Reinforcement construction technology of manual metal arc welding

Steel manual metal arc welding
1 scope
This technology is applicable for industrial and civil construction steel bars and submerged-arc welding.
2 construction preparation
2.1 materials and equipment:
2.1.1 steel: steel grade, diameter must conform to the design requirements, certificate and retest report of the factory. Import steel chemical retest should also form, its chemical composition requirements should be met, and solderability testing. Embedded parts of the anchor fluke ⅰ and ⅱ steel bar. Bars should be no old rust and grease.
2.1.2 steel: embedded parts of steel shall not crack, rust, marks, deformation, its dimensions and mechanical properties, the design requirements.
2.1.3 electrodes: welding rod trademark should comply with the design requirements. Design provided shall comply with the requirements in table 4-14, welding quality should meet the following requirements:
Table 4-14 of grades of steel used by arc welding electrode
Steel level lap welding, welding Groove
1 I E4303 E4303 E4303
2 E4303 II E4303, E5003
3 grade ⅲ E5003 E5003 E5503
4 ⅰ, ⅱ and welded steel E4303
Note: no 25MnSi bar.

2.1.3.1 coating defects such as cracks, pores, uneven, and may not have the eccentricity of the naked eye can see.
2.1.3.2 the welding process, stable arc, coating melts evenly, dropping the main block.
2.1.3.3 electrode drying must according to the electrode manufacturer's instructions before use.
2.1.3.4 electrode must have a factory certificate.
2.1.4 arc welding machine, welding cable, welding clamps, masks, cutting, wire brushes, RASP, hammer, steel codes and so on.
2.2 operating conditions:
2.2.1 the welder must hold the examination certificate.
2.2.2 dimensions, Groove, steel head clearance, should comply with the provisions of joint and steel axis.
2.2.3 power supply should meet the requirements.
2.2.4 site has security protection facilities, fire protection and ventilation measures necessary to prevent the occurrence of accidents such as burns, electrocution, poisoning and fires.
2.2.5 familiar with the drawings, technical exchanges.
3 operational processes
3.1 process:
Check device → selection → welding parameters welding test for simulated specimens → send → test determines the welding parameters →

Welding → quality control

3.2 check the power supply, welding machines and tools. Good contact welding ground should be reinforced to prevent arcing and burning steel.
3.3 selecting welding parameter. According to steel grade, diameter, joint type and position, select the appropriate diameter of electrode and welding current, welding layers to ensure fusion of weld metal and steel good.
3.4 welding test, a simulation test. In each batch of steel before welding, welding 3 simulated specimen tensile testing, after passing the test, can determine the mass production of welding parameters.
3.5 welding operation:
3.5.1 arc: joints with pads or help, arc should be carried out on plates or help. No pads or no splices, Arc Weld can be formed in part to prevent burn main bar.
3.5.2 positioning: brazing welding before welding anchor again.
3.5.3 weaving: weaving of straight-forward, swaying and sent to the electrode of the three actions to coordinate smooth.
3.5.4 arc: when arc and weld pool should be filled, when you pull out the arc and weld pool should be filled, be careful not to cause arc on the working surface scrapes.
3.5. more than 5 layers: a larger diameter, when the need for multi-layer welding should be layered discontinuous welding, after each welding layer should be cleaning before welding the next layer. Should ensure that the height and length of the weld.
3.5.6 Fusion: welding process should have adequate penetration. Main seams and tack combining well to avoid porosity and slag inclusion defects and burn, and the formation of cracks.
3.5.7 flat: flat note when welding slag and hot metal mixed phenomena, preventing the flow in front of molten iron molten slag. Weld pool should also be controlled into an oval, generally use the right welding electrode and the work surface into a 70 °.
3.5.8 welding: vertical welding, hot metal and slag easily separated. To prevent the molten pool temperature is too high, fall of hot metal forming-welding, and when perpendicular to the electrode and surface forming 60 ° ~80 ° angle. The arc slightly upward, towards bath Center. When weld first should arc up weaving, while for a small sway, the rest of the layer with a semi-circular swaying up and pick the arc method of welding.
3.5.9 horizontal welding electrodes tilted 70 ° ~80 ° to prevent molten iron sank into the gravity on the Groove. Transported uphill mouth not to arc stop, quickly take to the downhill root minor horizontal stabilizing action, followed by uniform welding.
3.5.10 overhead welding: overhead welding time by low current short-arc welding, solution should be thin, should ensure that base metal fusion sound. First weld with short arc for push-pull action, direction of electrode and welding into 8 ° ~90 ° angle. Other electrode yaw, and pauses in the Groove side arc stability, assurance on both sides fused.
3.5.11 steel weld:
3.5.11.1 steel welding applied ⅰ, ⅱ, ⅲ class reinforced bar. Steel bar welding should be used double-sided welding, as shown in Figure 4-27 (a), not when welded on both sides, or one side welding, as shown in Figure 4-27 (b).

Figure 4-27 steel welded joints
Help and reinforcement should be used with level, with equal diameter steel production, its length l see table 4-15. Helping level with main bars are the same, the diameter can be smaller than the diameter of main bar of a specification. Such as help and reinforcement diameter is the same as steel can be one level lower than the main bar.
3.5.11.2 steel joint weld thickness should be not less than 0.3D h, width b is not less than 0.7d, as shown in Figure 4-28.

Bar length table 4-15
Item bar-level type of weld length l

One-side welding
Double welded 8d
≥4d

One-side welding
Double welded 10d
≥5d
Note: the d bar diameter.

Figure 4-28 dimension diagram
A-width; h-weld depth chart 4-29
3.5.11.3 steel for welding, assembling and welding of steel reinforcement shall conform to the following requirements:
A ... between the two main bar ends should be left 2~5mm gap.
B. between reinforcement and fastened with a four-point position, tack should help end more than 20mm.
C. when welding, arc should begin at the end, on steel end arc, crater fill. First layer weld should have enough penetration welds and tack, especially at the tack and the beginning of a Terminal, fuse is good.
3.5.12 rebar lap welding:
3.5.12.1 lap welding steel: suitable for ⅰ, ⅱ, ⅲ class reinforced bar. When welding, use double welded, as shown in Figure 4-29 (a). When wood can be welded on both sides, or one side welding, as shown in Figure 4-29 (b). Lap length l should be the same length, as shown in table 4-15.
3.5.12.2 lap joint weld thickness should be not less than 0.3D h, width b is not less than 0.7d.
3.5.12.3 lap welding, Assembly and welding of steel shall meet the following requirements:
A. overlap welding, steel should bend, to ensure the two axis of the bars on a axis.
Prefabricated installation conditions at the site, nodes when lap welding steel such as rebar bending is difficult, may be appropriate to bend.
B. overlap welding with two fixed points, positioning welding lap ends 20mm.
C. when welding, arc should begin at the end of lap bars, on lap steel end arc, crater fill. First layer weld should have enough penetration welds and tack, especially at the tack and the beginning of a Terminal, fuse is good.
3.5.13 arc welding embedded parts of t-joint: arc welding embedded parts of t-joint joint form of fillet welding and piercing a plug weld two kinds, as shown in Figure 4-30.

