【《杭州市某4层行政楼的框架结构设计》12000字】

杭州市某4层行政楼的框架结构设计摘要

本次毕业设计是杭州市杭州某行政楼，框架结构。根据当地地取的经济条件，结合规范设计满足大众要求的经济、适用的行政楼。总建筑面积是3599m2

，总建筑高度13.8m，本工程主体是框架结构，抗震设防烈度等级是7度，其使用年限是50年。

该设计分是两部分：

第一部分是建筑部分，总平面设计，建筑的平面、立面、剖面设计。主要解决建筑的平面布局和立面设计。

第二部分是结构设计，确定梁、板、柱的截面尺寸。计算各楼层集中风荷载标准值；计算柱的抗侧刚度，计算地震作用下结构的水平内力；计算竖向荷载作用下结构的内力，并与水平力进行内力组合；由内力组合得出的结构各构件的最不利内力，对结构各构件进行截面和配筋设计；根据建筑结构及场地地质条件确定采用桩基础，并对一榀框架进行桩基础设计。关键词：矩形结构，弯矩分配，板传荷载目录前言 11建筑设计 22结构设计 32.1计算前准备 32.2框架计算简图及梁柱线刚度 32.3竖向荷载计算 62.4抗震计算 412.5风荷载计算 572.6内力组合 712.7梁、柱截面设计与配筋计算 892.8基础设计 96结论 100参考文献 1021建筑设计题目：杭州某行政楼设计根据建筑方案，设计建筑总面积约是3599m2，建筑总高度是13.8m。采用钢筋混凝土框架结构，建筑层数是四层，建筑主体长度是50.8m，宽度是13.6m。1.气象资料(1)基本风压值：0.45kN/m2(2)基本雪压值：0.45kNN/m22.工程地质资料地质报告:各岩土层力学指标见下表1。表1各岩土层力学指标汇总表层号岩土层名称fak（kPa）模量（Mpa）γ（kN/m³）Ck（Kpa）Φk（度）厚度（m）素填土//16*101.8②粉质粘土1806.19/Es1-219.026.012.54.95②-1细砂17015/E0223.55②-2粉质粘土1203.89/Es1-219.524.912.21.17③粗砾砂26020/E0302.54③-1细砂19015/E0252.66④砾砂28025/E0354.77④-1粘土2008.09/Es1-219.141.412.11.25⑤强风化安山岩50025/E02226.3*251.63⑥中等风化安山岩fa（kpa）18001.0×104/E22.5*402、建设地点的地理情况：地形较平坦，无障碍物影响施工，周围空地可供施工使用，地下无埋设物，场地类别为Ⅱ类。3、4.抗震设防烈度本工程抗震设防烈度是7度，设计基本地震加速度值是0.10g。场地类别：I类场地。设计地震分组：第一组。5.荷载资料(1)行政楼楼面活载，查《建筑结构荷载规范》(GB50009-2011)，确定楼面活载标准值是:办公室:2.0KN/㎡;会议室:2.0KN/㎡;档案室:2.5KN/㎡;储藏室:5.0KN/㎡;厕所:2.0KN/㎡;陈列室:3.5KN/㎡;微机房:3.0KN/㎡;屋面:0.5KN/㎡;走廊楼梯:2.5KN/㎡(2)屋面构造35厚490mm×490mm的C40预制钢筋混凝土架空板、防水层、20mm厚1:3水泥砂浆找平层，现浇钢筋混凝土屋面板、12mm厚纸筋石灰粉平顶。(3)楼面构造水泥楼面：10mm厚1:2水泥砂浆面层压实抹光、15mm厚1:3水泥砂浆找平层、现浇钢筋混凝土楼面板、12mm厚纸筋石灰粉平顶；(4)围护墙：围护墙采用200mm厚非承重空心砖(190mm×190mm×190mm,重度3.6KN/㎡),M5混合砂浆砌筑，双面粉刷(重度3.6KN/㎡)。2结构设计2.1基本资料2.1.1相关数据1、本工程为不上人屋面，根据相关规范查得，荷载取0.5kN/m2、抗震设防烈度为7度，设计地震分组为第一组，设计基本地震加速度值为0.10g。3、根据规范及相关要求，柱、梁、楼板的钢筋强度等级小于C40，钢筋强度等级采用HRB400。4基本风压为0.45kN/m5、基本雪压为0.45kN/m2.1.2结构选型及布置估算构件尺寸：1.结构体系选型：整体采用钢筋混凝土现浇框架结构体系2.屋面结构：采用现浇钢筋混凝土肋形屋盖，刚柔性相结合的屋面，板厚120㎜。4.楼梯结构：采用钢筋混凝土板式楼梯5.估算构件尺寸：框架梁高度取值范围为ℎb=1/12~1/18l0，框架柱长边ℎc=1/12~1/6H0，梁截面高度h=(1/12-1/18)×7200=400㎜-600㎜,取h=500㎜。梁截面宽度b=（1/3-1/2）×700=233㎜-350㎜,取b=250㎜。满足轴向压力比要求的柱截面尺寸如下：Ac≥1.3×7.2×3.9×2.2结构选型及布置2.2.1确定框架计算简图H高差=0.45m，H埋深=1m，h=3.3m，H总=H高差+H埋深+h=4.75m,H2-5=3.3m,一榀框架面积190.08㎡图2.1一榀框架导荷图2.2.2框架梁，柱的线刚度计算（1）、柱子的计算I=bH3/12i=EI/L底层柱：L=3.3m+0.45m+1m=4.75mi=EI/L=(3.15×107KN/㎡×0.54/12)/4.75m=3.454×104KN·m其余层柱：L=3.3mi=EI/L=（3.15×107KN/㎡×0.54/12）/3.3m=4.972×104KN·m（2）、梁的计算对于中框架梁，取I=2I0AB跨梁：L=6mi=EI/L=（3.15×107KN/㎡×2×0.25×0.53/12)/6m=2.734×104KN·mBC跨梁：L=1.8mi=EI/L=（3.15×107KN/㎡×2×0.25×0.53/12)/1.8m=9.115×104KN·mCD跨梁：L=5.4mi=EI/L=（3.15×107KN/㎡×2×0.25×0.53/12)/5.4m=3.038×104KN·m令其余各层柱i=1.0，其余各杆件按照比例可求得相对线刚度，如下：AB跨梁：i=2.734×104/4.972×104=0.550BC跨梁：i=9.115×104/4.972×104=1.833CD跨梁：i=3.038×104/4.972×104=0.611底层柱：i=1.329×105/4.972×104=0.267图2.2梁柱相对线刚度图2.3竖向荷载计算2.3.1恒载标准值计算（1）屋面保护层：40厚彩色水泥砖0.040m×19.8KN/m3=0.792KN/㎡隔离层：3厚c20水泥砂浆0.003m×20KN/m3=0.06KN/m3防水层：油毡防水层三毡四油上铺小石子0.45KN/㎡基层处理剂一道0.2KN/㎡找平层：20厚1：3水泥砂浆抹平0.020m×20KN/m3=0.4KN/㎡保温层：80厚新型合成材料聚氨酯泡沫板0.080m×15.9KN/m3=1.272KN/㎡找坡层：60厚水泥珍珠岩找坡层2%，1：80.06m×15KN/m3=0.90KN/㎡