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'旬阳县瑞祥家园保障住房小区A5-A9号楼落地式脚手架施工方案编制人；审批人；陕西省四建瑞祥家园小区第一项目部2012年5月28脚手架施工方案
编制依据《建筑施工手册》（第四版）《建筑施工脚手架实用手册》《建筑施工扣件式钢管脚手架安全技术规范》《建筑施工高处作业安全技术规程》（JGJ80-91）《简明施工计算手册》（第三版）１．工程概况工程名称：旬阳县瑞祥家园保障住房小区A5-A9号楼。本工程位于陕西省旬阳县党家坝，建筑等级为三级，设计使用年限50年，抗震设防烈度为六度，砖混结构。本工程五栋楼均为独立单元拼接而成，A5号楼三个单元，A6-A9号楼均为两个单元。每单元建筑面积为1557.29㎡，基底面积222.47㎡，地上6+1层，建筑高度21.750m。序号项目内容1工程名称旬阳县瑞祥家园保障住房小区2工程地点旬阳县党家坝3建设单位旬阳县住房城乡建设局4设计单位西安思维建筑设计有限责任公司5监督单位旬阳质检监督管理站6监理单位西安西冶投资咨询有限公司28脚手架施工方案
7总包单位陕西省第四建筑公司8承包范围土建、给排水、电气工程栋号层数面积总高5#楼6+1层4671.87㎡21.750m6#楼6+1层3114.58㎡21.750m7#楼6+1层3114.58㎡21.750m8#楼6+1层3114.58㎡21.750m9#楼6+1层3114.58㎡21.750m结构类型为砖混结构，基础类型为钢筋混凝土条形基础,基础埋深为1.15米,基础垫层底标高为1.9米，垫层厚度为100mm，强度等级为C15。混凝土条形基础底板，地梁和地下构造柱强度等级为C30，±0以上部分板、圈梁、构造柱及其它构件混凝土强度等级为C25。±0以下采用M10水泥砂浆和MU10粘土实心砖，±0-14.95m采用MU10（KP1）承重多孔砖，M10混合砂浆；14.95m以上采用MU10（KP1）承重多孔砖，M7.5混合砂浆；外墙厚度为240mm，内墙为240mm。设计使用年限为50年，建筑耐火等级为：二级；抗震设防烈度为：丙类。各楼的首层地面建筑标高见下表：28脚手架施工方案
栋号首层地面相当于绝对标高栋号首层地面相当于绝对标高栋号首层地面相当于绝对标高5#A±0.000=301.005#B±0.000=300.005#C±0.000=299.006#A±0.000=304.406#B±0.000=303.207#A±0.000=306.007#B±0.000=305.508#A±0.000=299.508#B±0.000=298.509#A±0.000=297.009#B±0.000=296.00２．脚手架搭设方案选择A5-A9号楼均为地上6+1层，采用落地式脚手架。落地式脚手架沿建筑物基础外围连续设置。有关料台方案另作专项方案。落地式脚手架搭设参数：搭设总高度23.250米，立杆横距1050mm，立杆纵距1800mm，架体步距1800mm，剪刀撑角度60度。钢管选用外径48mm，壁厚3.0mm的焊接钢，脚手板采用毛竹片。3．脚手架搭设方法3.1、材料准备3.1.1、钢管宜采用力学性能适中的Q235A(3号)钢，其力学性能应符合国家现行标准《炭素结构钢》(GB700-89)中Q235A钢的规定。每批钢材进场时，应有材质检验合格证。3.1.2、钢管选用外径48mm，壁厚3.0mm的焊接钢管。立杆、大横杆和斜杆的最大长度为6.0m，小横杆长度1.5m。28脚手架施工方案
3.1.3、扣件与钢管的贴合面必须严格整形，应保证与钢管扣紧时接触良好，当扣件夹紧钢管时，开口处的最小距离应不小于5mm。3.1.4、扣件活动部位应能灵活转动，旋转扣件的两旋转面间隙应小于1mm。3.1.5、扣件表面应进行防锈处理。3.1.6、脚手板的四角应采用16号铁丝绑扎牢固。3.1.7、钢管及扣件报皮标准：钢管弯曲、压扁、有裂纹或严重锈蚀；扣件有脆裂、变形、滑扣应报废和禁止使用。3.1.8、外架、栏杆钢管采用黄黑相间色，扣件刷暗红色防锈漆。3.2、脚手架搭设工艺流程、搭设图3.2.1、架子搭设工艺流程：落地式脚手架搭设的工艺流程为：场地平整、夯实→材料配备→定位设置底座→纵向扫地杆→立杆→横向扫地杆→小横杆→大横杆→剪刀撑→连墙杆→挡脚手板→扎防护栏杆→扎安全网定距定位：根据构造要求在建筑物四周用尺量出由外立杆离墙的距离，并做好标记。垫板、底座应准确地放在定位线上，垫板必须铺设平稳，不得悬空。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杆可靠连接后方可拆除。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。28脚手架施工方案
