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1、门式刚架计算书GJ-11 .设计依据32 .计算软件信息33 .结构计算简图34 .结构计算信息35 .结构基本信息56 .荷载与效应组合61 .各工况荷载表62 .荷载效应组合表77 .地震计算信息91 .左地震92 .右地震108 .内力计算结果101 .单工况内力109 .节点位移1210 .构件设计结果汇总1311 .构件设计结果1312 .荷载与计算结果简图361 .结构简图362 .荷载简图383 .应力比图424 .内力图435 .位移图646 .挠度图717 .计算长度系数图741 .设计依据建筑结构荷载规范(GB50009-2012);建筑抗震设计规范(GB50011-201
2、0);钢结构设计标准(GB50017-2017);混凝土结构设计规范(GB50010-2010);建筑结构可靠性设计统一标准(GB50068-2018)工程结构通用规范(GB55001-2021)建筑与市政工程抗震通用规范(GB55002-2021)钢结构通用规范(GB55006-2021)2 .计算软件信息本工程计算软件为PKPM钢结构设计软件2021V1.4.0版。计算日期为2023年9月19日16时14分37秒。3 .结构计算简图图1-1结构简图4 .结构计算信息结构类型:单层钢结构厂房设计规范:按钢结构设计标准计算结构重要性系数:1.00节点总数:10柱数:5梁数:4支座约束数:5标准
3、截面总数:2荷载分项系数:恒载:1.30活载:1.50风载:1.50地震:1.40吊车:1.50重力荷载分项系数:1.30活荷载计算信息:考虑活荷载不利布置考虑结构使用年限的活荷载调整系数:1.OO风荷载计算信息:计算风荷载钢材:Q235梁柱自重计算信息:柱梁自重都计算恒载作用下柱的轴向变形:考虑梁柱自重计算增大系数:1.20梁刚度增大系数:1.OO钢结构净截面面积与毛截面面积比:0.85钢柱计算长度系数计算方法:有侧移钢结构阶形柱的计算长度折减系数:0.800程序自动确定允许的长细比钢梁(恒+活)容许挠跨比:1/250钢梁(活)容许挠跨比:1/300柱顶容许水平位移/柱高:1/400柱混凝土
4、强度等级:C30梁混凝土强度等级:C30梁柱主筋级别:HRB400梁柱箍筋级别:HPB300柱混凝土保护层厚度:20梁混凝土保护层厚度:20混凝土梁支座负弯矩调幅系数:1.00地震影响系数取值依据:10抗规(2016修订版)特征周期(三):0.35水平地震影响系数最大值max:0.0800地震作用计算:计算水平地震作用计算振型数:3地震烈度:7.00场地土类别:II类附加重量节点数:O设计地震分组:第一组周期折减系数:0.90地震力计算方法:振型分解法结构阻尼比:0.045按GB50011-2010地震效应增大系数:1.050防火设计计算信息:不考虑防火设计5 .结构基本信息节点坐标节点号XY
5、节点号XY119.203.2920.003.31338.403.3149.504.26528.904.2660.000.0079.500.00819.200.00928.900.001038.400.00柱关联号柱号节点I节点II柱号节点I节点II1622743814955103梁关联号梁号节点I节点II梁号节点I节点11115224341453柱节点偏心(m)节点号柱偏心值节点号柱偏心值节点号柱偏心值10.00020.00030.00040.00050.00060.00070.00080.00090.000100.000标准截面信息截面号截面信息1变截面矩形截面:(HH2)*B=4OO*4O
6、O*(400708809157)*1392516632(mm)2焊接组合H形截面:H*B1*B2*Tw*T1*T2=250*150*150*10*12*12柱布置截面号,约束信息,截面布置角度柱号标准截面号约束信息截面布置角度11II端较接021II端较接031II端较接041II端较接051口端较接0梁布置截面号,约束信息梁号标准截面号约束信息12两端刚接22两端刚接32两端刚接42两端刚接截面特性截面号Xc(mm)Yc(mm)Ix(cm4)Iy(cm4)A(cm2)1200.0200.0213333.4213333.41600.0275.0125.06064.2676.958.6截面号ix
7、(cm)iy(cm)Wlx(cm3)W2x(cm3)Wly(cm3)W2y(cm3)111.511.510666.710666.710666.710666.7210.23.4485.1485.190.390.36 .荷载与效应组合1.各工况荷载表节点荷载工况节点号弯矩垂直力水平力一一一一一柱荷载工况柱号荷载类型荷载值荷载参数1荷载参数2左风1112.690.000.00511.680.000.00右风111-1.680.000.0051-2.690.000.00梁荷载工况连续数荷载个数荷载类型荷载值1荷载参数1荷载值2荷载参数2恒荷载1112.800.000.000.001112.800.00
