下穿市政道路的地下通道结构计算书.doc

1、* 已知计算条件 *当前涵洞孔数为：2 孔,系统将采用双孔箱涵验算方法进行结构计算。涵洞桩号= K0+000.00设计荷载等级=公路一级箱涵净跨径= 12米箱涵净高= 5.2米箱涵顶板厚= .9米箱涵侧板厚= .9米板顶填土高= 3.2米填土容重= 18千牛/立方米钢筋砼容重= 25千牛/立方米混凝土容重= 23千牛/立方米水平角点加厚= 1.5米竖直角点加厚= 1.5米涵身混凝土强度等级= C35钢筋等级= HRB335钢筋填土内摩擦角= 30度基底允许应力= 150千牛/立方米顶板拟定钢筋直径= 30毫米每米涵身顶板采用钢筋根数= 8根底板拟定钢筋直径= 30毫米每米涵身底板采用钢筋根数=

2、 8根侧板拟定钢筋直径= 28毫米每米涵身侧板采用钢筋根数= 8根*土系数 K = 1.092754以下计算过程中所使用的参数的含义：qt2-洞顶的均布垂直土压力qt3-侧墙水平分布土压力q3-侧墙的分布荷载总和q2-作用于板顶的垂直均布荷载总和q1-作用于底板底面的垂直均布荷载d1-底板厚d2-顶板厚d3-侧墙厚d4-中隔墙厚b1-涵洞全宽L1-水平杆件计算跨长L2-垂直杆件计算跨长MAC, MCA, MDB, MBD, MAB, MBA-各杆件的固端弯矩KAC, KBD, KAB, KBA-各杆端的抗弯劲度uAC, uAB, uBA, uBD-杆端弯矩的分配系数计算QAC, QCA, QB

3、D, QDB, QAB, QBA-各杆件剪力M底左, M底右, M顶左, M顶右, M上, M下-加腋起点弯矩值x1左-底板左加腋点至结点D的距离x1右-底板右加腋点至结点D的距离x2左-顶板左加腋点至结点A的距离x2右-顶板右加腋点至结点A的距离x上-侧墙上加腋点至结点B的距离x下-侧墙下加腋点至结点B的距离x01, x02, x03-最大弯矩截面位置M01, M02, M03-最大弯矩值Eb-相对界限受压区的计算高度初始化数据d1 = .9md2 = .9md3 = .9md4 = .9mB1 = ZL净跨径 * 2 + 2 * d3 + d4 = 26.7mL1 = ZL净跨径 + d3

4、 / 2 + d4 / 2 = 12.9mL2 = ZL净高 + d2 / 2 + d3 / 2 = 6.1m荷载计算：作用分项系数rG为： 1.1填土压力系数ks为： 1.02397003712543填土摩擦角为：30qt2 = rG * ks * ZL土容重 * ZL填土高 = 64.87875qt3 = rG * ZL土容重 * (ZL填土高 + d2) * (Tan(45 - 填土摩擦角 / 2) * Tan(45 - 填土摩擦角 / 2) = 27.06qt4 = rG * ZL土容重 * (ZL填土高 + d2 + ZL净高) * (Tan(45 - 填土摩擦角 / 2) * Ta

5、n(45 - 填土摩擦角 / 2) = 61.38q1 = q2 + rG * 混凝土容重 * ZL净高 * (2 * d3 + d4) / B1 = 117.055q2 = qt2 + rG * 混凝土容重 * d2 + 1.4 * QC汽车竖直压力q汽= 103.7512q3 = qt3 + QC汽车水平压力eq汽 * 1.4 = 32.4275q4 = qt4 + QC汽车水平压力eq汽 * 1.4 = 66.7475固端弯矩、各部位剪力、轴向力及截面控制弯矩计算：MAC = -(q2 * L1 * L1) / 12 = -1438.77MCA = -MAC = 1438.77MBD =

6、 (q1 * L1 * L1) / 12 = 1623.261MDB = -MBD = -1623.261MAB = q3 * L2 * L2 / 12 + (q4 - q3) * L2 * L2 / 30 = 143.1205MBA = -q3 * L2 * L2 / 12 - (q4 - q3) * L2 * L2 / 20 = -164.4046KAC = (4 * d2 * d2 * d2) / (12 * L1) = 1.883721E-02KBD = (4 * d1 * d1 * d1) / (12 * L1) = 1.883721E-02KAB = (4 * d3 * d3 *

