Cast-in-site frame structure reinforcement assembling process

现浇框架结构钢筋绑扎

Cast-in-situ steel binding framework structure

1 范围

1 scope

本工艺标准适用于多层工业及民用建筑现浇框架、框架－剪力墙结构钢筋绑扎工程。

The technology standard is suitable for use in multilayer industrial and civil building cast-in-site frame, frame - shear wall structure reinforcement assembling project.

2 施工准备

2 construction preparation

2.1 材料及主要机具：

2.1 material and main equipments:

2.1.1 钢筋：应有出厂合格证、按规定作力学性能复试。当加工过程中发生脆断等特殊情况，还需作化学成分检验。钢筋应无老锈及油污。

2.1.1 reinforced: factory certification, in accordance with the provisions for mechanical properties of the second interview. When machining special circumstances, such as brittle fracture occurred in the process also requires chemical composition inspection. Reinforcement should be no old rust and oil pollution.

2.1.2 成型钢筋：必须符合配料单的规格、尺寸、形状、数量，并应有加工出厂合格证。

2.1.2 molding steel: must conform to the ingredients of the specifications of the single, size, shape, number, and should be processing factory certificate.

2.1.3 铁丝：可采用20～22号铁丝（火烧丝）或镀锌铁丝（铅丝）。铁丝切断长度要满足使用要求。

2.1.3 wire: can use 20 ~ 22 (HuoShaoSi) wire or galvanized iron wire (wire). Wire cutting length to satisfy the use requirement.

2.1.4 垫块：用水泥砂浆制成，50mm见方，厚度同保护层，破块内预埋20～22号火烧丝。或用塑料卡、拉筋、支撑筋。

2.1.4 block: made of cement mortar, 50 mm in length, the thickness of protection layer, with broken pieces of embedded within 20 to 22 HuoShaoSi. Or plastic card, brace, support.

2.1.5 主要机具：钢筋钩子、撬棍、扳子、绑扎架、钢丝刷子、手推车、粉笔、尺子等。

2.1.5 main machines: steel hooks, crowbar, spanner, binding frame, steel wire brush, carts, chalk, ruler, etc.

2.2 作业条件：

2.2 operation conditions:

2.2.1 钢筋进场后应检查是否有出厂证明、复试报告，并按施工平面图中指定的位置，按规格、使用部位、编号分别加垫木堆放。

After 2.2.1 reinforced approach should check whether there is the factory certificate, retest report, and according to the location specified in the construction plan, and according to specifications, using parts and number respectively padded wooden piles.

2.2.2 钢筋绑扎前，应检查有无锈蚀，除锈之后再运至绑扎部位。

2.2.2 steel binding before, should check rustily, rust removal and then shipped to the binding site.

2.2.3 熟悉图纸、按设计要求检查已加工好的钢筋规格、形状、数量是否正确。

2.2.3 familiar with drawings, according to the design requirements of examination has processed steel specification, shape, quantity is correct.

2.2.4 做好抄平放线工作，弹好水平标高线，柱、墙外皮尺寸线。

2.2.4 do a good job in sight, pay-off play level elevation lines, column, wall skin lines.

2.2.5 根据弹好的外皮尺寸线，检查下层预留搭接钢筋的位置、数量、长度，如不符合要求时，应进行处理。绑扎前先整理调直下层伸出的搭接筋，并将锈蚀、水泥砂浆等污垢清除干净。

2.2.5 according to play good skin size line, check the location, quantity, the lower reserve lap steel length, if do not conform to the requirements, should be handled. Tie before finishing straightening out lap steel, lower and will rust, dirt clean cement mortar, etc.

2.2.6 根据标高检查下层伸出搭接筋处的混凝土表面标高（柱顶、墙顶）是否符合图纸要求，如有松散不实之处，要剔除并清理干净。

2.2.6 according to lower elevation check out lap reinforcement in concrete surface elevation (pillars, wall) conformed to the drawings requirements, such as in loose false way, to remove and clean.

2.2.7 模板安装完并办理预检，将模板内杂物清理干净。

2.2.7 template installed and process engineering, clean up the miscellaneous articles or objects inside the template.

2.2.8 按要求搭好脚手架。

2.2.8 erected scaffolding as required.

