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GB 50901-2013: Code for construction of steel-concrete composite structures
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Code for construction of steel-concrete composite structures
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Basic data
Standard ID: GB 50901-2013 (GB50901-2013)
Description (Translated English): Code for construction of steel-concrete composite structures
Sector / Industry: National Standard
Classification of Chinese Standard: P27
Classification of International Standard: 93.020
Word Count Estimation: 85,825
Quoted Standard: GB 50010; GB 50017; GB 50204; GB 50205; GB 50300; GB 50628; GB 50661; GB/T 699; GB/T 1591; GB/T 2518; GB/T 5117; GB/T 5118; GB/T 10433; JGJ 107
Regulation (derived from): Announcement of the Ministry of Housing and Urban-Rural Development, No. 257
Issuing agency(ies): Ministry of Housing and Urban-Rural Development of the People's Republic of China; General Administration of Quality Supervision, Inspection and Quarantine of the People's Republic of China
Summary: This standard specifies general industrial and civil buildings and structures of steel - concrete composite construction and acceptance.
GB 50901-2013: Code for construction of steel-concrete composite structures
---This is a DRAFT version for illustration, not a final translation. Full copy of true-PDF in English version (including equations, symbols, images, flow-chart, tables, and figures etc.) will be manually/carefully translated upon your order.
1 General
1.0.1 In order to ensure the construction quality of steel-concrete composite structures, achieve advanced technology, reasonable economy, safe construction, energy saving and environmental protection, this specification is formulated.
1.0.2 This specification applies to the construction and acceptance of steel-concrete composite structures for industrial and civil buildings and general structures.
1.0.3 The construction of steel-concrete composite structures shall not only comply with this specification, but also comply with the current relevant national standards.
2 Terms and symbols
2.1 Terminology
2.1.1 Steel-concrete composite structure members
A structural member composed of section steel or steel pipe or steel plate combined with reinforced concrete.
2.1.2 steel-concrete composite structures steel-concrete composite structures
A structure consisting of steel-concrete composite members.
2.1.3 Steel reinforced-concrete columns
Columns with section steel in reinforced concrete section.
2.1.4 concrete-filled steel tube columns
Columns in which concrete is poured in steel pipes and the steel pipes and the concrete in the pipes share the load, including circular, rectangular, polygonal and other complex cross-section concrete-filled steel pipe columns.
2.1.5 steel reinforced-concrete beams
Beams configured with profiled steel beams in reinforced concrete sections.
2.1.6 Steel reinforced-concrete com-posite shear walls
A shear wall with profiled steel inside a reinforced concrete section.
2.1.7 steel-plate reinforced-concrete shear walls
Shear walls with steel plates in reinforced concrete sections.
2.1.8 Steel concealed bracing concrete composite shear walls
A shear wall with steel braces inside a reinforced concrete section.
2.1.9 steel-concrete composite floorslabs steel-concrete composite floorslabs
The profiled steel plate works together with the cast-in-place concrete to bear the load of the floor or roof slab through the shear connection.
2.1.10 detailing design
On the basis of engineering design documents, according to the actual construction plan, combined with the construction technology, the engineering design drawings are refined, supplemented and improved.
2.2 Symbols
2.2.1 Geometric parameters
b - width;
d - diameter;
D——Initial deformation amplitude outside the surface of the built-in steel plate;
L - the net distance between the columns on both sides of the built-in steel plate;
h—clear distance between the upper and lower end steel beams of the built-in steel plate.
3 Basic Regulations
3.1 General provisions
3.1.1 The steel-concrete composite structure may include frame structure, shear wall structure, frame-shear wall structure, cylinder structure, slab-column-shear wall structure and other structural systems.
3.1.2 Steel-concrete composite structural members can be divided into columns, beams, walls, slabs, etc.
3.1.3 The construction unit of the steel-concrete composite structure project shall have the corresponding project construction qualification, and shall establish a safety, quality and environmental management system.
3.1.4 Before the construction of the steel-concrete composite structure project, the design unit should make a technical disclosure of the design drawings, and the construction unit should organize the participating units to conduct a joint review of the construction drawings.
3.1.5 Before the construction of steel-concrete composite structure project, technical documents such as construction organization design and special construction plan shall be obtained after review.
