GBJ 113-1987 Technical Specification for Construction of Hydraulic Sliding Formwork GBJ113-87 GBJ113-1987 Standard download decompression password: www.bzxz.net

Engineering Construction Standard Full Text Information System
National Standard of the People's Republic of China
Hydraulic Sliding Formwork Construction
Technical Specifications
GBJ113-87
1989Beijing
Engineering Construction Standard Full Text Information System
W Engineering Construction Standard Full Text Information System
National Standard of the People's Republic of China
Hydraulic Sliding Formwork Construction Technical Specifications
113-87
Editor: Ministry of Metallurgical Industry of the People's Republic of China Approval Department Department: State Planning Commission of the People's Republic of China Effective Date: August 1, 1988
Engineering Construction Standards Full Text Information System
Engineering Construction Standards Full Text Information System
Notice on the Release of "Technical Specifications for Hydraulic Sliding Formwork Construction"
Ji Biao [1987] No. 2297
According to the notice of the former State Construction Commission (81) Jianfa She Zi No. 546, the "Technical Specifications for Hydraulic Sliding Formwork Construction" jointly formulated by the Ministry of Metallurgical Industry and relevant departments has been reviewed by relevant departments. The "Technical Specifications for Hydraulic Sliding Formwork Construction" GBJ113-87 is now approved as a national standard and will be implemented from August 1, 1988. This standard is managed by the Ministry of Metallurgical Industry, and its specific interpretation and other work are the responsibility of the Construction Research Institute of the Ministry of Metallurgical Industry. The publication and distribution is the responsibility of China Planning Press. State Planning Commission
December 1, 1987
Engineering Construction Standards Full Text Information System
Engineering Construction Standards Full Text Information System
Compilation Statement
This specification is compiled by the Ministry of Construction Research Institute in accordance with the requirements of the former State Construction Commission (81) Jianfa Shezi No. 546 and the State Planning Commission Jibiaofa (1984) No. 10. It was compiled in conjunction with the Ministry of Coal Construction and Installation Engineering Company and other units. In the process of compiling this specification, in accordance with the relevant policies and guidelines of national capital construction, a relatively extensive investigation was conducted, summarizing the experience of slipform engineering design and construction in my country over the past 20 years, absorbing relevant scientific research results at home and abroad, and soliciting opinions from relevant units across the country. After repeated research and revision, it was finally reviewed and finalized by relevant departments. This specification is divided into seven chapters, seventeen sections and five appendices. The main contents include general principles, design of slipform construction engineering, preparation for slipform construction, design and production of slipform devices, slipform construction, special slipform construction, quality inspection and project acceptance, etc. During the implementation of this code, each unit is requested to summarize experience and accumulate information. If any modification or supplement is found, please send your opinions and relevant information to the Ministry's Metallurgical Construction Research Institute for reference in future revisions. Ministry of Metallurgical Industry
1987
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Chapter 1
Chapter 2
Section 1
Section 2
Section 3
Section 4
Chapter 3
Section 4
Chapter 5
Section 1
Section 2
Section 3
Section 4
Section 5
Section 6
Section 7
Chapter 6
Section 2
Chapter 7
Section 1
Section 2
Appendix 2
Design of slipform construction project
General provisions
Cylinder wall structure·
Frame structure
Wall panel structure
Preparation for slipform construction:
Design and production of slipform device·
Overall design
Design and production of components
Slipform construction
Assembly of slipform device
Support rod
Concrete
Reserved holes and embedded parts
Construction of transverse structure
Special slipform construction
Massive concrete
Concrete facing
Quality inspection and project acceptance||tt| |Quality inspection
Project acceptance
Term explanation:
Design load value of slipform device
Engineering construction standard full text information system
（18)
（19)
（19)
（30)
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Appendix 3
Appendix 4
Appendix 5
Additional instructions
Calculation method of allowable bearing capacity of support rod
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（36)
Test method for measuring concrete solidification by penetration resistance (37 Explanation of terms used in this specification|| tt||Engineering Construction Standards Full Text Information System
(40)
Engineering Construction Standards Full Text Information System
Chapter 1 General
Article 1.0.1 This specification is formulated to ensure that concrete and reinforced concrete projects using hydraulic sliding formwork (hereinafter referred to as sliding formwork) meet the requirements of advanced technology, economic rationality, safety and applicability, and quality assurance. Article 1.0.2 This specification applies to the construction of concrete and reinforced concrete structures using sliding formwork. Including: cylinder wall structure, frame structure, wall panel structure, large volume concrete, various concrete face protection, tunnel bottom arch structure, etc. Article 1.0.3 For projects using sliding formwork, design and construction should be closely coordinated to make the project design suitable for the characteristics of sliding formwork construction. Article 1.0.4 Slipform construction should not be carried out in winter. If construction must be carried out in winter, special technical measures should be formulated based on the characteristics of sliding formwork construction. Article 1.0.5 Safety and labor protection during sliding formwork construction must comply with the relevant national regulations in force.
