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中建五局外脚手架专项施工方案

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'中国建筑第五工程局有限公司CHINACONSTRUCTIONFIFTHENGRG.Branch。LTD目录1.编制依据22.工程概况23.施工部署24.材料要求35.双排落地式外架搭设36.挑架搭设47.安全防护措施58.脚手架的搭设及拆除施工工艺69.质量保证体系711.文明施工要求1112、计算1213.附图3032广州星河丹堤花城(一期)工程 中国建筑第五工程局有限公司CHINACONSTRUCTIONFIFTHENGRG.Branch。LTD1.编制依据1.1根据设计图纸,有关施工规范施工现场情况及投标文件,工程施工合同,结合以往相似类型工程的施工经验进行编制。1.2在保证质量、安全、工期的前提下,尽可能采取有效措施降低成本,提高经济效益,实现文明施工而进行编制。1.3主要规范、规程序号规范、规程名称发布日期施行日期规程编号1建筑施工扣件式钢管脚手架安全技术规范(2002版)2001.12001.6JGJ130一20012建筑施工高处作业安全技术规范1992.11992.8.1JGJ80一913建筑施工安全检查标准1999.31999.5.lJGJ59一992.工程概况星河丹堤花城项目位于广州市南沙区,东边与东莞虎门隔海相望,西连中山市,位于珠三角中心区域。项目地块位于南沙区中部,黄山鲁森林公园东侧,南面临近虎门高速,东面是沟通东莞方向的虎门大桥。一期工程包括78栋三层别墅(含一层地下室)、一栋两层会所(含两层地下室)、7栋5~8层的多层住宅和两栋12~16层的高层住宅。其中A16~A30、B9~B18、B32~B40、B4~B7以及会所沿水库岸边布置,而在进行主体结构施工的同时,水库岸边挡墙也在施工,两个工作面相距较近,使场地变得更小,如何避免两个分项工程之间的相互影响尤为重要。三层别墅屋面标高为12.30~13.70m,会所屋面标高为9.5m(最高处结构为15.30m)。本工程为山地建筑,大部分单体存在半地下室结构。在进行地下室施工时,地下室底板至±0.00先搭设外架,在结构完成首层板面后拆除,进行土方回填平整夯实并浇灌100mm厚C15混凝土封闭,方便上部架体的支设稳定。搭设形式主要采用双排落地式外架,临湖边的部分栋号局部采用悬挑式外架。3.施工部署3.1安全防护领导小组安全生产、文明施工是企业生存与发展的前提条件,是达到无伤亡事故的必然保障32广州星河丹堤花城(一期)工程 中国建筑第五工程局有限公司CHINACONSTRUCTIONFIFTHENGRG.Branch。LTD。为此项目经理部成立以项目经理为组长的安全防护领导小组,其机构组成、人员及责任分工如下:组长:(项目经理)—全面负责和总协调管理副组长:(技术经理)—安全、技术交底和技术指导(生产经理)—现场落实实施总指挥(安全主管)—现场安全总负责组员:(技术员)—方案编制、技术交底(工长)—现场施工协调和具体落实(安全员)—现场施工指挥、安全巡视和检查(班组长)—现场安排实施3.2设计总体思路结合本工程结构特点和要求,本工程外架主要采用落地式双排钢管脚手架,临湖部分位置采用悬挑架;其中采光天井、部分板上开洞的位置采用落地式双排脚手架;以及考虑现场施工情况,地下室要回填土,所以要分两次搭设脚手架。4.材料要求钢管:钢管采用Φ48*3.5厚的钢管,钢管进出场须有出厂合格证,壁厚达到规定的要求,钢管无锈蚀、无严重变形弯曲、开裂等。扣件:采用直角扣、对接扣和旋转扣三种。脚手板:采用钢笆网片。安全网:采用通过国家质检合格的密目式安全网。5.双排落地式外架搭设5.1地基处理因考虑到现场施工情况,在进行地下室施工时,地下室底板至±0.00先搭设外架,在结构完成首层板面后拆除,进行土方回填平整夯实并浇灌100mm厚C15混凝土封闭。临湖边的外架因水库挡墙施工影响,且搭设高度不高,考虑采用首层挑架。5.2搭设要求大部分外架采用双排钢管脚手架,内立杆距结构边0.50m,跨距1.5m,架宽0.9m,步距1.8m,脚手板采用钢笆片φ8钢筋焊接制作,宽为1.05米。立杆接头采用对接扣件连接,接头交错布置。纵、横向扫地杆:纵向扫地杆采用直角扣件固定在距底座下皮20cm32广州星河丹堤花城(一期)工程 中国建筑第五工程局有限公司CHINACONSTRUCTIONFIFTHENGRG.Branch。LTD处的立柱上,横向扫地杆则用直角扣件固定在紧靠纵向扫地杆下方的立柱上。剪刀撑:外架剪刀撑要求连续布置,以每5根立管、4个步距横杆连续布置,斜杆与地面的夹角在45°~60°之间。斜杆相交点处于同一条直线上,并沿架高连续布置。剪刀撑的杆件连接采用搭接,其搭接长度≥100cm,并用不少于3个旋转扣件固定,端部扣件盖板的边缘至杆端的距离≥10cm。连墙件:本工程连墙件按两步三跨布置;连墙杆采用主体结构施工时预埋短钢管,浇筑楼层砼前沿外边梁预埋钢管位置与立杆相平,该预埋钢管可兼作楼层周边防护栏杆的立杆之用。在施工现场允许的情况下,可采用抱柱的处理方法,抱柱构件为钢管扣件搭设。连墙钢管靠外架一端比连墙一端稍低,以保证连墙件的受力特性。大横杆:大横杆置于小横杆之上,在立杆的内侧,用直角扣件与立柱扣紧。大横杆采用对接扣件连接,其接头交错布置,不在同步、同跨内。相邻接头水平距离不小于50cm,各接头距立柱的距离不大于50cm。小横杆:每一立杆与大横杆相交处(即主节点),都必须设置一根小横杆,并采用直角扣件扣紧在大横杆上,该杆轴线偏离主节点的距离不大于15crn。