轻型门式钢架钢筋结构课程设计毕业论文

轻型门式钢架钢结构课程设计毕业论文1结构基本信息1.1材料特性主钢架采用钢材标号为 Q345B其主要特性如下：屈服强度：fy =345MPa，抗拉强度设计值：fd =310MPa抗剪强度设计值：fvd =l80MPa，弹性模量：E = 206000MPa1.2内力组合内力简图如下：10取组合（1）1.20恒载+ 1.40 活载，组合（2）1.00恒载+ 1.40左风和组合（3）1.00恒载+1.40右风进行构件验算。由主钢架分析得组合（1）,组合（2）和组合（3）的内力表如下：单元号轴线长度/mm截面规格/mm节点 编号面积/( mrfi)绕2轴 惯性矩（10 4mm）绕3轴 惯性矩/（10 4mm弯矩/(kN.m)剪力/(kN )轴力/(kN )7700H300650x200x8x101624013359877054.0-114.629040133657633-418.554.0-95.37236H350700x200x8x1029440133668575-421.1-89.1-65.53664013351395920.9-33.0-59.94824H350400x150x6x84470445112052105.2-10.2-55.454404451888268.025.6-59.04824H350400x150x6x834404451888220.9-35.4-60.04470445112052105.20.4-56.47236H350600x180x6x85664013351395968.023.9-59.068640133647821-306.779.7-64.66900H300480x200x8x107624013359877037.4-127.387680133528582-258.937.4-122.8800H480500x200x8x1067840133531386-301.8-57.3-86.587680133528582-255.7-57.3-88.512060H350x150x4x88373645082610-36.3-13.6937364508261-97.052.4-22.55700H200350x160x4x8938965468729-94.7-16.8-54.410329654625680-16.8-66.6组合（2）内力值（1.00恒载+ 1.40 左风）单元号轴线长度/mm截面规格/mm节点 编号面积/( mrfi)绕2轴 惯性矩（10论市绕3轴 惯性矩/（10 4mm弯矩/(kN.m)剪力/(kN )轴力/(kN )7700H300650x200x8x1016240133598770-35.134.429040133657633223.1-23.450.47236H350700x200x8x1029440133668575228.845.829.4366401335139590.917.230.94824H350400x150x6x84470445112052-35.23.231.6544044518882-29.9-5.430.84824H350400x150x6x83440445188820.917.730.84470445112052-35.2-2.731.77236H350600x180x6x856640133513959-29.9-5.130.86864013364782147.6-16.429.36900H300480x200x8x1076240133598770-3.933.58768013352858226.2-3.937.2800H480500x200x8x106784013353138648.327.720.08768013352858227.624.818.312060H350x150x4x8837364508261020.518.293736450826126.3-18.416.15700H200350x160x4x893896546872924.213.619.910329654625680-5.49.8组合（3）内力值（1.00恒载+ 1.40 右风）单元号轴线长度/mm截面规格/mm节点 编号面积/(mrfi)绕2轴 惯性矩（10 4mm绕3轴 惯性矩/（10 4mm弯矩/(kN.m)剪力/(kN )轴力/(kN )7700H300650x200x8x101624013359877014.0-2.329040133657633-11.3-11.713.87236H350700x200x8x1029440133668575-9.111.013.236640133513959-40.7-2.314.74824H350400x150x6x84470445112052-5.2-9.317.754404451888232.5-6.316.84824H350400x150x6x8344044518882-40.7-2.314.64470445112052-5.2-12.415.57236H350600x180x6x85664013351395932.5-6.216.86864013364782155.0015.36900H300480x200x8x1076240133598770-6.17.18768013352858241.7-6.110.8800H480500x200x8x106784013353138656.615.22.18768013352858243.318.60.412060H350x150x4x8837364508261011.211.393736450826160.7-27.79.25700H200350x160x4x893896546872957.85.628.41032965462568014.318.31.3最大侧移和最大挠度验算最大侧移计算：以号单元柱构件为验算对象 双楔形横梁平均惯性矩4lb = UbO +3b1 + (1 一 lb2】/2 二10 X8882 +-6 X 68575+ 0-4 X1252 = 2.74 x 108mm4柱脚为铰接时，侧移Hh312EiC(2 +0.5X6.75HO88000X 3.84 X1081/188，小于轻钢结构3317.688 X 80003 Xio312 X2.06 X105 X 0.5 X6.75X108匕二8000 = 133 3mm所以最大水平侧移符合要求。60 60 最大挠度验算：由3d3s计算可知，结构的横梁最大竖向相对位移为规范的最大相对挠度指标1/180,符合规范要求。2刚架柱构件验算计算书（注：若未特别指明，下标0表示小头，下标1表示大头）2.1构件信息几何信息该柱采用工字型变截面钢架柱，不设加劲肋。截面为H300650x200x8x1Q几何尺寸如下: 截面高度：H0 = 300mm， H1 = 650mm 翼缘宽度：B0 = B1 = 200mm腹板厚度：Tw0 =Tw1 = 8mm，翼缘厚度：Tf0 =Tf1 = 10mm，柱高度：h= 7700mm由几何尺寸可算得截面特性如下：, 2 2截面积：A0 = 6240mm ， A1 =9040 mm截面惯性矩：lx。=9877X104mm4 , 1x1=57633X104mm4ly0 = 1335X104mm4 Iy1 =1336X104mm4荷载组合由三种组合内力比较可得构件内力如下:小头节点端：M12 = 0kN.m ,V12 = 54.0kN, N12 = -114.6kN大头节点端：M21 = -418.5kNm,V21 = 54.0kN,N21 = -95.3kN2.2有效截面计算腹板有效宽度1、构造要求楔率=650 -300 =45.45mm/m 60mm/m7.7板件宽厚比： 小头节点：晋許9.6 嘖5=15洼心235 =250 Xfy. 345235 =206.3大头节点：bl = 96 = 9.6 15 235 =15 X 235 =12.4tf 10Y fyV345hw= 630 = 78.75 三 250 235 =250 X 235 =206.3 tw8 fy 345_N1ON1 =A13= 95.3 X1039040= 10.54MPa弯矩引起轴力:祕=晋= 0MPa ,=M1OM1 =-W1418.5 X106 X325457633 X104= 236.00MPa板件几何尺寸满足利用屈曲后强度的要求。2、腹板正应力计算轴力引起的正应力：3刑0 =比=114.6 X10 =18.37MPa A06240截面边缘最大应力（受压为正，受拉为负）Umax。= omin 0 = 18.37MPa , max1 = 236.00 + 10.54 = 246.54MPa(rmin1 =-236.00 + 10.54 =-225.46MPa3、有效宽度计算压力分布不均匀系数mi n0=1 ,卩1= 亦1 = _225.46 =_0.91(7max0246.54受压板件稳定系数16血=22=4(+ 矿 +0.112(1-2 +(l + B)16= 21.75(1 + 护 +0.112(1+(1 + 计算参数kff1hw /1 w280/828.1 k，235/ fy 28.1 X 4 X、235/(1.1 X18.37)=18 8hw / t wAp1 28.1, k 235/ fy 28.1630/8 =0.65 v 0.8X 21.75 X 235/(1.1 X246.54)有效宽度系数p0 = P =1有效截面特性计算小头节点和大头节点全截面有效。抗剪承载力因为没有设置横向加劲肋，鼓曲系数k T = 5.34参数？