单跨钢梁计算程序

钢梁跨度L2.5m截面面积A1851钢材型号（Q235,Q345)235钢梁型号（例：HN200x100）：C14a截面惯性矩Ix5637000翼缘宽度Bf58.0mm截面抵抗矩Wx80529翼缘厚度tf9.5mm截面惯性矩Iy532000腹板厚度tw6.0mm截面抵抗矩Wy13007截面高度h140.0mm钢梁自重gy0.15kN/m自重弯矩标准值0.1均布恒荷载gy0.0kN/m弯矩标准值Mkx0.0跨中集中恒荷载Py115.0kN弯矩标准值Mkx9.4对称集中恒荷载Py2kN弯矩标准值Mkx0.0对称集中恒荷载离两端距离am均布活荷载gy0.0kN/m弯矩标准值Mkx0.0跨中集中活荷载Py10.0kN弯矩标准值Mkx0.0对称集中活荷载Py25.4kN弯矩标准值Mkx2.0对称集中活荷载离两端距离a0.4m均布恒荷载qx0.0kN/m均布恒荷载弯矩Mky0.0均布活荷载qx0.0kN/m弯矩标准值Mky0.0绕x轴弯矩设计值Mx14.20kN.m截面塑性发展系数γx1.05绕y轴弯矩设计值My0.00kN.m截面塑性发展系数γy1.20荷载作用下的应力σ167.98N/mm2钢材抗弯强度设计值f215钢材弹性模量Es206000最大剪力设计值V16.73kN钢材抗剪强度fv125钢梁毛截面惯性矩Ix5637000mm^4钢梁截面面积A1851翼缘厚度tf10mm钢梁腹板厚度tw6截面高度H140mm钢梁翼缘宽度bf5832393中和轴处最大剪应力τ16.02N/mm2注意：本程序计算结果仅供参考，不能作为设计依据。编者：2003年12月Q235强度满足要求!计算剪应力处以上截面对中和轴的面积矩S＝A/2×H/4抗剪强度满足要求！钢梁抗剪承载力验算主平面受弯承载力验算简支钢梁计算书说明：1.本程序适用于热轧H型钢、焊接H型钢、工字钢、槽钢、钢管、角钢与钢板形成的组合截面。钢梁型号见右边列表。H型钢带a、b、c者为不常用型号。2.下面的稳定计算仅适用于H型钢和工字钢梁。抗剪强度计算仅适用于H型钢、工字钢、槽钢。挠度计算仅适用于均布荷载。3.钢管按Dnnnxt格式输入。4.焊接H型钢按Hhhhxbbbxtwxtf格式输入；5.角钢按型钢表输入：角钢计算是按角钢肢尖与5mm钢板焊接，形成一个复合截面，钢板宽度按B＝30x5＝150mm考虑。角钢组合梁、槽钢梁仅考虑承受Mx。钢梁型号全部列于右侧，可以从中选择。均布荷载作用下跨中挠度计算恒荷载标准值pk0.15kN/m活荷载标准值qk0.00kN/m回转半径ix55.18跨中挠度wmax（mm）0.06L/39281回转半径iy16.95受压翼缘的自由长度：l11500.00mm比值：l1/b1=25.86受压翼缘的宽度：b158mm13.0020.0016.00受压翼缘厚度t1(tf)9.50mm截面高度h140.00参数：ξ=l1×t1/(b1×h)1.75请在你所计算的情况前面1均布荷载作用上翼缘0.62输入1，其余清空均布荷载作用下翼缘1.38下面为十种并列情况的集中荷载作用上翼缘1.05等效临界弯矩系数βb集中荷载作用下翼缘1.74输入正确！均布荷载作用上翼缘1.15均布荷载作用下翼缘1.40集中荷载作用任意位置1.75任意荷载作用在上翼缘1.20任意荷载作用在下翼缘1.40左下式中,M1,M2为梁端弯矩,|M1||M2|梁端弯矩M1100.00且M1,M2使梁同向受弯为正梁端弯矩M20.01系数βb1.75系数βb的最终计算结果：0.62长细比λy=l1/iy88.48毛截面面积A1851.00mm截面高度h140.00截面抵抗矩Wx80528.57mm^3截面抵抗矩Wy13007.33截面不对称影响系数ηb0.00钢材屈服强度fy235.001.8570.918绕x轴的弯矩Mx14.20kN.m绕x毛截面抵抗矩Wx80529钢梁整体稳定计算4.2.2.1有铺板密铺在梁的受压翼缘并能阻止其侧向移动时可不计算梁的整体稳定！1.梁跨中无侧向支撑点，不需计算整体稳定的l1/b1限值跨中有两个等距侧向支撑时系数βb梁端有弯矩，但是跨中无荷载作用简支梁整体稳定系数φb哪个变红，说明那种荷载状况需要验算整体稳定整体稳定计算跨中无侧向支撑时系数βb跨中有一个支撑时系数βb2梁跨中有侧向支撑点，不管荷载作用在何处：1.1荷载作用在上翼缘时1.2荷载作用在下翼缘时绕y轴的弯矩My0.00kN.m绕y轴毛截面抵抗矩Wy13007截面塑性发展系数γy1.20钢材抗弯强度设计值f215主平面受弯构件整体稳定应力192.11N/mm2整体稳定满足要求！梁腹板计算高度h0121.00mm梁腹板厚度tw6.00腹板高厚比h0/tw*sqrt(fy/235)20.17受压翼缘自由外伸宽度验算受压翼缘自由外伸宽度b26.00mm受压翼缘厚度t9.50b/t×sqrt(fy/235)2.74C22aC22bC25aC25bC25cC28aC28bC28cC32a梁支座处应采取构造措施，防止梁端截面发生扭转！受压翼缘局部稳定满足要求。如果有局部压应力，按构造配置加劲肋梁腹板局部稳定验算C32bC32cC36aC36bC36cC40aC40cC40c钢管型号非钢管焊接H型钢型号非焊接H型钢角钢型号L40x3L40x4L40x5L45x3L45x4L45x5L45x6L50x3L50x4L50x5L50x6L56x3L56x4L56x5L56x6L63x4L63x5L63x6L63x8L63x10L70x4L70x5L70x6L70x7L70x8L75x5L75x6L75x8L75x10L75x12L80x5L80x6L80x7L80x8L80x10L90x6L90x7L90x8L90x10L90x12L100x6L100x7L100x8L100x10L100x12L100x14L100x16L125x8L125x10L125x14L125x16L140x8L140x10L140