框架结构设计计算书

顶层中节点集中荷载:G 4B = G4C = 55.73kN (2活载: Q A4 = Q4D = 1/234.531/234.530.5 = 2.53kN Q 4B =Q4C

=1/234.531/234.530.5+1/23(4.5+4.5-2.532.5/230.5=4.56kN 楼面框架节点集中荷载标准值 (图 2-2

图 2-2 恒载中间层结点集中力 (1恒载:

边柱连系梁自重 13.50kN 粉刷:1.47kN 连系梁传来楼面自重:1/234.531/234.533.092 = 15.65kN

中间层边节点集中荷载:

G A = GD = 30.62kN 框架柱自重: G A ’ = GD ’ = 0.430.433.6325 = 14.4 kN 中柱连系梁自重: 13.50 kN 粉刷: 1.47 kN 连系梁传来楼面自重: 1/234.531/234.533.092 = 15.56 kN 1/23(4.5+4.5-2.532.5/233.092 = 12.56kN

43.09kN 中间层中节点集中荷载:

G B = Gc =43.09kN 柱传来集中荷载: G B ’ = Gc’ =18.23kN (2活载:

Q A = QD = 1/234.531/234.532.5=12.66kN Q B =QC = 1/234.531/234.532.5+1/23(4.5+4.5-2.532.5/233.5= 26.87kN 5. 风荷载

已知基本风压 W 0 =0.35kN/m2,本工程为市郊中学,地面粗糙度属 C 类,按 荷载规范

o

z s z k W W μμβ=。 风载体型系数 s

μ:迎风面为 0.8,背风面为– 0.5;因结构高度 H = 15.6m<

30m , H/B=15.6/15.5=1<1.5;故取风振系数 0. 1=βz ,计算过程如表 2-1所示, 风荷载图见图 2-3。

图 2-3 横向框架上的风荷载 风荷载计算 2-1

6. 地震作用

1 建筑物总重力荷载代表值 G i 的计算 (a 集中于屋盖处的质点重力荷载代表值 G 4:

50%雪载:0.530.25315.5345 = 87.19 kN 层面恒载:4.4634536.532+4.4634532.5 = 3110.85 kN 横梁:(4.43736.532+3.04832.5311 = 718.31 kN 纵梁:(13.50+1.4731034= 598.8kN 女儿墙:0.933.63(45+15.532 = 392.04 kN 柱

重:0.430.432531.8326+0.4530.4532531.8318 = 351.23 kN 横墙:3.63[1536.531.8+(2.531.8-232.1/232] = 646.2 kN 纵墙:(4.531.8-332.1/232033.6+4.531.833.6318= 881.28 kN

(忽略内纵墙的门窗按墙重量算

钢窗:203332.131/230.4 = 25.2 kN G 4 = 6811.1 kN (b 集中于三、四层处的质点重力荷载代表值 G 3~G 2

50%楼面活载:0.532.5315.5345 =871.9 kN 楼面恒载:3.09234536.532+3.09234532.5 =2156.67 kN 横梁:718.31 kN 纵梁:598.8 kN 柱重:351.2332 = 702.46 kN 横墙:646.232 = 1292.4 kN 纵墙:881.2832 = 1762.56 kN 钢窗:25.232 = 50.4 kN G 3 = G2 = 8153.5kN (c 集中于二层处的质点重力荷载标准值 G 1

50%楼面活载:871.9 kN 楼面恒载:2156.67kN 横梁:718.31 kN 纵梁:598.8 kN 柱重:0.4530.453253(2.75+1.8318+0.430.4325 3(2.75+1.8326= 887.82 kN