2.2.9 根据设计图纸及工艺标准要求，向班组进行技术交底。

2.2.9 according to design drawings and process standards, to the team for technical disclosure.

3 操作工艺

3 operation process

3.1 绑柱子钢筋：

Tied columns reinforced 3.1:

3.1.1 工艺流程：

3.1.1 process:

套柱箍筋 → 搭接绑扎竖向受力筋 → 画箍筋间距线 → 绑箍筋

Set column stirrup - lap as the vertical stress rebar - painting line to bind stirrup stirrup spacing

3.1.2 套柱箍筋：按图纸要求间距，计算好每根柱箍筋数量，先将箍筋套在下层伸出的搭接筋上，然后立柱子钢筋，在搭接长度内，绑扣不少于3个，绑扣要向柱中心。如果柱子主筋采用光圆钢筋搭接时，角部弯钩应与模板成45°，中间钢筋的弯钩应与模板成90°角。

3.1.2 set column: stirrup spacing, according to the requirements of the drawings to calculate a good number of stirrups, each column stirrup set out in the lower first lap on the reinforcement, then made pillars of reinforcement, the lap length, tied to buckle not less than three, tied to buckle to the column center. If their main reinforcement using lap round steel, Angle hook should with template 45 °, the middle steel hook should with template into 90 ° Angle.

搭接绑扎竖向受力筋：柱子主筋立起之后，绑扎接头的搭接长度应符合设计要求，如设计无要求时，应按表4-10采用。

Lap as the vertical stress rebar: post master jin set up after, binding the lap length should comply with the design requirements of joint, such as the design requirements, should be used according to table 4 to 10.

受拉钢筋绑扎接头的搭接长度 表4-10

Tensile steel binding joint lap length table 4-10

混 凝 土 强 度 等 级

The concrete strength grade

C20 C25 C30

C20 C25 C30

1 Ⅰ级钢筋 35d 30d 25d

Level 1 Ⅰ steel 35 d, 30 d 25 d

2 Ⅱ级钢筋 (月牙型) 45d 40d 35d

Level 2 Ⅱ reinforced (crescent) 45 d 40 d 35 d

3 Ⅲ级钢筋 (月牙型) 55d 50d 45d

Level 3 Ⅲ reinforced (crescent) 55 d 50 d 45 d

注： 1. 当Ⅰ、Ⅱ级钢筋d>25mm时，其搭接长度应按表中数值增加5d。

Note: 1. When Ⅰ, Ⅱ reinforced d > 25 mm, the lap length should be increased in the table according to the numerical value 5 d.

2. 当螺纹钢筋直径≤25mm时，其受拉钢筋的搭接长度按表中数值减少5d 采用。

2. When the rebar diameter 25 mm or less, the lap length of steel in the table according to the numerical reduce 5 d.

3. 任何情况下搭接长度均不小于300mm。绑扎接头的位置应相互错开。从任一绑扎接头中心到搭接长度的1.3倍区段范围内，有绑扎接头的受力钢筋截面积占受力钢筋总截面面积百分率：受拉区不得超过25%；受压区不得超过50%。当采用焊接接头时，从任一焊接接头中心至长度为钢筋直径35倍且不小于500mm的区段内，有接头钢筋面积占钢筋总面积百分率：受拉区不宜超过50%；受压区不限制。

3. The lap length under any circumstances are not less than 300 mm. The location of the binding joint should be staggered. From any binding joint center to 1.3 times the section of the lap length range, have a binding force of joint steel area of reinforced total cross section area percentage: tensile area shall not exceed 25%; Compressive zone should not exceed 50%. When welding joint is used, from either welded joint center for rebar diameter to length 35 times and not less than 500 mm segment, a joint of reinforced area percentage of steel with a total area of: tensile area should not be more than 50%; Pressure zone does not limit.

3.1.4 画箍筋间距线：在立好的柱子竖向钢筋上，按图纸要求用粉笔划箍筋间距线。

3.1.4 drew stirrup spacing: on set good vertical steel pillars, according to the requirements of drawings with chalk line stirrup spacing.

