JGJ 116-1998 Technical Specification for Seismic Reinforcement of Buildings
Some standard content:
Engineering Construction Standard Full-text Information System
Industry Standard of the People's Republic of China
Technical Specification for Seismic Strengthening of Building
JGJ116—98
1998Beijing
Engineering Construction Standard Full-text Information System
.Engineering Construction Standard Full-text Information System
Industry Standard of the People's Republic of China
Technical Specification for Seismic Strengthening of Building
Building
JGJ116—98
Editor: China Academy of Building ResearchApproval department: Ministry of Construction of the People's Republic of ChinaEffective date: March 1, 1999
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Notice on the release of the industry standard
"Technical Code for Seismic Reinforcement of Buildings"Jianbiao [1998] No. 169
According to the requirements of the "Notice on Issuing the 1984 National Urban and Rural Construction Science and Technology Development Plan" ([84] Chengkezi No. 153) of the former Ministry of Urban and Rural Construction and Environmental Protection, the "Technical Code for Seismic Reinforcement of Buildings" edited by the China Academy of Building Research has been reviewed and approved as a mandatory industry standard, numbered JGJ116—98, and will be implemented from March 1, 1999. This standard is managed by the China Academy of Building Research, the technical unit responsible for building engineering standards of the Ministry of Construction, and is responsible for the specific interpretation of the China Academy of Building Research. This standard is published by China Construction Industry Press organized by the Standard and Quota Research Institute of the Ministry of Construction.
Ministry of Construction of the People's Republic of China
September 14, 1998
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Terms and Symbols
Basic Provisions
Foundation and Base
Multi-storey Masonry House
General Provisions
Reinforcement Methods
Reinforcement Design and Construction
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Reinforcement method
Reinforcement design and construction
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General provisions
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10 Timber structure and earth and stone wall house:
10.1 Timber structure house
Earth and stone wall house
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Appendix A·Explanation of terms used in this code
Additional explanation
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1.0.1 In order to implement the principle of prevention first in earthquake work, reduce earthquake damage, reduce losses, and make the seismic reinforcement of existing buildings economical, reasonable, effective and practical, this code is formulated.
Buildings reinforced in accordance with this code will generally not collapse and injure people or damage important production equipment when encountering an earthquake with an intensity equivalent to the seismic fortification intensity, and can continue to be used after repair.
1.0.2 This code applies to the design and construction of seismic reinforcement for existing buildings in areas with seismic fortification intensity of 6 to 9 degrees, which need to be reinforced because their seismic capacity does not meet the fortification requirements. In general, the seismic fortification intensity can be the basic earthquake intensity. Buildings with special requirements in the industry should be designed and constructed for seismic reinforcement in accordance with special regulations.
This code\6, 7, 8, 9 degrees" is the abbreviation of "seismic fortification intensity of 6, 7, 8, 9 degrees". Note:
1.0.3 For seismic enclosure of existing buildings, corresponding countermeasures shall be taken in accordance with the relevant requirements of the current national standard "Standard for Seismic Evaluation of Buildings" GB50023. 1.0.4 During seismic reinforcement, the importance category of the building and the corresponding seismic verification and structural classification shall be adopted in accordance with the relevant provisions of Article 1.0.3 of the current national standard "Standard for Seismic Evaluation of Buildings" GB50023-95.
1.0.5 In addition to complying with the provisions of this code, the design and construction of seismic reinforcement of existing buildings shall also comply with the provisions of the current relevant national standards and specifications. Engineering Construction Standard Full-text Information System
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2 Terms and Symbols
2.1 Terms
Seismic Reinforcement isemic strengthening of building 2.1.1
Design and construction to make the existing buildings meet the specified seismic fortification requirements. 2.1.2compound seismic capabilitycompound seismic capabilityThe ability of the entire building structure to resist earthquake effects by comprehensively considering its structure and bearing capacity and other factors.
