门式刚架计算书

门式刚架计算书

目录

1.设计依据..............................................................................3

2.计算软件信息.........................................................................3

3.结构计算简图.........................................................................3

4.结构计算信息.........................................................................3

5.结构基本信息.........................................................................5

6.构件设计结果.........................................................................7

7.荷载与计算结果简图..................................................................62

1.结构简图........................................................................62

2.荷载简图........................................................................64

3.应力比图........................................................................70

4.内力图..........................................................................73

5.位移图.........................................................................100

6.挠度图.........................................................................109

7.计算长度系数图.................................................................113

1.设计依据

《建筑结构荷载规范》(GB50009-2012);

《建筑抗震设计规范》(GB50011-2010);

《钢结构设计标准》(GB50017-2017);

《门式刚架轻型房屋钢结构技术规范》(GB51022-2015);

《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)

《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2021VI.2.0版。

计算日期为2023年3月30日14时17分0秒。

3.结构计算简图

EM沏XW3O9

图1-1结构简图

4.结构计算信息

结构类型：门式刚架轻型房屋钢结构

设计规范：按《门式刚架轻型房屋钢结构技术规范》(GB51022-2015)计算

结构重要性系数：1.00

节点总数：12

柱数：5

梁数：6

支座约束数：3

标准截面总数：8

荷载分项系数：

恒载：1.30

活载：1.50

风载：1.50

地震：1.30

吊车：1.50

重力荷载分项系数：1.20

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：1.00

风荷载计算信息：计算风荷载

钢材：Q345

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：L20

梁刚度增大系数：LOO

钢结构净截面面积与毛截面面积比：0.85

门式刚架梁平面内的整体稳定性：不验算

程序自动确定允许的长细比

钢梁（恒+活）容许挠跨比：1/180

柱顶容许水平位移/柱高：1/60

地震影响系数取值依据：10抗规（2016修订版）

特征周期（s）:0.35

水平地震影响系数最大值amax:0.0417

地震作用计算：计算水平地震作用

计算振型数：3

地震烈度：6.00

场地土类别：II类

附加重量节点数：0

设计地震分组：第一组

周期折减系数：0.80

地震力计算方法：振型分解法

结构阻尼比：0.050

按GB50011-2010地震效应增大系数：1.050

防火设计计算信息：考虑防火设计

建筑耐火等级：二级

5.结构基本信息

节点坐标

节点号XY节点号XY

10.008.50233.408.50

35.579.00427.839.00

511.139.50622.279.50

70.0010.00816.7010.00

933.4010.00100.000.00

1116.700.001233.400.00

柱关联号

柱号节点I节点H柱号节点I节点II

11012118

3122417

529

梁关联号

梁号节点I节点n梁号节点I节点II

113235

342458

564686

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

10.00020.00030.000

40.00050.00060.000

70.00080.00090.000

100.000110.000120.000

标准截面信息

截面号截面信息

H形变截面：

1

(H「H2)*Bl*B2*Tw*Tl*T2=(300^500)*300*300*8*12*12

焊接组合H形截面：

2

H*B1*B2*T\v*T1*T2=500*300*300*8*12*12

截面号截面信息

焊接组合H形截面：

3

H*B1*B2*Tw*T1*T2=250*150*150*6*10*10

H形变截面：

4

(HPH2)*B1*B2*Tw*T1*T2=(500^300)*200*200*6*10*10

焊接组合H形截面：

5

H*B1*B2*Tw*T1*T2=300*200*200*6*10*10

H形变截面：

6

(HPH2)*B1*B2*TW*T1*T2=(300〜550)*200*200*6*10*10

II形变截面：

7

(H1、H2)*B1*B2*TW*T1*T2=(300^500)*200*200*6*10*10

H形变截面：

8

(HrH2)*Bl*B2*Tw*Tl*T2=(550〜300)*200*200*6*10*10

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

11I端较接0

22I端较接0

311端较接0

43两端刚接0

53两端刚接0

梁布置截面号，约束信息

梁号标准截面号约束信息

14两端刚接

25两端刚接

37两端刚接

46两端刚接

55两端刚接

68两端刚接

截面特性

截面

Xc(mm)Yc(mm)lx(cm4)ly(cm4)A(cm2)

