65T龍門(mén)吊基礎(chǔ)設(shè)計(jì)計(jì)算書(shū)

1、65t龍門(mén)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(mén)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、 碎結(jié)構(gòu)設(shè)計(jì)規(guī)范（GB50010-2002。2、設(shè)計(jì)說(shuō)明勘探資料顯示：場(chǎng)地內(nèi)2.3m深度地基的承載力為125KPa凍深0.8m,故選取基礎(chǔ)埋深h=1.0m。龍門(mén)吊行走軌道基礎(chǔ)采用鋼筋碎條形基礎(chǔ)，為減少碎方量，基礎(chǔ)采用倒T形截面，混凝土強(qiáng)度等級(jí)為C2Q龍門(mén)吊行走軌道根據(jù)龍門(mén)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)。3535r493

2、035NU12N438350N2310N338350N2310ffN1立12二N53835035t4圖-2.1基礎(chǔ)曙I硼赫眄W:mmio通過(guò)計(jì)算及構(gòu)造的要求，基礎(chǔ)底面配置24Jl12;箍筋選取小8350考基礎(chǔ)頂面配置5位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(jiàn)圖-2.1橫截面配筋圖?；A(chǔ)頂面預(yù)埋鋼板用于焊接固定軌道鋼扣片或預(yù)埋小12鋼筋用于固定鋼軌。為保證基礎(chǔ)可自由伸縮，根據(jù)臺(tái)座布置情況，每46m設(shè)置一道20mms的伸縮縫，兩側(cè)支腿基礎(chǔ)間距38m基礎(chǔ)位置根據(jù)制梁臺(tái)座位置確定，具體見(jiàn)龍門(mén)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(mén)吊廠

3、家提供資料顯示，65t龍門(mén)吊行走臺(tái)車(chē)最大輪壓：Rax=25XN,現(xiàn)場(chǎng)實(shí)際情況，龍門(mén)吊最大負(fù)重僅40t,故取計(jì)算輪壓：P=200KN；碎自重按26.0KN/H3計(jì)，土體容重按2.7KN/m53中鐵四局集團(tuán)第二工程有限公司，300!ITI50350計(jì)。3.2、 材料性能指標(biāo)、C20碎軸心抗壓強(qiáng)度：fc=9.6MPa軸心抗拉強(qiáng)度：ft=1.10MPa彈性模量：Ec=2551C4MPa(2)、鋼筋_.I級(jí)鋼筋：fy=210MPa,fy=21CMPaII級(jí)鋼筋：fy=300MPa,fy=300MPa(3)、地基根據(jù)探勘資料取地基承載力特征值：fa=125KPa地基壓縮模量：Es=3.91MPa3.3、

4、基礎(chǔ)梁幾何特性截面慣性矩：I=0.0417m44、地基驗(yàn)算4.1 基礎(chǔ)形式的選擇考慮到地基對(duì)基礎(chǔ)的彈性作用及方便施工，故基礎(chǔ)采用圖-4.1形式。4.2 、地基承載力驗(yàn)算每個(gè)臺(tái)座兩側(cè)各設(shè)一條鋼軌，長(zhǎng)46m兩端各設(shè)伸縮縫20mm考慮兩臺(tái)龍門(mén)吊同時(shí)作業(yè)，根據(jù)65T龍門(mén)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(zhǎng)度，前后兩龍門(mén)吊最小中心間距為22m按最不利荷載情況布置輪壓，見(jiàn)圖-4.2:圖-4.1:基礎(chǔ)截面圖（單位：mm0.65P16.850.65P3A-B13.85P5460.656.85P6P765P815.85G-R圖-4.2:荷載布置圖（單位：m采用彈性地基梁模型計(jì)算

