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1、45#楼钢屋架计算书柱偶然组合(1)1.0 恒+0.5 活 1(2)1.0 恒+0.5 活 2(3)1.0 恒+0.5 活 3(4)1.0 恒+0.5 活 4(5)0.9 恒+0.5 活 1(6)0.9 恒+0.5 活 2(7)0.9 恒+0.5 活 3(8)0.9 恒+0.5 活 4(9)1.0 恒+0.4 左风 1(10)1.0 恒+0.4 右风 1(11)0.9 恒+0.4 左风 1(12)0.9 恒+0.4 右风 1(4)梁偶然组合值梁偶然组合(1)1.0 恒+0.5 活 1(2)1.0 恒+0.5 活 2(3)1.0 恒+0.5 活 3(4)1.0 恒+0.5 活 4(5)0.9 恒
2、+0.5 活 1(6)0.9 恒+0.5 活 2(7)0.9 恒+0.5 活 3(8)0.9 恒+0.5 活 4(9)1.0 恒+0.4 左风 1(10)1.0 恒+0.4 右风 1(11)0.9 恒+0.4 左风 1(12)0.9 恒+0.4 右风 1七.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)37.26747.267152.489水平地震标准值作用底层剪力：1.995底层最小地震剪力(抗震规范条):0.536各质点地震力调整系数：L000地震力调整后剪重比：0.030周期(已乘折减系数)振型号周期(s)10.41420.06830.0622 .右地震地震
3、力计算质量集中信息质量集中节点号质量重量(KN)37.26747.267252.489水平地震标准值作用底层剪力：1.995底层最小地震剪力(抗震规范525条):0.536各质点地震力调整系数：L000地震力调整后剪重比：0.030周期(已乘折减系数)振型号周期(s)10.41420.06830.062八.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135.8-9.3-35.1-21.49.31.7235.89.335.1-21.4-9.3-1.7321.4-9.3-1.7-21.29.3-2.
4、0421.49.31.7-21.2-9.32.0左风11-1.25.512.81.2-1.4-0.32-2.62.95.92.6-0.3-0.13-1.21.40.31.2-1.40.34-2.60.30.12.6-0.30.1右风11-2.6-2.9-5.92.60.30.12-1.2-5.6-12.81.21.40.33- 2.6-0.3-0.12.603-0.1梁内力工况单元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)4-1.2-1.4-0.31.21.4-0.3左地震1-0.11.14.00.1-1.1-0.220.11.04.0-
5、0.1-1.0-0.23-0.11.00.20.1-1.00.240.11.00.2-0.1-1.00.2右地震10.1-1.0-4.0-0.11.00.22-0.1-1.1-4.00.11.10.230.1-1.0-0.2-0.11.0-0.24-0.1-1.0-0.20.11.0-0.2工况号单元 号T XMJI ”而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1-0.00.0-0.01.73.1-1.4216.711.13.4-8.14.511.83-1.73.11.40.00.0-0.048.14.5-11.8-16.711.1-
6、3.4左风110.0-0.00.0-0.0-0.10.02-1.8-0.3-0.31.8-0.0-0.330.0-0.7-0.3-0.0-0.00.04-1.0-1.50.31.0-1.80.2右风11-0.00.0-0.00.0-0.70.32-1.0-1.8-0.21.0-1.5-0.33-0.0-0.1-0.00.0-0.00.04-1.8-0.00.31.8-0.30.3左地震10.4-0.20.0-0.40.2-0.22-0.2-0.0-0.00.20.0-0.03-0.4-0.2-0.20.40.20.040.2-0.00.0-0.20.0-0.0右地震1-0.40.2-0.00.