小横杆间距应与立杆柱距相同,且根据作业层脚手板搭设的需要,可在两立杆之间在等间距设置增设1一2根小横杆。小横杆伸出外排大横杆边缘距离不小于10cm;伸出里排大横杆距结构外边缘15cm,且长度不大于30cm。脚手扳:脚手架采用钢笆片φ8钢筋焊接制作,宽为1.05米,钢笆片铺放后要求用细铁线与大横杆绑扎固定。6.挑架搭设6.1预埋构件外挑钢管或工字钢锚固在首层楼板,每根外挑钢管或工字钢在楼板上需预埋2Ф20钢筋,间距同外挑钢管,详附图。32广州星河丹堤花城(一期)工程 中国建筑第五工程局有限公司CHINACONSTRUCTIONFIFTHENGRG.Branch。LTD外挑钢管锚固预埋件斜拉钢绳预埋件外挑工字钢锚固预埋件6.2搭设要求采用双排钢管脚手架,立杆的间距、步距、大小横杆的间距、脚手板的制作安装要求同地下室。外架立杆与外挑钢管之间采用双扣件连接,防止立杆因摩擦力不足而发生滑移。立杆与外挑钢管必须用直角扣件固定,以保证两杆之间的角度为90度。每根外挑钢管或工字钢须用两根钢绳扣紧,钢绳另一段连接到上一层预埋件上。钢绳应始终保持张拉状态,禁止出现松弛现象。安全网要求:采用合格密目安全网内挂。悬挑层、卸荷层安全网根部应钉压脚板。7.安全防护措施7.1电梯井洞口防护措施32广州星河丹堤花城(一期)工程 中国建筑第五工程局有限公司CHINACONSTRUCTIONFIFTHENGRG.Branch。LTD电梯井口设置不低于1.2m高的防护门,用φ12的螺纹钢筋、按水平间距30cm、竖向间距40cm焊制而成,并在防护门上要刷漆、挂牌。电梯井筒内每隔一层在入口处设置一个用φ25钢筋、钢管及木板搭设的平台,中间一层用钢筋支托安全网一道,网上及平台上均不得存有杂物。电梯井内不准做垂直运输通道或垃圾通道。7.2结构临边防护措施在结构四周边线内50cm处设置全封闭式护身栏,使用材料均采用φ48×3.5钢管。其高度不低于1.2m、立杆间距不大于2.5m、竖向每隔0.6m设一道通长大横杆、每隔一根立杆设一道三脚架。沿钢管长度方向刷红白间隔的油漆、挂醒目标志牌;护身栏杆四周满挂密目安全网、白天设警示牌、夜间设红色标志灯;临边四周lm范围内不准堆料、停放机具。7.3楼梯间防护措施楼梯的侧边利用脚手架做安全防护,架子立管从梯井内搭设,侧边沿楼梯坡度方向做一道1.2m高的护身栏,侧边底部设18cm高的挡脚板。8.脚手架的搭设及拆除施工工艺8.1钢管脚手架搭设施工工艺脚手架搭设的工艺流程为:地下室部分场地平整、夯实、外架基础垫层施工→基础承载实验、材料配备→定位设置通长脚手板、钢底座→纵向扫地杆→立杆→横向扫地杆→小横杆→大横杆(搁栅)→剪刀撑,连墙杆→铺脚手板→扎防护栏杆→扎安全网→首层梁板完成后,由上往下拆除外架→半地下室外土方回填、平整、夯实、外架基础垫层施工→首层以上落地式外架施工同地下室部分→首层挑架外挑钢管(工字钢)搭设、焊接→纵向扫地杆→立杆与外挑钢管(工字钢)搭接→斜拉钢绳拉结→横向扫地杆→小横杆→大横杆(搁栅)→剪刀撑,连墙杆→铺脚手板→扎防护栏杆→扎安全网定距定位:根据构造要求在建筑物四角用尺量出内、外立杆离墙距离,并做好标记。用钢卷尺拉直,分出立杆位置,并用小竹片点出立杆标记。垫板、底座应准确地放在定位线上,垫板必须铺放平稳,不得悬空。32广州星河丹堤花城(一期)工程 中国建筑第五工程局有限公司CHINACONSTRUCTIONFIFTHENGRG.Branch。LTD在搭设首层脚手架的过程中,沿四周每框架格内设一道斜支撑,拐角处双向增设,待该部位脚手架与主体结构的连墙件可靠拉结后方可拆除。当脚手架操作层高出连墙件两步时,应采取临时稳定措施,直到连墙件搭设完毕后方可拆除。双排架宜先立里排立杆,后立外排立杆。每排立杆宜先立两头的,再立中间的一根,互相看齐后,立中间部分各立杆。双排架内、外排两立杆的连线要与墙面垂直。立杆接长时,宜先立外排,后立内排。其余组件的搭设要求参见构造要求。8.2脚手架的拆除施工工艺拆架程序应遵守由上而下,先搭后拆的原则,即先拆拉杆、脚手板、剪刀撑、斜撑,而后拆小横杆、大横杆、立杆等(一般的拆除顺序为:安全网→栏杆→脚手板→剪刀撑→小横杆→大横杆户立杆)。不准分立面拆架或在上下两步同时进行拆架。做到一步一清、一杆一清。拆立杆时,要先抱住立杆再拆开最后两个扣。拆除大横杆、斜撑、剪刀撑时,应先拆中间扣件,然后托住中间,再解端头扣。所有连墙杆等必须随脚手架拆除同步下降,严禁先将连墙件整层或数层拆除后再拆脚手架,分段拆除高差不应大于2步,如高差大于2步,应增设连墙件加固。拆除后架体的稳定性不被破坏,如附墙杆被拆除前,应加设临时支撑防止变形,拆除各标准节时,应防止失稳。当脚手架拆至下部最后一根长钢管的高度(约6.5m)时,应先在适当位置搭临时抛撑加固,后拆连墙件。9.质量保证体系9.1构配件允许偏差序号项目允许偏差△(mm)示意图检查工具1无缝钢管尺寸外径48mm壁厚3.5rnm一0.5一0.5游标卡尺2钢管两端面切斜偏差△1.70塞尺、拐角尺32广州星河丹堤花城(一期)工程 中国建筑第五工程局有限公司CHINACONSTRUCTIONFIFTHENGRG.Branch。