v[北京]框架剪力墙结构钢筋工程施工方案(直螺纹套筒)

1、Good is good, but better carries it.精益求精，善益求善。v北京框架剪力墙结构钢筋工程施工方案(直螺纹套筒)v北京框架剪力墙结构钢筋工程施工方案(直螺纹套筒)北京框架剪力墙结构钢筋工程施工方案(直螺纹套筒) 框架剪力墙结构钢筋工程施工方案 目 录 1、编制依据 ·························&#

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84、; 30 6.3普通钢筋混凝土楼板及梁钢筋做法 ··············································

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128、1施工图纸： 表11 1.2主要标准： 表12 1.3主要规范： 表13 4 1.4主要图集： 表14 1.5本工程的施工组织设计。 5 2、工程概况 2.1总体概况 本工程拟建场地位于崇文区*园3号，北京教学*园内东南角，西临北京教学*园的草本区，北临北京教学*园的乔木区，东侧为46层居民楼，南侧为南二环护城河。拟建*总建设用地129200m2,总建筑面积约40374.39 m2，其中地上23600.82 m2，地下16773.57 m2。地下二层部分连成整体，地上15层，呈花瓣状分为五个独立而又互相联系的单体，顶标高25.000m。基础为钢筋混凝土梁板式伐板基础，上部结构为钢筋混凝土框架剪

129、力墙结构。 2.2结构设计概况 2.2.1建筑设计概况 6 2.2结构设计概况 7 2.2.2钢筋品种：HPB235、HRB335、HRB400。 2.2.3钢筋型号：HPB235：6、8、10；HRB335：B 10、B 14、B 16、B 18、B 20、B 22、B 25 、B 28；HRB400：C 12、C 14、C 16、C 18、C 20、C 22、C 25。 2.2.4钢筋连接：板墙、楼板钢筋采用搭接连接；基础底板、地梁及框架梁内纵向受力钢筋直径16采用直螺纹连接，其余为搭接；框架柱、框架梁纵向受力钢筋为直螺纹连接。 2.2.4本工程混凝土结构体系和抗震等级见下表： 8 2.2

130、.5所用钢筋规格见下表： 2.2.6钢筋保护层厚度见下表： 9 3、施工部署 3.1施工段划分 3.2人员安排 3.3钢筋工程承包方式 3.4施工现场平面布置 钢筋加工车间设在施工现场西南角，钢筋半成品堆放于建筑物南北两侧约10m宽的范围内，具体详见附图-1：基础施工阶段现场平面布置图、附图-2：主体结构施工阶段现场平面布置图；相关二级配电箱布置到钢筋加工场地，具体详见附图-3：临时用电平面布置图。 10 4.施工准备 4.1技术准备 组织有关技术人员熟悉审查图纸、学习有关规范、规程。并且施工前认真查阅施工图纸、方案、现行混凝土结构工程施工质量验收规范，做到图纸上的问题提前与设计联系解决，配筋

131、与施工中重点突出，心中有数。不足的设备进行统计后交材料组购买。 4.2测量准备 根据平面控制网，在防水保护层上放出轴线和基础梁、墙、柱位置线；底板上层钢筋绑扎完成后测量人员必须组织测放墙、柱插筋位置线(每跨至少两点，用红油漆标注)。 顶板混凝土浇筑完成支设竖向模板前，在板上放出该层平面控制轴线。待竖向钢筋绑扎完成后，在每层竖向钢筋上部标出标高控制点。 4.3原材采购与供应 4.3.1钢筋选用国家大型钢厂的热轧、HPB235、HRB335、HRB400级钢筋，严格执行IS09001：2000质量标准和相关程序文件要求。 4.3.2 钢筋进场时，应按现行国家标准钢筋混凝土用热轧带肋钢筋GB 149

132、9等的规定抽取试件作力学性能检验，其质量必须符合有关部门标准的规定。 4.3.3进场钢筋按规格分别堆放整齐，堆放应高于地面200的支撑架上，支架采用灰砂机砖砌筑240厚，间距1500mm并挂好标识牌。 4.3.4当发现钢筋脆断、焊接性能不良或力学性能显著不正常等现象时，应对该批钢筋进行化学成分检验或其他专项检验。 4.3.5滚压直螺纹接头的连接套采用优质碳素结构钢。 4.4钢筋的试验 4.4.1钢筋进场后，由现场材料员进行验收，且进场后的钢筋按批进行检查，验收。 4.4.2钢筋进场每批由同厂家、炉号、规格及交货进场时间为验收批。 4.4.3进场钢筋每种规格按不大于60T，取试件一组。 4.4.

