軌道板廠 10T龍門吊基礎(chǔ)設(shè)計(jì)

1、1*軌道板廠10T龍門吊基礎(chǔ)設(shè)計(jì)10T龍門吊基礎(chǔ)設(shè)計(jì)1、設(shè)計(jì)依據(jù)1.1、基礎(chǔ)工程；1.2、地質(zhì)勘探資料；1.3、龍門吊生產(chǎn)廠家提所供有關(guān)資料；1.4、建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范(GB50007-2002)；1.5、砼結(jié)構(gòu)設(shè)計(jì)規(guī)范(GB50010-2002)。2、設(shè)計(jì)說明勘探資料顯示：場地內(nèi)2.0m深度地基的承載力為125KPa。龍門吊行走軌道基礎(chǔ)采用鋼筋砼條形基礎(chǔ)，混凝土強(qiáng)度等級為C30。龍門吊行走軌道根據(jù)龍門吊廠家設(shè)計(jì)要求采用P43型起重鋼軌，基礎(chǔ)設(shè)計(jì)中不考慮軌道與基礎(chǔ)的共同受力作用，忽略鋼軌承載能力不計(jì)；基礎(chǔ)按彈性地基梁進(jìn)行分析設(shè)計(jì)。錯誤!未指定主題。圖1基礎(chǔ)橫截面配筋圖(單位:m)通過計(jì)算及構(gòu)

2、造的要求，基礎(chǔ)底面配置2蟲12；箍筋選取820；考慮基礎(chǔ)頂面配置2蟲12與箍筋共同構(gòu)成頂面鋼筋網(wǎng)片，以提高基礎(chǔ)的承載能力及抗裂性；其他按構(gòu)造要求配置架立筋，具體見圖1橫截面配筋圖。為保證基礎(chǔ)因溫度影響產(chǎn)生的伸縮，根據(jù)現(xiàn)場實(shí)際情況，每20m設(shè)置一道20mm寬的伸縮縫，兩側(cè)支腿基礎(chǔ)間距5.0m，基礎(chǔ)位置根據(jù)制梁臺座位置確定，具體見附圖：龍門吊基礎(chǔ)圖3、設(shè)計(jì)參數(shù)選定3.1、設(shè)計(jì)荷載根據(jù)龍門吊廠家提供資料顯示，10T龍門吊行走臺車最大輪壓：Pma=3Z1KN，max現(xiàn)場實(shí)際情況，龍門吊最大負(fù)重10t,故取計(jì)算輪壓：P=100KN；砼自重按25.0KN/m3計(jì)，土體容重按2.7KN/m3計(jì)。3.2、材料

3、性能指標(biāo)、C30砼10T龍門吊基礎(chǔ)設(shè)計(jì)*1*1*rTrTrTrTrTrTrTrT2軸心抗壓強(qiáng)度：f=14.3Mpac軸心抗拉強(qiáng)度：f=L96MPa彈性模量：E=3.0 x104MPac(2)、鋼筋級鋼筋：f=21MPa,/=210MPayy級鋼筋：f=300MPa,f=300MPayy(3)、地基根據(jù)探勘資料取地基承載力特征值：fa=125KPaa地基壓縮模量：E=3.91MPas3.3、基礎(chǔ)梁幾何特性截面慣性矩：I=0.3*0.25人3=0.0047m44、地基驗(yàn)算4.1基礎(chǔ)形式的選擇考慮到地基對基礎(chǔ)的彈性作用及方便施工，故基礎(chǔ)采用圖1形式。4.2、地基承載力驗(yàn)算每個臺座兩側(cè)各設(shè)一條鋼軌，長

4、20m，兩端各設(shè)伸縮縫20mm。考慮兩臺龍門吊同時作業(yè)，根據(jù)65T龍門吊資料：支腿縱向距離為7.5m，輪距離0.65m，結(jié)合內(nèi)模和鋼筋骨架長度，前后兩龍門吊最小中心間距為22m。按最不利荷載情況布置輪壓，見圖-4.2：圖-4.2:何載布置圖(單位：m)采用彈性地基梁模型計(jì)算地基的反力，根據(jù)場地地質(zhì)勘測資料顯示，地基持力層為粉質(zhì)粘土，壓縮模量E=3.91MPa，查表取泊松比v=0.3；s基礎(chǔ)梁邊比：m=lb=461.0=46，按柔性基礎(chǔ)查表的，影響系數(shù)J=1.76?；A(chǔ)截面慣性距：I=0.0417m4。地基抗力系數(shù)：E2.90 x106k=x10-31810.689KN/m3地基變形模量：e二B

