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1、第5章 框架KJ-3设计5.1 结构布置及结构简图的确定5.1.1框架结构计算尺寸的确定 A跨度 取柱中心线之间的距离,为7200 mm。 B 底层高度取基础顶面到二层楼面板顶面之间的距离,室外高差为300 mm,假定室外地坪至基础顶面之间的距离为500 mm。H1=3900+500+300=4700 mm C 二、三层高度取楼板屋面板顶面到楼板顶面之间的距离,即H2= H3=3600mm D节点 对现浇整体式框架,梁柱节点为刚接,底层柱端为固定支座。5.1.2计算简图图5-1 横向框架计算简图5.2 框架KJ-3梁、柱线刚度的计算表5-1 梁柱线刚度构件构件位置截面bh跨度lm杆件线刚度ic
2、= 梁A1 B1跨3007007.27.15104B1 C1跨3007007.25.36104A2 B2跨3007007.27.15104B2 C2跨3007007.25.36104A3 B3跨3007007.27.15104B3C3跨3007007.27.15104中柱三层3505003.63.04104二层3505003.63.04104底层3505004.72.33104边柱三层3504003.61.56104二层3504003.61.56104底层3504004.71.19104备注砼C30,Ec=3.0104N/mm对现浇楼盖, 边跨梁I=1.5I0 ,中框架梁取I=2.0I0某节点
3、的弯矩分配与该节点所连接的所有构件线刚度成比例,线刚度大的分配系数大。任何节点所连接构件的分配系数之和为1,具体如下表计算：表5-2 梁柱弯矩分配系数表节点线刚度104kNm分配系数节点线刚度104kNm分配系数节点线刚度104kNm分配系数A30.82B30.41C30.820.180.180.180.41A20.15B20.16C20.180.700.390.640.150.160.18续表5-20.29A10.16B10.17C10.190.720.400.660.120.130.150.305.3 KJ-3的结构构件尺寸及线刚度、弯矩分配 图5-2 KJ-3结构尺寸线刚度弯矩分配示意图
4、5.4 力计算简图恒荷载作用下的力计算简图 ： 图5-3 恒载作用下KJ-3计算简图5.5 框架KL-3竖向恒载作用力计算表5-3 屋面恒荷载统计恒荷载种类恒荷载标注值女儿墙重0.20.547.5+0.060.2625=1.2 kN / m女儿墙外粉刷17+0.0050.620+17=0.468 kN / m小计 1.668kN / m180高砖墩上搁60060040预制钢筋混凝土板0.0425=1 kN / m240mm厚C20细石混凝土防水层配6200双向钢筋,随捣随抹光g=25kN / m30.0425=1 kN / m220mm厚1:3水泥砂浆找平层g=20kN / m30.0220=
5、0.4 kN / m250200mm厚膨胀珍珠岩保温找坡层 g=10kN / m30.12510=1.25 kN / m220mm厚1:3水泥砂浆找平层上做油膏、胶泥一度隔气 g=20kN / m30.0220=0.4 kN / m2现浇钢筋混凝土屋面板 g=25kN / m30.1025=2.5 kN / m215mm厚1:2:4混合砂浆粉底 g=17kN / m30.01517=0.255 kN / m2小计6.805 kN / m2KL-A梁自重0.2525=2.5 kN / mKL-A梁侧粉刷 0.0217=0.136 kN / mKL-A梁外侧粉刷 17+0.040.56+0.005
6、0.520=0.34kN / m小计2.976 kN / mKL-B梁自重0.2525=2.5 kN / mKL-B梁侧粉刷0.02217=0.272kN / m小计2.772kN / mCL-13梁自重0.225=1.5 kN / mCL-13梁侧粉刷0.02217=0.204 kN / m小计1.704 kN / mKL-3梁自重0.325=4.5 kN / mKL-3梁两侧粉刷 0.02217=0.408 kN / m小计4.908 kN / mG31女儿墙传来1.6684.5=7.51 kNKL-A梁传来2.9764.5=13.39 kN板传来6.8054.51.8/2=27.56 k
7、N小计50.95kNG32CL梁传来1.7044.5=7.67 kN板传来6.8054.51.8=55.12 kN小计62.79kNG33CL梁传来1.7044.5=7.67 kN板传来6.8054.51.8=55.12 kN小计62.79kNG34CL梁传来1.7044.5=7.67 kN板传来6.8054.51.8=55.12 kN小计62.79kNG35KL-B梁传来2.7724.5=12.474 kN 板传来0.9286.8052.4/24.5+6.8054.51.8/2=61.66kN小计 74.13kNG35CL梁传来1.7044.5=7.67 kN板传来0.9286.8052.4
