《y脚手架计算书(步距1.8).doc》由会员分享，可在线阅读，更多相关《y脚手架计算书(步距1.8).doc（13页珍藏版）》请在三一文库上搜索。
1、 解放军第306医院综合医疗楼工程脚手架计算书 本工程首层设备层双排脚手架采用483.5钢管单立杆，最大搭设高度50m以下（为20.2m），搭设按照建筑施工扣件式钢管脚手架安全技术规范（JGJ1302001）的设计尺寸及构造要求搭设，故对其相应杆件不再进行设计计算。本工程五十九层外双排脚手架采用483.5钢管单立杆脚手架，脚手架搭设高H=57.6m。双排脚手架用于结构施工和装修施工。 需对此脚手架进行验算。计算参数如下：序号参数名称及符号参 量序号参数名称及符号参 量1搭设高度H57.6m8立杆截面积A489mm22步距h1.8m9钢材抗压强度设计值fc205N/mm23立杆纵距la1.5m1
2、0立杆截面抵抗距W5080mm34立杆横距lb1.2m11立杆回转半径i15.8mm5作业层数n1212基本风压W00.35K N/m26连墙杆竖距hw3.6m13脚手架与建筑物间距0.30m7连墙杆横距ln3.0m14小横杆挑出b1001、荷载计算（此脚手架计算查表所得值通过建筑施工手册（第四版）1查得） 恒载的标准值Gk：Gk=Hi（gk1+gk3）+n1lagk2由表57查得gk10.1089KN/m； gk20.2356KN/m； gk30.1113KN/m。 a. 当取Hi56.7m用于结构作业时，Gk=Hi（gk1+gk3）+n1lagk2 56.7（0.10890.1113）1.
3、50.2356 12.84KN用于装修作业时，Gk=Hi（gk1+gk3）+n1lagk2 56.7（0.10890.1113）21.50.2356 13.19KNb. 当取Hi28.4m用于结构作业时，Gk=Hi（gk1+gk3）+n1lagk2 28.4（0.10890.1113）1.50.2356 6.61KN用于装修作业时，Gk=Hi（gk1+gk3）+n1lagk2 28.4（0.10890.1113）21.50.2356 6.96KN活载（作业层施工荷载）的标准值Qk：Qk=n1laqk 由表512查得qk1.8KN/m（结构作业时）和qk1.2KN/m（装修作业时）则有：用于结构
4、作业时，Qk= 1.51.82.7KN用于装修作业时，Qk= 21.51.23.6KN风荷载验算 qWK=kLak = 0.7zs0s=1.2(1+) （敞开式双排脚手架查建筑施工脚手架实用手册表421和表422得0.089；1.00） s=1.2(1+)1.20.089（11）0.21 KN/m2查全国基本风压分布图得北京地区的基本风压为0=0.35 KN/m2。当H=24 m，风压高度变化系数Z=1.01；H=47.4 m，风压高度变化系数Z=1.32； 则风荷载：k = 0.7zs0=0.71.010.210.35=0.052KN/m2（离地24m）k = 0.7zs0=0.71.320
5、.210.35=0.07KN/m2（离地47.4m）作用与立柱的风线荷载标准值, 柱距L=1.5 m qWK=kLa =0.0521.5=0.078KN/ m（离地24m）qWK=kLa =0.071.5=0.105KN/ m（离地50.5m）风荷载产生的弯距，h=1.8 m步距MWK=0.12 qWKh2 =0.120.0781.82 =30.33 KN（离地24m）MWK=0.12 qWKh2 =0.120.1051.82 =40.82 KN （离地50.5m）2、脚手架整体稳定验算确定材料强度附加分项系数rm因组合风荷载，查表55，得rm1.59 1+0.9（+）1+rm的计算结果列入下
6、表，其中Nwk=MwkA/W=489Mwk/5080=0.0962630.33（40.82）2.92（3.93）KNrm计算表验算截面使用类别NGk(KN)NQk(KN)NWk(KN)rmrR=0.9rm24m结构12.842.72.920.1900.2051.5451.390装修13.193.60.2470.2001.5411.38747.4m结构6.612.73.930.3700.5391.5141.363装修6.963.60.4710.5141.4721.325计算轴心力设计值NN=1.2（NGK+NQK）式中NGK即GK，NQK即QK的数值代入得到：a. 验算24m截面用于结构作业时，
7、N=1.2（12.842.7）18.65KN 用于装修作业时，N=1.2（13.193.6）20.15 KN b. 验算47.4m截面用于结构作业时，N=1.2（6.612.7）11.17KN 用于装修作业时，N=1.2（6.963.6）12.67 KN 计算风荷载弯距MWMW1.2 MWK a. 验算24m截面 MW1.2 MWK =1.230.33=36.40 KNmmb. 验算47.4m截面MW1.2 MWK =1.240.82=48.98 KNmm确定稳定系数查表516得1.53，h/i=1.531.8/0.0158=174,由表518查得0.235验算稳定N Mw fc/0.9 rm
8、 A W得到验算结果，列入下表验算截面使用类别fc/0.9 rm，A，WN(KN)Mw(KN.mm)N MwA W验算结果24m结构0.1470.235A489mm2W=5.08103mm318.6536.400.172不合格装修0.14820.150.18247.4m结构0.12611.1748.980.107合格装修0.15512.670.120通过计算可得五十九层的外脚手架底面截面验算不合格，对此架进行卸荷处理，五十九层脚手架搭设高度在18m（在十层相对高度37m）和36m（在十五层相对高度55m）处卸荷。3、脚手架卸荷计算五十九层脚手架搭设高度在十层18m（相对高度37m）和在十五层3
