《建筑設計中的內(nèi)力組合計算案例綜述》2700字

建筑設計中的內(nèi)力組合計算案例綜述1.1.框架梁、柱控制截面內(nèi)力計算對于現(xiàn)澆框架，可取彎矩調(diào)幅系數(shù)為0.8~0.9，得到調(diào)幅后的梁端彎矩，并求出跨中彎矩、梁端剪力、控制截面內(nèi)力等匯總表，本設計取0.8。1.恒載作用表2-49調(diào)幅后梁端彎矩匯總表（kN·m）層次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調(diào)幅后跨中彎矩匯總表（kN·m）層次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調(diào)幅后梁端剪力匯總表（kN）層次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）調(diào)幅后梁跨中彎矩求法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同理可求出其余各層梁跨中彎矩。（2）調(diào)幅后梁端剪力計算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同理可求出其余各層梁的剪力。（3）控制截面內(nèi)力計算1）梁端彎矩、剪力以第六層為例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同理可求出其余各層梁端彎矩、剪力。2）柱端彎矩以第六層B柱為例=27.166kN·m同理可求出其余各層柱的柱端彎矩。表2-52控制截面梁端彎矩匯總表（kN·m）層次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控制截面梁端剪力匯總表（kN）層次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.活載作用同恒載作用下的計算過程。計算結果匯總如下：表2-55調(diào)幅后梁端彎矩匯總表（kN·m）層次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調(diào)幅后跨中彎矩匯總表（kN·m）層次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調(diào)幅后梁端剪力匯總表（kN）層次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控制截面梁端彎矩匯總表（kN·m）層次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控制截面梁端剪力匯總表（kN）層次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控制截面柱端彎矩匯總表（kN·m）層次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.雪載作用同活載作用下計算過程，計算結果匯總如下：表2-61調(diào)幅后梁端彎矩匯總表（kN·m）層次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調(diào)幅后跨中彎矩匯總表（kN·m）層次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調(diào)幅后梁端剪力匯總表（kN）層次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控制截面梁端彎矩匯總表（kN·m）層次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控制截面梁端剪力匯總表（kN）層次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.風荷載作用風荷載為水平荷載，不需要調(diào)幅。以第六層B柱為例梁端彎矩：A右：M`=M+V×b/2=3.022kN·mB左：M`=M+V×b/2=0.937kN·m柱端彎矩：=4.786kN·m同理可求出其余各層梁和柱端彎矩。表2-67控制截面梁端彎矩匯總表（kN·m）層次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與風荷載作用下控制截面內(nèi)力計算方法相同。表2-69控制截面梁端彎矩匯總表（kN·m）層次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框架梁控制截面內(nèi)力組合1.風荷載作用以第六層框架梁為例，說明持久設計狀況時，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組合項中以第三種組合項為例來說明各控制截面內(nèi)力組合值的計算方法。左風作用時，各控制截面的彎矩和剪力組合值：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右風作用時，各控制截面的彎矩和剪力組合值：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其余各層計算結果見內(nèi)力組合表。2.地震作用以第六層框架梁為例，說明地震作用設計狀況下，在1.2×（SGK+0.5SQK）＋1.3SDK,1.0×（SGK＋0.5SQK）+1.3SDK,1.0×（SGK＋0.5SQK）+1.0SDK組合項中以第一種組合項為例來說明各控制截面內(nèi)力組合值的計算方法。左震作用時，各控制截面的彎矩和剪力組合值：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右震作用時，各控制截面的彎矩和剪力組合值：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框架柱的控制截面內(nèi)力組合柱的控制截面為其上端、下端截面，為了簡化計算，可偏于安全取上下層梁軸線處。1.風荷載作用以第六層框架梁為例，說明持久設計狀況時，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組合項中以第三種組合項為例來說明各控制截面內(nèi)力組合值的計算方法。左風作用時：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右風作用時：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其余各層柱計算結果見內(nèi)力組合表。2.地震作用以第六層A柱為例，說明地震作用設計狀況下，在1.2×（SGK+0.