镇江市某高校综合服务楼设计 框架结构毕业设计

'目录第一章结构选型与布置11.1工程概况11.2工程地质资料11.3荷载资料11.4建筑构造2第二章确定计算简图42.1确定计算简图42.2梁柱截面尺寸42.3材料强度等级42.4荷载计算5第三章框架内力计算123.1恒载作用下的框架内力123.2活载作用下框架内力173.3地震作用下横向框架的内力计算21第四章框架内力组合274.1弯矩条幅274.2内力组合28第五章框架梁柱截面设计36第六章楼梯结构计算496.1梯段板计算496.2休息平台板计算506.3梯段梁计算51第七章现浇楼面板设计527.1跨中最大弯矩527.2支座中点最大弯矩53第八章基础设计548.1边柱计算548.2中柱计算56附录PKPM框架计算数据图57 第一章结构选型与布置1.1工程概况本毕业设计“镇江市某高校综合服务楼设计”为有实际工程应用需求的课题。其工程地点位于江苏省镇江市，抗震设防烈度为7度，设计基本地震加速度值为0.15g，设计地震分组为第一组。建筑场地长宽约54m×17m，建筑面积约5832m2，为三跨六层钢筋混凝土规则框架。根据勘察报告，工程场地Ⅱ类，采用柱下独立基础，建筑设计宜考虑电梯间。标准层平面及剖面简图见图1-1，1-2。1.2工程地质资料(1)经勘察查明，根据地层的沉积特点和物理力学特性自上而下共可划分为3层，各土层描述如下：①层：素填土，灰褐色，主要成分为粉质粘土。该层土场地普遍分布，约0.5m厚。②层：中密卵石。该层土场地普遍分布，约5.2m厚。③层：密卵石，该层土本次钻探未钻穿。(2)基础型式及持力层：本工程采用独立基础；基础持力层位于第3层密卵石，地基承载力特征值Fak=260KPa(3)本工程地下水埋深为10米左右，地下水对钢筋混凝土结构不具侵蚀性。(4)建筑场地类别:Ⅱ类(特征周期0.45s)。1.3荷载资料办公楼办公室楼面活荷载标准值：2.0kN/m2走廊楼面活荷载标准值：2.5kN/m2楼梯间活荷载标准值：3.5kN/m2不上人屋面活荷载标准值：0.7kN/m2雪荷载标准值：3.5kN/m2本工程不考虑风荷载影响。57 1.4建筑构造屋面：35厚490×490的C20预制钢筋混凝土架空板、防水层、20厚1:3水泥砂浆找平层，现浇钢筋混凝土屋面板、12厚纸筋石灰粉平顶；楼面：10厚1:2水泥砂浆面层压实抹光、15厚1:3水泥砂浆找平层、现浇钢筋混凝土楼面板、12厚纸筋石灰粉平顶；围护墙：采用200厚混凝土空心小砌块(容重2.36kN/m2)，M5混合砂浆砌筑，双面粉刷(容重3.6kN/m2)，每开间采用1500×1800通长塑钢窗。图1-1剖面简图57 计算单元57 第二章确定计算简图2.1确定计算简图本工程横向计算单元取5号轴线一榀框架，计算简图如图。本工程采用独立基础，基底底标高设为-1.5m，初步假设承台高度0.6m，则底层柱高为h1=3.3+1.5-0.6=4.2m，二到四层柱高为h2-h4=3m。柱节点刚接，横梁计算跨度取柱中心间距，三跨分别为l=6900、3000、6900。计算简图见图2-1。2.2梁柱截面尺寸柱统一定为400×500，横梁统一250×600，纵向连续梁250×500。300030003000300030004200690069003000ABCD图2-1计算简图2.3材料强度等级混凝土：均采用C30级受力钢筋采用HRB400钢筋，箍筋采用HPB300钢筋。57 2.4荷载计算以③轴线横向框架为计算分析对象，计算简图见图2-2：690069003000ABCD690069003000ABCDg6AB2g6CD2g6BC2giAB2giCD2giBC2g6AB1g6BC1g6CD1giAB1giBC1giCD1q6ABq6CDq6BCqiABqiCDqiBCa)恒载作用下结构计算简图b)活载作用下结构计算简图图2-2荷载计算简图2.4.1屋面横梁竖向线荷载标准值(1)恒载屋面恒载标准值：35厚架隔热板0.035×25=0.875kN/m2防水层0.4kN/m220厚1:3水泥砂浆找平层0.02×20=0.4kN/m2120厚钢筋混凝土现浇板0.12×25=2.5kN/m212厚纸筋石灰粉平顶0.012×16=0.192kN/m2屋面恒载标准值：4.87kN/m257 梁自重：边跨AB，CD跨：0.25×0.6×25=3.75kN/m粉刷层：2×(0.6-0.12)×0.02×17=0.33kN/m中跨BC跨：0.25×0.4×25=2.5kN/m粉刷层：2×(0.4-0.12)×0.02×17=0.19kN/m梁自重：6.77kN/m作用在顶层框架梁上的线恒荷载标准值为：梁自重：g6AB1=g6CD1=4.08kN/m，g6BC1=2.69kN/m板传来的荷载：g6AB2=g6CD2=4.87×4.2=20.45kN/m，g6BC2=4.87×3==14.61kN/m(2)活载q6AB=q6CD=0.7×4.2=2.94kN/m，q6BC=0.7×3=2.1kN/m2.4.2楼面横梁竖向线荷载标准值(1)恒载25厚水泥砂浆面层0.025×20=0.50kN/m2120厚钢筋混凝土现浇楼板0.12×25=3kN/m212厚板底粉刷0.012×16=0.192kN/m2楼面恒载标准值：3.692kN/m2梁自重：边跨4.08kN/m，中跨2.69kN/m板传来荷载：gAB2=gCD2=3.692×4.2=15.5kN/m，gBC2=3.692×3=11.08kN/m(2)活载qAB=qCD=2.0×4.2=8.7kN/m，qBC=2.5×3=7.5kN/m2.4.3屋面框架节点集中荷载标准值(1)恒载顶层边节点集中荷载：边跨连续梁自重0.25×0.50×4.2×25=13.13kN粉刷2×(0.5-0.12)×0.02×4.2×17=1.08kN0.9m女儿墙0.9×4.2×2.36=8.92kN粉刷0.9×2×0.02×4.2×17=2.57kN57 连续梁传来屋面自重：0.5×4.2×0.5×4.2×4.87=21.48kN顶层边节点集中荷载g6A=g6B=47.18kN/m顶层中节点集中荷载：中柱连续梁自重0.25×0.5×4.2×25=13.13kN粉刷(0.5-0.12)×2×0.02×4.2×17=1.09kN连续梁传来屋面自重0.5×4.2×0.5×4.2×4.87=21.45kN0.5×(4.2+4.2-3)×3/2×4.37=17.70kN顶层中节点集中荷载G4B=G4C=53.37kN(2)活载q6A=q6D=0.5×4.2×0.5×4.2×0.7=3.09kNq4B=q4C=0.5×4.2×0.5×4.2×0.7+0.5×(4.2+4.2-3)×3/2×0.7=7.25kN2.4.4楼面框架节点荷载标准值(1)恒载：中间层边节点集中荷载：边柱连系梁自重13.13kN粉刷1.08kN钢窗自重1.8×1.5×0.4=1.08kN窗下墙体自重(4.2-0.4)×(3.3-0.8-1.5)×2.36=8.97kN粉刷2×3.8×1×0.02×17=2.58kN窗边墙体自重1.5×(3.8-1.8)×2.36=7.14kN粉刷2×1.5×1×0.02×17=1.02kN连系梁传来楼面自重0.5×4.2×0.5×4.2×3.692=16.28kN中间层边节点集中荷载：GA=GD=51.3kN框架柱自重0.4×0.5×3.3×25=13.2kN中间层中节点集中荷载：中柱连系梁自重：13.13kN粉刷1.09kN内墙自重(忽略门窗)：(4.2-0.4)×(3.3-0.6)×2.36=23.3kN57 粉刷2×3.8×3×0.02×17=7.75kN连续梁传来楼面自重0.5×0.5×4.2×4.2×3.692=16.28kN0.5×(4.2+4.2-3)×3/2×3.692=14.95中间层中节点集中荷载GB=GC=76.5kN，柱传来集中荷载GB’=GC’=13.2kN(2)活载QA=QD=0.5×4.2×0.5×4.2×2.0=8.82kNQB=QC=0.5×4.2×0.5×4.2×2.0+0.5×(4.2+4.2-3)×3/2×2.5=18.95kN2.4.5地震作用(1)建筑物总重力荷载代表值Gi的计算集中于屋盖处的质点重力荷载代表值G6：50%雪荷载：0.5×0.35×52.8×12.8=118.27kN层面恒载：4.87×52.8×12.8=3291.34kN横梁：(4.08×6.9×2+2.69×3)×14=901.24kN纵梁：(13.13+1.08)×13×2+(13.13+1.09)×13×2=739.18kN女儿墙：0.9×2.36×(52.8+12.8)×2=278.67kN柱重：0.4×0.5×25×1.5×56=420kN横墙：2.36×(25×6.9×1.5+(3×1.5-1.8×1.5/2)×2)=625.52kN纵墙：(4.2×1.5-1.8×1.5/2)×2.36×26+4.2×1.5×2.36×25=675.43kN钢窗：24×1.8×1.5×0.5×0.4=12.96kNG6=7092.6kN集中于3-6层质点重力荷载代表值G5-G2：50%楼面活荷载：0.5×(52.8×3×2.5+2×3.6×6.9×3.5+(52.8×2-3.6×3)×6.9×2.0)=939.06kN楼面恒载：3.692×52.8×6.9×2+3.192×52.8×3=3195.75kN横梁：901.24kN纵梁：739.18kN柱重：420×2=840kN横墙：625.52×2=1251.04kN纵墙：675.43×2=1350.86kN57 钢窗：12.96×2=25.92kNG2~G5=9243.1kN集中于2层处质点重力荷载代表值G1：50%楼面活荷载939.06kN楼面恒载3195.75kN横梁901.24kN纵梁739.18kN柱重0.4×0.5×25×(1.5+2.1)×56=1008kN横墙625.52+625.52×2.1/1.5=1501.24kN纵墙675.43+675.43×2.1/1.5=1621.1kN钢窗25.92kNG1=9931.49kN(2)地震作用计算①框架柱的抗侧移刚度：在计算梁柱线刚度时，考虑楼板对框架梁的影响，在现浇楼盖中，中框架梁的抗弯惯性矩取I=2I0，边框架梁取I=1.5I0。梁柱线刚度见表，每层框架柱总抗侧刚度见表2-1，2-2表2-1横梁、柱线刚度杆件截面尺寸Ec(kN/mm2)I0(mm4)I(mm4)L(mm)i(kN·mm)相对刚度边框架梁250×60025.54.5×1096.75×10969002.49E+071.00边框架梁250×60025.54.5×1096.75×10930005.74E+072.31中框架梁250×60025.54.5×1099.00×10969003.33E+071.33中框架梁250×60025.54.5×1099.00×10930007.65E+073.07底层框架柱400×50025.54.16×1094.16×10942002.53E+071.01中层框架柱400×50025.54.16×1094.16×10930003.54E+071.42表2-2框架柱横向侧移刚度D值层柱类型KαD(kN/mm)根数二到六层边框边架柱0.70.2612.224边框架中柱2.330.5425.374中框架边柱0.940.3215.0724中框架中柱3.10.6128.6624底层边框边架柱0.990.508.564边框架中柱3.280.7212.304中框架边柱1.310.559.4024中框架中柱4.350.7613.122457 底层：ΣD=4×(8.56+12.30)+24×(9.4+13.12)=623.92kN/mm二~六层：ΣD=4×(12.22+25.37)+24×(15.06+28.66)=1199.63kN/mm②框架自振周期计算表2-3框架顶点假象水平位移Δ计算表层Gi(kN)ΣGi(kN)ΣD(kN/mm)δΔ(mm)Σ20Gi/hiDi>=Σ20Gi/hi67092.67092.61199.635.91193.1647.284满足59243.116335.71199.6313.62187.24108.9047满足49243.125578.81199.6321.32173.63170.5253满足39243.134821.91199.6329.03152.30232.146满足29243.1440651199.6336.73123.28293.7667满足19931.553996.5623.9286.5486.54257.1262满足则自振周期为：T1=1.70α0=0.448s其中α0为考虑结构非承重砖墙影响的折减系数，对于框架取0.6，Δ为框架框架顶点假象水平位移，计算见表2-3。③地震作用计算根据本工程地震设防烈度7，II类场地，设计地震分组为第一组，查规范得Tg=0.35s，αmax=0.08。结构等效总重力荷载Geq=0.85×GL=0.85×53996.5=45897.025kN因为T1<1.4Tg，故不考虑框架顶部集中力。框架横向水平地震作用标准值为：结构底部：FEK=α1Geq==0.064×45897=2937.4kN各楼层的地震作用标准值由表2-4计算列出表2-4楼层地震作用和地震剪力标准值计算表层Hi(mm)Gi(kN)GiHiFiVi(kN)619.27092.6136177.9655.25655.25516.29243.1149738.2720.501375.75413.29243.1122008.9587.071962.82310.29243.194279.62453.652416.4727.29243.166550.32320.222736.6914.29931.541712.3200.712937.4057 本工程计算多遇地震作用下横向框架弹性侧移，见表2-5，对于钢筋混凝土框架，[θe]=1/550。表2-5层间弹性侧移验算层h(m)ViΣDiΔμe[θe]hi63000655.25051199.630.555.45530001375.7491199.631.155.45430001962.8231199.631.645.45330002416.471199.632.015.45230002736.6921199.632.285.45133002937.4623.924.716.00通过以上计算结果看出，各层层间弹性位移均满足要求，即Δμe≤[θe]h。57 第三章框架内力计算3.1恒载作用下的框架内力1、弯矩分配系数由于该框架为对称框架，取一半框架进行简化计算，如图3-16900AB4.083.844.083.843.844.083.844.083.8420.4514.614.083.54D6B6A660.03-64.1960.03-64.1960.03-64.1960.03-64.19-64.1960.0374.92-81.0415006900AB30003000300030003000420015.511.0815.511.0815.511.0815.511.0815.511.084.084.084.084.084.084.081500C6900B5A5D5B4A4D4D3B3A3D2B2A2D1B1A1图3-1横向框架承担的恒载和节点不平衡弯矩各节点弯矩分配系数如下表3-1表3-1弯矩分配系数节点S上S下S左S右ΣSμ上μ下μ左μ右A15.684.0405.3215.040.380.270.000.35A2-A55.685.6805.3216.680.340.340.000.32A605.6805.32110.000.520.000.48B15.684.045.326.1421.180.270.190.250.29B2-B55.685.685.326.1422.820.250.250.230.27B605.685.326.1417.140.000.330.310.3657 2、杆端弯矩计算(单位：kN·m)(1)顶层横梁自重：MA6B6=-M6B6A=-1/12ql2=-1/12×4.08×6.92=-16.19MB6D6=-1/3ql2=-1/3×3.75×1.52=-2.81MD6B6=1/2M6B6D=-1.41板传来的恒载：MA6B6=-MB6A6=-1/12ql2(1-2a2/l2+a3/l3)=-1/12×20.45×6.92×(1-2×2.12/6.92-2.13/6.93)=-68.39MB6D6=-5/96ql2=-5/96×14.61×32=-6.85MD6B6=-1/32ql2=-1/32×14.61×32=-4.11(2)中间层横梁自重：MAiBi=-MBiAi=-1/12ql2=-1/12×4.08×6.92=-16.19MBiDi=-1/3ql2=-1/3×3.75×1.52=-2.81MDiBi=1/2MBiDi=-1.41板传来的恒载：MAiBi=-MBiAi=-1/12ql2(1-2a2/l2+a3/l3)=-1/12×15.5×6.92×(1-2×2.12/6.92+2.13/6.93)=-51.84MBiDi=-5/96ql2=-5/96×11.08×32=-5.19MDiBi=-1/32ql2=-1/32×11.08×32=-3.11(3)纵梁引起的柱端附加弯矩顶层外纵梁：47.18×0.075=3.54楼层外纵梁51.3×0.075=3.843、不平衡弯矩MA6=-16.19-68.39+3.54=-81.04kN·mMB6=-2.81+16.19+68.39-6.85=74.92kN·mMA1,2,3,4,5=-16.19-51.84+3.84=-64.19kN·mMB1,2,3,4,5=16.19+51.84-2.81-5.19=60.03kN·m4、内力计算根据对称原则，只计算AB、BC跨。