塔式起重机基础施工专项方案

1、塔式起重机基础施工专项方案一、编制说明1、工程概况工程名称：滨海盛世名苑；工程位于深圳市大鹏新区王母社区； 包括1#2跚楼及地下室；地上11层；地 下1层；建筑高度：39.65m；总建筑面积为13044* 其中地下室建筑面积为3522.2 褶.采用钢筋混凝土框架剪力墙结构.为了保障本工程塔式起重机使用的安全可靠性，特编制塔式起重机基础施工 专项方案，请建设及监理单位审批。2、编制依据2.1 施工图纸及施工现场平面布置；2.2 塔式起重机设计规范（GB/T13752-1992）2.3 地基基础设计规范（GB50007-20022.4 建筑结构荷载规范（GB50009-20012.5 建筑安全检查

2、标准（JGJ59-99）2.6 混凝土结构设计规范（GB50010-2002等编制。二、塔式起重机基础设置按安装塔式起重机的设备安装单位提出的技术要求，本工程塔吊基础的地基 为静力压桩基础，基础的总重量不得小于 80T,碎标号C35以上，碎的捣制应密实。按其要求，我项目部编制了滨海盛世名苑1#2#塔楼使用塔式起重机的施工 专项方案。现拟采用QTZ80型号的塔式起重机，塔身中心线距建筑物的距离在一定 的范围内（设计为3.9米），地基基础的土质应坚硬牢实，要求承载力大于200KN/Mitf； 基础的承压能力符合塔式起重机基础的条件。拟采用QTZ80A（5613比斜撑现浇固定 钢筋碎基础，碎标号 C

3、35,25双层双向钢筋，其尺寸为长 5000mm宽5000mms1400mm总体积为35m3,基础内预埋有地脚螺栓，基础的总重量不得小于80T;基础 的总重量及碎标号均符合要求。QTZ80 A（5613比斜撑基础示意图见附图9。三、塔式起重机基础计算书1、参数信息塔吊型号：QTZ80A（5613）,塔吊起升高度H: 44.00m,塔身宽度B： 1.665m,基础埋深d: 2.25m,自重：G=573kN基础承台厚度hc： 1.4m,最大起重荷载：Q=44kN基础承台宽度Bc： 5.00m,混凝土强度等级：C35,钢筋级别：一级带 或纹钢筋,基础底面配筋直径：25mm2、塔吊对交叉梁中心作用力的

4、计算a.塔吊竖向力计算塔吊自重：G=573kN塔吊最大起重荷载：Q=44kN作用于塔吊的竖向力：Fk = G+ Q= 573+44= 617kN;b.塔吊弯矩计算风荷载对塔吊基础产生的弯矩计算：Mkmax= 1617kN m3、塔吊抗倾覆稳定验算基础抗倾覆稳定性按下式计算：e=Mk/ (Fk+G) < Bc/3式中e偏心距，即地面反力的合力至基础中心的距离；M k作用在基础上的弯矩；F k作用在基础上的垂直载荷；G k混凝土基础重力, G = 965kN;Bc 为基础的底面宽度；计算得：e=1654.69/(617+965)=1.046m < 5.0/3=1.67m ;基础抗倾覆稳

5、定性满足要求！4、地基承载力验算依据建筑地基基础设计规范(GB50007-2002)第5.2条承载力计算。混凝土基础抗倾翻稳定性计算：e=1.054m > 5.0/6=0.833mis one ofthe pra cticalformofvalues.Theso-call edvalue s referstothe obje ctive thi ngs are ofnovaluea ndthevalue offundamental perspective.Dhow to create arecordofachievements,how to evaluate performance,a

