预应力混凝土t型简支梁计算书毕业论文

'一、设计资料1、桥面跨径及桥宽标准跨径：总体方案选择的结果，采用装配式预应力混凝土T型简支梁，跨度25m；主梁长：伸缩缝采用40mm，预制梁长24.96m；计算跨径：取相邻支座中心间距24.5m；桥面净空：由于该桥所在线路的宽度较大，确定采用分离式桥面；左半幅路面布置：0.5m（护栏）+12m（行车道）+0.8m（护栏+检修道）=13.3m。2、主要技术指标设计荷载：公路Ⅰ级；结构重要性系数为γ0=1.1；桥面坡度：行车道单向横坡2%。3、材料性能参数（1）混凝土强度等级为C40，主要强度指标为：强度标准值=26.8,=2.4强度设计值=18.4，=1.65弹性模量=3.25×（2）预应力钢筋采用1×7标准型-15.2-1860-Ⅱ-GB/T5224-1995钢绞线。其强度指为：抗拉强度标准值=1860抗拉强度设计值=1260弹性模量=1.95×相对界限受压区高度=0.4，=0.2563（3）普通钢筋①纵向抗拉普通钢筋采用HRB400钢筋，其强度指标为抗拉强度标准值=400抗拉强度设计值=330相对界限受压区高度=0.53=0.1985②箍筋及构造钢筋采用HRB335，其强度指标为抗拉强度标准值=335抗拉强度设计值=280 弹性模量=2.0×4、设计依据1）《公路桥涵设计通用规范》（JTGD60—04），简称《桥规》；2）《公路钢筋混凝土及预应力混凝土桥涵设计规范》（JTGD60—04），简称《公预规》；3）《公路桥涵地基与基础设计规范》（JTJ024—85）；二、构造布置1、梁间距：采用装配式施工。主梁间距一般在1.8~2.3之间，本设计选用1.9m，整个横桥向共14片主梁。设计主梁宽均为1.9m。预制时主梁宽为1.6m。主梁之间留有0.3m的后浇带。2、主梁高：根据预应力混凝土T型梁的截面尺寸设计经验，梁高选取在之间，本设计取较小值，选用1.6m。3、横隔梁间距：为了增强主梁之间的横向连接刚度，处除设置端横隔梁外，还设置了4片中横隔梁，间距为3×5m，共计6片。高取梁高的0.7~0.9倍，厚度一般取15~18cm。4、梁肋：根据抗剪强度需要和施工振捣的需要（一般取在15~25cm之间），厚度暂定为18cm，在梁端的一个横隔板间距内腹板中部按直线加厚至马蹄宽40cm。5、桥面铺装：10厘米厚40号钢纤维混凝土＋防水层+7厘米厚沥青混凝土(路面一致)。6、桥梁横断面：具体尺寸见图1-1。 图1-1主梁横断面（跨中）布置图（单位cm）7、主梁纵断面布置：见图1—2。图1-2主梁纵断面布置图（单位cm）三、截面的几何特性1、预制时翼板宽度为1.6m，使用时为1.9m，二者的截面特性如下； 图1-3预制跨中横截面图1-4成桥阶段跨截面图1-5成桥阶段支点横截面图1-6成桥阶段支点横截面预制跨中横截面：面积:6228.9444周长:650.5162边界框:X:-80.0000--80.0000Y:-105.0908--54.9092质心:X:0.0000Y:0.0000惯性矩:X:18527369.8464Y:6171115.3888惯性积:XY:0.0000旋转半径:X:54.5381Y:31.4756主力矩与质心的X-Y方向:I:6171115.3888沿[0.0000-1.0000]J:18527369.8464沿[1.00000.0000]成桥阶段跨中横截面：面积:6678.9444周长:710.5162 边界框:X:-95.0000--95.0000Y:-108.2851--51.7149质心:X:0.0000Y:0.0000惯性矩:X:19479095.7115Y:9624865.3888惯性积:XY:0.0000旋转半径:X:54.0046Y:37.9615主力矩与质心的X-Y方向:I:9624865.3888沿[0.0000-1.0000]J:19479095.7115沿[1.00000.0000]预制支点横截面：面积:8664.2824周长:622.5712边界框:X:-80.0000--80.0000Y:-98.4036--61.5964质心:X:0.0000Y:0.0000惯性矩:X:22021233.8445Y:6718236.9215惯性积:XY:0.0000旋转半径:X:50.4144Y:27.8459主力矩与质心的X-Y方向:I:6718236.9215沿[0.00001.0000]J:22021233.8444沿[-1.00000.0000]成桥阶段支点横截面：面积:9106.3380周长:685.7490边界框:X:-95.0000--95.0000Y:-101.0436--58.9564质心:X:0.0000Y:0.0000惯性矩:X:23271527.6099Y:10168491.7840惯性积:XY:0.0000旋转半径:X:50.5523Y:33.4161主力矩与质心的X-Y方向:I:10168491.7840沿[0.0000-1.0000]J:23271527.6099沿[1.00000.0000]2、检验截面效率指标ρ以跨中截面为例 上核心矩：Ks==54.17下核心矩：Kx==28.3截面效率指标：ρ==0.52≥0.5根据设计经验，预应力混凝土T型梁在设计时，检验截面效率指标ρ=0.45-0.55之间，且较大者亦较经济，上述计算表明，初拟主梁跨中截面时合理的。五、主梁内力计算（一）恒载内力计算1.主梁预制时的自重（第一期横载）g1（1）安跨中截面计算，主梁每延米自重（即先按等截面计算）g1=0.62289444×26=16.195kN/m（2）由马蹄增高和腹板加宽所增加的重量折算成每延米自重g2=kN/m（3）横隔梁折算成横向每米自重g3=0.18*1.25*26/5=1.17kN/m2.桥面板间接头（第二期横载）g4g４=0.3×0.15×26+0.3×0.18×6×26/24.96=1.183kN/m3.栏杆、桥面铺装（第三期横载）g5桥面坡度以盖梁做成斜面找平，桥面铺装为10厘米厚40号钢纤维混凝土＋防水层+7厘米厚沥青混凝土。钢纤维混凝土的重力密度取为26kN/m3；沥青混凝土的重力密度取为23kN/m3；每侧的钢筋混凝土护栏重为：7.5KN/m金属制护栏为:5KN/m；沥青混凝土：0.07×2.2=0.154kN/m；混凝土垫层（平均厚）：0.1×2.2=0.22kN/m；故：g5=0.22+0.154+=2.457kN/m表2—1各梁的恒载汇总表（单位：KN/m）梁号第一期荷载第二期荷载第三期荷载总和（KN/m） 1（7）19.9460.59152.45722.99452（6）20.5131.1832.45724.1533（4）(5)20.5131.1832.45724.153项目L/2L/4L/8L/4L/8支点75.0356.2732.83　　　　　　　6.1259.18812.25第一期恒载1（/7）号主梁1496.5481122.361654.827122.169183.264244.3392（/6）号主梁1539.091154.267673.442125.642188.473251.2843（/4/5）号主梁1539.091154.267673.442125.642188.473251.284第二期恒载1（/7）号主梁44.3833.28419.4193.6235.4357.2462（/6）号主梁88.7666.56738.8387.24610.86914.4923（/4/5）号主梁88.7666.56738.8387.24610.86914.492第三期恒载1（/7）号主梁184.3487138.255480.66315.0491322.57530.098252（/6）号主梁184.3487138.255480.66315.0491322.57530.0982533（/4/5）号主梁184.3487138.255480.66315.0491322.57530.09825表2—2恒载内力计算结果表（二）活载内力计算1.计算汽车荷载的冲击系数根据《公桥规》第4.3.2条规定： 故：2、主梁荷载横向分布系数的计算1）跨中的横向分布系数mc主梁间在翼缘板及横隔梁处采用湿接，且桥宽跨比为26/25=1.04≥0.5，所以本桥并非窄桥，不宜用偏心压力法计算mc。故跨中的横向分布系数mc计算方法采用比拟正交异性板法（用查表法计算）。