1、卸料平台专项施工方案 一、编制依据1、天津*中心工程施工组织设计；2、天津*中心工程施工图纸；3、天津*中心工程施工总承包合同；4、中国建筑科学研究院安全实施计算软件（PKPM）；5、建筑结构荷载规范（GB 50009-2001）；6、建设工程施工现场安全资料管理规程（DB01-11/383-2006）；7、高层建筑施工手册（第四版）；8、建筑施工高处作业安全技术规范(JGJ80-91)；9、天津市建筑工程施工安全操作规程；10、国家和天津市现行安全管理规定及其它相关国家及地方法律法规；二、工程概况2.1工程概述本工程地处天津市*大街、北临*红路、东临*二排。地上酒店办公十层，地上住宅三十层。2、结构类型为框架和剪力墙结构。抗震构造等级为一级，抗震设防烈度为7度，设计使用年限为50年。住宅部分四三十层层高3.0米；酒店办公部分四层层高4.5m，五十层层高3.9米，管道层层高2.19米。由于本工程的特殊性，施工现场场地比较狭小，卸料平台应通过安全计算进行合理的设计。本工程施工过程中，根据高层的结构特点及现场实际情况，为了较好地解决各楼层周转材料、建筑垃圾的运输问题，拟在住宅部分四层以上搭设悬挑式卸料平台，拟在酒店办公部分四层以上搭设落地式卸料平台（落裙房商业顶板，顶板厚度为100mm）。2.1.1结构概况（见表2-1）住宅楼结构尺寸概况表 表2-1序号项 目内 容1顶板梁断面（宽高）（m3、m）150300、200300、200400、200450、200500、200520、250520、150400、300320、200550、200720、200600等2墙体厚度(mm)200、2503顶板厚度(mm)100、120、130、150楼梯板厚度（mm）100、140、150酒店、办公结构尺寸概况表 表2-2序号项 目内 容1顶板梁断面（宽高）（mm）150300、250550、250500、250600、200500、400650、400750、350700、300700、400700、250750、450650、300500、300700等2墙体厚度(mm)250、30034、柱截面尺寸(mm)500500、600600、700700、8008004顶板厚度(mm)100、120、130、150楼梯板厚度（mm）100、120、140、150、170、180、190、200、210地上层高概况表 表2-3住宅F1：5.1mF2：4.8mF3：4.5mF4F30：3.0m酒店办公F1：5.1mF2：4.8mF3：5.3mF4：4.5mF5F10：3.9m设备：2.19m商业F1：5.1mF2：4.8mF3：4.52.2卸料平台用途及极限荷载值卸料平台是楼层进出材料的主要通道，主要用于输出拆下的模板和架管。为保证卸料平台的安全可靠及正常使用，本工程卸料平台允许负荷的施工5、荷载不大于2000N/m2，最大负载为2400Kg，最大集中堆放荷载1000kg，堆放高度不大于1米。其中限荷堆放物料是施工管理过程中的重中之重。三、设计说明3.1住宅区卸料平台根据本工程高层住宅的结构特点及施工图纸，考虑实际施工需要，合理布置卸料平台位置。拟在住宅部分北侧4层以上搭设组装式悬挑卸料平台，平台水平钢梁（主梁）的悬挑长度5.50m，悬挑水平钢梁间距(平台宽度)3.00m。主梁采用16b号槽钢U口水平，次梁采用14a号槽钢U口水平，次梁间距0.80m。选择619+1直径20mm（计算为18.5）钢丝绳，公称抗拉强度1700MPa。防护栏杆采用483.03.5mm 钢管设600mm、6、900mm两道，并用绿目安全网封闭严密，设180mm高12mm厚竹胶板做挡脚板；平台底部用50mm厚脚手板封闭严密，脚手板必须包头，并与平台固定牢固；在型钢锚固段预埋两根“”20的钢筋，尽量锚固在框架梁里，如锚固在板里，其水平钢梁与楼板压点的拉环一定要压在楼板下层钢筋下面，并要保证两侧30cm以上搭接长度。悬挑梁穿入锚固钢筋后用木楔子楔紧。悬挑梁应按梁长度起拱0.5%1%。悬挑式卸料平台侧立面图3.2酒店办公区卸料平台根据本工程酒店办公的结构特点及现场实际情况，拟在酒店办公部分南侧4层以上搭设落地式卸料平台（落裙房商业顶板，顶板厚度为100mm）。