Article 1.0.6 The design and construction of slipform construction projects shall comply with the provisions of this code and the relevant national standards and specifications in force in addition to the provisions of this code. Engineering Construction Standard Full Text Information System
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Chapter II Design of Slipform Construction Projects
Section I General Provisions
Article 2.1.1 The plane layout of the building structure shall make the projections of the components of each floor along the sliding direction of the formwork overlap, and the facade shall be simple to avoid local protruding structures that hinder the sliding of the formwork.
Article 2.1.2 Buildings or structures with a large plane area should be constructed by sliding formwork in sections. When the section boundary is inconsistent with the deformation joint, the boundary should be designed.
Article 2.1.3 For beams on the floors where equipment is directly installed, if the positioning accuracy of the anchor bolts is strictly required, the beam should not be designed as slipform construction. For small-section vertical cylinder wall structures that need to install equipment (such as elevators, etc.), the plane size should be enlarged by 50mm on each side compared to the installation size. Article 2.1.4 The construction unit shall jointly agree with the design unit on the construction procedures of the horizontal structure and the technical measures to maintain structural stability during construction. Article 2.1.5 The cross-sectional dimensions of the structure shall comply with the following provisions: 1. The thickness of the reinforced concrete wall panel shall not be less than 140mm; 2. The wall thickness of the circular variable cross-section cylinder wall structure shall not be less than 160mm; 3. The thickness of the concrete or lightweight aggregate concrete wall panel shall not be less than 180mm; 4. The width of the reinforced concrete beam shall not be less than 200mm; 5. The side length of the reinforced concrete column shall not be less than 300mm, and the side length of the independent column shall not be less than 400mm.
Article 2.1.6 For structures constructed with slipforms, the concrete strength grade shall comply with the following provisions:
1. Ordinary concrete shall not be lower than C13;
2. Lightweight aggregate concrete shall not be lower than C8; Engineering Construction Standard Full Text Information System
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3. Components within the same elevation should use concrete of the same strength grade. Article 2.1.7 The thickness of the concrete protective layer of the stress-bearing steel bars (measured from the outer edge of the steel bars) shall comply with the following provisions:
1. Walls and slabs shall not be less than 20mm;
2. Continuously variable cross-section cylinder walls shall not be less than 30mm; 3. Beams and columns shall not be less than 30mm.
Article 2.1.8. Along the sliding direction of the formwork, the cross-sectional dimensions of the structure shall be reduced. The concrete strength grade or reinforcement amount can be changed to meet the structural bearing capacity requirements.
Article 2.1.Article 9 Structural reinforcement should meet the following requirements: 1. Steel bars of various lengths and shapes should be able to be tied within the clearance below the lifting frame beam;
2. Various steel bars that meet at the node should be arranged in detail; 3. Structural force-bearing steel bars should be used as supporting rods. The design strength of the force-bearing steel bars that also serve as supporting rods should be reduced by 10-25%, and the welding quality of the joints should be as strong as that of the steel bars;
4. The connecting bars connected to the transverse structure should be made of Grade I round steel, with a diameter not greater than 8mm. The exposed part should not be provided with a hook in advance. When the diameter of the connecting bar is greater than 10mm, special measures should be taken.