x12L140x16L160x8L160x10L160x12L160x14L160x16L180x10L180x12L180x14L180x16L180x18L200x10L200x12L200x14L200x16L200x18L200x20L200x24L40x25x3L40x25x4L45x28x3L45x28x4L50x32x3L50x32x4L56x36x3L56x36x4L56x36x5L63x40x4L63x40x5L63x40x6L63x40x7L70x45x4L70x45x5L70x45x6L70x45x7L75x50x5L75x50x6L75x50x7L75x50x8L75x50x10L80x50x5L80x50x6L80x50x7L80x50x8L80x50x10L90x56x5L90x56x6L90x56x7L90x56x8L90x56x10L100x63x6L100x63x7L100x63x8L100x63x10L100x80x6L100x80x7L100x80x8L100x80x10L110x70x6L110x70x7L110x70x8L110x70x10L125x80x7L125x80x8L125x80x10L125x80x12L140x90x8L140x90x10L140x90x12L140x90x14L160x100x8L160x100x10L160x100x12L160x100x14L160x100x16L180x110x10L180x110x12L180x110x14L180x110x16L200x125x10L200x125x12L200x125x14L200x125x16L200x125x181型号mm2HW100X100HW125X125mm^4HW150X150mm^3HW175X175mm^4HW200X200mm^3HW200X200bHW250X250kN.mHW250X250bkN.mHW300X300akN.mHW300X300HW300X300bHW350X350akN.mHW350X350kN.mHW400X400aHW400X400HW400X400bkN.mHW400X400ckN.mHM150X100aHM200X150aHM250X175aP22HM300X200aP22HM350X250aMPaHM400X300aPaHM450X300aHM500X300aHM500X300bMpaHM600X300amm^2HM600X300bmmHM600X300cmmHN100X50mm^3HN125X60HN150X75HN160X90注意：本程序计算结果仅供参考，不能作为设计依据。编者：2003年12月抗剪强度满足要求！钢梁抗剪承载力验算主平面受弯承载力验算简支钢梁计算书说明：1.本程序适用于热轧H型钢、焊接H型钢、工字钢、槽钢、钢管、角钢与钢板形成的组合截面。钢梁型号见右边列表。H型钢带a、b、c者为不常用型号。2.下面的稳定计算仅适用于H型钢和工字钢梁。抗剪强度计算仅适用于H型钢、工字钢、槽钢。挠度计算仅适用于均布荷载。3.钢管按Dnnnxt格式输入。4.焊接H型钢按Hhhhxbbbxtwxtf格式输入；5.角钢按型钢表输入：角钢计算是按角钢肢尖与5mm钢板焊接，形成一个复合截面，钢板宽度按B＝30x5＝150mm考虑。角钢组合梁、槽钢梁仅考虑承受Mx。钢梁型号全部列于右侧，可以从中选择。HN175X90HN200X100aHN200X100mm3HN250X125ammHN250X125HN280X125HN300X150aHN300X150HN350X175aHN350X175HN400X150HN400X200aHN400X200HN450X150HN450X200aHN450X200mmHN500X150HN500X200aHN500X200HN500X200bHN600X200aHN600X200HN600X200bHN700X300aHN700X300型号I10I12.6I14I16kN.mI18kN.mI20aI20bI22ammI22bmm^3I25aMPaI25bI28aI28bI32amm^3I32b钢梁整体稳定计算哪个变红，说明那种荷载状况需要验算整体稳定mm^3I32cN/mm2I36aI36bI36cI40aI40bI40cI45ammI45bI45cI50aI50bI50cI56ammI56bI56cI63aI63bI63c型号C5C6.3C8C10C12.6C14aC14bC16aC16bC18aC18bC20aC20bC22aC22bC25aC25bC25cC28aC28bC28cC32a梁支座处应采取构造措施，防止梁端截面发生扭转！C32bC32cC36aC36bC36cC40aC40cC40c钢管型号非钢管焊接H型钢型号非焊接H型钢角钢型号L40x3L40x4L40x5L45x3L45x4L45x5L45x6L50x3L50x4L50x5L50x6L56x3L56x4L56x5L56x6L63x4L63x5L63x6L63x8L63x10L70x4L70x5L70x6L70x7L70x8L75x5L75x6L75x8L75x10L75x12L80x5L80x6L80x7L80x8L80x10L90x6L90x7L90x8L90x10L90x12L100x6L100x7L100x8L100x10L100x12L100x14L100x16L125x8L125x10L125x14L125x16L140x8L140x10L140x12L140x16L160x8L160x10L160x12L160x14L160x16L180x10L180x12L180x14L180x16L180x18L200x10L200x12L200x14L200x16L200x18L200x20L200x24L40x25x3L40x25x4L45x28