搭设落地式卸料平台，平台的规格为3.6m4.87、m，最大搭设高度为27m。立杆的纵距1.20米，立杆的横距1.20米，步距0.9米（依安全部要求要求1.8m内增设一道，计算按1.8m计算），纵横杆件采用双扣件连接。立杆、平台纵横方向均采用为483.5双钢管（计算时按483.0单钢管计算），平台栏杆高1.5m，沿平台周圈设置，栏杆立杆间距1200mm，横杆沿水平方向设置2道。平台支撑架上平铺两层钢管，作为上部平台支座。主梁外侧及防护栏均刷红白相间的油漆标识，栏杆下面周圈设置180mm挡脚板，栏杆外侧满包裹双层安全网。落地式脚手架卸料平台与外围护架严禁相连，必须单独与建筑物可靠连接。落地式脚手架卸料平台侧立面图3.3材料用量表材料名称规格尺寸（8、mm）数量材料名称规格尺寸（mm）数量槽钢16b60009根钢丝绳1700MPa619+1120槽钢14a300018根卡环12个钢管483.5150052根钢筋16100075m钢管483.56000若干钢筋20100075m脚手板300505.5m若干螺栓2018钢板100mm2003501.5m2安全网密目型20目/mm23002四、主要施工方法4.1搭设、拆除人员必须持证上岗，身体状况良好，经过安全技术交底，准确掌握本工程集料平台搭设、拆除的特点与方法。4.2搭设、拆除时设专人指挥、看护，划定警戒区，设立警示标志，非搭设、拆除人员禁止进入施工区域。4.3搭设流程4.3.1住宅区：安装检9、查平台安装吊装及交付验收联合验收使用 1、安装检查安装前对操作人员身体、安装用机械设备、安装环境、预埋环、吊钩等进行检查。2、平台安装将材料备齐后，将悬挑主梁槽钢与次梁槽钢满焊连接，防护栏杆与主次梁满焊连接，脚手板必须包头，并与槽钢次楞固定牢固，铺装到槽钢底架；安装防护栏杆、安全网。其他按照方案中的设计制作安装。3、联合验收卸料平台加工制作完毕后，由项目部的安全负责人、技术员负责人、工程质检人员、劳务队相关人员联合进行检查验收。其步骤如下：钢丝绳应提供合格证；钢丝绳卡具的位置数量型号等均应符合设计要求，检查各个焊点的位置、焊缝质量，必须满焊且焊缝均匀密实。特别是铁板挂点的焊缝质量，严格按照方案10、上卸料平台加工制作的要求查看。焊缝质量验收合格后，方可进行吊环承载试验。先用钢丝绳挂在四角的吊环上，用塔吊缓缓吊起，距地面10cm 高度处停止，仔细查看角点处吊环焊缝有无变形，如存在变形要返修措施重新施焊。卸料平台每次周转之前，也要按上述方式检查吊环及其焊缝有无变形，防止存在损伤变形和疲劳变形。在吊环承载验收合格后，再进行斜拉钢丝绳承载试验。仿照卸料平台正式吊装后的模式，在卸料平台上加1吨的荷载，按照设计角度斜拉钢丝绳，检验是否满足受力要求。4、平台吊装及交付验收卸料平台经过上述验收合格后方可吊装。吊装时，先挂好四角的吊钩，传发初次信号，但只能稍稍提升平台，待放松斜拉钢丝绳，方可正式吊装。吊钩11、的四牵引绳应等长，保证平台在起吊过程中平稳。吊装至预定位置后，先将平台槽钢与预埋件固定后，再将钢丝绳固定，紧固螺母及钢丝绳卡子，完毕后方可放松塔吊吊钩。卸料平台安装完毕经验收合格后方可使用，要求提升一次验收一次。卸料平台的限重牌应挂在该平台附近的明显位置。架体搭设稳定连接栏杆、脚手板安装平台搭设验收4.3.2酒店办公区： 1、架体搭设落地脚手架搭设的基础为地下室车库顶板。架体配合施工进度搭设，一次搭设高度不超过相邻墙件以上二步。立杆的纵距1.20米，立杆的横距1.20米，步距0.9米，每搭完一步脚手架后，按规范规定校正步距、纵距、横距及立杆的垂直度。杆件在相交处的端头伸出长度应不小于0.1m。12、立杆下铺跳板，准确的放在定位线上。立杆搭设符合下列规定：严禁将外径不一致的钢管混合使用；相邻立杆的对接扣件不得在同一高度内，错开距离符合要求。 扣件安装符合下列规定：扣件规格必须与钢管外径相同。拧紧程度：要求扭力矩控制在4060N.M，最大不得超过65N.M。在主节点处固定横向水平杆、纵向水平杆、剪刀撑、横向斜撑等用的直角扣件、旋转扣件的中心点的相互距离不大于150mm；对接扣件开口朝上或朝内；用于连接大横杆的对接扣件，开口应朝架子内侧，螺栓向上，避免开口向上，以防雨水进入锈蚀扣件；各杆件端头伸出扣件盖板边缘的长度不小于100mm。