学士某十二层金融中心办公楼毕业设计计算书

大学毕业设计PAGE67-1工程概况该工程为大庆市金融中心办公楼，共十二层，总建筑面积11623.08m2,拟建房屋所在地的设防地震参数αmax=0.08,Tg=0.35s,基本雪压S0=0.5KN·m2,基本风压ω0=0.55KN·m2地面粗糙度为B类。地基基础设计等级为乙级，设防烈度按七度考虑，场地特征周期分区为二区，场地土为Ⅱ类，安全等级为二级，地震分组为第一组，设计使用年限为50年，抗震等级为二级。2结构布置及计算简图根据该房屋的使用功能及建筑设计的要求，进行了建筑平面、立面及剖面设计，主体结构高度总高43.5m，首层层高为3.9m，其余层层高均为3.3m，突出屋面的电梯机房高度为3.3m。2.1梁、板的截面尺寸楼板及屋面均采用现浇混凝土板，为保证整体稳定性，楼板厚度选为120mm,梁高度按梁跨度的1/2～1/8估算,且梁的净跨与截面高度之比不宜小于4,梁截面宽度可取梁高的1/2～1/3,梁高同时不宜小于1/2柱宽,且不应小于250mm[1],由此可估算出梁的截面尺寸，见表1。表1梁截面尺寸(mm)及各层混凝土等级强度层次砼强度等级横梁(b×h)纵梁(b×h)次梁(b×h)AB、CD跨BC跨1C35350×700400×700350×700400×7502～12C35300×700350×700300×700350×75002.2柱的截面尺寸柱的截面尺寸可根据轴压比限值确定，Ac≥由房屋高度查表可知框架的抗震等级为二级，其轴压比限值。单位建筑面积上各层的重力荷载代表值近似取13kN·m-2，底层柱混凝土强度等级取C40[2。（fc=19.1N·mm-2，ft=1.71N·mm-2）边柱mm2中柱mm2如取柱截面为正方形,并综合考虑其它因素，则本工程各层柱的截面尺寸如下：1层：800mm×800mmC402～13层：700mm×700mmC40基础选用桩基础，基础埋深取2.5m，承台高取1.2m。框架结构计算简图如图1所示，取顶层柱形心线作为框架柱的轴线，梁轴线取至板底，即2～12层高为3.3m；底层柱高度从基础顶面取至一层底板为3.9+0.3+2.5-1.2-0.1=5.4m（a）横向框架（b）纵向框架图1框架结构计算简图3重力荷载计算3.1屋面及楼面的永久荷载标准值上人屋面30厚细石混凝土保护层20×0.03=0.60kN·m-2三毡四油防水层0.40kN·m-220厚1:3水泥砂浆找平层20×0.02=0.40kN·m-2150厚水泥水泥硅石保温板5×0.15=0.75kN·m-2120厚现浇钢筋混凝土板250.12=3.0kN·m-2V型轻钢龙骨吊顶0.25kN·m-2合计5.46kN·m-2楼面松木地板(包括黏合剂)0.8kN·m-2v120厚现浇钢筋混凝土板3.0kN·m-2V型轻钢龙骨吊顶0.25kN·m-2合计3.43kN·m-23.2屋面及楼面可变荷载标准值屋面雪荷载标准值0.5kN·m-2上人屋面均布活荷载标准值2.0kN·m-2楼面活荷载标准值2.0kN·m-2其它活荷载标准值电梯机房楼面活荷载标准值7.0kN·m-2办公楼面活荷载标准值2.5kN·m-2消防电梯楼面活荷载标准值3.5kN·m-23.3梁、柱、墙、窗、门重力荷载计算梁、柱可根据截面尺寸，材料容量及粉刷等计算出单位长度上的重力荷载，对墙、门、窗等可计算出单位面积上的重力荷载，计算结果见表2。表2梁柱重力荷载标准值层次构件b/(m)h/(m)/(kN·m-3))g/(kN·m-3)L/(m)nG/(kN)G/(kN)1边横梁0.350.70251.056.436.114621.142987.088中横梁0.400.70251.057.357.87401.31边次梁0.350.65251.055.9726.57512494.32中次梁0.350.70251.056.437.456300.92AD纵梁0.350.75251.056.895.812545.69BC纵梁0.400.75251.057.8755.812623.7柱0.800.80251.1017.65.4282069.7662～12边横梁0.300.70251.055.516.314532.272578.922中横梁0.350.70251.056.437.27351.08边次梁0.300.65251.055.126.57512433.94中次梁0.350.70251.055.516.556257.87AD纵梁0.300.75251.055.915.912418.07BC纵梁0.350.75251.056.435.912454.69柱0.700.70251.1013.473.3281244.633注：1）表中为考虑梁柱的粉刷层重力荷载而对其重力荷载的增大系数；g表示单元长度构件重力荷载；n为构件数。2）梁长度取净长，柱长度取层高。墙体：内墙采用200厚粉煤灰轻渣砌块，内墙面为20mm厚抹灰,则内墙单位面积上的重力荷载为：0.80.2+170.04=2.28kN·m-2外墙采用400厚粉煤灰轻渣空心砌块，外墙面贴瓷砖(0.55kN·m-2)，内表面为20厚石灰粗砂粉刷面，则外墙单位面积上重力荷载为：0.55+80.04+170.02=4.04kN·m-2所有的窗均采用塑钢窗(0.4kN·m-2)，房间门为木门(0.2kN·m-2)，底层入口处采用铝合金玻璃门(0.4kN·m-2)3.4重力荷载代表值的计算集中于各楼层标高处的重力荷载代表值G为计算单元范围内各层楼面及上下各半层墙柱等的重力荷载代表值，各可变荷载的组合值系数：雪荷载取0.5，屋面活荷不计入，按实际情况考虑的楼面活荷载取1.0，各质点的重力荷载代表值G见表3。表3各质点的重力荷载代表值质点1234567G11595.00910085.99410085.99410085.99410085.99410085.99410085.994质点8910111213G10085.99410085.99410085.99410085.99410085.9942257.6774框架侧移刚度计算4.1横向框架侧移刚度计算横梁线刚度计算过程[4]见表4，柱线刚度计算过程见表5。表4横梁线刚度ib计算表类别层次EC/（N·mm-2）b×h/（mm2）I0/（mm4）L/（mm）ECI0/L/（N·mm）1.5ECI00/L/（N·mm）2ECI0/L/（N·mm）边跨横梁13.15×100435070010.00×110969004.56×100106.85×100109.12×10010２～1２3.15×10043007008.57×10093.19×100105.87×100106.38×10010走道梁13.15×100440070011.43×110978004.62×100106.92×100109.24×10010２～1２3.15×100435070010.00×11094.02×100106.06×100108.04×10010表5柱线刚度iC计算表层次hC/(mm)EC（N·mm-2)b×h/(mmm2)Ic/(mm4)ECI0/hc/(NN·mm)142003.25×1004800×8003.413×1101026.41×11010续表5233003.25×1004700×70002.001×1101019.71×11010柱的侧移刚度计算要确定系数的值，根据梁柱的线刚度比的不同，该结构的柱可分为中框架中柱和边柱，边框架中柱和边柱以及楼梯间、电梯间柱等。现以第2层C-6柱的侧移刚度计算为例，说明计算过程，其余柱的计算过程从略，计算结果分别见表6至表8。