1、FMK1人防门框墙计算FMK1人防门框墙计算FMK1人防门框墙计算一、计算条件:1.计算参数:工程名称: 工程一工程项目: 项目一门框墙编号: 门框墙1请选择门框墙类别: 无柱梁式混凝土人防门种类: 单扇人防门门扇与门框墙搭接长度da(mm): 100人防门洞口宽度B(mm): 1200人防门洞口高度H(mm): 2000门框墙厚度t(mm): 300门框侧墙长度a1(mm): 400门框侧墙长度a2(mm): 500人防门槛高度h1(mm): 200门框上挡墙高度h2(mm): 2050门框上挡墙加强梁宽度b1(mm): 2050门框上挡墙加强梁高度b2(mm): 300门框墙等效静荷载qe
2、1(kN/m2): 200柱(梁)式门框时临空墙等效静荷载qe2(kN/m2): 200保护层厚度c(mm): 15门框墙混凝土强度等级: C35门框墙受力筋级别: HRB400柱(梁)式门框箍筋级别: HPB300输出柱(梁)式门框的详细计算过程: 是二、计算依据:混凝土结构设计规范GB50010-2010人民防空地下室设计规范GB50038-2005建筑结构静力计算实用手册浙江大学编写,中国建筑工业出版社出版三、计算结果:(1)荷载导算过程:单个门扇宽度: a = B + 2 da = 1200 + 2 100 = 1400 mm门扇高度: b = H + 2 da = 2000 + 2
3、100 = 2200 mm门扇宽度度与高度之比: a / b = 0.636,查人防规范表475-2:上下门框反力系数: a = 0.3664左右门框反力系数: b = 0.4327门扇传给上下门框的等效静荷载标准值: qa = a qe1 a / 1000 = 0.3664 200.0 1400 / 1000 = 102.58 kN/m门扇传给左右门框的等效静荷载标准值: qb = b qe1 a / 1000 = 0.4327 200.0 1400 / 1000 = 121.16 kN/m(2)左侧门框墙的计算过程:混凝土轴心受压强度标准值: fck = 23.4 N/mm2钢筋抗拉强度设
4、计值: fy = 360 N/mm2钢筋受压强度设计值: fy = 360 N/mm2钢筋弹性模量: Es = 200000 N/mm2最大配筋率: max = 2.4 %混凝土材料强度综合调整系数: rd1 = 1.5钢筋材料强度综合调整系数: rd2 = 1.2调整后的混凝土轴心受压强度设计值: fcd = fc rd1 = 16.70 1.50 = 25.05 N/mm2调整后的混凝土轴心受拉强度设计值: ftd = ft rd1 = 1.57 1.50 = 2.36 N/mm2调整后的混凝土轴心受压强度标准值: fckd = fck rd1 = 23.40 1.50 = 35.10 N
5、/mm2调整后的钢筋抗拉强度设计值: fyd = fy rd2 = 360 1.20 = 432 N/mm2调整后的钢筋受压强度设计值: fyd = fy rd2 = 360 1.20 = 432 N/mm2系数: 1 = 1混凝土立方体轴心受压强度标准值: fcuk = 35 N/mm2系数: 1 = 0.8非均匀受压时的混凝土极限压应变: Ecu = 0.0033 - (fcuk - 50) 10 - 5 = 0.0033 - (35 - 50) 10 - 5 = 0.0035当Ecu 0.0033 时,取Ecu = 0.0033。相对界限受压区高度: b = 1 / 1 + fy / (
6、Es Ecu) = 0.8 / 1 + 432.0 / (200000 0.0033) = 0.4835截面有效高度: H0 = H - c2 - 20 = 300 - 15 - 20 = 265 mmAomax = b (1 - 0.5 b) = 0.4835 (1 - 0.5 0.4835) = 0.3666Mb = Aomax 1 fc B H02 = 0.3666 1.0 25.05 2050 2652 = 1322124000.00 N.mM B / 2 ,左侧门框墙采用柱式门框。L1 = c1 - da = 1500 - 100 = 1400 mmL2 = L - c1 = 400
7、 - 1500 = -1100 mm柱式门框高度: Lh = h1 + H + h2 = 500 + 2000 + 2050 = 4550 mm柱式门框线荷载: q = qb + qe1 L1 / 1000 + qe2 MinL2,Lh / (2 1000) = 135.38 + 200 1400 / 1000 + 200 Min - 1100,4550 / (2 1000) = 305.38 kN/m有梁式门框,尚应计算梁式门框传给柱式门框的集中力。梁式门框; L1 = b1 - da = 2050 - 100 = 1950 mm梁式门框; L2 = h2 - b1 = 2050 - 205
