門式剛架設(shè)計(jì)

1、 學(xué) 號(hào) 鋼結(jié)構(gòu)設(shè)計(jì)課程設(shè)計(jì)哈爾濱市輕型門式鋼架設(shè)計(jì)院 （系）名 稱： 航天與建筑工程學(xué)院專 業(yè) 名 稱： 土木工程學(xué) 生 姓 名： 指 導(dǎo) 教 師： 2016年6月 鋼結(jié)構(gòu)設(shè)計(jì)課程設(shè)計(jì)計(jì)算書一、內(nèi)力計(jì)算1.結(jié)構(gòu)概況單層廠房采用單跨雙坡門式剛架，廠房橫向跨度24m，柱高6m，共有11榀剛架，柱距9m，屋面坡度1/10，柱網(wǎng)布置圖如圖3-31.屋面及墻面板為壓型鋼板復(fù)合板，檁條、墻梁為冷彎薄壁卷邊槽鋼。2.荷載恒載標(biāo)準(zhǔn)值：屋面板、檁條、支撐平均重量0.13kN/m2；屋面板排風(fēng)設(shè)備平均重量0.065kN/m2；活載標(biāo)準(zhǔn)值：0.5kN/m2；風(fēng)載：=0.55kN/m2，地面粗糙度系數(shù)按B類取值，風(fēng)

2、荷載高度變化系數(shù)按現(xiàn)行國(guó)家標(biāo)準(zhǔn)建筑結(jié)構(gòu)荷載規(guī)范GB 5009取值，=1.0，體型系數(shù)按照現(xiàn)行標(biāo)準(zhǔn)化協(xié)會(huì)標(biāo)準(zhǔn)門式剛架輕型房屋鋼結(jié)構(gòu)技術(shù)規(guī)程CECS102的附錄A表A.0.2-1，封閉式中間區(qū)取值，當(dāng)風(fēng)荷載自左向右時(shí)，房屋表面的體型系數(shù)如圖3-31A所示。3. 荷載組合(根據(jù)荷載規(guī)范，活載和風(fēng)載可不同時(shí)組合) 柱1 柱下端柱上端組合號(hào)MNVMNV10-4.9317.2455.5815.01-1.2820-23.9427.88119.3932.34-11.923027.1-28.79-69.41-17.03-5.65408.09-18.15-5.610.31-16.2950114.07-63.81-

3、382.83-103.9963.816095.06-53.17-319.03-86.6653.1770128.33-71.78-430.69-116.9971.7880184.98-107.37-644.25-174.9107.3790165.97-96.74-580.44-157.5796.74100177.97-102.28-613.68-166.63102.28110184.98-107.37-644.25-174.9107.37120165.97-96.74-580.44-157.5796.74130177.97-102.28-613.68-166.63102.28140114.07-

4、63.81-382.83-103.9963.8115095.06-53.17-319.03-86.6653.17160128.33-71.78-430.69-116.9971.7817042.67-15.18-119.79-32.5924.7518023.66-4.54-55.98-15.2614.1219061.89-42.8-194.78-51.8122.1320042.88-32.16-130.98-34.4811.5210113.58-58.75-381.2-103.568.3222094.57-48.11-317.4-86.1757.69230132.8-86.37-456.2-12

5、2.7265.7240113.79-75.73-392.39-105.3955.07250113.58-58.75-381.2-103.568.3226094.57-48.11-317.4-86.1757.69270132.8-86.37-456.2-122.7265.7280113.79-75.73-392.39-105.3955.0729042.67-15.18-119.79-32.5924.7530023.66-4.54-55.98-15.2614.1231061.89-42.8-194.78-51.8122.1332042.88-32.16-130.98-34.4811.5330-4.

