The floor plan of a building in the preliminary stages of design is shown below. The floor supports a 140 psf uniform load. The connections between all members are simple shear connections (shear tabs). I I E 30 ft C1 I- G1 C2 G2 -I- B1 B2 Floor Span 30 ft C3 408 ft -I- -I 408 ft For the questions listed below, you may use Steel Manual Table 3-22a (posted on Canvas) to find the reactions and maximum shear and bending moment. However, you should be able to find these values using equations of equilibrium and shear and bending moment diagrams. 1. Draw the FBD of beam B2 based on tributary load analysis for the given loading and floor span direction. Show the applied load and find the reactions. 2. Report the maximum shear (kip) in beam B2. 3. Report the maximum bending moment (kip-ft) in beam B2. 4. Draw the FBD of girder G2. Show the applied loads and find the reactions of G2. Note that six beams like B2 are connected to G2-one on each side of the girder at the three connection points shown in the figure. 5. Report the maximum shear (kip) in girder G2. 6. Report the maximum bending moment (kip-ft) in girder G2. n 2 3 4 5 Table 3-22a Concentrated Load Equivalents Loading ( P PPP PPPP Coeff. BDCC61 a b d e 9 a POCE b d e f 9 a b DCCCC d e f g BDCC98 a b d e f g a b C d e f 9 Maximum positive moment (kip-ft): aPL Maximum negative moment (kip-ft): bPL Pinned end reaction (kips): CP Fixed end reaction (kips): dP Maximum deflection (in.): @P / El Simple Beam 0.125 0.500 0.013 1.000 1.000 0.250 0.500 0.021 2.000 0.800 0.333 1.000 0.036 2.667 1.022 0.500 1.500 0.050 4.000 0.950 0.600 2.000 0.063 4.800 1.008 Beam Fixed One End, Supported at Other Span of beam (ft): L Span of beam (in):/ 0.070 0.125 0.375 0.625 0.005 1.000 0.415 0.156 0.188 0.313 0.688 0.009 1.500 0.477 0.222 0.333 0.667 1.333 0.015 2.667 0.438 0.266 0.469 1.031 1.969 0.021 3.750 0.428 0.360 0.600 1.400 2.600 0.027 4.800 0.424 Beam Fixed Both Ends 1 0.042 0.083 0.500 0.003 0.667 0.300 0.125 0.125 0.500 0.005 1.000 0.400 0.111 0.222 1.000 0.008 1.778 0.333 0.188 0.313 1.500 0.010 2.500 0.320 0.200 0.400 2.000 0.013 3.200 0.312 Equivalent simple span uniform load (kips): fp Deflection coefficient for equivalent simple span uniform load: g Number of equal load spaces: n