SP reinforced concrete monolithic building structures. Reinforced concrete monolithic building structures
System of regulatory documents in construction
SET OF RULES
DESIGN AND CONSTRUCTION
REINFORCED CONCRETE MONOLITHIC
BUILDING STRUCTURES
SP 52-103-2007
Moscow
Preface
1 DEVELOPED by the Research, Design and Technological Institute of Concrete and Reinforced Concrete (NIIZhB) - a branch of the Federal State Unitary Enterprise "National Research Center "Construction"
Companies facing market challenges today can boast of many completed and built projects with very good quality elements, with new technological and technological innovations in the entire process, covering concrete production, preparation of reinforcement, formwork, tension supports, anchor devices, connecting parts, installation connections, connection, etc. SINGLE-SIDED BUILDINGS WITH ROOF ROOF.
One of the more recent systems is the roof railing system. The main features of the system - large open spaces - up to 27 m in length up to the beams and up to 16 m in diameter make it suitable for shops and hypermarkets, warehouses and production sites, etc.
3 APPROVED AND ENTERED INTO EFFECT by order of the acting. general director FSUE "Research Center "Construction" dated July 12, 2007 No. 123.
4 INTRODUCED for the first time
Introduction 1 area of use 3 Terms and definitions 5 Structural solutions for reinforced concrete monolithic buildings The system is characterized by a limited set structural elements- main beams, secondary beams, columns and foundations. Contact details between them are done, avoiding doing welding work on the site, which was typical for traditional systems. The use of galvanized and non-corrosive reinforced and bonded parts increases the corrosion resistance and durability of the parts and, consequently, the entire building. Secondary beams form a lattice on which a high-strength steel sheet up to 160 mm thick is mounted, which captures insulating layers, snow loads, as well as technological loads from mounted installations - lighting, fire and fire extinguishing, ventilation, advertising and much more. 6 Calculation of load-bearing structural systems 6.1 Design scheme 6.2 Calculation requirements 6.3 Calculation methods 7 Load-bearing reinforced concrete structures 8 Calculation of load-bearing reinforced concrete structures 9 Design of main load-bearing structures reinforced concrete structures monolithic buildings Appendix A Basic letter designations Truly highly durable sheet metal as a material allows you to create this system - it is like a room ceiling without additional processing, it has sufficient load-bearing capacity to handle the loads of roof insulation and hanging devices. Modern waterproofing materials allow roof drainage with minimal slopes. The inclination can be realized either by changing the height of the columns in individual axes, or by using main beams with a double-sided longitudinal profile. The double-profile profile is favorable for its larger part in the middle, but complicates the formwork, especially if it is necessary to have “shortened” beams. Appendix B List of regulatory and technical documentation |
Introduction
This Code of Rules was developed as a development of SNiP 52-01-2003 “Concrete and reinforced concrete structures. Basic provisions".
The volume of construction of buildings for various purposes made of monolithic reinforced concrete in last years increased significantly. At the same time, design practice does not have at its disposal a document that would combine the basic requirements, the fulfillment of which ensures the reliability and safety of this type of building. This Code of Practice aims to fill this gap.
If there is a need to strengthen the reinforcement, then an additional extension is provided at the lower end to accommodate the tension beam. Their connection to the columns is "articulated" - it is realized with a neoprene bearing and a pin passing through holes in the columns and beam. Regarding the execution of the workpiece in the canton of the column, and also taking into account the cutting force on the end support, the cross section can be rectangular with the width of the bottom strip.
They are trapezoidal or T-shaped sections, made with or without prestressing. Their height is most often 80 cm, and the opening is up to 15 m in preload. To reduce the height of the roof structure, the tables are also cut into beams on neoprene bearings and fixed with a pin through rails in the beam - the cantilevers can be either steel or reinforced concrete. Cutting capitals beneficially lowers the center of gravity of capitals, improving the stability of horizontal forces, but at the same time creates a critical cut in the cutting area and requires special attention to the details of the reinforcement.
The decision on the application of this Code of Practice when designing monolithic buildings falls within the competence of the customer or design organization. If a decision is made to apply this Code of Practice, all requirements established therein must be met.
The set of rules was developed by Dr. Tech. Sciences A.S. Zalesov, A.S. Semchenkov, E.A. Chistyakov, S.B. Krylov, Ph.D. tech. sciences R.Sh. Sharipov(NIIZhB - branch of the Federal State Unitary Enterprise "Research Center "Construction").