第2层C-5柱及与其相连的梁的相对线刚度如图2所示，由柱侧移刚度修正系数表可得梁柱线刚度比为：可得柱的侧移刚度D值为：N·mm-1表6中框架柱侧移刚度D值（N·mm-1）层次边柱（8根根）中柱（8根根）∑DiDi1Di23～120.3240.139302500.7320.2685820041890020.3950.164356800.8320.2946378048436010.3450.147264500.3480.14826590317680表7边框架柱侧移刚度D值（N·mm-1）层次A-1，A-88，D-1，D-8B-1，B-88，C-1，C-8∑DiDi1Di23～120.3030.131285400.6050.2325046031600020.3230.138299700.6510.2455341033352010.2590.115206200.6890.26046710269320表8楼、电梯间框架柱侧移刚度D值（N·mm-1）层次B-6，B-7，B-9，B-10，C-6，C-7，C-9，C-10∑DiDi13～120.5700.22248150385200续表820.6350.2415234041872010.5230.20737200297600将上述不同情况下同层框架柱侧移刚度相加，即得框架各层层间侧移刚度∑Di，其结果见表9。表9横向框架层间侧移刚度D值（N·mm-1）层次`123456∑Di884600123660123660123660123660123660层次789101112∑Di12366012366012366012366012366011201000由表9可见∑D1/∑D2＝884600/1236600＝0.715＞0.7,故该框架为规则框架。4.2纵向框架侧移刚度计算纵向框架侧移刚度计算方法与横向框架的相同，柱在纵向的侧移刚度除与柱沿纵向的截面特性有关外，还与纵梁的线刚度有关，该结构中，纵、横向线刚度相同。5横向水平荷载作用下框架结构的内力和侧移计算5.1横向水平地震作用下框架结构的内力和侧移计算5.1.1横向自振周期计算对于屋面有局部突出的房屋，可按顶点位移相等的原则，将其重力荷载代表值折算到主体结构的顶层，即kN结构顶点的假想侧移计算过程见表14,其中第12层的Gi为G12与G之和。对于质量和刚度沿高度分布比较均匀的框架结构，其基本自周期其中的量纲为m，取ψT=0.7则s5.1.2水平地震作用及楼层地震剪力计算本结构质量和刚度沿高度分布比较均匀，变形以剪切变形为主，故可采用底部剪力法计算水平地震作用。结构总水平地震作用标准值按下式计算，即FEｋ＝Geq而Geq＝0.85∑Gi＝106078.494kN由场地土为Ⅱ类，抗震设防烈度为7度，设计地震分组为第二组，查表可知Tg=0.40s，=0.08，对于一般结构的阻尼比ζ=0.05,γ=0.9，η2=1.0，则FEk＝Geq＝0.026×106078.49＝2772.02kN表10结构顶点的假想侧移计算层次Gi/(kN)VGi/(kNN)∑Di/(N··mm)△/(mm)/(mm)1212601.66112601.6611120100011.25759.81110085.99422687.5551120100020.25748.551010085.99432773.4491120100029.25728.3910085.99442859.4431120100038.26699.05810085.99452945.3371120100047.26660.79710085.99463031.3311120100065.27613.53610085.99473117.2251120100065.28548.26510085.99483203.1191120100074.28482.98410085.99493289.1131120100083.29408.7310085.994103375..071120100092.29325.41210085.994113461..011236600091.75233.12111595.009125056..1884600141.37141.37因1.4Tg=1.4×0.35=0.49＜T1=1.04s,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＝0.08T1+0.01＝0.08×1.04+0.01=0.093△F12＝FEk＝0.093×2772.02＝259.35kN各质点的水平地震作用具体计算过程见表11，各楼层地震剪力计算结果见表11表11各质点横向水平地震作用及楼层地震剪力计算表层次Hi/（m）Gi/（kN）GiHi/(kN··m)GiHi/GjHjFi/(kN)Vi/(kN)43.82557.67798885.9950.035288.4788.471240.510085.995408480..570.1454365.49435.961137.210085.995375196..970.1335335.57789.531033.910085.995341913..370.1217305.911095.444930.610085.995308629..760.1098276.001371.444827.310085.995275346..160.0980246.341617.788724.010085.995242062..560.0861216.431834.211620.710085.995208778..960.0743186.772020.988517.410085.995175495..360.0624156.852177.833414.110085.995142211..750.0506127.192305.022310.810085.995108928..150.038897.532402.55527.510085.99575644.5550.026967.622470.17714.211595.00548699.3380.017343.492513.677注：kN·m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图2（a）水平地震作用分布（b）层间剪力分布图2横向水平地震作用及楼层地震剪力5.1.3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△ui和顶点位移ui按下式计算,具体计算过程见表12，表中还计算了各层的层间弹性位移角θe(△u)i=Vi/∑DijUi=∑(△u)k不θe=△ui/hi表12横向水平地震作用下的位移计算层次Vi/(kN)∑Di/(kN·m)△ui/(mm)ui/(mm)hi/(mm)θe=△ui/hi12453.96112010000.3919.2133001/846111789.53112010000.7018.8233001/4714101095.444112010000.9818.1233001/336791371.444112010001.2217.1233001/270581617.788112010001.4415.9233001/229171834.211112010001.6414.4833001/201262020.988112010001.8012.8433001/193352177.833112010001.9411.0433001/170142305.022112010002.069.133001/160132402.555112010002.217.0433001/149322470.177123660001.994.8333001/165812513.6668846002.842.8442001/1478由表12可见，最大层间弹性位移角发生在第二层，其值为1/1478＜1/550，故满足要求，其中[△u/h]=1/550由《高层建筑结构》中表2.13查得。5.1.4水平地震作用下框架内力计算以⑧轴线横向框架内力计算为例，说明计算方法，其余框架内力计算从略。