钢结构框架设计实例

钢结构框架设计实例4.7.1结构平面布置及计算简图1.工程概况本工程为写字楼，位于西安市区。根据该房屋的使用功能及建筑设计要求，进行了平立面和剖面设计，主体结构为七层，层高均为4.5m，填充墙采用加气混凝土砌块，内外墙均为200mm，楼盖及屋盖均采用压型钢板—现浇混凝土组合结构，板厚为。2.柱网布置本超市采用的柱网，主体结构布置如下：例图1结构平面3.结构框架承重方案的选择竖向荷载传递途径：楼板的均布活载和恒载经次梁间接或直接传至主梁，再由主梁传至框架柱，最后传至地基。据以上框架的平面布置及竖向荷载传递途径，结构承重方案为横向框架承重方案。框架结构的计算简图A1=7.2×7.2=51.84m2f例图2框架柱的受荷面积图例图2框架柱的受荷面积图本方案中按横向的平面框架进行算。例图3框架结构的计算简图5.梁柱截面尺寸初步确定（１）柱截面估算为了保证柱在两个方向的抗弯能力，选柱截面为焊接箱型截面的柱子，截面尺寸为700×700×20×20，钢材牌号为。满足抗震规范中对板件宽厚比和高厚比的要求。（２）梁柱截面的估算梁截面高度一般取跨度的进行估算，梁的翼缘宽度可以取梁高的,梁的跨度为12m。h=1200/20~1200/12=600~1000,取h=800mm，截面宽度b=800/6~800/2=140~400之间，可以取b=300mm，可得梁的截面初步定为b×h=300×800。纵向框架梁也选择相同截面，可以方便梁柱节点处箱型柱内隔板的定位施工。根据抗震规范中对梁的翼缘宽厚比和腹板高厚比的要求，拟定。梁截面尺。例表1梁截面尺寸表主梁纵梁次梁4.7.2侧移刚度的计算1.横纵梁线刚度c的计算例表2横纵梁线刚度2.柱线刚度的计算例表3柱线刚度的计算层次13、各层横向框架侧移刚度计算（1）底层=1\*GB3①②③④⑤（1）二层至五层=1\*GB3①②③④由上计算得，例表4横向框架的层间侧移刚度层次12345174832.8156054.6156054.6156054.6156054.6,属于规则框架。4.7.3重力荷载代表值计算1.楼面及屋面永久荷载标准值（1）楼面做法：选用标准图集陕02J01中楼39，铺地砖（无垫层），查荷载规范可取：1）铺8mm厚地砖，干水泥擦缝2）5厚1：2.5水泥砂浆粘结层，内掺建筑胶3）20厚1：3干硬水泥砂浆结合层内掺建筑胶4）水泥砂浆一道（内掺建筑胶）5）压型钢板—现浇混凝土组合楼板6）吊顶及吊挂荷载合计（2）屋面做法：选用标准图集陕中屋Ⅱ4，卷材自带保护层屋面，查荷载规范，可取：1）铺4厚高聚物改性沥青防水卷材（带保护层）一道2）3厚高聚物改性沥青防水卷材一道3）25厚1：3水泥砂浆找平层4）100厚膨胀珍珠岩保温层5)水泥焦渣1：6找坡最薄处30厚,结构找坡6)压型钢板—现浇混凝土组合楼板7)吊顶及吊挂荷载合计2.楼面及屋面可变荷载标准值查《建筑结构荷载规范》（GB50009-2001）2006版（1）楼面均布活荷载标准值（2）不上人屋面均布活荷载标准值（3）屋面雪荷载标准值屋面雪荷载与活荷载不同时组合，取其中最不利组合。3.墙、门、窗重力荷载计算（1）内外墙均采用厚加气混凝土砌块（），外墙贴瓷砖墙面，内墙抹灰厚，则外墙重力荷载为：（2）内墙也采用加气混凝土砌块（5.5kN/㎡），双面抹灰各20mm，则内墙重力荷为：（3）木门单位面积重力荷载（4）铝合金窗单位面积重力荷载（5）钢铁门4.梁柱计算（1）梁柱布置见本节例图1。（2）梁柱重力荷载代表值例表5构件重量表构件根横梁78.50.677680022101.279纵梁78.50.677680027124.297次梁78.50.39170003082.11次梁Ⅰ78.50.391总长15.536.072平台梁78.50.3913.2×2+2.260×2=10.924.27短柱78.50.214159541.365柱Ⅰ78.52.3864520034421.916柱Ⅱ78.52.3864420034340.778横梁+纵梁+次梁+次梁Ⅰ+平台梁=5.各质点重力荷载代表值第一层上半部分：（1）横墙，墙厚为，计算高度为。外横墙面积:内横墙面积:外墙、内墙重力荷载代表值分别为：，。横墙总重：（2）外纵墙，墙厚A、D轴外纵墙面积：B轴外纵墙面积：外纵墙总重：（3）内纵墙面积，墙厚。内纵墙总重（4）隔墙面积隔墙总重：（5）楼板和活载（卫生间按普通楼板近似计算，楼梯间、自动扶梯、电梯折算为1.5倍板厚）楼板面积：楼梯间等的面积总荷载：（6）梁和柱总重：7、门窗总重：综合以上得一层上半部分总重：第二层：（1）横墙（参考一层上半部分计算）上半部分计算高度：下半部分计算高度：外横墙：内横墙：上半部分横墙总重：外横墙：内横墙：下半部分横墙总重：（2）外纵墙上半部分总重：下半部分总重：（3）内纵墙上半部分总重：下半部分总重：kN（4）楼板和活荷载总重：（5）梁和柱总重：上半部分总重：下半部分总重：例图4各质点重力荷载代表值（6）门窗总重：例图4各质点重力荷载代表值上半部分总重：下半部分总重：综合以上得二层上半部分总重为：二层下半部分总重：三五层同二层荷载、布置均相同。女儿墙总重：综上得：集中于各楼层标高处的重力荷载代表值计算结构如下：4.7.4横向水平荷载作用下框架结构的内力和侧移计算1.横向自振周期的计算横向自振周期的计算采用结构顶点的假想位移法。结构顶点假想位移按以下公式计算为第层的层间侧移刚度，为第层的层间侧移，为第层的层间侧移。结构顶点的假想侧移计算过程如下表：例表6结构顶点的假想位移计算表层次56065.86065.8156054.638.87599.4446639.112704.9156054.681.41560.5736639.119344.0156054.6123.96479.1626639.125983.1156054.6166.50355.217008.732991.8174832.8188.70188.7基本自振周期T1(s)可按下式计算：取，为考虑非结构构件影响系数。2.水平地震作用及楼层地震剪力的计算结构高度未超过，质量和刚度沿高度分布比较均匀，变形以剪切型为主，故可用底部剪力法计算水平地震作用，即：（1）结构等效重力荷载代表值（2）计算水平地震影响系数查《建筑抗震规范》得二类场地一组特征周期值，设防烈度为8度(3)结构总的水平地震作用标准值因，所以应考虑顶部附加水平地震作用。顶部附加地震作用系数：各质点横向水平地震作用按下式计算：地震作用下各楼层水平地震层间剪力计算过程见下例表7：例表7各质点横向水平地震作用及楼层地震剪力计算表层次522.06065.8133447.60.303378.966378.966417.86639.1118175.980.268335.191714.157313.66639.190291.760.205256.396970.55329.46639.160407.540.142177.6011148.15415.27008.736445.240.083103.8091251.963各质点水平地震作用及楼层地震剪力沿房屋高度的分布见下图。