钢结构设计计算书 - 图文

一、设计资料

1、某车间的跨度27m，柱距为6m，厂房总长度为240m，屋面采用1.5m*6m的预应力钢筋混凝土大型屋面板（屋面板不考虑作为支撑用），屋面的坡度为i=1/10 2、屋面永久荷载标准值为2.8kN/m（不含屋架自重），屋面可变荷载标准值为0.5kN/m，屋架采用梯形钢屋架，其屋架支承于钢筋混凝土柱顶 3、屋架的计算跨度：lo=27-2*0.15=26.7m 4、屋架的中间高度：h=3.340m 5、在26.7m的两端高度为：ho=2.005m 6、在27m轴线处端部高度为：ho=1.990m

7、混凝土强度等级为C25，钢材采用Q235-B级，焊条采用E43型，手工焊 8、车间的柱网布置图如下：

L5006000600060006000600060006000600060006000240000500600060006000 柱网布置图

备注：某车间所设计的屋盖无吊车、无天窗、无振动设备，不必进行有关这些的计算。

二、结构形式与布置

屋架形式及尺寸如下图所示 屋架支撑布置图请见A3图纸。

三、荷载计算

永久荷载：

预应力钢筋混凝土大型屋面板：2.8*1.35=3.78kN/m2 屋架和支撑自重：（0.12+0.011*27）*1.35=0.56kN/m2 总计：4.34kN/m2 可变荷载：0.5*1.4=0.7kN/m2 总计：0.7kN/m2 设计屋架时，应考虑以下3种荷载组合：

（1）第一种荷载组合：全跨永久荷载及可变荷载： F=（4.34+0.7）*1.5*6=45.36 kN

（2）第二种荷载组合：全跨永久荷载+半跨可变荷载： 全跨节点永久荷载：F1=4.34*1.5*6=39.06kN 半跨节点可变荷载：F2=0.7*1.5*6=6.3kN

（3）第三种荷载组合：全跨屋架包括支撑+半跨屋面自重+半跨屋面活荷载： 全跨节点屋面自重：F3=0.56*1.5*6=5.04kN

半跨节点屋面板自重及活荷载：F4=（3.78+0.7）*1.5*6=40.32kN

备注：上述三种荷载组合，其中（1）、（2）种组合为使用阶段荷载情况，（3）为施工阶段荷载情况。

四、内力计算

屋架在上述3种荷载组合作用下的计算简图如下图三个图所示。

用电算先解得F=1的屋架各杆件的内力系数（F=1作用于全跨、左半跨、右半跨），

F/234901990FFFFFFFFFFFFFFFFFF/2F/2F2F2F1F1F1F1F2F1F1F1F1F1/2F2/2F2F2F2F2F2F1F1F1F1F1F1F1/2F1F1F134901990F4/2F4F4F3F3F3F3F4F4F4F4F3F3F3F3F4/2F4F4F3F3F3F3F3F3/2F3F3F3F31990然后求出各种荷载情况下的内力进行组合，计算结果详细见表：

