01 Requirements for reinforcement anchorage at the high and low spans of the foundation raft
Specific requirements:
At the height span of the foundation raft, sump, elevator pit and the like, when its anchorage length La range longitudinal stress reinforcement perimeter protective layer thickness is 3d, 5d, the anchorage length can be multiplied by 0.8, 0.7 respectively;
02 Requirements for the construction of columns, constrained edge members, vertical reinforcement and wall reinforcement in the foundation (including all vertical reinforcement)
Specific requirements:
(1) when the column and the dark column meet the anchorage condition, the corner longitudinal reinforcement stretches to the bottom of the foundation raft, supports on the reinforcement mesh sheet, bends 150mm, and the rest of the reinforcement meets the straight anchor condition.
(2) when the column and the dark column do not meet the anchorage condition, all stretch to the bottom of the foundation raft plate, bend 15d. According to not less than two rectangular closed stirrups (non-composite stirrups) spacing ≤ 500mm construction. (See 16G101-3 p. 65)
(3) wall reinforcement in the foundation, when the anchoring condition is satisfied, the wall vertical reinforcement extends to the bottom of the foundation raft every two times, is supported on the reinforcement mesh, bends 150mm, and the rest of the reinforcement meets the straight anchor condition. When the conditions of the straight anchor are not met, all extend to the bottom of the foundation raft and bend 150mm. The horizontal ribs within the scope of the foundation raft shall be constructed according to not less than two horizontal ribs and the hook spacing ≤ 500mm. The inner side of the wall and the outer side of the reinforcement do the same height, which is convenient for on-site construction.
(4) during on-site construction, the tension wire is required to control the vertical steel bar insertion height, and the pressure of reinforcing bar connection height is reduced simultaneously.
03 Anchorage structure of the lower reinforcement end support of the non-frame beam
Specific requirements:
When the lower longitudinal reinforcement of non-frame beam stretches into the support does not meet the requirements of the straight anchor 12d (15d light round reinforcement), the straight long section of the reinforcement bending is taken according to 5d. (See page 89 of 16G101-1)
04 Structural requirements for the starting distance of the vertical reinforcement of the wall
Specific requirements:
The distance between the starting reinforcement of the vertical distribution reinforcement of the wall: the distance of the first vertically distributed reinforcement from the dark column reinforcement of the shear wall is s. s is the vertical reinforcement spacing of the wall (if the starting spacing is excellent and the owner's requirements, it shall be determined in writing by the project department). (See 18G901-1 pp. 88 3-7)
05 Method of construction of the end of the horizontal reinforcement of the wall
Specific requirements:
(1) when the end is an L-shaped dark column or a slotted dark column, the end of the horizontal rib of the shear wall is close to the inner side of the vertical bar on the outside of the column to do 10d bending, and the bending is hugged. (See page 71 of 16G101-1)
(2) when the end is a corner wall, according to the structure construction: the end of the horizontal rib on the outside of the shear wall is close to the inside of the column outside the rib to do 0.8LaE bending. The inner horizontal bar is bent in 15D, and there are few types of on-site reinforcement configuration, which is easy to manage. (See 18G901-1 pages 3-2)
(3) when the horizontal reinforcement of the shear wall meets the end column, the horizontal reinforcement stretches to the inner side of the column vertical reinforcement and bends 15d, and when the length of the straight anchor is greater than or equal to the anchorage, the straight anchor does not bend (length≥ LaE). When the horizontal bar passes through the end column, the level bar can penetrate the end column, and can also be broken in the end column to anchor separately, according to the convenience of on-site construction and whether the steel bar is saved, the construction method is flexibly selected. (See 16G101-1 p. 72)
06 Requirements for the vertical reinforcement structure of the shear wall
Specific requirements:
(1) the vertical reinforcement of the bottom reinforcing part of the first and second grade seismic grade shear wall meets the ≥1.2LaE lap length, and the staggered 50% lap joint, and the net distance between the lap joints should meet ≥500mm.
(2) the first and second level seismic grade shear wall non-bottom reinforcement part, or the third and fourth grade seismic grade, the vertical reinforcement of the shear wall is 100% lap at the same position, and the lap length ≥ 1.2LaE, which is convenient for on-site construction.
