520m先简支后连续小箱梁计算书

装配式小箱梁上部结构通用图计算书结构型式：先简支后连续跨径： 20m桥面宽度： 12m荷载等级：公路一1级183计算资料桥跨布置跨径布置：中跨跨径:20m,边跨跨径：19.92m。桥梁横断面设计荷载设计荷载设计规范公路04规范活载类别公路I级人群集度(kN/m2)0T度温度(℃)T1=15.2混凝土计算龄期(天)28混凝土收缩徐变天数3650不均匀沉降(mm)按隔墩沉降5mm考虑计算材料材料设计参数表材料项 目参数备注C50混凝土抗压设计强度fcd22.4Mpa抗拉设计强度ftd1.83Mpa抗压弹性模量Ec34500Mpa混凝土计算材料容重「2.6t/m3184

特性参数线膨胀系数a1.0E-5收缩徐变速度系数及终极值按JTGD62-2004取值相对湿度0.75低松弛钢绞线标准强度fpk1860Mpa u k控制张拉应力y1395Mpa0.75fpk弹性模量Ep195000Mpa松弛率0.035锚具及波纹管钢束管道摩阻系数口0.25钢束管道偏差系数及0.0015单端锚具变形及回缩值八z0.006m2纵梁计算计算资料边箱线形荷载表荷载序号起始位置xjm)终止位置x2(m)均布荷载q(kN/m)均布荷载q(kN/m)10100 r^- 20.74’20.74中箱线形荷载表荷载序号起始位置xjm)终止位置x2(m)均布荷载q(kN/m)均布荷载q(kN/m)10100 r^- 12.3’12.3汽车荷载横向分布系数表位置x(m)边箱中箱跨中0.7100.588支点0.9860.966汽车荷载冲击系数表位置边箱中箱正弯矩0.3630.365负弯矩0.4500.450边箱计算结构的静力计算分析采用平面杆系理论，以主梁轴线为基准线划分结构离散图，按施工步骤划分数个施工阶段和运营阶段进行计算，验算主梁的内力、应力等，计算采用《桥梁博士3.2》进行计算。结构共划分85个节点、主梁单元84个，永久约束单元6个，临时约束单元7个。185结构离散图持久状况承载能力极限状态抗弯强度验算-1.68e3 -58-1.68e3 -3-j-165.37 产一律3 4T8e3-5.-5.-3.-18888511e3e3e34-5.8-5.8-5.88e3 -3.「58e38e37e3|28 -1.68e3、 -162.37-154118163.Ay838.1.13e3499e35.03e35.03e34515承Lr?209.144.38e34.39e34.39e3持久状况承子载能力极限It载状能弋态371.264.31e34.39e34.39e3力极限状特征断面135838:态抗抗弯-'l0315257.284.39e34.39e34.4e3:弯强度图:强度验算:表"4-v1.064.895.035.031-1.13e3 3.58e3e3e3e3位置(m)最大止弯矩最大负弯矩设计弯矩Md(m・m)抗弯强度Mud(kN・E)是否满足设计弯矩Md3・E)抗弯强度Mud(khbm)是否满足0.3-2.5-1680.3是-165.4-1680.3是9.924985.35034.1是1128.95034.1是19.92163.5838.1是-3561-5883.6是29.924375.94391是209.14391是39.92-106.4-5883.6是-3515-5883.6是49.924309.84391是371.34391是59.92135838.1是-3258.5-5883.6是69.924379.94391是257.34391是79.92-50.3-5883.6是-3696.5-5883.6是89.924892.45034.1是1064.95034.1是99.541.13584.5是-162.4-1680.3是186持久状况承载能力极限状态抗剪强度验算-263.59-263.59-351.97-1.39e3-163.42-1.46e3-131.19-1.44e3-441.37-1.46e3-2.57e3-2.79e3-98.82-263.59-263.59-351.97-1.39e3-163.42-1.46e3-131.19-1.44e3-441.37-1.46e3-2.57e3-2.79e3-98.82-1.44e3-427.11-1.42e3-2.57e3-2.72e3-121.99-1.44e3-280.06-1.24e3-2.36e3-2.72e3-80.89-1.45e3-16.85-633.07-1.35e3-1.35e3-380.33-1.7e3-2.08e3-2.92e3持久状况承载能力极限状态抗剪强度图承载能力极限状态特征断面抗剪强度验算表(kN)位置x(m)最值类型组合剪力(kN)抗剪上限(kN)尺寸满足计算剪力(kN)极限抗力(kN)抗力满足0.3最大剪力-16.85-1402.71是-16.85-1351.6是最小剪力-633.07-1402.71是-633.07-1351.25是9.92最大剪力255.711430.13是91.341452.65是最小剪力-343.44-1430.13是-163.42-1460.36是19.92最大剪力-673.37-2072.86是-380.33-2082.26是最小剪力-1704.72-2051.61是-1704.72-2920.11是29.92最大剪力277.591437.29是103.491438.36是最小剪力-297.97-1437.29是-131.19-1438.36是39.92最大剪力-441.37-2051.61是-441.37-2788.68是最小剪力-1457.12-2051.61是-1457.12-2568.53是49.92最大剪力298.731437.29是123.731438.36是最小剪力-263.67-1437.29是-98.82-1438.36是59.92最大剪力-427.11-2051.61是-427.11-2719.24是最小剪力-1420.16-2051.61是-1420.16-2568.53是69.92最大剪力284.931437.29是109.481438.36是最小剪力-286.58-1437.29是-121.99-1438.36是79.92最大剪力-280.06-2051.61是-280.06-2360.35是最小剪力-1243.75-2051.61是-1243.75-2719.24是89.92最大剪力347.641430.13是170.771460.36是最小剪力-240.19-1430.13是-80.89-1452.65是99.54最大剪力-428.29-1827.5是-351.97-263.59否最小剪力-1390.39-1402.71是-1390.39-263.59否持久状况正常使用极限状态验算3.663.775.585.58长期效应组合混凝土正应力包络图187