屋架杆件内力组合表

名称内力组合（KN）全跨恒左半跨右半跨全跨恒全跨恒全跨内全跨恒荷荷载+左杆件编号内力系内力系荷载+全荷载+右力系数载+左半半跨活数数跨活荷半跨活跨活荷载荷载+左载荷载半跨屋0000000AB全跨恒荷载+右内力设计半跨活值荷载+右半跨屋00-163.8-456.322-163.8-456.322上弦杆下弦杆竖直杆BCCDDEEFFGGHHIIJJKKLLMMNNOOPPQQRRSabbcceeggiikkllmAaCbEcFdHeIfJgKhLiNjOkQlSm-7.255-2.805-10.06-456.32-438.9519-410.62-343.22-7.255-2.805-10.06-456.32-438.9519-410.62-343.22-10.8-11.39-11.39-11.08-5.08-15.88-720.45-688.9254-652.39-515.63-284.88-720.453-5.08-16.47-747.12-715.6147-675.36-5.08-16.47-747.17-715.6601-542.3-287.84-747.125-747.17-675.4-542.34-287.84-7.64-18.72-848.91-801.3419-779.14-540.87-402.37-848.912-11.58-7.641-19.22-871.64-824.0759-798.72-563.55-404.93-871.638-11.58-7.642-19.22-871.73-824.1604-798.8-563.6-404.98-871.728-563.6-871.728-7.642-11.58-19.22-871.73-799.3762-823.58-404.98-7.641-11.58-19.22-871.64-799.2917-823.5-404.93-563.55-871.638-7.64-11.08-18.72-848.91-779.7014-800.78-402.37-540.87-848.912-5.08-11.39-16.47-747.17-675.8945-715.17-287.84-542.34-5.08-11.39-16.47-747.12-675.8554-715.12-287.84-5.08-747.17-542.3-747.125-10.8-15.88-720.45-652.8705-688.45-284.88-515.63-720.453-163.8-343.22-456.322-163.8-343.22-456.322000-2.805-7.255-10.06-456.32-410.9169-438.65-2.805-7.255-10.06-456.32-410.9169-438.6504.1879.40211.468.9148.9146.8423.9931.489-0.5-1-1.496-1-1.496-10001.48900005.676257.463248.25294231.085197.42788.6435257.46343.99313.395607.597582.84315548.365446.599228.509607.59726.84218.302830.179787.62318757.981554.309368.112830.17878.91417.828808.678753.054728.91417.828808.678753.05472752.52449.266449.266808.6781752.52449.266449.266808.678111.4618.302830.179758.52978787.074368.112554.309830.17879.40213.395607.597548.76645582.441228.509446.599607.59724.187005.676257.463231.25554248.08388.6435197.427257.4634-0.5-1-22.68-45.36-22.695-45.39-19.53-39.06-22.68-45.36-2.52-5.04-22.695-45.390-1.496-67.859-67.90344-58.434-67.859-7.5398-67.90340-1-45.36-45.39-39.06-45.36-5.04-45.390-1.496-67.859-67.90344-58.434-67.859-7.5398-67.903400-1-10-1-45.360-45.36-45.390-39.09-39.060-45.36-45.360-5.04-5.040-45.36-45.390-45.360-1.496-1.496-67.859-58.47864-67.859-7.5398-67.859-67.85860-1-1-45.36-39.09-45.36-5.04-45.36-45.360-1.496-1.496-67.859-58.47864-67.859-7.5398-67.859-67.858600-1-0.5-1-0.5-45.36-22.68-39.09-19.545-45.36-22.68-5.04-2.52-45.36-22.68-45.36-22.68 斜腹杆aBBbDbDccdEddGGeefHfJfJhLhhiMiMjjOjkPkPlRlRm-7.539-2.682-10.22-463.62-447.0346-416.13-355.49-159.65-463.6255.4592.3437.802353.899339.37188319.507259.429133.792353.8987-4.158-2.289-6.447-292.44-278.2086-266.24-200.14-124.79-292.4362.5622.0194.581207.794195.21189191.654126.388104.494207.7942-57.28-117.56-157.3543.704433.36165-0.987-2.482-3.469-157.35-141.8213-151.140.73500.73533.339633.3616528.709133.3396-0.175-2.479-2.654-120.39-104.8474-119.28-20.432-113.33-120.385-0.9551.6460.69131.343820.9946937.3603-35.02369.849469.849361.18453.706266.1275633.8612132.975-73.302132.97540.67330.527330.5474726.287430.52733.3919230.547471.93287.6355100.0540863.1033166.743-69.371166.74341.93287.635563.1612899.9961-69.371166.743166.74340.67330.527326.3075730.52733.3919230.527330.527281.18453.706233.896760.69131.343837.3809966.092-73.302132.975132.975420.97469.8494-35.02369.849363.15-1.9660.67303.894-1.962-1.9620-1.9663.8940.6733.151.646-0.955-2.479-0.175-2.654-120.39-119.3626-104.77-113.33-20.432-120.3850-2.4822.0190.7350.73533.339628.7311533.33963.704433.339633.33960.735-1.747-79.244-83.92683-63.607-108.8820.8303-108.8792.5624.581207.794191.79099195.074104.494126.388207.7942-2.289-4.158-6.447-292.44-266.4339-278.02-124.79-200.14-292.4362.3435.4597.802353.899319.74108339.138133.792259.429353.8987-2.682-7.539-10.22-463.62-416.4355-446.73-159.65-355.49-463.625 五、杆件设计

（1）上弦杆

整个上弦采用等截面，按IJ、JK截面最大内力进行设计： 内力N=-871.728kN=-871728N 上弦杆计算长度 在屋架平面内：

为节点间轴线的长度：lox=150.7cm 在屋架平面外：

根据支撑布置和内力变化变化情况，loy=150.7*3=452.1cm

因为loy=3lox，故截面宜选用两个不等肢角钢短肢相并（如图所示）

腹杆最大内力，N=463.62kN，查表可知，节点板厚度选用10mm，支座节点板厚度选用12mm（详见建筑钢结构设计书第169页） 设?=60，查表可知 ?=0.807

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