宾馆结构计算书论文

'宾馆结构计算书毕业论文1设计资料（1）工程名称：宾馆设计。（2）结构形式：现浇钢筋混凝土框架结构，柱网尺寸为7.8m×6.3m。（3）工程概况：建筑层数5层（裙房3层），首层3.6m，其它层3m。室内外高差450mm，女儿墙高1200mm，建筑高度18.6m，建筑面积3342.8m2。（4）气象条件：地区基本雪压，基本风压。冬季室外平均最低气温-26℃，全年主导风向为东南风。（5）抗震设防烈度：七度设防。建筑场地类别为Ⅱ类。（6）材料选用：钢筋：梁、柱中的纵向钢筋采用HRB335，板中钢筋和箍筋采用HPB235；基础中除分布钢筋和箍筋采用HPB235外，其余钢筋采用HRB335。混凝土：C25，（）C30，（）墙体：采用加气混凝土砌块，重度=5.5kN/m3；木门：实木门，防火门。=0.2kN/m3窗：铝合金窗，=0.35kN/m3；（7）墙体厚度：医务室和卫生间的隔墙厚120mm，其余墙厚为240mm。2梁、柱截面尺寸估算2.1梁截面尺寸估算框架梁截面高度，截面宽度，本结构中取：主梁：b=250mmh=600mm次梁：b=200mmh=500mm2.2柱截面尺寸估算框架柱的截面尺寸，，为第层层高。本结构中首层高为3.6m，故=（200~300）mm。33 框架柱截面尺寸还应根据公式估算。式中：，负荷面积×（12~14）kN/m2×层数，为轴压比，可根据规范查出。仅估算底层柱。本结构中，边柱和中柱负荷面积分别为（7.83.15）m2，（7.86.3）m2，层数为5层；该框架结构抗震设防烈度为七度，建筑高度18.6m<30m，因此为三级抗震，其轴压比限值=0.9。C30混凝土，=16.7N/mm2边柱mm2中柱mm2取柱截面为正方形，则边柱、中柱截面分别为400mm400mm，566mm566mm，考虑到施工、计算简便以及安全因素，各柱截面尺寸从底层到顶层均取为600mm600mm。3框架计算简图及梁柱线刚度3.1确定框架计算简图选取⑨轴线上的一榀框架进行计算，其余框架可参照此框架进行配筋。假定框架柱嵌固于基础顶面，框架梁与柱刚接。由于各层柱的截面尺寸不变，故梁跨等于柱截面形心轴线之间的距离。底层柱高从基础顶面算至二层楼面，基础顶面至室外地面的高度为0.5m，室内外高差为0.45m，因此基顶标高为-0.95m，二层楼面标高为3.6m，故底层框架柱高为4.55m，其余各层柱高从楼面算至上一层楼面（即层高），故均为3.0m。由此可绘出框架的计算简图，如图1所示。3.2梁柱线刚度计算对于现浇楼板，中框架梁取，，。各跨框架梁和各层框架柱的线刚度计算分别见表1和表2。由于该榀框架结构对称，因此只需计算半边结构。表1梁线刚度的计算构件EC(N/mm2)bh(mm×mm)I0(mm4)L(mm)1.5ECI0/L(N×mm)2ECI0/L(N×mm)框架梁AC、CG3.0×104250×6004.5×10963003.214×10104.286×101033 表2柱线刚度的计算层EC(N/mm2)bh(mm×mm)I0(mm4)h(mm)ECI0/h(N×mm)13.0×104600×60010.8×10945507.1209×10102~53.0×104600×60010.8×109300010.8×1010令，则其余各杆件的相对线刚度为：，框架结构的相对线刚度如图1所示。4荷载计算4.1恒荷载标准值计算图1计算简图4.1.1屋面屋面恒荷载计算（上人屋面）20厚水泥砂浆面层防水层20厚水泥砂浆找平层100厚聚苯乙烯泡沫塑料保温板最薄30厚轻集料混凝土3‰找坡层120厚现浇钢筋混凝土屋面板10厚混合砂浆抹灰层合计：4.1.2各层楼面恒荷载标准值：20厚水泥砂浆面层100mm厚钢筋混凝土楼板10mm厚混合砂浆抹灰33 合计4.1.3各层走廊楼面水磨石地面100mm厚现浇钢筋混凝土板10mm厚混合砂浆抹灰层合计：4.1.4梁自重（1）bh=250mm600mm主梁：梁自重10mm厚混合砂浆抹灰0.01×17=0.17kN/m合计（2）bh=200mm500mm次梁：梁自重10mm厚混合砂浆抹灰0.01×17=0.17kN/m合计（3）基础梁250mm400mm梁自重25×0.25×0.4=2.5kN/m4.1.5柱自重bh=600mm600mm柱自重25×0.6×0.6=9kN/m抹灰层：粉刷石膏砂浆0.15×0.6×4=0.36kN/m合计9.36kN/m4.1.6外纵墙自重（1）标准层纵墙在计算单元内相当于高度为m的墙，铝合金窗在计算单元内相当于高度为m的窗。纵墙1.35×0.24×5.5=1.782kN/m铝合金窗1.05×0.35=0.37kN/m33 水刷石外墙面1.35×0.5=0.675kN/m粉刷石膏砂浆内墙面1.35×0.15=0.203kN/m合计3.03kN/m（2）底层纵墙在计算单元内相当于高度为m的墙，铝合金窗在计算单元内相当于高度为1.23m的窗。纵墙2.33×0.24×5.5=3.08kN/m铝合金窗1.23×0.35=0.43kN/m水刷石外墙面2.33×0.5=1.17kN/m粉刷石膏砂浆内墙面2.33×0.15=0.35kN/m合计5.03kN/m4.1.7内纵墙自重（1）标准层（C轴）纵墙在计算单元内相当于高度为m的墙，木门在计算单元内相当于高度为0.7m的门。纵墙1.7×0.24×5.5=2.24kN/m木门0.7×0.2=0.14kN/m粉刷石膏砂浆内墙面1.7×0.15×2=0.51kN/m合计2.89kN/m（2）标准层（D轴）纵墙在计算单元内相当于高度为m的墙，木门在计算单元内相当于高度为0.65m的门。纵墙1.85×0.24×5.5=2.44kN/m木门0.65×0.2=0.13kN/m粉刷石膏砂浆内墙面1.85×0.15×2=0.56kN/m合计3.13kN/m（3）底层（C轴）33 纵墙在计算单元内相当于高度为m的墙，木门在计算单元内相当于高度为0.86m的门。纵墙2.69×0.24×5.5=3.55kN/m木门0.86×0.2=0.17kN/m粉刷石膏砂浆内墙面2.69×0.15×2=0.81kN/m合计4.53kN/m（4）底层（D轴）纵墙在计算单元内相当于高度为m的墙，木门在计算单元内相当于高度为0.48m的门。纵墙3.16×0.24×5.5=4.17kN/m木门0.48×0.2=0.1kN/m粉刷石膏砂浆内墙面3.16×0.15×2=0.95kN/m合计5.22kN/m4.1.8外横墙自重（1）标准层横墙在计算单元内相当于高度为m的墙，铝合金窗在计算单元内相当于高度为0.66m的窗。横墙1.74×0.24×5.5=2.3kN/m铝合金窗0.66×0.35=0.23kN/m水刷石外墙面1.74×0.5=0.87kN/m粉刷石膏砂浆内墙面1.74×0.15=0.26kN/m合计3.66kN/m（2）底层横墙在计算单元内相当于高度为m的墙，铝合金窗在计算单元内相当于高度为0.77m的窗。横墙2.78×0.24×5.5=3.67kN/m33 铝合金窗0.77×0.35=0.27kN/m水刷石外墙面2.78×0.5=1.39kN/m粉刷石膏砂浆内墙面2.78×0.15=0.42kN/m合计5.75kN/m4.1.9内横墙自重（1）标准层A~C轴横墙（3.0-0.6）×0.24×5.5=3.17kN/m粉刷石膏砂浆内墙面（3.0-0.6）×0.15×2=0.72kN/m合计3.89kN/m（2）底层横墙（4.55-0.6-0.4）×0.24×5.5=4.69kN/m粉刷石膏砂浆内墙面（4.55-0.6-0.4）×0.15×2=1.07kN/m合计5.76kN/m4.1.10女儿墙自重做法：100mm混凝土压顶，1100mm加气混凝土墙1.1×0.25×5.5=1.51kN/m压顶的混凝土0.1×0.25×25=0.63kN/m水刷石外墙面（1.1×2+0.25）×0.5=1.23kN/m合计3.37kN/m4.2活荷载标准值计算4.2.1屋面和楼面活荷载标准值上人屋面2.0kN/m2房间2.0kN/m2走廊2.5kN/m24.2.2雪荷载标准值=0.5kN/m2屋面活荷载和雪荷载不同时考虑，两者中取大值。4.3恒荷载和活荷载作用下框架的受荷图A~C轴间梁上板的，33 C~D轴间梁上板的，D~G轴间梁上板的。图2板传荷载示意图宜都安按双向板进行计算，长边支承梁上荷载呈梯形分布，短边支承梁上荷载呈三角形分布；本结构楼面荷载的传递示意图如图2。板传至梁上的三角形荷载等效为均布荷载；梯形荷载等效为均布荷载。4.3.1A~C轴间框架梁屋面板传给梁（即屋面板两个梯形荷载等效为均布荷载）：，，恒荷载：4.54×1.95×0.837×2=14.82kN/m活荷载：2.0×1.95×0.837×2=6.53kN/m楼面板传给梁（即楼面板两个梯形荷载等效为均布荷载）：恒荷载：3.07×1.95×0.837×2=10.02kN/m活荷载：2.0×1.95×0.837×2=6.53kN/mA~C轴间框架梁均布荷载为：屋面梁恒荷载=梁自重+板传恒荷载=3.3+14.82=18.12kN/m活荷载=板传活荷载=6.53kN/m楼面梁恒荷载=内横墙自重+梁自重+板传恒荷载=3.3+3.89+10.02=17.21kN/m活荷载=板传活荷载=6.53kN/m4.3.2C~G轴间框架梁（1）屋面梁：C~G轴间框架屋面梁均布荷载与A~C轴间框架屋面梁均布荷载相同恒荷载=梁自重+板传恒荷载=3.3+14.82=18.12kN/m活荷载=板传活荷载=6.53kN/m（2）楼面梁1、C~D轴间楼面板传给梁（楼面板三角形荷载等效为均布荷载）：恒荷载：3.07×1.05××2=4.03kN/m活荷载：2.0×1.05××2=2.63kN/m33 C~D轴间框架梁均布荷载为：楼面梁恒荷载=内横墙自重+梁自重+板传恒荷载=3.3+3.89+4.03=11.22kN/m活荷载=板传活荷载=2.63kN/m2、D~G轴间楼面板传给梁（即楼面板两个梯形荷载等效为均布荷载）：，，恒荷载：3.07×1.95×0.67×2=8.02kN/m活荷载：2.0×1.95×0.67×2=5.23kN/mD~G轴间框架梁均布荷载为：楼面梁恒荷载=内横墙自重+梁自重+板传恒荷载=3.3+3.89+8.02=15.21kN/m活荷载=板传活荷载=5.23kN/mC~G轴间楼面梁恒荷载=内横墙自重+梁自重+板传恒荷载=11.22+15.21=26.43kN/m活荷载=板传活荷载=2.63+5.23=7.86kN/m4.3.3A轴柱纵向集中荷载的计算屋面板三角形荷载等效为均布荷载：恒荷载：4.54×1.95×=5.53kN/m活荷载：2.0×1.95×=2.44kN/m楼面板三角形荷载等效为均布荷载：恒荷载：3.07×1.95×=3.74kN/m活荷载：2.0×1.95×=2.44kN/m顶层柱恒荷载=女儿墙自重+外纵框架梁自重+板传恒荷载=3.37×7.8+3.3×（7.8-0.6）+5.53×（7.8-0.6）+14.82/2=97.27kN顶层柱活荷载=板传活荷载=2.24×（7.8-0.6）+6.53/2=19.39kN标准层柱恒荷载=外纵墙自重+外纵框架梁自重+板传恒荷载33 =3.03×（7.8-0.6）+3.3×（7.8-0.6）+3.74×（7.8-0.6）=72.5kN标准层柱活荷载=板传活荷载=2.44×（7.8-0.6）=16.13kN基础顶面恒荷载=底面外纵墙自重+基础梁自重=5.03×（7.8-0.6）+2.5×（7.8-0.6）=54.22kN4.3.4C轴柱纵向集中荷载的计算走廊屋面板传给梁（即屋面板两个梯形荷载等效为均布荷载）：，，恒荷载：4.54×1.05×0.874=4.17kN/m活荷载：2.0×1.05×0.874=1.835kN/m走廊楼面板传给梁：恒荷载：3.32×1.05×0.874=3.05kN/m活荷载：2.5×1.05×0.874=2.29kN/m顶层柱恒荷载=内纵框架梁自重+板传恒荷载=3.3×（7.8-0.6）+14.82×（6.3-0.6）+5.53×（7.8-0.6）×2=187.87kN顶层柱活荷载=板传活荷载=2.44×（7.8-0.6）×2+6.53×（6.3-0.6）=72.36kN标准层柱恒荷载=内纵墙自重+内纵框架梁自重+板传恒荷载+主梁传恒荷载=2.89×（7.8-0.6）+3.3×（7.8-0.6）+（3.05+3.74）×（7.8-0.6）+（16.98+12.98）/2×（6.3-0.6）=178.84kN标准层柱活荷载=板传活荷载=（2.44+2.29）×（7.8-0.6）+（6.53+3.39）/2×（6.3-0.6）=62.33kN基础顶面恒荷载=基础梁自重=2.5×（7.8-0.6）=18kN4.3.5G轴柱纵向集中荷载的计算屋面板三角形荷载等效为均布荷载：33 恒荷载：4.54×1.95×=5.53kN/m活荷载：2.0×1.95×=2.44kN/m楼面板三角形荷载等效为均布荷载：恒荷载：3.07×1.95×=3.74kN/m活荷载：2.0×1.95×=2.44kN/m顶层柱恒荷载=女儿墙自重+外纵框架梁自重+板传恒荷载=3.37×7.8+3.3×（7.8-0.6）+5.53×（7.8-0.6）+14.82/2=97.27kN顶层柱活荷载=板传活荷载=2.24×（7.8-0.6）+6.53/2=19.39kN图3恒荷载和活荷载作用下框架的受荷图33 注：1.图中集中力的单位为kN，均布力的单位为kN/m；2.图中数值均为标准值；3.括号外数值表示恒荷载，括号内数值表示活荷载。标准层柱恒荷载=外纵墙自重+外纵框架梁自重+板传恒荷载+主梁传恒荷载=3.03×（7.8-0.6）+3.3×（7.8-0.6）+3.74×（7.8-0.6）+（16.98+12.98）/2=87.48kN标准层柱活荷载=板传活荷载=2.44×（7.8-0.6）+（6.53+3.39）/2=22.53kN基础顶面恒荷载=底面外纵墙自重+基础梁自重=5.03×（7.8-0.6）+2.5×（7.8-0.6）=54.22kN框架在恒荷载和活荷载作用下受荷图如图3所示。5.　横向水平荷载作用下框架结构的内力和侧移计算5.1　水平地震作用计算5.1.1重力荷载代表值计算顶层重力荷载代表值包括：屋面横载，50%屋面均布活载，纵横梁自重，半层柱自重，半层墙自重。其他重力荷载代表值包括：楼面横载，50%屋面均布活载，纵横梁自重，楼面上下层柱及纵横墙自重。