7、d3) / (12 * L2) = 3.983606E-02KBA = KABuAC = KAC / (KAC + KAB) = .3210526uAB = KAB / (KAC + KAB) = .6789474uBA = KAB / (KBA + KBD) = .6789474uBD = KBD / (KBA + KBD) = .3210526杆端弯矩的传递系数：各杆件向远端的传递系数均为1/2。经过弯矩分配计算后，所得数值为：MDB = -1967.744MBD = 934.2939MBA = -934.2939MAB = 788.8351MAC = -788.9487MCA = 176

8、3.681各杆件剪力计算结果为：QAC = q2 * L1 / 2 - (MAC + MCA) / L1 = 593.6348QCA = -(q2 * L1) / 2 - (MAC + MCA) / L1 = -744.756QDB = q1 * L1 / 2 - (MDB + MBD) / L1 = 835.1174QBD = -(q1 * L1) / 2 - (MDB + MBD) / L1 = -674.8926QAB = -(q4 * L2) / 2 + (q4 - q3) * L2 / 3 - (MAB + MBA) / L2 = -109.9501QBA = q4 * L2 / 2

9、 - (q4 - q3) * L2 / 6 - (MAB + MBA) / L2 = 192.5336加腋起点截面弯矩及跨间最大弯矩计算结果为：x1左 = L1 - d3 / 2 - ZL角点水平加厚C2 = 10.95x1右 = ZL角点水平加厚C2 + d4 / 2 = 1.95x2左 = x1右 = 1.95x2右 = x1左 = 10.95x上 = L2 - d2 / 2 - ZL角点竖直加厚C1 = 4.15x下 = ZL角点竖直加厚C1 + d1 / 2 = 1.95x01 = QDB / q1 = 7.134399x02 = QAC / q2 = 5.721713x03 = (q

10、4 - Sqr(q4 * q4 - 2 * QBA * (q4 - q3) / L2) / (q4 - q3) / L2) = 3.36043755028199M01 = MDB + QDB * x01 - q1 * x01 * x01 / 2 = 1011.287M02 = MAC + QAC * x02 - q2 * x02 * x02 / 2 = 909.3552M03 = MBA + QBA * x03 - q4 * x03 * x03 / 2 + (q4 - q3) * x03 * x03 / (6 * L2) = -628.5873计算所得的成果数据为：M顶板跨中 = M01 =

11、1011.287M底板跨中 = M02 = 909.3552M侧墙跨中 = M03 = -628.5873M顶板加腋起点左 = M顶左 = 171.3821M顶板加腋起点右 = M顶右 = -508.6636M底板加腋起点左 = M底左 = 159.1956M底板加腋起点右 = M底右 = -561.8159M侧墙加腋起点上 = M上 = -643.038M侧墙加腋起点下 = M下 = -678.8041顶板剪力左 = QAC = 593.6348顶板剪力右 = QCA = -744.756底板剪力左 = QBD = -674.8926底板剪力右 = QDB = 835.1174侧墙剪力上 =

12、 QAB = -109.9501侧墙剪力下 = QBA = 192.5336顶板轴向力 = Abs(侧墙剪力上) = 109.9501底板轴向力 = Abs(侧墙剪力下) = 192.5336侧墙轴向力上 = Abs(顶板剪力左) = 593.6348侧墙轴向力下 = Abs(底板剪力左) = 674.8926荷载计算：作用分项系数rG为： 1填土压力系数ks为： 1.02397003712543填土摩擦角为：30qt2 = rG * ks * ZL土容重 * ZL填土高 = 58.98067qt3 = rG * ZL土容重 * (ZL填土高 + d2) * (Tan(45 - 填土摩擦角 /

13、 2) * Tan(45 - 填土摩擦角 / 2) = 24.6qt4 = rG * ZL土容重 * (ZL填土高 + d2 + ZL净高) * (Tan(45 - 填土摩擦角 / 2) * Tan(45 - 填土摩擦角 / 2) = 55.8q1 = q2 + rG * 混凝土容重 * ZL净高 * (2 * d3 + d4) / B1 = 107.8775q2 = qt2 + rG * 混凝土容重 * d2 + 1.4 * QC汽车竖直压力q汽= 95.78316q3 = qt3 + QC汽车水平压力eq汽 * 1.4 = 29.96749q4 = qt4 + QC汽车水平压力eq汽 *

