Interaction curves of P vs M for the appropriate column sections sr presented in Figen, D.2 te 0.6, These curves are based tata blatic yield wtress, Tne increase cue to a rapid rate of strain ts determined by the particular analysis and ts apolied to (he static values listed is the table of axial load and moment for each toad. The basic properties of the column sections are taken from the AISC Manual. 5 c ahi th de vinbs Att D.1.2 Girders Since the giidere were designed for elastic action, their capacity is not checked in this report. The actual variation in moment of inertia for the girders is a function of the type of load. ing. This cenditton is due to the fact that the reinforced-concreie floor or roof slab will infuence the girder section considerably when the top fiange 16 19 Compression tut unly silghtly when the bottom flange is in compression. To avoid the complexity of evaluating tae true varithat al the cunter of tne span assuming composite action, Figure D.7 gives the values of moment of inertia used for the various girders. Sd nticohaleabiltach i ie in ation nl, the moment of inertia was assumed uniform uver the span. and ine value taken wes # e +E s 10,980 mm 7 the 6,410 ee , ech th ied, Sf 00720 ‘ 7 ¢ _ P0886 me r E36 G41 ctc® ] : reerzg &® i bs ‘ ! Vig. D.1—Girder moment -of-inertia values lor ee saochinaks parecerte eichbesteida aCaRTiN So ed See beetle ee tda. clan Tener ape eR Cement” mn Hoe habaaihehs Buiiding 2. DUS Rilfaess The calculation of stiffness factors for each story of Bulliing 2 t4 naged on the tivtinnta formuated in reference 6. The relation for the stiffness of any storys tucwuaing “ne vilecs 13 girder Cexuiitinty ia otven below. ke HMplepi (EX Mp) + Eh? Yo Ie where DMp 21 Lie 6 = = = = (Ob. the sum of the plastic hinge moments for oul ends 0; Every Coturen 8 A Elory the sum of moments of inertia for all columns in & story the sum of all the 16 products for each end of ali columna ia a story joint rotation under ful: plastic moment from both the co.umn acova and b> OF the joint The stiffness values for the various stories were compulsd on the xa: cul an average ut of Mp values. Although the values of Mp vary with ttme and loauing (os lions, 4 Beparsie evaluation of stiffness for each analysis was considered unwarranted. “fre valusa af uriffowcsy used io all analyses are as presented below, A mor. complece discussion of atiffcers is multt- story frames is presented in reference 6. Figure 0.8 gives evaluated tuint rotations for gir Gera of Building 2. 185 SECRET —- RESTRICTED DATA