5、esb(1-V)Ic1.0 x|1-0.32|x1.76(22匚2x0.32)E=1-11-VJs(1-0.3丿X3.91二2.90MPak二bk二1.0 x1810.689二1810.689KN/m2s荷載計(jì)算模式判定：Pl：作用在基礎(chǔ)端頭，按半無限長梁計(jì)算P2：Xl0.1436x(46-0.65)-6.512兀按無限長梁計(jì)算P3：X/0.1436x(460.656.85)5.529兀按無限長梁計(jì)算P4：Xl0.1436x(46-0.65x2-6.85)-5.435兀按無限長梁計(jì)算P5：Xl0.1436x(46-8.15-13.85)3.446兀按無限長梁計(jì)算P6：X/0.1436x(462

6、20.65)3.353兀按無限長梁計(jì)算P7：Xl0.1436x(46-15.85-0.65)-4.236兀按無限長梁計(jì)算P8：Xl0.1436x(46-15.85)-4.330兀按無限長梁計(jì)算1810.689x103九=0.14364x2.55x1010 x0.0417ks；4EIfc4.2.1活荷載作用地基反力強(qiáng)度計(jì)算(1)荷載Pl對各計(jì)算點(diǎn)影響荷載Pl按半無限長梁計(jì)算：a二a九二0 x0.1436二0對位置A:g=xX=0 x0.1436=0，查表得反力系數(shù)p=2對位置B:g=xX=0.65x0.1436=0.09，查表得反力系數(shù)p=1.822對位置C：g=x九=(0.65+6.85)x0

7、.1436=1.08，查表得反力系數(shù)p=0.326對位置D：g=xX=(0.65x2+6.85)x0.1436=1.17，查表得反力系數(shù)p=0.245對位置E：g=xX=(0.65x2+6.85+13.85)x0.1436=3.16，查表得反力系數(shù)p=-0.08對位置F：g=xX=(0.65x2+6.85+13.85+0.65)x0.1436=3.25，查表得反力系數(shù)p=-0.07對位置G：g=xX=(0.65x2+6.85+13.85+0.65+6.85)x0.1436=4.24,查表得反力系數(shù)p=0.069對位置H：x九=(46-15.85)x0.1436二4.33，查表得反力系數(shù)p=0.

8、087對位置I：g=xX=46x0.1436=6.61，查表得反力系數(shù)p=0.504荷載P1按式：p=PXp計(jì)算P1對各計(jì)算點(diǎn)所作用地基反力，具體見表-1。（2）其他荷載的影響計(jì)算過程見表1：其中：Axi二e-xx（cos入x+sin入x）P二P*入*p（j=1）P二P*入*Axi/2b（k=28）ijik考慮基礎(chǔ)自重和回填土的重量：（26*1+2.7*0.7）/2*1=13.945Kpa地基的最大反力：108.60+13.945=122.55KpaVfa=125Kpa,滿足要求！5、基礎(chǔ)內(nèi)力計(jì)算基礎(chǔ)內(nèi)力計(jì)算采用彈性地基梁算，計(jì)算過程見表2、表3其中：B二e-*sin入xi1C二e-xx(co

9、s入xsin入x)ijD二e-xx*cos入xijM=-PB/x(j=1)TOC o 1-5 h zi1ijM=P*C/4x(j=28)ikijV=-P*D/2(j=28)ijx2V=-PC(j=1)ijij6、基礎(chǔ)配筋計(jì)算1、判斷T型截面類型:基礎(chǔ)在任何一個單元的受力只能是正彎矩或負(fù)彎矩，根據(jù)充分發(fā)揮混凝土的承壓能力的原則，確定T型基礎(chǔ)的類型。第一類，受壓區(qū)僅位于內(nèi)；第二類，翼緣和腹板均受壓。翼緣板全部受壓：M=fbh(hjc0色)=9.6x106x1x0.3x1.26-0.3V3196.8KN109.17KN2I2丿腹板全部受壓：*軌道板廠10T龍門吊基礎(chǔ)設(shè)計(jì)2M=fbh(h-色)=9.6

