杭州某倉庫設(shè)計計算書

PAGEPAGE122一、工程概況：工程處于XXXXXX大橋旁?？偨ㄖ娣e達(dá)6000m2。本設(shè)計書為倉庫設(shè)計計算書。二、設(shè)計主要依據(jù):2.1國家現(xiàn)行設(shè)計規(guī)范、規(guī)程：《建筑結(jié)構(gòu)荷載規(guī)范》（GB50009-2001）；2006版《建筑抗震設(shè)計規(guī)范》（GB50011-2001）；《中國地震動參數(shù)區(qū)劃圖》（GB18306-2001）；《鋼結(jié)構(gòu)設(shè)計規(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）；《冷彎薄壁型鋼結(jié)構(gòu)技術(shù)規(guī)范》（GB50018-2002）；《建筑鋼結(jié)構(gòu)焊接技術(shù)規(guī)程》（JGJ81-2002）；2.2建設(shè)單位提供的工程勘察報告暫缺三．設(shè)計要求四、荷載工況及組合4.1風(fēng)荷載：風(fēng)荷載（W）：現(xiàn)行《門式剛架輕型房屋鋼結(jié)構(gòu)技術(shù)規(guī)程》(CECS102：2002)對于風(fēng)荷載的取值是以GB50009-2001為基礎(chǔ)。本工程處于XX，XXX大橋旁，使用壽命為25年，基本風(fēng)壓為0.45KN/㎡，地面粗糙度為B類，而建筑物最高處相對地面高度為11m，所以取風(fēng)壓高度變化系數(shù)為1，風(fēng)振系數(shù)取1.2。體型系數(shù)根據(jù)規(guī)范選取。4.2屋面活荷載：活載：包括屋面均布活載、檢修集中荷載(M)，積灰荷載(D)，雪荷載等。其中《門式剛架輕型房屋鋼結(jié)構(gòu)技術(shù)規(guī)程》規(guī)定均布活載的標(biāo)準(zhǔn)值（按投影面積計算）取0.5KN/m；檢修集中荷載標(biāo)準(zhǔn)值取1.0KN/m或?qū)嶋H值；積灰荷載與雪荷載按現(xiàn)行《建筑結(jié)構(gòu)荷載規(guī)范》的規(guī)定采用。均布活荷載與雪荷載不同時考慮，取其中較大值（記為L））計算，積灰荷載與雪荷載、均布活載中的較大值同時考慮，檢修荷載只與結(jié)構(gòu)自重荷載同時考慮。4.3恒載：根據(jù)荷載規(guī)范取為0.3KN/㎡，梁柱自重程序自動計算。4.4地震作用：按GB5009-2001的規(guī)定取用，不與風(fēng)荷載作用同時考慮。4.5荷載組合：根據(jù)《建筑結(jié)構(gòu)荷載規(guī)范》(GB50009-2001)、《建筑抗震設(shè)計規(guī)范》(GB50011-2001)、《鋼結(jié)構(gòu)設(shè)計規(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)中的相關(guān)規(guī)定，考慮如下荷載組合：恒荷載組合+活荷載永久荷載效應(yīng)起控制作用：1.35(活荷載)+0.7×1.4（恒荷載）可變荷載效應(yīng)起控制作用：1.2(恒荷載)+1.4（活荷載）永久荷載對結(jié)構(gòu)有利：1.0(恒荷載)+1.4（活荷載）（2）恒荷載+風(fēng)荷載左風(fēng)：1.2(恒荷載)+1.4（左風(fēng)荷載）1.0(恒荷載)+1.4（左風(fēng)荷載）右風(fēng)：1.2(恒荷載)+1.4（右風(fēng)荷載）1.0(恒荷載)+1.4（右風(fēng)荷載）（3）恒荷載+活荷載+風(fēng)荷載（4）恒荷載+水平地震作用（5）恒荷載+水平地震作用+風(fēng)荷載（6）恒荷載+豎向地震作用（7）重力荷載+水平地震作用+豎向地震作用（8）重力荷載+水平地震作用+豎向地震作用+風(fēng)荷載五．計算軟件廠房部分初步設(shè)計采用PKPM-STS（2006.3版本）計算六．結(jié)構(gòu)設(shè)計6.1結(jié)構(gòu)形式和計算概況本倉庫為單層輕型全鋼結(jié)構(gòu)倉庫，跨30米，長96米，柱距為8米，檐口高9米，屋面坡度1/15，挑檐10米，廠房內(nèi)無吊車。按照規(guī)范要求分別設(shè)置相應(yīng)的柱間支撐及屋面水平支撐。倉庫主體部分上部結(jié)構(gòu)采用門式剛架結(jié)構(gòu)體系，全鋼結(jié)構(gòu)，H形鋼柱，實腹式工字形鋼屋面梁，高強(qiáng)輕鋼C型墻梁，輕型壓型鋼板墻面。屋面采用高強(qiáng)輕鋼C形檁條，輕型夾芯板屋面。主體剛架鋼材采用Q235鋼材。屋面支撐及柱間支撐鋼材采用Q235。圖1模型節(jié)點、截面編號圖2彎矩包絡(luò)圖（KN.m）圖3軸力包絡(luò)圖（KN）圖4剪力力包絡(luò)圖（KN）圖5截面驗算應(yīng)力比圖應(yīng)力比說明：柱左：作用彎矩與考慮屈曲后強(qiáng)度抗彎承載力比值右上：平面內(nèi)穩(wěn)定應(yīng)力比（對應(yīng)長細(xì)比）右下：平面外穩(wěn)定應(yīng)力比（對應(yīng)長細(xì)比）梁上：作用彎矩與考慮屈曲后強(qiáng)度抗彎承載力比值左下：平面內(nèi)穩(wěn)定應(yīng)力比右下：平面外穩(wěn)定應(yīng)力比圖6梁撓度圖撓度輸出說明：梁下：最大撓度值梁中：撓跨比=梁最大撓度/跨度6.2詳細(xì)計算過程結(jié)構(gòu)類型:門式剛架輕型房屋鋼結(jié)構(gòu)設(shè)計規(guī)范:按《門式剛架輕型房屋鋼結(jié)構(gòu)技術(shù)規(guī)程》計算結(jié)構(gòu)重要性系數(shù):1.00節(jié)點總數(shù):13柱數(shù):3梁數(shù):9支座約束數(shù):3標(biāo)準(zhǔn)截面總數(shù):17活荷載計算信息:考慮活荷載不利布置風(fēng)荷載計算信息:計算風(fēng)荷載鋼材:Q235梁柱自重計算信息:柱梁自重都計算恒載作用下柱的軸向變形:考慮梁柱自重計算增大系數(shù):1.20基礎(chǔ)計算信息:不計算基礎(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)計算震型數(shù)：3地震烈度：6.00場地土類別：Ⅱ類附加重量節(jié)點數(shù)：0設(shè)計地震分組：第一組周期折減系數(shù):0.80地震力計算方法：振型分解法結(jié)構(gòu)阻尼比：0.050按GB50011-2001地震效應(yīng)增大系數(shù)1.000窄行輸出全部內(nèi)容節(jié)點坐標(biāo)節(jié)點號號XY節(jié)點號XY節(jié)點號XY(1)10..009..70(22)70.0009.770((3))117.500110.200(4)62..5010..20(55)0.00010.330((6))225.000110.700(7)55..0010..70(88)32.55011.220((9))447.500111.200(110)40..0011..70(111)10.0000.000((12))770.0000.000(113)40..000..00柱關(guān)聯(lián)號柱號號節(jié)點Ⅰ節(jié)點Ⅱ柱號節(jié)點Ⅰ節(jié)點Ⅱ柱號節(jié)點Ⅰ節(jié)點Ⅱ(1)1111((2))1310(3)1122梁關(guān)聯(lián)號梁號號節(jié)點Ⅰ節(jié)點Ⅱ梁號節(jié)點Ⅰ節(jié)點Ⅱ梁號節(jié)點Ⅰ節(jié)點Ⅱ(1)13((2))36(3)42(4)51((5))68(6)74(7)8110((8))97(9)1109支座約束束信息(11)111111(22)131111(33)121111柱上下節(jié)節(jié)點偏心節(jié)點號柱偏心值節(jié)點號柱偏心值節(jié)點號柱偏心值節(jié)點號柱偏心值值(11)0.000(22)0.000(33)0.000(44)0.000(55)0.000(66)0.000(77)0.000(88)0.000(99)0.000(100)0.000(111)0.000(122)0.000(133)0.000標(biāo)準(zhǔn)截面面信息1、標(biāo)準(zhǔn)截面類型型(1)227,4000,400,,3300,6550,8.00,114.0,,144.0,5(2)227,4000,400,,3300,8000,12.00,114.0,,144.0,5(3)227,3500,350,,3300,7000,10.00,114.0,,144.0,5(4)227,3000,300,,4400,12000,10.00,112.0,,122.0,5(5)227,3000,300,,4400,12000,10.00,114.0,,144.0,5(6)227,2800,280,,6650,11000,6.00,110.0,,100.0,5(7)227,2800,280,,11100,4000,12.00,114.0,,144.0,5(8)116,2400,240,,9950,6..0,8.00,8.0,,55(9)227,2800,280,,4400,12000,12.00,114.0,,144.0,5(10)227,2800,280,,12200,4550,12.00,114.0,,144.0,5(11)227,2800,280,,4450,8550,10.00,112.0,,122.0,5(12)116,2800,280,,4450,8..0,12.00,112.0,,55(13)227,2200,220,,13350,6550,8.00,110.0,,100.0,5(14)227,2400,240,,9950,12000,6.00,110.0,,100.0,5(15)227,2400,240,,12200,9550,10.00,114.0,,144.0,5(16)227,2400,240,,9950,14000,8.00,114.0,,144.0,5(17)227,2400,240,,14400,9550,8.00,114.0,,144.0,5柱布置截截面號,鉸接信息,截面布置置角度柱號標(biāo)準(zhǔn)截鉸接截面布柱號標(biāo)準(zhǔn)截鉸接截面布面號信息置角度面號信息置角度(1))5110(22)4300(3))5110梁布置截截面號,鉸接信息,截面布置置角度梁號標(biāo)準(zhǔn)截鉸接截面布梁號標(biāo)準(zhǔn)截鉸接截面布面號信息置角度面號信息置角度(1))15000(22)8000(3))14000(44)6000(5))8000(66)8000(7))16000(88)8000(9))170002、標(biāo)準(zhǔn)截面特性性截面號XcYccIIxIyA10.00000000..0000000.0000000E+00000.000000E++000.0000000E+00020.00000000..0000000.0000000E+00000.000000E++000.0000000E+00030.00000000..0000000.0000000E+00000.000000E++000.0000000E+00040.11500000..4000000.1150722E-02200.540065E--040.1149600E-01150.11500000..4000000.1168099E-02200.630064E--040.1161200E-01160.11400000..4375500.1136011E-02200.366602E--040.1107300E-01170.00000000..0000000.0000000E+00000.000000E++000.0000000E+00080.11200000..4750000.1125933E-02200.184449E--040.9944400E-02290.00000000