門式鋼架工業(yè)廠房設(shè)計(jì)

四川大學(xué)網(wǎng)絡(luò)教育學(xué)院專業(yè)課課程設(shè)計(jì)題 目 建筑結(jié)構(gòu)設(shè)計(jì)課程設(shè)計(jì)（ 2）門式剛架工業(yè)廠房設(shè)計(jì)辦學(xué)學(xué)院 四川大學(xué)網(wǎng)絡(luò)教育學(xué)院學(xué)習(xí)中心 煙臺市芝罘區(qū)教師進(jìn)修學(xué)院專業(yè)層次 專升本（一）門式剛架工業(yè)廠房設(shè)計(jì)設(shè)計(jì)任務(wù)書（一）設(shè)計(jì)目的通過門式剛架結(jié)構(gòu)的設(shè)計(jì)實(shí)踐，全面掌握門式剛架輕型房屋鋼結(jié)構(gòu)的選型、柱網(wǎng)布置、荷載計(jì)算、結(jié)構(gòu)分析、構(gòu)件和節(jié)點(diǎn)設(shè)計(jì)、繪制門式剛架鋼結(jié)構(gòu)施工圖等專門知識，從而加深對鋼結(jié)構(gòu)設(shè)計(jì)原理的認(rèn)識，提高對所學(xué)知識的綜合運(yùn)用能力。（二）設(shè)計(jì)要求1． 熟悉國家現(xiàn)行相關(guān)規(guī)范的相關(guān)條文；2． 運(yùn)用結(jié)構(gòu)力學(xué)方法分析和求解結(jié)構(gòu)；3． 掌握鋼結(jié)構(gòu)設(shè)計(jì)的施工圖表達(dá)方法；4． 掌握計(jì)算書的書寫格式和制圖標(biāo)準(zhǔn)；5． 計(jì)算書應(yīng)計(jì)算正確，條理清楚，施工圖繪制應(yīng)規(guī)范準(zhǔn)確。（三）設(shè)計(jì)內(nèi)容1． 方案設(shè)計(jì)（包括廠房平面布置、剖面設(shè)計(jì)和結(jié)構(gòu)構(gòu)件選型）與材料（包括連接材料）選擇；2． 剛架設(shè)計(jì)（截面估算、剛度計(jì)算、荷載計(jì)算、內(nèi)力及變形分析、荷載及內(nèi)力組合、構(gòu)件及連接節(jié)點(diǎn)設(shè)計(jì)），包括梁柱截面、節(jié)點(diǎn)、柱腳節(jié)點(diǎn)（考慮抗震） 。3． 柱下獨(dú)立基礎(chǔ)設(shè)計(jì)4． 柱間支撐設(shè)計(jì)5． 檁條設(shè)計(jì)6． 繪制施工圖。（四）設(shè)計(jì)資料車間長度90m，兩等跨，柱距、跨度和檐高見下表。屋面坡度1：10。梁柱采用Q345-B鋼材；屋面采用單層彩色鋼板或夾芯板（自選）；墻面單層彩色鋼板或夾芯板（自選）；天溝采用彩板天溝或鋼板天溝（自選）?？刂浦笜?biāo)：柱頂水平位移H/60；橫梁撓度L/240。廠房所在地為成都，基本風(fēng)壓w0=0.30kN/m2，地面粗糙度為B類，組合值系數(shù)ψc=0.6；02c=0.6。基本雪壓S=0.1kN/m，組合值系數(shù)ψ廠房柱距和跨度（柱距和跨度、檐口高度可以根據(jù)學(xué)生序號或?qū)W號選擇）跨度15m18m21m24m27m30m柱距6m7.5m9m注：檐口高度為 6m或8m。（五）進(jìn)度安排（12天）1．下達(dá)設(shè)計(jì)任務(wù)及結(jié)構(gòu)布置0.5天2．設(shè)計(jì)計(jì)算及整理計(jì)算書9.5天3．繪制施工圖2天(六）設(shè)計(jì)成果1．結(jié)構(gòu)設(shè)計(jì)計(jì)算書；2．結(jié)構(gòu)設(shè)計(jì)說明；2．設(shè)計(jì)圖紙：包括結(jié)構(gòu)平、立面布置圖，結(jié)構(gòu)詳圖。(七)參考資料1．《建筑結(jié)構(gòu)設(shè)計(jì)》（第一冊）——基礎(chǔ)教程，邱洪興主編，高等教育出版社，2007.62．《建筑結(jié)構(gòu)設(shè)計(jì)》（第二冊）——設(shè)計(jì)示例，邱洪興主編，高等教育出版社，2008.43．《結(jié)構(gòu)設(shè)計(jì)原理》，熊峰、李章政、賈正甫、李碧雄編著，科學(xué)出版社，2002。4．《鋼結(jié)構(gòu)設(shè)計(jì)規(guī)范》GB50017—20035．《門式剛架輕型房屋鋼結(jié)構(gòu)技術(shù)規(guī)程》CECS102:20026．《建筑荷載設(shè)計(jì)規(guī)范》GB50009-2001（2006年版）7．《建筑抗震設(shè)計(jì)規(guī)范》GB50011-2001（2008年版）8．《冷彎薄壁型鋼結(jié)構(gòu)技術(shù)規(guī)范》 GB50018-2002荷載取值(一)恒載（沿水平投影面的標(biāo)準(zhǔn)值）壓型鋼板及玻璃絲棉0.25kNm2鋼架斜梁自重0.2kNm2檁條及支撐0.15kNm20.6kNm2(二)活荷載（標(biāo)準(zhǔn)值）活荷載（不上人屋面）或雪荷載0.1kNm2(三)積灰荷載（標(biāo)準(zhǔn)值）積灰荷載0.30kNm2(四)風(fēng)荷載（標(biāo)準(zhǔn)值）基本風(fēng)壓0.3kNm2計(jì)算中不考慮風(fēng)壓高度變化系數(shù)，只取基本風(fēng)壓。(五)施工及檢修荷載計(jì)算檁條時(shí)候有可能使用，取集中力 F=1kN計(jì)算。荷載組合(一)荷載計(jì)算下圖為設(shè)計(jì)計(jì)算簡圖風(fēng)載體型系數(shù) k值，按建筑結(jié)構(gòu)荷載規(guī)范 GBJ9—87，屋面上的迎風(fēng)面與背風(fēng)面近似取相同數(shù)值，見下圖1恒載q1=0.66=3.6kNm2活載q2=0.9(2+0.3)6=12.42kNm3風(fēng)荷載左柱1=1.050.250.86=1.26kNm左屋面2=1.0510.86=5.04kNm右柱3=1.050.650.86=3.28kNm右屋面4=1.050.550.86=2.77kNm(二)荷載組合（設(shè)計(jì)值）根據(jù)建筑結(jié)構(gòu)荷載規(guī)范 GBJ9—87的要求，永久荷載的分項(xiàng)系數(shù)取 1.2，可變荷載的分項(xiàng)系數(shù)取 1.4。恒載+活載q=1.2 3.6+1.4 12.42=21.71kNm恒載+風(fēng)載q1=1 3.6-1.4 5.04=-3.46 kNmq2=1.2 3.6+1.4 1..26=6.1 kNm3. 恒載+0.85（活載+風(fēng)荷載）q1=1.23.6+0.85（1.412.42-1.45.04）=13.1q2=1.23.6+0.85（1.412.42+1.41.26）=20.6