例图5层间剪力分布例图6：水平地震分布3.多遇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按下列公式计算：各层的层间弹性位移角，根据《建筑抗震规范》，层间弹性位移角限值【】。由例表8可见，最大层间弹性位移角发生在第二层，，满足规范要求。例表8横向水平地震作用下的位移验算层次5378.966156054.62.43827.75142001/17224714.157156054.64.57625.31342001/9183970.553156054.66.21920.73742001/67521148.154156054.67.35714.51842001/57111251.963174832.87.1617.16152001/7264.水平地震作用下框架内力计算（1）框架柱端剪力及弯矩分别按下式计算：注：1)框架柱的标准反弯点高度比。2)为上下层梁的线刚度变化时反弯点高度比的修正值。3)为上下层层高变化时反弯点高度比的修正值。4)框架柱的反弯点高度比。5)底层柱需要考虑修正值，二层、顶层柱需要考虑修正值，其他柱无修正。下面以④轴线横向框架内力的计算为例：以第五层边柱计算为例，查表：，二层修正值：。一层修正值：。例表9各层柱端弯矩及剪力计算（边柱）层次5378.966156054.64309.00710.4640.4270.263511.58132.3684714.157156054.64309.00719.7190.4270.363530.10552.7153970.553156054.64309.00726.7990.4270.4550.65061.90621148.154156054.64309.00731.7030.4270.52770.17162.98111251.963174832.85250.66137.6000.5280.7865153.7841.744注：柱高一层为,二至五层。例表10各层柱端弯矩及剪力计算（中柱）层次5378.966156054.67320.41517.780.8530.3526.13248.5314714.157156054.67320.41533.500.8530.4056.28284.4233970.553156054.67320.41545.530.8530.4586.048105.1721148.154156054.67320.41553.860.8530.4595103.94122.26511251.963174832.89765.97269.931.0560.65236.37127.278(2)梁端、及柱分别按下式计算以第五层为例：边梁：中梁：中梁：边梁：边柱：中柱：例表11梁端M、V及柱N的计算（－表示拉力，+表示压力）,梁长为7.2m层次边梁(、跨)中梁（跨）柱轴力532.36824.2667.86624.26524.2656.74-7.8661.126464.29655.27816.60855.27755.27715.355-24.4742.379392.01180.72623.99180.72680.72622.424-48.4653.9462113.631104.15730.248104.156104.15628.932-78.7315.2621111.915115.6131.601115.61115.6132.114-110.3144.749例图7左震弯矩图,单位例图8左震剪力图，单位kN例图9左震轴力图，单位kN4.7.5水平风荷载作用下框架结构的内力1.风荷载的计算计算主要承重结构和抗侧力构件时，垂直作用于建筑物表面上的风荷载标准值应按下式计算：对于④轴的一榀框架，作用于其上的风荷载负载面积B=，由上式得沿高度的分布风荷载标准值为：式中——高度处的风振系数，对于多层民用房屋，风振系数仅在建筑高度大于且高宽比大于时才予以计算，否则取。本计算中:,取。——风荷载体型系数，按荷载规范表取，顺风向取，逆风向取。——风压高度变化系数，与地面粗糙度有关，本工程取C类，计算结果见下表13。——基本风压，。按《建筑结构荷载规范》查得西安地区，年时，。分布风荷载简化为作用于屋面梁和楼面节点处的集中风荷载标准值为，为下层柱高，为上层柱高，。例表12作用于梁和楼面节点处的集中风荷载离地高度21.450.86321.31.00.354.21.88.48417.250.7851.31.00.354.24.210.80113.050.741.31.00.354.24.210.1828.850.741.31.00.354.24.210.1824.650.741.31.00.354.654.210.6912．风荷载作用下框架侧移计算例表13风荷载作用下框架侧移计算层次58.4848.84823258.8440.0003651/11507410.80119.28523258.8440.0008291/5066310.18229.47623258.8440.0012671/3315210.18239.64923258.8440.0017051/2463110.69150.3430033.2660.0016761/31033.侧移验算层间侧移最大值,满足要求。顶层侧移最大值，满足要求。4.风荷载作用下的内力计算计算过程及方法同水平地震作用下框架内力计算相同。以④轴线横向框架内力的计算为例：例表14各层柱端M及柱端V计算（边柱）层次54.21.5720.4270.26351.6904.86344.23.5730.4270.36355.4559.55234.25.4590.4270.4510.31812.61024.27.3450.4270.52716.25814.59215.28.8010.5280.786535.9449.771例表15各层柱端M及柱端V计算（中柱）层次54.22.6700.8530.353.9257.28944.26.0700.8530.4010.19815.29634.29.2740.8530.4517.52821.42324.212.4790.8530.459524.08328.32915.216.3691.0560.6555.32729.792例表16梁端M、V及柱N的计算（－表示拉力，+表示压力）梁长为7.2m.层次边梁(、跨)中梁（跨）柱轴力54.8633.6451.1823.6443.6441.012-1.1820.170411.2429.6112.8969.6109.6102.669-4.0780.397318.06515.8114.70515.81015.8104.392-8.7830.710224.9022.9296.64422.92822.9286.369-15.4270.985126.02926.9387.35726.93726.9377.483-22.7840.859图10左风弯矩图,单位图11左风剪力图，单位kN图12左风轴力图，单位kN4.7.6竖向荷载作用下框架的内力计算1.