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�-I <br />RICHARD HUDSON & ASSOCIATES, INC. <br />CONSULTING ENGINEERS <br />1605 t2TH AVENUE • SUITE 18. <br />SEATTLE, WASHINGTON 98122 <br />206.324.6160 <br />These wall panels have been designed beed on the Test Report on Slender Walls published by <br />the American Concrete Institute, Southern California Chapter and the tructural Engineers <br />Association of Southern California. (The masonry portion of this test report has been approvi <br />by ICBO and is included as Section 2411 of the 1985 UBC.) <br />The method used for the design of the panels is the SEAOSC yellow book method, as outlined <br />below, which includes the effects of PLC . <br />SFAM YELIDW BOOK MEflW <br />SLENDERNESS ANALYSIS <br />When tension controls, the effect of axial load can be accounted for by adding the axial load <br />to the force in the reinforcing steel. <br />For the panel shown, the maximum deflection to determine the PA effect will occur when the <br />nominal moment strength Mn at the midheight of the wall is rescued. <br />Mn - As(eff.)fy(d - a/2) - Nominal Mom. Str. <br />w <br />Where: A eff.) - Y( <br />eP( —u+ A f As for `anell Pu ` t <br />y <br />a - Pu + Asf - 0.85c <br />4 - 0.90 - 2.0Pu/fCAg <br />Mu - Wuhc'/8 + Pule/2 + (Pul + Pu2)4 n; whereAn + 2M ' <br />48Ec1cr <br />Ec - 57,000 f-c@ for normal weight concrete. <br />Icr - nAs(eff.)(d-c)' + bc'/3, and Ig - bt'/12 <br />When Mu :!�-: 0% wall section is adequate for strength. <br />(RooLoad f) <br />Service Deflection Limit - 0 - be/100 <br />Mcr - frIg/Yt; where Yt - t/2; where fr - 5 �C <br />0 cr - 2crbc'/48FcIg W <br />U <br />At service loads: Ms - %%'/8 + Ple/2 + (PI + P2)A s <br />9 . A cr + 5(Ms .- Mcr)hc' <br />48 T. For Mcr< Ms < Mn <br />� cr <br />and A s . 5Msh' for Ms< Mcr <br />WJ-g <br />un'� n 4 ►. /inn -0 1 anrrinn satisfies deflection limit. <br />Puz <br />Wall Load) <br />w. .... w <br />Panel Shape <br />hS <br />