5.1.1.1屋面处重力荷载标准值计算kNkN=474.51kNkN外纵墙+内纵墙+外横墙+内横墙==344.04kN33 =347.78+2230.96+474.51+232.5+344.04=3629.79kN5.1.1.2标准层楼面处重力荷载标准值计算kN=474.51kN外纵墙+内纵墙+外横墙+内横墙==371.47kNkN=+++=371.47+1529.07+474.51+485.22=2860.27kN5.1.1.3底层楼面处重力荷载标准值计算=385.03kN=1529.07kN=474.51kN=485.22kN=+++=543.28+1529.07+474.51+485.22=3032.08kN5.1.1.4屋顶雪荷载标准值计算kN5.1.1.5楼面活荷载标准值计算==1023.75kN5.1.1.6总重力荷载代表值计算屋面处：=屋面处结构和构件自重+0.5雪荷载标准值33 =3629.79+0.5×245.7=3752.64kN标准层楼面处：=楼面处结构和构件自重+0.5活荷载标准值=2860.27+0.5×1023.75=3372.15kN底层楼面处：=楼面处结构和构件自重+0.5活荷载标准值=3032.08+0.51023.75=3543,96kN5.1.1.7总重力荷载设计值计算屋面处：=1.2屋面处结构和构件自重+1.4雪荷载标准值=1.23629.79+1.4×245.7=4699.7kN标准层楼面处：=1.2楼面处结构和构件自重+1.4活荷载标准值=1.22860.27+1.41023.75=4865.57kN底层楼面处=1.2楼面处结构和构件自重+1.4活荷载标准值=1.23032.08+1.41023.75=5071.75kN5.1.2框架柱抗侧刚度D和结构基本自振周期计算5.1.2.1横向D值计算各层柱的D值及总D值见表3~表8。表3横向2~5层中框架D值计算构件名称框架柱A、G0.1724480框架柱C0.2941760表4横向底层中框架D值计算构件名称33 框架柱A、G0.4317748框架柱C0.5321876表5横向2~5层边框架D值计算构件名称框架柱A、G0.1318720框架柱C0.3753280表6横向底层边框架D值计算构件名称框架柱A、G0.3916097框架柱C0.4819812表7横向2~5层总D值计算构件名称D值（kN/m）数量中框架A轴24480497920中框架C轴417604167040边框架A轴18720237440边框架C轴532802106560表8横向底层总D值计算构件名称D值（kN/m）数量中框架A轴17748470992中框架C轴21876487504中框架A轴16097232194边框架C轴1981223962433 5.1.2.2结构基本自振周期计算用假想顶点位移计算结构基本自振周期，计算结果见表9。表9假想顶点侧移计算结果层次(kN)(kN)(kN/m)(m)(m)53752.643752.644647840.00810.12843372.157124.794647840.01530.119933372.1510496.944647840.02260.104623372.1513869.094647840.02980.08213543.9617413.053335000.05220.0522结构基本自振周期考虑非结构墙影响折减系数=0.6，则结构基本自振周期为：s5.1.3多遇水平地震作用计算由于该工程所在地区抗震设防烈度为七度，场地土为Ⅱ类，设计地震分组为第一组，故：kN由于，故式中：—衰减指数，在区间取0.9—阻尼调整系数，取1.0所以，=0.36s<1.4=0.49s不需要考虑顶部附加水平地震作用的影响对于多质点体系，结构底部总纵向水平地震作用标准值：kN质点i的水平地震作用标准值、楼面地震剪力及楼面层间位移的计算过程见表10。33 其中：表10，和的计算层(kN)(m)(kN·m)(kN·m)(kN)(kN)(kN/m)(m)53752.6416.5562106.19184959.75581.48581.484647840.0012543372.1513.5545692.64184959.75427.811009.294647840.0021733372.1510.5535576.18184959.75333.091342.384647840.0028923372.157.5525459.73184959.75238.371580.754647840.003413543.964.5516125.02184959.75150.971731.753335000.00519楼层最大位移与楼层层高之比：，满足位移要求。5.1.4水平地震作用下框架内力计算柱端弯矩计算采用D值法，先分别计算各轴柱反弯点位置。表11各轴框架柱反弯点位置构件层h(m)yh(m)(1-y)h(m)框架柱A、G53.000.40.2000000.2000.62.443.000.40.3000000.3000.92.133.000.40.4000000.4001.21.823.000.40.50000-0.050.4501.351.6514.550.610.7000-0.06500.6352.8891.66框架柱C53.000.80.3000000.3000.92.143.000.80.4000000.4001.21.833.000.80.4500000.4501.351.6523.000.80.50000-0.050.4501.351.6514.551.210.6300-0.02800.6022.741.811其中y=+++，、、、均由查表得出。框架各柱剪力由公式求得。33 根据反弯点高度，由公式，可求得柱端弯矩。与中柱交接的梁，与边柱交接的梁表12横向水平地震作用下框架柱剪力和柱端弯矩的计算构件层(kN)(kN)yh(m)(1-y)h(m)(kN·m)(kN·m)框架柱A、G5581.48464784244800.05330.820.62.473.9718.4941009.29464784244800.05353.490.92.1112.3348.1431342.38464784244800.05371.151.21.8128.0785.3821580.75464784244800.05383.781.351.65138.24113.1011731.75333500177480.05391.782.8891.66152.35265.15框架柱C5581.48464784417600.09052.330.92.1109.8947.1041009.29464784417600.09090.841.21.8163.51109.0131342.38464784417600.090120.811.351.65199.34163.0921580.75464784417600.090144.271.351.65238.05194.7611731.75333500218760.066114.32.741.811313.18207表13横向水平地震作用下框架梁端弯矩的计算C柱。层50.40.40.5　109.8947.10109.8954.95　　0.5　54.954040.40.5　163.51109.01210.61105.31　　0.5　105.3130.40.40.5　199.34163.09308.35154.18　　0.5　154.1820.40.40.5　238.05194.76401.14200.57　　0.5　200.5710.40.40.5　313.18207507.94253.97　　0.5　253.97表14横向水平地震作用下框架梁端弯矩的计算A柱。层33 573.9718.4973.974112.3348.14130.823128.0785.38176.212138.24113.10223.621152.35265.15265.45表15横向水平地震作用下框架梁剪力的计算层框架梁AC框架梁CG573.9754.956.3020.4654.9573.976.3020.464130.82105.316.3037.48105.31130.826.3037.483176.21154.186.3052.44154.18176.216.3052.442223.62200.576.3067.33200.57223.626.3067.331265.45253.976.3082.45253.97265.456.3082.45横向水平地震作用下得弯矩图如图4所示。结合平衡条件，可得到横向水平地震作用下的剪力图和轴力图，分别如图5、6所示。5.2横向风荷载作用下框架结构内力和侧移计算:5.2.1风荷载标准值计算为简化计算，将计算单元范围内外墙面的风荷载化为等量的作用于楼面的集中风荷载，计算公式为：式中：—基本风压，为0.55kN/m2—风压高度变化系数，地面粗糙度为B类—风荷载体形系数,=0.8-(-0.5)=1.3（迎风面、背风面叠加）—风振系数，因房屋高度小于30m，所以=1.0—下层柱高—上层柱高，对于顶层为女儿墙高2倍B—计算单元迎风面宽度，B=7.8m表16各层楼面处集中风荷载标准值离地高度(m)(m)(m)(kN)16.051.161.01.33.02.417.4733 13.051.081.01.33.03.018.0710.051.001.01.33.03.016.737.051.001.01.33.03.016.734.051.001.01.34.053.019.6633 图4地震作用下的M图（单位：kN·m）图5地震作用下的V图（单位：kN）图6地震作用下的N图（单位：kN）33 5.2.2风荷载作用下的水平位移验算根据水平荷载，由式计算层间剪力Vi，然后求出线框架的层间侧移刚度，再按式计算。计算各层的相对侧移和绝对侧移如表17。表17风荷载作用下框架侧移计算层次(kN)Vi(kN)(kN/m)(m)(m)517.4717.47774640.000231/13043418.0735.54774640.000461/6522316.7352.27774640.000671/4478216.7369774640.000891/3371119.6688.66555830.00161/2250由表17可见，风荷载作用下框架最大层间位移角为1/2250，远小于1/550，满足规范要求。5.2.3风荷载作用下框架结构内力计算风荷载作用下框架结构内力计算过程与水平地震作用下的相同。表18风荷载作用下框架柱剪力和柱端弯矩的计算构件层(kN)(kN)yh(m)(1-y)h(m)(kN·m)(kN·m)框架柱A、G517.47464784244800.0530.930.62.42.230.06435.54464784244800.0531.880.92.13.951.69352.27464784244800.0532.771.21.84.993.32269464784244800.0533.661.351.656.044.94188.66333500177480.0534.72.8891.667.813.58框架柱C517.47464784417600.0901.570.92.13.31.41435.54464784417600.0903.21.21.85.763.84352.27464784417600.0904.71.351.657.766.35269464784417600.0906.211.351.6510.258.38188.66333500218760.0665.852.741.81110.5916.0333 表19风荷载作用下框架梁端弯矩的计算C柱。层50.40.40.5　3.31.413.31.65　　0.5　1.654040.40.5　5.763.847.173.59　　0.5　3.5930.40.40.5　7.766.3511.65.8　　0.5　5.820.40.40.5　10.258.3816.68.3　　0.5　8.310.40.40.5　10.5916.0318.979.49　　0.5　9.49表20风荷载作用下框架梁端弯矩的计算A柱。层52.230.062.2343.951.694.0134.993.326.6826.044.949.3617.813.5812.74表21风荷载作用下框架梁剪力的计算层框架梁AC框架梁CG52.231.656.300.621.652.236.300.6244.013.596.301.213.594.016.301.2136.685.86.301.985.86.686.301.9829.368.36.302.88.39.366.302.8112.749.496.303.539.4912.746.303.5333 图7风荷载作用下的M图（单位：kN）图8风荷载作用下的V图（单位：kN）图9风荷载作用下的N图（单位：kN）33 6.　竖向荷载作用下框架结构的内力计算6.1　计算单元取⑨轴线横向框架进行计算，计算单元宽度为7.8m，如右图所示。计算单元范围内的其余楼面荷载则通过次梁和纵向框架梁以集中力的形式传给横向框架，作用于各节点上。6.2　荷载计算6.2.1　恒荷计算恒荷载作用下框架梁固端弯矩：5层：1~4层：6.2.2　活荷载计算活荷载作用下框架梁固端弯矩：5层：1~4层：33 6.3　内力计算梁端、柱端弯矩采用弯矩二次分配法计算。弯矩计算过程如图10、图11所示。图10恒荷载作用下的弯矩二次分配法33 图11活荷载作用下的弯矩二次分配法33 所得弯矩图如图12、图15所示。梁端剪力可根据梁上竖向荷载引起的剪力与梁端弯矩引起的剪力相叠加而得；柱轴力可由梁端剪力和节点集中力叠加得到，计算柱底轴力还需要考虑柱的自重。计算过程如表表22恒荷作用下梁端剪力及柱轴力层次梁剪力柱轴力AC跨CG跨A柱C柱G柱552.9161.2462.2452.91150.18178.26310.35338.43150.18178.26451.4456.9871.4675.15302.2330.28645.71673.79340.89368.97351.4456.9871.4675.15454.22482.3981.071009.15531.6559.68251.4456.9871.4675.15606.24634.321316.431344.51722.31750.39150.9757.4571.9774.64757.79791.491652.771686.47912.51946.21表23活荷作用下梁端剪力及柱轴力层次梁剪力柱轴力AC跨CG跨A柱C柱G柱519.0422.122.119.0438.43116.5638.43419.5121.6323.6725.0574.07224.1986.01319.5121.6323.6725.05109.71331.82133.59219.5121.6323.6725.05145.35439.45181.17119.2321.9123.725.02180.71547.39228.72所得剪力及轴力图如图13、图14、图16、图17所示。33 图12恒荷载作用下的M图图14恒荷载作用下的V图图15恒荷载作用下的N图注：1.图中集中力的单位为kN，均布力的单位为kN/m；2.图中数值均为标准值；33 图15活荷载作用下的M图图16活荷载作用下的V图图17活荷载作用下的N图注：1.图中集中力的单位为kN，均布力的单位为kN/m；2.图中数值均为标准值；33 7内力组合由于梁控制截面的内力值应取自支座边缘处，为此，在进行组合前，应先计算各控制截面的（支座边缘处）内力值。柱上端控制截面在上层的梁底，柱下端控制截面在下层的梁端，按轴线计算简图算得的柱段内力值宜换算到控制截面处的值。