3.663.775.585.58长期效应组合混凝土正应力包络图1875.21 1.376.9 1.386.856.86-1.54 -0.77 5.21 1.376.9 1.386.856.86-1.54 -0.77 0.857/ 1.31 0.868.05 -2.177.96-0.571.397.51-1.176.26-0.58 0.621.12 -2.067.69 82 5.212.01 6.887.22 6.97.23短期效应组合混凝土正应力包络图(压应力取标准值组合)：5」“巾1」」11川川川-0.43 -0.07-0.64-0.4-0.64-1.54 -0.77 -2.17 -0.57 -1.25 -0.58 -2.06 -0.43 -0.07-0.64-0.4-0.64位置(m)最值应力类型应力值(MPa)容许应力(MPa)是否满足0.3上缘最小正应力1.1110是下缘最小正应力5.5830是9.92上缘最小正应力2.0560是下缘最小正应力3.7620是19.92上缘最小正应力0.6150是下缘最小正应力2.2310是29.92上缘最小正应力1.1810是下缘最小正应力3.930是39.92上缘最小正应力0.7760是下缘最小正应力1.9910是49.92上缘最小正应力1.2560是下缘最小正应力3.7930是59.92上缘最小正应力0.7710是下缘最小正应力1.9920是69.92上缘最小正应力1.1760是下缘最小正应力3.9410是79.92上缘最小正应力0.6180是下缘最小正应力2.2390是89.92上缘最小正应力2.070是下缘最小正应力3.6470是99.54上缘最小正应力1.1110是下缘最小正应力5.5830是短期效应组合混凝土主应力包络图(压应力取标准值组合)持久状况长期效应组合特征断面混凝土应力验算汇总表持久状况短期效应组合特征断面混凝土应力验算汇总表位置x(m)最值应力类型应力值(MPa)容许应力(MPa)是否满足0.3上缘最小正应力3.967e-2-1.855是下缘最小正应力5.208-1.855是最小主应力-0.644-1.855是9.92上缘最小正应力0.592-1.855是下缘最小正应力1.365-1.855是最小主应力-7.086e-2-1.855是19.92上缘最小正应力-1.542-1.855是下缘最小正应力-0.792-1.855是188