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。3.2.2、架体与建筑物的拉结(钢性拉结) 采用钢管扣件与建筑物外墙洞口钢性连接，每二步三跨设置一个点，当不合模数，不得大于两步三跨。3.2.3、安全网（1）挂设要求：安全网应挂设严密，用14#铅丝绑扎牢固，不得漏眼绑扎，两网连接处应绑在同一杆件上。安全网要挂设在棚架内侧。（2）脚手架与施工层之间要按验收标准设置封闭平网，防止杂物下跌。4.搭设技术措施4.1.1、外架搭设地基处理：搭设场地必须平整。基础上底座下设置垫板，其厚度不小于50mm，布设必须平稳，不得悬空。并设置排水措施。立杆垂直度偏差不得大于架高的1/200。28脚手架施工方案
立杆接头除在顶层可采用搭接外，其余各接头必须采取对接扣件，对接应符合下要求：立杆上的对接扣件应交错布置，两相邻立杆接头不应设在同步同跨内，两相邻立杆接头在高度方向错开的距离不应小于500mm，各接头中心距主节点的距离不应大于步距的1/3，同一步内不允许有二个接头。脚手架底部必须设置纵、横向扫地杆。纵向扫地杆应用直角扣件固定在距垫铁块表面不大于200mm处的立杆上，横向扫地杆应用直角扣件固定在紧靠纵向扫地杆下方的立杆上。大横杆设于小横杆之下，在立杆内侧，采用直角扣件与立杆扣紧，大横杆长度不宜小于3跨，并不小于6m。大横杆对接扣件连接、对接应符合以下要求：对接接头应交错布置，不应设在同步、同跨内，相邻接头水平距离不应小于500mm。并应避免设在纵向水平跨的跨中。架子四周大横杆的纵向水平高差不超过500mm，同一排大横杆的水平偏差不得大于1/300。小横杆两端应采用直角扣件固定在立杆上。每一主节点(即立杆、大横杆交汇处)处必须设置一小横杆，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应大于150mm，靠墙一侧的外伸长度不应大于250mm，外架立面外伸长度以100mm为宜。操作层上非主节点处的横向水平杆宜根据支承脚手板的需要等间距设置，最大间距不应大于立杆间距的1/2，施工层小横杆间距为1.5m。28脚手架施工方案
脚手板一般应设置在三根以上小横杆上，当脚手板长度小于2m时，可采用两根小横杆，并应将脚手板两端与其可靠固定，以防倾翻。脚手板平铺，应铺满铺稳，靠墙一侧离墙面距离不应大于150mm，拐角要交圈，不得有探头板。搭设中每隔一层外架要及时与结构进行牢固拉结，以保证搭设过程中的安全，要随搭随校正杆件的垂直度和水平偏差，适度拧紧扣件。拉杆必须从第一层与窗口连接，拉杆与脚手架连接的一端可稍微下斜，不容许向上翘起。保证垂直4m、水平6m拉接。脚手架的外立面的两端各设置一道剪刀撑，由底至顶连续设置；中间每道剪刀撑的净距不应大于1.5m。剪刀撑的接头除顶层可以采用搭接外，其余各接头均必须采用对接扣件连接。剪刀撑应用旋转扣件固定在与之相交的小横杆的伸出端或立杆上，旋转扣件中心线距主节点的距离不应大于150mm。用于大横杆对接的扣件开口，应朝架子内侧，螺栓向上，避免开口朝上，以防雨水进人，导致扣件锈蚀、锈腐后强度减弱，直角扣件不得朝上。28脚手架施工方案
外架施工层应满铺脚手板，脚手架外侧设防护栏杆一道和挡脚板一道，栏杆上皮高1.2m，挡脚板高不应小于180mm。栏杆上立挂安全网，网的下口与建筑物挂搭封严(即形成兜网)或立网底部压在作业面脚手板下，再在操作层脚手板下另设一道固定安全网。剪刀撑在脚手架外侧交叉成十字形的双杆互相交叉并与地面成45°～60°夹角。作用是把脚手架连成整体，增加脚手架的整体稳定。5.脚手架搭设检查、验收、使用和维修5.1脚手架搭设的技术要求、允许偏差与检验方法，应符合《建筑施工扣件式钢管脚手架安全技术规范》（JGJ130-2001）表8.2.4的规定要求。5.2安装后的扣件螺栓必须切实拧紧，不得有松动、滑移，螺栓必须露出螺帽10mm，螺栓端头必须戴垫板。5.3严格把好验收关，搭设过程中的架子，每次轮流向上搭设一个施工层高度必须由项目总工组织技术、安全、搭设班组、工长进行检查，符合要求后方可上人使用，架子未经检查、验收，除架子工外，严禁其他人员攀登。验收合格的架子任何人不得擅自拆改，需局部拆改时，要经技术部同意，由架子工操作。5.4架子工程的施工负责人，必须按架子方案的要求，拟定书面操作要求，向班组进行技术交底和安全技术交底，班组必须严格按操作要求和安全技术交底施工。5.5架子分段完成后，应分层由项目总工，安全、技术、施工、等有关人员，按项目进行验收，并填写验收单，合格后方可使用。5.6架体搭好后，要派专人管理，未经安全部、技术部同意，不得改动，不得任意解掉架子的拉杆和扣件，搭设上层，上层搭设好后必须验收合格后方可使用。5.7本工程架子临时堆载不得超过200kg/m2。28脚手架施工方案
