砌体结构计算书

砌体结构设计计算书1. 结构布置结构布置采用横墙承重方案，楼板以及屋面板为100厚的现浇钢筋混凝土板，层高为 3m,墙体选择MU10的砖砌24墙。* 吕寸9结构布置图1.1构造柱布置按建筑抗震设计规范GB500112001规定，对于7度设防六层砌体结构，在外墙 四角，楼梯间四角，较大洞口两侧，大房间内外墙交接处，各内墙与外墙交接处设置构造柱。构造柱截面采用240mmx 240mm，纵向钢筋采用412，箍筋间距为150mm。1.2圈梁的布置按建筑抗震设计规范GB500112001规定，7度设防现浇钢筋混凝土圈梁，在内外 纵横墙屋盖处及每层楼盖处设置圈梁圈。梁截面尺寸 240mmx 200mm，圈梁纵筋采用 伸10，箍筋采用4 8200。因层数超过四层，所有纵横墙隔层设置，沿墙长配置210纵向钢筋。2. 荷载计算根据结构布置图知，选择最不利墙体。轴墙体来计算其承载能力，取1m宽为设计单 元。0.30 KN / m 20.40 KN / m20.52 KN / m 20.05 KN / m 20.40 KN / m22.5 KN / m 20.26 KN / m22.1屋面荷载APP改性沥青找平防水层20厚水泥砂浆找平层平均150厚保温找坡层APP改性沥青隔气层20厚水泥砂浆找平层现浇钢筋混凝土楼板100厚15厚水泥砂浆找平层永久荷载标准值 4.43 KN / m2活荷载标准值0.70 KN / m2由屋盖传给计算墙体的荷载标准值：N1 = Gk + Qk = (4.43 + 0.70) x2 x (4.2 + 3.6) x1 = 20.0KN设计值：由可变荷载控制的组合N1a = 1.2Gk + 1.4Qk = (1.2x 4.43 +1.4 x 0.70) x 2 x (4.2 + 3.6) x 1 = 24.6 KN由永久荷载控制组合N1b = 1.35 x Gk + 1.0Qk = (1.35x 4.43 +1.0 x 0.70) x 2 x (4.2 + 3.6) x1 = 26.1KN2.2楼面荷载20厚水泥砂浆抹面0.40 KN / m2100厚钢现浇筋混凝土楼板2.50 KN / m215 厚混合砂浆天棚抹灰0.26 KN / m2恒荷载标准值:z 3.16 KN / m2活荷载标准值：2.00 KN / m2由楼面传给计算墙体的荷载标准值：N2 = Gk + Qk = (3.16 + 2.00) x 2 x (4.2 + 3.6) x 1 = 20.12 KN设计值：由可变荷载控制的组合N 2a = 1.2Gk + 1.4Qk = (1.2x 3.16 +1.4 x 2.00) x 2 x (4.2 + 3.6) x1 = 27.92KN由永久荷载控制组合N 2b = 1.35 x Gk + 1.0Qk = (1.35x 3.16 +1.0 x 2.00) x1 x (4.2 + 3.6) x1 = 24.44KN2.3墙体自重对于5层墙厚240mm，两侧采用20mm砂浆抹面，计算高度为3.0m标准值：0.240 x19 x 3.0 x1 + 0.04 x 20 x 3.0 x1 = 16.1KN设计值：可变荷载控制的组合：N 3a = 16.1x12 = 19.3KN由永久荷载控制组合：N 3b = 16.1x 1.35 = 21.7 KN对于2、3、4层墙厚240mm，两侧采用20mm砂浆抹面，计算高度为2.8m标准值：0.24 x19 x 2.8 x1 + 0.04 x 20 x 2.8 x1 = 15kn设计值：可变荷载控制的组合：N% =15 x 1.2 = 18 KN由永久荷载控制组合：N = 15 x 1.35 = 20.25KN对于1层墙体厚度为240mm两侧采用10mm厚砂浆抹面，计算时计算高度取至室外地 面以下0.5m处，则底层楼层高度为3.85m，即计算高度为3.85m。其自重标准值：N 3 = 0.24 x 19 x 3.85 x 1 + 0.04 x 20 x 3.85 x 1 = 20.6KN设计值：由可变荷载控制的组合：、尸20.6x 1.2 = 24.7KN由永久荷载控制组合：20.6x 1.35 = 27.8KN3. 内力及承载力计算c H 3850本建筑墙体的最大高厚比：P =16.04 也=26h 240故满足要求。