建筑结构计算书论文

'建筑结构计算书毕业论文·1结构设计概况·1.1设计依据及设计标准本工程按现行国家、北京市有关设计规范、规程（如下）及初步设计的批准文件进行设计。《建筑结构可靠度设计统一标准》（GBJ50068-2001）《建筑结构荷载规范》（GB50009-2001）（2006年版）《混凝土结构设计规范》（GB50010-2002）《建筑抗震设计规范》（GB50011-2001）《建筑地基基础设计规范》（GB50007-2002）《建筑工程抗震设防分类标准》（GB50223-2004）《北京市建筑设计技术细则—结构专业》（2004年版）·1.2结构方案选取根据建筑使用功能、建筑高度、抗震设防类别及所处抗震设防区域，结合《抗震规范》，初步确定采用混凝土框架-剪力墙结构或混凝土框架结构。首先，根据建筑使用功能要求，本工程为大空间生产用房，生产空间内不能设置混凝土结构墙体。其次，考虑辅助用房及交通空间（楼电梯）等均设置在建筑一侧，如设置混凝土剪力墙，则会引起结构平面刚度分布严重不对称，结构扭转效应明显，不利于结构抗震，存在安全隐患。综上，确定采用混凝土框架结构。·1.3基本设计资料经方案确定，本工程为钢筋混凝土框架结构。并用PKPM结构计算软件建模（如下图），进行了整体计算。基础类型为独立柱基。建筑结构安全等级为二级。钢筋混凝土框架等级为二级。设计使用年限50年。建筑抗震设防分类为丙类。抗震设防烈度8度，设计地震基本加速度值0.2g，设计地震分组第一组。建筑场地类别Ⅲ类。基本雪压0.40kN/m2,基本风压0.45kN/m2。地面粗糙度类别C类。101 图1-1结构模型·1.4建筑材料·1.4.1混凝土表1-1各部分结构的混凝土强度等级楼号层号柱板梁楼梯构造柱及混凝土带6#基础C30基础顶至二层顶C40C30C30C30C20三层、四层、五层C35C30C30C30C20屋顶层及水箱间C35C30C30C30C20·1.4.2钢筋基础受力纵筋采用HRB400，箍筋采用HRB335各层梁、柱、板受力纵筋采用HRB400，箍筋采用HPB235·1.4.3填充墙材料表1-2填充墙材料部位及用途材料强度密度混合砂浆标号填充墙300厚陶粒空心砖≥MU2.5≤8kN/m3≥M5200厚陶粒空心砖≥MU2.5≤8kN/m3≥M5101 ·2屋面板与楼面板设计·2.1楼面和屋面的工程做法（88J1-1华北标）2.1.1楼面的工程做法楼8D铺地砖楼面1．5-10厚铺地砖，稀水泥浆（或彩色水泥浆）擦缝2．6厚建筑胶水泥砂浆粘结层3．素水泥浆一道（内掺建筑胶）4．34-39厚C15细石混凝土找平层5．素水泥浆一道（内掺建筑胶）6．钢筋混凝土楼板楼8F2铺地砖楼面1．5-10厚铺地砖，稀水泥浆（或彩色水泥浆）擦缝2．撒素水泥面（洒适量清水）3．20厚1：2干硬性水泥砂浆粘结层4．20厚1：3水泥沙浆保护层（装修一步到位时无此道工序）5．1.5厚聚氨酯涂模防水层（材料或按工程设计）6．20厚1：3水泥砂浆找平层，四周及竖管根部位抹小八字角7．素水泥浆一道（内掺建筑胶）8．最薄处30厚C15细石混凝土从门口处向地漏找1%坡9．防水砂浆填堵预制楼板板缝，板缝上铺200宽聚酯布，涂刷防水涂料两遍（现浇钢筋混凝土楼板时无此道工序）10．现浇（或预制）钢筋混凝土楼板楼8E铺地砖楼面1．8-10厚铺地砖，稀水泥浆（或彩色水泥浆）擦缝2．撒素水泥面（洒适量清水）3．最薄处20厚干硬性水泥砂浆粘结层（加防水剂）向出水口找0.5%坡4．素水泥浆一道（内掺建筑胶）5．钢筋混凝土楼板2.1.2屋面的工程做法屋3彩色水泥砖面层屋面（上人）1．25厚彩色水泥砖用1：3水泥砂浆铺卧，高缝3宽，用砂填满扫净2．3厚麻刀灰或纸筋灰隔离层3．防水层（柔性）4．20厚1：3水泥砂浆找平层5．最薄30厚1：0.2：3.5水泥粉煤灰页岩陶粒找坡2%坡6．保温层7．现制（或预制）钢筋混凝土屋面板101 101 图2-1标准层楼面板分布（阴影处为结构降板）101 图2-2屋面板分布图2-2机房层板分布101 ·2.2屋面板和楼面板的荷载计算·2.2.1楼面板的荷载计算(见表2-1)楼面均布活荷载的标准值按《建筑结构荷载规范》（GB50009-2001）表4.1.1取值表2-1楼面板荷载计算荷载编号楼①楼②楼③楼④楼⑤　生产用房设备用房门厅、公共走道卫生间阳台楼梯及梯段板单位楼面活荷载2.0002.5002.0002.5003.500楼面做法楼8D1.2001.200　　1.200楼8F2　　1.900　　楼8E　　　1.150　现浇板120厚3.0003.0003.0003.0003.000顶棚做法棚270.2500.250　　0.250棚53　　0.300　　棚10B　　　0.150　活荷载标准值2.0002.5002.0002.5003.500恒荷载标准值4.4504.4505.2004.3004.450荷载标准值6.4506.9507.2006.8007.950活荷载设计值2.8003.5002.8003.5004.900恒荷载设计值5.3405.3406.2405.1605.340荷载设计值8.1408.8409.0408.66010.240·2.2.2屋面板的荷载计算(见表2-2)屋面均布活荷载的标准值按《建筑结构荷载规范》（GB50009-2001）表4.3.1取值表2-2屋面板荷载计算荷载编号屋①屋②屋③　卫生间阳台其它房间单位屋面活荷载2.0002.0002.000屋面做法屋33.0003.0003.000现浇板120厚3.0003.0003.000顶棚做法棚27　　0.250棚530.300　　棚10B　0.150　活荷载标准值2.0002.0002.000恒荷载标准值6.3006.1506.250荷载标准值8.3008.1508.250活荷载设计值2.8002.8002.800恒荷载设计值7.5607.3807.500荷载设计值10.36010.18010.300101 ·2.3连续双向板的弹性设计、单向板塑性设计·2.3.1双向板的内力计算及配筋对于的板为双向板，本设计中按照弹性方法计算。跨中：支座：以生产用房的双向板B1为例1．荷载计算现浇混凝土楼板120mm，地面做法为楼8D，顶棚做法为棚27。楼面活荷载2.0永久荷载设计值：可变荷载设计值：荷载总设计值：2.计算参数：，，泊松比3.弯矩设计值：二边固定、二边简支情况下：X方向跨中、支座弯矩系数：Y方向跨中、支座弯矩系数：四边简支情况下：X方向跨中弯矩系数：Y方向跨中弯矩系数：跨中弯矩：X方向：Y方向：支座弯矩：X方向:Y方向:4.配筋：受拉纵筋Y方向在X方向之上：X方向跨中有效高度Y方向跨中有效高度X方向跨中配筋：，配筋Y方向跨中配筋：，配筋101 实配＞楼面及屋面双向板内力见下表：表2-3a楼面双向板内力两边简支,两边固定　B1B10B6B12B13生产用房生产用房阳台阳台阳台4.0002.7002.1753.0502.4504.0004.0004.0004.0003.050g+q/26.7406.7406.9106.9106.910q/21.4001.4001.7501.7501.7504.023.132.573.802.314.021.651.012.451.61-8.82-6.08-4.67-7.39-4.33-8.82-4.59-3.22-6.32-3.89三边固定，一边简支　B2B4B8B9B5生产用房卫生间公共走道公共走道设备用房4.0004.0002.1752.7752.7754.0005.2253.0003.0004.000g+q/26.7407.6407.0907.0906.740q/21.4001.4001.7501.7501.4003.85.711.812.252.583.293.190.921.761.39-7.81-10.69-3.20-4.42-4.85-7.16-8.26-2.39-3.82-3.59四边固定一边固定,三边简支二边固定，二边简支　B3B7B11B14　生产用房公共走道生产用房卫生间　4.0002.1754.0004.000　4.0003.0008.0005.225　g+q/26.7407.0906.7407.640　q/21.4001.7501.4001.400　3.277.578.666.51　3.274.142.734.10　-6.68-14.95-14.03　-6.68　-15.79　-11.08　101 表2-3b楼面双向板配筋截面选配实配跨中B1lx方向4.021001188@200251ly方向4.02901318@200251B2lx方向3.801001118@200251ly方向3.29901078@200251B3lx方向3.27100968@200251ly方向3.27901068@200251B4lx方向5.711001678@200251ly方向3.19901048@200251B5lx方向2.58100758@200251ly方向1.3990458@200251B6lx方向2.51100738@200251ly方向1.0190338@200251B7lx方向7.571002218@200251ly方向4.14901358@200251B8lx方向1.81100538@200251ly方向0.9290308@200251B9lx方向2.25100668@200251ly方向1.7690578@200251B10lx方向3.13100928@200251ly方向1.6590548@200251B11lx方向8.6610025310@200392ly方向2.7390898@200251B12lx方向3.801001118@200251ly方向2.4590808@200251B13lx方向2.31100688@200251ly方向1.6190528@200251支座1-28.821002588@2002512-27.811002288@2002512-37.161002098@2002513-36.681001958@2002512-67.161002098@2002513-714.5910042712@2005651-410.6910031310@2003925-1411.081003248@2002513-56.681001958@2002513-127.391002168@2002517-82.39100708@2002518-93.821001128@200251101 8-104.591001348@20025110-1115.7910046212@2005654-1414.0310041012@200565表2-4a屋面双向板内力　B1B2B3B5B4B1aB2aB7a生产用房生产用房生产用房卫生间卫生间卫生间卫生间公共走道　4.0004.0004.0004.0004.0004.0004.0004.000　4.0004.0004.0004.0004.0004.0004.0005.425g+q/28.9008.9008.9008.9608.9608.9608.9608.900q/21.4001.4001.4001.4001.4001.4001.4001.750　4.994.704.004.024.735.014.736.87　4.994.034.004.024.055.014.054.24　-11.16-9.89-8.45-8.50-9.95-11.22-9.95-13.42　-11.16-9.06-8.45-8.50-9.12-11.22-9.12-10.89表2-4b屋面双向板配筋截面选配实配跨中B1lx方向4.991001468@200251ly方向4.99901628@200251B2lx方向4.701001378@200251ly方向4.03901318@200251B3lx方向4.001001178@200251ly方向4.00901308@200251B4lx方向4.731001388@200251ly方向4.05901328@200251B5lx方向4.021001188@200251ly方向4.02901318@200251B1alx方向5.011001468@200251ly方向5.01901638@200251B2alx方向4.731001388@200251ly方向4.05901328@200251B7alx方向6.871002018@200251ly方向4.24901388@200251支座1-211.1610032610@2003922-29.8910028910@200392101 支座2-39.0610026510@2003923-38.451002478@2002512-67.161002098@2002513-714.5910042712@2005652-7a13.4210039210@2003922-49.9510029110@2003923-58.501002498@2002514-59.9510029110@2003924-1a11.2210032810@2003925-2a9.9510029110@2003921a-2a11.2210032810@2003923-2a9.1210026710@200392表2-5a机房层双向板内力　B1B2B3B4B5B6设备用房设备用房设备用房设备用房设备用房设备用房　3.5253.5252.4502.2254.0004.000　4.0004.0003.5254.0008.0004.000g+q/28.9008.9008.9008.9008.9008.900q/21.4001.4001.4001.4001.4001.400　5.445.013.263.167.844.99　5.304.151.291.1112.854.99　-6.72-6.05-11.16　-12.08　　-10.47　　　-19.63-11.16表2-5b机房层双向板配筋截面选配实配跨中B1lx方向5.441001598@200251ly方向5.30901728@200251B2lx方向5.011001468@200251ly方向4.15901358@200251B3lx方向3.26100958@200251ly方向1.2990428@200251B4lx方向3.16100928@200251ly方向1.1190368@200251B5lx方向7.841002298@200251ly方向12.859041712@200565101 跨中B6lx方向4.991001468@200251ly方向4.99901628@200251支座1-212.0810035310@2003922-310.471003068@2003924-519.0310055612@2005656-611.161003268@200392·2.3.2单向板的内力计算及配筋本设计中，板类型基本为双向板。选取一块较大单向板，计算如下：1．荷载计算现浇混凝土楼板120mm，地面做法为楼8D，顶棚做法为棚27。楼面活荷载2.0永久荷载设计值：可变荷载设计值：荷载总设计值：2．计算跨度板的计算跨度为：3．弯矩设计值：支座A弯距系数；跨中1弯距系数；支座B弯距系数4.正截面受弯承载力计算取板带宽，板厚，钢筋保护层厚度，取钢筋直径约为，所以有效高度。采用C30混凝土，HRB400钢筋：，，，对于端支座A：受拉钢筋按构造配筋，配筋，配筋率101 ·3.荷载计算·3.1单位面积墙体荷载计算·3.1.1单位面积墙体荷载计算（）外墙、女儿墙：（外墙51）详《88J2-9华北标》：外墙外抹灰及涂料饰面:0.34200厚陶粒空心砖(及中间的水泥砂浆、构造柱)：0.2×15=3.0050厚聚苯板保温层：0.05×0.5=0.03内抹灰20厚：0.02×17=0.34　小计：3.71内墙：内墙6C合成树脂乳液涂料（乳胶漆）墙面：0.50200厚陶粒空心砖(及中间的水泥砂浆、构造柱)：0.2×15=3.00　小计：3.50注：大空间生产用房内考虑框架梁上3.0二次装修隔墙荷载。·3.1.2单位长度梁、柱荷载计算（）框架梁（外围）350mm×800mm(8米跨)自重：0.35×0.80×25=7.00双侧内抹灰：2×0.02×0.68×17=0.46小计：7.46框架梁（非外围）350mm×750(8米跨)自重：0.35×0.75×25=6.56双侧内抹灰：2×0.02×0.63×17=0.43　小计：6.99非框架梁300mm×500mm(4米跨)自重：0.3×0.6×25=4.50双侧内抹灰：2×0.02×0.48×17=0.33　小计：4.83框架柱1750mm×750mm自重：0.75×0.75×25=14.06抹灰：4×0.02×0.75×17=1.02　小计：15.08框架柱2650mm×650mm自重：0.65×0.65×25=10.56抹灰：4×0.02×0.65×17=0.88　小计：11.44101 ·3.1.3单位面积屋面板荷载计算（）屋3彩色水泥砖面层屋面（上人）3.00自重0.12×25=3.00棚27纸面石膏板吊顶0.25小计：6.25·3.1.4单位面积楼面板荷载计算（）楼8D铺地砖楼面1.20自重0.12×25=3.00棚27纸面石膏板吊顶0.25小计：4.45·3.2楼层质点Gi重力荷载的计算在计算中要考虑活载折减，因为活荷载不可能总是满载，故折减与构件的负荷面积有关。但在高层建筑中，活荷载一般仅占竖向荷载的15%，实际设计中往往不考虑折减，可按满载计算。不考虑地震作用，屋面均步活载不应与雪荷载同时考虑。考虑地震作用，不考虑屋面活荷载，雪荷载取0.5,楼面活荷载取0.5计算。图3-1楼层质点示意图·3.2.1G6重力荷载的计算（屋面层及机房）女儿墙g1=单位长度重×总长度女儿墙总长112.6+77.4=190女儿墙重力荷载代表值g13.71×(112.6×1.2+77.4×0.65)=687.95屋面重：g2＝单位面积重×总轴线面积(屋面雪荷载取50％)屋面恒荷载标准值6.25屋面活荷载标准值0.4×0.5=0.2总荷载标准值6.45屋面轴线面积1068．