框架柱端剪力及弯矩分别按下列各式计算其中Dij取自表6，∑Dij取自表9，各柱反反弯点高度度比y由式y=yn+y11+y2+y3确定，该结构中中底层柱需需考虑修正正值y2，第2层柱需考考虑修正值值y1、y2、y3，第三层柱柱需考虑yy3，其余柱柱均无修正正。具体计计算过程及及结果见表表17梁端弯矩、剪力力及柱轴力力分别按MMVN计算，其中梁线线刚度取自自表4，具体计算算过程见表表14.5.2横向风风荷载作用用下框架结结构内力和和侧移的计计算5.2.1风风荷载标准准值风荷载标准值的的计算，基本风压压W=0.55kN·m-2，由《荷载规范范》第7.3节查得μS=0.88(迎风面)和μS=-0..5(背风面)，B类地区,查表得脉动影响响系数；T1=0.622s，则ω0×T12=0..55×0.622=0.2114kN·s2·m-2查表得=1.229，得负载宽度为7..2，由式ωK=βZμSω0得沿房屋屋高度的分分布风荷载载标准值：：q(z)=6..6×0..55βZμS=2.9βZμS根据各楼层标高高处的高度度H，查表得，代入上式式可得各楼楼层标高处处的q(z)，具体结果果见表15，q(z)沿房屋高高度的分布布见图4（a）。表13各层柱端端弯矩及剪剪力计算层次hi/（m）Vi/（kN）∑Dij/((N·mm-1)边柱中柱Di1Vi1yMi1bMi1uDi2Vi2yMi2bMi2u123.3453.96112010003025011.770.3240.254.6634.185820022.670.7320.3022.4474.81113.3789.53112010003025021.310.3240.2718.9851.345820041.060.7320.4054.20135.50103.31095.444112010003025029.580.3240.3130.2667.355820056.960.7320.4278.95109.0293.31371.444112010003025037.030.3240.3643.9978.215820071.310.7320.45105.99129.4383.31617.788112010003025043.680.3240.4057.6786.475820084.120.7320.45124.92277.6073.31834.211112010003025049.520.3240.416796.425820095.380.7320.45141.64176.1163.32020.988112010003025054.570.3240.4573.83106.2558200105.090.7320.45156.04190.7453.32177.833112010003025058.800.3240.4587.32106.7258200113.250.7320.50186.86186.8643.32305.022112010003025062.230.3240.4592.21112.9558200119.860.7320.50197.77197.7733.32402.555112010003025064.870.3240.50107.04107.0358200124.930.7320.50206.13206.1323.32470.177123660003568071.270.3950.55129.35105.8463780127.400.8320.50210.21210.2114.22513.6668846002645075.160.3450.83262.0153.662659075.560.3480.83263.4053.95注：表中M的量纲为为kN·m，V量纲为kN.表14梁端弯矩、剪力力及柱轴力力计算层次边梁中梁柱轴力MbLMbrLVbMbLMbrLVb边柱N中柱N1234.1833.076.9701441.4741.477.810.70-7.14-3.56115669.816.911.7088.1388.137.822.60-18.84-14.461086.3372.146.918.0491.0891.087.823.35-36.88-19.779108.4792.106.922.67116.28116.287.829.82-59.55-26.928130.46169.496.927.26213.98213.987.827.43-86.81-27.077154.09131.736.932.20166.30166.307.821.32-119.01-16.216173.25146.916.936.21185.47185.477.847.56-155.22-27.565180.55151.576.937.73191.35191.357.849.06-192.95-38.894200.27170.016.941.85214.62214.627.855.03-234.8-52.073199.44178.526.941.68225.38225.387.857.79-276.48-68.182212.88184.026.944.49232.32232.327.859.57-320.97-83.261183.01116.766.939.70147.70147.707.837.79-360.67-81.35注:（1）柱轴力中的负号号表示拉力力,当为左地地震作用时时,左侧两根根柱为拉力力,对应的右右侧两根柱柱为压力。（2）表中M单位为kkN·m，V单位为kN，N单位为kN，L单位为m。水平地震作用下下框架的弯弯矩图、梁梁端剪力图图及柱轴力力图如图33所示表15沿房屋高度度分布风荷荷载标准值值层次Hi/（m）Hi/HμzβZq1（z）/（kN·m-1）q2（z）/（kN·m-1）1343.81.0001.191.4684.263.991240.50.9191.121.4554.223.471137.20.8391.101.4264.132.601063.90.7581.061.3873.992.56930.60.6771.011.3523.892.49827.30.5970.961.3113.622.327240.5160.911.2873.372.16620.70.4360.841.2493.021.93517.40.3550.781.2232.751.75414.10.2750.741.2012.561.63310.80.1940.741.1752.501.6027.50.1420.741.1382.421.5514.20.1040.741.1022.351.50（a）框架弯矩图（kN·m）（b）梁端剪剪力及柱轴轴力图（kN）图3左震作用下框架架弯矩图、梁梁端剪力图图及柱轴力力图《荷载规范》规定定，对于高度度大于30米，且高宽比比大于1.5的房屋结结构，应采用风风振系数来来考虑风压压脉动的影影响，该房屋高高度H=42m＞30m，且且，由表19可见，沿房屋高高度在1..102～～1.4688范围内变变化，即风压脉脉动的影响响较大，因此该房房屋应考虑虑风压脉动动的影响。框架结构分析时时，应按静力力等效原理理将图4（a）的分布风荷载转化化为节点集集中荷载，如图4（b）所示，例如，第6层的集中中荷载F的计算过过程如下：：=(4.95++4.5))+（5.533-4.995）+（4.955-4.115）=16.116kN（a）风荷载沿房屋屋高度的分分布（kN·m-1）（b）等效节节点集中风风荷载（kN）图4框架上的风荷载载5.2.2风荷荷载作用下下的水平位位移验算根据图4（b）所示的水水平荷载，计算层间间剪力V，然后依据据表6求出框架架的层间侧侧移刚度，再计算各各层的相对对侧移刚度度和绝对侧侧移刚度，计算过程程见表166。