8、4.5=68.20 kN小计75.87 kNG37G37CL梁传来1.7044.5=7.67 kN板传来0.9286.8052.44.5=68.20 kN小计75.87 kN G38女儿墙传来1.6684.5=7.51 kN KL-C梁传来2.9764.5=13.39 kN 板传来0.9286.8051.24.5=34.10 kN小计55.00 kN M31外偏50.950.075=3.82 kNmM32外偏55.000.075=4.13 kNmg31KJ-3梁均布荷载4.91kN/mg32KJ-3梁均布荷载4.91kN/m板的三角形荷载26.8055/82.4/2=10.208kN/m小计1
9、5.12kN/m表5-4 二层恒荷载统计恒荷载种类恒荷载标注值8mm厚600*600防滑地砖面层g=22kN / m3 0.01222=0.264 kN / m210mm厚1:2水泥砂浆结合层g=20kN / m3 0.0120=0.2 kN / m220mm厚1:3水泥砂浆面层 g=20kN / m30.0220=0.4 kN / m2现浇钢筋混凝土楼面板 g=25kN / m3 0.1025=2.5 kN / m215mm厚1:2:4混合砂浆粉底 g=17kN / m30.01517=0.255 kN / m2小计3.619 kN / m2KL-A梁自重0.2525=2.5 kN / mK
10、L-A梁侧粉刷 0.0217=0.136 kN / mKL-A梁外侧粉刷 17+0.040.56+0.0050.520=0.34kN / m小计2.976 kN / mKL-B梁自重0.2525=2.5 kN / mKL-B梁侧粉刷0.02217=0.272kN / m小计2.772kN / mCL-13梁自重0.225=1.5 kN / mCL-13梁侧粉刷0.02217=0.204 kN / m小计1.704 kN / mKL-3梁自重0.325=4.5 kN / mKL-3梁两侧粉刷 0.02217=0.408 kN / m小计4.908 kN / m外墙自重3.6-0.50.27.5+
11、3.6-0.50.0217+3.6-0.50.046+3.6-0.50.00520+3.6-0.50.0217=7.812kN/m铝合金节能窗重0.45 kN/m2纵向墙自重纵向框架梁KL-B下3.6-0.50.27.5+23.6-0.50.0217=6.758 kN/m纵向墙自重纵向次梁下3.6-0.40.27.5+23.6-0.40.0217=6.976 kN/m横向墙自重3.6-0.70.27.5+23.6-0.70.0217=6.322 kN/mG11G11外砖墙自重7.8124.5-7.52.12.40.285=24.381 kN铝合金节能窗重2.12.40.45=2.268 kNK
12、L-A梁传来2.9764.5=13.392 kN板传来3.6194.51.8/2=14.657 kN柱自重0.350.43.625-0.30.70.3525=10.76kN小计65.46 kNG12CL梁传来1.7044.5=7.668 kN板传来3.6194.51.8=29.31 kN小计36.98 kNG13CL梁传来1.7044.5=7.668 kN板传来3.6194.51.8=29.31 kN小计36.98 kNG14CL梁传来1.7044.5=7.668 kN板传来3.6194.51.8=29.31 kN纵向墙传来纵向次梁下6.9764.5=31.392 kN小计68.37 kNG1
13、5KL-B梁传来2.7724.5=12.474 kN板传来0.9283.6192.4/24.5/2+3.6194.5/21.95/2+3.6194.51.8/2=31.664kN纵向墙传来纵向框架梁KL-B下6.7584.5/2=15.205 kN柱自重0.350.53.625-0.30.70.3525=13.91kN小计73.25 kNTG11TL传来 15.193.3/2=25.06 kN楼梯横梁及墙传来1.2/4.5=17.538 kNPTB传来1-2 2+ 3 3.441.85/23.3/2=4.541 kNTB传来6.416=38.11 kN小计85.25 kNG16CL梁传来1.7
14、044.5/2=3.834 kN板传来0.9283.6192.44.5/2=18.136kN小计21.97 kNG17CL梁传来1.7044.5/2=3.834 kN板传来0.9283.6192.44.5/2=18.136kN小计21.97 kNTG12梯柱传来0.20.255.7-3.9-0.20.350.225=1.9 kNTL传来 15.193.3/2=25.06 kNPTB传来1-2 2+ 3 3.441.85/23.3/2=4.541 kNTB传来6.4163.3/23.3/22=34.94 kN合计66.44 kNG18外砖墙自重7.8124.5-7.52.12.40.285=24