结构层：120厚现浇钢筋混凝土屋面板0.12m×25KN/m3=3.0KN/㎡考虑二次装修0.5KN/㎡合计：7.574KN/㎡（2）标准层楼面磨光25mm花岗岩石板，后板刮水泥泥浆，薄水泥泥浆抹接缝0.025m×28kN/m3=0.7kN/㎡30厚1：3干硬性水泥砂浆粘结层0.030m×20kN/m3=0.60kN/m23厚高分子防水凃料0.003×25kN/m³=0.075kN/m2基层处理剂0.2kN/㎡40厚C20细石砼找坡抹平0.040m×25kN/m³=1.00kN/㎡5mm厚素水泥浆0.005m×22kN/m³=0.11kN/㎡120厚现浇钢筋砼楼板0.120m×25kN/m3=3.0kN/㎡抹灰层：20m混合砂浆0.020m×17kN/m3=0.340kN/m2合计：6.025kN/m2（3）梁自重截面①：b×h=250㎜×500㎜（主梁）屋面梁25kN/m3×0.25m×0.5m=3.125kN/m抹灰ん=25mm混合砂浆0.025m×17kN/m3×（0.5m×2+0.25m）=0.531kN/m合计：3.656kN/m楼面梁25kN/m3×0.25m×0.5=3.125kN/m抹灰层ん=25mm混合砂浆0.025m×17kN/m3×（0.5m×2+0.25m）=0.531kN/m合计：3.656kN/m截面②：b×h=200㎜×400㎜（次梁）屋面梁25kN/m3×0.2m×0.4=2.00kN/m抹灰层ん=25mm混合砂0.025m×17kN/m3×（0.4m×2+0.2m）=0.425kN/m合计：2.425kN/m楼面梁25kN/m3×0.2m×0.4=2.00kN/m抹灰层ん=25mm混合砂0.025m×17kN/m3×（0.4m×2+0.2m）=0.425kN/m合计：2.425kN/m（4）基础梁:b×h=200㎜×400㎜梁自重25kN/m3×0.2m×0.4m=2.000kN/m（5）柱:b×h=500㎜×500㎜柱自重25kN/m3×0.50m×0.50m=6.250kN/m抹灰层：ん=25mm混合砂浆0.025m×17kN/m3×0.50m×4=0.850kN/m合计：7.100kN/m（6）外纵墙自重①标准层：面砖h=10mm0.01m×20kN/m³×4.8m=0.96kN/m5厚1：0.2：2.5砂浆为水泥石灰膏的材料进行找平0.005m×12kN/m2=0.06kN/m10厚1:1:6砂浆为水泥膏体材料刷底或划线0.010m×12kN/m2=0.12kN/m5厚特殊砂浆基层，粗糙表面0.005m×20kN/m2=0.1kN/m加气混凝土砌块墙0.2m×3.3m×7.5kN/m3=4.950kN/m合计：6.190kN/m②底层：外墙弹性涂料0.2m×（5.1-0.65-2.1）m×1.1kN/m3=0.517kN/m5厚抗裂砂浆复合耐碱玻纤网格布0.005KN/m10厚粘贴型胶粉聚苯颗粒找平层0.5kN/m2×（4.2-2.1）m=1.05kN/m刷专用界面砂浆0.5kN/m2×（5.1-0.65-2.1）m=1.175kN/m塑钢窗0.35KN/m2×2.1m=0.735kN/m加气混凝土砌块墙0.2m×7.5kN/m2×（5.1-0.65-2.1）m=3.525kN/m合计：7.007kN/m（7）内纵墙自重10厚面砖，擦缝材料擦缝0.010m×20kN/m³×3.6m=0.720kN/m粘剂选用5mm厚的瓷砖胶，挤压揉实0.005m×9.3kN/m2=0.047kN/m5厚聚合物水泥防水涂料0.005m×23kN/㎡=0.115kN/mh=5mm专用砂浆打底，表面刮糙或甩毛0.005m×20kN/m2=0.100kN/m加气混凝土砌块墙0.2m×3.3m×7.5kN/m3=4.950kN/m墙面是用水泥粉刷0.36kN/m2×5.0m×2=3.60kN/m合计：9.532kN/m2.3.2活载标准值计算屋面和楼面活荷载标准值《建筑结构荷载规范》查得：不上人屋面、楼梯标准值分别为0.5kN/m2、3.5kN/m2；（2）屋面活荷载与雪荷载不同时考虑，两者中取较大值0.5kN/m2。2.3.3竖向荷载作用下框架内力计算取③轴横向框架为计算单元,计算单元宽度b=7.2m一、框架梁1.AB轴间框架梁(1).屋面板传荷载：恒载：{7.574kN/m2×[1-2×(1.8/6)2+(1.8/6)3]×1.8m}×2=23.095KN/m活载：{0.50kN/m×[1-2×(1.8/6)2+(1.8/6)3]×1.8m}×2=1.525KN/m屋面梁自重：=3.656KN/m=2\*GB2⑵.楼面板传荷载：恒载：{6.025kN/m2×[1-2×(1.8/6)2+(1.8/6)3]×1.8m}×2=18.371KN/m活载：{2.5kN/m2×[1-2×(1.8/6)2+(1.8/6)3]×1.8m}×2=10.672KN/m楼面梁自重：=3.656KN/m所以，AB轴间框架梁均布荷载为：屋面梁：3.656KN/m+23.095KN/m=26.751KN/m活荷载=板传荷载=1.525KN/m楼面梁：3.656KN/m+18.371KN/m=22.027KN/m活荷载=板传荷载=10.672KN/m2.BC轴间框架梁=1\*GB2⑴.屋面板传荷载：板传至梁上的三角形或梯形荷载等效为均布荷载恒载：7.574kN/m2×0.9m=6.817KN/m活载：0.5kN/m2×0.9m=0.450KN/m屋面梁自重：=3.656KN/m=2\*GB2⑵.楼面板传荷载：恒载：6.025kN/m2×0.9=5.423KN/m活载：2.5kN/m2×0.9=2.250KN/m楼面梁自重：=3.656KN/m所以，BC轴间框架梁均布荷载为：屋面梁：恒载=屋面梁自重+板传荷载3.656KN/m+6.817KN/m=10.473KN/m活载=板传荷载=0.450KN/m楼面梁：恒载=楼面梁自重+板传荷载3.656KN/m+5.423KN/m=9.079KN/m活载=板传荷载=2.250KN/m3.CD轴间框架梁=1\*GB2⑴.屋面板传荷载：恒载：{7.574kN/m2×[1-2×(1.8/5.4)2+(1.8/5.4)3]×1.8m}×2=22.217KN/m活载：{0.5kN/m2×[1-2×(1.8/5.4)2+(1.8/5.4)3]×1.8m}×2=1.467KN/m屋面梁自重：=3.656KN/m=2\*GB2⑵.