表16风荷载作作用下横向向框架层间间剪力及侧侧移计算层次Fi/（kN）Vi/(kN)∑D/(kN·m)△ui/(mm)ui/(mm)△ui/hi1226.2126.21884800.300.301/1100001124.9851.19884800.580.881/56891025.3176.5884800.861.741/3837921.4497.94884801.112.851/2973819.32117.26884801.334.181/2481717.54134.8884801.525.71/2171616.16150.96884801.717.411/1929514.87165.83884801.879.281/1764413.39179.22884802.0311.311/1625311.82191.04884802.1613.471/1527210.63201.671989201.0114.481/3267113.21214.881060802.0316.511/2068由表16可见，风荷载作作用下框架架的最大层层间位移角角为1/15227，远小于1/5550，满足规范范要求。5.2.3风荷荷载作用下下横向框架架结构的内内力计算风荷载作用下框框架结构的的内力计算算过程与水水平地震作作用下的相相同，具体计算算过程及结结果见表17。表17风荷载载作用下各各层柱端弯弯矩及剪力力计算层次Hi/（m）Vi/（kN）∑Dij/((N·mm)边柱中柱Di1Vi1yMi1bMi1uDi2Vi2yMi2bMi2u123.326.2188480302508.960.3240.253.5526.085820017.250.7320.3017.0839.84113.351.19884803025017.510.3240.2715.6042.185820033.680.7320.4044.4666.68103.376.5884803025026.150.3240.3126.7559.555820050.340.7320.4269.7796.3593.397.94884803025033.490.3240.3639.7870.735820064.440.7320.4595.69116.9683.3117.26884803025040.110.3240.4052.9479.425820077.160.7320.45144.58140.0573.3134.8884803025046.100.3240.4162.3789.765820088.700.7320.45131.72160.9963.3150.96884803025051.630.3240.4169.86100.525820099.330.7320.45147.51180.2853.3165.83884803025056.710.3240.4176.73110.4158200109.120.7320.50180.05180.0543.3179.22884803025061.290.3240.4591.01111.2558200117.930.7320.50194.58194.5833.3191.04884803025065.550.3240.50108.16108.1658200125.700.7320.50207.41207.4123.3201.671989203568068.970.3950.55125.18102.426378064.440.8320.50106.69106.6914.2214.881060802645073.490.3450.83256.1952.472659053.860.3480.83187.7638.45注：表中M的量量纲为kN·m，V的量纲为kN。梁端弯矩、剪力力及柱轴力力的计算见见表18。其中中线刚度取取自表4。表18风荷载作作用下梁端端弯矩、剪剪力及柱轴轴力计算层次边梁中梁柱轴力MbLMbrLVbMbLMbrLVb边柱N中柱N1226.0817.616.96.3322.2322.237.85.7-6.330.631145.7337.026.911.7046.7446.747.811.98-19.030.351075.1562.246.919.9178.5778.577.820.15-37.940.11997.4882.536.926.09104.19104.197.826.72-64.03-0.528119.21104.206.932.38131.54131.547.833.73-96.41-1.877142.2121.806.938.26153.77153.777.839.43-134.677-3.046162.89137.96.943.59174.10174.107.844.64-178.266-3.785180.27144.786.947.11182.18182.187.846.87-225.377-3.564188.01165.596.951.25209.04209.047.853.6-276.622-5.873199.17177.686.954.62224.31224.317.857.51-331.244-8.782210.58138.976.950.66175.27175.277.844.94-387.9-3.061177.5672.096.936.1973.0473.047.818.73-418.09-14.4注：1）柱轴力中的负负号表示拉拉力，当为为左风作用用时，左侧侧两根柱为为拉力，对对应的右侧侧两根柱为为压力。2）表中M单位为为kN·m，V单位为kN，N单位为kN，N单位为m。框架在水平风荷荷载作用下下的弯矩图图、梁端剪力力图及柱轴轴力图如图图5所示。6竖向荷载作用下下框架结构构的内力计计算6.1横向框框架内力计计算6.1.1计计算单元取3线横向框架进行行计算，计计算单元宽宽度为7..2m，如图6所示。由于房房间内布置置有次梁，故故直接传给给该框架的的楼面荷载载如图中的的水平阴影影线所示，计计算单元范范围内的其其余楼面荷荷载则通过过次梁和纵纵向框架梁梁以集中力力的形式传传给横向框框架，作用用于各节点点上，由于纵向向框架梁的的中心线与与柱的中心心线不重合合，因此在在框架边节点上还还作用有集集中力矩。（a）框架弯弯矩图（kN·m）（b）梁端剪剪力及柱轴轴力图（kN）图5左风作用下框架弯矩矩图、梁端端剪力图及及柱轴力图图图6横向框架计算单单元6.1.2荷载计计算6.1.2.1恒荷载计计算在图7中，q、q代表横梁梁自重，为为均布荷载载形式。对对于第12层：q=5.51kNN·m-1q=6.433kN·m-1q、q分别为房间和走走道板传给给横梁的梯梯形荷载和和三角形荷荷载，由上图6所示几何何关系可得得：q=5.46×3..3=18.002kN·m-1q=5.466×3.3=18.002kN·m-1P、P分别为由边纵梁梁、中纵梁直直接传给柱柱的恒荷载载，它包括梁梁自重、楼板重和和女儿墙等等的重力荷荷载，计算算如下：集中力矩：图7各层梁上作用的的恒荷载对于2～11层层，包括梁自自重和其上上横墙自重重，为均布荷荷载，其它荷载载计算方法法同第12层，结果为：=5.51+4..28=11.444kN·m-1=12.336kN·m-1=3.43×3..3=11.322kN·m-1=3.43×3.3=11.332kN·m-1对于1层：=6.43+2..28×2.6=12.336kN·m-1=13.228kN·m-1=3.443×3..3=111.32kkN·m-1=3.443×3..3=111.32kkN·m-1kNkN6.1.2.2活荷载计计算活荷载作用在各各层框架上上的荷载分布图图如图8所示。