Article 2.1.10 It is advisable to use expansion anchor bolts, anchor gun nails, etc. instead of embedded parts. When embedded parts must be used, they should be easy to install and fix, and should not protrude from the concrete surface. Article 2.1.11 Various pipelines should be arranged in a centralized manner. The positions of pre-prepared parts or reserved holes should be centralized in a vertical and horizontal direction. Article 2.1.12 For components that are to be constructed twice, the width of the reserved holes shall be 30mm larger than the cross-section of the components on each side.
Section 2 Cylinder Wall Structure
Article 2.2.1 When the area of ​​the silo group is large, it can be designed into several independent silo groups based on the construction capacity and economic rationality. Engineering Construction Standard Full Text Information System
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Article 2.2.2 The cross-section of the silo cylinder wall should be consistent at the top and bottom. When the wall thickness needs to be changed, it is advisable to adopt a step-shaped change on the inside of the cylinder wall. Article 2.2.3 The support structure of the lower part of the silo should be constructed with a set of slipform devices together with the silo cylinder wall. When the lower support structure adopts columns or frames, the columns should be arranged along the cylinder wall, and the side width of the columns should be consistent with the wall thickness. When the column side width must be greater than the wall thickness, it is advisable to expand the size on the inside of the wall.
Article 2.2.4 The silo bottom plate, hopper and hopper ring beam should be designed as an integral structure with the cylinder wall, and can be cast as a whole by sliding or partially sliding. When the sliding construction method is adopted, the height of the hopper ring beam should be reduced as much as possible. When the production process permits, the hopper can be designed to be separated from the cylinder wall. The separated part is cast by secondary formwork.
For silos with complex structures, the structure below the bottom plate should be cast by formwork. Article 2.2.5 The silo top plate should be prefabricated or integrally cast according to the construction conditions. The top plate beam should be designed as a rigid load-bearing skeleton beam. Article 2.2.6 The cylinder wall of tower-type structures should be designed as a ribbed wall panel, and the wall panel thickness should be kept unchanged in the vertical direction. If necessary, the long side size of the pilaster section can be changed. The inner corner at the connection between the pilaster and the wall panel should be set with an oblique angle. Article 2.2.7 For simple wall structures with inner linings such as bacon, when the wall and the inner lining are constructed simultaneously by slipform, the brackets supporting the inner lining should be rectangular. Article 2.2.8 The reinforcement of the wall structure should be hot-rolled deformed steel bars, and the diameter should not be less than 10mm.
When double-layer reinforcement is used, the horizontal bars should be arranged on the outside of the vertical bars. Tie bars should be arranged between the two layers of steel mesh, and the spacing of the tie bars should be determined according to the stress conditions of the wall panels.
Section 3 Frame Structure
Article 2.3.1 The structural layout of the frame shall comply with the following provisions: 1. The spacing between columns should not be greater than 9m,
2. The vertical projections of the beams of each layer should overlap and the width should be equal; Engineering Construction Standard Full Text Information System
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3. The column width should be more than 50mm larger than the beam width on each side. When this cannot be met, the beam and column should be designed to be equal in width;
4. The cross-sectional dimensions of the column should reduce changes. If changes are necessary, the side columns should be changed on the same side, and the middle columns should be changed symmetrically along the axis. Article 2.3.2 When the floor structure of the frame (including secondary beams and floor slabs) adopts the method of reserving plate thickness on the main beam and secondary beam sockets for secondary pouring construction, the design can be calculated as a whole.
Article 2.3.3 The width of the corbel on the non-beam side of the column should be the same as the width of the column, and the corbel on the beam side should be the same as the width of the beam. If the corbel support surface needs to be widened, the widened part can be cast twice.
