规程附录.doc

附录A 风荷载计算A.0.1 垂直于建筑物表面的风荷载, 可按下列公式计算: = (A.0.1)式中风荷载标准值(kNm2)； 基本风压,按现行国家标准建筑结构荷载规范GB50009的规定值乘以1.05采用； 风荷载高度变化系数, 按现行国家标准建筑结构荷载规范GB50009的规定采用；当高度小于10m时, 应按10m高度处的数值采用； 风荷载体型系数, 考虑内、外风压最大值的组合，且含阵风系数，按A.0.2的规定采用。A.0.2 对于门式刚架轻型房屋, 当其屋面坡度不大于10、屋面平均高度不大于18m、房屋高宽度不大于房屋的最小水平尺寸时，风荷载体形系数应按下列规定采用: 1. 刚架的风荷载体型系数, 应按表A.0.2-1的规定采用(图A.0.2-1a、图A.0.2-1b); 2. 檩条和墙梁的风荷载体型系数, 应按表A.0.2-2的规定采用(图A.0.2-2); 3. 屋面板和墙板的风荷载体型系数, 应按表A-3的规定采用(图A.0.2-2); 4. 山墙墙架构件的风荷载体型系数, 应按表A-4的规定采用(图A.0.2-2); 5. 屋面挑檐的风荷载体型系数, 应按表A-5的规定采用(图A.0.2-3)。注: 对于本条未作规定的建筑类型和体型, 风荷载体型系数及相应的基本风压和阵风系数可按现行国家标准建筑结构荷载规范GB50009的规定采用。表A.0.2-1 刚架的风荷载体型系数建筑类型分 区端 区中 间 区1E2E3E4E5E6E123456封闭式+0.50-1.40-0.80-0.70+0.90-0.30+0.25-1.00-0.65-0.55+0.65-0.15部分封闭式+0.10-1.80-1.20-1.10+1.00-0.20-0.15-1.40-1.05-0.95+0.75-0.05注：（1）表中，正号（压力）表示风力由外朝向表面；负号（吸力）表示风力自表面向外离开，下同； （2）屋面以上的周边伸出部位，对1区和5区可取+1.3，对4区和6区可取-1.3，这些系数包括了迎风面和背风面的影响；（3）当端部柱距不小于端区宽度时，端区风荷载超过中间区的部分，宜直接由端刚架承受；（4）单坡房屋的风荷载体型系数，可按双坡房屋的两个半边处理（图A.0.2-1b）。（a） 双坡刚架（b） 单坡刚架图A-1 刚架的风荷载体型系数分区注:屋面与水平面的夹角；B建筑宽度； H屋顶至地面的平均高度, 可近似取檐口高度；z计算围护结构构件时的房屋边缘带宽度, 取建筑最小水平尺寸的10%或0.4H中之较小值, 但不得小于建筑最小尺寸的4%或1m(图A.0.2-2,图A.0.2-3); 计算刚架时的房屋端区宽度取z(横向)和2z(纵向)。表A-2 檩条和墙梁的风荷载体型系数结构构件分区有效受风面积(m2)封闭式建筑部分封闭式建筑檩条中间区A11A10A10-1.3+0.15logA-1.3-1.15-1.7+0.15logA-1.7-1.55边缘带A6.36.3A10A10-1.7+1.5logA-2.9-1.4-2.1+1.5logA-3.3-1.8角 部A11A10A10-2.9+1.5logA-2.9-1.4-3.3+1.5logA-3.3-1.8墙梁中间区A10-1.1+1.0-1.5+1.1边缘带A10-1.1+1.0-1.5+1.1注： （1）表中，A为构件的有效受风面积，按A.0.3的规定计算，下同；（2）表中列有压力和吸力时，应按两种情况进行结构构件计算，下同；（3）表中，带圆圈的数字表示分区号，见图A.0.2-2，下同； 表A.0.2-3 屋面板和墙板的风荷载体型系数结构构件分区有效受风面积(m2)封闭式建筑部分封闭式建筑屋面板紧固件（A11m2）中间区A11-1.3-1.7边缘带A11-1.7-2.1角 部A11-2.9-3.3墙板紧固件（A11m2）中间区A11-1.2+1.2-1.6+1.3边缘带A11-1.4+1.2-1.8+1.3注：表中，A1为紧固件的有效受风面积。表A.0.2-4 山墙墙架构件的风荷载体型系数结构构件分区有效受风面积(m2)封闭式建筑部分封闭式建筑斜梁中间区A10-1.2-1.6边缘带A10-1.3-1.7角 部A10-1.3-1.7柱中间区A10-1.0+1.0-1.4+1.1边缘带A10-1.1+1.0-1.5+1.1图A-2 围护结构的风荷载体型系数分区图A-3 挑檐的风荷载体型系数分区表A.0.2-5 挑檐的风荷载体型系数结构构件分区有效受风面积(m2)封闭式建筑面板和紧固件（A11m2）中间区A11-1.9边缘带A11-1.9角 部A11-2.7檩条和斜梁（A110m2）中间区边缘带A11A1010A50A50-1.9+0.1logA-2.658-1.2角 部A11A10A10-2.7+1.8logA-2.7-0.9注：(1) 挑檐的系数包括风荷载对上表面和下表面作用之和； A.0.3 门式刚架轻型房屋有效受风面积应按下列规定确定:1 构件的有效受风面积可按下列公式计算:= （A.0.3）式中, 所考虑构件的跨度; 所考虑构件的受风宽度,应大于()/2或/3； 、分别为所考虑构件(墙架柱、墙梁、檩条等)在左、右侧或上、下侧与相邻构件间的距离。2 无确定宽度的外墙和其它板式构件采用=/3；3 紧固件的有效受风面积取对所考虑的外力起作用的表面面积。 