10、x106x0.3x0.7x1.26-jc2I7=1834.56KN537.56KN由計(jì)算可知：T型基礎(chǔ)為第一類。2、基礎(chǔ)正截面受彎配筋：根據(jù)表2可見：Mmax=1.2*537.56=645.07KN.m(1.2為分項(xiàng)系數(shù))x1=hh=0.93-0.930V0fcb22x645.07x】3=0.284mP=0.15%min2Mx2=h,h2=0.93-.,-0.93200fcb32x131x10=.0148mP=0.15%minMmin=-1.2*109.17=-131.0KN.m3、基礎(chǔ)斜截面受剪配筋：根據(jù)表3：Vmax=1.2*309.69=371.63KN0.253fbhcc0=0.25*

11、1*9.6*106*0.3*0.93=669.6KN(1.2為分項(xiàng)系數(shù))受剪截面尺寸滿足要求。V=0.7Bfbh=0.7*(800/930)。.25*1.1*106*(0.3*0.665+1*0.265)ht0=344.45KNVVmax故需配箍筋A(yù)sv=Vcs-0.7f嚴(yán)0=37163x103-0.7xx106x(0.3x0665+0265x)=0.0572mm1.25fhyv01.25x210 x106x0.93結(jié)合構(gòu)造要求，選8300,=0.335mm,p=竺=2x34x68/4=0.1126%p=0.24Z=0.24x1.1x106svsb300 x300svmin300 x106=0

12、.088%滿足要求！10T龍門吊基礎(chǔ)設(shè)計(jì)*1*1*rTrTrTrTrTrTrTrT24、橫向抗彎檢算取縱向應(yīng)力分布長度1m為計(jì)算單元，計(jì)算部位見圖6-1圖6-1：橫向抗彎計(jì)算位置圖M=0.5*P*a2jjP：基底凈反力ja:計(jì)算截面到基礎(chǔ)邊緣的距離(取作用力的邊緣為計(jì)算截面)jM=0.5*108.6*0.352=6.652kn.m=132.8mm26.652x1030.9x210 x106*0.265用抗剪箍筋38(A=150.9mm2)能滿足要求。地基反力計(jì)算表ABCDEFGHIx10.000.657.508.1522.0022.6529.5030.1546p2.001.820.332.45

13、-0.08-0.074.240.090.504pi138.2934.896.2446.91-1.53-1.3481.181.679.65x20.650.006.857.5021.3522.0028.8529.5045.35Ax20.991.000.520.46-0.04-0.04-0.02-0.020.00P%9.499.574.964.42-0.41-0.41-0.21-0.190.02x37.506.850.000.6514.5015.1522.0022.6538.5Ax30.460.521.000.990.050.03-0.04-0.040.00Pi34.424.969.579.490.

14、460.28-0.41-0.410.00 x48.157.500.650.0013.8514.5021.3522.0037.85Ax40.410.460.991.000.070.05-0.04-0.040.00PF3.894.429.499.570.670.46-0.41-0.410.00 x522.0021.3514.5013.850.000.657.508.1524Ax5-0.04-0.040.050.071.000.990.460.41-0.04Pi5-0.41-0.410.460.679.579.494.423.89-0.38x622.6522.0015.1514.500.650.00

15、6.857.5023.35Ax6-0.04-0.040.030.050.991.000.520.46-0.04Pi6-0.41-0.410.280.469.499.574.964.42-0.40 x729.5028.8522.0021.357.506.850.000.6516.5Ax7-0.02-0.02-0.04-0.040.460.521.000.990.00PF-0.19-0.21-0.41-0.414.424.969.579.49-0.02x830.1529.5022.6522.008.157.500.650.0015.85Ax8-0.02-0.02-0.04-0.040.410.46

16、0.991.000.01Pi8-0.16-0.19-0.41-0.413.894.429.499.570.11合計(jì)54.9352.6230.1870.6926.5627.43108.6028.048.980.基礎(chǔ)彎距計(jì)算表ABCDEFGHIx10.00.77.58.222.022.729.530.246.0Bx10.00.10.30.30.00.00.00.00.0Mi10.0-118.2-417.7-397.91.06.017.917.0-0.6x20.70.06.97.521.422.028.929.545.4Cx20.81.0-0.1-0.1-0.10.00.00.00.0Mi2286.