The maximum width of the embedded parts on the column should be 25mm smaller than the column width on each side. Article 2.3.4 When the frame beam adopts a self-supporting rigid skeleton or a welded skeleton with flexible reinforcement, the bearing capacity of the skeleton should be greater than the deadweight of the concrete of the beam body, and its deflection value should not be greater than 1/500 of the span. The web members at the ends of the skeleton should be inclined downward. The length of the chord of the skeleton extending into the column should meet the anchoring requirements. When the height of the skeleton is greater than the clearance height under the lifting frame beam, the end internode of the chord of the skeleton can be spliced ​​twice. Article 2.3.5 The reinforcement of frame beams shall comply with the following provisions: 1. When the floor slab is poured for the second time, steel bars that bear the negative bending moment during the construction phase shall be arranged within 20mm below the floor slab thickness line in the negative bending moment section of the beam support; 2. It is not advisable to set up bending bars in the beam, and stirrups should be strengthened according to calculations. When bending bars are required, the height of the bending bars should be less than Ho + 200mm. When it is not satisfied, the bending bars can be welded in sections.
Note: Ho is the clearance size of the lifting frame crossbeam from the top of the template. 3. The spacing of stirrups can be arranged at unequal intervals according to calculations; 4. Within the anchorage length range of the end of the longitudinal reinforcement extending into the column, it is not advisable to bend, and it can be bent upwards if necessary.
5. When a secondary beam socket is reserved on the main beam, reinforcement measures should be taken for the beam socket section according to the verification needs.
Article 2.3.6 The reinforcement of columns shall comply with the following provisions: Engineering Construction Standard Full Text Information System
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1. The longitudinal force reinforcement shall avoid the vertical projection position occupied by the width of the jack base and the lifting frame beam;
2. Hot-rolled deformed steel bars should be used for the longitudinal force reinforcement, and the diameter of the steel bars should not be less than 16mm;
3. When the reinforcement amount of each layer of columns changes, the number of steel bars should be kept unchanged and the diameter should be adjusted;
4. The joints of the longitudinal force reinforcement should be located in the section with smaller bending moment. When the diameter of the steel bar does not change, the joint position is not restricted: 5. The stirrups should be easy to insert into the column from the side. When combined stirrups are used, the splicing points of two adjacent stirrups should be staggered alternately. For structures constructed by slipform, when the angle of the hook at the end of the stirrup is 90°, the straight length of the hook should be increased. For steel bars with a diameter of 6mm, the length should be 80mm, and for steel bars with a diameter of 8mm, the length should be 120mm.
Article 2.3.7 The connection structure between the secondary beam and the main beam cast twice should meet the force requirements during the construction period and the service period.
Article 2.3.8 When the prefabrication and hoisting conditions are not available, double-leg columns and I-shaped columns can be constructed by slipform, but they should comply with the following provisions: 1. Double-leg columns should be designed as flat web members, the width of the web members should be the same as the width of the limbs, and the spacing between the web members should be equal;
2. For I-shaped columns, the stiffening ribs of the web should be the same width as the flange. Section 4 Wall Panel Structure
Article 2.4.1 The plane layout of each layer of the wall panel structure should overlap in the vertical projection. For structures with basements, the layout of the wall panels in the underground part should be consistent with that of the wall panels in the above-ground part.
Article 2.4.2 The floor slab construction of the wall panel structure can be carried out by sliding the floor in place or installing prefabricated floor slabs layer by layer, or by sliding the wall first and then pouring the floor slab. Article 2.4.3 The positions of the door and window openings on each floor should be consistent, and the beam bottom elevation and the height and elevation of the door and window openings on the same floor should be unified. The width of the door and window opening should not exceed the full text information system of the construction standard of the work type 6
W.bzsosO.coIArticle 4 The silo bottom plate, funnel and funnel ring beam should be designed as an integral structure with the cylinder wall, and can be cast as a whole by sliding or partially sliding. When the sliding construction method is adopted, the height of the funnel ring beam should be reduced as much as possible. When the production process permits, the funnel can be designed to be separated from the cylinder wall. The separated part is cast by secondary formwork.
