【《永州市BW中学办公楼设计》15000字】

．梁柱框架的线刚度计算查《混规》得，在现浇楼盖中，对于框架结构边框架梁取I=1.5I0，中框架梁取查《混规》梁和柱的弹性模量E都为：，计算如下表。令2-6层柱ic然后再令出2~6层梁和柱的相对性刚度：如图3.3图3.3相对线刚度3.1.5计算竖向荷载1.永久荷载标准值计算梁的截面尺寸有横纵主梁、次梁：0.25×0.5，均采用10混合砂浆抹灰：0.14kN/m2，即有（4）墙荷载计算eq\o\ac(○,1)外墙（370mm）采用陶砾混凝土，自重12kN/m2330厚混凝土墙0.33×12=3.96kN/m每侧20mm混合砂浆抹灰2×0.02×17=0.68kN/m合计4.64kN/m无开洞3.6m墙：（3.6-0.5）×4.64=14.38kN/m14.38×0.8=11.50kN/m无开洞3.0m墙：（3.0-0.5）×4.64=11.60kN/m11.60×0.8=9.28kN/m（注：未计算开洞后门窗荷载，直接用未开洞荷载×0.8的折减系数作为设计荷载）eq\o\ac(○,2)内墙（240mm）采用陶砾混凝土，自重12kN/m2220厚混凝土墙0.22×12=2.64kN/m每侧10mm混合砂浆抹灰2×0.01×17=0.34kN/m合计2.98kN/m无开洞3.6m墙：（3.6-0.5）×2.98=9.24kN/m9.24×0.8=7.39kN/m无开洞3.0m墙：（3.0-0.5）×2.98=7.45kN/m7.45×0.8=5.96kN/m（注：未计算开洞后门窗荷载，直接用未开洞荷载×0.8的折减系数作为设计荷载）（5）门窗荷载（kN/m2）0.2的墙内木门、0.45的玻璃窗、0.45的大门2．活荷载标准值查阅《建范》GB50009-2012，得所要用到的荷载标准值，如表3.4：注1：屋面可变荷载（上人屋面）2：不考虑“雪荷载”、“积灰荷载”3．板受力分析计算由图3.4可得，从板转移到梁的梯形荷载或三角形荷载（按45°），为了简化计算，近似等价于均荷，三角形转换：α=a/l0​​​​​​​​​​​图3.4板荷载示意图（1）恒荷载计算1）梁间线荷载：自重加上板传荷载，AB与CD荷载相同。AB梁屋面：4.66×0.91×1.8×2+3.92=19.19kN/mAB梁楼面：3.3×0.91×1.8×2+3.92+6.3=21.02kN/mBC梁屋面：4.66×5/8×1.6×2+3.92=13.2kN/mBC梁楼面：3.3×5/8×1.6×2+3.9=10.5kN/m2）柱集中荷载顶层边柱：板传：14.27×2+4.4×5/8×6.0×1.8=58.24kN/m女儿墙结构：4.2×6.0=25.74kN/m纵向荷载（主梁）：3.9×6.6=25.9kN/m横向荷载（次梁）：2.5×4=10.0kN/m共：119.72kN/m顶层中柱：板传：0.91×1.6×4.7×7.2+15.30×2+4.6×5/8×6.0×1.8=110.92kN/m横向荷载（次梁）：2.64×4=10.56kN/m共：147.22kN/m标准层边柱：板传荷载：3.30×5/8×6×1.8+10.08×2=48.33kN/m纵向荷载（主梁）：3.9×6.6=25.74kN/m横向荷载（次梁）：2.6×4=10.4kN/m共：106.40kN/m标准层中柱：板传：10.08×2+0.914×1.61×3.33×6+3.33×5/8×6×1.8=72.04kN/m内墙结构荷载（上部）：6.28×6.67=41.448kN/m纵向荷载（主梁）：3.92×6.67=25.87kN/m横向荷载（次梁）：2.64×4=10.56kN/m共：149.918kN/m（2）活荷载计算1）梁间线荷载AB梁屋面：0.911×2.0×1.8×2=6.56kN/mAB梁楼面：0.911×3.0×1.8×2=9.84kN/mBC梁屋面：5/8×2.0×1.6×2=4.00kN/mBC梁楼面：5/8×3.0×1.6×2=6.00kN/m2）柱集中荷载顶层边柱：顶层中柱：标准层边柱：标准层中柱：在竖向荷载作用下，框架的总应力如图3.5所示。图3.5结构总受力图3.1.6风荷载计算1．荷载计算ω0=0.4kN/mWk计算过程如表3.5所示2．位移计算框架柱抗侧刚度D值见表3.6、3.7.表3.6柱D值（标准层）构件名称A轴2×0.390.16915389B轴2×0.39+1.120.41137521C轴2×0.39+1.120.41137521D轴2×0.390.16915389∑D=2×(15389+37521）=105820kN/m表3.7柱D值（底层）构件名称A轴0.390.40317255B轴0.39+1.120.60125767C轴0.39+1.120.60125767D轴0.390.40317255∑D=2×(17255+25767)=86044kN/m

3．位移验算楼层在风荷载作用下的剪力和侧向位移验算结果如下。表3.8各层层间位移层次WVDΔh/mθ66.236.231060886×10-53.01/5740357.2213.451060881.3×10-43.01/2720046.4119.861060882×10-43.01/1834336.4126.271060882.6×10-43.011384326.4139.681060883.2×10-43.01/11143417.0046.68861155.4×10-44.41/9646u=Δ由表3.8可知，层间侧移最大值1/9578<1/550=0.0018(满足要求)。3.1.7横向地震荷载计算1．重力荷载标准值（代表值）的计算屋面承载的有建筑的永久荷载，而地板承载的是永久荷载和所加的可变荷载的一半。注意：在特殊情况下，比如上下层高不一样，在标准层高是取的永久荷载，而最上面一层取的是一半。（1）重力荷载计算（屋面处）女儿墙：G女儿墙=3.28×（54.23+19.8）×2=454.78kN板：G板=4.56×49.6×19.8=4955.54kN梁：G梁=主梁+次梁=4.23×（54.23-1-3.0-0.4）×4+2.32×14.67×5+3.05×14.8×2+4.23×（19.8-2.2）×8=1603.77kN柱：G柱=9.32×1.7×32+4.33×1.7×4=532.46kN墙：G墙=外+内=3.24/2×49×2+×3.24/2×17×2+3.14×49×2+3.14×7×16=822.68kN屋面的重力荷载=板的重力荷载+梁的重力荷载+柱的重力荷载+墙的重力荷载+女儿墙的重力荷载=4821.22+1601.77+832.99+442.48=8884.92kN（2）标准层屋面重力荷载计算（3）底层重力荷载（4）活荷载标准值楼面标准值（活荷载）：Q活=q活×S=7/2×54.2×3.0+5/2×54.2×16.2=2738.67kN（5）总重力荷载代表值计算1）屋面处：8884.92kN2）底层楼面处：8067.54+2802.41/2=9502.93kN3）标准层层楼面处：7824.24+2738.67/2=9888.66kN计算如下：

