计算书 (1).doc

2结构布置及计算简图根据该旅馆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，主体结构共10层，每层层高均为3.3m，共33m。裙房为1层，每层层高也为3.3m。局部突出房屋的塔楼为电梯机房和水箱间，层高为3.3m。填充墙采用240mm厚的粘土空心砖。门为木门，门洞尺寸有1.8m2.1m和0.9m2.1m，窗为铝合金窗，洞口尺寸有1.8m1.8m。楼盖及屋盖均采用现浇钢筋混凝土结构，楼板厚度取140mm。梁截面高度4按梁跨度的1/121/8估算，由此估算的梁截面尺寸见表2-1，表中还给出了各层梁、柱和板的混凝土强度等级。其设计强度C35（fc=16.7 N/ m,ft=1.57 N/ m）,C30(fc=14.3 N/ m,ft=1.43 N/ m)。表2-1 梁截面尺寸（mm）及各层混凝土强度等级Tab.2-1 The Beam section size (mm) and each concrete intensity rank层次混凝土强度等 级横梁（bh）BC跨， DE跨， CD跨纵梁(bh)210C302505002505002504002505001C35300500300500300400300500柱截面尺寸可根据公式（2-1）、（2-2） N=FgEn （2-1） ACN/N fc （2-2）图2-1 结构平面布置图Fig.2-1 plan layout of structure 估算。由于本框架结构的抗震等级为二级，其轴压比限值N=0.82，各层的重力代表值近似取12 KN/ m。由结构平面布置图可知边柱及中柱的负荷面积分别为7.23 m和7.24.5m。由公式（2-1）得第一层柱截面面积为 边柱 AC1.37.23121010/0.816.7=161418 mm 中柱 AC1.37.24.5121010/0.816.7=242127 mm如取柱截面为正方形，则边柱和中柱截面高度分别为402mm和492mm。根据上述计算结果并综合考虑其它因素，本设计中柱截面尺寸取值如下: 110层 600mm600mm设计中不考虑地基基础。框架结构计算简图如图2-1所示。取顶层柱的形心线作为框架柱的轴线；梁轴线取至板底，每层柱高度均为层高，取3.3m。3重力荷载计算53.1屋面及楼面的永久荷载标准值屋面（上人） ： 30厚细石混凝土保护层 220.03=0.66 KN/ m 三毡四油防水层 0.40 KN/ m 20厚水泥砂浆找平层 200.02=0.40 KN/ m 150厚水泥蛭石保温层 50.15=0.75 KN/ m 140厚钢筋混凝土板 250.1=3.50 KN/ m V型轻钢龙骨吊顶 0.25 KN/ m 合计 5.96 KN/ m19层楼面： 瓷砖地面（包括水泥粗砂打底） 0.55 KN/ m 140厚钢筋混凝土板 250.1=3.50 KN/ m V型轻钢龙骨吊顶 0.25 KN/ m 合计 4.30 KN/ m3.2屋面及楼面可变荷载标准值 上人屋面均布活荷载标准值 2.0 KN/ m 楼面活荷载标准值 2.0 KN/ m 屋面雪荷载标准值 sk=rs0=1.00.4=0.4 KN/ m式中：r为屋面积雪分布系数，取r=1.0。3.3梁、柱、墙、窗、门重力荷载计算梁、柱可根据截面尺寸，材料容重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3-1。表3-1 梁、柱重力荷载标准值Tab.3-1 The gravity load standard value of beam and column层次构件b/mh/mKN/mgKN/mli/mNGi/KNGi/KN1边横梁0.300.50251.053.9376.628727.651067.85中横梁0.300.40251.053.1502.4860.48纵 梁0.30.50251.053.9375.416340.2柱0.60.6251.109.93.3321045.441045.44210边横梁0.250.50251.053.2816.628606.3752133.51中横梁0.350.40251.052.6252.4850.4纵 梁0.250.50251.053.2815.416283.5柱0.60.6251.109.93.3321045.441045.44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表示单位长度构件重力荷载；n为构件数量。 2）梁长度取净长；柱长度取层高。墙体为300mm厚粉煤灰轻渣空心切块，外墙面贴瓷砖（0.5 KN/ m），内墙面为20mm厚抹灰，则外墙单位墙面重力荷载为 0.5+150.30+170.02=5.34 KN/ m内墙为240mm厚粘土空心砖，两侧均为20mm厚抹灰，则内墙单位墙面重力荷载为 150.24+170.022=4.28 KN/ m木门单位面积重力荷载为0.2 KN/ m；铝合金窗单位面积重力荷载取0.4 KN/ m。3.4重力荷载代表值集中于各质点的重力荷载Gi，为计算单元范围内各层楼面上的重力荷载代表值及上下各半层的墙、柱等重量。各可变荷载的组合值系数按表3-2的规定采用。