2）计算几何特性①主梁抗弯惯矩IxIx=18527369.8464cm4=18.53×106cm4主梁的比拟单宽抗弯惯矩Jx：Jx==18527369.8464cm4/190cm=97512.47cm4/cm②横隔梁抗弯惯矩其截面几何特性：面积:14768.0000 周长:1302.0000边界框:X:-250.0000--250.0000Y:-126.9051--24.0949质心:X:0.0000Y:0.0000惯性矩:X:14594325.5678Y:260477902.6667惯性积:XY:0.0000旋转半径:X:31.4363Y:132.8081主力矩与质心的X-Y方向:I:14594325.5678沿[1.00000.0000]J:260477902.6667沿[0.00001.0000]故单位抗弯及抗扭惯矩：③主梁和横隔梁的抗扭惯矩对于T梁间刚性连接的情况，应按下列公式计算：JTx+JTa=h13+ITx+ITy对于主梁梁肋：,C1=0.300,ITx==0.300×113×183+0.186×40×28.73=373585.6783cm4对于横隔梁肋：,C=0.303ITy=0.303×125×183=220712.04cm4JTx+JTa=h13+ITx+ITy=×183++=4351.66cm4/cm3）计算各梁荷载横向分布系数①主梁的荷载横向分布系数ｍｃ（比拟正交异性板法）。-----------------------比拟正交异性板法--------------------------N=7 DX=0.05L=24.5LB=1.9RB=0XB=12(3Lane)Jx=0.09751247Jy=0.07678947Jtx+Jty=0.004135CoordinatesofbeamlocationNo.y1-5.72-3.83-1.94051.963.875.7------------------------比拟正交异性板法----------------------------CoordinatesofloadlatrelinfluencelineNo.Ybeam1beam2beam3beam4beam5beam6beam71-6.650.49010.35610.24330.13660.0323-0.0717-0.18662-6.60.48740.35450.24260.13670.0331-0.0701-0.18423-6.550.48470.35290.24190.13680.034-0.0685-0.18184-6.50.4820.35130.24120.13690.0349-0.0669-0.17935-6.450.47930.34970.24050.1370.0357-0.0653-0.17696-6.40.47650.34810.23980.13710.0366-0.0637-0.17457-6.350.47380.34650.23910.13720.0375-0.0621-0.1728-6.30.47110.34490.23840.13730.0383-0.0605-0.16969-6.250.46840.34330.23770.13740.0392-0.0589-0.167210-6.20.46570.34180.237 0.13750.0401-0.0573-0.164711-6.150.4630.34020.23630.13760.0409-0.0557-0.162312-6.10.46030.33860.23560.13780.0418-0.0541-0.159913-6.050.45760.3370.23490.13790.0427-0.0524-0.157414-6.0.45480.33540.23420.1380.0435-0.0508-0.15515-5.950.45210.33380.23350.13810.0444-0.0492-0.152616-5.90.44940.33220.23280.13820.0452-0.0476-0.150217-5.850.44670.33060.23210.13830.0461-0.046-0.147718-5.80.4440.3290.23140.13840.047-0.0444-0.145319-5.750.44130.32740.23070.13850.0478-0.0428-0.142920-5.70.43860.32580.22990.13860.0487-0.0412-0.140421-5.650.43590.32420.22920.13870.0496-0.0396-0.13822-5.60.43320.32260.22850.13880.0504-0.038-0.135623-5.550.43050.3210.22780.13890.0513-0.0364-0.133124-5.50.42780.31940.22710.1390.0522-0.0348-0.130725-5.450.42510.31780.22640.13910.053-0.0332-0.128326-5.40.42240.31620.22570.13920.0539-0.0316-0.125827-5.350.41970.31460.2250.13930.0548-0.03-0.123428-5.30.4170.3130.22430.13940.0556-0.0284-0.12129-5.250.41430.31140.22360.13950.0565-0.0267-0.118630-5.20.41160.30980.2229 0.13960.0573-0.0251-0.116131-5.150.40890.30820.22220.13970.0582-0.0235-0.113732-5.10.40630.30660.22150.13980.0591-0.0219-0.111333-5.050.40360.3050.22080.13990.0599-0.0203-0.108834-5.0.40090.30340.22010.140.0608-0.0187-0.106435-4.950.39820.30180.21930.14010.0616-0.0171-0.10436-4.90.39550.30020.21860.14020.0625-0.0155-0.101537-4.850.39280.29860.21790.14030.0634-0.0139-0.099138-4.80.39010.2970.21720.14040.0642-0.0123-0.096739-4.750.38740.29540.21650.14050.0651-0.0107-0.094240-4.70.38480.29380.21580.14060.066-0.0091-0.091841-4.650.38210.29210.21510.14070.0668-0.0075-0.089442-4.60.37940.29050.21440.14080.0677-0.0059-0.086943-4.550.37670.28890.21370.14090.0685-0.0043-0.084544-4.50.37410.28730.21290.1410.0694-0.0027-0.082145-4.450.37140.28570.21220.14110.0702-0.0011-0.079646-4.40.36870.28410.21150.14120.07110.0005-0.077247-4.350.3660.28250.21080.14130.0720.0021-0.074848-4.30.36340.28090.21010.14140.07280.0038-0.072349-4.250.36070.27930.20940.14150.07370.0054-0.069950-4.20.3580.27770.2086 