计算单元的确定取④轴线横向框架进行计算，如下例图13所示，计算单元为，计算单元范围内楼面荷载通过次梁和纵向框架梁以集中力的形式传递给横向框架。由于纵向外梁中心线不与柱中心线重合，继而对框架节点上还作用集中力矩。。2.荷载计算（1）轴间框架梁次梁自重：外纵向梁的中心线不与柱的中心线重合，对柱有弯矩。例图13横向框架计算单元楼面板传恒载=楼板传活载=屋面板传恒载=屋面板传活载=考虑雪荷载时，屋面板传雪荷载=轴间框架梁集中荷载为：楼面梁恒载=梁自重+板传荷载=楼面梁活载=板传荷载=屋面粱恒载=梁自重+板传荷载=屋面梁活载=板传活荷载=屋面雪荷载=轴间框架梁均布荷载为：楼面梁均匀荷载=主梁自重=屋面梁均匀荷载=主梁自重=（2）轴间框架梁，轴间框架梁同轴间框架梁（3）轴柱纵向集中荷载的计算顶层柱：女儿墙自重（墙高厚的混凝土压顶）顶层柱恒载=女儿墙自重+连系梁重+板传荷载因女儿墙，外纵梁中心线不与柱中心线重合，对柱有扭矩的作用。顶层柱活载=板传活载=考虑雪荷载时，顶层柱活载=标准层柱：标准层柱恒载=墙自重+外纵梁自重+板传荷载标准层柱活载=板传荷载=1/6×7.2×7.0×3.5=29.4kN外墙和外横梁对柱的扭矩（4）轴柱集中荷载计算顶层柱恒载=梁自重+板传荷载=顶层柱活载=板传荷载=考虑雪荷载时，顶层柱活载=标准层柱恒载=纵梁重+板传荷载=标准层柱活载=（5）、轴分别同、轴柱（6）柱重柱自重底层柱自重3.内力计算（1）恒载作用下的内力计算例图14分层法计算简图恒载（竖向荷载）作用下的内力计算采用分层法。这里以中间层为例说明分层法的计算过程，其他层（顶层、底层）仅给出计算结构。取出中间任一层进行分析，结构计算简图例图14所示。柱的线刚度取框架柱实际线刚度的0.9倍。计算时底层及梁的远端传递系数取1/2，除底层柱外其他柱远端传递系数取1/3。例图14分层法计算简图刚度分配系数：以第五层A轴柱为例，由例图16所示结构内力可用弯矩分配法计算并可利用结构和荷载对称性取二分之一结构计算。各杆的固端弯矩为：图15竖向受荷图注：图中所有值均为标准值，括号中数值为活荷载标准值，所有未注明单位的数值其单位为，方括号中数值为雪荷载。弯矩分配计算过程例图16所示。将各层分层法求得的弯矩图叠加，可得整个框架结构在恒载作用下的弯矩图。叠加后的框架内各节点弯矩并不一定能达到平衡，可将节点弯矩再分配一次进行修正。例图16恒荷载弯矩分配计算过程（a）中间层（b）顶层（c）底层例顶层A节点弯矩叠加后，不平衡，不平衡力矩,将此力矩进行分配得修正后竖向荷载作用下整个结构弯矩图例图19（a）所示，并进而可求得框架各梁柱的剪力和轴力。（2）楼面活荷载（或屋面作用雪荷载）作用下的内力计算活荷载作用下的内力计算也采用分层法，考虑到活荷载分布的最不利组合，各层楼面活荷载布置有例图17所示几种组合形式。同样采用弯矩分配法计算，其最后弯矩图（标准层）例图19（b）所示。雪荷载作用时，除顶层作用雪荷载外，其余层与活荷载作用时相同。梁端剪力计算：以第五层跨梁为例（恒载作用下）例图18计算简图，柱端轴力：以轴第五层柱为例例图17活荷载（雪荷载）标准层弯矩计算过程例图19竖向荷载作用下框架的弯矩图，单位：kN.m例表17恒载作用下梁端剪力及柱轴力层次荷载引起的弯矩引起的总剪力柱轴力跨跨跨跨跨跨柱柱581.31281.312-6.549074.76387.86181.312149.379159.402249.914259.937470.76870.768-2.348068.4273.11670.768310.010320.033474.019484.042370.76870.768-2.893067.87573.66170.768470.096480.119698.669708.692270.76870.768-2.842067.92673.61070.768630.233640.256923.268933.291170.76870.768-3.765067.00374.53370.768789.447801.8561148.791161.199例表18活载作用下梁端剪力及柱轴力（kN）层次荷载引起的弯矩引起的总剪力柱轴力跨跨跨跨跨跨柱柱58.4(4.2)8.4(4.2)0.040(0.423)08.44(4.423)8.36(3.777)8.4(4.2)12.64(6.523)25.16(12.177)458.858.8-2.673(-2.731)056.127(56.029)61.473(61.531)58.898.167(91.992)204.233(191.308)358.858.8-2.315056.48561.11558.8184.052(177.877)382.948(370.023)258.858.8-2.273056.52761.07358.8269.979(263.804)561.621(548.696)158.858.8-3.013055.78761.81358.8355.166(348.991)741.034(741.034)注：括号内为屋面作用雪荷载（0.25kN/㎡）时对应的内力，V向上为正。4.7.7内力组合具体过程见内力组合表。表22（a）地震组合时柱的弯矩和轴力，弯矩单位，轴力力单位层次截面内力RreSgkSqk雪Sek左震Sek右震1.2(Sgk+0.5Sqk雪)+1.3Sek左震1.2（Sgk+0.5Sqk雪)+1.3Sek右震五柱顶M0.750-100.329-10.50632.368-32.368-84.620-168.777N0.750149.3796.523-7.8667.866172.943193.394柱底M0.75065.83632.161-11.58111.58183.245113.355N0.750159.4026.523-7.8667.866184.970205.422四柱顶M0.750-43.518-49.18652.715-52.715-13.204-150.263N0.750310.01091.992-24.47424.474395.391459.023柱底M0.75052.71342.172-30.10530.10549.422127.695N0.750320.03391.992-24.47424.474407.419471.051三柱顶M0.750-52.713-42.17261.906-61.906-8.081-169.037N0.750470.096177.877-48.46548.465607.837733.846柱底M0.75051.84041.475-50.65050.65021.248152.938N0.750480.119177.877-48.46548.465619.865745.874二柱顶M0.750-53.957-43.16862.981-62.981-8.774-172.525N0.750630.233263.804-78.71378.713812.2351016.889柱底M0.75066.05552.846-70.17170.17119.751202.196N0.750