9、6m（相对高度55m）处卸荷。脚手架总高度57.6m（相对高度76.6m），卸荷计算高度为21.6m，查表所得值见建筑施工脚手架实用手册。计算底层立柱的轴心压力（按21.6m计算）a.脚手架结构自重产生的轴心压力NGK，一跨内（L=1.5m）荷载由表438查得一个柱距范围内脚手架结构自重产生的轴心压力标准值：gk=0.125KN/mNGKHgk=21.60.125=2.7KNb.脚手架活荷载产生的轴心压力：脚手板产生的轴心压力，查表439得：NQ1K0.663KN敞开式脚手架的防护材料产生的轴心压力，查表440得：NQ2K0.228KN根据装修用途脚手架，二层同时操作，施工均布荷载QK22.0
10、=4.0KN/m2，查表441得施工荷载产生轴心压力：NQ3K4.42KN活荷载产生得轴心压力标准值为：NQK0.6630.2284.425.31KN。c.计算立柱的轴心压力设计值：N=1.2NGK+1.4 NQK1.22.7+1.45.31=10.68KN计算钢丝绳拉力T和水平力P（计算简图见上）tg3600/1650=2.1865.40T=N/2/sin=5.34/ sin65.4=5.87KNP=N/2/ tg=5.34/ 2.18=2.45KN钢丝绳验算钢丝绳选用1根637直径13mm，钢丝绳公称抗拉强度1400 N/mm2，破断拉力总和为87.8kN，荷载不均匀系数取0.82K为安全
11、系数，取8.0钢丝绳允许拉力Fg=87.80.82/8.0=12.0钢丝绳拉力T=5.8785 mm2，满足要求5、连墙件验算连墙件采用483.5钢管，连接用直角扣件、旋转扣件。 连墙件的轴向设计值计算：采用二步二跨布置连墙件，h=1.8 m ；l=1.5m； 取连墙杆竖距hw=3.6 m；连墙杆横距ln=3.0 m。Nl=Nlw+N0Nl连墙件轴向设计值（KN）Nlw风荷载产生的连墙件轴向设计值N0连墙件约束脚手架平面外变形所产生的轴向力（KN），取5 k = 0.7zs0=0.71.320.210.35=0.07KN/m2Nlw =1.4kAK （AK为迎风面积） =1.40.07（3.6
12、3.0） =1.06KNNl=Nlw+N0=1.06+5=6.06KN RC=8.00KN（满足要求）should be dealt with by the personnel Department of the company. (3) personal injury accident occurs, the direct punishment 500-1000, who is directly responsible for the accident responsibility, give notice of criticism and 50-100 economic sanctions
13、 against them. (4) to conceal the accident, reported without undue delay or false, to inform the administrative leadership of the criticism, resulting in serious consequences, the pursuit of leadership, along with 500-1000 punishment. (5) significant near miss should be attempted as the case of resp
14、onsible for the accident and construction team injuries accident penalty provisions, mutatis mutandis. Eight, should perform in the construction standards and specifications, serial number a 1 GB3323-2005 steel fusion welded butt joints, welding engineering-Ray lighting and quality rating of 2 GB113
15、45-89 steel welds manual methods of ultrasonic inspection and testing results for grade 3 GB50236-2002 industrial pipe welding engineering code for construction and acceptance of field equipment 4 HGJ222-92 technical specification for welding of aluminium and its alloys 5 low temperature steel weldi
16、ng procedure 6 SH3525-2004 petrochemical JB/ T4708-2000 of welding procedure qualification for steel pressure vessels 7 JB/4709-2000 8 JB4730-2005 pressure vessel welding procedures of steel pressure vessel NDT 9 JB/T4744-2000 steel pressure vessel products mechanical properties test of welded plate
17、 II, mechanical equipment installation engineering 1 GB150-98 2 GB50128-2005 vertical cylindrical steel pressure vessel steel welded specification for construction and acceptance of oil tank 3 JB/ T4735-1997 steel welded atmospheric pressure vessel 4 GB50231-2009 mechanical equipment installation第 13 页 共13页