8、0 = 0 mm梁式门框跨度; Lb = 1500 mm梁式门框线荷载; q = qa + qe1 L1 / 1000 + qe2 MinL2,Lb / (2 1000) = 122.40 + 200 1950 / 1000 + 200 Min0,1500 / (2 1000) = 512 kN/m梁式门框传给加强柱的集中力; F = q Lb / (2 1000) = 512 1500 / (2 1000) = 384.3 kN集中力距柱式门框底距离; y1 = h1 + H + b1 / 2 = 500 + 2000 + 2050 / 2 = 3525 mm集中力距柱式门框顶距离; y2
9、= h2 - b1 / 2 = 2050 - 2050 / 2 = 1025 mmM = q Lh2 / (12 106) + F y12 y2 / (Lh2 103) = 305.38 45502 / (12 106) + 384.3 35252 1025 / (45502 103) = 763.3 kN.mV = q Lh / (2 1000) + F y12 (1 + 2 y2 / Lh) / Lh2 = 305.38 4550 / (2 1000) + 384.3 35252 (1 + 2 1025 / 4550) / 45502 = 1029.3 kN以下是柱(梁)式门框正截面受弯的
10、详细计算过程:混凝土轴心受压强度设计值: fc = 16.7 N/mm2混凝土轴心受拉强度设计值: ft = 1.57 N/mm2混凝土轴心受压强度标准值: fck = 23.4 N/mm2钢筋抗拉强度设计值: fy = 360 N/mm2钢筋受压强度设计值: fy = 360 N/mm2钢筋弹性模量: Es = 200000 N/mm2最大配筋率: max = 2.4 %混凝土材料强度综合调整系数: rd1 = 1.5钢筋材料强度综合调整系数: rd2 = 1.2调整后的混凝土轴心受压强度设计值: fcd = fc rd1 = 16.70 1.50 = 25.05 N/mm2调整后的混凝土轴
11、心受拉强度设计值: ftd = ft rd1 = 1.57 1.50 = 2.36 N/mm2调整后的混凝土轴心受压强度标准值: fckd = fck rd1 = 23.40 1.50 = 35.10 N/mm2调整后的钢筋抗拉强度设计值: fyd = fy rd2 = 360 1.20 = 432 N/mm2调整后的钢筋受压强度设计值: fyd = fy rd2 = 360 1.20 = 432 N/mm2系数: 1 = 1混凝土立方体轴心受压强度标准值: fcuk = 35 N/mm2系数: 1 = 0.8非均匀受压时的混凝土极限压应变: Ecu = 0.0033 - (fcuk - 50
12、) 10 - 5 = 0.0033 - (35 - 50) 10 - 5 = 0.0035当Ecu 0.0033 时,取Ecu = 0.0033。相对界限受压区高度: b = 1 / 1 + fy / (Es Ecu) = 0.8 / 1 + 432.0 / (200000 0.0033) = 0.4835截面有效高度: H0 = H - c2 - 20 = 1500 - 15 - 20 = 1465 mmAomax = b (1 - 0.5 b) = 0.4835 (1 - 0.5 0.4835) = 0.3666Mb = Aomax 1 fc B H02 = 0.3666 1.0 25.0
13、5 1500 14652 = 29566050000.00 N.mM Mb , 按单筋矩形截面梁进行设计。受压区高度: x = H0 - H02 - 2 M / (1 Fc B)1 / 2 = 1465 - 14652 - 2 763270300.00 / (1.0 25.05 1500)1 / 2 = 14 mm受压区高度与有效高度之比: = x / H0 = 14 / 1465 = 0.010受拉钢筋配筋面积: As = 1 fc B x / fy = 1.0 25.05 1500 14 / 432.0 = 1212 mm2 As Asmin , As = Asmin = 5625 mm2人防构件受压区构造配筋面积: As = As / 3 = 5625 / 3 = 1875 mm2人防构件受压区构造配筋应满足受拉钢筋最小配筋率: As = Asmin = 5625 mm2计入受压钢筋的受压区高度: x = (fy As - fy As) / (1 fc B) = (432.0 5625 - 432.0 5625) / (1.0 25.05 1500) = 0 mm计入受压钢筋的受压区
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