kNmkNm內(nèi)力計(jì)算工程名: 鋼結(jié)構(gòu)************PK11.EXE*****************日期:5/6/2010時(shí)間:20:37:53設(shè)計(jì)主要依據(jù):《建筑結(jié)構(gòu)荷載規(guī)范》(GB50009-2001);《建筑抗震設(shè)計(jì)規(guī)范》(GB50011-2001);《鋼結(jié)構(gòu)設(shè)計(jì)規(guī)范》(GB50017-2003);《門式剛架輕型房屋鋼結(jié)構(gòu)技術(shù)規(guī)程》(CECS102:2002);結(jié)果輸出---- 總信息----結(jié)構(gòu)類型: 門式剛架輕型房屋鋼結(jié)構(gòu)設(shè)計(jì)規(guī)范: 按《門式剛架輕型房屋鋼結(jié)構(gòu)技術(shù)規(guī)程》計(jì)算結(jié)構(gòu)重要性系數(shù):1.00節(jié)點(diǎn)總數(shù): 7柱數(shù): 2梁數(shù): 4支座約束數(shù):2標(biāo)準(zhǔn)截面總數(shù):5活荷載計(jì)算信息: 考慮活荷載不利布置風(fēng)荷載計(jì)算信息: 計(jì)算風(fēng)荷載鋼材:Q235梁柱自重計(jì)算信息: 柱梁自重都計(jì)算恒載作用下柱的軸向變形 : 考慮梁柱自重計(jì)算增大系數(shù):1.20基礎(chǔ)計(jì)算信息: 不計(jì)算基礎(chǔ)梁剛度增大系數(shù):1.00鋼結(jié)構(gòu)凈截面面積與毛截面面積比 :0.85門式剛架梁平面內(nèi)的整體穩(wěn)定性 : 不驗(yàn)算鋼結(jié)構(gòu)受拉柱容許長細(xì)比 :400鋼結(jié)構(gòu)受壓柱容許長細(xì)比 :500鋼梁(恒+活)容許撓跨比: l/180柱頂容許水平位移/柱高: l/ 60抗震等級:3(鋼結(jié)構(gòu)為考慮地震作用)計(jì)算震型數(shù)： 3地震烈度：7.00場地土類別：Ⅱ類附加重量節(jié)點(diǎn)數(shù)： 0設(shè)計(jì)地震分組：第一組周期折減系數(shù):0.80地震力計(jì)算方法：振型分解法結(jié)構(gòu)阻尼比：0.035按GB50011-2001地震效應(yīng)增大系數(shù)1.000窄行輸出全部內(nèi)容--標(biāo)準(zhǔn)截面特性截面號XcYcIxIyA10.250000.362500.27536E-020.41672E-030.26850E-0120.250000.362500.28072E-020.41677E-030.28220E-0130.175000.350000.11486E-020.85762E-040.12456E-0140.250000.362500.28072E-020.41677E-030.28220E-0150.175000.350000.11486E-020.85762E-040.12456E-01截面號ixiyW1xW2xW1yW2y0.32024E+000.12458E+000.75963E-020.75963E-020.16669E-020.16669E-020.31540E+000.12153E+000.77440E-020.77440E-020.16671E-020.16671E-020.30366E+000.82977E-010.32817E-020.32817E-020.49007E-030.49007E-030.31540E+000.12153E+000.77440E-020.77440E-020.16671E-020.16671E-020.30366E+000.82977E-010.32817E-020.32817E-020.49007E-030.49007E-03--- 柱內(nèi)力---柱號MNVMNV10.00103.38-49.03-392.23-83.1549.0320.00103.3849.03392.23-83.15-49.03---梁內(nèi)力---梁號MNVMNV1392.2357.0677.8617.73-52.37-30.922-17.7352.3730.92115.88-48.794.8877.863-17.7352.37-30.92-392.23-57.064-115.8848.794.8817.73-52.3730.92---恒荷載作用下的節(jié)點(diǎn)位移(mm)---節(jié)點(diǎn)號.X向位移Y向位移1-2.50.122.50.13-0.916.540.916.550.026.9荷載計(jì)算...節(jié)點(diǎn)荷載:節(jié)點(diǎn)號彎矩垂直力水平力0柱荷載:柱號荷載類型荷載值荷載參數(shù)1荷載參數(shù)20梁荷載:連續(xù)數(shù)荷載個數(shù)荷載類型荷載值1荷載參數(shù)1荷載值2荷載參數(shù)211112.420.0011112.420.0011112.420.0011112.420.00---活荷載標(biāo)準(zhǔn)值作用下的節(jié)點(diǎn)位移(mm)---節(jié)點(diǎn)號.X向位移Y向位移1-6.00.326.00.33-2.342.942.342.950.065.9風(fēng)荷載計(jì)算...----左風(fēng)荷載標(biāo)準(zhǔn)值作用----節(jié)點(diǎn)荷載:節(jié)點(diǎn)號水平力垂直力0柱荷載:柱號荷載類型荷載值荷載參數(shù)1荷載參數(shù)2111.260.00212.770.000梁荷載:連續(xù)數(shù)荷載個數(shù)荷載類型荷載值1荷載參數(shù)1荷載值2荷載參數(shù)2111-5.070.00111-5.070.00111-3.290.00111-3.290.00---柱內(nèi)力---柱號MNVMNV10.00-72.5150.21361.3972.51-40.1320.00-52.23-20.60-253.5352.2342.78---梁內(nèi)力---梁號MNVMNV1-361.39-47.15-68.16-9.2047.1530.1729.20-47.15-30.17-93.4647.15-7.82313.02-47.7623.02253.5347.76-47.71493.46-47.76-1.68-13.0247.76-23.02----右風(fēng)荷載標(biāo)準(zhǔn)值作用----節(jié)點(diǎn)荷載:節(jié)點(diǎn)號水平力垂直力0柱荷載:柱號荷載類型荷載值荷載參數(shù)1荷載參數(shù)211-2.770.0021-1.260.000梁荷載:連續(xù)數(shù)荷載個數(shù)荷載類型荷載值1荷載參數(shù)1荷載值2荷載參數(shù)2111-3.290.00111-3.290.00111-5.070.00111-5.070.00---節(jié)點(diǎn)側(cè)向（水平向）位移(mm)---節(jié)點(diǎn)號δx節(jié)點(diǎn)號δx節(jié)點(diǎn)號δx節(jié)點(diǎn)號δx(1)-1.7(2)-5.5(3)-2.9(4)-4.3(5)-3.6(6)0.0(7)0.0---柱內(nèi)力---柱號MNVMNV10.00-52.2320.60253.5352.23-42.7820.00-72.51-50.21-361.3972.5140.13---梁內(nèi)力---梁號MNVMNV1-253.53-47.76-47.71-13.0247.7623.02213.02-47.76-23.02-93.4647.76-1.6839.20-47.1530.17361.3947.15-68.16-30.17493.46-47.15-7.82-9.2047.15地震計(jì)算...----- 左震動標(biāo)準(zhǔn)值作用計(jì)算結(jié)果 -----地震力計(jì)算質(zhì)量集中信息 :質(zhì)量集中節(jié)點(diǎn)號:1質(zhì)點(diǎn)重量:373.764水平地震標(biāo)準(zhǔn)值作用底層剪力：18.265底層最小地震剪力(抗震規(guī)范5.2.5條):5.980各質(zhì)點(diǎn)地震力調(diào)整系數(shù):1.000地震力調(diào)整后剪重比：0.049第1振型結(jié)構(gòu)自振周期(已乘周期折減系數(shù)，單位：秒 ):0.679特征向量：1.000各質(zhì)點(diǎn)的水平地震力(kN)：18.265---節(jié)點(diǎn)側(cè)向（水平向）位移(mm)---節(jié)點(diǎn)號δx節(jié)點(diǎn)號δx節(jié)點(diǎn)號δx節(jié)點(diǎn)號δx(1)8.8(2)8.8(3)9.2(4)9.2(5)8.8(6)0.0(7)0.0---柱內(nèi)力---柱號MNVMNV10.00-5.249.1373.065.24-9.1320.005.249.1373.06-5.24-9.13---梁內(nèi)力---梁號MNVMNV1-73.06-5.97-4.6637.905.974.662-37.90-2.34-5.030.002.345.03337.905.97-4.66-73.06-5.974.664 0.00 2.34 -5.03 -37.90 -2.345.03振型參與質(zhì)量系數(shù):100.00%-----右震動標(biāo)準(zhǔn)值作用計(jì)算結(jié)果-----地震力計(jì)算質(zhì)量集中信息:質(zhì)量集中節(jié)點(diǎn)號:2質(zhì)點(diǎn)重量:373.764水平地震標(biāo)準(zhǔn)值作用底層剪力：18.265底層最小地震剪力(抗震規(guī)范5.2.5條):5.980各質(zhì)點(diǎn)地震力調(diào)整系數(shù):1.000地震力調(diào)整后剪重比：0.049第1振型結(jié)構(gòu)自振周期(已乘周期折減系數(shù)，單位：秒 ):0.679特征向量：1.000各質(zhì)點(diǎn)的水平地震力(kN)：18.265---節(jié)點(diǎn)側(cè)向（水平向）位移(mm)---節(jié)點(diǎn)號δx節(jié)點(diǎn)號δx節(jié)點(diǎn)號δx節(jié)點(diǎn)號δx(1)-8.8(2)-8.8(3)-9.2(4)-9.2(5)-8.8(6)0.0(7)0.0--- 柱內(nèi)力---柱號 M N V M N V10.005.24-9.13-73.06-5.249.1320.00-5.24-9.13-73.065.249.13---梁內(nèi)力---梁號MNVMNV173.065.974.66-37.90-5.97-4.66237.902.345.030.00-2.34-5.033-37.90-5.974.6673.065.97-4.6640.00-2.345.0337.902.34-5.03振型參與質(zhì)量系數(shù):100.00%荷載效應(yīng)組合計(jì)算...----- 荷載效應(yīng)組合及強(qiáng)度、穩(wěn)定、配筋計(jì)算 -------------------------------------------------------------------------------------鋼柱 1截面類型=27; 布置角度=0;