Figure 4-30 embedded parts of t-joint
(A) fillet weld (b) perforation
When welding, shall meet the following requirements:
3.5.13.1 the plate thickness δ is not less than 0.6D, and should not be less than 6mm.
3.5.13.2 ⅰ and ⅱ in steel should be used. Anchoring bar diameter should not be less than 8mm, structural anchorage bar diameter should not be less than 6mm. Anchor bar diameter is less than 6~25mm, use the fillet weld; anchor when the diameter is 20~32mm, perforated plug should be used.
When 3.5.13.3 the use of grade ⅰ reinforcement, fillet weld k not less than 0.5d used when grade steel, weld toe k not less than 0.6D.
3.5.13.4 welding current should not be too large, no Burns steel.
3.5.14 lap welding steel plate and steel: lap steel plate and steel welding, joints form as shown in Figure 4-31. The lap length l of grade ⅰ reinforcement not less than 5d. Weld width b is not less than 0.5d, weld thickness h is less than 0.35d.

Figure 4-31 take the steel plate and steel connector
3.5.15 installation of Assembly frames, welded steel shall meet the following requirements.
Two steel axis offset 3.5.15.1 is larger, suitable for cold bending correction, but not with the hammer. Have difficulty bending correction, correction after using oxy-acetylene flame heating, heating temperature must not exceed 850 ° c, to avoid burns steel.
3.5.15.2 welding, should be a reasonable selection of welding sequence for between nodes can be symmetrical, to reduce the deformation of the structure.
3.5.16 welded steel at low temperature:
3.5.6.1 in ambient temperatures below-5 ° c under conditions of welding for reinforcing bars at low temperature welding. Low-temperature welding, in addition to complying with relevant provisions of normal temperature welding, you should adjust the welding parameters, the weld seam and heat-affected zone of slow cooling. When the wind exceeds 4, should have the wind measure. Meet ice not cooling after welding the joint should be avoided.
3.5.16.2 steel at low temperature electric arc welding, the welding process, the following requirements:
A. for flat welding welding or bonding, the first layer weld, first from the arc in the Middle, and then shipped to both ends of the arc made welding, first shipped in from above the middle of the arc, and then shipped arc from the bottom to the Middle, to make junctions of steel bar reaches a certain temperature working. In each subsequent layer welds when welding, stratified temperature welding. Interpass temperature control between 150~350℃, to play a role in cooling.
B. ⅱ and ⅲ class reinforced multilayer welding the arc-welded, using "temper bead welding method", that is, temper bead weld at each end to shorten length than the previous layer 4~6mm, as shown in Figure 4-32, to eliminate or reduce the front bead and overheated zone hardened tissue, improve the performance.

Figure 4-32 sketch map of steel at low temperature temper bead welding
(A) help weld; (b) lap; (c) Groove
C. welding current increases slightly, appropriate welding speed slows down.
4 quality criteria
4.1 project:
4.1.1 the variety and quality of the steel, electrode grades, performance and joint use of steel plates and steel, are required to comply with the design requirements and the relevant provisions of the standards.
Note: imported rebar should first undergo chemical testing, welding, comply with the relevant requirements before they can weld.
Inspection method: check the factory certificate and test report.
4.1.2 the specification, location of the welded joint of steel bars, percentage of joints within the same section must comply with the design requirements and the provisions of the code.
Inspection method: observation or standard checks.
4.1.3 arc welding strength testing must be qualified.
From each batch of finished product obtained tensile test 5 connectors. Fabricated of welded joints of structural joints, production conditions can produce a simulated specimens.
Welding conditions in a factory, with 300 joints of the same type (with the bar level, with joint type) for a group.
Installation conditions, every one to two floors with 300 in connectors of the same type (same reinforcement level, joint type, welding position), when there are less than 300, still as a batch.
Inspection method: check the weld sample test report.
4.2 basic items: operators should check one by one after the joint clearing weld appearance quality and the inspection result shall conform to the following requirements:
4.2.1 the welding surface, must not have larger dents, welding tumor.
4.2.2 without cracking at the joint.
4.2.3 bit depth, number and size of the blowhole, slag, and dimension deviations shall not exceed the values set out in table 4-16.
Steel arc dimension deviations and defects allowed value (mm) table 4-16
Project tolerance test
1 longitudinal offset along the center line of joint 0.5d standard

Joint bending
Embedded parts of t-joint rebar spaced 4 °
Not more than 10

3 steel joint axis offset 0.1d and not more than 3 feet
+0.05d
0
0.1d
0
Standard
6 length of weld -0.5d
7 horizontal undercut visual assessment of depth of 0.5
Number and size of weld porosity and slag in 2D welding
Joint embedded on the surface of t-joint hole 2, 6mm23 x,
Diameter is not more than 1.5
Note: 1. D for diameter.
2. the negative temperature, biting edge depth is not greater than 0.2mm.

Visual inspection failed joints, repair or reinforcement may be submitted after the second inspection.
Inspection method: Visual observation or measurement.
5 finished product protection
Pay attention to the protection of steel skeletons you have binding, not randomly stepped on to dismantle it, non-stick oil, removed in the construction of frame carefully repaired, ensure the steel skeleton reinforced in the correct position.
6 quality problems to be noticed
6.1 check dimensions, Groove, steel, steel head clearance axial-inclination, as well as surface quality of steel, does not meet the requirements without welding.
6.2 taking good contact wiring and steel, are not free to take to prevent arcs.
6.3 joints with plates or help, arc should be carried out on plates or help. Without plates or help joints, Arc Weld can be formed in, are not free to arc to prevent burn main bar.
6.4 according to steel grade, diameter, joint type and position, select the appropriate electrode diameters and the welding current to ensure fusion of weld metal and steel good.
6.5 cleaning of welding process, welding surface smooth and weld appearance, reinforcement of weld should be smooth transition, crater fill.
7 quality records
This standard shall meet the following quality records:
Steel quality certificate or test report 7.1.
7.2 steel mechanical performance test report.
7.3 import steel chemical composition and solderability test report the test report. Made in steel in the process of brittle fault, poor weldability and mechanical properties significantly abnormal, chemical composition inspection report.
7.4 tensile test for steel joint report.
7.5 embedded parts of steel bar tensile test of t-shaped joint report.
7.6 electrode factory certificate.

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Reinforcement construction technology of double-Steel laminated sheet

Double-reinforced composite slab reinforcement
1 scope
This technology is applicable multi-storey and high-rise buildings laminated reinforcement of floor or roof. Conditions suitable for industrial construction we can use.
2 construction preparation
2.1 materials and equipment:
2.1.1 steel: steel grade, diameter must conform to the design requirements, should be free of old rust and grease. Steel quality certificate and retest report.
2.1.2 assembling wire: wire, 20~22.
2.1.3 pads: made of cement slurry 50mmx50mm, thickness of protective layer thickness.
2.1.4 main equipment: welding machines, steel wrench, steel hooks, and so on.
2.2 operating conditions:
2.2.1 laminated slab has finished lifting, steel has finished binding, laminated layer template has been installed, the walls out of the lap bar has been renovated are checked in drawings, mud, dirt and rust and water clean up. Above have been done hidden test or inspection procedures.
2.2.2 processing the laminated layer of steel comes into play, as designed to check the size, shapes, sizes and quantities are correct, and specify locations according to the construction plan, according to specifications, location and addition of wood piled up numbers.
3 operational processes
3.1 process:
Clean panels and seams, and finishing plate thrown out of reinforced → binding seams reinforced → tie rings, bi-directional reinforced →

Binding supports negative bending → short reinforcement quality inspection

3.2 removal of laminated panels and seams of debris, print finishing laminated floor out of the bars, as shown in Figure 4-25.



Figure 4-25
3.3 straps stitching seams 5 long bars. Φ 5 flat cold-drawn low-carbon steel wire for welding of bi-steel, binding seams reinforced levels range from grade IV, design implementation, requirements of binding plate joints as shown in Figure 4-25.
3.4 Lashing rings when two-way ribs, along the direction of two of the rings are made of full length φ 8 rib two-way connection, extending into the adjacent cross-400mm, plus 180 ° hooks of the end. Rings directly through the rings, has been placed directly under the bar and banding, Figure 4-26 (third spell, for example).

Figure 4-26
3.5 fastening bearing negative moment reinforcement, its cover ensure that no larger than 20mm, and stud each buckle lashing, adding bar stool under negative moment reinforcement, negative moment reinforcement to ensure correct position.
4 quality criteria
4.1 project:
4.1.1 steel variety and quality must comply with the design requirements and the provisions of the relevant standard.
Inspection method: quality inspection certificate and test report.
4.1.2 mechanical properties of cold-drawn low-carbon steel must comply with the design requirements and the provisions of the code.
Inspection method: quality inspection certificates, test reports and cold drawn record.
4.1.3 steel surfaces must be clean, with granular or flaky old rust, rust remains after pitting of steel, according to the original specifications is strictly prohibited.
Inspection method: Visual check.
4.1.4 reinforcement sizes, shapes, sizes, quantities, anchoring length and connector sets, you must meet the requirements of specification for design and construction.
Inspection method: observation or standard checks.
4.2 Basic project:
4.2.1 short buckle, tie loose quantity does not exceed 10% of buckle, and should not be set.
Inspection method: observation and hand checks.
4.2.2 rebar hook right, binding joints, lap length comply with construction requirements.
Inspection method: observation and standard checks.
4.2.3 hook angle and straight length in line with provisions of the code.
Inspection method: observation and standard checks.
4.2.4 welding solder joint cracks and porosity defects evenly, no burning of molten metal welding point.
Test method with a small hammer, a magnifying glass to check.
4.3 allowable deviation, as shown in table 4-13.
Table 4-13
Project tolerance (mm) test method
± 10 bar spacing of 1 standard at both ends, each point in the Middle, take the maximum value
2 fastening structural rib spacing ± 20 feet three in a row, taking the maximum value
3 welding structure span ± 10 ' three in a row, taking the maximum value

Center line 5
High levels of differential +3-0
Reinforcement of 5 ± 3 ' check

5 finished product protection
5.1 after a tie bearing a negative moment reinforcement, are not allowed to step on the job or walking on, and care and repair, maintain its correct position.
5.2 when installing utility lines, shall be arbitrarily cut off the tie and displacement of steel.
6 quality problems to be noticed
6.1 supports the negative moment spatial location, product protection and set the bar stool should be strengthened, and adequate encryption. Negative moment reinforcement spacing is uneven, end is not on the line. Division of spacing marks and end of the cable tie should be strengthened.
6.2 rings bi-directional flux φ 8 bars long, into the cross long enough, or end a long, end shorter, reinforcement to the right, binding to remove all obstacles and carefully make the span in place, both ends evenly.
6.3 laminated slab thrown out of reinforced plastic no specification: joints 5 long reinforcement is not straight, banding is not in prison. According to regulations should be carefully shaped, adhere to the proper binding order.
7 quality records
This standard shall meet the following quality records:
Steel quality certificate or test report 7.1.
7.2 bars (raw materials, welding) test reports.
Steel hidden 7.3 inspection records.
7.4 steel bar sub-item project technology gives the low-down.
7.5 steel quality inspection and assessment of the project.

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Cast-frame structure reinforcement technology

Cast-frame reinforcement

1 scope

This technology is applicable to multiple industrial and civil building in-situ frame, frame-shear wall structure reinforcement project.

2 construction preparation

2.1 materials and equipment:

2.1.1 steel: mechanical properties of factory certification, in accordance with the regulations for the second interview. Special circumstances such as when the brittle fracture occurred during processing, the need for chemical composition test. Bars should be no old rust and oil.

2.1.2 bars: must comply with the specifications, size, shape and quantity of the charge sheet and certificate of processing factory.

2.1.3 wire: use of 20~22 wire (wire) or galvanized iron wire (wire). Wire cutting length to meet the requirements of.

2.1.4 pads: made with cement mortar, 50mm square, thickness of protective layer break block embedded wire, 20~22. Or use plastic cards, pull bars, support bars.

2.1.5 major equipment: steel hooks, crowbar, wrench, and tie racks, trolleys, wire brushes, chalks, rulers, etc.

2.2 operating conditions:

2.2.1 steel comes into play should check whether the factory certificate and retest report and specifying the position according to the construction plan, according to specifications, using position, padded wooden stacking number respectively.

2.2.2 before reinforcement, you should check for corrosion, rust and then transported to the binding site.

2.2.3 familiarity with drawing paper, according to the design requirements of checks processed steel specifications, shape, quantity is correct.

2.2.4 copying flat-line work, perfect level elevation line, column and wall outside dimension line.

2.2.5 under skin elasticity and good lines, check the lower reserved the location, number and length of lap steel, if it does not meet requirements, should be processed. Before you binding finishing straightens the lower out of the lap bar, clean, cement mortar, dirt and corrosion.

2.2.6 under height check the concrete surface elevation at the lower out of the lap bar (roof, walls) it meets the requirements of drawing, such as a loose false, to remove and clean.

2.2.7 installation finished and go through pre-clearance, clean up the template clutter.

2.2.8 set up scaffolding as required.

2.2.9 in accordance with design drawings, specifications and technical standards, and technology to give the low-down to the team.

3 operational processes

3.1 tied pillar reinforcement:

3.1.1 technological process:

Sets of column Stirrup → lap → picture vertical stress reinforcement binding → Stirrup spacing lines tied to Stirrups

3.1.2 sets of column reinforcement: spacing according to the drawings, calculate each column number of Stirrups, Stirrup set on the lower out of the lap bar and vertical pillar reinforcement, lap length, tie buckles not less than 3, tied to buckle to the center column. If column main bars with plain round bar overlap, into a 45 ° corner hooks and template, intermediate steel hook and a template into a 90 ° angle.

Lap banding vertical stress reinforcement: column reinforcement after set up, joint banding lap length comply with design requirements, such as when there is no requirement, should according to table 4-10.

Tensile reinforcement joints of lap length table 4-10

Concrete strength

C20 C25 C30

1 grade ⅰ reinforcement 35d 30D 25D

2 grade steel (Crescent-shaped) 45d 40D 35d

3 grade ⅲ steel bar (Crescent-shaped) 55d 50d 45d

Note: 1. When level ⅰ and ⅱ steel bar d>25mm,, the lap length should be increased according to the values in the table 5d.

2. when the rebar diameter ≤ 25mm, the tensile reinforcement, lap length reduced by values in the table 5d.

3. lap length is not less than 300mm under any circumstances. Binding joints should be staggered. From any binding Joint Center to the lap length of 1.3 times the sector-wide, binding joints reinforcement of cross-sectional area a percentage by the total cross-sectional area of steel bars: tension must not exceed 25%; compression zone must not exceed 50%. When welding is used from any Center to length of welded joints for steel bar diameter of 35 times within the section and not less than 500mm, joints reinforced with steel area percentage of total area: tension should not exceed 50%; compression zone is not restricted.

3.1.4 draw Stirrup spacing lines: made good posts on the vertical reinforcement and stirrup spacing with the chalk line according to the drawings.

3.1.5 column Stirrup straps

3.1.5.1 by drawing good hoops position line, will have good hoop to move lashing from the top down, wrapped buckle fastening should be used, as shown in Figure 4-19.

3.1.5.2 hoop perpendicular to the main bar, hoop corner and main bar intersection to tie, reinforcement and stirrup corner part of staggered intersection into a plum tie.

3.1.5.3 hoop hook overlapping vertical bars along the pillar staggered and binding firm, as shown in Figure 4-20.

3.1.5.4 the seismic requirements of column Stirrup head should bend 135 °, length of straight section not less than 10d (d is Hoop diameter), as shown in Figure 4-21. Such as Stirrups with 90 ° overlap lap welding, weld length single weld is not less than 5d.

Figure 4-19

1, 2, 3, 4 – binding order

图4-20 图4-21

3.1.5.5 pillars at both ends Stirrups should be encrypted, encryption length and encrypting the Stirrup spacing should comply with the design requirements of the drawing. As design requirements when the reinforcement is Hoop, lacing hook Stirrups, as shown in Figure 4-22.

Figure 4-22

3.1.5.6 column thickness, the specification requirements, main bar skin 25mm, blocks should be tied in cylindrical vertical bars on the outer skin, space 1000mm, (or card a plastic card on the outer vertical bars) to ensure the main rib thickness accurate. When the column size changes, the column should be bent in the Board, bending dimensions in line with the design requirements.

3.2 tie shear walls:

3.2.1 the process flow:

Li → 2~4 → vertical reinforcement to draw level with disabilities margin tied tied the remaining cross bars position cross bars → → tied the remaining branches in bar

3.2.2 State 2~4 vertical bars: the vertical bars and lower out of the lap bar tie, draw horizontal logo on the vertical bar in the lower chest and tied to two cross bars position and cross-bar painted on the vertical bar symbol, then tie the remaining vertical bars, and finally tied the remaining cross bars. Cross bar in vertical bars inside or outside, the design requirements.

3.2.3 vertical bars and tie out of the lap bar lap need 3 horizontal bars, lap length and the location should comply with the design requirements and design requirements, according to table 4-11 construction.

Table 4-11

Concrete strength

C20 C25 C30

Grade ⅰ reinforcement 1 35d (30D) 30D (25D) 25D (20D)

2 grade steel (Crescent lines) 45d 40D 35d

3 grade ⅲ steel bar (Crescent lines) 55d 50d 45d

Note: the figures in bracket denote binding welded joint of lap length.

3.2.4 wall reinforcement should be lashing point by point, between two rows of steel tie bar or support bar, the vertical and horizontal spacing shall not exceed 600mm, steel outer skin binding blocks or plastic card.

3.2.5 the scissors at the junction of walls and columns, shear walls within a column of horizontal bars must be anchored to the frame, the anchorage length to meet the design requirements. Pouring concrete before they are tied to a pair of scissors at the stud, or column you want to reserve the connection reinforcement column embedded in iron, column removal tie as connected with Stud. Reserve length should comply with the design or specification of the requirements.

3.2.6 shear wall with horizontal ribs on both sides, rotation, 10 bytes, beams and other parts of anchorage length of reinforcement bars and around the hole, shall comply with the design seismic requirements.

3.2.7 die out after trimming the vertical reinforcement should be should be tied to a cross bar at the lap position, special care compensate for pouring concrete, again after adjusting the position of the reinforcement to ensure accurate pouring.

3.3 beam reinforcement:

3.3.1 processes:

In-mold banding: primary and secondary beam Stirrup spacing → painting Master Liang Ciliang → wore Stirrup bottom longitudinal reinforcement and bend reinforcement of main beam →

Put bottom longitudinal reinforcement and the secondary beams with longitudinal frame of main beam upper Stirrup fixation → wear Stud →

Stirrup spacing straps worn upper beam longitudinal reinforcement → → Stirrup spacing straps

Mode binding (catchy lashing after forming the beam template first and then into the mould):

→ Painting hoop spacing in the primary and secondary beam template catchy laying Rails put Stirrups on Rails → →

Wearing lower longitudinal reinforcement of main beam → secondary beams through the lower main girder of steel → wearing the upper steel Stirrup spacing straps → →

Worn upper beam longitudinal bar → Stirrup spacing lashing →→→

3.3.2 in the beam side draw out of the Stirrup spacing on the template, placed Stirrups.

3.3.3 first wear main beam of lower longitudinal by force steel and the bent up steel, will hoop reinforced by has painting good of spacing individually separate; wear times beam of lower longitudinal by force steel and the bent up steel, and sets good hoop reinforced; put primary and secondary beam of frame State reinforced; across must spacing will frame State reinforced and hoop reinforced lashing firm; adjustment hoop reinforced spacing makes asked from meet design requirements, kidnapping state reinforced, again tied main reinforced, primary and secondary beam while tie for.

3.3.4 upper frame beam reinforcement through intermediate nodes, anchoring the middle of the lower part of the beam into longitudinal reinforcement node length and extending across the center line of length should comply with the design requirements. Frame beam longitudinal reinforcing bar anchorage length in the end node must meet the design requirements.

3.3.5 tie beam longitudinal reinforcement of the stirrup, to use the deduction method binding, as shown in Figure 4-23.

Figure 4-23

1, 2 and 3-binding order

3.3.6 hoop hook at the composite, beam cross banding, Stirrup bending hooks for 135 °, straight part length of 10d, such as closed when the hoop, one side seam length of 5d.

3.3.7 beam the first should be set at a distance of column joint Stirrup edge 50mm. Junction of beam and column Stirrup should be encrypted, head of spacing as encrypted to comply with design requirements.

3.3.8 in both primary and secondary beam force reinforced cushion pad (or plastic card) to ensure that the thickness of the protective layer. When loading reinforcement for double-row, available short reinforcement pad in between two layers of steel, steel row spacing should comply with the design requirements.

3.3.9 beam bar overlap: the reinforcement of the beam diameter is equal to or greater than 22mm, the welded joints should be used, is less than 22mm, can be used binding joints, lap length comply with the norms. Lap length ends with steel bars bending distance shall not be less than 10 times times the bar diameter. Joints should not be located in the maximum bending moment, tension in the region should be done at the end of grade ⅰ reinforcement joints hook (class ⅱ steel bar can not hook), the overlap in the Center and fastened at both ends. Joints should be staggered when using binding when the lap joint, lap length under any of the sections within the joints of the steel section

Area percentage by the total cross-sectional area of steel bars, the tension is less than 50%.

3.4 plate reinforcement:

3.4.1 process:

Cleanup tie → template → a template to draw lines Board short tie → stress tendons under negative bending steel bars

3.4.2 clean up debris above the template, template marked with chalk reinforcement, distribution bar spacing.

3.4.3 press the marked space, placed after main bearing reinforcement, distribution bars. Embedded parts, wires and pipes, reserved hole in time to meet the installation.

3.4.4 when you have plates with beam slab should be tied to sheet and strip steel, again placing reinforcement.

3.4.5 binding plate gluten generally Shun buckle (Figure 4-24) or Bazi buckle, apart from the perimeter outside the intersection point of the two tendons shall be fully binding, lashing the remaining points can be staggered (two-way slab intersection point to all binding). Plate for double-layer bars shall be added between two layers of reinforced steel bar stools, to ensure that the position of the top layer. Negative moment reinforcement lashing at each intersection.

Figure 4-24

1, 2 and 3-binding order

3.4.6 in the steel pad under good mortar, 1.5M. The thickness is equal to the thickness of the pad, shall meet the design requirements, such as design requirements, the thickness of the plate should be 15mm, lap length and lap steel position requirements and beam the same described above.

3.5 reinforcement of the stairs:

3.5.1 process:

Line tie tied tie → reinforced → distribution → reinforced step bars

3.5.2 in the main bar on the bottom of the stairs and the location of the distribution bar line.

3.5.3 in accordance with design drawings in the main bar, direction of distribution bars, first lashing bars lashing after contour bars, each node should be binding. If you have stair beams, tie plates with tie beam reinforcement. Tendons anchored to welded connction.

3.5.4 bottom bars tied up tied hanging template to mark time after the binding step bars. Number and location of main bar joints must conform to the provisions of the code.

4 quality criteria

4.1 project:

4.1.1 steel variety and quality must comply with the design requirements and the provisions of the relevant standard.

4.1.2 steel surfaces must be clean. With a granular or flaky old rust, rust remains after pitting of steel, according to the original specifications is strictly prohibited. Steel surfaces should be kept clean.

4.l.3 bar sizes, shapes, sizes, quantity, location of anchorage length, connector, you must meet the requirements of specification for design and construction.

4.1.4 results of reinforcement on mechanical properties of welded joints, welded steel and acceptance of special requirements must be met.

4.2 Basic project:

4.2.1 short buckle, tie loose quantity does not exceed 10% of buckle, and should not be set.

4.2.2 hook should be correct, lashing fittings shall conform to the provisions of the code, lap length is not less than the specified value.

4.2.3 number Stirrup spacing should comply with the design requirements and seismic requirements, hook angle of 135 °, hook the straight length of 10d.

4.2.4 reinforcing bar welding, no burn and ⅰ, ⅱ, ⅲ steel horizontal, uniform welding package. Bent butt welded joints of not more than 4 °, butt welded joint steel axis offset of less than 0.1d and less than 2rnm.

4.3 allowable deviation, as shown in table 4-12.

5 finished product protection

5.1 pillars after the reinforcement, no Stampede.

5.2 floor truss bar, after the negative moment reinforcement strap, are not allowed to walk above the stampede. Pouring concrete when the steel workers responsible for repairing, ensure the correctness of negative moment reinforcement.

5.3 binding reinforcement was forbidden to touch moving embedded parts and portal templates.

5.4 steel surfaces apply when used inside templates don't pollute bars.

5.5 installing the wire tubes, heating and plumbing pipes or other facility shall not be cut off and mobile bars.

6 quality problems to be noticed

6.1 check before pouring concrete reinforcement position is correct, vibrated concrete to prevent touch bar, position of dressing left immediately after you finish pouring concrete reinforcement to prevent column, wall reinforcement displacement.

6.2 design of steel frame size smaller than size: Stirrups should be prepared by endothelial size calculation.

Cast-frame reinforcement tolerance table 4-12

Project tolerance (mm) test method

1 Web length, width of ± 10 ' check

2 ± 20 feet of mesh size of three in a row, take the maximum value

3 frame width, height ± 5

4 frame length of ± 10

5 span ± 10

6 rows from the ± 5

7 fastening Stirrups, structural reinforcement pitch ± 20 feet three in a row, taking the maximum value

Beginning 8 steel bending displacement 20

Center line 5

Level height difference + 3-0 ' check

Beams and columns ± 5

Wall plate ± 3

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

6.4 end Stirrup should bend 135 °, straight part length of 10d.

6.5 beam main bars into the bearing length should comply with the design requirements and bending rebar should be accurate.

6.6 plate bend reinforcement and negative moment reinforcement should be accurate, construction should not step down.

6.7 tie plate steel line with a ruler, lashing call was straightened to prevent sheet-beam is not straight, location.

6.8 tied it when hanging vertical stress reinforcement, lap tied part 3 buckle, Shun buckle tie clasp cannot be used in the same direction. Higher than 4m, scaffold for lashing, and take steps to fix bars prevent columns, steel skeletons not perpendicular to the wall.

6.9 on bars ingredients when you want to note that when end of welded joints, to avoid overlapping ranges to prevent binding joints with welding.

7 quality records

This standard shall meet the following quality records

7.1 steel quality certificate or test report form.

7.2 steel mechanical performance test report.

7.3 import steel chemical composition inspection report. Made in steel in the process of brittle fault, poor weldability and mechanical properties significantly abnormal, chemical composition inspection report.

7.4 bar hidden acceptance record.

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Template for shear wall structure wall reinforcement technology

1 scope

The technology is applicable to outer mold, outside the brick mold, complete casting formwork structures such as wall reinforcement project.

2 construction preparation

2.1 materials and equipment:

2.1.1 forming steel or mesh: according to design drawings and specifications, forming steel or spot welding mesh in advance.

2.1.2 reinforcement and support bars: double steel mesh while bound between two pieces of steel reinforcement and support bars, above and below to fix the distance between the bars. See Figure 4-8 (a), (b). Tie bar as shown in Figure 4-8 (a) as shown, and l is the distance between the two networks, lashing vertical and horizontal spacing shall not exceed 700mm. But this form of tie bar to pull not only play a supporting role. In order to ensure correct location wall double-layer tablet, preferably using ladder support bar, as shown in Figure 4-8 (b). Ladder support bar is made of two vertical bars (vertical bars with diameter and height of the wall) and horizontal ribs welded ladder, tied to the wall between the two rows of steel plays a supporting role, spacing about 1200mm. H is the vertical height of the wall in the picture, h for the transverse reinforcement of wall space, and c equal to the wall thickness minus the protective layer of concrete.

2.1.3 wire: use of 20~22 wire (wire) or galvanized iron wire (wire).

2.1.4 control mortar for concrete pads, plastic card.

2.1.5 tools: steel lashing hooks, crowbars, steel panels, racks, trolleys, wire brushes, chalks, rulers, etc.

Figure 4-8

(A) tie bar; (b) the ladder support bar

2.2 operating conditions

2.2.1 checking steel factory certification, the required mechanical properties of the second interview, special circumstances such as when the brittle fracture occurred during processing, the need for chemical testing; mesh processing factory certificate, bars should be no old rust and oil.

2.2.2 reinforcement or spot welding mesh should be stacked at the specified position in the construction plans, network chip while standing with stand, flat pad should be flat, wood, hoisting should use netting installed.

2.2.3 when steel surfaces such as rust, clean prior to binding, rust severely eroded sections of steel shall not be used.

2.2.4 checking the geometry of the mesh sizes, specifications, quantity and spot welding quality, qualified before the use.

2.2.5 brick mold projects must be built up within exterior walls.

2.2.6 binding reinforcement location should be cleaned up.

2.2.7 elastic walls and entrance location line, the loose concrete and reserved bar tick cut clean.

3 operational processes

3.l shear wall with steel binding:

3.1.1 technological process:

Modifications reserved lap bars tied tied transverse reinforcement → → → tied Stud reinforcement or support bars

3.1.2 the wall leave steel bar straightening and straightening out, and clean up the surface of mortar and other debris. First State 2~4 vertical bar and mark the cross bars logo, and on the lower and chest tied to two cross bars at a fixed location, and mark logo on the cross bars and tied the remaining vertical bar, and tied the remaining cross bars.

3.1.3 between double rows of steel tie bar, tie bar diameter not less than 6, spaced not more than 600mm, shear walls strengthened parts of lacing at the bottom should be properly encrypted. Keep the distance of two rows of bars, should adopt binding positioning the ladder support bar, space 1000~1200mm.

3.2 lashing precast shear wall meshes

3.2.1 process

Repair reserve lap bars fixed binding root reinforcement mesh → → temporary → reinforced → tied to Windows and doors tie lacing or support bars

3.2.2 wall reserved for steel bar straightening and straightening out, and clean up the debris on the surface. Press print screen in place, mesh set up temporary fixed support using wood after prison. And lap steel lashing by roots, were tied at the ends overlapped parts of the Centre and 3 buckle. Both jambs reinforcing bar binding requirements location accurately. Such as doors and Windows entrance reserved for reinforcement displacement, should be made into a lamp bracket bending (1:6) so that the reinforced door hole location meets the requirements of drawings.

3.3 reinforcement of shear wall lap lap of horizontal reinforcement detailing in the wall as shown in Figure 4-9. Vertical distribution in the wall bar, when the level of seismic shear walls and all parts I and II strengthening parts of the seismic shear walls, reinforced joints should be staggered, every time you connect to does not exceed the number of steel 50%. Other steel shear walls can be lapping at the same site. Lap length comply with design requirements, such as when there is no requirement, shall satisfy the provisions of table 4-8. Method of vertical reinforcement in the wall as shown in Figure 4-10.

Figure 4-9

Figure 4-10

Tensile steel banding lap length table 4-8

Concrete strength

C20 C25 C30

Grade ⅰ reinforcement 1 35d (30D) 35d (30D) 35d (30D)

2 grade steel (Crescent-shaped) 45d 40D 35d

3 grade ⅲ steel bar (Crescent-shaped) 55d 50d 45d

Note: l. When level ⅰ and ⅱ steel bar d>25mm, whose lap length can be increased according to the number in the table 5d.

2. when the rebar diameter ≤ 25mm, the tensile reinforcement, lap length reduced by values in the table 5d.

3. figures in parentheses lap length of welded mesh.

3.4 scissors the anchoring wall bar

3.4.1 shear walls with anchorage according to the design requirements of the horizontal steel bars in construction. Dark posts or add bars, as described in Figure 4-11 (a), (b).

Figure 4-11

BW-cutting width; la-anchorage length

3.4.2 horizontal reinforcement of shear walls in "small" Byte and lashing of anchorage of corner node, as described in Figure 4-12, 4-13.

图4-12 图4-13

3.4.3 the coupling beam of shear wall length of horizontal steel bar into the wall e ' must not be smaller than the design requirements, as described in Figure 4-14 (a), (b).

3.4.4 shear-wall connecting beam along the beam length of hoop structures to meet the design requirements, on the top floor of a building even within the length of the steel beams into the wall, spacing should be no less than 150mrn construction of stirrup, as described in Figure 4-15.

3.4.5 wall opening reinforcing steel banding around, the anchorage length shall conform to the design requirements.

3.5 reinforcement of shear wall with precast wall panel connections: install wall panel in place, this layer shear wall column insert external wall of prefabricated vertical reinforcement plate steel rings, shaft reinforcement insert rings shall not be less than 3 wall panel and tie firmly. Refer to figure 4-16.

3.6 out of shear walls with brick wall connection: when tied up within the walls, first reserved for exterior wall φ 6 tie bar straightening out, and then within the walls overlap tied, as described in Figure 4-17 (a), (b).

3.7 all casting wall reinforcement connection binding construct, refer to figure 4-18.

3.8 fixed: template after the closing, to trim the wall bars protruding, and tied up a temporary horizontal bars fixed the spacing out of the bar (left rib spacing). Wall concrete special care when rebar, pouring out, immediately out of the bar (left bar) for finishing.

4 quality criteria

4.1 project:

4.1.1 varieties and properties of steel, electrode grades, performance and joint use of steel sheet and steel must comply with the design requirements and the provisions of the relevant standard.

4.1.2 reinforced with granule and Flake old rust, rust steel pits after, according to the original specifications is strictly prohibited. Steel surfaces should be kept clean.

4.l.3 bar sizes, shapes, sizes, quantity, the anchorage length, connector set, you must meet the requirements of specification for design and construction.

4.1.4 results of mechanical properties test of welded joints, welding code requirements must be met.

4.2 Basic project:

4.2.1 steel mesh frame and tie missing clasp, tie loose quantity does not exceed 10% of buckle, and should not be set.

4.2.2 reinforcement mesh leakage welding, welding does not exceed 2% of the welding points, and should not be set.

4.2.3 hook toward the right. Lashing fittings shall conform to the provisions of the code, where each joint of the lap length is not less than the specified value.

4.2.4 number of Stirrups, hook angle and straight length should comply with the design requirements and the provisions of the code.

4.2.5 steel spot welding molten metal at the point where even, no defects such as cracks, holes and burned. Solder indentation depth in accordance with provisions of the reinforcing bar welding procedures.

Welding: no transverse cracks and burns, uniform welding package joint bending, not more than 4 ° axis displacement is not greater than 0.1d and less than 2mm.

Arc-welded weld surface, no dents, welding tumor, crack, blowhole, slag and undercuts, bent connector is not more than 4 ° axis displacement is not greater than 0.1d and less than 3mm, width not less than 0.1d, the length is not less than 0.5d.

Allowable deviation, see table 4-9

Reinforcement and embedded parts tolerance table 4-9

Project tolerance (mm) test method

1 Web length, width of ± 10 ' check

Welding ± 10

Lashing ± 20

Distance ± 10

Distance ± 5

Welding ± 10

Lashing ± 20

Center line 5

High levels of differential +3-0

Mechanical reinforcement protection layer 6-foot check

5 finished product protection

5.1 collision embedded parts is strictly prohibited when binding reinforcement, such as touch design location should be fixed firmly.

5.2 assurance embedded conduit location accurately, such as when a conflict occurs, vertical bars along a plane can be bent around, transverse reinforcement bending, bypass the buried piping. But make sure that the thickness of the protective layer is strictly prohibited any cut steel.

5.3 template Panel brush isolated agent, non-polluting steel.

5.4 the types of operators are not allowed to any pedal step on the steel, snapping and cutting steel.

6 quality problems to be noticed

6.1 horizontal position, spacing does not meet the requirements: wall binding reinforcement should take Gordon or a simple scaffold to prevent horizontal displacement.

6.2 wall protruding lower vertical reinforcement with steel and does not meet the requirements: binding should first lower wall out of steel bar straightening and straightening out, then tying or welding. Reinforcement displacement of the lower reach out when the consent of the design process.

6.3 jambs rib dimensions do not meet the requirements: prior to binding adjustment based on where the hole edge stiffener, lashing the stiffener should wait for alignment.

6.4 level anchorage of shear wall length does not meet the requirements: studying the drawings. Right around the corner, cross point, wall end, steel anchor beams parts should comply with the design requirements.

7 quality records

This standard shall meet the following quality records:

Steel quality certificate or test report 7.1.

7.2 mechanical properties of steel test reports.

7.3 import steel chemical composition and solderability test report the test report. Domestic steel processing, poor performance or occurrence of brittle fracture, welding and mechanical properties significantly abnormal, chemical composition inspection report.

7.4 welded test report.

7.5 welding electrode and flux certificate.

7.6 forming mesh factory certificate.

7.7 bars covert acceptance record.

7.8 steel bar sub-item project quality inspection and evaluation of information.

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Brick, outer tile internal model structure column and ring beam and slab reinforcement technology

1 scope

This technology is applicable to the brick structure, exterior brick structure of internal model construction column and circle beam and slab reinforcement technology.

2 construction preparation

2.1 materials and equipment:

2.1.1 steel bars: factory certification, the required mechanical properties of the second interview, when the brittle fracture occurred during exceptional circumstances, such as, the need for chemical composition test. Bars should be no old rust and oil.

2.1.2 wire, use of 20~22 wire (wire) or galvanized iron wire (wire).

2.1.3 control mortar for concrete pads, plastic card.

2.1.4 tools: steel hooks, crowbars, steel panels, tie racks, trolleys, wire brushes, chalk, rulers, and so on.

2.2 operating conditions:

2.2.1 according to the location of the construction site plan provisions, the steel pile site clean and neat, and ready for the wood. According to different specifications of models stacked and mat good wood.

2.2.2 checking reinforcement level, type, shape, size and quantity, and identical in design drawings and processed ingredients.

2.2.3 high elasticity and good lines and columns, concrete wall in the exterior brick outer skin line.

2.2.4 ring beam and slab template has finished the preflight, and clean up the mold.

2.2.5 the end of prestressed concrete hollow plate according to the standard map (96G44) requires blocking well.

3 operational processes

3.1 structure of column reinforcement:

3.1.1 technological process:

Constructional column of prefabricated steel skeletons → repair constructed protruding at the bottom reinforcement of column Tower →

Embedded column steel skeletons → lap banding position Stirrups

3.1.2 constructional column of prefabricated steel skeletons:

3.1.2.1 first two vertical reinforcement flat on the tie rack, and draw on the steel Stirrup spacing.

3.1.2.2 according to draw lines, hoop stress on the tendons by binding to set aside a lap length of the part. For the prevention of skeletal deformation, should adopt the anti-cross buckle and buckle fastening. Stirrup reinforcement should be kept perpendicular to hoop hook composite should be staggered along the direction of reinforcement placement.

3.1.2.3 wore two reinforcement and stirrup straps firmly, Stirrup straight length of the end not less than 10d (d is Hoop diameter), hook angle not less than 135 °.

3.1.2.4 column, column and ring beam reinforced part of the handover, according to design requirements should be encrypted column stirrup, encryption is normally in beam upper and lower storey shall be not less than one-sixth or 45cm, Stirrup spacing should not be larger than 10cm (column foot Stirrup Zhu encryption framework set up lap after binding).

3.1.3 trimming out structural columns at the bottom of lap bar: according to put the column line, check the lap bar and lap length comply with design and specification requirements. Underlying structural column vertical reinforcement and base ring beam anchorage; when there is no base beam, embedded in concrete-filled column base, Figure 4-2; when the wall attached to the trench, and structural column depth should be greater than the depth.

Figure 4-2

(A) basic beam and (b) non-Foundation beam

3.1.4 install structural column steel skeletons: Stirrups on his lap steel first, and then set up constructional column of prefabricated steel skeletons, are putting out the lap bars, lap times of not less than 35d, the elevation line, tied in the vertical reinforcement lapped parts 3 buckle. Skeleton-adjusted, can tie the root encryption Stirrups.

3.1.5 lap banding part of steel:

3.1.5.1 column reinforcement must be vertical and horizontal walls on each floor beam reinforcement of connections, forming a closed frame.

3.1.5.2 masonry brick wall when Ma ya Cha, 50cm along the wall the laying of two PHI 6 horizontal tie bar, with column reinforcement connection, as shown in Figure 4-3.

Figure 4-3

3.1.5.3 columns when setting in the absence of transverse walls, structural columns reinforced with in-situ or prefabricated beam beam end connection binding construct, in line with the multilayer brick and concrete reinforced concrete structure column earthquake resistance design and construction regulations (JGJ13-82) 3rd. the provisions of article 2.5.

3.1.5.4 masonry brick walls when you are finished, should trim the structural columns reinforced to ensure the reinforcement position and spacing to the exact.

3.2 steel banding:

3.2.1 the process flow:

Painted steel Stirrups → line → wear ring beams reinforced → lashing hoops

3.2.2 finished circle template and finish the pre-screening, lashing ring beam bars when using prefabricated skeleton, skeleton by number can be erected in position for Assembly. When such as in-mold banding, according to design drawings and spacing, the templates helped, Stirrup position line. Reinforcement Stirrups after wear. Stirrup lapping along the reinforcement should be staggered.

3.2.3 intersection of circle beam and constructional column reinforcement, lap steel should be placed inside of the structure column reinforcement. Beam reinforcement in constructional column positions overlap, his lap times or anchor into the column length should comply with the design requirements.

3.2.4 length of beam rebar lapped in line with the concrete structure engineering construction and acceptance specification (GB50204-92) for lapping of steel bar requirements.

3.2.5 beam reinforced each other, at the junction of walls, wall corner corner anchor length, to comply with the design requirements.

3.2.6 stairs, chimney shaft attached to wall, garbage road and the entrance beam reinforcing steel bar and other parts of the ring are blocked, should overlap the reinforcement and construction methods shall conform to the design requirements of different levels of high and low beam reinforcement should be overlapped or connected according to design requirements.

3.2.7 installed prestressed concrete hollow plate beam in the Gables, exposed tendons (that is, beard bar) in accordance with the standard Atlas of Jing 96G44 to anchor in beam reinforcing steel bar.

3.2.8 rebar tie after the blocks of cement mortar should be added to control reinforcement layer.

3.3 slab reinforcement

Process flow

Supporting sewing templates → precast prestressed anchorage reinforcement of the end bend 45 ° →

Full length horizontal structure reinforcement and and the end anchor bar binding

3.3.2 end joints template completed prescreening precast holes exposed tendons (bearded wheat) bent into a curved, two plates of prestressed cross exposed tendons, φ 6 level structure and tied a long bar and vertical tie bar, as shown in Figure 4-4.

Figure 4-4

3.3.3 to the plate in the middle of rebar connection on the bearing structure is shown in Figure 4-5.

Figure 4-5

3.3.4 when different steel structures on either side of the wall as shown in Figure 4-6.

3.3.5 prefabricated vertical seam reinforcement as shown in Figure 4-7.

图4-6 图4-7

3.3.6 construction column and circle beam and plate with slit after she finished tied, were asked to do covert project inspection, after passing the next procedure can be carried out.

4 quality criteria

4.1 project:

4.1.1 steel variety and quality must comply with the design requirements and the provisions of the relevant standards, chemical composition of imports of reinforcing bar welding must be done before inspecting and testing, comply with the relevant requirements before they can weld.

Inspection method: check the factory certificate and test report.

4.1.2 the bar surface should be kept clean, with a granular or flaky old rust, rust pitting of steel after, according to the original specifications is strictly prohibited.

4.l.3 of welding arc welding or welding splices, required to take samples, its mechanical performance test results must comply with the bar code for welding and acceptance of the rules.

4.2 Basic project:

4.2.1 steel banding and lack of clasp, tie loose quantity does not exceed 10% of buckle, and should not be set.

4.2.2 hook right, lashing fittings shall conform to the provisions of the code, which lap length is not less than the specified value.

4.2.3 in grade or steel, cold-drawn low-carbon steel wire produced by the Stirrups, its quantity, its angle and straight hook length shall meet the requirements of specification for design and construction.

4.2.4 no transverse to the welded cracks and burns, uniform welding package joint bending, not more than 4 ° axis displacement less than 0.1d, the month. not more than 2mrn. Arc welding, welds smooth surface, no dents, no overlap, joint crack and blowhole, slag and the undercut. Bent connector is not more than 4 ° steel axis displacement is not greater than 0.1d and less than 3mm. Seam thickness not greater than 0.05d, width not less than 0.1d, and not less than 0.5d.

4.3 allowable deviation, as shown in table 4-7.

Construction column and circle beam and slab reinforcement tolerance table 4-7

Project tolerance (mm) test method

1 frame width, height ± 5 foot check

2 frame length of ± 10 ' check

Distance ± 10

Distance ± 5

4 Stirrups, structural reinforcement pitch ± 20 feet three in a row, taking the maximum value

Center line 5

High levels of differential +3,-0

± 5 feet of reinforced protection layer of 6 check

5 finished product protection

5.1 structure column and ring beam steel prefabricated bones, should cushion neatly at selected locations.

5.2 floor hang shipped reinforcing bar storage should be clean good location to avoid deformation.

5.3 no Stampede strap steel tie beam steel beam and brick may not be touch loose.

6 quality problems to be noticed

6.1 deformation of steel: steel skeletons lashing should note the tie clasp, cross buckle and buckle fastening should be used.

6.2 Stirrup spacing does not meet the requirements: for when you place the wall tie bar touch, should die after the built up before finishing.

6.3 floor ending improper rebar connection: before the floor lifting the plate end exposed tendons bent at 45 °, hoisting followed by the full-length reinforcement. Also note that in the process of installing floors, exposed tendons of the end must not be broken.

6.4 at the balcony bar compressed: balcony beam under "l"-shaped hoops, lifting units must be protected, such as chipped, balconies should be lifted, after trimming reinforcement, and then seated balcony.

6.5 structure column out of steel bar displacement: in addition to the structural columns extend outside the bars and beam reinforcement tie and tied together at the extended bar positioned Stirrups, after you pour the concrete, should be trimmed immediately.

6.6 plate seam reinforcement exposed: longitudinal seams reinforced mortar blocks should be well tied, transverse seam to end steel tie plates on exposed tendons.

7 quality records

This standard shall meet the following quality records:

7.l steel quality certificate or test report form.

7.2 steel mechanical performance test report.

7.3 import steel chemical composition and solderability test report the test report, domestic steel processing occurs during cell broken, poor weldability and mechanical properties significantly abnormal, chemical composition inspection report.

7.4 bar section for quality inspection and assessment of information.

7.5 steel cover engineering acceptance record.

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