7、4-0.20.220.20.00.0-0.2-0.0-0.030.40.20.2-0.4-0.2-0.04-0.20.00.00.2-0.00.0九.节点位移恒荷载工况下节点位移（mm）节点号X向位移Y向位移1-14.92-6.46214.92-6.463-2.620.0242.620.025-11.340.03611.340.037-0.0020.84活荷载工况下节点位移（mm）节点号X向位移Y向位移1-6.890.3126.890.313-1.210.0141.210.015-5.240.0165.240.017-0.0010.09节点侧向（水平向）位移（mm）工况节点5 x节点5 x左风
8、112.4920.5330.8040.3452.3460.8871.6180.0090.00右风11-0.542-2.493-0.344-0.805-0.886-2.347-1.6180.0090.00左地震11.4421.4330.3040.3051.4261.4271.4280.0090.00工况节点5 x节点5 x右地震1-1.432-1.443-0.304-0.305-1.426-1.427-1.4280.0090.00十.构件设计结果汇总钢柱验算结果柱号应力比更应 力比平面内 稳定平面外 稳定腹板高 厚比翼缘宽 厚比平面内 长细比平面外 长细比质量 (kg)状态30.060.060.
9、0622.743.424.9118.8711.2通过40.060.060.0622.743.424.9118.8711.2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10.000.0016.45通过0.002-0.000.65110.73通过0.7730.000.0016.45通过0.004-0.000.65110.73通过0.77卜一.构件设计结果混凝土柱1截面类型=1；布置角度=0；计算长度：Lx=5.00, Ly=3.60构件长度=3.60;计算长度系数:Ux=1.39 Uy=1.00抗震等级：四级截面参数:B=40
10、0, H=400设计规范：碎规范GB 50010-2010构件耐火等级：二级；构件设计最小耐火时间:0.00小时是否耐火钢：否；采用防火材料：防火涂料1(1)；形状系数:O.OOOOOO(l/m)I端II端组合MNVMNV1-44.4248.98-11.733.53-40.1218.832-71.3158.84-18.832.20-30.2611.733-70.6861.43-18.663.50-42.7118.664-45.0546.39-11.892.23-27.6711.895-33.8738.25-8.943.01-33.7116.046-60.7748.11-16.041.68-23
11、.858.947-60.1350.69-15.882.98-36.2915.888-34.5035.66-9.111.71-21.269.119-26.5144.73-3.741.85-26.019.9510-54.4942.62-16.422.37-23.9012.5311-15.9733.99-0.961.33-19.597.1712-43.9531.88-13.641.85-17.489.7513-32.9147.91-6.743.29-39.0517.5614-49.7046.64-14.343.60-37.7819.1115-59.8157.77-13.841.96-29.1910.
12、4616-76.5956.50-21.442.27-27.9212.0117-59.1760.36-13.673.26-41.6417.4018-75.9659.09-21.283.57-40.3718.9419-33.5445.32-6.901.99-26.6010.6320-50.3344.05-14.512.30-25.3312.1821-22.3737.17-3.952.76-32.6314.7822-39.1635.91-11.563.07-31.3716.3323-49.2647.03-11.051.43-22.777.6824-66.0545.77-18.661.74-21.51
13、9.2325-48.6349.62-10.892.73-35.2214.6126-65.4248.36-18.493.04-33.9616.1627-23.0034.59-4.121.46-20.197.8528-39.7933.32-11.731.77-18.929.3929-25.6246.45-3.512.74-34.6414.6930-53.6044.34-16.193.26-32.5317.2731-44.4553.36-8.481.81-27.739.7232-72.4351.25-21.162.33-25.6212.30柱下端最大配筋对应组合号：16, M76.59, N=56.