8、0.000.001112.800.000.000.001112.800.000.000.00活荷载1112.100.000.000.001112.100.000.000.001112.100.000.000.001112.100.000.000.00左风1111-2.020.000.000.00111-2.020.000.000.00111-1.680.000.000.00111-1.680.000.000.00右风1111-1.680.000.000.00111-1.680.000.000.00111-2.020.000.000.00111-2.020.000.000.002.荷载效应组合表
9、(1)柱内力的组合值柱内力的组合(I)1.3恒+1.5活1(2)1.3恒+1.5活2(3)1.3恒+1.5活3(4)1.3恒+1.5活4(5)1.O恒+1.5活1(6)1.0恒+1.5活2柱内力的组合(7)1.O恒+1.5活3(8)1.O恒+1.5活4(9)1.3恒+1.5左风1(IO)1.3恒+1.5右风1(II)1.o恒+1.5左风1(12)1.0恒+1.5右风1(13)1.3恒+1.5活1+0.9左风1(14)1.3恒+1.5活1+0.9右风1(15)1.3恒+1.5活2+0.9左风1(16)1.3恒+1.5活2+0.9右风1(17)1.3恒+1.5活3+0.9左风1(18)1.3恒+1
10、.5活3+0.9右风1(19)1.3恒+1.5活4+0.9左风1(20)1.3恒+1.5活4+0.9右风1(21)1.0恒+1.5活1+0.9左风1(22)1.0恒+1.5活1+0.9右风1(23)1.0恒+1.5活2+0.9左风1(24)1.0恒+1.5活2+0.9右风1(25)1.O1fi+l.5活3+0.9左风1(26)1.0恒+1.5活3+0.9右风1(27)1.O恒+1.5活4+0.9左风1(28)1.O恒+1.5活4+0.9右风1(29)1.3恒+1.05活1+1.5左风1(30)1.3恒+1.05活1+1.5右风1(31)1.3恒+1.05活2+1.5左风1(32)1.3恒+1.
11、05活2+1.5右风1(33)1.3恒+1.05活3+1.5左风1(34)1.3恒+1.05活3+1.5右风1(35)1.3恒+1.05活4+1.5左风1(36)1.3恒+1.05活4+1.5右风1(37)1.O恒+1.05活1+1.5左风1(38)1.o恒+1.05活1+1.5右风1(39)1.O恒+1.05活2+1.5左风1(40)1.0恒+1.05活2+1.5右风1(41)1.O恒+1.05活3+1.5左风1(42)1.O恒+1.05活3+1.5右风1(43)1.O恒+1.05活4+1.5左风1(44)1.O恒+1.05活4+1.5右风1(45)1.3恒+0.65活1+1.4左地震(46
12、)1.3恒+0.65活1+1.4右地震(47)1.3恒+0.65活2+1.4左地震(48)1.3恒+0.65活2+1.4右地震(49)1.3恒+0.65活3+1.4左地震(50)1.3恒+0.65活3+1.4右地震(51)1.3恒+0.65活4+1.4左地震(52)1.3恒+0.65活4+1.4右地震(53)1.O恒+0.5活1+1.4左地震(54)1.O恒+0.5活1+1.4右地震(55)1.O恒+0.5活2+1.4左地震(56)1.O恒+0.5活2+1.4右地震(57)1.O恒+0.5活3+1.4左地震(58)1.O恒+0.5活3+1.4右地震(59)1.O恒+0.5活4+1.4左地震(6
13、0)1.O恒+0.5活4+1.4右地震(2)梁内力的组合值梁内力组合(I)1.3恒+1.5活1(2)1.3恒+1.5活2(3)1.3恒+1.5活3(4)1.3恒+1.5活4(5)1.O恒+1.5活1(6)1.0恒+1.5活2(7)1.O恒+1.5活3(8)1.O恒+1.5活4(9)1.3恒+1.5左风1(IO)1.3恒+1.5右风1(ID1.O恒+1.5左风1(12)1.0恒+1.5右风1梁内力组合(13)1.3恒+1.5活1+0.9左风1(14)1.3恒+1.5活1+0.9右风1(15)1.3恒+1.5活2+0.9左风1(16)1.3恒+1.5活2+0.9右风1(17)1.3恒+1.5活3+