恒载作用下，弯矩分配过程如下图3-2所示，弯矩、梁剪力轴力见图3-3。57 -81.0474.92顶层0.520.520.480.310.360.33↑↓→↑←→↓-84.5884.58-9.66-5.5242.1438.9019.45-7.506.65-13.46-26.93-31.27-28.6731.273.543.271.641.8752.33-55.87-1.09-1.26-1.161.2677.65-42.19-35.4527.01-64.1960.03六层0.340.340.320.250.230.270.25-68.0368.03-8.00-4.5221.0710.91-6.90-15.01-13.81-16.21-15.0116.2113.3013.3012.52-14.336.26-6.911.77-1.471.723.753.454.053.75-4.05-0.69-0.69-0.65-25.5963.93-20.16-18.177.6435.4522.05-61.34-64.1960.03五层0.340.340.320.250.230.270.25-68.0368.03-8.00-4.5221.8221.8220.54-7.5010.27-7.506.658.38-6.36-13.82-12.72-14.93-13.8214.93-2.95-2.95-2.771.87-1.390.7325.5327.25-56.62-0.30-0.28-0.33-0.300.33-19.7663.92-23.26-20.9010.74-64.1960.03四层0.340.340.320.250.230.270.25-68.0368.03-8.00-4.5210.9110.91-6.90-15.01-13.81-16.21-15.0116.2116.7516.7515.77-6.917.88-6.84-1.47-2.320.671.471.351.581.47-1.581.061.061.00-20.4563.46-22.62-20.3810.1027.2526.41-57.50-64.1960.03三层0.340.340.320.250.230.270.25-68.0368.03-8.00-4.5221.8221.8220.54-7.5010.27-8.108.3811.55-6.29-13.67-12.58-14.77-13.6714.77-4.64-4.64-4.360.73-2.18-0.5125.5628.74-58.140.490.450.530.49-0.53-19.9563.99-22.24-21.809.72-64.1960.03二层0.380.270.350.270.250.290.19-68.0368.03-8.00-4.5210.91-7.50-16.21-15.01-17.41-11.4117.4123.1016.4121.27-6.8410.64-2.32-0.48-1.03-0.95-1.10-0.721.101.060.750.98-24.0762.71-26.51-12.1313.9932.7517.17-53.76底层8.21-5.700.38-0.368.58-6.0657 55.8777.6575.3142.1942.1955.8755.8755.8727.0161.3450.9363.9320.167.6456.6253.2963.9223.2610.7457.5053.0963.4622.6210.1058.1452.4963.9922.249.7253.7655.3362.7126.5113.9963.9363.9263.4663.9962.7161.3456.6257.5058.1453.7650.9353.2953.0952.4955.3320.1623.2622.6222.2426.5152.3335.4522.0525.5327.2527.2526.4125.5628.7432.7552.3335.4522.0525.5327.2526.4127.2525.5628.7432.7535.4525.59518.1719.7620.920.4520.3819.9521.814.0714.07图3-3恒载作用弯矩图表3-1柱轴力表(kN)层边柱AD轴中柱BC轴横梁端部压力纵梁端部压力柱重柱轴力横梁端部压力纵梁端部压力柱重柱轴力6柱顶60.0047.1815.00107.1883.3953.3715.00136.76柱底122.18151.765柱顶50.9051.3015.00224.3866.0876.5015.00294.34柱底239.38309.344柱顶50.2251.3015.00340.9066.7676.5015.00452.60柱底355.90467.603柱顶50.4151.3015.00457.6166.5776.5015.00610.67柱底472.61625.672柱顶50.4351.3015.00574.3466.5576.5015.00768.73柱底589.34783.731柱顶49.9851.3021.00690.6267.0076.5021.00927.23柱底711.62948.2357 层板传来荷载q(kN/m)自重作用g(kN/m)a(m)l(m)gl/2u=(l-a)×q/2MAB(kN.m)MBA(kN.m)ΣMik/lV1/A=gl/2+u-ΣMik/lVB=-(gl/2+u+ΣMik/l)M=gl/2×l/4+u×1.05-MAB-V1/A×l/2620.454.082.16.914.07649.08-55.8777.653.1660.00-66.31-75.31515.54.082.16.914.07637.2-61.3463.930.3750.90-51.65-50.93415.54.082.16.914.07637.2-56.6263.921.0650.22-52.33-53.29315.54.082.16.914.07637.2-57.5063.460.8650.41-52.14-53.09215.54.082.16.914.07637.2-58.1463.990.8550.43-52.12-52.49115.54.082.16.914.07637.2-53.7662.711.3049.98-52.57-55.33表3-2AB跨梁端剪力(kN)、跨中弯矩(kN·m)表3-3BC跨梁端剪力(kN)层板传来荷载q(kN/m)自重作用g(kN/m)l(m)gl/2l×q/4VB=gl/2+l×q/4Vc=-(gl/2+l×q/4)614.614.0836.1210.9617.08-17.08511.084.0836.128.3114.43-14.43411.084.0836.128.3114.43-14.43311.084.0836.128.3114.43-14.43211.084.0836.128.3114.43-14.43111.084.0836.128.3114.43-14.4357 3.2活载作用下框架内力近似采用对称结构简化计算1、梁固端弯矩(单位：kN·m)顶层：MA6B6=-MB6A6=-1/12ql2(1-2a2/l2+a3/l3)=-1/12×2.94×6.92×(1-2×2.12/6.92+2.13/6.93)=-9.82MB6D6=-5/96ql2=-5/96×2.1×32=-0.98MD6B6=-1/32ql2=-1/32×2.1×32=-0.59中间层：MaiBi=-MBiAi=-1/12ql2(1-2a2/l2+a3/l3)=-1/12×8.7×6.92×(1-2×2.12/6.92+2.13/6.93)=-29.1MBiDi=-5/96ql2=-5/96×7.5×32=-3.51MDiBi=-1/32ql2=-1/32×7.5×32=-2.112、纵梁偏心附加弯矩顶层外纵梁：3.09×0.075=0.23kN·m楼层外纵梁：8.82×0.075=0.66kN·m3、内力计算本工程应考虑4种荷载最不利组合：(a)顶层边跨梁跨中弯矩最大(b)顶层边柱柱顶左侧及柱底右侧受拉弯矩最大(c)顶层边跨梁梁端最大负弯矩(d)活荷载满布置计算书只以计算第四种情况为例，其他荷载组合计算见机算报告。MA6=-9.82+0.23=-9.59kN·mMB6=9.82-0.98=8.84kN·mMA1,2,3,4,5=-29.1+0.66=-28.44kN·mMB1,2,3,4,5=29.1-3.51=25.59kN·m图3-4计算简图满跨活荷载，计算简图如图3-4，弯矩分配过程见图3-5，梁柱弯矩见图3-6，柱轴力见表3-4，梁端剪力、跨中弯矩见表3-5，3-6。57 -9.598.84顶层0.520.520.480.310.360.33↑↓→↑←→↓-9.829.82-0.98-0.594.994.602.30-3.204.09-1.23-2.46-2.86-2.622.86-1.49-1.37-0.690.057.59-7.820.200.230.21-0.239.17-3.61-5.562.04-28.4425.59六层0.340.340.320.250.230.270.25-29.1029.10-3.51-2.112.494.83-2.94-6.40-5.89-6.91-6.406.918.188.187.70-1.313.85-2.97-0.74-0.860.050.110.100.120.11-0.120.530.530.50-7.6027.16-10.30-9.264.6810.4612.68-23.80-28.4425.59五层0.340.340.320.250.230.270.25-29.1029.10-3.51-2.119.679.679.10-3.204.55-3.204.093.69-2.73-5.94-5.46-6.41-5.946.41-1.72-1.72-1.620.05-0.810.3012.0411.64-24.350.110.100.120.11-0.12-8.9727.49-9.80-8.724.18-28.4425.59四层0.340.340.320.250.230.270.25-29.1029.10-3.51-2.114.834.83-2.94-6.40-5.89-6.91-6.406.917.387.386.95-2.973.47-2.94-0.86-1.030.280.610.560.660.61-0.660.550.550.52-8.7627.25-9.76-8.734.1411.9111.73-24.30-28.4425.59三层0.340.340.320.250.230.270.25-29.1029.10-3.51-2.119.679.679.10-3.204.55-3.453.695.09-2.70-5.87-5.40-6.34-5.876.34-2.07-2.07-1.950.30-0.97-0.2411.2912.69-24.650.230.210.240.23-0.24-8.5427.48-9.61-9.343.99-28.4425.59二层0.380.270.350.270.250.290.19-29.1029.10-3.51-2.114.83-3.20-6.91-6.40-7.42-4.867.4210.197.249.38-2.944.69-1.03-0.22-0.47-0.44-0.51-0.330.510.480.340.44-10.3226.95-11.44-5.205.8214.467.58-22.70底层3.62-2.430.17-0.173.79-2.60图3-5满跨活载弯矩分配过程图57 7.828.449.173.613.619.177.828.442.0423.8024.6327.1610.304.6824.3524.2027.499.804.1824.3024.3027.259.764.1424.6524.0527.489.613.9922.7025.2926.9511.445.8227.1627.4927.2527.4826.9523.8024.3524.3024.6522.7024.6324.2024.3024.0525.2910.309.809.769.6111.447.5910.4612.6812.0411.6411.0911.7311.2912.6914.467.5910.4612.6812.0411.0911.7311.6411.2912.6914.465.567.609.268.978.728.768.738.549.3410.3210.32图3-6满跨活载弯矩图(kN·m)表3-4满跨活载作用下柱轴力(kN)柱轴力边柱AD轴中柱BC轴层横梁端部剪力纵梁端部剪力柱轴力横梁端部剪力纵梁端部剪力柱轴力66.863.099.958.837.2516.08520.398.8239.1626.9918.9562.02420.438.8268.4126.9618.95107.93320.458.8297.6826.9318.95153.81220.478.82126.9726.9218.95199.68120.268.82156.0527.1218.95245.7557 表3-5满跨活载作用下AB跨梁端剪力(kN)、跨中弯矩(kN·m)层板传来荷载q(kN/m)a(m)l(m)u=(l-a)×q/2MAB(kN.m)MBA(kN.m)ΣMik/lV1/A=u-ΣMik/lVB=-(u+ΣMik/l)M=u×1.05-MAB-V1/A×l/262.942.16.97.056-7.829.170.206.86-7.25-8.4458.72.16.920.88-23.8027.160.4920.39-21.37-24.6348.72.16.920.88-24.3527.490.4520.43-21.33-24.2038.72.16.920.88-24.3027.250.4320.45-21.31-24.3428.72.16.920.88-24.6527.480.4120.47-21.29-24.0518.72.16.920.88-22.7026.950.6220.26-21.50-25.29表3-6满跨活载作用下BC跨梁端剪力(kN)层板传来荷载q(kN/m)l(m)VB=l×q/4Vc=-l×q/462.131.575-1.57557.535.625-5.62547.535.625-5.62537.535.625-5.62527.535.625-5.62517.535.625-5.6256.8620.3920.4320.4520.4720.26-7.25-21.37-21.33-21.31-21.29-21.501.585.635.635.635.635.639.9539.16668.4197.68126.97156.0516.0862.02107.93153.81199.68245.75-1.587.25-6.8616.089.95-5.6321.37-20.39-5.63-5.6362.0239.16621.33-5.63-20.43107.9321.3168.41-20.45-5.63153.8197.6821.29-20.47199.68245.7521.50126.97-20.26156.05图3-7满跨活载剪力、轴力图(kN)57 3.3地震作用下横向框架的内力计算1、0.5(雪+活)重力荷载作用下横向框架梁的内力计算按《抗震规范》，计算重力荷载代表值时，顶层取用雪荷载，其他各层取用活荷载。