【答案解析】[解析] 二层框架总剪力V
f2=328kN,计算柱C
1,C
2的剪力及柱端弯矩

=h
VC1=2.7×65.15=175.91(kN·m)

=(h
2-h
γ)V
C1=(5.5-2.7)×65.15=182.42(kN·m)

=h
γV
C2=2.8×98.85=276.78(kN·m)

=(h
2-h
γ)V
C2=(5.5-2.8)×98.85=266.90(kN·m)
一层框架总剪V
f1=337kN,计算柱C
1、C
2的剪力及柱端弯矩:

柱C
1:

=h
γV
C1=3.5×75.07=262.75(kN·m)

=(h
1-h
γ)V
C1=(5.0-3.6)×75.07=112.61(kN·m)

柱C
2:

=h
γV
C2=3.15×93.43=294.30(kN·m)

=(h
1-h
γ)V
C2=(5-3.15)×93.43=172.85(kN·m)
计算水平地震作用下一层顶梁的左右端弯矩
左端

=(175.91+112.61)=288.52(kN·m)
右端
