土木工程毕业设计手算书

土木工程毕业设计手算书目录结构布置及计算简图．．．．．．．．．．．．．．．．．．．．．．．．．．．．2荷载统计．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．8迭代法计算竖向荷载作用下的结构内力．．．．．．．．．．．20第四节水平荷载计算．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．351.水平风荷载的内力计算．．．．．．．．．．．．．．．．．．．．．．．．．．352.地震荷载的计算．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．43内力计算．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．57第六节构件截面设计．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．741、框架梁截面设计．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．742、框架柱截面设计．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．81第七节基础设计．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．100附：设计心得．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．105致谢．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．107结构设计第一节结构布置及计算简图1.1设计资料(1)、工程名称：某框架商住楼一榀框架(2)、工程概况：建筑总高28.2m，共9层，室内外高差为0.45m，底层高4.2m，其余各层高3.0m，具体情况可参见结构平面布置图。(3)、温度：夏季月平均气温33摄氏度，最高气温40摄氏度，冬季月平均气温10摄氏度，最低气温－2摄氏度。(4)、拟建地的基本雪压So=0.45N/m2,基本风压W0＝0.35N/m2，地面粗糙度为B类。(5)、最大的冻土深度为：0.8m。(6)、材料选用混凝土：采用C30.钢筋：纵向钢筋采用热轧钢筋HRB400，其余采用热轧钢筋HPB235.墙体：外墙采用烧结普通空心粘土砖γ＝18.7N/m2，内墙采用混凝土空心小砌块，γ＝11.8N/m2铝合金门窗：γ＝0.35N/m2；木门，γ＝0.2N/m21.2结构选型(1)、结构选型：根据该设计的适用功能和建筑设计要求，对于六层商住楼，因框架结构体系的主要特点是平面布置比较灵活，能提供较大的室内空间，对于商住楼是较适合的结构体系，考虑该建筑处于7度地震设防区，故采用现浇钢筋混凝土框架结构（横向承重）体系。(2)、其它结构选型：1.屋面：2.楼面：采用现浇钢筋混凝土板，板厚120。3.基础：因地质情况良好，故采用柱下独立基础。4.天沟：采用现浇天沟，具体情况参见建筑施工图。5.楼梯：采用钢筋混凝土梁式楼梯。1.3结构布置标准层结构柱网布置如图1-1图1-1标准层结构柱布置选取其中一榀进行计算其结构布置如图1－2。图1－2结构布置图1.3确定计算简图假定框架柱嵌固于基础顶面，框架梁与柱刚接。由于各层柱截面尺寸不变，故梁跨等于柱截面形心线之间的距离。底层柱高从基础顶面算至一层板底,基顶标高根据地质条件，室内外高差定为－1.2m，故底层柱高为5.40m,其余各层柱高从楼面算至上一层楼面（即层高），故均为3m。由此可绘出框架的计算简图如图1-3所示。1.4截面尺寸初估多层框架为超静定结构，在内力计算之前，要先估算梁、柱的截面尺寸及结构所用材料的强度等级，以求得框架中各杆的线刚度及其相对线刚度。混凝土等级：C30()（1）、梁截面尺寸估算根据,，且,其中横梁跨度,,纵梁，由此估算梁的截面尺寸为横向主框架梁KL1：b×h=250mm×450mm纵向框架梁KL2：b×h=300mm×500mm次梁L1：b×h=250mm×400mm（2）、柱截面尺寸估算根据轴压比限值按下列公式计算C30混凝土：各层的重力荷载可近似的取12KN/m2，边柱和中柱的负荷面积分别为7.8×2.4m2和7.8×4.3m2。上式中1.2为荷载分项系数，9表示底层柱承受其上9层的荷载，取柱截面为正方形，本设计所有柱的截面尺寸600mm×600mm，纵向受拉钢筋抗震锚固长度,梁内钢筋伸至边柱长度≧=16.4×25mm=410mm,故柱子截面满足此抗震要求。1.5刚度计算其中在求梁截面惯性矩时考虑到现浇楼板的作用，取中跨I=2.0I0。（I0为不考虑楼板翼缘作用的梁截面惯性矩）。边梁：＝3.0×107KN/m2×2××0.25mm×（0.45mm）3/4.8m＝2.373×104KNm中框架梁:＝3.0×107KN/m2×2××0.25mm×（0.4mm）3/3.8m＝2.997×104KNm柱：底柱＝3.0×107KN/m2××0.6mm×（0.6mm）3/5.4m＝6.0×104KNm余柱＝3.0×107KN/m2××0.6mm×（0.6mm）3/3m＝10.8×104KNm令i边余＝1.0，则其余杆件的相对线刚度为：同理可得边框架梁相对线刚度为则框架的计算简图如图1－3所示。图1－3计算简图第二节荷载统计2.1恒荷载标准值（1）、屋面防水层（刚性）30厚C20细石混凝土防水1.0kN/m2防水层（柔性）三毡四油铺小石子0.40kN/m2找平层：15厚水泥砂浆0.015m×20kN/m3=0.30kN/m2找平层：15厚水泥砂浆0.015m×20kN/m3=0.30kN/m2找坡层：40厚水泥石灰焦渣砂浆3‰找平层0.04m×14kN/m3=0.56kN/m2保温层：80厚矿渣水泥0.08m×14.5kN/m3=1.16kN/m2120mm厚钢筋混凝土楼盖0.12m×25kN/m3=3.0kN/m2抹灰层：10厚混合砂浆0.01m×17kN/m3=0.17kN/m2合计：6.89kN/m2（2）、标准层楼面大理石面层，水泥砂浆擦缝30厚1：3干硬性水泥砂浆，面上撒2厚素水泥水泥浆结合层一道1.16kN/m2100mm厚钢筋混凝土楼盖0.1m×25kN/m3=2.50kN/m2抹灰层：10厚混合砂浆0.01m×17kN/m3=0.17kN/m2合计：4.33kN/m2（3）、梁自重b×h＝300mm×500mm梁自重：25kN/m3×0.3m×（0.50m－0.12m）=2.85kN