15、.381 kN铝合金节能窗重2.12.40.45=2.268 kNKL-C梁传来2.9764.5=13.392 kN板传来0.9283.6194.5/22.4/2=9.068 kN柱自重0.350.43.625-0.30.70.3525=10.76kN小计59.87 kN M11外偏65.460.075=4.91 kNmM12外偏59.870.075=4.49 kNmg11KJ-3梁均布荷载4.908 kN/m横向墙自重6.322 kN/m小计11.23g12KJ-3梁均布荷载4.908 kN/m板的三角形荷载3.6195/82.4/2=2.71 kN/m横向墙自重6.322 kN/m小计13
16、.94 kN/m表5-5 三层恒荷载统计G21外砖墙自重7.8124.5-7.52.12.40.285=24.381 kN铝合金节能窗重2.12.40.45=2.268 kNKL-A梁传来2.9764.5=13.392 kN板传来3.6194.51.8/2=14.657 kN柱自重0.350.43.625-0.30.70.3525=10.76kN小计65.46 kNG22CL梁传来1.7044.5=7.668 kN板传来3.6194.51.8=29.31 kN小计36.98 kNG23CL梁传来1.7044.5=7.668 kN板传来3.6194.51.8=29.31 kN小计36.98 kN
17、G24CL梁传来1.7044.5=7.668 kN板传来3.6194.51.8=29.31 kN小计36.98 kNG25KL-B梁传来2.7724.5=12.474 kN板传来0.9283.6192.4/24.5/2+3.6194.5/21.95/2+3.6194.51.8/2=31.664kN柱自重0.350.53.625-0.30.70.3525=13.91kN小计58.64 kNG26KL-B梁传来2.7724.5/2=6.237 kN板传来0.9283.6192.44.5/2=18.136kN小计24.37 kNG27KL-B梁传来2.7724.5/2=6.237 kN板传来0.92
18、83.6192.44.5/2=18.136kN小计24.37 kNTG21TL传来 15.193.3/2=25.06 kN楼梯横梁及墙传来1.2/4.5=17.538 kNPTB传来1-2 2+ 3 3.441.85/23.3/2=4.541 kNTB传来6.4163.3/23.3/2=17.47kN小计64.61 kNG28外砖墙自重7.8124.5-7.52.12.40.285=24.381 kN铝合金节能窗重2.12.40.45=2.268 kNKL-C梁传来2.9764.5=13.392 kN板传来0.9283.6194.5/22.4/2=9.068 kN柱自重0.350.43.625
19、-0.30.70.3525=10.76kN小计59.87 kN M21外偏65.460.075=4.91 kNmM22外偏59.870.075=4.49 kNm g21KJ-3梁均布荷载4.908 kN/m小计4.91 kN/mg22KJ-3梁均布荷载4.908 kN/m板的三角形荷载3.6195/82.4/2=2.71 kN/m横向墙自重6.322 kN/m小计13.94 kN/m5.6 固端弯矩计算表 5-6 固端弯矩计算表A3B3 跨计算简图-21.20-63.575-21.191-56.511=-162.4821.20+21.191+63.575+56.511=162.48- 1/12
20、4.917.2= -21.201/124.917.2=21.20-62.791.85.4/7.2=- 63.57562.791.85.4/7.2=21.191-62.791.85.4/7.2= -21.19162.791.85.4/7.2=63.575- 1/862.797.2= -56.5111/862.797.2= 56.511B3 C3 跨计算简图-121.392- 65.32=- 186.71121.392+ 65.32=186.71-75.872.44.8+4.82.4/7.2= -121.39275.872.44.8+4.82.4/7.2=121.392-1/1215.127.2=
21、- 65.321/1215.127.2=65.32A2B2 跨计算简图-21.211-37.442-12.480-33.282=- 104.4221.211+12.480+37.442+33.282=104.42-1/124.917.2= -21.2111/124.917.2= 21.211-36.981.85.4/7.2=-37.44236.985.41.8/7.2=12.480-36.985.41.8/7.2=-12.48036.981.85.4/7.2= 37.442-1/836.987.2=-33.2821/836.987.2=33.282B2 C2 跨计算简图-38.992- 66.
