JGJ 107-1996 General technical specification for mechanical connection of steel bars JGJ107-96
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Industry Standards of the People's Republic of China
General Technical Specification for Mechanical Splicing of Bars
JGJ107-96
1997Beijing
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Industry Standards of the People's Republic of China
General Technical Specification for Mechanical Splicing of Bars Bars
107-96
Editor: China Academy of Building ResearchApproval department: Ministry of Construction of the People's Republic of ChinaEffective date: April 1, 1997
1997 Beijing
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Notice on the release of the industry standard "General Technical Specification for Mechanical Connection of Steel Bars"
Jianbiao [1996] No. 615
According to the Ministry of Construction (1993) Jianbiaoxue No. 699, the "General Technical Specification for Mechanical Connection of Steel Bars" edited by China Academy of Building Research has been reviewed and approved as an industry standard, numbered JGJ107-96, and will be implemented from April 1, 1997. This standard is managed and interpreted by China Academy of Building Research, the technical unit of construction engineering standards of the Ministry of Construction, and published by the Standard and Quota Research Institute of the Ministry of Construction. Ministry of Construction of the People's Republic of China
December 2, 1996
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[Terms and Symbols
41 Terms..
42 Symbols...
Design Principles and Performance Levels of Joints
Application of Joints
5 Type Inspection of Joints
6 On-site Inspection and Acceptance of Joints
Loading System for Joint Performance Inspection
Appendix A||tt| |Appendix Year
Test report of joint specimen type inspection
Terms used in this code
Additional explanation
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1.0.1This code is formulated to use mechanical connection of steel bars in concrete structures, so as to achieve advanced technology, safety and applicability, economic rationality and ensure quality. 1.0.2This code is applicable to the design, application and acceptance of mechanical connection joints (referred to as joints) of load-bearing steel bars in concrete structures of industrial and civil buildings. All types of mechanical connection joints shall comply with the provisions of this code.
1.0.3The steel bars used for mechanical connection shall comply with the requirements of the current national standards "Hot-rolled ribbed steel bars for reinforced concrete" (GB1499) and "Residual heat treated steel bars for reinforced concrete" (GB13014). When implementing this code, the relevant provisions of the current national standards shall also be met.
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2 Terms and Symbols
2.1 Terms
Rebar Mechanical Splicing: A connection method that transfers the force in one steel bar to another steel bar through the mechanical bite of the connector or the pressure-bearing effect of the steel bar end face. 2.1.2 Joint Tensile Strength (Tensile Strength of Splicing): The maximum tensile stress value reached by the joint specimen during the tensile test. 2.1.3 Joint Residual Deformation (Residual Deformation of Splicing): The deformation measured within the specified gauge length after the joint specimen is loaded according to the loading system in Appendix A.
Joint Ultimate Strain: (Ultimate Strain of Splicing): The strain value of the joint specimen under the maximum tensile stress measured within the specified gauge length. 2.2 Main symbols
Main symbols
B1,B20
24+28020
flst+fast
ftkaf lk
IN/mm2
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Measured value of elastic modulus of steel bars
Secant modulus of joints at 0.7 and 0.9 times the standard value of steel bar’s service strength
Secant modulus of joints when loaded to 0.9 times the standard value of steel bar’s service strength for the 1st and 20th time
Ultimate strain of tensile joint specimens
Strain of steel bars at standard value of service strengthResidual deformation of joints in uniaxial tension
Residual deformation of joints after repeated tension and compression for 4, 8 and 20 timesMechanical connection Measured value of tensile and compressive strength of joints Measured value of tensile strength of steel bars
Standard value of tensile and compressive strength of steel bars
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3 Design principles and performance levels of joints
3.0.1 The design of mechanical joints of steel bars shall meet the requirements of joint strength (yield strength and tensile strength) and deformation performance
3.0.2 The standard value of yield bearing capacity and tensile bearing capacity of mechanical joints of steel bars shall not be less than 1.10 times the standard value of yield bearing capacity and tensile bearing capacity of connected steel bars. 3.0.3 Steel bar joints shall determine corresponding inspection items for various properties such as static uniaxial tensile performance, high stress repeated tension and compression, large deformation repeated tension and compression, fatigue resistance, and low temperature resistance according to the performance level and application occasions of the joints.