号

1150.0200.030650.45401.6102.1

2150.0250.050064.65402.0110.1

375.0125.04930.9562.943.8

4100.0200.017956.91334.062.8

截面

Xc(mm)Yc(mm)lx(cm4)ly(cm4)A(cm2)

号

5100.0150.09510.91333.856.8

6100.0212.520547.31334.164.3

7100.0200.017956.91334.062.8

8100.0212.520547.31334.164.3

截面

ix(cm)iy(cm)Wlx(cm3)W2x(cm3)Wly(cm3)W2y(cm3)

号

117.37.31532.51532.5360.1360.1

221.37.02002.62002.6360.1360.1

310.63.6394.5394.575.175.1

416.94.6897.8897.8133.4133.4

512.94.8634.1634.1133.4133.4

617.94.6966.9966.9133.4133.4

716.94.6897.8897.8133.4133.4

817.94.6966.9966.9133.4133.4

防火材料信息

热传导系数密度比热

序号名称类型

(W/(m*D)(kg/nT3)(J/(kg*℃)

1防火涂料10.080680.001000.00非膨胀

6.构件设计结果

1,钢柱1设计结果

截面类型=27;布置角度=0;计算长度：Lx=37.05,Ly=8.50;长细比:Xx=173.7,X

y=121.3

构件长度二8.50;计算长度系数：Ux=4.36Uy=1.00

抗震等级：四级

变截面II形截面II:Bl=300,B2=300,111=300,112=500Tl=8T2=12T3=12

轴压截面分类:X轴:b类，Y轴:c类

构件钢号：Q345

宽厚比等级:S4

验算规范：门规GB51022-2015

构件耐火等级：二级

是否耐火钢：否；采用防火材料：防火涂料1(1)；形状系数：195.384613(1/ni)