3.1.5 柱箍筋绑扎

3.1.5 column stirrup binding

3.1.5.1 按已划好的箍筋位置线，将已套好的箍筋往上移动，由上往下绑扎，宜采用缠扣绑扎，如图 4-19。

3.1.5.1 according to delimit have good line of position, stirrup has set a good stirrup moves up, down by the tie, appropriate USES bound buckle tie, as shown in figure 4-19.

3.1.5.2 箍筋与主筋要垂直，箍筋转角处与主筋交点均要绑扎，主筋与箍筋非转角部分的相交点成梅花交错绑扎。

3.1.5.2 stirrups and the main reinforcement to vertical, stirrup corner with the main muscle intersection to tie, the main reinforcement and stirrup corner part of intersection point into the plum blossom cross tie.

3.1.5.3 箍筋的弯钩叠合处应沿柱子竖筋交错布置，并绑扎牢固，见图 4-20。

3.1.5.3 hook composite of stirrups should be along the vertical reinforcement staggered pillar, and binding, as shown in figure 4-20.

3.1.5.4 有抗震要求的地区，柱箍筋端头应弯成135°，平直部分长度不小于10d（d为箍筋直径），见图4-21。如箍筋采用90°搭接，搭接处应焊接，焊缝长度单面焊缝不小于5d。

3.1.5.4 area, with seismic requirements column stirrup end should be bent into a 135 °, the length of the straight part is not less than 10 d (d stirrup diameter), as shown in figure 4-21. Such as stirrup used 90 ° lap, it should be welded, the weld length of one side welding seam is not less than 5 d.

图4-19

Figure 4-19

1、2、3、4—绑扎顺序

1, 2, 3, 4, binding sequence

图4-20 图4-21

Figure 4-20 figure 4-21

3.1.5.5 柱上下两端箍筋应加密，加密区长度及加密区内箍筋间距应符合设计图纸要求。如设计要求箍筋设拉筋时，拉筋应钩住箍筋，见图4-22。

3.1.5.5 column stirrup on both ends up and down should be encrypted, area length and encryption stirrup spacing in the area should conform to the requirements of the design drawings. Design requirements such as stirrup set brace, brace should hook on stirrup, as shown in figure 4-22.

图4-22

Figure 4-22

3.1.5.6 柱筋保护层厚度应符合规范要求，主筋外皮为25mm，垫块应绑在柱竖筋外皮上，间距一般1000mm，（或用塑料卡卡在外竖筋上）以保证主筋保护层厚度准确。当柱截面尺寸有变化时，柱应在板内弯折，弯后的尺寸要符合设计要求。

3.1.5.6 column reinforced protective layer thickness should comply with the specification requirements, advocate muscle skin is 25 mm, block should be tied to the column vertical tendon sheath, spacing generally 1000 mm, (or plastic kaka on the outside vertical reinforcement) to guarantee the accuracy of the main reinforcement protection layer thickness. When the column section size have change, column should be within the plate bending, bending after size should comply with the design requirements.

3.2 绑剪力墙钢筋：

3.2 to shear wall reinforcement:

3.2.1 工艺流程：

3.2.1 process:

立2～4根竖筋 → 画水平障距 → 绑定位横筋 → 绑其余横筋 → 绑其余横竖筋

Set up 2 ~ 4 root vertical reinforcement to draw level disabled from, binding a transverse reinforcement to bind the rest of the transverse reinforcement, tied up the rest of the bearing steel

3.2.2 立2～4根竖筋：将竖筋与下层伸出的搭接筋绑扎，在竖筋上画好水平筋分档标志，在下部及齐胸处绑两根横筋定位，并在横筋上画好竖筋分档标志，接着绑其余竖筋，最后再绑其余横筋。横筋在竖筋里面或外面应符合设计要求。

3.2.2 set 2 ~ 4 vertical muscle: the vertical reinforcement and lower outstretched lap steel tie, step in good level on the vertical reinforcement steel logo, on the bottom and chest location tied two transverse reinforcement, and the transverse reinforcement with good vertical reinforced step sign, and then tied up the rest of the vertical reinforcement, and then tied up the rest of the transverse reinforcement. Transverse reinforcement in the vertical reinforcement inside or outside should meet the design requirements.