依据墙体结构布置，Q，取Q轴1m宽墙体为计算单元，在不考虑局部作用钢筋混凝 土梁时，其墙体承载力因两侧开间相差不大，故可以近似按照轴心受压构件进行计算，这样， 计算截面可以取每层墙体的根部，计算简图如图：墙体的承载力计算列于下表：横向墙体由可变荷载控制时的承载力计算表计算项目第5层第4层第3层第2层第1层N/Kn43.989.82135.7181.7234.3h/mm240240240240240Hjm332.82.83.85P = H 0/h12.511.711.711.716.04中0.810.830.830.830.72A / mm 2240000240000240000240000240000砌块MU1010101010砂浆M7.5557.57.5f /(N /mm2)1.51.51.51.691.69中 Af / KN291.6298.8298.8336.6292.0中 Af / KA1a1a1A1A1横向墙体由永久荷载控制时的承载力计算表计算项目第5层第4层第3层第2层第1层N/Kn47.892.5137.2181.9234.3h/mm240240240240240Hjm32.82.82.82.8P = H 0/ h12.512.512.512.512.5中0.810.810.810.810.81A / mm 2240000240000240000240000240000砌块MU1010101010砂浆M7.5557.57.5f /(N /mm2)1.691.691.691.691.69中 Af / KN328.5328.5328.5328.5328.5中 Af / Ka1a1a1a1A1上述承载力计算表明，墙体的承载力满足要求。纵墙墙体计算4.1.1屋面荷载永久荷载标准值4.43 kN / m2屋面活荷载标准值0.70 kN / m2由屋盖传给计算墙体的荷载标准值：N1= Gk + Qk = (4.43 + 0.70) x 2.7 x 2.4 = 33.2kN设计值：1) 由可变荷载控制的组合N1 = 1.2Gk + 1.4g = (1.2x 4.43 +1.4 x 0.70) x 2.7 x 2.4 = 40.8kN2) 由永久荷载控制的组合七二1.35 气 + 1.0g = (1.35x 4.43 +1.0 x 0.70) x 2.7 x 2.4 = 43.3kN4.1.2楼面荷载永久荷载标准值3.16 kN / m2楼面活荷载标准值2.00 kN / m2由楼面传给计算墙体的荷载标准值：N 2 =气 + Q = (3.16 + 2.00) x 2.7 x 2.4 = 33.4kN设计值：1) 由可变荷载控制的组合N 2 =1.2气 + 1.4Qk = (1.2x 3.16 +1.4 x 2.00) x 2.7 x 2.4 = 42.7kN2) 由永久荷载控制的组合N2b =1.35气 + 1.0Qk = (1.35x 3.16 +1.0 x 2.00) x 2.7 x 2.4 = 40.6kN4.1.3墙体自重1)对于5层墙厚240mm，计算高度为3.0m标准值N 3 = 5.4 x (3.0 x 2.4 -1.5 x 1.2) + 0.5 x1.5 x1.2 = 30.1kN设计值：可变荷载控制的组合：N 3a = 30.1x1.2 = 36.1kN由永久荷载控制组合：N 3b = 30.1x 1.35 = 40.6kN2)对于2、3、4层墙厚240mm，计算高度为2.8m标准值：N 3 = 5.4 x (2.8 x 2.4 -1.5 x 1.2) + 0.5 x 1.5 x 1.2 = 27.5 kN设计值：可变荷载控制的组合：N 3a = 27.5 x 1.2 = 33.0kN由永久荷载控制组合：N 3b = 27.5 x1.35 = 37.1kN3)对于1层墙体厚度为240mm，计算高度为3.85m设计值：可变荷载控制的组合：由永久荷载控制组合：4）女儿墙（设置女儿墙高度为0.9m）标准值：设计值：可变荷载控制的组合：标准值：N 3 = 5.4 x (3.85 x 2.4 -1.5 x 1.2) + 0.5 x 1.5 x 1.2 = 41.1kNN = 41.1x1.2 = 49.3kN 3aN 3b = 41.1x1.35 = 55.5kNN 4 = 5.4 x 2.4 x 0.9 = 11.7 kNN 3a = 11.7 x1.2 = 14.0kN由永久荷载控制组合：4.2内力及承载力计算N 3b = 11.7 xl.35 = 5.8kN在梁端下设置匕x、x = 240mmx550mmx 180mm的刚性垫块，则梁端垫块上表面有效支承长度a0（设置梁的截面尺寸为250mmx550mm），对于由可变荷载控h制及永久荷载控制的组合，a0 =ajf的计算结果列于下表：由可变荷载控制下的梁端有效支承长度计算计算项目第5层第4层第3层第2层第1层h / mm550550550550550f / (N / mm2)1.501.501.501.691.69N / kN14.090.9166.6242.3318.0A / (mm 2)288000288000288000288000288000b / (N / mm)0. 