鋼結(jié)構(gòu)課程設(shè)計(jì)

哈爾濱工業(yè)大學(xué)（威海）土木工程專業(yè)鋼結(jié)構(gòu)設(shè)計(jì)原理課程設(shè)計(jì)說明書學(xué)號(hào)：二零一三年六月土木工程系1目錄一二三四1.荷載計(jì)算...........................................................................................................................................42.強(qiáng)度計(jì)算...........................................................................................................................................43.撓度計(jì)算...........................................................................................................................................5五加勁肋設(shè)計(jì)1................................................................................................................................52.荷載計(jì)算...........................................................................................................................................53.內(nèi)力計(jì)算...........................................................................................................................................54....................................................................................................................................65.強(qiáng)度計(jì)算...........................................................................................................................................66.變形計(jì)算...........................................................................................................................................7六1....................................................................................................................................72........................................................................................................................................9七.............................................................................................................................1..................................................................................................................................2......................................................................................................................................八........................................................................................................................................1......................................................................................................................................B...................................................................................................................．邊柱（②~....................................................................................................................4.角柱.................................................................................................................................................九....................................................................................................................................1......................................................................................................................................2......................................................................................................................................3.柱腳節(jié)點(diǎn).........................................................................................................................................2一.×2二寬5三.Q235E437.8510kg/mE2.0610N/mm5233Cf。2c3四.1.荷載計(jì)算q/m2lk3/m/m6mmq103。22Dkq/m2/m2/m2kq1.20.51.4/m2d2.強(qiáng)度計(jì)算b/a1500/6002.520.100，0.1100.5mM22max4M6Mt260.43560400kN/m60.4N/mm215N/mmW2221.20.00623.撓度計(jì)算vqa312.51050011330.1100.00386259150kEta2.06106353五.1.型號(hào)及尺寸選擇×6ll11的T。m2.荷載計(jì)算T0.080.00678.50.03768kN/mq12.50.5k6.29kN/m8.745kN/m0.037680.03768q17.40.5d3.內(nèi)力計(jì)算1M8.745m28max51V24.截面特性計(jì)算636c6611I18061806(16.23)806806(69.840)32321212873680mm4A6V25.強(qiáng)度計(jì)算，M622Wxnx6VA10322V6.變形計(jì)算v5ql3k51500311l5x六.1.中間次梁設(shè)計(jì)（）計(jì)算簡(jiǎn)圖加7（）選取型鋼梁截面/qBS16mM28118.05810M6=522957mm530.0cmWxmax331.05215fx,min28bW，，，S，t。343xxxw（）荷載計(jì)算q6.291.5/0.50.47919.34kN/mBSKq26.2351.20.47926.810kN/mBS（）內(nèi)力計(jì)算1M6m281V26.810max28（）強(qiáng)度計(jì)算106Mmax22W103xx1033x22Itx4（）變形計(jì)算v5ql3x56000311l45x2.邊次梁設(shè)計(jì)（）計(jì)算簡(jiǎn)圖（）選取型鋼梁截面/qBS113.26mM2859.0310M6=261488mm261.5cmWxmax331.05215fx,min22aW，，，S，t。343xxxw9（）荷載計(jì)算q6.2881.5/(0.52)0.3319.76kN/mBSKq13.121.20.33113.51kN/mBS（）內(nèi)力計(jì)算1M6=60.82kNm281Vmax2（）強(qiáng)度計(jì)算106Mmax22W103xx33x22Itx4（）變形計(jì)算v5ql3x56000311l1045x七.101.中間主梁設(shè)計(jì)（）計(jì)算簡(jiǎn)圖：設(shè)主梁與柱子兩端為鉸接主梁計(jì)算簡(jiǎn)圖如下圖所示（2）截面初選：對(duì)跨中三分點(diǎn)處作用2個(gè)相等集中荷載的簡(jiǎn)支梁，撓度計(jì)算系數(shù)0.11215N/mm，l2B梁的最小高度2h20.115梁的彎矩設(shè)計(jì)值先根據(jù)計(jì)算得到的次梁梁端反力近似取為M280.431.51.1265.42kNmx其中系數(shù)1.1是考慮主梁自重后的附加系數(shù)，則所需截面模量為106W1235cm33x經(jīng)濟(jì)高度h32/5eh71/3e取h500mm為初選截面高度。主梁腹板的初選厚度為t50/110.64cmw其中近似取hh。w主梁腹板的初選厚度為280.433tw其中考慮翼緣板可能厚度后，取h470mm選腹板厚度為6mmw主梁翼緣的經(jīng)濟(jì)寬度為500/5~500/3，即100mm~167mm。初選為150mm，主梁翼緣厚可近似的估算：11M0.8265.42106500150tfxhbf式中0.8系考慮腹板抗彎能力后對(duì)翼緣所需承載力的折減。這樣初選截面為：500mm150mm14mm6mm。