/m抹灰层：10厚混合砂浆0.01m×（0.50m－0.12m＋0.3m）×17kN/m3×2=0.23kN/m合计：3.08kN/mb×h＝250mm×450mm梁自重：25kN/m3×0.25m×（0.45m－0.12m）=2.06kN/m抹灰层：10厚混合砂浆0.01m×（0.45m－0.12m＋0.25m）×17kN/m3×2=0.20kN/m合计：2.26kN/mb×h＝250mm×400mm梁自重：25kN/m3×0.25m×（0.40m－0.12m）=1.75kN/m抹灰层：10厚混合砂浆0.01m×（0.40m－0.12m＋0.25m）×17kN/m3×2=0.18kN/m1.93kN/m基础梁：b×h=250mm×400mm梁自重：25kN/m3×0.25m×0.40m=2.5kN/m（4）、柱自重b×h＝600mm×600mm柱自重：25kN/m3×0.6m×0.6m=9kN/m抹灰层：10厚混合砂浆0.01m×0.6m×0.6m×17kN/m3×2=0.41kN/m合计：9.41kN/m(5)、外纵墙自重底层：A轴纵墙：{（4.2m-0.5m）×6.6m-2.4m×1.8m-1.5m×1.8m-0.6m×0.6m}×0.2m×18.7/6.6m=11.587KN/m铝合金窗：3.5×（1.8m×2.4m+1.5m×1.8m）=0.372KN/m水刷石外墙面：0.5×（3.6m×6.6m-2.4m×1.8m-1.5m×1.8m）/6.6m=1.268KN/m水泥粉刷内墙面:0.36×(3.6m×6.6m-2.4m×1.8m-1.5m×1.8m)/6.6m=0.913KN合计：14.14KN/mF轴纵墙：{（4.2m-0.5m）×6.6m-2.4m×1.8m-1.5m×2.4m-0.6m×0.6m}×0.24m×18.7kN/m3/6.6m=10.975kN/m铝合金门窗：0.35kN/m3×（2.4m×1.8m+1.5m×2.4m/6.6m=0.42kN/m水刷石外墙面:0.5kN/m3×（3.6m×6.6m-2.4m×1.8m-1.5m×2.4m）/6.6m=1.2kN/m水泥粉刷内墙面0.36kN/m3×（3.6m×6.6m-2.4m×1.8m-1.5m×2.4m）/6.6m=0.33kN/m合计：13.459kN/m标准层:A轴纵墙:[(3.0m-0.5m)×6.6m-1.8m×1.5m-1.5m×2.1m-0.6m×0.6m]×0.24m×18.7/6.6m=6.997kN/m铝合金门窗0.35×（1.8m+1.5m+2.1m×1.5m）/6.6m=0.31kN/m水刷石外墙0.5×（2.4m×6.6m-2.1m×1.5m-1.8m×1.5m）/6.6m=0.757KN/m水泥粉刷内墙面0.36kN/m3×(2.4m×6.6m-2.4m×1.8m-1.5m×2.4m)/6.6m=0.423kN/m合计：8.496KN/mF轴纵墙：[（3.0m-0.5m）×6.6m-1.8m×1.5m-1.2m×1.5m-0.6m×0.6m]×0.24m×18.7/6.6m=7.915KN/m铝合金窗：0.35kN/m3×(1.8m×1.5m+1.5m×1.2m)/6.6m=0.239kN/m麻面砖外墙0.50kN/m3×（2.4m×6.60-1.8m×1.5m-1.2m×1.5m）/6.6m=0.859kN/m水泥粉刷内墙面0.36kN/m3×（2.4m×6.60-1.8m×1.5m-1.2m×1.5m）/6.6m=0.619kN/m合计：9.632kN/m(6)、内纵墙及内横墙自重内纵墙11.8kN/m3×[（3.0m－0.50m）×3.9m-0.9m×2.1m]×0.2m/3.9m=4.756kN/m木门自重：0.20kN/m2×0.9m×2.1m/3.9m=0.90kN/m水泥粉刷内墙面0.36kN/m2×2×(2.4m×3.9m-0.9m×2.1m)/3.9m=1.379kN/m合计：6.232kN/mC轴内纵墙自重：11.8kN/m3×（3.0m－0.4m）×0.2m=6.136kN/m水泥粉刷墙面0.36kN/m3×3.0m×2=2.16kN/m合计：8.296kN/m内横墙：⑧轴内横墙自重：[(3.0m-0.45m)×13.4m-1.5m×3.0m-0.6m×0.6m×2]×0.2m×11.8kN/m3/13.4m=5.09KN/m水泥粉刷墙0.36kN/m3×（3.0m×13.4m-3.0m×1.5m）×2/13.4m=1.918kN/m合计：7.008kN/m1/8轴内横墙自重：[(3.0m-0.4m)×2.6m-2.1m×0.7m]×0.2m×11.8kN/m3/2.6m=4.801kN/m木门自重：0.2×2.1m×0.7m/2.6m=0.113KN/m水泥粉刷内墙：0.36×（2.6m×3.0m-2.1m×0.7m）/2.6m=0.879KN/m合计5.791KN/m：⑨轴内横墙自重：（3.0m-0.4m）×0.2m×11.8kN/m3=6.136KN/m水泥粉刷内墙面：2×0.36×3.0m=2.16KN/m合计：8.296KN/m（7）内隔墙自重隔墙采用水泥空心砖:内隔墙0.1m×(2.7m×3.0m-1.5m×2.1m)×/2.7m=1.797KN/m铝合金门：1.5m×2.1m×0.35=0.11KN/m水泥粉刷墙面：2×0.1m×(2.7m×3.0m-1.5m×2.1m)×0.36/2.7m=0.132KN/m合计：2.039KN/m（8）阳台自重水磨石地面3.65kN/m结构层：100mm厚钢筋混凝土楼盖0.1m×25kN/m3=2.50kN/m2抹灰层：10厚混合砂浆0.01m×17kN/m3=0.17kN/m2合计：3.32kN/m2（9）天沟自重及女儿墙现浇天沟自重：3.29KN/m女儿墙自重：（墙高1100mm,100mm的混凝土压顶）0.24m×1.10m×18.7kN/m3＋25kN/m3×0.1m×0.24m＝5.54kN/m2.2活荷载标准值根据«荷载规范»查得：住宅：2.0kN/m2阳台：2.5kN/m2屋面雪荷载：Sk＝μr×So＝1.0×0.35kN/m2＝0.35kN/m2竖向荷载作用下框架受荷总图图2-1板传荷载示意图（1）A～B轴间框架梁屋面板传荷载：恒载活载:梁自重:2.26KN/m楼面板传荷载：恒载活载：梁自重：2.26kN/m墙自重:9.998kN/mA～B轴间框架梁荷载为：屋面梁：恒载＝梁自重＋板传荷载＝20.33kN/m＋2.26kN/m＝22.59kN/m活载＝板传荷载＝5.90kN/m楼面梁：恒载＝梁自重＋板传荷载+墙自重＝2