2 屋盖楼盖设计.docx

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1、二屋盖、楼盖设计（-）屋盖1 .设计资料D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,4012（）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2kNm上人屋面），雪荷载标准值为0.65kN?3）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34 .板的设计（弹性理论）D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0.02x20=0.46kNm240120厚（1%找坡）膨胀珍珠岩（0.08+0.1

2、6）27=0.546kNm2四层作法防水层0.36kNm2IoOmm厚钢筋混凝土楼板0.125=2.56kNm220mm厚石灰砂浆抹底0.02x17=0.34kN?小计4.08kNm2荷载设计值g=1.24.08=4.90kNm2,q=1.42.0=2.8kNm2q2=1.4kNm2fg+q2=6.3kNm2,g+q=7.7kNm22）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68钢筋，贝IJkn方向跨中截面的h0=80mm；&方向跨中截面的ho2=7Omm；支座截面ho=80mm0.f127最酉己筋率：因为0.45,=0.45X=0.27%02%,故取PSmin=O.27%

3、,贝IJfy21OAsmin=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1b101.5时减小20%,当1b1o=1.5-2.O时减小10%；楼板的角区格不折减。弯矩值计算表ABCDEFGH1o(m)3.93.93.03.03.33.43.93.9I02(m)7.27.27.83.93.93.97.27.21O20.540.540.380.770.850.870.540.54m(0.0388+0.20.0052)x6.3x3.92+(O.O232+O.2O.O81O)X1.4x3.9

4、2=4.58(0.0388+0.20.0052)6.33.92+(0.0535+0.2x0.0099)1.43.92=5.00(O.O4OO+O.2O.OO38)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)X1.4x3.92=2.14(0.0246+0.20.0156)633.92+(0.0225+0.2x0.0255)X1.4x3.92=2.32(0.0235+0.2x0.0159)6.33.92+(0.0329+0.20.0124)1.43.92=2.52(O.O388+

5、O.2O.OO52)6.33.92+(0.0907+0.2x0.0203)1.43.92=5.84(O.O388+O.2O.OO52)6.33.92+(0.0121+0.2x0.0504)X1.4x3.92=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

6、.92+(0.0196+0.20.0376)1.43.92=1.44(0.0156+0.20.0246)x6.3x3.92+(0.0255+0.20.0225)1.43.92=1.87(O.O159+O.2O.O235)6.33.92+(0.0124+0.20.0329)1.43.92=1.81(O.OO52+O.2O.O388)6.33.92+(0.0203+0.2x0.0907)1.43.92=2.06(O.OO52+O.2O.O388)6.33.92+(0.504+0.2x0.0121)X1.4x3.92=2.37m,-0.08177.73.92=-9.57-0.08177.73.92=

7、-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=-9.57-0.05717.73.92=-0.05717.73.92=-0.05707.73.02=-0.05637.73.02=-0.05517.73.32=-0.05477.73.42=-0.05717.73.92=-0.05717.73.92=m2-6.69-6.69-3.95-3.90-4.62-4.87-6.69-6.69为了便于计算，近似取尸0.9

8、5,As=-0.95nOr计算过程见下表屋面板配筋计算表跨中截面ho(mm)m(kNm)As(mm2)配筋实配As(mm2)AIoi方向800.84.58=3.66229.38(g180282102方向700.83.07=2.45175.48(g180282BIoi方向805.00313.38150335102方向701.68120.38(g180282CIoi方向800.83.57=2.86179.281802821。2方向700.81.13=0.9165.28(g180282DIoi方向802.14134.181802821。2方向701.44103.18180282EIoi方向802.3

9、2145.481802821。2方向701.87133.98(g180282FIoi方向800.82.52=2.01125.98180282102方向700.81.81=1.45103.88180282GIoi方向800.85.84=4.67292.68(g160318102方向700.82.06=1.65118.28180282HIoi方向804.29268.8818028202方向702.37169.78180282支座截面ho(mm)m(kNm)As(mm2)配筋实配AS(mm2)A-A80-0.89.57=-7.65479.310160491A-BIoi方向80-0.89.57=-7.

10、65479.310(g160491102方向80-0.86.69=-5.35335.210(g200393A-CIoi方向80-0.89.57=-7.65479.310(g160491102方向80-0.86.69=-5.35335.210200393A-GIoi方向80-0.89.57=-7.65479.310()160491102方向80-0.86.69=-5.35335.210200393A-H80-0.89.57=-7.65479.310160491B-D80-0.86.69=-5.35335.2010200393C-C80-0.83.95=-3.16198.010(g200393C-

11、D80-0.8x3.95=3.16198.010200393E-F80-0.85.44=-4.35272.610()200393F-F800.8x5.44=4.35272.610(g200393F-G80-0.86.69=-5.35335.210200393边缘支座截面ho(mm)m(kNm)As(mm2)配筋实配As(mm2)A80-6.69419.2010180436BIoi方向80-9.57599.610(g180654102方向80-6.69419.210(g180436DIoi方向80-4.75297.610(g2003931。2方向80-3.90244.410(g200393EIo

12、i方向80-5.25328.910(g2003931()2方向80-4.62289.510(g200393F80-4.87305.110(g200393HIoi方向80-9.57599.610(g180654102方向80-6.69419.20101804364.次梁的设计1)次梁h次梁Ii跨度7.2m1次梁截面高度h=1181/12=7200/187200/12=400mm600mm,取h=600mm,截面宽度取b=200mmo(1)荷载设计值I3oP,=(g+q)=7.7-=15.02kN/mpe=(1-2a12+13)p,=13.72kN/m板传来的荷载p=2pe=27.44kNm次梁自重0.2x(0.6-0.1)x25x1.2=3kNm次梁粉刷0.02x(0.6-0.1)x2+0.2x171.2=0.5kNm则荷载总设计值g+q=30.94kNm(2)内力计算弯矩设计值：跨中M=j(g+q)102=-j30.947.22=133.7kNm支座M=-(g+q)102=一/X30.94x7.22=6.8kNm剪力设计值：跨中V=O支座V=；(g+