超高层建筑施工装配式安全防护设施设计与应用

针对超高层建筑施工的特点,创新设计了多种用于超高层建筑施工的安全防护措施,主要包括安全防护栏杆、工具式安全防护平挡、定型防护钢板网、抱箍式操作平台、巨型柱空中施工的安全防护平挡等.这些设计实现了安全防护设施工具化、标准化和装配化,为在日后超高层施工中的安全防护施工起到一定的参照作用.     

栏杆结构的受力性能及设计方法研究

栏杆结构是房屋、桥梁等结构的重要附属构件，虽然并不影响主体结构的受力性能，但却对保障使用者的生命财产安全具有非常重要的作用。目前，对于栏杆结构受力性能和安全性的研究还较少，各国对于栏杆结构的设计指标和设计荷载也并不统一，我国规范中主要考虑均布荷载作用下的承载力，对于集中荷载和变形限值均未有规定。归纳比较了国内外相关规范...     

新型可调装配式安全建筑防护栏杆的研制

临边防护栏杆是建筑施工现场非常普遍的一种安全防护设施,也是安全投入费用支出的重要组成部分。传统的安全防护栏杆采用钢管扣件搭设,但在施工及管理过程中首先存在安全稳定性和外观效果较差的情况;其次因其安装使用时,由于施工工序改变后反复拆除安装,导致安全费用投入加大等问题。研制一种新型的装配式安全防护栏杆就应运而生,这种新型的装配式安全防护栏杆安装拆卸方便,装卸速度快,节约材料重复使用,经济效益可观,外观美观大方,文明施工好。本文结合河南金山生物医药创新园项目,介绍这种新型的装配式安全防护栏杆的研制以及使用过程。     

预埋式快拆临边防护栏杆施工应用

设立临边防护栏杆是高层建筑施工过程中的重要安全防护措施,结合高层建筑临边防护经验,本着简单快捷、不重复搭设的目的,对高层建筑临边防护,特别是阳台临边栏杆进行了改进,总结出了一套预埋式快拆临边防护栏杆施工方法,有效提高了防护栏杆施工工效以及材料的周转率。     

施工现场常用工具(防护栏杆)

<正>施工员除了自己的技术要熟练之外还要熟识施工现场的各类设施,本期咱们就一起来看看防护栏杆。在施工现场,一般为提高施工人员的安全,会在临边洞口、基坑等周边设置防护栏杆。设置防护栏杆的具体注意事项如下。1.防护栏杆设置原则(1)防护栏杆整体构造应使防护栏杆任何处,能经受任何方向的1kN的外力而不发生明显变形或断裂。当栏杆所处位置有     

建筑临边栏杆防护定型化的应用研究

每年发生的多起建筑高处作业事故提醒我们要对施工安全时刻保持警惕。如果高空、孔洞、临边防护措施相对比较到位,就能大大降低高空坠落事故发生的可能性。因此,我们要重视安全防护用具在保护施工作业人员生命安全中的作用,但往往由于施工现场临时搭建的扣件钢管式栏杆防护存在安装耗时长、安全性差等缺陷,导致现场施工人员的安全得不到保障。提高、改进防护用具的使用性能,促进临边栏杆防护定型化、工具化、标准化成为了建筑施工领域的迫切需求。     

楼层临边防护工具式夹具的创新应用

正在现场安全管理上,楼层临边是坠落事故的多发点,也是施工现场安全管理的重点。在工程项目施工中,常见的楼层临边防护方式为钢管栏杆,上杆距地面高度为1.0~1.2m,下杆距地面高度为0.5~0.6m,栏杆长度大于2m时,要求加设栏杆柱,防护栏杆应能承受任何方向1 kN的外力,且防护栏杆杆件连接方式宜采用定型化、工具式的防护设施。目前,传统做法有两种:一是将4mm     

栏杆、窗台高度的确定

栏杆、窗台的安全防护功能一直受到高度关注。因栏杆、窗台的高度设置不当引起的法律纠纷时有发生。近两年，国家颁布实施了《民用建筑设计通则》、《住宅建筑规范》等规范、标准，对栏杆、窗台的高度作了许多明确的规定．其中部分属于强制性条文。但对栏杆、窗台高度的计算却因为对可踏部位或可踏面认识的不同．造成栏杆、窗台高度的计算结果不同。     