For silos with complex structures, the structure below the bottom plate should be cast by formwork. Article 2.2.5 The silo top plate should be prefabricated or integrally cast according to the construction conditions. The top plate beam should be designed as a rigid load-bearing skeleton beam. Article 2.2.6 The cylinder wall of tower-type structures should be designed as a ribbed wall panel, and the wall panel thickness should be kept unchanged in the vertical direction. If necessary, the long side size of the pilaster section can be changed. The inner corner at the connection between the pilaster and the wall panel should be set with an oblique angle. Article 2.2.7 For simple wall structures with inner linings such as bacon, when the wall and the inner lining are constructed simultaneously by slipform, the brackets supporting the inner lining should be rectangular. Article 2.2.8 The reinforcement of the wall structure should be hot-rolled deformed steel bars, and the diameter should not be less than 10mm.
When double-layer reinforcement is used, the horizontal bars should be arranged on the outside of the vertical bars. Tie bars should be arranged between the two layers of steel mesh, and the spacing of the tie bars should be determined according to the stress conditions of the wall panels.
Section 3 Frame Structure
Article 2.3.1 The structural layout of the frame shall comply with the following provisions: 1. The spacing between columns should not be greater than 9m,
2. The vertical projections of the beams of each layer should overlap and the width should be equal; Engineering Construction Standard Full Text Information System
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3. The column width should be more than 50mm larger than the beam width on each side. When this cannot be met, the beam and column should be designed to be equal in width;
4. The cross-sectional dimensions of the column should reduce changes. If changes are necessary, the side columns should be changed on the same side, and the middle columns should be changed symmetrically along the axis. Article 2.3.2 When the floor structure of the frame (including secondary beams and floor slabs) adopts the method of reserving plate thickness on the main beam and secondary beam sockets for secondary pouring construction, the design can be calculated as a whole.
Article 2.3.3 The width of the corbel on the non-beam side of the column should be the same as the width of the column, and the corbel on the beam side should be the same as the width of the beam. If the corbel support surface needs to be widened, the widened part can be cast twice.
The maximum width of the embedded parts on the column should be 25mm smaller than the column width on each side. Article 2.3.4 When the frame beam adopts a self-supporting rigid skeleton or a welded skeleton with flexible reinforcement, the bearing capacity of the skeleton should be greater than the deadweight of the concrete of the beam body, and its deflection value should not be greater than 1/500 of the span. The web members at the ends of the skeleton should be inclined downward. The length of the chord of the skeleton extending into the column should meet the anchoring requirements. When the height of the skeleton is greater than the clearance height under the lifting frame beam, the end internode of the chord of the skeleton can be spliced ​​twice. Article 2.3.5 The reinforcement of frame beams shall comply with the following provisions: 1. When the floor slab is poured for the second time, steel bars that bear the negative bending moment during the construction phase shall be arranged within 20mm below the floor slab thickness line in the negative bending moment section of the beam support; 2. It is not advisable to set up bending bars in the beam, and stirrups should be strengthened according to calculations. When bending bars are required, the height of the bending bars should be less than Ho + 200mm. When it is not satisfied, the bending bars can be welded in sections.
Note: Ho is the clearance size of the lifting frame crossbeam from the top of the template. 3. The spacing of stirrups can be arranged at unequal intervals according to calculations; 4. Within the anchorage length range of the end of the longitudinal reinforcement extending into the column, it is not advisable to bend, and it can be bent upwards if necessary.
5. When a secondary beam socket is reserved on the main beam, reinforcement measures should be taken for the beam socket section according to the verification needs.