LTD3钢管外表面锈蚀深度(△=△1+△2)≤0.50游标卡尺4立杆钢管弯曲3m≤l≤4m3m≤l≤4m≤12≤20钢板尺水平杆、斜杆的钢管弯曲l≤6.5m≤309.2扣件拧紧抽样检查数目及质量判定标准+检查项目抽检数量(个)允许的不合格数1连接立杆与纵(横)向水平杆或剪刀撑的扣件;接长立杆、纵向水平杆或剪刀撑的扣件5052连接横向水平杆与纵向水平杆的扣件(非主节点处)50109.3脚手架搭设的允许偏差和检验方法项次项目技术要求允许偏差△(mm)示意图检查方法与工具1地基基础表面坚实平整观察排水不积水垫板不晃动底座不滑动不沉降一102立杆垂直度最后验收垂直度-±100图略详见JGJ130-2001(2002版)P41一42表8.2.4用经纬仪或吊线和卷尺下列脚手架允许水平偏差(mm)搭设中检查偏差的高度(m)总高度50m40m20mH=2H=10H=20H=30H=40±7±20±40±60±80±7±25±50±75±100±7±50±10032广州星河丹堤花城(一期)工程 中国建筑第五工程局有限公司CHINACONSTRUCTIONFIFTHENGRG.Branch。LTDH=50±100中间档次用插人法。3间距步距纵距横距-±20±50±20-钢板尺4纵向水平杆高差一根杆的两端-±20图略,详见,JGJ130一2001(2002版)P41~42表8.2.4水平仪或水平尺同跨内两根纵向水平杆高差-±10图略,详见JGJ130一2001(2002版)P41一42表8.2.45双排脚手架横向水平杆外伸长度偏差外伸500mm一50-钢板尺10.安全施工技术措施10.1材质及其使用的安全技术措施10.1.1扣件的紧固程度应在40~50N·m,并不大于65N·m,对接扣件的搞拉承载力为3kN。扣件上螺栓保持适当的拧紧程度。★对接扣件安装时其开口应向内,以防进雨水,直角扣件安装时开口不得向下,以保证安全。10.1.2各杆件端头伸出扣件盖板边缘的长度不应小于100mm。10.1.3钢管有严重锈蚀、压扁或裂纹的不得使用。禁止使用有脆裂、变形、滑丝等现象的扣件。10.1.4外脚手架严禁钢竹、钢木混搭,禁止扣件、绳索、铁丝、竹篾、塑料混用。10.1.5严禁将外径48mm与51mm的钢管混合使用。10.2脚手架搭设的安全技术措施10.2.1脚手架的基础必须经过硬化处理满土必须达到设计强度的75%以上才能施工。10.2.2搭设过程中划出工作标志区,禁止行人进人、统一指挥、上下呼应、动作协调指挥下作业。当解开与另一人有关的扣件时必先告诉对方,并得到允许,以防坠落伤人。10.2.332广州星河丹堤花城(一期)工程 中国建筑第五工程局有限公司CHINACONSTRUCTIONFIFTHENGRG.Branch。LTD开始搭设立杆时,应每隔6跨设置一根抛撑,直至连墙件安装稳定后,方可根据情况拆除。10.2.4脚手架及时与结构拉结或采用临时支顶,以保证搭设过程安全,未完成脚手架在每日收工前,一定要确保架子稳定。10.2.5脚手架必须配合施工进度搭设,一次搭设高度不得超过相邻连墙件以上两步。10.2.6在搭设过程中应由安全员、架子班长等进行检查、验收和签证。每两步验收一次,达到设计施工要求后挂合格牌一块。10.2.7外脚手架的卸荷严格采用φ15.5的钢丝绳通过梁上对拉螺栓孔与脚手架连接,严禁私自拆改。10.3脚手架上施工作业的安全技术措施10.3.1结构外脚手架每支搭一层,支搭完毕后组长和个人,未经同意不得任意拆除脚手架部件。10.3.2严禁控制施工荷载,脚手板不得集中堆料施荷,施工荷载不得大于3kN/m,确保较大安全储备。10.3.3结构施工时不允许多层挑架的同时作业层数不超过1层。10.3.4当作业层高出其下连墙件3.6m以上、且其上尚无连墙件时,应采取适当临时撑拉措施。10.3.5各作业层之间设置可靠的防护栅栏,防止坠落物体伤人。10.3.6定期检查脚手架,发现问题和隐患,在施工作业前及时维修加固,以达到坚固稳定,确保施工安全。10.4脚手架拆除的安全技术措施10.4.1拆架前,全面检查待拆脚手架,根据检查结果,拟订出作业计划,报请批准,进行技术交底后才准工作。10.4.2架体拆除前,必须察看施工现场环境,包括架空线路、外脚手架、地面的设施等各类障碍物、地锚、缆风绳、连墙杆及被拆架体各吊点、附件、电气装置情况,凡能提前拆除的尽量拆除掉。10.4.3拆架时应划分作业区,周围设绳绑围栏或竖立警戒标志,地面应设专人指挥,禁止非作业人员进人。10.4.4拆除时要统一指挥,上下呼应,动作协调,当解开与另一人有关的结扣时,应先通知对方,以防坠落。10.4.532广州星河丹堤花城(一期)工程 中国建筑第五工程局有限公司CHINACONSTRUCTIONFIFTHENGRG.Branch。LTD在拆架时,不得中途换人,如必须换人时,应将拆除情况交代清楚后方可离开。10.4.6每天拆架下班时,不应留下隐患部位。10.4.7拆架时严禁碰撞脚手架附近电源线,以防触电事故。10.4.8所有杆件和扣件在拆除时应分离,不准在杆件上附着扣件或两杆连着送到地面。10.4.9所有的脚手板,应自外向里竖立搬运,以防脚手板和垃圾物从高处坠落伤人。10.4.10拆下的零配件要装人容器内,用吊篮吊下;拆下的钢管要绑扎牢固,双点起吊,严禁从高空抛掷。11.文明施工要求根据脚手架施工的特殊性,结合公司职业健康安全管理手册、程序文件,要求施工时做到如下:11.1进人施工现场的人员必须戴好安全帽,高空作业系好安全带,穿好防滑鞋等,现场严禁吸烟。11.2进人施工现场的人员要爱护场内的各种绿化设施和标示牌,不得践踏草坪、损坏花草树木、随意拆除和移动标示牌。11.3严禁酗酒人员上架作业,施工操作时要求精力集中、禁止开玩笑和打闹。11.4脚手架搭设人员必须是经考试合格的专业架子工,上岗人员定期体检,体检合格者方可发上岗证,凡患有高血压、贫血病、心脏病及其他不适于高空作业者,一律不得上脚手架操作。11.5上架子作业人员上下均应走人行梯道,不准攀爬架子。11.6护身栏、脚手板、挡脚板、密目安全网等影响作业班组支模时,如需拆改时,应由架子工来完成,任何人不得任意拆改。