（3）截面的幾何性質(zhì)計(jì)算：截面面積A215014(500142)67032mm2慣性矩I)334xW/截面模量3x翼緣與腹板交界處面積矩S31形心軸處面積矩SS63x1（4）荷載計(jì)算一根次梁端部傳遞的反力為：一根次梁反力標(biāo)準(zhǔn)值Vq3.019.343.058.02kNBSkBSk一根次梁反力設(shè)計(jì)值Vq3.026.8093.080.43kNBSBS作用于主梁上的集中力標(biāo)準(zhǔn)值PV258.02116.04kNkBSk作用于主梁上的集中力設(shè)計(jì)值PV280.43160.86kNBS主梁自重的標(biāo)準(zhǔn)值并考慮構(gòu)造系數(shù)1.05后，qA6k主梁自重的設(shè)計(jì)值q1.2q1.20.580.696kN/mk（5）內(nèi)力計(jì)算計(jì)算簡(jiǎn)圖如圖所示梁端反力設(shè)計(jì)值V1.0P2.25q1.0160.86+2.250.696162.43kN1M01集中力作用處剪力及彎矩設(shè)計(jì)值12VV1.5q162.431.50.696161.38kN2左1VVqP162.431.50.696160.860.522kN右1M1.5Vqm2221跨中剪力及彎矩設(shè)計(jì)值（截面3）VV2.25qP03左1VV2.25qP03右1M2.25V0.75P0.52.25q2.25162.430.75160.860.52.250.6962231243.05kNm主梁的剪力圖和彎矩圖如下（6）強(qiáng)度計(jì)算1）跨中截面3：13106M//322Wxx集中力作用處（截面2）翼緣與腹板交界處Mh26w22I21xVS3122It16xw190.64+345.62=206.37N/mm1.1215236.5N/mm222222zs11構(gòu)造上考慮次梁連在主梁側(cè)面，故此處不需要計(jì)算局部承壓。2）支座截面1VS31//21Itx26x（7）整體穩(wěn)定計(jì)算考慮鋪板及次梁對(duì)主梁受壓翼緣提供的約束，整體穩(wěn)定可以不計(jì)算。（8）局部穩(wěn)定計(jì)算：翼緣寬厚比b75=5.3615t1423515fy主梁為焊接工字形梁截面梁，腹板的計(jì)算高度h即為腹板高度h，h472mm0w0472623578.67<8080腹板高厚比fy故無需應(yīng)配置加勁肋。（9）撓度計(jì)算跨中撓度8Plql8116.0410300050.4300034334vkk384EI3842.06101263226675x2.5mm<7.5mm（10）腹板與翼緣連接焊縫計(jì)算：采用工廠埋弧自動(dòng)焊VS13焊縫高度：按計(jì)算=h12ffIwxf14ht=1.5按構(gòu)造ht6取h6.0mm。f2.邊主梁設(shè)計(jì)（1）計(jì)算簡(jiǎn)圖：設(shè)主梁與柱子兩端為鉸接主梁計(jì)算簡(jiǎn)圖如圖所示（2）截面初選：對(duì)跨中三分點(diǎn)處作用1個(gè)相等集中荷載的簡(jiǎn)支梁，撓度計(jì)算系數(shù)0.11，平臺(tái)梁允許撓度l/400。鋼材強(qiáng)度設(shè)計(jì)值取B215N/mm，梁的最小高度22h20.115梁的彎矩設(shè)計(jì)值先根據(jù)計(jì)算得到的次梁梁端反力近似取為M80.431.51.1132.71kNmx其中系數(shù)1.1是考慮主梁自重后的附加系數(shù)，則所需截面模量為132.71106W=617cm33x經(jīng)濟(jì)高度h32/5eh71/3e取h350mm為初選截面高度。主梁腹板的初選厚度為t35/110.54cmw其中近似取hh。w主梁腹板的初選厚度為1.280.433tw其中考慮翼緣板可能厚度后，取15h320mm選腹板厚度為6mmw主梁翼緣的經(jīng)濟(jì)寬度為350/5~350/3，即70mm~117mm。初選為100mm，主梁翼緣厚可近似的估算：0.8M0.8132.71106350100tfxhbf式中0.8系考慮腹板抗彎能力后對(duì)翼緣所需承載力的折減。這樣初選截面為：350mm100mm6mm。（3）截面的幾何性質(zhì)計(jì)算：截面面積A210015(350152)64920mm24慣性矩I)33x截面模量W3x翼緣與腹板交界處面積矩S31形心軸處面積矩SS63x1（4）荷載計(jì)算一根次梁端部傳遞的反力為：一根次梁反力標(biāo)準(zhǔn)值Vq3.019.343.058.02kNBSkBSk一根次梁反力設(shè)計(jì)值Vq3.026.8093.080.43kNBSBS作用于主梁上的集中力標(biāo)準(zhǔn)值PV58.02kNkBSk作用于主梁上的集中力設(shè)計(jì)值PV80.43kNBS主梁自重的標(biāo)準(zhǔn)值并考慮構(gòu)造系數(shù)1.05后，qA6k主梁自重的設(shè)計(jì)值q1.2q1.20.410.49kN/mk（5）內(nèi)力計(jì)算計(jì)算簡(jiǎn)圖如圖所示梁端反力設(shè)計(jì)值16V1.0P2.25q1.080.43+2.250.4981.53kN1M01集中力作用處剪力及彎矩設(shè)計(jì)值VV1.5q81.531.50.4980.80kN2左1VV1.5qP81.531.50.4980.430.37kN2右1M1.5Vqm2221跨中剪力及彎矩設(shè)計(jì)值VV2.25qP03左1VV2.25qP03右1M2.25V0.75P0.52.25q2.2581.530.7580.430.52.250.492231121.88kNm主梁的剪力圖和彎矩圖如下17（6）強(qiáng)度計(jì)算1）跨中截面3：6M//322Wxx集中力作用處（截面2）翼緣與腹板交界處Mh62222Iw21xVS32It161xw3193.60+333.63=202.17N/mm1.1215236.5N/mm222222zs11構(gòu)造上考慮次梁連在主梁側(cè)面，故此處不需要計(jì)算局部承壓。2）支座截面118VS1xItx32261（7）整體穩(wěn)定計(jì)算考慮鋪板及次梁對(duì)主梁受壓翼緣提供的約束，整體穩(wěn)定可以不計(jì)算。