計(jì)算長度：Lx=16.14,Ly=8.00;

長細(xì)比：x=72.1,λy=61.5構(gòu)件長度= 8.00; 計(jì)算長度系數(shù):Ux=2.02 Uy=1.00變截面H形截面H:B1=500,B2=500,H1=500,H2=950T1=10T2=20T3=20軸壓截面分類:X軸:b類,Y軸:c類驗(yàn)算規(guī)范:門規(guī)CECS102:2002柱下端柱上端組合號MNVMNV10.0022.5411.4635.261.742.6520.001.8621.27113.7118.37-7.1630.0050.95-29.99-115.74-26.66-1.0640.0030.27-20.18-37.29-10.03-10.8650.00124.06-58.83-470.68-99.7858.8360.00103.38-49.03-392.23-83.1549.0370.00139.57-66.19-529.51-112.2566.190.00386.18-222.20-1777.61-361.90222.200.00365.51-212.39-1699.16-345.27212.39100.00323.05-180.55-1444.36-295.74180.55110.00386.18-222.20-1777.61-361.90222.200.00365.51-212.39-1699.16-345.27212.390.00323.05-180.55-1444.36-295.74180.550.00124.06-58.83-470.68-99.7858.830.00103.38-49.03-392.23-83.1549.030.00139.57-66.19-529.51-112.2566.190.0063.15-16.66-167.11-38.8725.1218 0.00 42.47 -6.85 -88.67 -22.24 15.320.0080.19-41.53-257.72-55.9122.900.0059.51-31.72-179.27-39.2813.090.00325.27-180.02-1474.04-300.99188.490.00304.59-170.22-1395.59-284.36178.680.00342.31-204.89-1564.64-318.03186.270.00321.64-195.09-1486.20-301.40176.460.00325.27-180.02-1474.04-300.99188.490.00304.59-170.22-1395.59-284.36178.680.00342.31-204.89-1564.64-318.03186.270.00321.64-195.09-1486.20-301.40176.460.0063.15-16.66-167.11-38.8725.1230 0.00 42.47 -6.85 -88.67 -22.24 15.320.0080.19-41.53-257.72-55.9122.900.0059.51-31.72-179.27-39.2813.09330.0022.5411.4635.261.742.65340.001.8621.27113.7118.37-7.160.0050.95-29.99-115.74-26.66-1.060.0030.27-20.18-37.29-10.03-10.860.00206.03-102.89-879.59-181.75117.000.00185.35-93.09-801.14-165.12107.200.00234.43-144.35-1030.59-210.15113.300.00213.75-134.54-952.14-193.52103.490.00206.03-102.89-879.59-181.75117.000.00185.35-93.09-801.14-165.12107.200.00234.43-144.35-1030.59-210.15113.300.00213.75-134.54-952.14-193.52103.49450.0022.5411.4635.261.742.65460.001.8621.27113.7118.37-7.160.0050.95-29.99-115.74-26.66-1.060.0030.27-20.18-37.29-10.03-10.860.00117.25-46.96-375.70-92.9746.960.0096.58-37.16-297.25-76.3437.160.00243.21-140.72-1125.77-218.92140.720.00203.81-119.25-953.97-183.57119.250.00243.21-140.72-1125.77-218.92140.720.00203.81-119.25-953.97-183.57119.250.00117.25-46.96-375.70-92.9746.9656 0.00 96.58 -37.16-297.25 -76.34 37.16考慮腹板屈曲后強(qiáng)度，強(qiáng)度計(jì)算控制組合號:8,M=0.00,N=386.18,M=-1777.61,N=-361.90考慮屈曲后強(qiáng)度強(qiáng)度計(jì)算應(yīng)力比 =0.990抗剪強(qiáng)度計(jì)算控制組合號 :11,V=-222.20抗剪強(qiáng)度計(jì)算應(yīng)力比 =0.386平面內(nèi)穩(wěn)定計(jì)算最大應(yīng)力 (N/mm*mm)=197.47平面內(nèi)穩(wěn)定計(jì)算最大應(yīng)力比 =0.963平面外穩(wěn)定計(jì)算最大應(yīng)力 (N/mm*mm)=189.11平面外穩(wěn)定計(jì)算最大應(yīng)力比 =0.922門規(guī)CECS102:2002腹板容許高厚比[H0/TW]=250.00翼緣容許寬厚比[B/T]=15.00考慮屈曲后強(qiáng)度強(qiáng)度計(jì)算應(yīng)力比 =0.990<1.0抗剪強(qiáng)度計(jì)算應(yīng)力比 =0.386<1.0平面內(nèi)穩(wěn)定計(jì)算最大應(yīng)力 <f=205.00平面外穩(wěn)定計(jì)算最大應(yīng)力 <f=205.00腹板高厚比H0/TW=68.50<[H0/TW]=250.00翼緣寬厚比B/T=12.25<[B/T]=15.00壓桿,平面內(nèi)長細(xì)比λ=72.<[λ]=500壓桿,平面外長細(xì)比λ=61.<[λ]=500構(gòu)件重量(Kg)= 1686.18--------------------------------------------------------------------------------鋼柱 2截面類型=27;布置角度=0;計(jì)算長度：Lx=16.14,Ly=8.00;長細(xì)比：λx=72.1,λy=61.5構(gòu)件長度= 8.00; 計(jì)算長度系數(shù):Ux= 2.02 Uy= 1.00變截面H形截面H:B1=500,B2=500,H1=500,H2=950T1=10T2=20T3=20軸壓截面分類:X軸:b類,Y軸:c類驗(yàn)算規(guī)范: 門規(guī)CECS102:2002柱下端 柱上端組合號MNVMNV10.0050.9529.99115.74-26.661.0620.0030.2720.1837.29-10.0310.8630.0022.54-11.46-35.261.74-2.6540.001.86-21.27-113.7118.377.160.00386.18222.201777.60-361.90-222.200.00365.51212.391699.16-345.27-212.390.00323.05180.551444.36-295.74-180.558 0.00 124.06 58.83 470.68 -99.78 -58.830.00103.3849.03392.23-83.15-49.03100.00139.5766.19529.51-112.25-66.19110.00386.18222.201777.60-361.90-222.20120.00365.51212.391699.16-345.27-212.39130.00323.05180.551444.36-295.74-180.55140.00124.0658.83470.68-99.78-58.830.00103.3849.03392.23-83.15-49.030.00139.5766.19529.51-112.25-66.190.00342.31204.891564.64-318.03-186.270.00321.64195.091486.20-301.40-176.460.00325.27180.021474.04-300.99-188.490.00304.59170.221395.59-284.36-178.68210.0080.1941.53257.72-55.91-22.90220.0059.5131.72179.27-39.28-13.09230.0063.1516.66167.11-38.87-25.12240.0042.476.8588.67-22.24-15.320.00342.31204.891564.64-318.03-186.270.00321.64195.091486.20-301.40-176.460.00325.27180.021474.04-300.99-188.490.00304.59170.221395.59-284.36-178.68290.0080.1941.53257.72-55.91-22.90300.0059.5131.72179.27-39.28-13.09310.0063.1516.66167.11-38.87-25.12320.0042.476.8588.67-22.24-15.320.00234.43144.351030.59-210.15-113.300.00213.75134.54952.14-193.52-103.490.00206.03102.89879.59-181.75-117.000.00185.3593.09801.14-165.12-107.20370.0050.9529.99115.74-26.661.06380.0030.2720.1837.29-10.0310.86390.0022.54-11.46-35.261.74-2.65400.001.86-21.27-113.7118.377.160.00234.43144.351030.59-210.15-113.300.00213.75134.54952.14-193.52-103.490.00206.03102.89879.59-181.75-117.000.00185.3593.09801.14-165.12-107.20450.0050.9529.99115.74-26.661.06460.0030.2720.1837.29-10.0310.86470.0022.54-11.46-35.261.74-2.65480.001.86-21.27-113.7118.377.160.00243.21140.721125.77-218.92-140.720.00203.81119.25953.97-183.57-119.250.00117.2546.96375.70-92.97-46.9652 0.00 96.58 37.16 297.25 -76.34 -37.160.00243.21140.721125.77-218.92-140.720.00203.81119.25953.97-183.57-119.250.00117.2546.96375.70-92.97-46.9656 0.00 96.58 37.16 297.25 -76.34 -37.16考慮腹板屈曲后強(qiáng)度，強(qiáng)度計(jì)算控制組合號:5,M=0.00,N=386.18,M=1777.60,N=-361.90考慮屈曲后強(qiáng)度強(qiáng)度計(jì)算應(yīng)力比 =0.990抗剪強(qiáng)度計(jì)算控制組合號 :11,V= 222.20抗剪強(qiáng)度計(jì)算應(yīng)力比 =0.386平面內(nèi)穩(wěn)定計(jì)算最大應(yīng)力 (N/mm*mm)=197.47平面內(nèi)穩(wěn)定計(jì)算最大應(yīng)力比 =0.963平面外穩(wěn)定計(jì)算最大應(yīng)力 (N/mm*mm)=189.11平面外穩(wěn)定計(jì)算最大應(yīng)力比 =0.922門規(guī)CECS102:2002腹板容許高厚比[H0/TW]=250.00翼緣容許寬厚比[B/T]=15.00考慮屈曲后強(qiáng)度強(qiáng)度計(jì)算應(yīng)力比 =0.990<1.0抗剪強(qiáng)度計(jì)算應(yīng)力比 =0.386<1.0平面內(nèi)穩(wěn)定計(jì)算最大應(yīng)力 <f=205.00平面外穩(wěn)定計(jì)算最大應(yīng)力 <f=205.00腹板高厚比H0/TW=68.50<[H0/TW]=250.00翼緣寬厚比B/T=12.25<[B/T]=15.00壓桿,平面內(nèi)長細(xì)比λ=72.<[λ]=500壓桿,平面外長細(xì)比λ=61.<[λ]=500構(gòu)件重量(Kg)=1686.18--------------------------------------------------------------------------------鋼梁 1截面類型=27;構(gòu)件長度=7.54;