Article 2.3.6 The reinforcement of columns shall comply with the following provisions: Engineering Construction Standard Full Text Information System
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1. The longitudinal force reinforcement shall avoid the vertical projection position occupied by the width of the jack base and the lifting frame beam;
2. Hot-rolled deformed steel bars should be used for the longitudinal force reinforcement, and the diameter of the steel bars should not be less than 16mm;
3. When the reinforcement amount of each layer of columns changes, the number of steel bars should be kept unchanged and the diameter should be adjusted;
4. The joints of the longitudinal force reinforcement should be located in the section with smaller bending moment. When the diameter of the steel bar does not change, the joint position is not restricted: 5. The stirrups should be easy to insert into the column from the side. When combined stirrups are used, the splicing points of two adjacent stirrups should be staggered alternately. For structures constructed by slipform, when the angle of the hook at the end of the stirrup is 90°, the straight length of the hook should be increased. For steel bars with a diameter of 6mm, the length should be 80mm, and for steel bars with a diameter of 8mm, the length should be 120mm.
Article 2.3.7 The connection structure between the secondary beam and the main beam cast twice should meet the force requirements during the construction period and the service period.
Article 2.3.8 When the prefabrication and hoisting conditions are not available, double-leg columns and I-shaped columns can be constructed by slipform, but they should comply with the following provisions: 1. Double-leg columns should be designed as flat web members, the width of the web members should be the same as the width of the limbs, and the spacing between the web members should be equal;
2. For I-shaped columns, the stiffening ribs of the web should be the same width as the flange. Section 4 Wall Panel Structure
Article 2.4.1 The plane layout of each layer of the wall panel structure should overlap in the vertical projection. For structures with basements, the layout of the wall panels in the underground part should be consistent with that of the wall panels in the above-ground part.
Article 2.4.2 The floor slab construction of the wall panel structure can be carried out by sliding the floor in place or installing prefabricated floor slabs layer by layer, or by sliding the wall first and then pouring the floor slab. Article 2.4.3 The positions of the door and window openings on each floor should be consistent, and the beam bottom elevation and the height and elevation of the door and window openings on the same floor should be unified. The width of the door and window opening should not exceed the full text information system of the construction standard of the work type 6
W.bzsosO.coIArticle 4 The silo bottom plate, funnel and funnel ring beam should be designed as an integral structure with the cylinder wall, and can be cast as a whole by sliding or partially sliding. When the sliding construction method is adopted, the height of the funnel ring beam should be reduced as much as possible. When the production process permits, the funnel can be designed to be separated from the cylinder wall. The separated part is cast by secondary formwork.
For silos with complex structures, the structure below the bottom plate should be cast by formwork. Article 2.2.5 The silo top plate should be prefabricated or integrally cast according to the construction conditions. The top plate beam should be designed as a rigid load-bearing skeleton beam. Article 2.2.6 The cylinder wall of tower-type structures should be designed as a ribbed wall panel, and the wall panel thickness should be kept unchanged in the vertical direction. If necessary, the long side size of the pilaster section can be changed. The inner corner at the connection between the pilaster and the wall panel should be set with an oblique angle. Article 2.2.7 For simple wall structures with inner linings such as bacon, when the wall and the inner lining are constructed simultaneously by slipform, the brackets supporting the inner lining should be rectangular. Article 2.2.8 The reinforcement of the wall structure should be hot-rolled deformed steel bars, and the diameter should not be less than 10mm.
When double-layer reinforcement is used, the horizontal bars should be arranged on the outside of the vertical bars. Tie bars should be arranged between the two layers of steel mesh, and the spacing of the tie bars should be determined according to the stress conditions of the wall panels.
Section 3 Frame Structure
Article 2.3.1 The structural layout of the frame shall comply with the following provisions: 1. The spacing between columns should not be greater than 9m,
2. The vertical projections of the beams of each layer should overlap and the width should be equal; Engineering Construction Standard Full Text Information System
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3. The column width should be more than 50mm larger than the beam width on each side. When this cannot be met, the beam and column should be designed to be equal in width;
4. The cross-sectional dimensions of the column should reduce changes. If changes are necessary, the side columns should be changed on the same side, and the middle columns should be changed symmetrically along the axis. Article 2.3.2 When the floor structure of the frame (including secondary beams and floor slabs) adopts the method of reserving plate thickness on the main beam and secondary beam sockets for secondary pouring construction, the design can be calculated as a whole.