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13、k作用在基础上的垂直载荷；G k混凝土基础重力；a合力作用点至基础底面最大压力边缘距离(m),按下式计算：a =Bc/20.5M/ (Fk+G) = 5.0/2 0.5-1654.69/(617+965)=6.88m 。Bc基础底面的宽度，取 Bc=5.0m；不考虑附着基础设计值：Pk= (617+965) /5.0 2=50.45kPaPkmax=2X (617+965)/(3 X 6.88 X5.0)= 27.37kPa ;实际计算取的地基承载力设计值为:f a=200.000kPa；地基承载力特征值fa大于压力标准值Pk=50.45kPa,满足要求！地基承载力特征值1.2 xfa大于偏心

14、矩较大时的压力标准值 Pkmax=27.37kPa,满足要 求！5、基础受冲切承载力验算依据建筑地基基础设计规范(GB 50007-2002)第8.2.7 条。验算公式如下:F 1 & 0.7 Rpftamho式中gp-受冲切承载力截面高度影响系数，当h不大于800mmh 加取1.0.当h大于等于2000mmf,而取0.9,其间按线性内插法取用；取加=0.95;f t - 混凝土轴心抗拉强度设计值；取f t=1.43MPa；h o - 基础冲切破坏锥体的有效高度；取h o=1.30m；a m - 冲切破坏锥体最不利一侧计算长度；am=(at+ab)/2 ；am=1.60+(1.60 +

15、2 X1.30)/2=2.90m ;a t - 冲切破坏锥体最不利一侧斜截面的上边长，当计算柱与基础交接处的受冲切承载力时，取柱宽(即塔身宽度)；取at=1.6m；a b - 冲切破坏锥体最不利一侧斜截面在基础底面积范围内的下边长，当冲切破坏锥体的底面落在基础底面以内，计算柱与基础交接处的受冲切承载力时，取柱宽ow ,we are in a newhistoricalstage ofall-roundconstruction ofa well-offsociety.Inperformduties,a ndcarriedoutworkof process i nthe,we t o put pe

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25、erdevelopment,and se eking,major problemand foster advantageindustr y,and adjustmentagricultural 加两倍基础有效高度；ab=1.60 +2 X 1.30=4.20 ;P j-扣除基础自重后相应于荷载效应基本组合时的地基土单位面积净反力，对偏心受压基础可取基础边缘处最大地基土单位面积净反力；取Pj=77.16kPa;A i -冲切验算时取用的部分基底面积；A=5.00 X (5.00-4.20)/2=2m 2F i -相应于荷载效应基本组合时作用在A上的地基土净反力设计值。F尸PA;F i=77.16

26、 X2=154.32kN。允许冲切力:0.7 X 0.95 X 1.43 X 2900.00 义 1300.00=.50N=3585.08kN > F 尸302.46kN;实际冲切力不大于允许冲切力设计值，所以能满足要求！6、承台配筋计算a.抗弯计算依据建筑地基基础设计规范(GB 50007-2002)第8.2.7条。计算公式如下：M=a12(2l+a')(Pmax+P-2G/A)+(P max-P)l/12式中：M -任意截面I-I处相应于荷载效应基本组合时的弯矩设计值；a 1 -任意截面I-I至基底边缘最大反力处的距离；取a1=(Bc-B)/2 = (5.00-1.665)/

27、2=1.668m ;P max -相应于荷载效应基本组合时的基础底面边缘最大地基反力设计值，取 277.16kN/m2;P -相应于荷载效应基本组合时在任意截面I-I处基础底面地基反力设计值，P= PmaxX (3Xa-al) /3 x a= 77.16 x (3 X 1.665-2)/(3 义 1.65)=46.27kPa ;G -考虑荷载分项系数的基础自重，取 G=1.35X 25X BcX BcX hc=1.35X25义 5.00 义 5.00 X 1.4=1181.25kN/m2;l-基础宽度，取l=5.00m；a -塔身宽度，取a=1.665m；a'-截面I- I在基底的投影

28、长度，取a'=1.60m。经过计算得 M=2.002X (2 X 5.00+1.665) X (77.16+45.01-2 乂1428.84/5.00 2)+(77.16-45.01) X 5.00/12=97.21kN - mb.配筋面积计算a c cr fomvausT e vau eetoj c v thg e vauvru f amlescvIIIvuse- att.s y a .ee.el - t uavr_I.adstevaus etoelet vaus i ak c e- e e cl. r.r Li - e e- c c - ua e lea uavaus ersaua