最小主应力-1.542-1.855是29.92上缘最小正应力-0.77-1.855是下缘最小正应力1.313-1.855是最小主应力-0.77-1.855是39.92上缘最小正应力-2.171-1.855否下缘最小正应力0.855-1.855是最小主应力-2.171-1.855否49.92上缘最小正应力-0.572-1.855是下缘最小正应力1.391-1.855是最小主应力-0.572-1.855是59.92上缘最小正应力-1.175-1.855是下缘最小正应力-0.746-1.855是最小主应力-1.252-1.325是69.92上缘最小正应力-0.578-1.855是下缘最小正应力1.121-1.855是最小主应力-0.578-1.855是79.92上缘最小正应力-2.063-1.855否下缘最小正应力0.616-1.855是最小主应力-2.063-1.855否89.92上缘最小正应力0.343-1.855是下缘最小正应力2.002-1.855是最小主应力-8.316e-2-1.855是99.54上缘最小正应力3.963e-2-1.855是下缘最小正应力5.208-1.855是最小主应力-0.644-1.855是持久状况标准效应组合特征断面混凝土应力验算汇总表位置x(m)最值应力类型应力值(MPa)容许应力(MPa)是否满足0.3上缘最大正应力3.73416.2是下缘最大正应力6.89716.2是最大主应力6.89719.44是9.92上缘最大正应力8.82316.2是下缘最大正应力6.86216.2是最大主应力8.82319.44是19.92上缘最大正应力6.65216.2是下缘最大正应力7.10416.2是最大主应力7.10419.44是29.92上缘最大正应力7.88416.2是下缘最大正应力8.04616.2是最大主应力8.04619.44是39.92上缘最大正应力5.72216.2是下缘最大正应力7.96116.2是最大主应力7.96119.44是189

49.92上缘最大正应力7.80516.2是下缘最大正应力7.51116.2是最大主应力7.80519.44是59.92上缘最大正应力6.66816.2是下缘最大正应力6.2616.2是最大主应力6.66819.44是69.92上缘最大正应力7.9916.2是下缘最大正应力7.69516.2是最大主应力7.9919.44是79.92上缘最大正应力5.82716.2是下缘最大正应力7.99816.2是最大主应力7.99819.44是89.92上缘最大正应力8.43816.2是下缘最大正应力7.23116.2是最大主应力8.43819.44是99.54上缘最大正应力3.73416.2是下缘最大正应力6.89716.2是最大主应力6.89719.44是持久状况标准效应组合特征预应力钢筋应力验算汇总表预应力钢筋号预应力钢筋名称初始张拉应力(MPa)组合最大应力(MPa)组合应力容许值(MPa)是否满足111395-1110.538-1209是221395-1123.92-1209是331395-1139.696-1209是441395-1101.719-1209是551395-1114.984-1209是661395-1136.405-1209是771395-1115.043-1209是881395-1127.431-1209是991395-1139.611-1209是10101395-1114.405-1209是11111395-1126.699-1209是12121395-1138.856-1209是13131395-1116.045-1209是14141395-1128.623-1209是15151395-1140.53-1209是16161395-1087.314-1209是17171395-945.862-1209是18181395-1090.834-1209是19191395-949.139-1209是20201395-1085.78-1209是190

21211395-944.106-1209是22221395-1091.604-1209是23231395-950.149-1209是短暂状况应力验算22.622.62.2822.6822.68—22.68122.68-22.6822.6822.63822.68622.68-1：-,■■ V—r.：：j-■II7.18 11.01 3.75 9.67 2.96 9.68 2.96 9.67 3.76 10.89 7.1822.68 22.68 22.68 22.68 22.68 22.68 22.68 22.68 22.68 22.68 22.68短暂状况混凝土正应力包络图短暂状况特征断面混凝土正应力最值汇总表位置(m)应力类型应力值(MPa)容许值(MPa)是否满足最值工况0.3上缘最大正应力1.17322.68是4下缘最大正应力7.18322.68是19.92上缘最大正应力2.24722.68是4下缘最大正应力11.01222.68是219.92上缘最大正应力3.77122.68是2下缘最大正应力3.75422.68是329.92上缘最大正应力1.41222.68是4下缘最大正应力9.67122.68是239.92上缘最大正应力3.82922.68是2下缘最大正应力2.9622.68是349.92上缘最大正应力1.45822.68是4下缘最大正应力9.67722.68是259.92上缘最大正应力3.83422.68是2下缘最大正应力2.95622.68是369.92上缘最大正应力1.40722.68是4下缘最大正应力9.67522.68是279.92上缘最大正应力3.77522.68是2下缘最大正应力3.75622.68是389.92上缘最大正应力2.2622.68是4下缘最大正应力10.88722.68是299.54上缘最大正应力1.17322.68是4下缘最大正应力7.18322.68是1钢束引伸量计算393129计算钢束示意图1393129计算钢束示意图152156191