当雪荷载与活荷载相差不大时，可近似按满跨活荷载布置。(1)横梁线荷载计算顶层梁：雪载边跨0.35×4.2×0.5=0.75kN/m中跨0.35×3.0×0.5=0.53kN/m中间层横梁：活载边跨8.7×0.5=4.35kN/m中跨7.5×0.5=3.75kN/m纵梁引起的柱端附加弯矩很小忽略不计。(2)固端弯矩(单位：kN·m)计算简图如图3-8。顶层横梁：MA6B6=-MB6A6=-1/12ql2(1-2a2/l2+a3/l3)=-1/12×0.75×6.92×(1-2×2.12/6.92+2.13/6.93)=-2.51MB6D6=-5/96ql2=-5/96×0.53×32=-0.25MD6B6=-1/32ql2=-1/32×0.53×32=-0.15中间层横梁：MAiBi=-MBiAi=-1/12ql2(1-2a2/l2+a3/l3)=-1/12×4.35×6.92×(1-2×2.12/6.92+2.13/6.93)=-14.55MBiDi=-5/96ql2=-5/96×3.75×32=-1.76MDiBi=-1/32ql2=-1/32×3.75×32=-1.05(3)不平衡弯矩MA6=-2.51MB6=2.51-0.25=2.26MA1,2,3,4,5=-14.55图3-8地震荷载计算简图MB1,2,3,4,5=14.55-1.76=12.79(4)内力计算弯矩分配过程见图3-9，梁柱弯矩见图3-10，柱轴力见表3-8，梁端剪力、跨中弯矩见表3-9,3-10。57 -2.512.26顶层0.520.520.480.310.360.33↑↓→↑←→↓-2.512.51-0.25-0.151.311.200.60-1.602.19-0.20-0.39-0.45-0.420.45-1.04-0.96-0.48-0.052.46-2.460.160.190.17-0.192.40-0.52-1.890.12-14.5512.79六层0.340.340.320.250.230.270.25-14.5514.55-1.76-0.150.652.47-1.47-3.20-2.94-3.45-3.203.454.384.384.13-0.212.06-1.49-0.52-0.46-0.04-0.09-0.08-0.10-0.090.100.350.350.33-3.5013.59-5.31-4.783.404.866.75-11.61-14.5512.79五层0.340.340.320.250.230.270.25-14.5514.55-1.76-1.054.954.954.66-1.602.33-1.602.191.88-1.37-2.98-2.74-3.22-2.983.22-0.92-0.92-0.87-0.05-0.430.156.225.91-12.130.080.080.090.08-0.09-4.5413.78-4.89-4.352.08-14.5512.79四层0.340.340.320.250.230.270.25-14.5514.55-1.76-1.052.472.47-1.47-3.20-2.94-3.45-3.203.453.773.773.54-1.491.77-1.47-0.46-0.530.140.300.270.320.30-0.320.290.290.27-4.3913.65-4.89-4.372.086.076.00-12.07-14.5512.79三层0.340.340.320.250.230.270.25-14.5514.55-1.76-1.054.954.954.66-1.602.33-1.731.882.60-1.36-2.95-2.71-3.18-2.953.18-1.06-1.06-1.000.15-0.50-0.125.776.48-12.250.120.110.130.12-0.13-4.2813.77-4.82-4.682.01-14.5512.79二层0.380.270.350.270.250.290.19-14.5514.55-1.76-1.052.47-1.60-3.45-3.20-3.71-2.433.715.203.694.79-1.472.39-0.53-0.11-0.25-0.23-0.27-0.170.270.250.170.23-5.1813.52-5.74-2.602.937.383.87-11.25底层1.85-1.220.09-0.091.93-1.3057 2.461.892.400.520.522.402.461.890.1211.6124.6313.595.313.4012.1312.1013.784.892.0812.0712.2013.654.892.0812.2512.0413.774.892.0811.2512.6713.525.742.9313.5913.7813.6513.7713.5211.6112.1312.0712.2511.2524.6312.1012.2012.0412.675.314.894.894.895.742.464.866.756.225.916.076.005.776.487.382.464.866.756.226.076.005.915.776.487.381.893.054.784.544.344.394.374.284.685.185.18图3-100.5(雪+活)作用下弯矩图(kN·m)表3-80.5(雪+活)作用下柱轴力表(kN)层边柱AD轴中柱BC轴横梁端部压力纵梁端部压力柱轴力横梁端部压力纵梁端部压力柱轴力61.810.772.582.191.483.67510.154.4117.1413.549.4826.68410.204.4131.7513.499.4849.65310.214.4146.3713.489.4872.61210.224.4161.0013.479.4895.56110.114.4175.5213.589.48118.6157 表3-90.5(雪+活)作用下AB跨梁端剪力(kN)、跨中弯矩(kN·m)层q(kN/m)a(m)l(m)u=(l-a)×q/2MAB(kN.m)MBA(kN.m)ΣMik/lV1/A=u-ΣMik/lVB=-(u+ΣMik/l)M=u×1.05-MAB-V1/A×l/260.752.16.91.8-2.462.40-0.011.81-1.79-1.8954.352.16.910.44-11.6113.590.2910.15-10.73-12.4644.352.16.910.44-12.1313.780.2410.20-10.68-12.1034.352.16.910.44-12.0713.650.2310.21-10.67-12.2024.352.16.910.44-12.2513.770.2210.22-10.66-12.0414.352.16.910.44-11.2513.520.3310.11-10.77-12.67表3-100.5(雪+活)作用下BC夸梁端剪力(kN)层板传来荷载q(kN/m)l(m)VB=l×q/4Vc=-l×q/460.5330.40-0.4053.7532.81-2.8143.7532.81-2.8133.7532.81-2.8123.7532.81-2.8113.7532.81-2.81-0.401.7910.7710.73-1.810.40-1.791.813.6717.142.5861.003.672.58-2.812.81-10.73-10.1510.1526.6826.6817.14-2.812.81-10.2010.68-10.6810.20-2.812.8131.7549.6549.6531.75-10.2110.67-10.6710.212.81-2.8146.3772.6172.6146.37-10.2210.66-10.6610.22-2.812.8195.5895.5861.00-10.77-10.1110.1171.52118.61118.6171.52图3-110.5(雪+活)作用下框架轴力、剪力图(kN)57 2、地震作用下横向框架的内力计算地震作用下框架柱剪力及柱端弯矩计算过程见表3-11，梁端弯矩、柱剪力和轴力计算过程见表3-12，地震作用下框架弯矩、框架梁剪力、柱轴力见图3-12，3-13。图3-12地震作用下框架弯矩(kN·m)图3-13地震作用下梁剪力、柱轴力(kN)表3-11地震作用下横向框架柱剪力及柱端弯矩层层间剪力(kN)总剪力(kN)柱别Di(kN/m)ΣD(kN/m)Vi(kN)yh(m)M下(kN·m)M上(kN·m)6655.25655.25边柱15.071199.638.230.353.00-8.65-16.06中柱28.6615.650.45-21.13-25.835720.501375.75边柱15.071199.6317.290.403.00-20.74-31.12中柱28.6632.870.45-44.37-54.234587.071962.82边柱15.071199.6324.660.453.00-33.30-40.70中柱28.6646.890.50-70.33-70.333453.652416.47边柱15.071199.6330.360.453.00-40.99-50.10中柱28.6657.730.50-86.59-86.592320.222736.69边柱15.071199.6334.390.453.00-46.42-56.74中柱28.6665.380.50-98.06-98.061200.712937.40边柱9.40623.9244.230.624.20-115.18-70.60中柱13.1261.780.55-142.72-116.7757 地震作用下框架弯矩、梁剪力、柱轴力层柱别M下(kN·m)M上(kN·m)节点左右梁线刚度比边跨梁端弯矩(kN·m)中跨梁端弯矩(kN·m)地震作用梁端剪力(kN)边跨梁跨中弯矩(kN·m)柱轴力(kN)左梁右梁VAVB左VB右NANB6边柱-8.65-16.06016.06-3.45-4.14-3.45中柱-21.13-25.830.437.7718.06-3.45-12.04-8.595边柱-20.74-31.12039.76-9.05-8.55-12.50中柱-44.37-54.230.4322.6652.70-9.05-35.13-34.674边柱-33.30-40.70061.44-13.90-13.47-26.40中柱-70.33-70.330.4334.4980.21-13.90-53.47-74.253边柱-40.99-50.10083.40-18.93-18.11-45.33中柱-86.59-86.590.4347.19109.74-18.93-73.16-128.482边柱-46.42-56.74097.73-22.21-21.10-67.54中柱-98.06-98.060.4355.53129.13-22.21-86.09-192.351边柱-115.18-70.600117.02-26.32-26.21-93.86中柱-142.72-116.770.4364.60150.23-26.32-100.16-266.1957 第四章框架内力组合4.1弯矩条幅取β=0.9进行调幅，调幅过程见下表4-1。荷载种类杆件楼层跨向弯矩标准值调幅系数调幅后弯矩标准值Ml0Mr0M中βMlMrM恒载顶层AB-55.87-77.6575.310.90-50.29-69.8881.99BC-42.19-42.19-27.010.90-37.98-37.98-22.80六层AB-61.34-63.9350.930.90-55.21-57.5357.19BC-20.16-20.16-7.640.90-18.15-18.15-5.63五层AB-56.62-63.9253.290.90-50.96-57.5259.32BC-23.26-23.26-10.740.90-20.93-20.93-8.41四层AB-57.50-63.4653.090.90-51.75-57.1159.13BC-22.62-22.62-10.100.90-20.36-20.36-7.84三层AB-58.14-63.9952.490.90-52.33-57.5958.60BC-22.24-22.24-9.720.90-20.01-20.01-7.49二层AB-53.76-62.7155.330.90-48.38-56.4461.15BC-26.51-26.51-13.990.90-23.86-23.86-11.34活载(满跨)顶层AB-7.82-9.178.440.90-7.04-8.259.29BC-3.61-3.61-2.040.90-3.25-3.25-1.68六层AB-23.80-27.1624.630.90-21.42-24.4527.18BC-10.30-10.30-4.680.90-9.27-9.27-3.65五层AB-24.35-27.4924.200.90-21.91-24.7426.79BC-9.80-9.80-4.180.90-8.82-8.82-3.20四层AB-24.30-27.2524.340.90-21.87-24.5226.92BC-9.76-9.76-4.140.90-8.79-8.79-3.17三层AB-24.65-27.4824.050.90-22.18-24.7426.65BC-9.61-9.61-3.990.90-8.65-8.65-3.03二层AB-22.70-26.9525.290.90-20.43-24.2627.77BC-11.44-11.44-5.820.90-10.30-10.30-4.680.5×（雪+活载）顶层AB-2.46-2.401.890.90-2.21-2.162.13BC-0.52-0.52-0.120.90-0.46-0.46-0.06六层AB-11.61-13.5912.460.90-10.45-12.2313.72BC-5.31-5.31-3.400.90-4.78-4.78-2.87五层AB-12.13-13.7812.100.90-10.92-12.4013.40BC-4.89-4.89-2.080.90-4.40-4.40-1.59四层AB-12.07-13.6512.200.90-10.86-12.2913.48BC-4.89-4.89-2.080.90-4.40-4.40-1.59三层AB-12.25-13.7712.040.90-11.03-12.4013.34BC-4.82-4.82-2.010.90-4.33-4.33-1.52二层AB-11.25-13.5212.670.90-10.13-12.1613.91BC-5.74-5.74-2.930.90-5.16-5.16-2.3557 4.2内力组合一般组合采用：①可变荷载效应控制时：1.2恒k+1.4活k②永久荷载效应控制时：1.35恒k+1.4×0.7活k，详见表4-2，4-4。考虑地震作用组合见表4-3，4-5。