2.1.3Masonry strengthening with plastersplityMasonry strengthening with concretesplityMasonry strengthening with concretesplityMasonry strengthening with concretesplityMasonry strengthening with concretesplityMasonry strengthening with concretesplityMasonry strengthening with concretesplityMasonry strengthening with concretesplityMasonry strengthening with concretesplityMasonry strengthening with concretesplityMasonry strengthening with concretesplityMasonry strengthening with concretesplice ... 2.1.7
Concrete jacket reinforcement method Structure member strengthening with steel frame reinforcement method Structure member strengthening with steel frame reinforcement method e
A reinforcement method of a frame made of angle steel, flat steel, etc. wrapped around the original reinforced concrete beams and columns or masonry columns.
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2.2 Main symbols
2.2.1 Action and action effect
-Axial pressure corresponding to the representative value of gravity load; elastic seismic shear force of the reinforced floor;
-Design value of action effect of basic combination of structural components after reinforcement; Material properties and resistance
f, fk
Existing bending bearing capacity of components after reinforcement,
Existing shear bearing capacity of components or floors after reinforcement; Design value of structural component bearing capacity after reinforcement; Stiffness of structural components after reinforcement;
Strength design value and standard value of raw materials; Strength design value and standard value of reinforcement materials; 2.2.3
Geometric parameters
Actual steel bar cross-sectional area;
Original seismic wall cross-sectional area;
Aw——Seismic wall cross-sectional area after reinforcement ; Width of component section after reinforcement;
- Height of component section after reinforcement;
- Length of component and span of roof truss after reinforcement; 2.2.4 Calculation coefficient
- Original comprehensive seismic bearing capacity index;
- Comprehensive seismic bearing capacity index after reinforcement; - Bearing capacity adjustment coefficient of seismic reinforcement; Enhancement coefficient of seismic capacity after reinforcement;
5 - Floor strength coefficient after reinforcement; bi
- System influence coefficient of structural structure after reinforcement; Local influence coefficient of structural structure after reinforcement. Engineering Construction Standard Full-text Information System
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3 Basic Provisions
3.0.1 Before seismic reinforcement of existing buildings, seismic assessment shall be carried out in accordance with the current national standard "Standard for Seismic Assessment of Buildings" GB50023. Seismic reinforcement design shall meet the following requirements: 3.0.1.1 The reinforcement plan shall be determined comprehensively based on the seismic assessment results, which may include overall house reinforcement, section reinforcement or component reinforcement, and it is advisable to combine maintenance and renovation to improve the use function and pay attention to aesthetics:
3.0.1.2 The reinforcement method shall be convenient for construction and shall reduce the impact on production and life.
3.0.2 The structural layout and connection structure of seismic reinforcement shall meet the following requirements: 3.0.2.1 The overall layout of reinforcement shall give priority to the scheme of enhancing the overall seismic performance of the structure, which shall be conducive to eliminating factors that are unfavorable to seismic resistance and improving the stress condition of components; it is advisable to reduce the reinforcement work of the foundation and take more measures to improve the ability of the upper structure to resist uneven settlement; it is also advisable to consider the influence of the site. 3.0.2.2 The arrangement of reinforced or newly added components should make the mass and stiffness distribution of the reinforced structure more uniform and symmetrical, and local reinforcement should be avoided to avoid sudden changes in structural stiffness or strength. 3.0.2.3 Measures should be taken to enhance the bearing capacity or deformation capacity of weak earthquake-resistant parts, vulnerable parts and connection parts of different types of structures compared with general parts. 3.02.4 There should be a reliable connection between the added components and the original components, and the added vertical components such as earthquake-resistant walls and columns should have a reliable foundation. 3.02.5 Non-structural components such as parapets, door faces, and roof chimneys that are prone to collapse and injuring people should be removed or rusted when they meet the requirements of the assessment, and they should be reinforced when they need to be retained. 3.0.3 The seismic verification of the structure during seismic reinforcement should meet the following requirements: 3.0.3.1 When the seismic fortification intensity is 6 degrees, seismic verification is not required. 3.0.3.2 The seismic calculation of the structure during seismic reinforcement shall be verified by the comprehensive seismic capacity index of the floor in this code. The comprehensive seismic capacity index of the floor after reinforcement shall not be less than 1.0.