布置角度=0;計(jì)算長度：Lx=30.15,Ly=7.54計(jì)算長度系數(shù):Ux=4.00 Uy=1.00變截面H形截面H:B1=500,B2=500,H1=950,H2=500T1=12T2=20T3=20軸壓截面分類:X軸:b類,Y軸:c類驗(yàn)算規(guī)范:門規(guī)CECS102:2002組合號MNVMNV1-35.262.46-1.998.393.175.142-113.71-8.95-17.574.8513.6411.323115.741.6026.643.044.03-4.88437.29-9.8111.07-0.5014.501.3051777.61257.11338.00289.51-150.63-94.1861699.16245.69322.42285.97-140.16-88.0071444.36209.08276.30211.70-132.15-81.708470.6868.4793.43-201.98-150.64-94.189392.2357.0677.86-205.53-140.17-88.00529.5177.03105.11-132.34-132.15-81.701474.04217.50280.74281.78-111.03-68.841395.59206.09265.17278.24-100.55-62.651564.64216.99297.92278.57-110.51-74.851486.20205.57282.35275.03-100.04-68.66167.1128.8736.18-209.71-111.03-68.8488.6717.4520.60-213.26-100.56-62.66257.7228.3553.35-212.92-110.52-74.85179.2716.9437.78-216.47-100.05-68.67879.59134.51169.20196.16-58.29-34.82801.14123.10153.63192.61-47.81-28.631030.59133.65197.83190.81-57.43-44.83952.14122.24182.26187.26-46.95-38.6523-35.262.46-1.99-147.89-58.29-34.8224-113.71-8.95-17.57-151.43-47.82-28.6425115.741.6026.64-153.24-57.43-44.8437.29-9.8111.07-156.78-46.96-38.651125.77157.08204.31185.51-92.70-55.50953.97132.19171.27162.80-75.96-45.24375.7060.7187.37-123.68-108.23-67.63297.2549.2971.79-111.28-91.49-57.37666.53104.24205.10175.67-85.57-18.37588.0892.83189.53172.12-75.09-12.18666.61102.07183.28132.01-86.60-28.631581.75221.34226.32-88.13-215.70-170.001503.31209.92210.75-91.68-205.23-163.811307.26184.04198.13-52.65-177.70-134.7737362.9764.64147.85167.94-45.966.9838284.5253.22132.28164.39-35.4913.1639453.5764.12165.03164.73-45.450.9740375.1252.71149.45161.18-34.977.151278.19181.73169.07-95.86-176.10-144.651199.74170.32153.50-99.41-165.63-138.471368.79181.22186.25-99.07-175.58-150.661290.34169.80170.68-102.62-165.11-144.4845101.8327.5076.18116.47-12.7418.254623.3916.0960.60112.92-2.2724.4447252.8426.64104.81111.12-11.888.2348174.3915.2389.24107.57-1.4114.4249742.49109.4791.03-68.19-103.84-87.8950664.0498.0675.46-71.74-93.36-81.71893.49108.61119.66-73.54-102.98-97.91815.0597.20104.09-77.09-92.50-91.72459.6376.04135.23136.71-64.82-23.01367.2062.07111.68122.14-52.72-18.171041.83141.75156.45-74.89-136.12-100.12884.03119.42131.39-70.62-114.73-84.45---梁的彎矩包絡(luò)---梁下部受拉:截面1234567彎矩-113.71-43.84-93.27-124.89-138.70-165.70-289.51梁上部受拉:截面1234567彎矩1777.611303.331036.71781.88538.84307.59216.47考慮屈曲后強(qiáng)度強(qiáng)度計(jì)算應(yīng)力比 =0.946抗剪強(qiáng)度計(jì)算應(yīng)力比 =0.262平面外穩(wěn)定最大應(yīng)力(N/mm*mm)= 182.20平面外穩(wěn)定計(jì)算最大應(yīng)力比 =0.889考慮屈曲后強(qiáng)度計(jì)算應(yīng)力比=0.946<1.0抗剪強(qiáng)度計(jì)算應(yīng)力比=0.262<1.0平面外穩(wěn)定最大應(yīng)力<f=205.00腹板高厚比H0/TW=57.08<[H0/TW]=250.00(CECS102:2002)翼緣寬厚比B/T=12.20<[B/T]=15.00---(恒+活)梁的相對撓度(mm)---截面1234567撓度值0.001.373.375.798.4010.9313.04最大撓度值= 13.04