14、1.4 = 61.1675固端弯矩、各部位剪力、轴向力及截面控制弯矩计算：MAC = -(q2 * L1 * L1) / 12 = -1328.273MCA = -MAC = 1328.273MBD = (q1 * L1 * L1) / 12 = 1495.992MDB = -MBD = -1495.992MAB = q3 * L2 * L2 / 12 + (q4 - q3) * L2 * L2 / 30 = 131.6226MBA = -q3 * L2 * L2 / 12 - (q4 - q3) * L2 * L2 / 20 = -150.9718KAC = (4 * d2 * d2 * d

15、2) / (12 * L1) = 1.883721E-02KBD = (4 * d1 * d1 * d1) / (12 * L1) = 1.883721E-02KAB = (4 * d3 * d3 * d3) / (12 * L2) = 3.983606E-02KBA = KABuAC = KAC / (KAC + KAB) = .3210526uAB = KAB / (KAC + KAB) = .6789474uBA = KAB / (KBA + KBD) = .6789474uBD = KBD / (KBA + KBD) = .3210526杆端弯矩的传递系数：各杆件向远端的传递系数均为1

16、/2。经过弯矩分配计算后，所得数值为：MDB = -1813.724MBD = 860.5269MBA = -860.5269MAB = 728.2904MAC = -728.3953MCA = 1628.212各杆件剪力计算结果为：QAC = q2 * L1 / 2 - (MAC + MCA) / L1 = 548.0482QCA = -(q2 * L1) / 2 - (MAC + MCA) / L1 = -687.5546QDB = q1 * L1 / 2 - (MDB + MBD) / L1 = 769.7014QBD = -(q1 * L1) / 2 - (MDB + MBD) / L

17、1 = -621.9188QAB = -(q4 * L2) / 2 + (q4 - q3) * L2 / 3 - (MAB + MBA) / L2 = -101.4427QBA = q4 * L2 / 2 - (q4 - q3) * L2 / 6 - (MAB + MBA) / L2 = 176.519加腋起点截面弯矩及跨间最大弯矩计算结果为：x1左 = L1 - d3 / 2 - ZL角点水平加厚C2 = 10.95x1右 = ZL角点水平加厚C2 + d4 / 2 = 1.95x2左 = x1右 = 1.95x2右 = x1左 = 10.95x上 = L2 - d2 / 2 - ZL角点竖

18、直加厚C1 = 4.15x下 = ZL角点竖直加厚C1 + d1 / 2 = 1.95x01 = QDB / q1 = 7.134954x02 = QAC / q2 = 5.721759x03 = (q4 - Sqr(q4 * q4 - 2 * QBA * (q4 - q3) / L2) / (q4 - q3) / L2) = 3.35699806584107M01 = MDB + QDB * x01 - q1 * x01 * x01 / 2 = 932.168M02 = MAC + QAC * x02 - q2 * x02 * x02 / 2 = 839.5045M03 = MBA + QB

19、A * x03 - q4 * x03 * x03 / 2 + (q4 - q3) * x03 * x03 / (6 * L2) = -580.3648当rG取1.0时,计算所得的成果数据为：M顶板跨中x = M01 = 932.168M底板跨中x = M02 = 839.5045M侧墙跨中x = M03 = -580.3648M顶板加腋起点左x = M顶左 = 158.1909M顶板加腋起点右x = M顶右 = -469.5874M底板加腋起点左x = M底左 = 147.1124M底板加腋起点右x = M底右 = -517.9086M侧墙加腋起点上x = M上 = -593.7736M侧墙加

20、腋起点下x = M下 = -626.2887顶板剪力左x = QAC = 548.0482顶板剪力右x = QCA = -687.5546底板剪力左x = QBD = -621.9188底板剪力右x = QDB = 769.7014侧墙剪力上x = QAB = -101.4427侧墙剪力下x = QBA = 176.519顶板轴向力x = Abs(侧墙剪力上x) = 101.4427底板轴向力x = Abs(侧墙剪力下x) = 176.519侧墙轴向力上x = Abs(顶板剪力左x) = 548.0482侧墙轴向力下x = Abs(底板剪力左x) = 621.9188以下计算过程中所使用的参数