11.7脚手架验收合格后任何人不得擅自拆改,如需做局部拆改时,须经技术部同意后由架子工操作。11.8不准利用脚手架吊运重物;作业人员不准攀登架子上下作业面;不准推车在架子上跑动;塔吊起吊物体时不能碰撞和拖动脚手架。11.9不得将模板支撑、缆风绳、泵送混凝土及砂浆的输送管等固定在脚手架上,严禁任意悬挂起重设备。11.10在架子上的作业人员不得随意拆动脚手架的所有拉接点和脚手板,以及扣件绑扎扣等所有架子部件。32广州星河丹堤花城(一期)工程 中国建筑第五工程局有限公司CHINACONSTRUCTIONFIFTHENGRG.Branch。LTD11.11拆除架子而使用电焊气割时,派专职人员做好防火工作,配备料斗,防止火星和切割物溅落。11.12脚手架使用时间较长,因此在使用过程中需要进行检查,发现基础下沉、杆件变形严重、防护不全、拉接松动等问题要及时解决。11.13要保证脚手架体的整体性,不得与井架、升降机一并拉结,不得截断架体。11.14施工人员严禁凌空投掷杆件、物料、扣件及其他物品,材料、工具用滑轮和绳索运输,不得乱扔。11.15使用的工具要放在工具袋内,防止掉落伤人;登高要穿防滑鞋,袖口及裤口要扎紧。11.16脚手架堆放场做到整洁、摆放合理、专人保管,并建立严格领退料手续。11.17施工人员做到活完料净脚下清,确保脚手架施工材料不浪费。11.18运至地面的材料应按指定地点随拆随运,分类堆放,当天拆当天清,拆下的扣件和铁丝要集中回收处理。应随时整理、检查,按品种、分规格堆放整齐,妥善保管。11.19六级以上大风、大雪、大雾、大雨天气停止脚手架作业。在冬季、雨季要经常检查脚手板、斜道板、跳板上有无积雪、积水等物。若有则应随时清扫,并要采取防滑措施。12、计算落地式扣件钢管脚手架计算书钢管脚手架的计算参照《建筑施工扣件式钢管脚手架安全技术规范》(JGJ130-2001)。计算的脚手架为双排脚手架,搭设高度为12.0米,立杆采用单立管。搭设尺寸为:立杆的纵距1.50米,立杆的横距0.90米,立杆的步距1.80米。采用的钢管类型为48×3.5,连墙件采用2步3跨,竖向间距3.60米,水平间距4.50米。施工均布荷载为2.0kN/m2,同时施工2层,脚手板共铺设4层。一、大横杆的计算:大横杆按照三跨连续梁进行强度和挠度计算,大横杆在小横杆的上面。按照大横杆上面的脚手板和活荷载作为均布荷载计算大横杆的最大弯矩和变形。32广州星河丹堤花城(一期)工程 中国建筑第五工程局有限公司CHINACONSTRUCTIONFIFTHENGRG.Branch。LTD1.均布荷载值计算大横杆的自重标准值P1=0.038kN/m脚手板的荷载标准值P2=0.300×0.900/2=0.135kN/m活荷载标准值Q=2.000×0.900/2=0.900kN/m静荷载的计算值q1=1.2×0.038+1.2×0.135=0.208kN/m活荷载的计算值q2=1.4×0.900=1.260kN/m大横杆计算荷载组合简图(跨中最大弯矩和跨中最大挠度)大横杆计算荷载组合简图(支座最大弯矩)2.抗弯强度计算最大弯矩考虑为三跨连续梁均布荷载作用下的弯矩跨中最大弯矩计算公式如下:跨中最大弯矩为M1=(0.08×0.208+0.10×1.260)×1.5002=0.321kN.m支座最大弯矩计算公式如下:支座最大弯矩为M2=-(0.10×0.208+0.117×1.260)×1.5002=-0.379kN.m32广州星河丹堤花城(一期)工程 中国建筑第五工程局有限公司CHINACONSTRUCTIONFIFTHENGRG.Branch。LTD我们选择支座弯矩和跨中弯矩的最大值进行强度验算:=0.379×106/5080.0=74.510N/mm2大横杆的计算强度小于205.0N/mm2,满足要求!3.挠度计算最大挠度考虑为三跨连续梁均布荷载作用下的挠度计算公式如下:静荷载标准值q1=0.038+0.135=0.173kN/m活荷载标准值q2=0.900kN/m三跨连续梁均布荷载作用下的最大挠度V=(0.677×0.173+0.990×0.900)×1500.04/(100×2.06×105×121900.0)=2.033mm大横杆的最大挠度小于1500.0/150与10mm,满足要求!二、小横杆的计算:小横杆按照简支梁进行强度和挠度计算,大横杆在小横杆的上面。用大横杆支座的最大反力计算值,在最不利荷载布置下计算小横杆的最大弯矩和变形。1.荷载值计算大横杆的自重标准值P1=0.038×1.500=0.058kN脚手板的荷载标准值P2=0.300×0.900×1.500/2=0.203kN活荷载标准值Q=2.000×0.900×1.500/2=1.350kN荷载的计算值P=1.2×0.058+1.2×0.203+1.4×1.350=2.202kN小横杆计算简图32广州星河丹堤花城(一期)工程 中国建筑第五工程局有限公司CHINACONSTRUCTIONFIFTHENGRG.Branch。LTD2.抗弯强度计算最大弯矩考虑为小横杆自重均布荷载与荷载的计算值最不利分配的弯矩和均布荷载最大弯矩计算公式如下:集中荷载最大弯矩计算公式如下:M=(1.2×0.038)×0.9002/8+2.202×0.900/4=0.500kN.m=0.500×106/5080.0=98.453N/mm2小横杆的计算强度小于205.0N/mm2,满足要求!3.