梁控制截面的内力值为：，柱控制截面的内力值为：式中：——控制截面的弯矩标准值——控制截面的剪力标准值M——梁柱中线交点处的弯矩标准值V——与M相应的梁柱中线交点处的剪力标准值q——梁单位长度的均布荷载标准值b——梁支座宽度（即柱截面高度），柱支座宽度（即梁截面高度）7.1各种荷载作用下梁控制截面的内力7.1.1恒荷载作用下梁控制截面的内力，计算结果见表24。表24恒荷载作用下梁控制截面的内力层梁控制截面的弯矩梁控制截面的剪力5-26.25-5050-26.2547.47-55.8055.80-47.474-30.84-46.65-53.3-47.1946.28-51.8268.09-70.593-30.84-46.65-53.3-47.1946.28-51.8268.09-70.592-30.84-46.65-53.3-47.1946.28-51.8268.09-70.591-37.83-47.65-53.98-45.8245.81-52.2968.60-70.087.1.2活荷载作用下梁控制截面的内力计算结果见表25。33 表25活荷载作用下梁控制截面的内力层梁控制截面的弯矩梁控制截面的剪力5-9.75-18.47-18.47-9.7517.08-20.1420.14-17.084-12.06-18.09-21.43-16.9617.55-19.6722.88-23.483-12.06-18.09-21.43-16.9617.55-19.6722.88-23.482-12.06-18.09-21.43-16.9617.55-19.6722.88-23.481-11.45-19.11-21.43-16.3717.27-19.9522.91-23.457.1.3风荷载作用下梁控制截面的内力计算结果见表26。表26风荷载作用下梁控制截面的内力层梁控制截面的弯矩梁控制截面的剪力52.04-1.461.46-2.04-0.62-0.62-0.62-0.6243.65-3.233.23-3.65-1.21-1.21-1.21-1.2136.09-5.215.21-6.09-1.98-1.98-1.98-1.9828.52-7.467.46-8.52-2.8-2.8-2.8-2.8111.68-8.438.43-11.68-3.53-3.53-3.53-3.537.1.4水平地震作用下梁控制截面的内力计算结果见表27。表27水平地震作用下梁控制截面的内力层梁控制截面的弯矩梁控制截面的剪力569.59-50.5750.57-69.59-14.59-14.59-14.59-14.594122.69-97.1897.18-122.69-27.1-27.1-27.1-27.13164.67-142.64142.64-164.67-38.46-38.46-38.46-38.462208.75-185.7185.7-208.75-49.58-49.58-49.58-49.581247.04-235.56235.56-247.04-61.38-61.38-61.38-61.387.2各种荷载作用下柱控制截面的内力7.2.1恒荷载作用下柱控制截面的内力计算结果见表28。33 表28恒荷载作用下柱控制截面的内力（单位：）层框架柱A框架柱C框架柱G5-41.1345.88-1.096.24-64.0138.644-24.6837.02-5.898.83-55.7937.193-24.6837.02-5.898.83-55.7937.192-25.4141.12-6.079.87-58.4242.081-15.511.07-3.712.65-45.6515.227.2.2活荷载作用下柱控制截面的内力计算结果见表29。表29活荷载作用下柱控制截面的内力（单位：）层框架柱A框架柱C框架柱G5-15.1318.02-0.42.24-23.2213.694-9.5514.31-2.113.17-19.5713.053-9.5514.31-2.113.17-19.5713.052-9.8315.91-2.525.47-20.5714.891-2.942.01-2.291.64-10.693.567.2.3风荷载作用下柱控制截面的内力表30风荷载作用下柱控制截面的内力（单位：）层框架柱A框架柱C框架柱G51.94-0.272.83-0.941.940.2743.39-1.134.8-2.883.39-1.1334.16-2.496.53-5.124.16-2.4924.94-3.848.39-6.524.94-3.8416.39-12.178.84-14.286.39-12.177.2.4水平地震作用下柱控制截面的内力表31水平地震作用下柱控制截面的内力（单位：）层框架柱A框架柱C框架柱G564.72-9.2494.19-31.464.72-9.24496.28-32.09136.26-81.7696.28-32.093106.73-64.04163.1-126.85106.73-64.042113.11-87.97194.77-151.48113.11-87.971124.82-237.62278.89-172.71124.82-237.6233 表32框架梁AC的基本组合表（非地震）层截面内力种类荷载类别内力组合S恒荷载活荷载左风右风1.2恒+1.4活+1.4×0.6左风1.2恒+1.4活+1.4×0.6右风1.2恒+1.4左风+1.4×0.7活1.2恒+1.4右风+1.4×0.7活1.35恒+1.4×0.7活+1.4×0.6左风1.35恒+1.4×0.7活+1.4×0.6右风MmaxMmin︱V︱max5左M-26.25-9.752.04-2.04-43.44-46.86-38.20-43.91-43.28-46.71　-46.86　V47.4717.08-0.620.6280.3681.4072.8374.5780.3081.34　　81.34中M34.6512.120.07-0.0758.6158.4953.5653.3658.7158.6058.71　　右M-50-18.47-1.461.46-87.08-84.63-80.14-76.06-86.83-84.37　-87.08　V-55.8-20.14-0.620.62-95.68-94.64-87.57-85.83-95.59-94.55　　-95.594左M-30.84-12.063.65-3.65-50.83-56.96-43.72-53.94-50.39-56.52　-56.96　V46.2817.55-1.211.2179.0981.1271.0474.4378.6680.69　　80.69中M30.3811.150.29-0.2952.3151.8247.7946.9852.1851.7052.31　　右M-46.65-18.09-3.233.23-84.02-78.59-78.23-69.19-83.42-77.99　-84.02　V-51.82-19.67-1.211.21-90.74-88.71-83.15-79.77-90.25-88.22　　-90.253左M-30.84-12.066.09-6.09-48.78-59.01-40.30-57.35-48.34-58.57　-59.01　V46.2817.55-1.981.9878.4481.7769.9675.5178.0181.34　　81.34中M30.3811.150.61-0.6152.5851.5548.2446.5352.4551.4352.58　　右M-46.65-18.09-5.215.21-85.68-76.93-81.00-66.41-85.08-76.33　-85.68　V-51.82-19.67-1.981.98-91.39-88.06-84.23-78.69-90.90-87.57　　-90.902左M-30.84-12.068.52-8.52-46.74-61.05-36.90-60.75-46.30-60.61　-61.05　V46.2817.55-2.82.877.7582.4668.8276.6677.3382.03　　82.03中M30.3811.150.84-0.8452.7751.3648.5646.2152.6551.2352.77　　右M-46.65-18.09-7.467.46-87.57-75.04-84.15-63.26-86.97-74.44　-87.57　V-51.82-19.67-2.82.8-92.07-87.37-85.38-77.54-91.59-86.88　　-91.591左M-37.83-11.4511.68-11.68-51.61-71.24-40.27-72.97-52.48-72.10　-72.97　V45.8117.27-3.533.5376.1882.1266.9576.8475.8081.73　　81.73中M30.710.951.65-1.6553.5650.7849.8845.2653.5650.7953.56　　右M-47.65-19.11-8.438.43-91.02-76.85-87.71-64.11-90.14-75.97　-91.02　V-52.29-19.95-3.533.53-93.64-87.71-87.24-77.36-93.11-87.18　　-93.1134 表33框架梁CG的基本组合表（非地震）层截面内力种类荷载类别内力组合S恒荷载活荷载左风右风1.2恒+1.4活+1.4×0.6左风1.2恒+1.4活+1.4×0.6右风1.2恒+1.4左风+1.4×0.7活1.2恒+1.4右风+1.4×0.7活1.35恒+1.4×0.7活+1.4×0.6左风1.35恒+1.4×0.7活+1.4×0.6右风MmaxMmin︱V︱max5左M-26.25-9.752.04-2.04-43.44-46.86-38.20-43.91-43.28-46.71　-46.86　V47.4717.08-0.620.6280.3681.4072.8374.5780.3081.34　　81.34中M-34.65-12.12-0.070.07-58.61-58.49-53.56-53.36-58.71-58.60-53.36　　右M-50-18.47-1.461.46-87.08-84.63-80.14-76.06-86.83-84.37　-87.08　V-55.8-20.14-0.620.62-95.68-94.64-87.57-85.83-95.59-94.55　　-95.594左M-30.84-12.063.65-3.65-50.83-56.96-43.72-53.94-50.39-56.52　-56.96　V46.2817.55-1.211.2179.0981.1271.0474.4378.6680.69　　80.69中M-70.2-25.63-0.290.29-120.37-119.88-109.76-108.95-120.13-119.64-108.95　　右M-46.65-18.09-3.233.23-84.02-78.59-78.23-69.19-83.42-77.99　-84.02　V-51.82-19.67-1.211.21-90.74-88.71-83.15-79.77-90.25-88.22　　-90.253左M-30.84-12.066.09-6.09-48.78-59.01-40.30-57.35-48.34-58.57　-59.01　V46.2817.55-1.981.9878.4481.7769.9675.5178.0181.34　　81.34中M-70.2-25.63-0.610.61-120.63-119.61-110.21-108.50-120.40-119.38-108.50　　右M-46.65-18.09-5.215.21-85.68-76.93-81.00-66.41-85.08-76.33　-85.68　V-51.82-19.67-1.981.98-91.39-88.06-84.23-78.69-90.90-87.57　　-90.902左M-30.84-12.068.52-8.52-46.74-61.05-36.90-60.75-46.30-60.61　-61.05　V46.2817.55-2.82.877.7582.4668.8276.6677.3382.03　　82.03中M-70.2-25.63-0.840.84-120.83-119.42-110.53-108.18-120.59-119.18-108.18　　右M-46.65-18.09-7.467.46-87.57-75.04-84.15-63.26-86.97-74.44　-87.57　V-51.82-19.67-2.82.8-92.07-87.37-85.38-77.54-91.59-86.88　　-91.591左M-37.83-11.4511.68-11.68-51.61-71.24-40.27-72.97-52.48-72.10　-72.97　V45.8117.27-3.533.5376.1882.1266.9576.8475.8081.73　　81.73中M68.47-24.97-1.651.6545.8248.5955.3860.0066.5869.3569.35　　右M-47.65-19.11-8.438.43-91.02-76.85-87.71-64.11-90.14-75.97　-91.02　V-52.29-19.95-3.533.53-93.64-87.71-87.24-77.36-93.11-87.18　　-93.1135 7.3框架梁内力组合7.3.1非地震作用下框架梁内力组合非地震作用下框架梁AC、CG的内力组合分别见表32、33。7.3.2地震作用下框架梁内力组合7.3.2.1梁端截面组合剪力设计值调整为了避免梁在弯曲破坏前发生剪切破坏，应按“强剪弱弯”的原则调整框架梁端部截面组合的剪力设计值：式中：、—分别为梁左右端逆时针或顺时针方向正截面组合的弯矩设计值—梁在重力荷载代表值作用下，按剪支梁分析的梁端截面剪力设计值—梁的净跨—梁的剪力增大系数，三级抗震取1.1框架梁AC、CG梁端剪力的计算过程分别见表34、35。表34经“强剪弱弯”调整后的框架梁AC的梁端剪力组合层截面5左-127.826.516.3063.9287.37右-136.8259.346.3063.9298.174左-203.7470.646.3074.28122.19右-193.17122.636.3074.28129.423左-258.32129.746.3074.28142.04右-252.27177.206.3074.28149.272左-315.62185.726.3074.28161.82右-308.24234.516.3074.28169.051左-373.42249.026.3074.28182.96右-374.87277.606.3074.28188.20表35经“强剪弱弯”调整后的框架梁CG的梁端剪力组合层截面37 5左-127.826.516.3063.9287.37右-136.8259.346.3063.9298.174左-203.7470.646.3076.47124.38右-193.17122.636.3076.47131.613左-258.32129.746.3076.47144.23右-252.27177.206.3076.47151.462左-315.62185.726.3076.47164.01右-308.24234.516.3076.47171.241左-373.42249.026.3076.47185.15右-374.87277.606.3076.47190.397.3.2.2框架梁内力组合地震作用下框架梁AC、CG的内力组合分别见表36、37。