91屋面重力荷载代表值g26.45×1068.91=6894.47梁重：g3＝单位长度重×总净长框架梁净长160+200=360框架梁重力荷载代表值160×7.46+200×6.99=2019.6非框架梁净长294.2非框架梁重力荷载代表值294.2×4.01=1179.74梁重力荷载代表值g32019.6+1179.74=3199.341/2层高外墙重：g4＝单位面积重×总净面积/2外墙轴线长141外墙净面积141×(3.9-0.12)-7.25×2.05×8-2×2.05-3.475×2.05×2-3.15×1.5-1.5×2.4=387.411/2层外墙重力荷载代表值g43.71×387.41/2=718.65101 1/2层高内墙重：g5＝单位面积重×总净面积/2内墙净长52.78内墙净面积52.78×(3.9-0.12)-1×2.1×3-1×2.1×2-0.8×2.1=187.331/2层内墙重力荷载代表值g53.5×187.33/2=327.831/2层高隔墙重：g6＝单位面积重×总净面积/2隔墙净长162.31/2层内墙重力荷载代表值g63×162.3=486.91/2层柱重：g7＝单位长度重×总轴线长度/2总轴线长度28×3.9+3×3.9=120.91/2层柱重力荷载代表值g715.08×109.2+9.82×11.44=1759.08突出屋顶小房间重：g8外墙重g81〔7.25×4×(3.15-0.12)-1.5×2.1-1×1.2+37.75×(3.95-0.12)-1.5×3.15-1×1.2-1.5×2.1〕×3.71/2=406.3柱重g827×3.9×15.08+3×3.9×11.44=548.57梁重g83243.15×4.01=975.03屋面重g84172.88×6.25=1080.5突出屋顶机房重力荷载代表值：g8=g81+g82+g83+g84406.3+548.57+975.03+1080.5=3010.4重力荷载代表值G6＝g1+g2+g3+g4+g5+g6+g7+g8=17087.17·3.2.2G5重力荷载的计算楼面重：g9＝单位面积重×总轴线面积(楼面活荷载取50％)楼面恒载标准值4.45楼面活荷载标准值0.5×2=1总荷载标准值5.45楼面轴线面积1215.41楼面重力荷载代表值g95.45×1215.41=6623.98屋面重：g10＝单位面积重×总轴线面积(屋面雪荷载取50％)屋面恒荷载标准值6.25屋面活荷载标准值0.4×0.5=0.2总荷载标准值6.45屋面轴线面积90.64屋面重力荷载代表值g10584.63梁重：g11＝单位长度重×总净长框架梁净长139.68+224.6=364.28框架梁重力荷载代表值139.68×7.46+224.6×6.99=2025.61非框架梁净长293.53非框架梁重力荷载代表值293.53×4.01=1177.06梁重力荷载代表值g112025.61+1177.06=3202.671/2层高外墙重：g12＝单位面积重×总净面积/2101 外墙轴线长179.95外墙净面积179.95×(3.9-0.12)-7.25×2.05×8-2×2.05-1.5×2.4-6.95×2.05-6×2.05-2×2.05-1.5×3.15-1.5×2.5=514.491/2层外墙重力荷载代表值g43.71×514.49/2=954.381/2层高内墙重：g13＝单位面积重×总净面积/2内墙净长57.68内墙净面积57.68×(3.9-0.12)-1×2.1×3-1×2.1×2-0.8×2.1=205.851/2层内墙重力荷载代表值g133.5×205.85/2=360.241/2层高隔墙重：g14＝单位面积重×总净面积/2隔墙净长162.31/2层内墙重力荷载代表值g143×162.3=486.91/2层柱重：g15＝单位长度重×总轴线长度/2总轴线长度28×3.9+5×3.9+2×3.9=136.51/2层柱重力荷载代表值g1515.08×109.2+11.44×19.5+3.54×7.8=1897.43重力荷载代表值G5=g9+g10+g11+g12+g13+g14+g15=14078.64·3.2.3G4重力荷载的计算楼面重：g16＝单位面积重×总轴线面积(楼面活荷载取50％)楼面恒载标准值4.45楼面活荷载标准值0.5×2=1总荷载标准值5.45楼面轴线面积1297.96楼面重力荷载代表值g165.45×1297.96=7073.88屋面重：g17＝单位面积重×总轴线面积(屋面雪荷载取50％)屋面恒荷载标准值6.25屋面活荷载标准值0.4×0.5=0.2总荷载标准值6.45屋面轴线面积63.48屋面重力荷载代表值g17409.45梁重：g18＝单位长度重×总净长框架梁净长154.28+224.6=378.88框架梁重力荷载代表值154.28×7.46+224.6×6.99=2114.09非框架梁净长303.63非框架梁重力荷载代表值303.63×4.01=1217.56梁重力荷载代表值g182114.09+1217.56=3331.651/2层高外墙重：g19＝单位面积重×总净面积/2外墙轴线长166.05外墙净面积166.05×(3.9-0.12)-7.25×2.05×8-2×2.2-1.5×2.4-3.9×2.2-6×2.2×3-1.5×3.1-1.5×2.5-1.5×2.4=4451/2层外墙重力荷载代表值g193.71×445/2=825.481/2层高内墙重：g20＝单位面积重×总净面积/2101 内墙净长55.18内墙净面积55.18×(3.9-0.12)-1×2.1×3-1×2.1×2-0.8×2.1=196.401/2层内墙重力荷载代表值g53.5×196.4/2=343.71/2层高隔墙重：g21＝单位面积重×总净面积/2隔墙净长162.31/2层内墙重力荷载代表值g213×162.3=486.91/2层柱重：g22＝单位长度重×总轴线长度/2总轴线长度28×3.9+7×3.9=136.51/2层柱重力荷载代表值g2215.08×109.2+11.44×27.3=1959.05重力荷载代表值G4=g16+g17+g18+g19+g20+g21+g22=14385.89·3.2.4G3重力荷载的计算楼面重：g23＝单位面积重×总轴线面积(楼面活荷载取50％)楼面恒载标准值4.45楼面活荷载标准值0.5×2=1总荷载标准值5.45楼面轴线面积1361.5楼面重力荷载代表值g235.45×1361.5=7420.18梁重：g24＝单位长度重×总净长框架梁净长154.28+224.6=378.88框架梁重力荷载代表值154.28×7.46+224.6×6.99=2114.09非框架梁净长298.51非框架梁重力荷载代表值298.51×4.01=1197.03梁重力荷载代表值g242114.09+1197.03=3311.121/2层高外墙重：g25＝单位面积重×总净面积/2外墙轴线长166.05外墙净面积166.05×(3.9-0.12)-7.25×2.2×8-2×2.2-1.5×2.4-3.9×2.2-6×2.2×3-1.5×3.1-1.5×2.5-1.5×2.4=436.31/2层外墙重力荷载代表值g253.71×436.3/2=809.341/2层高内墙重：g26＝单位面积重×总净面积/2内墙净长55.18内墙净面积55.18×(3.9-0.12)-1×2.1×3-1×2.1×2-0.8×2.1=196.401/2层内墙重力荷载代表值g263.5×196.4/2=343.71/2层高隔墙重：g27＝单位面积重×总净面积/2隔墙净长162.31/2层内墙重力荷载代表值g273×162.3=486.91/2层柱重：g28＝单位长度重×总轴线长度/2总轴线长度28×3.9+7×3.9=136.51/2层柱重力荷载代表值g2815.08×109.2+11.44×27.3=1959.05重力荷载代表值G3=g23+g24+g25+g26+g27+g28=14286.07101 ·3.2.5G2重力荷载的计算楼面重：g29＝单位面积重×总轴线面积(楼面活荷载取50％)楼面恒载标准值4.45楼面活荷载标准值0.5×2=1总荷载标准值5.45楼面轴线面积1361.5楼面重力荷载代表值g295.45×1361.5=7420.18梁重：g30＝单位长度重×总净长框架梁净长154.28+224.6=378.88框架梁重力荷载代表值154.28×7.46+224.6×6.99=2114.09非框架梁净长298.51非框架梁重力荷载代表值298.51×4.01=1197.03梁重力荷载代表值g302114.09+1197.03=3311.121/2层高外墙重：g31＝单位面积重×总净面积/2外墙轴线长166.05外墙净面积166.05×(3.9-0.12)-7.25×2.05×8-2×2.2-1.5×2.4-3.9×2.2-6×2.2×3-1.5×3.1-1.5×2.5-1.5×2.4=4451/2层外墙重力荷载代表值g313.71×445/2=825.481/2层高内墙重：g32＝单位面积重×总净面积/2内墙净长55.18内墙净面积55.18×(3.9-0.12)-1×2.1×3-1×2.1×2-0.8×2.1=196.401/2层内墙重力荷载代表值g323.5×196.4/2=343.71/2层高隔墙重：g33＝单位面积重×总净面积/2隔墙净长162.31/2层内墙重力荷载代表值g333×162.3=486.91/2层柱重：g34＝单位长度重×总轴线长度/2总轴线长度28×3.9+7×3.9=136.51/2层柱重力荷载代表值g3415.08×109.2+11.44×27.3=1959.05重力荷载代表值G2=g29+g30+g31+g32+g33+g34=14302.2·3.2.6G1重力荷载的计算楼面重：g35＝单位面积重×总轴线面积(楼面活荷载取50％)楼面恒载标准值4.45楼面活荷载标准值0.5×2=1总荷载标准值5.45楼面轴线面积1361.5楼面重力荷载代表值g355.45×1361.5=7420.18梁重：g36＝单位长度重×总净长框架梁净长154.28+224.6=378.88框架梁重力荷载代表值154.28×7.46+224.6×6.99=2114.09101 非框架梁净长298.51非框架梁重力荷载代表值298.51×4.01=1197.03梁重力荷载代表值g362114.09+1197.03=3311.121/2层高外墙重：g37＝单位面积重×总净面积/2外墙轴线长166.05外墙净面积166.05×(4.2-0.12)-7.25×2.2×8-2×2.2-1.5×2.4-3.9×2.2-6×2.2×3-1.5×3.1-1.5×2.5-1.5×2.4=486.121/2层外墙重力荷载代表值g373.71×486.12/2=901.751/2层高内墙重：g38＝单位面积重×总净面积/2内墙净长55.18内墙净面积55.18×(4.2-0.12)-1×2.1×3-1×2.1×2-0.8×2.1=212.951/2层内墙重力荷载代表值g383.5×212.95/2=372.671/2层高隔墙重：g39＝单位面积重×总净面积/2隔墙净长162.31/2层内墙重力荷载代表值g393×162.3=486.91/2层柱重：g40＝单位长度重×总轴线长度/2总轴线长度28×4.9+7×4.9=171.51/2层柱重力荷载代表值g4015.08×137.2+11.44×34.3=2461.37重力荷载代表值G1=g35+g36+g37+g38+g39+g40=14898.42建筑面积8048.03建筑总重89038.39建筑结构平均重量11.06·4.横向框架刚度计算101 ·4.1梁柱线刚度计算梁混凝土强度等级：C30柱的混凝土强度等级：基础顶至二层顶C40；三层～机房层C35·4.1.1梁的线刚度在进行框架的内力和位移计算时，现浇楼板、上有现浇叠合层的预制楼板和楼板虽无现浇叠合层但为拉开预制板板缝且有配筋的装配整体叠合梁，均可考虑梁的翼缘作用，增大梁的惯性矩。此时框架梁的惯性矩可按表4-1取值。表4-1梁惯性矩取值梁部位楼板边框架梁中框架梁预制楼板现浇楼板注：为梁矩形截面的惯性矩。本设计为现浇楼板，但为减小梁的线刚度类型，简化计算亦可均取为1.5。梁混凝土等级C30框架梁(外围)：框架梁(非外围)：非框架梁：·4.1.2柱的线刚度（1）首层：柱混凝土等级C40框架柱1：框架柱2：（2）二层：柱混凝土等级C40框架柱1：101 框架柱2：（3）三层至六层：柱混凝土等级C35框架柱1：框架柱2：·4.2柱的抗侧刚度抗侧刚度是指柱上下端产生单位相对侧向位移时，柱子所承受的剪力。本设计柱的抗侧刚度以D值表示，称为D值法。抗推刚度是指柱结点有转角时使柱端产生单位水平位移所需施加的水平推力。取横向一榀框架（六层三跨）计算。在考虑了柱上下端节点的弹性约束作用后，柱的抗侧刚度D值为：式中：——层高；——柱的线刚度，；——柱混凝土弹性模量；——柱截面惯性矩；——与梁柱刚度比有关的刚度修正系数。值反应了梁柱线刚度比值对柱抗侧刚度的一影响（降低）系数，具体取值见下表：表4-2柱刚度修正系数的计算楼层简图边柱中柱上层柱底层柱101 ·4.2.1首层柱的抗侧刚度表4-3首层柱抗侧刚度柱位置边框架中柱（4）4.80.9410.490边柱（4）4.80.4710.393中框架中柱（13+4）4.80.7750.4601.3740.555边柱（7+3）4.80.3880.3720.6870.442·4.2.2二层柱的抗侧刚度表4-4二层柱抗侧刚度柱位置边框架中柱（4）3.90.7650.277边柱（4）3.90.3820.160中框架中柱（13+4）3.90.6300.2401.1170.358边柱（7+3）3.90.3150.1360.5580.218·4.2.3三层柱的抗侧刚度表4-5三层柱抗侧刚度柱位置边框架中柱（4）3.90.7890.283边柱（4）3.90.3940.165中框架中柱（13+4）3.90.6500.2451.1520.366边柱(7+3）3.90.3250.1400.5760.224101 ·4.2.4四层柱的抗侧刚度表4-6四层柱抗侧刚度柱位置边框架中柱（4）3.90.7890.283边柱（4）3.90.3940.165中框架中柱（13+4）3.90.6500.2451.1520.366边柱(7+3）3.90.3250.1400.5760.224·4.2.5五层柱的抗侧刚度表4-7五层柱抗侧刚度柱位置边框架中柱（4）3.90.7890.283边柱（4）3.90.3940.165中框架中柱（13）3.90.6500.245边柱（7+3）3.90.3250.1403.90.5760.224·4.2.6六层柱的抗侧刚度表4-8六层柱抗侧刚度柱位置边框架中柱（4）3.90.7890.283边柱（4）3.90.3940.165中框架中柱（13）3.90.6500.245边柱（7+3）3.90.3250.1403.90.5760.224·5地震作用的计算·5.1结构自震周期的计算101 ·5.1.1经验公式法建筑物高度，宽度，层数层根据《建筑结构荷载规范》（GB50009-2001）附录E式E.2.1.3和E.2.1.2·5.1.2顶点位移法——非承重砖墙对的影响系数框架结构=0.6～0.7（刚度增大，减小），框剪结构=0.7～0.8，剪力墙结构=1.0。本设计的结构为框架结构，取=0.70表5-1结构的假想顶点位移层次（）（）（）（）（）617087.1717087.171064578.900.01610.2620514078.6431165.811064578.900.02930.2459414385.8945551.701203168.210.03790.2166314286.0759837.771203168.210.04970.1788214302.2074139.971212202.690.06120.1290114898.4289038.391311892.860.06790.0679基本周期·5.1.3PKPM辅助计算结果经对比，可看出PKPM空间整体计算周期略大，与手算差值为0.161s。为保持一致性，之后周期采用手算结果0.609s。·5.2地震作用的计算根据《建筑抗震设计规范》（GB50011-2001）（以下简称《抗震规范》）5.1.2条:高度不超过40m、以剪切变形为主且质量和刚度沿高度分布比较均匀的结构，以及近似于单质点体系的结构，可采用底部剪力法等简化方法。本工程总高25.2，以剪切变形为主，由计算书荷载计算及刚度计算两节中可见，质量及刚度沿高度分布比较均匀，所以采用底部剪力法计算地震作用。《抗震规范》5.1.4条：建筑结构的地震影响系数应根据烈度、场地类别、设计地震分组和结构自振周期以及阻尼比确定。本工程位于河北，设防烈度为8度、多遇地震，由《抗震规范》表5.1.4-1可得水平地震影响系数本工程属于丁类生产研发大楼，Ⅲ类场地，设计地震分组为第一组，由《抗震规范》表5.1.4-2可得特征周期《抗震规范》5.2.1条：采用底部剪力法时，各楼层可仅取一个自由度。结构的水平地震作用标准值确定过程如下：101 结构等效总重力荷载代表值：图5-1结构水平地震作用计算简图，因，取时，则有水平地震影响系数：结构总水平地震作用标准值:∵，∴顶部附加地震作用系数，顶点附加地震作用·5.3楼层剪力及位移验算·5.3.1楼层剪力计算表5-2a楼层剪力计算楼层624.31.714.162920.312920.31520.41.412.882021.514941.82416.51.442.381669.836611.65312.61.431.801266.297877.9428.71.431.24874.348752.2814.81.490.72502.649254.92图5-2倒三角荷载示意图底部剪力底部弯距受倒三角形荷载：表5-2b楼层剪力计算层次101 62920.311064578.900.002754941.821064578.900.004646611.651203168.210.005537877.941203168.210.006528752.281212202.690.007219254.921311892.860.0071·5.3.2层间位移验算在正常使用条件下，高层建筑结构应具有足够的刚度，避免产生过大的位移而影响结构的承载力、稳定性和使用要求。结构的刚度可以用限制侧向变形的形式表达，我国现行规范主要限制层间位移：《抗震规范》5.5.1条可知框架结构在正常使用情况下的的限制值为。表5-3层间位移验算楼层层高限值63.90.00070．001853.90.001243.90.001433.90.001723.90.001914.80.0015注：二层层间位移超过限值，但不超过规定值的5%，可以认为满足侧移要求，不需进行截面调整。·5.3.3框架内力、侧移图框架总位移由杆件弯曲变形产生的侧移和柱轴向变形产生的侧移两部分叠加而成。杆件弯曲变形引起的侧移为剪切型，柱轴向变形产生的侧移为弯曲型。后者产生的侧移变形很小，多层框架可以忽略。图图5-3框架内力、侧移图·6.地震作用下框架内力计算·6.1柱端剪力及弯矩计算101 ·6.1.1D值法分配层间剪力利用D值法，由同一层内各柱的层间位移相等的条件，可把层间剪力按下式分配给该层的各个柱子：·6.1.2修正后的柱子反弯点高度图6-1反弯点示意图各个柱的反弯点位置取决于该柱上下柱上下端转角的比值。如果柱上下端转角相同，反弯点就在柱高的中央；如果柱上下端转角不同，则反弯点偏向转角较大的一端，亦即偏向约束刚度较小的一端。