(好论文)土木工程毕业设计_屋盖、楼盖设计

二 屋盖、楼盖设计（一）屋盖1设计资料1）屋面做法：钢筋混凝土现浇板，20mm石灰砂浆抹底，20mm水泥砂浆找平，40120厚（1%找坡）膨胀珍珠岩保温层，四层作法防水层（一毡二油上铺小石子）2）屋面荷载：均布活荷载标准值2kN/m2(上人屋面)，雪荷载标准值为0.65kN/m23）材料：混凝土强度等级为C30；梁内受力纵筋为HRB335，其余为HPB235钢筋2屋盖的结构平面布置图3板的设计（弹性理论）1）荷载计算由于屋面均布活荷载标准值大于屋面雪荷载标准值，故取前者进行计算恒荷载标准值：20厚水泥混凝土找平0.0220=0.46kN/m240120厚（1%找坡）膨胀珍珠岩(0.08+0.16)27=0.546kN/m2四层作法防水层 0.36kN/m2100mm厚钢筋混凝土楼板 0.125=2.56kN/m220mm厚石灰砂浆抹底 0.0217=0.34kN/m2 小计 4.08 kN/m2荷载设计值g=1.24.08=4.90kN/m2 ，q=1.42.0=2.8kN/m2q/2=1.4kN/m2，g+q/2=6.3kN/m2，g+q=7.7kN/m22）弯矩计算计算过程见下页表中3）截面设计截面有效高度：假定选用8钢筋，则l01方向跨中截面的h01=80mm；l02方向跨中截面的h02=70mm；支座截面h0=80mm。最小配筋率：因为，故取smin=0.27%，则Asmin=0.27%1000100=270mm2截面设计时取用的弯矩设计值：中间跨的跨中截面及中间支座截面减小20%；边跨跨中截面及楼板边缘算起的第二个支座截面处，当lb/l01.5时减小20%，当lb/l0=1.52.0时减小10%；楼板的角区格不折减。- 18 -弯矩值计算表ABCDEFGHl01 (m)3.93.93.03.03.33.43.93.9l02 (m)7.27.27.83.93.93.97.27.2l01/l020.540.540.380.770.850.870.540.54m1(0.0388+0.20.0052) 6.33.92+(0.0232+0.20.0810) 1.43.92=4.58(0.0388+0.20.0052) 6.33.92+(0.0535+0.20.0099) 1.43.92=5.00(0.0400+0.20.0038) 6.33.92+(0.0965+0.20.0174) 1.43.92=3.57(0.0285+0.20.0136) 6.33.92+(0.0376+0.20.0196) 1.43.92=2.14(0.0246+0.20.0156) 6.33.92+(0.0225+0.20.0255) 1.43.92=2.32(0.0235+0.20.0159) 6.33.92+(0.0329+0.20.0124) 1.43.92=2.52(0.0388+0.20.0052) 6.33.92+(0.0907+0.20.0203) 1.43.92=5.84(0.0388+0.20.0052) 6.33.92+(0.0121+0.20.0504) 1.43.92=4.29m2(0.0052+0.20.0388) 6.33.92+(0.0810+0.20.0232) 1.43.92=3.07(0.0052+0.20.0388) 6.33.92+(0.0099+0.20.0535) 1.43.92=1.68(0.0038+0.20.0400) 6.33.92+(0.0174+0.20.0965) 1.43.92=1.13(0.0136+0.20.0285) 6.33.92+(0.0196+0.20.0376) 1.43.92=1.44(0.0156+0.20.0246) 6.33.92+(0.0255+0.20.0225) 1.43.92=1.87(0.0159+0.20.0235) 6.33.92+(0.0124+0.20.0329) 1.43.92=1.81(0.0052+0.20.0388) 6.33.92+(0.0203+0.20.0907) 1.43.92=2.06(0.0052+0.20.0388) 6.33.92+(0.504+0.20.0121) 1.43.92=2.37m1-0.08177.73.92=-9.57-0.08177.73.92=-9.57-0.08297.73.02=-5.74-0.06867.73.02=-4.75-0.06267.73.32=-5.25-0.06117.73.42=-5.44-0.08177.73.92=-9.57-0.08177.73.92=-9.57m2-0.05717.73.92=-6.69-0.05717.73.92=-6.69-0.05707.73.02=-3.95-0.05637.73.02=-3.90-0.05517.73.32=-4.62-0.05477.73.42=-4.87-0.05717.73.92=-6.69-0.05717.73.92=-6.69为了便于计算，近似取=0.95，计算过程见下表屋面板配筋计算表跨中截面h0(mm)m (kNm)As(mm2)配筋实配As (mm2)Al01方向800.84.58=3.66229.38180282l02方向700.83.07=2.45175.48180282Bl01方向805.00313.38150335l02方向701.68120.38180282Cl01方向800.83.57=2.86179.28180282l02方向700.81.13=0.9165.28180282Dl01方向802.14134.18180282l02方向701.44103.18180282El01方向802.32145.48180282l02方向701.87133.98180282Fl01方向800.82.52=2.01125.98180282l02方向700.81.81=1.45103.88180282Gl01方向800.85.84=4.67292.68160318l02方向700.82.06=1.65118.28180282Hl01方向804.29268.88180282l02方向702.37169.78180282支座截面h0(mm)m (kNm)As(mm2)配筋实配As (mm2)A-A80-0.89.57=-7.65479.310160491A-Bl01方向80-0.89.57=-7.65479.310160491l02方向80-0.86.69=-5.35335.210200393A-Cl01方向80-0.89.57=-7.65479.310160491l02方向80-0.86.69=-5.35335.210200393A-Gl01方向80-0.89.57=-7.65479.310160491l02方向80-0.86.69=-5.35335.210200393A-H80-0.89.57=-7.65479.310160491B-D80-0.86.69=-5.35335.210200393C-C80-0.83.95=-3.16198.010200393C-D80-0.83.95=-3.16198.010200393E-F80-0.85.44=-4.35272.610200393F-F80-0.85.44=-4.35272.610200393F-G80-0.86.69=-5.35335.210200393边缘支座截面h0(mm)m (kNm)As(mm2)配筋实配As (mm2)A80-6.69419.210180436Bl01方向80-9.57599.610180654l02方向80-6.69419.210180436Dl01方向80-4.75297.610200393l02方向80-3.90244.410200393El01方向80-5.25328.910200393l02方向80-4.62289.510200393F80-4.87305.110200393Hl01方向80-9.57599.610180654l02方向80-6.69419.2101804364次梁的设计1）次梁l1次梁l1跨度7.2m，次梁截面高度h=l/18l/12=7200/187200/12=400mm600mm，取h=600mm，截面宽度取b=200mm。（1）荷载设计值板传来的荷载p=2pe=27.44kN/m次梁自重0.2(0.6-0.1)251.2=3kN/m次梁粉刷0.02(0.6-0.1)2+0.2171.2=0.5kN/m则荷载总设计值g+q=30.94kN/m（2）内力计算弯矩设计值：跨中 支座 剪力设计值：跨中 支座 （3）正截面受弯承载力计算跨中按T形截面计算翼缘宽度的确定如下：,取,三者中的最小值，即=1400mm混凝土强度等级为C30，fc=14.3N/mm2，ft=1.43N/mm2。纵向受力钢筋采用HRB335，fy=300N/mm2;箍筋采用HPB235，fyv=210N/mm2 故跨中为第一类T形截面，可按矩形截面进行计算Asmin=200565max0.2%,0.451.43/300=242mm2跨中：配置416(As=804mm2)支座：配置314(As=462mm2)（4）斜截面受剪承载力计算验算截面尺寸,，由下式可知截面尺寸满足要求计算所需箍筋采用6双肢箍筋，计算截面尺寸由,得故根据构造确定箍筋间距，取s=200mm2）次梁l2次梁l2跨度3.9m，次梁截面高度h=l/18l/12=3900/183900/12=217mm325mm，取h=320mm，截面宽度取b=150mm。（1）荷载设计值板传来的荷载p=2pe=18.28kN/m次梁自重0.15(0.32-0.1)251.2=0.99kN/m次梁粉刷0.02(0.32-0.1)2+0.15171.2=0.24kN/m则荷载总设计值g+q=19.51kN/m（2）内力计算弯矩设计值：跨中 支座 剪力设计值：跨中 支座 （3）正截面受弯承载力计算跨内按T形截面计算翼缘宽度=1350mm，h0=285mm 故跨中为第一类T形截面，可按矩形截面进行计算Asmin=150285max0.2%,0.451.43/300=92mm2跨中：配置214(As=308mm2)支座：配置212(As=226mm2)（4）斜截面受剪承载力计算验算截面尺寸,，由下式可知截面尺寸满足要求计算所需箍筋采用6双肢箍筋，计算截面尺寸由,得故根据构造确定箍筋间距，取s=200mm（二）楼盖以第四层楼盖为例1设计资料1）楼面做法：钢筋混凝土现浇板，20mm石灰砂浆抹底，20mm水泥砂浆找平，水磨石面层。2）楼面荷载：均布活荷载标准值2kN/m23）材料：混凝土强度等级为C30；梁内受力纵筋为HRB335，其余为HPB235钢筋2楼盖盖的结构平面布置图见下页 3板的设计（弹性理论）1）荷载计算恒荷载标准值：水磨石面层 0.65 kN/m220厚水泥混凝土找平0.0220=0.46kN/m2100mm厚钢筋混凝土楼板 0.125=2.56kN/m220mm厚石灰砂浆抹底 0.0217=0.34kN/m2 小计 4.01 kN/m2荷载设计值g=1.24.01=4.81kN/m2 ，q=1.42.0=2.8kN/m2q/2=1.4kN/m2，g+q/2=6.21kN/m2，g+q=7.61kN/m2）弯矩计算计算过程见第13页表中3）截面设计截面有效高度：假定选用8钢筋，则l01方向跨中截面的h01=80mm；l02方向跨中截面的h02=70mm；支座截面h0=80mm。最小配筋率smin=0.27%，则Asmin=0.27%1000100=270mm2截面设计时取用的弯矩设计值：中间跨的跨中截面及中间支座截面减小20%；边跨跨中截面及楼板边缘算起的第二个支座截面处，当lb/l01.5时减小20%，当lb/l0=1.52.0时减小10%；楼板的角区格不折减。