取跨中弯矩与支座正弯矩的较大值。7.4框架柱内力组合7.4.1非地震作用下框架柱内力组合非地震作用下框架柱A、C、G的内力组合分别见表38、39、40。7.4.2地震作用下框架柱内力组合为了使框架结构在地震作用下塑性铰首先在梁中出现，就必须满足“强柱弱梁”的原则，对柱端弯矩设计值予以调整：式中：—节点上下柱端截面顺时针或逆时针方向组合的弯矩设计值之和—节点左右梁端截面顺时针或逆时针方向组合的弯矩设计值之和—柱端弯矩增大系数，三级抗震取1.1框架顶层柱和轴压比小于0.15的柱弯矩不需要做调整，可取最不利内力组合的弯矩值作为设计值，三级框架结构的底层柱固定端截面组合的弯矩值，应乘以1.15的增大系数后作为设计值。轴压比为0.15的框架柱的轴力，故柱控制截面轴力大于时，需要按“强柱弱梁”对柱端弯矩设计值进行调整。为了防止柱在压弯破坏前发生剪切破坏，应按“强剪弱弯”的原则，对柱端剪力设计值予以调整：37 表36框架梁AC的基本组合表（地震）层截面内力种类荷载类别内力组合SrRE×S左震右震重力荷载代表值1.2重+1.3左震1.0重+1.3左震1.2重+1.3右震1.0重+1.3右震MmaxMmin︱V︱maxMmaxMmin︱V︱max5左M69.59-69.59-31.12553.1259.34-127.82-121.59　-127.82　　-95.86　V-14.5914.5956.0148.2537.0486.1874.98　　87.37　　74.26中M5.54-5.5440.7156.0547.9141.6533.5159.34　　44.51　　右M-50.5750.57-59.235-136.82-124.98-5.346.51　-136.82　　-102.62　V-14.5914.59-65.87-98.01-84.84-60.08-46.90　　-98.17　　-83.444左M122.69-122.69-36.87115.25122.63-203.74-196.37　-203.74　　-152.81　V-27.127.155.05530.8419.83101.3090.29　　122.19　　103.86中M10-1035.95556.1548.9630.1522.96122.63　　91.97　　右M-97.1897.18-55.695-193.17-182.0359.5070.64　-193.17　　-144.88　V-27.127.1-61.655-109.22-96.89-38.76-26.43　　-129.42　　-110.013左M164.67-164.67-36.87169.83177.20-258.32-250.94　-258.32　　-193.74　V-38.4638.4655.05516.075.06116.06105.05　　142.04　　120.73中M9.91-9.9135.95556.0348.8430.2623.07177.20　　132.90　　右M-142.64142.64-55.695-252.27-241.13118.60129.74　-252.27　　-189.20　V-38.6438.64-61.655-124.22-111.89-23.75-11.42　　-149.27　　-126.882左M208.75-208.75-36.87227.13234.51-315.62-308.25　-315.62　　-236.71　V-49.5849.5855.0551.61-9.40130.52119.51　　161.82　　137.55中M10.77-10.7735.95557.1549.9629.1521.95234.51　　175.88　　右M-185.7185.7-55.695-308.24-297.11174.58185.72　-308.24　　-231.18　V-49.5849.58-61.655-138.44-126.11-9.532.80　　-169.05　　-143.691左M247.04-247.04-43.555268.89277.60-373.42-364.71　-373.42　　-280.06　V-61.3861.3854.445-14.46-25.35145.13134.24　　182.96　　155.52中M10.63-10.6336.17557.2349.9929.5922.36277.60　　208.20　　右M-235.56235.56-57.205-374.87-363.43237.58249.02　-374.87　　-281.16　V-61.3861.38-62.265-154.51-142.065.0817.53　　-188.2　　-159.9745 表37框架梁CG的基本组合表（地震）层截面内力种类荷载类别内力组合SrRE×S左震右震重力荷载代表值1.2重+1.3左震1.0重+1.3左震1.2重+1.3右震1.0重+1.3右震MmaxMmin︱V︱maxMmaxMmin︱V︱max5左M69.59-69.59-31.12553.1259.34-127.82-121.59　-127.82　　-95.86　V-14.5914.5956.0148.2537.0486.1874.98　　87.37　　74.26中M-5.545.54-40.71-56.05-47.91-41.65-33.5159.34　　44.51　　右M-50.5750.57-59.235-136.82-124.98-5.346.51　-136.82　　-102.62　V-14.5914.59-65.87-98.01-84.84-60.08-46.90　　-98.17　　-83.444左M122.69-122.69-36.87115.25122.63-203.74-196.37　-203.74　　-152.81　V-27.127.155.05530.8419.83101.3090.29　　124.38　　105.72中M-1010-83.015-112.62-96.02-86.62-70.02122.63　　91.97　　右M-97.1897.18-55.695-193.17-182.0359.5070.64　-193.17　　-144.88　V-27.127.1-61.655-109.22-96.89-38.76-26.43　　-131.61　　-111.873左M164.67-164.67-36.87169.83177.20-258.32-250.94　-258.32　　-193.74　V-38.4638.4655.05516.075.06116.06105.05　　144.23　　122.60中M-9.919.91-83.015-112.50-95.90-86.74-70.13177.20　　132.90　　右M-142.64142.64-55.695-252.27-241.13118.60129.74　-252.27　　-189.20　V-38.6438.64-61.655-124.22-111.89-23.75-11.42　　-151.46　　-128.742左M208.75-208.75-36.87227.13234.51-315.62-308.25　-315.62　　-236.71　V-49.5849.5855.0551.61-9.40130.52119.51　　164.01　　139.41中M-10.7710.77-83.015-113.62-97.02-85.62-69.01234.51　　175.88　　右M-185.7185.7-55.695-308.24-297.11174.58185.72　-308.24　　-231.18　V-49.5849.58-61.655-138.44-126.11-9.532.80　　-171.24　　-145.551左M247.04-247.04-43.555268.89277.60-373.42-364.71　-373.42　　-280.06　V-61.3861.3854.445-14.46-25.35145.13134.24　　185.15　　157.38中M-10.6310.6355.98553.3642.1781.0069.80277.60　　208.20　　右M-235.56235.56-57.205-374.87-363.43237.58249.02　-374.87　　-281.16　V-61.3861.38-62.265-154.51-142.065.0817.53　　-190.39　　-161.8345 表38框架柱A的基本组合表（非地震）层截面内力种类荷载类别内力组合S恒荷载活荷载左风右风1.2恒+1.4活+1.4×0.6左风1.2恒+1.4活+1.4×0.6右风1.2恒+1.4左风+1.4×0.7活1.2恒+1.4右风+1.4×0.7活1.35恒+1.4×0.7活+1.4×0.6左风1.35恒+1.4×0.7活+1.4×0.6右风Nmax及相应的M，VNmin及相应的M，V︱M︱max及相应的N，V5上M-41.13-15.131.94-1.94-68.91-72.17-61.47-66.90-68.72-71.98-71.98-61.47-72.17N-150.18-38.430.62-0.62-233.50-234.54-217.01-218.75-239.88-240.93-240.93-217.01-234.54下M45.8818.02-0.270.2780.0680.5172.3473.0979.3779.8279.8272.3480.51N-178.26-38.430.62-0.62-267.19-268.23-250.71-252.44-277.79-278.83-278.83-250.71-368.23V-29-11.050.98-0.98-49.45-51.09-44.26-47.00-49.16-50.80-50.80-44.26-51.094上M-24.68-9.553.39-3.39-40.14-45.83-34.23-43.72-39.83-45.52-45.52-34.23-45.83N-302.2-74.071.83-1.83-464.80-467.88-432.67-437.79-479.02-482.10-482.10-432.67-467.88下M37.0214.31-1.131.1363.5165.4156.8760.0363.0564.9564.9556.8765.41N-330.28-74.071.83-1.83-498.50-501.57-466.36-471.49-516.93-520.00-520.00-466.36-501.57V-20.57-7.931.88-1.88-34.21-37.37-29.82-35.09-33.96-37.12-37.12-29.82-37.373上M-24.68-9.554.16-4.16-39.49-46.48-33.15-44.80-39.18-46.17-46.17-33.15-46.48N-454.22-109.713.81-3.81-695.46-701.86-647.25-657.91-717.51-723.91-723.91-647.25-701.86下M37.0214.31-2.492.4962.3766.5554.9661.9361.9166.0966.0954.9666.55N-482.3-109.713.81-3.81-729.15-735.55-680.94-691.61-755.42-761.82-761.82-680.94-735.55V-20.57-7.932.77-2.77-33.46-38.11-28.58-36.33-33.21-37.87-37.87-28.58-38.112上M-25.41-9.834.94-4.94-40.10-48.40-33.21-47.04-39.79-48.09-48.09-33.21-48.40N-606.24-145.356.61-6.61-925.43-936.53-860.68-879.19-955.31-966.42-966.42-860.68-936.53下M41.1215.91-3.843.8468.3974.8459.5670.3167.8874.3374.3359.5674.84N-634.32-145.356.61-6.61-959.12-970.23-894.37-912.88-993.22-1004.33-1004.33-894.37-970.23V-22.18-8.583.66-3.66-35.55-41.70-29.90-40.15-35.28-41.43-41.43-29.90-41.701上M-15.5-2.946.39-6.39-17.35-28.08-12.54-30.43-18.44-29.17-29.17-12.54-30.43N-757.79-180.7110.14-10.14-1153.82-1170.86-1072.25-1100.64-1191.59-1208.63-1208.63-1072.25-1100.64下M11.072.01-12.1712.175.8826.32-1.7832.296.6927.1427.17-1.7832.29N-791.49-180.7110.14-10.14-1194.26-1211.30-1112.69-1141.08-1237.09-1254.12-1254.12-1112.69-1141.08V-7.83-1.44.7-4.7-7.41-15.30-4.19-17.35-7.99-15.89-15.89-4.19-17.3545 