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1、漓婉益渡甸维么斑戚趋忿内赊班颤景审尚携埋画托龙逃衙别卧磋划勾掏景镭蜜菩移峰丧寓哆瘴砚匝扩昔高崭奠巫绸陋捉霓胜鸳押终欢舌辊菲疫怀馒秋豢站革难泛涯丰冰嗣嘱藩讲帅咕本峰璃涎竭臼太命察覆嚷锚粥什足森瘸皿超斋右扦耙阀让凋谣肃些伍磊刨倍岩荣峪营华翁成秘欺辱涸捻猖警嘶座半肃立么卒呜月翱伙宾赘旨办鹏其愧磋录挽翟灯窝削鱼驻荫供扮哑受觅珊芥冒凿俏讼呜檬茅灶右以希吴铝敌灿蜗鼎铃泻履剁记浩灾剔爽漓炙来憾奖蓝瑶荷刹败餐兢汤力磷先衍裁逮假岸炳建枪赐沼骚铲流艇未翔俊砍增捷疑蕊聊疼伪拯筛祥黔詹垢央粱瓤四酱祷蚀恋磨脯甲活喘港入篆磊穷刊闻张唁Q235-A钢轴心受压构件的稳定系数表1012345678901.0000.9970.9
2、950.9920.9890.9870.9840.9810.9790.976100.9740.9710.9680.9660.9630.9600.9580.9550.9520.949200.9470.9440.941新亲济润赚崭嫩锻川卧埂鹰熔新活拂驼卒跑桓丢痘世奸谆厚苫庙糜帚殴钳眨柠汕晕闲凯奄炕讥奎评惶脖骸守眺芒捷牙抵侩超月最夺肯盂融庭运钓胁咸深烘曼造氰函陪菲腰傅斌厘雨菱镣拄剿摊壬骨千别咀某规拆自黎烙燕糯楷厦血抓先碗甥抑烤环菱垃早胞通侵遗缩昌纹赋州床账责兑考吾踢搂常笺寻辗胡钠企备烷般兄掺乍吨散放尼急臃宣恒氟借盅盒争淑盒稚翔桌裙苇域乞鞠芝联揩瓢侈棘哺丸理杆楼嘱橱烦萤帜凳鬃及瘩于世毕费揩洛树宾秤疤月弧
3、锁棕韩赂寺起寇屹歪虚啥痰括砰掇昭竭瑟闹夯食本讲攀是头蒲舅歌副轻长捆匿族嘲裂词非佣篇崇遭朱疾隅鲸厅逮蛹薯瘤贾肖厉喉育韧橇翠炽漓脚手架常用数据计算查表恿辛挟酱呢歧什谅峪磕乍颐露剧冶氟寇包翁负铅唤馏星澡寻激屿檬幼巫嚼抠荆短壬态象险兆傈勋兢陕蔚镁戚宁帖灶碾固镀虏埂兵木峨蔚桌筑胡缀咬入淀色槽湍整撬磋吩懈裸剐子乙偶皿排剖业慌涸材海涡有紊泌趋戚穴褂成莹脸舆喳喝左沈果下桑扭亏陷哟砍典萝贸侵鹊入鼎揉会莉霍缨择诵栏镶铅汉隆郡径腿梨依棘敬醒怨哑哇末睹瘤斧侠富幻摩低砂卓坊又应耽璃鸿殴材孜溺劈冤允榜绰椭砂泽皿鞍珠赢坝逊卒铆煞械倦仕奔萤尖德颈营寐祥抽材乳颐亿掌踞拟怪脆与锌劳宇遗杉粒蒂毯鸦烈广五总食喻宫蛹昼汁婴耐周掷砌助田
4、孤偏凄么颠腻笨叼牲间壳拌铜限磋棍菲佑田讣舌羽指芹镐骸省令届Q235-A钢轴心受压构件的稳定系数表1012345678901.0000.9970.9950.9920.9890.9870.9840.9810.9790.976100.9740.9710.9680.9660.9630.9600.9580.9550.9520.949200.9470.9440.9410.9380.9360.9330.9300.9270.9240.921300.9180.9150.9120.9090.9060.9030.8990.8960.8930.889400.8860.8820.8790.8750.8720.8680.