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3.0.3.3 When the parameters for calculating the comprehensive seismic capacity index of the floor are not given in this code, the method of the current national standard "Code for Seismic Design of Buildings" GBJ11 can be used for verification. When the method of the current national standard "Code for Seismic Design of Buildings" GBJ11 is used for seismic calculation, its "bearing capacity seismic adjustment coefficient" shall be replaced by "bearing capacity adjustment coefficient for seismic reinforcement". The value of the bearing capacity adjustment coefficient for seismic reinforcement can be adopted as 0.85 times the bearing capacity seismic adjustment coefficient of the current national standard "Code for Seismic Design of Buildings" GBJ11. However, the components reinforced by steel structure sleeves shall still be adopted according to the specified values of the original components.
3.0.3.4 The analysis of the reinforced structure and the calculation of the bearing capacity of the components shall also meet the following requirements:
(1) The calculation diagram of the structure shall be determined based on the load, seismic action and actual stress condition after reinforcement. When the changes in the structural stiffness and gravity load representative values after reinforcement do not exceed 10% and 5% of the original values respectively, the influence of the change in seismic action may be ignored;(2) The calculation cross-sectional area of the structural components shall adopt the actual effective cross-sectional area;(β) When verifying the bearing capacity of the structural components, the additional internal forces caused by the actual load eccentricity and deformation of the structural components shall be taken into account. The influence of the actual stress degree after reinforcement, the strain hysteresis of the newly added parts and the degree of coordination between the new and old parts on the bearing capacity shall also be taken into account. 3.0.4 The materials used for earthquake-resistant reinforcement shall meet the following requirements: 3.0.4.1 The strength grade of clay bricks shall not be lower than MU7.5; the strength grade of medium-sized solid blocks of fly ash and medium-sized hollow blocks of concrete shall not be lower than MU10, and the strength grade of small hollow blocks of concrete shall not be lower than MU5; the strength grade of mortar for masonry shall not be lower than M2.5.
3.d4.2 The strength grade of reinforced concrete shall not be lower than C20, and the steel bars shall be Grade I or Grade II steel.
3.0L4.3 The steel section shall be Q235 steel. 3.0.4.4 The strength grade of the materials used for reinforcement shall not be lower than the strength grade of the original component materials.
3.0.5 The construction of earthquake-resistant reinforcement shall meet the following requirements: 3.0.5.1 Measures shall be taken to avoid or reduce damage to the original structure during construction. 3.0.5.2 If the original structure or the hidden parts of related projects are found to have serious defects during construction, the construction should be suspended and can only be continued after effective measures are taken in conjunction with the reinforcement design unit.
3.0.5.3 When unsafe factors such as tilting, cracking or collapse may occur, safety measures should be taken before construction.
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4 Foundation and Base
4.0.1 This chapter applies to the building foundation and base in the earthquake-unfavorable areas with soft soil, liquefied soil and obviously uneven soil layers. Unfavorable areas should be divided according to the current national standard "Code for Seismic Design of Buildings" GBJ11.
4.0.2 During earthquake-resistant reinforcement, the natural foundation bearing capacity can be taken into account in the influence of long-term compaction of the building. The calculation shall be carried out according to the method specified in Section 4.2.6.1 of the current national standard "Standard for Seismic Assessment of Buildings" GB50023-95. Among them, the design value of the foundation bottom surface pressure shall be calculated according to the situation after reinforcement, while the main long-term compaction improvement coefficient of the foundation shall still be taken according to the value before reinforcement. 4.0.3 When the vertical bearing capacity of the foundation cannot meet the requirements, the following treatments can be taken: 4.0.3.1 When the design value of the foundation bottom surface pressure exceeds the design value of the foundation bearing capacity by less than 10%, measures can be taken to improve the ability of the superstructure to resist uneven settlement. 4.03.2 When the design value of the foundation bottom surface pressure exceeds the design value of the foundation bearing capacity by 10% or more or the building has already experienced unacceptable settlement and cracks, measures can be taken to enlarge the foundation bottom area, strengthen the foundation or reduce the load. 4.0.4 When the horizontal bearing capacity of the foundation or pile foundation cannot meet the requirements, the following treatments can be taken:
4.0.4.1 When there is no rigid floor next to the foundation, a rigid floor can be added. 4.04.2 Foundation beams can be added to disperse the horizontal load to the adjacent foundation. 4.0.5 When the liquefaction level of the liquefied foundation is serious, measures to eliminate liquefaction settlement or strengthen the superstructure should be taken for Class B and Class C buildings that are sensitive to liquefaction. 4.0.6 When the foundation treatment is carried out to eliminate liquefaction settlement, the following measures can be selected. 4.0.6.1 Pile foundation underpinning: The foundation load is transferred to the non-liquefied soil through the pile. The length of the pile end (excluding the pile tip) extending into the non-liquefied soil should be determined by calculation and should not be less than 0.5m.
