HZQF50-220步履式架橋機計算書

#HZQF50/220架橋機校核計算鄭州市華中建機有限公司2014-2-20目錄TOC\o"1-5"\h\z一架橋機主要技術(shù)參數(shù) 3二架橋機設(shè)計采用標準 3三計算載荷系數(shù) 4四計算載荷 44.1自重載荷 44.2工作狀態(tài)橫向風載荷 54.3非工作狀態(tài)橫向風載荷 64.4整機橫移慣性力 74.5小車提梁縱移慣性力 7五工況 7六主梁計算 8七支腿計算 187.1前支腿計算 187.2中支腿計算 19八結(jié)論 20九附表 219.1許用應(yīng)力表 21

HZQF50/220步履式架橋機校核計算一架橋機主要技術(shù)參數(shù)1)額定起吊能力220t2)跨度50m3)提升速度0.6m/min4)小車橫移速度1.6m/min5)小車縱移速度4.6m/min6)整機橫移速度2.9m/min7)整機縱移速度4.6m/min二架橋機設(shè)計采用標準除本規(guī)格書另有規(guī)定外，本起重機的設(shè)計、制造、安裝和試驗應(yīng)遵照下述最新版本的規(guī)范和標準以及經(jīng)買方認可的等于或高于本規(guī)格書所列的替代標準。2.1《起重機設(shè)計規(guī)范》GB38112.2《起重機試驗規(guī)范和程序》GB59052.3《起重機械安全規(guī)程》GB60672.4《鋼結(jié)構(gòu)設(shè)計規(guī)范》GB500172.5《鋼結(jié)構(gòu)施工及驗收規(guī)范》GB502052.6《通用門式起重機》GB/T144062.7《鋼結(jié)構(gòu)工程質(zhì)量檢驗評定標準》GB50221

GB10854GB2322.8GB10854GB2322.9《電氣裝置安裝工程施工及驗收規(guī)范》三計算載荷系數(shù)3.1自重振動載荷系數(shù)^19=1+a0<a<0.1故0.9<^<1.1，?=1.05111 113.2起升載荷動載系數(shù)^2企=企+BV2 2minq2巾=1.1b=0.34v=0O13m/s 巾=1.13.3運行沖擊系數(shù)啊七=1.1+0.058V4h\h―軌道高度差5mmV一起重機的縱移速度（ms）,0.077m/sr .故^4取為1.1過孔平穩(wěn)，無沖擊^4取值1.03.4 動載實驗載荷起升動載系數(shù)=0.5（1+）=0.5（1+1.1）=1.056 2四計算載荷4.1自重載荷主梁單梁平均重 0.83t/m小車18x2=36t前支腿8.8t中支腿14.5t后托架7t后支腿2.5t附件部分4.5t前橫移軌道9t中橫移軌道17t整體重約245t4.2工作狀態(tài)橫向風載荷計算風壓 P=0.6捋（N/m2）V—計算風速 （m;s）P=CPA