表3.9各层重力荷载代表值层号楼板/kN柱/kN梁/kN可变荷载/kN墙体/kN重力荷载代表值/kN650037.73554.361613.610.001245.038677.3853391.331085.111613.612787.431523.229221.3343391.331085.111613.612787.431523.229221.3333391.331085.111613.612787.431523.229221.3323391.331085.111613.612787.431523.229221.3313391.331203.141613.612787.431523.229502.572．结构横向自振周期计算表3.10（2-5）层柱总D值柱D值数量∑DA轴中框架158636842033边框架199852B轴中框架363756边框架327422C轴中框架382956边框架320002D轴中框架150236边框架199852表3.11一层柱总D值柱D值数量∑DA轴中框架174866675283边框架153842B轴中框架258486边框架233332C轴中框架258486边框架233332D轴中框架174866边框架153842本框架结构的刚度和质量随着高度的增加分布均匀，符合虚顶位移法。当按照下面计算时，若墙为填充墙是非结构，既要乘以（折减系数）表3.12结构顶点的假想位移计算层号68592.458435.558425020.010450.2408359023.7617689.348425020.021870.2320349023.762967.568425020.031980.2114139023.7636203.228425020.044480.1798029023.7645496.088425020.0512306655886.526802480.083010.08007由表3.12可知uTT3．水平地震作用计算（1）求影响系数与amax根据原始数据，检查反合规规则，得到：​​α由上可知T1=0.59s，按照，α（2）建筑不到四十米，结构的刚度和质量由上至下均匀分布，以剪切变形为主，以底部剪力法计算水平剪力。按照Geq=χFEKT1对于水平剪力到每层房间的分配：顶部附加地震力标准值：Δ顶部附加地震作用系数为：δn建筑底部剪力如下图：（3）刚重比和剪重比验算刚重比和剪重比如下：表3.13Fi、V楼号GHGFFV∑DΔ68456.6519.4197716.441211.26255.90409.178400785.56×10-459007.1916.4174973.071211.26235.23659.338400787.6×10-449007.1913.4141218.251211.26189.44878.098400781.11×10-339007.1910.4111983.271211.26148.541056.108400781.23×10-329007.197.476038.881211.26103.121135.768400781.29×10-319203.144.443281.341211.2659.781200.966556721.55×10-3表3.14验算刚重比和剪重比层号HVH∑∑GHV63.6415.813020908.5710528.3088773.59344.320.039553.6661.933020908.5721632.29218026.91167.580.030643.6861.423020908.5732736.27627280.23110.740.026333.61014.283020908.5743840.2636533.5582.690.023123.61120.503020908.5754944.24445786.8765.980.020414.61181.483104193.1366306.46855255.3956.180.0178由上表可见，最大层间侧移θ<θ=1/450，刚重比与

3.2内力计算 3.2.1永久荷载作用下的内力计算1．计算节点弯矩分配系数μ，其中S为梁柱线刚度，单位（104kN.m）6层A轴下柱：μ=-右梁：μ=-6层B轴左梁：μ=-下柱：μ=-右梁：μ=-6层C轴左梁：μ=-下柱：μ=-右梁：μ=-6层D轴左梁：μ=-下柱：μ=-2-5层A轴上柱：μ=-下柱：μ=-右梁：μ=-2-5层B轴左梁：μ=-下柱：μ=-右梁：μ=-上柱：μ=-2-5层C轴左梁：μ=-下柱：μ=-右梁：μ=-上柱：μ=-2-5层D轴左梁：μ=-下柱：μ=-上柱：μ=-1层A轴上柱：μ=-下柱：μ=-右梁：μ=-1层B轴左梁：μ=-下柱：μ=-右梁：μ=-上柱：μ=-1层C轴左梁：μ=-下柱：μ=-右梁：μ=-上柱：μ=-1层D轴下柱：μ=-上柱：μ=-2．梁固端弯矩计算考虑梁的两段固支：其中与为固端弯矩。图3.7固端弯矩示意图（1）计算屋面梁固端弯矩：qAB=q即得：（2）计算楼面梁固端弯矩：qAB=即得：3．迭代法内力计算（1）求M和V采用结构力学取脱离体的方法，按下式计算：（2）求N梁柱内力图见图3.8，3.9，3.10。表3.15SGK作用下的迭代计算表3.16SGK作用下最后杆端弯矩计算表3.17SGK作用下的梁端V及M中计算AB跨层号qLqL^2/8qL/2MAMBMAB中∑M/LVA=qL/2-∑M/LVB=qL/2+∑M/L619.228.00153.7676.88-86.3798.9761.091.5875.31-78.46521.008.00168.0084.00-105.99109.0060.510.3883.62-84.38421.008.00168.0084.00-103.68109.0461.640.6783.33-84.67321.008.00168.0084.00-104.01109.0161.490.6383.38-84.63221.008.00168.0084.00-104.81109.0761.060.5383.47-84.53121.008.00168.0084.00-100.88108.4663.330.9583.05-84.95BC跨层号qLqL^2/8qL/2MBMCMBC中∑M/LVB=qL/2-∑M/LVC=qL/2+∑M/L613.263.2016.9721.22-30.5730.57-13.600.0021.22-21.22510.523.2013.4716.83-19.0219.02-5.550.0016.83-16.83410.523.2013.4716.83-20.8920.89-7.420