0.14160.07450.007-0.067551-4.150.35540.27610.20790.14170.07540.0086-0.06552-4.10.35270.27450.20720.14180.07630.0102-0.062653-4.050.350.27290.20650.14190.07710.0118-0.060154-4.0.34740.27130.20580.14190.0780.0134-0.057755-3.950.34470.26970.2050.1420.07880.015-0.055356-3.90.3420.26810.20430.14210.07970.0166-0.052857-3.850.33940.26650.20360.14220.08050.0182-0.050458-3.80.33670.26490.20290.14230.08140.0198-0.04859-3.750.33410.26320.20220.14240.08220.0214-0.045560-3.70.33140.26160.20140.14250.08310.023-0.043161-3.650.32880.260.20070.14260.08390.0246-0.040662-3.60.32610.25840.20.14260.08480.0262-0.038263-3.550.32350.25680.19930.14270.08570.0278-0.035864-3.50.32080.25520.19850.14280.08650.0294-0.033365-3.450.31820.25360.19780.14290.08740.031-0.030966-3.40.31550.2520.19710.1430.08820.0326-0.028467-3.350.31290.25040.19630.14310.08910.0343-0.02668-3.30.31030.24880.19560.14310.08990.0359-0.023569-3.250.30760.24710.19490.14320.09080.0375-0.021170-3.20.3050.24550.1941 0.14330.09160.0391-0.018671-3.150.30230.24390.19340.14340.09250.0407-0.016272-3.10.29970.24230.19270.14350.09330.0423-0.013773-3.050.29710.24070.19190.14350.09420.0439-0.011374-3.0.29450.23910.19120.14360.0950.0455-0.008975-2.950.29180.23750.19050.14370.09590.0471-0.006476-2.90.28920.23590.18970.14380.09670.0487-0.00477-2.850.28660.23420.1890.14380.09750.0503-0.001578-2.80.28390.23260.18820.14390.09840.05190.00179-2.750.28130.2310.18750.1440.09920.05350.003480-2.70.27870.22940.18670.14410.10010.05510.005981-2.650.27610.22780.1860.14410.10090.05670.008382-2.60.27350.22620.18530.14420.10180.05830.010883-2.550.27090.22460.18450.14430.10260.060.013284-2.50.26820.22290.18380.14430.10350.06160.015785-2.450.26560.22130.1830.14440.10430.06320.018186-2.40.2630.21970.18230.14450.10520.06480.020687-2.350.26040.21810.18150.14450.1060.06640.023188-2.30.25780.21650.18080.14460.10680.0680.025589-2.250.25520.21490.180.14470.10770.06960.02890-2.20.25260.21320.1792 0.14470.10850.07120.030491-2.150.250.21160.17850.14480.10940.07280.032992-2.10.24740.210.17770.14480.11020.07440.035493-2.050.24480.20840.1770.14490.1110.0760.037894-2.0.24220.20680.17620.1450.11190.07760.040395-1.950.23960.20520.17550.1450.11270.07920.042896-1.90.2370.20350.17470.14510.11350.08090.045297-1.850.23450.20190.17390.14510.11440.08250.047798-1.80.23190.20030.17320.14520.11520.08410.050299-1.750.22930.19870.17240.14520.11610.08570.0526100-1.70.22670.19710.17160.14530.11690.08730.0551101-1.650.22410.19550.17090.14530.11770.08890.0576102-1.60.22150.19380.17010.14540.11860.09050.0601103-1.550.2190.19220.16930.14540.11940.09210.0625104-1.50.21640.19060.16850.14550.12020.09370.065105-1.450.21380.1890.16780.14550.12110.09530.0675106-1.40.21130.18740.1670.14560.12190.0970.07107-1.350.20870.18580.16620.14560.12270.09860.0725108-1.30.20610.18410.16540.14560.12350.10020.0749109-1.250.20360.18250.16470.14570.12440.10180.0774110-1.20.2010.18090.1639 0.14570.12520.10340.0799111-1.150.19840.17930.16310.14570.1260.1050.0824112-1.10.19590.17770.16230.14580.12690.10660.0849113-1.050.19330.1760.16150.14580.12770.10820.0874114-1.0.19080.17440.16080.14580.12850.10980.0899115-0.950.18820.17280.160.14590.12930.11140.0924116-0.90.18560.17120.15920.14590.13020.11310.0949117-0.850.18310.16960.15840.14590.1310.11470.0974118-0.80.18050.1680.15760.14590.13180.11630.0998119-0.750.1780.16630.15680.1460.13260.11790.1023120-0.70.17540.16470.1560.1460.13340.11950.1048121-0.650.17290.16310.15520.1460.13430.12110.1073122-0.60.17040.16150.15440.1460.13510.12270.1098123-0.550.16780.15990.15360.14610.13590.12430.1124124-0.50.16530.15830.15290.14610.13670.1260.1149125-0.450.16270.15660.15210.14610.13750.12760.1174126-0.40.16020.1550.15130.14610.13830.12920.1199127-0.350.15770.15340.15050.14610.13920.13080.1224128-0.30.15510.15180.14970.14610.140.13240.1249129-0.250.15260.15020.14890.14610.14080.1340.1274130-0.20.15010.14860.1481 