3.2.3 竖筋与伸出搭接筋的搭接处需绑3根水平筋，其搭接长度及位置均应符合设计要求，设计无要求时，按表4-11施工。

3.2.3 vertical reinforcement and stretch out lap jin take it to be tied three horizontal reinforcement, the lap length and location shall comply with the design requirements, design requirements, construction on table 4-11.

表 4-11

Table 4-11

混 凝 土 强 度 等 级

The concrete strength grade

C20 C25 C30

C20 C25 C30

1 Ⅰ级钢筋 35d(30d) 30d(25d) 25d(20d)

Level 1 Ⅰ steel 35 d (30 d) 30 d (d) 25 25 d (20 d)

2 Ⅱ级钢筋 (月牙纹) 45d 40d 35d

Level 2 Ⅱ steel 45 d (link) 40 d 35 d

3 Ⅲ级钢筋 (月牙纹) 55d 50d 45d

Level 3 Ⅲ reinforced (link) 55 d 50 d 45 d

注：括号内数字为焊接网绑扎接头的搭接长度。

Note: figures in brackets are welded mesh banding lap length of joint.

3.2.4 剪力墙筋应逐点绑扎，双排钢筋之间应绑拉筋或支撑筋，其纵横间距不大于600mm，钢筋外皮绑扎垫块或用塑料卡。

3.2.4 shear wall reinforcement should point of banding, double row between reinforcement should be tied to brace or support reinforcement, its vertical and horizontal spacing is not more than 600 mm, reinforced cortical bundle block or plastic card.

3.2.5 剪刀墙与框架柱连接处，剪力墙的水平横筋应锚固到框架柱内，其锚固长度要符合设计要求。如先浇筑柱混凝土后绑剪刀墙筋时，柱内要预留连接筋或柱内预埋铁件，待柱拆模绑墙筋时作为连接用。其预留长度应符合设计或规范的规定。

3.2.5 scissors wall and frame column joints, the level of the shear wall transverse reinforcement should be anchored to the frame column, the anchorage length to meet the design requirements. Such as after the first column concrete tied scissors wall reinforcement, the column to the reserved connection tendons embedded iron, or the column to column to dismantle wall reinforcement for connection. Its reserved length should comply with the provisions of the design or specification.

3.2.6 剪力墙水平筋在两端头、转角、十字节点、联梁等部位的锚固长度以及洞口周围加固筋等，均应符合设计抗震要求。

3.2.6 shear wall horizontal reinforcement in the two end nodes, corner, cross coupling beams, parts of the anchorage length and around the mouth of the cave reinforcement reinforcement, etc., shall comply with the design seismic requirements.

3.2.7 合模后对伸出的竖向钢筋应进行修整，宜在搭接处绑一道横筋定位，浇筑混凝土时应有专人看管，浇筑后再次调整以保证钢筋位置的准确。

3.2.7 clamping of out of the vertical reinforced should undertake nap, after appropriate overlap it tied in a transverse reinforcement, pouring concrete to the modes, casting after adjustment to ensure accuracy of reinforced position again.

3.3 梁钢筋绑扎：

3.3 beam steel binding:

3.3.1 工艺流程：

3.3.1 process:

模内绑扎： 画主次梁箍筋间距 → 放主梁次梁箍筋 → 穿主梁底层纵筋及弯起筋 →

Mould binding: primary and secondary beam painting stirrup spacing to put beam girder times - girder bottom longitudinal reinforcement and stirrup bend and reinforcement

穿次梁底层纵筋并与箍筋固定 → 穿主梁上层纵向架立筋 →

Wear second beam bottom longitudinal reinforcement and stirrup fixed - wear upper longitudinal girder frame stud -

按箍筋间距绑扎 → 穿次梁上层纵向钢筋 → 按箍筋间距绑扎

According to the stirrup spacing tie to wear second beam upper longitudinal reinforcement, according to the stirrup spacing of banding

模外绑扎（先在梁模板上口绑扎成型后再入模内）：

Die outside tie (first after the template tongue tie beam forming again into a mould) :

画箍盘间距 → 在主次梁模板上口铺横杆数根 → 在横杆上面放箍筋 →

Painting hoop plate spacing and flowing in the primary and secondary beam template pave bar for root - put stirrup on the top of rail -