（1）、梁柱线刚度比及层数、层次对反弯点高度的影响假定框架横梁的线刚度、框架柱的线刚度和层高沿框架高度保持不变，可求出反弯点高度，称为标准反弯点高度比(如图6-1a)（2）上下横梁线刚度比对反弯点高度的影响，反弯点高度上移量为，对底层柱，取当时，反弯点上移，由查，为正值当时，反弯点上移，由查，为负值(如图6-1b)（3）、层高变化对反弯点的影响当上层层高发生变化时，反弯点上移增量为(如图6-1c)；当下层层高发生变化时，反弯点上移增量为(如图6-1d)对顶层柱不考虑修正值；对底层柱不考虑修正值综上所述，·6.1.3确定柱端弯矩：；表6-2a边柱柱端剪力及弯矩计算a101 楼层()()()()()63.92920.311.062.350.022164.430.387753.94941.821.062.350.0221109.030.315043.96611.651.202.350.0195129.060.325033.97877.941.202.350.0195153.780.325023.98752.281.212.360.0195170.310.325014.89254.921.313.460.0264243.870.3250表6-2b边柱柱端剪力及弯矩计算b楼层()()()()()()()60.1500.0000.0000.0000.150213.5837.6950.2720.0000.0000.0000.272309.55115.6640.3630.0000.0000.0000.363320.63182.7230.4500.0000.0000.0000.450329.86269.8920.5990.0000.000-0.0500.549299.56364.6510.9240.000-0.0500.0000.874147.491023.09表6-3a中柱柱端剪力及弯矩计算a楼层()()()()()63.92920.311.064.120.0387113.050.65053.94941.821.064.120.0387191.310.65043.96611.651.204.120.0343226.470.65033.97877.941.204.120.0343269.850.65023.98752.281.214.150.0343299.820.63014.89254.921.314.270.0326301.440.775表6-3b中柱柱端剪力及弯矩计算b楼层()()()()()()()60.2500.0000.0000.0000.250330.68110.2350.3500.0000.0000.0000.350484.97261.1440.4500.0000.0000.0000.450485.78397.4630.4500.0000.0000.0000.450578.82473.5820.5500.0000.0000.0000.550526.19643.1210.7000.0000.0000.0000.700434.071012.83·6.2梁端剪力及柱轴力计算·6.2.1梁端弯矩计算101 根据节点平衡：由于梁的跨度相同，所以节点处分配系数图6-2梁端剪力示意图·6.2.2梁端剪力计算梁端剪力计算如下：·6.2.3各跨梁端弯矩、剪力计算表6-4a第一跨框架梁弯距、剪力计算楼层68213.58165.3447.3658347.24297.6080.6048436.29373.46101.2238512.58488.14125.0928569.45499.88133.6718447.05480.13115.90表6-4b第二跨框架梁弯距、剪力计算楼层68165.34165.3441.3358297.60297.6074.4048373.46373.4693.3638488.14488.14122.0328499.88499.88124.9718480.13480.13120.03表6-4c第三跨框架梁弯距、剪力计算楼层68165.34213.5847.3658297.60347.2480.6048373.46436.29101.2238488.14512.58125.0928499.88569.45133.6718480.13447.05115.90·6.2.4梁柱弯矩图比较本节中将手算结果与空间框架的PKPM计算结果进行比较。(1)手算梁柱弯矩图101 图6-3a水平地震作用下框架弯矩(1)PKPM计算空间框架所得弯矩图图6-3b水平地震作用下框架弯矩手算出的弯距与空间框架的弯矩相比，可见考虑空间作用时的内力比不考虑空间作用时内力小，且差值较大约在35.2％～52.7％。101 图6-4柱轴力计算示意图·6.2.5框架柱轴力计算（受压为正、受拉为负）边柱中柱轴力图见图6-5表6-5柱轴力计算楼层A柱轴力()B柱轴力()C柱轴力()D柱轴力()641.336.036.0341.335115.7312.2312.23115.734209.1020.0920.09209.103354.2823.1423.14354.282487.9431.8431.84487.941603.8427.7027.70603.84图6-5水平地震作用下框架柱轴力·7.重力荷载作用下的框架内力计算·7.1重力荷载的计算101 框架梁的荷载分布图如下，屋面板及楼面板所传重力荷载按受荷面积确定，屋面板取50％雪荷载，楼面板取50％活荷载。图7-1框架梁荷载分布图·7.1.1屋面线荷载：恒荷载6.3，雪荷载0.4AB跨:（三角形荷载+集中力）屋面板传重力荷载1.2×8×2×(6.3+0.4×0.5)/8=18.48梁重1.2×6.99=8.39集中力1.2×(4.83+18.48)×8=223.7826.87223.78BC跨:（三角形荷载+集中力）屋面板传重力荷载1.2×8×2×(6.3+0.4×0.5)/8=18.48梁重1.2×6.99=8.39集中力1.2×(4.83+18.48)×8=223.7826.87223.78CD跨:（三角形荷载+集中力）屋面板传重力荷载1.2×8×2×(6.3+0.4×0.5)/8=18.48梁重1.2×6.99=8.39集中力1.2×(4.83+18.48)×8=223.7826.87223.78·7.1.2楼面线荷载：恒荷载4.45,活荷载2.0AB跨:（三角形荷载+集中力）楼面板传重力荷载1.2×8×2×(4.45+2.0×0.5)/8=13.11101 梁重1.2×6.99=8.39墙重1.2×3=3.6集中力1.2×(4.83+13.11)×8=172.2225.07172.22BC跨:（三角形荷载+集中力）楼面板传重力荷载1.2×8×2×(4.45+2.0×0.5)/8=13.11梁重1.2×6.99=8.39墙重1.2×3=3.6集中力1.2×(4.83+13.11)×8=172.2225.07172.22CD跨:（三角形荷载+集中力）楼面板传重力荷载1.2×8×2×(4.45+2.0×0.5)/8=13.11梁重1.2×6.99=8.39墙重1.2×3=3.6集中力1.2×(4.83+13.11)×8=172.2225.07172.22图7-2PKPM整体计算恒载图101 图7-3PKPM整体计算活载图·7.2重力荷载作用下的框架弯矩计算（考虑地震作用）·7.2.1梁、柱线刚度：表7-1各层梁、柱线刚度表层数123456梁6.926.926.926.926.926.92柱1.792.202.132.132.132.13E图7-4结点计算简图·7.2.2梁、柱线刚度：结点弯距分配系数除首层外，上层各柱线刚度均乘以0.9修正，后计算刚度分配系数。图7-5固端弯距示意图·7.2.3固端弯矩（顺时针为正）均布荷载引起的固端弯距101 集中力引起的固端弯距，·7.2.4采用弯矩分配法进行计算框架弯距分配采用二次力矩分配法。一次分配：所有节点全部分配，分配符号与固端弯矩反号；一次传递：同层柱上下互相传递，同根梁两端互相传递；二次分配：把第一次传递的弯矩值各节点分配。第二次结点平衡后，杆端弯距只向前传。表7-2a重力荷载作用下梁柱弯矩计算（考虑地震作用）A柱B柱6层位置上柱下柱右梁左梁下柱上柱右梁分配系数0.7350.2650.2100.5810.210固端弯距-367.07367.07-367.07首次分配269.6997.390.000.000.00弯距传递43.190.0048.690.000.00二次分配-31.73-11.46-10.21-28.27-10.21梁柱弯距281.14-281.14405.56-28.27-377.28梁端调幅-224.92324.44-301.835层位置上柱下柱右梁左梁下柱上柱右梁分配系数0.4240.4240.1530.1330.3670.3670.133固端弯距-305.92305.92-305.92首次分配129.57129.5746.790.000.000.000.00弯距传递89.9043.190.0023.390.000.000.00二次分配-56.36-56.36-20.35-3.10-8.59-8.59-3.10梁柱弯距163.10116.39-279.49326.21-8.59-8.59-309.02梁端调幅-223.59260.97-247.224层位置上柱下柱右梁左梁下柱上柱右梁分配系数0.4240.4240.1530.1330.3670.3670.133固端弯距-305.92305.92-305.92首次分配129.57129.5746.790.000.000.000.00弯距传递43.1943.190.0023.390.000.000.00二次分配-36.58-36.58-13.21-3.10-8.59-8.59-3.10梁柱弯距136.17136.17-272.34326.21-8.59-8.59-309.02梁端调幅136.17136.17-217.87260.97-8.59-8.59-247.223层位置上柱下柱右梁左梁下柱上柱右梁分配系数0.4240.4240.1530.1330.3670.3670.133固端弯距-305.92305.92-305.92首次分配129.57129.5746.790.000.000.000.00弯距传递43.1942.620.0023.390.000.000.00二次分配-36.34-36.34-13.12-3.10-8.59-8.59-3.10梁柱弯距136.41135.84-272.26326.21-8.59-8.59-309.02梁端调幅-217.80260.97-247.222层位置上柱下柱右梁左梁下柱上柱右梁分配系数0.4180.4310.1510.1310.3750.3630.131101 固端弯距-305.92305.92-305.92首次分配127.85131.9146.170.000.000.000.00弯距传递43.1945.270.0023.080.000.000.00二次分配-36.97-38.14-13.35-3.03-8.65-8.38-3.03梁柱弯距134.07139.03-273.10325.98-8.65-8.38-308.95梁端调幅-218.48260.78-247.161层位置上柱下柱右梁左梁下柱上柱右梁分配系数0.4440.4010.1550.1340.3470.3840.134固端弯距-305.92305.92-305.92首次分配135.80122.5947.530.000.000.000.00弯距传递43.970.0023.760.000.00二次分配-19.52-17.62-6.83-3.20-8.24-9.13-3.20梁柱弯距160.25104.97-265.22326.49-8.24-9.13-309.12梁端调幅-212.18261.19-247.29表7-2b重力荷载作用下梁柱弯矩计算（考虑地震作用）C柱D柱6层位置左梁下柱上柱右梁左梁下柱上柱分配系数0.2100.5810.2100.2650.735固端弯距367.07-367.07367.07首次分配0.000.000.00-97.39-269.69弯距传递0.000.00-48.690.00-43.19二次分配10.2128.2710.2111.4631.73梁柱弯距377.2828.27-405.56281.14-281.14梁端调幅301.83-324.44224.925层位置左梁下柱上柱右梁左梁下柱上柱分配系数0.1330.3670.3670.1330.1530.4240.424固端弯距305.92-305.92305.92首次分配0.000.000.000.00-46.79-129.57-129.57弯距传递0.000.000.00-23.390.00-43.19-89.90二次分配3.108.598.593.1020.3556.3656.36梁柱弯距309.028.598.59-326.21279.49-116.39-163.10梁端调幅247.22-260.97223.594层位置左梁下柱上柱右梁左梁下柱上柱分配系数0.1330.3670.3670.1330.1530.4240.424固端弯距305.92-305.92305.92首次分配0.000.000.000.00-46.79-129.57-129.57弯距传递0.000.000.00-23.390.00-43.19-43.19二次分配3.108.598.593.1013.2136.5836.58梁柱弯距309.028.598.59-326.21272.34-136.17-136.17梁端调幅247.22-260.97217.873层位置左梁下柱上柱右梁左梁下柱上柱分配系数0.1330.3670.3670.1330.1530.4240.424101 固端弯距305.92-305.92305.92首次分配0.000.000.000.00-46.79-129.57-129.57弯距传递0.000.000.00-23.390.00-42.62-43.19二次分配3.108.598.593.1013.1236.3436.34梁柱弯距309.028.598.59-326.21272.26-135.84-136.41梁端调幅247.228.598.59-260.97217.80-135.84-136.412层位置左梁下柱上柱右梁左梁下柱上柱分配系数0.1310.3750.3630.1310.1510.4310.418固端弯距305.92-305.92305.92首次分配0.000.000.000.00-46.17-131.91-127.85弯距传递0.000.000.00-23.080.00-45.27-43.19二次分配3.038.658.383.0313.3538.1436.97梁柱弯距308.958.658.38-325.98273.10-139.03-134.07梁端调幅247.16-260.78218.481层位置左梁下柱上柱右梁左梁下柱上柱分配系数0.1340.3470.3840.1340.1550.4010.444固端弯距305.92-305.92305.92首次分配0.000.000.000.00-47.53-122.59-135.80弯距传递0.000.00-23.760.00-43.97二次分配3.208.249.133.206.8317.6219.52梁柱弯距309.128.249.13-326.49265.22-104.97-160.25梁端调幅247.29-261.19212.18·7.3荷载作用下梁端剪力及轴力计算（考虑地震作用）·7.3.1重力荷载作用下梁端剪力计算图7-6框架梁受力简图1.均布荷载引起的梁端剪力为2.集中荷载引起的梁端剪力：，3.固端弯距引起的梁端剪力：由此梁端剪力：，表7-3aAB跨梁端剪力层数（）()()()()()626.87111.89111.8912.44206.92231.80101 525.0786.1186.114.67181.71191.06425.0786.1186.115.39181.00191.77325.0786.1186.115.40180.99191.78225.0786.1186.115.29181.10191.67125.0786.1186.116.13180.26192.51表7-3bBC跨梁端剪力层数（）()()()()()626.87111.89111.890.00219.36219.36525.0786.1186.110.00186.38186.38425.0786.1186.110.00186.38186.38325.0786.1186.110.00186.38186.38225.0786.1186.110.00186.38186.38125.0786.1186.110.00186.38186.38表7-3cCD跨梁端剪力层数（）()()()()()626.87111.89111.89-12.44231.80206.92525.0786.1186.11-4.67191.06181.71425.0786.1186.11-5.39191.77181.00325.0786.1186.11-5.40191.78180.99225.0786.1186.11-5.29191.67181.10125.0786.1186.11-6.13192.51180.26·7.3.2纵梁传重力荷载计算（考虑地震作用）纵梁端剪力即为柱顶端轴力1.屋面纵梁传重力荷载：恒荷载6.30，雪荷载0.4A柱：屋面板传重力荷载1.2×2×0.5×4×2×(6.3+0.4×0.5)/8=9.24女儿墙重1.2×3.71×1.2=5.34梁重1.2×7.46=8.95集中力1.2×(4.83+18.48)×8=223.78B柱：屋面板传重力荷载1.2×4×0.5×4×2×(6.3+0.4×0.5)/8=18.48101 梁重1.2×6.99=8.39集中力1.2×(4.83+18.48)×8=223.78C柱：屋面板传重力荷载1.2×4×0.5×4×2×(6.3+0.4×0.5)/8=18.48梁重1.2×6.99=8.39集中力1.2×(4.83+18.48)×8=223.78D柱：屋面板传重力荷载1.2×2×0.5×4×2×(6.3+0.4×0.5)/8=9.24女儿墙重1.2×3.71×1.2=5.34梁重1.2×7.46=8.95集中力1.2×(4.83+18.48)×8=223.782.