..0000000.0000000E+00000.000000E++000.0000000E+000100.00000000..0000000.0000000E+00000.000000E++000.0000000E+000110.00000000..0000000.0000000E+00000.000000E++000.0000000E+000120.00000000..0000000.0000000E+00000.000000E++000.0000000E+000130.00000000..0000000.0000000E+00000.000000E++000.0000000E+000140.11200000..5375500.1194822E-02200.230059E--040.1111300E-011150.11200000..5375500.2284788E-02200.323343E--040.1171900E-011160.11200000..5875500.3327066E-02200.323305E--040.1158966E-011170.11200000..5875500.3327066E-02200.323305E--040.1158966E-011截面號ixiyW1xW2xW1yW2y100.000000E++0000.000000E++0000.000000E++0000.000000E++0000.000000E++0000.000000E++00200.000000E++0000.000000E++0000.000000E++0000.000000E++0000.000000E++0000.000000E++00300.000000E++0000.000000E++0000.000000E++0000.000000E++0000.000000E++0000.000000E++00400.317741E++0000.601116E--0100.376680E--0200.376680E--0200.360043E--0300.360043E--03500.322292E++0000.625547E--0100.420023E--0200.420023E--0200.420043E--0300.420043E--03600.356603E++0000.584405E--0100.310087E--0200.310087E--0200.261144E--0300.261144E--03700.000000E++0000.000000E++0000.000000E++0000.000000E++0000.000000E++0000.000000E++00800.365516E++0000.441198E--0100.265511E--0200.265511E--0200.153374E--0300.153374E--03900.000000E++0000.000000E++0000.000000E++0000.000000E++0000.000000E++0000.000000E++001000.000000E++0000.000000E++0000.000000E++0000.000000E++0000.000000E++0000.000000E++001100.000000E++0000.000000E++0000.000000E++0000.000000E++0000.000000E++0000.000000E++001200.000000E++0000.000000E++0000.000000E++0000.000000E++0000.000000E++0000.000000E++001300.000000E++0000.000000E++0000.000000E++0000.000000E++0000.000000E++0000.000000E++001400.418838E++0000.455517E--0100.362246E--0200.362246E--0200.192216E--0300.192216E--031500.407702E++0000.433376E--0100.529982E--0200.529982E--0200.269953E--0300.269953E--031600.453360E++0000.450081E--0100.556670E--0200.556670E--0200.269921E--0300.269921E--031700.453360E++0000.450081E--0100.556670E--0200.556670E--0200.269921E--0300.269921E--03恒荷載計計算...節(jié)點荷載:節(jié)點號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)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)21111122.400.0001111122.400.0001111122.400.0001112222.4010.0001111122.400.0001111122.400.0001111122.400.0001111122.400.0001111122.400.000恒荷載標(biāo)標(biāo)準(zhǔn)值作用用計算結(jié)果果柱內(nèi)力柱號MNNVMNVV10..001022.69-110.855-1105.225-87..96100.852-25..151311.46--7.066--57.445--114..9777.0630..00599.91117.9111173.773-45..18-177.91梁內(nèi)力梁號MNNVMNVV1276..13144.40552.9558.442-12..39-222.762-8..42122.39222.76686.667-10..7511.943-58..79199.15-117.988-1173.773-20..88433.8840..0