0490.3160.5780.8411.104气/f0.030.2110.3850.4980.653515.445.725.986.437.14a / mm104.2109.5114.5116.0128.8由永久荷载控制下的梁端有效支承长度计算计算项目第5层第4层第3层第2层第1层h / mm550550550550550f / (N / mm2)1.501.501.501.691.69N / kN15.899.7177.4255.1332.8A / (mm 2)288000288000288000288000288000b / (N / mm)0. 0550.3460.6160.8261.156气/f0.0370.2310.4110.5240.684515.455.756.056.567.28a / mm104.4110.1115.8118.3131.3按由可变荷载控制和由永久荷载控制的组合分别计算各层I-I, IV-IV截面的内力，计算 结果列于下表：由可变荷载控制下的纵墙内力计算表楼层上层荷载本层荷载I-I截面IV-IV截面N / kNNkNe / mmM / (kN.m)NkNNv / kN514.040.878.323.2054.690.9490.942.776.23.25133.6166.63166.642.774.23.17209.3242.32242.342.773.63.14285.0318.01318.042.764.52.75360.7410.0由永久荷载控制下的纵墙内力计算表楼层上层荷载本层荷载I-I截面IV-IV截面N / kNNJ kNe / mmM / (kN.m)N / kNN / kN515.843.378.243.3959.199.7499.740.675.963.08140.3177.43177.440.673.682.99218.0255.12255.140.672.682.95295.7332.81332.840.667.482.74373.4428.9本建筑墙体最大的高厚比为P =华=3850 = 16.041111111111111111111由表中结果可得底层纵墙承载力不够，现增大材料强度等级一一砖采用MU15，砂浆采用M10 (即f = 2.31N / mm2)，重新验算底层纵墙承载力1)由可变荷载控制的的组合由前面计算可知：气=1.104 N / mm 2气/f = 1.104/2.31 = 0.48 则 5 广 6.36所以 a =5 ：攵=6.36x ： = 98.1mm01 f2.31匕=2 h - 0.4a0 = 2 x 240 - 0.4 x 98.1 = 80.76mmM = N x N = 360.7KN对于IV-IV截面e = 0贝脚=0.72所以中 Af = 0.72x 288x 2.31 = 479kN N卬 = 410.0kN由上可得满足要求2)由永久荷载控制的的组合气=1.156N /mm2叩 f = 1.156/2.31 = 0.50 则5】=6.45所以 a =5 ：2= 6.45 x 2. = 99.5mm01： f2.31-1 = 2 h - 0.4a0 = 2 x 240 - 0.4 x 99.5 = 80.20mmM = N x -1 = 40.6 x 80.20 /1000 = 3.26kN.mM3.26 x 103N 373.4e 873-=0.04 p = 16.0 贝脚=0.634 h 240所以中 Af = 0.634x 288x 2.31 = 421.8KN N = 373.4KN对于IV-IV截面e = 0贝脚=0.72 所以中 Af = 0.72 x 288 x 2.31 = 479kN N卬 = 428.9kN由上可得满足要求综上所述可得将底层材料改为砖采用MU15，砂浆采用M10可以满足承载力要求4.1结构抗震设计重力荷载因结构以(轴对称，取一半进行计算。