640.256263.804-78.71378.713824.2631028.917一柱顶M0.750-33.707-26.96641.744-41.744-2.361-110.895N0.750789.447348.991-110.314110.3141013.3231300.139柱底M0.75016.85413.483-153.776153.776-171.594228.223N0.750801.856348.991-110.314110.3141028.2141315.030表22（b）地震组合时柱的弯矩和轴力，弯矩单位，轴力力单位层次截面内力RreSgkSqk雪Sek左震Sek右震1.2(Sgk+0.5Sqk雪)+1.3Sek左震1.2（Sgk+0.5Sqk雪)+1.3Sek右震五柱顶M0.75012.1100.61348.531-48.53177.990-48.191N0.750249.91412.1771.126-1.126308.667305.739柱底M0.750-3.912-3.129-26.13226.132-40.54327.400N0.750259.93712.1771.126-1.126320.694317.767四柱顶M0.7503.9123.12984.423-84.423116.322-103.178N0.750474.019191.3082.379-2.379686.700680.515柱底M0.750-3.912-3.129-56.28256.282-79.73866.595N0.750484.042191.3082.379-2.379698.728692.543三柱顶M0.7503.9123.129105.170-105.170143.293-130.149N0.750698.669370.0233.946-3.9461065.5461055.287柱底M0.750-3.912-3.129-86.04886.048-118.434105.291N0.750708.692370.0233.946-3.9461077.5741067.314二柱顶M0.7503.9123.129122.265-122.265165.516-152.373N0.750923.268548.6965.262-5.2621443.9801430.299柱底M0.750-4.593-3.675-103.942103.942-142.841127.408N0.750933.291548.6965.262-5.2621456.0071442.326一柱顶M0.7503.7062.965127.278-127.278171.688-159.235N0.7501148.790728.1094.749-4.7491821.5871809.240柱底M0.750-1.853-1.483-236.374236.374-310.400304.173N0.7501161.199728.1094.749-4.7491836.4781824.131表20地震组合时框架梁的弯矩和剪力，弯矩单位，剪力力单位层次截面位置内力SgkSqk雪Sek左震Sek右震1.2(Sgk+0.5Sqk雪)+1.3Sek左震1.2（Sgk+0.5Sqk雪)+1.3Sek右震五AM-96.664-10.50632.368-32.368-80.222-164.379V74.7634.423-7.8667.86682.144102.595B左M-143.816-7.464-24.26624.266-208.603-145.512V87.8613.7777.866-7.866117.92597.474B右M-131.706-6.85124.265-24.265-130.613-193.702V81.3124.200-6.7406.74091.332108.856跨间Mab86.0990.3774.051-4.051108.81198.279Mbc74.6333.2290.0000.00091.49791.497四AM-104.013-81.34764.296-64.296-90.039-257.209V68.42056.069-16.60816.60894.155137.336B左M-120.916-101.009-55.27855.278-277.566-133.843V73.11661.53116.608-16.608146.248103.067B右M-113.092-94.75155.277-55.277-120.701-264.421V70.76858.800-15.35515.355100.240140.163跨间Mab55.91549.9414.509-4.509102.92491.201Mbc55.28946.3690.0000.00094.16894.168三AM-100.085-84.34492.011-92.011-51.094-290.323V67.87556.485-23.99123.99184.153146.529B左M-120.916-101.009-80.72680.726-310.648-100.761V73.66161.11523.991-23.991156.25193.874B右M-113.092-94.75180.726-80.726-87.617-297.505V70.76858.800-22.42422.42491.050149.353跨间Mab57.88048.4425.643-5.643105.85791.185Mbc55.28946.3690.0000.00094.16894.168二AM-100.456-84.634113.631-113.631-23.607-319.048V67.92656.527-30.24830.24876.105154.750B左M-120.916-101.009-104.157104.157-341.109-70.301V73.61061.07330.248-30.248164.29885.653B右M-113.092-94.751104.156-104.156-57.158-327.964V70.76858.800-28.93228.93282.590157.813跨间Mab57.69348.3034.737-4.737104.37292.055Mbc55.28946.3690.0000.00094.16894.168一AM-94.421-79.812111.915-111.915-15.703-306.682V67.00355.787-31.60131.60172.795154.957B左M-121.530-101.502-115.610115.610-357.030-56.444V74.53361.81331.601-31.601167.60985.446B右M-113.231-94.862115.610-115.610-42.501-343.087V70.76858.800-32.11432.11478.453161.950跨间Mab60.40650.461-1.8481.848100.361105.166Mbc55.15046.2580.0000.00093.93593.9354.7.8构件截面验算根据内力组合结果，选取结构最不利内力组合进行截面验算1.