穿主梁下层纵筋 → 穿次梁下层钢筋 → 穿主梁上层钢筋 → 按箍筋间距绑扎 →

Wear girder longitudinal reinforcement to the lower wear second beam reinforced, lower wear girder top bars - according to tie stirrup spacing -

穿次梁上层纵筋 → 按箍筋间距绑扎 → → →

In upper secondary beam longitudinal reinforcement colligation - - - - > the stirrup spacing

3.3.2 在梁侧模板上画出箍筋间距，摆放箍筋。

3.3.2 rainfall distribution on 10-12 in beam side draw the stirrup spacing on the template, put the stirrup.

3.3.3 先穿主梁的下部纵向受力钢筋及弯起钢筋，将箍筋按已画好的间距逐个分开；穿次梁的下部纵向受力钢筋及弯起钢筋，并套好箍筋；放主次梁的架立筋；隔一定间距将架立筋与箍筋绑扎牢固；调整箍筋间距使问距符合设计要求，绑架立筋，再绑主筋，主次梁同时配合进行。

3.3.3 first in the bottom of the main girder longitudinal mechanical reinforcement and bend steel, separated the stirrup according to have one good spacing; In the lower part of the second beam longitudinal mechanical reinforcement and bend steel, and set good stirrups; Primary and secondary beam frame stud is put; Every certain distance will erect reinforcement and stirrup binding firmly; Adjust the stirrup spacing interval comply with the design requirements, kidnapping tud, again to advocate muscle, primary and secondary beams at the same time cooperate.

3.3.4 框架梁上部纵向钢筋应贯穿中间节点，梁下部纵向钢筋伸入中间节点锚固长度及伸过中心线的长度要符合设计要求。框架梁纵向钢筋在端节点内的锚固长度也要符合设计要求。

3.3.4 upper frame beam longitudinal reinforcement should be through the intermediate node, beam bottom longitudinal reinforcement into the intermediate nodes anchorage length and the reach beyond the length of the center line to comply with the design requirements. Frame beam longitudinal reinforcement within the node of the anchorage length also should comply with the design requirements.

3.3.5 绑梁上部纵向筋的箍筋，宜用套扣法绑扎，如图4-23。

Upper 3.3.5 tie beam longitudinal reinforcement stirrup, appropriate USES button set method binding, as shown in figure 4-23.

图4-23

Figure 4-23

1、2、3—绑扎顺序

1, 2, 3 - binding sequence

3.3.6 箍筋在叠合处的弯钩，在梁中应交错绑扎，箍筋弯钩为135°，平直部分长度为10d，如做成封闭箍时，单面焊缝长度为5d。

3.3.6 箍筋在叠合处的弯钩，在梁中应交错绑扎，箍筋弯钩为135°，平直部分长度为10d，如做成封闭箍时，单面焊缝长度为5d。

3.3.7 梁端第一个箍筋应设置在距离柱节点边缘50mm处。梁端与柱交接处箍筋应加密，其间距与加密区长度均要符合设计要求。

3.3.7 beam end first stirrups should be set on the edge of the distance column node 50 mm. Beam end and column junction stirrups should be encrypted, the spacing and encryption area length should comply with the design requirements.

3.3.8 在主、次梁受力筋下均应垫垫块（或塑料卡），保证保护层的厚度。受力筋为双排时，可用短钢筋垫在两层钢筋之间，钢筋排距应符合设计要求。

3.3.8 shall be under stress in the main and second beam reinforcement cushion block (or plastic), ensure that the thickness of protection layer. Mechanical reinforcement for the double row, available short reinforced cushion between two layers of steel bar, steel row spacing should comply with the design requirements.