\I端II端

组合MNVMNV

10.0039.14-7.45-63.29-28.527.45

20.0091.33-24.50-208.26-80.7024.50

30.0091.33-24.50-208.26-80.7024.50

40.0039.14-7.45-63.29-28.527.45

50.0029.51-5.37-45.67-21.345.37

60.0081.70-22.43-190.64-73.5222.43

70.0081.70-22.43-190.64-73.5222.43

80.0029.51-5.37-45.67-21.345.37

90.004.1611.5363.636.47-3.45

100.0030.33-19.42-91.70-19.712.16

110.0017.4114.0428.84-6.797.26

120.0043.59-16.90-126.49-32.9612.86

130.00-5.4713.6081.2513.64-5.52

140.0020.70-17.34-74.08-12.530.09

150.007.7816.1146.460.395.18

160.0033.96-14.83-108.87-25.7810.79

170.0016.604.8620.70-5.98-0.01

180.0032.31-13.71-72.50-21.683.35

190.0024.556.37-0.17-13.936.41

200.0040.26-12.20-93.37-29.639.77

210.0068.78-12.20-124.27-58.1617.04

220.0084.49-30.76-217.46-73.8620.41

230.0076.74-10.69-145.14-66.1123.46

240.0092.44-29.25-238.34-81.8226.83

250.0068.78-12.20-124.27-58.1617.04

260.0084.49-30.76-217.46-73.8620.41

270.0076.74-10.69-145.14-66.1123.46

280.0092.44-29.25-238.34-81.8226.83

290.0016.604.8620.70-5.98-0.01

300.0032.31-13.71-72.50-21.683.35

310.0024.556.37-0.17-13.936.41

320.0040.26-12.20-93.37-29.639.77

330.006.976.9338.321.20-2.09

340.0022.68-11.63-54.88-14.501.28

350.0014.928.4417.45-6.754.34

360.0030.63-10.12-75.75-22.467.70

370.0059.15-10.12-106.65-50.9814.97

380.0074.86-28.69-199.85-66.6918.33

390.0067.11-8.61-127.52-58.9321.39

400.0082.81-27.18-220.72-74.6424.76

410.0059.15-10.12-106.65-50.9814.97

420.0074.86-28.69-199.85-66.6918.33

430.0067.11-8.61-127.52-58.9321.39

440.0082.81-27.18-220.72-74.6424.76

450.006.976.9338.321.20-2.09

460.0022.68-11.63-54.88-14.501.28

470.0014.928.4417.45-6.754.34

480.0030.63-10.12-75.75-22.467.70

490.002.3512.6072.788.28-4.52

500.0028.52-18.34-82.55-17.901.08

510.0015.6015.1237.98-4.986.18

520.0041.78-15.83-117.35-31.1511.79

530.0038.880.66-28.70-28.257.42

540.0065.05-30.28-184.03-54.4313.02

550.0052.133.18-63.50-41.5018.12

560.0078.30-27.76-218.83-67.6823.72

570.0038.880.66-28.70-28.257.42

580.0065.05-30.28-184.03-54.4313.02

590.0052.133.18-63.50-41.5018.12

600.0078.30-27.76-218.83-67.6823.72

610.002.3512.6072.788.28-4.52

620.0028.52-18.34-82.55-17.901.08

630.uo15.60lb.1237.98-4.986.18

640.0041.78-15.83-117.35-31.1511.79

650.00-7.2814.6790.4015.45-6.60

660.0018.90-16.27-64.93-10.72-0.99

670.005.9717.1955.602.204.11

680.0032.15-13.75-99.73-23.979.71

690.0029.252.74-11.08-21.075.34

700.0055.42-28.21-166.41-47.2510.95

710.0042.505.25-45.88-34.3316.05

720.0068.68-25.69-201.21-60.5021.65

730.0029.252.74-11.08-21.075.34

740.0055.42-28.21-166.41-47.2510.95

750.0042.505.25-45.88-34.3316.05

760.0068.68-25.69-201.21-60.5021.65

770.00-7.2814.6790.4015.45-6.60

780.0018.90-16.27-64.93-10.72-0.99

790.005.9717.1955.602.204.11

800.0032.15-13.75-99.73-23.979.71

810.0036.45-6.63-56.32-26.646.63

820.0038.52-8.73-74.18-28.718.73

830.0057.32-13.45-114.31-47.5113.45

840.0059.39-15.55-132.16-49.5815.55

850.0057.32-13.45-114.31-47.5113.45

860.0059.39-15.55-132.16-49.5815.55

870.0036.45-6.63-56.32-26.646.63

880.0038.52-8.73-74.18-28.718.73

890.0030.20-5.35-45.45-22.035.35

900.0032.27-7.45-63.30-24.107.45

910.0047.60-11.03-93.77-39.4211.03

920.0049.67-13.13-111.62-41.4913.13

930.0047.60-11.03-93.77-39.4211.03

940.0049.67-13.13-111.62-41.4913.13

950.0030.20-5.35-45.45-22.035.35

960.0032.27-7.45-63.30-24.107.45

强度计算控制组合号：24,M=0.00,N=92.44,M=-238.34,N=-81.82

强度计算应力比=0.471

抗剪强度计算控制组合号：22,V=-30.76

抗剪强度计算应力比=0.080

平面内稳定计算最大应力对应组合号:24,M=0.00,N=92.44,M=-238.34,481.82

平面内稳定计算最大应力(N/mm*min)=177.61

平面内稳定计算最大应力比=0.582

临界弯矩Mcr(kN*m)=706.81

平面外稳定计算最大应力比=0.605

门规GB51022-2015腹板容许高厚比[H0/TW]=250.00

翼缘容许宽厚比[B/T]=12.38

强度计算应力比=0.471<1.0

抗剪强度计算应力比=0.080<1.0

平面内稳定计算最大应力<f=305.00

平面外稳定计算最大应力比<1.0

腹板高厚比HO/TWM7.00<[H0/TW]=250.00

翼缘宽厚比B/T=12.17<[B/T]=12.38

压杆,平面内长细比入=174.W[X]=180

压杆,平面外长细比入=121.W[X]=180

钢构件防火设计结果:

