钢筋混凝土多层框架结构设计

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钢筋混凝土多层框架结构设计

1.设计资料（1）基本资料

南方某高校拟建一四层教学楼，采用整体式钢筋混凝土框架结构，现浇双向板肋梁楼盖，楼板厚均按100㎜设计，屋面板按120㎜设计。

建筑总高19.0m，每层层高3.9m，室内外高差0.45m。基础顶面标高定位－1.0m。抗震设防烈度为7度，Ⅱ类场地土，特征周期分区为第三组。基本风压w0=0.35kN/㎡，地面粗糙度为B类。基本雪压s0=0.25kN/㎡。

活荷载：内走道及卫生间、楼梯间：2.5kN/㎡，其余房间：2.0kN/㎡。上人屋面活荷载：2.0kN/㎡；不上人屋面活荷载:0.5kN/㎡。（2）建筑构造

楼面面层做法：水磨石楼面（0.76kN/㎡）；

顶棚抹灰：20㎜厚混合砂浆刷乳胶漆（γ=17kN/?）；内墙做法：190厚小型空心砌块（2.28kN/㎡）；外墙做法：240厚小型空心砌块（2.88kN/㎡）；内外墙装修一律采用20㎜厚混合砂浆找平后刷外墙漆。（3）材料选用

混凝土：各层均采用C30

钢筋：梁、柱中受力纵筋均采用HRB335，箍筋及构造钢筋采用HPB235。2.结构布置及计算简图

结构布置图

（1）抗震等级确定：框架结构，高度H=19m70%,满足要求。中框架底层D值计算A,F轴柱B,C轴柱K=∑ib/ic40900/21000=1.282.6α=（0.5+k）/(2+k)0.540.67D=12αic/h^2863610715∑D=2×（8636+10715）=38702边框架2～4层D值计算A,F轴柱B,C轴柱K=∑ib/2ic2×30700/(2×26000)=1.182.4α=k/(2+k)0.370.55D=12αic/h^2759011282∑D=2×(7590+11282)=37744边框架底层D值计算K=∑ib/icα=（0.5+k）/(2+k)D=12αic/h^2

A,F轴柱B,C轴柱30700/32000=0.961.950.490.6278379916∑D=2×(7837+9916)=35506各层层间侧移刚度计算表

层次∑D1264522229087832908784290878

5.横向水平地震作用下框架结构的内力和侧移计算（1）结构顶点假想位移计算

层次4321Gi5961.276157.76157.76670.8∑Gi5961.2712119.018276.724947.5∑D290878290878290878264522层间侧移∑Gi/∑D0.02050.04170.06280.09430.21930.19880.15710.0943μi基本周期为：T?=1.7ψtut=1.7×0.7×0.2193=0.56s（2）水平地震作用及楼层地震剪力计算

设防烈度7度，Ⅱ类场地，设计地震分组为第三组，αmax=0.08，Tg=0.45sTg

1

竖向恒载：

1.01.711.01.92上柱下柱右梁0.3690.63111.78-94.1830.4151.9912.78-15.541.021.7444.21-55.99上柱下柱右梁0.2700.2700.46015.07-109.7325.5625.5643.5415.2112.78-15.32-3.42-3.42-5.8336.3535.92-87.34上柱下柱右梁0.2700.2700.46015.07-109.7325.5625.5643.5412.7811.36-15.32-2.38-2.38-4.0635.5634.94-85.57上柱下柱右梁0.2500.3190.43118.84-109.7322.7228.9939.1812.78-13.600.210.260.3535.7129.25-83.8014.63

竖向活载：

左梁上柱下柱右梁0.4660.2720.26294.18-20.06-7.42-31.08-18.14-17.4826.00-8.96-7.94-4.63-4.4781.16-31.73-29.37左梁上柱下柱右梁0.3660.2140.2140.206109.73-20.51-5.50-30.64-17.92-17.92-17.2421.77-9.07-8.96-1.37-0.80-0.80-0.7799.49-27.79-27.68-23.51左梁上柱下柱右梁0.3660.2140.2140.206109.73-20.51-5.50-30.64-17.92-17.92-17.2421.77-8.96-7.94-1.78-1.04-1.04-1.0199.08-27.92-26.90-23.75左梁上柱下柱右梁0.3460.2020.2570.195109.73-25.64-5.50-27.19-15.88-20.20-15.3219.59-8.96-3.68-2.15-2.73-2.0798.45-26.99-22.93-22.89-11.47上柱下柱右梁0.3690.6310.98-6.912.193.74左梁上柱下柱右梁0.4660.2720.2626.91-1.39-0.51-2.33-1.36-1.32

3.21-1.17-0.75-1.294.65-5.63上柱下柱右梁0.2700.2700.4603.93-27.696.426.4210.921.103.21-3.51-0.22-0.22-0.368.308.41-20.64上柱下柱右梁0.2700.2700.4603.93-27.696.426.4210.923.212.85-3.51-0.69-0.69-1.178.948.58-21.45上柱下柱右梁0.2500.3190.4314.91-27.695.707.279.813.21-3.06-0.04-0.05-0.068.877.22-21.003.61

恒载下简支梁跨中弯矩顶层标准层活载下简支梁跨中弯矩顶层1.87-2.10.110.060.066.56-3.35-1.77左梁上柱下柱右梁0.3660.2140.2140.20627.69-5.95-2.56-7.02-4.10-4.10-3.965.46-0.68-2.10-0.98-0.57-0.57-0.5625.10-5.35-6.77-7.08左梁上柱下柱右梁0.3660.2140.2140.20627.69-5.95-2.56-7.02-4.10-4.10-3.965.46-2.10-1.79-0.42-0.24-0.24-0.2425.71-6.44-6.13-6.76左梁上柱下柱右梁0.3460.2020.2570.19537.69-7.44-2.56-6.12-3.57-4.55-3.454.91-2.10-0.97-0.57-0.72-0.5524.79-6.24-5.27-6.56-2.64边跨144.64166.78中跨11.708.61边跨10.69中跨0.824.10标准层42.77恒载（活载）调幅后梁端及跨中弯矩

层次4321A轴右梁-44.80（-4.50）-69.87（-16.51）-68.46（-17.16）-67.04（-16.80）B轴左梁64.93（5.25）79.59（20.08）79.26（20.57）78.76（19.83）B轴右梁-23.50（-1.42）-18.81（-5.66）-19.00（-5.41）-18.31（-5.25）边跨跨中86.23（6.66）87.41（24.93）88.28（24.34）89.24（24.84）中间跨跨中-17.67（-0.95）-14.9（-2.98）-15.14（-2.66）-14.28（-2.46）恒,活荷载下框架梁和柱弯矩图：

恒载下梁端剪力计算层次简支梁边框简支梁中跨4321

V。78.4891.44V左74.9989.5789.5789.41V右81.9793.1393.3293.47V。16.5012.22V左16.5012.22V右16.5012.22

活载下梁端剪力计算层次简支梁端边框简支梁端中跨4V。5.76V左5.63V右5.89V。1.13V左1.13V右1.133223.0822.4622.5722.5523.7023.6723.615.705.705.701恒,活载下框架剪力图：

恒载下柱轴力、剪力表层次柱顶4321活载下柱轴力、轴力表

252.81515.2777.591039.82A轴轴力F柱底274.93537.32799.711073.7820.6618.3318.128.96B轴剪力V轴力F柱顶299.06631.64964.411297.22柱底321.18653.76986.531331.18剪力V15.2614.2613.827.02

层次柱顶4321

恒,活荷载下柱轴力图：

15.4477.18139.03200.86A轴轴力F