附录B 卷边Z形冷弯型钢的截面特性附表B斜卷边Z形冷弯型钢的截面特性序号截面代号截面尺寸(mm)截面面积A(cm2)质量g(kg/m)(o)x1-x1hbctIx1(cm4)ix1(cm)Wx1(cm3)1Z1402.014050202.05.3924.23321.986162.0655.48223.1522Z1402.214050202.25.9094.63821.998176.8135.47025.2593Z1402.514050202.56.6765.24022.018198.4465.45228.3494Z1602.016060202.06.1924.84122.104246.8306.31330.8545Z1602.216060202.26.7895.32022.113269.5926.30233.6996Z1602.516060202.57.6766.02522.128303.0906.28437.8867Z1802.018070202.06.9925.48922.185356.6207.14139.6248Z1802.218070202.27.6696.02022.193389.8357.13043.3159Z1802.518070202.58.6766.81022.205438.8357.11248.75910Z2002.020070202.07.3925.80319.305455.4307.84945.54311Z2002.220070202.28.1096.36519.309498.0237.83749.80212Z2002.520070202.59.1767.20319.314560.9217.81956.09213Z2202.022075202.07.9926.27418.300590.7878.61253.89014Z2202.222075202.28.7696.88418.302648.5208.60058.95615Z2202.522075202.59.9267.79218.305730.9268.58166.44816Z2502.025075202.08.5926.74515.389799.6409.64763.79117Z2502.225075202.29.4497.40215.387875.1459.63470.01218Z2502.525075202.510.6768.38015.385986.8989.61578.952续附表B序号截面代号y1-y1x-xy-yIy1(cm4)iy1(cm)Wy1(cm3)Ix(cm4)ix(cm)Wx1(cm3)Wx2(cm3)Iy(cm4)iy(cm)1Z1402.039.3632.7026.234185.9625.87230.37722.47015.4661.6942Z1402.242.9282.6936.809202.9265.86033.35224.54416.8141.6873Z1402.548.1542.6867.657227.8285.84237.79227.59818.7711.6674Z1602.060.2713.1208.240283.6806.76840.27129.60323.4221.9455Z1602.265.8023.1139.009309.8416.75644.22532.36725.5031.9386Z1602.573.9353.10410.143348.4876.73850.13236.44528.5371.9287Z1802.087.4173.53610.514410.3157.66051.50237.67933.7222.1968Z1802.295.5183.52911.502478.5927.64856.57041.22636.7612.1899Z1802.5107.4603.51912.964505.0877.63064.14346.47141.2082.17910Z2002.087.4183.43910.514506.9038.28156.09443.43535.9442.20511Z2002.295.5203.43211.503554.3468.26861.61847.53339.1972.20012Z2002.5107.4623.42212.964624.4218.24969.87653.59643.9622.18913Z2202.0103.5803.60011.751652.8669.03865.08551.32643.5002.33314Z2202.2113.2203.59312.860714.2759.02571.50156.19047.4652.32715Z2202.5127.4433.58314.500805.0869.00681.09663.39253.2832.31716Z2502.0103.5803.47211.752856.6909.98571.97661.84146.5322.32717Z2502.2113.2233.46512.860937.5799.97278.87067.77350.7892.32118Z2502.5127.4473.45514.5001057.3019.95289.10876.58457.0442.312续附表B序号截面代号y-yIx1y1