最大撓度/梁跨度=1/

1156.斜梁坡度初始值:1/變形后斜梁坡度最小值

10.00:1/ 10.90變形后斜梁坡度改變率 =0.083<1/3構(gòu)件重量(Kg)= 1669.74--------------------------------------------------------------------------------鋼梁2截面類型=27;布置角度=0;計(jì)算長度：Lx=30.15,Ly=7.54構(gòu)件長度=7.54;計(jì)算長度系數(shù):Ux=4.00Uy=1.00變截面H形截面H:B1=350,B2=350,H1=500,H2=900T1=6T2=12T3=12軸壓截面分類:X軸:b類,Y軸:c類驗(yàn)算規(guī)范: 門規(guī)CECS102:2002組合號MNVMNV1-8.39-3.17-5.148.227.47-5.092-4.85-13.64-11.32-14.9617.22-6.063-3.04-4.034.888.228.333.5140.50-14.50-1.30-14.9618.082.535201.98150.6494.18552.99-221.1022.116205.53140.1688.00529.81-211.3421.137132.34132.1581.70446.19-179.6517.968-289.51150.6394.18139.06-58.545.859-285.97140.1688.00115.88-48.794.8810-211.70132.1581.70156.44-65.866.59209.71111.0368.84474.48-181.4915.54213.26100.5662.66451.31-171.7314.57212.92110.5274.85474.48-180.9720.70216.47100.0468.67451.31-171.2219.7315-281.78111.0368.8460.55-18.94-0.7116-278.24100.5662.6537.38-9.18-1.6917-278.57110.5174.8560.55-18.424.4518-275.03100.0468.6637.38-8.663.4719147.8958.2934.82297.97-106.326.2920151.4347.8128.64274.79-96.565.31153.2457.4344.84297.97-105.4614.89156.7846.9638.65274.79-95.7013.9123-196.1658.2934.828.227.47-5.0924-192.6147.8128.63-14.9617.22-6.0625-190.8157.4344.838.228.333.5126-187.2646.9538.65-14.9618.082.5327123.68103.5168.11316.45-131.256.2828111.2886.7657.84263.71-109.884.1529-185.5197.4355.03139.06-55.5012.3930-162.8080.6844.77115.88-45.7511.42-157.61212.44137.39539.83-195.1035.98-154.07201.97131.21516.66-185.3535.00-119.37175.42111.95436.98-161.4527.673470.0888.8350.97152.21-84.53-8.013573.6378.3644.79129.03-74.78-8.993640.0188.8951.45165.64-84.05-3.12-149.88172.84112.05461.33-155.5029.41-146.34162.36105.87438.15-145.7428.43-146.67172.32118.06461.33-154.9834.57-143.13161.85111.88438.15-145.2333.594177.8149.2225.6373.71-44.93-14.584281.3638.7519.4450.53-35.17-15.554381.0248.7131.6473.71-44.41-9.424484.5738.2425.4550.53-34.66-10.3945-103.83101.5565.07288.76-88.1316.0046-100.2891.0858.88265.58-78.3715.0247-98.48100.6975.08288.76-87.2724.5948-94.9390.2268.90265.58-77.5123.624955.5615.024.5717.42-10.73-14.795059.104.55-1.61-5.75-0.97-15.775160.9114.1614.5917.42-9.87-6.205264.453.698.40-5.75-0.11-7.1753-128.98123.9173.55310.82-114.0325.3054-115.69102.7660.20259.01-94.5222.175567.1577.0249.59144.69-72.72-6.635664.1764.6942.41120.58-61.11-6.61---梁的彎矩包絡(luò)---梁下部受拉:截面1234567彎矩-289.51-312.06-430.22-512.07-557.62-566.88-552.99梁上部受拉:截面1234567彎矩216.4759.3155.8848.8138.0923.7414.96考慮屈曲后強(qiáng)度強(qiáng)度計(jì)算應(yīng)力比 =0.935抗剪強(qiáng)度計(jì)算應(yīng)力比 =0.366平面外穩(wěn)定最大應(yīng)力(N/mm*mm)= 180.66平面外穩(wěn)定計(jì)算最大應(yīng)力比 =0.840考慮屈曲后強(qiáng)度計(jì)算應(yīng)力比 =0.935<1.0抗剪強(qiáng)度計(jì)算應(yīng)力比 =0.366<1.0平面外穩(wěn)定最大應(yīng)力 <f= 215.00腹板高厚比H0/TW=112.67<[H0/TW]=250.00(CECS102:2002)翼緣寬厚比 B/T=14.33<[B/T]= 15.00截面撓度值