3.3.9 梁筋的搭接：梁的受力钢筋直径等于或大于22mm时，宜采用焊接接头，小于22mm时，可采用绑扎接头，搭接长度要符合规范的规定。搭接长度末端与钢筋弯折处的距离，不得小于钢筋直径的10倍。接头不宜位于构件最大弯矩处，受拉区域内Ⅰ级钢筋绑扎接头的末端应做弯钩（Ⅱ级钢筋可不做弯钩），搭接处应在中心和两端扎牢。接头位置应相互错开，当采用绑扎搭接接头时，在规定搭接长度的任一区段内有接头的受力钢筋截面

3.3.9 梁筋的搭接：梁的受力钢筋直径等于或大于22mm时，宜采用焊接接头，小于22mm时，可采用绑扎接头，搭接长度要符合规范的规定。 And reinforcing steel bar bent at the end of the lap length distance, shall not be less than 10 times the diameter of the steel. Joint is unfavorable in component maximum bending moment and tensile area Ⅰ level should have a hook at the end of steel binding joint (grade Ⅱ steel hook doesn't do), it should be in the center and fastened on both ends. Joint position should be staggered, when binding lap joint is used, in any section of the regulations, lap length inside the joint force of steel

面积占受力钢筋总截面面积百分率，受拉区不大于50%。

Area of reinforced total cross section area percentage, tensile area is not greater than 50%.

3.4 板钢筋绑扎：

3.4 plate steel binding:

3.4.1 工艺流程：

3.4.1 track process:

清理模板 → 模板上画线 → 绑板下受力筋 → 绑负弯短钢筋

Draw lines on cleaning template - > template to tie beam under mechanical reinforcement, negative curved short steel bar

3.4.2 清理模板上面的杂物，用粉笔在模板上划好主筋，分布筋间距。

3.4.2 清理模板上面的杂物，用粉笔在模板上划好主筋，分布筋间距。

3.4.3 按划好的间距，先摆放受力主筋、后放分布筋。预埋件、电线管、预留孔等及时配合安装。

Rule 3.4.3 according to draw good spacing, put the first argued that, after the distribution of reinforcement. Embedded parts, wire and tube and the reserved hole with installation in a timely manner.

3.4.4 在现浇板中有板带梁时，应先绑板带梁钢筋，再摆放板钢筋。

3.4.4 in site casting plate beam, should first tie plate beam steel, put plate steel.

3.4.5 绑扎板筋时一般用顺扣（图4-24）或八字扣，除外围两根筋的相交点应全部绑扎外，其余各点可交错绑扎（双向板相交点须全部绑扎）。如板为双层钢筋，两层筋之间须加钢筋马凳，以确保上部钢筋的位置。负弯矩钢筋每个相交点均要绑扎。

3.4.5 绑扎板筋时一般用顺扣（图4-24）或八字扣，除外围两根筋的相交点应全部绑扎外，其余各点可交错绑扎（双向板相交点须全部绑扎）。 For double reinforcement, such as plate between two layers of reinforcement should be reinforced horse stool, in order to ensure the location of the upper reinforcement. Negative bending moment reinforced each intersection point shall be binding.

图4-24

Figure 4-24

1、2、3—绑扎顺序

1, 2, 3 - binding sequence

3.4.6 在钢筋的下面垫好砂浆垫块，间距1.5m。垫块的厚度等于保护层厚度，应满足设计要求，如设计无要求时，板的保护层厚度应为15mm，钢筋搭接长度与搭接位置的要求与前面所述梁相同。

3.4.6 pads at the bottom of the reinforced mortar pad, spacing of 1.5 m. Block is equal to the thickness of the protective layer thickness, should meet the design requirements, such as the design requirements, the protective layer thickness of the plate should be 15 mm, reinforced lap length and lap position the same as described earlier beam.

3.5 楼梯钢筋绑扎：

3.5 the stairs steel binding:

3.5.1 工艺流程：

3.5.1 track of technological process:

划位置线 → 绑主筋 → 绑分布筋 → 绑踏步筋

The cross line of position - bound advocate muscle - tie stepped distribution reinforcement - tied reinforcement

3.5.2 在楼梯底板上划主筋和分布筋的位置线。

3.5.2 in floor stairs advocate muscle and the location of the distribution of muscle line.

3.5.3 根据设计图纸中主筋、分布筋的方向，先绑扎主筋后绑扎分布筋，每个交点均应绑扎。如有楼梯梁时，先绑梁后绑板筋。板筋要锚固到梁内。

3.5.3 according to design drawings of the main reinforcement, the direction of the distribution of reinforcement, as the main rebar before distribution of rebar, each intersection point shall be binding. If there is a staircase beam, after the first tie beam plate steel. Plate reinforcement anchoring in the beam.