(3) the vertical reinforcement mechanical connection of seismic shear wall at all levels, should meet the height of ≥ from the ground 500mm, staggered 50% connection, and the net distance between joints should be ≥35d. (See page 73 of 16G101-1)
07 Requirements for the vertical reinforcement binding structure of the civil air defense wall and the outer wall of the underground retaining soil
Specific requirements:
When the inter-storey height of the civil air defense wall and the underground exterior wall wall is ≤4 meters, and the thickness of the raft or foundation is ≥500mm, the vertical reinforcement of the wall is set up with binding construction in the interlayer length, and the lap or mechanical connection is no longer provided in the middle, and this practice can save the steel bar and the steel sleeve, also saves the on-site labor cost, and the construction period is also guaranteed. In particular, it is a civil air defense project, and its design drawings require that the wall binding should be at least a high level. During on-site construction, 3~5 horizontal wall reinforcement or other effective measures (erection of steel pipes, etc.) can be configured in advance to ensure that the reinforcement is straight.
08 There are requirements for the construction of beamed floor slabs and roof slabs
Specific requirements:
(1) when the plate under the iron is disconnected at the bearing, the bearing is greater than or equal to 5d and at least to the beam center line (note that the requirements can be met, such as considering the processing accuracy, increase the length of the steel bar, need to be determined in writing by the project department, generally 30mm~50mm).
(2) the starting spacing of the plate reinforcement is 1/2 of the spacing of the plate reinforcement from the edge of the beam structure (if the starting spacing is excellent and the owner requires, it shall be determined in writing by the project department).
(3) the plate iron on the plate and the plate under the iron of the conversion layer should be extended to the outside of the beam bearing after bending 15d after the end support should be extended to the inner side of the longitudinal rib on the beam bearing, and when the length of the straight section is greater than the anchorage, it can not be bent. (See 16G101-1 p. 99)
09 Requirements for longitudinal structural reinforcement on the side of the beam
Specific requirements:
When the web height of the beam ≥ 450mm, the longitudinal structure waist bar G needs to be arranged on both sides of the beam along the height range of the beam. It should be noted that:
(1) the value of hw (≥450mm) of beam web height should be the distance between the bottom of the beam plate and the center point of the beam under the iron (i.e. beam height - plate thickness -s);
(2) The distance between the waist reinforcement A (A≤200mm): the cross-sectional form is different, the number of iron rows under the beam is different, and the S algorithm is different. When the beam plate waist reinforcement is arranged on the spot, the starting position of the first waist reinforcement above is the spacing a of the waist reinforcement to the bottom of the structural plate to the next one, and then the interval a is arranged downward;
(3) the lap joint and anchorage value of the structural waist bar are all 15d (d is the diameter of the waist bar), when the lap joint is adopted in the span, the encryption stirrup does not need to be configured in the lap length range. (See 17G101-11 pp. 4-17)
10 beam stirrup hook straight section requirements
Specific requirements:
(1) The length of the straight section of the hook of the seismic closed stirrup should be 10d, and not less than 75mm.
(2) non-frame beam and the cantilever beam that does not consider seismic action, stirrups and tension bar straight section length is 5d; when it is torsional, it is 10d (if processing is difficult, it is recommended that the minimum processing length ≥40mm, the same below).
(3) The straight section of the hook of the wall tie bar is 5d (regardless of whether it is seismic or not). (See page 62 of 16G101-1)
11 Requirements for the starting construction of beam-plate raft foundation reinforcement
Specific requirements:
The first starting steel bar of the upper and lower iron of the beam plate raft type raft foundation reinforcement is 1/2 plate reinforcement spacing from the edge of the foundation beam structure, and is not more than 75mm. (See page 88 of 16G101-3)
12. Requirements for the reinforcement structure of connecting beams
Specific requirements:
(1) The main reinforcement of the connecting beam should be anchored into the wall, and the LaE should be ≥ and ≥600mm.
(2) the starting spacing of the stirrups of the connecting beam is 50mm away from the edge of the structure in the door opening.
(3) Stirrups should be set in the anchorage area of the top layer beam, and the stirrup spacing should be @150. The starting steel bar spacing in the anchorage area is 100mm, unless otherwise specified in the drawing. (See 16G101-1, p. 78).
13 requirements for the construction of stirrups for steel columns
Specific requirements:
(1) when there are inner 8 angular stirrups in the steel column, the 8 angular hoop is inconvenient to construct because of the steel nail, or there is a steel beam that can not be constructed by the 8 angular hoop, the 8 angular hoop can be split into 2 sections (confirmed by design), and then assemble 1 8 angular hoop on the spot.