图8各层梁上作用的的活荷载对于第12层：：=2×33.3=6.6kN·m-1=2×3.3=6.9kN·m-1kNkN同理，在屋面雪雪荷载作用用下：=0.5×3.33=1.655kN·m-1=kNkN对2～11层：=2××3.3==6.6kkN·m-1=22×3.33=6.99kN·m-1kNkN对1层：=2×3.3==6.6kkN·m-1=22×3.33=6.99kN·m-1kNkN将以上结果汇总总，见表119和表20.表19横向框架架恒荷载汇总表表层次/（kN·m-1）/（kN·m-1）/（kN·m-1）/（kN·m-1）/（kN）/（kN）/（kN·m）125.516.4318.0218.02127.86199.3925.572～1111.4412.3611.3211.32141.46185.1328.29112.3613.2811.3211.32166.86233.8937.54表20横向框架架活荷载汇汇总表层次/（kN·m-1）/（kN·m-1）/（kN）/（kN）/（kN·m）126.66.622.7748.514.552～116.66.622.7748.514.5516.66.622.7748.515.12注：表中括号内内数值对应应于屋面雪雪荷载作用用下情况。6.1.3内力计算梁端和柱端弯矩矩采用二次次分配法计计算，由于结构构和荷载均对称，故计算时时可用半框框架，弯矩矩计算过程程如图9，所得弯矩矩图如图110，梁端剪力力可根据梁梁上竖向荷荷载引起的的剪力与梁梁端弯矩引引起的剪力力相叠加而而得，柱轴力可可由梁端剪剪力和节点点集中力叠叠加得到，计算柱底底轴力还需需考虑柱的的自重，如如表21和表22所列。6.2横向框框架内力组组合6.2.1结结构抗震等等级结构的抗震震等级可根根据结构类类型，地震震烈度，房房屋高度等等因素确定定，本结构构的框架为为二级抗震震等级。6.2.2框架梁内内力组合本结构考虑了四四种内力组组合，即1.2，1.2，1.35及1..2，此外外，对于本本结构，1.2这种种内力组合合与考虑地地震作用的的组合相比比一般较小小，对结构构设计不起起控制作用用，故不予予考虑。各各层梁的内内力组合结结果见表27，表中、两列中的的梁端弯矩矩M为经过调调幅后的弯弯矩(调幅系数数取0.8)。（a）横荷作作用下（b）活荷作作用下图9横向框架弯矩的的二次分配配法（单位位：kNN·m）（a）恒荷作作用下（b）活荷（屋屋面雪荷）作作用下图10竖向荷载载作用下框框架弯矩图图（单位：：kN·m）表21恒荷载作用用下梁端剪剪力及柱轴轴力（kN）层次荷载引起剪力弯矩引起剪力总剪力柱轴力AB跨BC跨AB跨BC跨AB跨BC跨A柱B柱1278.1895.36-3.74074.4481.9295.36202.3246.75376.27426.771178.5292.35-1.52076.9980.0592.35420.75465.2733.8778.251078.5292.35-1.84076.6880.3692.35638.89683.341091.3331135.788978.5292.35-1.24076.6880.3692.35857.03901.481488.8661533.311878.5292.35-1.84076.6880.3692.351075.1771119.6221806.3991850.844778.5292.35-1.84076.6880.3692.351293.3111337.7662163.9222208.377678.5292.35-1.84076.6880.3692.351511.4551555.92521.4552565.9578.5292.35-1.84076.6880.3692.351729.5991774.0442878.9882923.433478.5292.35-1.84076.6880.3692.351947.7331992.1883236.5113280.966378.5292.35-1.84076.6880.3692.352165.8772210.3223594.0443638.499278.5292.35-1.93076.5980.4592.352383.9222428.3775951.6665996.111181.7095.94-2.33079.3784.0395.942630.1552704.0774316.7664390.688表22活荷载作用用下梁端剪剪力及柱轴轴力（kN）层次荷载引起剪力弯矩引起剪力总剪力柱轴力AB跨BC跨AB跨BC跨AB跨BC跨A柱B柱1222.7725.74-1.03021.7623.8025.7444.5398.051122.7725.74-0.47022.3013.1425.7489.6195.441022.7725.74-0.55022.2223.3225.74134.59293.01922.7725.74-0.55022.2223.3225.74179.58390.58822.7725.74-0.55022.2223.3225.74224.57488.5722.7725.74-0.55022.2223.3225.74269.56585.72622.7725.74-0.55022.2223.3225.74314.55683.29522.7725.74-0.55022.2223.3225.74359.54780.86422.7725.74-0.55022.2223.3225.74404.53878.43322.7725.74-0.55022.2223.3225.74449.52976222.7725.74-0.57022.2023.3425.74494.511073.577122.7725.74-0.72022.0523.4925.74539.51171.144注：表中括号内的数数值为屋面面作用雪荷载(0.30kkN·m-2)，其它层楼楼面作用活活荷载(2.0kN·m-2)对应的内内力，V以向上为正正。下面以第一层AAB跨梁考虑虑地震作用用的组合为为例，说明明各内力的的组合方法法。对支座座负弯矩按按相应的组组合情况进进行计算，求求跨间最大大正弯矩时时，可根据据梁端弯矩矩组合值及及梁上荷载载设计值，由由平衡条件件确定,由图11可得若，说明，其中xx为最大正正弯矩截面面至A支座的距距离，则x可由下式式求解将求得的x值代代入下式，即即可得跨间间最大正弯弯矩值若，说明，则若，则图11均布和梯梯形荷载下下的计算图图形图12均布和三三角形荷载载下的计算算图形同理，可求得三三角形分布布荷载和均均布荷载作作用下的、、的计算公公式（图12）由下式解得：因此，AB跨梁梁上荷载设设计值：=1.2×144.19==17.003kN·m-1=1..2×（18.0096+00.5×77.2）=26..40kNN·m-1左震时：kN说明则，即，解得得x=0.442m可得跨间最大正正弯矩值kN·mkN·m右震时：kNm则kN·mkN·m剪力计算：AB净跨=7.22-（0.755-0.33）-0.3375=66.3755m左震：=8.32kNN=252..87kNNkN·mkN·m右震：=251.533kN=9.677kNkN·mkN·m+=424.577+3644.37==788..94kNN·m＞548..10+2213.335=7661.455kN·mkN则kNkNkNkN6.2.3框框架柱内力力组合取每层柱顶和柱柱底两个控控制截面进进行组合，组组合结果及及柱端弯矩矩设计值的的调整见表表23～27，在考考虑地震作作用效应的的组合中，取取屋面为雪雪荷载时的的内力进行行组合。7截面设计7.1框架梁梁这里仅以第一层层AB跨梁为例,说明计算算方法和过过程．其它它层梁的配配筋计算结结果见表28和表29。7.1.1梁梁的正截面面受弯承载载力计算从附表1中分别选选出AB跨跨间截截面及支座座截面的最最不利内力力，并将支支座中心的的弯矩换算算为支座边边缘控制截截面的弯矩矩进行配筋筋计算。