單管通信塔設(shè)計(jì)

第第#頁加勁肋設(shè)計(jì)6.4.1加勁肋尺寸加勁肋尺寸如下表所示：標(biāo)高m081624313844加勁肋高度mm220180180160160160100加勁肋厚度mm1610108666加勁肋寬度mm4001101001009090806.4.1加勁肋板焊縫驗(yàn)算根據(jù)《鋼結(jié)構(gòu)單管通信塔技術(shù)規(guī)程CECS236：2008》第5.3.5條，法蘭加勁肋板焊縫應(yīng)進(jìn)行如下計(jì)算：豎向?qū)雍缚p驗(yàn)算：aNTOC\o"1-5"\h\ztmaxi”+=t(h-Si-2t)-驢6xaNe

°=tmaxvfwft(h-S1-2t)2t水平對(duì)接焊縫驗(yàn)算：aNo=tmaxvfwft(h—S2—2t)t

經(jīng)驗(yàn)算，滿足設(shè)計(jì)要求，具體計(jì)算情況見附表，驗(yàn)算結(jié)果如下表所示：標(biāo)高m081624313844豎向號(hào)Mpa24.9850.7145.1260.9862.9951.9253.00豎向oyMpa176.35104.9393.35141.82113.6793.69174.26豎向Jaf+3耳Mpa181.58136.84121.74176.83157.55129.87196.96水平oyMpa12.1398.05100.65114.01132.98109.6173.00Mpa215215215215215215215f幕Mpa125125125125125125125七、材料統(tǒng)計(jì)段號(hào)12345678段長88877662底部直徑D/mm1600144012801120980840720105頂部直徑D/mm14401280112098084072060050各段壁厚t/mm16161412101085螺栓數(shù)目35353530302525螺栓直徑mmM30M24M24M20M20M16M16法蘭外徑mm2000140812521096960820704法蘭內(nèi)徑mm160012981152996870730624法蘭寬度mm400110100100909080法蘭厚度mm20202020202020加勁肋高度mm220180180160160160100加勁肋厚度mm1610108666加勁肋寬度mm400110100100909080參考文獻(xiàn)：⑴王肇民，馬人樂等?塔式結(jié)構(gòu)[M].北京：科學(xué)出版社CECS236：2008,鋼結(jié)構(gòu)單管通信塔技術(shù)規(guī)程[S]GB50135-2006，高聳結(jié)構(gòu)設(shè)計(jì)規(guī)范[S]GB50009-2001，建筑結(jié)構(gòu)荷載規(guī)范[S]GB50017-2003,鋼結(jié)構(gòu)設(shè)計(jì)規(guī)范[S]⑹中國移動(dòng).中國移動(dòng)基站鐵塔標(biāo)準(zhǔn)化設(shè)計(jì)V2.0施工圖[R],2009⑺黃健，屠海明,潘漢明?單管塔的簡(jiǎn)化設(shè)計(jì)J].鋼結(jié)構(gòu),2003⑻穆宇亮,劉巧英，張博?單管通信鐵塔結(jié)構(gòu)基本自振周期分析及抗震應(yīng)用[J].華北地震科學(xué),2011⑼沈之容,倪陽,徐華剛.鋼結(jié)構(gòu)單管通信塔自振基本周期的研究[J].特種結(jié)構(gòu),2008[10]黃健,潘漢明,屠海明,史國富.單管塔的選型設(shè)計(jì).鋼結(jié)構(gòu),2004附件：?jiǎn)喂芩治雒盍?強(qiáng)度分析FINISH/Clear/title,AnalysisforTower/Prep7!初始化設(shè)計(jì)變量參數(shù)Wind1=312.02808Wind2=379.1899255Wind3=537.0766275Wind4=661.4771966Wind5=813.1082394Wind6=1087.157691Wind7=1151.954525Wind8=2364.427125!定義基本幾何參數(shù)MP,EX,1,2.1E10MP,PRXY,1,0.3MP,DENS,1,7850ET,1,BEAM189!段1，L1，8米SECTYPE,100,BEAM,CTUBESECDATA,1.568,1.600,20SECTYPE,199,BEAM,CTUBESECDATA,1.408,1.440,20K,100,0,0,0K,199,0,0,8K,999,50,0,25L,100,199SECTYPE,111,TAPERSECDATA,100,KX(100),KY(100),KZ(100)SECDATA,199,KX(199),KY(199),KZ(199)LESIZE,ALL,1LATT,1,1,1,,999,,111LMESH,ALL!