《建筑设计中的内力组合计算案例综述》2700字

建筑设计中的内力组合计算案例综述1.1.框架梁、柱控制截面内力计算对于现浇框架，可取弯矩调幅系数为0.8~0.9，得到调幅后的梁端弯矩，并求出跨中弯矩、梁端剪力、控制截面内力等汇总表，本设计取0.8。1.恒载作用表2-49调幅后梁端弯矩汇总表（kN·m）层次A柱右B柱左B柱右C柱左C柱右D柱左6-84.14297.830-24.03424.034-97.83084.1425-98.830107.562-14.41214.412-107.56298.8304-97.900106.372-14.94214.942-106.37297.9003-97.863106.355-14.95114.951-106.35597.8632-98.062106.538-14.85414.854-106.53898.0621-92.711103.342-17.31817.318-103.34292.711表2-50调幅后跨中弯矩汇总表（kN·m）层次ABBCCD6112.688-18.503112.6885112.177-9.512112.1774113.237-10.042113.2373113.264-10.051113.2642113.073-9.954113.0731117.346-12.418117.346表2-51调幅后梁端剪力汇总表（kN）层次A柱右B柱左B柱右C柱左C柱右D柱左688.993-92.5957.902-7.90292.595-88.993599.560-101.8587.000-7.000101.858-99.560499.594-101.8247.000-7.000101.824-99.594399.592-101.8267.000-7.000101.826-99.592299.594-101.8247.000-7.000101.824-99.594199.310-102.1087.000-7.000102.108-99.310（1）调幅后梁跨中弯矩求法AB跨：q=26.8477kN/mM=1/8ql2-(84.142+97.830)/2=88.312kN·mAB跨：q=q均=5.644kN/mM=1/8ql2-(28.200+28.200)/2=-23.225kN·m同理可求出其余各层梁跨中弯矩。（2）调幅后梁端剪力计算BC跨：VVlBC=5.644×7.6+22.01×7.1×(1-3.9/14.2)-80.331=73.768kNCD跨：VrCD=-7.902kNVlCD=7.902kN同理可求出其余各层梁的剪力。（3）控制截面内力计算1）梁端弯矩、剪力以第六层为例AB跨：MlBC`=M+V×b/2-q1×b/2×b/4-1/2×b/2×b/2/a×q2×1/3×b/2=-57.753kN·mVlBC`=V-q1×b/2-1/2×b/2×b/2/a×q2=70.361kNMrBC`=M+V×b/2+q1×b/2×b/4+1/2×b/2×b/2/a×q2×1/3×b/2=0kN·mVrBC`=V+q1×b/2+1/2×b/2×b/2/a×q2=-90.353kN同理可求出其余各层梁端弯矩、剪力。2）柱端弯矩以第六层B柱为例=27.166kN·m同理可求出其余各层柱的柱端弯矩。表2-52控制截面梁端弯矩汇总表（kN·m）层次A柱右B柱左B柱右C柱左C柱右D柱左6-57.75370.36100-70.36157.7535-69.56377.60600-77.60669.5634-68.62376.42600-76.42668.6233-68.58676.40800-76.40868.5862-68.78576.59200-76.59268.7851-63.51973.31100-73.31163.519表2-53控制截面梁端剪力汇总表（kN）层次A柱右B柱左B柱右C柱左C柱右D柱左686.751-90.3530090.353-86.751595.407-97.7050097.705-95.407495.441-97.6710097.671-95.441395.439-97.6730097.673-95.439295.441-97.6710097.671-95.441195.157-97.9550097.955-95.1572.活载作用同恒载作用下的计算过程。计算结果汇总如下：表2-55调幅后梁端弯矩汇总表（kN·m）层次A柱右B柱左B柱右C柱左C柱右D柱左6-28.14634.378-7.3397.339-34.37828.1465-34.06036.973-4.0714.071-36.97334.0604-33.64536.557-4.2574.257-36.55733.6453-33.63236.552-4.2604.260-36.55233.6322-33.70136.615-4.2264.226-36.61533.7011-31.84335.504-5.0825.082-35.50431.843表2-56调幅后跨中弯矩汇总表（kN·m）层次ABBCCD619.591-7.33919.591515.336-4.07115.336415.752-4.25715.752315.761-4.26015.761215.695-4.22615.695117.179-5.08217.179表2-57调幅后梁端剪力汇总表（kN）层次A柱右B柱左B柱右C柱左C柱右D柱左620.825-22.4650.0000.00022.465-20.825521.262-22.0280.0000.00022.028-21.262421.262-22.0280.0000.00022.028-21.262321.261-22.0290.0000