2、稳定连接落地式脚手架卸料平台与外围护架严禁相连，须单独与建13、筑物可靠连接。3、平台搭设主、次梁、立杆均为483.5双钢管铺设，并且平台支撑架上平铺两层钢管，作为上部平台支座。平台支撑架上平铺两层钢管，作为上部平台支座。4、栏杆、脚手板安装平台防护栏杆高1.5m，沿平台周圈设置，栏杆立杆间距1200mm，横杆沿水平方向设置2道。主梁外侧及防护栏均刷红白相间的油漆标识，栏杆下面周圈设置180mm挡脚板，栏杆外侧满包裹双层安全网。5、联合验收卸料平台搭设完毕后，由项目部的安全负责人、技术员负责人、工程质检人员、劳务队相关人员联合进行检查验收。五、安全及文明施工管理5.1型钢悬挑式卸料平台(1) 卸料平台安装时，钢丝绳应采用专用的挂钩挂牢，建筑物锐角口围系钢丝14、绳处应加补软垫物，平台外口应略高于内口。 (2) 卸料平台必须装置固定式的防护栏。(3) 卸料平台吊装，需要横梁支撑点电焊固定，接好钢丝绳，经过检验合格后，才能松卸起重吊钩。(4) 钢丝绳与水平钢梁的夹角最好在45-60度。(5) 卸料平台使用时，应有专人负责检查，发现钢丝绳有锈蚀损坏应及时调换，焊缝脱焊应及时修复。(6) 卸料平台上的物料要堆放平稳、合理，不得随意堆放。操作平台上应显著标明容许荷载，人员和物料总重量严禁超过设计容许荷载，配专人监督。(7) 塔吊在吊装过程中要和信号工及操作工配合密切，不可麻痹大意。(8) 防物体打击的主要措施是对于进场施工人员必须佩戴安全帽，塔吊吊装平台时，杜15、绝工人在卸料平台下施工，且有专职安全员配合吊装。(9) 废料统一使用塑料编织袋装起来，避免其污染环境。(10) 为了保证卸料平台上的粉尘不扩散，在平台四周设置密目安全网。5.2钢管落地式卸料平台(1)平台使用过程中划出工作标志区，禁止行人进入、统一指挥、上下呼应、动作协调，严禁在无人指挥下作业。(2)在搭设过程中由项目部安全员、技术员进行检查，验收和签证。任何班组长和个人，未经同意不得任意变更平台的组件。(3)严格控制平台上的荷载，本工程中所有卸料平台的限载严禁超载堆放物料。堆料荷载不得过分靠近平台边缘。(4)定期检查卸料平台，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16、安全。(5)搭设、安装平台时地面应设专人指挥，禁止非作业人员进入。拆卸时要统一指挥，上下呼应，动作协调，以防坠落。(6)卸料平台的连墙件必须按方案要求制作施工。(7) 卸料平台左右周圈必须装置固定的防护栏。(8)进入施工现场的人员戴好安全帽，高空作业系好安全带，穿好防滑鞋等。(9)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。(10)电焊操作人员必须是经考试合格的专业技工，施焊时，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)五级以上大风、大雾、大雨天气停止卸料平台的搭设及堆料作业。要经常检查平台上有无积水、积雪等物。若有则应随时清扫，并要采取防滑措施。(117、2)项目部安全人员、施工作业人员、卸料平台负责人要每天定时检查平台的安全性能及堆放荷载情况。六、其它注意事项6.1劳务队须按方案对工人进行安全、技术交底，并严格执行检查、验收制度。6.2使用过程中严禁超出设计堆荷数量，并在施工过程中加大监管力度，平台上不得长时间堆积物料。6.3施工现场必须在醒目位置悬挂标牌，标牌上将限荷换算成堆放相应具体物料的数量，在标牌上注明。6.4预埋钢筋锚环及吊钩必须做隐蔽验收，并作好验收记录。6.5平台使用过程中由专人负责定期保养和随时进行检查，发现问题及时上报处理。6.6任何人、任何部门不得对集料平台擅自进行改动、变更，若因实际问题必须进行变更时必须通过本方案审批部18、门的同意方可进行。七、计算书7.1住宅区槽钢悬挑式卸料计算悬挑卸料平台计算书 计算依据建筑施工安全检查标准(JGJ59-99)和钢结构设计规范(GB50017-2003)。 悬挂式卸料平台的计算参照连续梁的计算进行。 由于卸料平台的悬挑长度和所受荷载都很大，因此必须严格地进行设计和验算。 