（8）局部穩(wěn)定計(jì)算：翼緣寬厚比b47=3.1315t1523515fy主梁為焊接工字形梁截面梁，腹板的計(jì)算高度h即為腹板高度h，h320mm0w0320623553.33<8080腹板高厚比fy故無需應(yīng)配置加勁肋。（9）撓度計(jì)算跨中撓度8Pl5ql858.0210300050.3300034334vkk384EI3842.0610530426675x3.0mm<7.5mm（10）腹板與翼緣連接焊縫計(jì)算：采用工廠埋弧自動(dòng)焊VS13焊縫高度：按計(jì)算=h12f2fIwxfht=1.5按構(gòu)造ht6取h6.0mm。f19八.1.中間柱設(shè)計(jì)（）初選截面H。162.43kN80.43kNNN122N20λby485.723A3008.2mm2215ll0x0y21iy39.3mmHW175175。11mmtt=7.5wA5143mm，2，，44xyi=7.50cm，ig=40.3kg/m。xy（）荷載計(jì)算485.72kNN，N1.20.4033.0/2=0.7254kN（）整體穩(wěn)定計(jì)算2750/75.036.67/xyb485.72103則119.40/mm215N/mm220.7915143（）剛度計(jì)算15062.9322（）柱間支撐設(shè)置B和28012為2．邊柱設(shè)計(jì)（B軸線）（）初選截面81.53kN80.43kNN1N223N80.43281.53243.49kNλby243.49103A1508mm20.751215ll0x0yiyHW175175。11mmt=7.5wtA5143mm2，，，44xyi=7.50cm，ig=40.3kg/m。xy（）荷載計(jì)算N243.49kNN1.20.4033.0/2=0.7254kN.（）整體穩(wěn)定計(jì)算2825/75.0=37.7x2825/43.7=64.6yb0.782243.491030.782514360.54N/mm<215N/mm則2224（）剛度計(jì)算64.6150max3．邊柱（②③軸線）（）初選截面：N162.43kN1N40.50kN2N162.43240.50243.43kN70by243.4332150.751A2l2500mm0y在所設(shè)邊界條件下，l0xiyBHW150150。10mmtt=7wA4055mm，2，，44xy25i=6.39cm，ig=31.9kg/m。xy（）荷載計(jì)算N243.43kNN1.20.3193.0/2=0.5742kN.（）整體穩(wěn)定計(jì)算：2500/63.9=39.1x2500/37.3=67.0yb0.769243.431030.769405578.07N/mm<215N/mm則222=e2xM=Ve=162.430.1475=23.96kNmx1x1.05,1.2x1x2NM243.4310323.96101.05221106AW163.29N/mm215N/mm22x405531nx由39.10.903xx262.061040552EA25N4902432N=4902kN'1.139.12ExxmxNMx(1N/N')AW1x103106221(1/322由67.0yy67.02352f21.071.07=0.97yy4400023544000235btx243.43100.6523.96106NM3x10.76940550.97221103AWyb150.72N/mm215N/mm22（）剛度計(jì)算98.4150max4.角柱（）初選截面：N81.53kN1N40.50kN227N81.5340.50122.03kN70by0.751122.03103A755.77mm20.751215l2825mm在所設(shè)邊界條件下，l0x0yiy翼緣厚tmm,腹板厚t7.5mm,截面積A5143mm2w慣性矩I2900cm,I984cm44xy回轉(zhuǎn)半徑i7.50cm,i4.37cm,理論重量g40.3kg/mxy（）荷載計(jì)算N122.03kNN1.20.4033.0/2=0.7254kN,NN122.03+0.7254=122.76KN（）整體穩(wěn)定計(jì)算2825/75.0=37.7xy2825/43.764.6b0.782122.761030.782514330.52N/mm<215N/mm則22282e=x2M=Ve=81.530.16=13.04kNmx1x截面為：1.05,1.2x1x2NM122.7610313.04106AW61.39N/mm215N/mm22x51431.053311031nx由37.70.867xx2.061051432EA25N6688182N=6688kN'1.137.72ExxmxNMxW(10.8N/N')Ax1103106331(10.8/322由64.6yy64.62352f21.071.07=0.980.6yy4400023544000235btx122.76100.6513.0110NM36x10.78251430.98331410AW3yb56.71N/mm215N/mm2229（）剛度計(jì)算64.6150max九.1.主次梁連接（）連接設(shè)計(jì)×，8。30（）梁端凈截面復(fù)核VMmA20010.5217.510.51732.5mm2w20010.5/12217.510.55023W60812mm2100w3.50656.82N/mm215N/mm226081231732.546.42N/mm125N/mm2256.82346.4298.42N//2222（）螺栓連接計(jì)算80.43240.22kN3.4580.134.58kN162NNVM31062329.2N62.33kNNb4VN817.547065800N65.8kN(角鋼厚度為8mm)bc40.2234.5853.04kN<0.962.32956.10kN2231（）角鋼連