1、鋼結(jié)構(gòu)設(shè)計課程設(shè)計哈爾濱市輕型門式鋼架設(shè)計院（系）名稱：航天與建筑工程學院專業(yè)名稱：土木工程學生姓名：指導(dǎo)教師：2016年6月鋼結(jié)構(gòu)設(shè)計課程設(shè)計計算書22/18一、內(nèi)力計算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。11.tMK>MW-Jo®o©©®迪o左向右時，房屋表面的體型系數(shù)如圖3-31A所示。Xibi2. 荷載恒載標準值：屋面板、檁條、支撐平均重量0.13kN/m2;屋面板排風設(shè)備平均重量0

2、.065kN/m2；活載標準值：0.5kN/m2;風載：=0.55kN/m2,地面粗糙度系數(shù)按B類取值，風荷載高度變化系數(shù)按現(xiàn)行國家標準建筑結(jié)構(gòu)荷載規(guī)范GB5009取值，z=1.0，體型系數(shù)按照現(xiàn)行標準化協(xié)會標準門式剛架，封閉式中間區(qū)取值，當風荷載自輕型房屋鋼結(jié)構(gòu)技術(shù)規(guī)程CECS102的附錄A表A.0.2-1圖3-31A風荷戟體型系數(shù)厲意國3. 荷載組合（根據(jù)荷載規(guī)范，活載和風載可不同時組合）柱1柱下端柱上端組合號MNVMNV10-4.9317.2455.5815.01-1.2820-23.9427.88119.3932.34-11.923027.1-28.79-69.41-17.03-5.6

3、5408.09-18.15-5.610.31-16.2950114.07-63.81-382.83-103.9963.816095.06-53.17-319.03-86.6653.1770128.33-71.78-430.69-116.9971.7880184.98-107.37-644.25-174.9107.3790165.97-96.74-580.44-157.5796.74100177.97-102.28-613.68-166.63102.28110184.98-107.37-644.25-174.9107.37120165.97-96.74-580.44-157.5796.74130

4、177.97-102.28-613.68-166.63102.28140114.07-63.81-382.83-103.9963.8115095.06-53.17-319.03-86.6653.17160128.33-71.78-430.69-116.9971.7817042.67-15.18-119.79-32.5924.7518023.66-4.54-55.98-15.2614.1219061.89-42.8-194.78-51.8122.1320042.88-32.16-130.98-34.4811.5210113.58-58.75-381.2-103.568.3222094.57-48

5、.11-317.4-86.1757.69230132.8-86.37-456.2-122.7265.7240113.79-75.73-392.39-105.3955.07250113.58-58.75-381.2-103.568.3226094.57-48.11-317.4-86.1757.69270132.8-86.37-456.2-122.7265.7280113.79-75.73-392.39-105.3955.0729042.67-15.18-119.79-32.5924.7530023.66-4.54-55.98-15.2614.1231061.89-42.8-194.78-51.8

6、122.1332042.88-32.16-130.98-34.4811.5330-4.9317.2455.5815.01-1.28340-23.9427.88119.3932.34-11.9235027.1-28.79-69.41-17.03-5.653608.09-18.15-5.610.31-16.2937044.71-13.26-127.41-34.6329.2238025.69-2.62-63.61-17.2918.5839076.74-59.29-252.41-66.6624.8540057.73-48.65-188.6-49.3314.2141044.71-13.26-127.41

7、-34.6329.2242025.69-2.62-63.61-17.2918.5843076.74-59.29-252.41-66.6624.8544057.73-48.65-188.6-49.3314.21450-4.9317.2455.5815.01-1.28460-23.9427.88119.3932.34-11.9247027.1-28.79-69.41-17.03-5.654808.09-18.15-5.610.31-16.29490110.24-56.75-340.5-100.1656.7550091.23-46.12-276.7-82.8346.12510148.29-89.53

8、-537.2-138.2189.53520124.21-75.79-454.72-115.8175.79530148.29-89.53-537.2-138.2189.53540124.21-75.79-454.72-115.8175.79550110.24-56.75-340.5-100.1656.7556091.23-46.12-276.7-82.8346.12柱下端柱上端組合號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.