.26kN/m＋12.78kN/m＋7.008kN/m＝22.05kN/m活载＝板传荷载＝5.90kN/m（2）B～E轴间框架梁屋面板传荷载：恒载:活载:梁自重:2.26KN/m楼面板传荷载：恒载：活载：梁自重：2.26kN/m墙自重:5.267kN/mB～E轴间框架梁荷载为：屋面梁恒载＝梁自重＋板传荷载＝12.71kN/m＋2.26kN/m＝14.97kN/m活载＝板传荷载＝3.69kN/m楼面梁：恒载＝梁自重＋板传荷载＋墙自重＝2.26kN/m＋7.99kN/m＋7.008＝17.258kN/m活载＝板传荷载＝3.69kN/m2（3）E～F轴间框架梁E～F轴间框架梁受荷同A～B（4）、A轴柱纵向集中荷载计算顶层柱:梁自重=女儿墙及天沟自重=A～B跨⑨轴线次梁上荷载屋面板传荷载:恒载=活载=楼面板荷载:恒载=活载=屋面梁⑨轴线次梁自重=1.93KN/m4.8m=9.264KN楼面梁：恒载=轴线次梁自重+次梁上墙体自重=9.264KN+8.136KN/m=48.317KNA.B柱分别受次梁所传荷载为屋面:恒载=板传荷载+梁传荷载=(9.996KN/m4.8m+9.264KN)/4=14.31KN活载=板传荷载=2.90KN/m4.8m=3.481KN楼面:恒载=板传荷载+梁传荷载=(6.281KN/m4.8m+66.31KN)/4=3.481KN顶层柱:恒载=女儿墙天沟自重+⑨轴线次梁所传荷载+板传荷载+纵向梁自重=活载=次梁传荷载+板传荷载=+阳台=标准层:恒载=纵向梁自重及其上墙体自重+⑨轴线次梁所传荷载+板传荷载+阳台=活载=⑨轴线次梁所传活载+板传活载=基础顶面恒载=底层外纵墙自重+基础梁自重=14.14KN/m6.6m+2.5KN/m(6.6m-0.6m)=108.324KN(5)B轴柱纵向集中荷载的计算C轴线次梁上荷载屋面板传荷载恒载=活载=楼面板传荷载:恒载=活载=C轴线次梁自重=1.93KN/m2.5m=4.825KNC轴线墙体自重=8.136KN/m2.5m=20.34KN⑨轴线及1/8轴次梁受C轴次梁所传荷载顶层:恒载=板传荷载+梁传荷载=(9.098KN/m2.5m+4.825KN)/2=13.785KN活载=板传荷载=2.641KN/m2.5m/2=3.301KN标准层:恒载=板传荷载+梁传荷载=(5.718KN/m2.5m+4.825KN+20.34KN)/2=19.73KN活载=板传荷载=3.301KN1/8轴次梁传往B,E柱的荷载顶层:恒载={}/4活载={}标准层:恒载={}活载={}⑨轴次梁传往B,E柱的荷载顶层:恒载={}活载={}标准层:恒载={}活载={}B轴柱受荷载顶层柱:恒载=板传荷载+纵向梁自重+1/8轴次梁传荷载+⑨轴次梁传荷载==159.22KN活载=板传荷载+1/8次梁传荷载+⑨次梁传荷载=+3.481KN=23.27KN标准层:恒载=板传荷载+纵向梁及其上墙体自重+1/8次梁传荷载=+活载=板传荷载+1/8次梁传荷载+⑨次梁传荷载=23.27KN基础顶面恒载=基础梁自重=柱自重=E轴柱受荷载顶层:恒载=板传荷载+纵向梁自重+1/8轴梁传荷载+⑨轴次梁荷载=++1.93KN/m×6.6m+=162.39KN活载=板传荷载+1/8轴梁传荷载+⑨轴次梁荷载=++2.105KN+3.481KN=41.35KN标准层：恒载=板传荷载+纵向梁及其上墙体自重+1/8轴梁传荷载+⑨轴次梁荷载=+++19.986KN+17.418KN+24.115KN=169.08KN活载=41.35KN基础顶面恒载=基础梁自重=2.5KN/m×(6.6m-0.6m)=15KNF轴受荷同B轴图2-2竖向受荷总图注：图中各值的单位为KN图中数值为标准值第三节迭代法计算竖向荷载作用下的结构内力竖向荷载作用下，框架的侧移量很小，按不考虑侧移的迭代法进行结构内力分析，考虑内力组合的需要，对恒载作用下，活载作用在AB跨，活载作用在BE跨，并受重力荷载代表值作用下的框架内力分别进行分析。3.1恒载作用下的内力计算由前述的刚度比可根据下式求的节点干杆端的弯矩分配系数：均布荷载的固端弯矩：3.2活载多用下的内力分析同恒载，略3.3重力荷载作用下的内力分析重力荷载代表值的取值一般层：恒载+0.5楼面活载屋面层：恒载+0.5雪荷载以下分别计算各作用点的荷载大小屋面2.标准层3.固端弯矩（1）屋面固端弯矩（2）标准层固端弯矩活载作用在BE跨的M图（单位：KN.m）第四节水平荷载计算4.1水平风荷载作用下内力计算(1)、风荷载标准值风荷载标准值按式计算。基本风压ω0=0.35kN/m2，由规范查得（迎风面）和（背风面）。风压高度系数µz取值按B类地面。规范规定，对于高度大于30m且高宽比大于1.5的房屋结构，应采用风振系数来考虑风压脉动的影响。本结构h=28.2m＜30m，故取值1.0。hiw为下层柱高，hj为上层柱高，对于顶层为女儿墙高度的2倍。迎风面的宽度，B＝6.6m。框架结构分析时，按静力等效原理将分布风荷载转化为节点集中荷载，计算过程见下表4－1。其中z为节点到室外地面的高度。表4－1集中风荷载标准值层次离地高度Z/m//m/m928.651.401.01.30.353.02.411.35825.651.351.01.30.353.03.012.16722.651.301.01.30.353.03.011.71619.651.241.01.30.353.03.011.17516.651.171.01.30.353.03.010.54413.651.101.01.30.353.03.09.91310.651.021.01.30.353.03.09.1927.651.01.01.30.353.03.09.0114.641.01.01.30.】354.23.010.81(2)、风荷载作用下的水平侧移验算1、侧移刚度D计算见表4－2。表4－2横向D值的计算层构件名称2～9层A轴柱0.09914256B轴柱0.228800E轴柱0.228800F轴柱0.09914256层构件名称底层A轴柱0.3749235B轴柱0.48211901E轴柱0.48211901F轴柱0.37492352、风荷载作用下层间剪力及侧移计算由式计算层间剪力，然后据框架的层间侧移刚度，再按式和式计算各层的相对侧移和绝对侧移，计算过程见表4－3。