物料提升机楼层卸料平台口安全防护装置简介

物料提升机 (龙门架、井字架 )是建筑施工最常用的物料上下运输机械,而物料提升机卸料平台通道口的安全防护栏杆或安全门则是物料提升机作业过程中安全防护的重要设施。在建设部强制性标准《建筑施工安全检查标准》 (JGJ59— 99)中,楼层卸料平台口防护安全门及防护安全门定型化、工具化属于保证项目。完善物料提升机楼层卸料平台口的安全防护门,是物料提升机安全使用的基本保障。 　　物料提升机在运行过程中,为防止发生人从楼层卸料平台通道口掉下,所以要设置安全防护设施 (栏杆或安全门 ),使楼层卸料平台通道口安全防护栏杆或安全…     

楼梯栏杆的设计与施工

楼梯栏杆因设计或施工不当，会让人感到使用不便，严重时，可能造成人身伤亡事故。栏杆是个很重要的构件，不仅对建筑物起装饰作用，而且处于上下交通疏散的必经之路，还是安全的保障。但在已竣工的住宅楼中，普遍存在着令人担忧的安全隐患。设计不周是造成栏杆差错的主要原因。《住宅设计规范》（GB５００９６－１９９９）中规定：扶手高度不应小于０．９０m；楼梯水平段栏杆长度大于０．５０m时，其扶手高度不应小于１．０５m；楼梯栏杆垂直杆件间净空不应大于０．１１m。正确的作法见图１。我们对当地的住宅楼梯做了大量调查，多数住宅…     

Optimum design of cold-formed steel portal frame buildings including joint effects and secondary members

In steel portal frames, cold-formed steel channel sections are increasingly used as the primary framing components, in addition to the secondary members e.g. purlins and side rails. For such framing systems, the stiffness of the joints at the eaves and apex affects the bending moment distribution, as well as the frame deflections. This paper investigates the influence of two joint configurations having full rigidity and semi-rigidity, respectively, on the optimum design of cold-formed steel portal frames. A real-coded genetic algorithm is used to search for the most cost-effective design. It is shown that through incorporating joint effects explicitly into the design process, a more appropriate balance between the joints and the member properties can be obtained, thus optimizing material use. The study then investigates the effect of secondary members on the optimum design. It is shown that incorporating the secondary members is important for portal frames having spans shorter than 12 m. For example, for a frame spacing less than 6 m, the material cost of the primary members can be reduced by up to 15%.     

Universal design charts for insulation of steel members in fire

Charts for insulation design of steel members in fire are usually provided by the manufacturers of the specified fire protection materials. These design charts may not be readily available, particularly for fire protection materials which may not have proprietary rights. This paper describes the development of a set of universal charts for the insulation design of steel members in fire for a wide range of fire protection materials of known physical and thermal properties. The main advantage of using these charts for insulation design is that they apply to all types of fire protection material without referring to the manufacturers’ design charts. In addition, high density fire protection materials, such as concrete, for steel members have also been included in these universal design charts.     

Hysteretic model for steel energy dissipation devices and evaluation of a minimal-damage seismic design approach for steel buildings

This paper evaluates an alternative seismic design approach for steel structures that concentrates damage in easy-to-replace steel energy dissipation devices and protects the main structural members from yielding with capacity design rules. This approach can reduce damage repair costs and downtime, and, can be further enhanced by using rate-dependent dampers in parallel to steel devices to achieve drift reduction and protection of drift-sensitive non-structural elements. A model for steel energy dissipation devices is proposed and calibrated against experimental results. In particular, the Bouc-Wen model is modified to capture the combined kinematic and isotropic hardening in the hysteresis of steel devices. The model is found able to accurately predict the experimentally obtained hysteresis and is implemented in the OpenSees software for use in seismic response analysis. A simplified seismic design procedure is proposed and used to design a prototype steel building equipped with steel devices and viscous dampers according to explicitly defined minimal-damage performance objectives. Seismic analyses results indicate the accuracy of the design procedure and confirm that the building is able to achieve immediate occupancy under the design seismic action and rapid return to occupancy under the maximum considered seismic action. The same building is designed as a conventional steel MRF according to EC8. Results of seismic analyses show that repair of damage in the main structural members of the conventional MRF may not be financially viable in the aftermath of the design and maximum considered earthquakes.     