9、3411.9250184.98107.37644.25-174.9-107.3760165.9796.74580.44-157.57-96.7470177.97102.28613.68-166.63-102.2880114.0763.81382.83-103.99-63.819095.0653.17319.03-86.66-53.17100128.3371.78430.69-116.99-71.78110184.98107.37644.25-174.9-107.37120165.9796.74580.44-157.57-96.74130177.97102.28613.68-166.63-102

10、.28140114.0763.81382.83-103.99-63.8115095.0653.17319.03-86.66-53.17160128.3371.78430.69-116.99-71.78170132.886.36456.2-122.72-65.7180113.7975.73392.39-105.39-55.07190113.5858.75381.2-103.5-68.3220094.5748.11317.4-86.17-57.6921061.8942.8194.78-51.81-22.1322042.8832.16130.98-34.48-11.523042.6715.18119

11、.79-32.59-24.7524023.664.5455.98-15.26-14.12250132.886.36456.2-122.72-65.7260113.7975.73392.39-105.39-55.07270113.5858.75381.2-103.5-68.3228094.5748.11317.4-86.17-57.6929061.8942.8194.78-51.81-22.1330042.8832.16130.98-34.48-11.531042.6715.18119.79-32.59-24.7532023.664.5455.98-15.26-14.1233076.7459.2

12、9252.41-66.66-24.8534057.7348.65188.6-49.33-14.2135044.7113.26127.41-34.63-29.2236025.692.6263.61-17.29-18.5837027.128.7969.41-17.035.653808.0918.155.610.3116.29390-4.93-17.24-55.5815.011.28400-23.94-27.88-119.3932.3411.9241076.7459.29252.41-66.66-24.8542057.7348.65188.6-49.33-14.2143044.7113.26127.

13、41-34.63-29.2244025.692.6263.61-17.29-18.5845027.128.7969.41-17.035.654608.0918.155.610.3116.29470-4.93-17.24-55.5815.011.28480-23.94-27.88-119.3932.3411.92490148.2989.53537.2-138.21-89.53500124.2175.79454.72-115.81-75.79510110.2456.75340.5-100.16-56.7552091.2346.12276.7-82.83-46.12530148.2989.53537

14、.2-138.21-89.53540124.2175.79454.72-115.81-75.79550110.2456.75340.5-100.16-56.7556091.2346.12276.7-82.83-46.124. 剛架采用變截面構(gòu)件時的剛架內(nèi)力位移計算（1）剛架計算簡圖和桿件截面例表3-3（c）圖3-311為變截面剛架示意圖。331!變戰(zhàn)面剛架訃真簡圖和桿件蔽面圖截面hxbxt饑A(cm?lx(cm4)Wx(cm3)1-1380X350X15X892-2830X350X15X816719221048053-3840X350X20X816919357048394-4390X350X2

15、0X86截面表（3）位移計算結(jié)果（！門規(guī)5.2.1）位移計算結(jié)果例表3-3（d）何載組合D點橫向側(cè)移(mmC點豎向位移(mm1.00X恒載+1.00X活載6.876.51.00X恒載+1.00X風載(左風)6.67.8注：橫向側(cè)移向右為正，豎向位移向下為正；C點為剛架頂部節(jié)點，D點為右側(cè)柱頂節(jié)點。5.計算簡圖-644.O-+900OCMCS1一Froi1一一一CM百OClCM6電6AAuro一i廠-ocn11i-CMOCMlid,o>土OJ6-fe一PS0+驗算變截面剛架柱，尺寸如圖所示，鋼材選用Q345-B,f=345N/mm2,=175N/mm2。結(jié)構(gòu)設(shè)計中，應(yīng)從個工況取一組或多組最

16、不利內(nèi)力進行計算，本例作為計算過程演示，僅1.2D+1.4L這一組工況。組合內(nèi)力：(1.2D+1.4L)例表3-4M(kN?m)N(kN)V(kN)小頭0.00184.98107.37大頭644.25174.90107.37注：壓正拉負。、剛架柱的計算圖3-35例37剛架社1.寬厚比驗算(門規(guī)6.1.1)翼緣外伸寬厚比峯嚴6.615，滿足規(guī)程的限值要求。(門規(guī)6.1.1.1)350腹板寬厚比43.88250,800100250，滿足規(guī)程的限值要求。86.1.1.1)腹板高度變化率800-350675mm/m，腹板承載力可利用屈曲后強度。(門規(guī)6.1.1.6)2.大頭端截面強度驗算（1）計算腹板

17、抗剪承載力設(shè)計值V（門規(guī)6.1）1）計算參數(shù)w（門規(guī)6.1.1.7）因柱子腹板不設(shè)橫向加勁肋，k=5.34hw/t770/8w37k235/fy375.34235/3452）計算屈曲后抗剪強度（門規(guī)6.1.1.6)fvd(10.2751.37)175109.1N/mm23）計算V（門規(guī)6.1.1.6)800350hwtwfvd82109.1501(2)腹板有效截面計算（門規(guī)6.1.1.2-門規(guī)1）計算腹板的NM501.9103644.25106maxAWx167004.8106NM501.9103644.25106minWXw1.37（楔形構(gòu)件，腹板高度取板幅平均高度）6.1.1.6)164.