表4-3风荷载作用下层间剪力及侧移计算层次△△911.3511.35861120.00011/30000812.1623.51861120.00031/10000711.7135.22861120.00041/7500611.1746.39861120.00051/6000510.5456.93861120.00071/428649.9166.84861120.00081/375039.1976.03861120.00091/333329.0185.04861120.00101/3000110.8195.85422720.00231/2348由表4-3可知，风荷载作用下框架最大层间弹性位移角为1/2348，远小于1/550，满足规范要求。(3)、风荷载作用下内力计算框架在风荷载下的内力用D值法进行计算。1、反弯点的高度：各柱反弯点高度比y按式确定，其中底层柱需考虑修正值，第二层柱需考虑修正值，其余柱均无修正.2、根据各柱分配到的剪力及反弯点的位置计算柱端弯矩，再由柱端弯矩根据节点平衡求梁端弯矩。公式为和边跨梁端弯矩为中柱梁端弯矩为风荷载作用下框架结构内力计算过程见表4-4，表4-5，表4-6表4-4风荷载作用下框架边柱A和F柱端剪力弯矩及梁端弯矩表层次911.3586112142561.879-0.06-0.1135.9505.950823.5186112142563.8920.511.9853.6913.578735.2286112142565.8310.814.72312.77014.755646.3986112142567.6800.937.14215.89820.621556.9386112142569.4251.1110.46217.81324.955466.84861121425611.0651.213.27819.91730.379376.03861121425612.5871.3516.99220.76934.047285.04861121425614.0791.7424.49117.45834.45195.8542272923520.9404.0584.80728.26952.76表4-5风荷载作用下中柱B和E柱端剪力弯矩及梁端弯矩表层次911.3586112288003.7960.752.8478.5413.7584.783823.5186112288007.8631.058.25615.3337.99910.181735.22861122880011.7791.214.13521.20212.96116.496646.39861122880015.5151.218.61827.92718.50723.555556.93861122880019.041.3525.70431.41622.01528.019466.84861122880023.3551.3530.17936.88627.5435.05376.03861122880025.4281.3534.32841.95631.73940.396285.04861122880028.4411.3538.39546.92835.75345.503195.85422721190126.9853.4091.74953.9740.64151.724表4-6 风荷载作用下框架各层柱轴力和梁端剪力计算层次梁端剪力/KN柱轴力/KNAB跨BE跨EF跨A柱B柱E柱F柱92.0222.5172.022-2.022-0.495-0.4950.4950.4952.02282.4125.3582.412-4.434-2.946-3.4412.9463.4414.43475.7748.6825.774-10.208-2.908-6.3492.9086.34910.20868.15212.3978.152-18.36-4.245-10.5944.24510.59418.3659.78514.7479.785-28.145-4.962-15.5564.96215.55628.146412.06618.44712.066-40.211-6.381-21.9376.38121.93740.211313.70521.16113.705-53.916-7.556-29.4937.55629.49353.916214.62623.94914.626-68.542-9.323-38.8169.32338.81668.542119.45927.22319.459-88.001-7.764-46.587.76446.5888.0013、风荷载作用下框架结构弯矩、剪力、轴力图如图4.1、4.2、4.3所示。4.2地震荷载的计算该建筑的主体结构高度为28.2m，且质量和刚度沿高度均匀分布，故可采用底部剪力法进行计算D值法计算。各层梁柱板自重标准值4-7柱重力荷载标准值层次柱截面宽截面高净高m数量KN/KN1KZ6006005.3409.411994.922~9KZ6006002.9329.41873.254-8板重力荷载标准值层数板面积（）1楼面812.044.333516.133645.82楼梯24.965.196129.692~9楼面795.964.333446.513576.2楼梯24.965.196129.69屋面795.966.895484.165484.16电梯机房24.54.33106.09106.09表4-9梁重力荷载标准值层数梁编号截面宽Mm截面高mm净跨长m数量1KL12504504.22.2620189.84767.35KL12504503.22.261072.32KL23005005.43.08466.528KL23005007.23.086133.056KL23005006.63.08481.312KL23005004.83.08459.136L12504004.81.9312111.168L12504003.81.93644.004L12504002.61.93210.0362~9KL12504504.22.2616151.872715.22KL12504503.22.26857.856KL23005007.23.086133.056KL23005006.63.08481.312KL23005004.83.08459.136L12504004.81.9312111.168L12504003.81.931180.674L12504002.51.93419.3L12504002.61.93210.036L12504001.41.93410.808屋面梁KL12504504.22.2616151.872483.232KL12504503.22.26857.856KL23005007.23.086133.056KL23005006.63.08481.312KL23005004.83.08459.136电梯机房L12504502.61.93420.07237.828L12504502.31.93417.7562、各层墙自重标准值（1）女儿墙重：总长：L=（59.4m+13.4m）