平台水平钢梁(主梁)的悬挑长度5.50m，悬挑水平钢梁间距(平台宽度)3.00m。 次梁采用14a号槽钢U口水平，主梁采用16b号槽钢U口水平，次梁间距1.00m。 容许承载力均布荷载2.00kN/m2，最大堆放材料荷载10.00kN。 一、次梁的计算 次梁选择14a号槽钢U口水平槽钢，间距1.00m，其截面19、特性为 面积A=18.51cm2,惯性距Ix=563.70cm4,转动惯量Wx=80.50cm3,回转半径ix=5.52cm 截面尺寸 b=58.0mm,h=140.0mm,t=9.5mm 1.荷载计算 (1)面板自重标准值：标准值为0.35kN/m2； Q1 = 0.351.00=0.35kN/m (2)最大容许均布荷载为2.00kN/m2； Q2 = 2.001.00=2.00kN/m (3)槽钢自重荷载 Q3=0.14kN/m 经计算得到，静荷载计算值 q = 1.2(Q1+Q2+Q3) = 1.2(0.35+2.00+0.14) = 2.99kN/m 经计算得到，活荷载计算值 P = 20、1.410.00=14.00kN 2.内力计算 内力按照集中荷载P与均布荷载q作用下的简支梁计算，内侧钢丝绳不计算，计算简图如下 最大弯矩M的计算公式为 经计算得到，最大弯矩计算值 M = 2.993.002/8+14.003.00/4=13.87kN.m 3.抗弯强度计算 其中 x 截面塑性发展系数，取1.05； f 钢材抗压强度设计值，f = 205.00N/mm2； 经过计算得到强度 =13.87106/(1.0580500.00)=164.03N/mm2； 次梁槽钢的抗弯强度计算 f,满足要求! 4.整体稳定性计算主次梁焊接成整体此部分可以不计算 二、主梁的计算 卸料平台的内钢绳按照建21、筑施工安全检查标准作为安全储备不参与内力的计算。 主梁选择16b号槽钢U口水平槽钢，其截面特性为 面积A=25.15cm2,惯性距Ix=934.50cm4,转动惯量Wx=116.80cm3,回转半径ix=6.10cm 截面尺寸 b=65.0mm,h=160.0mm,t=10.0mm 1.荷载计算 (1)栏杆自重标准值：标准值为0.30kN/m Q1 = 0.30kN/m (2)槽钢自重荷载 Q2=0.19kN/m 经计算得到，静荷载计算值 q = 1.2(Q1+Q2) = 1.2(0.30+0.19) = 0.59kN/m 经计算得到，各次梁集中荷载取次梁支座力，分别为 P1=(1.2(0.322、5+2.00)0.503.00/2+1.20.143.00/2)=2.37kN P2=(1.2(0.35+2.00)1.003.00/2+1.20.143.00/2)=4.49kN P3=(1.2(0.35+2.00)1.003.00/2+1.20.143.00/2)=4.49kN P4=(1.2(0.35+2.00)1.003.00/2+1.20.143.00/2)+14.00/2=11.49kN P5=(1.2(0.35+2.00)1.003.00/2+1.20.143.00/2)=4.49kN P6=(1.2(0.35+2.00)1.003.00/2+1.20.143.00/2)=4.423、9kN P7=(1.2(0.35+2.00)0.253.00/2+1.20.143.00/2)=1.31kN 2.内力计算 卸料平台的主梁按照集中荷载P和均布荷载q作用下的连续梁计算。悬挑卸料平台示意图悬挑卸料平台主梁计算简图经过连续梁的计算得到主梁支撑梁剪力图(kN)主梁支撑梁弯矩图(kN.m)主梁支撑梁变形图(mm) 外侧钢丝绳拉结位置支撑力为15.10kN 最大弯矩 Mmax=20.08kN.m 3.抗弯强度计算 其中 x 截面塑性发展系数，取1.05； f 钢材抗压强度设计值，f = 205.00N/mm2； 经过计算得到强度 =20.08106/1.05/116800.0+13.7324、1000/2515.0=169.17N/mm2 主梁的抗弯强度计算强度小于f，满足要求! 4.整体稳定性计算主次梁焊接成整体此部分可以不计算 三、钢丝拉绳的内力计算: 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。 