表4-2横向框架梁内力组合（一般组合）杆件跨向截面内力荷载种类内力组合恒载活载1.2恒+1.4活1.35恒+1.4×0.7活顶层横梁AB跨梁左端M-50.29-7.04-70.20-74.78V60.006.2480.7487.12跨中M81.999.29111.39119.79梁右端M-69.88-8.25-95.41-102.43V-66.31-5.58-87.39-94.99BC跨梁左端M-37.98-3.25-50.12-54.45V17.081.5822.7124.60跨中M-22.80-1.68-29.71-32.42梁右端M-37.98-3.25-50.12-54.45V-17.08-1.58-22.71-24.60六层横梁AB跨梁左端M-50.96-21.42-91.14-89.79V50.9018.6687.2187.00跨中M57.1927.18106.68103.84梁右端M-57.53-24.45-103.27-101.63V-51.65-19.32-89.03-88.66BC跨梁左端M-18.15-9.27-34.76-33.58V14.435.6325.2025.00跨中M-5.63-3.65-11.86-11.17梁右端M-18.15-9.27-34.76-33.58V-14.43-5.63-25.20-25.00五层横梁AB跨梁左端M-50.96-21.91-91.83-90.27V50.2218.7486.5086.16跨中M59.3226.79108.69106.33梁右端M-57.52-24.74-103.66-101.90V-52.33-19.24-89.74-89.51BC跨梁左端M-20.93-8.82-37.47-36.90V14.435.6325.2025.00跨中M-8.41-3.20-14.57-14.49梁右端M-20.93-8.82-37.47-36.90V-14.43-5.63-25.20-25.0057 续表4-2杆件跨向截面内力荷载种类内力组合恒载活载1.2恒+1.4活1.35恒+1.4×0.7活四层横梁AB跨梁左端M-51.75-21.87-92.71-91.29V50.4118.7386.7286.41跨中M59.1326.92108.64106.21梁右端M-57.11-24.52-102.86-101.13V-52.14-19.25-89.52-89.25BC跨梁左端M-20.36-8.79-36.74-36.10V14.435.6325.2025.00跨中M-7.84-3.17-13.84-13.69梁右端M-20.36-8.79-36.74-36.10V-14.43-5.63-25.20-25.00三层横梁AB跨梁左端M-52.33-22.18-93.85-92.38V50.4318.7486.7586.44跨中M58.6026.65107.64105.23梁右端M-57.59-24.74-103.74-101.99V-52.12-19.24-89.48-89.22BC跨梁左端M-20.01-8.65-36.12-35.49V14.435.6325.2025.00跨中M-7.49-3.03-13.23-13.08梁右端M-20.01-8.65-36.12-35.49V-14.43-5.63-25.20-25.00二层横梁AB跨梁左端M-48.38-20.43-86.66-85.34V49.9818.6886.1385.78跨中M61.1527.77112.26109.77梁右端M-56.44-24.26-101.69-99.97V-52.57-19.30-90.11-89.89BC跨梁左端M-23.86-10.30-43.05-42.30V14.435.6325.2025.00跨中M-11.34-4.68-20.15-19.89梁右端M-23.86-10.30-43.05-42.30V-14.43-5.63-25.20-25.0057 表4-3横向框架梁内力组合（考虑地震组合）杆件跨向截面内力荷载种类内力组合恒载0.5（雪+活）地震作用1.2（恒+0.5（雪+活））+1.3地震作用向左向右向左向右顶层横梁AB跨梁左端M-50.29-2.2116.06-16.06-42.13-83.87V60.001.81-3.453.4569.6878.66跨中M81.992.134.14-4.14106.3395.56梁右端M-69.88-2.16-7.777.77-96.55-76.36V-66.31-1.79-3.453.45-86.21-77.24BC跨梁左端M-37.98-0.4618.06-18.06-22.65-69.61V17.080.40-12.0412.045.3236.62跨中M-22.80-0.060.000.00-27.43-27.43梁右端M-37.98-0.46-18.0618.06-69.61-22.65V-17.08-0.40-12.0412.04-36.62-5.32六层横梁AB跨梁左端M-50.96-10.4539.76-39.76-22.00-125.38V50.9010.15-9.059.0561.5085.03跨中M57.1913.728.55-8.5596.2073.97梁右端M-57.53-12.23-22.6622.66-113.18-54.26V-51.65-10.73-9.059.05-86.61-63.09BC跨梁左端M-18.15-4.7852.70-52.7041.00-96.02V14.432.81-35.1335.13-24.9866.36跨中M-5.63-2.870.000.00-10.20-10.20梁右端M-18.15-4.78-52.7052.70-96.0241.00V-14.43-2.81-35.1335.13-66.3624.98五层横梁AB跨梁左端M-50.96-10.9261.44-61.445.62-154.12V50.2210.20-13.9013.9054.4390.58跨中M59.3213.40-13.4713.4769.74104.78梁右端M-57.52-12.40-34.4934.49-128.75-39.07V-52.33-10.68-13.9013.90-93.69-57.54BC跨梁左端M-20.93-4.4080.21-80.2173.87-134.67V14.432.81-53.4753.47-48.8390.21跨中M-8.41-1.590.000.00-12.00-12.00梁右端M-20.93-4.40-80.2180.21-134.6773.87V-14.43-2.81-53.4753.47-90.2148.8357 续表4-3杆件跨向截面内力荷载种类内力组合恒载0.5（雪+活）地震作用1.2（恒+0.5（雪+活））+1.3地震作用向左向右向左向右四层横梁AB跨梁左端M-51.75-10.8683.40-83.4033.29-183.54V50.4110.21-18.9318.9348.1497.35跨中M59.1313.4818.11-18.11110.6763.60梁右端M-57.11-12.29-47.1947.19-144.62-21.94V-52.14-10.67-18.9318.93-99.97-50.77BC跨梁左端M-20.36-4.40109.74-109.74112.94-172.38V14.432.81-73.1673.16-74.41115.80跨中M-7.84-1.590.000.00-11.32-11.32梁右端M-20.36-4.40-109.74109.74-172.38112.94V-14.43-2.81-73.1673.16-115.8074.41三层横梁AB跨梁左端M-52.33-11.0397.73-97.7351.03-203.08V50.4310.22-22.2122.2143.90101.65跨中M58.6013.3421.10-21.10113.7758.90梁右端M-57.59-12.40-55.5355.53-156.17-11.80V-52.12-10.66-22.2122.21-104.22-46.47BC跨梁左端M-20.01-4.33129.13-129.13138.65-197.09V14.432.81-86.0986.09-91.22132.60跨中M-7.49-1.520.000.00-10.82-10.82梁右端M-20.01-4.33-129.13129.13-197.09138.65V-14.43-2.81-86.0986.09-132.6091.22二层横梁AB跨梁左端M-48.38-10.13-117.02117.02-222.3481.92V49.9810.11-26.3226.3237.89106.33跨中M61.1513.9126.21-26.21124.1556.00梁右端M-56.44-12.16-64.6064.60-166.301.66V-52.57-10.77-26.3226.32-110.23-41.79BC跨梁左端M-23.86-5.16150.23-150.23160.48-230.13V14.432.81-100.16100.16-109.51150.89跨中M-11.34-2.350.000.00-16.43-16.43梁右端M-23.86-5.16-150.23150.23-230.13160.48V-14.43-2.81-100.16100.16-150.89109.5157 表4-4横向框架柱内力组合(一般组合)杆件跨向截面内力荷载种类内力组合Mmax及相应的NNmin及相应的MNmax及相应的M恒载活载1.2恒+1.4活1.35恒+1.4×0.7活顶层柱A柱柱顶M52.337.5973.4378.0978.0973.4378.09N107.189.95142.55154.44154.44142.55154.44柱底M35.4510.4657.1858.1158.1157.1858.11N122.189.95160.55174.69174.69160.55174.69B柱柱顶M-35.45-5.56-50.33-53.31-53.31-50.33-53.31N136.7616.08186.62200.38200.38186.62200.38柱底M-25.59-7.60-41.35-42.00-42.00-41.35-42.00N151.7616.08204.62220.63220.63204.62220.63五层柱A柱柱顶M22.0512.6844.2142.2044.2144.2142.20N224.3839.16324.09341.29324.09324.09341.29柱底M25.5312.0447.4946.2647.4947.4946.26N239.3839.16342.09361.54342.09342.09361.54B柱柱顶M-18.17-9.26-34.77-33.61-34.77-34.77-33.61N294.3462.02440.03458.14440.03440.03458.14柱底M-19.76-8.97-36.27-35.46-36.27-36.27-35.46N309.3462.02458.03478.39458.03458.03478.39四层柱A柱柱顶M27.2511.6449.0148.2049.0149.0148.20N340.9068.41504.85527.26504.85504.85527.26柱底M27.2511.9149.3748.4649.3749.3748.46N355.9068.41522.85547.51522.85522.85547.51B柱柱顶M-20.90-8.72-37.28-36.76-37.28-37.28-36.76N452.60107.93694.22716.78694.22694.22716.78柱底M-20.45-8.76-36.80-36.19-36.80-36.80-36.19N467.60107.93712.22737.03712.22712.22737.03续表4-457 杆件跨向截面内力荷载种类内力组合Mmax及相应的NNmin及相应的MNmax及相应的M恒载活载1.2恒+1.4活1.35恒+1.4×0.7活三层柱A柱柱顶M26.4111.7348.1147.1448.1148.1147.14N457.6197.68685.89713.50685.89685.89713.50柱底M25.56-8.7318.4625.9625.9618.4625.96N472.6197.68703.89733.75733.75703.89733.75B柱柱顶M-20.3811.29-8.64-16.44-16.44-8.64-16.44N610.67153.81948.14975.14975.14948.14975.14柱底M-19.95-8.54-35.90-35.31-35.90-35.90-35.31N625.67153.81966.14995.39966.14966.14995.39二层柱A柱柱顶M28.7412.6952.2651.2452.2652.2651.24N574.34126.97866.97899.79866.97866.97899.79柱底M32.7514.4659.5558.3959.5559.5558.39N589.34126.97884.97920.04884.97884.97920.04B柱柱顶M-21.80-9.34-39.23-38.58-39.23-39.23-38.58N768.73199.681202.021233.461202.021202.021233.46柱底M-24.07-10.32-43.33-42.61-43.33-43.33-42.61N783.73199.681220.021253.711220.021220.021253.71底层柱A柱柱顶M17.177.5831.2030.6031.2031.2030.60N690.62156.051047.221085.271047.221047.221085.27柱底M8.583.7915.6015.3015.6015.6015.30N711.62156.051072.421113.621072.421072.421113.62B柱柱顶M-12.13-5.20-21.83-21.46-21.83-21.83-21.46N927.23245.751456.721492.591456.721456.721492.59柱底M-6.06-2.60-10.91-10.73-10.91-10.91-10.73N948.23245.751481.921520.941481.921481.921520.94表4-5横向框架柱内力组合（考虑地震组合）杆件跨向截面内力荷载种类内力组合Mmax及相应的NNmin及相应的Nmax及相应的57 