3.0.4 Joints shall be divided into the following three performance levels according to the differences in static uniaxial tensile performance and repeated tension and compression performance under high stress and large deformation conditions. Grade A: The tensile strength of the joint reaches or exceeds the standard value of the tensile strength of the parent material, and has high ductility and repeated tension and compression performance.
Grade B: The tensile strength of the joint reaches or exceeds 1.35 times the standard value of the service strength of the parent material, and has certain ductility and repeated tension and compression performance. Grade C: The joint can only withstand pressure.
3.0.5 The performance of Grade A, Grade B, and Grade C joints shall comply with the provisions of Table 3.0.5. Joint performance test index
axial tension
secant modulus
ultimate strain
residual deformation
fproduct>fu
and Ba9≥0.9
en≥0.04
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flm≥1.35fy
Eo.7≥0.9B
and E0-9≥0.7B9Www.bzxZ.net
en≥0.02
uniaxial compression a
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Secant modulus
Residual deformation
Residual deformation
B20>0.85B1
and #g<0.6mm
fm≥1.35f%
B20≥0.5B1
fproduct≥1.35f
For structures directly subjected to dynamic loads, the joints shall meet the fatigue resistance required by the design.
When there are no special requirements, for joints connecting Grade II steel bars, the fatigue performance shall be able to withstand 2 million cycles with a stress amplitude of 100N/mm2 and an upper limit stress of 180N/mm2. For joints connecting Grade III steel bars, the fatigue performance shall be able to withstand a stress amplitude of loading.
100N/mm, 200 cycles of loading with a limit stress of 190N/mm. When the temperature of the steel bar joint in the concrete structure is lower than -10℃, a special test should be carried out.
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4 Application of joints
4.0.1 The selection of joint performance grade shall comply with the following provisions: (1) In the concrete structure, where the strength of the steel bar is required to be fully utilized or the ductility of the joint is required to be high, Class A joints shall be used.
(2) In the concrete structure, where the steel bar is subjected to small force or the ductility of the joint is not required to be high, Class B joints may be used;
(3) In the concrete structure that is not seismic-resistant and does not bear dynamic loads, where the steel bar only bears pressure, Class C joints may be used. 4.0.2 The thickness of the concrete cover of the steel bar connector should meet the requirements of the minimum thickness of the concrete cover of the stress-bearing steel bar in the current national standard "Concrete Structure Design Code", and shall not be less than 15mm. The horizontal clearance between the connectors should not be less than 25mm. 4.0.3
The positions of the mechanical connection joints of the stress-bearing steel bars should be staggered. In the range from the center of any joint to a length of 35 times the diameter of the steel bar, the percentage of the cross-sectional area of the stressed steel bars with joints to the total cross-sectional area of the stressed steel bars shall comply with the following provisions: 4.0.3.1 The percentage of joints of stressed steel bars in the tension zone should not exceed 50%; 4.0.3.2 In the parts of the tension zone where the steel bars are under little stress, the percentage of Class A joints may not be restricted.
4.0.33 Joints should avoid the stirrup densification area at the ends of beams and columns of frames with seismic fortification requirements; when it is impossible to avoid, the joints should be Class A, and the percentage of joints should not exceed 50%;
4.0.3.4 In the compression zone and the parts of the prefabricated components where the steel bars are under little stress, the percentage of Class A and Class B joints may not be restricted.
4.0.4 When the components with steel bar joints are tested and reliable data are obtained, the application scope of the joints can be appropriately adjusted according to the actual situation of the project. Engineering Construction Standard Full Text Information System
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5 Type Inspection of Joints
5.0.1 Type inspection shall be carried out in the following cases: (1) When determining the performance level of the joint;
(2) When the material, process, or specification is changed; (3) When the quality supervision department makes special requirements. 5.0.2 In addition to complying with the provisions of the relevant standards, the actual measured values of the yield strength and tensile strength of the steel bar parent material used for type inspection shall not be greater than 1.10 times the corresponding standard values of yield strength and tensile strength. When greater than 1.10 times, for Class A joints, the actual measured value of the uniaxial tensile strength of the joint shall be greater than or equal to 0.9 times the actual tensile strength of the steel bar. 5.0.3 The size of the joint test piece for type inspection (Figure 5.0.3) shall comply with the requirements of Table 5.0.3.