表23框架梁内力组合合表层次截面位置内力V——＞＜————＞＜——一层AM-54.61-21.07±177.65±183.01131.76-315.92127.78-252.87-94.79-95.03142.95V79.3722.0536.1939.7072.43168.6345.49128.07129.20126.14M-93.95-26.1972.09116.76-236.57-54.91-224.1918.67-153.02-149.41V84.0323.49±36.19±37.70176.0384.83133.2350.66136.93133.72M-124.72-33.46±73.04±147.4-99.99-283.8517.50-289.09-201.83-196.58203.21V95.9425.7478.7337.79-123.96171.16-65.16143.76155.76151.64跨间MAB185.18123.38247.05114.45MBC248.72248.72299.17299.17二层AM-62.01-21.64±210.58±212.88163.65-367.01151.48-291.31-105.35-104.71172.56V76.5922.2050.6644.4956.05183.7137.91130.45125.6123.99M-90.3-26.19138.97184.02-316.4633.74-290.6492.12-148.10-145.03V80.4523.34±50.66±44.49189.7862.12134.7042.17131.95129.22M-120.06-33.46±175.27±232.3234.61-407.07110.29-372.93-195.54-190.92433.42V92.3525.7444.9459.5786.63260.5239.06162.96150.41146.86跨间MAB159.16109.09127.3694.29MBC197.64197.64298.13298.13续表23层次截面位置内力V——＞＜————＞＜——十二层AM-89.49-22.56±26.08±34.18-75.04-140.76-39.64-110.74-112.59-110.85146.97V87.0520.426.337.14108.77124.2274.4889.33122.25119.29M-89.44-22.8817.6133.07-167.22-122.84-191.411-67.80-152.23-148.700V87.0320.54±6.33±7.14135.26119.31136.5982.26133.59130.5M-20.07-5.14±22.23±41.74-162.900-218.8297.11-178.47-200.81-195.60284.38V15.903.655.710.70139.68154.05-91.65115.03154.48150.47跨间MAB159.83125.79137.7582.98MBC154.79154.79251.35251.35表24（a）横向框架A柱弯弯矩和轴力力组合层次截面内力1.2(0.55+1.33NMM12柱顶MN76.65297.0120.5455.855.931.2626.575.65112.43432.84129.04436.3745.10265.6096.91276.62124.02456.81120.74434.60129.04436.3745.10265.60124.02456.81柱底MN-50.92326.71-13.8955.851.901.268.535.65-77.89468.48-83.21472.01-41.68292.33-58.31303.35-82.63496.91-80.55470.24-83.21472.01-41.68292.33-82.63496.9111柱顶MN37.84619.2410.51112.0115.145.0944.1117.6638.93892.7881.32907.03-3.13607.0888.62643.8161.59947.9860.12899.9088.62643.81-3.13607.0861.59947.98柱底MN-43.10648.94-11.87112.0115.145.0923.0317.66-57.28928.42-79.40942.67-23.12635.59-71.02672.32-70.06988.08-68.34935.54-79.40942.67-23.12635.59-70.06988.0810柱顶MN43.10941.3011.87168.1222.8212.0457.9436.4636.391348.077100.291381.788-13.18923.64107.33999.4770.061438.88868.341364.933107.33999.47-13.18923.6470.061438.888柱底MN-43.10971.00-11.87168.1214.7712.0438.6336.46-47.661383.711-89.021417.422-6.90952.15-87.251027.999-70.061478.977-68.341400.577-89.021417.422-6.90952.15-70.061478.9779柱顶MN43.101263.36611.87224.2330.9122.4768.7161.5525.061798.500111.611861.411-24.381233.655118.531361.68870.061929.77768.341829.955118.531361.688-24.381233.65570.061929.777柱底MN-43.101293.066-11.87224.2320.6022.4754.6561.55-39.501834.144-97.181897.0559.761262.177-103.9111390.199-70.061969.866-68.341865.599-103.9111390.1999.761262.177-70.061969.8668柱顶MN43.101585.42211.87280.3436.0435.6781.1392.3817.882245.044118.792344.922-37.301537.700131.451729.85570.062420.66668.342294.988131.451729.855-37.301537.70070.062420.666柱底MN-43.101615.122-11.87280.3428.6735.6766.3892.38-28.202280.688-108.4882380.56621.961566.211-116.1111758.366-70.062460.755-68.342330.622-116.1111758.36621.961566.211-70.062460.7557柱顶MN43.101907.48811.87336.4542.4752.3992.98128.858.882686.66127.802833.35-49.631835.888143.772103.89970.062911.55568.342760.011143.772103.899-49.631835.88870.062911.555柱底MN-43.101937.188-11.87336.4534.7552.3976.07128.85-19.692722.30-116.9992868.99932.041864.399-126.1992132.400-70.062951.644-68.342795