000.000.000-1170.888-2..05344.115-86..67100.75--1.944--20.881-9..10266.656--101..10177.506.73358.779-19..15177.98720..8199.10-226.655-3331.117-7..15555.92842..32155.85331.4441101.110-17..50-66.739388..61133.90660.700--42.332-15..85-311.44恒荷載作作用下的節(jié)節(jié)點位移(mm)節(jié)點號.X向位移Y向位移1-3.440..32-3.770..23-2.889..44-4.7716..05-3.998..46-2.4416..37-5.0021..98-3.007..79-4.119..210-3.550..5活荷載計計算...節(jié)點荷載:節(jié)點號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)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)21111144.000.0001111144.000.0001111144.000.0001111144.000.0001111144.000.0001111144.000.0001111144.000.0001111144.000.0001111144.000.000活荷載標(biāo)標(biāo)準(zhǔn)值作用用下的節(jié)點點位移(mm)節(jié)點號.X向位移Y向位移1-4.330..32-4.770..23-3.7721..24-5.9923..85-4.9930..66-3.2233..17-6.3335..38-3.9918..59-5.2219..110-4.550..5風(fēng)荷載計計算...左風(fēng)荷載載標(biāo)準(zhǔn)值作作用節(jié)點荷載:節(jié)點號號水平力垂直力0柱荷載:柱號荷載類型荷載值荷載參數(shù)1荷載參數(shù)2113.46600.00312.16600.000梁荷載:連續(xù)數(shù)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)211111-33.900.00011111-33.900.00011111-22.160.00011111-66.060.00011111-33.900.00011111-22.160.00011111-33.900.00011111-22.160.00011111-22.160.000節(jié)點側(cè)向向（水平向向）位移(mm)節(jié)點號δx節(jié)點號δx節(jié)點號δx節(jié)點號δx(11)188.3((2))18..4(3)17.88(4)119.2(55)199.9((6))17..0(7)19.00(8)117.3(99)188.2((10))18..2(11)0.00(112)0.0(133)00.0柱內(nèi)力柱號MNNVMNVV10..00-1244.90229.8001126.224124..9033.77282..18-944.79116.7331113.55694..79-166.7330..00-222.318.166--22.44922..31122.79梁內(nèi)力梁號MNNVMNVV1--429..8333.10-664.74453.006-3..10355.512-53..0633.10-335.511-1103.992-3..1066.27377..44-144.255.18822.44914..25-211.4140..0000.000.0003303.5590..00-600.615103..9233.10--6.277--41.113-3..10-222.97655..32-144.25-111.066--77.44414..25-55.18741..1333.10222.9772241.446-3..10-522.218-88..83-144.25-227.300--55.33214..25111.069--355..02-144.25-443.53388.88314..25277.30右風(fēng)荷載載標(biāo)準(zhǔn)值作作用節(jié)點荷載:節(jié)點號號水平力垂直力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--2.16600.0031--3.46600.000梁荷載:連續(xù)數(shù)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)211111-22.600.00011111-22.600.00011111-22.600.00011111-11.300.00011111-22.600.00011111-22.600.00011111-22.600.00011111-22.600.00011111-22.600.000節(jié)點側(cè)向向（水平向向）位移(mm)節(jié)點號δx節(jié)點號δx節(jié)點號δx節(jié)點號δx(11)-100.6((2))-10..3(3)--11.33(4)--9.7(55)-111.1((6))-11..4(7)-9.22(8)-110.7(99)-99.8((10))-10..4(11)0.00(112)0.0(133)00.0柱內(nèi)力柱號MNNVMNVV10..00-466.08--5.09952.22646..08-155.862-53..80-844.65-112.399--91.22284..65122.3930..00-377.67-336.255-1188.88537..6722.69梁內(nèi)力梁號MNNVMNVV1--117..49-177.25-332.000--49.88817..25122.53249..88-177.25-112.533--70.99217..25-66.94319..17-55.19117.9441188.8855..19-377.4140..0000.000.00065.2230..00-133.02570..92-177.256.94454.33817..25-266.40680..85-55.19--1.533--19.1175..19-177.947-54..38-177.25226.4003326.00217..25-455.878-3..80-55.19-221.000--80.8855..1911.539--234..79-55.19-440.4663.8805..19211.00地震計算...