21、的含义：act-混凝土抗拉力限制系数rm-截面抵抗矩的塑性指数Ac-混凝土截面面积y1c-混凝土截面重心与受压边缘的距离L0-构件的计算长度fc-混凝土抗压aArea-单位截面面积BWidth, h-截面宽度和底板厚度rb-钢筋混凝土的结构系数as1-截面重心至受拉区边缘距离h0DoubleK-截面有效高度E-着力点与偏筋合力点之间的距离As11, AsOut-受压钢筋截面面积FY, fy1-钢筋抗拉值pMin-最小配筋率x-混凝土受压区计算高度Wo-截面受拉边缘的弹性抵抗矩Io-换算截面对其中心轴的惯性矩Ic-混凝土本身轴心的惯性矩Es, Ec-钢筋与混凝土的弹性模量Ao-换算截面面积yo-

22、换算截面重心至受压边缘的距离Oo, O允许-抗拉应力值Ate-混凝土有效受拉面积c-最外层纵向受拉钢筋至受拉区底边的距离pte-钢筋有效配筋率Osl-受拉钢筋应力Ns-偏心距增大系数Ys-截面重心到合力点距离Wmax-最大裂缝W允许-裂缝允许值顶板钢筋混凝土结构计算：As11 = (rb * N * E - fc * ab * BWidth * h0DoubleK * h0DoubleK) / (fy1 * (h0DoubleK - as1) = -14998.4608288494As11 / (BWidth * h0DoubleK) = -1.74400712147129E-02小于 最小配

23、筋率pMin=.0015重新计算受压钢筋面积：As11 = pMin * BWidth * h0DoubleK = 1289.99996423721由于x = 73.6383206835985小于 2*as1 = 80需重新计算x,x = 2*as1 = 80eParam = Nn * 偏心距 - h / 2 + as1 = 8821.70441499601AsOut = (rb * N * eParam) / (FY * (h0DoubleK - as1) = 5069.41326534259实际的钢筋受拉面积为：dblAreaReality = 3.1415927 * (dCircle /

24、 2) * (dCircle / 2) * NumGJ = 5654.86686裂缝宽度验算：Osl = (Nl / AsOut) * (e距离 / z距离 - 1) = 212.466423532442最大宽度： Wmax = a系数1 * a系数2 * a系数3 * (Osl / Es) * (3 * c + 0.1 * (钢筋直径 / pte) = .199618697773949Wmax = .199618697773949不大于 W允许 = .2顶板满足限裂要求。顶板左部 承载力验算：(1 / rb) * (0.25 * fc * BWidth * h0DoubleK) = 2884

25、.58325336377kN 不小于 V = 593.6348kN顶板左部板厚满足要求。(1 / rb) * (0.2 / (剪跨比 + 1.5) * fc * BWidth * h0DoubleK) + 0.07 * N= 795.75480088668kN 不小于 V = 593.6348kN顶板左部不需再进行受剪承载力计算。顶板右部 承载力验算：(1 / rb) * (0.25 * fc * BWidth * h0DoubleK) = 2884.58325336377kN 不小于 V = 744.756kN顶板右部板厚满足要求。(1 / rb) * (0.2 / (剪跨比 + 1.5)

26、* fc * BWidth * h0DoubleK) + 0.07 * N= 795.75480088668kN 不小于 V = 744.756kN顶板右部不需再进行受剪承载力计算。底板钢筋混凝土结构计算：As11 = (rb * N * E - fc * ab * BWidth * h0DoubleK * h0DoubleK) / (fy1 * (h0DoubleK - as1) = -15339.5541966264As11 / (BWidth * h0DoubleK) = -.017836691420798小于 最小配筋率pMin=.0015重新计算受压钢筋面积：As11 = pMin

27、* BWidth * h0DoubleK = 1289.99996423721由于x = 67.4766459194292小于 2*as1 = 80需重新计算x,x = 2*as1 = 80eParam = Nn * 偏心距 - h / 2 + as1 = 4347.12105046544AsOut = (rb * N * eParam) / (FY * (h0DoubleK - as1) = 4374.39091319056实际的钢筋受拉面积为：dblAreaReality = 3.1415927 * (dCircle / 2) * (dCircle / 2) * NumGJ = 5654.