.0.6.2 Ballast weight method. For buildings without strict requirements for ground elevation, soil or heavy objects can be piled around the building to increase the covering pressure. Engineering Construction Standards Full-text Information System
3 When the parameters for calculating the comprehensive seismic capacity index of floors are not given in this code, the method of the current national standard "Code for Seismic Design of Buildings" GBJ11 can be used for verification. When the method of the current national standard "Code for Seismic Design of Buildings" GBJ11 is used for seismic verification, its "bearing capacity seismic adjustment coefficient" should be replaced by "bearing capacity adjustment coefficient for seismic reinforcement". The value of the bearing capacity adjustment coefficient for seismic reinforcement can be 0.85 times the bearing capacity seismic adjustment coefficient of the current national standard "Code for Seismic Design of Buildings" GBJ11. However, the components reinforced by steel structure sleeves shall still be adopted according to the specified values of the original components.
3.0.3.4 The analysis of the reinforced structure and the calculation of the bearing capacity of the components shall also meet the following requirements:
(1) The calculation diagram of the structure shall be determined based on the load, seismic action and actual stress condition after reinforcement. When the changes in the structural stiffness and gravity load representative values after reinforcement do not exceed 10% and 5% of the original values respectively, the influence of the change in seismic action may be ignored;(2) The calculation cross-sectional area of the structural components shall adopt the actual effective cross-sectional area;(β) When verifying the bearing capacity of the structural components, the additional internal forces caused by the actual load eccentricity and deformation of the structural components shall be taken into account. The influence of the actual stress degree after reinforcement, the strain hysteresis of the newly added parts and the degree of coordination between the new and old parts on the bearing capacity shall also be taken into account. 3.0.4 The materials used for earthquake-resistant reinforcement shall meet the following requirements: 3.0.4.1 The strength grade of clay bricks shall not be lower than MU7.5; the strength grade of medium-sized solid blocks of fly ash and medium-sized hollow blocks of concrete shall not be lower than MU10, and the strength grade of small hollow blocks of concrete shall not be lower than MU5; the strength grade of mortar for masonry shall not be lower than M2.5.
3.d4.2 The strength grade of reinforced concrete shall not be lower than C20, and the steel bars shall be Grade I or Grade II steel.
3.0L4.3 The steel section shall be Q235 steel. 3.0.4.4 The strength grade of the materials used for reinforcement shall not be lower than the strength grade of the original component materials.
3.0.5 The construction of earthquake-resistant reinforcement shall meet the following requirements: 3.0.5.1 Measures shall be taken to avoid or reduce damage to the original structure during construction. 3.0.5.2 If the original structure or the hidden parts of related projects are found to have serious defects during construction, the construction should be suspended and can only be continued after effective measures are taken in conjunction with the reinforcement design unit.
3.0.5.3 When unsafe factors such as tilting, cracking or collapse may occur, safety measures should be taken before construction.
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4 Foundation and Base
4.0.1 This chapter applies to the building foundation and base in the earthquake-unfavorable areas with soft soil, liquefied soil and obviously uneven soil layers. Unfavorable areas should be divided according to the current national standard "Code for Seismic Design of Buildings" GBJ11.