Article 2.3.3 The width of the corbel on the non-beam side of the column should be the same as the width of the column, and the corbel on the beam side should be the same as the width of the beam. If the corbel support surface needs to be widened, the widened part can be cast twice.
The maximum width of the embedded parts on the column should be 25mm smaller than the column width on each side. Article 2.3.4 When the frame beam adopts a self-supporting rigid skeleton or a welded skeleton with flexible reinforcement, the bearing capacity of the skeleton should be greater than the deadweight of the concrete of the beam body, and its deflection value should not be greater than 1/500 of the span. The web members at the ends of the skeleton should be inclined downward. The length of the chord of the skeleton extending into the column should meet the anchoring requirements. When the height of the skeleton is greater than the clearance height under the lifting frame beam, the end internode of the chord of the skeleton can be spliced ​​twice. Article 2.3.5 The reinforcement of frame beams shall comply with the following provisions: 1. When the floor slab is poured for the second time, steel bars that bear the negative bending moment during the construction phase shall be arranged within 20mm below the floor slab thickness line in the negative bending moment section of the beam support; 2. It is not advisable to set up bending bars in the beam, and stirrups should be strengthened according to calculations. When bending bars are required, the height of the bending bars should be less than Ho + 200mm. When it is not satisfied, the bending bars can be welded in sections.
Note: Ho is the clearance size of the lifting frame crossbeam from the top of the template. 3. The spacing of stirrups can be arranged at unequal intervals according to calculations; 4. Within the anchorage length range of the end of the longitudinal reinforcement extending into the column, it is not advisable to bend, and it can be bent upwards if necessary.
5. When a secondary beam socket is reserved on the main beam, reinforcement measures should be taken for the beam socket section according to the verification needs.
Article 2.3.6 The reinforcement of columns shall comply with the following provisions: Engineering Construction Standard Full Text Information System
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1. The longitudinal force reinforcement shall avoid the vertical projection position occupied by the width of the jack base and the lifting frame beam;
2. Hot-rolled deformed steel bars should be used for the longitudinal force reinforcement, and the diameter of the steel bars should not be less than 16mm;
3. When the reinforcement amount of each layer of columns changes, the number of steel bars should be kept unchanged and the diameter should be adjusted;
4. The joints of the longitudinal force reinforcement should be located in the section with smaller bending moment. When the diameter of the steel bar does not change, the joint position is not restricted: 5. The stirrups should be easy to insert into the column from the side. When combined stirrups are used, the splicing points of two adjacent stirrups should be staggered alternately. For structures constructed by slipform, when the angle of the hook at the end of the stirrup is 90°, the straight length of the hook should be increased. For steel bars with a diameter of 6mm, the length should be 80mm, and for steel bars with a diameter of 8mm, the length should be 120mm.
Article 2.3.7 The connection structure between the secondary beam and the main beam cast twice should meet the force requirements during the construction period and the service period.
Article 2.3.8 When the prefabrication and hoisting conditions are not available, double-leg columns and I-shaped columns can be constructed by slipform, but they should comply with the following provisions: 1. Double-leg columns should be designed as flat web members, the width of the web members should be the same as the width of the limbs, and the spacing between the web members should be equal;
2. For I-shaped columns, the stiffening ribs of the web should be the same width as the flange. Section 4 Wall Panel Structure
Article 2.4.1 The plane layout of each layer of the wall panel structure should overlap in the vertical projection. For structures with basements, the layout of the wall panels in the underground part should be consistent with that of the wall panels in the above-ground part.
Article 2.4.2 The floor slab construction of the wall panel structure can be carried out by sliding the floor in place or installing prefabricated floor slabs layer by layer, or by sliding the wall first and then pouring the floor slab. Article 2.4.3 The positions of the door and window openings on each floor should be consistent, and the beam bottom elevation and the height and elevation of the door and window openings on the same floor should be unified. The width of the door and window opening should not exceed the full text information system of the construction standard of the work type 6
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1. Longitudinal force reinforcement should avoid the vertical projection position occupied by the jack base and the width of the lifting frame beam;
2. Longitudinal force reinforcement should be hot-rolled deformed steel bars, and the diameter of the steel bars should not be less than 16mm;
3. When the reinforcement amount of each layer column changes, the number of steel bars should be kept unchanged and the diameter should be adjusted;
4. The joints of the longitudinal force reinforcement should be located in the section with smaller bending moment. When the diameter of the steel bar does not change, the joint position is not restricted: 5. Stirrups should be easy to insert into the column from the side. When combined stirrups are used, the joints of two adjacent stirrups should be staggered alternately. For structures constructed with slipform, when the angle of the hook at the end of the stirrup is 90°, the straight length of the hook should be increased. For steel bars with a diameter of 6mm, it should be 80mm, and for steel bars with a diameter of 8mm, it should be 120mm.
Article 2.3.7 The connection structure between the secondary beam and the main beam of the secondary pouring shall meet the force requirements during the construction period and the service period.
Article 2.3.8 When the prefabrication hoisting conditions are not available, the double-leg columns and I-shaped columns can be constructed by slipform, but they should comply with the following provisions: 1. Double-leg columns should be designed as flat web members, the width of the web members should be the same as the width of the leg members, and the spacing of the web members should be equal;
2. For I-shaped columns, the stiffening ribs of the web should be the same width as the flange. Section 4 Wall Panel Structure
Article 2.4.1 The vertical projections of the plane layout of each layer of the wall panel structure should coincide. For structures with basements, the layout of the wall panels of the underground part should be consistent with that of the wall panels of the above-ground part.
Article 2.4.2 The floor slab construction of the wall panel structure can be carried out by sliding the wall layer by layer, or installing prefabricated floor slabs, or first sliding the wall and then pouring the floor slabs. Article 2.4.3 The positions of door and window openings on each floor should be consistent, and the beam bottom elevation and the height and elevation of the door and window openings on the same floor should be unified. The width of the door and window opening should not exceed the standard for construction type 6.coI Engineering Construction Standard Full Text Information System
1. Longitudinal force reinforcement should avoid the vertical projection position occupied by the jack base and the width of the lifting frame beam;
2. Longitudinal force reinforcement should be hot-rolled deformed steel bars, and the diameter of the steel bars should not be less than 16mm;
3. When the reinforcement amount of each layer column changes, the number of steel bars should be kept unchanged and the diameter should be adjusted;
4. The joints of the longitudinal force reinforcement should be located in the section with smaller bending moment. When the diameter of the steel bar does not change, the joint position is not restricted: 5. Stirrups should be easy to insert into the column from the side. When combined stirrups are used, the joints of two adjacent stirrups should be staggered alternately. For structures constructed with slipform, when the angle of the hook at the end of the stirrup is 90°, the straight length of the hook should be increased. For steel bars with a diameter of 6mm, it should be 80mm, and for steel bars with a diameter of 8mm, it should be 120mm.
Article 2.3.7 The connection structure between the secondary beam and the main beam of the secondary pouring shall meet the force requirements during the construction period and the service period.
Article 2.3.8 When the prefabrication hoisting conditions are not available, the double-leg columns and I-shaped columns can be constructed by slipform, but they should comply with the following provisions: 1. Double-leg columns should be designed as flat web members, the width of the web members should be the same as the width of the leg members, and the spacing of the web members should be equal;
2. For I-shaped columns, the stiffening ribs of the web should be the same width as the flange. Section 4 Wall Panel Structure
Article 2.4.1 The vertical projections of the plane layout of each layer of the wall panel structure should coincide. For structures with basements, the layout of the wall panels of the underground part should be consistent with that of the wall panels of the above-ground part.
Article 2.4.2 The floor slab construction of the wall panel structure can be carried out by sliding the wall layer by layer, or installing prefabricated floor slabs, or first sliding the wall and then pouring the floor slabs. Article 2.4.3 The positions of door and window openings on each floor should be consistent, and the beam bottom elevation and the height and elevation of the door and window openings on the same floor should be unified. The width of the door and window opening should not exceed the standard for construction type 6.
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