14、5。33-44.0155.17-8.362.72-36.4514.5734-71.9853.06-21.043.24-34.3417.1535-26.0744.64-3.631.83-25.929.8436-54.0442.53-16.302.35-23.8112.4237-15.0835.72-0.732.22-28.2211.9138-43.0633.61-13.402.74-26.1114.4939-33.9142.62-5.701.29-21.326.9440-61.8840.51-18.371.81-19.219.5241-33.4744.43-5.582.20-30.0311.79
15、42-61.4442.32-18.262.72-27.9214.3743-15.5233.91-0.841.31-19.517.0544-43.5031.80-13.521.83-17.409.6345-36.0143.76-9.512.32-30.4212.3546-47.2144.09-12.472.88-30.7515.3147-46.7747.70-12.351.79-26.489.5148-57.9748.03-15.312.34-26.8112.4749-46.5148.74-12.282.31-31.4612.2850-57.7249.07-15.242.86-31.7915.2
16、451-36.2642.72-9.571.80-25.449.5752-47.4643.05-12.532.36-25.7712.5353-29.0736.44-7.671.88-25.3310.0454-40.2736.77-10.632.44-25.6513.0055-38.0339.73-10.041.44-22.047.6756-49.2340.05-13.002.00-22.3710.6357-37.8240.59-9.981.87-26.199.9858-49.0240.92-12.942.43-26.5212.9459-29.2835.58-7.731.45-21.187.736
17、0-40.4835.90-10.692.01-21.5010.69柱下端单侧计算配筋As=607.柱上端最大配筋对应组合号：1, M=3.53, N-40.12柱上端单侧计算配筋As=O.柱单侧构造配筋As=440.柱抗剪最大配箍对应组合号：1, V=18.83, NM0.12 柱抗剪计算配箍（按100mm间距输出）：Asv=0.柱抗剪构造配箍：Asvmin=68.抗震最大轴压比对应组合号：50, N=31.79轴压比=0.017混凝土柱2截面类型=1；布置角度=0；计算长度：Lx=5.00, Ly=3.60构件长度=3.60;计算长度系数:Ux=1.39 Uy=1.00抗震等级：四级截面参数
18、：B=400, H=400设计规范：税规范GB 50010-2010构件耐火等级：二级；构件设计最小耐火时间:().()()小时是否耐火钢：否；采用防火材料：防火涂料1(1)；形状系数:0.000000(l/m)I端II端组合MNVMNV171.3158.8418.83-2.20-30.26-11.73244.4248.9811.73-3.53-40.12-18.83370.6861.4318.66-3.50-42.71-18.66445.0546.3911.89-2.23-27.67-11.89560.7748.1116.04-1.68-23.85-8.94633.8738.258.94-3
19、.01-33.71-16.04760.1350.7015.88-2.98-36.30-15.88834.5035.669.11-1.71-21.26-9.11954.4742.6216.42-2.37-23.90-12.531026.4944.743.73-1.85-26.02-9.951143.9331.8813.63-1.85-17.48-9.751215.9534.000.95-1.33-19.60-7.171376.5856.5021.44-2.27-27.92-12.011459.7957.7713.83-1.96-29.19-10.461549.6946.6414.34-3.59-
20、37.78-19.111632.9047.916.73-3.29-39.05-17.561775.9559.0921.27-3.57-40.37-18.941859.1660.3613.66-3.26-41.64-17.391950.3244.0514.51-2.29-25.33-12.172033.5345.336.90-1.99-26.61-10.632166.0445.7718.66-1.74-21.51-9.222249.2547.0411.05-1.43-22.78-7.682339.1535.9111.56-3.07-31.37-16.322422.3637.183.95-2.76
21、-32.64-14.782565.4148.3518.49-3.04-33.95-16.162648.6249.6310.88-2.73-35.23-14.612739.7833.3211.72-1.77-18.92-9.392822.9934.594.11-1.46-20.19-7.852972.4151.2421.15-2.33-25.62-12.293044.4353.368.47-1.81-27.74-9.723153.5844.3416.18-3.26-32.52-17.263225.6046.463.50-2.74-34.64-14.693371.9753.0521.04-3.24