Figure 5.0.3 Specimen size (mm)
Type test joint specimen size
Joint specimen connection length
Joint specimen secant modulus and residual deformation measurement gauge length Joint specimen limit strain measurement gauge length
Rebar diameter
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Dimensions (mm)
Nominal diameter
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5.0.4 For each type, level, specification, material, and process of mechanical connection joints, the number of type test specimens shall not be less than 12: among which the number of uniaxial tensile specimens shall not be less than 6, the number of high stress repeated tension and compression specimens shall not be less than 3, and the number of large deformation repeated tension and compression specimens shall not be less than 3. At the same time, 3 steel bar specimens of the same batch and specification shall be taken for mechanical property test. 5.0.5 The loading system for type inspection shall be carried out in accordance with the provisions of Appendix A, and the qualification conditions are as follows:
(1) Strength inspection: the measured value of each specimen shall meet the inspection index of the corresponding performance level specified in Table 3.0.5
(2) Secant modulus, ultimate strain, and residual deformation inspection: the measured average value of each group of specimens shall meet the inspection index of the corresponding performance level specified in Table 3.0.5. 5.0.6 Type inspection shall be carried out by a testing agency recognized by the national, provincial and ministerial competent authorities, and a test report and evaluation conclusion shall be issued in the format of Appendix B. Engineering Construction Standard Full Text Information System
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6 On-site inspection and acceptance of joints
6.0.1 When mechanical connection of steel bars is used in the project, the technology provider shall submit a valid type inspection report
6.0.2 Before the start of the steel bar connection project and during the construction process, each batch of incoming steel bars shall be subject to joint process inspection, and the process inspection shall meet the following requirements: 6.0.2.1 There shall be no less than 3 joint test pieces of each specification of steel bars; 6.0.2.2 The steel bar parent material of the joint test pieces shall be subjected to tensile strength test; 6.0.2.3 The tensile strength of 3 joint test pieces shall meet the strength requirements of Table 3.0.5 of this specification. For Class A joints, the tensile strength of the test piece shall be greater than or equal to 0.9 times the actual tensile strength fs of the steel bar parent material. When calculating the actual tensile strength, the actual cross-sectional area of the steel bar shall be used.
On-site inspection shall include appearance quality inspection and unidirectional tensile test. For structures with special requirements for joints, the corresponding inspection items shall be separately indicated in the design drawings. 6.0.4 The on-site inspection of joints shall be carried out in acceptance batches. For joints of the same grade, type and specification using the same batch of materials under the same application conditions, 500 joints shall be inspected and accepted as one acceptance batch. If the number is less than 500, it shall also be regarded as one acceptance batch. 6.0.5 For each acceptance batch of joints, 3 specimens shall be randomly selected from the engineering structure for single-question tensile test, and the joint performance level shall be inspected and evaluated according to the design requirements, and recorded in the format specified in Appendix B.
When the unidirectional tensile test results of the 3 specimens all meet the strength requirements of Table 3.0.5, the acceptance batch is qualified
If the strength of one specimen does not meet the requirements, another 6 specimens shall be taken for re-inspection. If the test result of one specimen still does not meet the requirements during the re-inspection, the acceptance batch is unqualified.