楼面纵梁传重力荷载：恒荷载4.45，活荷载2.0A柱：楼面板传重力荷载1.2×4×0.5×4×2×(4.45+2.0×0.5)/8=6.54外墙重1.2×3.71×3.9×0.7=12.15梁重1.2×7.46=8.95集中力1.2×(4.83+13.08)×8=171.94B柱：楼面板传重力荷载1.2×2×0.5×4×2×(4.45+2.0×0.5)/8=13.08隔墙重1.2×3=3.6梁重1.2×6.99=8.39集中力1.2×(4.83+13.08)×8=171.94C柱：楼面板传重力荷载1.2×2×0.5×4×2×(4.45+2.0×0.5)/8=13.08隔墙重1.2×3=3.6梁重1.2×6.99=8.39集中力1.2×(4.83+13.08)×8=171.94D柱：楼面板传重力荷载1.2×4×0.5×4×2×(4.45+2.0×0.5)/8=6.54外墙重1.2×3.71×3.9×0.7=12.15梁重1.2×7.46=8.95集中力1.2×(4.83+13.08)×8=171.94·7.3.3柱轴力计算表7-4aA柱轴力计算（）楼层纵梁传重横梁梁端剪力柱重6300.16206.9279.98507.08587.06101 5307.14181.7179.981075.911155.894307.14181.0079.981644.021724.013307.14180.9979.982212.132292.112307.14181.1079.982780.342860.321307.14180.2698.443347.723446.16表7-4bB柱轴力计算（）楼层纵梁传重横梁梁端剪力柱重6438.72451.1679.98889.88969.865372.48377.4479.981719.781799.764372.48378.1579.982550.402630.383372.48378.1679.983381.023461.002372.48378.0679.984211.544291.521372.48378.8998.445042.905141.33表7-4cC柱轴力计算（）楼层纵梁传重横梁梁端剪力柱重6438.72451.1679.98889.88969.865372.48377.4479.981719.781799.764372.48378.1579.982550.402630.383372.48378.1679.983381.023461.002372.48378.0679.984211.544291.521372.48378.8998.445042.905141.33表7-4dD柱轴力计算（）楼层纵梁传重横梁梁端剪力柱重6300.16206.9279.98507.08587.065307.14181.7179.981075.911155.894307.14181.0079.981644.021724.013307.14180.9979.982212.132292.112307.14181.1079.982780.342860.321307.14180.2698.443347.723446.16·7.3.4框架弯矩图比较本节中将手算结果与单榀框架的PKPM计算及空间框架的PKPM计算结果进行比较。101 图7-7a重力作用下框架弯矩图(1)手算梁柱弯距图：(2)PKPM计算单榀框架所得弯矩图图7-7b重力作用下框架弯矩图(3)PKPM计算空间框架所得弯矩图101 图7-7c重力作用下框架弯矩图经过比较，手算单榀框架内力与PKPM计算出的单榀框架内力数值相差不多，约在10.7%~25.5%之间。考虑到空间作用，得出的内力与单榀框架部分数值相距甚远，再次能证明考虑到空间作用与不考虑结果相差较大，与本计算书§6.2.4所得出结论相符。·7.3.5框架柱轴力图比较(1)手算框架柱轴力图：图7-8a重力作用下框架柱轴力图(2)101 PKPM计算单榀框架所得柱轴力图图7-8b重力作用下框架柱轴力图(3)PKPM计算空间框架所得柱轴力图图7-8c重力作用下框架柱轴力图101 经过比较，手算单榀框架柱轴力与PKPM计算出的单榀框架柱轴力数值非常接近，差值在5%之内。而与空间框架计算结果相差较大，与本计算书§6.2.4所得出结论相符。·7.4只考虑重力荷载作用的框架内力（可变荷载效应控制组合）框架梁的荷载分布见图7-1。屋面板及楼面板所传重力荷载按受荷面积确定，屋面板取50％雪荷载，楼面板取50％活荷载。可变荷载效应控制的组合：()·7.4.1屋面线荷载：恒荷载6.30，雪荷载0.4AB跨:（三角形荷载+集中力）屋面板传重力荷载8×2×(1.2×6.3+1.4×0.4)/8=19.12梁重1.2×6.99=8.39集中力1.2×(4.83+19.12)×8=229.9227.51229.92BC跨:（三角形荷载+集中力）屋面板传重力荷载8×2×(1.2×6.3+1.4×0.4)/8=19.12梁重1.2×6.99=8.39集中力1.2×(4.83+19.12)×8=229.9227.51229.92CD跨:（三角形荷载+集中力）屋面板传重力荷载8×2×(1.2×6.3+1.4×0.4)/8=19.12梁重1.2×6.99=8.39集中力1.2×(4.83+19.12)×8=229.9227.51229.92·7.4.2楼面线荷载：恒荷载4.45,活荷载2.0AB跨:（三角形荷载+集中力）楼面板传重力荷载8×2×(1.2×4.45+1.4×2.0)/8=16.28梁重1.2×6.99=8.39墙重1.2×3=3.6集中力1.2×(4.83+16.28)×8=202.6628.27202.66BC跨:（三角形荷载+集中力）楼面板传重力荷载8×2×(1.2×4.45+1.4×2.0)/8=16.28梁重1.2×6.99=8.39墙重1.2×3=3.6集中力1.2×(4.83+16.28)×8=202.6628.27202.66101 CD跨:（三角形荷载+集中力）楼面板传重力荷载8×2×(1.2×4.45+1.4×2.0)/8=16.28梁重1.2×6.99=8.39墙重1.2×3=3.6集中力1.2×(4.83+16.28)×8=202.6628.27202.66·7.5只考虑重力荷载作用的框架弯距计算（可变荷载效应控制的组合）·7.5.1梁、柱线刚度：见表7-1·7.5.2弯矩分配系数结点弯距分配系数：·7.5.3固端弯矩（顺时针为正）均布荷载引起的固端弯距：集中力引起的固端弯距：，·7.5.4采用弯矩分配法进行计算框架弯距分配采用二次力矩分配法。一次分配：所有节点全部分配，分配符号与固端弯矩反号；一次传递：同层柱上下互相传递，同根梁两端互相传递；二次分配：把第一次传递的弯矩值各节点分配。第二次结点平衡后，杆端弯距只向前传。表7-5a只考虑重力荷载作用下梁柱弯矩计算（可变荷载效应控制）A柱B柱6层位置上柱下柱右梁左梁下柱上柱右梁分配系数0.7350.2650.2100.5810.210固端弯距-376.63376.63-376.63首次分配276.7199.920.000.000.00弯距传递49.890.0049.960.000.00二次分配-36.66-13.24-10.48-29.01-10.48梁柱弯距289.94-289.94416.11-29.01-387.11梁端调幅-231.96332.89-309.685层位置上柱下柱右梁左梁下柱上柱右梁分配系数0.4240.4240.1530.1330.3670.3670.133固端弯距-353.42353.42-353.42首次分配149.68149.6854.050.000.000.000.00弯距传递92.2449.890.0027.030.000.000.00二次分配-60.20-60.20-21.74-3.59-9.93-9.93-3.59梁柱弯距181.72139.38-321.10376.86-9.93-9.93-357.00梁端调幅-256.88301.49-285.604层位置上柱下柱右梁左梁下柱上柱右梁分配系数0.4240.4240.1530.1330.3670.3670.133固端弯距-353.42353.42-353.42首次分配149.68149.6854.050.000.000.000.00101 弯距传递49.8949.890.0027.030.000.000.00二次分配-42.26-42.26-15.26-3.59-9.93-9.93-3.59梁柱弯距157.31157.31-314.63376.86-9.93-9.93-357.00梁端调幅-251.70301.49-285.603层位置上柱下柱右梁左梁下柱上柱右梁分配系数0.4240.4240.1530.1330.3670.3670.133固端弯距-353.42353.42-353.42首次分配149.68149.6854.050.000.000.000.00弯距传递49.8949.230.0027.030.000.000.00二次分配-41.98-41.98-15.16-3.59-9.93-9.93-3.59梁柱弯距157.59156.93-314.53376.86-9.93-9.93-357.00梁端调幅-251.62301.49-285.602层位置上柱下柱右梁左梁下柱上柱右梁分配系数0.4180.4310.1510.1310.3750.3630.131固端弯距-353.42353.42-353.42首次分配147.70152.3953.340.000.000.000.00弯距传递49.8952.290.0026.670.000.000.00二次分配-42.71-44.06-15.42-3.50-9.99-9.68-3.50梁柱弯距154.89160.62-315.50376.59-9.99-9.68-356.92梁端调幅-252.40301.27-285.531层位置上柱下柱右梁左梁下柱上柱右梁分配系数0.4440.4010.1550.1340.3470.3840.134固端弯距-353.42353.42-353.42首次分配156.88141.6354.910.000.000.000.00弯距传递50.800.0027.450.000.00二次分配-22.55-20.36-7.89-3.69-9.52-10.55-3.69梁柱弯距185.13121.27-306.40377.18-9.52-10.55-357.11梁端调幅-245.12301.74-285.69表7-5b只考虑重力荷载作用下梁柱弯矩计算（可变荷载效应控制）C柱D柱6层位置左梁下柱上柱右梁左梁下柱上柱分配系数0.2100.5810.2100.2650.735固端弯距376.63-376.63376.63首次分配0.000.000.00-99.92-276.71弯距传递0.000.00-49.960.00-49.89二次分配10.4829.0110.4813.2436.66梁柱弯距387.1129.01-416.11289.94-289.94梁端调幅309.68-332.89231.965层位置左梁下柱上柱右梁左梁下柱上柱分配系数0.1330.3670.3670.1330.1530.4240.424固端弯距353.42-353.42353.42首次分配0.000.000.000.00-54.05-149.68-149.68弯距传递0.000.000.00-27.030.00-49.89-92.24二次分配3.599.939.933.5921.7460.2060.20101 梁柱弯距357.009.939.93-376.86321.10-139.38-181.72梁端调幅285.609.939.93-301.49256.88-139.38-181.724层位置左梁下柱上柱右梁左梁下柱上柱分配系数0.1330.3670.3670.1330.1530.4240.424固端弯距353.42-353.42353.42首次分配0.000.000.000.00-54.05-149.68-149.68弯距传递0.000.000.00-27.030.00-49.89-49.89二次分配3.599.939.933.5915.2642.2642.26梁柱弯距357.009.939.93-376.86314.63-157.31-157.31梁端调幅285.60-301.49251.703层位置左梁下柱上柱右梁左梁下柱上柱分配系数0.1330.3670.3670.1330.1530.4240.424固端弯距353.42-353.42353.42首次分配0.000.000.000.00-54.05-149.68-149.68弯距传递0.000.000.00-27.030.00-49.23-49.89二次分配3.599.939.933.5915.1641.9841.98梁柱弯距357.009.939.93-376.86314.53-156.93-157.59梁端调幅285.60-301.49251.622层位置左梁下柱上柱右梁左梁下柱上柱分配系数0.1310.3750.3630.1310.1510.4310.418固端弯距353.42-353.42353.42首次分配0.000.000.000.00-53.34-152.39-147.70弯距传递0.000.000.00-26.670.00-52.29-49.89二次分配3.509.999.683.5015.4244.0642.71梁柱弯距356.929.999.68-376.59315.50-160.62-154.89梁端调幅285.53-301.27252.401层位置左梁下柱上柱右梁左梁下柱上柱分配系数0.1340.3470.3840.1340.1550.4010.444固端弯距353.42-353.42353.42首次分配0.000.000.000.00-54.91-141.63-156.88弯距传递0.000.00-27.450.00-50.80二次分配3.699.5210.553.697.8920.3622.55梁柱弯距357.119.5210.55-377.18306.40-121.27-185.13梁端调幅285.69-301.74245.12·7.6荷载作用下梁端剪力及轴力计算（可变荷载控制）·7.6.1重力荷载作用下梁端剪力计算1.均布荷载引起的梁端剪力为2.集中荷载引起的梁端剪力：，3.固端弯距引起的梁端剪力：101 由此梁端剪力：，表7-6aAB跨梁端剪力层数（）()()()()()627.51114.96114.9612.62212.37237.61528.27101.33101.335.58208.82219.98428.27101.33101.336.22208.18220.62328.27101.33101.336.23208.17220.63228.27101.33101.336.11208.29220.51128.27101.33101.337.08207.32221.48表7-6bBC跨梁端剪力层数（）()()()()()627.51114.96114.960.00224.99224.99528.27101.33101.330.00214.40214.40428.27101.33101.330.00214.40214.40328.27101.33101.330.00214.40214.40228.27101.33101.330.00214.40214.40128.27101.33101.330.00214.40214.40表7-6cCD跨梁端剪力层数（）()()()()()627.51114.96114.96-12.62237.61212.37528.27101.33101.33-5.58219.98208.82428.27101.33101.33-6.22220.62208.18328.27101.33101.33-6.23220.63208.17228.27101.33101.33-6.11220.51208.29128.27101.33101.33-7.08221.48207.32·7.6.2纵梁传重力荷载计算（考虑地震作用）纵梁端剪力即为柱顶端轴力1.屋面纵梁传重力荷载：恒荷载6.30，雪荷载0.4A柱：101 屋面板传重力荷载2×0.5×4×2×(1.2×6.3+1.4×0.4)/8=9.56女儿墙重1.2×3.71×1.2=5.34梁重1.2×7.46=8.95集中力1.2×(4.83+19.12)×8=229.92B柱：屋面板传重力荷载4×0.5×4×2×(1.2×6.3+1.4×0.4)/8=19.12梁重1.2×6.99=8.39集中力1.2×(4.83+19.12)×8=229.92C柱：屋面板传重力荷载4×0.5×4×2×(1.2×6.3+1.4×0.4)/8=19.12梁重1.2×6.99=8.39集中力1.2×(4.83+19.12)×8=229.92D柱：屋面板传重力荷载2×0.5×4×2×(1.2×6.3+1.4×0.4)/8=9.56女儿墙重1.2×3.71×1.2=5.34梁重1.2×7.46=8.95集中力1.2×(4.83+19.12)×8=229.922.楼面纵梁传重力荷载：恒荷载4.45，活荷载2.0A柱：楼面板传重力荷载4×0.5×4×2×(1.2×4.45+1.4×2.0)/8=16.28外墙重1.2×3.71×3.9×0.7=12.15梁重1.2×7.46=8.95集中力1.2×(4.83+32.56)×8=358.94B柱：楼面板传重力荷载2×0.5×4×2×(1.2×4.45+1.4×2.0)/8=16.28隔墙重1.2×3=3.6梁重1.2×6.99=8.39集中力1.2×(4.83+32.56)×8=358.94C柱：楼面板传重力荷载2×0.5×4×2×(1.2×4.45+1.4×2.0)/8=16.28隔墙重1.2×3=3.6梁重1.2×6.99=8.39集中力1.2×(4.83+32.56)×8=358.94D柱：101 楼面板传重力荷载4×0.5×4×2×(1.2×4.45+1.4×2.0)/8=16.28外墙重1.2×3.71×3.9×0.7=12.15梁重1.2×7.46=8.95集中力1.2×(4.83+32.56)×8=358.94·7.6.3柱轴力计算表7-6aA柱轴力计算（）楼层纵梁传重横梁梁端剪力柱重6305.80212.3779.98518.17598.155478.56208.8279.981285.541365.524478.56208.1879.982052.252132.233478.56208.1779.982818.962898.942478.56208.2979.983585.793665.771478.56207.3298.444351.664450.09表7-4bB柱轴力计算（）楼层纵梁传重横梁梁端剪力柱重6449.98462.6079.98912.59992.575585.09434.3879.982012.032092.014585.09435.0279.983112.123192.103585.09435.0379.984212.224292.212585.09434.9179.985312.205392.181585.09435.8898.446413.156511.59表7-4cC柱轴力计算（）楼层纵梁传重横梁梁端剪力柱重6449.98462.6079.98912.59992.575585.09434.3879.982012.032092.014585.09435.0279.983112.123192.103585.09435.0379.984212.224292.212585.09434.9179.985312.205392.181585.09435.8898.446413.156511.59表7-4dD柱轴力计算（）楼层纵梁传重横梁梁端剪力柱重6305.80212.3779.98518.17598.155478.56208.8279.981285.541365.524478.56208.1879.982052.252132.233478.56208.1779.982818.962898.942478.56208.2979.983585.793665.771478.56207.3298.444351.664450.09·7.6.4框架弯矩图比较101 (1)手算梁柱弯矩图图7-8a重力作用下框架弯矩图()(可变荷载效应控制)(2)PKPM计算单榀框架所得弯矩图图7-8b重力作用下框架弯矩图()(可变荷载效应控制)经过比较，手算单榀框架弯矩与PKPM计算出的单榀框架弯矩数值相差约在11.7%~26.1%.