左震動標(biāo)標(biāo)準(zhǔn)值作用用計算結(jié)果果地震力計算質(zhì)量量集中信息息:質(zhì)量集中節(jié)點號號:5質(zhì)點重量:4111.3833***第第1振型結(jié)構(gòu)自振周期((已乘周期期折減系數(shù)數(shù)，單位：：秒):00.6855特征向量：11.0000各質(zhì)點的水平地地震力(kN)：88.9899節(jié)點側(cè)向向（水平向向）位移(mm)節(jié)點號δx節(jié)點號δx節(jié)點號δx節(jié)點號δx(11)33.6((2))3..6(3)3.66(4)3.6(55)33.7((6))3..6(7)3.66(8)3.5(99)33.5((10))3..6(11)0.00(112)0.0(133)00.0***左左地震各振振型疊加(SRSSS)水平地震震作用效應(yīng)應(yīng)輸出:節(jié)點側(cè)向向（水平向向）位移(mm)節(jié)點號δx節(jié)點號δx節(jié)點號δx節(jié)點號δx(11)33.6((2))3..6(3)3.66(4)3.6(55)33.7((6))3..6(7)3.66(8)3.5(99)33.5((10))3..6(11)0.00(112)0.0(133)00.0柱內(nèi)力柱號MNNVMNVV10..00-11.302.10020.3351..30-22.10220..4000.125.06638.881-0..12-55.0630..0011.181.83317.776-1..18-11.83梁內(nèi)力梁號MNNVMNVV1-20..89-00.39--1.28811.2280..3911.282-11..2800.51--1.3441.223-0..5111.3439..3511.01--1.122--17.776-1..0111.1240..0000.900.0550.554-0..90-00.055-1..2311.41--1.400-9.228-1..4111.4060..4900.11--1.188-9.335-0..1111.1879..2822.30--1.466--20.223-2..3011.468-8..82-00.79--1.244-0.4490..7911.249-18..58-11.68--1.3008.8821..6811.30振振型參與質(zhì)質(zhì)量系數(shù):1000.00%%右震動標(biāo)標(biāo)準(zhǔn)值作用用計算結(jié)果果地震力計算質(zhì)量量集中信息息:質(zhì)量集中節(jié)點號號:2質(zhì)點重量:4111.3833***第第1振型結(jié)構(gòu)自振周期((已乘周期期折減系數(shù)數(shù)，單位：：秒):00.6533特征向量：11.0000各質(zhì)點的水平地地震力(kN)：99.3822節(jié)點側(cè)向向（水平向向）位移(mm)節(jié)點號δx節(jié)點號δx節(jié)點號δx節(jié)點號δx(11)-33.7((2))-3..7(3)-3.88(4)--3.8(55)-33.9((6))-3..8(7)-3.77(8)--3.7(99)-33.7((10))-3..7(11)0.00(112)0.0(133)00.0***右右地震各振振型疊加(SRSSS)水平地震震作用效應(yīng)應(yīng)輸出:節(jié)點側(cè)向向（水平向向）位移(mm)節(jié)點號δx節(jié)點號δx節(jié)點號δx節(jié)點號δx(11)-33.7((2))-3..7(3)-3.88(4)--3.8(55)-33.9((6))-3..8(7)-3.77(8)--3.7(99)-33.7((10))-3..7(11)0.00(112)0.0(133)00.0柱內(nèi)力柱號MNNVMNVV10..0011.36--2.199--21.224-1..3622.192-21..29-00.12--5.288--40.5500..1255.2830..00-11.24--1.911--18.5531..2411.91梁內(nèi)力梁號MNNVMNVV121..8000.401.333--11.778-0..40-11.33211..78-00.531.400-1.2280..53-11.403-9..76-11.051.17718.5531..05-11.1740..00-00.94--0.066-0.5560..9400.0651..28-11.471.4669.6681..47-11.466-0..51-00.121.2339.7760..12-11.237-9..68-22.411.52221.1122..41-11.5289..2000.821.2990.551-0..82-11.29919..3911.761.355-9.220-1..76-11.35振振型參與質(zhì)質(zhì)量系數(shù):1000.00%%荷載效應(yīng)應(yīng)組合計算算...