段2，L2，8米SECTYPE,200,BEAM,CTUBESECDATA,1.408,1.440,20SECTYPE,299,BEAM,CTUBESECDATA,1.248,1.280,20K,299,0,0,16L,199,299SECTYPE,222,TAPERSECDATA,200,KX(199),KY(199),KZ(199)SECDATA,299,KX(299),KY(299),KZ(299)LESIZE,ALL,1LATT,1,1,1,,999,,222LMESH,ALL!段3，L3，8米SECTYPE,300,BEAM,CTUBESECDATA,1.252,1.280,20SECTYPE,399,BEAM,CTUBESECDATA,1.092,1.120,20K,399,0,0,24L,299,399SECTYPE,333,TAPERSECDATA,300,KX(299),KY(299),KZ(299)SECDATA,399,KX(399),KY(399),KZ(399)LESIZE,ALL,1LATT,1,1,1,,999,,333LMESH,ALL!段4，L4，7米SECTYPE,400,BEAM,CTUBESECDATA,1.096,1.120,20SECTYPE,499,BEAM,CTUBESECDATA,0.956,0.980,20K,499,0,0,31L,399,499SECTYPE,444,TAPERSECDATA,400,KX(399),KY(399),KZ(399)SECDATA,499,KX(499),KY(499),KZ(499)LESIZE,ALL,1LATT,1,1,1,,999,,444LMESH,ALL!段5，L5，7米SECTYPE,500,BEAM,CTUBESECDATA,0.960,0.980,20SECTYPE,599,BEAM,CTUBESECDATA,0.820,0.840,20K,599,0,0,38L,499,599SECTYPE,555,TAPERSECDATA,500,KX(499),KY(499),KZ(499)SECDATA,599,KX(599),KY(599),KZ(599)LESIZE,ALL,1LATT,1,1,1,,999,,555LMESH,ALL!段6，L6，6米SECTYPE,600,BEAM,CTUBESECDATA,0.820,0.840,20SECTYPE,699,BEAM,CTUBESECDATA,0.700,0.720,20K,699,0,0,44L,599,699SECTYPE,666,TAPERSECDATA,600,KX(599),KY(599),KZ(599)SECDATA,699,KX(699),KY(699),KZ(699)LESIZE,ALL,1LATT,1,1,1,,999,,666LMESH,ALL!段7，L7，6米SECTYPE,700,BEAM,CTUBESECDATA,0.704,0.720,20SECTYPE,799,BEAM,CTUBESECDATA,0.584,0.600,20K,799,0,0,50L,699,799SECTYPE,777,TAPERSECDATA,700,KX(699),KY(699),KZ(699)SECDATA,799,KX(799),KY(799),KZ(799)LESIZE,ALL,1LATT,1,1,1,,999,,777LMESH,ALL!段8，L8，2米SECTYPE,800,BEAM,CTUBESECDATA,0.095,0.105,20SECTYPE,899,BEAM,CTUBESECDATA,0.040,0.050,20K,899,0,0,52L,799,899SECTYPE,888,TAPERSECDATA,800,KX(799),KY(799),KZ(799)SECDATA,899,KX(899),KY(899),KZ(899)LESIZE,ALL,1LATT,1,1,1,,999,,888LMESH,ALL/ESHAPE,1EPLOT!施加柱腳約束，剛接DK,100,ALLACEL,0,0,9.8FK,799,FX,-38336FK,699,FZ,-59068*DO,i,1,8SFBEAM,i,1,PRES,Wind1*ENDDO*DO,i,9,16SFBEAM,i,1,PRES,Wind2*ENDDO*DO,i,17,24SFBEAM,i,1,PRES,Wind3*ENDDO*DO,i,25,31SFBEAM,i,1,PRES,Wind4*ENDDO*DO,i,32,38SFBEAM,i,1,PRES,Wind5*ENDDO*DO,i,39,44SFBEAM,i,1,PRES,Wind6*ENDDO*DO,i,45,50SFBEAM,i,1,PRES,Wind7*ENDDO*DO,i,51,52SFBEAM,i,1,PRES,Wind8*ENDDO!求解FINISH/SOLUANTYPE,0NLGEOM,ON!PSTRES,ON!nropt,full,!lnsrch,onSOLVEFINISH!查看軸力/post1ETABLE,NI,SMISC,1ETABLE,NJ,SMISC,14PLLS,NI,NJ,1!查看剪力ETABLE,QI,SMISC,5ETABLE,QJ,SMISC,18PLLS,QI,QJ,1!查看彎矩ETABLE,MI,SMISC,2ETABLE,MJ,SMISC,15PLLS,MI,MJ,-1!