挠度计算最大挠度考虑为小横杆自重均布荷载与荷载的计算值最不利分配的挠度和均布荷载最大挠度计算公式如下:集中荷载最大挠度计算公式如下:小横杆自重均布荷载引起的最大挠度V1=5.0×0.038×900.004/(384×2.060×105×121900.000)=0.01mm集中荷载标准值P=0.058+0.203+1.350=1.610kN集中荷载标准值最不利分配引起的最大挠度V2=1610.100×900.0×900.0×900.0/(48×2.06×105×121900.0)=0.974mm最大挠度和V=V1+V2=0.987mm小横杆的最大挠度小于900.0/150与10mm,满足要求!三、扣件抗滑力的计算:32广州星河丹堤花城(一期)工程 中国建筑第五工程局有限公司CHINACONSTRUCTIONFIFTHENGRG.Branch。LTD纵向或横向水平杆与立杆连接时,扣件的抗滑承载力按照下式计算(规范5.2.5):R≤Rc其中Rc——扣件抗滑承载力设计值,取18.0kN;R——纵向或横向水平杆传给立杆的竖向作用力设计值;1.荷载值计算横杆的自重标准值P1=0.038×0.900=0.035kN脚手板的荷载标准值P2=0.300×0.900×1.500/2=0.203kN活荷载标准值Q=2.000×0.900×1.500/2=1.350kN荷载的计算值R=1.2×0.035+1.2×0.203+1.4×1.350=2.174kN单扣件抗滑承载力的设计计算满足要求!当直角扣件的拧紧力矩达40--65N.m时,试验表明:单扣件在12kN的荷载下会滑动,其抗滑承载力可取8.0kN;双扣件在20kN的荷载下会滑动,其抗滑承载力可取12.0kN。四、脚手架荷载标准值:作用于脚手架的荷载包括静荷载、活荷载和风荷载。静荷载标准值包括以下内容:(1)每米立杆承受的结构自重标准值(kN/m);本例为0.1248NG1=0.125×12.000=1.498kN(2)脚手板的自重标准值(kN/m2);本例采用冲压钢脚手板,标准值为0.30NG2=0.300×4×1.500×(0.900+0.500)/2=1.260kN(3)栏杆与挡脚手板自重标准值(kN/m);本例采用栏杆、竹笆片脚手板挡板,标准值为0.15NG3=0.150×1.500×4/2=0.450kN(4)吊挂的安全设施荷载,包括安全网(kN/m2);0.005NG4=0.005×1.500×12.000=0.090kN经计算得到,静荷载标准值NG=NG1+NG2+NG3+NG4=3.298kN。活荷载为施工荷载标准值产生的轴向力总和,内、外立杆按一纵距内施工荷载总和的1/2取值。32广州星河丹堤花城(一期)工程 中国建筑第五工程局有限公司CHINACONSTRUCTIONFIFTHENGRG.Branch。LTD经计算得到,活荷载标准值NQ=2.000×2×1.500×0.900/2=2.700kN风荷载标准值应按照以下公式计算其中W0——基本风压(kN/m2),按照《建筑结构荷载规范》(GB50009-2001)的规定采用:W0=0.500Uz——风荷载高度变化系数,按照《建筑结构荷载规范》(GB50009-2001)的规定采用:Uz=2.030Us——风荷载体型系数:Us=1.200经计算得到,风荷载标准值Wk=0.7×0.500×2.030×1.200=0.853kN/m2。考虑风荷载时,立杆的轴向压力设计值计算公式N=1.2NG+0.85×1.4NQ不考虑风荷载时,立杆的轴向压力设计值计算公式N=1.2NG+1.4NQ风荷载设计值产生的立杆段弯矩MW计算公式MW=0.85×1.4Wklah2/10其中Wk——风荷载基本风压标准值(kN/m2);la——立杆的纵距(m);h——立杆的步距(m)。五、立杆的稳定性计算:1.不考虑风荷载时,立杆的稳定性计算其中N——立杆的轴心压力设计值,N=7.74kN;——轴心受压立杆的稳定系数,由长细比l0/i的结果查表得到0.19;  i——计算立杆的截面回转半径,i=1.58cm;  l0——计算长度(m),由公式l0=kuh确定,l0=3.12m;  k——计算长度附加系数,取1.155;  u——计算长度系数,由脚手架的高度确定,u=1.50;32广州星河丹堤花城(一期)工程 中国建筑第五工程局有限公司CHINACONSTRUCTIONFIFTHENGRG.Branch。LTD  A——立杆净截面面积,A=4.89cm2;  W——立杆净截面模量(抵抗矩),W=5.08cm3;  ——钢管立杆受压强度计算值(N/mm2);经计算得到=85.17  [f]——钢管立杆抗压强度设计值,[f]=205.00N/mm2;不考虑风荷载时,立杆的稳定性计算<[f],满足要求!2.考虑风荷载时,立杆的稳定性计算其中N——立杆的轴心压力设计值,N=7.17kN;  ——轴心受压立杆的稳定系数,由长细比l0/i的结果查表得到0.19;  i——计算立杆的截面回转半径,i=1.58cm;  l0——计算长度(m),由公式l0=kuh确定,l0=3.12m;  k——计算长度附加系数,取1.155;  u——计算长度系数,由脚手架的高度确定;u=1.50  A——立杆净截面面积,A=4.89cm2;  W——立杆净截面模量(抵抗矩),W=5.08cm3;  MW——计算立杆段由风荷载设计值产生的弯矩,MW=0.493kN.m;  ——钢管立杆受压强度计算值(N/mm2);经计算得到=175.99  [f]——钢管立杆抗压强度设计值,[f]=205.00N/mm2;考虑风荷载时,立杆的稳定性计算<[f],满足要求!六、最大搭设高度的计算:不考虑风荷载时,采用单立管的敞开式、全封闭和半封闭的脚手架可搭设高度按照下式计算:其中NG2K——构配件自重标准值产生的轴向力,NG2K=1.800kN;  NQ——活荷载标准值,NQ=2.700kN;  gk——每米立杆承受的结构自重标准值,gk=0.125kN/m;32广州星河丹堤花城(一期)工程 中国建筑第五工程局有限公司CHINACONSTRUCTIONFIFTHENGRG.Branch。