顶管计算书三

李家沱片区C线-炒油场片区雨污分流工程顶管结构设计计算书工程编号：2013SZ-0085设计：肖勃校对：韩军审查：周峥核定：杨帆日期：2013年08月设计单位：重庆市设计院一、设计资料1.1材料性能参数混凝土C50弹性模量：3.45×104MPa容重：26.0kN/m3线膨胀系数：1.0×10-5泊松比：0.2强度标准值：fck＝32.4MPa；ftk＝2.64MPa强度设计值：fc＝23.1MPa；ft＝1.89MPa普通钢筋环向钢筋采用HRB400，其强度指标为抗拉标准强度：fyk=400Mpa，抗拉设计强度取值：fy＝360Mpa弹性模量2.0×105Mpa箍筋及构造钢筋采用HPB300钢筋，其强度指标为钢筋抗拉标准强度：fyk＝300Mpa，抗拉设计强度：fy＝270Mpa弹性模量2.1×105Mpa1.2设计依据（1）．《给水排水工程管道结构设计规范》（GB50332-2002）（2）.《混凝土结构设计规范》（GB50010-2010）（3）.《顶进施工法用钢筋混凝土排水管》（JC／T640-2010）（4）.《给水排水管道工程施工及验收规范》（GB50268-2008）1.3设计标准和技术指标（1）管道结构设计使用年限：50年（2）地震设防标准：根据《中国地震动峰值加速度区划图A1》及《中国地震动反应谱特征周期区划图B1》划分，场区抗震设防烈度为6度（构造设防）。设计基本地震加速度值为0.05g，地震动反应谱特征周期值为0.35S。（3）抗浮安全系数K≥1.1（50年一遇洪水位）（4）顶管设计荷载恒载：φ800顶管覆土≤9m;φ1200顶管覆土≤5m。活载：≤20KN/m2。二、φ800顶管结构计算2.1顶管结构尺寸顶管截面2.2顶管结构计算顶管结构需承受自重、周边土压力、车辆荷载(城-A级)及人群荷载。计算以纵向的1延米横截面作为平面框架进行结构计算，以控制顶管的配筋。内力计算采用理正岩土计算软件计算。根据内力结果，分别进行结构承载能力及裂缝宽度验算。作用荷载：1、管内污水重：0.503（过水面积）×10＝5.03KN/m2、管道自重：0.315×26＝8.19KN/m3、管顶覆土高Hs：9m4、管顶土容重rs：20kN/m35、车辆荷载：等效为1m土压力6、侧向土压力上侧土压力：＝（1/3）*20*10＝66.6KN/m2下侧土压力：＝（1/3）*20*（10+0.8+0.22）＝73.39KN/m27、竖向土压力顶：CjγsBtD1=78KN/m底：CjγsBtD1+G水+G管=91KN/m8、计算模型结构计算采用理正岩土建模计算，计算模型如下：计算模型9、内力计算结果----------------------------------------------------------------------[计算结果]----------------------------------------------------------------------[内力配筋计算]----------------------------------------------------------------------计算结论:经过2次计算,达到各点设定抗力条件和法向位移一致!轴向力剪力弯矩切向位移法向位移转角围岩抗力单侧纵筋箍筋面积抗剪验算NQMUVWAsAv(kN)(kN)(kN.m)(mm)(mm)(度)(kPa)(mm^2)(mm^2)底拱(从拱底向左等分10段):(底拱是指从底部到水平直径最大处的一段圆弧。)0-43.2870.0002.3610.000-9445.0030.0000.0715.020.8满足1-43.5662.0332.2881477.515-9328.7170.0040.0690.120.8满足2-44.3783.8992.0752918.648-8982.7260.0070.0617.620.8满足3-45.6545.4481.7384287.914-8415.5480.0100.0503.420.8满足4-47.2796.5521.3075551.595-7641.1500.0130.0356.820.8满足5-49.1087.1240.8156678.576-6678.6020.0150.0189.720.8满足6-50.9737.1220.3027641.107-5551.6040.0150.0120.020.8满足7-52.6996.556-0.1908415.488-4287.9090.0150.0120.020.8满足8-54.1195.492-0.6238982.650-2918.6340.0150.0120.020.8满足9-55.0914.048-0.9669328.628-1477.4940.0140.0230.120.8满足10-55.5142.381-1.1969444.9050.0230.0120.0306.320.8满足顶拱(从拱脚向拱顶等分10段):0-55.5142.381-1.1969444.9050.0230.0120.0306.320.8满足1-55.4460.717-1.3069328.6161477.5370.0100.0343.120.8满足2-55.001-0.773-1.3038982.6262918.6670.0080.0342.720.8满足3-54.225-1.992-1.2028415.4564287.9270.0060.0310.420.8满足4-53.196-2.856-1.0277641.0695551.6020.0040.0253.620.8满足5-52.018-3.309-0.8046678.5366678.5770.0020.0181.320.