變形分析FINISH/Clear/title,AnalysisforTower/Prep7!初始化設(shè)計(jì)變量參數(shù)Wind1=88.99212Wind2=107.7347602Wind3=151.9571288Wind4=186.6311856Wind5=228.9957434Wind6=305.9235477Wind7=324.071363Wind8=665.1678556!定義基本幾何參數(shù)MP,EX,1,2.1E10MP,PRXY,1,0.3MP,DENS,1,7850ET,1,BEAM189!段1，L1，8米SECTYPE,100,BEAM,CTUBESECDATA,1.568,1.600,20SECTYPE,199,BEAM,CTUBESECDATA,1.408,1.440,20K,100,0,0,0K,199,0,0,8K,999,50,0,25L,100,199SECTYPE,111,TAPERSECDATA,100,KX(100),KY(100),KZ(100)SECDATA,199,KX(199),KY(199),KZ(199)LESIZE,ALL,1LATT,1,1,1,,999,,111LMESH,ALL!段2，L2，8米SECTYPE,200,BEAM,CTUBESECDATA,1.408,1.440,20SECTYPE,299,BEAM,CTUBESECDATA,1.248,1.280,20K,299,0,0,16L,199,299SECTYPE,222,TAPERSECDATA,200,KX(199),KY(199),KZ(199)SECDATA,299,KX(299),KY(299),KZ(299)LESIZE,ALL,1LATT,1,1,1,,999,,222LMESH,ALL!段3，L3，8米SECTYPE,300,BEAM,CTUBESECDATA,1.252,1.280,20SECTYPE,399,BEAM,CTUBESECDATA,1.092,1.120,20K,399,0,0,24L,299,399SECTYPE,333,TAPERSECDATA,300,KX(299),KY(299),KZ(299)SECDATA,399,KX(399),KY(399),KZ(399)LESIZE,ALL,1LATT,1,1,1,,999,,333LMESH,ALL!段4，L4，7米SECTYPE,400,BEAM,CTUBESECDATA,1.096,1.120,20SECTYPE,499,BEAM,CTUBESECDATA,0.956,0.980,20K,499,0,0,31L,399,499SECTYPE,444,TAPERSECDATA,400,KX(399),KY(399),KZ(399)SECDATA,499,KX(499),KY(499),KZ(499)LESIZE,ALL,1LATT,1,1,1,,999,,444LMESH,ALL!段5，L5，7米SECTYPE,500,BEAM,CTUBESECDATA,0.960,0.980,20SECTYPE,599,BEAM,CTUBESECDATA,0.820,0.840,20K,599,0,0,38L,499,599SECTYPE,555,TAPERSECDATA,500,KX(499),KY(499),KZ(499)SECDATA,599,KX(599),KY(599),KZ(599)LESIZE,ALL,1LATT,1,1,1,,999,,555LMESH,ALL!段6，L6，6米SECTYPE,600,BEAM,CTUBESECDATA,0.820,0.840,20SECTYPE,699,BEAM,CTUBESECDATA,0.700,0.720,20K,699,0,0,44L,599,699SECTYPE,666,TAPERSECDATA,600,KX(599),KY(599),KZ(599)SECDATA,699,KX(699),KY(699),KZ(699)LESIZE,ALL,1LATT,1,1,1,,999,,666LMESH,ALL!段7，L7，6米SECTYPE,700,BEAM,CTUBESECDATA,0.704,0.720,20SECTYPE,799,BEAM,CTUBESECDATA,0.584,0.600,20K,799,0,0,50L,699,799SECTYPE,777,TAPERSECDATA,700,KX(699),KY(699),KZ(699)SECDATA,799,KX(799),KY(799),KZ(799)LESIZE,ALL,1LATT,1,1,1,,999,,777LMESH,ALL!段8，L8，2米SECTYPE,800,BEAM,CTUBESECDATA,0.095,0.105,20SECTYPE,899,BEAM,CTUBESECDATA,0.040,0.050,20K,899,0,0,52L,799,899SECTYPE,888,TAPERSECDATA,800,KX(799),KY(799),KZ(799)SECDATA,899,KX(899),KY(899),KZ(899)LESIZE,ALL,1LATT,1,1,1,,999,,888LMESH,ALL/ESHAPE,1EPLOT!