1) 屋面荷载屋盖4.43 x18.6 x10.8 = 889.9KN阳台4.43 x15 x19.8 = 131.6 KN雪荷载0.5 x 0.35 x (18.6x 10.8 +1.5 x 19.8) = 40.4KN合计2）楼面荷载楼盖阳台合计3）墙体自重2-4层Q Q轴1061.9KN3.16 x18.6 x10.8 = 634.8KN3.16 x15 x19.8 = 93.9 KN 728.7KN16.1x10.8 = 173.9KN轴(2.8 x 10.8 - 1x 2 x 2) x 5.4 = 141.7 KN(3 x 10.8 - 1x 2) x 5.4 = 164.2 KN(18.6x 3 - 1x 2 x 2 -1.8 x 9.4) x 5.4 = 188.4 KN(18.6 - 4.2 x 2) x 3 x 5.4 = 165.3KN(18.6x 3 - 1x 2 x 2 -1.8 x 8.6) x 5.4 = 196.1KN合计1041.3 珈1层Q Q 轴21.2 X10.8 = 229.0KN Q Q 轴(3 X10.8 - 1x 2 x 2) x 5.4 = 153.4 KNQ 轴(3 x 10.8 - 1x 2) x 5.4 = 164.2 KNA 轴(18.6x 3 - 1x 2 x 2 -1.8 x 9.4) x 5.4 = 188.4 KNB 轴(18.6- 4.2 x 2) x 3 x 5.4 = 165.3KND 轴(18.6x 3 - 1x 2 x 2 -1.8 x 8.6) x5.4 = 196.1KN合计867.3KN4) 女儿墙自重(19x 0.24 x 0.9 + 0.04 x 20 x 0.9) x (18.6x 2 +10.8) = 231.6KN5) 各层集中重力荷载各层重力荷载以楼层为中心，取楼层上下层高之半集中于该楼层。G6 = 1061.9 + 231.6 +1041.3 x 0.5 = 1814.2KNG 2 = G3 = G 4 = G5 = 728.7 +1041.3 = 1770.0KNG1 = 0.85 X10577.2 = 8990.6KN4.2地震作用及各层地震剪力本建筑为7度设防，a max= 0.08Fek =a maxGeq = 0.08x8990.6 = 719.2KNF = *kGH i i i=1匕.=Z F寸 GH = 1683.0x3.95 +1770.0x(6.95 + 9.95 +12.95 +15.95) +1814.2x 18.95 i ii=1=122092.9KN - m各层地震作用及地震剪力楼层123456G i1683.01770.01770.01770.01770.01814.2Fi39.1672.46103.74135.02166.30202.51Vi719.19680.03607.57503.83368.81202.514.3横墙截面抗震能力验算轴线的横墙为最不利墙段，对其进行抗震承载力验算，首层剪力最大，只验算首层。 全部横向抗侧力墙体截面面积A1 = (11.04 -1) x 0.24 x 1 + (11.04 - 2) x 0.24 x 3 +11.04 x 0.24 x 2 = 14.22 m 2轴线。横墙面积A12 = (11.04 - 2) x 0.24 = 2.17 m 2轴线横墙分担的重力荷载面积A= (1.8+ 2.1)x (10.8+ 0.24 - 2) = 35.25m2全部横墙总重力荷载面积A = (18.6+ 0.12) x (10.8+ 0.24) = 206.67m2G ,1首层。轴横墙地震剪力设计值V =上(金 + AG4)V = -xG217 + 35.25 )x719.19 = 116.22KN12 2 A1Ag1 1 2 14.22 206.67轴1m墙上重力荷载代表0.5 x 0.35 + 4.43 + 5 x (3.16 + 0.5 x 2) x 0.5 x (3.6 + 4.2) + (5.4 x 5 x 3 + 0.5 x 5.4x3.95) = 190.74KN190.74 x 103b = 0.79 MPao ,120.24 x 106砂浆强度等级M7.5, f=0.08Mpab-f = 9.875 查表得 E =1.94f =E Nf = 1.94 x 0.08 = 0.1552MPafeA = .15522.17x16 =336.78 =116.22KNY1.012re该横墙安全。5.