4.0.2 During earthquake-resistant reinforcement, the natural foundation bearing capacity can be taken into account in the influence of long-term compaction of the building. The calculation shall be carried out according to the method specified in Section 4.2.6.1 of the current national standard "Standard for Seismic Assessment of Buildings" GB50023-95. Among them, the design value of the foundation bottom surface pressure shall be calculated according to the situation after reinforcement, while the main long-term compaction improvement coefficient of the foundation shall still be taken according to the value before reinforcement. 4.0.3 When the vertical bearing capacity of the foundation cannot meet the requirements, the following treatments can be taken: 4.0.3.1 When the design value of the foundation bottom surface pressure exceeds the design value of the foundation bearing capacity by less than 10%, measures can be taken to improve the ability of the superstructure to resist uneven settlement. 4.03.2 When the design value of the foundation bottom surface pressure exceeds the design value of the foundation bearing capacity by 10% or more or the building has already experienced unacceptable settlement and cracks, measures can be taken to enlarge the foundation bottom area, strengthen the foundation or reduce the load. 4.0.4 When the horizontal bearing capacity of the foundation or pile foundation cannot meet the requirements, the following treatments can be taken:
4.0.4.1 When there is no rigid floor next to the foundation, a rigid floor can be added. 4.04.2 Foundation beams can be added to disperse the horizontal load to the adjacent foundation. 4.0.5 When the liquefaction level of the liquefied foundation is serious, measures to eliminate liquefaction settlement or strengthen the superstructure should be taken for Class B and Class C buildings that are sensitive to liquefaction. 4.0.6 When the foundation treatment is carried out to eliminate liquefaction settlement, the following measures can be selected. 4.0.6.1 Pile foundation underpinning: The foundation load is transferred to the non-liquefied soil through the pile. The length of the pile end (excluding the pile tip) extending into the non-liquefied soil should be determined by calculation and should not be less than 0.5m.
.0.6.2 Ballast weight method. For buildings without strict requirements for ground elevation, soil or heavy objects can be piled around the building to increase the covering pressure. Engineering Construction Standards Full Text Information System
3 When the parameters for calculating the comprehensive seismic capacity index of floors are not given in this code, the method of the current national standard "Code for Seismic Design of Buildings" GBJ11 can be used for verification. When the method of the current national standard "Code for Seismic Design of Buildings" GBJ11 is used for seismic verification, its "bearing capacity seismic adjustment coefficient" should be replaced by "bearing capacity adjustment coefficient for seismic reinforcement". The value of the bearing capacity adjustment coefficient for seismic reinforcement can be 0.85 times the bearing capacity seismic adjustment coefficient of the current national standard "Code for Seismic Design of Buildings" GBJ11. However, the components reinforced by steel structure sleeves shall still be adopted according to the specified values of the original components.
3.0.3.4 The analysis of the reinforced structure and the calculation of the bearing capacity of the components shall also meet the following requirements:
(1) The calculation diagram of the structure shall be determined based on the load, seismic action and actual stress condition after reinforcement. When the changes in the structural stiffness and gravity load representative values after reinforcement do not exceed 10% and 5% of the original values respectively, the influence of the change in seismic action may be ignored;(2) The calculation cross-sectional area of the structural components shall adopt the actual effective cross-sectional area;(β) When checking the bearing capacity of the structural components, the additional internal forces caused by the actual load eccentricity and deformation of the structural components shall be taken into account. The influence of the actual stress degree after reinforcement, the strain hysteresis of the newly added parts and the degree of coordination between the new and old parts on the bearing capacity shall also be taken into account. 3.0.4 The materials used for seismic reinforcement shall meet the following requirements: 3.0.4.1 The strength grade of clay bricks shall not be lower than MU7.5; the strength grade of medium solid fly ash blocks and medium hollow concrete blocks shall not be lower than MU10, and the strength grade of small hollow concrete blocks shall not be lower than MU5; the strength grade of mortar for masonry shall not be lower than M2.5.
3.d4.2 The strength grade of reinforced concrete shall not be lower than C20, and the steel bars shall be Grade I or Grade II steel.
3.0L4.3 The steel section shall be Q235 steel. 3.0.4.4 The strength grade of the materials used for reinforcement shall not be lower than the strength grade of the original component materials.