w =hw / tw37 kt 235/f630/837 X 5.34 X_ 235/ 345= 1.12腹板屈曲后抗剪强度设计值fv 二1-0.64(九 -0.8肮=1-0.64 刈.12-0.8 X180 = 143.14MPa抗剪承载力 Vd0 =hwtwfv =280 X8 X143.14=320.6kNVd1 =hwtwf v =630 X8 X143.14=721.4kN2.3截面验算强度验算小头节点 V = 54.0kN v Vd0 =320.6kN怖ax 0 = Omin 0 =18.37MPa 310MPa大头节点 V = 54.0kN M Ae平面内稳定性验算1、计算长度柱线刚度:3K1 =Ic1 / h = 576330000/ 7700 = 74848.05mm3梁线刚度:Y=d1_1=Z00_1 = 1，丫2=匹一1d0350d0400_1 =0.14 , 0=0.43502、由技术规程附录 查得：= 0.42K2 二丄二 8882 10= 8767.67mm32s 2 X0.42 X12060长度系数 K, / K1 = 8767.67 / 74848.05 = 0.117 ,查技术规程表得：厲=1.560 , h0r稳定性验算Ic0/Ic1 =9877/ 57633 = 0.171= 1.560 X7700 = 12012mmAx = k = 95.5345 = 115.7235b类截面，故查钢规附表 C-2得：氛Y = 0.460N,0mxM1_ 114.6 X103 ,1.0 X418.5 XO6 X325+ = +xAo(1 一単帖)We1 0.460 6240 (1- 114.6 X0.460) X57633 X04Nex01264.6BmxM 1286.19MPa0.6，按钢结构设计规范规定，用JbY代替 仏Y by= 1.07-0.282= 1.07-0.282=0.887by1.54平面外整体稳定计算No+ 3tM 1y Ae0bYWe1+ O.916 ”5 X16 X325 =270.06MPa0.697 X62400.887 X57633 X104v fd =310MPa综上，柱截面满足要求。3 刚架梁构件验算计算书3.1 构件信息3.1.1 几何信息该梁采用工字型变截面钢架柱，不设加劲肋。截面为H35O7OOx2OOx8x10几何尺寸如下：截面高度： HO =35Omm ， H1=7OOmm ，翼缘宽度： BO =B1 = 2OO mm腹板厚度： TwO =Tw1 = 8mm ，翼缘厚度： Tf O = Tf1 = 1Omm梁长度： l = 7236mm 由几何尺寸可算得截面特性如下：截面积： AO =664Omm2 ， A1 = 944Omm 2截面惯性矩：J。=13959 xiO4mm4 , Ix1 = 68575xiO4mm44444IyO=1335x1O4mm4， Iy1 =1336x1O4mm43.1.2 荷载组合由三种组合内力比较可得构件内力如下：轴力设计值： NO 二 14.7kN No =-59.9kN，=-65.5kN剪力设计值： VO=-2.3kN VO =_33.OkN， V1 =_89.1kN弯矩设计值： MO=40.7kN.m MO=20.9kNm，= _421.1kNm（注：小头内力有两种组合，因为计算N/A + M/W初步认定组合内力较大，强度验算用组合，但组合中小头为拉弯构件，不需要计算平面外稳定，所 以用组合计算平面外稳定）3.2 有效截面计算3.2.1 腹板有效宽度1、构造要求楔率=700 -350 =48.37mm/m 60mm/m7.236板件宽厚比：小头节点：bl = 96 = 9.6 M = 40.7kNm大头节点 V = 89.1kN M 1 =421.1kN.m Ae平面外整体稳定性验算取梁隅撑间距为钢架柱平面外计算长度，即ly = 3000mmly.Ib0y / Ab0=66.91.1335 X104/ 6640/y =A= 66.91 X345235= 81.1查表得：y =0.680,腹=1.0整体稳定系数因 =66.91 v 120 235 =99V fyb y = 1.07-丄44000235= 1.07-66.91244000235= 0.92因为b Y0.6，按钢结构设计规范规定，用bY代替bYbY = 1.07_ 082 = 1.07_-0.282 = 0.763bY.92平面外整体稳定计算N0+ 0M1yAe0b We1型汕+3沁址警=294.95MPa0.680 X66400.763 X68575 X104v fd =310MPa综上，梁截面满足要求。4刚架梁构件验算计算书4.1构件信息几何信息该梁采用工字型变截面钢架柱，不设加劲肋。