·7.6.5框架柱轴力图(1)手算框架柱轴力图101 图7-9a重力作用下框架柱轴力图()(可变荷载效应控制)图7-9重力作用下框架柱轴力图()(可变荷载效应控制)(2)PKPM计算单榀框架所得柱轴力图经过比较，手算单榀框架柱轴力与PKPM计算出的单榀框架柱轴力数值非常接近，误差在5%之内。图7-9b重力作用下框架柱轴力图()(可变荷载效应控制)·7.7只考虑重力荷载作用的框架内力（永久可变荷载效应控制组合）框架梁的荷载分布见图7-1。屋面板及楼面板所传重力荷载按受荷面积确定，屋面板取50％雪荷载，楼面板取50％活荷载。101 可变荷载效应控制的组合：()·7.7.1屋面线荷载：恒荷载6.30，雪荷载0.4AB跨:（三角形荷载+集中力）屋面板传重力荷载8×2×(1.35×6.3+1.0×0.4)/8=21.05梁重1.35×6.99=9.44集中力1.35×(4.83+19.12)×8=279.5030.49279.50BC跨:（三角形荷载+集中力）屋面板传重力荷载8×2×(1.35×6.3+1.0×0.4)/8=21.05梁重1.35×6.99=9.44集中力1.35×(4.83+19.12)×8=279.5030.49279.50CD跨:（三角形荷载+集中力）屋面板传重力荷载8×2×(1.35×6.3+1.0×0.4)/8=21.05梁重1.35×6.99=9.44集中力1.35×(4.83+19.12)×8=279.5030.49279.50·7.7.2楼面线荷载：恒荷载4.45,活荷载2.0AB跨:（三角形荷载+集中力）楼面板传重力荷载8×2×(1.35×4.45+1.0×2.0)/8=16.28梁重1.35×6.99=9.44墙重1.35×3=4.05集中力1.35×(4.83+16.28)×8=227.9929.50227.99BC跨:（三角形荷载+集中力）楼面板传重力荷载8×2×(1.35×4.45+1.0×2.0)/8=16.28梁重1.35×6.99=9.44墙重1.35×3=4.05集中力1.35×(4.83+16.28)×8=227.9929.50227.99CD跨:（三角形荷载+集中力）楼面板传重力荷载8×2×(1.35×4.45+1.0×2.0)/8=16.28梁重1.35×6.99=9.44101 墙重1.35×3=4.05集中力1.35×(4.83+16.28)×8=227.9929.50227.99·7.8只考虑重力荷载作用的框架弯距计算（永久可变荷载效应控制的组合）·7.8.1梁、柱线刚度：见表7-1·7.8.2弯矩分配系数结点弯距分配系数：·7.8.3固端弯矩（顺时针为正）均布荷载引起的固端弯距：集中力引起的固端弯距：，·7.8.4采用弯矩分配法进行计算框架弯距分配采用二次力矩分配法。一次分配：所有节点全部分配，分配符号与固端弯矩反号；一次传递：同层柱上下互相传递，同根梁两端互相传递；二次分配：把第一次传递的弯矩值各节点分配。第二次结点平衡后，杆端弯距只向前传。表7-8a只考虑重力荷载作用下梁柱弯矩计算（永久可变荷载效应控制）A柱B柱6层位置上柱下柱右梁左梁下柱上柱右梁分配系数0.7350.2650.2100.5810.210固端弯距-442.10442.10-442.10首次分配324.81117.290.000.000.00弯距传递54.400.0058.650.000.00二次分配-39.97-14.43-12.30-34.05-12.30梁柱弯距339.24-339.24488.45-34.05-454.40梁端调幅-271.39390.76-363.525层位置上柱下柱右梁左梁下柱上柱右梁分配系数0.4240.4240.1530.1330.3670.3670.133固端弯距-385.33385.33-385.33首次分配163.20163.2058.930.000.000.000.00弯距传递108.2754.400.0029.470.000.000.00二次分配-68.89-68.89-24.88-3.91-10.82-10.82-3.91梁柱弯距202.57148.70-351.28410.89-10.82-10.82-389.24梁端调幅-281.02328.71-311.394层位置上柱下柱右梁左梁下柱上柱右梁分配系数0.4240.4240.1530.1330.3670.3670.133固端弯距-385.33385.33-385.33首次分配163.20163.2058.930.000.000.000.00弯距传递54.4054.400.0029.470.000.000.00二次分配-46.08-46.08-16.64-3.91-10.82-10.82-3.91梁柱弯距171.52171.52-343.04410.89-10.82-10.82-389.24梁端调幅-274.43328.71-311.39101 3层位置上柱下柱右梁左梁下柱上柱右梁分配系数0.4240.4240.1530.1330.3670.3670.133固端弯距-385.33385.33-385.33首次分配163.20163.2058.930.000.000.000.00弯距传递54.4053.680.0029.470.000.000.00二次分配-45.77-45.77-16.53-3.91-10.82-10.82-3.91梁柱弯距171.82171.10-342.93410.89-10.82-10.82-389.24梁端调幅-274.34328.71-311.392层位置上柱下柱右梁左梁下柱上柱右梁分配系数0.4180.4310.1510.1310.3750.3630.131固端弯距-385.33385.33-385.33首次分配161.03166.1558.150.000.000.000.00弯距传递54.4057.020.0029.080.000.000.00二次分配-46.56-48.04-16.81-3.81-10.89-10.56-3.81梁柱弯距168.87175.12-343.99410.59-10.89-10.56-389.14梁端调幅-275.19328.47-311.311层位置上柱下柱右梁左梁下柱上柱右梁分配系数0.4440.4010.1550.1340.3470.3840.134固端弯距-385.33385.33-385.33首次分配171.05154.4259.870.000.000.000.00弯距传递55.380.0029.930.000.00二次分配-24.58-22.19-8.60-4.03-10.38-11.50-4.03梁柱弯距201.84132.22-334.07411.24-10.38-11.50-389.35梁端调幅-267.25328.99-311.48表7-8b只考虑重力荷载作用下梁柱弯矩计算（永久可变荷载效应控制）C柱D柱6层位置左梁下柱上柱右梁左梁下柱上柱分配系数0.2100.5810.2100.2650.735固端弯距442.10-442.10442.10首次分配0.000.000.00-117.29-324.81弯距传递0.000.00-58.650.00-54.40二次分配12.3034.0512.3014.4339.97梁柱弯距454.4034.05-488.45339.24-339.24梁端调幅363.52-390.76271.395层位置左梁下柱上柱右梁左梁下柱上柱分配系数0.1330.3670.3670.1330.1530.4240.424固端弯距385.33-385.33385.33首次分配0.000.000.000.00-58.93-163.20-163.20弯距传递0.000.000.00-29.470.00-54.40-108.27二次分配3.9110.8210.823.9124.8868.8968.89梁柱弯距389.2410.8210.82-410.89351.28-148.70-202.57梁端调幅311.39-328.71281.024层位置左梁下柱上柱右梁左梁下柱上柱分配系数0.1330.3670.3670.1330.1530.4240.424101 固端弯距385.33-385.33385.33首次分配0.000.000.000.00-58.93-163.20-163.20弯距传递0.000.000.00-29.470.00-54.40-54.40二次分配3.9110.8210.823.9116.6446.0846.08梁柱弯距389.2410.8210.82-410.89343.04-171.52-171.52梁端调幅311.39-328.71274.433层位置左梁下柱上柱右梁左梁下柱上柱分配系数0.1330.3670.3670.1330.1530.4240.424固端弯距385.33-385.33385.33首次分配0.000.000.000.00-58.93-163.20-163.20弯距传递0.000.000.00-29.470.00-53.68-54.40二次分配3.9110.8210.823.9116.5345.7745.77梁柱弯距389.2410.8210.82-410.89342.93-171.10-171.82梁端调幅311.39-328.71274.342层位置左梁下柱上柱右梁左梁下柱上柱分配系数0.1310.3750.3630.1310.1510.4310.418固端弯距385.33-385.33385.33首次分配0.000.000.000.00-58.15-166.15-161.03弯距传递0.000.000.00-29.080.00-57.02-54.40二次分配3.8110.8910.563.8116.8148.0446.56梁柱弯距389.1410.8910.56-410.59343.99-175.12-168.87梁端调幅311.31-328.47275.191层位置左梁下柱上柱右梁左梁下柱上柱分配系数0.1340.3470.3840.1340.1550.4010.444固端弯距385.33-385.33385.33首次分配0.000.000.000.00-59.87-154.42-171.05弯距传递0.000.00-29.930.00-55.38二次分配4.0310.3811.504.038.6022.1924.58梁柱弯距389.3510.3811.50-411.24334.07-132.22-201.84梁端调幅311.48-328.99267.25·7.9荷载作用下梁端剪力及轴力计算（永久可变荷载控制）·7.9.1重力荷载作用下梁端剪力计算1.均布荷载引起的梁端剪力为2.集中荷载引起的梁端剪力：，3.固端弯距引起的梁端剪力：由此梁端剪力：，表7-9aAB跨梁端剪力层数（）()()()()()101 630.49139.75139.7514.92246.78276.62529.50113.99113.995.96226.04237.96429.50113.99113.996.79225.21238.79329.50113.99113.996.80225.20238.80229.50113.99113.996.66225.34238.66129.50113.99113.997.72224.28239.72表7-9bBC跨梁端剪力层数（）()()()()()630.49139.75139.750.00261.70261.70529.50113.99113.990.00232.00232.00429.50113.99113.990.00232.00232.00329.50113.99113.990.00232.00232.00229.50113.99113.990.00232.00232.00129.50113.99113.990.00232.00232.00表7-9cCD跨梁端剪力层数（）()()()()()630.49139.75139.75-14.92276.62246.78529.50113.99113.99-5.96237.96226.04429.50113.99113.99-6.79238.79225.21329.50113.99113.99-6.80238.80225.20229.50113.99113.99-6.66238.66225.34129.50113.99113.99-7.72239.72224.28·7.9.2纵梁传重力荷载计算（考虑地震作用）纵梁端剪力即为柱顶端轴力1.屋面纵梁传重力荷载：恒荷载6.30，雪荷载0.4A柱：屋面板传重力荷载2×0.5×4×2×(1.35×6.3+1.0×0.4)/8=10.53女儿墙重1.35×3.71×1.2=6.01梁重1.35×7.46=10.07集中力1.35×(4.83+21.06)×8=279.61B柱：屋面板传重力荷载4×0.5×4×2×(1.35×6.3+1.0×0.4)/8=21.05梁重1.35×6.99=9.44101 集中力1.35×(4.83+21.05)×8=258.66C柱：屋面板传重力荷载4×0.5×4×2×(1.35×6.3+1.0×0.4)/8=21.05梁重1.35×6.99=9.44集中力1.35×(4.83+21.05)×8=258.66D柱：屋面板传重力荷载2×0.5×4×2×(1.35×6.3+1.0×0.4)/8=10.53女儿墙重1.35×3.71×1.2=6.01梁重1.35×7.46=10.07集中力1.35×(4.83+21.06)×8=279.612.楼面纵梁传重力荷载：恒荷载4.45，活荷载2.0A柱：楼面板传重力荷载4×0.5×4×2×(1.35×4.45+1.0×2.0)/8=16.02外墙重1.35×3.71×3.9×0.7=13.67梁重1.35×7.46=10.07集中力1.35×(4.83+18.48)×8=398.20B柱：楼面板传重力荷载2×0.5×4×2×(1.35×4.45+1.0×2.0)/8=16.02隔墙重1.35×3=4.05梁重1.35×6.99=9.44集中力1.35×(4.83+32.04)×8=398.20C柱：楼面板传重力荷载2×0.5×4×2×(1.35×4.45+1.0×2.0)/8=16.02隔墙重1.35×3=4.05梁重1.35×6.99=9.44集中力1.35×(4.83+32.04)×8=398.20D柱：楼面板传重力荷载4×0.5×4×2×(1.35×4.45+1.0×2.0)/8=16.02外墙重1.35×3.71×3.9×0.7=13.67梁重1.35×7.46=10.07集中力1.35×(4.83+18.48)×8=398.20·7.9.3柱轴力计算表7-10aA柱轴力计算（）楼层纵梁传重横梁梁端剪力柱重101 6352.66246.7879.98599.43679.415517.17226.0479.981422.621502.614517.17225.2179.982244.992324.973517.17225.2079.983067.353147.332517.17225.3479.983889.843969.821517.17224.2898.444711.284809.72表7-10bB柱轴力计算（）楼层纵梁传重横梁梁端剪力柱重6502.55538.3279.981040.871120.855634.21469.9679.982225.022305.004634.21470.7979.983409.993489.973634.21470.8079.984594.984674.962634.21470.6679.985779.835859.811634.21471.7298.446965.737064.17表7-10cC柱轴力计算（）楼层纵梁传重横梁梁端剪力柱重6502.55538.3279.981040.871120.855634.21469.9679.982225.022305.004634.21470.7979.983409.993489.973634.21470.8079.984594.984674.962634.21470.6679.985779.835859.811634.21471.7298.446965.737064.17表7-10dD柱轴力计算（）楼层纵梁传重横梁梁端剪力柱重6352.66246.7879.98599.43679.415478.56226.0479.981384.011463.994478.56225.2179.982167.772247.753478.56225.2079.982951.513031.492478.56225.3479.983735.393815.381478.56224.2898.444518.224616.66·7.9.4框架弯矩图比较(1)手算梁柱弯矩图101 图7-10a重力作用下框架弯矩图()(永久可变荷载效应控制)(2)PKPM计算单榀框架所得弯矩图经过比较，手算单榀框架弯矩与PKPM计算出的单榀框架弯矩数值相差约在10.8%~25.8%.图7-10b重力作用下框架弯矩图()(永久可变荷载效应控制)·7.9.5框架柱轴力图(1)手算框架柱轴力图101 图7-11a重力作用下框架柱轴力图()(永久可变荷载效应控制)(2)PKPM计算单榀所得框架柱轴力图经过比较，手算单榀框架柱轴力与PKPM计算出的单榀框架柱轴力数值非常接近，误差在5%之内。图7-11b重力作用下框架柱轴力图()(永久可变荷载效应控制)·8框架内力组合101 作用于框架结构上的竖向荷载有恒荷载和活荷载两种，恒荷载对结构作用的位置和大小是不变的，结构分析时一般是将所有恒荷载全部作用在结构上一次性求出其内力。而竖向活荷载的作用位置和大小是可变的，不同的活荷载布置方式会在结构内产生不同的内力。因此，应该根据不同的截面位置及内力要求，根据最不利的活荷载布置方式计算内力，可求得竖向活荷载作用下的截面最不利内力。本设计中，选取6层、3层两根框架梁，及A柱、B柱进行组合。·8.1梁的内力组合梁一般取梁端和跨内最大弯距截面处作为梁承载力设计的控制截面。