×2=145.6m总重：=5.54KN/m×145.6m=806.624KN(2)标准层墙重外墙总重：=（59.4m-8×0.6m）×8.496KN/m+（59.4m-8×0.6m）×9.632KN/m+(13.4m-2×0.6m)×2=1468.27KN内墙总重：=6.232KN/m×35.6m×2+8.296KN/m2.5m×2+6.232KN/m×13.4m×12=1528.784KN总重：=1468.27KN+1528.78KN=2997.05KN（3）首层墙自重外墙总重：=（60.6m-10×0.6m）×14.14KN/m+(60.6m-10×0.6m)×13.46KN/m+(13.4m-2×0.6m)×13.03KN/m×2=1824.89KN/m内墙总重：=13.4m×10.805KN/m+(8.6m×2+4.8m×5)×10.805KN/m+7.685KN/m×(7.8m+7.2m×2)=760.56KN首层墙自重=1824.89KN+760.56KN=2585.45KN3．各层（各质点）自重标准值计算（1）首层（墙+梁+板+柱）=9199.34KN（2）标准层（墙+梁+板+柱）=8161.73KN（3）顶层（墙+梁+板+柱）=8709.16KN（4）电梯机房（设备重+柱+板+梁）电梯轿箱及设备自重：200KNGk=200KN+106.09KN+37.83KN=343.92KN4．重力荷载代表值计算重力荷载代表值G取结构和构件自重标准值和可变荷载组合值之和，可变荷载组合值系数取为：①雪荷载：0.5②屋面荷载：0.0③按等效均布荷载计算的楼面活载：0.5（1），首层G1=（2），标准层Gi=(3),顶层G9=（4），电梯机房G10=5．等效总重力荷载代表值计算本设计抗震消防烈度为7度设计地震分组为第一组，场地类别为Ⅱ类依此查得：水平地震影响系数最大值为，特征周期Ts=0.35s，取阻尼比为=0.05结构总的重力荷载代表值∑结构等效重力荷载代表值Geq=0.85∑Gi=69909.92KN6.横向框架，侧移钢度计算1，中框架柱侧移钢度计算Di=(1),一般层①边柱②中柱（2）第一层①边柱②中柱2．边框架柱侧移刚度计算一般层：边柱：中柱：底层：①边柱：②中柱：计算结果见表4-104-11表4-10中框架柱侧移刚度D值边柱层次根数2~90.220.0996.03.00.7921210.3930.16410.84.21.20516中柱2~90.50.26.03.01.61210.8930.48110.84.23.53162~928.704175.76表4-11边框架柱侧移刚度D值中柱层次根数2~90.1650.0766.03.00.608410.290.34510.84.22.5354中柱2~90.3750.1586.03.01.264410.6520.43410.84.23.18942~97.488122.896表4-12横向框架层间侧移刚度层次1234598.65636.19236.19236.19236.192层次678936.19236.19236.19236.1927．横向自震周期计算1．把折算到主体结构的顶层2．结构顶点的假想侧移计算计算结果见表5-7其中第9层的=+=8982.65KN+417.37KN=9400.04KN表4-13结构顶点的假想侧移计算层次99400.029400.023619200.025970.985688982.6518382.673619200.050790.959678982.6527365.323619200.07560.908868982.6536347.973619200.10040.833258982.6545330.623619200.12520.732848982.6554313.273619200.15000.607538982.6563295.923619200.17490.457628982.6572278.573619200.19970.2827110036.3482314.919865600.0830.083由计算基本自震周期取，则=1.7×0.7×=1.18S8.水平地震作用及楼层地震剪力计算1.水平地震作用及楼层地震剪力计算由房屋的抗震设防烈度，场地类别级地震分组而确定的地震作用计算参数如下：因此计算的相应于结构基本自振周期的水平地震影响系数为：结构等效总重力荷载为：又因为：故应考虑顶部附加地震作用，顶部附加地震作用系数为:各质点水平地震作用的标准值：计算结果详见表4-14表4-14各质点横向水平地震作用及楼层地震剪力计算表层次1032.4349.4311321.530.0079512.39912.399928.28982.65253310.730.191297.906310.305825.28982.65226362.780.171266.709577.014722.28982.65199414.830.150233.958810.972619.28982.65172466.880.130202.7641013.736516.28982.65145518.930.110171.5691185.305413.28982.65118570.980.089138.8151324.12310.28982.6591623.030.069107.6211431.74127.28982.6564675.080.048775.9581507.69914.210036.3442152.630.031849.5991557.29882246.971325418.4081.0001557.29(a)重力荷载代表值（b）水平地震作用分布（c）层间剪力分布横向水平地震作用及楼层地震剪力9.水平地震作用下的位移验算水平地震作用下框架结构的层间位移和顶点位移分别又下式计算详细计算结果见表4-15表4-15横向水平地震作用下的位移验算层次9310.3053619200.000860.034023.01/34888577.0143619200.001590.032773.01/18877810.9723619200.002240.030453.01/133961013.7363619200.00280.027193.01/107151185.3053619200.00330.023113.01/90941324.123619200.00370.018353.01/81031431.7413619200.00400.013023.01/75021507.6993619200.00420.007263.01/71411557.2989865600.00160.001205.41/2625由表可知最大层间弹性位移角发生在第一层，其值为1/714<(满足)10.