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=20.41kN 四、钢丝拉绳的强度计算: 钢丝拉绳(斜拉杆)的轴力RU我们均取最大值进行计算，为 RU=20.407kN 如果上面采用钢丝绳，钢丝绳的容许拉力按照下式计算： 其中Fg 钢丝绳的容许拉力(kN)； Fg 钢丝绳的钢丝25、破断拉力总和(kN)； 计算中可以近似计算Fg=0.5d2，d为钢丝绳直径(mm)； 钢丝绳之间的荷载不均匀系数，对619、637、661钢丝绳分别取0.85、0.82和0.8； K 钢丝绳使用安全系数，取8.0。 选择拉钢丝绳的破断拉力要大于8.00020.407/0.850=192.066kN。 选择619+1钢丝绳，钢丝绳公称抗拉强度1700MPa，直径18.5mm。 五、钢丝拉绳吊环的强度计算: 钢丝拉绳(斜拉杆)的轴力RU我们均取最大值进行计算作为吊环的拉力N，为 N=RU=20.407kN 钢板处吊环强度计算公式为 其中 f 为拉环钢筋抗拉强度，按照混凝土结构设计规范10.9.8f26、 = 50N/mm2； 所需要的吊环最小直径 D=204074/(3.1416502)1/2=17mm 六、锚固段与楼板连接的计算 水平钢梁与楼板压点如果采用钢筋拉环，拉环强度计算如下： 水平钢梁与楼板压点的拉环受力R=40.007kN 水平钢梁与楼板压点的拉环强度计算公式为 其中f为拉环钢筋抗拉强度，每个拉环按照两个截面计算，按照混凝土结构设计规范10.9.8f = 50N/mm2； 所需要的水平钢梁与楼板压点的拉环最小直径 D=400074/(3.1416502)1/2=20mm 水平钢梁与楼板压点的拉环一定要压在楼板下层钢筋下面，并要保证两侧30cm以上搭接长度。7.2酒店办公区落地式卸27、料计算落地式卸料平台扣件钢管支撑架计算书 计算依据1建筑施工扣件式钢管脚手架安全技术规范（JGJ130-2001）。 计算依据2施工技术2002.3.扣件式钢管模板高支撑架设计和使用安全(杜荣军)。 模板支架搭设高度为27.0米，搭设尺寸为：立杆的纵距 b=1.20米，立杆的横距 l=1.20米，步距 h=1.80米。图 落地平台支撑架立面简图 图 落地平台支撑架立杆稳定性荷载计算单元 采用的钢管类型为483.0。 一、基本计算参数同上 二、纵向支撑钢管的计算 纵向钢管按照均布荷载下连续梁计算，截面力学参数为 截面抵抗矩 W = 4.49cm3； 截面惯性矩 I = 10.78cm4；纵向钢管28、计算简图 1.荷载的计算： (1)脚手板与栏杆自重(kN/m)： q1 =0.000+0.3000.300=0.090kN/m (2)堆放材料的自重线荷载(kN/m)： q21 = 1.0000.300=0.300kN/m (3)施工荷载标准值(kN/m)： q22 = 2.0000.300=0.600kN/m 经计算得到，活荷载标准值 q2 = 0.600+0.300=0.900kN/m 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。 最大弯矩考虑为静荷载与活荷载的计算值最不利分配的弯矩和，计算公式如下: 最大弯矩计算公式如下: 最大支座力计算公式如下: 静荷载 q1 = 29、1.20.090=0.108kN/m 活荷载 q2 = 1.40.600+1.40.300=1.260kN/m 最大弯矩 Mmax=(0.100.108+0.1171.260)1.2002=0.228kN.m 最大支座力 N = (1.10.108+1.21.26)1.20=1.957kN 抗弯计算强度 f=0.228106/4491.0=50.73N/mm2 纵向钢管的抗弯计算强度小于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 q1 = 0.090kN/m 活荷载 q2 = 0.600+0.300=0.900kN/m 30、三跨连续梁均布荷载作用下的最大挠度 V=(0.6770.090+0.9900.900)1200.04/(1002.06105107780.0)=0.612mm 纵向钢管的最大挠度小于1200.0/150与10mm,满足要求! 