楼面板传荷载：恒载：{6.025kN/m2×[1-2×(1.8/5.4)2+(1.8/5.4)3]×1.8m}×2=17.673KN/m活载：{2.5kN/m2×[1-2×(1.8/5.4)2+(1.8/5.4)3]×1.8m}×2=7.333KN/m楼面梁自重：=3.656KN/m所以，CD轴间框架梁均布荷载为：屋面梁：恒载=屋面梁自重+板传荷载3.656KN/m+22.217KN/m=25.873KN/m活载=板传荷载=1.467KN/m楼面梁：恒载=楼面梁自重+板传荷载3.656KN/m+17.673KN/m=21.329KN/m活载=板传荷载=7.333KN/m（二）柱1.A轴柱纵向集中荷载的计算①顶层柱：女儿墙本身的重量：0.2m×1m×8kN/m3+(0.20m+0.6m×2)×0.5kN/m2=2.3kN/m顶层柱恒荷载=女儿墙自重+梁自重+板传荷载2.3kN/m×(3.6+3.6)m+3.656kN/m×(7.2-0.5)m+2.425kN/m×(6/2)m+(7.574kN/m2×5/8×3m×1.8m)×2+7.574kN/m2×[1-2(1.8/6)2+(1.8/6)3]×1.8m×3m×2=168.739kN顶层柱活荷载=板传荷载(0.5kN/m2×5/8×3.6m×1.8m)×2+0.5/m2×[1-2×(1.8/6)2+(1.8/6)3]×1.8m×3m×2=8.624KN②标准层柱：二至三楼柱恒载值=墙自重+梁自重+板传荷载6.190kN/m×(7.2-0.5)m+3.656kN/m×(7.2-0.5)+2.425kN/m×(6÷2)+6.025kN/m2×5/8×3.6m×1.8m×2+6.025kN/m2×[1-2×(1.8/6)2+(1.8/6)3]×2×3.6m×1.8m=128.743KN二至三楼柱活载=板传活载2.5kN/m2×5/8×3.6m×1.8m×2+2.5kN/m2×[1-2×(1.8/6)2+(1.8/6)3]×2×3m×1.8m=43.119KN③基础顶面恒载=底层外纵墙自重+基础梁自重7.007kN/m×(3.6+3.6-0.5)m+2.000kN/m×(3.6+3.6-0.5)=60.347KN2.B轴柱纵向集中荷载计算①顶层柱：顶层柱恒荷载=梁自重+板传荷载2.425kN/m×(3.6+3.9)+3.656kN/m×(3.6×2-0.5)+7.574kN/m2×5/8×1.8m×2×3.6m+7.574kN/m2×[1-2×(1.8/6)2+(1.8/6)3]×2×3.6m×1.8m+7.574kN/m2×0.9m×7.2m=236.252KN顶层柱活荷载=板传荷载0.5kN/m2×5/8×1.8m×2×3.6m+0.5kN/m2×[1-2×(1.8/6)2+(1.8/6)3]×2×3.6m×1.8m+0.5kN/m2×0.9m×7.2m=12.779KN②标准层柱：二至三楼柱恒载=梁自重+板传荷载3.656kN/m×(3.6×2-0.5)+2.425kN/m×(3.6+3.9)+6.025kN/m2×5/8×1.8m×2×3.6m+6.025kN/m2×[1-2×(1.8/6)2+(1.8/6)3]×2×3.6m×1.8m+6.025kN/m2×0.9m×7.2m=196.664KN二至三楼柱活载=板传活载2.5kN/m2×5/8×1.8m×2×3.6m+2.5kN/m2×[1-2×(1.8/6)2+(1.8/6)3]×2×3.6m×1.8m+2.5kN/m2×0.9m×7.2m=63.893KN③基础顶面恒载=基础梁自重2.000kN/m×(3.6+3.6-0.5)=13.400KN3.C轴柱纵向集中荷载计算①顶层柱：顶层柱恒载=梁自重+板传荷载2.425kN/m×(3.6+3.9)+3.656kN/m×(3.6×2-0.5)+7.574kN/m2×5/8×1.8m×2×3.6m+7.574kN/m2×[1-2×(1.8/5.4)2+(1.8/5.4)3]×2×3.6m×1.8m+7.574kN/m2×0.9m×7.2m=233.093KN顶层柱活荷载=板传荷载0.5kN/m2×5/8×1.8m×2×3.6m+0.5kN/m2×[1-2×(1.8/5.4)2+(1.8/5.4)3]×2×3.6m×1.8m+0.5kN/m2×0.9m×7.2m=12.570KN②标准层柱：二至三楼柱恒载=梁自重+板传荷载3.656kN/m×(3.6×2-0.5)+2.425kN/m×(3.6+3.9)+6.025kN/m2×5/8×1.8m×2×3.6m+6.025kN/m2×[1-2×(1.8/5.4)2+(1.8/5.4)3]×2×3.6m×1.8m+6.025kN/m2×0.9m×7.2m=194.151KN二至三楼柱活载=板传活载2.5kN/m2×5/8×1.8m×2×3.6m+2.5kN/m2×[1-2×(1.8/5.4)2+(1.8/5.4)3]×2×3.6m×1.8m+2.5kN/m2×0.9m×7.2m=62.85KN③基础顶面恒载=基础梁自重2.000kN/m×(3.6+3.6-0.5)=13.400KND轴柱纵向集中荷载计算①顶层柱：女儿墙本身的重量：0.2m×1m×8kN/m3+(0.20m+0.6m×2)×0.5kN/m2=2.3kN/m顶层柱恒荷载=女儿墙自重+梁自重+板传荷载2.3kN/m×(3.6+3.6)m+3.656kN/m×(7.2-0.5)m+2.425kN/m×(5.4/2)m+(7.574kN/m2×5/8×2.7m×1.8m)×2+7.574kN/m2×[1-2×(1.8/5.4)2+(1.8/5.4)3]×1.8m×2.7m×2=153.601KN顶层柱活荷载=板传荷载(0.5kN/m2×5/8×3.6m×1.8m)×2+0.5/m2×[1-2×(1.8/5.4)2+(1.8/5.4)3]×1.8m×2.7m×2=8.010KN②标准层柱：二至三楼柱恒载值=墙自重+梁自重+板传荷载6.190kN/m×(7.2-0.5)m+3.656kN/m×(7.2-0.5)+2.425kN/m×(5.4/2)+6.025kN/m2×5/8×2.7m×1.8m×2+6.025kN/m2×[1-2×(1.8/5.4)2+(1.8/5.4)3]×2×2.7m×1.8m=156.836KN二至三楼柱活载=板传活载2.5kN/m2×5/8×3.6m×1.8m×2+2.5kN/m2×[1-2×(1.8/5.4)2+(1.8/5.4)3]×2×2.7m×1.8m=40.05KN③基础顶面恒载=基础梁自重2.000kN/m×(3.6+3.6-0.5)=13.400KN7.007kN/m×(3.6+3.6-0.5)m+2.000kN/m×(3.6+3.6-0.5)=60.347KN图2.3竖向受荷总图图2.4一榀框架梁受荷图（括号为活载）2.3.4用弯矩二次分配法计算框架弯矩框架弯矩的计算采用弯矩二次分配法，计算结果如下:表2.1恒荷载的弯矩二次分配法计算表层数ABCD上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱40.6450.3550.1630.2960.5420.5320.2900.1770.3790.6210.000-80.25380.2530.000-0.9870.9870.000-62.87162.8710.00051.76328.490-12.920-23.463-42.96232.92217.94610.953-23.828-39.04312.957-6.46014.245-4.68016.461-21.4813.656-11.9145.477-7.538-4.190-2.306-4.242-7.704-14.10615.8218.6245.2640.7811.28060.530-60.53077.335-35.847-41.59428.25030.226-58.56845.301-45.3013上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.3920.3920.2160.2070.1440.1440.5050.5050.1440.1440.2070.4180.2910.2910.000-66.08166.0810.000-0.9870.9870.000-51.82951.8290.00025.91425.91414.253-13.461-9.361-9.361-32.89925.6967.3117.31110.513-21.678-15.075-15.07525.88212.957-6.7307.126-11.731-4.68012.848-16.4508.9733.656-10.8395.257-19.521-7.538-12.592-12.592-6.925-0.737-0.512-0.512-1.8017.4092.1082.1083.0319.1196.3426.34239.20426.280-65.48459.010-21.604-14.553-22.83917.64318.39213.075-49.12344.527-28.255-16.2712上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.3920.3920.2160.2070.1440.1440.5050.5050.1440.1440.2070.4180.2910.2910.000-66.08166.0810.000-0.9870.9870.000-51.82951.8290.00025.91425.91414.253-13.461-9.361-9.361-32.89925.6967.3117.31110.513-21.678-15.075-15.07512.95718.184-6.7307.126-4.680-4.93412.848-16.4503.6563.853-10.8395.257-7.538-8.408-9.573-9.573-5.265-2.142-1.490-1.490-5.2369.9972.8442.8444.0904.4713.1093.10929.29834.525-63.82457.604-15.531-15.784-26.27420.23013.81114.009-48.06439.878-19.504-20.3751上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.5500.1470.3030.2180.1520.0970.5330.5330.1520.0970.2180.4670.3240.2090.000-66.08166.0810.000-0.9870.9870.000-51.82951.8290.00036.3689.71020.003-14.189-9.867-6.314-34.69327.0977.7074.93211.082-24.190-16.817-10.81712.957-7.09510.001-4.68013.549-17.3473.656-12.0955.541-7.538-3.226-0.861-1.775-4.113-2.860-1.830-10.05713.7433.9092.5015.6210.9320.6480.41746.0998.849-54.94857.780-17.408-8.144-32.18824.48115.2717.433-47.22134.112-23.707-10.4004.424-4.0723.716-5.200得到恒载最终弯矩图如下：图2.5恒荷载未调幅框架弯矩图（单位kN/m）图2.6恒荷载调幅0.85后框架弯矩图（单位kN/m）表2.1活荷载的弯矩二次分配法计算表层数ABCD上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱40.6450.3550.1630.2960.5420.5320.2900.1770.3790.6210.000-4.5754.5750.0000.0000.0000.000-3.5653.5650.0002.9511.624-0.746-1.354-2.4801.8971.0340.631-1.351-2.2146.278-0.3730.812-2.3020.948-1.2401.281-0.6760.316-2.591-3.809-2.0960.0880.1600.2940.3370.1840.1120.8631.4135.420-5.4204.730-3.496-1.2380.9942.499-3.4973.392-3.3923上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.3920.3920.2160.2070.1440.1440.5050.5050.1440.1440.2070.4180.2910.2910.000-32.01632.0160.0000.0000.0000.000-17.81917.8190.00012.55512.5556.905-6.621-4.604-4.604-16.1819.0062.5622.5623.685-7.453-5.183-5.1831.4756.278-3.3103.453-0.677-2.3024.503-8.0910.5171.281-3.7271.842-1.107-2.591-1.742-1.742-0.958-1.029-0.716-0.716-2.5155.0641.4411.4412.0720.7760.5400.54012.28817.091-29.37927.819-5.997-7.621-14.1935.9794.5205.284-15.78912.985-5.750-7.2352上