表3-2 可变荷载组合值系数Tab.3-2 Invariable load combination value coefficient可变荷载种类组合值系数雪荷载0.5屋面活荷载不考虑按实际情况考虑的楼面活荷载1.0其他民用建筑0.5简单的计算过程如下：主体结构总面积 A=50.415-0.60.632=744.48 m单层门洞口总面积 0.92.148=90.72 m2单层窗洞口总面积 1.81.828=90.72 m2单层门窗自重 90.720.2+90.720.4=54.432 KN/m2突出的楼、电梯间 墙体自重 （3.6+6）83.3-0.92.14 6=1475.28 KN屋面恒载 3.665.964=514.944 KN雪荷载 3.6640.5=43.2 KN 楼面活荷载 3.6642=172.8 KN 门窗自重 0.92.140.2=1.512 KN 则 G11=1475.28+514.44+43.2+172.8+1.512=2207.736 KN第1层 墙体自重 3.3（50.4+15）-1.81.811-0.92.1725.34+3.3（6+10）-0.92.13 4.28+3.3（7.212）-0.92.19 4.28+3.3（1.9+4.6）40.2425=4119.9292 KN 屋面恒载 （50.415-3.664）4.30=2879.28 KN 门窗自重 1.81.8220.4+0.92.1260.2=38.34 KN 楼面活荷载 （50.415-3.664）2=1339.2 KN 梁、柱自重 2113.29 KN则 G1=4119.9292+2879.28+38.34+1339.2+2113.29=10446.7392 KN第29层墙体自重 (50.4+15) 3.3-1.81.814 25.34+(6233.3-0.92.12) 4.28+(7.2143.3-0.92.126) 4.28+(1.5+2.5) 3.320-0.92.120 4.28+(1.9+4.6) 3.340.2425=6357.1448 KN 屋面恒载 (50.415-3.664) 4.30=2879.28 KN 门窗自重 54.432 KN 梁拄自重 2029.79 KN 楼面活荷载 (50.415-3.664) 2=1339.2则 Gi=6357.1448+2879.28+54.432+2029.79+1339.2=12700.0468 KN第10层 此时屋面恒载发生改变，同时有雪荷载，其他部分同上 屋面恒载 （50.415-3.664）5.96=3990.816 KN 雪荷载 （50.415-3.664）0.5=334.8 KN G10=6357.1448+54.432+2169.99+1339.2+3990.816+334.8=14246.3828 KN计算结果如图3-1所示。图3-1 重力荷载代表值Fig.3-1 The gravity load typical value of each mass point4框架侧移刚度计算9横向框架侧移刚度计算横梁线刚度ib计算过程见表4-1；柱线刚度ic计算过程见表4-2。表4-1 横梁线刚度ib计算表Tab.4-1 The calculation table of beam linear rigidity ib类别层次ECN/mmbhmmmmI0mm4lmmECI0/lNmm1.5ECI0/lNmm2ECI0/lNmm边横梁13.151043005003.110960001.6310102.4410103.2610102103.01042505002.61091.310101.9510102.61010走道梁13.151043004001.610930001.6810102.5210103.3610102103.01042504001.31091.310101.9510102.61010表4-2 柱线刚度ic计算表Tab.4-2 The calculation table of column linear rigidity ic层次hc(mm)EC(N/mm)bh(mmmm)Ic(mm4)EcIc/hc(Nmm)133003.151046006001.08101010.31101021033003.01046006001.0810109.821010根据梁、柱线刚度比K的不同，结构平面布置图中的柱可分为中框架中柱和边柱、边框架中柱和边柱以及楼、电梯间柱等。现以第4层C-5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4-3表4-4。第4层C-4柱及与其相连的梁的相对线刚度如图4-1所示，图中数据取自表4-1和表4-2。