.0016.83-16.83310.523.2013.4716.83-20.6620.66-7.190.0016.83-16.83210.523.2013.4716.83-19.8919.89-6.420.0016.83-16.83110.523.2013.4716.83-24.1924.19-10.720.0016.83-16.83CD跨层号qLqL^2/8qL/2MCMDMCD中∑M/LVC=qL/2-∑M/LVD=qL/2+∑M/L619.228.00153.7676.88-98.9786.3761.09-1.5878.46-75.31521.008.00168.0084.00-109.00105.9960.51-0.3884.38-83.62421.008.00168.0084.00-109.04103.6861.64-0.6784.67-83.33321.008.00168.0084.00-109.01104.0161.49-0.6384.63-83.38221.008.00168.0084.00-109.07104.8161.06-0.5384.53-83.47121.008.00168.0084.00-108.46100.8863.33-0.9584.95-83.05江门市恩平一中实验楼设计表3.18SGK作用下的柱子N计算A、B柱层号截面VABVBAVBCA柱重B柱重NA上NB上NANB6上75.3178.4621.2233.8833.88126.35153.53201.66253.21下235.54287.095上83.6284.3816.8333.8833.88106.48155.44425.64543.74下459.52577.624上83.3384.6716.8333.8833.88106.48155.44649.33834.56下683.21868.443上83.3884.6316.8333.8833.88106.48155.44873.071125.34下906.951159.222上83.4784.5316.8333.8833.88106.48155.441096.901416.02下1130.781449.901上83.0584.9416.8343.2943.29106.48155.441320.311707.11下1363.601750.40C、D柱层号截面VCBVCDVDCC柱重D柱重NC上ND上NCND6上21.2278.4675.3133.8833.88153.53126.35253.21201.66下287.09235.545上16.8384.3883.6233.8833.88155.44106.48543.74425.64下577.62459.524上16.8384.6783.3333.8833.88155.44106.48834.56649.33下868.44683.213上16.8384.6383.3833.8833.88155.44106.481125.34873.07下1159.22906.952上16.8384.5383.4733.8833.88155.44106.481416.021096.90下1449.901130.781上16.8384.9583.0543.2943.29155.44106.481707.121320.31下1750.411363.60表3.19SGK作用下的柱子V计算层数截面MAMBMCMD柱高hVAVBVCVD6上柱67.43-45.3745.37-67.433.632.98-22.8122.81-32.98下柱51.28-36.7636.76-51.285上柱38.73-29.9029.9-38.733.622.49-17.1017.10-22.49下柱42.23-31.6531.65-42.234上柱45.41-33.1933.19-45.413.625.09-18.3818.38-25.09下柱44.91-32.9832.98-44.913上柱43.12-32.0332.03-43.123.623.59-17.5917.59-23.59下柱41.81-31.3131.31-41.812上柱47.03-34.5734.57-47.033.627.94-20.3120.31-27.94下柱53.55-38.5638.56-53.551上柱31.36-22.3922.39-31.364.610.23-7.307.30-10.23下柱15.68-11.2011.2-15.68图3.8SGK作用下的M图（单位：kN.m）

图3.9SGK作用下的V图（单位：kN）图3.10SGK作用下的N图（压为+，单位：kN）3.2.2可变荷载作用下的内力计算1．固端弯矩计算（1）求屋面梁固端弯矩：qAB=qCD即得：（2）求楼面梁固端弯矩：qAB=即得：2．迭代法内力计算用迭代法对活荷载下的固端弯矩进行分配，内力算法同恒荷载计算，详见表3.20。梁柱内力图如图3.11、3.12、3.13所示。表3.20SQK作用下的迭代计算表3.21SQK作用下的最终弯矩计算表3.22SQK作用下梁端V及M中计算AB跨层号qLqL^2/8qL/2MAMBMAB中∑M/LVA=qL/2-∑M/LVB=qL/2+∑M/L66.568.0052.4826.24-29.2133.6521.050.5625.69-26.8058.198.0065.5232.76-40.8743.0923.540.2832.48-33.0448.198.0065.5232.76-40.1743.0123.930.3632.41-33.1238.198.0065.5232.76-40.2643.0223.880.3532.42-33.1128.198.0065.5232.76-40.5943.0223.720.3032.46-33.0618.198.0065.5232.76-38.9842.9324.570.4932.27-33.25BC跨层号qLqL^2/8qL/2MBMCMBC中∑M/LVB=qL/2-∑M/LVC=qL/2+∑M/L64.003.205.126.40-10.3710.37-5.250.006.40-6.4057.003.208.9611.20-9.309.31-0.340.0011.20-11.2047.003.208.9611.20-10.0210.02-1.060.0011.20-11.2037.003.208.9611.20-9.939.94-0.970.0011.20-11.2027.003.208.9611.20-9.669.66-0.700.0011.20-11.2017.003.208.9611.20-11.1611.16-2.200.0011.20-11.20CD跨层号qLqL^2/8qL/2MCMDMCD中∑M/LVC=qL/2-∑M/LVD=qL/2