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.3920.3920.2160.2070.1440.1440.5050.5050.1440.1440.2070.4180.2910.2910.000-32.01632.0160.0000.0000.0000.000-17.81917.8190.00012.55512.5556.905-6.621-4.604-4.604-16.1819.0062.5622.5623.685-7.453-5.183-5.1836.2788.810-3.3103.453-2.302-2.4274.503-8.0911.2811.351-3.7271.842-2.591-2.891-4.619-4.619-2.540-0.667-0.464-0.464-1.6314.6421.3211.3211.8991.5221.0591.05914.21416.747-30.96128.181-7.370-7.495-13.3095.5585.1645.234-15.96113.731-6.716-7.0151上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.5500.1470.3030.2180.1520.0970.5330.5330.1520.0970.2180.4670.3240.2090.000-32.01632.0160.0000.0000.0000.000-17.81917.8190.00017.6204.7059.691-6.979-4.853-3.106-17.0649.4972.7011.7283.884-8.317-5.782-3.7196.278-3.4894.846-2.3024.748-8.5321.281-4.1581.942-2.591-1.535-0.410-0.844-1.590-1.105-0.707-3.8866.0811.7291.1072.4870.3030.2110.13622.3634.295-26.65828.293-8.260-3.813-16.2027.0465.7122.835-15.60611.747-8.162-3.5832.147-1.9061.418-1.792得到活载最终弯矩图如下：图2.7活荷载未调幅框架弯矩图（单位kN/m）图2.8活荷载调幅0.85后框架弯矩图（单位kN/m）（二）1、梁端剪力：四层：VA右=-(-60.530+77.335)/6+26.751×6/2=77.452kNVB左=-(-60.530+77.335)/6-26.751×6/2=-83.054kNVB右=-(-41.594+28.250)1.8+3.656×1.8/2=10.704kNVC左=-(-41.594+28.250)1.8-3.656×1.8/2=4.123kNVC右=-(-58.568+45.301)/5.4+25.873×5.4/2=72.314kNVD左=-(-58.568+45.301)/5.4-25.873×5.4/2=-67.400kN三层：VA右=-(-65.484+59.010)/6+22.027×6/2=67.160kNVB左=-(-65.484+59.010)/6-22.027×6/2=-65.002kNVB右=-(-22.839+17.643)1.8+3.656×1.8/2=6.177kNVC左=-(-22.839+17.643)1.8-3.656×1.8/2=-0.404kNVC右=-(-49.123+44.527)/5.4+21.329×5.4/2=58.439kNVD左=-(-49.123+44.527)/5.4-21.329×5.4/2=-56.737kN二层：VA右=-(-63.824+57.604)/6+22.027×6/2=67.118kNVB左=-(-63.824+57.604)/6-22.027×6/2=-65.044kNVB右=-(-26.274+20.230)/1.8+3.656×1.8/2=6.648kNVC左=-(-26.274+20.230)/1.8-3.656×1.8/2=0.067kNVC右=-(-48.064+39.878)/5.4+21.329×5.4/2=59.104kNVD左=-(-48.064+39.878)/5.4-21.329×5.4/2=-56.072kN首层：VA右=-(-54.948+57.780)/6+22.027×6/2=65.609kNVB左=-(-54.948+57.780)/6-22.027×6/2=-66.553kNVB右=-(-32.188+24.481)/1.8+3.656×1.8/2=7.572kNVC左=-(-32.188+24.481)/1.8-3.656×1.8/2=0.991kNVC右=-(-47.221+34.112)/5.4+21.329×5.4/2=60.016kNVD左=-(-47.221+34.112)/5.4-21.329×5.4/2=-55.161kN柱轴力四层：NA上=172.195+77.452=249.647kNNA下=249.647+20.625=270.272kNNB上=236.252+83.054+10.704=330.010kNNB下=330.010+20.625=350.635kNNC上=236.252+1.546+72.215=310.013kNNC下=310.013+20.625=330.638kNND上=172.195+67.400=239.595kNND下=239.595+20.625=260.220kN三层：NA上=128.743+67.160+270.272=466.175kNNA下=466.175+20.625=486.800kNNB上=196.664+65.002+6.177+350.635=618.478kNNB下=618.478+20.625=639.103kNNC上=196.664+0.426+57.765+330.638=585.493kNNC下=585.493+20.625=606.118kNND上=128.743+56.737+260.220=445.700kNND下=445.700+20.625=466.325kN二层：NA上=128.743+67.118+486.800=682.661kNNA下=682.661+20.625=703.286kNNB上=196.664+65.044+6.648+639.103=907.459kNNB下=907.459+20.625=928.084kNNC上=196.664+0.300+58.109+606.118=861.191kNNC下=861.191+20.625=881