施加柱腳約束，剛接DK,100,ALLACEL,0,0,9.8FK,799,FX,27383FK,699,FZ,25662*DO,i,1,8SFBEAM,i,1,PRES,Wind1*ENDDO*DO,i,9,16SFBEAM,i,1,PRES,Wind2*ENDDO*DO,i,17,24SFBEAM,i,1,PRES,Wind3*ENDDO*DO,i,25,31SFBEAM,i,1,PRES,Wind4*ENDDO*DO,i,32,38SFBEAM,i,1,PRES,Wind5*ENDDO*DO,i,39,44SFBEAM,i,1,PRES,Wind6*ENDDO*DO,i,45,50SFBEAM,i,1,PRES,Wind7*ENDDO*DO,i,51,52SFBEAM,i,1,PRES,Wind8*ENDDO/ESHAPE,1EPLOT!求解FINISH/SOLUANTYPE,0NLGEOM,ONPSTRES,ONSOLVEFINISH!查看軸力/post1ETABLE,NI,SMISC,1ETABLE,NJ,SMISC,14PLLS,NI,NJ,1!查看剪力ETABLE,QI,SMISC,5ETABLE,QJ,SMISC,18PLLS,QI,QJ,1!查看彎矩ETABLE,MI,SMISC,2ETABLE,MJ,SMISC,15PLLS,MI,MJ,-1附表：?jiǎn)喂芩?jì)算表表1永久荷載計(jì)算表段號(hào)1234547g段長gBS17662頂部標(biāo)高h(yuǎn)im824313B445(}52平均標(biāo)高h(yuǎn)i1m4122027.5J4r54L4751拒對(duì)標(biāo)高h(yuǎn)rin(LOK0.24(K40.55(X690J2koi底部n1ee\m1444}12S0112(}9S0K40720105頂郁閆徑I>mm144012801L2098084072060050各段吐P?tTTO161614121010gJ平均總徑mm152013601200105()91(]7KO頒77.5徑甲比100.000SO.OOO9142993,333￥&(XK>843090.000iLOOO搟自自亜kN46.52741.5732.10321.07315J261IJ6?7.5?4OJ75平臺(tái)丨自帝燦{)0■0(){)鉗6.9270平臺(tái)2W{)0■0(){)4)氐9270天變1W()0■00()1〕4J040天戰(zhàn)2自更kM｛〕0■0｛〕｛〕1〕4.7040謔梯、悄線自匝kN1232322.B2B2.42.4O.ti永氏荷我4^72T44,777◎0323.8731&0恥曲琦25,^2<)r97J00

Cxi表2可變荷載計(jì)算表—M——*—MB1134547S塔網(wǎng)迎鳳血積胃12.161G.8S9.67出6374.6K3鮎0.155慣飪.耙梯迪鳳面積H?()0■o00<}00基術(shù)鳳壓0.150J5OJ5OJ50350350.35035鳳壓仍皮變化系數(shù)H711.05612513375L4K31.571l.fi.S?LfiK鳳荷我休形系數(shù)曲加U.bU.dgIJ.oU.du7.応度處鳳撇條數(shù)曲〔強(qiáng)發(fā)）1.Cfi11.2211M1L6S2L8-fi5235423942394Z応度處訊振系數(shù)陰（變形）L0591,2151,447L66I曲科2.31K2.3572,357§｛強(qiáng)度）2336233623362珈23362J362J3fi233?待〔變形）226422642X42,26422642,2642,2642264￡10.5250.5250.5250.525O.52S0.523OJ250.525€20,050ft.lSI03760J560J050JS40.811O,K11k111I1121JIJ水平鳳荷牧標(biāo)準(zhǔn)tftEm（強(qiáng)度）0723027103S404720JJ10.777O.S23L685水平就荷鞍棟準(zhǔn)tftkN如（變形）0,2220.26903MG0”⑹0.5720.7650.^10L663分布荷載集中力IJ832」6T3則330744.6594.9373J7S平臺(tái)1水平集中力kN{)()■00002.R150平臺(tái)2水平集中力kN{)<)■o0002.SS90犬線1術(shù)平集中力kN(]0■000打10砂0大2Af1U中力kN0{)000<}10.翎0粹效風(fēng)荷栽標(biāo)推值kN/m0四Qr271陽840472加和Qr777久3即1朋9蟲戦、就修荷栽kN0■000Cr0平合活荷栽kN0000Q02827406