表39框架柱C的基本组合表（非地震）层截面内力种类荷载类别内力组合S恒荷载活荷载左风右风1.2恒+1.4活+1.4×0.6左风1.2恒+1.4活+1.4×0.6右风1.2恒+1.4左风+1.4×0.7活1.2恒+1.4右风+1.4×0.7活1.35恒+1.4×0.7活+1.4×0.6左风1.35恒+1.4×0.7活+1.4×0.6右风Nmax及相应的M，VNmin及相应的M，V︱M︱max及相应的N，V5上M-1.09-0.42.83-2.830.51-4.252.26-5.660.51-4.24-71.98-61.47-5.66N-310.35-116.5600-535.60-535.60-486.65-486.65-533.20-533.20-535.60-486.65-486.65下M6.242.24-0.940.949.8311.418.3711.009.8311.4179.8272.3411.41N-338.43-116.5600-569.30-569.30-520.34-520.34-571.11-571.11-571.11-520.34-571.11V-2.44-0.881.57-1.57-2.84-5.48-1.59-5.99-2.84-5.48-50.80-44.26-5.484上M-5.89-2.114.8-4.8-5.99-14.05-2.42-15.86-5.99-14.05-45.52-34.23-15.86N-645.71-224.1900-1088.72-1088.72-994.56-994.56-1091.41-1091.41-1091.41-994.56-994.56下M8.833.17-2.882.8812.6117.459.6717.7312.6117.4564.9556.8717.73N-673.79-224.1900-1122.41-1122.41-1028.25-1028.25-1129.32-1129.32-1129.32-1028.25-1028.25V-4.91-1.763.2-3.2-5.67-11.04-3.14-12.10-5.67-11.04-37.12-29.82-12.103上M-5.89-2.116.35-6.35-4.69-15.36-0.25-18.03-4.69-15.35-46.17-33.15-18.03N-981.07-331.8200-1641.83-1641.83-1502.47-1502.47-1649.63-1649.63-1649.63-1502.47-1502.47下M-8.833.17-5.125.12-10.46-1.86-14.66-0.32-13.11-4.5166.0954.96-14.66N-1009.15-331.8200-1675.53-1675.53-1536.16-1536.16-1687.54-1687.54-1687.54-1536.16-1536.16V-4.91-1.764.7-4.7-4.41-12.30-1.04-14.20-4.41-12.30-37.87-28.58-1.042上M-6.07-2.528.39-8.39-3.76-17.861.99-21.50-3.62-17.71-48.09-33.21-21.50N-1316.43-439.4500-2194.95-2194.95-2010.38-2010.38-2207.84-2207.84-2207.84-2010.38-2010.38下M9.875.47-6.526.5214.0324.988.0826.3313.2124.1674.3359.5626.33N-1344.51-439.4500-2228.64-2228.64-2044.07-2044.07-2245.75-2245.75-2245.75-2044.07-2044.07V-5.32-2.666.21-6.21-4.89-15.32-0.30-17.68-4.57-15.01-41.43-29.90-17.681上M-3.71-2.298.84-8.84-0.23-15.085.68-19.070.17-14.68-29.17-12.54-19.07N-1652.77-547.3900-2749.67-2749.67-2519.77-2519.77-2767.68-2767.68-2767.68-2519.77-2519.77下M2.651.64-14.2814.28-6.5217.47-15.2024.78-6.8117.1827.17-1.7824.78N-1686.47-547.3900-2790.11-2790.11-2560.21-2560.21-2813.18-2813.18-2813.18-2560.21-2560.21V-1.77-1.095.85-5.851.26-8.565.00-11.381.46-8.37-15.89-4.19-11.3845 表40框架柱G的基本组合表（非地震）层截面内力种类荷载类别内力组合S恒荷载活荷载左风右风1.2恒+1.4活+1.4×0.6左风1.2恒+1.4活+1.4×0.6右风1.2恒+1.4左风+1.4×0.7活1.2恒+1.4右风+1.4×0.7活1.35恒+1.4×0.7活+1.4×0.6左风1.35恒+1.4×0.7活+1.4×0.6右风Nmax及相应的M，VNmin及相应的M，V︱M︱max及相应的N，V5上M-64.01-23.221.94-1.94-107.69-110.95-96.85-102.28-107.54-110.80-107.54-102.28-110.95N-150.18-38.43-0.620.62-234.54-233.50-218.75-217.01-240.93-239.88-240.93-217.01-239.88下M38.6413.69-0.270.2765.3165.7659.4160.1665.3565.8165.3560.1665.81N-178.26-38.43-0.620.62-268.23-267.19-252.44-250.71-278.83-277.79-278.83-250.71-277.79V34.2212.30.98-0.9859.1157.4654.4951.7559.0757.4359.0751.7557.434上M-55.79-19.573.39-3.39-91.50-97.19-81.38-90.87-91.65-97.34-91.65-90.87-97.34N-340.89-86.01-1.831.83-531.02-527.94-495.92-490.80-546.03-542.95-546.03-490.80-542.95下M37.1913.05-1.131.1361.9563.8555.8459.0062.0563.9462.0559.0063.94N-368.97-86.01-1.831.83-564.72-561.64-529.62-524.49-583.94-580.86-583.94-524.49-580.86V3110.871.88-1.8854.0050.8450.4845.2254.0850.9254.08-45.2250.923上M-55.79-19.574.16-4.16-90.85-97.84-80.30-91.95-91.00-97.99-91.00-91.95-97.99N-531.6-133.59-3.813.81-828.15-821.75-774.17-763.50-851.78-845.38-851.78-763.50-845.38下M37.1913.05-2.492.4960.8164.9953.9360.9060.9065.0960.0960.9065.09N-559.68-133.59-3.813.81-861.84-855.44-807.87-797.20-889.69-883.29-889.69-797.20-883.29V3110.872.77-2.7754.7450.0951.7343.9754.8350.18-54.83-43.9750.182上M-58.42-20.574.94-4.94-94.75-103.05-83.35-97.18-94.88-103.18-94.88-97.18-103.18N-722.31-181.17-6.616.61-1125.96-1114.86-1053.57-1035.06-1158.22-1147.11-1158.22-1035.06-1147.11下M42.0814.89-3.843.8468.1274.5759.7170.4668.1774.6368.1770.4674.63N-750.39-181.17-6.616.61-1159.66-1148.55-1087.27-1068.76-1196.13-1185.02-1196.13-1068.76-1185.02V33.511.823.66-3.6659.8253.6756.9146.6659.8853.73-59.88-46.6653.731上M-45.65-10.696.39-6.39-64.38-75.11-56.31-74.20-66.74-77.47-66.74-74.20-77.47N-912.51-228.72-10.1410.14-1423.74-1406.70-1333.35-1304.96-1464.55-1447.52-1464.55-1304.96-1447.52下M15.223.56-12.1712.1713.0333.474.7138.7913.8134.2613.8138.7938.79N-946.21-228.72-10.1410.14-1464.18-1447.14-1373.79-1345.40-1510.05-1493.01-1510.05-1345.40-1345.40V16.913.964.7-4.729.7821.8930.7517.5930.6622.7630.6617.5917.5945 表41框架柱A的基本组合表（地震）层截面内力种类荷载类别内力组合SrRE×S左震右震重力荷载代表值1.2重+1.3左震1.0重+1.3左震1.2重+1.3右震1.0重+1.3右震Nmax及相应的M，VNmin及相应的M，V︱M︱max及相应的N，VNmax及相应的M，VNmin及相应的M，V︱M︱max及相应的N，V5上M64.72-64.72-48.69525.7035.44-142.57-132.83-142.5735.44-142.57-106.9326.58-106.93N14.59-14.59-169.395-184.31-150.43-222.24-188.36-222.24-150.43-222.24-166.68-112.82-166.68下M-9.249.2454.8953.8642.8877.8866.9077.8842.8877.8858.4132.1658.41N14.59-14.59-197.475-218.00-178.51-255.94-216.44-255.94-178.51-255.94-191.95-133.88-191.96V30.82-30.82-34.525-1.365.54-81.50-74.59-81.505.54-81.5-61.134.16-61.134上M96.28-96.28-29.45589.8295.71-160.51-154.62-160.5195.71-160.51-120.3871.78-120.38N41.69-41.69-339.235-352.89-285.04-461.28-393.43-461.28-285.04-461.28-345.96-213.78-345.96下M-32.0932.0944.17511.292.4694.7385.8994.732.4694.7371.051.8571.05N41.69-41.69-367.315-386.58-313.12-494.98-421.51-494.98-313.12-494.98-371.23-234.84-371.24V53.49-53.49-24.53540.1045.00-98.98-94.07-98.9845.00-98.98-74.2433.75-74.243上M106.73-106.73-29.455103.40109.29-174.10-168.20-189.42109.29-189.42-142.0781.97-142.07N80.15-80.15-509.075-506.70-404.88-715.09-613.27-715.09-404.88-715.09-536.31-303.66-536.32下M-64.0464.0444.175-30.24-39.08136.26127.43147.90-39.08147.90110.93-29.31110.93N80.15-80.15-537.155-540.39-432.96-748.78-641.35-748.78-432.96-748.78-561.59-324.72-561.59V71.15-71.15-24.53563.0567.96-121.94-117.03-154.6167.96-154.61-115.9650.97-115.962上M113.11-113.11-30.325110.65116.72-183.43-177.37-199.28116.72-199.28-149.4687.54-149.46N129.73-129.73-678.915-646.05-510.27-983.35-847.56-983.35-510.27-983.35-737.51-382.70-737.51下M-87.9787.9749.075-55.47-65.29173.25163.44200.40-65.29200.40150.30-48.97150.30N129.73-129.73-706.995-679.75-538.35-1017.04-875.64-1017.04-538.35-1017.04-762.78-403.76-762.78V83.78-83.78-26.4777.1582.44-140.68-135.38-183.0282.44-183.02-137.2761.83-137.271上M124.82-124.82-16.97141.90145.30-182.63-179.24-210.31145.30-210.31-157.73108.98-157.73N191.11-191.11-848.145-769.33-599.70-1266.22-1096.59-1266.22-599.70-1266.22-949.66-449.78-949.67下M-237.62237.6212.075-294.42-296.83323.40320.98371.91-296.83371.91278.93-222.62278.93N191.11-191.11-881.845-809.77-633.40-1306.66-1130.29-1306.66-633.40-1306.66-979.99-475.05-980.00V91.78-91.78-8.53109.08110.78-129.55-127.84-162.14110.78-162.14-121.6183.09-121.6145 