3.0.5 The construction of seismic reinforcement shall meet the following requirements: 3.0.5.1 Measures shall be taken to avoid or reduce damage to the original structure during construction. 3.0.5.2 If the original structure or the hidden parts of related projects are found to have serious defects during construction, the construction should be suspended and can only be continued after effective measures are taken in conjunction with the reinforcement design unit.
3.0.5.3 When unsafe factors such as tilting, cracking or collapse may occur, safety measures should be taken before construction.
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4 Foundation and Base
4.0.1 This chapter applies to the building foundation and base in the earthquake-unfavorable areas with soft soil, liquefied soil and obviously uneven soil layers. Unfavorable areas should be divided according to the current national standard "Code for Seismic Design of Buildings" GBJ11.
4.0.2 During earthquake-resistant reinforcement, the natural foundation bearing capacity can be taken into account in the influence of long-term compaction of the building. The calculation shall be carried out according to the method specified in Section 4.2.6.1 of the current national standard "Standard for Seismic Assessment of Buildings" GB50023-95. Among them, the design value of the foundation bottom surface pressure shall be calculated according to the situation after reinforcement, while the main long-term compaction improvement coefficient of the foundation shall still be taken according to the value before reinforcement. 4.0.3 When the vertical bearing capacity of the foundation cannot meet the requirements, the following treatments can be taken: 4.0.3.1 When the design value of the foundation bottom surface pressure exceeds the design value of the foundation bearing capacity by less than 10%, measures can be taken to improve the ability of the superstructure to resist uneven settlement. 4.03.2 When the design value of the foundation bottom surface pressure exceeds the design value of the foundation bearing capacity by 10% or more or the building has already experienced unacceptable settlement and cracks, measures can be taken to enlarge the foundation bottom area, strengthen the foundation or reduce the load. 4.0.4 When the horizontal bearing capacity of the foundation or pile foundation cannot meet the requirements, the following treatments can be taken:
4.0.4.1 When there is no rigid floor next to the foundation, a rigid floor can be added. 4.04.2 Foundation beams can be added to disperse the horizontal load to the adjacent foundation. 4.0.5 When the liquefaction level of the liquefied foundation is serious, measures to eliminate liquefaction settlement or strengthen the superstructure should be taken for Class B and Class C buildings that are sensitive to liquefaction. 4.0.6 When the foundation treatment is carried out to eliminate liquefaction settlement, the following measures can be selected. 4.0.6.1 Pile foundation replacement: The foundation load is transferred to the non-liquefied soil through the pile. The length of the pile end (excluding the pile tip) extending into the non-liquefied soil should be determined by calculation and should not be less than 0.5m.
.0.6.2 Ballast weight method. For buildings without strict requirements for ground elevation, soil or heavy objects can be piled around the building to increase the covering pressure. Engineering Construction Standards Full Text Information System
5 When the liquefaction level of the liquefied foundation is serious, measures should be taken to eliminate liquefaction settlement or strengthen the superstructure for Class B and Class C buildings that are sensitive to liquefaction. 4.0.6 When performing foundation treatment to eliminate liquefaction settlement, the following measures can be selected 4.0.6.1 Pile foundation replacement: The foundation load is transferred to the non-liquefied soil through the pile. The length of the pile end (excluding the pile tip) extending into the non-liquefied soil should be determined by calculation and should not be less than 0.5m.
.0.6.2 Ballast weight method. For buildings that do not have strict requirements on the ground elevation, soil or heavy objects can be piled around the building to increase the covering pressure. Engineering Construction Standard Full Text Information System
5 When the liquefaction level of the liquefied foundation is serious, measures should be taken to eliminate liquefaction settlement or strengthen the superstructure for Class B and Class C buildings that are sensitive to liquefaction. 4.0.6 When performing foundation treatment to eliminate liquefaction settlement, the following measures can be selected 4.0.6.1 Pile foundation replacement: The foundation load is transferred to the non-liquefied soil through the pile. The length of the pile end (excluding the pile tip) extending into the non-liquefied soil should be determined by calculation and should not be less than 0.5m.
.0.6.2 Ballast weight method. For buildings that do not have strict requirements on the ground elevation, soil or heavy objects can be piled around the building to increase the covering pressure. Engineering Construction Standard Full Text Information System
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