Cxi表3荷載效應(yīng)組合計(jì)算表1Z345?7?永嘰荷我設(shè)訃fftkN59.67253.13342.還42M.64721.631i6^^y30,7941.170鳳荷找設(shè)汁fftkN/rn03120379Q.5i70.6610.8131.0H71.1522J64平臺(tái)水平力設(shè)訃fflkN{]00000狼3藥20安裝、檢修荷載設(shè)計(jì)值kN(]0()00020平臺(tái)活荷我設(shè)訃竝kN（〕000002壯M0永丸荷馳訃值IN49.72744J77巧阿23^7318.026\356625M20575鳳荷戟設(shè)訃低kN/m0,0S90」傭QJ52OPI8702290PTO0J24O.fifiS半臺(tái)水平力設(shè)訃伉kN{]00000273K3a各層底血壓力kN76Qr75574A240329195.53134.593QrR45。矽1托02727J務(wù)層底面的力kN76.65374.V12了1/446721562.6165654J50B764.7311齊層底面彎炬kN'tn3221.126172033.7|斗利1024潔W&W2S4rQ54J33?底懦就面面機(jī)cm-715780S56.Slfr417,706304,7342fi0.75217雷54515708底部揪面抵抗矩Wm?31217,61625201,835I7432.6OT1I447r??47315.183勢(shì)4鐘2刖皿2腫冊(cè)4■弗腎均載面慣tt.iii]cm42137826.870IJ23594.893917281230527097.S4Z256312.97817931(X33087087.94575.ISO蔽面型件發(fā)朋系數(shù)YL21,21,212U21.2L2lr2強(qiáng)度臉悴那咖94.563IO4.S5O112343I21J3795.63775,17^imr945脛厚比DAlW.OflO死懈9L42993.333g&ooo84rW021rQWMd11Il1111H懈穩(wěn)足驗(yàn)賈112.73711lr?7Q\23^31133.876144r4?1114.5279QrJQ7]2丨腫Ocn表卻法蘭板計(jì)算表標(biāo)高m0E16245144管外徑mm1600144012801120980S40720壁丿耳mm1百1614121010&MkNm3221.126172033J[4791024.6606.05284.05NkN76^537436271.44467.21562.61656.^150.076螺栓數(shù)口35353530302525螺檢公稱直徑dmmM30M24M24M20M20MlhM16單嚇嗾栓承載力設(shè)計(jì)值kN2W4ISO腕124124SO閒螺椎中心離管療距cmm20050505040斗040螺檢屮心到法役辿川i離rj-r；mm100605050505040囁栓屮心圜直栓mm1800135812021045920780664嫖栓壞向中跖mm16212210K1109ft9K鵡法蘭外卷mm20W140S12521096960820704法蘭內(nèi)徨mm1600129K11^299ISK70730624法蘭板寬amm400JJO100100卿90開等戦環(huán)形蔽［ftiftn積TTin246232.55R2930232629302326173023261730232693023269302326等效壞丿色藏面悖度mm25.68521.57S2437816.54118.8071L92614.010等效抵抗矩cm3626K67R29794.55626024.76R13554.0711II756.0505442.5954552.6R9筲效咸力VPa5L443&7.8357S.145109J19S7392按大螺椎拉力kN67.93373.53^6542462^33302664L43413,216簡(jiǎn)立竝長度bmm51.42940.68^36.17136.93332.33333.2002&4典板ifUJ2力均值qN/min'330316431I8.OS7I7.O4O17274I3.S6710.1S9a/b7.77827042.7652.70827S42.7112.S09彎矩系數(shù)gO.OS330腑彳0.0333O.OS33O.OS330X)8330.08K板1”單仰板覽彎矩MmjjtkNrm07282.2661,9711.9361.504L2730.688計(jì)算法蘭楓焊度tmm4.1147.2596.7716.7105.9155.4414.001實(shí)際濃蘭板好度mm卻202020202020表5加勁肋扳計(jì)算表fl擊lbU313344加勁肋島度hmm220IRCISOiw160160100刪肋板MtltlTtlH51010s6h6加勁1山寬度Unini4W111)iwIW死列RQ坯栓域大覺力NmaxkN冊(cè)品73.53662.93341.434231167.7732r704pjd2.7Q827842,7112.30?<111i1111加勁扳擔(dān)力｛iNnuj;Wf“旳73.53665.424他9陽険2M41.43423,21fi￡zoo5030甸404(]40SI用151515151515S2IE1515151515IS翌向悍絲有效長度h砧10mmL7014514J12913313373木平焊縫訂敕怏度L!-S2-2tmm巧075砧利&363S3豎向?qū)雍竿厩鷳?yīng)力icMpa24朋50,7145.1260刖62595LS253,00豎向?qū)雍溉┱龖?yīng)力5何呼17&巧104439335141.82I1Tg“g174J6豎向?qū)雍笩熍蠎?yīng)力OiMpa1.81.581.36,8412L74176.83157.55129.S7196.96水平對(duì)攥焊讎正應(yīng)力12.1393.05|的念114血132.981W.6173皿對(duì)接焊髓抗拉強(qiáng)度設(shè)計(jì)強(qiáng)GMpa215215215215215215215對(duì)按悍讎抗的遐廈設(shè)計(jì)值fL-Mpfl12512512512512S125125CN