14、0.9左风1(18)1.3恒+1.5活3+0.9右风1(19)1.3恒+1.5活4+0.9左风1(20)1.3恒+1.5活4+0.9右风1(21)1.O恒+1.5活1+0.9左风1(22)1.O恒+1.5活1+0.9右风1(23)1.0恒+1.5活2+0.9左风1(24)1.0恒+1.5活2+0.9右风1(25)1.0恒+1.5活3+0.9左风1(26)1.0恒+1.5活3+0.9右风1(27)1.0恒+1.5活4+0.9左风1(28)1.0恒+1.5活4+0.9右风1(29)1.3恒+1.05活1+1.5左风1(30)1.3恒+1.05活1+1.5右风1(31)1.3恒+1.05活2+1.5
15、左风1(32)1.3恒+1.05活2+1.5右风1(33)1.3恒+1.05活3+1.5左风1(34)1.3恒+1.05活3+1.5右风1(35)1.3恒+1.05活4+1.5左风1(36)1.3恒+1.05活4+1.5右风1(37)1.O恒+1.05活1+1.5左风1(38)1.0恒+1.05活1+1.5右风1(39)1.O恒+1.05活2+1.5左风1(40)1.0恒+1.05活2+1.5右风1(41)1.O恒+1.05活3+1.5左风1(42)1.0恒+1.05活3+1.5右风1(43)1.0恒+1.05活4+1.5左风1(44)1.0恒+1.05活4+1.5右风1(45)1.3恒+0.
16、65活1+1.4左地震(46)1.3恒+0.65活1+1.4右地震(47)1.3恒+0.65活2+1.4左地震(48)1.3恒+0.65活2+1.4右地震(49)1.3恒+0.65活3+1.4左地震(50)1.3恒+0.65活3+1.4右地震(51)1.3恒+0.65活4+1.4左地震(52)1.3恒+0.65活4+1.4右地震(53)1.0恒+0.5活1+1.4左地震(54)1.0恒+0.5活1+1.4右地震(55)1.0恒+0.5活2+1.4左地震(56)1.0恒+0.5活2+1.4右地震(57)1.0恒+0.5活3+1.4左地震(58)1.0恒+0.5活3+1.4右地震(59)1.0恒+
17、0.5活4+1.4左地震(60)1.0恒+0.5活4+1.4右地震7 .地震计算信息1.左地震地震力计算质量集中信息质量集中节点号质量重量(KN)2206.740水平地震标准值作用底层剪力:17.083底层最小地震剪力(抗震规范5.2.5条):3.308各质点地震力调整系数:1.ooo地震力调整后剪重比:0.083周期(已乘折减系数)振型号周期(三)10.1952.右地震地震力计算质量集中信息质量集中节点号质量重量(KN)3206.740水平地震标准值作用底层剪力:17.083底层最小地震剪力(抗震规范5.2.5条):3.308各质点地震力调整系数:1.OOo地震力调整后剪重比:0.083周期
18、(已乘折减系数)振型号周期(三)10.1958 .内力计算结果1.单工况内力柱内力工况单元I端N(kN)I端V(kN)I端M(kN.m)II端N(kN)II端V(kN)II端M(kN.m)恒荷载125.8-0.0-0.1-12.50.00.0253.9-0.0-0.0-36.80.00.0343.80.00.0-30.7-0.00.0453.90.00.0-36.8-0.00.0525.80.00.1-12.5-0.00.0左风11-7.56.87.87.52.10.02-20.40.62.420.4-0.60.03-16.81.23.916.8-1.20.04-20.00.62.420.0-
19、0.60.05-6.24.76.46.20.80.0右风11-6.2-4.7-6.46.2-0.80.0工况单元I端N(kN)I端V(kN)I端M(kN.m)II端N(kN)II端V(kN)II端M(kN.m)2-20.0-0.6-2.420.00.60.03-16.8-1.2-3.916.81.20.04-20.4-0.6-2.420.40.60.05-7.5-6.8-7.87.5-2.10.0左地震1-0.14.515.00.1-4.5-0.020.02.19.1-0.0-2.1-0.03-0.04.615.20.0-4.6-0.04-0.02.19.10.0-2.1-0.050.14.5
20、15.0-0.1-4.5-0.0右地震10.1-4.5-15.0-0.14.5-0.02-0.0-2.1-9.10.02.1-0.030.0-4.6-15.2-0.04.6-0.040.0-2.1-9.1-0.02.1-0.05-0.1-4.5-15.00.14.5-0.0梁内力工况号单兀号I端N(kN)I端V(kN)I端M(kN.m)II端N(kN)II端V(kN)II端M(kN.m)恒荷载11.615.223.11.717.3-33.021.312.50.01.919.4-33.03-1.717.333.0-1.615.2-23.14-1.919.433.0-1.312.50.0左风11-