MM恒载0.5地震作用1.2（恒+0.5（雪+活））（雪+活）+1.3地震作用向左向右向左向右顶层柱A柱柱顶M52.332.46-16.0616.0644.8886.6286.6244.8886.62N107.182.58-3.453.45127.22136.20136.20127.22136.20柱底M35.454.86-8.658.6537.1459.6259.6237.1459.62N122.182.58-3.453.45145.22154.20154.20145.22154.20B柱柱顶M-35.45-1.89-25.8325.83-78.39-11.23-78.39-78.39-11.23N136.763.67-8.598.59157.35179.68157.35157.35179.68柱底M-25.59-3.50-21.1321.13-62.38-7.44-62.38-62.38-7.44N151.763.67-8.598.59175.35197.68175.35175.35197.68五层柱A柱柱顶M22.056.75-31.1231.12-5.9075.0175.01-5.9075.01N224.3817.14-12.5012.50273.58306.08306.08273.58306.08柱底M25.536.22-20.7420.7411.1365.0665.0611.1365.06N239.3817.14-12.5012.50291.58324.08324.08291.58324.08B柱柱顶M-18.17-4.78-54.2354.23-98.0442.95-98.04-98.0442.95N294.3426.68-34.6734.67340.15430.30340.15340.15430.30柱底M-19.76-4.54-44.3744.37-86.8428.52-86.84-86.8428.52N309.3426.68-34.6734.67358.15448.30358.15358.15448.30四层柱A柱柱顶M27.255.91-40.7040.70-13.1192.7092.70-13.1192.70N340.9031.75-26.4026.40412.86481.51481.51412.86481.51柱底M27.256.07-33.3033.30-3.3083.2783.27-3.3083.27N355.9031.75-26.4026.40430.86499.51499.51430.86499.51B柱柱顶M-20.90-4.35-70.3370.33-121.7361.14-121.73-121.7361.14N452.6049.65-74.2574.25506.19699.22506.19506.19699.22柱底M-20.45-4.39-70.3370.33-121.2561.62-121.25-121.2561.62N467.6049.65-74.2574.25524.19717.22524.19524.19717.22续表4-5杆件跨向截面内力荷载种类内力组合Mmax及相应的NNmin及相应的MNmax及相应的M恒载0.5（雪+活）地震作用1.2（恒+0.5（雪+活））+1.3地震作用57 向左向右向左向右三层柱A柱柱顶M26.416.00-50.1050.10-26.25104.02104.02-26.25104.02N457.6146.37-45.3345.33545.86663.71663.71545.86663.71柱底M25.565.77-40.9940.99-15.6990.8990.89-15.6990.89N472.6146.37-45.3345.33563.86681.71681.71563.86681.71B柱柱顶M-20.38-4.37-86.5986.59-142.2782.87-142.27-142.2782.87N610.6772.61-128.48128.48652.92986.96652.92652.92986.96柱底M-19.95-4.28-86.5986.59-141.6583.49-141.65-141.6583.49N625.6772.61-128.48128.48670.921004.96670.92670.921004.96二层柱A柱柱顶M28.746.48-56.7456.74-31.50116.03116.03-31.50116.03N574.3461.00-67.5467.54674.61850.21850.21674.61850.21柱底M32.757.38-46.4246.42-12.19108.52108.52-12.19108.52N589.3461.00-67.5467.54692.61868.21868.21692.61868.21B柱柱顶M-21.80-4.68-98.0698.06-159.2695.71-159.26-159.2695.71N768.7395.56-192.35192.35787.081287.20787.08787.081287.20柱底M-24.07-5.18-98.0698.06-162.5892.39-162.58-162.5892.39N783.7395.56-192.35192.35805.081305.20805.08805.081305.20底层柱A柱柱顶M17.173.87-70.6070.60-66.54117.01117.01-66.54117.01N690.6275.52-93.8693.86797.351041.391041.39797.351041.39柱底M8.581.93-115.18115.18-137.12162.36162.36-137.12162.36N711.6275.52-93.8693.86822.551066.591066.59822.551066.59B柱柱顶M-12.13-2.60-116.77116.77-169.48134.12-169.48-169.48134.12N927.23118.61-266.19266.19908.971601.05908.97908.971601.05柱底M-6.06-1.30-142.72142.72-194.37176.69-194.37-194.37176.69N948.23118.61-266.19266.19934.171626.25934.17934.171626.2557 第五章框架梁柱截面设计横向框架梁截面受弯承载力验算及配筋，详见表5-1，5-2。为了增大梁“强剪弱弯”的程度，其梁端截面组合的剪力设计值应按下式调整：例如顶层横梁AB左右剪力计算如下：VGb=1.2×(60.00+1.81)=74.17kN梁端弯矩逆时针组合：梁端弯矩顺时针组合：所以V=1.1×(54.43+7.51)/6.9+74.17=82.85kN·m其他剪力调整值及斜截面受剪验算详见表5-3，5-4框架柱正截面压弯承载力验算，详见表5-5到5-10。其中对于表中A柱4层，考虑附加弯矩影响，计算过程如下：M1=-5.9kN·m，M2=11.13kN·m，N=291.58kN大于1，取1Cm=0.7+0.3M1/M2=0.54小于0.7取0.757 表5-1横梁AB、BC跨正截面受弯承载力计算层混凝土强度等级截面位置组合内力柱边截面弯矩（kN·m)b(mm)h0(mm)ξ(mm2)实际选用(mm2)备注MV（kN·m)(kN)顶层C30A6支座-74.7887.12-53.002505600.0470.048269314，As=461ξ<0.35跨中119.79　119.792505600.1070.113630416，As=804ξ<0.35B6支座左-102.43-94.99-78.682505600.0700.073405314，As=461ξ<0.35B6支座右-54.4524.60-48.302505600.0430.044245214，As=308ξ<0.35跨中-32.42　-32.422505600.0290.029163214，As=308ξ<0.35C6支座左-54.45-24.60-48.302505600.0430.044245214，As=308ξ<0.35六层C30A5支座-91.1487.21-69.342505600.0620.064355314，As=461ξ<0.35跨中106.68　106.682505600.0950.100557414，As=615ξ<0.35B5支座左-103.27-89.03-81.012505600.0720.075418414，As=615ξ<0.35B5支座右-34.7625.20-28.462505600.0250.026143214，As=308ξ<0.35跨中-11.86　-11.862505600.0110.01159214，As=308ξ<0.35C5支座左-34.76-25.20-28.462505600.0250.026143214，As=308ξ<0.35五层C30A4支座-91.8386.50-70.202505600.0630.065360314，As=461ξ<0.35跨中108.69　108.692505600.0970.102568414，As=615ξ<0.35B4支座左-103.66-89.74-81.232505600.0720.075419314，As=461ξ<0.35B4支座右-37.4725.20-31.172505600.0280.028157214，As=308ξ<0.35跨中-14.57　-14.572505600.0130.01373214，As=308ξ<0.35C4支座左-37.47-25.20-31.172505600.0280.028157214，As=308ξ<0.3557 续表层混凝土强度等级截面位置组合内力柱边截面弯矩（kN·m)b(mm)h0(mm)ξ(mm2)实际选用(mm2)备注MV（kN·m)(kN)四层C30A3支座-92.7186.72-71.032505600.0630.066364314，As=461ξ<0.35跨中108.64　108.642505600.0970.102568414，As=615ξ<0.35B3支座左-102.86-89.52-80.482505600.0720.075415314，As=461ξ<0.35B3支座右-36.7425.20-30.442505600.0270.028153214，As=308ξ<0.35跨中-13.84　-13.842505600.0120.01269214，As=308ξ<0.35C3支座左-36.74-25.20-30.442505600.0270.028153214，As=308ξ<0.35三层C30A2支座-93.8586.75-72.162505600.0640.067370314，As=461ξ<0.35跨中107.64　107.642505600.0960.101562414，As=615ξ<0.35B2支座左-103.74-89.48-81.372505600.0730.075419314，As=461ξ<0.35B2支座右-36.1225.20-29.822505600.0270.027150214，As=308ξ<0.35跨中-13.23　-13.232505600.0120.01266214，As=308ξ<0.35C2支座左-36.12-25.20-29.822505600.0270.027150214，As=308ξ<0.35二层C30A1支座-86.6686.13-65.132505600.0580.060333314，As=461ξ<0.35跨中112.26　112.262505600.1000.106588414，As=615ξ<0.35B1支座左-101.69-90.11-79.162505600.0710.073408314，As=461ξ<0.35B1支座右-43.0525.20-36.752505600.0330.033185214，As=308ξ<0.35跨中-20.15　-20.152505600.0180.018101214，As=308ξ<0.35C1支座左-43.05-25.20-36.752505600.0330.033185214，As=308ξ<0.3557 表5-2横梁AB、BC跨正截面抗震验算层混凝土强度等级截面位置组合内力柱边截面弯矩（kN·m)γREh0(mm)ξ(mm2)实际选用(mm2)备注MV（kN·m)(kN)顶层C30A6支座-83.8778.66-64.210.755600.0570.059328314，As=461安全跨中106.33　106.330.755600.0950.100630416，As=804安全B6支座左-96.55-86.21-75.000.755600.0670.069405314，As=461安全B6支座右-69.6136.62-60.450.755600.0540.055308214，As=308安全跨中-27.43　-27.430.755600.0240.025163214，As=308安全C6支座左-69.61-36.62-60.450.755600.0540.055308214，As=308安全六层C30A5支座-125.3885.03-104.120.755600.0930.098543414，As=615安全跨中96.20　96.200.755600.0860.090557414，As=615安全B5支座左-113.18-86.61-91.520.755600.0820.085474414，As=615安全B5支座右-96.0266.36-79.430.755600.0710.074409314，As=461安全跨中-10.20　-10.200.755600.0090.00959214，As=308安全C5支座左-96.02-66.36-79.430.755600.0710.074409314，As=461安全五层C30A4支座-154.1290.58-131.480.755600.1170.125696416，As=804安全跨中104.78　104.780.755600.0930.098568414，As=615安全B4支座左-128.75-93.69-105.330.755600.0940.099550414，As=615安全B4支座右-134.6790.21-112.120.755600.1000.106587414，As=615安全跨中-12.00　-12.000.755600.0110.01173214，As=308安全C4支座左-134.67-90.21-112.120.755600.1000.106587414，As=615安全57 续表层混凝土强度等级截面位置组合内力柱边截面弯矩（kN·m)γREh0(mm)ξ(mm2)实际选用(mm2)备注MV（kN·m)(kN)四层C30A3支座-183.5497.35-159.210.755600.1420.154856418，As=1017安全跨中110.67　110.670.755600.0990.104579414，As=615安全B3支座左-144.62-99.97-119.630.755600.1070.113629416，As=804安全B3支座右-172.38115.80-143.430.755600.1280.137764416，As=804安全跨中-11.32　-11.320.755600.0100.01069214，As=308安全C3支座左-172.38-115.80-143.430.755600.1280.137764416，As=804安全三层C30A2支座-203.08101.65-177.660.755600.1580.174965418，As=1017安全跨中113.77　113.770.755600.1010.107596416，As=804安全B2支座左-156.17-104.22-130.120.755600.1160.124688418，As=1017安全B2支座右-197.09132.60-163.930.755600.1460.159883418，As=1017安全跨中-10.82　-10.820.755600.0100.01066214，As=308安全C2支座左-197.09-132.60-163.930.755600.1460.159883418，As=1017安全二层C30A1支座-222.3437.89-212.860.755600.1900.2121181420，As=1256安全跨中124.15　124.150.755600.1110.118654416，As=804安全B1支座左-166.30-110.23-138.750.755600.1240.133737420，As=1256安全B1支座右-230.13150.89-192.410.755600.1720.1901054420，As=1256安全跨中-16.43　-16.430.755600.0150.015101214，As=308安全C1支座左-230.13-150.89-192.410.755600.1720.1901054420，As=1256安全注：表中As和设计选用配筋取计算值与上表对应值的较大值。