28、86686裂缝宽度验算：Osl = (Nl / AsOut) * (e距离 / z距离 - 1) = 185.135973623881最大宽度： Wmax = a系数1 * a系数2 * a系数3 * (Osl / Es) * (3 * c + 0.1 * (钢筋直径 / pte) = .173940904880287Wmax = .173940904880287不大于 W允许 = .2底板满足限裂要求。底板左部 承载力验算：(1 / rb) * (0.25 * fc * BWidth * h0DoubleK) = 2884.58325336377kN 不小于 V = 674.8926kN底板

29、左部板厚满足要求。(1 / rb) * (0.2 / (剪跨比 + 1.5) * fc * BWidth * h0DoubleK) + 0.07 * N= 795.760581727134kN 不小于 V = 674.8926kN底板左部不需再进行受剪承载力计算。底板右部 承载力验算：(1 / rb) * (0.25 * fc * BWidth * h0DoubleK) = 2884.58325336377kN 不小于 V = 835.1174kN底板右部板厚满足要求。(1 / rb) * (0.2 / (剪跨比 + 1.5) * fc * BWidth * h0DoubleK) + 0.07

30、 * N = 795.760581727134kN 小于 V = 835.1174kN侧板上部钢筋混凝土结构计算：As11 = (rb * N * E - fc * ab * BWidth * h0DoubleK * h0DoubleK) / (fy1 * (h0DoubleK - as1) = -15957.2850406374As11 / (BWidth * h0DoubleK) = -1.85549831197938E-02小于 最小配筋率pMin=.0015重新计算受压钢筋面积：As11 = pMin * BWidth * h0DoubleK = 1289.99996423721由于x

31、 = 56.4379148050132小于 2*as1 = 80需重新计算x,x = 2*as1 = 80eParam = Nn * 偏心距 - h / 2 + as1 = 656.752861861932AsOut = (rb * N * eParam) / (FY * (h0DoubleK - as1) = 2037.65504685821实际的钢筋受拉面积为：dblAreaReality = 3.1415927 * (dCircle / 2) * (dCircle / 2) * NumGJ = 4926.0173536裂缝宽度验算：Osl = (Nl / AsOut) * (e距离 /

32、z距离 - 1) = 118.015459649752最大宽度： Wmax = a系数1 * a系数2 * a系数3 * (Osl / Es) * (3 * c + 0.1 * (钢筋直径 / pte) = .116573634322121Wmax = .116573634322121不大于 W允许 = .2侧板上部满足限裂要求。侧板上部 承载力验算：(1 / rb) * (0.25 * fc * BWidth * h0DoubleK) = 2884.58325336377kN 不小于 V = 109.9501kN侧板上部板厚满足要求。(1 / rb) * (0.2 / (剪跨比 + 1.5)

33、 * fc * BWidth * h0DoubleK) + 0.07 * N= 795.788658809806kN 不小于 V = 109.9501kN侧板上部不需再进行受剪承载力计算。侧板下部钢筋混凝土结构计算：As11 = (rb * N * E - fc * ab * BWidth * h0DoubleK * h0DoubleK) / (fy1 * (h0DoubleK - as1) = -15779.817014429As11 / (BWidth * h0DoubleK) = -1.83486249440631E-02小于 最小配筋率pMin=.0015重新计算受压钢筋面积：As11

34、 = pMin * BWidth * h0DoubleK = 1289.99996423721由于x = 59.5936481935562小于 2*as1 = 80需重新计算x,x = 2*as1 = 80eParam = Nn * 偏心距 - h / 2 + as1 = 529.262582218608AsOut = (rb * N * eParam) / (FY * (h0DoubleK - as1) = 1866.8750373523实际的钢筋受拉面积为：dblAreaReality = 3.1415927 * (dCircle / 2) * (dCircle / 2) * NumGJ

35、= 4926.0173536裂缝宽度验算：Osl = (Nl / AsOut) * (e距离 / z距离 - 1) = 113.981919032255最大宽度： Wmax = a系数1 * a系数2 * a系数3 * (Osl / Es) * (3 * c + 0.1 * (钢筋直径 / pte) = .112589372511313Wmax = .112589372511313不大于 W允许 = .2侧板下部满足限裂要求。侧板下部 承载力验算：(1 / rb) * (0.25 * fc * BWidth * h0DoubleK) = 2884.58325336377kN 不小于 V = 1

36、92.5336kN侧板下部板厚满足要求。(1 / rb) * (0.2 / (剪跨比 + 1.5) * fc * BWidth * h0DoubleK) + 0.07 * N= 795.794346860953kN 不小于 V = 192.5336kN侧板下部不需再进行受剪承载力计算。6基底应力验算取箱涵的单位涵长进行验算 P土 = 1611.36kN/m2P铺装 = 79.032kN/m2P箱 = 1777.5kN/m2P基础 = 0kN/m2P汽 = 307.0974kN/m2N总 = 3774.99kNM总 = 93.93116kN.m= N/M +- M/W 基底最大应力为： 139.4264千帕基底最小应力为： 139.1706千帕