偶然组合

\柱下端柱上端

组合MNVMNV

10.0031.24-6.40-54.38-23.066.40

20.0048.63-12.08-102.70-40.4612.08

30.0048.63-12.08-102.70-40.4612.08

40.0031.24-6.40-54.38-23.066.40

50.0028.03-5.71-48.50-20.675.71

60.0045.42-11.39-96.83-38.0611.39

70.0045.42-11.39-96.83-38.0611.39

80.0028.03-5.71-48.50-20.675.71

90.0022.08-1.44-21.40-13.913.59

100.0029.06-9.69-62.82-20.895.09

110.0025.61-0.77-30.68-17.446.45

120.0032.59-9.02-72.10-24.427.94

130.0018.87-0.75-15.53-11.512.90

140.0025.85-9.00-56.95-18.494.40

150.0022.40-0.08-24.81-15.055.76

160.0029.38-8.33-66.23-22.037.25

防火设计控制的偶然组合号：2,M=0.00,N=48.63,M=-102.70,N=-40.46

强度计算荷载比=0.20

平面内稳定计算荷载比二0.25

平面外稳定计算荷载比=0.22

无防护下钢构件最大升温(Ts):1081.58C，按临界温度法求得临界温度(Td):

643.00℃

钢构件需要进行防火保护

计算所需等效热阻(Ri)=0.3555(nT2*℃/w),计算所需保护层厚度(di)=28.44(mm)

构件重量(Kg)=681.13

2.钢柱2设计结果

截面类型=16;布置角度=0;计算长度：Lx=29.80,Ly=10.00;长细比：Xx=139.7,

Xy=142.7

构件长度=10.00；计算长度系数：Ux=2.98Uy=l.00

抗震等级：四级

截面参数：Bl=300,B2=300,H=500,Tw=8,Tl=12,T2=12

轴压截面分类:X轴:b类,Y轴:c类

构件钢号:Q345

宽厚比等级:S4

验算规范：门规GB51O22-2O15

构件耐火等级：二级

是否耐火钢：否；采用防火材料：防火涂料1(1)；形状系数：198.401169(1小)