22、-34.33-17.153443.9855.188.35-2.72-36.46-14.573554.0342.5316.30-2.35-23.81-12.413626.0444.653.62-1.83-25.93-9.843761.8740.5118.37-1.80-19.21-9.513833.8842.635.69-1.29-21.33-6.943943.0433.6113.40-2.73-26.11-14.484015.0635.730.71-2.22-28.23-11.914161.4242.3218.25-2.71-27.92-14.364233.4444.445.57-2.20-3
23、0.04-11.794343.4831.7913.52-1.82-17.39-9.634415.5033.920.83-1.31-19.52-7.054557.9748.0315.31-2.34-26.81-12.474646.7747.7012.35-1.79-26.48-9.514747.2144.0912.47-2.88-30.75-15.314836.0143.769.51-2.32-30.42-12.354957.7249.0715.24-2.86-31.79-15.245046.5148.7412.28-2.31-31.46-12.285147.4643.0512.53-2.36-
24、25.77-12.535236.2642.729.57-1.80-25.44-9.575349.2340.0513.00-2.00-22.37-10.635438.0339.7310.04-1.44-22.04-7.675540.2736.7710.63-2.44-25.65-13.005629.0736.447.67-1.88-25.33-10.045749.0240.9212.94-2.43-26.52-12.945837.8240.599.98-1.87-26.19-9.985940.4835.9010.69-2.01-21.50-10.696029.2835.587.73-1.45-2
25、1.18-7.73柱下端最大配筋对应组合号：13, M=76.58, N=56.50 柱下端单侧计算配筋As=607.柱上端最大配筋对应组合号：1, M=-2.20, N=-30.26柱上端单侧计算配筋As=0.柱单侧构造配筋As=440.柱抗剪最大配箍对应组合号：1, V=18.83, N=30.26柱抗剪计算配箍(按100mm间距输出)：Asv=0.柱抗剪构造配箍：Asvmin=68.抗震最大轴压比对应组合号：49, N=31.79轴压比二00171、1、钢柱3设计结果截面类型=31;布置角度=0;计算长度：Lx=0.40, Ly=0.40;长细比：入x=4.9,入y=18.9构件长度=0
26、.40;计算长度系数:Ux=1.00Uy=1.00抗震等级：四级截面参数:120a普通工字钢轴压截面分类:X轴:a类,Y轴:b类构件钢号：Q235宽厚比等级:S3验算规范：普钢规范GB50017-2017构件耐火等级：二级；构件设计最小耐火时间:2.50小时是否耐火钢：否；采用防火材料：防火涂料1(1)；形状系数:293.838135(l/m).设计依据3I端II端组合MNVMNV1-2.2030.26-11.73-2.49-30.0911.732-3.5340.12-18.83-4.00-39.9518.833-3.5042.71-18.66-3.96-42.5318.664-2.2327.
27、67-11.89-2.53-27.5011.89一 .计算软件信息3.结构计算简图3二 .结构计算信息3.结构基本信息5三 .荷载与效应组合 71 .各工况荷载表72 .荷载效应组合表8.地震计算信息101 .左地震 102 .右地震 11.内力计算结果111 .单工况内力 11.节点位移12十.构件设计结果汇总14十一.构件设计结果14十二.荷载与计算结果简图421 .结构简图422 .荷载简图443 .应力比图484 .内力图 505 ,位移图635-1.6823.85-8.94-1.90-23.718.946-3.0133.71-16.04-3.41-33.5716.047-2.9836
28、.29-15.88-3.37-36.1615.888-1.7121.26-9.11-1.94-21.129.119-1.8526.01-9.95-2.13-25.839.9510-2.3723.90-12.53-2.64-23.7212.5311-1.3319.59-7.17-1.54-19.467.1712-1.8517.48-9.75-2.05-17.359.7513-1.9629.19-10.46-2.23-29.0110.4614-2.2727.92-12.01-2.54-27.7512.0115-3.2939.05-17.56-3.74-38.8717.5616-3.6037.78-