wll IIC一風力系數(shù)P[（250N/m2）主梁第一根前片P=CPA=1.7x250x85.710x2.856x0.7=7.3tw第一根后片P=CPAn=0.1x7.3=0.73t合8.03tw第二根前片P=0.2x0.73=0.15tw第二根后片P=0.15x0.1=0.015t 合0.165t小車P=CPA=1.2x250x7.18=0.22t（單）w混凝土梁P=CPA=1.2x250x130=3.9tw4.3非工作狀態(tài)橫向風載荷主梁第一根前片P=CKPA=1.7x1.57x1000x85.71x2.850x0.7=45.6tw第一根后片P=CKPAn=45.6x0.1=4.6t合50.2tw第二根前片P=0.2x4.6=0.92tw第二根后片P=0.92x0.1=0.09t 合1.02tw小車P=CKPA=1.2x1.57x1000x7.18=1.4t（單）w前支腿P=CKPA=1.7x1.57x1000x3.046x0.341x2=0.54tw中支腿P=CKPA=1.7x1.57x1000x2.225x1.124x2=1.33tw后托架P=CKPA=1.7x1.57x1000x2.670x0.562x2=0.8tw后支腿P=CKPA=1.7x1.57x1000x2.670x0.377x2=0.54tw4.4整機橫移慣性力主梁 1.汶144x510000.016小車 1.汶1810000.016=單)混凝土梁1.5x220x1000x0.016=0.53t支腿前支腿1.5x8.x810x000.016=中支腿1.514x51儀000.016后托架1.5710(x00.016=后支腿1.x2.x510x000.016=4.5小車提梁縱移慣性力小車慣性力 1.5x18x1000x0.025=0.06t混凝土梁慣性力 1.5c22x010x000.025=五工況A前端大懸臂，過孔前支腿到達前方橋墩，未下落一刻，計算主梁強度、剛度和支反力（前支腿過孔帶三分之一前橫移軌道）。計算載荷：自重載荷、二分之一梁重、工作狀態(tài)橫向風載荷和慣性載荷。B前、后小車提梁運行，前小車提梁運行至前跨中，計算主梁跨中強度、剛度和支反力。計算載荷：自重載荷、二分之一梁重、工作狀態(tài)橫向風載荷和慣性載荷。計算載荷：工作狀態(tài)橫向風載荷、自重載荷、小車提梁縱移慣性載荷和混凝土梁重。C兩小車提梁運行至架梁位置制動。計算載荷：自重載荷、梁重載荷、橫向風載荷和小車提梁縱移慣性載荷。D整機側(cè)負重提梁橫移，架設(shè)邊梁工況。計算載荷：工作狀態(tài)橫向風載荷、橫移慣性載荷、自重載荷和混凝土梁重載荷。六主梁計算工況A計算NODALSOLUTION(AVG)RSYSDMX.032825STEP=1SUB=1TIME=1SMNSMX0NODALSOLUTION(AVG)RSYSDMX.032825STEP=1SUB=1TIME=1SMNSMX0.9S9985-.956512.032825JAN11201417:21:16-.956512 -.73666 -.516807 -.296954 -.077102-.846586 -.626733 -.406881 -.187028過孔前端懸臂撓度為957mm過孔反力中支腿后托架豎向反力247t豎向反力70t橋機橫向4.3t橋機橫向1.0t屈曲因子SETTIME/FREQLOADSTEPSUBSTEPCUMULATIVE11.258811121.259512231.2789133屈曲因子大于1,滿足要求。NODALSOLUTIONJAN112014(AVG)RSYS.989985DMX-.40.5E+09SMN.257E+09SMX.366E+08.184E+09.110E+09.257E+09NODALSOLUTIONJAN112014(AVG)RSYS.989985DMX-.40.5E+09SMN.257E+09SMX.366E+08.184E+09.110E+09.257E+09STEP=1SUB=1TIME=1-.405E+09 -.258E+CI9 -.111E+09-.331E+09 -.184E+09 -.370E+08懸臂根部大而積應(yīng)力257MPa

NODALSOLUTIONSTEP=1SUB=1TIME=1SEQV(AVG)DMX=.96112SMN=9641ANJAN9201411:49:57SMX=.374E+09ANJAN9201411:49:579641 .830E+08 .166E+09 .249E+09 .332E+09.41.5E+08 .12-5E+09 .208E+09 .291E+09 .374E+09MISES應(yīng)力補強后201上弦兩側(cè)貼板厚6mm(AVG)下弦兩側(cè)貼板厚10mmDMX中支腿輪帶SMN蟀孑應(yīng)補強兩個f275E-112E+09899726.275E+09213E+09SUB201上弦兩側(cè)貼板厚6mm(AVG)下弦兩側(cè)貼板厚10mmDMX中支腿輪帶SMN蟀孑應(yīng)補強兩個f275E-112E+09899726.275E+09213E+09SUB=1TIME=1NODALSOLUTION/ .502E+08^0E+07.159E+09104E+09 .213E+09上弦應(yīng)力有風載荷時小于230MPa,無風載荷時為213MPaANJAN11201411:04:22工況BANJAN11201411:04:22NODALSOLUTIONSTEP=1SUB=1TIME=1UY (AVG)RSYS=ODMX=.121728SMN=-.089954SMX=.001517UFCPACEL-.089954 -.069627 -.049301 -.028974 -.008647-.089954 -.069627 -.049301 -.028974 -.008647-.079791 -.059464 -.039137 -.01881 .001517小車到跨中，跨中撓度90mm支反力中支腿豎向反力支反力中支腿豎向反力272t后支腿豎向反力68t橋機橫向1.6t前支腿后支腿豎向反力68t橋機橫向1.6t前支腿豎向反力86.5t橋機橫向1.7tANJAN11201416:48:40-.209E+09 -.112E+09 -.152E+08 .816E+08 .178E+09ANJAN11201416:48:40-.209E+09 -.112E+09 -.152E+08 .816E+08 .178E+09-.160E+09 -.636E+08 .332E+08 .130E+09 .227E+09NODALSOLUTIONSTEP=1SUB=1TIME=1SZ (AVG)RSYS=ODMX=.11862SMN=-.209E+09SMX=.227E+09UFCPACELANJANANJAN11201416:49:23-.132E+09 -..526E+CI8 .272E+08 .107E+09 .187E+09-.926E+08 -.127E+08 .672E+08 .147E+09 .227E+09前跨中應(yīng)力132MPa-.132E+09 -..526E+CI8 .272E+08 .107E+09 .187E+09-.926E+08 -.127E+08 .672E+08 .147E+09 .227E+09前跨中應(yīng)力132MPaNODALSOLUTIONSTEP=1SUB=1TIME=1SS(AVG)RSYS=0DMX=.11862SMN=-.132E+09SMX=.227E+09uFCPACEL