22、987- 60.221=-166.2038.992+24.881+60.221=124.09-24.372.44.8+4.82.4/7.2=-38.99224.372.44.8+4.82.4/7.2=38.992- 64.611.955.25 /7.2=- 66.98764.615.251.95/7.2=24.881-1/1213.947.2= - 60.2211/1213.947.2= 60.221A1B1 跨计算简图-48.514-37.442-23.075-33.282=- 142.3148.514+12.480+69.225+33.282=163.50-11.237.2/12=-48.
23、51411.237.2/12=48.514-36.981.85.4/7.2=-37.44236.985.41.8/7.2=12.480-68.375.41.8/7.2=-23.07568.375.41.8/7.2=69.225-36.983.63.6/7.2=-33.28236.983.63.6/7.2=33.282B1 C1 跨计算简图-35.15-88.39-60.22-23.47=-207.2335.15+32.83+60.22+67.86=196.06-21.972.44.8+4.82.4/7.2=-35.1521.972.44.8+4.82.4/7.2=35.15-85.251.95
24、5.25/7.2=-88.3985.255.251.95/7.2=32.83- 1/1213.947.2=-60.221/1213.947.2=60.22-66.445.351.85/7.2=-23.4766.441.855.35/7.2=67.865.7 节点不平衡弯矩计算表5-7 节点不平衡弯矩计算节点不平衡弯矩值kNmA3B3C3A2B2C2A1B1C15.8 利用弯矩二次分配法求各杆端弯矩图5-4 恒载作用下二次弯矩法求杆端弯矩88 / 8859 梁剪力及跨间最大弯矩MmaxA.梁剪力及胯间最大弯矩表5-8 梁剪力及胯间最大弯矩Mmax计算构件计算过程A3B3计算简图 A2B2计算简图
25、 A1B1计算简图 B3C3计算简图 B2C2计算简图 B1C1计算简图备注：弯矩逆时针为正B.柱剪力计算表5-9柱剪力计算表构件计算简图M图 V图A3A2A2A1A1A0B3B2B2B1B1B0C3C2C2C1C1C0C.柱轴力计算表5-10柱轴力计算构件计算简图柱顶轴力柱底轴力轴力图A3A2A2A1A1A0B3B2B2B1B1B0C3C2C2C1C1C0D.力图绘制图5-5 恒载作用下弯矩图 图5-6 恒载作用下剪力图 图5-7 恒载作用下轴力图5.10 框架KJ-3在竖向活荷载作用下力计算活荷载按满布考虑5.10.1 计算简图活荷载作用下的力计算简图 ： 图5-8 活载作用下KJ-3计算
26、简图表5-10 屋面活荷载统计活荷载种类活荷载标准值Q31 0.54.51.8/2=2.03M31 2.030.075=0.15Q32 - Q34 0.54.51.8 =4.06Q35 0.54.51.8/2+0.9280.54.52.4/2=4.53Q36 0.9280.54.52.4=5.01Q37 0.9280.54.52.4=5.01Q38 0.9280.54.52.4/2=2.51M38 2.510.075=0.19q3 三角形荷载折算为均布荷载 5/80.52.4/22=0.75表5-11 三层活荷载统计活荷载种类活荷载标注值Q21 3.04.51.8/2=12.15 M21 12
27、.150.075=0.91Q22 Q24 3.04.51.8=24.30Q25 3.04.51.8/2 + 0.9283.04.5/22.4/2 + 3.01.95/23.3/2=24.49Q26 0.9283.04.5/22.4=15.03Q27 0.9283.04.5/22.4=15.03Q28 0.9283.04.5/22.4/2=7.52 M22 7.520.075=0.56q2 三角形荷载折算为均布荷载 5/83.02.4/2=2.25TQ21 PTB传来 3.01.95/23.3/2=4.83 kNTB传来 3.03.3/23.3/2=8.17 kN小计13.00 kN表5-12