由计算可知梁、柱线刚度比K为 K=（2.6+2.6+2.6+2.6）/ 29.82=0.530 c=0.530/(2+0.530)=0.209 D=0.209129.821010/33002=22616N/mm图4-1 C-5柱及与其相连梁的相对线刚度Figure 4-1 C-5 If column and connected beam s relative line rigidity表4-3 中框架柱侧移刚度D值（N/mm）Tab.4-3 The value of midframe column lateral displacement rigidity D ( N/ mm)层次边柱（8根）K c Di1中柱（8根）K c Di2Di3100.2650.117122600.5300.2092261627900820.0.2990.130140670.6020.2312499631250410.1580.305170820.3210.35319771294904表4-4 边框架柱侧移刚度D值(N/mm)Tab.4-4 The value of limbicframe column lateral displacement rigidity D ( N/ mm)层次边柱（4根）K c Di1中柱（4根）K c Di2Di3100.1990.09097390.3970.1661796311080820.2240.100108210.4510.1841991112292810.1190.292163540.2410.37521003149428表4-5 楼、电梯间框架柱侧移刚度D值(N/mm)Tab.4-5 The value of stair-and-level frame column lateral displacement rigidity D ( N/ mm)层次边柱（4根）K c Di1中柱（4根）K c Di2Di3100.1330.06267090.3970.166179639868820.1490.06974660.4530.1852001910994010.0790.278155700.2420.37621059146516将上述不同情况下得到的同层框架柱侧移刚度相加，即得框架各层层间侧移刚度Di，如表4-6所示。表4-6 横向框架层间侧移刚度（N/mm）Tab.4-6 The interbedded lateral displacement rigidity of horizontal frame D ( N/ mm)层次12310Di590848545372488504由表可知，D1/D2=0.920.7,故该框架为规则框架，满足要求。5横向水平荷载作用下框架结构的内力和侧移计算25.1横向水平荷载作用下框架结构的内力和侧移计算横向自振周期计算。按公式(5-1) Ge=Gn+1(1+3h1/2H) +Gn+2(1+3(h1+h2)/2H) (5-1)将G12折算到主体结构的顶层，即 Ge=2207.736(1+33.3/233)=2538.90 KN结构顶点的假想位移由公式(5-2)(5-4) VGi=Gk (5-2) ()i= VGi/Dij (5-3) T=()k (5-4)计算。计算过程见表5-1，其中第11层Gi为G11与Ge之和。表5-1 结构顶点的假想位移计算Tab.5-1 The imaginary displacement calculation of top-structure层次Gi/KNVGi/KNDi/(N/mm)i/mmi/mm1011869.8311869.8348850424.291340.1912700.0524569.8848850450.291315.8812700.0537269.9348850476.291265.5712700.0549969.98488504102.291184.2612700.0562670.03488504128.281086.9512700.0575370.08488504154.28958.62412700.058807028804.34312700.0510077028624.06212700.05113470.23545372208.06417.78110446.74123916.97590848209.72209.72按公式(5-5) T1=1.7YT(T)1/2 (5-5)计算基本周期T1,其中T的量钢为m，取YT=0.7，则 T1=1.70.7(1.34006)1/2=1.37s5.2水平地震作用及楼层地震剪力计算本例中，结构高度不超过40m，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。结构总水平地震作用标准值计算如下：Geq=0.85Gi=0.85(10446.74+12700.058+11869.83)=105329.4 KNa1=(Tg/T1)0.9 amax=(0.35/1.37)0.90.08=0.0234FEK= a1 Geq=0.0234105329.4=2464.7 KN因1.4Tg=1.40.35=0.49s30m,但H/B=33/15=2.21.5,由表6-1可知，Z沿房屋高度在1.0671.462范围内变化，即风压脉动的影响较大。因此，该房屋应考虑风压脉动的影响。框架结构分析时，应按静力等效原理将分布风荷载转化为节点集中荷载。