框架柱框架柱的截面验算包括强度、刚度、整体稳定验算和局部稳定验算。框架柱承载力主要有轴力控制，中柱轴力、弯矩均大于柱轴力，故只需验算中柱即可。选取和时两组最不利内力，考虑承载力抗震调整系数，。（一）（二）调整后例表19基本组合时框架梁的弯矩和剪力，弯矩单位为，剪力单位为层次截面位置内力SgkSqk活Swk左风Swk右风1.2Sgk+1.4Swk左风+1.4×0.7Sqk活1.2Sgk+1.4×0.6Swk左风+1.4Sqk活1.2Sgk+1.4×0.7Sqk活+1.4Swk右风1.2Sgk+1.4×0.6Swk右风+1.4Sqk活1.35Sgk+1.4×0.6Swk左风1.35Sgk+1.4×0.6Swk右风1.35Sgk+1.4×0.7Sqk活五AM-96.664-15.2164.863-4.863-124.100-133.214-137.717-141.384-126.411-134.581-145.408V74.7638.440-1.1821.18296.332100.53999.642102.52499.937101.923109.201B左M-143.816-14.927-3.6453.645-192.311-196.539-182.105-190.415-197.213-191.090-208.780V87.8618.3601.182-1.182115.281118.130111.971116.144119.605117.619126.805B右M-131.706-13.7013.644-3.644-166.373-174.168-176.576-180.290-174.742-180.864-191.230V81.3128.400-1.0121.012104.390108.484107.223110.184108.921110.621118.003跨间Mab86.0995.0880.609-0.609109.158110.954107.452109.930116.745115.722121.220Mbc74.6336.4590.0000.00095.88998.60295.88998.602100.755100.755107.084四AM-104.013-81.72611.242-11.242-189.168-229.789-220.646-248.675-130.974-149.861-220.509V68.42056.127-2.8962.896133.054158.249141.163163.11489.93494.800147.371B左M-120.916-101.009-9.6119.611-257.543-294.585-230.633-278.439-171.310-155.163-262.225V73.11661.4732.896-2.896152.037176.234143.928171.369101.13996.274158.950B右M-113.092-94.7519.610-9.610-215.112-260.289-242.020-276.434-144.602-160.747-245.530V70.76858.800-2.6692.669138.809165.000146.282169.48493.29597.779153.161跨间Mab55.91549.7710.812-0.812117.010137.459114.737136.09576.16774.803124.261Mbc55.28946.3690.0000.000111.788131.263111.788131.26374.64074.640120.082三AM-100.085-84.34418.065-18.065-177.468-223.009-228.050-253.358-119.940-150.289-217.772V67.87556.485-4.7054.705130.218156.577143.392164.48187.67995.583146.987B左M-120.916-101.009-15.81115.811-266.223-299.793-221.953-273.231-176.518-149.955-262.225V73.66161.1154.705-4.705154.873177.906141.699170.002103.39595.490159.335B右M-113.092-94.75115.810-15.810-206.432-255.081-250.700-281.642-139.394-165.955-245.530V70.76858.800-4.3924.392136.397163.552148.694170.93191.84899.226153.161跨间Mab57.88048.4421.127-1.127118.507138.221115.351136.32879.08577.191125.611Mbc55.28946.3690.0000.000111.788131.263111.788131.26374.64074.640120.082二AM-100.456-84.63424.910-24.910-168.615-218.110-238.363-259.959-114.691-156.540-218.557V67.92656.527-6.6446.644127.606155.068146.209166.23086.11997.281147.097B左M-120.916-101.009-22.92922.929-276.189-305.772-211.987-267.251-182.497-143.976-262.225V73.61061.0736.644-6.644157.485179.415138.882168.253104.95493.793159.225B右M-113.092-94.75122.928-22.928-196.467-249.102-260.666-287.621-133.415-171.934-245.530V70.76858.800-6.3696.369133.629161.892151.462172.59290.187100.887153.161跨间Mab57.69348.3030.991-0.991117.956137.688115.181136.02378.71877.053125.222Mbc55.28946.3690.0000.000111.788131.263111.788131.26374.64074.640120.082一AM-94.421-79.81226.029-26.029-155.080-203.178-227