钢束引伸量计算表钢束号左端引伸量(m)右端引彳申量(m)10.0690.06920.0690.06930.0690.06940.0690.06950.0690.06960.0690.06970.0690.06980.0690.06990.0690.069100.0690.069110.0690.069120.0690.069130.0690.069140.0690.069150.0460.046160.0250.025170.0460.046180.0250.025190.0460.046200.0250.025210.0460.046220.0250.025230.0690.069支座反力汇总墩台序号主要荷载效应标准组合(最大反力)施工阶段累计汽车活载043237099511.03e+034791.7e+0329714711.71e+0339714711.62e+0341.03e+034781.75e+035432365969五跨一联边梁计算主要结论(1)规范强制性条款：持久状况极限状态承载能力验算(见《公路桥涵设计通用规范》192(JTGD60-2004)4.1.6),截面极限状态承载能力均满足要求。(2)规范强制性条款：预应力混凝土受弯构件抗裂验算(见《公路钢筋混凝土及预应力混凝土桥涵设计规范》(JTGD62—2004)6.3.1)。①正截面抗裂验算在长期效应组合作用下满足A类预应力混凝土构件规范要求。在短期效应组合作用下在墩顶处虽出现应力值超出容许应力的情况;但出现的区域均在墩顶实心段，所算数值不真实，而其它部位均在容许范围内，所以在短期效应作用下满足A类预应力混凝土构件规范要求。②斜截面抗裂验算在短期效应组合下，最小主应力为-2.171MPa，大于A类预应力混凝土构件在短期效应作用拉应力限值(-1.855MPa)，但出现的区域均在墩顶实心段,所算数值不真实,而其它部位均在容许范围内，所以在短期效应作用下满足A类预应力混凝土构件规范要求。(3)持久状况和短暂状况的应力验算(见《公路钢筋混凝土及预应力混凝土桥涵设计规范》(JTGD62—2004)7.1.5)。受压区混凝土的最大压应力为11.012MPa，小于受弯构件正截面混凝土的压应力限制(22.68MPa)，满足规范要求。受拉区预应力钢筋的最大拉应力为1139.696MPa，小于限值(1209MPa)，满足要求。(4)主要结论持久状况极限承载能力满足规范要求；短期效应组合正截面抗裂验算满足要求，长期效应组合正截面抗裂验算满足要求，短期效应组合斜截面抗裂验算满足要求；使用阶段混凝土的压应力和主压应力满足要求。中箱计算结构的静力计算分析采用平面杆系理论，以主梁轴线为基准线划分结构离散图，按施工步骤划分数个施工阶段和运营阶段进行计算，验算主梁的内力、应力等，计算采用《桥梁博士3.2》进行计算。结构共划分85个节点、主梁单元84个，永久约束单元6个，临时约束单元7个。193结构离散图持久状况承载能力极限状态抗弯强度验算-1.68e3 -5--1.68e3 -3-162.43 一，-2-0469e30e3-5.69e3-5.69e3-3./6e3-1j)94--唱二让卡［.4r4--5.9e3 -5.6e3 -3Je3e3 -1.68e3-158.17-130-09/士。5••卜 838818.34417e35.02e35.02e31..68.15承3.69e34.42e3持久状况承载能子载能力极限状态112.743.59e34.42e34.42e3力极限状特征断面217838:态抗抗弯I1534.723.71e34.42e34.42e3:弯强度图:强度验算:,s99.838表225吐母757.4.085.025.02JOT3.1375 3.57e3e3e3e3位置(m)最大止弯矩最大负弯矩设计弯矩Md(m・m)抗弯强度Mud(kN・E)是否满足设计弯矩Md3・E)抗弯强度Mud(khbm)是否满足0.3-2-1680.3是-162.4-1680.3是9.924170.95017.3是818.35017.3是19.92305.7838.1是-3032.7-5690.4是29.923686.84420是-14.8-241.8是39.92-20-5690.4是-3062.1-5690.4是49.923594.84420是112.74420是59.92218838.1是-2808.8-5690.4是69.923714.64420是34.74420是79.9299.2838.1是-3162.9-5690.4是89.924080.15017.3是757.75017.3是99.543.13569.3是-158.2-1680.3是194持久状况承载能力极限状态抗剪强度验算-352.98-1.29e3-2.54e3-2.82e3-13.62-621.29-1.35e3-1.35e3-131.63-1.46e3-546.61-1.53e3-2.44e3-2.87e3-352.98-1.29e3-2.54e3-2.82e3-13.62-621.29-1.35e3-1.35e3-131.63-1.46e3-546.61-1.53e3-2.44e3-2.87e3-120.37-1.44e3-84.42-1.44e3-334.58-1.25e3-2.57e3-2.59e3-105.08-1.44e3持久状况承载能力极限状态抗剪强度图-302.63-1.07e3-2.35e3-2.97e3-85.63-1.45e3-263.59-263.59-314.29-1.1e3承载能力极限状态特征断面抗剪强度验算表(kN)位置x(m)最值类型组合剪力(kN)抗剪上限(kN)尺寸满足计算剪力(kN)极限抗力(kN)抗力满足0.3最大剪力-13.62-1402.71是-13.62-1351.6是最小剪力-621.29-1402.71是-621.29-1351.25是9.92最大剪力235.91430.13是95.961452.65是最小剪力-277.14-1430.13是-131.63-1460.36是19.92最大剪力-565.81-2072.86是-546.61-2440.06是最小剪力-1530.4-2050.3是-1530.4-2873.25是29.92最大剪力232.561437.29是86.91438.36是最小剪力-253.55-1437.29是-120.37-1438.36是39.92最大剪力-352.98-2050.3是-352.98-2820.94是最小剪力-1294.44-2050.3是-1294.44-2542.88是49.92最大剪力255.991437.29是109.051438.36是最小剪力-217.5-1437.29是-84.42-1438.36是59.92最大剪力-334.58-2050.3是-334.58-2585.21是最小剪力-1254.08-2050.3是-1254.08-2574.78是69.92最大剪力245.11437.29是97.361438.36是最小剪力-237.94-1437.29是-105.08-1438.36是79.92最大剪力-180.36-2072.86是-302.63-2351.58是最小剪力-1070.2-2050.3是-1070.2-2967.68是89.92最大剪力285.331430.13是138.851460.36是最小剪力-214.1-1430.13是-85.63-1452.65是99.54最大剪力-351.38-1827.5是-314.29-263.59否最小剪力-1253.47-1827.5是-1100.52-263.59否持久状况正常使用极限状态验算5.11长期效应组合混凝土正应力包络图195