水平地震作用下的框架内力计算采用D值法计算柱端剪力：下端弯矩：上端弯矩：详细计算结果见表5-101-11表4-16横向水平地震作用下框架各层柱端剪力弯矩及梁端弯矩表边柱（A,F柱）层次9310.30536192079206.790-0.06-0.407420.77720.7778577.014361920792012.6370.516.44531.46631.0597810.972361920792017.7600.8114.38638.89445.33961013.736361920792022.2000.9320.64645.95460.90851185.305361920792025.9581.1128.81349.06169.70741324.12361920792028.9971.234.79852.19681.00931431.741361920792031.3551.3542.32951.73686.53421507.699361920792033.0191.7457.45341.60483.93311557.29812050792019.0214.0577.03525.67883.131中柱（BE柱）层次9310.3053619201600013.718-0.06-0.82341.97718.47023.5078577.0143619201600025.5040.5113.00763.50527.58035.1027810.9723619201600035.8450.8129.03478.50140.26451.24461013.7363619201600044.8070.9341.67192.75053.58568.19951185.3053619201600052.3901.1158.15299.01761.90378.78541324.123619201600058.5261.270.231105.34771.94091.55931431.7413619201600063.2831.3585.432104.41776.84597.80321507.6993619201600066.6401.74115.95483.96674.53594.86311557.2989865603530055.7224.05225.67475.22584.119107.06表5-11横向水平地震作用下框架各层柱轴力弯和梁端剪力计算表层次梁端剪力/KN柱轴力/KNAB跨BE跨EF跨A柱B柱E柱F柱98.17611.0468.176-8.176-2.87-2.872.872.878.176812.21616.49512.216-20.392-4.279-7.1494.2797.14920.392717.83424.08117.834-38.226-6.247-13.3966.24713.39638.226623.85332.04823.853-62.079-8.195-21.5919.78423.1860.49527.41937.02327.419-89.498-9.604-31.1959.60432.78487.909431.86443.02631.864-121.362-11.162-42.35711.16243.946119.773334.03745.9634.037-151.399-11.923-54.2811.92355.869153.81233.01444.57833.014-188.413-11.364-65.84411.56467.433186.824134.84450.31034.844223.257-15.466-81.378.75476.187210.7843、地震作用下框架结构弯矩、、轴力图如图4.4、4.5、所示。第五节内力组合5.1结构弯矩调幅：考虑结构塑性内力重分布的影响，在内力组合之前，对竖向作用下的荷载的内力进行调幅，将支端的弯矩乘以0.85以减小，而跨中弯矩相应增加，支座剪力相应改变。5.2控制截面：每跟梁一般有三个控制截面：左端支座截面、跨种截面和右端支座截面。每跟柱一般只有两个控制截面：柱顶截面和柱底截面。由于构件控制截面的内力组合取自支座边缘处，为此，进行组合前先计算各控制截面处（支座边缘处的）的内力值。梁支座边缘处的内力值：式中M边－支座边缘截面的弯矩标准值；V边－支座边缘截面的剪力标准值；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的剪力标准值；q－梁单位长度的均布标准值；b－梁端支座宽度（就柱截面高度）5.3框架内力组合：分别考虑恒载和活载由可变荷载效应控制的组合和由永久荷载效应控制的组合，并比较两种组合的内力，取最不利组合。详见如下表格：表5-1用于承载力计算的框架梁由可变荷载效应控制的基本组合表（梁AB）层截面恒载活载活载活载左风右风Mmax及相应的VMmin及相应的V︱Vmax︱及相应的M①②③④⑤⑥组合项目值组合项目值组合项目值7左M-22.13-5.9520.2390.0565.343-5.3431.2①+0.7×1.4②+1.4⑥-30.71.2①+1.4②+0.6×1.4⑥-30.7V53.2614.053-0.073-0.018-2.0222.02265.6665.66中M24.656.5680.4370.1051.096-1.0961.2①+1.4(②+③+④)+0.6×1.4⑤37.49V右M-26.16-6.4010.590.143-3.1513.1511.2①+0.7×1.4②+1.4⑤-35.381.2①+1.4(②+③+④)+0.6×1.4⑤-41.36V-55.17-14.27-0.073-0.018-2.0222.022-69.15-83.116左M-24.82-6.8370.1060.0012.854-2.8541.2①+0.7×1.4②+1.4⑥-59.851.2①+0.7×1.4②+1.4⑥-59.85V52.59614.153-0.021-0.001-2.4122.41243.6943.69中M21.8285.9260.1640.0052.21-2.211.2①+1.4(②+③+④)+0.6×1.4⑤39.41V右M-26.48-6.7990.2090.008-7.2757.2751.2①+0.7×1.4②+1.4⑤-59.161.2①+0.7×1.4(②+③+④)+1.4⑤-48.41V-53.24-14.17-0.0210.00-5.7745.774-45.19-85.881左M-23.2-