5.8在每段最下一层拉兜网，施工层脚手板和施工层临边必须设兜网和立网，以保证高处作业人员的安全。5.9应设专人负责对脚手架进行经常检查和保修。检查保修项目：1）各主节点处诸杆件的安装（拉结杆等）的构造是否正常；2）扣件螺栓是否松动；3）脚手架立杆的垂直度允许偏差不得大于高度的1/300，且不大于75mm。4）安全防护措施是否符合要求。6.外架搭设注意事项6.1开始搭设立杆时每6根设一道临时支撑，待连墙件安装稳定后方可视具体情况拆除支撑；6.2横向水平杆靠墙一端距结构墙面控制在250－350mm；6.3脚手架操作层高出连墙件两步时，应采取临时稳定措施，直至连墙件搭设完方可拆除；6.4剪刀撑、横向支撑应随立柱、纵向水平杆等同步搭设；6.5对接扣件的开口应朝上或朝内；6.6各杆件端头伸出扣件盖板边缘的长度不小于100MM；6.7固定横向水平杆、纵向水平杆、剪刀撑、横向支撑等扣件的中心线距主节点的距离不大于150MM；6.8脚手板铺满、铺稳，靠墙一侧距墙面距离不应大于150MM，严禁出现探头板；28脚手架施工方案
6.9栏杆和档脚板应在外排立柱内侧，栏杆上皮高度1.2m，中栏杆居中设置，档脚板高度不小于150mm。7.外架搭设的检查与验收7.1地基表面坚实平整不积水，木垫板不晃动，底座不滑动；7.2杆件允许偏差：立柱垂直度（全高）±50mm立柱间距±50mm立柱排拒±20mm水平杆步距±20mm杆件接头位置按构造要求设置。7.3扣件的检查及验收7.3.1主节点处各扣件距主节点的距离≤150mm；7.3.2扣件螺栓拧紧力矩控制在40～60N.m；7.3.3达到设计高度进行验收，抽查扣件总数的3％，其中判定不合格的数量不得超过总抽查量的10％，否则将扣件全部进行检查，直至合格为止8.使用要求8.1操作层上的施工荷载不应超过2.0KN/m2，严禁超载使用，严禁任意悬挂起重设备，并挂牌注明各种材料的堆放数量。8.2六级及六级以上大风及雾、雨、天，应停止脚手架作业。8.3应设专人负责对脚手架进行检查保养。（1）、在下列情况下对脚手架进行检查保养28脚手架施工方案
六级大风与大雨后或停止使用一个月、复工前，进行检查、保养。（2）、检查保修项目各主节点处、褚杆件的安装、连墙件、支撑；地基是否积水、底座是否松动、立杆是否悬空；扣件螺栓是否松动、安全防护措施是否符合规定。8.4在脚手架使用期间，严禁任意拆除下列杆件主节点处的纵横水平杆、扫地杆、连墙件、支撑、栏杆、档脚板。8.5严禁在脚手架基础及其邻近处进行挖掘工作，否则应采取安全措施，并报主管部门批准。8.6临街搭设的脚手架应有防护措施，以防坠物伤人。8.7在脚手架上进行电、气焊作业时，必须有防火措施并有专人看守。8.8工地临时用电线路的架设及脚手架接地雷措施应有可靠保证，必须按国家现行标准《施工现场临时用电安全技术规范》（JGJ46－05）。9.安全管理9.1人员要求（1）、脚手架搭设人员必须是经过国家现行标准《特种作业人员安全技术考核管理规则》考核合格的架子工。上岗人员应进行定期身体检查，合格后方可发上岗证。（2）、搭设脚手架人员必须戴安全帽、安全带，穿防滑鞋等。9.2搭设阶段安全管理9.3脚手架的构配件质量必须按规定要求检查，合格后方可使用。9.4脚手架搭设应按下列阶段进行质量检查，发现问题及时纠正。28脚手架施工方案
9.5外脚手架质量经检查验收合格后方准投入使用。9.6搭设过程中的架子如需使用，必须由施工负责人组织有关人员进行检查，合格后方可使用。9.7外架使用阶段安全管理（1）、结构施工考虑两层脚手板，一层作业，施工作业荷载不得超过270Kg/m2；装修施工考虑四层脚手板，两层作业，施工作业荷载不得超过200Kg/m2。（2）、设专人对外架每周定期检查一次，发现问题及时整改，在六级以上大风及大雨后还应对外架进行检查。（3）、在六级以上大风、大雨、雾及雪天停止作业，雨、雪后上架人员应有防滑措施，及时扫除积雪。（4）、在脚手架使用期间，严禁任意拆除主节点处的纵横水平杆、纵横扫地杆，严禁拆除连墙件、支撑、栏杆、档脚板，确需拆除上述杆件，必须报主管部门批准并采取相应加固措施。（5）、严禁在脚手架基础及其邻近积雪挖掘作业，确需挖掘必须先报主管部门批准，并采取相应措施。9.8外架拆除阶段安全管理拆除脚手架时，地面应设围栏和警戒标志，并派专人看守，严禁一切非操作人员入内。28脚手架施工方案
10.外架拆除10.1外架拆除前的准备工作（1）、全面检查脚手架的扣件连接、连墙件、支撑体系是否符合安全要求，不安全部位进行加固；（2）制定外架拆除顺序；（3）、外架拆除安全技术交底由单位工程负责人逐级进行交底；（4）、清除脚手架杂物及地面障碍物，并设置警戒线；10.2、外架拆除要求（1）、拆除顺序必须逐层由上而下进行，严禁上下同时作业；（2）、所有连墙件均应随脚手架逐层拆除，严禁先拆连墙件。外架分段拆除高差不得大于2步，超过2步时必须增设连墙件加固；（3）、各构配件及时集中至地面，严禁抛扔，运至地面的构配件及整修、保养，分规格、品种堆码整齐。11.计算式搭设尺寸为：立杆的纵距1.80米，立杆的横距1.05米，立杆的步距1.8米。采用的钢管类型为48×3.0㎜。施工均布荷载为2.0kN/m2，同时施工2层，脚手板共铺设8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。28脚手架施工方案