6. P.6 When 10 acceptance batches are continuously inspected on site and all the one-way tension test pieces are qualified in one sampling, the number of joints in the acceptance batch can be doubled. Engineering Construction Standard Full Text Information System
6 Type inspection should be carried out by a testing agency approved by the national, provincial and ministerial authorities, and a test report and assessment conclusion should be issued in the format of Appendix B. Engineering Construction Standard Full Text Information System
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6 On-site inspection and acceptance of joints
6.0.1 When mechanical connection of steel bars is used in the project, the technology provider shall submit a valid type inspection report
6.0.2 Before the start of the steel bar connection project and during the construction process, each batch of incoming steel bars shall be subject to joint process inspection, and the process inspection shall meet the following requirements: 6.0.2.1 There shall be no less than 3 joint test pieces of each specification of steel bars; 6.0.2.2 The steel bar parent material of the joint test pieces shall be subjected to tensile strength test; 6.0.2.3 The tensile strength of 3 joint test pieces shall meet the strength requirements of Table 3.0.5 of this specification. For Class A joints, the tensile strength of the test piece shall be greater than or equal to 0.9 times the actual tensile strength fs of the steel bar parent material. When calculating the actual tensile strength, the actual cross-sectional area of the steel bar shall be used.
On-site inspection shall include appearance quality inspection and unidirectional tensile test. For structures with special requirements for joints, the corresponding inspection items shall be separately indicated in the design drawings. 6.0.4 The on-site inspection of joints shall be carried out in acceptance batches. For joints of the same grade, type and specification using the same batch of materials under the same application conditions, 500 joints shall be inspected and accepted as one acceptance batch. If the number is less than 500, it shall also be regarded as one acceptance batch. 6.0.5 For each acceptance batch of joints, 3 specimens shall be randomly selected from the engineering structure for single-question tensile test, and the joint performance level shall be inspected and evaluated according to the design requirements, and recorded in the format specified in Appendix B.
When the unidirectional tensile test results of the 3 specimens all meet the strength requirements of Table 3.0.5, the acceptance batch is qualified
If the strength of one specimen does not meet the requirements, another 6 specimens shall be taken for re-inspection. If the test result of one specimen still does not meet the requirements during the re-inspection, the acceptance batch is unqualified.
6. P.6 When 10 acceptance batches are continuously inspected on site and all the one-way tension test pieces are qualified in one sampling, the number of joints in the acceptance batch can be doubled. Engineering Construction Standard Full Text Information System
6 Type inspection should be carried out by a testing agency approved by the national, provincial and ministerial authorities, and a test report and assessment conclusion should be issued in the format of Appendix B. Engineering Construction Standard Full Text Information System
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6 On-site inspection and acceptance of joints
6.0.1 When mechanical connection of steel bars is used in the project, the technology provider shall submit a valid type inspection report
6.0.2 Before the start of the steel bar connection project and during the construction process, each batch of incoming steel bars shall be subject to joint process inspection, and the process inspection shall meet the following requirements: 6.0.2.1 There shall be no less than 3 joint test pieces of each specification of steel bars; 6.0.2.2 The steel bar parent material of the joint test pieces shall be subjected to tensile strength test; 6.0.2.3 The tensile strength of 3 joint test pieces shall meet the strength requirements of Table 3.0.5 of this specification. For Class A joints, the tensile strength of the test piece shall be greater than or equal to 0.9 times the actual tensile strength fs of the steel bar parent material. When calculating the actual tensile strength, the actual cross-sectional area of the steel bar shall be used.
On-site inspection shall include appearance quality inspection and unidirectional tensile test. For structures with special requirements for joints, the corresponding inspection items shall be separately indicated in the design drawings. 6.0.4 The on-site inspection of joints shall be carried out in acceptance batches. For joints of the same grade, type and specification using the same batch of materials under the same application conditions, 500 joints shall be inspected and accepted as one acceptance batch. If the number is less than 500, it shall also be regarded as one acceptance batch. 6.0.5 For each acceptance batch of joints, 3 specimens shall be randomly selected from the engineering structure for single-question tensile test, and the joint performance level shall be inspected and evaluated according to the design requirements, and recorded in the format specified in Appendix B.
When the unidirectional tensile test results of the 3 specimens all meet the strength requirements of Table 3.0.5, the acceptance batch is qualified
If the strength of one specimen does not meet the requirements, another 6 specimens shall be taken for re-inspection. If the test result of one specimen still does not meet the requirements during the re-inspection, the acceptance batch is unqualified.
6. P.6 When 10 acceptance batches are continuously inspected on site and all the one-way tension test pieces are qualified in one sampling, the number of joints in the acceptance batch can be doubled. Engineering Construction Standard Full Text Information System
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