.816kNND上=128.743+56.072+466.325=651.140kNND下=651.140+20.625=671.765kN一层：NA上=128.743+65.609+703.286=897.638kNNA下=897.638+29.688=927.326kNNB上=196.664+66.553+7.572+928.084=1198.873kNNB下=1198.873+29.688=1228.561kNNC上=196.664+0.991+60.016+881.816=1142.769kNNC下=1142.769+29.688=1172.457kNND上=128.743+55.161+671.765=855.669kNND下=855.669+29.688=885.357kN柱剪力四层：VA=-(39.204+60.530)/3.3=-30.222KNVB=-(-21.604-35.847)/3.3=17.409KNVC=-(18.392+30.226)/3.3=-14.733KNVD=-(-28.255-45.301)/3.3=22.290KN三层：VA=-(26.28+29.298)/3.3=-16.842KNVB=-(-15.531-14.553)/3.3=9.116KNVC=-(13.811+13.075)/3.3=-8.147KNVD=-(-19.504-16.271)/3.3=10.841KN二层：VA=-(46.099+34.525)/3.3=-24.432KNVB=-(-17.408-15.784)/3.3=10.058KNVC=-(15.271+14.009)/3.3=-8.873KNVD=-(-23.707-20.375)/3.3=13.358KN一层：VA=-(4.424+8.849)/4.75=-2.794KNVB=-(-4.072-8.144)/4.75=2.572KNVC=-(43.716+7.433)/4.75=-10.768KNVD=-(-5.200-10.400)/4.75=3.284KN图2.9恒荷载作用下的最终剪力图（kN）图2.10恒荷载作用下的最终轴力图(kN)（三）梁剪力四层：VA右=-(-5.420+4.730)/6+1.525×6/2=4.690kNVB左=-(-5.420+4.730)/6-1.525×6/2=-4.460kNVB右=-(-1.238+0.994)/1.8=-0.136kNVC左=-(-1.238+0.994)/1.8=-0.136kNVC右=-(-3.497+3.392)/5.4+1.467×5.4/2=3.980kNVD左=-(-3.497+3.392)/5.4-1.467×5.4/2=-3.941kN三层：VA右=-(-29.379+27.819)/6+10.672×6/2=32.276kNVB左=-(-29.379+27.819)/6-10.672×6/2=-31.756kNVB右=-(-14.193+5.979)/1.8=4.563VC左=-(-14.193+5.979)/1.8=4.563VC右=-(-15.789+12.985)/5.4+7.333×5.4/2=20.318kNVD左=-(-15.789+12.985)/5.4-7.333×5.4/2=-19.280kN二层：VA右=-(-30.961+28.181)/6+10.672×6/2=32.479kNVB左=-(-30.961+28.181)/6-10.672×6/2=-31.553kNVB右=-(-13.309+5.558)/1.8=4.306kNVC左=-(-13.309+5.558)/1.8=4.306kNVC右=-(-15.961+13.731)/5.4+7.333×5.4/2=20.212kNVD左=-(-15.961+13.731)/5.4-7.333×5.4/2=-19.386kN首层：VA右=-(-26.658+28.293)/6+10.672×6/2=31.744kNVB左=-(-26.658+28.293)/6-10.672×6/2=-32.289kNVB右=-(-16.202+7.046)/1.8=5.087kNVC左=-(-16.202+7.046))/1.8=5.087kNVC右=-(-15.606+11.747)/5.4+7.333×5.4/2=20.514kNVD左=-(-15.606+11.747)/5.4-7.333×5.4/2=-19.084kN柱剪力四层：VA=-(5.420+12.288)/3.3=-5.366KNVB=-(-3.496-5.997)/3.3=-2.877KNVC=-(2.499+4.520)/3.3=-2.127KNVD=-(-3.392-5.750)/3.3=-2.770KN三层：VA=-(17.091+14.214)/3.3=-9.486KNVB=-(-7.621-7.370)/3.3=-4.543KNVC=-(5.284+5.164)/3.3=-3.166KNVD=-(-7.235-6.716)/3.3=-4.228KN二层：VA=-(16.747+22.363)/3.3=-11.852KNVB=-(-7.495-8.260)/3.3=-4.774KNVC=-(5.234+5.712)/3.3=-3.317KNVD=-(-7.015-8.162)/3.3=-4.599KN一层：VA=-(4.295+2.147)/4.75=-1.356KNVB=-(-3.813-1.906)/4.75=-1.204KNVC=-(2.835+1.418)/4.75=-0.895KNVD=-(-3.583-1.792)/4.75=-1.132KN轴力四层：NA=8.624+4.690=13.314kNNB=12.779+4.460+0.136=17.375kNNC=12.570+0.136+3.980=16.686kNND=8.010+3.941=11.951kN三层：NA=13.314+43.119+32.276=88.709kNNB=17.375+63.893+37.756+4.563=117.587kNNC=16.686+62.850+4.563+20.318=104.417kNND=11.951+40.050+19.280=71.281kN二层：NA=88.709+43.119+32.479=164.307kNNB=117.587+63.893+31.553+4.306=217.339kNNC=104.417+62.850++4.306+20.212=191.785kNND=71.281+40.050+19.386=130.717kN一层：NA=164.307+43.119+31.744=239.170kNNB=217.339+63.893+32.289+5.087=318.608kNNC=191.785+62.850+5.084+20.514=280.236kNND=130.717+40.050+19.084=189.851kN图2.11活荷载作用下的最终剪力图（kN）图2.12活荷载作用下的最终轴力图（kN）2.4抗震计算2.4.1重力荷载代表值计算集中于楼层标高处的计算。