Spatial reinforcement The connecting elements between the elements - beams and roofs - are hinged - all beam elements are arranged rhythmically in “simple beams”. This allows uniform transfer of vertical load to the columns, but at the same time creates problems with the spatial stability of the roof disc. The system of beams and capitals forms a rectangular grid with hinged joints, which is a replaceable system. To achieve spatial reinforcement of the roof disc, the most common is the use of a system of longitudinal and transverse horizontal joints between beams and covers.
SP 52-103-2007
CODE OF RULES FOR DESIGN AND CONSTRUCTION
REINFORCED CONCRETE MONOLITHIC BUILDING STRUCTURES
CONCRETE MONOLITHIC
BUILDING STRUCTURES
Date of introduction 2007-07-15
1 area of use
2 Normative references
SNiP 52-01-2003 Concrete and reinforced concrete structures. Basic provisions
SP 52-101-2003 Concrete and reinforced concrete structures without prestress fittings
It is most advisable to use them in the extreme longitudinal and transverse axes. There are two reasons - the first: the end axes directly take the wind load on the facades; and second: in the end axes the thickening of the columnar grid occurs, i.e. the efforts concentrated in the links by the shortest route through the columns reach the foundations.
The idea to avoid horizontal joints is to use a high profile roofing sheet - in the direction of the wave and - as an element of the roof disc. So far there is experimental data on this possibility, but there is no methodology for calculation and verification in Bulgaria yet.
SP 52-104-2004 Steel-fiber concrete structures.
3 Terms and definitions
This Code of Rules uses the basic terms and definitions according to SNiP 52-01, SP 52-101, SP 52-104 and other regulatory documents.
4 General instructions
4.1 The recommendations of this Code of Practice apply to the design of various structural systems of buildings, in which all the main load-bearing structures (columns, walls, floors, coverings, foundations) are made of monolithic reinforced concrete with rigid and flexible joints between them.
This ensures more reliable reinforcement of the roller in horizontal forces due to the high load and articulation at the base of the cammerin using a bearing. The workpiece must ensure the stability of the beam against overturning, without interfering with natural and elastic deformation during loading and unloading.
Foundations All effects on the structure are ultimately transmitted through the columns to the foundations. According to the static scheme, the columns are consoles, rigidly tucked into the foundations. Column bases can be manufactured in fully prefabricated cups from traditional systems, as well as monolithic cup bases.
4.2 The design of building structures exposed to climatic temperature and humidity influences should be carried out in accordance with SNiP 2.01.07.
4.3 Calculation and design of buildings under seismic impacts should be carried out in accordance with SNiP II-7. The fire resistance of structures and the fire safety of buildings must meet the requirements of SNiP 21-01 and STO 36554501-006.
IN Lately it is necessary to use a “mixed” option, which uses a prefabricated domed foundation without the need to transport and install heavy and inconvenient transport elements. The solution is most difficult to implement as a formwork element - it is the “cup” for the column that must be made in the formwork. The more massive part - the base of the foundation is easily implemented as formwork, and the reinforcement is applied monolithically, and it is necessary to ensure a reliable connection between the two parts with the help of suitable waiting reinforcement.
4.4 The load-bearing structures of the building should be designed taking into account durability and maintainability in accordance with SNiP 31-01, protection of structures from corrosion should be carried out in accordance with the instructions of SNiP 2.03.11.
4.5 The values of the maximum deformations of the foundation of buildings are regulated by SNiP 2.02.01. Maximum deflections, movements of structures and distortions of vertical and horizontal cells of buildings should not exceed the permissible values given in SNiP 2.01.07.
Thus, more concrete for foundations is supplied by the nearest concrete block and is not transported by the manufacturer. In a cast-in-place concrete structure, joints can be placed for additional reinforcing columns awaiting pulleys, connections to satchels, etc.
The disadvantage of this method is that monolithic concrete takes time to build up strength before assembling columns, so with reduced time frames, it is best to use precast foundations. In both base cases, precise installation is facilitated by the use of a centering metal hemisphere located at the bottom of the bowl, which fits into the same hemispherical footprint at the base of the column.
4.6 For buildings designed for the combined influence of vertical and horizontal loads according to a non-deformed scheme, the deflection of the top of the building, taking into account the compliance of the base, is recommended to be no more than 0.001 of the height of the building. For large deflections, it is necessary to perform calculations using a deformed diagram. In this case, the deflection value of the building should not exceed 0.002 of its height.