\I端II端

组合MNVMNV

10.00136.2814.99149.88-122.80-14.99

20.00136.28-14.99-149.88-122.8014.99

30.00189.86-0.00-0.00-176.380.00

40.0082.69-0.00-0.00-69.210.00

50.00117.1914.99149.88-106.82-14.99

60.00117.19-14.99-149.88-106.8314.99

70.00170.78-0.00-0.00-160.410.00

80.0063.61-0.00-0.00-53.240.00

90.0029.219.1791.70-15.73-9.17

100.0029.21-9.17-91.70-15.739.17

110.0054.649.1791.70-41.16-9.17

120.0054.64-9.17-91.70-41.169.17

130.0010.129.1791.700.24-9.17

140.0010.12-9.17-91.700.249.17

150.0035.569.1791.70-25.19-9.17

160.0035.56-9.17-91.70-25.199.17

170.00104.1920.49204.90-90.71-20.49

180.00104.199.4994.87-90.71-9.49

190.00119.4520.49204.90-105.97-20.49

200.00119.459.4994.87-105.97-9.49

210.00104.19-9.49-94.87-90.719.49

220.00104.19-20.49-204.90-90.7120.49

230.00119.45-9.49-94.87-105.979.49

240.00119.45-20.49-204.90-105.9720.49

250.00157.785.5055.02-144.30-5.50

260.00157.78-5.50-55.02-144.305.50

270.00173.045.5055.02-159.56-5.50

280.00173.04-5.50-55.02-159.565.50

290.0050.605.5055.02-37.12-5.50

300.0050.60-5.50-55.02-37.125.50

310.0065.865.5055.02-52.38-5.50

320.0065.86-5.50-55.02-52.385.50

330.0085.1120.49204.90-74.74-20.49

340.0085.119.4994.87-74.74-9.49

350.00100.3720.49204.90-90.00-20.49

360.00100.379.4994.87-90.00-9.49

370.0085.11-9.49-94.87-74.749.49

380.0085.11-20.49-204.90-74.7420.49

390.00100.37-9.49-94.87-90.009.49

400.uo100.37-20.49-204.90-90.0020.49

410.00138.695.5055.02-128.32-5.50

420.00138.69-5.50-55.02-128.325.50

430.00153.965.5055.02-143.59-5.50

440.00153.96-5.50-55.02-143.595.50

450.0031.525.5055.02-21.15-5.50

460.0031.52-5.50-55.02-21.155.50

470.0046.785.5055.02-36.41-5.50

480.0046.78-5.50-55.02-36.415.50

490.0066.7219.66196.61-53.24-19.66

500.0066.721.3213.22-53.24-1.32

510.0092.1619.66196.61-78.68-19.66

520.0092.161.3213.22-78.68-1.32

530.0066.72-1.32-13.22-53.241.32

540.0066.72-19.66-196.61-53.2419.66

550.0092.16-1.32-13.22-78.681.32

560.0092.16-19.66-196.61-78.6819.66

570.00104.239.1791.70-90.75-9.17

580.00104.23-9.17-91.70-90.759.17

590.00129.679.1791.70-116.19-9.17

600.00129.67-9.17-91.70-116.199.17

610.0029.219.1791.70-15.73-9.17

620.0029.21-9.17-91.70-15.739.17

630.0054.649.1791.70-41.16-9.17

640.0054.64-9.17-91.70-41.169.17

650.0047.6419.66196.61-37.27-19.66

660.0047.641.3213.22-37.27-1.32

670.0073.0719.66196.61-62.70-19.66

680.0073.071.3213.22-62.70-1.32

690.0047.64-1.32-13.22-37.271.32

700.0047.64-19.66-196.61-37.2719.66

710.0073.07-1.32-13.22-62.701.32

720.0073.07-19.66-196.61-62.7019.66

730.0085.159.1791.70-74.78-9.17

740.0085.15-9.17-91.70-74.789.17

750.00110.599.1791.70-100.22-9.17

760.00110.59-9.17-91.70-100.229.17

770.uo10.129.1791.700.24T.17

780.0010.12-9.17-91.700.249.17

790.0035.569.1791.70-25.19-9.17

800.0035.56-9.17-91.70-25.199.17

810.0097.767.6776.74-85.32-7.67

820.0097.764.3243.17-85.32-4.32

830.0097.76-4.32-43.17-85.324.32

840.0097.76-7.67-76.74-85.327.67

850.00119.201.6816.79-106.75-1.68

860.00119.20-1.68-16.79-106.751.68

870.0076.331.6816.79-63.88-1.68

880.0076.33-1.68-16.79-63.881.68

890.0081.476.6766.75-71.10-6.67

900.0081.473.3233.17-71.10-3.32

910.0081.47-3.32-33.17-71.103.32

920.0081.47-6.67-66.75-71.106.67

930.0099.331.6816.79-88.96-1.68

940.0099.33-1.68-16.79-88.961.68

950.0063.611.6816.79-53.24-1.68

960.0063.61-1.68-16.79-53.241.68

强度计算控制组合号：24,M=0.00,N=119.45,M=-204.90,N=-105.97

强度计算应力比=0.408

抗剪强度计算控制组合号：22,V=-20.49

抗剪强度计算应力比=0.032

平面内稳定计算最大应力对应组合号：24,M=0.00,N=119.45,M=-204.90,N二-

105.97

平面内稳定计算最大应力(N/mm*mm)=151.19

平面内稳定计算最大应力比=0.496

临界弯矩Mcr(kN*m)=613.07

平面外稳定计算最大应力比=0.624

门规GB51022-2015腹板容许高厚比[H0/TW]=250.00

翼缘容许宽厚比[B/T]=12.38

强度计算应力比=0.408<1.0

抗剪强度计算应力比=0.032<1.0

平面内稳定计算最大应力<4305.00

平面外稳定计算最大应力比<1.0

腹板高厚比H0/TW=59.50<[H0/TW]=250.00

翼缘宽厚比B/T=12.17<[B/T]=12.38

压杆,平面内长细比入=140.W[X]=180

压杆,平面外长细比入=M3.W［入］=180

钢构件防火设计结果:

偶然组合

\柱下端柱上端

组合MNVMNV

10.0081.475.0049.96-71.10-5.00

20.0081.47-5.00-49.96-71.105.00

30.0099.33-0.00-0.00-88.960.00

40.0063.61-0.00-0.00-53.240.00

50.0075.115.0049.96-65.78-5.00

60.0075.11-5.00-49.96-65.785.00

70.0092.97-0.00-0.00-83.640.00

80.0057.25-0.00-0.00-47.910.00

90.0049.342.4524.45-38.97-2.45

100.0049.34-2.45-24.45-38.972.45

110.0056.132.4524.45-45.76-2.45

120.0056.13-2.45-24.45-45.762.45

130.0042.982.4524.45-33.65-2.45

140.0042.98-2.45-24.45-33.652.45

150.004