1.顶层屋面恒载纵梁自重横梁自重下半层柱自重下半层墙自重女儿墙合计：2.标准层二、三楼顶楼面恒载50%楼面活荷载纵梁自重横梁自重上、下半层柱上、下半层墙合计：3.底层楼面恒载50%楼面活荷载纵梁自重横梁自重上半层柱下半层柱上半层墙下半层墙合计：图2.13各层重力荷载代表值2.4.2横向框架侧移刚度的计算各梁柱的线刚度如下：梁AB线刚度ib=2.734×1010梁BCib=9.115×1010梁CDib=3.038×1010二至四层柱线刚度==4.972×1010一层=1.329×1010表2.3（1）A、B、C、D柱侧移刚度D值计算表柱层数截面b*h层高H(m)线刚度kN·mD=kN/mA2-40.5*0.53.34.9720.5500.2161.183B2.3830.5442.980C2.4440.5503.013D0.6110.2341.282表2.3（2）A、B、C、D柱侧移刚度D值计算表移刚度D值计算表（1）表2.4A、B、C、D柱侧移刚度D值计算表（1）柱层数截面b*h层高H(m)线刚度kN·mD=kN/mA10.5*0.54.751.3292.0570.6300.445B8.9160.8630.610C9.1440.8650.611D2.2860.6500.459表2.4柱侧移刚度D值总计算表层柱ΖAΖBΖCΖD∑ΖI2-41183029800301301282011830+29800+30130+12820=84580144506100611045904450+6100+6110+4590=212502.4.3横向水平作用下框架结构的内力和侧移计算（1）横向框架自振周期计算：采用顶点位移法计算自振周期。表2.5横向框架顶点位移的计算层(kN)∑(kN)(kN/m)层间相对位移∑/(m)位移值(m)41079.9101079.910845800.0120.29931170.6212250.5310.0260.28721170.6213421.1520.0400.26111280.0144701.166212500.2210.221横向地震作用及楼层地震V计算已知：,（4）即=0.85×4701.166kN=3995.991kN.所以1.4=1.40.35s=0.49s=0.557s,δn=0.08T1+0.07=0.08×0.557+0.07=0.115FEK=α1Geq=0.026×3995.991KN=103.896KN顶部附加：Fn=δn×FEK=0.115×103.896KN=11.948KN用公式V计算如下表2.6各层横向地震作用及楼层地震V楼层/43.314.651079.91015820.6820.35544.59044.59033.311.351170.62113286.5480.29827.40171.99123.38.051170.6219423.4990.21119.40191.39214.754.751280.0146080.0670.13612.505103.89614.65—4701.16644610.7961103.896—图2.14图2.15（3）水平地震作用下框架位移计算：表2.7水平地震作用下框架位移层楼层剪力（kN）楼层侧移刚度层间侧移绝对侧移444.590845800.000530.0053533001/6226327.401845800.000850.0048233001/3882219.401845800.001080.0039633001/3055112.505212500.002890.0028947501/1643表中为各层的层间弹性位移角由表得，最大的位移为1/1643<1/550。θē<[θē]=1/550满足要求2.4.4地震荷载下的弯矩、剪力及轴力计算各柱V值，通常取②轴横向框架（1）计算柱的反弯点高度表2.8反弯点位置A轴框架柱层号h/mΥ/m43.30.5500.275000.2750.90833.30.5500.37500.3751.23823.30.5500.4500.451.48514.752.0570.550.552.613B轴框架柱层号h/mΥ/m43.32.3830.41900.4191.38333.32.3830.4690.4691.54823.32.3830.5000.501.65014.758.9160.550.552.613C轴框架柱层号h/mΥ/m43.32.4440.42200.4221.39333.32.4440.4720.4721.55823.32.4440.5000.501.65014.759.1440.550.552.613D轴框架柱层号h/mΥ/m43.30.6110.43100.4311.42233.30.6110.4810.4811.58723.30.6110.5000.501.65014.752.2860.550.552.613（2）计算柱端弯矩、剪力表2.9地震荷载作用A轴框架柱V和梁柱M端层号Vi/kN∑D/(kN/m)Dim/(kN/m)Dim/∑DVim/kNMc上Mc下Ma总444.59084580118300.1406.2370.90814.9185.66314.918371.99184580118300.14010.0691.23820.76312.46626.426291.39284580118300.14012.7831.48523.20118.98235.6661103.8962125044500.20921.7572.61346.49556.85165.477表2.10地震荷载作用下B轴框架柱V和梁柱M端层号Vi/kN∑D/(kN/m)Dim/(kN/m)Dim/∑DVim/kNMc上Mc下Mb左Mb右444.59084580298000.35215.7101.38330.11721.7276.94923.168371.99184580298000.35225.3651.54844.43939.26415.26750.899291.39284580298000.35232.2001.65053.13053.13021.31971.0761103.8962125061000.28729.8242.61363.73477.93126.96589.900表2.11地震荷载作用下C轴框架柱V和梁柱M端层号Vi/kN∑D/(kN/m)Dim/(kN/m)Dim/∑DVim/kNMc上Mc下Mb左Mb右444.59084580301300.35615.8841.39330.29122.12722.7197.572371.99184580301300.35625.6451.55844.67439.95650.10216.699291.39284580301300.35632.5571.65053.71853.71870.25723.4171103.8962125061100.28829.8732.61363.83978.05988.17029.387表2.12地震荷载作用下D轴框架柱V和梁柱M端层号Vi/kN∑D/(kN/m)Dim/(kN/m)Dim/∑DVim/kNMc上Mc下Ma总444.59084580128200.1526.7591.42212.6939.61112.693371.99184580128200.15210.9121.58718.69217.31728.303291.39284580128200.15213.8531.65022.85722.85740.1741103.8962125045900.21622.4422.61347.95858.64070.814⑶梁端弯矩、剪力及柱轴力表2.13各层梁端M、V计算层数梁/kN·m/kN·mVb/kN4AB14.9186.949-3.645BC23.16822.719-25.493CD7.57212.693-3.7533AB26.42615.267-6.949BC50.89950.102-56.112CD16.69928.303-8.3342AB35.66621.319-9.498BC71.07670.257-78.518CD23.41740.174-11.7761AB65.47726.965-15.407BC89.90088.170-98.928CD29.38770.814-18.556表2.14汇总V、N表格层号梁端剪力/kN柱轴力/kNAB跨VbABBC跨VbBCCD跨VbCDA轴NcAB轴C轴D轴VbAB-VbBCNcBVbBC-VbCDNcCNcD43.64525.4933.753-3.645-21.848-21.84821.74021.7403.75336.94956.1128.334-10.593-49.163-71.01147.77869.51812.08629.49878.51811.776-20.091-69.021-140.03266.742136.26123.862115.40798.92818.556-35.498-83.521-223.55380.372216.63342.418最终得到的M如图：图2.16地震荷载作用下框架梁柱M图(单位：kN·m)梁端柱剪力计算四层：VA=--(-14.918-5.663)/3.3=6.237kNVB=-(-30.117-21.727)/3.3=15.710kNVC=-(-30.291-22.127)/3.3=15.884kNVD=-(-12.693-9.611)/3.3=6.759kN三层：VA=-(-20.763-12.466)/3.3=10.069kNVB=-(-44.439-39.264)/3.3=25.365kNVC=-(-44.674-39.596)/3.3=25.536kNVD=-(-18.692-17.317)/3.3=10.912kN二层：VA=-(-23.201-18.982)/3.3=12.783kNVB=-(-53.130-53.130)/3.3=32.200kNVC=-(-53.718-53.718)/3.3=32.556kNVD=-(-22.857-22.857)/3.3=13.853kN首层：VA=-(-46.495-56.851)/4.75=21.757kNVB=-(-63.734-77.931)/4.75=29.824kNVC=-(-63.839-78.059)/4.75=29.873kNVD=-(-47.958-58.640)/4.75=22.442kN图2.17地震作用下的V图(单位：kN)图2.18地震荷载作用下N图(单位：kN)2.5风荷载计算风吹到墙上是面荷载要简化成等效集中荷载，其标准值按:——————表2.15集中风荷载标准值离地高度13.650.651.01.30.453.31.26.16010.350.653.33.39.0357.050.653.33.39.0353.750.653.753.39.6512.图2.19各质点风作用分布图图2.20风剪力沿房屋高度分布图5.1风荷载作用下的位移验算（1）（2）风荷载作用下框架的层间侧移计算按规范见下表表2.16风荷载作用下框架侧移的计算层46.1606.160845800.0000731/4520539.03515.1950.0001801/1833329.03524.2300.0002861/1153819.65133.881212500.0015941/2070=0.001119m侧移验算：层间侧移最大值：1/2070<1/550满足要求2.5.2风荷载下的弯矩、剪力及轴力（1）计算柱的反弯点高度（同地震一致）（2）框架各柱的杆端弯矩，梁端弯矩如表所示表2.17风荷载作用A轴框架柱V和梁柱M端层号Vi/kN∑D/(kN/m)Dim/(kN/m)Dim/∑DVim/kNMc上Mc下Ma总46.16084580118300.1400.8620.9082.0610.7822.061315.19584580118300.1402.1251.2384.3822.6315.165224.23084580118300.1403.3891.4856.1515.0338.782133.8812125044500.2097.0952.61315.16218.53920.195表2.18风荷载作用下B轴框架柱V和梁柱M端层号Vi/kN∑D/(kN/m)Dim/(kN/m)Dim/∑DVim/kNMc上Mc下Mb左Mb右46.16084580298000.3522.1701.3834.1613.0020.9603.201315.19584580298000.3525.3541.5489.3808.2872.8579.524224.23084580298000.3528.5371.65014.08614.0865.16217.211133.8812125061000.2879.7262.61320.78425.4148.04626.824表2.19风荷载作用下C轴框架柱V和梁柱M端层号Vi/kN∑D/(kN/m)Dim/(kN/m)Dim/∑DVim/kNMc上Mc下Mb左Mb右46.16084580301300.3562.1941.3934.1853.0573.1391.046315.19584580301300