57 表5-3横梁AB、BC跨斜截面受剪承载力计算层次混凝土强度等级斜截面位置组合内力V(kN)b(mm)h0(mm)0.25βcfcbh0(kN)0.7ftbh0(kN)选用箍筋（双肢）VCS（kN)备注顶层C30A6支座87.12200560400.40112.11Φ8@100264.11安全B6支座左-94.99200560400.40112.11Φ8@100264.11安全B6支座右24.60200560400.40112.11Φ8@100264.11安全C6支座左-24.60200560400.40112.11Φ8@100264.11安全六层C30A5支座87.21200560400.40112.11Φ8@100264.11安全B5支座左-89.03200560400.40112.11Φ8@100264.11安全B5支座右25.20200560400.40112.11Φ8@100264.11安全C5支座左-25.20200560400.40112.11Φ8@100264.11安全五层C30A4支座86.50200560400.40112.11Φ8@100264.11安全B4支座左-89.74200560400.40112.11Φ8@100264.11安全B4支座右25.20200560400.40112.11Φ8@100264.11安全C4支座左-25.20200560400.40112.11Φ8@100264.11安全四层C30A3支座86.72200560400.40112.11Φ8@100264.11安全B3支座左-89.52200560400.40112.11Φ8@100264.11安全B3支座右25.20200560400.40112.11Φ8@100264.11安全C3支座左-25.20200560400.40112.11Φ8@100264.11安全三层C30A2支座86.75200560400.40112.11Φ8@100264.11安全B2支座左-89.48200560400.40112.11Φ8@100264.11安全B2支座右25.20200560400.40112.11Φ8@100264.11安全C2支座左-25.20200560400.40112.11Φ8@100264.11安全二层C30A1支座86.13200560400.40112.11Φ8@100264.11安全B1支座左-90.11200560400.40112.11Φ8@100264.11安全B1支座右25.20200560400.40112.11Φ8@100264.11安全C1支座左-25.20200560400.40112.11Φ8@100264.11安全备注：表5-4横梁AB、BC跨斜截面受剪抗震验算57 层混凝土强度等级斜截面位置VGb(kN)Mbl+Mbr(kN·m)ln(m)组合内力V(kN)b(mm)h0(mm)(kN)(kN)选用箍筋（双肢）VCS(kN)备注顶层C30A6支座74.1754.436.982.85250560471.0698.92φ8@100277.75ρsv>ρminB6支座左86.4654.436.995.13250560471.0698.92φ8@100277.75ρsv>ρminB6支座右46.1346.963.063.35250560471.0698.92φ8@100277.75ρsv>ρminC6支座左27.4346.963.044.65250560471.0698.92φ8@100277.75ρsv>ρmin六层C30A5支座20.9791.186.935.51250560471.0698.92φ8@100277.75ρsv>ρminB5支座左73.2791.186.987.80250560471.0698.92φ8@100277.75ρsv>ρminB5支座右83.72137.023.0133.96250560471.0698.92φ8@100277.75ρsv>ρminC5支座左27.51137.023.077.75250560471.0698.92φ8@100277.75ρsv>ρmin五层C30A4支座10.20134.376.931.62250560471.0698.92φ8@100277.75ρsv>ρminB4支座左20.69134.376.942.11250560471.0698.92φ8@100277.75ρsv>ρminB4支座右72.50208.553.0148.97250560471.0698.92φ8@100277.75ρsv>ρminC4支座左83.91208.553.0160.38250560471.0698.92φ8@100277.75ρsv>ρmin四层C30A3支座30.40177.916.958.76250560471.0698.92φ8@100277.75ρsv>ρminB3支座左12.00177.916.940.37250560471.0698.92φ8@100277.75ρsv>ρminB3支座右20.69285.323.0125.31250560471.0698.92φ8@100277.75ρsv>ρminC3支座左72.75285.323.0177.36250560471.0698.92φ8@100277.75ρsv>ρmin三层C30A2支座83.28207.206.9116.31250560471.0698.92φ8@100277.75ρsv>ρminB2支座左29.72207.206.962.75250560471.0698.92φ8@100277.75ρsv>ρminB2支座右11.32335.743.0134.42250560471.0698.92φ8@100277.75ρsv>ρminC2支座左20.69335.743.0143.79250560471.0698.92φ8@100277.75ρsv>ρmin二层C30A1支座72.7880.266.985.57250560471.0698.92φ8@100277.75ρsv>ρminB1支座左83.9980.266.996.78250560471.0698.92φ8@100277.75ρsv>ρminB1支座右29.22390.613.0172.44250560471.0698.92φ8@100277.75ρsv>ρminC1支座左10.82390.613.0154.04250560471.0698.92φ8@100277.75ρsv>ρmin备注：57 表5-5框架柱正截面压弯承载力计算(|M|max)（无地震作用组合）柱类别层次混凝土强度b×h(mm2)l0(m)l0/hl0/i柱截面组合内力M1M2N判断是否考虑附加弯矩CmηnsMe0(mm)ea(mm)ei(mm)e(mm)ei-0.3h0判断破坏类型小偏压大偏压选用钢筋(mm2)备注M(kN·m)N(kN)M1/M234-12M1/M2判断ξAs=As＇ξx-2as＇As=As＇(mm2)As=As＇(mm2)(mm2)(x<2as＇)(x>2as＇)A柱顶层C30400×5003.757.5032.61上端78.09154.4458.1178.09154.44-0.7442.93不考虑　78.09505.6120.00525.61735.61387.6127.00大偏压　　0.05-58.40322.38　218，As=As＇=509ρ>0.2%3.757.5032.61下端58.11174.69五层C30400×5003.757.5032.61上端-53.31200.38-42.00-53.31200.38-0.7943.45不考虑　53.31266.0420.00286.04496.04148.0435.03大偏压　　0.06-51.97100.78　218，As=As＇=509ρ>0.2%3.757.5032.61下端-42.00220.63四层C30400×5003.757.5032.61上端44.21324.0944.2147.49342.09-0.9345.17不考虑　47.49138.8320.00158.83368.8320.8359.81大偏压　　0.10-32.16<0　218，As=As＇=509ρ>0.2%3.757.5032.61下端47.49342.09三层C30400×5003.757.5032.61上端-34.77440.03-34.77-36.27458.03-0.9645.50不考虑　36.2779.1820.0099.18309.18-38.8280.08大偏压　　0.14-15.94<0　218，As=As＇=509ρ>0.2%3.757.5032.61下端-36.27458.03二层C30400×5003.757.5032.61上端49.01504.8549.0149.37522.85-0.9945.91不考虑　49.3794.4320.00114.43324.43-23.5791.41大偏压　　0.16-6.87<0　218，As=As＇=509ρ>0.2%3.757.5032.61下端49.37522.85底层C30400×5004.208.4036.52上端-37.28694.22-36.80-37.28694.22-0.9945.85不考虑　37.2853.7120.0073.71283.71-64.29121.37大偏压　　0.2117.09　<0218，As=As＇=509ρ>0.2%4.208.4036.52下端-36.80712.22B柱顶层C30400×5003.757.5032.61上端48.11685.8925.9648.11685.89-0.5440.48不考虑　48.1170.1420.0090.14300.14-47.86119.91大偏压　　0.2115.93　<0218，As=As＇=509ρ>0.2%3.757.5032.61下端25.96733.75五层C30400×5003.757.5032.61上端-16.44975.14-16.44-35.90966.14-0.4639.50不考虑　35.9037.1620.0057.16267.16-80.84168.91大偏压　　0.2955.12　<0218，As=As＇=509ρ>0.2%3.757.5032.61下端-35.90966.14四层C30400×5003.757.5032.61上端52.26866.9752.2659.55884.97-0.8844.53不考虑　59.5567.2920.0087.29297.29-50.71154.71大偏压　　0.2743.77　<0218，As=As＇=509ρ>0.2%3.757.5032.61下端59.55884.97三层C30400×5003.757.5032.61上端-39.231202.02-39.23-43.331220.02-0.9144.86不考虑　43.3335.5220.0055.52265.52-82.48213.29大偏压　　0.3790.63　<0218，As=As＇=509ρ>0.2%3.757.5032.61下端-43.331220.02二层C30400×5003.757.5032.61上端31.201047.2215.6031.201047.22-0.5040.00不考虑　31.2029.8020.0049.80259.80-88.20183.08大偏压　　0.3266.46　<0218，As=As＇=509ρ>0.2%3.757.5032.61下端15.601072.42底层C30400×5004.208.4036.52上端-21.831456.72-10.91-21.831456.72-0.5040.00不考虑　21.8314.9820.0034.98244.98-103.02254.67小偏压0.59<0　　　　218，As=As＇=509ρ>0.2%4.208.4036.52下端-10.911481.9257 表5-6框架柱正截面压弯承载力计算(|N|min)（无地震作用组合）柱类别层次混凝土强度b×h(mm2)l0(m)l0/hl0/i柱截面组合内力M1M2N判断是否考虑附加弯矩CmηnsMe0(mm)ea(mm)ei(mm)e(mm)ei-0.3h0判断破坏类型小偏压大偏压选用钢筋(mm2)备注M(kN·m)N(kN)M1/M234-12M1/M2判断ξAs=As＇ξx-2as＇As=As＇(mm2)As=As＇(mm2)(mm2)(x<2as＇)(x>2as＇)A柱顶层C30400×5003.757.5032.61上端73.43142.5557.1873.43142.55-0.7843.35不考虑　73.43515.1020.00535.10745.10397.1024.92大偏压　　0.04-60.06306.50　218，As=As＇=509ρ>0.2%3.757.5032.61下端57.18160.55五层C30400×5003.757.5032.61上端-50.33186.62-50.33-41.35186.62-1.2248.60不考虑　41.35221.5920.00241.59451.59103.5932.63大偏压　　0.06-53.9098.33　218，As=As＇=509ρ>0.2%3.757.5032.61下端-41.35204.62四层C30400×5003.757.5032.61上端44.21324.0944.2147.49342.09-0.9345.17不考虑　47.49138.8320.00158.83368.8320.8359.81大偏压　　0.10-32.16<0　218，As=As＇=509ρ>0.2%3.757.5032.61下端47.49342.09三层C30400×5003.757.5032.61上端-34.77440.03-36.27-34.77458.03-1.0446.52不考虑　34.7775.9120.0095.91305.91-42.0980.08大偏压　　0.14-15.94<0　218，As=As＇=509ρ>0.2%3.757.5032.61下端-36.27458.03二层C30400×5003.757.5032.61上端49.01504.8549.0149.37522.85-0.9945.91不考虑　49.3794.4320.00114.43324.43-23.5791.41大偏压　　0.16-6.87<0　218，As=As＇=509ρ>0.2%3.757.5032.61下端49.37522.85底层C30400×5004.208.4036.52上端-37.28694.22-37.28-36.80694.22-1.0146.16不考虑　36.8053.0220.0073.02283.02-64.98121.37大偏压　　0.2117.09　<0218，As=As＇=509ρ>0.2%4.208.4036.52下端-36.80712.22B柱顶层C30400×5003.757.5032.61上端48.11685.8918.4648.11685.89-0.3838.60不考虑　48.1170.1420.0090.14300.14-47.86119.91大偏压　　0.2115.93　<0218，As=As＇=509ρ>0.2%3.757.5032.61下端18.46703.89五层C30400×5003.757.5032.61上端-8.64948.14-35.90-8.64966.14-4.1583.84不考虑　8.648.9520.0028.95238.95-109.05168.91大偏压　　0.2955.12　<0218，As=As＇=509ρ>0.2%3.757.5032.61下端-35.90966.14四层C30400×5003.757.5032.61上端52.26866.9752.2659.55884.97-0.8844.53不考虑　59.5567.2920.0087.29297.29-50.71154.71大偏压　　0.2743.77　<0218，As=As＇=509ρ>0.2%3.757.5032.61下端59.55884.97三层C30400×5003.757.5032.61上端-39.231202.02-43.33-39.231220.02-1.1047.25不考虑　