基础设计设计概况：地基的承载能力标准值为Fak = 160kPa，粉质粘土，持力层的室外标高以 下 1.5m。每层楼盖的偏心荷载只在本层内产生弯矩，上层传来的荷载Nu通过上层墙体的截面形 心，墙体为轴心受压条形基础，取1m为计算宽度，采用无筋扩展基础。基础下层为300厚 的C15混凝土，上面为标准砖砌筑，砌筑方式为二皮衣收，基础埋深2m。b Z_ f -Y d am式中：Fk 相当于荷载效应标准组合时，上部结构传至基础顶面的竖向荷载;fa 修正后的地基承载了特征值;Y m基础底面以上的加权平均重度，可取y m = 20kN/m3。查规范可得，门b = 0.3，门d = 1.6。修正后地基承载力特征值，初步假设基础埋深d = 1.8m , bY 3m。fa = fak +HbY m(b - 3) +七丫 m(d - 0.5) = 160 +1.6 x 20 x (2 - 0.5) = 208KN取最不利。轴墙体F = 20.0 + 5 x 20.1 +16.1 x 5 + 21.2 + 4.8 = 227 KNFkb Z = q；27” = 1-21m 取 b=L25m。f -y d 208 - 20am_ r F + G227 + 20 x 2 x 1.0 x 12.5基底压力p广=函示一=221.6kPa采用 4 级台阶b0 = 0.06x4x 2 + 0.24 = 0.72m基础高度 H = 0.3 + 0.12 x 4 = 0.78 m 06.楼板配筋由结构可知楼板为双向板，根据结构对称性，取下图所示进行配筋计算。6.1楼板荷载基本组合值q = 1.2 x 3.16 +1.4 x 2 = 6.59 KN / m 26.2楼板计算简图承载力按内力重分布设计，板在墙上的支撑长度为240mm。取4200m为平均跨度计算。板的计算跨度边跨 l0i=l + h/2 = 4200 - 240 + 240/2 = 4080mm 1.0251 = 4059mm故取 4080mm。中间跨 l = 5400 - 240 - 250 = 4910 2计算跨度 l = 4080 l = l +1 h = 4910 + - x 100 = 49600102 n 222按等跨连续板计算，取五跨，以1m宽板带为计算单元。计算简图如下：楼板计算简图7.1楼板荷载基本组合值P = 1.2 x 3.16 +1.4 x 2.0 = 6.59kN / m 27.2弯矩计算1) A区格：净跨 11 = 4200 - 240 x 2 = 3720mm l 2 = 5400 - 240 - 250 = 4910mm计算跨度 l01 = 11 + h = 3720 +100 = 3820mml = l +上 h = 4910 + 1x100 = 4960mm 02n 2 22l0i/102 = 3820/4910 = 0.77查表可得 mi = 0.032 x P x l2 = 0.032 x 6.59 x 3.822 = 2.16kN .mm2 = 0.011 x P x l2 = 0.011 x 6.59 x 3.822 = 1.16kN .mm; = m； = -0.0739 x P x l” = 0.0739 x 6.59 x 3.822 = 6.74kN .mm2 = m; = 0.0527 x P x l。; = 0.0527 x 6.59 x 3.822 = 5.22kN .m2) B区格：计算跨度 l01 = 11 + h = 3600 240 x 2 +100 = 3220mml02 = l 2 + h = 5400 240 x 2 +100 = 5020mml01/102 = 3220 / 5020 = 0.64查表可得 m1 = 0.037 x P x l01 = 0.037 x 6.59 x 3.222 = 2.53kN .mm2 = 0.006 x P x l2 = 0.006 x 6.59 x 3.222 = 0.41kN .mm广0.086 x P x l012 = 0.086 x 6.59 x 3.222 = 5.88kN .mm “ = 6.74kN .m 1m2 = m： = 0.0572 x P x S = 0.0572 x 6.59 x 3.222 = 3.91kN .m3) C区格：计算跨度 l01 = 11 + h = 3000 240 x 2 +100 = 2620mml02 = l 2 + h = 5400 240 x 2 +100 = 5020mm匕 /102 = 2620 / 5020 = 0.52查表可得 m1 = 0.040 x P x l01 = 0.040 x 6.59 x 2.622 = 1.81kN .mm2 = 0.004 x P x l2 = 0.004 x 6.59 x 2.622 = 0.18kN .mm= 0.0832 x P x l012 = 0.0832 x 6.59 x 2.622 = 3.76kN .mm; = 6.74kN.m m2 = m2 = 0.0569 x P x l” = 0.0569 x 6.59 x 2.622 = 2.58kN.m弯矩计算结果下表所示截面、m / (kN.m)A / mm 2A / mm2 s (min)配筋实际A / mm 2跨 中区格匕1 方向2.16130.4190.5 6/8140281.0方向1.0059.9区格Z01方向2.53153.1方向0.4023.9区格方向1.81109.0方向0.1810.7支区格方向-6.74420.54 8120419.0方向-5.22322.0 6/8120327.0区格Z01方向-5.88365.6 8140359.0方向-3.91239.0 6/8140281.0区格方向-3.76229.5方向-2.58156.27挑梁设计挑梁的挑出长度l = 1.5m，埋入深度11 = 2.0m，截面尺寸bxhb = 240x300。挑梁上 墙体尽高2.9m。墙体自重5.4kN/m阳台边梁传至挑梁的集中荷载：可变荷载Fk = 4.48kN，永久荷载FGk = 11.0kN.阳台板传给挑梁的荷载标准值为：可变荷载q = 9.0kN / m1k永久荷载g = 11.38kN / mik本层楼面传给埋入段的荷载：永久荷载g 2 k = 12.32 kN / m挑梁的自重为1.8kN/m。挑梁示意图7.1抗倾覆验算l2.2hb = 660mm， 倾覆点至墙外边缘的距离取x 0 = 0.3h 0 = 0.09m y 0.13l = 0.21m倾覆力矩：由可变荷载效应控制的组合：M = (1.2x11.0+1.4 x 4.48) x1.59 + 0.5 x1.2 x (11.38+1.8) +1.4 x9x1.59 = 53.55kN - m ov由永久荷载效应控制的组合：M = (1.35x11.0 + 4.48) x1.59 + 0.5x11.35 x (11.38+1.8) + 9 x1.59 = 52.04kN - m ov取较大值M = 53.55kN - movM = 0.8G (l - x )08x(12.32+1.8) x 2 x (1-0.09) + 4 x 2.9 x 5.4 x (2 - 0.09) 一一.x|_-0.5x2x2x5.4x(2 + 4/3-0.09)_=88.25kN - mM = 53.55kN - m故抗倾覆安全。7.2挑梁下砌体局部受压承载力验算Nl = 2 R=2 x1.2 x 11.0 +1.4 x 4.48 + 11.2 x (11.38 +1.8) +1.4 x 9.0 x 1.59)=64.65kN叩 AJ = 0.7x 1.5x 1.2x240x300x 1.69 = 153.32kNN,= 64.65kN故梁下砌体局部承压安全。7.3挑梁截面配筋计算M = M = 53.55kN - mV = V = 1.2 x (11+11.38 x 1.5) +1.4 x 9 x 1.5 = 52.58kNM53.55 x106=0.199f bh14.3 x 240 x (300 - 20)2&= 1-；;1 - 2a s = 0.224300=WS = 14.3 x 240 x 280 x 0.224 = 717.5mm p bh = 0.002 x 240 x 300 = 144mm2 f300min选用 3 18，A = 763mm2sV = 52.58 Y 0.25 f bh = 0.25 x 14.3 x 240x 280 = 240kN。满足截面尺寸要求。Y0.7 fbh = 0.7x 1.43x240x280 = 672.7kN。受剪承载力满足要求。故按构造配箍，米用e 8150。8.过梁设计240mm，支撑选取跨度最大的窗进行计算，ln = 2100mm。