6.370.1830.02946.922-46.921.2①+0.7×1.4②+1.4⑥-103.681.2①+0.7×1.4②+1.4⑥-103.7V52.21414.135-0.049-0.008-19.4619.45960.6760.67中M22.9456.320.3170.051-46.746.71.2①+1.4(②+③+④)+0.6×1.4⑤50.03V右M-26.17-6.4770.420.069-34.834.8031.2①+0.7×1.4②+1.4⑤-82.581.2①+0.7×1.4(②+③+④)+1.4⑤-86V-53.63-14.19-0.049-0.008-19.4619.459-63.85-105.6注：恒载，（楼面）活载和风载的荷载分项系数分别为1.2、1.4、1.4；（楼面）活载和风载的组合系数分别为0.7、0.6表5-2用于承载力计算的框架梁由永久荷载效应控制的基本组合表（梁AB）层截面恒载活载活载活载Mmax及相应的VMmin及相应的V︱Vmax︱及相应的M①②③④组合项目值组合项目值组合项目值9左M-22.13-5.9520.2390.0561.35①+0.7×1.4②-35.711.35①+0.7×1.4②-35.71V53.25814.053-0.073-0.01885.6785.67中M24.656.5680.4370.1051.35①+0.7×1.4(②+③+④)40.25V右M-26.16-6.4010.590.1431.35①+0.7×1.4②-41.581.35①+0.7×1.4(②+③+④)-40.87V-55.17-14.27-0.073-0.018-88.47-88.568左M-24.82-6.8370.1060.0011.35①+0.7×1.4②-40.211.35①+0.7×1.4②-40.21V52.59614.153-0.021-0.00184.8784.87中M21.8285.9260.1640.0051.35①+0.7×1.4(②+③+④)35.44V右M-26.48-6.7990.2090.0081.35①+0.7×1.4②-42.411.35①+0.7×1.4(②+③+④)-42.20V-53.24-14.17-0.021-0.001-85.76-85.781左M-23.2-6.3730.1830.0291.35①+0.7×1.4②-37.571.35①+0.7×1.4②-37.57V52.21414.135-0.049-0.00884.3484.34中M22.9456.320.3170.0511.35①+0.7×1.4(②+③+④)37.53V右M-26.17-6.4770.420.0691.35①+0.7×1.4②-41.671.35①+0.7×1.4(②+③+④)-41.19V-53.63-14.19-0.049-0.008-86.30-86.35表5-3用于承载力计算的框架梁由可变荷载效应控制的基本组合表（梁BE）层截面恒载活载活载活载左风右风Mmax及相应的VMmin及相应的V︱Vmax︱及相应的M①②③④⑤⑥组合项目值组合项目值组合项目值9左M-11.32-1.984-1.9281.9854.029-4.0291.2①+1.4(②+③)+0.6×1.4⑥-22.451.2①+1.4(②+③)+0.6×1.4⑥-22.5V29.2320.3017.011-0.301-2.5172.51747.42947.43中M-6.932-1.413-2.6291.413001.2①+1.4④-10.81V右M-11.79-0.752-1.9280.752-4.0294.0291.2①+1.4(③+④)+0.6×1.4⑤-20.941.2①+1.4(③+④)+0.6×1.4⑤-20.9V-27.650.301-7.011-0.301-2.5172.517-43.87-43.98左M-11.45-0.66-2.2020.668.57-8.571.2①+0.7×1.4(②+③)+1.4⑥-24.951.2①+0.7×1.4(②+③)+1.4⑥-25V32.7950.0887.011-0.088-5.3585.35853.79353.79中M-9.870.519-2.3550.519001.2①+1.4④-12.82V右M-11.45-0.326-2.2020.326-8.578.571.2①+0.7×1.4(③+④)+1.4⑤-27.581.2①+0.7×1.4(③+④)+1.4⑤-27.6V-32.790.088-7.011-0.088-5.3585.358-53.81-53.81左M-12.46-1.327-2.0551.32743.557-43.561.2①+0.7×1.4(②+③)+1.4⑥-56.271.2①+0.7×1.4(②+③)+1.4⑥-56.3V32.7940.2017.011-0.201-27.2227.2272.31472.31中M-8.853-1.005-2.5021.005001.2①+1.4④-13.09V右M-12.46-0.563-2.0550.563-43.5643.561.2①+0.7×1.4(③+④)+1.4⑤-77.391.2①+0.7×1.4(③+④)+1.4⑤-77.4V-32.790.201-7.011-0.201-27.2227.22-84.53-84.5表5-4用于承载力计算的框架梁由永久荷载效应控制的基本组合表（梁BE）层截面恒载活载活载活载Mmax及相应的VMmin及相应的V︱Vmax︱及相应的M①②③④组合项目值组合项目值组合项目值1左M-11.32-1.984-1.9280.7521.35①+0.7×1.4（②+③）-19.111.35①+0.7×1.4（②+③）-19.11V29.2320.3017.011-0.30146.6346.63中M-6.932-1.413-2.6291.4131.35①+0.7×1.4④-7.97V右M-11.790.752-1.9281.9841.35①+0.7×1.4（③+④）-15.861.35①+0.7×1.4（③+④）-15.86V-27.650.301-7.011-0.301-44.50-44.508左M-11.45-0.66-2.2020.3261.35①+0.7×1.4（②+③）-18.261.35①+0.7×1.4（②+③）-18.26V32.7950.0887.011-0.08851.2351.23中M-9.87-0.519-2.3550.5191.35①+0.7×1.4④-13.83V右M-11.450.326-2.202-0.661.35①