39.2332.1620.0052.16262.16-85.84213.29大偏压　　0.3790.63　<0218，As=As＇=509ρ>0.2%3.757.5032.61下端-43.331220.02二层C30400×5003.757.5032.61上端31.201047.2215.6031.201047.22-0.5040.00不考虑　31.2029.8020.0049.80259.80-88.20183.08大偏压　　0.3266.46　<0218，As=As＇=509ρ>0.2%3.757.5032.61下端15.601072.42底层C30400×5004.208.4036.52上端-21.831456.72-21.83-10.911456.72-2.0058.00不考虑　10.917.4920.0027.49237.49-110.51254.67小偏压0.59<0　　　　218，As=As＇=509ρ>0.2%4.208.4036.52下端-10.911481.9257 表5-7框架柱正截面压弯承载力计算(|N|max)（无地震作用组合）柱类别层次混凝土强度b×h(mm2)l0(m)l0/hl0/i柱截面组合内力M1M2N判断是否考虑附加弯矩CmηnsMe0(mm)ea(mm)ei(mm)e(mm)ei-0.3h0判断破坏类型小偏压大偏压选用钢筋(mm2)备注M(kN·m)N(kN)M1/M234-12M1/M2判断ξAs=As＇ξx-2as＇As=As＇(mm2)As=As＇(mm2)(mm2)(x<2as＇)(x>2as＇)A柱顶层C30400×5003.757.5032.61上端78.09154.4458.1178.09154.44-0.7442.93不考虑　78.09505.6120.00525.61735.61387.6127.00大偏压　　0.05-58.40322.38　218，As=As＇=509ρ>0.2%3.757.5032.61下端58.11174.69五层C30400×5003.757.5032.61上端-53.31200.38-42.00-53.31200.38-0.7943.45不考虑　53.31266.0420.00286.04496.04148.0435.03大偏压　　0.06-51.97100.78　218，As=As＇=509ρ>0.2%3.757.5032.61下端-42.00220.63四层C30400×5003.757.5032.61上端42.20341.2942.2046.26361.54-0.9144.95不考虑　46.26127.9620.00147.96357.969.9663.21大偏压　　0.11-29.43<0　218，As=As＇=509ρ>0.2%3.757.5032.61下端46.26361.54三层C30400×5003.757.5032.61上端-33.61458.14-33.61-35.46478.39-0.9545.37不考虑　35.4674.1320.0094.13304.13-43.8783.63大偏压　　0.15-13.09<0　218，As=As＇=509ρ>0.2%3.757.5032.61下端-35.46478.39二层C30400×5003.757.5032.61上端48.20527.2648.2048.46547.51-0.9945.94不考虑　48.4688.5020.00108.50318.50-29.5095.72大偏压　　0.17-3.43<0　218，As=As＇=509ρ>0.2%3.757.5032.61下端48.46547.51底层C30400×5004.208.4036.52上端-36.76716.78-36.19-36.76716.78-0.9845.82不考虑　36.7651.2820.0071.28281.28-66.72125.31大偏压　　0.2220.25　<0218，As=As＇=509ρ>0.2%4.208.4036.52下端-36.19737.03B柱顶层C30400×5003.757.5032.61上端47.14713.5025.9647.14713.50-0.5540.61不考虑　47.1466.0720.0086.07296.07-51.93124.74大偏压　　0.2219.79　<0218，As=As＇=509ρ>0.2%3.757.5032.61下端25.96733.75五层C30400×5003.757.5032.61上端-16.44975.14-16.44-35.31995.39-0.4739.59不考虑　35.3135.4720.0055.47265.47-82.53174.02大偏压　　0.3059.22　<0218，As=As＇=509ρ>0.2%3.757.5032.61下端-35.31995.39四层C30400×5003.757.5032.61上端51.24899.7951.2458.39920.04-0.8844.53不考虑　58.3963.4620.0083.46293.46-54.54160.85大偏压　　0.2848.68　<0218，As=As＇=509ρ>0.2%3.757.5032.61下端58.39920.04三层C30400×5003.757.5032.61上端-38.581233.46-38.58-42.611253.71-0.9144.87不考虑　42.6133.9920.0053.99263.99-84.01219.18大偏压　　0.3895.34　<0218，As=As＇=509ρ>0.2%3.757.5032.61下端-42.611253.71二层C30400×5003.757.5032.61上端30.601085.2715.3030.601085.27-0.5040.00不考虑　30.6028.1920.0048.19258.19-89.81189.73大偏压　　0.3371.79　<0218，As=As＇=509ρ>0.2%3.757.5032.61下端15.301113.62底层C30400×5004.208.4036.52上端-21.461492.59-10.73-21.461492.59-0.5040.00不考虑　21.4614.3820.0034.38244.38-103.62260.94小偏压0.62<0　　　　218，As=As＇=509ρ>0.2%4.208.4036.52下端-10.731520.9457 表5-8框架柱正截面压弯承载力计算(|M|max)（有地震作用组合）柱类别层次混凝土强度b×h(mm2)l0(m)l0/hl0/i柱截面组合内力轴压比γREM1M2N判断是否考虑附加弯矩CmηnsMe0(mm)ea(mm)ei(mm)e(mm)ei-0.3h0判断破坏类型小偏压大偏压选用钢筋(mm2)备注M(kN·m)N(kN)M1/M234-12M1/M2判断ξAs=As＇ξx-2as＇As=As＇(mm2)As=As＇(mm2)(mm2)(x<2as＇)(x>2as＇)A柱顶层C30400×5003.757.5032.61上端86.62136.200.050.7559.6286.62136.20-0.6942.26不考虑　86.62636.0120.00656.01866.01518.0123.81大偏压　　0.05-60.95401.76　218，As=As＇=509ρ>0.2%3.757.5032.61下端59.62154.200.050.75五层C30400×5003.757.5032.61上端-78.39157.350.060.75-78.39-62.38157.35-1.2649.08不考虑　62.38396.4420.00416.44626.44278.4427.51大偏压　　0.06-57.99320.70　218，As=As＇=509ρ>0.2%3.757.5032.61下端-62.38175.350.060.75四层C30400×5003.757.5032.61上端75.01306.080.110.7565.0675.01306.08-0.8744.41不考虑　75.01245.0520.00265.05475.05127.0553.51大偏压　　0.12-37.19111.45　218，As=As＇=509ρ>0.2%3.757.5032.61下端65.06324.080.110.75三层C30400×5003.757.5032.61上端-98.04340.150.120.75-98.04-86.84340.15-1.1347.55不考虑　86.84255.2920.00275.29485.29137.2959.47大偏压　　0.13-32.43220.95　218，As=As＇=509ρ>0.2%3.757.5032.61下端-86.84358.150.130.75二层C30400×5003.757.5032.61上端92.70481.510.170.8083.2792.70481.51-0.9044.78不考虑　92.70192.5220.00212.52422.5274.5284.18大偏压　　0.18-12.668.04　218，As=As＇=509ρ>0.2%3.757.5032.61下端83.27499.510.170.80底层C30400×5004.208.4036.52上端-121.73506.190.180.80-121.73-121.25506.19-1.0046.05不考虑　121.25239.5320.00259.53469.53121.5388.49大偏压　　0.19-9.20169.02　218，As=As＇=509ρ>0.2%4.208.4036.52下端-121.25524.190.180.80B柱顶层C30400×5003.757.5032.61上端104.02663.710.230.8090.89104.02663.71-0.8744.49不考虑　104.02156.7220.00176.72386.7238.72116.03大偏压　　0.2512.83　<0218，As=As＇=509ρ>0.2%3.757.5032.61下端90.89681.710.240.80五层C30400×5003.757.5032.61上端-142.27652.920.230.80-142.27-141.65652.92-1.0046.05不考虑　141.65216.9420.00236.94446.9498.94114.15大偏压　　0.2511.32　194.19218，As=As＇=509ρ>0.2%3.757.5032.61下端-141.65670.920.230.80四层C30400×5003.757.5032.61上端116.03850.210.300.80108.52116.03850.21-0.9445.22不考虑　116.03136.4720.00156.47366.4718.47148.64大偏压　　0.3238.91　<0218，As=As＇=509ρ>0.2%3.757.5032.61下端108.52868.210.300.80三层C30400×5003.757.5032.61上端-159.26787.080.280.80-162.58-159.26805.08-1.0246.25不考虑　159.26197.8220.00217.82427.8279.82140.75大偏压　　0.3132.60　225.32218，As=As＇=509ρ>0.2%3.757.5032.61下端-162.58805.080.280.80二层C30400×5003.757.5032.61上端117.011041.390.360.80117.01162.361066.59-0.7242.65不考虑　162.36152.2220.00172.22382.2234.22186.47大偏压　　0.4169.17　109.02218，As=As＇=509ρ>0.2%3.757.5032.61下端162.361066.590.370.80底层C30400×5004.208.4036.52上端-169.48908.970.320.80-194.37-169.48934.17-1.1547.76不考虑　169.48181.4220.00201.42411.4263.42163.32大偏压　　0.3650.65　369.03218，As=As＇=509ρ>0.2%4.208.4036.52下端-194.37934.170.330.8057 表5-9框架柱正截面压弯承载力计算(|N|min)（有地震作用组合）柱类别层次混凝土强度b×h(mm2)l0(m)l0/hl0/i柱截面组合内力轴压比γREM1M2N判断是否考虑附加弯矩CmηnsMe0(mm)ea(mm)ei(mm)e(mm)ei-0.3h0判断破坏类型小偏压大偏压选用钢筋(mm2)备注M(kN·m)N(kN)M1/M234-12M1/M2判断ξAs=As＇ξx-2as＇As=As＇(mm2)As=As＇(mm2)(mm2)(x<2as＇)(x>2as＇)A柱顶层C30400×5003.757.5032.61上端44.88127.220.040.7537.1444.88127.22-0.8343.93不考虑　44.88352.7620.00372.76582.76234.7622.24大偏压　　0.05-62.21136.95　218，As=As＇=509ρ>0.2%3.757.5032.61下端37.14145.220.050.75五层C30400×5003.757.5032.61上端-78.39157.350.060.75-78.39-62.38157.35-1.2649.08不考虑　62.38396.4420.00416.44626.44278.4427.51大偏压　　0.06-57.99320.70　218，As=As＇=509ρ>0.2%3.757.5032.61下端-62.38175.350.060.75四层C30400×5003.757.5032.61上端-5.90273.580.100.75-5.9011.13291.580.5327.64考虑1.0411.1338.1720.0058.17268.17-79.8350.98大偏压　　0.11-39.22<0　218，As=As＇=509ρ>0.2%3.757.5032.61下端11.13291.580.100.75三层C30400×5003.757.5032.61上端-98.04340.150.120.75-98.04-86.84340.15-1.1347.55不考虑　86.84255.2920.00275.29485.29137.2959.47大偏压　　0.13-32.43220.95　218，As=As＇=509ρ>0.2%3.757.5032.61下端-86.84358.150.130.75二层C30400×5003.757.5032.61上端-13.11412.860.140.75-13.11-3.30412.86-3.9781.63不考虑　3.308.0020.0028.00238.00-110.0072.18大偏压　　0.16-22.26<0　218，As=As＇=509ρ>0.2%3.757.5032.61下端-3.30430.860.150.80底层C30400×5004.208.4036.52上端-121.73506.190.180.80-121.73-121.25506.19-1.0046.05不考虑　121.25239.5320.00259.53469.53121.5388.49大偏压　　0.19-9.20169.02　218，As=As＇=509ρ>0.2%4.208.4036.52下端-121.25524.190.180.80B柱顶层C30400×5003.757.5032.61上端-26.25545.860.190.80-26.25-15.69545.86-1.6754.07不考虑　15.6928.7520.0048.75258.75-89.2595.43大偏压　　0.21-3.66<0　