29、19.11-4.05-37.6119.1117-3.2641.64-17.40-3.70-41.4617.4018-3.5740.37-18.94-4.01-40.2018.9419-1.9926.60-10.63-2.27-26.4310.6320-2.3025.33-12.18-2.58-25.1612.1821-1.4322.77-7.68-1.64-22.647.6822-1.7421.51-9.23-1.95-21.379.2323-2.7632.63-14.78-3.15-32.5014.7824-3.0731.37-16.33-3.46-31.2316.3325-2.7335.2
30、2-14.61-3.11-35.0914.6126-3.0433.96-16.16-3.42-33.8216.1627-1.4620.19-7.85-1.68-20.057.8528-1.7718.92-9.39-1.98-18.799.3929-1.8127.73-9.72-2.08-27.569.7230-2.3325.62-12.30-2.59-25.4512.303127434.64-14.69-3.13-34.4614.6932-3.2632.53-17.27-3.65-32.3517.2733-2.7236.45-14.57-3.11-36.2714.5734-3.2434.34-
31、17.15-3.62-34.1617.1535-1.8325.92-9.84-2.10-25.759.8436-2.3523.81-12.42-2.62-23.6412.4237-1.2921.32-6.94-1.49-21.196.9438-1.8119.21-9.52-2.00-19.089.5239-2.2228.22-11.91-2.54-28.0911.9140-2.7426.11-14.49-3.06-25.9814.4941-2.2030.03-11.79-2.52-29.9011.7942-2.7227.92-14.37-3.03-27.7914.3743-1.3119.51-
32、7.05-1.51-19.377.0544-1.8317.40-9.63-2.03-17.269.6345-1.7926.48-9.59-2.05-26.329.5946-2.3426.81-12.41-2.62-26.6512.4147-2.3230.42-12.44-2.66-30.2612.4448-2.8830.75-15.25-3.22-30.5915.2549-2.3131.46-12.37-2.64-31.3012.3750-2.8631.79-15.18-3.21-31.6315.1851-1.8025.44-9.66-2.07-25.289.6652-2.3625.77-12
33、.48-2.63-25.6112.4853-1.4422.04-7.76-1.66-21.917.7654-2.0022.37-10.58-2.23-22.2310.5855-1.8825.33-10.13-2.17-25.1910.1356-2.4425.65-12.94273-25.5212.9457-1.8726.19-10.07-2.15-26.0510.0758-2.4326.52-12.89-2.72-26.3812.8959-1.4521.18-7.82-1.68-21.047.8260-2.0121.50-10.63-2.24-21.3710.63强度计算最大应力对应组合号：3
34、, M=-3.50, N=42.71, M=-3.96, N=-42.53强度计算最大应力（N/mm*mm） =12.00强度计算最大应力比=0.056平面内稳定计算最大应力（N/mm*mm） =12.02平面内稳定计算最大应力比=0.056平面外稳定计算最大应力（N/mm*mm） =12.33平面外稳定计算最大应力比=0.057对应的应力梯度&。=0.00轴心受压构件宽厚比放大系数条）GB50017腹板容许高厚比H0/TW =167.00GB50011腹板容许高厚比H0/TW =52.00翼缘容许宽厚比B/T =13.00强度计算最大应力f=215.00平面内稳定计算最大应力f=215.00
35、平面外稳定计算最大应力vf=215.00腹板高厚比 H0/TW=22.74 H0/TW=52.00翼缘宽厚比 B/T =3.42B/T=13.00压杆,平面内长细比人=5. W 入=150压杆,平面外长细比人=19. W 入=150钢构件防火设计结果:偶然组合柱下端柱上端组合MNVMNV1-1.7222.20-9.17-1.95-22.079.172-2.1625.49-11.53-2.45-25.3611.533-2.1526.35-11.48-2.44-26.2211.484-1.7321.34-9.22-1.96-21.219.225-1.5520.06-8.24-1.75-19.948.246-1.9923.35-10.61-2.25-23.2310.617-1.9824.21-10.55-2.24-24.0910.558-1.5619.20-8.29-1.76-19.088.299-1.6320.90-8.72-1.85-20.778.7210-1.7720.34-9.40-1.99-20.219.4011-1.4618.77-7.79-1.66-18.657.7912-1.6018.20-8.48-1.80-18.088.48防火设计控制组合号:3, M=-2.15, N=26.35, M=-2.44, N-26.22强度计算荷载