and floor width of 14-ft. The strong-axis of the panel is oriented perpendicular to the supports. Consider a total load deflection limit of L/180. Support Configuration: Loads Wall Height, L 1.0 ft ctc Transverse Wind Load, w 5.0 psf (C&C) Deflection Limit, L/ 180 w 18.0 psf (Roof, Zone E & 3E) w 18.0 psf (Wall, Zone 1E & 4E) w 1.0 psf (Wall, Zone 5 & 6) Dead, D 10.0 psf Roof Live, Lr 0.0 psf Snow, S 40.0 psf Floor Live, L 40.0 psf Racking Shear, V 10.0 plf SIP Section Properties: SIP Material Properties: Overall Thickness, h in. Facing Tensile Strength, F t 495 psi Core Thickness, c 5.65 in. Facing Compressive Strength, F c 580 psi Facing Area, A f 10.5 in. SIP Bending Modulus, E psi Shear Area, A v 7.8 in. SIP Shear Modulus, G 405 psi Moment of Inertia, I 96.5 in. 4 SIP Shear Strength, F v 5.0 psi Section Modulus, S 9.7 in. 3 Shear Reference Depth, h o 4.5 in. Radius of Gyration, r 3.03 in. Shear Depth Exponent, m 0.86 Extreme Fier Distance, y c 3.5 in. Assemly Racking Capacity, F vip 380 plf NTA SIP Design Guide 009 Example xls Page 1 of 1 10/14/011 1:5 PM

19 Loads and Load Cominations Axial Loads Loads from Roof (e 0.0-in.) Triutary Width, T D Lr S W Loads from Floor (e 3.5-in.) Triutary Width, T D L Condition 1: Axial Load Only Load Case 1 D D+L 3 D+Lr 4 D+S 5 D+0.75(L+Lr) 6 D+0.75(L+S+Wp) 14.0 ft 140 plf 80 plf 560 plf 5 plf (MWFRS) 14.0 ft 140 plf 560 plf Load Effect (plf) Uniform axial loads are calculated y multiplying the applied uniform loads y the triutary width. The design eccentricities associated with the loads are also noted. From accepted engineering practice, the load eccentricities are applied at the top of a column (floor load) with the ottom of the column assumed to ear concentrically (roof load). In this example six design conditions must e checked for an optimal design; each check considers different cominations of loads. The six cases arise from the load cominations provided in ASCE, the code requirement to assess the structural element for the worst loading condition, and the orientation of the element with respect to the applied wind loads. Conservative (worst-case) assumptions can e made to reduce the numer of load cominations; however, ecause SIPs are generally sujected to comined loads, such assumptions produce very conservative designs. The load cases shown in this example are not all inclusive and generally more load cases must e considered. Axial Load Net Eccentricity Load Load Eccentricity, e e x P Case P (in.) (in.-lf) D(roof) D(floor) L(floor) Σ The design eccentricity considering all loads applied to the panel can e calculated y taking the weighted average of the worst case condition for eccentricity. In this example, the worst case eccentricity occurs when the full floor load (L+D) acts concurrently with roof dead only. Conservatively, the maximum eccentricity could e used. NTA SIP Design Guide 009 Example xls Page of 1 10/14/011 1:5 PM

20 Condition : Transverse Load Only W 5.0 psf (C&C) Condition 3: Comined Axial and Transverse (max ending) Load Case Load Effect Transverse 1 W 1,4 (MWFRS) Concurrent Axial D 80 D+Wp 53 Condition 4: Comined Axial and Transverse (max axial) Load Case Load Effect Transverse W 1,4 (MWFRS) Concurrent Axial D+0.75(L+Lr) 910 D+0.75(L+S+Wp) 1309 Condition 5: Comined Axial, Transverse and Racking (max ending) Load Case Load Effect Racking 1 V Concurrent Transverse W 5,6 (MWFRS) Concurrent Axial D 80 Condition 6: Comined Axial, Transverse and Racking (max axial) Load Case Load Effect Racking V Concurrent Transverse W 5,6 (MWFRS) Concurrent Axial D+0.75(L+Lr) 910 D+0.75(L+S+Wp) 1309 The transverse load comination checks the wall sujected to transverse C&C wind loads only. Generally, the wind pressure in this case corresponds to the maximum C&C pressure. The maximum ending case occurs when the only transient load is wind. The wind pressure considered is generally the maximum of the windward or leeward MWFRS wind pressure. The maximum axial case occurs when all transient loads are applied including wind load. In this case, all transient loads are taken times 0.75 as permitted in ASCE 7. The wind pressure considered is generally the maximum of the windward or leeward MWFRS wind pressure. The racking load cases are very similar to the previous two comined load cases except, the wind pressure acting concurrently with the other loads can e reduced to the maximum of Zones 5 & 6 (ASCE 7, Method ) ecause the shearwall must e oriented parallel to the transverse pressures used in the previous load cases. This procedure, while rigorous, maximizes the availale racking strength of the panel. In this case all transient loads are applied and all transient loads are reduced y 0.75 as permitted y ASCE 7. NTA SIP Design Guide 009 Example xls Page 3 of 1 10/14/011 1:5 PM