一般情况下，梁端为抵抗负弯矩剪力的设计控制截面，但在有震组合时，也要组合梁端的正弯矩。·8.1.1框架梁端内力组合图8-1梁弯距组合示意图梁端截面：最大负弯矩，最大正弯距，最大剪力梁跨内最大弯距截面：最大正弯距其中：梁端取大值，根据《抗震规范》表5.4.2:正截面抗弯梁端正弯距图8-2框架梁跨内最大弯距计算简图·8.1.2框架梁跨内弯矩计算（1）集中力与均布荷载共同作用时A支座反力：跨内最大弯距出现在集中力作用截面（2）只有均布荷载作用时A支座反力：跨内最大弯距出现距A支座X截面处：梁跨度均为8m。表8-1a考虑地震作用重力作用下梁跨内弯距计算(地震向右)楼层跨数6层AB26.87223.78245.09189.73224.92324.44152.574.00200.55BC26.87223.78189.73189.73301.83301.83171.934.00145.73CD26.87223.78189.73245.09324.44224.92177.454.00145.193层AB25.07172.22588.21560.16217.80260.9737.444.00119.09BC25.07172.22560.16560.16247.22247.2246.344.0097.23CD25.07172.22560.16588.21260.97217.8048.234.0091.04表8-1b考虑地震作用重力作用下梁跨内弯距计算(地震向左)楼跨101 层数6层AB26.87223.78-245.09-189.73224.92324.44261.274.00145.19BC26.87223.78-189.73-189.73301.83301.83266.794.00145.73CD26.87223.78-189.73-245.09324.44224.92286.154.00200.553层AB25.07172.22-588.21-560.16217.80260.97324.534.0091.04BC25.07172.22-560.16-560.16247.22247.22326.424.0097.23CD25.07172.22-560.16-588.21260.97217.80335.334.00119.09表8-2只考虑重力作用下梁跨内弯距计算(可变荷载效应控制组合)楼层跨数6层AB27.51229.920.000.00231.96332.89212.374.00397.48BC27.51229.920.000.00309.68309.68224.994.00370.22CD27.51229.920.000.00332.89231.96237.614.00397.483层AB28.27202.660.000.00251.62301.49208.174.00354.90BC28.27202.660.000.00285.60285.60214.404.00345.85CD28.27202.660.000.00301.49251.62220.634.00354.90表8-3只考虑重力作用下梁跨内弯距计算(永久可变荷载效应控制组合)楼层跨数6层AB30.49279.500.000.00271.39390.76246.784.00471.83BC30.49279.500.000.00363.52363.52261.704.00439.38CD30.49279.500.000.00390.76271.39276.624.00471.833层AB29.50227.990.000.00274.34328.71225.204.00390.46BC29.50227.990.000.00311.39311.39232.004.00380.60CD29.50227.990.000.00328.71274.34238.804.00390.46·8.1.3框架梁内力组合结果承载力抗震调整系数表8-4a六层框架梁内力组合（）地震方向位置计算式AB跨BC跨CD跨地震向右左支座最大正弯距57.66-61.79-80.64右支座最大负弯矩-514.18-491.56-470.00跨中最大正弯距200.55145.73145.19地震向左左支座最大负弯矩-470.00-491.56-514.18右支座最大正弯矩-80.64-61.7957.66101 跨中最大正弯距145.19145.73200.55可变荷载效应控制组合左支座231.96309.68332.89右支座332.89309.68231.96跨中397.48370.22397.48永久可变荷载效应控制组合左支座271.39363.52390.76右支座390.76363.52271.39跨中471.83439.38471.83表8-4b三层框架梁内力组合（）地震方向位置计算式AB跨BC跨CD跨地震向右左支座最大正弯距406.70354.14342.68右支座最大负弯矩-821.13-807.38-806.01跨中最大正弯距119.0997.2391.04地震向左左支座最大负弯矩-806.01-807.38-821.13右支座最大正弯矩342.68354.14406.70跨中最大正弯距91.0497.23119.09可变荷载效应控制组合左支座251.62285.60301.49右支座301.49285.60251.62跨中354.90345.85354.90永久可变荷载效应控制组合左支座274.34311.39328.71右支座328.71311.39274.34跨中390.46380.60390.46·8.2柱的内力组合框架柱的弯矩、剪力和轴力沿柱高是线形变化的，因此可取各层柱的上、下端截面作为控制截面。框架结构在重力与某一方向地震水平作用下得截面承载丽可按单向偏压设计，必要时按双向偏压设计。根据《抗震规范》表5.4.2:承载力抗震调整系数：轴压比小于0.15的柱轴压比不小于0.15的柱柱内力组合目标：与相应的；与相应的与相应的；与相应的对于对称的框架结构：101 边柱：时，，时，中柱：时，，时，图8-3框架柱内力组合组合中：有震重力情况下：，只考虑重力作用情况下：，表8-5a边柱(A轴)内力组合层数截面()()()()6上281.14245.09507.0847.43下163.1043.25587.0647.435上116.39355.221075.91132.81下136.17132.721155.89132.814上136.17367.941644.02239.95下136.41209.671724.01239.953上135.84378.532212.13406.55下134.07309.712292.11406.552上139.03343.762780.34559.94下160.25418.452860.32559.941上104.97169.263347.72692.93下52.491174.043446.16692.93表8-5b边柱(A轴)内力组合层数截面地震作用向左地震作用向右可变荷载效应控制的组合永久可变荷载效应控制的组合6上526.23554.5236.05459.65289.94518.17339.24599.43下206.35634.50119.85539.63181.72598.15202.57679.415上471.611208.72-238.83943.10139.381285.54148.701422.62下268.891288.703.451023.08157.311365.52171.521502.614上504.111883.97-231.771404.07157.312052.25171.522244.99下346.091963.96-73.261484.06157.592132.23171.822324.973上514.372618.68-242.691805.58156.932818.96171.103067.35下443.782698.66-175.641885.56154.892898.94168.873147.332上482.793340.28-204.722220.41160.623585.79175.123889.84下578.703420.26-258.202300.39185.133665.77201.843969.82101 1上274.234040.65-64.282654.78121.274351.66132.224711.28下1533.164139.09-1401.92753.2260.644450.0982.644809.72表8-6a中柱(B轴)内力组合层数截面()()()()6上-28.27379.47889.886.92下-8.59126.49969.866.925上-8.59556.521719.7814.04下-8.59299.671799.7614.044上-8.59557.452550.4023.05下-8.59456.102630.3823.053上-8.59664.223381.0226.56下-8.38543.453461.0026.562上-8.65603.824211.5436.54下-9.13738.014291.5236.541上-8.24498.115042.9031.79下-4.121162.265141.3331.79表8-6b中柱(B轴)内力组合层数截面地震作用向左地震作用向右可变荷载效应控制的组合永久可变荷载效应控制的组合6上351.19896.80-407.74882.96-29.01912.59-34.051040.87下117.90976.78-135.08962.94-9.93992.57-10.821120.855上547.931733.82-565.121705.74-9.932012.03-10.822225.02下291.071813.80-308.261785.72-9.932092.01-10.822305.004上548.862573.45-566.052527.35-9.933112.12-10.823409.99下447.502653.43-464.692607.33-9.933192.10-10.823489.973上655.633407.58-672.813354.47-9.934212.22-10.824594.98下535.073487.56-551.833434.45-9.684292.21-10.564674.962上595.184248.08-612.474175.00-9.995312.20-10.895779.83下728.884328.06-747.144254.98-10.555392.18-11.505859.811上489.875074.69-506.365011.10-9.526413.15-10.386965.73下1447.685173.13-1457.95109.54-5.956511.59-6.497064.17·9截面设计与验算·9.1设计表达式多层建筑结构构件承载力应按下列公式验算：101 非地震设计：抗震设计：实用:为考虑结构安全等级的差异，其目标可靠指标应作相应的提高或降低，所以引入结构重要性系数，对安全等级为一级或设计使用年限为100年及以上的结构构件，不应小于1.1；对安全等级为二级或设计使用年限为50年结构构件，不应小于1.0为作用效应组合的设计值；为构件承载力设计值；为构件承载力抗震调整系数，考虑了地震作用的偶然性，材料强度在动力作用下会有所提高，且满足大震不倒，中震可修，小震不坏的抗震设防要求，使截面的承载力有所提高。根据《抗震规范》表5.4.2按下表取值：表9-1承载力抗震调整系数材料结构构件受力状态混凝土梁受弯0.75轴压比小于0.15的柱偏压0.75轴压比不小于0.15的柱偏压0.80抗震墙偏压0.85各类构件受剪、偏拉0.85结点受剪0.85·9.2结构抗震等级根据《抗震规范》6.1.2条：钢筋混凝土房屋应根据烈度、结构类型和房屋高度采用不同的抗震等级，并应符合相应的计算和构造措施要求.丙类建筑的抗震等级应按表6.1.2确定。框架结构：抗震设防烈度8度，H30，框架二级。抗震设防烈度8度，H30，框架一级。本设计为丙类建筑，抗震设防烈度为8度，H=25.2m，本工程抗震等级为框架二级。·9.3柱的轴压比验算轴压比：柱考虑地震作用组合的轴压力设计值与柱全截面面积和混凝土轴心抗压强度设计值乘积的比值。根据《抗震规范》表6.3.7“轴压比的限值”：构件破坏时的轴压比实际上反映了偏心受压构件的破坏特征。当轴压比较小时，即柱的轴压力设计值较小，柱截面受压区高度较小，构件将发生受拉钢筋首先屈服的大偏心受压破坏，破坏时有较大变形；当轴压比较大时，即柱的轴压力设计值较大，柱截面受压区高度较大，属小偏心受压，破坏时，受拉钢筋（或压应力较小侧的钢筋）并未屈服，构件变形较小；为了保证框架结构的延性，要求框架柱产生大偏心受压破坏，根据这一要求可得框架柱的轴压比控制条件。框架柱截面为750×750mm表9-2边柱(A柱)轴压比验算楼截地震作用向左地震作用向右101 层面验算验算6116.7554.520.0590.75满足459.650.0490.75满足216.7634.500.0680.75满足539.630.0570.75满足5116.71208.720.1290.75满足943.100.1000.75满足216.71288.700.1370.75满足1023.080.1090.75满足4116.71883.970.2010.80满足1404.070.1490.75满足216.71963.960.2090.80满足1484.060.1580.80满足3116.72618.680.2790.80满足1805.580.1920.80满足216.72698.660.2870.80满足1885.560.2010.80满足2119.13340.280.3110.80满足2220.410.2070.80满足219.13420.260.3180.80满足2300.390.2140.80满足1119.14040.650.3760.80满足2654.780.2470.80满足219.14139.090.3850.80满足2753.220.2560.80满足表9-3中柱(B柱)轴压比验算楼层截面地震作用向左地震作用向右验算验算6116.7896.800.0950.75满足882.960.0940.75满足216.7976.780.1040.75满足962.940.1030.75满足5116.71733.820.1850.80满足1705.740.1820.80满足216.71813.800.1930.80满足1785.720.1900.80满足4116.72573.450.2740.80满足2527.350.2690.80满足216.72653.430.2820.80满足2607.330.2780.80满足3116.73407.580.3630.80满足3354.470.3570.80满足216.73487.560.3710.80满足3434.450.3660.80满足2119.14248.080.3950.80满足4175.000.3890.80满足219.14328.060.4030.80满足4254.980.3960.80满足1119.15074.690.4720.80满足5011.100.4660.80满足219.15173.130.4820.80满足5109.540.4760.80满足·9.4梁柱配筋设计·9.4.1框架梁、柱结点强柱弱梁验算在抗震设计中，为保证结构延性，一般要求框架结构满足“强柱弱梁”、“强剪弱弯”的受力要求。“强柱弱梁”是指梁柱弯曲破坏先于柱的弯曲破坏发生。因为即使梁端出现较多的塑性铰，结构仍然是稳定的，不会形成机动体系而破坏。同时梁端各个塑性铰均能吸收和耗散地震作用能量，减小结构震害。根据《抗震规范》6.2.2条：一、二、三级框架的梁柱节点处，除框架顶层和柱轴压比小于0.15者及框支梁与框支柱的节点外，柱端组合的弯矩设计值应符合下式要求：101 图10-1梁柱节点内力示意图——节点上下柱端截面顺时针或反时针方向组合的弯矩设计值之和，上下柱端的弯矩设计值，可按弹性分析分配；——节点左右梁端截面反时针或顺时针方向组合的弯矩设计值之和；——柱端弯矩增大系数，二级框架取1.2。·9.4.2框架柱剪力设计值——二级框架取1.2——考虑地震作用组合时，框架柱上、下弯距设计值以地震作用向右时，B柱与五层梁的节点为例，验算梁柱节点并调整，求出柱端剪力节点上截面；下截面节点左截面节点右截面需要调整调整后5层6层同理求出5层，柱剪力表9-4a边柱(A柱)节点处强柱弱梁验算(地震作用向左)楼层柱修正值6526.23206.35526.23227.20200.475471.61268.89677.96746.4768.51519.27299.93284.374504.11346.09773.00862.2489.24562.31389.03328.473514.37443.78860.46967.21106.75578.19501.14368.462482.79578.70926.571046.34119.77545.19590.44398.601274.231533.1852.93870.2317.30279.791533.16257.84表9-4b边柱(A柱)节点处强柱弱梁验算(地震作用向右)101 楼层柱修正值636.05119.8536.05256.4213.735-238.833.45-118.98-254.57-135.59-510.995.79-96.984-231.77-73.26-228.32-382.92-154.60-388.71-113.16-145.873-242.69-175.64-315.95-488.04-172.09-374.88-261.21-185.922-204.72-258.20-380.36-565.68-185.31-304.47-323.02-215.501-64.28-1401.9-322.49-403.44-80.95-80.42-1401.9-119.54相比于地震作用向左，地震作用向右时的内力不起控制作用。