(cm4)It(cm4)Iw(cm6)k(cm-1)W1(cm4)W2(cm4)Wy1(cm3)Wy2(cm3)1Z1402.06.1078.06759.1890.07191298.6210.0048118.28159.1852Z1402.26.6598.82364.6380.09531407.5750.0051130.01464.3823Z1402.57.4689.94172.6590.13911563.5200.0058147.55871.9264Z1602.08.0189.55490.7330.08262559.0360.0035175.94082.2235Z1602.28.75310.45099.1790.10952779.7960.0039193.43089.5696Z1602.59.83411.775111.6420.15993098.4000.0044219.605100.2607Z1802.010.19111.289131.6740.09324643.9940.0028249.609111.0978Z1802.211.13612.351144.0340.12375052.7690.0031274.455121.1319Z1802.512.52813.923162.3070.18075654.1570.0035311.661135.80810Z2002.011.10911.339146.9440.09865882.2940.0025302.430123.44111Z2002.212.13812.419160.7560.13086403.0100.0028332.826134.65512Z2002.513.65414.021181.1820.19127160.1130.0032378.452151.08313Z2202.012.82912.343181.6610.10668483.8450.0022383.110148.37714Z2202.214.02313.524198.8030.14159242.1360.0024421.750161.95215Z2202.515.78315.278224.1750.206810347.6540.0028479.804181.87416Z2502.014.55312.090207.2800.114611298.9180.0020485.919168.98317Z2502.215.94614.211226.8640.152112314.3430.0022535.491184.53018Z2502.518.01416.169255.8700.222413797.0180.0025610.188207.379附录C 卷边槽形冷弯型钢的截面特性附表C 卷边槽形冷弯型钢的截面特性序号截面代号截面尺寸截面面积A(cm2)质量g(kg/m)x0(cm)x-xhbctIx(cm4)ix(cm)Wx(cm3)1C1402.014050202.05.274.141.590154.035.4122.002C1402.214050202.25.764.521.590167.405.3923.913C1402.514050202.56.485.091.580186.785.3926.684C1602.016060202.06.074.761.850236.596.2429.575C1602.216060202.26.645.211.850257.576.2332.206C1602.516060202.57.485.871.850288.136.2136.027C1802.018070202.06.875.392.110343.937.0838.218C1802.218070202.27.525.902.110374.907.0641.669C1802.518070202.58.486.662.110420.207.0446.6910C2002.020070202.07.275.712.000440.047.7844.0011C2002.220070202.27.966.252.000479.877.7747.9912C2002.520070202.58.987.052.000538.217.7453.8213C2202.022075202.07.876.182.080574.458.5452.2214C2202.222075202.28.626.772.080626.858.5356.9915C2202.522075202.59.737.642.074703.768.5063.9816C250X2.025075202.08.436.621.932771.019.5661.6817C250X2.225075202.29.267.271.933844.089.5567.5318C250X2.525075202.510.488.231.934952.339.5376.19续附表C序号截面代号y-yy1-y1e0 