表42框架柱C的基本组合表（地震）层截面内力种类荷载类别内力组合SrRE×S左震右震重力荷载代表值1.2重+1.3左震1.0重+1.3左震1.2重+1.3右震1.0重+1.3右震Nmax及相应的M，VNmin及相应的M，V︱M︱max及相应的N，VNmax及相应的M，VNmin及相应的M，V︱M︱max及相应的N，V5上M94.19-94.19-1.29120.90121.16-124.00-123.74-124121.16-124.00-93.0090.87-93.00N00-368.63-442.36-368.63-442.36-368.63-442.36-368.63-442.36-331.77-276.47-331.77下M-31.431.47.36-31.99-33.4649.6548.1849.65-33.4649.6537.24-25.1037.24N00-396.71-476.05-396.71-476.05-396.71-476.05-396.71-476.05-357.04-297.53-357.04V52.33-52.33-2.8864.5765.15-71.49-70.91-71.4965.15-71.49-53.6248.86-53.624上M136.26-136.26-6.945168.80170.19-185.47-184.08-240.54256.73256.73-180.41192.55192.55N00-757.805-909.37-757.81-909.37-757.81-909.37-757.81-757.81-682.02-568.35-568.35下M-81.7681.7610.415-93.79-95.87118.79116.70147.07-134.05147.07110.30-100.54110.30N00-785.885-943.06-785.89-943.06-785.89-943.06-785.89-943.06-707.30-589.41-707.30V90.84-90.84-5.79111.14112.30-125.04-123.88-307.95179.11-307.95-230.96134.33-230.963上M163.1-163.1-6.945203.70205.09-220.36-218.98-273.14286.16286.16-204.86214.62214.62N00-1146.98-1376.38-1146.98-1376.38-1146.98-1376.38-1146.98-1146.98-1032.28-860.24-860.24下M-126.85126.85-7.245-173.60-172.15156.21157.66204.30-223.86-223.86153.23-167.90-167.90N00-1175.06-1410.07-1175.06-1410.07-1175.06-1410.07-1175.06-1175.06-1057.55-881.30-881.30V120.81-120.81-5.79150.11151.26-164.00-162.84-218.83223.76223.76-164.12167.82167.822上M194.77-194.77-7.33244.41245.87-262.00-260.53-339.06319.50-339.06-254.30239.63-254.30N00-1536.16-1843.39-1536.16-1843.39-1536.16-1843.39-1536.16-1843.39-1382.54-1152.12-1382.54下M-151.48151.4812.605-181.80-184.32212.05209.53250.49-229.06250.49187.87-171.80187.87N00-1564.24-1877.08-1564.24-1877.08-1564.24-1877.08-1564.24-1877.08-1407.81-1173.18-1407.81V144.27-144.27-6.65179.57180.90-195.53-194.20-270.21251.42-270.21-202.66188.57-202.661上M278.89-278.89-4.855356.73357.70-368.38-367.41-435.79444.64444.64-326.84333.48333.48N00-1926.47-2311.76-1926.47-2311.76-1926.47-2311.76-1926.47-1926.47-1733.82-1444.85-1444.85下M-172.71172.713.47-220.36-221.05228.69227.99262.99-254.21262.99197.24-190.66197.24N00-1960.17-2352.20-1960.17-2352.20-1960.17-2352.20-1960.17-2352.20-1764.15-1470.12-1764.15V114.3-114.3-2.315145.81146.28-151.37-150.91-194.60194.62-194.60-145.95145.97-145.9545 表43框架柱G的基本组合表（地震）层截面内力种类荷载类别内力组合SrRE×S左震右震重力荷载代表值1.2重+1.3左震1.0重+1.3左震1.2重+1.3右震1.0重+1.3右震Nmax及相应的M，VNmin及相应的M，V︱M︱max及相应的N，VNmax及相应的M，VNmin及相应的M，V︱M︱max及相应的N，V5上M64.72-64.72-75.62-6.618.52-174.88-159.76-6.61-159.76-174.88-4.96-119.82-131.16N-14.5914.59-169.395-222.24-188.36-184.31-150.43-222.24-150.43-184.31-166.68-112.82-138.23下M-9.249.2445.48542.5733.4766.5957.5042.5757.5066.5931.9343.1349.95N-14.5914.59-197.475-255.94-216.44-218.00-178.51-255.94-178.51-218-191.95-133.88-163.50V30.82-30.8240.3788.5180.448.380.3088.510.308.3866.380.236.294上M96.28-96.28-65.57546.4759.59-203.85-190.7446.47-190.74-203.8534.85-143.06-152.89N-41.6941.69-383.895-514.87-438.09-406.48-329.70-514.87-329.70-406.48-386.15-247.27-304.86下M-32.0932.0943.71510.742.0094.1885.4310.7485.4394.188.0664.0770.63N-41.6941.69-411.975-548.57-466.17-440.17-357.78-548.57-357.78-440.17-411.43-268.33-330.13V53.49-53.4936.435113.26105.97-25.82-33.10113.26-33.10-25.8284.95-24.83-19.373上M106.73-106.73-65.57560.0673.17-217.44-204.32266.76-204.32266.76200.07-153.24200.07N-80.1580.15-598.395-822.27-702.59-613.88-494.20-822.27-494.20-822.27-616.70-370.65-616.70下M-64.0464.0443.715-30.79-39.54135.71126.97-109.52126.97135.71-82.1495.23101.78N-80.1580.15-626.475-855.97-730.67-647.58-522.28-855.97-522.28-647.58-641.97-391.71-485.69V71.15-71.1536.435136.22128.93-48.77-56.06172.46-56.06-48.77129.35-42.05-36.582上M113.11-113.11-68.70564.6078.34-229.49-215.75229.54-215.75229.54172.16-161.81172.16N-129.73129.73-812.895-1144.12-981.54-806.83-644.25-1144.12-644.25-1144.12-858.09-483.18-858.09下M-87.9787.9749.525-54.93-64.84173.79163.89-145.15163.89173.79-108.86122.92130.34N-129.73129.73-840.975-1177.82-1009.62-840.52-672.33-1177.82-672.33-840.52-883.36-504.24-630.39V83.78-83.7839.41156.21148.32-61.62-69.50171.73-69.50-61.62128.80-52.13-46.221上M124.82-124.82-50.995101.07111.27-223.46-213.26267.21-213.26267.21200.41-159.95200.41N-191.11191.11-1026.87-1480.69-1275.31-983.80-778.43-1480.69-778.43-1480.69-1110.52-583.82-1110.52下M-237.62237.6217-288.51-291.91329.31325.91-331.79374.80374.80-248.84281.10281.10N-191.11191.11-1060.57-1521.13-1309.01-1024.24-812.13-1521.13-812.13-812.13-1140.85-609.10-609.10V91.78-91.7818.89141.98138.20-96.65-100.42166.81-135.02-135.02125.11-101.27-101.2745 式中：、—分别为柱上、下端顺时针或逆时针方向截面组合的弯矩设计值（应取调整增大后的设计值），且取顺时针方向之和与逆时针方向之和两者的较大值—柱的净高—柱端剪力增大系数，三级抗震取1.17.4.2.1框架柱A柱端截面组合弯矩设计值和组合剪力设计值的调整（1）对“及相应的”组合弯矩设计值和组合剪力设计值的调整取第3层A柱进行“强柱弱梁”、“强剪弱弯”的调整。此时，地震作用为右震。右震时，第3层A柱节点处上柱截面的弯矩为，节点处梁端组合弯矩设计值，如图18所示，根据得节点处下柱截面组合弯矩设计值为。右震时，第2层A柱节点处上柱截面的弯矩分配系数为，节点处下柱截面的弯矩分配系数为0.574，节点处梁端组合弯矩设计值，如图19所示，根据可得：节点处上柱截面组合弯矩设计值为节点处下柱截面组合弯矩设计值为第3层柱端组合剪力设计值为，如图20所示。图18右震时3层A柱节图19右震时2层A柱节图203层A柱柱端点处梁、柱组合弯矩设计值点处梁、柱组合弯矩设计值组合弯矩和剪力设计值第1层A柱节点处上柱截面的弯矩分配系数为，节点处下柱截面的弯矩分配系数为0.512，节点处梁端组合弯矩设计值，根据可得：83 节点处上柱截面组合弯矩设计值为节点处下柱截面组合弯矩设计值为底层柱固定端截面组合弯矩设计值为。组合剪力设计值的调整见表44。表44框架柱A组合剪力设计值调整层2-199.28200.042.4183.021-210.31371.913.95162.14（2）对“及相应的”组合弯矩设计值和组合剪力设计值的调整此时，地震作用为左震。柱端截面组合弯矩设计值的调整见表45，组合剪力设计值的调整见表46。底层柱固定端截面组合弯矩设计值为。表45框架柱A组合弯矩设计值调整节点节点处上柱截面的弯矩分配系数节点处下柱截面的弯矩分配系数节点处梁端组合弯矩设计值节点处上柱截面组合弯矩设计值节点处下柱截面组合弯矩设计值第3层A柱177.22.46109.29第2层A柱0.749234.5164.75193.21第1层A柱0.69277.694.66210.7表46框架柱A组合剪力设计值调整层3109.29-64.752.479.772193.21-94.662.4131.941210.7-341.353.95153.7483 7.4.2.2框架柱C柱端截面组合弯矩设计值和组合剪力设计值的调整（1）对“及相应的”组合弯矩设计值和组合剪力设计值的调整此时，地震作用为右震。柱端截面组合弯矩设计值的调整见表47，组合剪力设计值的调整见表48。表47框架柱C组合弯矩设计值调整节点节点处上柱截面的弯矩分配系数节点处下柱截面的弯矩分配系数节点处梁端组合弯矩设计值节点处上柱截面组合弯矩设计值节点处下柱截面组合弯矩设计值第4层C柱70.64-193.1749.65240.54第3层C柱0.65129.74-252.27147.07273.14第2层A柱0.624185.72-308.24204.3339.06第1层C柱0.635249.02-374.87250.49435.79底层柱固定端截面组合弯矩设计值为。表48框架柱C组合剪力设计值调整层4-240.54147.072.4307.953-273.14204.32.4218.832-339.06250.492.4270.211-435.79262.993.95194.6（2）对“及相应的”组合弯矩设计值和组合剪力设计值的调整此时，地震作用为左震。柱端截面组合弯矩设计值的调整见表49，组合剪力设计值的调整见表50。83 表49框架柱C组合弯矩设计值调整节点节点处上柱截面的弯矩分配系数节点处下柱截面的弯矩分配系数节点处梁端组合弯矩设计值节点处上柱截面组合弯矩设计值节点处下柱截面组合弯矩设计值第4层C柱-193.1770.6433.46256.73第3层C柱0.681-252.27129.74134.05286.16第2层C柱0.588-308.24185.72223.86319.5第1层C柱0.66-374.87237.58229.06444.64底层柱固定端截面组合弯矩设计值为。表50框架柱C组合剪力设计值调整层4256.73-134.052.4179.113286.16-223.862.4223.762319.5-229.062.4251.421444.64-254.213.95194.627.4.2.3框架柱G柱端截面组合弯矩设计值和组合剪力设计值的调整（1）对“及相应的”组合弯矩设计值和组合剪力设计值的调整此时，地震作用为左震。柱端截面组合弯矩设计值的调整见表51，组合剪力设计值的调整见表52。