3.5.4 底板筋绑完，待踏步模板吊绑支好后，再绑扎踏步钢筋。主筋接头数量和位置均要符合施工规范的规定。

3.5.4 slab reinforcement tied out, after being step template hung tie ready, then stepped binding reinforcement. Main reinforcement connection number and location are to comply with the construction norms.

4 质量标准

4 quality standards

4.1 保证项目：

4.1 ensure projects:

4.1.1 钢筋的品种和质量必须符合设计要求和有关标准的规定。

4.4.1 the variety and quality of steel must comply with the design requirements and the provisions of the relevant standards.

4.1.2 钢筋的表面必须清洁。带有颗粒状或片状老锈，经除锈后仍留有麻点的钢筋，严禁按原规格使用。钢筋表面应保持清洁。

4.1.2 steel surface must be clean. With granule or flake old rust after cleaning the remains pitting reinforcement, it is forbidden to use according to the original specifications. Steel surface should be kept clean.

4.l.3 钢筋规格、形状、尺寸、数量、锚固长度、接头位置，必须符合设计要求和施工规范的规定。

4. L. 3 steel specification, shape, size, quantity, anchor length, the joint position, must comply with the design requirements and norms.

4.1.4 钢筋对焊接头的机械性能结果，必须符合钢筋焊接及验收的专门规定。

4.1.4 the results on the mechanical properties of the steel butt joint, must conform to the special provision of rebar welding and acceptance.

4.2 基本项目：

4.2 the basic items:

4.2.1 缺扣、松扣的数量不超过绑扣数的10%，且不应集户。

2 button missing, string does not exceed the number of bound of the number of 10%, and should not be set.

4.2.2 弯钩的朝向应正确，绑扎接头应符合施工规范的规定，搭接长度不小于规定值。

4.2.2 hook toward should correctly, binding joint should comply with the construction norms, lap length not less than the specified value.

4.2.3 箍筋的间距数量应符合设计要求，有抗震要求时，弯钩角度为135°，弯钩平直长度为10d。

Number of holdings of stirrup spacing should comply with the design requirements, the seismic requirements, the hook Angle is 135 °, hook straight length for 10 d.

4.2.4 钢筋对焊接头，Ⅰ、Ⅱ、Ⅲ级钢筋无烧伤和横向裂纹，焊包均匀。对焊接头处弯折不大于4°，对焊接头处钢筋轴线的偏移不大于0.1d，且不大于2rnm。

4.2.4 steel butt joint, Ⅰ, Ⅱ, Ⅲ grade steel no burns and transverse cracks, welding package evenly. 对焊接头处弯折不大于4°，对焊接头处钢筋轴线的偏移不大于0.1d，且不大于2rnm。

4.3 允许偏差项目，见表4-12。

4.3 allowable deviation project, as shown in table 4 to 12.

5 成品保护

5 finished product protection

5.1 柱子钢筋绑扎后，不准踩踏。

After 5.1 column reinforcement assembling and prohibit trample.

5.2 楼板的弯起钢筋、负弯矩钢筋绑好后，不准在上面踩踏行走。浇筑混凝土时派钢筋工专门负责修理，保证负弯矩筋位置的正确性。

5.2 floor bent to tie it up reinforcement, negative bending moment, don't trample walking on it. When pouring concrete reinforced workers responsible for repair, ensure the correctness of negative moment reinforcement position.

5.3 绑扎钢筋时禁止碰动预埋件及洞口模板。

5.3 绑扎钢筋时禁止碰动预埋件及洞口模板。

5.4 钢模板内面涂隔离剂时不要污染钢筋。

5.4 don't pollution reinforced steel template inside coating isolation agent.

5.5 安装电线管、暖卫管线或其他设施时，不得任意切断和移动钢筋。

5.5 installation wire tube, warm, pipelines or other facilities shall not be arbitrarily cut and mobile reinforced.

6 应注意的质量问题

6 should pay attention to quality problems

6.1 浇筑混凝土前检查钢筋位置是否正确，振捣混凝土时防止碰动钢筋，浇完混凝土后立即修整甩筋的位置，防止柱筋、墙筋位移。

6.1 浇筑混凝土前检查钢筋位置是否正确，振捣混凝土时防止碰动钢筋，浇完混凝土后立即修整甩筋的位置，防止柱筋、墙筋位移。

6.2 梁钢筋骨架尺寸小于设计尺寸：配制箍筋时应按内皮尺寸计算。

6.2 beam reinforced frame size is less than the design size: preparation shall be computed according to the size of the endothelial stirrups.

现浇框架钢筋绑扎允许偏差 表4-12

Cast-in-site frame steel binding allowable deviation table 4 to 12

项次 项 目 允许偏差 (mm) 检 验 方 法

项次 项 目 允许偏差 (mm) 检 验 方 法

1 网的长度、宽度 ±10 尺量检查

A net amount of length, breadth, plus or minus 10 feet

2 网眼尺寸 ±20 尺量连续三档，取其最大值

2 + 20 feet of mesh size for three gears, take its maximum value

3 骨架的宽度、高度 ±5

3 frame width and height of the + / - 5

4 骨架的长度 ±10

The length of the skeleton 4 + 10

5 间距 ±10

Plus or minus 10 5 spacing

6 排距 ±5

6 row spacing + / - 5

7 绑扎箍筋、构造筋间距 ±20 尺量连续三档，取其最大值

7 binding stirrups, tectonic spacing + 20 feet three gears, take its maximum value

8 钢筋弯起点位移 20

8 reinforced bending starting point displacement 20

中心线位移 5

中心线位移 5

水平高差 +3 -0 尺量检查

Level elevation difference + 3-0 feet quantity check

梁、柱 ±5

Beam and column plus or minus five

墙板 ±3

Wallboard plus or minus 3

6.3 梁、柱核心区箍筋应加密，熟悉图纸按要求施工。

6.3 beam and column core area stirrup should be encrypted, familiar with the construction drawings according to requirements.

6.4 箍筋末端应弯成135°，平直部分长度为10d。

6.4 箍筋末端应弯成135°，平直部分长度为10d。

6.5 梁主筋进支座长度要符合设计要求，弯起钢筋位置应准确。

6.5 梁主筋进支座长度要符合设计要求，弯起钢筋位置应准确。

6.6 板的弯起钢筋和负弯矩钢筋位置应准确，施工时不应踩到下面。

6.6 plate bending of reinforcement and negative moment reinforcement position should be accurate, the construction should not be stepped on the following.

6.7 绑板的钢筋时用尺杆划线，绑扎时随时找正调直，防止板筋不顺直，位置不准。

6.7 绑板的钢筋时用尺杆划线，绑扎时随时找正调直，防止板筋不顺直，位置不准。

6.8 绑竖向受力筋时要吊正，搭接部位绑3个扣，绑扣不能用同一方向的顺扣。层高超过4m时，搭架子进行绑扎，并采取措施固定钢筋，防止柱、墙钢筋骨架不垂直。

6.8 reinforcement to crane was tied under vertical load, the overlapping parts tied three buttons, button can't use the same direction of the buckles. To tie the height more than 4 m, which fixed steel bar, and take steps to prevent the column, wall reinforcement skeleton is not vertical.

6.9 在钢筋配料加工时要注意，端头有对焊接头时，要避开搭接范围，防止绑扎接头内混入对焊接头。

6.9 should pay attention to when steel ingredients processing, end a butt joint, to avoid overlapping range, prevent binding within the joint with butt joint.

7 质量记录

7 quality records

本工艺标准应具备以下质量记录

This technology standard should have the following quality records

7.1 钢筋出厂质量证明或试验报告单。

7.1 steel factory quality certificate or test report.

7.2 钢筋机械性能试验报告。

7.2 steel mechanical performance test report.

7.3 进口钢筋应有化学成分检验报告。国产钢筋在加工过程中发生脆断、焊接性能不良和机械性能显著不正常的，应有化学成分检验报告。

7.3 imported steel chemical composition inspection report. Domestic reinforced brittle fracture occurred during machining process, welding performance and mechanical performance is significantly abnormal, should have a chemical composition inspection report.

7.4 钢筋隐蔽验收记录。

7.4 钢筋隐蔽验收记录。