荷載效應(yīng)應(yīng)組合及強(qiáng)強(qiáng)度、穩(wěn)定定、配筋計計算鋼柱柱1截面類類型=277;布置角度=00;計算長度度：Lx=7..98,Ly=9..70;長細(xì)比：λx=446.6,,λy=1334.5構(gòu)件長長度=9.700;計算長度度系數(shù):Uxx=0.822Uy=1..00變截面面H形截面H:B1==3300,B2=3000,HH1=4400,H2=12000T11=10T2=14T3=14軸壓截截面分類:X軸:b類,Y軸:c類驗算規(guī)規(guī)范:門規(guī)CECSS102::20022柱下端柱上端組合號MNVVMNV10.000-51..62288.69550.44469.33018..2920.000-72..16300.86771.49986.88916..1230.00058..72-200.14-553.144--41.005-9..1940.00038..18-177.97-332.099--23.446-11..3650.000178..3699.84995.466-1160.669-9..8460.000157..82122.011116.511-1143.009-12..0170.000177..2311.36113.144-1157.334-1..3680.000206..69-522.91-5113.244-1189.00252..9190.000186..16-500.74-4992.199-1171.44350..74100.000197..06-422.57-4112.955-1177.11842..57110.000268..41-366.34-3552.544-2250.77436..34120.000247..87-344.17-3331.499-2233.11434..17130.000240..26-300.98-3000.466-2220.33830..98140.000116..64-66.73-665.244--98.9976..73150.00096..11-44.56-444.199--81.3384..56160.000134..02-100.24-999.344-1114.11410..24170.00073..45344.872001.511--55.777-6..68180.00052..91377.042222.566--38.118-8..85190.000139..6655.571339.366-1121.998-23..17200.000119..1277.741660.411-1104.339-25..34210.000101..78-277.88-4007.200--84.11156..07220.00081..24-255.71-3886.155--66.55153..90230.000167..99-577.19-4669.344-1150.33139..59240.000147..45-555.02-4448.299-1132.77237..42250.000163..50-111.32-2446.500-1145.88239..51260.000142..96-99.15-2225.455-1128.22337..34270.000229..71-400.62-3008.644-2212.00323..02280.000209..17-388.45-2887.599-1194.44420..85290.00011..73188.30440.8115.9949..89300.000-8..81200.47661.86623.5547..72310.00077..94-111.00-221.344--60.226-6..60320.00057..40-88.83--0.299--42.667-8..77330.000-13..03444.702005.67730.7712..29340.000-33..57466.872226.72248.3300..12350.00097..31-44.141002.100--79.664-25..19360.00076..77-11.971223.155--62.005-27..36370.0006..8000.77-2220.42210.88746..22380.000-13..7422.94-1999.37728.44744..05390.000117..15-488.07-3224.000--99.44718..74400.00096..61-455.90-3002.955--81.88816..57410.00050..00122.37-1007.933--32.33334..62420.00029..47144.54-886.888--14.77432..45430.000160..35-366.47-2111.511-1142.6677..14440.000139..81-344.30-1990.466-1125.0084..97450.000-56..23333.10993.19973.99113..89460.000-76..77355.271114.24491.55011..72470.00054..11-155.74-110.399--36.444-13..59480.00033..57-133.57110.666--18.884-15..77490.000145..09-00.38--3.655-1127.4420..38500.000120..6200.161.566-1105.889-0..16510.000160..77-322.96-3119.744-1143.00932..96520.000134..27-277.94-2771.066-1119.55427..94530.000187..22-255.86-2550.877-1169.55425..86540.000156..31-222.03-2113.666-1141.55822..03550.000118..64-77.48-772.522-1100.9977..48560.00098..58-55.76-555.833--83.8855..76考慮腹板屈曲后后強(qiáng)度，強(qiáng)強(qiáng)度計算控控制組合號號:88,MM=0..00,N=2066