截面为H350400x150x6x8几何尺寸如下：截面高度：H0 = 350mm， H1 = 400mm，翼缘宽度：B0 = B1 = 150mm腹板厚度：Tw0 =TW1 = 6mm，翼缘厚度：Tf 0 = Tf 1 = 8mm梁长度：l = 4824mm由几何尺寸可算得截面特性如下：截面积：a0 = 4404mm2， A1 = 4704 mm2截面惯性矩：Ix0 = 8882 X104mm4 , Ix1 =12052 X104mm44444Iy0 =451 X10 mm , Iy1 =451 X10 mm荷载组合由三种组合内力比较可得构件内力如下:小头节点端：M12 =68.0kNm,V12 =25.6kN,N12 =_59.0kN大头节点端：M21 = 105.2kN.m,V21 =_10.2kN,N21 =_55.4kN4.2有效截面计算腹板有效宽度1、构造要求楔率=400- 350 = 10.36mm/m M 0 =68.0kNm大头节点 V = 10.2kN M 1 =105.2kN.m Ae平面外整体稳定性验算取梁隅撑间距为钢架柱平面外计算长度，即ly = 3000mmIb0y / Ab0=93.75.451 X104/4404/y = 93.75 X345.235= 113.6查表得： 如=0.472,饥=0.85整体稳定系数因人=93.75 v 120 235 =99.fyb y = 1.07-丄44000fy235= 1.07-93.75244000X竺235= 0.78因为 札Y0.6，按钢结构设计规范规定，用JbY代替 札YbY = 1.07_082 = 1.07_-0.282 = 0.708bY.78平面外整体稳定计算N0+ 3tM 1yAe0b We1题汕 +85 X1052 X16 X00 =237.97MPa0.472 X44040.708 X12052 X104v fd =310MPa综上，梁截面满足要求。5刚架梁构件验算计算书5.1 构件信息5.1.1 几何信息该柱采用工字型变截面钢架柱，不设加劲肋。截面为H350400x150x6x8几何尺寸如下：截面高度： H0 = 350mm ， H1 = 400mm ，翼缘宽度： B0 = B1 = 150mm腹板厚度： Tw0 =Tw1 = 6mm ，翼缘厚度： Tf 0 = Tf1 = 8mm梁长度： l = 4824mm 由几何尺寸可算得截面特性如下：截面积： A0 =4404mm2， A1 = 4704 mm 2截面惯性矩： “=8882 Xl04mm4 , Ix1 =12052 Xl04mm44444Iy0=451X104mm4， Iy1 = 451 X1 04mm45.1.2 荷载组合由三种组合内力比较可得构件内力如下：组合：小头节点端：M12 =20.9kNm,V12 =-35.4kN,N12 =_60.0kN大头节点端： M21 =105.2kN.m,V21 = 0.4kN,N21 =_56.4kN组合：小头节点端：M12 =_40.7kN.m,V12 =_2.3kN,N12 =14.6kN大头节点端： M21 =_5.2kN.m,V21=_12.4kN,N21=15.5kN经初步判断，验算小头强度时用组合，验算大头强度及平面外整体稳定时用组合。5.2有效截面计算521腹板有效宽度1、构造要求楔率=40- 350 = io.36mm/m 60mm/m4.824板件宽厚比：小头节点：bl = 72=9 15 235 =15 X. 235 =12.4 tf8V fy345hw = 334 =55.67 Mo = 40.7kNmAe= M,Me_NWAe大头节点 V = 0.4kN(Vmax =12.4kN)M1 =105.2kNm平面外整体稳定性验算取梁隅撑间距为钢架柱平面外计算长度，即ly = 3000mmly.Ib0y / Ab0=93.75451 X104/4404叽上=93.75 xJ345 = 113.6235235查表得： =0.472,也=0.85整体稳定系数也 y = 1.07-44000因 / =93.75 v 12099fy235=1.07_93.75244000X竺235= 0.78因为 札Y0.6，按钢结构设计规范规定，用&bY代替 札Y= 1.07-0.282= 1.07-0.2820.78=0.708平面外整体稳定计算No 丄_ 60.0 X10 30.85 X105.2 X106 X200+ + (tyAe0bWe!0.472 X44040.708 X12052 M。4v fd =310MPa综上，梁截面满足要求。6刚架梁构件验算计算书6.1构件信息几何信息该梁采用工字型变截面钢架柱，不设加劲肋。