0.14610.14160.13560.1299131-0.150.14760.1470.14730.14610.14240.13730.1324132-0.10.1450.14530.14640.14610.14320.13890.1349133-0.050.14250.14370.14560.14610.1440.14050.13751340.0.140.14210.14480.14610.14480.14210.141350.050.13750.14050.1440.14610.14560.14370.14251360.10.13490.13890.14320.14610.14640.14530.1451370.150.13240.13730.14240.14610.14730.1470.14761380.20.12990.13560.14160.14610.14810.14860.15011390.250.12740.1340.14080.14610.14890.15020.15261400.30.12490.13240.140.14610.14970.15180.15511410.350.12240.13080.13920.14610.15050.15340.15771420.40.11990.12920.13830.14610.15130.1550.16021430.450.11740.12760.13750.14610.15210.15660.16271440.50.11490.1260.13670.14610.15290.15830.16531450.550.11240.12430.13590.14610.15360.15990.16781460.60.10980.12270.13510.1460.15440.16150.17041470.650.10730.12110.13430.1460.15520.16310.17291480.70.10480.11950.13340.1460.1560.16470.17541490.750.10230.11790.13260.1460.15680.16630.1781500.80.09980.11630.1318 0.14590.15760.1680.18051510.850.09740.11470.1310.14590.15840.16960.18311520.90.09490.11310.13020.14590.15920.17120.18561530.950.09240.11140.12930.14590.160.17280.18821541.0.08990.10980.12850.14580.16080.17440.19081551.050.08740.10820.12770.14580.16150.1760.19331561.10.08490.10660.12690.14580.16230.17770.19591571.150.08240.1050.1260.14570.16310.17930.19841581.20.07990.10340.12520.14570.16390.18090.2011591.250.07740.10180.12440.14570.16470.18250.20361601.30.07490.10020.12350.14560.16540.18410.20611611.350.07250.09860.12270.14560.16620.18580.20871621.40.070.0970.12190.14560.1670.18740.21131631.450.06750.09530.12110.14550.16780.1890.21381641.50.0650.09370.12020.14550.16850.19060.21641651.550.06250.09210.11940.14540.16930.19220.2191661.60.06010.09050.11860.14540.17010.19380.22151671.650.05760.08890.11770.14530.17090.19550.22411681.70.05510.08730.11690.14530.17160.19710.22671691.750.05260.08570.11610.14520.17240.19870.22931701.80.05020.08410.1152 0.14520.17320.20030.23191711.850.04770.08250.11440.14510.17390.20190.23451721.90.04520.08090.11350.14510.17470.20350.2371731.950.04280.07920.11270.1450.17550.20520.23961742.0.04030.07760.11190.1450.17620.20680.24221752.050.03780.0760.1110.14490.1770.20840.24481762.10.03540.07440.11020.14480.17770.210.24741772.150.03290.07280.10940.14480.17850.21160.251782.20.03040.07120.10850.14470.17920.21320.25261792.250.0280.06960.10770.14470.180.21490.25521802.30.02550.0680.10680.14460.18080.21650.25781812.350.02310.06640.1060.14450.18150.21810.26041822.40.02060.06480.10520.14450.18230.21970.2631832.450.01810.06320.10430.14440.1830.22130.26561842.50.01570.06160.10350.14430.18380.22290.26821852.550.01320.060.10260.14430.18450.22460.27091862.60.01080.05830.10180.14420.18530.22620.27351872.650.00830.05670.10090.14410.1860.22780.27611882.70.00590.05510.10010.14410.18670.22940.27871892.750.00340.05350.09920.1440.18750.2310.28131902.80.0010.05190.0984 0.14390.18820.23260.28391912.85-0.00150.05030.09750.14380.1890.23420.28661922.9-0.0040.04870.09670.14380.18970.23590.28921932.95-0.00640.04710.09590.14370.19050.23750.29181943.-0.00890.04550.0950.14360.19120.23910.29451953.05-0.01130.04390.09420.14350.19190.24070.29711963.1-0.01370.04230.09330.14350.19270.24230.29971973.15-0.01620.04070.09250.14340.19340.24390.30231983.2-0.01860.03910.09160.14330.19410.24550.3051993.25-0.02110.03750.09080.14320.19490.24710.30762003.3-0.02350.03590.08990.14310.19560.24880.31032013.35-0.0260.03430.08910.14310.19630.25040.31292023.4-0.02840.03260.08820.1430.19710.2520.31552033.45-0.03090.0310.08740.14290.19780.25360.31822043.5-0.03330.02940.08650.14280.19850.25520.32082053.55-0.03580.02780.08570.14270.19930.25680.32352063.6-0.03820.02620.08480.14260.20.25840.32612073.65-0.04060.02460.08390.14260.20070.260.32882083.7-0.04310.0230.08310.14250.20140.26160.33142093.75-0.04550.02140.08220.14240.20220.26320.33412103.8-0.0480.01980.0814 0.14230.20290.26490.33672113.85-0.05040.01820.08050.14220.20360.26650.33942123.9-0.05280.01660.07970.14210.20430.26810.3422133.95-0.05530.0150.07880.1420.2050.26970.34472144.