鞍钢鲅鱼圈3.8m中板厂房优化设计

针对鞍钢3.8 m中厚板生产线厂房跨度大、吊车吨位大、工艺布局要求严等难点,通过厂房方案比较、结构选型、材料选择、设计参数选优,工艺、土建、机电等专业会商进行设计优化。东北寒冷地区保温厂房含钢量通常约210 kg/m2,设计优化后降至165 kg/m2,降低约20%。此含钢量为目前同类厂房最低,取得较好的技术经济效果,可供同类厂房设计参考。     

CCTV主楼复杂钢构件现场节点设计技术

CCTV主楼具有结构独特、钢构件截面形式多样、节点构造复杂等特点,现场节点设计是钢结构深化设计的难点和重点。本文通过描述工程中采取的构件分段原则和对接节点形式,介绍了CCTV主楼复杂钢构件现场节点设计技术。     

某科技竞赛展厅钢结构屋盖施工方案

某科技竞赛展厅钢结构屋盖主梁采用27m跨预应力索桁架,次梁采用8m跨H型钢,屋面采用彩钢屋面板。本文主要介绍预应力索桁架节点连接构造,索桁架与次梁节点连接构造,上弦支撑布置方式及其与主、次梁节点连接构造,钢结构屋盖施工工法等,可供同类工程设计及施工时参考。     

广州新白云国际机场航站楼主楼钢结构设计

介绍了广州新白云国际机场航站楼主楼钢结构设计 ,包括结构选型和结构布置、荷载取值和荷载效应组合、结构材料的选取、结构计算分析等整个设计要素 ,同时阐述了特殊构件的计算和设计     

输电线工程中双钢管杆结构优化设计分析

以某一110 kV输电线路双钢管杆为研究对象,采用萤火虫优化算法对双钢管杆结构进行优化设计分析。采用有限元法壳单元建立双钢管结构的力学模型,并调入到MATLAB编写的萤火虫优化算法中;以双钢管杆结构用钢总重量为优化目标,以结构的刚度和强度为约束条件,对钢管杆主要构件的管径和壁厚共26个设计变量进行优化分析。获得的双钢管杆结构优化分析结果在满足设计规范的前提下减轻了结构重量,充分利用了各部件的力学性能,达到了节约成本的目的。本文的结构优化设计方法可为钢管杆结构制造提供了参考。     

不锈钢结构构件稳定性的研究进展

不锈钢结构具有优良的耐腐蚀性能和耐久性能,可以从根本上解决普通钢结构的锈蚀问题,能够延长结构的使用寿命,降低维护成本。不锈钢材料的非线性应力-应变关系特性会导致构件的后期刚度降低,同时由于不锈钢材料单价较高,需要更为经济合理的截面设计,因此构件的稳定性需要特别关注。对当前国内外不锈钢结构构件稳定性研究的现状及进展进行总结,比较分析国外现行不锈钢结构设计规范中关于构件稳定性的设计思路与方法;针对国内不锈钢结构设计方法的空白,在总结当前国内外研究进展与国外现行设计规范的基础上提出相关意见和建议。     

Experimental study on multi-panel retrofitted steel transmission towers

Due to the increasing demands on power supply and telecommunication services, existing transmission towers are frequently being required to carry extra loads above their initial design limits. A range of methods have therefore been used to increase the capacity of existing towers by retrofitting them in some way. This paper addresses steel lattice transmission towers with main leg members retrofitted by steel angles through bolted double steel angle connectors, a method that is widely used in practice but to date with little experimental research to support it. Three unreinforced tower models and four groups of retrofitted tower models with and without preloading have been tested in the structural laboratories at the University of South Australia. The experimental results verify the effectiveness of the retrofitting method. Load sharing analysis shows that axial loads can be effectively transferred between original tower members and reinforcing members through the bolted-splice system. Preloading reduces the load sharing in reinforcing members in the early loading stage but does not have significant influence on the ultimate strength of the whole structure.