17、2348.2-36.3-48.2-17.4-14.51.72.20.4x37.56.90.00.714.515.222.022.738.5Cx3-0.1-0.11.00.8-0.2-0.20.00.00.0Mi3-48.2-36.3348.2286.2-59.1-55.0-14.5-11.92.0 x48.27.50.70.013.914.521.422.037.9Cx4-0.2-0.10.81.0-0.2-0.2-0.10.00.0Mi4-57.4-48.2286.2348.2-62.9-59.1-17.4-14.52.1x522.021.414.513.90.00.77.58.224.0C

18、x50.0-0.1-0.2-0.21.00.8-0.1-0.20.0Mi5-14.5-17.4-59.1-62.9348.2286.2-48.2-57.4-7.3x622.722.015.214.50.70.06.97.523.4Cx60.00.0-0.2-0.20.81.0-0.1-0.10.0Mi6-11.9-14.5-55.0-59.1286.2348.2-36.3-48.2-9.4x729.528.922.021.47.56.90.00.716.5Cx70.00.00.0-0.1-0.1-0.11.00.8-0.1Mi72.21.7-14.5-17.4-48.2-36.3348.228

19、6.2-46.1x830.229.522.722.08.27.50.70.015.9Cx80.00.00.00.0-0.2-0.10.81.0-0.1Mi82.52.2-11.9-14.5-57.4-48.2286.2348.2-50.4合計(jì)158.9117.439.934.3390.5427.3537.6521.6-109.2基礎(chǔ)剪力計(jì)算表表3ABCDEFGHIx10.00.77.58.222.022.729.530.246.0Cxi1.00.8-0.1-0.20.00.00.00.00.0Vi1-200.0-164.427.733.08.36.8-1.2-1.5-0.2x20.70.06.

20、97.521.422.028.929.545.4Dx20.91.00.20.20.00.00.00.00.0Vi2-90.7-100.0-20.7-16.14.64.20.90.7-0.1x37.56.90.00.714.515.222.022.738.5Dx30.20.21.00.9-0.1-0.10.00.00.0Vi3-16.1-20.7-100.0-90.76.16.54.23.8-0.3x48.27.50.70.013.914.521.422.037.9Dx40.10.20.91.0-0.1-0.10.00.00.0Vi4-12.1-16.1-90.7-100.05.66.14.64

21、.2-0.3x522.021.414.513.90.00.77.58.224.0Dx50.00.0-0.1-0.11.00.90.20.10.0Vi54.24.66.15.6-100.0-90.7-16.1-12.13.0 x622.722.015.214.50.70.06.97.523.4Dx60.00.0-0.1-0.10.91.00.20.20.0Vi63.84.26.56.1-90.7-100.0-20.7-16.13.4x729.528.922.021.47.56.90.00.716.5Dx70.00.00.00.00.20.21.00.9-0.1Vi70.70.94.24.6-16

22、.1-20.7-100.0-90.76.7x830.229.522.722.08.27.50.70.015.9Dx80.00.00.00.00.10.20.91.0-0.1Vi80.50.73.84.2-12.1-16.1-90.7-100.06.7合計(jì)-309.7-290.9-163.1-153.3-194.3-203.9-219.0-211.618.9基礎(chǔ)剪力計(jì)算表ABCDEFGHx10.000.657.508.1522.0022.6529.5030.15Cxi1.000.84-0.10-0.13-0.07-0.060.000.00Vi1-200.00-167.7719.7226.2014.4812.670.680.15x20.650.006.857.5021.3522.0028.8529.50Dx20.921.000.260.21-0.06-0.06-0.02-0.02Vi2-91.61-100.00-26.06-21.405.865.551.991.72x37.506.850.000.6514.5015.1522.0022.65Dx3