-0.05770.01340.0780.14190.20580.27130.34742154.05-0.06010.01180.07710.14190.20650.27290.352164.1-0.06260.01020.07630.14180.20720.27450.35272174.15-0.0650.00860.07540.14170.20790.27610.35542184.2-0.06750.0070.07450.14160.20860.27770.3582194.25-0.06990.00540.07370.14150.20940.27930.36072204.3-0.07230.00380.07280.14140.21010.28090.36342214.35-0.07480.00210.0720.14130.21080.28250.3662224.4-0.07720.00050.07110.14120.21150.28410.36872234.45-0.0796-0.00110.07020.14110.21220.28570.37142244.5-0.0821-0.00270.06940.1410.21290.28730.37412254.55-0.0845-0.00430.06850.14090.21370.28890.37672264.6-0.0869-0.00590.06770.14080.21440.29050.37942274.65-0.0894-0.00750.06680.14070.21510.29210.38212284.7-0.0918-0.00910.0660.14060.21580.29380.38482294.75-0.0942-0.01070.06510.14050.21650.29540.38742304.8-0.0967-0.01230.0642 0.14040.21720.2970.39012314.85-0.0991-0.01390.06340.14030.21790.29860.39282324.9-0.1015-0.01550.06250.14020.21860.30020.39552334.95-0.104-0.01710.06160.14010.21930.30180.39822345.-0.1064-0.01870.06080.140.22010.30340.40092355.05-0.1088-0.02030.05990.13990.22080.3050.40362365.1-0.1113-0.02190.05910.13980.22150.30660.40632375.15-0.1137-0.02350.05820.13970.22220.30820.40892385.2-0.1161-0.02510.05730.13960.22290.30980.41162395.25-0.1186-0.02670.05650.13950.22360.31140.41432405.3-0.121-0.02840.05560.13940.22430.3130.4172415.35-0.1234-0.030.05480.13930.2250.31460.41972425.4-0.1258-0.03160.05390.13920.22570.31620.42242435.45-0.1283-0.03320.0530.13910.22640.31780.42512445.5-0.1307-0.03480.05220.1390.22710.31940.42782455.55-0.1331-0.03640.05130.13890.22780.3210.43052465.6-0.1356-0.0380.05040.13880.22850.32260.43322475.65-0.138-0.03960.04960.13870.22920.32420.43592485.7-0.1404-0.04120.04870.13860.22990.32580.43862495.75-0.1429-0.04280.04780.13850.23070.32740.44132505.8-0.1453-0.04440.047 0.13840.23140.3290.4442515.85-0.1477-0.0460.04610.13830.23210.33060.44672525.9-0.1502-0.04760.04520.13820.23280.33220.44942535.95-0.1526-0.04920.04440.13810.23350.33380.45212546.-0.155-0.05080.04350.1380.23420.33540.45482556.05-0.1574-0.05240.04270.13790.23490.3370.45762566.1-0.1599-0.05410.04180.13780.23560.33860.46032576.15-0.1623-0.05570.04090.13760.23630.34020.4632586.2-0.1647-0.05730.04010.13750.2370.34180.46572596.25-0.1672-0.05890.03920.13740.23770.34330.46842606.3-0.1696-0.06050.03830.13730.23840.34490.47112616.35-0.172-0.06210.03750.13720.23910.34650.47382626.4-0.1745-0.06370.03660.13710.23980.34810.47652636.45-0.1769-0.06530.03570.1370.24050.34970.47932646.5-0.1793-0.06690.03490.13690.24120.35130.4822656.55-0.1818-0.06850.0340.13680.24190.35290.48472666.6-0.1842-0.07010.03310.13670.24260.35450.48742676.65-0.1866-0.07170.03230.13660.24330.35610.4901.710687829807818***Loadlateraldistributionfactor***No.YＭcqＭcgＭclＭcr1-5.70.596310.315870.331930.2-3.80.481110.251920.261540. 3-1.90.40890.196880.201170.40.0.347810.145840.145660.51.90.382630.196880.202630.63.80.481110.251920.264760.75.70.596310.315870.337230.②支点处横向分布系数的计图2—2主梁支点荷载横向分布市系数计算图（1—3号梁）对于1号梁：对于2号梁：对于3号与4号梁：③横向分布系数汇总见表2-1表2—1各梁的横向分布系数汇总表荷载类别1（7）2（6）3（4）（5）mcm0mcm0mcm0车辆0.59630.4600.4810.6850.4090.6854）、活载内力计算1、活载产生的弯矩 对于公路Ⅰ级，车道荷载的均布荷载标准值为：qk=10.5。车道荷载的集中荷载的标准值，按如下插值公式计算：Pk=；车道荷载的均布荷载标准值应满布于使结构产生最不利效应的同号影响线上;集中荷载标准值只作用于相应影响线中一个最大影响线峰值处。