施工组织设计下载简介

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一、设计概况·································2

二、设计依据·································2

三、次梁设计·································2

xxx高层住宅楼施工组织设计四、主梁设计·································4

五、铺板设计·································5

六、钢丝绳验算·······························6

七、吊环设计·································7

八、钢平台安装·······························7

九、附制安图·································8

钢平台设计尺寸长3m、宽2m,主梁用工字钢、次梁用槽钢制作，上铺50mm厚木板，用钢丝绳斜拉固定在剪力墙或梁上。允许荷载：施工荷载1.5KN、集中荷载5KN.

次梁选用槽钢14制作，3m长钢平台设4道次梁，次梁槽钢焊接在主梁凹槽内（主梁侧加100×60×8垫板），其间距为1m。14槽钢截面特性为重量0.1KN/m,WX=39.7cm3,h=100mm,t=8.5mm

铺木板=0.4KN/m2

施工均布活荷载=1.5KN/m2

永久荷载分项系数=1.2

可变荷载分项系数=1.4

木跳板50mm厚=0.4×1×1.2=0.48KN/m

14槽钢=0.1×1.2=0.12KN/m

施工均布荷载P=5×1.4=7KN

M=（1/8）ql2+(1/4)P1=(1/8)×2.7×22+(1/4)×7×2=4.85KN·m

M/(VX×WX)≤f,VX=1.2

δ=（4.85×106）/(1.05×39.7×103)=116N/mm2＜f=215N/mm2满足要求;

MX/(Ab×Wx)≤f,ψb=｛570tb×/(1×h)｝×(235/235)=1.16

Ab=｛(570×8.5×48)/(2000×100)｝×(235/235)

M/(Ab,×WX)=（4.85×106）/(0.777×3.97×103)157N/mm2＜f=215N/mm2

主梁选用工字钢16制作，其截面特性为重量0.123KN/m,

Wx=61.7×103,h=16mm,b=53mm,t=9mm

主梁均布荷载：Σ1260.123×1.2=0.148KN/m

栏杆、密目安全网：0.115×1.2=0.138KN/m

300×300mm木挡板：0.072×1.2=0.068KN/m

Σq=0.37KN/m

P1=(1/2)×｛(0.48+2.1)/2｝×2+(1/2)×0.12×2=1.41KN

P2=(1/2)×2.7×2=2.7KN

M=（1/8）×0.37×32+2.7×1+(1/4)×7×3=8.37KN·m

RA=RB=(1/2)×0.37v3+1.41+2.7=4.7KN

MX(VX×MX)=(83.7×106)/(1.05×61.7×103)=129N/mm2＜f=215N/mm2,满足要求；

MX/(Ab×Wx)=（8.37×106)/(0.925×61.7×103)=147N＜f=215N/mm2

ψb=(570×9×53)/(1000×126)×(235/235)=2.16

选用3m长50mm厚松木板，板宽不小于250mm,板端头用螺栓与槽钢相固定。

某大厦工程安装施工组织设计Q=(0.4×1×1.2)+(1.5×1×1.4)=2.58KN/m

P=5×1.4=7KN

M=（1/8）ql2+(1/4)P1=(1/8)×2.58×12+(1/4)×7×1=2.07KN·m

δm=M/Wn≤fm=17N/mm2

W=(1/6)bh2=(1/6)×100×52=417cm3

δm=(2.07×106)/(4.17×105)=5N/mm2≤fm=17N/mm2,满足要求；

T／CECS 10035-2019 绿色建材评价 金属复合装饰材料.pdfT=P1sina=4.7/0.707=6.65KN

用¢14mm、公称抗拉强度1550N/mm2的6×19钢丝绳作捆扎吊索，查表得钢丝绳的钢丝破坏断拉力总和为Fg=112.0KN。

查表得钢丝绳的安全系数K=6，钢丝绳的换算系数a=0.85。