表9-5a中柱(B柱)节点处强柱弱梁验算(地震作用向左)楼层柱修正值6351.19117.90351.19151.45133.795547.93291.07665.83855.31189.48703.86368.80325.834548.86447.50839.931064.24224.31695.43559.85405.423655.63535.071103.131380.07276.94820.22668.71525.742595.18728.881130.251412.54282.29743.83812.09538.111489.871447.61218.751357.88139.14545.801447.68402.34表9-5b中柱(B柱)节点处强柱弱梁验算(地震作用向右)楼层柱修正值6-407.74-135.08-407.74-175.40-155.335-565.12-308.26-700.20-909.19-208.99-733.79-396.24-346.364-566.05-464.69-874.31-1123.83-249.52-727.59-588.16-428.133-672.81-551.83-1137.5-1439.74-302.23-851.58-697.28-548.472-612.47-747.14-1164.3-1471.19-306.88-773.90-848.52-560.451-506.36-1457.9-1253.4-1423.58-170.08-575.06-1457.9-421.80相比地震作用向左，地震作用向右时的内力起控制作用·9.5梁剪力计算·9.5.1计算理论为实现“强剪弱弯”的设计目标，应根据梁端弯矩调整梁端剪力设计值。按照《混凝土结构设计规范》§11.3的要求，抗震设计时，框架梁端部截面组合的剪力设计值公式：（为梁剪力增大系数，取1.2）101 ——二级框架取1.2；——考虑地震作用组合时，框架梁左、右端弯距设计值；——考虑地震作用下梁端剪力。·9.5.2框架梁剪力计算表9-6框架梁剪力计算楼层跨数()考虑地震作用（向左）的弯距考虑地震作用（向左）的弯距()()()()()()6层AB231.80-470.00-80.64314.400.00-514.18308.93BC219.36-491.56-61.79302.36-61.79-491.56302.36CD231.80-514.180.00308.93-80.64-470.00314.403层AB191.78-806.010.00312.680.00-821.13314.95BC186.38-807.380.00307.490.00-807.38307.49CD192.51-821.130.00315.680.00-806.01313.41·9.6梁截面配筋设计·9.6.1梁端正截面承载力跨中、支座均按矩形截面计算1.截面有效高度：，，2.梁支座截面配筋计算分三个截面：、、、、、3.确定受压区高度及配筋面积求得，钢筋面积抗震设计时，跨中受压钢筋作用的梁端截面混凝土受压高度与有效高度之比值，对于二级框架不大于0.35，即4.配筋率,根据《混凝土规范》11.3.6条：对于抗震等级为二级的框架：支座处跨中处为对于二级框架梁端截面底面和顶面纵向钢筋截面面积的比值不应小于0.3以计算支座最大负弯矩中第6层A截面为例：采用C30混凝土，，HRB400钢筋，=400，=800-45=755，101 满足要求选配422，实配满足要求其他截面同理，支座及跨中配筋设计见下表：表9-7a框架梁支座配筋计算（最大负弯矩）楼层截面选配实际实配6层352.50108.200.153150442215210.58%385.63119.400.1691660222+22517420.66%368.67113.640.1611580220+22516100.61%368.67113.640.1611580220+22516100.61%385.63119.400.1691660222+22517420.66%352.50108.200.153150442215210.58%3层604.51199.570.2832775228+23228401.08%615.85204.070.2892837228+23228401.08%605.53199.970.2842780228+23228401.08%605.53199.970.2842780228+23228401.08%615.85204.070.2892837228+23228401.08%604.51199.570.2832775228+23228401.08%表9-7b框架梁支座配筋计算（最大正弯矩）楼层截面选配实际实配6层43.2512.360.018171.98342259820.37%0.000.000.0000.08342259820.37%0.000.000.0000.08342259820.37%0.000.000.0000.08342259820.37%0.000.000.0000.08342259820.37%43.2512.360.018171.98342259820.37%楼层截面选配实际实配注：(1286.2-1232)/1286.2=4.2%<5%,满足要求。3层305.0392.520.1311286.222812320.47%257.0177.050.1091071.222812320.47%265.6179.790.1131109.322812320.47%265.6179.790.1131109.322812320.47%257.0177.050.1091071.222812320.47%305.0392.520.1311286.222812320.47%表9-8框架梁跨中配筋计算楼层跨数选配实际实配6AB353.87108.660.1541510.742215210.58%101 BC329.54100.570.1431398.142215210.58%CD353.87108.660.1541510.742215210.58%3AB292.8588.560.1261231.222812320.47%BC285.4586.160.1221197.922812320.47%CD292.8588.560.1261231.222812320.47%·9.6.2梁截面受剪承载力计算1.根据《抗震规范》6.2.9条：有地震作用时：跨高比大于2.5的梁：跨高比小于2.5的梁：——混凝土强度影响系数，当混凝土强度等级不超过C50时，取2.框架梁斜截面受剪承载力验算：地震作用组合时：，可得其中为在同一截面内箍筋的肢数，为单肢箍筋的截面面积3.当时，需要进行配箍计算；当时，需要进行构造配箍。以6层AB跨梁为例：，，，，跨高比由表9-6梁端剪力设计值需要进行配箍计算（地震作用向左）：配双肢箍，直径，加密区配筋实配，面积配筋率满足要求非加密区剪力设计值仍取最不利组合的剪力值：101 非加密区配筋面积配筋率满足要求加密区：表9-9a梁受剪承载力计算（地震作用向左）楼层跨数（）选配实配6层AB267.24715.720.6231.5080.45%BC257.01715.720.5690.8720.45%CD262.59715.720.5980.8720.45%3层AB265.78715.720.6150.8720.45%BC261.37715.720.5920.8720.45%CD268.33715.720.6290.8720.45%表9-9b梁受剪承载力计算（地震作用向右）楼层跨数（）选配实配6层AB262.59715.720.5981.5080.45%BC257.01715.720.5690.8720.45%CD267.24715.720.6230.8720.45%3层AB267.71715.720.6260.8720.45%BC261.37715.720.5920.8720.45%CD266.40715.720.6190.8720.45%·9.7柱截面配筋设计·9.7.1正截面承载力1.计算长度：根据《混凝土规范》表7.3.11-2规定底层柱：；其余各层柱：2.确定，选择进行“强柱弱梁”验算调整后的值3.根据调整后的，计算，，4.当偏心受压构件的长细比时，可取考虑弯矩影响的偏心距增大系数也可通过公式求解——偏心距对截面曲率的修正系数，，当时，取1——长细比对截面曲率的修正系数当<15时，=1.0；当=15—30时，，当时，取15.确定，称为轴向力作用点至受拉钢筋合力点之间的距离6.按对称配筋矩形截面计算，截面两侧的配筋相同，即，101 需要判别大小偏心受压为大偏心受压；，属于小偏心受压。（大偏心）（小偏心）当时，其中表9-10柱计算参数统计楼层截面计算层高柱净高6上75075040710487531501.5716.73602100.518下75075040710487531501.5716.73602100.5185上75075040710487531501.5716.73602100.518下75075040710487531501.5716.73602100.5184上75075040710487531501.5716.73602100.518下75075040710487531501.5716.73602100.5183上75075040710487531501.5716.73602100.518下75075040710487531501.5716.73602100.5182上75075040710487531501.7119.13602100.518下75075040710487531501.7119.13602100.5181上75075040710480040501.7119.13602100.518下75075040710480040501.7119.13602100.518以A柱在地震作用向左时在6层上截面的纵筋配筋计算为例：由表9-4a，轴压比：，轴向力对截面重心的偏心距：附加偏心距初始偏心距偏心距对截面曲率的修正系数，取长细比对截面曲率的修正系数，取偏心距增大系数101 受压区高度属于大偏心受压∵∴选配，，当时，按构造配筋其余同理，设计结果见下表，因对于边柱（A柱）地震方向向左时内力起控制作用，对于中柱（B柱）地震方向向由时内力起控制作用，所以取上述情况内力计算配筋。表9-11a地震方向向左时边柱（A柱）纵筋配筋计算楼层截面6上0.0590.75394.68415.890.9490.0250.9741.022下0.0680.75154.76475.870.3250.0250.3501.0615上0.1290.75353.71906.540.3900.0250.4151.052下0.1370.75201.67966.530.2090.0250.2341.0924上0.2010.80403.291507.180.2680.0250.2931.073下0.2090.80276.871571.160.1760.0250.2011.1063上0.2790.80411.502094.940.1960.0250.2211.097下0.2870.80355.022158.930.1640.0250.1891.1132上0.3110.80386.232672.220.1450.0250.1701.126下0.3180.80462.962736.210.1690.0250.1941.1101上0.3760.80219.383232.520.0680.0250.0931.224下0.3850.801226.533311.270.3700.0250.3951.053表9-11b地震方向向左时边柱（A柱）纵筋配筋计算楼层截面偏心情况选配实配6上33.20367.78大偏心1330.42113919630.35%下37.99367.78大偏心706.647219630.35%5上72.38367.78大偏心771.6038219630.35%下77.17367.78大偏心590.08负值19630.35%4上120.33367.78大偏心649.01负值19630.35%下125.44367.78大偏心557.65负值19630.35%3上167.26367.78大偏心577.85负值19630.35%下172.37367.78大偏心545.87负值19630.35%2上186.54367.78大偏心525.96负值19630.35%下191.01367.78大偏心550.62负值19630.35%1上225.66367.78大偏心448.64负值24630.44%下231.15367.78大偏心751.18215224630.44%表9-12a无震时边柱（A柱）纵筋配筋计算（可变荷载效应控制）楼层截面101 6上0.0550.75217.46388.630.5600.0250.5851.037下0.0640.75136.29448.610.3040.0250.3291.0655上0.1370.75104.54964.150.1080.0250.1331.161下0.1450.75117.991024.140.1150.0250.1401.1534上0.2180.8125.851641.800.0770.0250.1021.211下0.2270.8126.081705.790.0740.0250.0991.2173上0.3000.8125.552255.170.0560.0250.0811.266下0.3090.8123.912319.150.0530.0250.0781.2732上0.3340.8128.492868.630.0450.0250.0701.307下0.3410.8148.102932.620.0510.0250.0761.2841上0.4050.897.023481.320.0280.0250.0531.393下0.4140.848.513560.080.0140.0250.0391.538表9-12b无震时边柱（A柱）纵筋配筋计算（可变荷载效应控制）楼层截面偏心情况选配实配6上31.03367.78大偏心940.9843719630.35%下35.82367.78大偏心685.232819630.35%5上76.98367.78大偏心489.85负值19630.35%下81.77367.78大偏心496.63负值19630.35%4上131.08367.78大偏心458.08负值19630.35%下136.19367.78大偏心455.34负值19630.35%3上180.05367.78大偏心437.10负值19630.35%下185.16367.78大偏心434.86负值19630.35%2上200.25367.78大偏心426.22负值19630.35%下204.72367.78大偏心431.93负值19630.35%1上243.02367.78大偏心408.64负值19630.35%下248.52367.78大偏心394.40负值19630.35%表9-13a无震时边柱（A柱）纵筋配筋计算（永久可变荷载效应控制）楼层截面6上0.0640.75254.43449.570.5430.0250.5681.038下0.0720.75151.93509.560.2730.0250.2981.0725上0.1510.8118.961138.100.0910.0250.1161.185下0.1600.8137.211202.080.1000.0250.1251.1724上0.2390.8137.211795.990.0660.0250.0911.235下0.2480.8137.461859.980.0640.0250.0891.2413上0.3270.8136.882453.880.0480.0250.0731.293下0.3350.8135.102517.860.0460.0250.0711.3012上0.3620.8140.103111.870.0390.0250.0641.336下0.3700.8161.483175.860.0440.0250.0691.3121上0.4390.8105.783769.020.0240.0250.0491.423下0.4480.866.113847.770.0150.0250.0401.523表9-13b无震时边柱（A柱）纵筋配筋计算（永久可变荷载效应控制）楼层截面偏心情况选配实配101 6上35.89367.78大偏心924.0047319630.35%下40.68367.78大偏心654.09负值19630.35%5上90.87367.78大偏心471.96负值19630.35%下95.97367.78大偏心481.15负值19630.35%4上143.39367.78大偏心447.78负值19630.35%下148.50367.78大偏心445.40负值19630.35%3上195.92367.78大偏心429.62负值19630.35%下201.03367.78大偏心427.67负值19630.35%2上217.23367.78大偏心420.20负值19630.35%下221.70367.78大偏心425.14负值19630.35%1上263.11367.78大偏心404.90负值19630.35%下268.61367.78大偏心395.52负值19630.35%表9-14a地震方向向右时边柱（B柱）纵筋配筋计算楼层截面6上0.0940.75305.81662.220.4620.0250.4871.044下0.1030.75101.31722.210.1400.0250.1651.1305上0.1820.8452.091364.590.3310.0250.3561.060下0.1900.8246.611428.580.1730.0250.1981.1084上0.2690.8452.842021.880.2240.0250.2491.086下0.2780.8371.752085.860.1780.0250.2031.1053上0.3570.8538.252683.570.2010.0250.2261.095下0.3660.8441.472747.560.1610.0250.1861.1152上0.3890.8489.983340.000.1470.0250.1721.125下0.3960.8597.713403.990.1760.0250.2011.1071上0.4660.8405.084008.880.1010.0250.1261.165下0.4760.81166.384087.630.2850.0250.3101.067表9-14b地震方向向右时边柱（B柱）纵筋配筋计算楼层截面偏心情况选配实配6上52.87367.78大偏心843.2147619630.35%下57.66367.78大偏心521.71负值19630.35%5上108.95367.78大偏心712.73负值19630.35%下114.06367.78大偏心554.05负值19630.35%4上161.43367.78大偏心605.40负值19630.35%下166.54367.78大偏心559.65负值19630.35%3上214.26367.78大偏心582.00负值19630.35%下219.37367.78大偏心542.10负值19630.35%2上233.16367.78大偏心528.13负值19630.35%下237.63367.78大偏心557.02负值19630.35%1上279.85367.78大偏心481.82负值19630.35%下285.35367.78大偏心666.12负值19630.35%表9-15a无震时边柱（B柱）纵筋配筋计算（可变荷载效应控制）楼层截面101 