21、0.9-9.3-12.80.9-10.418.321.3-7.7-0.0-1.3-11.518.230.5-8.7-18.2-0.5-7.612.84-1.5-9.9-18.31.5-6.10.0右风110.5-7.6-12.8-0.5-8.718.22-1.5-6.1-0.01.5-9.918.33-0.9-10.4-18.30.9-9.312.841.3-11.5-18.2-1.3-7.70.0左地震1-0.5-0.00.00.50.0-0.02-0.90.00.00.9-0.00.030.5-0.0-0.0-0.50.00.040.90.00.0-0.9-0.00.0右地震10.50.0
22、-0.0-0.5-0.00.020.9-0.0-0.0-0.90.0-0.0工况号单兀号I端N(kN)I端V(kN)I端M(kN.m)II端N(kN)II端V(kN)II端M(kN.m)3-0.50.00.00.5-0.0-0.04-0.9-0.0-0.00.90.0-0.09 .节点位移恒荷载工况下节点位移(1111n)节点号X向位移Y向位移10.000.032-0.010.0130.010.014-0.000.0450.000.04活荷载工况下节点位移(皿)节点号X向位移Y向位移1-0.000.022-0.000.0130.000.014-0.000.0250.000.02节点侧向(水平向
23、)位移(mm)工况节点节点左风110.2220.2430.2440.2250.2360.0070.0080.0090.00100.00右风11-0.222-0.243-0.244-0.235-0.2260.0070.0080.0090.00100.00左地震10.8620.8630.8640.8750.8760.00工况节点节点70.0080.0090.00100.00右地震1-0.862-0.863-0.864-0.875-0.8760.0070.0080.0090.00100.0010 .构件设计结果汇总混凝土柱验算结果柱号下端单侧计算配筋(mm2)上端单侧计算配筋(mm2)单侧构造配筋(
24、mm2)抗剪计算配箍(mm2/100mm)抗剪构造配箍(mm2/100mm)轴压比状态1000000.010通过2000000.028通过3000000.024通过4000000.028通过5000000.010通过钢梁验算结果梁号应力比剪应力比平面内(上端)稳定平面外(下端)稳定腹板高厚比翼缘宽厚比质量(kg)状态10.840.15一0.3722.605.83448.44通过0.4220.840.16-0.5622.605.83439.19通过0.6330.840.15一0.3722.605.83448.44通过0.4240.840.16一0.5622.605.83439.19通过0.631
25、1 .构件设计结果混凝土柱I截面类型=7;布置角度=0;计算长度:1.x=4.14,1.y=3.31构件长度=3.31;计算长度系数:Ux=1.25Uy=1.00抗震等级:四级截面参数:B=400,Hl=400,H2=400设计规范:混凝土结构设计规范GB50010-2010I端II端组合MNVMNV1-0.1433.93-0.040.00-16.720.042-0.2944.86-0.090.00-27.650.093-0.2146.98-0.060.00-29.760.064-0.2231.82-0.070.00-14.610.075-0.1026.20-0.030.00-12.960.0
26、36-0.2637.13-0.080.00-23.890.087-0.1739.24-0.050.00-26.000.058-0.1824.09-0.060.00-10.850.06911.5422.1910.160.00-4.983.1910-9.7924.19-7.130.00-6.97-1.211111.5814.4610.170.00-1.223.1812-9.7516.45-7.120.00-3.21-1.23136.8927.146.080.00-9.931.9214-5.9128.34-4.290.00-11.12-0.72156.7338.076.040.00-20.861.9
27、716-6.0739.27-4.340.00-22.06-0.67176.8140.186.060.00-22.971.9518-5.9841.38-4.310.00-24.17-0.69196.8025.036.060.00-7.821.9520-6.0026.23-4.310.00-9.01-0.69216.9219.416.100.00-6.171.9122-5.8720.60-4.280.00-7.36-0.73236.7630.346.050.00-17.101.9624-6.0331.54-4.320.00-18.30-0.68256.8532.456.070.00-19.211.