218，As=As＇=509ρ>0.2%3.757.5032.61下端-15.69563.860.200.80五层C30400×5003.757.5032.61上端-142.27652.920.230.80-142.27-141.65652.92-1.0046.05不考虑　141.65216.9420.00236.94446.9498.94114.15大偏压　　0.2511.32　194.19218，As=As＇=509ρ>0.2%3.757.5032.61下端-141.65670.920.230.80四层C30400×5003.757.5032.61上端-31.50674.610.240.80-31.50-12.19674.61-2.5865.02不考虑　12.1918.0720.0038.07248.07-99.93117.94大偏压　　0.2614.35　<0218，As=As＇=509ρ>0.2%3.757.5032.61下端-12.19692.610.240.80三层C30400×5003.757.5032.61上端-159.26787.080.280.80-162.58-159.26805.08-1.0246.25不考虑　159.26197.8220.00217.82427.8279.82140.75大偏压　　0.3132.60　225.32218，As=As＇=509ρ>0.2%3.757.5032.61下端-162.58805.080.280.80二层C30400×5003.757.5032.61上端-66.54797.350.280.80-137.12-66.54822.55-2.0658.73不考虑　66.5480.8920.00100.89310.89-37.11143.80大偏压　　0.3135.04　46.80218，As=As＇=509ρ>0.2%3.757.5032.61下端-137.12822.550.290.80底层C30400×5004.208.4036.52上端-169.48908.970.320.80-194.37-169.48934.17-1.1547.76不考虑　169.48181.4220.00201.42411.4263.42163.32大偏压　　0.3650.65　369.03218，As=As＇=509ρ>0.2%4.208.4036.52下端-194.37934.170.330.8057 表5-10框架柱正截面压弯承载力计算(|N|max)（有地震作用组合）柱类别层次混凝土强度b×h(mm2)l0(m)l0/hl0/i柱截面组合内力轴压比γREM1M2N判断是否考虑附加弯矩CmηnsMe0(mm)ea(mm)ei(mm)e(mm)ei-0.3h0N-Nb(kN)判断破坏类型小偏压大偏压选用钢筋(mm2)备注M(kN·m)N(kN)M1/M234-12M1/M2判断ξAs=As＇ξx-2as＇As=As＇(mm2)As=As＇(mm2)(mm2)(x<2as＇)(x>2as＇)A柱顶层C30400×5003.757.5032.61上端86.62136.200.050.7559.6286.62136.20-0.6942.26不考虑　86.62636.0120.00656.01866.01518.0123.81大偏压　　0.05-60.95401.76　218，As=As＇=509ρ>0.2%3.757.5032.61下端59.62154.200.050.75五层C30400×5003.757.5032.61上端-11.23179.680.060.75-7.44-11.23179.68-0.6641.94不考虑　11.2362.5320.0082.53292.53-55.4731.41大偏压　　0.07-54.87<0　218，As=As＇=509ρ>0.2%3.757.5032.61下端-7.44197.680.070.75四层C30400×5003.757.5032.61上端75.01306.080.110.7565.0675.01306.08-0.8744.41不考虑　75.01245.0520.00265.05475.05127.0553.51大偏压　　0.12-37.19111.45　218，As=As＇=509ρ>0.2%3.757.5032.61下端65.06324.080.110.75三层C30400×5003.757.5032.61上端42.95430.300.150.8028.5242.95430.30-0.6641.97不考虑　42.9599.8220.00119.82329.82-18.1875.23大偏压　　0.16-19.82<0　218，As=As＇=509ρ>0.2%3.757.5032.61下端28.52448.300.160.80二层C30400×5003.757.5032.61上端92.70481.510.170.8083.2792.70481.51-0.9044.78不考虑　92.70192.5220.00212.52422.5274.5284.18大偏压　　0.18-12.668.04　218，As=As＇=509ρ>0.2%3.757.5032.61下端83.27499.510.170.80底层C30400×5004.208.4036.52上端61.14699.220.240.8061.1461.62717.22-0.9945.91不考虑　61.6285.9220.00105.92315.92-32.08125.39大偏压　　0.2720.31　<0218，As=As＇=509ρ>0.2%4.208.4036.52下端61.62717.220.250.80B柱顶层C30400×5003.757.5032.61上端104.02663.710.230.8090.89104.02663.71-0.8744.49不考虑　104.02156.7220.00176.72386.7238.72116.03大偏压　　0.2512.83　<0218，As=As＇=509ρ>0.2%3.757.5032.61下端90.89681.710.240.80五层C30400×5003.757.5032.61上端82.87986.960.350.8082.8783.491004.96-0.9945.91不考虑　83.4983.0820.00103.08313.08-34.92175.69大偏压　　0.3860.55　<0218，As=As＇=509ρ>0.2%3.757.5032.61下端83.491004.960.350.80四层C30400×5003.757.5032.61上端116.03850.210.300.80108.52116.03850.21-0.9445.22不考虑　116.03136.4720.00156.47366.4718.47148.64大偏压　　0.3238.91　<0218，As=As＇=509ρ>0.2%3.757.5032.61下端108.52868.210.300.80三层C30400×5003.757.5032.61上端95.711287.200.450.8092.3995.711287.20-0.9745.58不考虑　95.7174.3520.0094.35304.35-43.65225.03大偏压　　0.49100.03　<0218，As=As＇=509ρ>0.2%3.757.5032.61下端92.391305.200.460.80二层C30400×5003.757.5032.61上端117.011041.390.360.80117.01162.361066.59-0.7242.65不考虑　162.36152.2220.00172.22382.2234.22186.47大偏压　　0.4169.17　109.02218，As=As＇=509ρ>0.2%3.757.5032.61下端162.361066.590.370.80底层C30400×5004.208.4036.52上端134.121601.050.560.80134.12176.691626.25-0.7643.11不考虑　176.69108.6520.00128.65338.65-9.35284.31小偏压0.61251.20　　　　218，As=As＇=509ρ>0.2%4.208.4036.52下端176.691626.250.570.8057 第六章楼梯结构计算本工程采用现浇混凝土板式楼梯，活荷载标准值3.5kN/m2，楼梯栏杆采用金属栏杆。楼梯平面布置见图5-1，踏步装修做法见施工图。图6-1楼梯平面布置图6.1梯段板计算1、荷载计算L0=300×10+(200+200)/2=3200板厚h=l0/30=120，a=aretan(150/300)=26.57,cosα=0.894取1m宽板为计算单元：踏步板自重：（0.1565+0.3065）/2×0.3×25/0.3×1.2=6.95kN/m踏步地面重：(0.3+0.15)×0.02×20/0.3×1.2=0.72kN/m底板抹灰重：0.366×0.02×17/0.3×1.2=0.46kN/m栏杆重：0.1×1.2=0.12kN/m活载：1×0.3×3.5/0.3×1.4=4.90kN/m楼梯板荷载设计值：13.15kN/m2、内力计算Mmax=0.1pl2=0.1×13.15×3.22=13.47kN·m57 Vmax=0.5plcosa=0.5×13.15×3.2×0.894=18.81kN2、配筋计算板有效厚度h0=h-20=100αs==0.094，查表得γs=0.950As==525mm2选用，As=785mm2梯段板抗剪，因0.7ftbh0=0.7×1.43×1000×100=100kN>18.81kN满足抗剪要求，支座构造配筋6.2休息平台板计算按简支梁计算以板宽1m为计算单元，l=1500-200/2=14001、荷载计算面层：0.02×1×20×1.2=0.48kN/m板自重0.10×1×25×1.2=3.0kN/m板底粉刷0.02×1×17×1.2=0.408kN/m活载3.5×1×1.4=4.9kN/m平台板荷载设计值8.788kN/m2、内力计算Mmax=0.1pl2=0.1×8.788×1.42=1.72kN·m3、配筋计算αs==0.018，查表得γs=0.991As==64.3mm2根据构造要求，选用，As=335mm26.3梯段梁计算截面高度h=L/12=30057 1、荷载计算梯段板传来：13.15×3.2/2=21.04kN/m平台传来：8.788×1.4/2=6.15kN/m梁自重：0.2×0.3×25×1.05×1.2=1.89kN/m梯段梁荷载设计值29.08kN/m2、内力计算Mmax=0.125pl2=0.125×29.08×3.62=47.11kN·m3、配筋计算αs==0.124，查表得γs=0.933As==705.7mm2根据构造要求，选用318，As=763mm2Vmax=0.5pl=0.5×29.08×3.6=52.35kN=0.25×1.0×14.3×200×265=189.5kN>Vmax=0.7×1.43×200×265=53.53kN>Vmax满足抗剪要求，根据构造要求在梁端1/4处内设置双肢箍筋。57 第七章现浇楼面板设计本工程楼盖均为整体现浇，楼板布置示意图如下：图7-1楼面板示意图楼面板均为双向板，板厚h≥L/50=4200/50=84，走廊取h=100，h0=h-20=80，办公室取h=120，h0=120-20=100。工程楼板按弹性理论方法计算内力，并考虑活荷载不利布置。7.1跨中最大弯矩将总荷载q=g+p分成两部分：q’=g+0.5p，q’’=0.5p，不利布置如图：图7-2跨中最大弯矩活荷载不利布置57 7.2支座中点最大弯矩当活荷载和静载全部满区格布置时，可近似求得支座中点最大弯矩。办公室：恒载设计值g=3.692*1.2=4.43kN/m2，活载设计值p=2.0*1.4=2.8kN/m2故q=4.43+2.8=7.23kN/m2，q’=4.43+1.4=5.83kN/m2，q’’=1.4kN/m2走廊：恒载设计值g=3.192*1.2=3.83kN/m2，活载设计值p=2.5*1.4=3.5kN/m2故q=3.83+3.5=7.33kN/m2，q’=3.83+1.75=5.58kN/m2，q’’=1.75kN/m2钢筋混凝土泊松比μ取1/6。因本工程每跨楼板尺寸近似相同，只计算区格A、区格D，其余方法相同。同时考虑到施工方便，其他楼板钢筋配置与该区格相同。计算跨内和支座弯矩时利用以下公式：跨中：，考虑泊松比：，支座：，其中m1、m2、m1’、m2’为双向板弯矩系数，通过查表可得。计算结果见表7-1表7-1双向板跨中、支座弯矩计算(kN·m)区格lx/lyq"作用下跨内最大弯矩q""作用下跨内最大弯矩叠加q作用下支座中点弯矩MxMyMxuMyuMxMyMxuMyuMxMyMxMy4.2*6.90.6093.760.823.901.451.210.331.260.535.171.98-10.04-7.283*4.20.7143.081.173.281.682.040.942.201.285.482.96-9.36-7.34楼板配筋见下表7-2表7-2楼板配筋计算截面位置AxAyDxDy[A][D][A][D]M5.171.985.482.9610.049.367.287.34αs0.040.010.040.020.070.070.050.05ξ0.040.010.040.020.070.070.050.05As146.1955.39155.1383.11289.35269.16207.72209.54实际配筋8@2008@2008@2008@2008@1608@1608@2008@200As=251As=251As=251As=251As=314As=314As=251As=25157 第八章基础设计按照《地基基础设计规范》和《建筑抗震设计规范》的有关规定，上部结构传至基础顶面上的荷载只需按照荷载效应的基本组合来分析确定。已知：作用在独立基础顶上处的荷载：边柱：M=15.30KN.m，N=1113.62KN，V=10.93KN中柱：M=-10.73KN.m，N=1520.94KN，V=-7.66KN混凝土设计强度等级采用C30，基础底板设计采用HRB400，，室内外高差为0.45m，基础埋置深度为1.5m，上柱断面为400×500，基础部分柱断面保护层加大，两边各增加50，故地下部分柱颈尺寸为500×600，地基承载力标准值8.1边柱计算1、确定基础地基承载力设计值按规范公式，忽略宽度修正则。2、基地面积计算设b/l=1.2，1.2l2=3.85，则l=1.54取1.6m，b=1.2l=2.0m3、基地应力验算基础底板假定基础高度h=0.6m，则作用在基础底板上总的弯矩为57 故基底尺寸满足要求4、基础抗冲切验算①柱边冲切：h0=600-45=555，取560则V=442×0.3=132.6kN=0.7×1.0×1430×(0.25+0.56)*0.56=454kN>V，满足要求②底板冲切面则=0.7×1.0×1430×0.59=590.6kN>V，满足要求5、配筋计算Ⅰ-Ⅰ截面实配12@150，As=754mm2Ⅱ-Ⅱ截面实配12@200，As=565mm257 8.2中柱计算中柱：M=-10.73KN.m，N=1520.94KN，V=-7.66KN1、确定基础地基承载力设计值同边柱：2、基地面积计算设b/l=1.2，1.2l2=5.26，则l=2.09取2m，b=1.5l=3m3、基地应力验算基础底板假定基础高度h=0.6m，则作用在基础底板上总的弯矩为故基底尺寸满足要求4、基础抗冲切验算①柱边冲切：h0=600-45=555，取560则V=258.6×1.34=346.5kN=0.7×1.0×1430×(0.25+0.56)*0.56=454kN>V，满足要求②底板冲切面57 则=0.7×1.0×1430×0.59=590.6kN>V，满足要求5、配筋计算Ⅰ-Ⅰ截面实配14@100，As=1539mm2Ⅱ-Ⅱ截面实配14@150，As=1026mm2配筋详见施工图集。57'