.655-126.1992132.40032.041864.399-70.062951.644续表24（a）层次截面内力1.2(0.55+1.33NMM6柱顶MN43.102229.54411.87392.5648.9671.21103.37170.10-0.213125.344136.883324.733-60.432129.099154.582482.90070.063402.44468.343225.033154.582482.900-60.432129.09970.063402.444柱底MN-43.102259.244-11.87392.5640.0571.2184.58170.10-12.273160.988-124.4113360.37740.892157.611-135.0442511.411-70.063442.533-68.343260.677-135.0442511.41140.892157.611-70.063442.5335柱顶MN43.102551.60011.87448.6755.0193.06103.55214.17-8.683559.777145.353820.344-60.622419.377154.772864.84470.063893.33368.343690.066154.772864.844-60.622419.37770.063893.333柱底MN-43.102581.300-11.87448.6745.0193.06100.69214.17-5.323595.411-131.3553855.98857.642447.888-151.7992893.366-70.063933.433-68.343725.700-151.7992893.36657.642447.888-70.063933.4334柱顶MN43.102873.66611.87504.7855.88116.69108.93262.59-9.893991.722146.574318.455-66.212705.122160.363251.31170.064384.22268.344155.088160.363251.311-66.212705.12270.064384.222柱底MN-42.672903.366-11.75504.7854.34116.69108.93262.598.424027.366-143.7334354.09966.682733.644-159.8993279.822-69.354424.322-67.654190.722-159.8993279.82266.682733.644-69.354424.3223柱顶MN43.753195.73312.05560.9059.76143.05114.44314.05-14.294419.877153.034820.411-71.232987.733166.803640.95571.114875.14469.374620.144166.803640.955-71.232987.73371.114875.144柱底MN-46.003225.433-12.90560.9059.76143.05114.44314.0510.404455.511-156.9224856.05568.673016.244-169.3773669.477-75.004915.233-73.264655.788-169.3773669.47768.673016.244-75.004915.2332柱顶MN39.213517.75510.45616.9982.11174.62150.92373.14-53.274840.622176.645329.555-114.3003262.344199.614038.47763.385365.95561.685085.099199.614038.477-114.3003262.34463.385365.955柱底MN-46.303553.399-11.53616.9999.55174.62182.98373.1467.674883.399-211.0775372.322140.323296.555-240.2884072.699-74.045414.077-71.705127.855-240.2884072.699140.323296.555-74.045414.0771柱顶MN43.993874.09910.25673.14145.33230.79233.22466.68-136.3225268.200270.605914.411-195.4003534.100289.704504.79969.645903.16667.145591.300289.704504.799-195.4003534.100270.605914.411柱底MN-22.003966.133-5.13673.14258.37230.79433.12466.68328.145378.655-395.3006024.866426.863622.455-474.0334593.155-34.836027.422-33.585701.755-474.0334593.155426.863622.455-34.836027.422表24(b)横向框框架A柱柱端组组合弯矩设设计值的调调整层次121110987截面柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底————63.4468.4378.8480.5187.88119.25121.14134.13133.58146.38————643.81942.67999.471417.4221361.6881390.1991729.8551758.3662103.8992132.400层次654321截面柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底142.56158.20144.34178.86147.09189.16153.03200.50189.94264.75261.43592.542482.9002511.4112864.8442893.3663251.3113279.8223640.9553669.4774038.4774072.6994504.7994593.155表25横向框架AA柱剪力组组合(KN)层次V——＞＜————＞＜——12-42.52-11.48±2.61±11.70-63.44-70.75-32.84-58.70-68.88-67.1084.9011-26.98-7.46±7.68±22.38-32.07-53.57-7.08-56.54-43.88-42.8267.9210-28.73-7.91±12.53±32.19-28.01-63.092.23-68.91-46.70-45.5582.149-28.73-7.91±17.17±41.12-21.51-69.5912.10-78.78-46.70-45.55110.048-28.73-7.91±21.57±49.17-15.35-75.7520.99-87.67-46.70-45.55135.617-28.73-7.91±25.74±56.35-9.51-81.5928.93-95.61-46.70-45.55148.736-28.73-7.91±29.67±62.65-4.01-87.0935.89-102.577-46.70-45.55159.785-28.73-7.91±33.34±68.081.13-92.2341.89-108.577-46.70-45.55171.704-28.59-7.87±36.74±72.626.11-96.7647.07-113.422-46.47-45.33178.633-29.92-8.32±39.84±76.298.22-103.33349.54-119.066-48.71-47.55187.812-23.75-6.11±50.46±92.7533.59-107.70075.15-129.833-38.17-37.05193.241-11.09-2.58±67.85±111.99978.07-111.911111.12-136.388-17.55-16.92201.63注：表中V以绕柱端顺时针针为正。