28、9326-5.9533.65-4.300.00-20.41-0.71276.8417.296.070.00-4.051.9428-5.9618.49-4.300.00-5.25-0.702911.5622.4810.160.00-5.273.1830-9.7724.48-7.120.00-7.27-1.223111.4530.1410.130.00-12.933.2232-9.8832.14-7.160.00-14.92-1.193311.5131.6210.150.00-14.403.2034-9.8233.61-7.140.00-16.40-1.203511.5021.0110.150.0
29、0-3.793.2036-9.8323.00-7.140.00-5.79-1.203711.5914.7510.180.00-1.513.1738-9.7316.75-7.110.00-3.51-1.233911.4822.4110.140.00-9.173.2040-9.8424.40-7.140.00-11.16-1.204111.5423.8810.160.00-10.643.1942-9.7825.88-7.130.00-12.64-1.214311.5413.2710.160.00-0.033.1944-9.7915.27-7.130.00-2.03-1.214520.8033.56
30、6.280.00-16.35-6.2846-21.1033.82-6.370.00-16.616.374720.7338.306.260.00-21.09-6.2648-21.1638.56-6.390.00-21.356.394920.7639.216.270.00-22.00-6.2750-21.1339.47-6.380.00-22.266.385120.7632.656.270.00-15.43-6.2752-21.1332.91-6.380.00-15.696.385320.8325.796.290.00-12.55-6.2954-21.0626.05-6.360.00-12.816
31、.365520.7829.436.280.00-16.19-6.2856-21.1129.69-6.380.00-16.456.385720.8130.136.290.00-16.89-6.2958-21.0930.39-6.370.00-17.156.375920.8025.086.280.00-11.84-6.2860-21.0925.34-6.370.00-12.106.3760-21.0925.34-6.370.00-12.106.37混凝土柱2截面类型二7;布置角度二0;计算长度:1.x=5.33,1.y=4.26构件长度=4.26;计算长度系数:UX=1.25Uy=1.00抗震等级
32、:四级截面参数:B=400,Hl=400,H2=400设计规范:混凝土结构设计规范GB50010-2010I端II端组合MNVMNV10.0084.330.000.00-62.17-0.002-0.0790.29-0.020.00-68.140.023-0.05107.08-0.010.00-84.930.014-0.0267.53-0.000.00-45.380.0050.0168.170.000.00-51.13-0.006-0.0774.14-0.020.00-57.100.027-0.0590.93-0.010.00-73.890.018-0.0151.38-0.000.00-34.3
33、40.0093.5139.480.820.00-17.33-0.8210-3.5940.01-0.840.00-17.860.84113.5223.330.830.00-6.29-0.8312-3.5823.85-0.840.00-6.810.84132.1366.010.500.00-43.86-0.5014-2.1466.33-0.500.00-44.170.50152.0571.980.480.00-49.82-0.4816-2.2172.29-0.520.00-50.140.52172.0788.770.490.00-66.62-0.4918-2.1989.08-0.510.00-66
34、.930.51192.1149.220.490.00-27.06-0.4920-2.1549.53-0.510.00-27.380.51212.1349.850.500.00-32.81-0.5022-2.1350.17-0.500.00-33.130.50232.0655.820.480.00-38.78-0.4824-2.2056.14-0.520.00-39.100.52252.0872.610.490.00-55.57-0.4926-2.1972.93-0.510.00-55.890.51272.1133.060.500.00-16.02-0.5028-2.1533.38-0.500.
35、00-16.340.50293.5349.500.830.00-27.35-0.8330-3.5750.03-0.840.00-27.880.84313.4853.680.820.00-31.53-0.8232-3.6254.21-0.850.00-32.060.85333.4965.430.820.00-43.28-0.8234-3.6165.96-0.850.00-43.810.85353.5237.750.830.00-15.60-0.8336-3.5838.28-0.840.00-16.120.84373.5433.350.830.00-16.31-0.8338-3.5633.87-0
36、.840.00-16.830.84393.4937.520.820.00-20.48-0.8240-3.6238.05-0.850.00-21.010.85413.5049.280.820.00-32.24-0.8242-3.6049.81-0.850.00-32.770.85433.5321.590.830.00-4.55-0.8344-3.5822.12-0.840.00-5.080.844512.7476.272.990.00-54.12-2.9946-12.7776.16-3.000.00-54.003.004712.7178.862.980.00-56.71-2.9848-12.8078.74-3.010.00