6、9317.2455.5815.01-1.28340-23.9427.88119.3932.34-11.9235027.1-28.79-69.41-17.03-5.653608.09-18.15-5.610.31-16.2937044.71-13.26-127.41-34.6329.2238025.69-2.62-63.61-17.2918.5839076.74-59.29-252.41-66.6624.8540057.73-48.65-188.6-49.3314.2141044.71-13.26-127.41-34.6329.2242025.69-2.62-63.61-17.2918.5843

7、076.74-59.29-252.41-66.6624.8544057.73-48.65-188.6-49.3314.21450-4.9317.2455.5815.01-1.28460-23.9427.88119.3932.34-11.9247027.1-28.79-69.41-17.03-5.654808.09-18.15-5.610.31-16.29490110.24-56.75-340.5-100.1656.7550091.23-46.12-276.7-82.8346.12510148.29-89.53-537.2-138.2189.53520124.21-75.79-454.72-11

8、5.8175.79530148.29-89.53-537.2-138.2189.53540124.21-75.79-454.72-115.8175.79550110.24-56.75-340.5-100.1656.7556091.23-46.12-276.7-82.8346.12 柱2柱 下 端柱 上 端組合號(hào)MNVMNV1027.128.7969.41-17.035.65208.0918.155.610.3116.2930-4.93-17.24-55.5815.011.2840-23.94-27.88-119.3932.3411.9250184.98107.37644.25-174.9-10

9、7.3760165.9796.74580.44-157.57-96.7470177.97102.28613.68-166.63-102.2880114.0763.81382.83-103.99-63.819095.0653.17319.03-86.66-53.17100128.3371.78430.69-116.99-71.78110184.98107.37644.25-174.9-107.37120165.9796.74580.44-157.57-96.74130177.97102.28613.68-166.63-102.28140114.0763.81382.83-103.99-63.81

10、15095.0653.17319.03-86.66-53.17160128.3371.78430.69-116.99-71.78170132.886.36456.2-122.72-65.7180113.7975.73392.39-105.39-55.07190113.5858.75381.2-103.5-68.3220094.5748.11317.4-86.17-57.6921061.8942.8194.78-51.81-22.1322042.8832.16130.98-34.48-11.523042.6715.18119.79-32.59-24.7524023.664.5455.98-15.

11、26-14.12250132.886.36456.2-122.72-65.7260113.7975.73392.39-105.39-55.07270113.5858.75381.2-103.5-68.3228094.5748.11317.4-86.17-57.6929061.8942.8194.78-51.81-22.1330042.8832.16130.98-34.48-11.531042.6715.18119.79-32.59-24.7532023.664.5455.98-15.26-14.1233076.7459.29252.41-66.66-24.8534057.7348.65188.

12、6-49.33-14.2135044.7113.26127.41-34.63-29.2236025.692.6263.61-17.29-18.5837027.128.7969.41-17.035.653808.0918.155.610.3116.29390-4.93-17.24-55.5815.011.28400-23.94-27.88-119.3932.3411.9241076.7459.29252.41-66.66-24.8542057.7348.65188.6-49.33-14.2143044.7113.26127.41-34.63-29.2244025.692.6263.61-17.2

13、9-18.5845027.128.7969.41-17.035.654608.0918.155.610.3116.29470-4.93-17.24-55.5815.011.28480-23.94-27.88-119.3932.3411.92490148.2989.53537.2-138.21-89.53500124.2175.79454.72-115.81-75.79510110.2456.75340.5-100.16-56.7552091.2346.12276.7-82.83-46.12530148.2989.53537.2-138.21-89.53540124.2175.79454.72-

14、115.81-75.79550110.2456.75340.5-100.16-56.7556091.2346.12276.7-82.83-46.124.剛架采用變截面構(gòu)件時(shí)的剛架內(nèi)力位移計(jì)算（1）剛架計(jì)算簡(jiǎn)圖和桿件截面圖3-31I為變截面剛架示意圖。 截面表 例表 3-3 （c）截面h×b×t×(cm²)(cm)(cm)1-1380×350×15×81313166318092-2830×350×15×816719221048053-3840×350×20×81691

15、9357048394-4390×350×20×8133314251796（3） 位移計(jì)算結(jié)果（！門規(guī)5.2.1） 位移計(jì)算結(jié)果 例表 3-3（d）荷載組合D點(diǎn)橫向側(cè)移（mm）C點(diǎn)豎向位移（mm）1.00×恒載+1.00×活載6.876.51.00×恒載+1.00×風(fēng)載（左風(fēng)）6.67.8注：橫向側(cè)移向右為正，豎向位移向下為正；C點(diǎn)為剛架頂部節(jié)點(diǎn)，D點(diǎn)為右側(cè)柱頂節(jié)點(diǎn)。5.計(jì)算簡(jiǎn)圖二、剛架柱的計(jì)算驗(yàn)算變截面剛架柱，尺寸如圖所示，鋼材選用Q345-B，f =345N/mm2，=175 N/mm2。結(jié)構(gòu)設(shè)計(jì)中，應(yīng)從個(gè)工況取一組或多組