表26（a）横向框架架B柱弯矩和和轴力组合合层次截面内力1.2(0.55+1.33NMM12柱顶MN-67.30342.74-17.0577.5511.554.9451.8022.25-120.800512.94-88.46526.77-113.111291.97-12.10335.36-107.911540.25-104.633519.86-120.800512.94-113.111291.97-107.911540.25柱底MN49.06372.4412.4877.557.354.9432.9822.2586.63548.5866.05562.4180.26318.7015.95362.0978.71580.3476.34555.5086.63548.5880.26318.7078.71580.3411柱顶MN-40.68711.42-10.44154.7931.2021.8890.9877.02-107.1111039.788-19.751101.044-139.522645.5249.72805.73-65.361115.211-63.431070.411-139.52645.52-139.522645.52-65.361115.211柱底MN43.35741.1211.09154.7924.4221.8871.2077.02101.731075.42233.361136.688120.99674.04-27.11834.2469.611155.30067.551106.055120.99674.04120.99674.0469.611155.30010柱顶MN-43.351080.277-11.09232.0846.3953.08128.29165.69-132.4991546.922-2.601595.555-180.366944.5086.481289.144-69.611690.455-67.551621.244-180.36944.50-180.366944.50-69.611690.455柱底MN43.351109.97711.09232.0844.3953.08104.96165.69129.691582.5665.401631.199156.10973.02-62.221317.65569.611730.54467.551656.888156.10973.02156.10973.0269.611730.5449柱顶MN-43.351449.122-11.09309.3763.56100.81163.86285.42-156.5332030.93321.442213.200-217.3551211.188123.481804.855-69.612265.688-67.552172.066-217.3551211.188-217.3551211.188-69.612265.688柱底MN43.351478.82211.09309.3760.82100.81134.07285.42152.692066.577-17.602248.844186.371239.699-92.491833.37769.612305.78867.552207.700186.371239.699186.371239.69969.612305.7888柱顶MN-43.351817.977-11.09386.6679.87163.40182.07424.91-179.3662494.13344.272751.655-236.2991457.311142.412341.199-69.612840.922-67.552722.899-236.2991457.311-236.2991457.311-69.612840.922柱底MN43.351847.67711.09386.6676.43163.40174.24424.91174.552529.777-39.462787.299228.151485.822-134.2772369.63369.612881.02267.552758.533228.151485.822228.151485.82269.612881.0227柱顶MN-43.352186.822-11.09463.9595.31239.53204.17592.30-200.9882938.37765.893409.066-259.2881674.411165.402906.400-69.613416.166-67.553273.711-259.2881674.411-259.2881674.411-69.613416.166柱底MN43.352216.52211.87463.9591.20239.53204.17592.30195.232974.011-60.133444.700259.281702.933-165.4002934.91169.613456.25567.553309.355259.281702.933259.281702.93369.613456.255续表26（a）层次截面内力1.2(0.55+1.33NMM6柱顶MN-43.352555.677-11.09541.24107.49327.42227.00784.34-218.0333366.15582.943982.933-283.0221866.933189.143496.288-69.613991.400-67.553824.544-283.0221866.933-283.0221866.933-69.613991.400柱底MN43.352585.37711.09541.24107.49327.42227.00784.34218.033401.799-82.944018.577283.021895.444-189.1443524.79969.614031.49967.553860.188283.021895.444283.021895.44469.614031.4995柱顶MN-43.352924.522-11.09618.53120.80428.56246.65994.44-236.6773775.388101.574475.355-303.4662038.588209.584107.011-69.614566.633-67.554375.377-303.4662038.588-303.4662038.588-69.614566.633柱底MN43.352954.22211.09618.53120.80428.56246.65994.44236.673811.022-101.5774510.999303.462067.099-209.5884135.53369.614606.73367.554411.011303.462067.099303.462067.09969.614606.7334柱顶MN-43.353293.377-11.09695.82133.11541.72263.121220.655-253.9004167.788118.815084.600-320.5882194.522226.714733.477-69.615141.877-67.554926.199-320.5882194.522-320.5882194.522-69.615141.877柱底MN43.0