截面为H350600x180x6x8几何尺寸如下：截面高度：H0 = 350mm， H1 = 600mm，翼缘宽度：B0 = B1 = 180mm腹板厚度：Tw0 =TW1 = 6mm，翼缘厚度：Tf 0 = Tf 1 = 8mm梁长度：l = 7236mm由几何尺寸可算得截面特性如下：截面积：A0 = 6640mm2， A=8640mm2截面惯性矩： “= 13959X104mm4 ,1x1=47821 X104mm44444Iy0 =1335 X104mm4 , Iy1 =1336 X04mm4荷载组合由三种组合内力比较可得构件内力如下:小头节点端：M12 =60.8kN.m,V12 =23.9kN, N12 =-59.0kN大头节点端：M21 =_306.7kN.m,V21 =79.7kN,N21 =-64.6kN6.2有效截面计算621腹板有效宽度1、构造要求楔率=600-350 = 34.55mm/m 60mm/m7.236板件宽厚比：小头节点：bl = 87 = 10.875 M o =60.8kNm Ae= M,Me_NWAe大头节点 V = 79.7kN V 0.5Vd1 =198.29kN = (310_64.6 X103/8640) 47821 M1 =306.7kNm平面外整体稳定性验算取梁隅撑间距为钢架柱平面外计算长度，即ly = 3000mmlyA = |3000= 66.91.Iboy /Abo. 1335 X104 / 6640“ =A 2；5=66.91 0.6，按钢结构设计规范规定，用&bY代替 札Y= 1.07-0.282= 1.07-0.2820.92=0.763平面外整体稳定计算No 丄_ 59.0 X1031 X306.7 X106 X300+ + yAeobWei0.680 X6640 0.763 X47821 X104v fd =310MPa综上，梁截面满足要求。7刚架柱构件验算计算书7.1构件信息几何信息该柱采用工字型变截面钢架柱，不设加劲肋。截面为H300480x200x8x1Q几何尺寸如下:截面咼度：H0 = 300mm , H1 = 480mm 翼缘宽度：B0 = B1 = 200mm腹板厚度：Tw0 =Tw1 = 8mm，翼缘厚度：Tf0 =Tf1 = 10mm，柱高度：h =6900mm由几何尺寸可算得截面特性如下：, 2 2截面积：A0 = 6240mm ， A1 =7680 mm截面惯性矩：lx0 =9877 X104mm4=28582 X04mm4Iy0 = 1335X104mm4 肪=1335 X104mm4荷载组合由三种组合内力比较可得构件内力如下:小头节点端：M12 =0kN.m,V12 =37.4kN,N12 =-127.3kN大头节点端：M21 = 258.9kN.m,V21 =37.4kN,N21 = 122.8kN7.2有效截面计算721腹板有效宽度1、构造要求楔率=480-300 = 26.09mm/m 60mm/m 6.9板件宽厚比：小头节点：晋許9.6 叮行15洼=12.4十晋35 250235 =250 Xfy. 345235 =206.3大头节点：bl = 96 = 9.6 15 235 =15 X 235 =12.4 tf 10Y fyV345皿=迴=57.5 w 250 235 = 250 X 235 =206.3tw8 fy 345板件几何尺寸满足利用屈曲后强度的要求。2、腹板正应力计算轴力引起的正应力:3_ No _ 127.3 X10ONO = 一A 6240= 20.4MPa_N1ON1 =A13= 122.8 X1037680= 15.99MPa弯矩引起轴力：亚0 = = 0MPa , OM1=M1=258-9 X16 了0=217.40MPa WW128582 X104截面边缘最大应力（受压为正，受拉为负）(rmax0 =0 = 20.4MPa , (rmax 1=15.99 + 217.40 = 233.39MPa(rmin1 =15.99-217.40 = -201.41MPa3、有效宽度计算压力分布不均匀系数囱=卫匹=1怖“1 = -201.41 = _0.86(7max0233.39受压板件稳定系数16血=22=4(+ 矿 +0.112(1-2 +(l + B)16. =20.56(1 + 护 +0.112(1+(1 + 计算参数kff1hw /1 w28.1 k，235/fy 28.1 X. 4 235(1.1 X20.4) =19 8hw / t wAp1 28.1, k 235/ fy 28.1有效宽度系数p0 = P =1有效截面特性计算小头节点和大头节点全截面有效。抗剪承载力460/8 = 0.47 v 0.8X 20.56 X 235/(1.1 X233.39)因为没有设置横向加劲肋，鼓曲系数k T = 5.34参数？w =hw / tw37 kt 235/f4