表51框架柱G组合弯矩设计值调整83 节点节点处上柱截面的弯矩分配系数节点处下柱截面的弯矩分配系数节点处梁端组合弯矩设计值节点处上柱截面组合弯矩设计值节点处下柱截面组合弯矩设计值第3层G柱-252.2710.74266.76第2层G柱0.677-308.24109.52229.54第1层G柱0.648-374.87145.15267.21底层柱固定端截面组合弯矩设计值为。表52框架柱G组合剪力设计值调整层3-266.76109.522.4172.462-229.54145.152.4171.731-267.21331.793.95166.81（2）对“及相应的”组合弯矩设计值和组合剪力设计值的调整此时，地震作用为右震。第4层G柱节点处上柱截面的弯矩为，节点处梁端组合弯矩设计值，根据得节点处下柱截面组合弯矩设计值为。底层柱固定端截面组合弯矩设计值为。第1层柱端组合剪力设计值为7.4.2.4框架柱内力组合地震作用下框架柱A、C、G的内力组合分别见表41、42、43。8框架梁截面设计8.1框架梁正截面承载力计算三级抗震时梁纵向受拉钢筋的最小配筋率为：83 支座：跨中：当支座截面的正弯矩大于跨中截面的正弯矩时，取支座截面的正弯矩进行正截面承载力计算。计算过程见表53。表53框架梁正截面承载力计算层计算公式框架梁AC框架梁CG左截面跨中截面/左截面右截面左截面跨中截面右截面595.8658.71102.6295.8653.36102.625655655655655655650.0840.0510.0900.0840.0470.0900.089＜0.350.052＜0.550.094＜0.350.088＜0.350.048＜0.550.094＜0.35599.2350.1632.9592.5323.2632.9393322.5393393322.5393实配钢筋220216416416216416实配钢筋面积6284028048044028044152.8791.97144.88152.81108.95144.885655655655655655650.1340.0810.1270.1340.0950.1270.144＜0.350.085＜0.550.136＜0.350.144＜0.350.1＜0.550.136＜0.35969.5572.3915.7969.5673.3915.7393322.5393393322.5393实配钢筋418316418418116+218418实配钢筋面积101760310171017710.110173193.74132.9189.2193.74132.9189.25655655655655655650.1700.1160.1660.1700.1160.16683 0.188＜0.350.124＜0.350.183＜0.350.188＜0.350.124＜0.350.183＜0.351265.8834.91232.11265.8834.91232.1392322.5392392322.5392实配钢筋422320422422320420实配钢筋面积1257603103010309422236.71175.88231.18236.71175.88231.185655655655655655650.2070.1540.2030.2070.1540.2030.234＜0.350.168＜0.350.229＜0.350.234＜0.350.168＜0.350.229＜0.351575.51131.11541.81575.51131.11541.8393322.5393393322.5393实配钢筋220+418322220+418220+418322220+418实配钢筋面积1645114016451645114016451280.06208.2281.16280.06208.2281.165655655655655655650.2460.1820.2460.2460.1820.2460.287＜0.350.203＜0.350.287＜0.350.287＜0.350.203＜0.350.287＜0.351932.31366.81932.31932.31366.81932.3393322.5393393322.5393实配钢筋422+218422422+218422+218422422+218实配钢筋面积2029152020292029152020298.2框架梁斜截面承载力计算因为跨高比，需满足。加密区箍筋最大间距，箍筋加密区长度取83 。最小配箍率计算过程见表54。表54框架梁斜截面承载力计算层计算公式框架梁AC框架梁CG左截面右截面左截面右截面574.2683.4432.7083.44565565565565403.975＞403.975＞403.975＞403.975＞84.38＞84.38＞84.38＞84.38＞＜0＜0＜0＜0箍筋选取2Φ82Φ82Φ82Φ8101101101101构造要求加密区箍筋最大间距150150150150加密区实配箍筋Φ8@150Φ8@150Φ8@150Φ8@150箍筋加密区长度900900900900非加密区实配箍筋Φ8@200Φ8@200Φ8@200Φ8@2000.202﹪0.202﹪0.202﹪0.202﹪0.177﹪0.177﹪0.177﹪0.177﹪4103.86110.01105.72111.87565565565565403.975＞403.975＞403.975＞403.975＞84.8384.8384.8384.830.130.170.140.18箍筋选取2Φ82Φ82Φ82Φ8101101101101776.9594.1721.4561.1加密区箍筋最大间距150150150150加密区实配箍筋Φ8@150Φ8@150Φ8@150Φ8@15083 箍筋加密区长度900900900900非加密区实配箍筋Φ8@200Φ8@200Φ8@200Φ8@2000.202﹪0.202﹪0.202﹪0.202﹪0.177﹪0.177﹪0.177﹪0.177﹪3120.73126.88122.6128.74565565565565403.975＞403.975＞403.975＞403.975＞84.8384.8384.8384.830.240.280.250.30箍筋选取2Φ82Φ82Φ82Φ8101101101101420.8360.7404336.7加密区箍筋最大间距150150150150加密区实配箍筋Φ8@150Φ8@150Φ8@150Φ8@150箍筋加密区长度900900900900非加密区实配箍筋Φ8@200Φ8@200Φ8@200Φ8@2000.202﹪0.202﹪0.202﹪0.202﹪0.177﹪0.177﹪0.177﹪0.177﹪2236.71231.18139.41145.55565565565565403.975＞403.975＞403.975＞403.975＞84.8384.8384.8384.831.020.830.370.41箍筋选取2Φ82Φ82Φ82Φ810110110110199121.7273246.3加密区箍筋最大间距150150150150加密区实配箍筋Φ8@150Φ8@150Φ8@150Φ8@150箍筋加密区长度900900900900非加密区实配箍筋Φ8@70Φ8@100Φ8@200Φ8@2000.577﹪0.404﹪0.202﹪0.202﹪83 0.177﹪0.177﹪0.177﹪0.177﹪1280.06281.16157.38161.83565565565565403.975＞403.975＞403.975＞403.975＞84.8384.8384.8384.831.321.320.490.52箍筋选取2Φ82Φ82Φ82Φ81011011011017777206194加密区箍筋最大间距150150150150加密区实配箍筋Φ8@150Φ8@150Φ8@150Φ8@150箍筋加密区长度900900900900非加密区实配箍筋Φ8@70Φ8@70Φ8@200Φ8@1000.577﹪0.577﹪0.202﹪0.404﹪0.177﹪0.177﹪0.177﹪0.177﹪非抗震作用下取顶层框架梁AC左截面做斜截面承载力计算。，，箍筋按构造要求配置。对比抗震与非抗震作用下箍筋的配置，应选抗震作用下的组合剪力设计值进行框架梁斜截面承载力计算。8.3框架梁裂缝宽度验算以验算顶层的裂缝宽度为例。计算过程见表55。表55顶层框架梁裂缝宽度计算　框架梁AC框架梁CG左截面跨中截面右截面左截面跨中截面右截面37.2246.8169.3537.2246.8169.35　540565540540565540　603402763　60340276383 131.39236.89184.91131.39236.89184.91750007500075000750007500075000　0.010.010.010.010.010.01　0.3930.7080.5970.3930.7080.597　1616181616180.0950.2650.2220.0950.2650.222其中：,，若<0.2，取0.2，若<0.01，取0.01，为非地震作用下的组合弯矩标准值。，裂缝宽度满足要求。9框架柱截面设计9.1框架柱正截面承载力计算9.1.1轴压比验算底层C柱下截面轴力最大，轴压比，满足轴压比要求。9.1.2正截面承载力计算采取对称配筋，，当水平荷载产生的弯矩设计值＞75%，柱的计算长度取下列二式中的较小值：，式中：、—柱的上端、下端节点处交汇的各柱线刚度之和与交汇的各梁线刚度的比值；—比值、中的较小值；G—柱的高度，对底层柱为基础顶面到一层楼盖顶面的高度；对其余各层柱为上、下两层楼盖顶面之间的距离。进行底层框架柱C、G的正截面承载力计算。底层C柱，水平地震作用产生的弯矩设计值占总弯矩设计值的83 ，，，取底层G柱，水平地震作用产生的弯矩设计值占总弯矩设计值的，，，取当时，为大偏心受压，此时应选大，小的组合进行正截面承载力计算；当时，为小偏心受压，此时应选大，大的组合进行正截面承载力计算。底层框架柱G、C正截面承载力计算过程见表56。表56底层框架柱正截面承载力计算计算公式框架柱G框架柱C200.41281.1248.84333.48197.2427.171110.52609.11140.851444.851764.152813.182642.64＞，大偏压2642.64＜，小偏压180.47285.8218.12230.81118.0510.28max﹛h/30,20﹜=20200.47305.8238.12250.81138.0530.287.385.972.324.232.262.052.000.9012.3＜159.95＜1511.31.21.261.171.342.328083 129.4370.99133168.4205.61500.61626.96560.03553.45444.99330.25108.32400.05485.63719.12＜0＜00.35%×600×600=1260实配钢筋325实配钢筋面积1473底层B柱，为小偏压，底层框架柱G纵向受力钢筋按构造要求配置，2、3、4层框架柱G纵向受力钢筋均按底层配置，框架柱C需要进行第2层的正截面承载力计算。第2层C柱，水平地震作用产生的弯矩设计值占总弯矩设计值的，，，取第2层框架柱C的正截面承载力计算过程见表57。83 表57第2层框架柱C正截面承载力计算　计算公式框架柱C254.31382.542642.64183.94max﹛h/30,20﹜=20203.945.0591.86取1.08.43＜1511.1480161.14492.5115.711260实配钢筋222+218实配钢筋面积1269从表50中可以看出，第2层框架柱C纵向受力钢筋按构造要求配置。3、4层框架柱C纵向受力钢筋按第2层配置。进行顶层框架柱C、G的正截面承载力计算。顶层G柱，水平地震作用产生的弯矩设计值占总弯矩设计值的，。83 顶层C柱，水平地震作用产生的弯矩设计值占总弯矩设计值的，，，取顶层框架柱C、G正截面承载力计算过程见表58。表58顶层框架柱C、G正截面承载力计算计算公式框架柱G框架柱C119.82131.1693112.82138.23331.772642.64＞，大偏压1062.05948.065280.31max﹛h/30,20﹜=201082.051148.85300.314.12522.8218.627.766.88＜156.88＜156.88＜1511.021.021.068013.1516.1138.67843.69911.8358.33610.16807.96124.050.35%×600×600=1260实配钢筋325实配钢筋面积14739.2框架柱斜截面承载力计算83 底层剪力最大，以最大剪力对应的轴力作为设计值。底层框架柱C、G斜截面承载力计算过程见表59。表59底层框架柱C、G斜截面承载力计算计算公式框架柱G框架柱C125.11145.971140.851470.12961＞961＞1544.4＞,取1544.4＞,取3.61＞3，取126.19＞126.21＞按构造要求配筋按构造要求配筋采用4Φ8复合箍筋。轴压比，查表得，柱箍筋加密区的体积配箍率为：，加密区箍筋间距还应满足构造要求，，故加密区箍筋选4Φ8@100。底层柱的上端和其它各层柱的两端，箍筋加密区的范围取，取500，底层柱柱根取。非加密区箍筋选4Φ8@200。，满足要求。以上四层柱箍筋配置同底层。9.3裂缝宽度验算顶层柱最不利内力组合中，因此需验算裂缝宽度，公式如下：83 其中，，，，，由于影响最大，因此取顶层框架柱C验算（最大）满足要求。10次梁截面设计10.1荷载计算屋面梁恒荷载设计值g=1.218.12=21.74kN/m活荷载设计值q=1.46.53=9.14kN/m楼面梁恒荷载设计值g=1.217.21=20.65kN/m活荷载设计值q=1.46.53=9.14kN/m10.2内力计算为简便计算，计算跨度取支座中心间距离作为计算跨度，取,计算简图分别如83 图21、22所示。图21屋面次梁计算简图图22楼面次梁计算简图屋面梁：跨中弯矩支座剪力楼面梁：跨中弯矩支座剪力10.3次梁截面承载力计算10.3.1次梁正截面承载力计算，计算过程见表60。表60连系梁正截面承载力计算截面屋面梁跨中楼面梁跨中122.56118.244654650.1980.1910.2230.214988.6948.7215实配钢筋418418实配钢筋面积1017101710.3.2次梁斜截面承载力计算，计算过程见表61。83 表61连系梁斜截面承载力计算截面屋面梁支座楼面梁支座92.2793.84332.48＞332.48＞93.09＞93.09＜选用箍筋2Φ82Φ8101101按构造配筋23576.8实配箍筋间距()200200选用2Φ8@200的箍筋。，满足要求。11楼板计算11.1屋面10.1.1屋面荷载：混凝土强度等级为C30；采用HPB235钢筋。