cn附表：?jiǎn)喂芩?jì)算表表1永久荷載計(jì)算表段號(hào)12345段長88877頂部標(biāo)咼him816243138平均標(biāo)高h(yuǎn)i'm4122027.534.5相對(duì)標(biāo)咼hi"m0.080.240.40.550.69底部直徑D'mm1600144012801120980頂部直徑Dmm144012801120980840各段壁厚tmm1616141210平均直徑mm1520136012001050910徑厚比100.00090.00091.42993.33398.000塔身自重kN46.52741.57732.10321.07315.226平臺(tái)1自重kN00000平臺(tái)2自重kN00000天線1自重kN00000天線2自重kN00000爬梯、饋線自重kN3.23.23.22.82.8永久荷載49.72744.77735.30323.87318.026

表2可變荷載計(jì)算表段號(hào)12345塔身迎風(fēng)面積m212.1610.889.67.356.37饋線、爬梯迎風(fēng)面積m200000基本風(fēng)壓0.350.350.350.350.35風(fēng)壓?jiǎn)J度變化系數(shù)yz11.0561.251.33751.483風(fēng)荷載體形系數(shù)ys0.60.60.60.60.6z高度處風(fēng)振系數(shù)卩z（強(qiáng)度）1.0611.2211.4611.6821.865z咼度處風(fēng)振系數(shù)卩Z（變形）1.0591.2151.4471.6611.838E（強(qiáng)度）2.3362.3362.3362.3362.336g（變形）2.2642.2642.2642.2642.264￡10.5250.5250.5250.5250.525￡20.0500.1810.3760.5560.705k11111水平風(fēng)荷載標(biāo)準(zhǔn)值kN/m（強(qiáng)度）0.2230.2710.3840.4720.581水平風(fēng)荷載標(biāo)準(zhǔn)值kN/m（變形）0.2220.2690.3800.4670.572分布荷載集中力1.7832.1673.0693.3074.066平臺(tái)1水平集中力kN00000平臺(tái)2水平集中力kN00000天線1水平集中力kN00000天線2水平集中力kN00000等效風(fēng)荷載標(biāo)準(zhǔn)值kN/m0.2230.2710.3840.4720.581安裝、檢修荷載kN00000平臺(tái)活荷載kN00000

表3荷載效應(yīng)組合計(jì)算表段號(hào)12345永久荷載設(shè)計(jì)值kN59.67253.73342.36428.64721.631風(fēng)荷載設(shè)計(jì)值kN/m0.3120.3790.5370.6610.813平臺(tái)水平力設(shè)計(jì)值kN00000安裝、檢修荷載設(shè)計(jì)值kN00000平臺(tái)活荷載設(shè)計(jì)值kN00000永久荷載設(shè)計(jì)值kN49.72744.77735.30323.87318.026風(fēng)荷載設(shè)計(jì)值kN/m0.0890.1080.1520.1870.229平臺(tái)水平力設(shè)計(jì)值kN00000各層底面壓力kN760.75574.62408.29195.53134.59各層底面剪力kN76.65374.36271.44467.21562.616各層底面彎矩kN?m3221.126172033.714791024.6底部截面面積cm2796.205715.780556.816417.706304.734底部截面抵抗矩Wcm331217.61625201.83517432.60011447.8347315.183平均截面慣性矩Icm42137826.871525594.89917281.23527097.84286312.9703028截面塑性發(fā)展系數(shù)Y1.21.21.21.21.2強(qiáng)度驗(yàn)算95.54094.563104.550112.343121.137徑厚比D/t100.00090.00091.42993.33398.00011111局部穩(wěn)定驗(yàn)算112.737111.870123.9931