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� • � :%i; . /� .�1 t; i , /� <br /> MARTENS/KRATZ & ASSOCIATES <br /> ., �::,, �. � � � Nc Nee�s <br /> , � . :.� �,��,oz <br /> ... . . . ..� . . I ;.,.'bL if <br /> . .. �� ... � f d::'�fli <br /> �.. . .. !'a�� . .. -, � nt� <br /> MatCll 16 � 1976 ,. . a:� � a c��n�. n=.��Ciar[ <br /> Report of Steel Sidinq In-Plane Shear Test <br /> Client: Town 6 Country Steel Buildinqs <br /> of Western Washington Inc. <br /> 16521 Hwy. 99 <br /> Lynnwood WA 98036 <br /> Test Panel <br /> ' A r� ame was constructed to closely resemble a section of building <br /> wall, with the exception of having pinned joints to allow in-plane <br /> shearing distortion. Girts were spaced at two feet on centers . <br /> Siding <br /> Reynolds 28 gage Corvee painted steel siding, 26" nominal width, <br /> �� �� <br /> was used. The siding was installed with ].apped side and end jointa <br /> and each siding panel was fastened to each girt with four N9 by <br /> 1�" wood screws. <br /> Test Procedure <br /> A d agonal compreseive load was applied to the frame to induce in- <br /> plane shearing forces in the eiding and connections , similar to <br /> the forces which would occur in a building wall or roof diaphragm <br /> under lateral loading. Force and deformation were measured at <br /> 5requent intervals. <br /> Test Reaults <br /> Uiag no aT�orces and deflections were plotted. After correcting <br /> for geometry, the "proportional limit" was found to be 1207 pounds <br /> applied horizontally, or 302 pounds per foot of panel width. The <br /> highest load sustained by the par.el was 1721 pounds measured <br /> horizontally, or 430 pounds per foot of panel width . <br /> Design Forces <br /> A safet�tor of two against deformation of the siding cesults <br /> in a design shear capacity of slightly over 150 pounds per foot. <br /> Using this design shear, the factor of safety against failure of <br /> the siding would be approximately three. <br />