16、最不利內(nèi)力進(jìn)行計(jì)算，本例作為計(jì)算過(guò)程演示，僅 1.2D+1.4L這一組工況。 組合內(nèi)力:(1.2D+1.4L) 例表3-4M（kNm）N(kN)V(kN)小頭0.00184.98 107.37大頭644.25174.90 107.37注：壓正拉負(fù)。1.寬厚比驗(yàn)算（門規(guī)6.1.1） 翼緣外伸寬厚比，滿足規(guī)程的限值要求。（門規(guī)6.1.1.1） 腹板寬厚比，滿足規(guī)程的限值要求。（門規(guī)6.1.1.1） 腹板高度變化率，腹板承載力可利用屈曲后強(qiáng)度。（門規(guī)6.1.1.6）2.大頭端截面強(qiáng)度驗(yàn)算（1）計(jì)算腹板抗剪承載力設(shè)計(jì)值（門規(guī)6.1）1）計(jì)算參數(shù)（門規(guī)6.1.1.7）因柱子腹板不設(shè)橫向加勁肋，=5.34

17、2）計(jì)算屈曲后抗剪強(qiáng)度（門規(guī)6.1.1.6）3）計(jì)算（門規(guī)6.1.1.6）（楔形構(gòu)件，腹板高度取板幅平均高度）（2）腹板有效截面計(jì)算（門規(guī)6.1.1.2-門規(guī)6.1.1.6）1）計(jì)算腹板的（門規(guī)公式6.1.1-5）2）計(jì)算（門規(guī)公式6.1.1-4）受壓板件穩(wěn)定系數(shù)3）計(jì)算（門規(guī)公式6.1.1-3）計(jì)算參數(shù)4）計(jì)算=0.8<0.936<1.2，有效寬度系數(shù)（門規(guī)公式6.1.1-2c）腹板受壓區(qū)有效寬度（門規(guī)公式6.1.1-1b）確定腹板有效寬度的分布（門規(guī)公式6.1.1-7a）（門規(guī)公式6.1.1-7b）5） 計(jì)算有效截面的截面特性（Ae為有效截面的面積，Se為有效截面對(duì)下翼緣邊界的

18、面積矩，y為有效截面中性軸位置，Ixe為對(duì)中性軸的轉(zhuǎn)動(dòng)慣量，We1為最大受壓纖維截面模量）（3）強(qiáng)度驗(yàn)算（門規(guī)6.1.2.2） 由于V=107.37kN<0.5Vd=250.95kN，則工字形截面壓彎構(gòu)件在剪力V、彎矩M和軸力共同作用下的截面強(qiáng)度須滿足故大頭端截面強(qiáng)度是安全的。3.小頭端截面強(qiáng)度驗(yàn)算（門規(guī)6.1.1.2-門規(guī)6.1.1.6），彎矩為0故（門規(guī)公式6.1.1-5）受壓板件穩(wěn)定系數(shù)（門規(guī)公式6.1.1-4）計(jì)算參數(shù)（門規(guī)公式6.1.1-3）（門規(guī)公式6.1.1-2b）腹板受壓區(qū)有效寬度由于，腹板受壓區(qū)，由于小頭端，（門規(guī)公式6.1.1-10）（對(duì)楔形構(gòu)件，腹板高度取板幅平均高度）（門規(guī)公式6.1.1-8）故小頭端強(qiáng)度滿足要求。4.平面內(nèi)穩(wěn)定計(jì)算（門規(guī)6.1.3） 根據(jù)附錄4附表4-3-3，有關(guān)計(jì)算長(zhǎng)度和穩(wěn)定系數(shù)的計(jì)算如下：（1）計(jì)算柱的線剛度（h為構(gòu)件長(zhǎng)度）（門規(guī)公式6.1.3-3）（2）計(jì)算梁的線剛度首先需要楔形