过梁截面尺寸300mmx 长度为0.24m，示意图如下：过梁示意图采用 c25 混凝土， HRB335 级纵筋，HPB235f =.9N / mm2, / = 1.27 N / mm2, f = 300N / mm2, f = 210N / mm2 过梁自重设计值1.35 x 25 x 0.3 x 0.24 =楼板传来荷载设计值(1.34x3.16 +1.4 x 2) x2.1 =合计级箍筋。2.43kN / m14.84 kN / m17.27kN / m1.1/ = 1.1 x 2.1 = 2.31ml = 2.1 + 0.24 = 2.34m。取计算跨度 l = 1.1/ = 2.31m M = ql2 =1 x 17.27 x 2.312 = 11.52kN - mV = - ql0 = - x 17.27 x 2.31 = 19.95kN - ma = M -11.52 x106= 0 057as fbh 2 11.9 x 240 x (300 35)2 c 0& =1 - (1 - 2a = 0.058300A =性=9 x 240 x 265 x 0.058 = 146.3mm 2 f y选用 210, A = 157mm2 p . bh = 0.002 x 300 x 240 = 144mm2V = 19.95kN 0.25 f bh = 0.25 x 14.3 x 240 x 280 = 240.24kN 满足截面限制条件。V = 19.95kN 0.7 fbh t 0因此，按构造配置箍筋，采用双肢箍4 8150 。=0.7 x 14.3 x 240 x 280 = 67.27kN受剪承载力满足要求。9.楼梯设计9.1梯段板计算0.08 x1x 25 - 2.0kN / m0.02 x1x 20 - 0.4kN / m0.012 x1x16 - 0.192kN / m10.2平台板计算取板厚80厚，且取1000m宽板作为计算单元荷载计算：80厚板自重20厚水泥砂浆面层12厚纸筋灰抹面恒荷载标准值gk = 2.592kN / m活荷载标准值qk = 3.5kN / m荷载设计值 P = 1.2 x 2.592 +1.4 x 3.5 = 8.01kN / m平台板按单向板考虑，取1m进行计算计算跨度 10 = 1100 - 240 + 80 = 940mm弯矩设计值 M = - pl 2 = - x 8.01x 0.942 = 0.88kN / m8 0 8Ma 1fbh 020.88 x 1061.0 x 11.9 x1000 x 602=0.0211 +%，1 - 2aY = 0.989s 2A M0.88 x106A = 70.6 mm 2s f y h0 210 x 0.989 x 60小于A（皿广217.7刀刀2故按最小配筋选受力钢筋 选用46/8180 ， As = 218mm2分布钢筋按构造配置4 620010.3平台梁的计算截面尺寸200mm x 350mm10.3.1荷载计算：0.2 x (0.35 - 0.08) x 25 = 1.35kN / m0.02 x (0.35 - 0.08) x 2 x17 = 0.18kN / m2.59 x1.1/2 = 1.42kN / m4.67 x1.82/2 = 4.25kN / m 7.20kN / m3.5 x (1.1/2 +1.82/2) = 5.11kN / m1）永久荷载标准值：梁自重梁内侧20厚粉刷层平台板传来荷载梯板传来荷载小计可变荷载标准值 故平台梁的荷载设计值P = 1.2 x 7.20 +1.4 x 5.11 = 15.80kN / m10.3.2内力计算平台板按单向板考虑，取1m进行计算弯矩设计值M = ! pl8 0剪力设计值V =1 pl20按倒T型截面计算计算跨度 10 = 1.051 = 1.05 x (3000 - 240) = 2898mm2 = - x 15.8 x 2.8982 =16.6kN.m8=-x 15.8 x 2.898 = 22.9kN2=200 + 5 x 80 = 600mm梁的有效高度匕=350 - 35 = 315mm16.6 x106经判别属于第一类T型截面* = a 1 fbh02 - 1.0 x 11.9 x 600 x 3152 = 21 + 寸 1 2aV = = 0.99s人 M16.6 x106A = 254mm 2s fv h0 210 x 0.99 x 315选用的 10，As = 236mm2斜截面受剪承载力计算V = 22.9KN 0.7fbh0 = 0.7 x1.27 x 200 x 315 = 56.0kN故只需按照构造配置分布钢筋，选配4 6200