3.1.6 The construction unit of the steel-concrete composite structure project shall carry out in-depth design on the design drawings and shall be approved by the design unit.
3.1.7 All kinds of measuring instruments used in the construction of steel-concrete composite structures shall be calibrated and used within the validity period.
3.1.8 New technologies, new processes, new materials and new equipment adopted in the construction of steel-concrete composite structures shall be tested and inspected when they are used for the first time, and the results shall be verified by experts.
3.1.9 During the construction of steel-concrete composite structures, concrete measures should be taken to reduce concrete shrinkage.
3.2 Construction organization
3.2.1 The site layout of the steel-concrete composite structure shall be comprehensively determined based on factors such as the cross-operation of steel structure engineering construction and concrete engineering construction, storage yard layout, and operating environment.
3.2.2 In the construction of steel-concrete composite structures, special plans should be prepared for vertical transportation and installation.
3.2.3 For the construction of steel-concrete composite structures, a special safety plan for crossing and high-altitude operations should be prepared.
3.3 Node construction
3.3.1 The connection between steel bars and steel members in steel-concrete composite structures should be based on the design of the joints, and the steel bar bypass method, perforation method, connector method and its combination method can be used.
3.3.2 For important complex joints in the construction of steel-concrete composite structures, it is advisable to carry out simulated construction at a ratio of 1.1 before construction, optimize the design of joints according to the simulated conditions, and carry out process evaluation.
3.4 Construction detailed design
3.4.1 The detailed construction design shall comply with the relevant current national standards and shall be carried out on the basis of the construction drawings. The detailed design drawings shall be approved by the design unit before construction.
3.4.2 The detailed construction design shall include the following contents on the basis of construction technology, structural structure and other relevant requirements.
1.Design lofting and refinement of joints in densely reinforced parts; connection methods between steel beams and steel columns, steel columns and beam bars, steel beams and beam bars, strip steel diagonal braces or steel concrete diagonal braces and beam-column connections, Construction requirements;
2 The bonded connection structure between concrete and steel frame, the layout of reserved holes for electromechanical equipment, and the layout of embedded parts, etc.;
3 Grouting holes, flow holes, vent holes and drain holes, etc. required for concrete pouring;
4 Design of stiffeners during component processing;
5.The design of the connecting plate, lifting lug, etc. set according to the requirements of the installation process;
4.4.2 The maximum particle size of the coarse aggregate for concrete should not be greater than 1/3 of the thickness of the concrete outside the section steel, and should not be greater than 25mm. Self-compacting concrete should be used for nodes and parts where it is difficult to ensure the quality of concrete pouring.
4.4.3 The slump of the pumped concrete should be controlled at 160mm-200mm, its expansion should be greater than or equal to 500mm, the water-cement ratio should be controlled at 0.40-0.45, and bleeding and segregation of the concrete mixture should be avoided.
4.5 Steel members
4.5.1 The steel components must pass the acceptance inspection of the steel structure manufacturing factory, and the factory certificate and component list shall be issued before entering the site.
4.5.2 After the steel components are transported to the installation site, the installation unit shall organize the review and acceptance of component deformation, damage and other visual quality as well as component identification and main dimensions. When there is deformation and damage, it should be corrected and repaired before installation.
4.5.3 Steel components should be processed, transported and brought into site according to the installation sequence and schedule plan.
4.5.4 The steel components transported to the installation site shall be effectively stacked according to the plane layout designed by the construction organization, and the height and stacking limit shall meet the requirements.
5 Concrete Steel Tube Columns
5.1 General provisions
5.1.1 This chapter applies to the construction of circular and rectangular steel tube concrete columns.
5.1.2 The steel pipe columns shall be coated with anti-corrosion and fire protection according to the design requirements.
5.1.3 The process flow of concrete-filled steel pipe columns should be. steel pipe processing and fabrication of steel pipe concrete columns → installation of steel pipe columns → pouring of concrete core → concrete curing → fireproof coating on the outer wall of steel pipes.
5.1.4 Relevant checking calculations shall be carried out during the construction of concrete-filled steel tube columns; for the construction of rectangular steel tube concrete-filled columns, the strength and deformation checking calculations of the concrete pouring conditions shall be carried out for the steel plates and corner welds of rectangular steel tube columns. If the requirements are not met, reinforcement measures shall be taken.