.00022.029-21.261221.262-22.0280.0000.00022.028-21.262121.163-22.1270.0000.00022.127-21.163表2-58控制截面梁端弯矩汇总表（kN·m）层次A柱右B柱左B柱右C柱左C柱右D柱左6-16.23720.82900-20.82916.2375-20.86423.00900-23.00920.8644-20.53222.67700-22.67720.5323-20.52222.67300-22.67320.5222-20.57722.72300-22.72320.5771-19.11321.81100-21.81119.113表2-59控制截面梁端剪力汇总表（kN）层次A柱右B柱左B柱右C柱左C柱右D柱左620.818-22.1300022.130-20.818521.167-21.7810021.781-21.167421.167-21.7810021.781-21.167321.167-21.7810021.781-21.167221.167-21.7810021.781-21.167121.089-21.8590021.859-21.089表2-60控制截面柱端弯矩汇总表（kN·m）层次B柱上B柱下C柱上C柱下D柱上D柱下E柱上E柱下67.9428.630-4.821-5.7534.8215.753-7.942-8.63054.5617.868-3.196-5.3483.1965.348-4.561-7.86844.8317.857-3.290-5.3473.2905.347-4.831-7.85734.8487.790-3.295-5.3243.2955.324-4.848-7.79024.7029.167-3.239-5.9663.2395.966-4.702-9.16714.1612.593-2.723-1.6972.7231.697-4.161-2.5933.雪载作用同活载作用下计算过程，计算结果汇总如下：表2-61调幅后梁端弯矩汇总表（kN·m）层次A柱右B柱左B柱右C柱左C柱右D柱左6-18.31822.192-4.5944.594-22.19218.3185-26.97029.369-3.3703.370-29.36926.9704-26.91629.246-3.4063.406-29.24626.9163-26.90629.242-3.4083.408-29.24226.9062-26.96129.292-3.3813.381-29.29226.9611-25.47428.403-4.0664.066-28.40325.474表2-62调幅后跨中弯矩汇总表（kN·m）层次ABBCCD620.427-4.59420.427522.683-3.37022.683422.772-3.40622.772322.779-3.40822.779222.726-3.38122.726123.914-4.06623.914表2-63调幅后梁端剪力汇总表（kN）层次A柱右B柱左B柱右C柱左C柱右D柱左616.806-17.8260.0000.00017.826-16.806521.329-21.9610.0000.00021.961-21.329421.338-21.9520.0000.00021.952-21.338321.338-21.9520.0000.00021.952-21.338221.338-21.9520.0000.00021.952-21.338121.260-22.0300.0000.00022.030-21.260表2-64控制截面梁端弯矩汇总表（kN·m）层次A柱右B柱左B柱右C柱左C柱右D柱左6-13.29016.85800-16.85813.2905-20.58822.79800-22.79820.5884-20.53222.67700-22.67720.5323-20.52222.67300-22.67320.5222-20.57722.72300-22.72320.5771-19.11321.81100-21.81119.113表2-65控制截面梁端剪力汇总表（kN）层次A柱右B柱左B柱右C柱左C柱右D柱左616.669-17.6890017.689-16.669+521.158-21.7900021.790-21.158421.167-21.7810021.781-21.167321.167-21.7810021.781-21.167221.167-21.7810021.781-21.167121.089-21.8590021.859-21.0894.风荷载作用风荷载为水平荷载，不需要调幅。以第六层B柱为例梁端弯矩：A右：M`=M+V×b/2=3.022kN·mB左：M`=M+V×b/2=0.937kN·m柱端弯矩：=4.786kN·m同理可求出其余各层梁和柱端弯矩。表2-67控制截面梁端弯矩汇总表（kN·m）层次A柱右B柱左B柱右C柱左C柱右D柱左63.0220.9372.3382.3380.9373.02256.9242.6196.3976.3972.6196.924412.5784.65011.38211.3824.65012.578316.4626.54915.91915.9196.54916.462221.8218.25820.16820.1688.25821.821128.42810.99226.79126.79110.99228.4285.水平地震作用水平地震作用与风荷载作用下控制截面内力计算方法相同。