21 Design Calculations Condition 1: Axial Load Only Eccentric load factor Design Guide equation Axial Strength Stress Ratio 0.46 Buckling Strength Design Guide equation Stress Ratio 0.6 NTA SIP Design Guide 009 Example xls Page 4 of 1 10/14/011 1:5 PM

22 Condition : Transverse Load Only Flexural Strength Applied Moment The applied moment is calculated considering a one foot width of panel. Note: ecause per-foot units are assumed related units are dropped. Allowale Moment (tension) Shear Strength Applied Shear Stress Ratio 0.37 Design Guide equation 4.3.1a. By inspection tension moment governs over compression moment (Ft<Fc). Design Guide equation (). Shear taken at the face of support. Size Adjustment Factor Design Guide equation Support Adjustment Factor C v 0.40 Design Guide section Bearing is not provided on facing opposite the applied load; therefore Cv<1.0. From listing report Tale 4, footnote 1, Cv0.4. Allowale Shear Strength Design Guide equation The core of the SIP alone is inadequate. Must consider fasteners in shear strength calculation. Stress Ratio 1.41 NG Maximum Allowale Shear Strength Design Guide equation Assume C v 1.0 and determine maximum core shear strength. Refer to Design Example 1 for derivation of C Fv. Stress Ratio 0.57 Required Connection Strength Connection must e design for the difference etween the applied load and the shear strength considering the actual support conditions, Cv 0.4. NTA SIP Design Guide 009 Example xls Page 5 of 1 10/14/011 1:5 PM

23 Allowale Connection Strength Consider 0.131" x.5" (8d) nails at 6" oc Facing-to-Plate, each side, top-and-ottom V f C C s p C W ' c Consider the adequacy of a typical minimum SIP-to-plate connection. First the withdrawal strength from the plate must e calculated using the NDS (005 Edition). Fastener pullthrough must also e considered; however, testing has shown that pull-through does not occur for the proposed connection. The NDS does not provide guidance on designing such connections, ased on experiental oservation several considerations need to e made to ensure the performance of the connection. These considerations are summarized in the equation provided. W' fastener withdrawal or pull-through strength, whichever is lessor C s spacing adjustment factor, calculated as 1 divided y the typical fastener spacing C P prying adjustment factor, from statics ased on the solid memer width and where the fastener is installed within that width. For fasteners installed in the center of the solid lock the value may conservatively e taken as 0.5 C c sheathing continuity factor, from statics of a eam continuous over multiple supports, calculated as the inverse of the maximum reaction coefficient. May e taken as 0.88 for 4 or more fasteners installed within the width of a single SIP NDS Withdrawal Strength, W' 67. C s.0 C P 0.5 C c 0.88 lf For the proposed connection the adjustment factors are as shown. Overall Assemly Shear Strength Stress Ratio 0.91 The total strength of the assemly is simply the summation of the core shear strength and the shear strength contriution of the fasteners. It must e noted that the shear strength cannot exceed the maximum shear strength calculated when Cv 1.0. Deflection at Mid-Span Deflection Limit Calculated Deflection + s 4 5wL E I 3 wl A G v Design Guide equation 4.5.a. Applied wind pressure is reduced in accordance with IBC, Tale , Footnote f. Accordingly, the wind load is taken as 0.7 times the C&C loads for the purpose of determine deflection limits. Deflection Ratio 0.3 The panel has adequate stiffnes to meet the specified deflection limit. NTA SIP Design Guide 009 Example xls Page 6 of 1 10/14/011 1:5 PM

24 Condition 3: Comined Axial and Transverse (max ending) Eccentric load factor Design Guide equation Because the applied axial load has changed, the eccentric load factor also changes. Axial Strength Stress Ratio 0.18 Buckling Strength Stress Ratio 0.11 Applied Moment Using the same uckling capacity as calculated for the axial only case. Calculated Deflection + s 4 5wL E I 3 wl A G v Design Guide equation 4.5.a. Total Deflection (considering P- δ ) Total Moment (considering P- δ ) Design Guide equation Design Guide equation c. Note that the first term in the moment equation is simply 1/8 times 1 which results from converting feet to inches. Alloale Moment (compression) Comined Loads Design Guide equation While tension governs flexural ending strength, the interaction equation is concerned with comined compressive loads (tension is counteracting), as a result the maximum compressive moment must e calculated. Design Guide equation 7.1.1a. Equations does not govern y inspection. Stress Ratio 0.41 NTA SIP Design Guide 009 Example xls Page 7 of 1 10/14/011 1:5 PM