133、4混合批必须按照含碳量0.02%和锰含量0.15%分开来做，钢筋物理实验必须项目：弯曲、拉伸试验。 4.4.5工程中钢筋有连接时必须先加工出试件，进行伸拉、弯曲试验。按同一参数，同一焊工及同类接头300个成品接头中抽取6组试件，其中3个进行拉伸试验，3个进行弯曲试 11 验。 4.5直螺纹连接套筒 4.5.1连接套材料宜用性能不低于45号优质碳素结构钢或其它经试验确认符合要求的钢材。连接套的屈服承载力和抗拉承载力应不小于被连接钢筋屈服承载力和抗拉承载力标准值的1.1倍。接头的性能应符合钢筋机械连接通用技术规程JGJ107级接头性能的规定。 4.5.2对直接承受动力荷载的结构，其接头应满足设计要

134、求的抗疲劳性能。当无专门要求时，其疲劳性能应符合钢筋机械连接通用技术规程JGJ107的规定。 4.5.3按照施工的实际需要，连接套可以分为四种：用于一般连接钢筋的部位的标准型；用于不同钢筋直径的连接部位的异径型；用于不能转动钢筋的连接部位的活连接型和有特殊要求需要特殊加工的特型。 4.5.4经检验合格的连接套，一端应盖好保护盖，并有明显的规格标记。 4.5.5连接套进场时应有产品合格证。 4.5.6连接套不能带有油脂等影响混凝土质量的污物。 4.5.7连接套螺纹精度为6H级，并符合GB/T197普通螺纹公差与配合的规定。 4.6机具准备 机具准备见下表4-1 表4-1 12 4.7 劳动力准备

135、 4.8管理人员与劳务人员培训 项目技术部按规定对项目相关部门及劳务分包进行方案、技术措施交底(包括文字和口头)，定期召开交底会，督促分包管理层向其钢筋操作层进行方案、措施交底，并由项目技术部和质量部参加。 4.9施工手续 现场所有钢筋工必须具备上岗证，焊工必须具备合格证(在有效期内)。钢筋直螺纹加工操作的工人必须进行技术培训，经考核合格后方可执证上岗，未经培训的人员严禁操作设备。 13 5、施工要点 5.1总体施工段划分 5.2总体施工流程 进场验收钢筋放样钢筋加工绑扎前准备钢筋绑扎钢筋验收 工序交接手续 5.3钢筋加工 5.3.1钢筋加工准备 5.3.1.1节点放样 ：根据结构施工图，利用

136、计算机辅助设计做好钢筋节点放样，主要包括梁、柱、墙、板钢筋的锚固构造；底板、梁柱等节点之间钢筋的穿插顺序；墙板节点部位配筋构造；洞口加强筋的设置以及特殊构造部位节点。节点放样时分部位对各节点进行编号，通过节点放样进一步熟悉图纸，使一些特殊构造部位变得清楚明了，重点突出，使钢筋配料时不至于盲目无章。 14 5.3.1.2填写配料单：根据配筋图及节点大样图，先绘制各种形状的单根钢筋简图并编号，然后分别计算钢筋下料长度和根数，填写配料单，配料单中标明钢筋部位。 5.3.1.3下料长度计算：钢筋下料长度计算时考虑弯起钢筋弯曲调正值的影响及弯钩增加长度，确定钢筋的下料长度，当外型比较复杂，采用理论计算比

137、较困难时，用放足尺（1:1）或放小样（1:5）的办法求钢筋长度。 5.3.2 钢筋加工工序 5.3.2.1钢筋除锈：钢筋生锈或染上油泥等污物，要用钢丝刷进行人工除锈，在除锈过程中如发现锈斑鳞落现象严重，并已损伤钢筋截面或除锈后发现钢筋表面有严重的麻坑、斑点、伤蚀截面时，该批钢筋作退场处理，不得使用。 5.3.2.2钢筋调直：盘条钢筋在使用前经过放盘、调直工序，非盘条钢筋在轧制、运输、存放中所造成的弯折，使用前需进行调直处理。 5.3.2.3钢筋切断：采用钢筋切断机进行切断加工，根据配料单复核钢筋种类、直径、尺寸、根数，将同规格钢筋根据不同长度进行长短搭配，统筹排料，先断长料后断短料，以尽量减少

138、短头，减少损耗，断料时要避免用短尺量长料，防止在量料中产生累计误差，可在工作台上加尺寸刻度并加设控制断料尺寸用的卡板，钢筋的断口要求不得有马蹄形或起弯现象。 5.3.2.4弯曲成型：钢筋成型，应根据结构构件配筋详图，结合对保护层厚度、接头形式、弯钩及弯折的弯曲直径等要求，计算配筋的尺寸，绘制翻样图，才能进行；弯曲成型时，下料应考虑弯曲调整值；调整值的大小取决于弯曲角度；钢筋弯曲成型的形状、尺寸以及安装后的数量、锚固长度和接头设置必须符合设计要求和施工规范的规定。 5.3.2.5试加工：所有钢筋在大批量加工之前先进行试加工，检查钢筋形状、尺寸是否与配料单一致。并在加工过程中经常核对。 5.3.3

139、钢筋加工措施 5.3.3.1控制钢筋下料成型。为保证下料和成型尺寸准确，现场技术人员要进行专项交底，并在加工场地派驻专人，对钢筋加工成型质量进行监督和检查。 5.3.3.2钢筋调直宜采用机械调直，也可采用冷拉方法，当采用冷拉方法调直钢筋时，HPB235级钢筋冷拉率不得大于4%，HRB335级、HRB400级钢筋冷拉率不宜大于1%。采用冷拉方法调直施工时应根据冷拉率计算出冷拉拉伸的长度，并用红油漆划出起始标志线和终止标志线。严禁超拉。 5.3.3.3箍筋加工。钢筋末端弯钩，其弯弧内直径D及平直段长度应符合混凝土结构工程施工质量验收规范（GB50204）第5.3.1条和5.3.2条规定。 15 5

140、.3.3.4箍筋平面无翘曲、扭曲变形，四角在同一平面。保证弯钩135度，平直段长度不小于钢筋直径d的10倍(不宜大于10d+10mm,避免浪费)，且两个弯钩平直段相互平行。 5.3.3.5钢筋加工施工时应根据钢筋直径、弯钩角度、弧内直径、平直段长度现场划线、并采用不同直径的轴心弯心模具（机械加工）和不同的扳手（手工加工）进行加工质量控制。并采用定型的模具检查箍筋的加工质量。 （6）成型钢筋应按指定地点用垫木垫放整齐，防止钢筋变形、锈蚀、油污。 5.3.3.6箍筋检查 箍筋加工完后，要求用“箍筋检查模具”进行检查，确保加工出来的每个箍筋尺寸、弯钩长度、角度符合标准。 16 5.3.3.7直罗纹连

141、接接头加工及质量检查 5.3.3.7.1操作工人应参加技术规程培训，考核合格后持证上岗。 5.3.3.7.2钢筋应先调直再用砂轮切割机下料，切口端面应与钢筋轴线垂直，不得有马蹄形或翘曲。 5.3.3.7.3加工丝头的牙形、螺距必须与连接套的牙形、螺距一致，牙顶宽度大于0.3p的不完整螺纹累计长度不得超过两个螺纹周长；标准型接头的丝头有效螺纹长度应不小于1/2连接套筒长度，且允许误差为+2p，并用相应的环通规和环止规对丝头进行检测。 5.3.3.7.4钢筋丝头螺纹中径公差应满足GB197/T普通螺纹公差与配合标准中6f级精度要求。 5.3.3.7.5滚轧钢筋直螺纹时，应采用水溶性切削润滑液，当气

142、温低于0°C时，应掺入15%-20%的亚硝酸钠。不得用机油作切削润滑液或不加润滑液滚轧丝头。 5.3.3.7.6操作人员应检查丝头的质量。 5.3.3.7.7经自检合格的丝头，应按附录A要求对每种规格加工批量随机抽查10%，且不得少于10个，并按附表B填写丝头加工检验记录。如有一个丝头不合格，即应对该批全数检查，不合格的丝头应重新加工，经再次检验合格后方可使用。 5.3.3.7.8加工完的接头必须逐个检查，已检验合格的丝头应加以保护，钢筋一端丝头应戴上保护帽，另一端拧上连接套，并按规格分类堆放整齐待用，加工不合格的接头应重新加工，再次检查合格方可进行下步工序。 钢筋滚压直螺纹丝头加工