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=0.150×1.000/3=0.050kN/m活荷载标准值Q=2.000×1.000/3=0.667kN/m静荷载的计算值q1=1.2×0.038+1.2×0.050=0.106kN/m活荷载的计算值q2=1.4×0.667=0.933kN/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=(0.08×0.106+0.10×0.933)×1.8002=0.330kN.m支座最大弯矩计算公式如下:支座最大弯矩为28脚手架施工方案
M2=-(0.10×0.106+0.117×0.933)×1.8002=-0.388kN.m我们选择支座弯矩和跨中弯矩的最大值进行强度验算：=0.388×106/5080.0=76.413N/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+0.050=0.088kN/m活荷载标准值q2=0.667kN/m三跨连续梁均布荷载作用下的最大挠度V=(0.677×0.088+0.990×0.667)×1800.04/(100×2.06×105×121900.0)=3.009mm大横杆的最大挠度小于1800.0/150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=0.038×1.800=0.069kN脚手板的荷载标准值P2=0.150×1.000×1.800/3=0.090kN28脚手架施工方案
活荷载标准值Q=2.000×1.000×1.800/3=1.200kN荷载的计算值P=1.2×0.069+1.2×0.090+1.4×1.200=1.871kN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)×1.0002/8+1.871×1.000/3=0.629kN.m=0.629×106/5080.0=123.899N/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:28脚手架施工方案
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=5.0×0.038×1000.004/(384×2.060×105×121900.000)=0.02mm集中荷载标准值P=0.069+0.090+1.200=1.359kN集中荷载标准值最不利分配引起的最大挠度V2=1359.120×1000.0×(3×1000.02-4×1000.02/9)/(72×2.06×105×121900.0)=1.921mm最大挠度和V=V1+V2=1.941mm小横杆的最大挠度小于1000.0/150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=0.038×1.000=0.038kN脚手板的荷载标准值P2=0.150×1.000×1.800/2=0.135kN活荷载标准值Q=2.000×1.000×1.800/2=1.800kN28脚手架施工方案
荷载的计算值R=1.2×0.038+1.2×0.135+1.4×1.800=2.728kN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)；取0.125kN/mNG1=0.125×16.8=2.1kN(2)脚手板的自重标准值(kN/m2)；采用竹串板脚手板，取0.35kN/m2NG2=0.350×8×1.800×(1.000+0.250)/2=3.15kN(3)栏杆与挡脚手板自重标准值(kN/m2)；取0.15NG3=0.15×1.800×8/2=1.08kN(4)吊挂的安全设施荷载，包括安全网(kN/m2)；0.005NG4=0.005×1.800×16.8=0.150kN经计算得到，静荷载标准值NG=NG1+NG2+NG3+NG4=6.48kN。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=2.000×2×1.800×1.000/2=3.600kN风荷载标准值应按照以下公式计算28脚手架施工方案
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=0.600Uz——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=0.7×0.600×1.250×1.200=0.630kN/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=10.44kN；——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；28脚手架施工方案
