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1、21m 跨径简支梯形钢屋架设计（有檩）、 设计资料厂房跨度为21m，长度为108m，柱距为12m,简支于钢筋混凝土柱上，屋面材料为长尺 压型钢板，屋面坡度为i=l/10，采用轧制H型钢檩条，水平间距自定，雪荷载为s =0.25 0 KN/m2，不考虑风压。钢材采用Q235B，焊条采用E43型，混凝土标号为C20。1、屋面荷载标准值：屋架及支撑自重压型钢板0.117+0.11L=0.117+0.011 *21=0.348 KNM20.15*而丿10=0.151 KNM 2檩条（约 0.5KN/M，间距 1.5m）0.333 KN；M2恒荷载总和雪荷载 积灰荷载 活载总和0.832 KN-M20.
2、25 KNM2（小于 0.5,取屋面活载 0.5 KN： M2）0.6 KNM 21.1 KNM 22、屋架计算跨径：10 = L - 2 x 0.15 = 21 - 2 x 0.15 = 20.7m。3、屋架形式及图示如图 1：二、荷载与内力计算2.1、荷载计算 根据荷载规范，屋面活荷载与雪荷载不会同时出现，取两者较大值计算。屋面荷载汇 总：表1 屋面荷载汇总荷载类型荷载名称荷载标准值永久荷载D总计0.832 kN/m2可变荷载雪荷载L1.1 kN/m22.2、荷载组合节点荷载设计值按可变荷载效应控制的组合F 二(1.2x 0.832 +1.4x 0.5 +1.4x0.9x 0.6) x1.
3、5 x12 二 44.1792 KNM2其中永久荷载的分项系数Y壬2，屋面活载或雪荷载载荷分项系数Y壬4 ,组合只设GQ 1计值p .7，积灰荷载 丫 = 1.4 申=0.91 Q 2按永久荷载效应控制的组合F 二(1.35x 0.832 +1.4x 0.5 x0.7 +1.4x 0.9x 0.6) x1.5 x12 二 42.6456 KNM2其中永久荷载的的分项系数丫壬35，活荷载的分项系数Y壬4，故节点荷载取GQ 144.1792 KN/M2,支座反力 R =7F 二 309.2544 KNM2。d d2.3、内力计算屋架在上述荷载组合作用的计算简图4所示,用软件求得在F=44.1792
4、 KNM2作用下屋架各杆的内力入图 4所示。内力计算杆端内力值 （ 乘子 = 1）杆端 1 杆端 2单元码轴力剪力弯矩轴力剪力弯矩1182.4341080.000000000.00000000182.4341080.000000000.000000002433.1383420.000000000.00000000433.1383420.000000000.000000003531.3663410.000000000.00000000531.3663410.000000000.000000004522.4829350.000000000.00000000522.4829350.000000000
5、.000000005522.4829350.000000000.00000000522.4829350.000000000.000000006531.3663410.000000000.00000000531.3663410.000000000.000000007433.1383420.000000000.00000000433.1383420.000000000.000000008182.4341080.000000000.00000000182.4341080.000000000.000000009-22.08960000.000000000.00000000-22.08960000.00
6、0000000.00000000100.000000000.000000000.000000000.000000000.000000000.0000000011-332.2647380.000000000.00000000-332.2647380.000000000.0000000012-332.2647380.000000000.00000000-332.2647380.000000000.0000000013-500.4647910.000000000.00000000-500.4647910.000000000.0000000014-500.4647910.000000000.00000
7、000-500.4647910.000000000.0000000015-540.9023010.000000000.00000000-540.9023010.000000000.0000000016-540.9023010.000000000.00000000-540.9023010.000000000.0000000017-540.9023010.000000000.00000000-540.9023010.000000000.0000000018-540.9023010.000000000.00000000-540.9023010.000000000.0000000019-500.464
8、7910.000000000.00000000-500.4647910.000000000.0000000020-500.4647910.000000000.00000000-500.4647910.000000000.0000000021-332.2647380.000000000.00000000-332.2647380.000000000.0000000022-332.2647380.000000000.00000000-332.2647380.000000000.00000000230.000000000.000000000.000000000.000000000.000000000.
9、0000000024-22.08960000.000000000.00000000-22.08960000.000000000.0000000025-340.2143820.000000000.00000000-340.2143820.000000000.0000000026256.9550550.000000000.00000000256.9550550.000000000.0000000027-44.17920000.000000000.00000000-44.17920000.000000000.0000000028-194.8902860.000000000.00000000-194.
10、8902860.000000000.0000000029123.2628050.000000000.00000000123.2628050.000000000.0000000030-44.17920000.000000000.00000000-44.17920000.000000000.0000000031-69.23138810.000000000.00000000-69.23138810.000000000.000000003214.20816600.000000000.0000000014.20816600.000000000.0000000033-44.17920000.0000000
11、00.00000000-44.17920000.000000000.000000003435.41922100.000000000.0000000035.41922100.000000000.00000000350.000000000.000000000.000000000.000000000.000000000.000000003635.41922100.000000000.0000000035.41922100.000000000.0000000037-44.17920000.000000000.00000000-44.17920000.000000000.000000003814.208
12、16600.000000000.0000000014.20816600.000000000.0000000039-69.23138810.000000000.00000000-69.23138810.000000000.0000000040-44.17920000.000000000.00000000-44.17920000.000000000.0000000041123.2628050.000000000.00000000123.2628050.000000000.0000000042-194.8902860.000000000.00000000-194.8902860.000000000.
13、0000000043-44.17920000.000000000.00000000-44.17920000.000000000.0000000044256.9550550.000000000.00000000256.9550550.000000000.0000000045-340.2143820.000000000.00000000-340.2143820.000000000.00000000三、杆件截面选择腹杆最大内力340.21KN （压）由屋架节点板的厚度参考表7.4可知，支座节点板 的厚度取12mm，中间节点板厚度10mm。3.1 上弦整个上弦不改变截面，按最大内力计算N =-540.90KN, l二150.8cm, l二300cm. max ox oy选用 2L110x 12A=63.2 cm2i 二 3.35cmi 二 4.96cmxy竺=45i 3.35九二 |oy 二-300 二 60 切=150申=0.807（b类）y i 4.96yy双角钢T型截面绕对称轴（y）轴应按弯扭屈曲计算长细比九 yz=12 = 917