(2) outermost closed stirrups when encountering steel beam can not pass directly, stirrups can be split into a plurality of stirrups, adopt welding integral to assemble into 1 integral closed stirrups (confirmed by design). The outer hoop can only be welded. (See 12SG904-1 page 2-1)
14 steel beam construction practice requirements
Specific requirements:
When the beam crosses at the steel bone column, the connecting plate or connector (sleeve) is welded at the flange plate of the steel column to connect the main reinforcement of the beam. When the steel column web is opened, and the reinforcement passes through the deepening and processing, it should be noted: when the beam top or the beam bottom of the cross beam is flush, the reinforcement position should be staggered by a reinforcement diameter, so as to ensure that the reinforcement in both directions can pass through the steel column smoothly. (i.e., the opening of the steel structure in both directions or the straight threaded sleeve of welding, should stagger a steel bar diameter with each other), the lashing sequence should be confirmed in advance during construction, ensure that the opening position is correct.
15 Top Bench Requirements
Specific requirements:
When the thickness of the roof is less than 300, the stool should be made of finished stool, which is time-saving, labor-saving and environmentally friendly.
16. Requirements for the stress anchorage of civil anti-cantilever plates, beams and columns
Specific requirements:
Civil air defense cantilever plate, beam, column horizontal or vertical stress reinforcement, wall protrusion into the support (wall, roof, bottom plate) anchoring practice: steel bar can be directly anchored on the straight anchor. Straight anchor length ≥ LaF, if the straight line section is less than 0.4LaF, can take the anchoring mode of straight line section ≥0.4LaF, bending length 15d, and the length of the rest of the steel bars extending into the support should not be less than 15d. (See page 4 of 07FG04)
17 requirements for the capping of longitudinal reinforcement of intermediate frame columns
Specific requirements:
When the frame column "middle column" is capped, when the top support steel bar is anchored into the length ≥ LaE, it can not be bent. (See 16G101-1 page 68 node 4)
18. Requirements for the length of the vertical reinforcement lap of the dark column of the shear wall, the range of stirrup spacing
Specific requirements:
The length range of vertical reinforcement lap length range of shear wall dark column stirrup spacing is arranged according to no more than 100mm. (See page 73 of 16G101-1)
19. Requirements for the arrangement of upper and lower iron steel bars at the overhang of the end of the beam-plate raft foundation and other sections
Specific requirements:
(1) the first starting steel bar of the upper and lower plate reinforcement at the end extension of the beam plate raft type raft foundation, is 1/2 plate reinforcement spacing from the outer wall or beam structure edge, and is not greater than 75mm. (See 16G101-3 p. 89)
(2) the beam plate raft type raft end and other cross-section extension at the outer wall, side beam width + (2x1/2 plate reinforcement spacing and not more than 2x75mm) range are not arranged raft upper and lower iron.
20 Requirements for the end arrangement of iron reinforcement on the foundation of the flat raft
Specific requirements:
(1) The first starting steel bar of iron reinforcement on raft foundation is 1/2 of the plate reinforcement spacing from the edge of the outer wall structure, and is not more than 75mm. (See page 93 of 16G101-3)
(2) the raft foundation iron anchor into the wall or side beam over the middle of the greater than 12d (the end of the no extension structure).
(3) The iron reinforcement on the flat raft foundation is not arranged on the outer wall and the side beam width (1/2 plate reinforcement spacing and not more than 75mm) within the range (no overhanging structure at the end).
21. Requirements for the starting spacing of steel bars on the slope plane of the lower column pier and sump pit
Specific requirements:
The requirements for the arrangement of reinforcements at the high and low span inclined plane plates of the column piers and sumps under the foundation slab: the inclined plate and the plane plate on both sides are regarded as the continuous plate, and the inclined plane reinforcement arrangement is continuously arranged with the flat plate on both sides at the same distance a. ( See 16G101-3 pp. 107, 109)
22 Requirements for the use of rebar with and without E
Specific requirements:
The general engineering steel bar belt "E" is used for the longitudinal stress reinforcement of frames and diagonal bracing components (including flight sections) with seismic grade 3 and above. Raft slab and floor slab reinforcement can be used without "E" reinforcement because there is no seismic requirement, raft plate reinforcement and floor slab reinforcement amount accounts for about one-third of the total project, and the price difference between steel bar price band "E" and without "E" is about 30-50 yuan, so when processing steel bar on site, fine management distinguishes with "E" steel bar processing, can greatly save cost.
The performance index of steel bar shall meet the following requirements:
When the longitudinal stress reinforcement of the longitudinal stress reinforcement of the frame and diagonal brace members (including flight sections) with special first, first, second and third grade seismic grades is made of ordinary steel bars, the ratio of the measured tensile strength of the steel bar to the measured value of yield strength should not be less than 1.25, the ratio of the measured value of yield strength of the steel bar to the standard value of yield strength should not be greater than 1.3, and the measured value of the total elongation of the steel bar under the maximum tensile force should not be less than 9%.
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