表2-69控制截面梁端弯矩汇总表（kN·m）层次A柱右B柱左B柱右C柱左C柱右D柱左6458.221141.969354.236354.236141.969458.2215943.072360.786880.178880.178360.786943.07241545.444574.5451405.6181405.618574.5451545.44431862.136742.4431804.1601804.160742.4431862.13622272.038859.9392100.1082100.108859.9392272.03812620.2451011.9522466.5122466.5121011.9522620.2451.2框架梁控制截面内力组合1.风荷载作用以第六层框架梁为例，说明持久设计状况时，在1.2SGK+1.4SWK,1.2SGK+1.4× 1.0SQK+1.4×0.6SWK,1.2SGK+1.4×1.0×0.7SQK+1.4SWK,1.0SGK+1.4×1.0SQK+1.4×0.6SWK,1.0SGK+1.4×1.0×0.7SQK+1.4SWK组合项中以第三种组合项为例来说明各控制截面内力组合值的计算方法。左风作用时，各控制截面的弯矩和剪力组合值：MA=1.2SGK+1.4×0.7SQK+1.4SWK=80.985kN·mMAl=1.2SGK+1.4×0.7SQK+1.4SWK=-106.157kN·mMBr=1.2SGK+1.4×0.7SQK+1.4SWK=-103.534kN·mVA=1.2SGK+1.4×0.7SQK+1.4SWK=103.955kNVBl=1.2SGK+1.4×0.7SQK+1.4SWK=-112.831kNVBr=1.2SGK+1.4×0.7SQK+1.4SWK=0kN右风作用时，各控制截面的弯矩和剪力组合值：MA=1.2SGK+1.4×0.7SQK+1.4SWK=-77.896kN·mMBl=1.2SGK+1.4×0.7SQK+1.4SWK=-98.735kN·mMBr=1.2SGK+1.4×0.7SQK+1.4SWK=-24.257kN·mVA=1.2SGK+1.4×0.7SQK+1.4SWK=116.371kNVBl=1.2SGK+1.4×0.7SQK+1.4SWK=-120.860kNVBr=1.2SGK+1.4×0.7SQK+1.4SWK=0kN其余各层计算结果见内力组合表。2.地震作用以第六层框架梁为例，说明地震作用设计状况下，在1.2×（SGK+0.5SQK）＋1.3SDK,1.0×（SGK＋0.5SQK）+1.3SDK,1.0×（SGK＋0.5SQK）+1.0SDK组合项中以第一种组合项为例来说明各控制截面内力组合值的计算方法。左震作用时，各控制截面的弯矩和剪力组合值：MA=1.2×（SGK+0.5SQK）+1.3SEK=1.2×（-57.753-0.5×13.290）＋1.3×458.221=531.289kN·mMBl=1.2×（SGK+0.5SQK）+1.3SEK=-263.350kN·mMBr=1.2×（SGK+0.5SQK）+1.3SEK=460.507kN·mVA=1.2×（SGK+0.5SQK）+1.3SDK=2.639kNVBl=1.2×（SGK+0.5SQK）+1.3SDK=-230.550kNVBr=1.2×（SGK+0.5SQK）+1.3SDK=-68.175kN右震作用时，各控制截面的弯矩和剪力组合值：MA=1.2×（SGK+0.5SQK）+1.3SDK=-518.410kNMBl=1.2×（SGK+0.5SQK）+1.3SDK=-460.506kN·mMBr=1.2×（SGK+0.5SQK）+1.3SDK=-460.506kN·mVA=1.2×（SGK+0.5SQK）+1.3SDK=418.623kNVBl=1.2×（SGK+0.5SQK）+1.3SDK=-230.500kNVBr=1.2×（SGK+0.5SQK）+1.3SDK=644.0666kN1.3框架柱的控制截面内力组合柱的控制截面为其上端、下端截面，为了简化计算，可偏于安全取上下层梁轴线处。1.风荷载作用以第六层框架梁为例，说明持久设计状况时，在1.2SGK+1.4SWK,1.2SGK+1.4× 1.0SQK+1.4×0.6SWK,1.2SGK+1.4×1.0×0.7SQK+1.4SWK,1.0SGK+1.4×1.0SQK+1.4×0.6SWK,1.0SGK+1.4×1.0×0.7SQK+1.4SWK组合项中以第三种组合项为例来说明各控制截面内力组合值的计算方法。左风作用时：A柱上端：M=1.2SGK+1.4×0.7SQK＋1.4SWK=1.2×37.896＋1.4×0.7×11.106-1.4×2.278=53.125kN·mN=1.2SGK+1.4×0.7SQK＋1.4SWK=513.024kNV=1.2SGK+1.4×0.7SQK＋1.4SWK=-36.364kNA柱下端：M=1.2SGK+1.4×0.7SQK＋1.4SWK=65.054kN·mN=1.2SGK+1.4×0.7SQK＋1.4SWK=558.730kNV=1.2SGK+1.4×0.7SQK＋1.4SWK=-36.364kN右风作用时：A柱上端：M=1.2SGK+1.4×0.7SQK＋1.4SWK=59.504kN·mN=1.2SGK+1.4×0.7SQK＋1.4SWK=514.606kNV=1.2SGK+1.4×0.7SQK＋1.4SWK=-39.775kNA柱下端：M=1.2SGK+1.4×0.7SQK＋1.4SWK=69.761kN·mN=1.2SGK+1.4×0.7SQK＋1.4SWK=560.312kNV=1.2SGK+1.4×0.7SQK＋1.4SWK=-39.775kN其余各层柱计算结果见内力组合表。2.地震作用以第六层A柱为例，说明地震作用设计状况下，在1.2×（SGK+0.