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• Qac�e1�5 � � DESCRIPTION ))Perez ))Platform Girder ---------- BEAM DATA -------------- ---------- MEMBER DATA ----------- AISC SECTION (F8] (S] ))WlOx49 Fy 36 ksi �.. CENTER SPAN LENGTH = 26 ft LOAD DURATION FACTOR = 1 .00 . LEFT = O ft MINOR AXIS ? N y/n RIGHT = 0 ft Graphics: (1 ,2.3,4) 3 UNBRACED LENGTH = 26 ft --------- END CONDITIONS --------- .- INCLUDE BEAM WT ? Y y/n FIXITY CODE -----)) 1 1 (( INCLUDE LL w/ ST ? N y/n 1:P/P,2:F/F,3:F/P.4:P/F,S:F/Free ___________________________ APPLIED LOADS ------------------------------ ---)) All distances refer to left support, use '-' for left cantilever POINT. . . . .M1 . . . .92. . . .a3. . . .44. . . .x5. . . .R6. . . .M7. . . .x8. . .. Dead = 2.25 2.25 0 O 0 0 O 0 k - Live = 2.25 2.25 0 - 0 0 0 0 O k Short= O 0 0 O 0 0 0 0 k Dist.= 10 16 0 O 0 0 0 0 ft DISTRIBUTED. . . . . Dead = 0 0 O 0 0 0 0 0 klf Live = 0 0 0 O 0 0 0 0 klf Short= 0 0 0 0 0 0 0 0 klf x Lft= 0 0 0 0 O 0 0 0 ft . X Rt = O 0 0 0 0 0 0 O ft MOMENTS. . . . . . Dead = 0 0 0 0 O 0 O 0 k-ft Live = 0 0 0 0 O 0 0 0 k-ft 6. Short= 0 0 0 0 0 0 O 0 k-ft Dist.= 0 0 0 0 0 0 0 O ft TRAPEZOIDAL. . . . Dead Live Short Location • Load @ Left = 0 O -0 klf X Left = 0 ft - L " @ Rioht= 0 0 0 klf X Right = 0 ft Load @ Left = 0 0 0 klf X Left = 0 ft @ Right= 0 0 o klf X Right = 0 ft ------------------------------- SUMMARY ------------------------------.; USE : W1OX49" Max Stress Ratio = 0.50. Min Defl Ratio = 425.988 ;Max values: . .Actual. .Allow. . fb / Fb k Max = 0.50 OK 1 - Moment =49.1314 98.0327 k-ft fv / Fv A max = 0.11 OK , L . . . . .Stress = 10.82 21 .58 ksi Min. DL Defl Ratio _ 784 Shear =5.13560 48.8620 k Min. TL Defl Ratio 426 . .Stress = 1 .51 14,40 ksi Deflection = -0.732 in 11I : Dead Load + Skip Loadings l L TABULAR SUMMARY OF Placed DL I LL LL+ST LL LL+ST; LOAD COMBINATIONS. . . for Max Only ;@Cntr @Cntr @Cants @Cents; L !Moments. .M+ @ Center =49.1314 26.631 49.131 0 0 0 k-ft; M- @ Center = O O 0 0 O k-ft: " Left = 0 0 0 0 0 k-ft; @ Right = 0 0 O 0 O k-ft; L :Shears. . .@ Left =5.13560 2.8856 5.1356 0 0 0 kips; @ Right -5.13560 2.8856 5.1356 0 0 0 kips; ;Defl . . . . .0 Center -0.73 -0.40 -0.73 -0.40 0.00 0.00 in ; @ Left = 0.00 0.00 0.00 0.00 0.00 0.00 in ; @ Richt = 0.00 0.00 0.00 0.00 0.00 0.00 in ; @ O ft = 0.00 0.00 0.00 0.00 0.00 in ;Reaction.@ Left =5.13560 2.8856 5.1356 2.88560 0 0 kips: ' @ Right =5.13560 2.8856 5.1356 2.88560 0 0 kips: 1- ---------------------- STEEL SECTION DATA ---_------------------------ . DEPTH = 9.98 in Ixx = 272 in'4 WEB THICKNESS = 0.340 in IYy =93.400 in-4 �- FLANGE WIDTH = 10.000 in Sxx =54.509 in"3 FLANGE THICKNESS 0.560 in Syy = 18.68 in"3 SECTION AREA = 14.40 in-2 rxx 4,346 in , SECTION WEIGHT = 48.89 Plf ryy = 2.547 in _ - rT, y = 2.740 in --------------- NOTES FROM ALLOWABLE STRESS DETERMINATION -------------- F'b : Allowable =21 .581 ksi Fa calc'd Per 1 .5-2, K*L/r ) Ce I Beam, Major Axis. (102.000 * Cb / Fy)".5 <= L/rT <_ (510,000 x Cb / I Beam, Major Axis, Fb using 1 .5-7 Governs. Fb = 12.000 Cb Af / ( 1 * d -