+∑M/L66.568.0052.4826.24-33.6529.2121.05-0.5626.80-25.6958.198.0065.5232.76-43.0940.8723.54-0.2833.04-32.4848.198.0065.5232.76-43.0140.1823.93-0.3533.11-32.4138.198.0065.5232.76-43.0240.2623.88-0.3533.11-32.4228.198.0065.5232.76-43.0240.5923.72-0.3033.06-32.4618.198.0065.5232.76-42.9338.9824.57-0.4933.25-32.27表3.23SQK作用下柱子N计算A、B柱层号截面VABVBAVBCA柱重B柱重NA上NB上NANB6上25.6926.806.400029.3447.6455.0380.84下55.0380.845上32.4833.0411.200036.6373.44124.14198.52下124.14198.524上32.4133.1211.200036.6373.44193.18316.28下193.18316.283上32.4233.1111.200036.6373.44262.23434.03下262.23434.032上32.4633.0611.200036.6373.44331.32551.73下331.32551.731上32.2733.2511.200036.6373.44400.22669.62下400.22669.62C、D柱层号截面VCBVCDVDCC柱重D柱重NC上ND上NCND6上6.4026.8025.690047.6429.3480.8455.03下80.8455.035上11.2033.0432.480073.4436.63198.52124.14下198.52124.144上11.2033.1132.410073.4436.63316.27193.18下316.27193.183上11.2033.1132.420073.4436.63434.02262.23下434.02262.232上11.2033.0632.460073.4436.63551.72331.32下551.72331.321上11.2033.2532.270073.4436.63669.61400.22下669.61400.22表3.24SQK作用下柱子V计算层数截面MAMBMCMD柱高hVAVBVCVD6上柱24.81-16.3116.31-24.813.612.36-8.078.07-12.36下柱19.68-12.7412.74-19.685上柱15.69-10.0210.02-15.693.69.04-5.755.75-9.03下柱16.84-10.6910.69-16.834上柱17.84-11.2811.28-17.843.69.88-6.246.24-9.88下柱17.71-11.2011.2-17.713上柱17.05-10.8610.86-17.053.69.33-5.965.96-9.33下柱16.53-10.6010.6-16.532上柱18.56-11.7311.73-18.563.611.02-6.906.90-11.02下柱21.12-13.1213.12-21.121上柱12.36-7.637.64-12.364.64.03-2.492.49-4.03下柱6.18-3.823.82-6.18图3.11SQK作用下的M图(单位：kN.m)图3.12SQK作用下的V图（单位：kN）图3.13SQK作用下的N图（压为+，单位：kN）3.2.3重力荷载作用下的内力计算1．计算梁上重力荷载代表值屋面处就取该层结构永久荷载，而楼面取该层结构永久荷载外加上可变荷载的一半。（1）屋面荷载qAB（2）楼面荷载qABq2．计算固端弯矩（1）屋面MM（2）楼面MM3．内力计算重力荷载代表值下的内力分析、内力算法同恒荷载计算，详见表3.25。梁柱内力图如图3.14、3.15、3.16所示。

表3.25SGE作用下迭代计算表3.26SGE作用下最终弯矩计算表3.27SGE作用下的梁端V及M中计算AB跨层号qLqL^2/8qL/2MAMBMAB中∑M/LVA=qL/2-∑M/LVB=qL/2+∑M/L619.228.00153.7676.88-87.3199.0060.611.4675.42-78.34525.108.00200.80100.40-125.54130.5172.780.6299.78-101.02425.108.00200.80100.40-124.02130.5773.510.8299.58-101.22325.108.00200.80100.40-124.12130.5573.470.8099.60-101.20225.108.00200.80100.40-125.15130.6172.920.6899.72-101.08125.108.00200.80100.40-120.39129.9675.631.2099.20-101.60BC跨层号qLqL^2/8qL/2MBMCMBC中∑M/LVB=qL/2-∑M/LVC=qL/2+∑M/L613.263.2016.9721.22-29.7529.76-12.780.0021.21-21.22514.023.2017.9522.43-24.5424.54-6.590.0022.43-22.43414.023.2017.9522.43-25.7325.72-7.780.0022.44-22.43314.023.2017.9522.43-25.6725.67-7.720.0022.43-22.43214.023.2017.9522.43-24.7124.70-6.760.0022.44-22.43114.023.2017.9522.43-29.7729.77-11.820.0022.43-22.43CD跨层号qLqL^2/8qL/2MCMDMCD中∑M/LVC=qL/2-∑M/LVD=qL/2+∑M/L619.228.00153.7676.88-99.0087.3160.61-1.4678.34-75.42525.108.00200.80100.40-130.51125.5472.78-0.62101.02-99.78425.108.00200.80100.40-130.57124.0173.51-0.82101.22-99.58325.108.00200.80100.40-130.55124.1173.47-0.81101.21-99.60225.108.00200.80100.40-130.61125.1572.92-0.68101.08-99.72125.108.00200.80100.40-129.96120.3975.63-1.20101.