6上0.0970.7521.76684.440.0320.0250.0571.377下0.1060.757.45744.420.0100.0250.0351.6125上0.2140.87.941609.620.0050.0250.0301.716下0.2230.87.941673.610.0050.0250.0301.7204上0.3310.87.942489.700.0030.0250.0281.760下0.3400.87.942553.680.0030.0250.0281.7623上0.4480.87.943369.780.0020.0250.0271.783下0.4570.87.753433.760.0020.0250.0271.7862上0.4940.87.994249.760.0020.0250.0271.797下0.5020.88.444313.750.0020.0250.0271.7951上0.5970.87.625130.520.0010.0250.0261.784下0.6060.84.765209.270.0010.0250.0261.802表9-15b无震时边柱（B柱）纵筋配筋计算（可变荷载效应控制）楼层截面偏心情况选配实配6上54.65367.78大偏心413.22负值19630.35%下59.44367.78大偏心391.43负值19630.35%5上128.51367.78大偏心386.36负值19630.35%下133.62367.78大偏心386.17负值19630.35%4上198.78367.78大偏心384.62负值19630.35%下203.89367.78大偏心384.54负值19630.35%3上269.04367.78大偏心383.78负值19630.35%下274.15367.78大偏心383.68负值19630.35%2上296.67367.78大偏心383.31负值19630.35%下301.13367.78大偏心383.38负值19630.35%1上358.15367.78大偏心382.26负值19630.35%下363.65367.78大偏心381.69负值19630.35%表9-16a无震时边柱（B柱）纵筋配筋计算（永久可变荷载效应控制）楼层截面6上0.1110.7525.54780.650.0330.0250.0581.371下0.1190.758.12840.640.0100.0250.0351.6185上0.2370.88.661780.020.0050.0250.0301.717下0.2450.88.661844.000.0050.0250.0301.7224上0.3630.88.662727.990.0030.0250.0281.761下0.3720.88.662791.980.0030.0250.0281.7623上0.4890.88.663675.980.0020.0250.0271.783下0.4980.88.453739.970.0020.0250.0271.7862上0.5380.88.714623.860.0020.0250.0271.797下0.5450.89.204687.850.0020.0250.0271.7951上0.6480.88.315572.590.0010.0250.0261.756下0.6580.85.195651.340.0010.0250.0261.762表9-16b无震时边柱（B柱）纵筋配筋计算（永久可变荷载效应控制）楼层截面偏心情况(小偏心)选配实配101 6上62.33367.78大偏心414.14负值15210.27%下67.12367.78大偏心391.08负值15210.27%5上142.12367.78大偏心386.29负值15210.27%下147.23367.78大偏心386.12负值15210.27%4上217.80367.78大偏心384.60负值15210.27%下222.91367.78大偏心384.53负值15210.27%3上293.49367.78大偏心383.78负值15210.27%下298.60367.78大偏心383.69负值15210.27%2上322.78367.78大偏心383.31负值15210.27%下327.25367.78大偏心383.39负值15210.27%1上389.01367.78小偏心381.510.579负值15210.27%下394.51367.78小偏心380.660.593负值15210.27%·9.7.2斜截面承载力1.柱的剪跨比剪跨比反映柱截面承受的弯矩与剪力之比，是影响框架柱延性的重要因素。——柱端截面未经调整的弯矩值，及其对应的剪力值若反弯点位于层高范围内的框架柱，可取柱净高与计算方向柱截面有效高度的2倍之比值：2.框架柱受剪截面限制条件为防止框架柱在侧向力作用下发生脆性剪切破坏，保证柱内纵筋和箍筋能够有效的发挥作用，必须要有限制柱子受剪截面尺寸不能过小。抗震设计时，剪跨比大于2的柱：剪跨比不大于2的柱：3.配筋计算：由《混凝土结构设计规范》GB50010-2002(以下简称“混凝土规范”)11.4.9条：考虑地震组合作用的框架柱和框支柱的斜截面抗震受剪承载力应符合下列规定：可得——框架柱和框支柱的计算剪跨比。当时，取，当时，取。——考虑地震作用组合的框架柱和框支柱轴向压力设计值，当时，取。剪力设计值应满足：4.构造要求：根据《抗震规范》表6.3.8-2及6.3.10条：（1）柱上下端箍筋需要加密，抗震等级为二级时，箍筋间距取纵向钢筋直径的8倍和100中的较小值，箍筋最小直径为8mm。（2）箍筋加密范围对于柱端，取截面高度，柱净高的1/6和500mm三者的最大值即柱加密区长度=101 ；对于底层柱，根部不小于柱净高的1/3；剪跨比的框架柱应在柱全高范围内加密箍筋。（3）一级及二级框架的角柱，取全高；（4）箍筋加密区的体积配筋率应符合——最小配箍特征值，宜按《抗震规范》表6.3.12。以A柱6层斜截面承载力验算为例：采用C35混凝土，HPB235钢筋，材料强度及截面常数见表9-101.箍筋计算及剪压比计算反弯点，位于柱高范围中部，剪跨比对于柱受剪，调整系数，由表9-4a柱剪力设计值调整为取按构造配箍筋选配加密区，选配箍筋加密区长度：剪压比验算：满足要求2.柱节点核芯区箍筋计算由梁端组合设计弯矩设计值计算核芯区剪力设计值：101 =-2.14同加密区配筋选配剪压比验算：满足要求其他柱箍筋计算同理，见下表：边柱地震作用向左时的内力起控制作用，中柱地震作用向右时的内力起控制作用。表9-17a边柱（A柱）箍筋计算(地震作用向左)楼层截面()()实取()6上2.100170.401791.08554.522818.13554.52下2.100170.401791.08634.502818.13634.505上2.100241.711791.081208.722818.131208.72下2.100241.711791.081288.702818.131288.704上2.100279.201791.081883.972818.131883.97下2.100279.201791.081963.962818.131963.963上2.100313.191791.082618.682818.132618.68下2.100313.191791.082698.662818.132698.662上2.100338.812048.483340.283223.133223.13下2.100338.812048.483420.263223.133223.131上2.700219.172048.484040.653223.133223.13下2.700219.172048.484139.093223.133223.13表9-17b边柱（A柱）箍筋计算(地震作用向左)楼层截面构造配箍加密箍筋加密长度6上-1.8980.64%1.05%750下-1.8980.64%1.05%7505上-1.8980.64%1.05%750下-1.8980.64%1.05%7504上-1.8980.64%1.05%750下-1.8980.64%1.05%7503上-1.8980.64%1.05%750下-1.8980.64%1.05%7502上-2.0670.82%1.05%750下-2.0670.82%1.05%7501上-1.7330.82%1.05%750下-1.7330.82%1.05%1350101 表9-17c边柱（A柱）核芯区箍筋计算(地震作用向左)楼层　　　　　　　　核芯区箍筋61.2750705453900738.141060.87-2.1431.27507054539001220.351753.932.07表9-18a中柱（B柱）箍筋计算(地震作用向右)楼层截面()()实取()6上2.100132.031791.08882.962818.13882.96下2.100132.031791.08962.942818.13962.945上2.100294.401791.081705.742818.131705.74下2.100294.401791.081785.722818.131785.724上2.100363.911791.082527.352818.132527.35下2.100363.911791.082607.332818.132607.333上2.100466.201791.083354.472818.132818.13下2.100466.201791.083434.452818.132818.132上2.100476.382048.484175.003223.133223.13下2.100476.382048.484254.983223.133223.131上2.700358.532048.485011.103223.133223.13下2.700358.532048.485109.543223.133223.13表9-18b中柱（B柱）箍筋计算(地震作用向右)楼层截面构造配箍加密箍筋加密长度6上-1.8990.64%1.05%750下-1.8990.64%1.05%7505上-1.8980.64%1.05%750下-1.8980.64%1.05%7504上-1.8980.64%1.05%750下-1.8980.64%1.05%7503上-1.8970.82%1.05%750下-1.8970.82%1.05%7502上-2.0670.82%1.05%750下-2.0670.82%1.05%7501上-1.7320.82%1.05%750下-1.7320.82%1.05%1350表9-18c中柱（B柱）核芯区箍筋计算(地震作用向左)101 楼层　　　　　　　　核芯区箍筋61.2750705453900754.301084.11-2.6131.27507054539001221.381755.401.22·10独立柱基柱下独立基础属于扩展基础系。扩展基础系的抗弯和抗剪性能良好，可应用于竖向荷载较大、地基承载力不高等情况。扩展基础的设计计算主要包括基础底面积确定、抗冲切验算、抗弯验算、局部受压验算（当基础的混凝土强度等级小于柱的混凝土强度等级）。·10.1地基承载力特征值的修正·10.1.1理论依据由《建筑地基基础设计规范》（GB50007-2002）（以下简称地基规范）§5.2.4，地基承载力特征值：101 式中：——地基承载力设计值；——地基承载力标准值；——基础宽度和埋置深度的地基承载力修正系数，按《地基规范》表5.2.4确定；——基础底面以下土的重度，地下水位以下取浮重度；——基础底面宽度(m)，当基宽小于3m按3m取值，大于6m按6m取值；——基础底面以上土的加权平均重度，地下水位以下取浮重度；——基础埋置深度(m)，一般自室外地面标高算起。无震：有震时尚应满足下式要求：，其中为地基抗震承载力修正系数，按照《抗震规范》表4.2.3，取。其中：  ——相应于荷载效应标准组合时，上部结构传至基础顶面的竖向力值；——基础自重和基础上的土重；——基础底面面积。·10.1.2修正计算·10.2基础计算·10.2.1边柱A的独立柱基计算1.基本计算数据已知尺寸：,,,无偏心：,101 混凝土：C25钢筋：HRB4002.地基反力的计算竖向荷载基础及上覆土重基础底面弯矩水平力满足要求3.基础冲切验算计算公式：满足要求4.基础受压验算计算公式：局部荷载设计值：混凝土局部受压面积：混凝土受压时计算底面积：混凝土受压时强度提高系数：满足要求5．受弯计算结果101 计算公式：MⅠ=MⅡ=截面Ⅰ-Ⅰ处基础底面地基反力设计值P:截面Ⅰ-Ⅰ处弯矩：MⅠ=选配16@200，共18根（MⅡ=选配16@200，共18根（·10.2.2中柱B的独立柱基计算1.基本计算数据已知尺寸：,,,101 无偏心：,混凝土：C25钢筋：HRB4002.地基反力的计算竖向荷载基础及上覆土重基础底面弯矩水平力满足要求3.基础冲切验算计算公式：满足要求4.基础受压验算计算公式：局部荷载设计值：混凝土局部受压面积：混凝土受压时计算底面积：混凝土受压时强度提高系数：满足要求101 5．受弯计算结果计算公式：MⅠ=MⅡ=截面Ⅰ-Ⅰ处基础底面地基反力设计值P:截面Ⅰ-Ⅰ处弯矩：MⅠ=选配16@150，共24根（MⅡ=选配16@150，共24根（附录APKPM框架计算结果101 PKPM系列程序为中国建筑科学研究院PKPM工程部研制开发，该程序发展迅速，功能齐全，可以实现结构内力计算，并自动完成结构施工图的绘制，在建筑设计领域得到了广泛的应用。该系列软件包含很多模块，进行多层框架结构设计时主要用到PMCAD模块和PK模块。A.0.1扭转验算根据《建筑抗震设计规范》（GB50011-2001）表3.4.2-1：本工程，属于平面凹凸不规则。根据《建筑抗震设计规范》（GB50011-2001）3.4.3：平面不规则而竖向规则的建筑结构，应符合：扭转不规则时，应计入扭转影响，且楼层竖向构件最大的弹性水平位移和层间位移分别不宜大于楼层两端弹性水平位移和层间位移平均值的1.5倍。PKPM计算结果：（1）位移验算所有位移的单位为毫米Floor:层号Tower:塔号Jmax:最大位移对应的节点号JmaxD:最大层间位移对应的节点号Max-(Z):节点的最大竖向位移h:层高Max-(X)，Max-(Y):X,Y方向的节点最大位移Ave-(X)，Ave-(Y):X,Y方向的层平均位移Max-Dx，Max-Dy:X,Y方向的最大层间位移Ave-Dx，Ave-Dy:X,Y方向的平均层间位移Ratio-(X),Ratio-(Y):最大位移与层平均位移的比值Ratio-Dx,Ratio-Dy:最大层间位移与平均层间位移的比值Max-Dx/h，Max-Dy/h:X,Y方向的最大层间位移角X-Disp，Y-Disp，Z-Disp:节点X,Y,Z方向的位移===工况1===X方向地震力作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/h7174527.8024.271.154160.7663.142.641.191/1324.6164125.7422.001.173900.6413.172.951.071/1231.5152622.7018.751.213900.5264.874.031.211/801.4140117.9415.101.193900.4016.065.101.191/643.3127911.9210.041.193900.2796.765.681.191/577.211595.174.371.183900.1595.174.371.181/754.11390.000.001.004800.101 390.000.001.001/9999.X方向最大值层间位移角:1/577.===工况4===Y方向地震力作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/h7177026.3223.851.104160.7704.142.851.451/1006.6164722.9921.501.073900.6472.812.671.051/1388.5153220.3018.111.123900.5324.273.801.121/914.4140716.1314.851.093900.4075.495.041.091/710.3128510.689.851.083900.2856.115.631.091/638.211654.574.241.083900.1654.574.241.081/854.11450.000.001.004800.450.000.001.001/9999.Y方向最大值层间位移角:1/638.如上述结果，最大层间位移角均小于1/550，且楼层竖向构件最大的弹性水平位移和层间位移分别不大于楼层两端弹性水平位移和层间位移平均值的1.5倍。（2）周期验算考虑扭转耦联时的振动周期(秒)、X,Y方向的平动系数、扭转系数振型号周期转角平动系数(X+Y)扭转系数10.774665.250.90(0.16+0.74)0.1020.7637151.060.95(0.73+0.23)0.0530.687527.210.16(0.13+0.04)0.8440.264228.430.91(0.70+0.21)0.0950.2626118.570.97(0.22+0.75)0.0360.251017.560.09(0.08+0.01)0.9170.200918.160.04(0.03+0.00)0.9680.191664.000.24(0.05+0.20)0.7690.1760135.750.32(0.16+0.15)0.68100.1669105.390.11(0.01+0.10)0.89110.160217.310.13(0.12+0.01)0.87120.149625.490.60(0.49+0.11)0.40130.1473112.920.57(0.09+0.48)0.43140.140624.450.05(0.04+0.01)0.95101 150.1375178.920.07(0.07+0.00)0.93160.131789.420.03(0.00+0.03)0.97170.125515.680.05(0.05+0.00)0.95180.114186.460.91(0.00+0.90)0.09地震作用最大的方向=-89.826(度)第一周期扭转系数小于0.5，为平动周期，满足要求。101 地梁层梁柱配筋A.0.2配筋101 首层梁柱配筋101 二层梁柱配筋101 三层梁柱配筋101 四层梁柱配筋101 五层梁柱配筋101 六层梁柱配筋101 机房层梁柱配筋通过比较，PKPM整体计算结果，由于考虑了空间协同作用，更接近实际，所以施工图配筋以此为准。101'