LTD经计算得到,不考虑风荷载时,按照稳定性计算的搭设高度Hs=84.691米。脚手架搭设高度Hs等于或大于26米,按照下式调整且不超过50米:经计算得到,不考虑风荷载时,脚手架搭设高度限值[H]=50.000米。考虑风荷载时,采用单立管的敞开式、全封闭和半封闭的脚手架可搭设高度按照下式计算:其中NG2K——构配件自重标准值产生的轴向力,NG2K=1.800kN;  NQ——活荷载标准值,NQ=2.700kN;  gk——每米立杆承受的结构自重标准值,gk=0.125kN/m;  Mwk——计算立杆段由风荷载标准值产生的弯矩,Mwk=0.414kN.m;经计算得到,考虑风荷载时,按照稳定性计算的搭设高度Hs=29.596米。七、连墙件的计算:连墙件的轴向力计算值应按照下式计算:Nl=Nlw+No其中Nlw——风荷载产生的连墙件轴向力设计值(kN),应按照下式计算:Nlw=1.4×wk×Awwk——风荷载基本风压标准值,wk=0.853kN/m2;Aw——每个连墙件的覆盖面积内脚手架外侧的迎风面积,Aw=3.60×4.50=16.200m2;No——连墙件约束脚手架平面外变形所产生的轴向力(kN);No=5.000经计算得到Nlw=19.337kN,连墙件轴向力计算值Nl=24.337kN连墙件轴向力设计值Nf=A[f]其中——轴心受压立杆的稳定系数,由长细比l/i=50.00/1.58的结果查表得到=0.92;A=4.89cm2;[f]=205.00N/mm2。32广州星河丹堤花城(一期)工程 中国建筑第五工程局有限公司CHINACONSTRUCTIONFIFTHENGRG.Branch。LTD经过计算得到Nf=91.702kNNf>Nl,连墙件的设计计算满足要求!连墙件采用扣件与墙体连接。经过计算得到Nl=24.337kN大于扣件的抗滑力8.0kN,不满足要求!连墙件扣件连接示意图八、立杆的地基承载力计算:立杆基础底面的平均压力应满足下式的要求p≤fg其中p——立杆基础底面的平均压力(kN/m2),p=N/A;p=30.95N——上部结构传至基础顶面的轴向力设计值(kN);N=7.74A——基础底面面积(m2);A=0.25fg——地基承载力设计值(kN/m2);fg=68.00地基承载力设计值应按下式计算fg=kc×fgk其中kc——脚手架地基承载力调整系数;kc=0.40fgk——地基承载力标准值;fgk=170.00地基承载力的计算满足要求!悬挑式扣件钢管脚手架计算书钢管脚手架的计算参照《建筑施工扣件式钢管脚手架安全技术规范》(JGJ130-2001)。32广州星河丹堤花城(一期)工程 中国建筑第五工程局有限公司CHINACONSTRUCTIONFIFTHENGRG.Branch。LTD计算的脚手架为双排脚手架,搭设高度为12.0米,立杆采用单立管。搭设尺寸为:立杆的纵距1.50米,立杆的横距0.90米,立杆的步距1.80米。采用的钢管类型为48×3.5,墙件采用2步3跨,竖向间距3.60米,水平间距4.50米。施工均布荷载为3.0kN/m2,同时施工2层,脚手板共铺设4层。悬挑水平钢梁采用钢管48×3.5mm,其中建筑物外悬挑段长度1.50米,建筑物内锚固段长度1.50米。悬挑水平钢梁采用拉杆与建筑物拉结,最外面支点距离建筑物1.40m。拉杆采用钢管100.0×10.0mm。一、大横杆的计算:大横杆按照三跨连续梁进行强度和挠度计算,大横杆在小横杆的上面。按照大横杆上面的脚手板和活荷载作为均布荷载计算大横杆的最大弯矩和变形。1.均布荷载值计算大横杆的自重标准值P1=0.038kN/m脚手板的荷载标准值P2=0.150×0.900/3=0.045kN/m活荷载标准值Q=3.000×0.900/3=0.900kN/m静荷载的计算值q1=1.2×0.038+1.2×0.045=0.100kN/m活荷载的计算值q2=1.4×0.900=1.260kN/m大横杆计算荷载组合简图(跨中最大弯矩和跨中最大挠度)大横杆计算荷载组合简图(支座最大弯矩)32广州星河丹堤花城(一期)工程 中国建筑第五工程局有限公司CHINACONSTRUCTIONFIFTHENGRG.Branch。LTD2.抗弯强度计算最大弯矩考虑为三跨连续梁均布荷载作用下的弯矩跨中最大弯矩计算公式如下:跨中最大弯矩为M1=(0.08×0.100+0.10×1.260)×1.5002=0.302kN.m支座最大弯矩计算公式如下:支座最大弯矩为M2=-(0.10×0.100+0.117×1.260)×1.5002=-0.354kN.m我们选择支座弯矩和跨中弯矩的最大值进行强度验算:=0.354×106/5080.0=69.727N/mm2大横杆的计算强度小于205.0N/mm2,满足要求!3.挠度计算最大挠度考虑为三跨连续梁均布荷载作用下的挠度计算公式如下:静荷载标准值q1=0.038+0.045=0.083kN/m活荷载标准值q2=0.900kN/m三跨连续梁均布荷载作用下的最大挠度V=(0.677×0.083+0.990×0.900)×1500.04/(100×2.06×105×121900.0)=1.910mm大横杆的最大挠度小于1500.0/150与10mm,满足要求!二、小横杆的计算:小横杆按照简支梁进行强度和挠度计算,大横杆在小横杆的上面。用大横杆支座的最大反力计算值,在最不利荷载布置下计算小横杆的最大弯矩和变形。1.