60-99.20表3.28SGE作用下的柱子N计算A、B柱层号截面VABVBAVBCA柱重B柱重NA上NB上NANB6上75.4278.3421.2133.8833.88126.35153.53201.77253.08下235.21286.525上99.78101.4222.4333.8833.88124.80192.16459.79602.53下493.23635.974上99.58101.2222.4433.8833.88124.80192.16717.60951.79下751.04985.233上99.60101.2022.4333.8833.88124.80192.16975.441301.02下1008.881334.462上99.72101.0822.4433.8833.88124.80192.161233.391650.14下1266.831683.581上99.20101.6022.4343.2943.29124.80192.161490.831999.77下1540.072049.01C、D柱层号截面VCBVCDVDCC柱重D柱重NC上ND上NCND6上21.2278.3475.4233.8833.88153.53126.35253.09201.77下286.53235.215上22.43101.4299.7833.8833.88192.16124.80602.54459.79下635.98493.234上22.43101.2299.5833.8833.88192.16124.80951.79717.60下985.23751.043上22.43101.2199.6033.8833.88192.16124.801301.03975.44下1334.471008.882上22.43101.0899.7233.8833.88192.16124.801650.141233.39下1683.581266.831上22.43101.6099.2043.2943.29192.16124.801999.771490.83下2049.011540.07

表3.29SGE作用下的柱子V计算层数截面MAMBMCMD柱高hVAVBVCVD6上柱68.37-46.2146.22-68.373.634.99-24.1524.16-34.99下柱57.61-40.7440.75-57.615上柱49.20-36.3836.38-49.23.627.99-20.5220.52-27.97下柱51.55-37.4937.49-51.54上柱53.75-38.5538.54-53.753.629.82-21.4021.40-29.82下柱53.60-38.4938.49-53.63上柱51.79-37.5437.54-51.793.628.31-20.6120.61-28.31下柱50.13-36.6436.64-50.132上柱56.30-40.4440.43-56.293.633.45-23.7723.77-33.44下柱64.11-45.1345.13-64.111上柱37.56-26.2226.22-37.564.612.25-8.558.55-12.25下柱18.78-13.1113.11-18.78

图3.14SGE下的M图（单位：kN.m）图3.15SGE下的V图（单位：kN）图3.16SGE下的N图（压为+，单位：kN）湖南科技学院学士学位毕业论文3.2.4风荷载作用下的内力计算1．反弯点高度的确定计算方法根据i梁γ其中：γ0h为标准反弯点高度，以y表示；γ1表示上下梁线刚度改变对y值的修正；γ根据M上表3.30A、D轴柱反弯点高度层号63.00.430.2150000.2150.7753.00.430.3150000.3151.0543.00.430.3650000.3651.2933.00.430.4200000.4201.3623.00.430.55500-0.020.5551.7914.40.550.8600-0.00500.8603.81表3.31B、C轴柱反弯点高度层号63.01.50.3800000.3601.3553.01.50.4100000.4101.5343.01.50.4650000.4501.6233.01.50.5000000.4801.7123.01.50.52500-0.010.5152.2514.41.80.6150-0.00500.6252．梁柱内力计算如图.3.17所示，通过柱节点弯矩平衡，求出梁端弯矩，并根据左右线刚度分配，即可求出梁端弯矩。图3.17节点处弯矩示意图杆件内力计算：（1）左端弯矩∵解得：（2）右端弯矩∵解得：左右梁弯矩分配：即，将各个梁的梁端弯矩求出，见表3.32和表3.33。（3）剪力计算梁端剪力：V左＝V即，各梁的梁剪力见下表3.34。表3.32A、C边柱M、V和梁柱端M计算层号Vj∑DDD/∑DV/kNy值M上端(KN.m)M下端(KN.m)Mab=Mdc(KN.m)66.65106052154880.150.970.772.750.752.75514.01106052154880.152.051.135.052.315.80420.75106052154880.153.031.267.093.829.40327.49106052154880.154.011.498.475.9812.29234.23106052154880.155.001.809.009.0014.98141.2586148172800.208.273.846.2931.7715.29表3.33B、C中柱M、V和梁柱端M计算层号Vj∑DDD/∑DV/kNy值M上端(KN.m)M下端(KN.m)MBA=MCD(KN.m)MBC=MCB(KN.m)66.65106052375380.352.351.355.303.181.523.78514.01106052375380.354.961.5310.277.593.859.59420.75106052375380.357.341.6214.5411.906.3415.79327.49106052375380.359.731.7118.3916.648.6821.61234.23106052375380.3512.121.8021.8121.8111.0227.43141.2586148257940.3012.352.8821.2435.5712.3430.71表3.34各柱N和梁端V计算层号V/KNN/KN梁AB梁BC梁CDA轴B轴C轴D轴∆VNB∆VNC60.532.360.53-0.53-1.83-1.831.831.830.5351.215.991.21-1.74-4.79-6.614.796.611.7441.979.871.97-3.71-7.90-14.517.9014.513.7132.6213.502.62-6.33-10.88-25.3910.8825.396.3323.2517.143.25-9.58-13.89-39.2913.8939.299.5813.4519.193.45-13.03-15.74-55.0315.7455.0313.03注：轴力压力为+，拉力为-框架在风荷载作用下的内力图，如图3.18，图3.19，图3.20所示。图3.18SW左作用下的M图（单位：kN.m）