25 Condition 4: Comined Axial and Transverse (max axial) Eccentric load factor Design Guide equation Because the applied axial load has changed, the eccentric load factor also changes. Axial Strength Stress Ratio 0.46 Buckling Strength Stress Ratio 0.6 Applied Moment Using the same uckling capacity as calculated for the axial only case. Calculated Deflection + s 4 5wL E I 3 wl A G v Design Guide equation 4.5.a. Total Deflection (considering P- δ ) Total Moment (considering P- δ ) Design Guide equation Design Guide equation c. Note that the first term in the moment equation is simply 1/8 times 1 which results from converting feet to inches. Alloale Moment (compression) Comined Loads Design Guide equation While tension governs flexural ending strength, the interaction equation is concerned with comined compressive loads (tension is counteracting), as a result the maximum compressive moment must e calculated. Design Guide equation 7.1.1a. Equations does not govern y inspection. Stress Ratio 0.65 NTA SIP Design Guide 009 Example xls Page 8 of 1 10/14/011 1:5 PM

26 Condition 5: Comined Axial, Transverse and Racking (max ending) Eccentric load factor Design Guide equation Because the applied axial load has changed, the eccentric load factor also changes. Axial Strength Stress Ratio 0.09 Buckling Strength Stress Ratio 0.06 Applied Moment Using the same uckling capacity as calculated for the axial only case. Calculated Deflection + s 4 5wL E I 3 wl A G v Design Guide equation 4.5.a. Total Deflection (considering P- δ ) Total Moment (considering P- δ ) Design Guide equation Design Guide equation c. Note that the first term in the moment equation is simply 1/8 times 1 which results from converting feet to inches. Alloale Moment (compression) Comined Loads Design Guide equation While tension governs flexural ending strength, the interaction equation is concerned with comined compressive loads (tension is counteracting), as a result the maximum compressive moment must e calculated. Design Guide equation 7.1.1a. Equations does not govern y inspection. Stress Ratio 0.80 NTA SIP Design Guide 009 Example xls Page 9 of 1 10/14/011 1:5 PM

27 Condition 6: Comined Axial, Transverse and Racking (max axial) Eccentric load factor Design Guide equation Because the applied axial load has changed, the eccentric load factor also changes. Axial Strength Stress Ratio 0.46 Buckling Strength Stress Ratio 0.6 Applied Moment Using the same uckling capacity as calculated for the axial only case. Calculated Deflection + s 4 5wL E I 3 wl A G v Design Guide equation 4.5.a. Total Deflection (considering P- δ ) Total Moment (considering P- δ ) Design Guide equation Design Guide equation c. Note that the first term in the moment equation is simply 1/8 times 1 which results from converting feet to inches. Alloale Moment (compression) Comined Loads Design Guide equation While tension governs flexural ending strength, the interaction equation is concerned with comined compressive loads (tension is counteracting), as a result the maximum compressive moment must e calculated. Design Guide equation 7.1.1a. Equations does not govern y inspection. Stress Ratio 1.00 NTA SIP Design Guide 009 Example xls Page 10 of 1 10/14/011 1:5 PM

28 Full Loads/No Load Cases: Comined Axial, Transverse and Racking Eccentric load factor A worst case design which applies all loads at full magnitude, without detailed consideration of ASCE 7 load cominations, is considered in this section for comparison with a more detailed analysis. Axial Strength Stress Ratio 0.71 Buckling Strength Stress Ratio 0.39 Applied Moment Calculated Deflection + s 4 5wL E I 3 wl A G v Total Deflection (considering P- δ ) Total Moment (considering P- δ ) Alloale Moment (compression) Comined Loads Stress Ratio 1.65 NG NTA SIP Design Guide 009 Example xls Page 11 of 1 10/14/011 1:5 PM

29 Overall Result The wall panel under comined loads is adequate (maximum comined stress ratio 1.0). While the comined load procedure may seem tedious, a worst case design (applying all loads at full magnitude without detailed consideration of ASCE 7 load cominations) would have resulted in a stress ratio of 1.65 under comined loads, which would required a thicker panel or may necessitate an alternate framing method. Design Condition Condition 1: Axial Load Only Condition : Transverse Load Only Condition 3: Comined Axial and Transverse (max ending) Condition 4: Comined Axial and Transverse (max axial) Condition 5: Comined Axial, Transverse and Racking (max ending) Condition 6: Comined Axial, Transverse and Racking (max axial) Full Loads/No Load Cases: Comined Axial, Transverse and Racking Stress Ratio NTA SIP Design Guide 009 Example xls Page 1 of 1 10/14/011 1:5 PM

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