表2—2荷载及影响线面积汇总表项目影响线顶点位置荷载P面积(m2)均布荷载（KN/m）集中荷载(KN)M1/2L/210.525875.03M1/4L/410.525856.27M1/8L/810.525834.07Q0支点处10.525812.25Q1/2L/210.52580（/3.0625）Q1/8L/810.52589.36表2—3车道荷载产生的弯矩（KN•m）梁号内力m0qp均布荷载合计集中荷载合计内力1（7）M1/20.4601.27310.525875.03782.25397451569.0934351081.619M1/40.4601.27310.525856.27586.6637205784.6748068630.816M1/80.4601.27310.525834.07355.2093935980.90755614.61372（6）M1/20.6851.27310.525875.03782.25397451569.0934351610.672M1/40.6851.27310.525856.27586.6637205784.6748068939.3669M1/80.6851.27310.525834.07355.2093935980.90755915.24013（4）(5)M1/20.6851.27310.525875.03782.25397451569.0934351610.672M1/40.6851.27310.525856.27586.6637205784.6748068939.3669M1/80.6851.27310.525834.07355.2093935980.90755915.2401注：表中内力值计算公式为，其中。2、活载产生的剪力 计算活载剪力应计入横向分布系数m沿桥跨变化的影响。通常分两步进行，先按跨中的mc由等代荷载计算跨中剪力；再用支点剪力荷载横向分布系数m0，并考虑支点至第一根横隔梁（L/4）为直线变化来计算支点剪力。根据《公桥规》第4.3条规定：梁号内力m0m1+uqpw均布荷载合计集中荷载合计内力1（7）Q支0.4600.59631.27310.5309.612.2551.72534124.5027176.2281Q1/20.4600.59631.27310.5309.63.062522.31853107.4413129.7598Q1/40.4600.59631.27310.5309.66.12544.6371161.1619205.7989Q变0.4600.59631.27310.5309.69.3668.2127173.1953241.40802（6）Q支0.6850.4811.27310.5309.612.25101.5349244.3943345.9292Q1/20.6850.4811.27310.5309.63.062517.043882.048999.0926Q1/40.6850.4811.27310.5309.66.12534.0876123.0733157.1609Q变0.6850.4811.27310.5309.69.3652.0915132.2628184.35423（4）(5)Q支0.6850.4091.27310.5309.612.25101.5349244.3943345.9292Q1/20.6850.4091.27310.5309.63.062514.339469.029983.3693Q1/40.6850.4091.27310.5309.66.12528.6788103.5448132.2236Q变0.6850.4091.27310.5309.69.3635.1169111.2761155.1021表2—4车道荷载产生的剪力（KN）3、活载内力计算结果表2—5活载内力计算结果截面位置距端截面的距离x（mm）公路级荷最大弯矩最大剪力MＱｋ（kN·m）VＱｋ(kN)支点00.00345.929变截面3063980.908241.04L/46125784.675205.799 跨中122501569.09129.764、内力组合基本组合用于承载能力极限状态设计，短期组合与长期组合用于正常使用极限状态计算。各种组合情况见（表2-6）表2—6荷载内力计算结果截面位置基本组合短期组合长期组合　Md　Vd　MS　VL　ML　VL　(kN·m)　(kN)　(kN·m)　(kN)　(kN·m)　(kN)支点0923.27910532.7450443.907变截面2557.283664.1321460.018388.5451208.112326.644L/43002.39512.2071965.193286.0501763.681233.199跨中4808.501410.7832933.652253.5492530.695220.226六、行车道板的设计（一）计算图式考虑到主梁翼缘板在接缝处沿纵向全长设置连接钢筋，故行车道板可按两端固结中间铰接的板计算。见（图2—17） 图2—17行车道板计算图示（单位cm）（二）恒载及其内力1.每延米板上的恒载g：沥青混凝土面层：C40号混凝土垫层：T形梁翼缘板自重：每延米板宽恒载合计：2.恒载产生的内力：弯矩：剪力：3.活载产生的内力：按《桥规》第4.1.3条规定：后车轮着地宽度及长度为:顺行车方向轮压分布宽度为： 垂直行车方向轮压分布宽度为：荷载作用于悬臂根部的有效分布宽度为：汽车冲击系数作用于每米宽板条上的弯矩为：作用于每米宽板条上的剪力为：4.荷载组合：1.2恒载+1.4车道荷载弯矩：剪力：（三）截面设计、配筋与强度验算悬臂根部高度，净保护层厚度为设选用HRB335,钢筋，则有效高度按《桥规》第5.2.2条规定（本文中公式2—6）：则即解得验算：，满足要求。按《桥规》第5.2.2条规定：所以当选用HRB钢筋，每米宽板内需要钢筋间距为100mm时，可提供的钢筋面积为 ，符合要求按《桥规》第5.2.9条规定，矩形截面受弯构件的截面尺寸应符合下列要求：满足要求。根据《桥规》第5.2.10条规定故不需要进行斜截面抗剪强度验算，仅按构造要求配置箍筋。板内分布钢筋采用R235,钢筋，间距为200mm。强度验算：满足要求。七、配筋设计（一）预应力钢筋数量的确定及布置1.预应力钢筋的确定及布置首先，根据跨中截面正截面抗裂要求，确定预应力钢筋的数量。为满足抗裂要求，所需的有效预加力；Ms为荷载短期效应弯矩组合设计值，由表2-6知Ms=1965.193kN·m；估计钢筋数量时，可近似采用毛截面几何特性。按图1-4所给的截面几何尺寸计算：=0.6228×106㎜2，=1050.9㎜，=549.1㎜，=0.1853×1012㎜4，=0.1763×109㎜3.为预应力钢筋重心至毛截面重心的距离，。 假设=150㎜，则=1050.9-150=900.9㎜由此得到拟采用预应力钢绞线，单根钢绞线的公称截面面积=139㎜2，抗拉强度标准值=1860，张拉控制应力取=0.75×=0.75×1860=1395，预应力损失按张拉控制应力的20%估算。所需的预应力钢绞线的根数为：取16根。采用4束4预应力钢筋束，供给的预应力筋面积为=16×139=2224㎜2，采用45金属波纹管成孔，预留管道直径为50㎜。预应力筋束的布置见图2-4.构造要求：预留孔道间净距≥40mm，梁底净距≥50mm，梁侧净距≥35mm，图中布置均满足要求。各截面预应力筋束的曲线要数及有关计算参数列表于表2-4和2-5跨中筋束布置端截面筋束布置图2-4表2-7 钢束编号升高值c(cm)弯起角度（。）弯起半径（cm）Lw(cm)支点到锚固点的距离d（cm）起弯点K到跨中水平距离(cm)1125134877.11097.113140.92111134330.9974.219.8270.63、42272951.5359.719.8885.1表2-8计算截面距离跨中（mm）锚固截面12360支点截面12140L/8截面点9105L/4截面点6070跨中截面0钢束到底距离（mm）1号束1445.361420.152811.037423.2352002号束1189.691164.692575.342230.8461003、4号束309.333296.371101.093100100合力点813.429794.397397.141213.521252、截面几何性质截面几何性质的计算需要根据不同的受力阶段分别计算。1）、主梁混凝土浇筑预应力筋束张拉（阶段１）混凝土浇筑并达到设计强度后，进行预应力筋束的张拉，但此时的管道尚未灌浆，因此，其截面几何特性为计入了普通钢筋的换算截面，但应扣除预应力筋预留管道的影响。该阶段顶板的宽度为1800mm。2）、灌浆封锚，吊装并现浇顶板300mm的连接段（阶段2）预应力筋张拉完成并进行管道灌浆、封锚后，预应力筋束就已经能够参与全面受力。