5.2 Construction points
5.2.1 The fabrication of steel pipes for CFST columns shall meet the following requirements.
1 Round steel pipes can be straight welded seam steel pipes or spiral welded seam steel pipes; when the diameter of the pipe is small and cannot be rolled, seamless steel pipes can be used and should meet the design requirements;
2 When the normal temperature coiled tube is used, the inner diameter of the minimum coiled tube of Q235 should not be less than 35 times the thickness of the steel plate, the minimum inner diameter of the coiled tube of Q345 should not be less than 40 times the thickness of the steel plate, and the minimum inner diameter of the coiled tube of Q390 or above should not be less than the thickness of the steel plate 45 times;
3 Straight seam welded steel pipes should be bent on the plate rolling machine, and both ends of the steel plate should be subjected to pressure head treatment before bending; spiral welded steel pipes should be processed and manufactured by professional manufacturers;
4 Steel plates should be purchased in fixed lengths, and each section of round pipe should not exceed one longitudinal weld;
5 The longitudinal welds of welded rectangular steel pipes should be set at the corners, and the number of welds should not exceed 4;
4 The concrete in the pipe can be constructed by conventional pouring and tamping method, pumping jacking pouring method or self-compacting and vibration-free method; when concrete is poured by pumping jacking method or self-compacting and vibration-free method, the pouring process management should be strengthened, Ensure the quality of concrete pouring;
5 When using the pumping jacking pouring method or the self-compacting vibration-free method to pour concrete, the concrete trial mix and the preparation of the concrete pouring process should be carried out before pouring, and after a 1.1 simulation test, the pouring quality inspection should be carried out to form a pouring It can be applied in engineering only after the process standard is established;
6 After pouring the concrete in the pipe, the pouring hole on the pipe wall should be sealed with equal strength, the surface should be flat, and anti-corrosion treatment should be carried out;
7 Concrete-filled steel tube columns can be tested for the compactness of the concrete after pouring by tapping steel pipes or ultrasonic waves; for doubtful parts, core samples of concrete can be used for testing, and measures should be taken for parts where the concrete is not dense;
8 Concrete filled steel tubes should be cured by sealing water at the nozzle.
6 steel concrete columns
6.1 General provisions
6.1.1 This chapter applies to the construction of steel concrete columns with simple sections and composite sections.
6.1.2 The thickness of the concrete of the section steel inside the column should not be less than 150mm from the concrete surface.
6.1.3 The clear distance between vertical steel bars in the column should not be less than 50mm, and should not be greater than.200mm; the minimum clear distance between vertical steel bars and section steel should not be less than 30mm.
6.1.4 The process flow of ordinary cross-section steel concrete columns should be. steel column processing and fabrication→steel column installation→column reinforcement binding→column formwork support→column concrete pouring→concrete curing.
6.1.5 The technological process of box-shaped or circular-section steel concrete columns should be. steel column processing and fabrication → steel column installation → internal pouring concrete pouring → column external reinforcement binding → column formwork support → column concrete pouring → concrete curing.
6.2 Construction points
6.2.1 Welding procedure qualification should be carried out for the first-time steel connection sleeve, steel material, welding material, welding method, post-weld heat treatment, etc., and the welding procedure should be determined according to the qualification report.
6.2.2 For the embedded column foot, the thickness of the concrete protective layer on the outer side of the shaped steel should not be less than 180mm, and the embedded part of the shaped steel flange should be provided with studs; the stiffener on the top surface of the column foot should be provided with concrete grouting holes and air vents, The hole diameter should not be less than 150mm, and the vent hole diameter should not be less than 20mm (Figure 6.2.2).
6.2.3 For non-embedded column feet, the anchorage length of the outer vertical reinforcement of the section steel into the foundation shall not be less than the anchorage length of the tensile reinforcement, and the anchorage part shall be provided with stirrups.
6.2.4 Before the column reinforcement is bound, the order of binding shall be determined according to the form of the section steel, the spacing and position of the steel bars, and the position of the studs.
6.2.5 When the vertical steel bar in the column is connected with the section steel in the beam by the steel bar bypass method or the connector method, the following regulations shall be met.
1 When using the steel bar bypassing method, the steel bar should be bent around the section steel at an angle of not less than 1.6;
2 When the connector method is adopted, the lower end of the steel bar should be connected by a steel bar connecting sleeve, and the upper end should be connected by a connecting plate, and stiffeners should be arranged at the corresponding positions of the profiled steel in the beam (Figure 6.2.5);
3 When the vertical steel bars are relatively dense, part of them can be replaced with vertical steel bars, which will be broken after reaching the inner profile steel of the beam, and the steel bars on both sides will be correspondingly enlarged, and the replacement steel bars should meet the design requirements.
6.2.6 When steel bar and section steel are connected by steel bar connection sleeve, the following regulations shall be met.
1 The tensile strength of the connecting joint should be equal to the actual breaking strength of the connected steel bar or not less than 1.10 times the standard value of the tensile strength of the steel bar, the residual deformation is small, and it should have high ductility and repeated tension and compression performance. The area ratio of steel bars welded to steel members in the same section should not exceed 30%;
2 The connecting sleeve joints shall be welded during the fabrication of the components, and the joint strength of the welds shall not be lower than the tensile strength of the corresponding steel bars;
3 Fillet welds shall be used for the welding of steel bar connection sleeves and section steel, and the height of the welds shall be determined according to calculations (Figure 6.2.6-1);
4 When the steel bar is perpendicular to the steel plate, the steel bar connection sleeve can be directly welded to the steel plate surface [Figure 6.2.6-2(a)]; when the steel bar and the steel plate form a certain angle, it can be processed into a certain angle of the connecting plate to assist the connection [Figure 6.2.6-2(b)];
5 For the connecting sleeve of the steel bar welded on the section steel, stiffening ribs shall be provided in the section steel corresponding to the joint position of the steel bar. The bearing capacity of stiffeners, webs and welds shall be checked and calculated (Figure 6.2.6-3);
6 When welding multiple steel bar connection sleeves on the section steel, the net distance between the sleeves should not be less than 30mm, and should not be less than the outer diameter of the sleeve.
6.2.7 When the steel bar and the section steel are connected by welding with connecting plates, the following regulations shall be met.
1 When welding steel bars and steel plates, double-sided welding should be used. When double-sided welding is not possible, single-sided welding can be used. For double-sided welding, the overlapping length of the steel bar and the steel plate should not be less than 5d (d is the diameter of the steel bar), and for single-sided welding, the overlapping length should not be less than 10d (Figure 6.2.7).
2 The width of the weld between the steel bar and the steel plate shall not be less than 0.60 times the diameter of the steel bar, and the thickness of the weld shall not be less than 0.35 times the diameter of the steel bar.
6.2.8 The horizontal stiffeners of shaped steel columns and the upper and lower flanges of short steel beams shall be provided with exhaust holes, and the diameter of the exhaust holes should not be less than 10mm.
6.2.9 Before the construction of inner pouring or outsourcing concrete, the quality inspection of the welding seam, bolts and studs of the steel section inside the column shall be completed.
6.2.10 Corresponding measures shall be taken to temporarily cover and seal the top of the installed box-shaped or circular-section steel column.
6.2.11 Formwork for supporting steel concrete columns shall meet the following requirements.
1.It is advisable to set the pull bolts, and the screw rods can pass through the openings in the section steel webs or weld the connection sleeves;
2 When using welded tension bolts to fix the formwork, T-shaped tension screws should be used, the welding length should not be less than 10d, and the weld height should not be less than d/2;
3 The deformation value of the pull bolts should not exceed the allowable deviation of the template;
4 When it is not possible to set the pull screw, a rigid integral frame can be used to fix it, and the strength, rigidity, and deformation of the formwork support system should be checked and calculated.
6.2.12 Before concrete pouring, the stability of the steel column should meet the requirements.
6.2.13 After the concrete is poured, it can be cured by watering, film covering or brushing curing agent.
7 steel concrete beams
7.1 General provisions
7.1.1 This chapter applies to the construction of steel concrete frame beams and steel concrete transfer beams.
7.1.2 The construction process of steel-concrete beam should be. processing and manufacturing of steel beam → installation of steel beam → steel bar binding → formwork support → concrete pouring → concr......
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