18、2N/mm2(壓)167004.8106104.16N/mm2(拉)min0.634(門規(guī)公式6.1.1-5)max2）計算k（門規(guī)公式6.1.1-4）受壓板件穩(wěn)定系數(shù)k16_.(1)20.112(1)2121.2293）計算p（門規(guī)公式6.1.1-3）計算參數(shù)hw/tw28.1k(235/fy)800/828.1.21.229(235/345)0.9364）計算hep=0.8<0.936<1.2，有效寬度系數(shù)1-0.9(p-0.8)=0.8776(門規(guī)公式6.1.1-2c)腹板受壓區(qū)有效寬度hc山/(1)800/(10.634)490mmhehc0.8776490430mm(門規(guī)

19、公式6.1.1-1b)確定腹板有效寬度的分布he10.4he172.0mm(門規(guī)公式6.1.1-7a)he20.6he258mm（門規(guī)公式6.1.1-7b）5）計算有效截面的截面特性Ae2bftftwhe10600mm2Se4.624106mm3ySe/A，400mmIxe1.9221109mm4We1lxe/（38515）7688400mm3（Ae為有效截面的面積，Se為有效截面對下翼緣邊界的面積矩，y為有效截面中性軸位置，Ixe為對中性軸的轉(zhuǎn)動慣量，We1為最大受壓纖維截面模量）（3）強度驗算（門規(guī)6.1.2.2）由于V=107.37kN<0.5Vd=250.95kN，則工字形截面壓

20、彎構(gòu)件在剪力V彎矩M和軸力共同作用下的截面強度須滿足644.25kNmMWefNWe/代7688400(345184.98103106002518kNm故大頭端截面強度是安全的。3. 小頭端截面強度驗算（門規(guī)6.1.1.2-門規(guī)6.1.1.6）N184.98103A1310014.12kNm，彎矩為0故1.0(門規(guī)公式6.1.1-5)max16受壓板件穩(wěn)定系數(shù)k=4.0(門規(guī)公式6.1.1-4)J(1)20.112(1)21計算參數(shù)hw/tw28.1k（235/fy）1.2,0.640.24（p1.2）0.4106（門規(guī)公式6.1.1-2b）2.156（門規(guī)公式6.1.1-3）28.1.4.0

21、235/345腹板受壓區(qū)有效寬度由于0，腹板受壓區(qū)hchw800mm，hehc0.4106800mm328.5mmA2bftf+twh,2300158328.511628mm2N184.98103Ae11628215.9N/mm2345N/mm由于小頭端wr1.4170.8，fvdfv175N/mm2（門規(guī)公式3A/5.34235/3456.1.1-10）twhwfvd8350800175805kNV107.37kN（對楔形構(gòu)件，腹板高度取2板幅平均高度）（門規(guī)公式6.1.1-8）故小頭端強度滿足要求。4. 平面內(nèi)穩(wěn)定計算（門規(guī)6.1.3）根據(jù)附錄4附表4-3-3，有關(guān)計算長度和穩(wěn)定系數(shù)的計算

22、如下:（1）計算柱的線剛度93K1Ie1/h1.922110/6000320350mm（h為構(gòu)件長度）（門規(guī)公式6.1.3-3）（2）計算梁的線剛度首先需要楔形梁在剛架平面內(nèi)的換算長度系數(shù)。（查門規(guī)附錄D）d1760mmd2，d0310mm屋脊一側(cè)兩楔形梁段的楔率為：12叢1145，d。最小截面高度兩側(cè)的楔形段長度比為根據(jù)門式剛架輕型房屋鋼結(jié)構(gòu)技術(shù)規(guī)程（1-0.5，剛架脊點視為斜梁鉸接支點。2CECS102:2002）附錄D,有=0.25時，=0.5=0.50時，=0.6插值有：=0.5時，=0.6（由門規(guī)附錄D查得）半跨斜梁長度12.05m梁的線剛度K2lb0/2S20950mm3(門規(guī)公式

23、6.1.3-4)3.142510820.612.051000梁柱線剛度比0209500.0653K1320350柱小頭大頭截面慣性矩比旦咤竺0.16lc11.9221109根據(jù)附表4-3-3，柱的計算長度系數(shù)1.003(門規(guī)6.1.3中的表6.1.3)柱剛度平面內(nèi)的計算長度H0H61.0036.018m（3）求構(gòu)件軸壓穩(wěn)定系數(shù)小頭回轉(zhuǎn)半徑i0155.71mm,H0/i038.65查附表4附表4-2-2（b），得0.873（此處查鋼規(guī)5.1及附錄C）等效彎矩系數(shù)mx1.0（門規(guī)6.1.3.3規(guī)定）EAe0/1.1522.061011628/(1.138.65)14381.9kN(門規(guī)公式6.1.3-2)N。xAe0mxM1(門規(guī)公式6.1.3-1)1(N°/N'Ex0d)xWe1NEx0d222184.981030.87311628644.251061(184.98/14381.9)0.6337688400102