.69,,M==-5513.224,NN=--189..02考慮屈曲后強(qiáng)度度強(qiáng)度計算算應(yīng)力比=0.4110抗剪強(qiáng)度計算控控制組合號號:233,V==--57.119抗剪強(qiáng)度計算應(yīng)應(yīng)力比=0.1223平面內(nèi)穩(wěn)定計算算最大應(yīng)力力(N//mm*mmm)==92..53平面內(nèi)穩(wěn)定計算算最大應(yīng)力力比=0.4330平面外穩(wěn)定計算算最大應(yīng)力力(N//mm*mmm)==158..90平面外穩(wěn)定計算算最大應(yīng)力力比=0.7339門規(guī)CECS1022:20002腹板容許許高厚比[H00/TW]]=668.400(注：腹板板高度變化化=822.5mmm/m>>60mm/mm,按不考慮慮受剪板幅幅屈曲后強(qiáng)強(qiáng)度控制)翼緣容許寬厚比比[B//T]==15..00考慮屈曲后強(qiáng)度度強(qiáng)度計算算應(yīng)力比==0.4410<<1.00抗剪強(qiáng)度計算應(yīng)應(yīng)力比=00.1233<11.0平面內(nèi)穩(wěn)定計算算最大應(yīng)力力<ff=2215.000平面外穩(wěn)定計算算最大應(yīng)力力<ff=2215.000腹板高厚比HH0/TWW=777.200>[[H0/TTW]=68..40*******翼緣寬厚比比B/TT=10..36<<[B//T]=155.00壓桿,平面內(nèi)長細(xì)比λ=47..<[[λ]=5000壓桿,平面外長細(xì)比λ=135..<[[λ]=5000構(gòu)件重量(KKg)=11227..46鋼柱柱2截面類類型=277;布置角度=00;計算長度度：Lx=11..70,Ly=11..70;長細(xì)比：λx=669.0,,λy=1666.6構(gòu)件長長度=111.700;計算長度度系數(shù):Uxx=1.000Uy=1..00變截面面H形截面H:B1==3300,B2=3000,HH1=4400,H2=12000T11=10T2=12T3=12軸壓截截面分類:X軸:b類,Y軸:c類驗算規(guī)規(guī)范:門規(guī)CECSS102::20022柱下端柱上端組合號MNVVMNV184.88725..04144.95990.055-5.225-14..95289.990-1..25166.361001.54417.774-16..363-1105.55039..23-255.82-1996.655--19.44525..824-1100.44712..94-244.41-1885.1663.55524..41582.005248..44344.103116.966-2228.665-34..10687.008222..15355.523228.455-2205.666-35..52744.661240..95200.271992.577-2218.669-20..278-1187.440246..67-633.74-5558.322-2226.88863..749-1182.337220..38-622.32-5446.833-2203.88962..3210-1144.001239..71-488.22-4220.122-2217.44548..2211--26.447340..87-77.86-665.511-3321.0087..8612--21.444314..58-66.45-554.033-2298.0096..4513--31.336305..65-99.10-775.166-2283.3399..1014--78.887154..24-211.77-1775.844-1134.44621..7715--73.884127..95-200.36-1664.355-1111.44620..3616--68.004175..01-188.84-1552.399-1152.77518..84171151.009168..81488.164112.355-1149.003-48..16181156.112142..52499.574223.844-1126.004-49..571936.886177..33233.692440.333-1157.555-23..692041.889151..04255.102551.822-1134.555-25..1021-1118.337167..04-499.68-4662.933-1147.22649..6822-1113.334140..75-488.27-4551.444-1124.22648..2723-2232.559175..56-744.15-6334.944-1155.77874..1524-2227.556149..27-722.74-6223.455-1132.77872..742542.556261..2466.19229.888-2241.446-6..192647.559234..9577.60441.366-2218.446-7..6027--71.666269..76-188.27-1442.144-2249.99718..2728--66.663243..47-166.86-1330.655-2226.99816..8629-9.88474..62-77.72-880.455--54.8837..7230-4.88148..33-66.31-668.977--31.8846..3131-1124.00683..13-322.18-2552.477--63.33532..1832-1119.00356..84-300.77-2440.988--40.33530..77331163.44488..52444.753660.177--68.774-44..75341168.44762..23466.163771.666--45.774-46..1635--26.993102..7233.98773.477--82.993-3..