NODALSOLUTIONSTEP=1SUB=1NODALSOLUTIONSTEP=1SUB=1TIME=1UY (AVG)RSYS=ODMX=.182869SMN=-.100498SMX=.181586UFCPANJAN13201409:22:51.150243.181586-.150243.181586-.069155 -.00647 .056215 .1189主梁跨中凈撓度100.5mm工況C計算ANJAN9201416:20:19ANJAN9201416:20:19STEP=1SUB=1TIME=1UY (AVG)RSYS=0DMX=.110877SMN=-.046011SMX=.006295-.046011 -.034388 -.022764 -.011141 .483E-03-.046011 -.034388 -.022764 -.011141 .483E-03-.040199 -.028576 -.016952 -.005329 .006295跨中撓度46mm支反力中支腿后支腿前支腿豎向反力248t豎向反力8.1t豎向反力跨中撓度46mm支反力中支腿后支腿前支腿豎向反力248t豎向反力8.1t豎向反力171t橋機橫向1.6t橋機橫向3.3tJAN10.2014NODALSOLUTIONSTEP=1SUB=1TIME=1SX (AVG)PtSYS=0DMX=.112122SMN=-.298E+09SMX=.325E+09ACEL前支腿腹板與下弦桿連接位置局部應(yīng)力大于235MPa前支腿支撐處主梁腹板與下弦桿連接部位局部應(yīng)力283MPaANJAN9201417:29:11ANJAN9201417:29:11STEP=1SUB=1TIME=1SZ (AVG)RSYS=0DMX=.110877SMN=-.183E+09SMX=.164E+09UFCPACEL-.183E+09 -.106E+09 -.293E+08-.145E+09 -.678E+08.479E+08 .125E+09.930E+07 .864E+08 .164E+09SEQV(AVG)=.110901^^^e563.437■,：■e+°<?NODALSOLUTIO1ACELSTEP=1SUB=1TIME=1563.437 .764E+08 .153E+09 .229E+09 .306E+09.382E+08 .11.5E+09 .191E+09 .267E+09 .344E+09MISES應(yīng)力主梁腹板與下弦桿連接部位有局部應(yīng)力大于160MPaANJAN11201409:51:21工況DANJAN11201409:51:21NODALSOLUTIONSTEP=1SUB=1TIME=1UY (AVG)RSYS=0DMX=.103107SMN=-.063158SMX=.01122-.063158 -.04663 -.030101 -.013573 .002956-.054894 -.038366 -.021837 -.005309 .01122支反力中支腿單側(cè)最大位移63.2mm豎向反力重側(cè)176t輕側(cè)74t后支腿 豎向反力重側(cè)0.9t輕側(cè)8.3t橋機橫向1.5t前支腿 豎向反力重側(cè)118t輕側(cè)32t橋機橫向1.7t前支腿處下弦與腹板連接位置局部應(yīng)力大于235MPa補強方案NODALSOLUTIONJAN152014DMX=.irSMX=.223E+09腹板與下弦桿之間里夕卜加小筋板姆里.822E+08.176E+09.352E+08.129E+09.223E+09SMN=-.199E--.199E+09 NODALSOLUTIONJAN152014DMX=.irSMX=.223E+09腹板與下弦桿之間里夕卜加小筋板姆里.822E+08.176E+09.352E+08.129E+09.223E+09SMN=-.199E--.199E+09 -.106E+09 -.117E+08-.152E+09 -.586E+08屈曲因子SETTIME/FREQLOADSTEPSUBSTEPCUMULATIVE11.533711121.699312231.7287133屈曲因子大于1,滿足要求。七支腿計算7.1前支腿計算前支腿橫梁計算

支腿橫梁單邊受力118t彎曲應(yīng)力計算：118.4x104x0.750x0.30.00116769o==228MPa<Lo]0.00116769剪切應(yīng)力計算tV=60MPa<[t]復(fù)合應(yīng)力°=251MPa<[o]=257MPa外套管銷軸計算?=4x31184^752=67MPa<胡=371響孔壁承壓?=HI.4x104=192MPa<[o]=326MPac4x0.02x0.077外套管承壓118.4x104o= =77MPa0.015296前支腿滿足要求。7.2中支腿計算架邊梁中支腿一側(cè)承受最大載荷176t，中支腿橫梁受壓:外側(cè)124t、內(nèi)側(cè)52t梁彎矩M=12x40.9=112彎曲應(yīng)力計算：112X