5、地基的反力，根據(jù)場(chǎng)地地質(zhì)勘測(cè)資料顯示，地基持力層為粉質(zhì)粘土，壓縮模量Es=3.9lMPa,查表取泊松比v=0.3；基礎(chǔ)梁邊比：m=l/b=46/1.0=46,按柔性基礎(chǔ)查表的，影響系數(shù)Ic=1.76?；A(chǔ)截面慣性距:I=0.0417m4。地基變形模量:E，Esd2M0.3211-0.3,M3.91=2.90MPa地基抗力系數(shù):2.90106b(1-V2)Ic1.01-0.321.7610工=1810.689KN/m32ks=bk=1.01810.689=1810.689KN/m2ks1810.6891034EcI42.5510100.0417=4=0.1436荷載計(jì)算模式判定:P1:作用在基礎(chǔ)

6、端頭，按半無(wú)限長(zhǎng)梁計(jì)算P2:=0.143646-0.65=6.512二按無(wú)限長(zhǎng)梁計(jì)算P3:=0.143646-0.65-6.85=5.529二按無(wú)限長(zhǎng)梁計(jì)算P4:=0.143646-0.652-6.85=5.435二按無(wú)限長(zhǎng)梁計(jì)算P5:=0.143646-8.15-13.85=3.446二按無(wú)限長(zhǎng)梁計(jì)算P6:=0.143646-22-0.65=3.353二按無(wú)限長(zhǎng)梁計(jì)算P7:-0.143646-15.85-0.65)=4.236二按無(wú)限長(zhǎng)梁計(jì)算P8:=0.143646-15.85)=4.330二按無(wú)限長(zhǎng)梁計(jì)算4.2.1 活荷載作用地基反力強(qiáng)度計(jì)算中鐵四局集團(tuán)第二工程有限公司(1)荷載P1對(duì)各計(jì)

7、算點(diǎn)影響荷載P1按半無(wú)限長(zhǎng)梁計(jì)算：二=3=00.1436=0對(duì)位置A:C=x*.=0x0.1436=0,查表得反力系數(shù)3=2對(duì)位置B:2=x*u=0.65x0.1436=0.09,查表得反力系數(shù)p=1.822對(duì)位置C:=x?=(0.65+6.850.1436=1.08,查表得反力系數(shù)p=0.326對(duì)位置D:t=x：u=(0.65父2+6.85產(chǎn)0.1436=1.17,查表得反力系數(shù)3=0.245對(duì)位置E:1=x-=(0.65乂2+6.85+13.85沖0.1436=3.16,查表得反力系數(shù)吊=0.08對(duì)位置F:X=x九=(0.65父2+6.85+13.85+0.650.1436=3.25,查表

8、得反力系數(shù)3=-0.07對(duì)位置G:上=xH=(0.65父2+6.85+13.85+0.65+6.85卜0.1436=4.24,查表得反力系數(shù)p=0.069對(duì)位置H:M=x?u=(4615.850.1436=4.33,查表得反力系數(shù)上=0.087對(duì)位置I:U=x九=46M0.1436=6.61,查表得反力系數(shù)7=0.504荷載P1按式：p=p九6計(jì)算P1對(duì)各計(jì)算點(diǎn)所作用地基反力，具體見(jiàn)表-1。(2)其他荷載的影響計(jì)算過(guò)程見(jiàn)表1:其中：Axi=ex(cosxx+sin入x)r=P*入*p(j=1)pik=P*入*Axi/2b(k=28)考慮基礎(chǔ)自重和回填土的重量：(26*1+2.7*0.7)/2*

9、1=13.945Kpa地基的最大反力：108.60+13.945=122.55Kpa109.17KN2h6(Mj=fcbh(h0)=9.6父10口中鐵四局集團(tuán)第二工程有限公司M1M0.3M1.262腹板全部受壓:0.7=1834.56KN537.56KN2,hRM=fcbh(h0-萬(wàn))=9.61060.30.7：;1.26-由計(jì)算可知：T型基礎(chǔ)為第一類(lèi)2、基礎(chǔ)正截面受彎配筋:根據(jù)表2可見(jiàn)：Mmax=1.2*537.56=645.07KN.m(1.2為分項(xiàng)系數(shù))Mmin=-1.2*109.17=-131.0KN.m02Mfbcbx1=0.93,0.932_2645.071039.61060.3=