荷载值计算32广州星河丹堤花城(一期)工程 中国建筑第五工程局有限公司CHINACONSTRUCTIONFIFTHENGRG.Branch。LTD大横杆的自重标准值P1=0.038×1.500=0.058kN脚手板的荷载标准值P2=0.150×0.900×1.500/3=0.068kN活荷载标准值Q=3.000×0.900×1.500/3=1.350kN荷载的计算值P=1.2×0.058+1.2×0.068+1.4×1.350=2.040kN小横杆计算简图2.抗弯强度计算最大弯矩考虑为小横杆自重均布荷载与荷载的计算值最不利分配的弯矩和均布荷载最大弯矩计算公式如下:集中荷载最大弯矩计算公式如下:M=(1.2×0.038)×0.9002/8+2.040×0.900/3=0.617kN.m=0.617×106/5080.0=121.398N/mm2小横杆的计算强度小于205.0N/mm2,满足要求!3.挠度计算最大挠度考虑为小横杆自重均布荷载与荷载的计算值最不利分配的挠度和均布荷载最大挠度计算公式如下:集中荷载最大挠度计算公式如下:小横杆自重均布荷载引起的最大挠度32广州星河丹堤花城(一期)工程 中国建筑第五工程局有限公司CHINACONSTRUCTIONFIFTHENGRG.Branch。LTDV1=5.0×0.038×900.004/(384×2.060×105×121900.000)=0.01mm集中荷载标准值P=0.058+0.068+1.350=1.475kN集中荷载标准值最不利分配引起的最大挠度V2=1475.100×900.0×(3×900.02-4×900.02/9)/(72×2.06×105×121900.0)=1.520mm最大挠度和V=V1+V2=1.533mm小横杆的最大挠度小于900.0/150与10mm,满足要求!三、扣件抗滑力的计算:纵向或横向水平杆与立杆连接时,扣件的抗滑承载力按照下式计算(规范5.2.5):R≤Rc其中Rc——扣件抗滑承载力设计值,取8.0kN;R——纵向或横向水平杆传给立杆的竖向作用力设计值;1.荷载值计算横杆的自重标准值P1=0.038×0.900=0.035kN脚手板的荷载标准值P2=0.150×0.900×1.500/2=0.101kN活荷载标准值Q=3.000×0.900×1.500/2=2.025kN荷载的计算值R=1.2×0.035+1.2×0.101+1.4×2.025=2.998kN单扣件抗滑承载力的设计计算满足要求!当直角扣件的拧紧力矩达40--65N.m时,试验表明:单扣件在12kN的荷载下会滑动,其抗滑承载力可取8.0kN;双扣件在20kN的荷载下会滑动,其抗滑承载力可取12.0kN;立杆与水平悬挑杆连接时,采用双扣件,扣件抗滑承载力可取12.0KN;四、脚手架荷载标准值:作用于脚手架的荷载包括静荷载、活荷载和风荷载。静荷载标准值包括以下内容:(1)每米立杆承受的结构自重标准值(kN/m);本例为0.1248NG1=0.125×12.000=1.498kN(2)脚手板的自重标准值(kN/m2);本例采用竹笆片脚手板,标准值为0.1532广州星河丹堤花城(一期)工程 中国建筑第五工程局有限公司CHINACONSTRUCTIONFIFTHENGRG.Branch。LTDNG2=0.150×4×1.500×(0.900+0.500)/2=0.630kN(3)栏杆与挡脚手板自重标准值(kN/m);本例采用栏杆、竹笆片脚手板挡板,标准值为0.15NG3=0.150×1.500×4/2=0.450kN(4)吊挂的安全设施荷载,包括安全网(kN/m2);0.005NG4=0.005×1.500×12.000=0.090kN经计算得到,静荷载标准值NG=NG1+NG2+NG3+NG4=2.668kN。活荷载为施工荷载标准值产生的轴向力总和,内、外立杆按一纵距内施工荷载总和的1/2取值。经计算得到,活荷载标准值NQ=3.000×2×1.500×0.900/2=4.050kN风荷载标准值应按照以下公式计算其中W0——基本风压(kN/m2),按照《建筑结构荷载规范》(GB50009-2001)的规定采用:W0=0.450Uz——风荷载高度变化系数,按照《建筑结构荷载规范》(GB50009-2001)的规定采用:Uz=1.250Us——风荷载体型系数:Us=1.200经计算得到,风荷载标准值Wk=0.7×0.450×1.250×1.200=0.472kN/m2。考虑风荷载时,立杆的轴向压力设计值计算公式N=1.2NG+0.85×1.4NQ风荷载设计值产生的立杆段弯矩MW计算公式MW=0.85×1.4Wklah2/10其中Wk——风荷载基本风压标准值(kN/m2);la——立杆的纵距(m);h——立杆的步距(m)。五、立杆的稳定性计算:1.不考虑风荷载时,立杆的稳定性计算32广州星河丹堤花城(一期)工程 中国建筑第五工程局有限公司CHINACONSTRUCTIONFIFTHENGRG.Branch。LTD其中N——立杆的轴心压力设计值,N=8.87kN;——轴心受压立杆的稳定系数,由长细比l0/i的结果查表得到0.19;  i——计算立杆的截面回转半径,i=1.58cm;  l0——计算长度(m),由公式l0=kuh确定,l0=3.12m;  k——计算长度附加系数,取1.155;  u——计算长度系数,由脚手架的高度确定,u=1.50;  A——立杆净截面面积,A=4.89cm2;  W——立杆净截面模量(抵抗矩),W=5.08cm3;  ——钢管立杆受压强度计算值(N/mm2);经计算得到=97.65  [f]——钢管立杆抗压强度设计值,[f]=205.00N/mm2;不考虑风荷载时,立杆的稳定性计算<[f],满足要求!2.