ItIkW1W2Iy(cm4)iy(cm)Wymax(cm3)Wymin(cm3)Iy1(cm4)(cm)(cm4)(cm6)(cm-1)(cm4)(cm4)1C1402.018.561.8811.685.4431.863.870.0703794.790.005851.3452.222C1402.220.031.8712.625.8734.533.840.0929852.460.006555.9856.843C1402.522.111.8513.966.4738.383.800.1351931.890.007562.5663.564C1602.029.992.2216.027.2350.834.520.08091596.280.004476.9271.305C1602.232.452.2117.537.8255.194.500.10711717.820.004983.8277.556C1602.535.962.1919.478.6661.494.450.15591887.710.005693.8786.637C1802.045.182.5721.379.2575.875.120.09162934.340.0035109.5095.228C1802.248.972.5523.1910.0281.495.140.12133165.620.0038119.44103.589C1802.554.422.5325.8211.1292.065.100.17673492.150.0044133.99115.7310C2002.046.712.5423.329.3575.884.960.09693672.330.0032126.74106.1511C2002.250.642.5225.3110.1382.494.930.12843963.820.0035138.26115.7412C2002.556.272.5028.1811.2592.094.890.18714376.180.0041155.14129.7513C2202.056.882.6927.3510.5090.935.180.10495313.520.0028157.43127.3214C2202.261.712.6829.7011.3898.915.150.13915742.070.0031172.92138.9315C2202.568.662.6633.1112.65110.515.110.20286351.050.0035194.18155.9416C250X2.058.462.6330.2510.5089.954.900.11256944.920.0025190.93146.7317C250X2.263.682.6232.9411.4498.274.870.14937545.390.0028208.66160.2018C250X2.571.312.6936.8612.81110.534.840.21848415.770.0032234.81180.01附录D 楔形梁在刚架平面内的换算长度系数D.0.1 当刚架斜梁为图5.2.1所示的楔形变截面构件时，其换算长度为2s，s为一个坡面的长度，为换算长度系数，可由图D.0.2查得。图中，为相连楔形段的长度和分别为第一、二楔形段的楔率，可按下列公式确定： (D.0.1-1)图D.0.1 符号含义 (D.0.1-2)式中，和为两段式斜梁左、右端截面大头的高度；为斜梁中部小头端的截面高度（图D.0.1-1）。当考虑有侧移失稳时，刚架脊可视为斜梁铰接支点。(a) =0(b) =0.25(c) =0.50(d) =0.75(e) =1.00图D.0.2 楔形梁在刚架平面内的换算长度系数附录E 檩条在风吸力作用下的稳定计算E.0.1 当屋面能阻止檩条上翼缘侧向位移和扭转时,在风吸力作用下檩条下翼缘的受压稳定性可按下列公式验算: (E.0.1-1) (E.0.1-2) (E.0.1-3) (E.0.1-4)式中 对截面主轴x的弯矩设计值（图6.3.7）； 檩条有效截面对主轴x的截面模量。腹板有效面积的分布应按现行国家标准冷弯薄壁型钢结构技术规范第5.6节的规定计算：檩条轴向力设计值；檩条的有效截面面积； 垂直荷载引起的檩条自由翼缘(下翼缘)的侧向弯矩; 当自由翼缘受拉时, 为零；自由翼缘加1/6腹板高度对主轴y的截面模量；檩条下翼缘压弯屈曲时的承载力降低系数，按E.0.2的规定采用。忽略弹性约束影响的的自由翼缘侧向弯矩，按表E.0.1-2的规定计算； 考虑自由翼缘弹性约束的修正系数；按表E.0.1-2的规定计算；由于截面扭转引起的作用于自由翼缘的假想侧向荷载；垂直于翼缘的荷载设计值；参数； 系数, 按表E.0.1所列公式计算；拉条间的距离，当无拉条时为檩条跨度；自由翼缘对主轴的惯性矩，取自由翼缘加1/6腹板高度的截面对主轴y的惯性矩；K侧向弹簧刚度，按E.0.3的规定确定。 表E.0.1-2系数的计算公式拉条数量一根两根E.0.1-2 檩条下翼缘压弯屈曲时的承载力降低系数，应按下列规定计算： (E.0.2-1) (E.0.2-2) (E.0.2-3) (E.0.2-4),0200 (E.0.2-5) (E.0.2-6) (E.0.2-7) (E.0.2-8)式中缺陷系数，上翼缘与面板相连时取.21；檩条下翼缘受压区长度，简支檩条取跨长，连续檩条取单跨内的受压区长度；自由翼缘的相对长细比；自由翼缘绕自身轴的长细比 自由翼缘的截面面积； -自由翼缘的计算长度； 自由翼缘加6腹板高度毛截面对主轴y的回转半径。E.0.3 对上翼缘受面板约束的檩条, 其下翼缘受压时的侧向弹簧刚度应按下列公式计算: (E.0.3-1