10、0.284mvbh0=0.550.93=0.512mAS19.6106030.2843001062二2638.5mm卜部配鋼筋：24Jl12(HRB335),A=2714.4mm2,p=0.68%pmin=0.15%x2=h022Mh-0fbc=0.93-.0.93221311039.61061=0.0148mUh=0.55M0.93=0.512mb0As29.610610.01483001062=473.6mm上部配鋼筋：5Jl12(HRB335),A=565.5mm2,p=0.31%pmin=0.15%3、基礎(chǔ)斜截面受剪配筋:根據(jù)表3:Vmax=1.2*309.69=371.63KN0.2

11、5Bcfcbh。=0.25*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(mǎn)足要求。V=0.7Bhftbh0=0.7*(800/930)05*1.1*106*(0.3*0.665+1*0.265)=344.45KNJn結(jié)合構(gòu)造要求，選（|）8300Av=0.335mmsft1.110,=0.24=0.246=0.088%fy30010滿(mǎn)足要求!4、橫向抗彎?rùn)z算取縱向應(yīng)力分布長(zhǎng)度1m為計(jì)算單元，計(jì)算部位見(jiàn)圖6-1圖6-1:橫向抗彎計(jì)算位置圖一_2M=0.5*P*ajP:基底凈反力向：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）M=0.5*108.6*

12、0.352=6.652kn.maMA二0.9fhy0=132.8mm26.6521030.9210106*0.265用抗剪箍筋3（|）8（A=150.9mm）能滿(mǎn)足要求地基反力計(jì)算表ABCDX10.000.657.508.15p2.001.820.332.45Pi138.2934.896.2446.91X20.650.006.857.50Ax20.991.000.520.46Pi29.499.574.964.42X37.506.850.000.65Ax30.460.521.000.99Pi34.424.969.579.49X48.157.500.650.00A40.410.460.991.00

13、Pi43.894.429.499.57X522.0021.3514.5013.85A5-0.04-0.040.050.07Pi5-0.41-0.410.460.67X622.6522.0015.1514.50A6-0.04-0.040.030.05Pi6-0.41-0.410.280.46X729.5028.8522.0021.35A-0.02-0.02-0.04-0.04Pi7-0.19-0.21-0.41-0.41X830.1529.5022.6522.00A8-0.02-0.02-0.04-0.04Pi8-0.16-0.19-0.41-0.41合計(jì)54.9352.6230.1870.69

14、EFGHI22.0022.6529.5030.1546-0.08-0.074.240.090.504-1.53-1.3481.181.679.6521.3522.0028.8529.5045.35-0.04-0.04-0.02-0.020.00-0.41-0.41-0.21-0.190.0214.5015.1522.0022.6538.50.050.03-0.04-0.040.000.460.28-0.41-0.410.0013.8514.5021.3522.0037.850.070.05-0.04-0.040.000.670.46-0.41-0.410.000.000.657.508.152

15、41.000.990.460.41-0.049.579.494.423.89-0.380.650.006.857.5023.350.991.000.520.46-0.049.499.574.964.42-0.407.506.850.000.6516.50.460.521.000.990.004.424.969.579.49-0.028.157.500.650.0015.850.410.460.991.000.013.894.429.499.570.1126.5627.43108.6028.048.98基礎(chǔ)彎距計(jì)算表ABCDEFGHIX10.00.77.58.222.022.729.530.24