---(1 2 313.04 16.92

恒+活)梁的相對撓度4 5 6 718.42 17.31 13.68 7.80

(mm)---0.00最大撓度值

=

18.42

最大撓度/梁跨度

=1/

818.斜梁坡度初始值:1/變形后斜梁坡度最小值變形后斜梁坡度改變率

10.00:1/ 11.08=0.097<1/3構(gòu)件重量

(Kg)=

737.00--------------------------------------------------------------------------------鋼梁3截面類型=27;布置角度=0;計(jì)算長度：Lx=30.15,Ly=7.54構(gòu)件長度=7.54;計(jì)算長度系數(shù):Ux=4.00Uy=1.00變截面H形截面H:B1=500,B2=500,H1=500,H2=950T1=12T2=20T3=20軸壓截面分類:X軸:b類,Y軸:c類驗(yàn)算規(guī)范:門規(guī)CECS102:2002組合號MNVMNV1-3.04-4.03-4.88-115.74-1.6026.6420.50-14.501.30-37.299.8111.073-8.39-3.175.1435.26-2.46-1.994-4.85-13.6511.32113.718.95-17.575201.98150.64-94.18-470.68-68.4793.436205.53140.17-88.00-392.23-57.0677.867 132.34 132.15 -81.70-529.51 -77.03 105.11-289.51150.63-94.18-1777.60-257.11338.00-285.97140.16-88.00-1699.16-245.70322.4210-211.70132.15-81.70-1444.36-209.08276.30212.92110.52-74.85-257.72-28.3553.35216.47100.04-68.67-179.27-16.9437.78209.71111.03-68.84-167.11-28.8636.18213.26100.56-62.66-88.67-17.4520.60-278.57110.51-74.85-1564.64-216.99297.92-275.03100.04-68.66-1486.20-205.57282.35-281.78111.03-68.84-1474.04-217.50280.74-278.24100.55-62.65-1395.59-206.09265.1719153.2457.43-44.84-115.74-1.6026.6420156.7846.96-38.65-37.299.8111.0721147.8958.29-34.8235.26-2.46-1.9922151.4347.82-28.64113.718.95-17.57-190.8157.43-44.83-1030.59-133.65197.83-187.2646.95-38.65-952.14-122.24182.26-196.1658.28-34.82-879.59-134.51169.20-192.6147.81-28.63-801.14-123.09153.63123.68108.23-67.63-375.70-60.7187.37111.2891.49-57.37-297.25-49.2971.79-185.5192.70-55.50-1125.77-157.08204.31-162.8075.96-45.24-953.97-132.19171.27-175.6785.57-18.37-666.53-104.24205.10-172.1275.09-12.18-588.08-92.83189.53-132.0186.60-28.63-666.61-102.07183.2888.13215.70-170.00-1581.75-221.34226.3291.68205.23-163.81-1503.31-209.93210.7552.65177.70-134.77-1307.26-184.04198.1337-164.7345.450.97-453.57-64.12165.0338-161.1834.977.15-375.12-52.71149.4539-167.9445.966.98-362.97-64.64147.85-164.3935.4913.16-284.52-53.22132.2899.07175.58-150.66-1368.79-181.22186.25102.62165.11-144.48-1290.34-169.80170.6895.86176.10-144.65-1278.19-181.73169.0799.41165.63-138.47-1199.74-170.32153.5045-111.1211.888.23-252.84-26.64104.8146-107.571.4114.42-174.39-15.2389.2447-116.4712.7418.25-101.83-27.5076.1848-112.922.2724.44-23.39-16.0960.6073.54102.98-97.91-893.49-108.61119.6677.0992.50-91.72-815.05-97.20104.0968.19103.83-87.89-742.49-109.4791.0371.7493.36-81.71-664.04-98.0575.46-136.7264.81-23.01-459.63-76.04135.23-122.1452.72-18.17-367.20-62.07111.6874.88136.12-100.12-1041.83-141.75156.4570.62114.73-84.45-884.03-119.42131.39---梁的彎矩包絡(luò)---梁下部受拉:截面1234567彎矩-289.51-165.70-138.70-124.89-93.27-43.84-113.71梁上部受拉:截面1234567彎矩216.47307.59538.83781.871036.711303.331777.60考慮屈曲后強(qiáng)度強(qiáng)度計(jì)算應(yīng)力比 =0.946抗剪強(qiáng)度計(jì)算應(yīng)力比 =0.262平面外穩(wěn)定最大應(yīng)力(N/mm*mm)= 182.19平面外穩(wěn)定計(jì)算最大應(yīng)力比 =0.889考慮屈曲后強(qiáng)度計(jì)算應(yīng)力比 =0.946<1.0抗剪強(qiáng)度計(jì)算應(yīng)力比 =0.262<1.0平面外穩(wěn)定最大應(yīng)力 <f= 205.00腹板高厚比H0/TW=57.08<[H0/TW]=250.00(CECS102:2002)翼緣寬厚比 B/T=12.20<[B/T]= 15.00截面撓度值

