1、B-C 轴间框架梁均布荷载为:恒载=梁自重+板传荷载=3.9 kN/m+8.44kN/m=12.34kN/m 活载=板传荷载=0.84kN/m恒载=梁自重+板传荷载=3.9 kN/m+6.73kN/m=10.63kN/m活载=板传荷载=4.22kN/m6.3 框架计算简图6.4.梁固端弯矩梁端弯矩以绕杆端顺时针为正,反之为负。固端弯矩=(均布荷载跨度)/12=ql2/12荷载部位边跨中跨跨度均布固端弯矩左右恒荷载顶层7.224.31-105.02105.022.712.34-7.50其它层20.54-88.7388.7310.63-6.46活荷载1.89-8.168.160.84-0.517.
2、56-32.6632.664.22-2.56竖向荷载作用下框架梁的固端弯矩6.5框架节点分配系数 如下表边柱节点中柱节点b右= ib右/( ib右+iz下)=0.442c下= iz下/(ib右+ib下)=0.558b左= ib左/(ib左+iz下+ib右)=0.318b右= ib右/(ib左+iz下+ib右)=0.281c下= ic下/(ib右+ib下+ib右)=0.401标准层b右= ib右/( ib右+iz下+iz上)=0.284c上下= iz上/( ib右+iz下+iz上)=0.358b左= ib左/(ib左+iz下+ iz上+ib右)=0.227b右= ib右/(ib左+iz下+ iz
3、上+ib右)=0.201c上= iz上/(ib左+iz下+ iz上+ib右)=0.286c下= iz下/( ib左+iz下+ iz上+ib)=0.286底层=0.304c上= iz上/(iz下+ iz上+ib右)=0.384c下= iz下/(iz下+ iz上+ib右)=0.312b左= ib左/(ib左+iz下+ iz上+ib右)=0.240b右= ib右/(ib左+iz下+ iz上+ib右)=0.212c上= iz上/(ib左+iz下+ iz上+ib右)=0.303c下= iz下/(ib左+iz下+ iz上+ib右)=0.2466.6恒载产生弯矩分配与传递方法:首先将各点的分配系数填在相应方
4、框内,将梁的固端弯矩填写在框架横梁相应位置上,然后将节点放松,把各节点不平衡弯矩同时进行分配。假定远端固定进行传递(不向滑动端传递),右(左)梁分配弯矩向左(右)梁传递,上(下)分配弯矩向下(上)柱传递(传递系数均为0.5)。第一次分配弯矩传递后,再进行第二次弯矩分配。梁弯矩的调幅(由于钢筋混凝土结构具有塑性内力重分布性质,因此在重力荷载作用下对梁端弯矩进行调幅,调幅系数为0.8;对跨中弯矩进行调幅,调幅系数1.2.)1、恒载作用下的弯距楼层AB跨BC跨左端中间右端MM5-74.28-59.42-73.60-88.3293.5874.86-38.11-30.49-26.87-32.2438.1
5、130.494-85.73-68.58-48.78-58.5486.91369.53-19.24-15.39-9.55-11.4619.2415.393-81.94-65.55-49.56-59.4785.1468.11-20.80-16.64-11.11-13.3320.8016.642-82.25-65.80-49.33-59.2085.3068.24-20.66-16.53-10.97-13.1620.6616.531-73.46-58.77-55.34-66.4182.0665.65-24.18-19.34-14.49-17.3924.1819.34注: 1)M为调幅后的弯距。2)弯矩
6、符号逆时针为正2、活载作用下的弯距-7.82-6.26-7.40-8.888.346.67-1.96-1.57-1.19-1.431.961.57-28.14-22.51-19.55-23.4630.7424.59-8.37-6.70-4.52-5.428.376.70-29.16-23.33-18.73-22.4831.3725.10-7.81-6.25-3.96-4.757.816.25-29.28-23.42-17.14-20.57344327.54-7.76-6.21-3.91-4.697.766.21-27.02-21.62-20.36-24.4330.2524.20-9.05-7.
7、24-5.2-6.249.057.246.7梁端剪力:均布荷载下: V=Vqb/21、 恒载作用下梁端剪力q(kn/m)L(m)ql/2M/LV左V右V左V右梁端剪力87.522.9384.8490.2077.5582.9173.940.5773.7874.1067.6267.940.8673.5074.3867.3468.2273.5274.3667.3668.201.2772.7575.1366.5968.97BC跨梁端剪力16.660.0012.9614.3511.16注:就采用调幅前的值2、活载作用下梁端剪力层次Q(kn/m)Ql/2A B跨6.8040.0726.7326.8766.
8、176.3127.220.36126.85927.58125.310.30726.91327.52724.6525.260.71526.50527.93524.2425.670.44926.77127.66924.5025.401.130.0000.885.704.436.8柱轴力和剪力1.恒载作用下的柱轴力剪力(1) 边柱层截面横梁剪力(kN)纵向荷载柱 重边柱轴力边柱剪力1154.3333.70139.1734.4022172.873369.13142.91315.7821.4344176.61349.4855142.63492.1122.6466176.33525.8177142.656
9、68.4624.8288176.35702.169941.46141.88844.048.741010183.34885.50说明: 假定外纵墙受力荷载完全由纵梁承受。为本层荷载产生的轴力。柱重:首 层:0.6 0.6264.43=41.46kN 顶 层:3.6=33.7kN其他层: a 顶层荷载:女儿墙:0.80.24104.5=8.06kN连系梁 :3.254.5=14.625kN屋面荷载:4.52=31.64kN =54.33kN b 标准层荷载楼面荷载:2=25.25kN连系梁:墙重:6.293.6(4.5-3.3)=27.17kN窗: 3.30.32.1=2.07kN =69.13k
10、N(2) 中柱:中柱轴力中柱剪力71.995178.8625.89212.56213.70560.405148.86361.4217.25182.56395.12149.14544.2617.82182.84577.96147.61725.5719.41181.31759.27149.89909.167.00191.35950.621. 顶层荷载 =12(2.7/2/4.5)2+(2.7/2/4.5)3=0.8472+5.00.8472=57.37kN 连系梁 : =71.995kN2. 标准层荷载楼面荷载2+3.992=45.78kN =60.405kN2. 活载作用下的柱轴力剪力边柱中柱VAA 柱轴力A柱VB左VB右B 柱轴 力剪 力(kN)6.588.0064.4926.8633.597.4627.5823.2831.2876.7626.9160.508.127.5332.2364.5146.5326.5187.016.6427.9433.6498.1497.1126.77113.785.0327.6733.37131.522.56
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