28、二层活荷载统计活荷载种类活荷载标注值Q11 2.54.51.8/2=10.13 M11 10.130.075=0.76Q12 Q14 2.54.51.8=20.25Q15 2.54.51.8/2 + 0.9282.54.5/22.4/2 + 2.51.95/23.3/2=20.41Q16 0.9282.54.5/22.4=12.53Q17 0.9282.54.5/22.4=12.53Q18 0.9282.54.5/22.4/2=6.27 M12 6.270.075=0.47q1 三角形荷载折算为均布荷载 5/82.52.4/2=1.88TQ11 PTB传来 3.01.95/23.3/2=4.0
29、2 kNTB传来3.0=16.34 kN小计20.36 kNTQ12 PTB传来 3.01.85/23.3/2=4.02 kNTB传来3.0=17.82 kN小计21.84 kN5.10.2 固端弯矩计算表 5-13 固端弯矩计算表A3B3 跨计算简图- 4.11-1.37-3.65=-9.131.37+4.11+3.65=9.13-4.061.85.4/7.2 = - 4.114.061.85.4/7.2=1.37-4.061.85.4/7.2= -1.374.061.85.4/7.2=4.11- 1/84.067.2= -3.65 1/84.067.2= 3.65B3 C3 跨计算简图-8
30、.02-3.24=- 11.268.02+ 3.24=11.26-5.012.44.8+4.82.4/7.2= -8.025.012.44.8+4.82.4/7.2=8.02-1/120.757.2=-3.241/120.757.2=3.24A2B2 跨计算简图-24.60-8.20-21.87=- 54.678.20+24.60+21.87=54.67-24.301.85.4/7.2=-24.6024.305.41.8/7.2=8.20-24.305.41.8/7.2=-8.2024.301.85.4/7.2= 24.60-1/824.307.2=-21.871/824.307.2=21.8
31、7B2 C2 跨计算简图-24.05- 13.48- 9.72=-47.2524.05+5.01+9.72=38.78-15.032.44.8+4.82.4/7.2=-24.0515.032.44.8+4.82.4/7.2=24.05- 13.001.955.25/7.2=- 13.4813.005.251.95/7.2=5.01-1/122.257.2= - 9.721/122.257.2= 9.72A1B1 跨计算简图-20.50-6.83-18.23=- 45.566.83+20.50+18.23=45.56-20.251.85.4/7.2=-20.5020.505.41.8/7.2=6
32、.83-20.255.41.8/7.2= -6.83 20.255.41.8/7.2= 20.50 -20.253.63.6/7.2= -18.2320.253.63.6/7.2= 18.23 B1 C1 跨计算简图-20.05-21.11-8.12-7.71=- 56.9920.05+7.84+8.12+22.31= 58.32-12.532.44.8+4.82.4/7.2=-20.0512.532.44.8+4.82.4/7.2=20.05-20.361.955.25/7.2= -21.1120.365.251.95 /7.2=7.84- 1/121.887.2= -8.121/121.887.2=8.12-21.845.351.85/7.2= -7.7121.841.855.35 /7.2=22.315.10.3 节点不平衡弯矩计算表5-14 节点不平衡弯矩计算节点不平衡弯矩值kNmA3B3C3A2B2C2A1B1C15.10.4 利用弯矩二次分配求各杆端弯矩 图5-9 活荷载作用下二次弯矩分配法求杆端弯矩5.10.5 梁剪力及跨间最大弯矩Mmax表5-15 梁剪力及胯间最大弯矩Mmax计算构件计算过程5.9 梁剪力及跨间最大弯矩MmaxA3B3计算简图 A2B2计算简图 A1B1