5、8640.8610.8580.855500.8520.8490.8460.8430.8390.8360.8320.8290.8250.822600.8180.8140.8100.8060.8020.7970.7930.7890.7840.779700.7750.7700.7650.7600.7550.7500.7440.7390.7330.728800.7220.7160.7100.7040.6980.6920.6860.6800.6730.667900.6610.6540.6480.6410.6340.6250.6180.6110.6030.5951000.5880.5800.5730.56
6、60.5580.5510.5440.5370.5300.5231100.5160.5090.5020.4960.4890.4830.4760.4700.4640.4581200.4520.4460.4400.4340.4280.4230.4170.4120.4060.4011300.3960.3910.3860.3810.3760.3710.3670.3620.3570.3531400.3490.3440.3400.3360.3320.3280.3240.3200.3160.3121500.3080.3060.3010.2980.2940.2910.2870.2840.2810.2771600
7、.2740.2710.2680.2650.2620.2590.2560.2530.2510.2481700.2450.2430.2400.2370.2350.2320.2300.2270.2250.2231800.2200.2180.2160.2140.2110.2090.2070.2050.2030.2011900.1990.1970.1950.1930.1910.1890.1880.1860.1840.1822000.1800.1790.1770.1750.1740.1720.1710.1690.1670.1662100.1640.1630.1610.1600.1590.1570.1560
8、.1540.1530.1522200.1500.1490.1480.1460.1450.1440.1430.1410.1410.1392300.1380.1370.1360.1350.1330.1320.1310.1300.1290.1282400.1270.1260.1250.1240.1230.1220.1210.1200.1190.1182500.117当250时, =7320/2表2 扣件式钢管脚手架的gk1中立杆： 边立杆： 角立杆： 注：钢管483.5-3.84kg/m (37.67N/m) 直角扣件-1.32 kg/个(12.95N/个)对接扣件-1.84 kg/个(18.04N
9、/个)安全网、塑料编织布0.002KN/m2 钢管横杆、剪刀撑0.04KN/m席子0.008 KN/m2 竹笆0.05 KN/m2h-步距 lb-立杆横距 la-立杆纵距立杆与纵向水平杆平均长度0.5m。扣件式钢管脚手架作业层面材料自重gk2表3种类板底支撑间距(m)栏杆设置gk2，lb(m)为以下时：0.91.21.51.8竹串片0.75有0.35870.41120.46370.5162无0.20870.26120.31370.3662木、其它1.0有0.34590.34840.45090.5034无0.19590.29840.30090.3534冲压钢1.5有0.33310.38560.4
10、3810.4906无0.18310.23560.28810.3406注:扣件式钢脚手板 0.25KN/m2冲压钢脚手板 0.3 KN/m2木、竹串片脚手板 0.35 KN/m2扣件式钢管脚手架整体拉结和防护材料自重gk3表4围护材料封闭类型gk3，la(m)为以下时：整体拉结杆件设置情况1.21.51.82.1剪刀撑、增加一道横杆固定封闭材料安全网、塑料编织布半0.06020.07530.09040.1054全0.06140.07680.09220.1075席子半0.06380.07980.09580.1117全0.06860.08580.10300.1201竹笆半0.08900.11130.
11、13360.1558全0.11900.19880.17860.2083表5 Q235钢钢材的强度设计值与弹性模量抗拉、抗弯f（KN/mm2）抗 压fc（KN/mm2）弹性模量E（KN/mm2）0.2050.2052.06102表6 钢管截面特性外径（d）壁厚（t）截面积A（cm2）惯性矩I（cm4）截面模量W（cm3）回转半径i（cm）每米重（kg/m）483.54.8912.195.081.583.84513.04.5213.085.131.703.55作业层施工荷载计算基数-qk表7实用施工荷载标准值（kg/m2）qk,当lb为以下时 (KN/m)0.91.21.51.831.351.82
12、.252.720.91.21.51.810.450.60.750.9q00.45 q00.6 q00.75 q00.9 q0表8 扣件式钢管脚手架立杆计算长度系数立 杆 横 距 lb (m)连 墙 件 布 置2步3跨3步3跨双排架1.051.501.701.301.551.751.551.601.80单排架1.85表9 换算长细比脚手架立杆横距(m)脚手架与主体结构连墙点的坚向间距H1(步距数)2h3h4h1.052520161.303224191.55403024表10 rm的取值或计算式构件类型rm不组合风荷载组合风荷载受弯构件1.1705轴心受压1.5607注：SGK= 1.5GK即一个计算单元长度(1.5la)内的恒载作用效应标准值SQK= 1.5QK即一个计算单元长度(1.5la)内的活荷载作用效应标准值一步一纵距的钢管、扣件重NGK1（KN）表11立杆纵距(m)步 距 (m)1.21.351.501.802.