图6-1 风荷载沿高度分布Fig.6-1 The wind load along distributes highly图6-2 各点集中荷载Fig.6-2 In various sets of points load表6-2 风荷载作用下框架层间剪力和侧移Tab.6-2 The displacement check computations under wind load and interlaminal shear force层次12345678910Fi/KN18.3119.0419.7422.8225.5728.0430.1632.2634.3920.05Vi/KN240.38232.07213.03193.29170.47144.90116.8686.754.4420.05Di/(N/mm)73706781266975269752697526975269752697526975269752i/mm3.262.973.052.772.442.071.671.240.780.28i/mm3.266.239.2812.0514.4916.5618.2319.4720.2520.53i/hi1/14411/11101/10801/11901/13501/15881/19691/26541/42881/11480由表6-2得，风荷载作用下框架的最大层间位移角为1/1080，远小于1/550，满足规范要求。风荷载作用下框架结构内力计算过程与水平地震作用下的相同计算从略。表6-3 风荷载作用柱端弯矩及剪力计算Tab.6-3 The bending moment and shear the dint calculation of each layer column-end层次hi/mVi/KNDijN/mm边 柱Di1 Vi1 K y Mt1b Mt1u103.320.05488504122600.5030.2650.080.1331.52893.354.44488504122601.3660.2650.251.7273.38283.386.70488504122602.1760.2650.332.3704.81173.3116.86488504122602.9330.2650.383.6786.00163.3144.90488504122603.6370.2650.44.8007.20053.3170.47488504122604.2780.2650.456.3537.76543.3193.29488504122604.8510.2650.457.2048080533.3213.03488504122605.3460.2650.529.1748.46923.3232.07545372140675.9860.2990.509.8779.87713.3240.38590848170826.9500.1580.5412.38410.550中 柱Di1 Vi1 K y Mt1b Mt1u226160.9280.5300.270.8272.236226162.5200.5300.352.9115.406226164.0140.5300.405.2987.948226165.4100.5300.437.67710.177226166.7080.5300.459.96212.176226167.8920.5300.4511.72014.324226168.9490.5300.4513.28916.224226169.8630.5300.5016.27316.2732499610.3630.6020.4515.79519.305197718.0440.3210.8322.0314.512表6-4 梁端弯矩、剪力及柱轴力计算Tab.6-4 The calculation of moment and shearing force of beam ends and axial force of column层次边梁Mbl Mbr l Vb走道梁Mbl Mbr l Vb柱轴力边柱N 中柱N101.5281.11860.2851.1181.11830.745-0.2850.46093.5153.11761.8263.1173.11732.078-2.1110.71285.9385.43065.3745.4305.43033.620-7.485-1.04278.3717.738610.7967.7387.73835.159-18.281-6.679610.8789.927617.9979.9279.92736.618-36.278-18.058512.56512.143625.43012.14312.14338.095-61.708-35.393415.15813.981638.32113.98113.98139.321-100.029-64.393315.67314.781638.61014.78114.78139.854-138.639-93.149219.05117.789656.48317.78917.789311.859-195.122-137.773120.42710.231634.83110.23110.231336.821-229.953-165.783图6-3 风作用下框架弯矩图、梁端剪力及柱轴力图Fig.6-3 The figures of framework bending moment 、shearing forceof beam-endand axial force of column by wind7竖向荷载作用下框架结构的内力计算107.1横向框架内力计算7.1.1计算单元。取轴线横向框架进行计算，计算单元宽度为7.2m，如图7-1所示。由于房间内布置有次梁，故直接传给该框架的楼面荷载