再将主梁吊装就位，并现浇顶板300mm的连接段时，该段的自重荷载有上一阶段的截面承受，此时，截面几何性质应计入普通钢筋、预应力钢筋的换算截面性质。该阶段的顶板宽度仍为1600mm。3）、二期恒载及活荷载作用（阶段3）该阶段主梁全面参与工作，顶板宽度为1900mm，截面几何性质为计入了普通钢筋和预应力钢筋的换算截面性质。3、承载能力极限状态计算1）、跨中截面正截面承载力计算跨中截面尺寸及配筋情况见图5，图中：b=180，上翼缘板厚度为150mm，不考虑承托影响。上翼缘宽度取下列数值中的较小者： ；综合上述计算结果，取=1900mm。按公式判断截面类型。带入数据得：=12602224=2802240N=18.41900155=5418800N因为28022405418800，满足上式要求，属于第一类T型。应按宽度为的矩形截面计算其承载力。由∑X=0的条件，计算混凝土受压区高度：x=/=将x=80.2mm代入下式计算截面承载能力=18.4×1900×80.2×（1475-80.2/2）/=4923.2kN·m>=4808.5kN·m计算结果表明，跨中截面的抗弯承载力满足要求。由∑X=0的条件，计算混凝土受压区高度：x=/=将x=80.2mm代入下式计算截面承载能力表2-9全预应力构件各阶段截面几何性质阶段截面A(cm2）ys（cm）yx（cm）ep（cm）J（cm4）W（cm3）Wx=J/yxWs=J/ysWp=J/ep阶段1：钢束灌浆、锚固前支点8342.178861.033798.966319.52721101801.102213222.09345740.161080647.4L/46803.28355.4426110.55880.661719468276.4176091.07351142.9241357.1L/86803.28355.4426110.85789.887619252758.9173672.018347255.7214187.1跨中5914.78549.99110.0197.508725166215.04228762.9503424.9258092支点8664.28261.596498.403618.92922021233.844223784.84357508.461163359.6 阶段2：现浇400mm连接段L/87081.52158.1704101.298682.5234220001341.65197449.34343840.54242371.7L/47081.52158.1704101.298690.3766820086541.39198290.41345305.20222253.5跨中6228.94454.91105.09192.59118527369.846176298.34337413.40200099.1阶段3：二期荷载、活载支点8792.178858.2538101.706222.30922333871.639219592.03383389.11001114.9L/87221.51348.9323106.076880.685419576893.528184553.96400081.2242632.4L/47221.51349.0128106.763889.123619898643.7186380.06405988.7223270.2跨中6364.78546.987113.013100.512916446632.5244145528.7350025.2163627.12）、斜截面抗剪承载力计算选取距支点h/2和变截面处进行斜截面抗剪承载力复核。截面见图2-4b，预应力筋束的位置及弯起角度按表2-8采用。箍筋采用HRB335钢筋，直径为8㎜，双肢箍，间距=200㎜；距支点相当于一倍梁高范围内，箍筋间距=100㎜。、距支点h/2截面斜截面抗剪承载力值计算首先，进行截面抗剪强度上、下限复核：0.5×为演算截面处剪力组合设计值，按内插法得距支点h/2=800㎜处的为：=923.2791—预应力提高系数取1.25；验算截面（距支点h/2=800㎜）处的截面腹板宽度，b=370㎜.为计算截面处纵向钢筋合力作用点至截面上边缘的距离；在配筋方面，所有预应力钢筋均弯曲，只有纵向构造筋沿全梁通过，此处取=1475㎜。562.8kN＜＜1760kN计算结果表明，截面尺寸满足要求名单需配置抗剪钢筋。斜截面抗剪承载力按下列公式计算： ＜为斜截面受压端正截面处的设计剪力，比值应按x=h/2+0.6mh0=1600/2+0.6×1.13455×1475=1804.08mm重新进行补插，得：=773.67kN为混凝土箍筋共同的抗剪承载力式中：——异号变矩影响系数，对简支梁，=1.0——预应力提高系数，=1.25——受压翼缘影响系数，=1.11b——按内插取b=342.23㎜p——斜截面纵向受拉钢筋配筋百分率，p=100,,当p＞2.5时，取p=2.5,p=——箍筋配筋率，=1.0×1.25×1.1×0.45××342.23×1475×为预应力弯起钢筋的抗剪承载力式中：——在斜截面受压区端正截面处的预应力弯起钢筋切线与水平线的夹角，其数值可由相应的曲线方程计算，=，=，）=193.8kN该截面的抗剪承载力为： =1076.59+193.8=1270.4kN＞=923.27kN说明截面抗剪承载力是足够的，并具有较大的富余、变截面处斜截面抗剪承载力计算首先进行抗剪强度上、下限复核：其中，=664.132，b=160㎜，=1475㎜=0.5××1.25×1.65×160×1475=243.375kN=0.51××160×1475=761.223kN243.375＜=664.32＜761.223计算结果表明，截面尺寸满足要求，但需配置抗剪钢筋。斜截面抗剪承载力按下式计算：≤式中p==1.0×1.25×1.1×0.45××160×1475×式中：——在变截面处预应力钢筋的切线与水平线的夹角，，=781.27+114.925=896.2＞=664.32说明截面抗剪承载力满足要求。 八、预应力损失计算1、摩阻损失式中：——张拉控制应力，；——摩擦系数，取=0.25；——局部偏差影响系数，取=0.0015。各截面摩阻损失的计算见表2-10摩擦损失计算表表2-10截面钢束号1234总计（MPa）支点x（m）0.220.220.220.22　θ(弧度)0.0011950.002170.002610.00261　σl1（MPa）1.141.221.371.375.10变截面x（m）4.824.824.824.82　θ(弧度)0.042690.047660.057310.05731　σl1（MPa）24.7526.4529.7529.75110.71L/4x（m）7.517.517.517.51　θ(弧度)0.066510.074260.068960.06896　σl1（MPa）38.374139.239.2157.78跨中x（m）14.814.814.814.8　θ(弧度)0.131080.126560.068960.06896　σl1（MPa）74.6173.1253.9553.95255.632、锚具变形损失反摩擦影响长度=，=式中：——张拉端锚下控制张拉应力；——锚具变形值，OVM夹片锚固端预拉应力；——扣除沿途管道摩擦损失后锚固端预拉应力；——张拉端到锚固端之间的距离，取=14800㎜。 当时，离张拉端处由锚具变形，钢筋回缩和接缝压缩引起的，考虑反摩擦后的预拉力损失为：=，=2当≤时，表示该截面不受反摩擦的影响锚具变形损失的计算见表2-11、表2-12反摩擦影响长度计算表表2-11钢束号1234　1395139513951395　1320.391321.881341.051341.050.0050410.0049410.0036450.003645　12438.512564.81462814628锚具变形损失计算表表2-12截面钢束号1234总计支点x（mm）220220220220　125.42124.16106.65106.65　σl2（MPa）123.20121.98105.04105.04455.26变截面x（mm）4820482048204820　125.42124.16106.65106.65　σl2（MPa）76.8276.5371.5171.51296.35L/4x（mm）7510751075107510　125.42124.16106.65106.65　σl2（MPa）49.6949.9551.8951.89203.43跨中x（mm）14800148001480014800　125.42124.16106.65106.65　σl2（MPa）000003、分批张拉损失 =式中：——在计算截面一批钢筋截面重心处，由张拉全部钢筋产生的混凝土法向应力——预应力钢筋混凝土弹性模量之比，预应力筋束的张拉顺序为4→3→2→1。