.962-246.906-105.604-149.333-205.684V67.00355.787-7.3577.357124.775152.326145.375164.68584.27496.634145.125B左M-121.530-101.502-26.93826.938-283.021-310.567-207.595-265.311-186.693-141.438-263.537V74.53361.8137.357-7.357160.316182.158139.717169.798106.79994.440161.196B右M-113.231-94.86226.937-26.937-191.130-246.057-266.554-291.311-130.235-175.489-245.827V70.76858.800-7.4837.483132.069160.956153.022173.52789.251101.823153.161跨间Mab60.40650.461-0.4550.455121.302142.750122.576143.51581.16681.930131.000Mbc55.15046.2580.0000.000111.513130.941111.513130.94174.45374.453119.785梁的剪力向上为正，对柱子弯矩右边受拉为正，梁下边受拉为正，轴力压为正，拉为负例表21（a）基本组合时柱的弯矩和轴力，弯矩单位为，轴力单位为层次截面内力SgkSqk活Swk左风Swk右风1.2Sgk+1.4Swk左风+1.4×0.7Sqk活1.2Sgk+1.4×0.6Swk左风+1.4Sqk活1.2Sgk+1.4×0.7Sqk活+1.4Sqk右风1.2Sgk+1.4×0.6Sqk右风+1.4Sqk活1.35Sgk+1.4×0.7Sqk活1.35Sgk+1.4×0.6Swk左风1.35Sgk+1.4×0.6Swk右风五柱顶M-100.329-15.2164.863-4.863-128.498-137.612-142.115-145.782-150.356-131.359-139.529N149.37912.640-1.1821.182189.987195.958193.297197.944214.049200.669202.655柱底M65.83633.546-1.6901.690109.512124.548114.244127.387121.75487.45990.298N159.40212.640-1.1821.182202.015207.986205.324209.971227.580214.200216.186四柱顶M-43.518-48.2169.552-9.552-86.100-111.700-112.846-127.748-106.001-50.726-66.773N310.01098.167-4.0784.078462.506506.020473.925512.871514.717415.088421.939柱底M52.71342.172-5.4555.45596.947117.714112.221126.879112.49166.58075.745N320.03398.167-4.0784.078474.534518.048485.952524.899528.248428.619435.470三柱顶M-52.713-42.17212.610-12.610-86.930-111.704-122.238-132.889-112.491-60.570-81.755N470.096184.052-8.7838.783732.190814.410756.782829.166815.001627.252642.007柱底M51.84041.475-10.31810.31888.408111.606117.299128.940110.63061.31778.651N480.119184.052-8.7838.783744.218826.438768.810841.193828.532640.783655.538二柱顶M-53.957-43.16814.592-14.592-86.624-112.926-127.482-137.441-115.147-60.585-85.099N630.233269.979-15.42715.427999.2611121.2921042.4571147.2091115.394837.856863.773柱底M66.05552.846-16.25816.258108.294139.594153.816166.907140.96375.518102.831N640.256269.979-15.42715.4271011.2891133.3191054.4841159.2361128.925851.387877.304一柱顶M-33.707-26.9669.771-9.771-53.196-69.993-80.554-86.408-71.931-37.297-53.712N789.447355.166-22.78422.7841263.5011425.4301327.2971463.7071413.8161046.6151084.892柱底M16.85413.483-35.99435.994-16.9538.86683.83069.33635.966-7.48252.988N801.856355.166-22.78422.7841278.3921440.3211342.1871478.5981430.5681063.3671101.644例表21（b）基本组合时柱的弯矩和轴力，弯矩单位为，轴力单位为层次截面内力SgkSqk活Swk左风Swk右风1.2Sgk+1.4Swk左风+1.4×0.7Sqk活1.2Sgk+1.4×0.6Swk左风+1.4Sqk活1.2Sgk+1.4×0.7Sqk活+1.4Swk右风1.2Sgk+1.4×0.6Sqk右风+1.4Sqk活1.35Sgk+1.4×0.7Sqk活1.35Sgk+1.4×0.6Swk左风1.35Sgk+1.4×0.6Swk右风五柱顶M12.1101.2267.829-7.82926.69422.8254.7739.67217.55022.9259.772N249.91425.1600.170-0.170324.792335.264324.316334.978362.041337.527337.241柱底M-3.912-3.129-3.9253.925-13.256-12.372-2.266-5.778-8.348-8.578-1.984N259.93725.1600.170-0.170336.819347.291336.343347.006375.572351.058350.772四柱顶M3.9123.12915.296-15.29629.17521.924-13.654-3.7748.34818.130-7.567N474.019204.2330.397