143、检验记录表 注：1、按每批加工钢筋直螺纹丝头数的10%检验。 2、罗纹长度、牙形、螺纹中径合格的打“”否则打“×”。 检查单位： 检查人员： 检验日期： 负 责 人： 17 5.4钢筋的连（搭）接 本工程钢筋砼框架柱、抗震墙、框架梁、基础底板等部位主筋直径22的均采用直罗纹连接,直径22的钢筋均采用绑扎搭接。同一连接区段内受力钢筋接头百分率为：梁内接头不宜大于25%；墙、柱、板接头不宜大于50%。两连接区段中到中距离不应小于：绑扎搭接时 1.3L1；机械连接时35d，且500mm。 5.4.1本工程钢筋的锚固长度（La/LaE）和搭接长度（L1/L1E）当图纸未注明时，按下表统一施工

144、： 钢筋的锚固长度 钢筋搭接长度（L1/L1E） 18 5.4.2钢筋的直螺纹连接 5.4.2.1钢筋连接时，钢筋的规格和连接套的规格应一致，并确保丝头和连接套的丝扣干净、无损。 5.4.2.2采用预埋接头时，连接套的位置、规格和数量应符合设计要求，带连接套的钢筋应牢固，连接套的外露端应有密封盖。 5.4.2.3被连接的两钢筋端面应顶紧，处于连接套的中间位置，偏差不大于1p（p为螺距），操作要点：将丝头检验合格的钢筋（丝扣干净，完好无损）搬运至待连接处。接头的连接用力矩扳手施工。将两个钢筋丝头在套筒中间位置相互顶紧，接头拧紧力矩应符合下表规定。力矩扳手的精度为±5%。 经拧紧后的滚压

145、直螺纹接头应做出标记，与未拧紧的接头分开。具体做法见下图： 图B1 图B2 说明：图B1为标准型和 异型接头，先用工作扳手将连接套与一端钢筋拧到位，再将另一端钢筋拧到位。 图B2为活连接型接头，先对两端钢筋向连接套方向加力，使连接套与两端钢筋丝头挂上扣，然后旋转连接套，并到位拧紧。 19 5.4.2.4接头形式检验：钢筋滚轧直螺纹接头的形式检验应符合钢筋机械连接通用技术规程JGJ107的规定。 5.4.3直螺纹接头施工现场检验与验收： 5.4.3.1工程中应用钢筋滚轧直螺纹连接，厂方负责提供有效的形式检验报告。 5.4.3.2连接钢筋时，应检查连接套的出厂合格证，钢筋丝头加工检验记录。 5.4

146、.3.3钢筋连接工程开始前和施工过程中，应对每批进场钢筋和丝头进行工艺检验。工艺合格应符合下列要求：每种规格钢筋的接头试件不应小于三根；对接头试件的钢筋母材进行抗拉试验；3根接头试件的抗拉强度均应满足钢筋机械连接通用技术规程JGJ107中级强度的规定，试件抗拉强度尚应大于等于0.95倍钢筋母材的实际抗拉强度。计算实际抗拉强度时，应采用钢筋的实际横截面积。 5.4.3.4随机抽取同规格接头数量的10%进行外观检查，钢筋与连接套规格一致，接头外露完整丝扣不大于2扣，并按下表填写检查记录。 钢筋滚压直螺纹接头质量检查记录 注：1、检验结论：合格的打“”否则打“×”。 检查单位： 检查人员：

147、 检验日期： 负 责 人： 5.4.3.5接头的现场检验按验收批进行，同一施工条件下的同一验收批材料的同等级同规格接头，以500个为一个验收批进行检验与验收，不足500个也作为一个验收批。 5.4.3.6对接头的每一验收批，应在工程结构中随机截取3个试件做单向拉伸试验，按设计要求的接头性能等级进行检验与评定，并按附表E填写接头拉伸试验报告。当3个试件单向拉伸试验结果均符合钢筋机械连接通用技术规程JGJ107中级的规定时，该验收批评定为合格，如有一个试件的强度不符合要求，应再取6个试件进行复验，复验中如仍有1个试件验收结果不符合要求，则该验收批评定为不合格。 20 5.4.3.7在现场连续检验10个验收批，全部单向拉伸试件一次抽样均合格时，验收批接头数量可以扩大一倍。 5.3.4接头位置：钢筋的接头位置应按设计要求和施工规范的规定进行布置。 5.3.