8满足6-50.811-3.327-0.5645551.5567641.1020.0010.0120.020.8满足7-49.703-2.929-0.3384287.8808415.4790.0010.0120.020.8满足8-48.812-2.173-0.1542918.6248982.6400.0000.0120.020.8满足9-48.235-1.156-0.0341477.5029328.6200.0000.0120.020.8满足10-48.0360.0000.0080.0009444.9000.0000.0120.020.8满足----------------------------------------------------------------------[配筋结果]衬砌内侧纵筋最大面积As=715.0mm^2，外侧纵筋最大面积As1=715.0mm^2；纵筋面积总和As=1430.0mm^2。箍筋最大面积Av=20.8mm^2。截面尺寸抗剪验算：满足。注:此处纵筋即为受力筋。----------------------------------------------------------------------[裂缝计算]----------------------------------------------------------------------计算结论:经过2次计算,达到各点设定抗力条件和法向位移一致!轴向力弯矩围岩抗力实配钢筋裂缝宽度拉筋应力NkMk(单侧)Wmaxstress(kN)(kN.m)(kPa)(mm)(MPa)底拱(从拱底向左等分10段):(底拱是指从底部到水平直径最大处的一段圆弧。)0-31.3591.4630.00020E80.016.71-31.5491.4150.00020E80.016.12-32.0991.2730.00020E80.014.43-32.9621.0490.00020E8------4--34.005800.76330.0000220E8-------5--35.228500.43990.0000220E8-------6--36.552700.10550.0000220E8-------7--37.6660-00.21330.0000220E8-------8--38.5570-00.48770.0000220E8-------9--39.1160-00.69880.0000220E8-------10--39.3361-00.82990.0000220E8-------顶拱(从拱脚向向拱顶等分分10段):0-339.3661-0..82900.0000200E8--------1--39.2218-00.87880.0001220E8-------2--38.8814-00.84990.0002220E8-------3--38.1182-00.75440.0002220E8-------4--37.3378-00.60990.0003220E8-------5--36.4478-00.43440.0004220E8-------6--35.5568-00.24990.0004220E8-------7--34.7739-00.07880.0005220E8-------8--34.007600.06110.0005220E8-------9--33.664700.15110.0005220E8-------10--33.449900.18330.0005220E8-------注:裂缝结果果中“---”表示按规规范对于ee0/h00<=0..55的偏偏心受压构构件，可不不验算裂缝缝宽度。荷载裂缝宽度满满足规范要要求。三、φ12000顶管结构构计算3.1顶管结构尺寸顶管截面3.2顶管结构计算顶管结构需承受受自重、周周边土压力力、车辆荷荷载(城-A级)及人群荷荷载。计算算以纵向的的1延米横截截面作为平平面框架进进行结构计计算，以控控制顶管的配筋筋。内力计计算采用理理正岩土计计算软件计计算。根据据内力结果果，分别进进行结构承承载能力及及裂缝宽度度验算。作用荷载：1、管内污水重：：1.1331（过水水面积）×10＝11.331KNN/m2、管道自重：00.68×26＝17.668KNN/m3、管顶覆土高HHs：5m4、管顶土容重rss：20kNN/m35、车辆荷载：等等效为1mm土压力6、侧向土压力上侧土压力：＝＝（1/3）*20**6＝39.996KNN/m2下侧土压力：＝＝（1/3）*20*（6+1.2+00.32）＝50..08KKN/m227、竖向土压力顶：CjγsBBtD1=118KKN/m底：CjγsBBtD1+G水+G管=147KKN/m8、计算模型结构计算采用理理正岩土建建模计算，计计算模型如如下：计算模型9、内力计算结果果--------------------------------------------------------------------------------------[计算结果]--------------------------------------------------------------------------------------[内力配筋计计算]--------------------------------------------------------------------------------------计算结论:经过过2次计算,达到各点点设定抗力力条件和法法向位移一一致!