-0.397769.527855.082768.415854.416840.074640.259639.592柱底M-3.912-3.129-10.19810.198-22.038-17.6416.516-0.509-8.348-13.8483.285N484.042204.2330.397-0.397781.555867.110780.443866.443853.605653.790653.123三柱顶M3.9123.12921.423-21.42337.75327.070-22.231-8.9208.34823.277-12.714N698.669382.9480.710-0.7101214.6861375.1261212.6981373.9341318.492943.800942.607柱底M-3.912-3.129-17.52817.528-32.300-23.79916.7785.649-8.348-20.0059.442N708.692382.9480.710-0.7101226.7131387.1541224.7251385.9611332.023957.331956.138二柱顶M3.9123.12928.329-28.32947.42132.871-31.900-14.7218.34829.078-18.515N923.268561.6210.985-0.9851659.6891895.0181656.9311893.3641796.8001247.2391245.584柱底M-4.593-3.675-24.08324.083-42.829-30.88624.6039.573-9.802-26.43014.029N933.291561.6210.985-0.9851671.7171907.0461668.9591905.3911810.3311260.7701259.115一柱顶M3.7062.96529.792-29.79249.06233.623-34.356-16.4277.90930.028-20.022N1148.790741.0340.859-0.8592105.9642416.7172103.5592415.2742277.0801551.5881550.145柱底M-1.853-1.483-55.32755.327-81.135-50.77473.78142.175-3.955-48.97643.973N1161.199741.0230.859-0.8592120.8442431.5932118.4392430.1492293.8211568.3401566.897例表23（a）基本组合时框架梁的轴力，轴力单位为层次剪力SgkSqk活Swk左风Swk右风1.2Sgk+1.4Swk左风+1.4×0.7Sqk活1.2Sgk+1.4×0.6Swk左风+1.4Sqk活1.2Sgk+1.4×0.7Sqk活+1.4Swk右风1.2Sgk+1.4×0.6Swk右风+1.4Sqk活1.35Sgk+1.4×0.6Swk左风1.35Sgk+1.4×0.6Swk右风1.35Sgk+1.4×0.7Sqk活五A-B跨39.56311.6100.0000.00058.85363.73058.85363.73053.41053.41064.788B-C跨35.74810.5730.0000.00053.25957.70053.25957.70048.26048.26058.621四A-B跨-16.6519.91110.464-10.4644.3812.684-24.918-14.896-13.689-31.269-12.766B-C跨-14.6999.4587.313-7.3131.8681.745-18.608-10.541-13.701-25.987-10.575三A-B跨1.982-1.60519.719-19.71928.41216.695-26.801-16.43319.240-13.8881.103B-C跨1.982-1.60513.782-13.78220.10011.708-18.489-11.44514.253-8.9011.103二A-B跨3.6802.94426.799-26.79944.82031.049-30.217-13.97427.479-17.5437.853B-C跨3.5182.81416.729-16.72930.40022.214-16.441-5.89118.802-9.3037.507一A-B跨-18.851-15.08131.703-31.7036.984-17.104-81.785-70.3651.182-52.079-40.228B-C跨-17.895-14.31622.156-22.156-4.485-22.905-66.522-60.127-5.547-42.769-38.188例表23（b）基本组合时框架柱剪力，单位为层次剪力SgkSqk活Swk左风Swk右风1.2Sgk+1.4Swk左风+1.4×0.7Sqk活1.2Sgk+1.4×0.6Swk左风+1.4Sqk活1.2Sgk+1.4×0.7Sqk活+1.4Swk右风1.2Sgk+1.4×0.6Swk右风+1.4Sqk活1.35Sgk+1.4×0.6Swk左风1.35Sgk+1.4×0.6Swk右风1.35Sgk+1.4×0.7Sqk活五A柱39.56311.610-1.5721.57256.65362.40961.05465.05052.09054.73164.788B柱-3.815-1.037-2.6702.670-9.332-8.273-1.856-3.787-7.393-2.907-6.167四A柱22.91221.521-3.5733.57343.58354.62253.58760.62527.93033.93352.022B柱-1.863-1.490-6.0706.070-12.194-9.4204.8020.777-7.6142.584-3.975三A柱24.89419.916-5.4595.45941.74853.17057.03362.34129.02138.19253.125B柱-1.863-1.490-9.2749.274-16.679-12.1129.2883.469-10.3055.275-3.975二A柱28.57422.860-7.3457.34546.40960.12366.97572.46332.40544.74560.978B柱-2.025-1.620-12.47912.479-21.488-15.18013.4535.784-13.2167.749-4.321一A柱9.7237.779-8.8018.8016.97015.16531.61229.9515.73320.51920.749B柱-1.069-0.855-16.36916.369-25.037-16.23020.79611.270-15.19312.307-2.281逆时针为正，顺时针为负(1)截面特性柱截面为的焊接箱型截面，钢材选为Q345。