为了便于计算，近似取=0.95，计算过程见下表楼面板配筋计算表跨中截面h0(mm)m (kNm)As(mm2)配筋实配As (mm2)Al01方向800.84.53=3.62226.88180282l02方向700.83.05=2.44174.78180282Bl01方向804.94309.58150335l02方向701.66118.98180282Cl01方向800.83.54=2.83177.38180282l02方向700.81.12=0.9064.58180282Dl01方向802.12132.88180282l02方向701.42101.78180282El01方向802.30144.18180282l02方向701.85132.58180282Fl01方向800.82.49=1.99124.78180282l02方向700.81.79=1.43102.48180282Gl01方向800.85.78=4.62289.58160318l02方向700.82.04=1.63116.78180282弯矩值计算表ABCDEFGl01 (m)3.93.93.03.03.33.43.9l02 (m)7.27.27.83.93.93.97.2l01/l020.540.540.380.770.850.870.54m1(0.0388+0.20.0052) 6.213.92+(0.0232+0.20.0810) 1.43.92=4.53(0.0388+0.20.0052) 6. 213.92+(0.0535+0.20.0099) 1.43.92=4.94(0.0400+0.20.0038) 6. 213.92+(0.0965+0.20.0174) 1.43.92=3.54(0.0285+0.20.0136) 6. 213.92+(0.0376+0.20.0196) 1.43.92=2.12(0.0246+0.20.0156) 6. 213.92+(0.0225+0.20.0255) 1.43.92=2.30(0.0235+0.20.0159) 6. 213.92+(0.0329+0.20.0124) 1.43.92=2.49(0.0388+0.20.0052) 6. 213.92+(0.0907+0.20.0203) 1.43.92=5.78m2(0.0052+0.20.0388) 6. 213.92+(0.0810+0.20.0232) 1.43.92=3.05(0.0052+0.20.0388) 6. 213.92+(0.0099+0.20.0535) 1.43.92=1.66(0.0038+0.20.0400) 6. 213.92+(0.0174+0.20.0965) 1.43.92=1.12(0.0136+0.20.0285) 6. 213.92+(0.0196+0.20.0376) 1.43.92=1.42(0.0156+0.20.0246) 6. 213.92+(0.0255+0.20.0225) 1.43.92=1.85(0.0159+0.20.0235) 6. 213.92+(0.0124+0.20.0329) 1.43.92=1.79(0.0052+0.20.0388) 6. 213.92+(0.0203+0.20.0907) 1.43.92=2.04m1-0.08177.613.92=-9.46-0.08177. 613.92=-9.46-0.08297. 613.02=-5.68-0.06867. 613.02=-4.70-0.06267. 613.32=-5.19-0.06117. 613.42=-5.38-0.08177. 613.92=-9.46m2-0.05717. 613.92=-6.61-0.05717. 613.92=-6.61-0.05707. 613.02=-3.90-0.05637. 613.02=-3.86-0.05517. 613.32=-4.57-0.05477. 613.42=-4.81-0.05717. 613.92=-6.61楼面板配筋计算表（续表）支座截面h0(mm)m (kNm)As(mm2)配筋实配As (mm2)A-A80-0.89.46=-7.57474.310160491A-Bl01方向80-0.89.46=-7.57474.310160491l02方向80-0.86.61=-5.29331.510200393A-Cl01方向80-0.89.46=-7.57474.310160491l02方向80-0.86.61=-5.29331.510200393A-Gl01方向80-0.89.46=-7.57474.310160491l02方向80-0.86.61=-5.29331.510200393C-C80-0.83.90=-3.12195.510200393C-D80-0.83.90=-3.12195.510200393E-F80-0.85.38=-4.30269.410200393F-F80-0.85.38=-4.30269.410200393F-G80-0.86.61=-5.29331.510200393边缘支座截面h0(mm)m (kNm)As(mm2)配筋实配As (mm2)A80-6.61414.210180436Bl01方向80-9.46592.710180654l01方向80-6.61414.210180436Dl01方向80-4.70294.510200393l01方向80-3.86241.910200393El01方向80-5.19325.210200393l01方向80-4.57286.310200393F80-4.81301.4102003934次梁的设计1）次梁l1次梁l1跨度7.2m，次梁截面高度h=l/18l/12=7200/187200/12=400mm600mm，取h=600mm，截面宽度取b=200mm。（1