+0.7×1.4（③+④）-18.261.35①+0.7×1.4（③+④）-13.91V-32.790.088-7.011-0.088-51.23-31.841左M-12.46-1.327-2.0550.5631.35①+0.7×1.4（②+③）-20.141.35①+0.7×1.4（②+③）-20.14V32.7940.2017.011-0.20151.3451.34中M-8.853-1.005-2.5021.0051.35①+0.7×1.4④-10.97V右M-12.460.563-2.055-1.3271.35①+0.7×1.4（③+④）-20.141.35①+0.7×1.4（③+④）-20.14V-32.790.201-7.011-0.201-51.34-51.34表5-5用于承载力计算的框架柱由可变荷载效应控制的基本组合表（A轴柱）层截面恒载活载活载活载左风右风Nmax及相应的M、VNmin及相应的M、V︱Mmax︱及相应的N、V①②③④⑤⑥组合项目值组合项目值组合项目值9上M-38.11-10.160.014-0.0615.95-5.951.2①+1.4(②+④)+0.6×1.4⑥-65.051.2①+0.7×1.4③+1.4⑤-37.391.2①+0.7×1.4(②+④)+1.4⑥-64.08N209.8736.023-0.0730.018-2.0222.022304.00248.94289.99下M25.2856.807-0.1370.014-0.113-0.1131.2①+1.4(②+④)+0.6×1.4⑥39.801.2①+0.7×1.4③+1.4⑤30.051.2①+0.7×1.4(②+④)+1.4⑥36.87V-21.13-5.6570.05-0.0252.021-2.021-35.01-22.48-33.75N238.136.023-0.0730.018-2.0222.022337.87282.82323.878上M-15.62-4.2790.05-0.0153.691-3.6911.2①+1.4(②+④)+0.6×1.4⑥-27.861.2①+0.7×1.4③+1.4⑤-13.531.2①+0.7×1.4(②+④)+1.4⑥-28.12N440.272.146-0.0940.019-4.4344.434633.00521.95605.17下M18.7775.108-0.0520.003-1.9851.9851.2①+1.4(②+④)+0.6×1.4⑥31.361.2①+0.7×1.4③+1.4⑤19.701.2①+0.7×1.4(②+④)+1.4⑥30.32V-11.47-3.1290.034-0.0061.892-1.892-19.74-11.08-19.48N468.4372.146-0.0940.019-4.4344.434666.88555.82639.051上M11.88-3.250.068-0.01228.269-28.271.2①+1.4(②+④)+0.6×1.4⑥-14.061.2①+0.7×1.4③+1.4⑤53.901.2①+0.7×1.4(②+④)+1.4⑥-28.52N2051.8324.91-0.3290.046-8888.0012991.072338.692903.87下M5.941.625-0.0340.006-84.8184.8071.2①+1.4(②+④)+0.6×1.4⑥80.651.2①+0.7×1.4③+1.4⑤-111.641.2①+0.7×1.4(②+④)+1.4⑥127.46V-3.3-0.9030.018-0.00320.94-20.94-22.8225.37-34.16N2102.7324.91-0.3290.046-8888.0013052.042399.662964.84表5-6用于承载力计算的框架柱由永久荷载效应控制的基本组合表（A轴柱）层截面恒载活载活载活载Nmax及相应的M、VNmin及相应的M、V︱Mmax︱及相应的N、V①②③④组合项目值组合项目值组合项目值9上M-38.105-10.1640.014-0.0611.35①+0.7×1.4(②+④)-61.461.35①+0.7×1.4③-51.431.35①+0.7×1.4(②+④)-61.46N209.86836.023-0.0730.018318.64283.25318.64下M25.2856.807-0.1370.0141.35①+0.7×1.4(②+④)40.821.35①+0.7×1.4③34.001.35①+0.7×1.4(②+④)40.82V-21.13-5.6570.05-0.025-34.09-28.48-34.09N238.09836.023-0.0730.018356.75321.36356.758上M-15.621-4.2790.05-0.0151.35①+0.7×1.4(②+④)-25.301.35①+0.7×1.4③-21.041.35①+0.7×1.4(②+④)-25.30N440.20472.146-0.0940.019665.00594.18665.00下M18.7775.108-0.0520.0031.35①+0.7×1.4(②+④)30.361.35①+0.7×1.4③25.301.35①+0.7×1.4(②+④)30.36V-11.466-3.1290.034-0.006-18.55-15.45-18.55N468.43472.146-0.0940.019703.11632.29703.111上M-11.88-3.250.068-0.0121.35①+0.7×1.4(②+④)-19.231.35①+0.7×1.4③-15.971.35①+0.7×1.4(②+④)-19.23N2051.85324.905-0.3290.0463088.442769.673088.44下M5.941.625-0.0340.0061.35①+0.7×1.4(②+④)9.621.35①+0.7×1.4③7.991.35①+0.7×1.4(②+④)9.62V-3.3-0.9030.019-0.003-5.34-4.44-5.34N2102.66324.905-0.3290.0463157.042838.263157.04表5-7用于承载力计算的框架柱由永久荷载效应控制的基本组合表（B轴柱）层截面恒载活载活载活载左风右风Nmax及相应的M、VNmin及相应的M、V︱Mmax︱及相应的N、V①②③④⑤⑥组合项目值组合项目值组合项目值9上M21.8458.673-3.4090.698.541-8.5411.2①＋1.4(②＋④)＋0.6×1.4⑤46.501.2①＋0