9836--21.99076..4355.39884.966--59.994-5..3937--25.11887..28-233.73-2552.522--67.55023..7338--20.11560..99-222.32-2441.033--44.55022..3239-2215.555101..48-644.51-5339.222--81.66964..5140-2210.55275..19-633.10-5227.733--58.77063..104187.447153..22155.38992.444-1133.444-15..384292.550126..93166.791003.933-1110.444-16..7943-1102.990167..42-255.40-1994.266-1147.66325..4044--97.887141..13-233.99-1882.777-1124.66423..994550.77922..5855.64115.211-2.880-5..644655.882-3..7177.05226.70020.119-7..0547-1139.55836..78-355.13-2771.499--16.99935..1348-1134.55510..49-333.72-2660.0006.00033..724945.559196..77166.641449.100-1176.999-16..645042.661164..01155.011333.033-1147.552-15..0151-1125.224195..70-399.02-3331.333-1175.99139..0252-1108.998163..05-333.66-2884.888-1146.55733..6653-0.992236..39-11.34-114.811-2216.6601..34543.885197..0200.02--3.577-1180.553-0..0255--78.773156..09-211.04-1667.411-1136.33021..0456--70.222130..04-188.68-1448.288-1113.55618..68考慮腹板屈曲后后強(qiáng)度，強(qiáng)強(qiáng)度計算控控制組合號號:111,MM=-26..47,N=3400.87,,M==--65.551,NN=--321..08搖擺柱,考慮非非理想鉸接接,設(shè)計內(nèi)力力增大系數(shù)數(shù)：1.0000考慮屈曲后強(qiáng)度度強(qiáng)度計算算應(yīng)力比=0.1770抗剪強(qiáng)度計算控控制組合號號:233,V==--74.115抗剪強(qiáng)度計算應(yīng)應(yīng)力比=0.1558平面內(nèi)穩(wěn)定計算算最大應(yīng)力力(N//mm*mmm)==41..09平面內(nèi)穩(wěn)定計算算最大應(yīng)力力比=0.1991平面外穩(wěn)定計算算最大應(yīng)力力(N//mm*mmm)==130..71平面外穩(wěn)定計算算最大應(yīng)力力比=0.6008門規(guī)CECS1022:20002腹板容許許高厚比[H00/TW]]=668.400(注：腹板板高度變化化=688.4mmm/m>>60mm/mm,按不考慮慮受剪板幅幅屈曲后強(qiáng)強(qiáng)度控制)翼緣容許寬厚比比[B//T]==15..00考慮屈曲后強(qiáng)度度強(qiáng)度計算算應(yīng)力比==0.1170<<1.00抗剪強(qiáng)度計算應(yīng)應(yīng)力比=00.1588<11.0平面內(nèi)穩(wěn)定計算算最大應(yīng)力力<ff=2215.000平面外穩(wěn)定計算算最大應(yīng)力力<ff=2215.000腹板高厚比HH0/TWW=777.600>[[H0/TTW]=68..40*******翼緣寬厚比比B/TT=12..08<<[B//T]=155.00壓桿,平面內(nèi)長細(xì)比λ=69..<[[λ]=5000壓桿,平面外長細(xì)比λ=167..<[[λ]=5000構(gòu)件重量(KKg)=11374..00鋼柱柱3截面類類型=277;布置角度=00;計算長度度：Lx=10..52,Ly=9..70;長細(xì)比：λx=661.4,,λy=1334.5構(gòu)件長長度=9.700;計算長度度系數(shù):Uxx=1.088Uy=1..00變截面面H形截面H:B1==3300,B2=3000,HH1=4400,H2=12000T11=10T2=14T3=14軸壓截截面分類:X軸:b類,Y軸:c類驗算規(guī)規(guī)范:門規(guī)CECSS102::20022柱下端柱上端組合號MNVVMNV10.00040..65322.911776.999--22.997-3..5820.00028..67299.331442.244--13.9940..0030.00019..15-299.26-555.911-1.447-17..7340.0007..17-322.84-990.6667.556-14..1550.000153..72599.525777.344-1136.005-59..5260.000141..74555.945442.599-1127.001-55..9470.000138..16500.804992.744-1118.227-50..8080.00064..69133.181227.899--47.002-13..1890.00052..7199.60993.155--37.998-9..60100.00075..84188.361778.133--55.995-18..36110.000154..32599.415776.288-1136.664-59..41120.000142..33555.835441.533-1127.661-55..83130.000138..57500.724992.000-1