有效张拉力为张拉控制力减去了摩擦损失和锚具变形损失后的张拉力。分批张拉损失计算表表2-13截面张拉束号有效张拉力（×1000N）张拉钢束偏心距计算钢束偏心距各钢束应力损失234234234支点31432.9100430.0004300018.7621414.240-167.3-167.30430.0430.004.804.8011412.97-406.3-406.3-406.3-167.3430.0430.012.26-0.69-0.69总计12.264.1122.87变截面31438.6300656.700656.70042.7321436.720347.6347.60656.7656.7029.4829.4811438.29141.3141.3141.3347.6656.7656.717.8520.6920.69总计17.8550.1792.90L/431449.9500666.200666.20044.2321450.100527.8527.80666.2666.2038.1238.1211453.32350.9350.9350.9527.8666.2666.227.1330.3630.36合计27.1368.48112.71跨中31491.2500669.800669.80046.3421469.930669.8669.80669.8669.8045.6845.6811468.27589.8589.8589.8669.8669.8669.841.9741.9741.97合计41.9787.65133.994、钢筋应力松弛损失式中：——超张拉系数，=1.0——钢筋松弛系数，采用低松弛钢绞线，取=3.0 ——传力锚固时的钢筋应力，。钢筋应力松弛损失的计算见表14钢筋应力松弛损失计算表表2-14钢束12341234支点1270.71259.51284.51265.736.3034.8138.1935.64变截面1293.41274.21243.61200.839.4336.7832.7127.281306.91276.91235.41191.241.3237.1531.6526.09跨中1320.41279.91253.41207.143.2337.5634.0028.055、混凝土收缩、徐变损失——构件受拉区全部纵向钢筋截面重心处，由预加力和结构自重产生的混凝土法向应力。——预应力筋传力锚固龄期为t0，计算龄期为t时的混凝土收缩应变；——加载龄期为t0，计算龄期为t时的混凝土徐变系数；ρ——构件受拉区全部纵向钢筋配筋率，ρ=（Ap+As）/A。设混凝土传力锚固龄期及加载龄期均为28天，计算时间t=∞，桥梁所处的环境的年平均相对湿度为75%，以跨中截面急速其理论厚度h：=2×0.77362487×103/6.402=226㎜查表得：=0.22×10-3，=1.633 混凝土收缩、徐变损失计算表表2-15截面支点108.20.003981.0705649.405.4177.74变截面477.70.006142.0255573.41435.911.33111.13L/4573.00.006142.4615571.72026.411.80110.67跨中663.60.006142.9335627.62701.811.93107.70应力损失组合表2-16截面　　1234平均1234平均支点124.34135.46110.52129.28124.9114.04112.55115.93113.38113.98变截面101.57120.83151.42194.16141.99150.56147.51143.84138.41145.18L/488.07118.07159.57203.81142.38151.99147.83142.32136.77144.73跨中74.61115.09141.60187.94129.81150.93145.26141.69135.74143.41九、极限状态计算（一）正常使用极限状态1．全预应力混凝土构件抗裂性验算（1）正截面抗裂性验算跨中正截面抗裂性验算以跨中截面受拉边的正应力控制，在荷载短期效应组合作用下应满足：为在荷载短期荷载效应作用需按截面受拉边的应力：分别为阶段1，阶段2，阶段3的截面惯性矩和截面重心至受拉边缘的距离，可由表2-9查得： =0.35×109mm3弯矩设计值由表2-2和表2-5查得:=1539.09,=88.76，1569.091+=1.273将上述数值代入公式后得：为截面下边缘的有效预压力：=(1395-129.81-143.41)×=2494.85得=7.538＜0(2)斜截面抗裂性验算斜截面抗裂性验算以主拉应力为控制，一般取变截面点分别计算截面上梗肋、形心轴和下梗肋处在荷载短期效应组合作用下的主拉应力，应满足＜0.6的要求。 =38.838=188.473=-10.689活载内力值：=980.908=241.04变截面点处的主要截面几何性质由表2-9查得:=1108.57㎜=554.426㎜==489.323㎜=1060.8㎜计算截面几何性质表2-17计算点受力阶段（㎜）（㎜）上梗肋处阶段10.2872425.2287.60.12211阶段20.2872457.1319.50.13128形心位置阶段10.33409387.627.00.12948阶段20.33409419.50.000.15781下梗肋处阶段10.1837628.9432.40.1155阶段20.20612659459.50.13583为阴影部分的面积为阴影部分的面积对截面形心轴的面积距为阴影部分形心到截面形心的距离为计算点到形心轴的距离变截面有效应力 =1395-141.99-145.18=1107.83=1107.83×2224/1000=2463.8预应力筋束弯起角度分别为：=5.06450，将上述数值代入，分别计算上梗肋，形心轴和下梗肋处的主拉应力。a)上梗肋处=1.965=3.74=1.4395b)以相同的计算方法计算出形心轴处与下梗肋处的正应力，剪应力与主拉应力，计算结果汇于以下表变截面处不同计算点主应力汇总表表2-18计算点位置正应力（）剪应力（）主拉应力()上梗肋3.741.4395-0.4899形心轴4.171.4509-0.455下梗肋5.121.2123-0.2725计算表明，上梗肋处主拉应力最大，其数值力<0.6=1.44（二）持久状况应力计算按持久状况设计的预应力混凝土受弯构件，尚应计算其使用阶段正截面混凝土的法向应力，受拉钢筋的拉应力及斜截面的主压应力。计算时作用取标准值，不计分享系数，汽车荷载应考虑冲击系数 （1）跨中截面混凝土法向正应力验算=1395-129.81-143.41=1121.78=1121.78=2494.85kN由表6查的：＜=0.5×26.8=13.4（2）跨中截面预应力钢筋拉应力验算是按荷载效应标准值（不包括自重）计算的预应力钢筋重心处混凝土的法向应力=<=0.65×1860=1209（3）斜截面主应力计算一般取变截面点分别计算截面上梗肋、形心轴和下梗肋处在标准值效应组合作用下的主压应力，应满足的要求。a)上梗肋处=1.945 =4.69=1.44=-0.407b)以相同的计算方法计算出形心轴处与下梗肋处的正应力，剪应力,主拉应力与主压应力计算结果汇于以下表变截面处不同计算点主拉应力汇总表表2-19计算点位置正应力剪应力主拉应力主压应力上梗肋4.691.44-0.4075.097形心轴4.721.51-0.4425.162下梗肋3.981.28-0.3764.36最大主压应力=5.162<=0.6×26.8=16.08。计算结果表明，使用阶段正截面混凝土法向应力，预应力钢筋力及斜截面主压应力满足规范要求（三）、短暂状况应力计算预应力混凝土结构按短暂状态设计时，应计算构件在制造、运输及安装等施工阶段，由预加力（扣除相应的应力损失）、构件自重及其它施工荷载引起的截面应力。对简支梁，以跨中截面上、下缘混凝土正应力控制（1）上缘混凝土面积 >0（2）下缘混凝土应力=5.443＜0.75×28.6=21.45计算结果表明，在预施应力阶段，梁的上缘不出现拉应力，下缘混凝土的压应力满足规范要求。袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈'