主塔横撑计算

一、工程概况本工程地处贵州黔北山地，地势总体西北高东南低。属浅切低山溶蚀、侵蚀地貌类型，场区标高630^1027.8m,相对高差约397.8m；桥梁轴线通过段地面高程为630〜990.07m之间，相对高差360.07m。桥位横跨洛旺河，该河谷为典型的宽缓状“V”形谷，构皮滩水电站坝顶高程640.5m,正常蓄水位630m,水库死水位为590m,测时水位为601m。本工程在瓮安岸，主塔高139m(除塔帽)、塔座高2m、承台高7m,承台地面和地面齐平；主塔采用爬模现浇施工，常规节段高度为6m和6.1m；由于塔身在横桥面向路中线倾斜，故在塔柱施工时要设置横撑抵消塔身混凝土自重偏心弯矩对塔身线型的影响。全塔共设置5道钢管横撑，横撑间距22m；横撑采用直径100cm的钢管。LJLJLJ主塔横撑总布置LJLJCJilUkJU二、设计依据1、《公路桥涵设计通用规范》(JTGD60-2015)2、《钢结构设计规范》(GB50017-2003)3、《钢结构设计标准》(GB50017-2017)4、《建筑结构荷载规范》(GB50009-2012)5、《钢结构连接节点构造设计手册》(机械工业出版社)6、《开州湖特大桥主桥设计图纸》三、设计指标1、挂篮涉及到的钢板材相关材料设计指标钢材抗拉、抗压和抗弯抗剪端面承压(刨平顶紧)牌号厚度或直径(mm)Q235钢W16215125325钢管极限反力结果图表(单位：KN)♦H^-m8Qmoiz_第一道钢管极限受力工况布置图钢管极限反力结果图表(单位：KN)♦H^-m8Qmoiz_2、第四道钢管极限受力工程CB12计算塔身爬模爬至18#层，上一层塔身及上横梁准备绑扎钢筋，算的极限反力N=6753KN；X=L/i=21.54/0.35=61.5,查得4)=0.8；贝ij。=N/(0A)=6753/2/(0.8X0.0311)=135.7Mpa；LJUUJITTTTTTUULJ第四道钢管极限受力工况布置图钢管极限反力结果图表(单位：KN)~伞；第一工序塔身混凝土悬臂受力最大状态MIDAS/Gvil

POST-PROCESSORBEAMFORCE■O.00000e-K)00-4.17554e-K)038.35109e-K)03.-1,25266e*004■-1.67022e+0042.08777e+004b-4.17554e+004•4593109*004CB:CBMAX:73~伞；第一工序塔身混凝土悬臂受力最大状态MIDAS/Gvil

POST-PROCESSORBEAMFORCE■O.00000e-K)00-4.17554e-K)038.35109e-K)03.-1,25266e*004■-1.67022e+0042.08777e+004b-4.17554e+004•4593109*004CB:CBMAX:73MIN:71文件：塔IC(千勺~单管kN日富：03/29/2019表示•方方Z:0.500七、塔身裂缝计算1、第一道工序塔身混凝土最大弯矩计算塔身爬模爬至6#层，未安装第一道钢管横撑，且承受12级风的非工作状态;算得塔身根部最大弯矩Mmax=45931KN.m；=0.005塔身根部最大弯矩（单位：KN.m）=0.0052、第一道工序塔身混凝土最大裂缝计算AWC=0.2nini（允许裂缝宽度）。ss=Ms/(0.87*As*hO)=45931000000/(0.87*188311.50*6544.22)=42.84MpaP=As/(b*hO+(bf-b)*hf)[6.4.3-2]=188311.5/(4000*6544.22+(8240-4000)*2300)P<0.006,取p=0.006Wfk=C1*C2*C3*oss/Es*((30+d)/(0.28+10*p))[6.4.3-1]=1*1.5*1*42.84/200000*((30+36)/(0.28+10*0.006))=0.06mm最大裂缝宽度WfkW允许裂缝宽度，满足裂缝宽度要求.0K八、结论通过以上计算，本结构的强度、刚度以及稳定性都满足规范要求，可用于施工作业。>16〜4020512040Cr钢560347.2附注：强度单位均为Mpa2、构件焊接节点涉及到的焊缝相关设计指标焊接方法和焊条型号构件钢材对接焊缝角焊缝牌号厚度或直径（mm）抗压feW焊缝质量为以下等级时抗剪fvW抗拉、抗压和抗剪一级、二级三级自动焊、半自动焊和E43型焊条的手工焊Q235钢W16215215185125160>16〜40205205175120自动焊、半自动焊和E50型焊条的手工焊Q345钢W16310310265180200>16〜35295295250170附注：强度单位均为Mpa3、主塔混凝土相关设计指标附注：强度单位均为Mpa混凝土强度等级混凝土强度标准值（MPa）混凝土强度设计值（MPa）弹性模量（MPa）fckftkfedridEcC5032.42.6522.41.833.45X101四、塔身横撑受力工况1、主塔横撑各受力工况一览表：（爬模自重较塔身自重较轻不予考虑）备注：其中第二道工序与第三道工序当中的钢管横撑极限力均比第一道工序小，故不予计算;塔身混凝土裂缝同理；

名称编号工况描叙荷载分项系数备注第一CBI主塔6#层已浇筑、未装横撑1.2混凝土自重+1.1十二级风载塔身最大裂缝道工序CB2主塔6#层已浇筑、已装第一道横撑L2混凝土自重+L1六级风载千斤顶起顶力CB3主塔10#层已浇筑、已装第一道横撑1.2混凝土自重+L1十二级风载横撑钢管极限力第二CB4主塔10#层已浇筑、已装第一道横撑L2混凝土自重+L1十二级风载塔身最大裂缝道工序CB5主塔10#层已浇筑、已装第二道横撑1.2混凝土自重+1.1六级风载千斤顶起顶力CB6主塔14#层已浇筑、已装第二道横撑1.2混凝土自重+1.1十二级风载横撑钢管极限力第三CB7主塔14#层已浇筑、已装第二道横撑1.2混凝土自重+1.1十二级风载塔身最大裂缝道工序CB8主塔14#层已浇筑、已装第三道横撑L2混凝土自重+L1六级风载千斤顶起顶力CB9主塔18#层已浇筑、已装第三道横撑1.2混凝土自重+L1十二级风载横撑钢管极限力第四、、/CB1O主塔18#层已浇筑、已装第三道横撑1.2混凝土自重+1.1十二级风载塔身最大裂缝道工序CB11主塔18#层已浇筑、已装第四道横撑1.2混凝土自重+1.1六级风载千斤顶起顶力CB12主塔18#层已浇筑、刚浇筑完上横梁1.2混凝土自重+1.1十二级风载横撑钢管极限力五、风荷载计算1、第一道工序风荷载计算:主塔浇筑完成6#层时的塔身结构基频f=2.35Hz,周期T=0.425s；MIDAS/Ovil

POST■PROCESSORVIBRATIONMODE冕或

(CYCLE/SEC)

2354902目笈电境

(秒)0.424646MPM(%)DX=0.000000DY=26.550361DZ»0.000000RX=G4.662007RY-0.000000RZ=0.000000MODE1MAX:67MIN:24文件：塔IC(千寻〜单位：tonfxm日提：03/29/2019表示•方方X:0.612.Z:0.500主塔6#层已浇筑完成时塔身基频计算（单位：Hz、S）第一道工序工作风压6级风（塔身66.2m）（起顶）第一道工序非工作风压12级风（塔身66.2m）（裂缝）塔1C（建筑高度66.2m）h(m)总高H（m）h/H①z口zBzusWo(Kpa)Wk(Kpa)F(KN/m)2052710.7560.7032.6291.311.30.120.544.292152710.7930.7772.6671.341.30.120.564.452252710.8300.8112.7051.351.30.120.574.542352710.8670.8372.7431.351.30.120.584.632452710.9040.8632.7811.361.30.120.594.712552710.9410.8892.8171.361.30.120.604.792652710.9780.9692.8511.391.30.120.624.952712711.0001.0002.8711.401.30.120.635.02塔1C（建筑高度66.2m）

h(m)总高H（m）h/H①zUzBzusWo(Kpa)Wk(Kpa)F(KN/m)2052710.7560.7032.6291.311.30.853.8030.402152710.7930.7772.6671.341.30.853.9431.492252710.8300.8112.7051.351.30.854.0232.172352710.8670.8372.7431.351.30.854.1032.772452710.9040.8632.7811.361.30.854.1733.372552710.9410.8892.8171.361.30.854.2433.952652710.9780.9692.8511.391.30.854.3835.072712711.0001.0002.8711.401.30.854.4535.57主塔浇筑完成10#层时的塔身结构基频f=l.15Hz,周期T=0.87s；MIDAS/Gvil

POST-PROCESSORVIBRATIONMODE冕率

(CYO.E/SEC)

1.147873MPM(%)DX=0.000000DY=27.830889DZ»0.000000RX=64.921200RY-0.000000RZ=0.000000MODE1MAX:175MIN:24文件：塔IC(极丑~单位：tonfxmBW：03/28/2019表示•方寻Xi0.612-fz：o.soo主塔10#层已浇筑完成时塔身基频计算（单位：Hz、S）第一道工序非工作风压12级风（塔身90.3m）（钢管极限受力）塔ic（建筑高度90.3m）h(m)总iWjH(m)h/H①zuzBzusWo(Kpa)Wk(Kpa)F(KN/m)2052950.6950.5802.6291.271.30.853.7029.612152950.7290.6482.6671.301.30.853.8430.692252950.7630.7152.7051.331.30.853.9731.772352950.7970.7832.7431.351.30.854.1132.852452950.8310.8112.7811.361.30.854.1933.492552950.8640.8352.8171.371.30.854.2634.072652950.8980.8592.8511.371.30.854.3334.632752950.9320.9052.8851.391.30.854.4335.442852950.9660.9532.9191.411.30.854.5336.262952951.0001.0002.9531.421.30.854.6437.082、第二道工序风荷载计算（千斤顶起顶力）：主塔浇筑完成10#层时的塔身结构基频f=l.14Hz,周期T=0.87s；MIDAS/Gvil

POST-PROCESSORVIBRATIONMODE冕率

(CYO.E/SEC)

1.1475020.8^58MPM(%)DX=0.000000DY=27.893275DZ»0.000000RX=G4.859207RY-0.000000RZ=0.000000MODE1MAXi216MIN:24文件：塔2C(千勺~单位：tonfxmBW：03/29/2019表示•方寻Xi0.612-Z:0.500

主塔10#层已浇筑完成时塔身基频计算（单位：Hz、S）第二道工序工作风压6级风（塔身90.3m）（起顶）塔2c（建筑高度90.3m）h(m)总高H（m）h/H①zUz8zusWo(Kpa)Wk(Kpa)F(KN/m)2052950.6950.5802.6291.271.30.120.524.182152950.7290.6482.6671.301.30.120.544.332252950.7630.7152.7051.331.30.120.564.482352950.7970.7832.7431.351.30.120.584.642452950.8310.8112.7811.361.30.120.594.732552950.8640.8352.8171.371.30.120.604.812652950.8980.8592.8511.371.30.120.614.892752950.9320.9052.8851.391.30.120.635.002852950.9660.9532.9191.411.30.120.645.122952951.0001.0002.9531.421.30.120.655.243、第三道工序风荷载计算（千斤顶起顶力）：主塔浇筑完成14#层时的塔身结构基频f=0.63Hz、周期T=l.58s；MIDAS/Gvil

POST-PROCESSORVIBRATIONMODE冕或

(CYCLE/SEC)

0.631781(秒)1.582827DX=27.322723DY=0.000000DZ=0.000000RX=0.000000RY-49.107012RZ=0.000000MODE1MAX:171MIN:24文件：塔3c(千£〜单位：tonfxm日提：03/29/2019表示•方方X:0.612.Z:0.500主塔14#层已浇筑完成时塔身基频计算（单位：Hz、S）第三道工序工作风压6级风（塔身114.7m）塔3c（建筑高度114.7m）h(m)总高H（m）h/H①zuzBzusWo(Kpa)Wk(Kpa)F(KN/m)2053200.6410.5132.6291.271.30.120.524.172153200.6720.5532.6671.291.30.120.544.292253200.7030.5962.7051.311.30.120.554.412353200.7340.6592.7431.331.30.120.574.562453200.7660.7212.7811.361.30.120.594.722553200.7970.7842.8171.391.30.120.614.87

2653200.8280.8102.8511.391.30.120.624.962753200.8590.8322.8851.401.30.120.635.042853200.8910.8532.9191.411.30.120.645.122953200.9220.8912.9531.421.30.120.655.233053200.9530.9342.9851.431.30.120.675.343153200.9840.9783.0151.451.30.120.685.453203201.0001.0003.0301.461.30.120.695.514、第四道工序风荷载计算（千斤顶起顶力）：主塔浇筑完成18#层时的塔身结构基频f=0.38Hz、周期T=2.61s；MIDAS/Gvil

POST-PROCESSORVIBRATIONMODE冕或

(CYCLE/SEC)

0.383282目”电期

（秒）

2.609048MPM(%)DX=30.509364DY=0.000000DZ=0.000000RX=0.000000RY-52.799753RZ=0.000000MODE1MAXt204MIN:24文件：塔盟（千弄〜单位：tonfxm日提：03/29/2019表示•方方主塔18#层已浇筑完成时塔身基频计算（单位：Hz、S）第四道工序工作风压6级风（塔身139m）塔4c（建筑高度139m）

h(m)总高H（m）h/H①zUzBzUsWo(Kpa)Wk(Kpa)F(KN/m)2053440.5960.4552.6291.271.30.120.524.162153440.6250.4932.6671.291.30.120.534.282253440.6540.5302.7051.301.30.120.554.402353440.6830.5682.7431.321.30.120.574.522453440.7120.6142.7811.341.30.120.584.662553440.7410.6732.8171.371.30.120.604.812653440.7700.7312.8511.401.30.120.624.972753440.7990.7892.8851.421.30.120.645.122853440.8280.8102.9191.431.30.120.655.212953440.8580.8302.9531.441.30.120.665.293053440.8870.8512.9851.441.30.120.675.373153440.9160.8823.0151.451.30.120.685.473253440.9450.9233.0451.471.30.120.705.583353440.9740.9633.0751.481.30.120.715.703443441.0001.0003.1021.501.30.120.735.80第四道工序非工作风压12级风（塔身139m）塔4c（建筑高度139m）h(m)总高H（m）h/H①z口zBzUsWo(Kpa)Wk(Kpa)F(KN/m)2053440.5960.4552.6291.271.30.853.6829.462153440.6250.4932.6671.291.30.853.7930.322253440.6540.5302.7051.301.30.853.9031.172353440.6830.5682.7431.321.30.854.0032.022453440.7120.6142.7811.341.30.854.1232.992553440.7410.6732.8171.371.30.854.2634.112653440.7700.7312.8511.401.30.854.4035.202753440.7990.7892.8851.421.30.854.5436.302853440.8280.8102.9191.431.30.854.6136.892953440.8580.8302.9531.441.30.854.6837.473053440.8870.8512.9851.441.30