（2）强度验算对第一组内力：考虑抗震设防为8度，取。，满足要求。对第二组内力：，满足要求。（3）刚度验算柱的刚度由柱的长细比控制。查规范GB50017按有侧移查表得，由于横梁中的轴力很小，在计算柱长度时略去其影响，柱脚在横向为刚接。，查表得，则，满足要求。（4）弯矩作用平面内的整体稳定验算由，则查表得(C类)框架为有侧移纯框架。对第一组内力：（5）弯矩作用平面外稳定计算，则查表得(C类)，框架为有侧移纯框架，截面形状系数，对箱型截面。对第一组内力：（6）局部稳定验算所选框架柱截面满足要求。2.框架梁采用组合楼板时，框架梁与楼板有可靠连接，能阻止梁上翼缘的侧向失稳，在支座负弯矩处，一般可在受压下翼缘设侧向支承。（1）截面特性横梁采用，其截面特性：（2）控制内力选取、和的组合。（一）（有震组合）（二）（无震组合）（3）强度验算，对第一种组合，（4）局部稳定验算（5）梁的整体稳定性使用阶段，有次梁支承。(6)刚度验算3.节点抗震验算根据抗震要求，需验算梁柱节点是否满足强柱弱梁的要求。现验算B-4节点。满足抗震要求，经验算其他节点也满足要求。4.7.9节点设计1.梁柱节点设计梁柱的连接方式：柱翼缘和梁翼缘焊接，梁腹板通过8.8级摩擦型高强螺栓与柱连接，计算中认为腹板传递剪力，翼缘传递弯矩，从内力组合表中可以看出，与B轴柱相连梁的端弯矩较大所以计算B轴柱的梁柱节点，其最不利内力为：M=－310.567kN.m,V=182.158kN.（1）连接螺栓采用8.8级摩擦型高强度螺栓M24，在连接处构件接触面的处理方法为喷砂后涂无机富锌漆，则μ=0.4。螺栓预拉力P=175kN，故一个螺栓抗剪承载力设计值为：例图20柱与主梁的刚性连接柱腹板许配置横向加劲肋，根据《钢结构设计规范》7.4.3，取加劲肋厚度为12mm。柱受拉翼缘验算：与梁受拉翼缘板相连处的柱翼缘板因受拉而发生横向弯曲，柱翼缘板的最小厚度为（5）梁柱刚性连接处的节点域验算因为B柱两侧弯矩方向相反，相对而言，A、D柱更不利，取边柱梁最不利内力：M=－259.959kN.m，V=166.230kN2.次梁和主梁的铰接连接设计次梁与框架主梁的连接采用铰接，次梁截面为350×150×6×10，连接方式和螺栓布置见图21。螺栓采用M20的10.9级高强螺栓，承压型连接，螺栓孔径为21mm。例图21次梁与主梁的铰接连接次梁传递来的剪力设计值为：V=1.2×68.331+1.4×58.8=164.317kN计算连接螺栓时，偏于安全的以为螺栓群承受剪力和偏心扭矩，T=V×e=164.317×0.05=8.216kN.m。一个螺栓的抗剪承载力为：加劲肋的厚度取6mm，钢材为Q235B，与主梁的连接采用双面角焊缝，计算时偏于安全只计算与腹板相连的竖向焊缝，焊脚尺寸为5mm，焊条为E43系列，手工焊，焊缝受力为：V=164.317kN，M=V×e=8.216kN.m，切角取25mm，则lw=500－2×12－2×25－2×5=416mm。3.柱与柱的拼接箱型柱宜为焊接柱，其角部的组装焊缝应为部分焊透的V形或U形焊缝，当柱与梁刚性连接时，在框架梁上下格500mm范围内，应采用全熔透焊缝，具体做法参照高规的要求，在工厂预制。箱型柱在工地的接头，应全部采用焊接，在第三层上距框架梁1.3m处，下节箱型柱的上端设置隔板，与柱口平齐，厚度大于16mm，其边缘与柱口截面一起刨平，在上节箱型柱安装单元的下端附近设置上柱隔板，厚度为大于10mm，按照规范设置衬板、耳板。例图22柱与柱的拼接4.柱脚设计本建筑结构采用刚性较大的埋入式柱脚，柱脚混凝土上采用C40，柱脚埋深,根据组合采用最不利内力:第一组：B柱：M=-232.8kN.m，N=1377.359kN，V=-69.532kNA柱：M=171.167kN.m，N=986.273kN，V=49.792kN第二组：B柱：M=-50.774kN.m，N=2431.593kN，V=-16.230kNA柱：M=69.336kN.m，N=1478.598kN，V=29.951kN对第一组内力进行设计⑴栓钉设计采用Q345钢，栓钉直径为16mm，其抗剪设计值：采用较小值B柱：M=-232.8kN.m，N=1377.359kN，V=-69.532kNA柱：M=171.167kN.m，N=986.273kN，V=49.792kN栓钉承受剪力：中柱：边柱：所需栓钉数量：中柱：边柱：所以每侧布置14根，栓钉最大纵向间距应小于200mm，此处取边柱与中柱栓钉纵向间距为140mm,横向间距为180mm，栓钉总数：14×4=56根⑵底板设计1)确定底板尺寸B,D边柱：中柱：选用底板最大应力：且满足D<2B,满足要求。2）底板厚度底板反力：三边支撑板：对边支撑板：柱内四边支撑板：所以底板厚度取：t=35mm3）柱身与底板水平角焊缝取周边焊缝：需要的焊角尺寸：采用满足要求。⑶钢柱受压翼缘到基础梁端部的距离a取a=300mm.⑷强度验算1）混凝土压力满足要求。例图23锚栓布置图2）外围钢筋埋入式柱脚四周应按要求设置竖向钢筋和箍筋作用于钢柱底部的弯矩：竖向钢筋面积其中为受拉侧与受压侧竖向钢筋合力点距离故按构造配筋每边设，竖向钢筋的锚固长度，取900mm，上端设弯钩钢筋，埋入部分的顶部加密箍筋3)锚栓计算出现拉应力，应配置抗拉力锚栓满足要求。按构造要求配置锚栓，例图23所示。第二组内力经计算也满足要求。4.7.10压型钢板—混凝土组合楼盖设计楼板设计1.设计资料（1）楼面做法：采用陕02J01（建筑构造通用集中），楼39，铺地砖楼面（无垫层）1）铺8mm厚地砖，干水泥擦缝2）5厚1：25水泥砂浆粘结层（内掺建筑胶）3）20厚1：3干硬水泥砂浆结合层（内掺建筑胶）4）水泥浆一道（内掺建筑胶）5）压型钢板—现浇混凝土组合楼板：压型钢板采用,t=1.2mm板厚。压型钢板上混凝土板厚为80mm，沟槽内混凝土的重量按32.7mm考虑。（2）材料：压型钢板采用Q345钢，，.混凝土强度等级为C30，，2.楼盖的结构平面布置主梁沿横向布置，次梁沿纵向布置，主梁的跨度为7.2m,次梁的跨度为7.2m,主梁每跨内布置两根次梁，板的跨度为2.4m，具体布置参见楼盖结构平面布置例图24。例图24标准层结构平面布置图例图25屋顶结构平面布置图3.组合板的设计（1）施工阶段的验算1）荷载计算：现浇混凝土板的自重压型钢板自重施工活荷载压型钢板上作用的恒荷载标准值和设计值分别为：，压型钢板上作用的活荷载标准值和设计值分别为：，例表24压型钢板的截面性能截面尺寸截面积重量形心位置截面惯性矩有效截面抵抗矩全截面有效截面正弯曲负弯曲75230881181.218.120.14240.117414534.535.62）受弯承载力验算三跨等跨连续板在均布荷载作用下的弯矩：跨中弯矩：支座负弯矩：支座截面弯矩承载力为：满足要求。跨间截面弯曲承载力为：满足要求例图26压型钢板详图3）挠度验算均布荷载作用下压型钢板的挠度为：——挠度系数，对简支板，；对于两跨连续板，，对于三跨连续板，取时：故挠度满足要求。（2）使用阶段验算1）荷载计算混凝土板和压型钢板自重水泥砂浆面层8mm厚瓷地砖