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32、o-承台的计算高度，ho=1.30m。经过计算得：os=192.46 >106/(1.00 解.30 X5.00 M03X1.30 汉03)2)=0.001 ;§=1-(1-2 )0.001) 0.5=0.001 ；月1-0.001/2=0.999 ;As=192.46X 106/(0.999 X 1.30 X 103X 300.00)=493.85mm2。由于最小配筋率为0.15%,所以最小配筋面积为：5000.00 X 1400.00 X20.15%=10500.00mi2i故取 As=11340.00mrrio建议配筋值：HRB3351 笥，25225mmS台底面单向根数

33、24根；实际配筋值HRB335 钢25170mm承台底面单向根数33a,满足要求。7、结论据验算，5000X 5000X 1400的碎基石满足QTZ80A(5613期塔式起重机的作业要 求。四、塔式起重机基础施工塔式起重机基础的施工顺序为：塔基放石灰线一塔基坑土方开挖一 100厚C1味 碎垫层(深基础时基坑护壁)一弹出基础边线一坑壁四周测设标高线并压桩一砌筑 基础砖胎模(或安装木模板)一基础底钢筋制作安装绑扎一安固定地脚螺栓一基础 面钢筋绑扎一浇捣基础同时用经纬仪观测地脚螺栓有无偏移一养护一砌挡土墙一井 筒封盖并回填周边土方。部分节点的说明及注意事项如下：0-, - re - a new h-

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38、5 -1、基坑开挖：本工程塔吊基础的地基为静力压桩基础，地基顶标高 -4.700m,地基 承载力大于200KP&基础采用大开挖，待挖至标高-4.600m时，人工清理基土后即可 在基槽放线，定出塔机基础位置，余下 20cmt采用人工开挖清槽，基底土层不得扰 动，严禁超挖后填土。2、地基处理：对塔机基础附近的地下部分应进行钎探，查明地下是否有不实结构 （如防空洞、化粪池等）以及地下物质运输管道（如煤气管道、水管等）。做好钎探施工作业记录并存档。3、塔式起重机基础垫层：采用C15昆凝土，具体尺寸为5000X 5000X100；垫层面 标高-4.600M,垫层要求平整，水平控制在0.2%以内，

39、垫层强度达到60淅方可进行 基础施工。4、基础模板：若采用砖胎膜，在基础垫层上放出基础外边线，在边线以外砌筑 240 厚砖模，砌至1.35米高，无需粉刷。5、基础钢筋：采用 25钢筋，上下排双层双向，间距为170,上层钢筋间设30HA20170 双层，下层钢筋间设30HA25170层，设置 25的钢筋马凳，间距1200,基础的钢筋 保护层为50mm6、塔机基础预埋四组地脚螺栓，地脚螺栓中心距离为 1665,呈四角布置，放置时 严格控制尺寸，偏差不大于3mm ,地脚螺栓必须是厂家提供的符合强度要求的合格 产品。7、浇筑混凝土，并捣实，在此过程中必须随时检测地脚螺栓的位置，如有变化， 则随时进行调

40、整，确保位置正确，偏差符合要求。做好碎的养护，留置混凝土试块， 检验强度是否符合要求。8、接地装置：塔基避雷针的接地和保护接地采用 4X 60 mr锌扁铁,利用48的钢 管预埋至地下（埋深不小于3米），扁铁与钢管及塔身（或预埋节与螺栓）的连接采 用焊接。必须在基础混凝土强度达到设计强度的70%；上，并经质量安全部门验收合 格后方能安装塔机。9、塔吊安装后，为方便四周回填土及今后拆塔的需要，故在塔机基座四周砌筑挡s one of the pra cia fomof valesThesoc. e ale .refers t the objective li ngs ae of no ale a n

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