图3.19SW左作用下的V图（单位：kN）图3.20SW左作用下的N图（压为+，单位：kN）3.2.5横向地震作用下的内力计算建筑不到四十米，结构的刚度和质量由上至下均匀分布，以剪切变形为主，以底部剪力法计算水平剪力。首先，采用底部剪力法计算柱的剪力和反弯点的高度。该方法与风荷载法相同，可求得框架柱的柱端弯矩。计算见表3.35、3.36。内力图如图3.21、3.22、3.23所示。表3.35A、D轴边柱V和梁柱端M计算层号Vj∑DDD/∑DV/kNy值M上端(KN.m)M下端(KN.m)Mab=Mdc(KN.m)6415.81839140154880.025.120.7714.503.9414.505661.93839140154880.029.671.1323.8710.9227.824861.42839140154880.0213.351.2631.2316.8242.1631014.28839140154880.0216.171.4934.1224.0950.9421120.50839140154880.0218.131.8032.6332.6356.7311181.48674828172800.0326.713.8420.30102.5852.94表3.36B、C轴中柱V和梁柱端M计算层号Vj∑DDD/∑DV/kNy值M上端(KN.m)M下端(KN.m)MBA=MCD(KN.m)MBC=MCB(KN.m)6415.81839140375380.0412.421.3527.9416.768.0119.935661.93839140375380.0423.431.5348.4935.8418.7146.554861.42839140375380.0432.351.6264.0652.4128.6471.2631014.28839140375380.0439.191.7174.0767.0136.2690.2221120.50839140375380.0443.941.8079.0979.0941.88104.2211181.48674828257940.0439.882.8868.59114.8442.33105.34表3.37各柱N和梁端V计算层号V/KNN/KN梁AB梁BC梁CDA轴B轴C轴D轴∆VNB∆VNC62.8112.462.81-2.81-9.64-9.649.649.642.8155.8229.095.82-8.63-23.28-32.9223.2832.928.6348.8544.548.85-17.48-35.69-68.6135.6968.6117.48310.9056.3910.90-28.38-45.49-114.1045.49114.1028.38212.3365.1412.33-40.70-52.81-166.9152.81166.9140.70111.9165.8411.91-52.61-53.93-220.8453.93220.8452.61

图3.21SE左作用下的M图（单位：kN.m）图3.22SE左作用下的V图（单位：kN）图3.23SE左作用下的N图（压为+，单位：kN）3.3内力组合3.3.1梁端M调幅调幅：人为控制内力重分布满足设计要求，适当降低竖向荷载下现浇框架梁端的负弯矩，查《混规》得，调幅系数β可取0.8~0.9，现取β=0.85，具体过程详见表3.38。梁端负弯矩的调幅只需调幅边跨梁，跨中梁不需要进行调幅。取AB梁为调幅典例：利用所学的力学知识可求得该梁的负弯矩分别为：M左、M右图3.24弯矩调幅示意图（简支梁计算跨中弯矩）取和中的较大者。表3.38竖向荷载作用下框架梁弯矩调幅梁端弯矩调幅（单位kN.m)荷载类型位置梁梁端跨中M0调幅系数调后McM'跨中调后MMβM’M’永久荷载六层AB-86.3798.9761.090.85-73.4184.12153.7678.0778.07BC-30.5730.57-13.600.85-25.9825.9816.97-8.67-13.60五层AB-105.99109.0060.510.85-90.0992.65168.0079.9979.99BC-19.0219.02-5.550.85-16.1716.1713.47-2.43-2.43四层AB-103.68109.0461.640.85-88.1392.68168.0080.9580.95BC-20.8920.89-7.420.85-17.7617.7613.47-4.02-4.02三层AB-104.01109.0161.490.85-88.4192.66168.0080.8380.83BC-20.6620.66-7.190.85-17.5617.5613.47-3.83-3.83二层AB-104.81109.0761.060.85-89.0992.71168.0080.4680.46BC-19.8919.89-6.420.85-16.9116.9113.47-3.17-3.17一层AB-100.88108.4663.330.85-85.7592.19168.0082.3982.39BC-24.1924.19-10.720.85-20.5620.5613.47-6.83-10.72续表3.38梁端弯矩调幅（单位kN.m)荷载类型位置梁梁端跨中M0调幅系数调后McM'跨中调后MMβM’M’可变荷载六层AB-29.2133.6521.050.85-24.8328.6052.4826.8126.81BC-10.3710.37-5.250.85-8.818.815.12-3.59-5.25五层AB-40.8743.0923.540.85-34.7436.6365.5231.1531.15BC-9.309.31-0.340.85-7.917.918.971.241.24四层AB-40.1743.0123.930.85-34.1436.5665.5231.4831.48BC-10.0210.02-1.060.85-8.528.528.960.620.62三层AB-40.2643.0223.880.85-34.2236.5765.5231.4431.44BC-9.939.94-0.970.85-8.448.458.970.700.70二层AB-40.5943.0223.720.85-34.5036.5765.5331.3031.30BC-9.669.66-0.700.85-8.218.218.960.930.