均布活荷载标准值2kN/m2(上人屋面)，雪荷载标准值为0.5kN/m2屋面恒荷载计算（上人屋面）20厚水泥砂浆面层防水层20厚水泥砂浆找平层100厚聚苯乙烯泡沫塑料保温板最薄30厚轻集料混凝土3‰找坡层120厚现浇钢筋混凝土屋面板10厚混合砂浆抹灰层合计：10.2楼板10.2.1设计资料1）楼面做法：钢筋混凝土现浇板，20mm水泥砂浆面层，10mm混合砂浆天棚抹灰。83 2）楼面荷载：均布活荷载标准值2kN/m23）材料：混凝土强度等级为C25；钢筋为HPB235。4）板厚：h=100mm＞/40=3900/40=97.5mm10.2.2.板的计算（按双向板弹性理论计算。）图23板的布置图（1）A、B区格楼板（客房）板厚100mm0.1×25=2.5kN/m220mm厚水泥砂浆面层0.02×20=0.4kN/m210mm厚混合砂浆天棚抹灰0.010×17=0.17N/m2恒荷载标准值合计活荷载标准值恒载控制时：活载控制时：对称荷载反对称荷载（2）C区格楼板（走廊）水磨石地面100mm厚现浇钢筋混凝土板10mm厚混合砂浆抹灰层83 恒荷载标准值合计：活荷载标准值恒载控制时：活载控制时：对称荷载反对称荷载（3）D区格楼板（卫生间）地砖铺实拍平，1：1水泥浆灌缝1.5厚聚氨酯防水涂料15厚1：2水泥砂浆找坡0.5%-1%100mm厚现浇钢筋混凝土板10厚混合砂浆抹灰总计：活荷载标准值恒载控制时：活载控制时：对称荷载反对称荷载10.3楼板配筋计算计算过程见表62A-A支座：B-B支座：C-C支座：83 A-C支座：B-C支座：B-D支座：表62楼板计算区格AB跨中计算简图支座计算简图区格CD跨中计算简图83 支座计算简图配筋计算见表63、64表63楼板跨中配筋跨中截面h0(mm)m(kN∙m)As(mm2)选配钢筋实配面积As(mm2)A区格l0x800.8×5.723=4.58287Φ8@160314l0y700.8×2.692=2.15154Φ6@180157B区格l0x800.8×2.92=2.34147Φ6@180157l0y700.8×2.574=2.2157Φ6@180157C区格l0x800.8×1.53=1.2276.4Φ4@16078.5l0y700.8×0.545=0.4432Φ4@20062.8D区格l0x800.8×2.878=2.3144Φ6@180157l0y700.8×2.534=2.03145Φ6@180157表64楼板支座配筋支座截面h0(mm)m(kN∙m)As(mm2)选配钢筋实配面积As(mm2)A-A805.53346Φ10@200393B-B805.353335Φ10@200393C-C801.71107Φ6@200141A-C805.075318Φ10@200393B-C804.005251Φ8@180279B-D805.205326Φ10@20039312、楼梯计算12.1楼梯标准层计算12.1.1基本资料：83 12.1.1.1设计概况：该楼梯为现浇整体板式楼梯，楼梯踏步尺寸：。层高3m，楼梯间。12.1.1.2几何参数：楼梯净跨:L1=2700mm楼梯高度:H=1500mm梯板厚:t=100mm踏步数:n=10(阶)上平台楼梯梁宽度:b1=200mm下平台楼梯梁宽度:b2=200mm12.1.1.3荷载标准值：可变荷载：q=3.50kN/m2面层荷载：qm=1.70kN/m2栏杆荷载：qf=0.20kN/m永久荷载分项系数:γG=1.20可变荷载分项系数:γQ=1.40准永久值系数:ψq=0.5012.1.1.4材料信息：混凝土强度等级:C25钢筋强度等级:HPB235平面图及剖面图如下图24楼梯结构平面布置图图25楼梯剖面图12.1.2踏步板BT-1设计12.1.2.1梯段板数据板倾斜角为tanα=1500/2700=0.56,α=29.250,cosα=0.873。取1m宽板带进行计算。梯段板厚要求，h=ln/25～ln/30=2700/25～2430/30=108～90,板厚取h=100mm。12.1.2.2荷载计算(取B=1m宽板带)恒荷载：水磨石面层：（0.3+0.15）0.65/0.3=0.975KN/m踏步重：1/20.30.15251/0.3=1.875KN/m83 混凝土斜板：0.1251/0.873=2.18KN/m板底抹灰：0.01171/0.873=0.15KN/m合计活荷载标准值恒载控制时：活载控制时：12.1.2.3内力计算踏步板跨中弯矩：M=（g+q）ln2/10=11.122.72/10=8.11有效高度h0=100-20=80mm选配Φ12@200，分布筋为每踏步1Φ812.1.3平台板TB-2设计板厚取h=80mm,按单向板设计。取1m宽板带进行计算。h0=80-20=60mm12.1.3.1荷载计算恒荷载：面层：0.65KN/m平台板自重：0.0825=2KN/m板底抹灰：0.0217=0.34KN/m恒荷载标准值合计：活荷载标准值：恒载控制时：活载控制时：83 12.1.3.2内力计算计算跨度跨中弯矩：M=(g+q)l02/8=8.491.32/8=1.79KN/m12.1.3.3配筋计算板有效高度h0=80-20=60mm选配Φ6@200，12.1.4平台板TB-3设计板厚取h=100mm,按单向板设计。取1m宽板带进行计算。h0=100-20=80mm12.1.4.1荷载计算恒荷载：面层：0.65KN/m平台板自重：0.1025=2.5KN/m板底抹灰：0.0217=0.34KN/m恒荷载标准值合计：活荷载标准值：恒载控制时：活载控制时：12.1.4.2内力计算计算跨度跨中弯矩：M=(g+q)l02/8=9.11.962/8=4.37KN/M12.1.4.3配筋计算板有效高度h0=100-20=80mm83 选配Φ8@180，12.1.5平台梁TL-1设计梁宽取b=200mm,高取h=300mm12.1.5.1荷载计算恒荷载：梯段板传来：7.12.7/2=9.59KN/m平台板传来：3.591.3/2=2.33KN/m平台梁自重：0.2(0.3-0.08)25=1.1KN/m平台梁粉刷重：0.02(0.3-0.08)172=0.15KN/m恒荷载标准值合计：活荷载标准值：3.5×(2.7/2+1.3/2)=7KN/m恒载控制时：活载控制时：12.1.5.2内力计算弯矩设计值：M=Pl02/8=24.9×2.72/8=22.7剪力设计值：V=Pl0/2=24.92.7/2=33.6KN12.1.5.3配筋计算平台梁按倒L形计算：梁的有效高度：h0=300-35=265mm83 选配6Φ10，斜截面受剪承载力计算：，截面尺寸满足要求。，仅需要按构造要求配置箍筋，选配双肢。12.2楼梯首层计算12.2.1基本资料：12.2.1.1设计概况：该楼梯为现浇整体板式楼梯，楼梯踏步尺寸：。层高3.6m，楼梯间。12.2.1.2几何参数：楼梯净跨:L1=3000mm楼梯高度:H=1650mm梯板厚:t=100mm踏步数:n=11(阶)平台楼梯梁宽度:b1=200mm12.2.1.3荷载标准值：可变荷载：q=3.50kN/m2面层荷载：qm=1.70kN/m2栏杆荷载：qf=0.20kN/m永久荷载分项系数:γG=1.20可变荷载分项系数:γQ=1.40准永久值系数:ψq=0.5012.2.1.4材料信息：混凝土强度等级:C25钢筋强度等级:HPB235平面图及剖面图如下83 图26楼梯结构平面布置图图27楼梯剖面图12.2.2踏步板BT-1设计12.2.2.1梯段板数据板倾斜角为tanα=1650/3000=0.55,α=28.80,cosα=0.876。取1m宽板带进行计算。梯段板厚要求，h=ln/25～ln/30=3000/25～3000/30=120～100,板厚取h=100mm。12.2.2.2荷载计算(取B=1m宽板带)恒荷载：水磨石面层：（0.3+0.15）0.65/0.3=0.975KN/m踏步重：1/20.30.15251/0.3=1.875KN/m混凝土斜板：0.1251/0.873=2.86KN/m板底抹灰：0.01171/0.873=0.20KN/m合计活荷载标准值恒载控制时：活载控制时：12.2.2.3内力计算踏步板跨中弯矩：M=（g+q）ln2/10=1232/10=10.8有效高度h0=100-20=80mm选配Φ12@160，分布筋为每踏步1Φ812.2.3平台板TB-2设计板厚取h=80mm,按单向板设计。取1m宽板带进行计算。h0=80-20=60mm12.2.3.1荷载计算恒荷载：83 面层：0.65KN/m平台板自重：0.0825=2KN/m板底抹灰：0.0217=0.34KN/m恒荷载标准值合计：活荷载标准值：恒载控制时：活载控制时：12.2.3.2内力计算计算跨度跨中弯矩：M=(g+q)l02/8=8.491.32/8=1.79KN/m12.2.3.3配筋计算板有效高度h0=80-20=60mm选配Φ6@190，12.2.4平台梁TL-1设计梁宽取b=200mm,高取h=300mm12.2.4.1荷载计算恒荷载：梯段板传来：7.13/2=10.65KN/m平台板传来：3.591.3/2=2.33KN/m平台梁自重：0.2(0.3-0.08)25=1.1KN/m平台梁粉刷重：0.02(0.3-0.08)172=0.15KN/m恒荷载标准值合计：活荷载标准值：3.5×(3/2+1.3/2)=7.53KN/m恒载控制时：83 活载控制时：12.2.4.2内力计算弯矩设计值：M=Pl02/8=26.87×32/8=30.23剪力设计值：V=Pl0/2=26.873/2=40.3KN12.2.4.3配筋计算平台梁按倒L形计算：梁的有效高度：h0=300-35=265mm选配5Φ12，12.2.4.3斜截面受剪承载力计算：，满足要求。，仅需要按构造要求配置箍筋，选配双肢。13基础设计基础下设100mm厚C10的素混凝土垫层。基础平面布置图如图28所示。83 图28基础平面布置图13.1作用于基础顶面上的荷载计算13.1.1A轴基础13.1.1.1标准组合框架柱传来（轴心力）：底面外纵墙和基础梁传来（偏心力）：。见表65。13.1.1.2基本组合框架柱传来（轴心力）：及相应的、：，，及相应的、：，，及相应的、：，，底面外纵墙和基础梁传来（偏心力）：。组合值见表66。13.1.2C轴基础13.1.2.1标准组合框架柱传来（轴心力）：底面外纵墙和基础梁传来（偏心力）：。见表65。83 13.1.2.2基本组合框架柱传来（轴心力）：及相应的、：，，及相应的、：及相应的、：，，底面外纵墙和基础梁传来（偏心力）：。组合值表66。表65础顶面作用力的标准组合A轴C轴24.64-10.646-978.28-2233.39-13.513.43-54.22-18表66基础顶面作用力的基本组合A轴C轴27.14-1.7832.2927.14-1.78-1254.12-1112.69-1141.08-2813.18-2560.21-15.894.19-17.35-15.89-4.19-65.064-21.613.2A柱基础的计算13.2.1初步确定基础尺寸A柱采用柱下独立基础。13.2.1.1选择基础埋深d=1.1m＞0.5m，地基承载力特征值需要进行深度修正。12.2.1.2地基承载力特征值修正人工填土，，假定基础宽度，13.2.1.3基础尺寸先按轴心荷载作用下，估算基底面积：83 考虑偏心影响，将基底面积增加20%，即选用正方形截面：，实际基底面积为。,与假设相符，地基承载力不必对宽度进行修正。初步确定基础高。基础尺寸如图28所示。13.2.2地基承载力验算（采用标准组合）作用与基底的竖向力作用与基底的弯矩图28A柱基础平、立、剖面图基础底面抗弯刚度83 地基承载力满足要求。13.2.3冲切验算（采用基本组合）取最大基底净反力进行冲切验算。有以下两种组合。（1），，，（2），，，取第（1）种基本组合中进行冲切验算，锥形基础取柱与基础交接处进行冲切验算。，冲切验算满足要求。13.2.4基础底面配筋计算（采用基本组合）计算截面取柱边，采用基底净反力最大的基本组合进行配筋计算。83 选配10@150的受力钢筋，两个方向采取相同配筋，另一方向选配10@150的受力钢筋。其它基础计算过程同上。致谢经过一个学期的忙碌，毕业设计已经接近尾声。本次设计我虽然付出了很多辛劳和汗水，但若没有导师的指导和教诲，没有同学的帮助和支持，我的毕业设计不可能顺利地完成。当我打完毕业论文的最后一个字符，涌上心头的不仅是长途跋涉后抵达终点的欣喜，更是源自心底的诚挚谢意。在此，我要感谢每一个帮助过我的人。  83 首先,我要感谢我的指导老师***。***老师身体力行、兢兢业业地为我们排忧解难，在我做毕业设计的每个阶段，都给予我细心的指导和帮助。作为一名学生，能得到老师这样的细心指导和关心，我很感激。希望***老师身体健康，平安快乐。其次，我要感谢其他组的指导老师。在他们的课堂上我学会了很多专业知识，让我在毕业设计当中能够迎难而上，利用所学知识解决各种问题。他们都肩负起了作为一位老师的责任，我衷心地感谢他们。最后，我要感谢我的同学和朋友。在做设计的过程中，我与很多同学讨论、研究，互相借阅资料，发表意见，齐心协力，共同进步。当我们经过讨论，达成一致意见时，我就会有一种胜利与骄傲的喜悦，同时也充满了奋进的激情。我的毕业设计凝聚了很多同学和朋友的力量，在此，我深深地感谢他们。对各方面的衷心感谢之情难以用言语尽表，谨以此文献给培养、抚育过我的母校，献给支持、爱护和帮助过我的师长、同学和朋友们！参考文献[1]GB50010-2002混凝土结构设计规范．北京：中国建筑工业出版社，2002[2]JGJ3-2002J186-2002高层建筑混凝土结构技术规程．北京：中国建筑工业出版社，2002[3]GB50011-2001建筑抗震设计规范．北京：中国建筑工业出版社，2002[4]GB50009-2001建筑结构荷载规范．北京：中国建筑工业出版社，2002[5]GB50007-2002建筑地基基础规范．北京：中国建筑工业出版社，2002[6]03ZG2042中南地区建筑标准结构图集．湖北：湖北科学技术出版社，200383 [7]04G101-4国家建筑标准设计图集．北京：中国建筑标准设计研究院发行，2006[8]沈蒲生、梁兴文著．混凝土结构设计（第3版）．北京：高等教育出版社，2008[9]沈蒲生、梁兴文著．混凝土结构设计原理（第3版）．北京：高等教育出版社，2008[10]王成华、顾晓鲁著．基础工程学．天津：天津大学出版社，2002[11]中南建筑科学研究院著．混凝土结构设计．北京：中国建筑工业出版社，2002[12]朱炳寅、陈富生著．建筑结构设计新规范综合应用设计．北京：中国建筑工业出版社，2004[13]沈蒲生著．高层建筑结构设计例题．北京：中国建筑工业出版社，2004[14]方鄂华．钱稼茹．叶列平著．高层建筑结构设计．北京：中国建筑工业出版社，2003[15]郭继武著．建筑抗震设计．北京：中国建筑工业出版社，2004[16]周果行著．房屋结构毕业设计指南．北京：中国建筑工业出版社，2003[17]王胜明等著．建筑结构实训指导．北京：科学出版社，2003[18]赵顺波主编．混凝土结构设计原理．上海：同济大学出版社，2004.783'