考虑风荷载时,立杆的稳定性计算其中N——立杆的轴心压力设计值,N=8.02kN;  ——轴心受压立杆的稳定系数,由长细比l0/i的结果查表得到0.19;  i——计算立杆的截面回转半径,i=1.58cm;  l0——计算长度(m),由公式l0=kuh确定,l0=3.12m;  k——计算长度附加系数,取1.155;  u——计算长度系数,由脚手架的高度确定;u=1.50  A——立杆净截面面积,A=4.89cm2;  W——立杆净截面模量(抵抗矩),W=5.08cm3;  MW——计算立杆段由风荷载设计值产生的弯矩,MW=0.273kN.m;  ——钢管立杆受压强度计算值(N/mm2);经计算得到=142.08  [f]——钢管立杆抗压强度设计值,[f]=205.00N/mm2;考虑风荷载时,立杆的稳定性计算<[f],满足要求!六、连墙件的计算:连墙件的轴向力计算值应按照下式计算:32广州星河丹堤花城(一期)工程 中国建筑第五工程局有限公司CHINACONSTRUCTIONFIFTHENGRG.Branch。LTDNl=Nlw+No其中Nlw——风荷载产生的连墙件轴向力设计值(kN),应按照下式计算:Nlw=1.4×wk×Awwk——风荷载基本风压标准值,wk=0.472kN/m2;Aw——每个连墙件的覆盖面积内脚手架外侧的迎风面积,Aw=3.60×4.50=16.200m2;No——连墙件约束脚手架平面外变形所产生的轴向力(kN);No=5.000经计算得到Nlw=10.716kN,连墙件轴向力计算值Nl=15.716kN连墙件轴向力设计值Nf=A[f]其中——轴心受压立杆的稳定系数,由长细比l/i=50.00/1.58的结果查表得到=0.92;A=4.89cm2;[f]=205.00N/mm2。经过计算得到Nf=91.702kNNf>Nl,连墙件的设计计算满足要求!连墙件采用扣件与墙体连接。经过计算得到Nl=15.716kN大于扣件的抗滑力8.0kN,不满足要求!连墙件扣件连接示意图七、悬挑梁的受力计算:悬挑脚手架的水平钢梁按照带悬臂的连续梁计算。悬臂部分脚手架荷载N的作用,里端B为与楼板的锚固点,A为墙支点。32广州星河丹堤花城(一期)工程 中国建筑第五工程局有限公司CHINACONSTRUCTIONFIFTHENGRG.Branch。LTD本工程中,脚手架排距为900mm,内侧脚手架距离墙体500mm,支拉斜杆的支点距离墙体=500mm,水平支撑梁的截面惯性矩I=12.19cm4,截面抵抗矩W=5.08cm3,截面积A=4.89cm2。受脚手架作用的联梁传递集中力N=8.87kN水平钢梁自重荷载q=1.2×4.89×0.0001×7.85×10=0.05kN/m悬挑脚手架示意图悬挑脚手架计算简图经过连续梁的计算得到悬挑脚手架支撑梁剪力图(kN)32广州星河丹堤花城(一期)工程 中国建筑第五工程局有限公司CHINACONSTRUCTIONFIFTHENGRG.Branch。LTD悬挑脚手架支撑梁弯矩图(kN.m)悬挑脚手架支撑梁变形图(mm)各支座对支撑梁的支撑反力由左至右分别为R1=8.895kN,R2=8.889kN,R3=0.069kN,R4=0.028kN最大弯矩Mmax=0.010kN.m抗弯计算强度f=M/1.05W+N/A=0.010×106/(1.05×5080.0)+5.120×1000/489.0=12.321N/mm2水平支撑梁的抗弯计算强度小于215.0N/mm2,满足要求!八、悬挑水平钢管的挠度与扣件连接计算:水平支撑钢管计算最大挠度V=0.066mm水平支撑钢管最大挠度小于1500.0/150与10mm,满足要求!立杆与下面支杆通过扣件与水平支撑钢管连接,要验算连接处的扣件抗滑力。立杆传递给水平支撑钢管最大轴向力N1=8.871kN立杆传递给水平支撑钢管最大轴向力N1小于12kN(双扣件),满足要求!九、拉杆的受力计算:水平钢梁的轴力RAH和拉钢绳的轴力RUi按照下面计算其中RUicosi为钢绳的拉力对水平杆产生的轴压力。32广州星河丹堤花城(一期)工程 中国建筑第五工程局有限公司CHINACONSTRUCTIONFIFTHENGRG.Branch。LTD各支点的支撑力RCi=RUisini按照以上公式计算得到由左至右各钢绳拉力分别为RU1=9.662kNRU2=8.990kN十、拉杆的强度计算:拉绳或拉杆的轴力RU我们均取最大值进行计算,为RU=9.662kN拉杆的强度计算:上面拉杆以钢管100.0×10.0mm计算,斜拉杆的容许压力按照下式计算:=N/A<[f]其中N——斜拉杆的轴心压力设计值,N=9.66kN;A——斜拉杆净截面面积,A=29.85cm2;——斜拉杆受拉强度计算值,经计算得到结果是3.24N/mm2;[f]——斜拉杆抗拉强度设计值,f=215N/mm2;受拉斜杆的稳定性计算<[f],满足要求!斜撑杆的焊缝计算:斜撑杆采用焊接方式与墙体预埋件连接,对接焊缝强度计算公式如下其中N为斜撑杆的轴向力,N=9.662kN;lwt为焊接面积,取2984.52mm2;ft或fc为对接焊缝的抗拉或抗压强度,取185.0N/mm2;经过计算得到焊缝抗拉强度=9662.20/2984.52=3.24N/mm2。对接焊缝的抗拉或抗压强度计算满足要求!13.附图附图1~5大独栋户型外架图附图6~7双拼户型外架图附图8~9扁户型外架图附图10~11小独栋户型外架图32广州星河丹堤花城(一期)工程 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