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=114.91[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=9.68kN；——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=1.50A——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=0.437kN.m；28脚手架施工方案
——钢管立杆受压强度计算值(N/mm2)；经计算得到=192.66[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=2.561kN； NQ——活荷载标准值，NQ=3.600kN； gk——每米立杆承受的结构自重标准值，gk=0.125kN/m；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=33.89米。脚手架搭设高度Hs为12.6米，不超过33.89米，再考虑风荷载进行验算：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：28脚手架施工方案
其中NG2K——构配件自重标准值产生的轴向力，NG2K=3.24kN；NQ——活荷载标准值，NQ=3.600kN； 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=0.367kN.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=21.490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=0.630kN/m2；Aw——每个连墙件的覆盖面积内脚手架外侧的迎风面积，Aw=3.60×5.40=19.440m2；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=17.146kN，连墙件轴向力计算值Nl=22.146kN28脚手架施工方案
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=25.00/1.58的结果查表得到=0.96；A=4.89cm2；[f]=205.00N/mm2。经过计算得到Nf=96.246kNNf>Nl，连墙件的设计计算满足要求!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(N/mm2)，p=N/A；p=41.76N——上部结构传至基础顶面的轴向力设计值(kN)；N=10.44A——基础底面面积(m2)；A=0.25fg——地基承载力设计值(N/mm2)；fg=150.00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=1.00fgk——地基承载力标准值；fgk=150.00地基承载力的计算满足要求!28脚手架施工方案
附图一：5#-9#楼脚手架局部搭设立面图(间距可改成1.8m,满足受力又节约钢管)附图二：5#-9#楼脚手架搭设局部平面图(间距可改成1.8m,满足受力又节约钢管)28脚手架施工方案
附图三：地下室落地式脚手架局部基础剖面图内部资料，请勿外传！9JWKffwvG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z8vG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^G89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z8vG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNuGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89Amv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz84!z89Amv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNuGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA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28脚手架施工方案'
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