三、横向支撑钢管计算 横向支撑钢管按照集中荷载作用下的连续梁计算 集中荷载P取纵向板底支撑传递力，P=1.96kN支撑钢管计算简图支撑钢管弯矩图(kN.m)支撑钢管变形图(mm)支撑钢管剪力图(kN) 经过连续梁的计算得到 最大弯矩 Mmax=0.881kN.m 最大变形 vmax=4.033mm 最大支座力 Qmax=8.562kN 抗弯计算强度 f=0.881106/31、4491.0=196.09N/mm2 支撑钢管的抗弯计算强度小于205.0N/mm2,满足要求! 支撑钢管的最大挠度小于1200.0/150与10mm,满足要求! 四、扣件抗滑移的计算 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: 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； 计算中R取最大支座反力，R=8.56kN 单扣件抗滑承载力的设计计算不满足要求,可以考虑采用双扣件! R8.0 kN时，可采用单扣件； 8.0kN12.0kN时，应采用可调托座。 五、立杆的稳定性计算荷载标准值 作用于模板支架的荷载包括静荷载32、活荷载和风荷载。 1.静荷载标准值包括以下内容： (1)脚手架钢管的自重(kN)： NG1 = 0.10027.000=2.687kN 钢管的自重计算参照扣件式规范附录A 双排架自重标准值，设计人员可根据情况修改。 (2)栏杆的自重(kN)： NG2 = 0.1501.200=0.180kN (3)脚手板自重(kN)： NG3 = 0.3001.2001.200=0.432kN (4)堆放荷载(kN)： NG4 = 1.0001.2001.200=1.440kN 经计算得到，静荷载标准值 NG = NG1+NG2+NG3+NG4 = 4.739kN。 2.活荷载为施工荷载标准值产生的荷载。 33、经计算得到，活荷载标准值 NQ = 2.0001.2001.200=2.880kN 3.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 六、立杆的稳定性计算 立杆的稳定性计算公式 其中 N 立杆的轴心压力设计值，N = 9.72kN 轴心受压立杆的稳定系数,由长细比 l0/i 查表得到； i 计算立杆的截面回转半径 (cm)；i = 1.60 A 立杆净截面面积 (cm2)； A = 4.24 W 立杆净截面抵抗矩(cm3)；W = 4.49 钢管立杆抗压强度计算值 (N/mm2)； f 钢管立杆抗压强度设计值，f = 205.00N/mm2； l0 计算长度34、 (m)； 如果完全参照扣件式规范不考虑高支撑架，由公式(1)或(2)计算 l0 = k1uh (1) l0 = (h+2a) (2) k1 计算长度附加系数，按照表1取值为1.163； u 计算长度系数，参照扣件式规范表5.3.3；u = 1.750 a 立杆上端伸出顶层横杆中心线至模板支撑点的长度；a = 0.20m； 公式(1)的计算结果：l0=1.1631.7501.80=3.663m =3663/16.0=229.683 =0.139 =9719/(0.139424)=164.941N/mm2，立杆的稳定性计算 f,满足要求! 公式(2)的计算结果：l0=1.800+20.200=235、.200m =2200/16.0=137.931 =0.363 =9719/(0.363424)=63.237N/mm2，立杆的稳定性计算 f,满足要求! 如果考虑到高支撑架的安全因素，适宜由公式(3)计算 l0 = k1k2(h+2a) (3) k2 计算长度附加系数，按照表2取值为1.070； 公式(3)的计算结果：l0=1.1631.070(1.800+20.200)=2.738m =2738/16.0=171.643 =0.243 =9719/(0.243424)=94.522N/mm2，立杆的稳定性计算 f,满足要求! 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