---(1 2 313.04 10.93

48.40

恒+活)梁的相對撓度5 6 75.79 3.37 1.37

(mm)---0.00最大撓度值

=

13.04

最大撓度/梁跨度=1/

1156.斜梁坡度初始值:1/變形后斜梁坡度最小值變形后斜梁坡度改變率

10.00:1/ 10.90=0.083<1/3構(gòu)件重量

(Kg)=

1669.74--------------------------------------------------------------------------------鋼梁4截面類型=27;布置角度=0;計(jì)算長度：Lx=30.15,Ly=7.54構(gòu)件長度=7.54;計(jì)算長度系數(shù):Ux=4.00Uy=1.00變截面H形截面H:B1=350,B2=350,H1=900,H2=500T1=6T2=12T3=12軸壓截面分類:X軸:b類,Y軸:c類驗(yàn)算規(guī)范: 門規(guī)CECS102:2002組合號MNVMNV1-8.22-8.333.513.044.034.88214.96-18.082.53-0.5014.50-1.303-8.22-7.47-5.098.393.17-5.14414.96-17.22-6.064.8513.64-11.325-139.0658.545.85289.51-150.6494.186-115.8848.794.88285.97-140.1688.007-156.4465.866.59211.70-132.1581.708-552.99221.1022.11-201.98-150.6494.189-529.81211.3421.13-205.53-140.1688.0010-446.19179.6517.96-132.34-132.1581.7011-60.5518.424.45278.57-110.5274.8512-37.388.663.47275.03-100.0468.6613-60.5518.94-0.71281.78-111.0368.8414-37.389.18-1.69278.24-100.5662.65-474.48180.9820.70-212.92-110.5274.85-451.31171.2219.73-216.47-100.0468.67-474.48181.4915.54-209.71-111.0368.84-451.31171.7314.57-213.26-100.5662.6619-8.22-8.333.51190.81-57.4344.832014.96-18.082.53187.26-46.9638.6521-8.22-7.47-5.09196.16-58.2934.822214.96-17.22-6.06192.61-47.8228.6323-297.97105.4614.89-153.24-57.4344.8424-274.7995.7013.91-156.78-46.9638.6525-297.97106.326.29-147.89-58.2934.8226-274.7996.565.31-151.43-47.8228.6427-139.0661.58-0.68185.51-97.4355.0328-115.8851.83-1.66162.80-80.6844.77-316.45125.1719.36-123.68-103.5168.11-263.71103.8017.22-111.28-86.7657.84-539.83195.1135.98157.61-212.44137.39-516.66185.3535.00154.07-201.97131.21-436.98161.4527.67119.37-175.42111.95-152.2184.53-8.01-70.08-88.8350.9735-129.0374.78-8.99-73.63-78.3644.7936-165.6484.05-3.12-40.01-88.8951.45-461.33154.9834.57146.67-172.32118.06-438.15145.2333.59143.13-161.85111.88-461.33155.5029.41149.88-172.84112.05-438.15145.7428.43146.34-162.36105.8741-73.7144.41-9.42-81.02-48.7131.6442-50.5334.66-10.39-84.57-38.2425.4543-73.7144.93-14.58-77.81-49.2225.6344-50.5335.17-15.55-81.36-38.7519.4445-288.7687.2724.5998.48-100.6975.0846-265.5877.5123.6294.93-90.2268.9047-288.7688.1316.00103.83-101.5565.0748-265.5878.3715.02100.28-91.0858.8849-17.429.87-6.20-60.91-14.1614.59505.750.11-7.17-64.45-3.698.4051-17.4210.73-14.79-55.56-15.024.57525.750.97-15.77-59.10-4.55-1.6153-310.82114.0325.30128.98-123.9173.5554-259.0194.5222.17115.69-102.7660.2055-144.6972.72-6.63-67.15-77.0249.5956-120.5861.11-6.61-64.17-64.6942.41---梁的彎矩包絡(luò)---梁下部受拉:截面1234567彎矩-552.99-566.88-557.62-512.07-430.22-312.06-289.51梁上部受拉:截面1234567彎矩14.9623.7438.0948.8155.8859.31216.47考慮屈曲后強(qiáng)度強(qiáng)度計(jì)算應(yīng)力比 =0.935抗剪強(qiáng)度計(jì)算應(yīng)力比 =0.366平面外穩(wěn)定最大應(yīng)力(N/mm*mm)= 180.65平面外穩(wěn)定計(jì)算最大應(yīng)力比 =0.840考慮屈曲后強(qiáng)度計(jì)算應(yīng)力比=0.935<1.0抗剪強(qiáng)度計(jì)算應(yīng)力比=0.366<1.0平面外穩(wěn)定最大應(yīng)力<f=215.00腹板高厚比H0/TW=112.67<[H0/TW]=250.00(CECS102:2002)翼緣寬厚比B/T=14.33<[B/T]=15.00---(恒+活)梁的相對撓度(mm)---截面1234567撓度值0.007.8013.6917.3118.4216.9213.04最大撓度值= 18.42 最大撓度/梁跨度=1/818.斜梁坡度初始值:1/10.00變形后斜梁坡度最小值:1/11.08變形后斜梁坡度改變率 =0.097<1/3構(gòu)件重量(Kg)= 737.00--------------------------------------------------------------------------------風(fēng)荷載作用下柱頂最大水平（ X向）位移:節(jié)點(diǎn)(1), 水平位移dx= 5.527(mm)=H/1447.地震荷載作用下柱頂最大水平（ X向）位移:節(jié)點(diǎn)(1), 水平位移dx=8.803(mm)=H/909.梁的(恒+活)最大撓度:梁(4),撓跨比=1/818.風(fēng)載作用下柱頂最大水平位移 :H/1447< 柱頂位移容許值:H/60地震作用下柱頂最大水平位移 :H/909< 柱頂位移容許值:H/60梁的(恒+活)最大撓跨比:1/818< 梁的容許撓跨比:1/180所有鋼柱的總重量 (Kg)=3372.所有鋼梁的總重量 (Kg)=4813.鋼梁與鋼柱重量之和 (Kg)=8186.-----PK11 計(jì)算結(jié)束-----內(nèi)力包絡(luò)圖由PKPM計(jì)算結(jié)果，可得以下彎矩包絡(luò)圖，剪力包絡(luò)圖，軸力包絡(luò)圖，用于后期的截面驗(yàn)算。截面計(jì)算(一)選擇截面根據(jù)彎矩包絡(luò)圖，剪力包絡(luò)圖，軸力包絡(luò)圖可初步選定截面。選用H型鋼，截面參數(shù)如右圖標(biāo)注。柱子和梁都采用變截面構(gòu)造，以下是截面信息。H(mm)B(mm)Tw(mm)T(mm)柱子大頭9505001020小頭5005001020梁1大頭9505001220小頭5005001220梁2大頭900350612小頭500350612則整個結(jié)構(gòu)的計(jì)算簡圖如下頁的計(jì)算簡圖所示。(二)截面信息下面計(jì)算截面的有關(guān)信息。柱子大頭的有截面關(guān)信息為Ix=495314.25cm4'，Iy=41474.24cm4'，Wx=10427.66cm3,Wy=1666.96cm3,ix=41.25cm,iy=11.96cm,A=291cm2小頭的有關(guān)截面信息為Ix=123378cm4'，Iy=41670.49cm4'，Wx=4935.12cm3,Wy=1666.81cm3,ix=22.39cm,iy=13.01cm,A=246cm2梁1大頭截面信息為Ix=507873.76cm4'，Iy=41679.77cm4'，Wx=10692.07cm3,Wy=1667.19cm3,ix=40.52cm,iy=11.61cm,A=309.2cm2小頭的有關(guān)截面信息為Ix=125000.26cm4'，Iy=41673.29cm4'，Wx=5000.01cm3,Wy=1666.93cm3,ix=22.13cm,iy=12.77cm,A=255.2cm2梁2大頭截面信息為Ix=199215.38cm4'，Iy=8576.57cm4'，Wx=4427cm3,Wy=490.09cm3,ix=38.19cm,iy=7.92cm,A=136.56cm2小頭的有關(guān)截面信息為Ix=55412.82cm4'，Iy=8575.85cm4'，Wx=2216.51cm3,Wy=490.04cm3,ix=22.18cm,iy=8.72cm,A=112.56cm2(三)截面驗(yàn)算寬厚比柱的寬厚比限值翼緣：b(50010)/212.2515235/fy15，t20腹板：hw95022091250235/fy250，tw10梁2的寬厚比限值翼緣：b(3506)/214.315235/fy15，t12腹板：hw900212146250235/fy250tw6很顯然，梁1和柱僅僅在腹板的厚度有差別， 且梁1腹板厚度比柱大，故梁1無需驗(yàn)算，肯定滿足。故截面的寬厚比是滿足要求的。腹板屈曲后強(qiáng)度利用柱(95040)(50040)柱的腹板平均高度：hw2685mm，按不設(shè)橫向加勁肋來計(jì)算，k5.34則whwtw0.81>0.8且小于1.4，故此時(shí)k23537fyfv'=﹝1-0.64（w-0.8）fv﹞=112.3Nmm2,而Vdhwtwfv'739.4kN>222.2kN（內(nèi)力圖得出的剪力設(shè)計(jì)值）梁1Vd hwtwfv' 739.4kN>338kN梁2hw(90024)(50024)柱的腹板平均高度：2676mm，按不設(shè)橫向加勁肋來計(jì)算，k5.34則whwtw1.3>0.8且小于1.4，故此時(shí)k235fy37fv'=﹝1-0.64（w-0.8）fv﹞=112.3Nmm2,Vdhwtwfv'739.4kN>94.2kN故腹板屈曲后的強(qiáng)度利用是滿足要求的。2. 強(qiáng)度計(jì)算1) 柱V 0.5Vd，故按公式 M MeN計(jì)算，MeN Me NWe 2002.98kNm 1777.6kNm（內(nèi)力圖得出的彎矩設(shè)計(jì)值）Ae梁1取大頭截面計(jì)算，V 0.5Vd，故按公式 M MeN計(jì)算，MeN Me NWe 2002.98kNm 1777.6kNmAe取小頭截面計(jì)算V 0.5Vd，故按公式 M MeN計(jì)算，MeN Me NWe 963kN m 289.6kNmAe梁2取大頭截面計(jì)算，V 0.5Vd，故按公式 M MeN計(jì)算，MeN Me NWe 894.3kNm 553kNmAe取小頭截面計(jì)算V 0.5Vd，故按公式 M MeN計(jì)算，MeN Me NWe 452kN m 289.5kNm