5.11长期效应组合混凝土正应力包络图1955.07 2.926-74 2.937.747.75-0.395.815.07 2.926-74 2.937.747.75-0.395.81-0.942.688.740.5-1.096.816.82-0.12-0.78 5.162.818.29-0.732.488.380.13-0.896.673.543.558.15.076.726.748.116.irmazQ1国1mnmgrnanmi6.-0.23 -0.05-0.54-0.23 -0.05-0.54-0.05 -0.21-0.06 -0.54-0.05 -0.21-0.06 -0.54持久状况长期效应组合特征断面混凝土应力验算汇总表位置(m)最值应力类型应力值(MPa)容许应力(MPa)是否满足0.3上缘最小正应力1.6510是下缘最小正应力5.4360是9.92上缘最小正应力1.8600是下缘最小正应力5.1030是19.92上缘最小正应力1.6400是下缘最小正应力1.6370是29.92上缘最小正应力1.0240是下缘最小正应力5.0960是39.92上缘最小正应力1.7140是下缘最小正应力1.5400是49.92上缘最小正应力1.0540是下缘最小正应力5.0170是59.92上缘最小正应力1.7150是下缘最小正应力1.5370是69.92上缘最小正应力1.0220是下缘最小正应力5.0970是79.92上缘最小正应力1.6430是下缘最小正应力1.6420是89.92上缘最小正应力1.8760是下缘最小正应力4.9860是99.54上缘最小正应力1.6510是下缘最小正应力5.4360是持久状况短期效应组合特征断面混凝土应力验算汇总表位置x(m)最值应力类型应力值(MPa)容许应力(MPa)是否满足0.3上缘最小正应力0.576-1.855是下缘最小正应力5.067-1.855是最小主应力-0.54-1.855是9.92上缘最小正应力0.4-1.855是下缘最小正应力2.919-1.855是最小主应力-5.087e-2-1.855是19.92上缘最小正应力-0.393-1.855是下缘最小正应力-1.234-1.855是196