93一层AB-38.9842.9324.570.85-33.1336.4965.5332.0232.02BC-11.1611.16-2.200.85-9.499.498.96-0.35-0.35续表3.38梁端弯矩调幅（单位kN.m)荷载类型位置梁梁端跨中M0调幅系数调后McM'跨中调后MMβM’M’重力荷载六层AB-87.3199.0060.610.85-74.2184.15153.7777.6677.66BC-29.7529.76-12.780.85-25.2925.3016.97-7.98-12.78五层AB-125.54130.5172.780.85-106.71110.93200.8196.0096.00BC-24.5424.54-6.590.85-20.8620.8617.95-2.55-2.55四层AB-124.02130.5773.510.85-105.42110.98200.8196.6296.62BC-25.7325.72-7.780.85-21.8721.8617.95-3.56-3.56三层AB-124.12130.5573.470.85-105.50110.97200.8196.5996.59BC-25.6725.67-7.720.85-21.8221.8217.95-3.51-3.51二层AB-125.15130.6172.920.85-106.38111.02200.8096.1296.12BC-24.7124.70-6.760.85-21.0021.0017.95-2.70-2.70一层AB-120.39129.9675.630.85-102.33110.47200.8198.4298.42BC-29.7729.77-11.820.85-25.3025.3017.95-7.00-11.82江门市恩平一中实验楼设计3.3.2内力调整在实际计算中构件应使用净跨进行计算，即设计构件的内力取梁边或柱端处的内力。以上计算与调幅的内力均是柱梁中心处的内力，所以需对内力进行调整。调整方法：利用材料力学所学知识求边缘内力，过程如下：轴线处内力换算为梁支座边缘处内力计算见图3.25：图3.25截面示意图表3.39内力调整梁截面位置调整力荷载类型SGk永久荷载SGE重力荷载SQk可变荷载SW风荷载SE地震荷载左风右风左震右震6AB跨调整前梁左M-73.41-74.21-24.832.75-2.7514.50-14.50V75.3175.4225.69-0.530.53-2.812.81跨中M78.0777.6626.810.62-0.623.25-3.25V‐‐‐‐‐‐‐梁右M-84.12-84.15-28.60-1.521.52-8.018.01V-78.46-78.34-26.80-1.141.14-2.412.41梁上均布荷载q19.2219.226.56‐‐‐‐调整后梁左M-50.82-51.58-17.122.59-2.5913.66-13.66V69.5469.6523.72-0.530.53-2.812.81跨中M78.0777.6626.810.62-0.623.25-3.25V‐‐‐‐‐‐‐梁右M-60.58-60.65-20.56-1.181.18-7.297.29V-72.69-72.57-24.83-0.530.53-2.812.81续表3.39梁截面位置调整力荷载类型SGk永久荷载SGE重力荷载SQk可变荷载SW风荷载SE地震荷载左风右风左震右震6BC跨调整前梁左M-25.98-25.29-8.813.78-3.7819.93-19.93V21.2221.216.40-2.362.36-12.4612.46跨中M-13.60-12.78-5.250.000.000.000.00V‐‐‐‐‐‐‐梁右M-25.98-25.30-8.81-3.783.78-19.9319.93V-21.22-21.22-6.40-2.362.36-12.4612.46梁上均布荷载13.2613.264.00‐‐‐‐调整后梁左M-19.61-18.93-6.893.07-3.0716.19-16.19V17.2417.235.20-2.362.36-12.4612.46跨中M-13.60-12.78-5.250.000.000.000.00V‐‐‐‐‐‐‐梁右M-19.61-18.93-6.89-3.073.07-16.1916.19V-17.24-17.24-5.20-2.362.36-12.4612.46

续表3.39梁截面位置调整力荷载类型SGk永久荷载SGE重力荷载SQk可变荷载SW风荷载SE地震荷载左风右风左震右震1AB跨调整前梁左M-85.75-102.33-33.1315.29-15.2952.94-52.94V83.0599.2032.27-3.453.45-11.9111.91跨中M82.3998.4232.021.48-1.485.53-5.53V‐‐‐‐‐‐‐梁右M-92.19-110.47-36.49-12.3412.34-41.8841.88V-84.95-101.60-33.25-3.453.45-11.9111.91梁上均布荷载21.0025.108.19‐‐‐‐调整后梁左M-60.84-72.57-23.4514.26-14.2649.37-49.37V76.7591.6729.81-3.453.45-11.9111.91跨中M82.3998.4232.021.48-1.485.53-5.53V‐‐‐‐‐‐‐梁右M-66.71-79.99-26.52-11.3111.31-38.3138.31V-78.65-94.07-30.79-3.453.45-11.9111.91续表3.39梁截面位置调整力荷载类型SGk永久荷载SGE重力荷载SQk可变荷载SW风荷载SE地震荷载左风右风左震右震1BC跨调整前梁左M-20.56-25.30-9.4930.71-30.71104.22-104.22V21.2222.4311.20-19.1919.19-65.8465.84跨中M-10.72-11.820.350.000.000.000.00V‐‐‐‐‐‐‐梁右M-20.56-25.30-9.49-30.7130.71-104.22104.22V-21.22-22.43-11.20-19.1919.19-65.8465.84梁上均布荷载10.5214.027.00‐‐‐‐调整后梁左M-14.19-18.57-6.1324.95-24.9584.47-84.47V17.2517.178.64-19.1919.19-65.8465.84跨中M-10.72-11.820.350.000.000.000.00V‐‐‐‐‐‐‐梁右M-14.19-18.57-6.13-24.9524.95-84.4784.47V-17.25-17.17-8.64-19.1919.19-65.8465.843.3.3内力组合结构最不利组合。梁截面：+Mmax、-Mmax、Vmax；柱截面│M│max及其对应的N和V、Nmax及相对的M和V（M取最小值)、Nmin及相对的M、V（M取最大值）。（1）设计考虑结构抗震时，是重力荷载与地震荷载的组合，表达式：式中：S——结构构件内力组合的设计值；——重力荷载分项系数，一般情况用1.2；——水平地震作用分项系数，取1.3；——重力荷载代表值的效应；——水平地震作用标准值的效应；（2）设计不考虑结构抗震时，按着不同控制进行不同的组合，通常为以下的基本组合：1）组合由永久荷载效应控制2）组合由可变荷载效应控制式中：——永久荷载标准值构件计算截面上产生的内力标准值；——按底i个可变荷载标准值计算的内力标准值；——第i个可变荷载组合系数：活荷载取0.7，风荷载取0.6；——第i个可变荷载分项系数，一般取1.4；——永久分项系数；根据《高层规范》，本综合实验楼结构组合内力的形式有以下几种：（风）（风）（震）梁柱内力组合见表3.40、3.41。表3.40框架梁内力组合表层号截面内力SGk①SGE②SQk③SW左④SE左⑤1.2①+1.4×0.7③±1.4④1.2①+1.4③±1.4×0.6④1.35①+1.4×0.7③1.2②±1.3S⑤Mmax对V‐Mmax对VVmax对M左风右风左风右风左震右震6AB左M-50.82-51.58-17.122.5913.66-74.14-81.39-82.78-87.13-85.38-44.14-79.65--85.38-85.38V69.5469.6523.72-0.53-2.81105.95107.44116.21117.10117.1279.9387.23-117.12117.12AB中M78.0777.6626.810.623.25120.83119.09131.74130.70131.6797.4288.97131.74--AB右M-60.58-60.65-20.56-1.18-7.29-94.50-91.19-102.47-100.49-101.93-82.26-63.30--102.47-101.93V-72.69-72.57-24.83-0.53-2.81-112.30-110.82-122.44-121.54-122.46-90.74-83.43--122.44-122.46BC左M-19.61-18.93-6.893.0716.19-25.99-34.58-30.60-35.76-33.23-1.67-43.76--43.76-43.76V17.2417.235.20-2.36-12.4622.4829.0925.9929.9528.374.4836.87-36.8736.87BC中M-13.60-12.78-5.250.000.00-21.47-21.47-23.67-23.67-23.51-15.34-15.34-23.67--BC右M-19.61-18.93-6.89-3.07-16.19-34.58-25.99-35.76-30.60-33.23-43.76-1.67--43.76-43.76V-17.24-17.24-5.20-2.36-12.46-29.09-22.48-29.95-25.99-28.37-36.89-4.49--36.89-36.891AB左M-60.84-72.57-23.4514.2649.37-76.03-115.95-93.86-117.82-105.12-22.90-151.27--151.27-117.82V76.7591.6729.81-3.45-11.91116.48126.14130.94136.73132.8394.52125.49-125.49136.73AB中M82.3998.4232.021.485.53132.32128.18144.94142.45142.61125.29110.92144.94--AB右M-66.71-79.99-26.52-11.31-38.31-121.88-90.21-126.68-107.68-116.05-145.79-46.19--145.79-126.68V-78.65-94.07-30.79-3.45-11.91-129.38-119.72-140.38-134.59-136.35-128.37-97.40--128.37-140.38BC左M-14.19-18.57-6.1324.9584.4711.89-57.97-4.65-46.57-25.1687.53-132.10--132.10-132.10V17.2517.178.64-19.19-65.842.3056.0316.6848.9231.75-64.99106.20-106.00106.00BC中M-10.72-11.820.350.000.00-12.52-12.52-12.37-12.37-14.13-14.18-14.18-14.18--BC右M-14.19-18.57-6.13-24.95-84.47-57.9711.89-46.57-4.65-25.16-132.1087.53--132.10-132.10V-17.25-17.17-8.64-19.19-65.84-56.03-2.30-48.92-16.68-31.75-106.2064.99--106.00-106.00表3.41框架柱内力组合表柱类型层号截面内力SGk①SGE②SQk③SW左④SE左⑤1.2①+1.4×0.7③±1.4④1.2①+1.4③k+1.4×0.6④1.35①+1.4×0.7③1.2②±1.3⑤Nmax对M、VNmin对M、VMmax对N、VVmax对M、V左风右风左风右风左震右震A柱6柱顶M-67.43-68.37-24.812.7514.50-101.38-109.08-113.34-117.96-115.34-63.19-100.89-115.34-63.19-117.96-113.34V32.9834.9912.360.975.1253.0550.3357.6956.0756.6448.6435.3356.6448.6456.0757.69N201.66201.7755.03-0.53-2.81295.18296.66318.59319.48326.17238.47245.78326.17238.47319.48318.59柱底M51.2857.6119.68-0.75-3.9479.7781.8788.4689.7288.5164.0174.2588.5164.0189.7288.46V32.9834.9912.360.975.1253.0550.3357.6956.0756.6448.6435.3356.6448.6456.0757.69N235.54235.2155.03-0.53-2.81335.84337.32359.24360.14371.91278.60285.91