16、6.0Bxi0.00.10.30.30.00.00.00.00.0Mi0.0-118.2-417.7-397.91.06.017.917.0-0.6X20.70.06.97.521.422.028.929.545.4Cx20.81.0-0.1-0.1-0.10.00.00.00.0M|2286.2348.2-36.3-48.2-17.4-14.51.72.20.4X37.56.90.00.714.515.222.022.738.5Cx3-0.1-0.11.00.8-0.2-0.20.00.00.0M|3-48.2-36.3348.2286.2-59.1-55.0-14.5-11.92.0X48

17、.27.50.70.013.914.521.422.037.9Cx4-0.2-0.10.81.0-0.2-0.2-0.10.00.0M|4-57.4-48.2286.2348.2-62.9-59.1-17.4-14.52.1x522.021.414.513.90.00.77.58.224.0Cx50.0-0.1-0.2-0.21.00.8-0.1-0.20.0M|5-14.5-17.4-59.1-62.9348.2286.2-48.2-57.4-7.3x622.722.015.214.50.70.06.97.523.4Cx60.00.0-0.2-0.20.81.0-0.1-0.10.0M|6-

18、11.9-14.5-55.0-59.1286.2348.2-36.3-48.2-9.4X729.528.922.021.47.56.90.00.716.5Cx70.00.00.0-0.1-0.1-0.11.00.8-0.1M|72.21.7-14.5-17.4-48.2-36.3348.2286.2-46.1X830.229.522.722.08.27.50.70.015.9Cx80.00.00.00.0-0.2-0.10.81.0-0.1M|82.52.2-11.9-14.5-57.4-48.2286.2348.2-50.4合計(jì)158.9117.439.934.3390.5427.3537.

19、6521.6-109.2中鐵四局集團(tuán)第二工程有限公司基礎(chǔ)剪力計(jì)算表表3ABCDEFGHIx10.00.77.58.222.022.729.530.246.0Cx11.00.8-0.1-0.20.00.00.00.00.0Vi1-200.0-164.427.733.08.36.8-1.2-1.5-0.2x20.70.06.97.521.422.028.929.545.4Dx20.91.00.20.20.00.00.00.00.0Vi2-90.7-100.0-20.7-16.14.64.20.90.7-0.1x37.56.90.00.714.515.222.022.738.5Dx30.20.21.

20、00.9-0.1-0.10.00.00.0Vi3-16.1-20.7-100.0-90.76.16.54.23.8-0.3x48.27.50.70.013.914.521.422.037.9Dx40.10.20.91.0-0.1-0.10.00.00.0Vi4-12.1-16.1-90.7-100.05.66.14.64.2-0.3x522.021.414.513.90.00.77.58.224.0Dx50.00.0-0.1-0.11.00.90.20.10.0Vi54.24.66.15.6-100.0-90.7-16.1-12.13.0x622.722.015.214.50.70.06.97

21、.523.4Dx60.00.0-0.1-0.10.91.00.20.20.0Vi63.84.26.56.1-90.7-100.0-20.7-16.13.4x729.528.922.021.47.56.90.00.716.5Dx70.00.00.00.00.20.21.00.9-0.1Vi70.70.94.24.6-16.1-20.7-100.0-90.76.7x830.229.522.722.08.27.50.70.015.9Dx80.00.00.00.00.10.20.91.0-0.1Vi80.50.73.84.2-12.1-16.1-90.7-100.06.7合計(jì)-309.7-290.9-

22、163.1-153.3-194.3-203.9-219.0-211.618.9基礎(chǔ)剪力計(jì)算表表3ABCDEFGHx10.000.657.508.1522.0022.6529.5030.15Cx11.000.84-0.10-0.13-0.07-0.060.000.00Vi1-200.00-167.7719.7226.2014.4812.670.680.15x20.650.006.857.5021.3522.0028.8529.50Dx20.921.000.260.21-0.06-0.06-0.02-0.02Vi2-91.61-100.00-26.06-21.405.865.551.991.72x37.506.850.000.6514.5015.1522.0022.65Dx30.210.261.000