最小主应力-1.234-1.855是29.92上缘最小正应力-0.936-1.855是下缘最小正应力2.675-1.855是最小主应力-0.936-1.855是39.92上缘最小正应力-1.087-1.855是下缘最小正应力0.504-1.855是最小主应力-1.087-1.855是49.92上缘最小正应力-0.781-1.855是下缘最小正应力2.808-1.855是最小主应力-0.781-1.855是59.92上缘最小正应力-0.122-1.855是下缘最小正应力-1.049-1.855是最小主应力-1.049-1.325是69.92上缘最小正应力-0.733-1.855是下缘最小正应力2.477-1.855是最小主应力-0.733-1.855是79.92上缘最小正应力-0.892-1.855是下缘最小正应力0.126-1.855是最小主应力-0.977-1.855是89.92上缘最小正应力0.144-1.855是下缘最小正应力3.539-1.855是最小主应力-6.091e-2-1.855是99.54上缘最小正应力0.575-1.855是下缘最小正应力5.066-1.855是最小主应力-0.54-1.855是持久状况标准效应组合特征断面混凝土应力验算汇总表位置x(m)最值应力类型应力值(MPa)容许应力(MPa)是否满足0.3上缘最大正应力4.28216.2是下缘最大正应力6.73616.2是最大主应力6.73619.44是9.92上缘最大正应力8.33216.2是下缘最大正应力7.75316.2是最大主应力8.33219.44是19.92上缘最大正应力7.36316.2是下缘最大正应力5.81116.2是最大主应力7.36319.44是29.92上缘最大正应力7.48516.2是下缘最大正应力8.73816.2是最大主应力8.73819.44是39.92上缘最大正应力6.37916.2是下缘最大正应力6.81516.2是最大主应力6.81519.44是197

49.92上缘最大正应力7.35516.2是下缘最大正应力8.29316.2是最大主应力8.29319.44是59.92上缘最大正应力7.28616.2是下缘最大正应力5.16216.2是最大主应力7.28619.44是69.92上缘最大正应力7.59816.2是下缘最大正应力8.38316.2是最大主应力8.38319.44是79.92上缘最大正应力6.57316.2是下缘最大正应力6.67516.2是最大主应力6.67519.44是89.92上缘最大正应力7.93116.2是下缘最大正应力8.10816.2是最大主应力8.10819.44是99.54上缘最大正应力4.28216.2是下缘最大正应力6.73616.2是最大主应力6.73619.44是持久状况标准效应组合特征预应力钢筋应力验算汇总表.预应力钢筋号预应力钢筋名称初始张拉应力(MPa)组合最大应力(MPa)组合应力容许值(MPa)是否满足111395-1098.206-1209是221395-1101.906-1209是331395-1118.636-1209是441395-1098.206-1209是551395-1094.329-1209是661395-1114.465-1209是771395-1100.585-1209是881395-1110.651-1209是991395-1131.377-1209是10101395-1098.456-1209是11111395-1108.144-1209是12121395-1127.996-1209是13131395-1101.448-1209是14141395-1111.681-1209是15151395-1130.672-1209是16161395-1076.791-1209是17171395-935.147-1209是18181395-1081.707-1209是19191395-939.832-1209是20201395-1076.868-1209是21211395-934.993-1209是198

22221395-1081.011-1209是23231395-939.367-1209是短暂状况应力验算22.6822.6822.63|822.6822.[8■—.22.612822.68，—.22.61.222.(822.6822.68-C«.7.12 11.51 3 10.26 2.4 10.26 2.4 10.26 3 11.38 7.1222.68 22.68 22.68 22.68 22.68 22.68 22.68 22.68 22.68 22.68 22.68短暂状况混凝土正应力包络图短暂状况特征断面混凝土正应力最值汇总表位置(m)应力类型应力值(MPa)容许值(MPa)是否满足最值工况0.3上缘最大正应力1.71722.68是4下缘最大正应力7.11922.68是19.92上缘最大正应力2.0322.68是4下缘最大正应力11.50922.68是219.