轴轴向力剪力弯弯矩切向向位移法向位位移转角围岩抗力力单侧纵筋筋箍筋面积积抗剪验算算NQMUVWAssAAv(kN))((kN)(kN..m)(mmm)(mmm)(度度)(kkPa)(mmm^2)(mmm^2))底拱(从拱底向向左等分110段):(底拱拱是指从底底部到水平平直径最大大处的一段段圆弧。))0-338.38810..000220.57790..000-317725.778000.00000.0011079..328.88满足1-440.677015..183119.766244962..979-313335.116900.01660.0011030..128.88满足2-447.322328..973117.388599803..748-301172.996200.03000.00887..028.88满足3-557.711040..104113.6668144403..109-282267.777800.04330.00663..128.88满足4-770.855147..5628.9449188647..807-256666.553600.05110.00379..128.88满足5-885.499850..6753.6662222433..323-224433.229300.05660.00220..028.88满足6-1000.255449..184--1.7112255666..444-186647.667000.05770.00220..028.88满足7-1113.700643..271--6.6887288267..560-144402.888600.05440.00220..028.88满足8-1224.555833..545-110.8119300172..625-98003.47710..0470.03393.55228.8满足9-1331.755920..994-113.7552311334..734-49662.68810..0370.05544.44228.8满足10-1334.61116..887-115.2448311725..2740.28840..0260.06622.88228.8满足顶拱(从拱脚向向拱顶等分分10段):0-1334.61116..887-115.2448311725..2740.28840..0260.06622.88228.8满足1-1333.1992-7..127-115.2227311334..63249663.21190..0140.06623.99228.8满足2-1228.0440-19..594-113.7881300172..43198003.92200..0020.05552.22228.8满足3-1119.7008-29..488-111.1333288267..292144003.1997-0..0070.04419.00228.8满足4-1009.0444-35..995--7.6003255666..129186447.8006-0..0150.02240.66228.8满足5-997.1119-38..595--3.5883222432..991224333.2336-0..0190.02220.00228.8满足6-885.1223-37..1240.4996188647..490256666.2885-0..0200.02220.00228.8满足7-774.2557-31..7994.2110144402..838282667.3550-0..0180.02220.00228.8满足8-665.6008-23..2007.177399803..550301772.3991-0..0140.02289.11228.8满足9-660.0444-12..2259.088144962..874313334.5005-0..0070.04404.44228.8满足10-558.12250..0009.73390..000317225.07790..0000.04444.22228.8满足--------------------------------------------------------------------------------------[配筋结果]衬砌内侧纵筋最最大面积AAs=10799.3mmm^2，外外侧纵筋最最大面积AAs1==10779.3mmm^2；；纵筋面积总和AAs=21588.6mmm^2。箍筋最大面积AAv=28.88mm^22。截面尺寸抗剪验验算：满足。注:此处纵筋即为受受力筋。--------------------------------------------------------------------------------------[裂缝计算]--------------------------------------------------------------------------------------计算结论:经过过2次计算,达到各点点设定抗力力条件和法法向位移一一致!轴轴向力弯矩围岩岩抗力实配钢筋筋裂缝缝宽度拉筋应应力NkkMk(单单侧)Wmaaxsstresss(kN))((kN.mm)(kPPa)(mmm)(MPaa)底拱(从拱底向向左等分110段):(底拱拱是指从底底部到水平平直径最大大处的一段段圆弧。))0-227.999414..23000.0000200E80..161129.771-229.611213..65500.0000200E80..151122.882-334.311311..98200.0000200E80..121102.773-441.65519..36500.0000200E80..0971.884-550.92276..04800.0000200E80..0434.555-661.25552..33400.0000