Question

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ne e.Slory bulding shown in the figure.The average weights of the floor and roof are 100 Ibit 2 and 70 Ib/ft2 respectively. The values of Sos and Sp1are equal to 0.9 g and 0.4 g, respectively, Since steel moment frames are used in the north-south direction to resist the seismic forces, the value of R equals 8. Compute the seismic base shear V. Then, distribute the base shear along the height of the building ts Hint References トーーー4@25, = 100,- Plan 20 15 3 13 wind pressures 2 13 Print Building Section wind pressures in Ib/ft2 References The seismic base shear Vof the building is匚 ) kips The seismic base shear FX on the roof is匚 ] kips. ] kips The seismic base shear Fx on the fifth floor is [ The seismic base shear Fx on the fourth floor is Ki コkips. The seismic base shear Fx on the third floor is匚 ] kips The seismic base shear Fx on the second floor is匚 Next > Mc Graw Hill

Answer 1

GIVEN DATA S0.9 g S1= 0.4 g MCE spectral response acceleration at short periods MCE spectral response acceleration at a period of 1s, D (assumed as there is no geotechnical report) Soil site class Lateral Force Resisting Systemm Steel moment frame Number of stories 12 ft Typical storey height 70 psf 100 psf Storey weight Roof Floor Floor area 100 × 90 9000 ft2 hm60 ft Overall height of buliding, 1 assumed) Importance Factor CALCULATIONS Site Coefficients At short periods, Fa1.00 At a period of 1s, F,-1.60 Adjusted MCE Spectral response Acceleration Coefficients At short periods, 0.90 At a period of 1s, Mi 0.64 sign Spectral Acceleration Parameter SD(2/3)SMS At short periods, 0.600 At a period of 1s, 0.427 ismic Design Categor At short periods, At a period of 1s, Therefore, seismic design category is Response modification factor Ct0.028 Approximate period parameters 0.8 x = Approximate fundamental period 0.741

Exponential relate d to period, Seismic response coefficient, (RII 0.075 C)mi-0.044 SDsle 0.026 Seismic weight of structure, 70 x 9000 + 100 x 9000 x 4230000 Ib 4230 kips Seismic base shear, 0.075 4230 317.3 kips ismic weight and height at each store At roof W70x 9000/1000 630 kips 60 ft At V floor Wx100 x 9000/1000 900 kips hx48 ft W100 x 9000/1000 900kips At IV floor 36 ft At IIl floor Wx100 x 9000 /1000 900 kips h24 ft W100 x 9000/1000 900kips At II floor 12 ft ateral force at each sto 116.9 kips At roof 106.9 kips At V floor At IV floor -60.11 kips 26.72 kips At III floor 6.679 kips At II floor