For a better connection between the column body and the inner cup, the two surfaces are made with trapezoidal imprints, which, after grouting the concrete, forms concrete anchors that transmit forces “sharply”, rather than putting new and old concrete in a vice to make smooth walls.
Implementation monolithic foundation A cup-shaped site is quite labor-intensive and slow and should be avoided, except in special cases - paired columns at joints, combined foundations with stairs, elevators, etc. factory where the products are not applicable. Façade Columns and Cabinets At the end longitudinal and transverse axes of buildings, the wheelbase is usually reduced by adding additional façade columns to meet façade requirements. They take responsibility for the final order of capital, which may already be without prior loading.
4.7 This Code of Rules should be applied in conjunction with SP 52-101 and SP 52-104.
4.8 Reinforced concrete structures must be designed in such a way as to prevent the occurrence of all types of limit states with sufficient reliability. This is achieved by selecting material quality indicators, assigning dimensions and designing in accordance with the recommendations of this SP and current regulatory documents. In this case, the technological requirements for the manufacture of structures must be met, the requirements for the operation of buildings must be met, as well as the requirements for ecology, energy saving, fire safety and durability established by the relevant regulatory documents, and uneven settlement of the foundation must be taken into account.
In addition, these columns require the necessary concrete parts for installing façade housings - plates, channel elements, holes, etc. The facade body can be made depending on architectural solution and functional requirements with all modern materials.
The pillars can be equipped with a grid of facade supports for fastening three-layer panels, suspended facades, metal cassettes for prefabricated installation, ventilated facades, etc. In cold rooms it is also possible to install thermal panels inside, leaving the columns out of the room. Facade columns are also used to install doors, windows, canopies, etc.
4.9 When designing reinforced concrete structures, their reliability must be established by calculation based on the limit states of the first and second groups by using the calculated values of loads and material characteristics, determined using the corresponding partial reliability coefficients based on the standard values of these characteristics, taking into account the degree of responsibility of the buildings.
In many cases, functional, fire or other requirements require partitions to be partially or to a certain level of reinforced concrete. The same can be realized using monolithic reinforced concrete, as well as a “sandwich” - in a three-layer version, a bearing reinforced concrete layer - located on the columns, a heat-insulating layer of foamed polystyrene with the required thickness and a front part with a smaller thickness, again made of reinforced concrete. The connection between them is made with reinforced threads of high-strength steel wires.
Standard values of loads, load combination factors and structural reliability factors, as well as the division of loads into permanent and temporary (long-term and short-term) should be adopted in accordance with SNiP 2.01.07.
The order of application of constant and long-term loads should be determined by the work schedule or in fact.
The façade panels also contain concrete sections for connecting columns. Most often, the first row goes directly to the plinth, and the next row is on top of them. Attaching them to the columns should take into account possible ground pressure and wind loads. Special attention is given to high-quality processing of interplanar joints - modern chemistry offers wide choose elastic, durable and aesthetic sealants. The front side of the panel is guaranteed to be smooth and, if desired, can also be separated with façade finishing at the factory.
Windows and window openings can also be formed on façade panels according to functional requirements. At the same time, opening opportunities must take into account the need to detail the two columns and maintain the integrity of the panel, especially during laying, transport and assembly. Knowledge of the system's features will allow the architect to withstand façade openings without conflict.
4.10 Along with monitoring the strength of concrete using samples, it is recommended to monitor the strength of concrete in the finished structure using non-destructive methods in accordance with GOST 22690.
4.11 When using A500C class reinforcement with an effective profile developed at NIIZhB, the recommendations of STO 36554501-005 should be used. End joining of reinforcement at the construction site should be carried out using welding, as well as screw and pressed mechanical connections.
Partition slabs Fire protection requirements require the construction of fire partitions separating rooms. Installation and deployment in foundation channels saves time, and they are factory-ready without requiring any treatment, making them preferable to brick walls.
The use of masonry walls involves the introduction of reinforcing columns and straps, as well as plastering - slow and labor-intensive operations that lead to excessive waste of time and money. This type of base can also be used to make fences.
It is recommended to use small-diameter reinforcement in an expanded range: 5.5; 6; 6.5; 7; 8; 9; 10; eleven; 12 mm of a new periodic profile with a square-shaped core with rounded corners in accordance with TU 14-1-5500, TU 14-1-5501.
CODE OF RULES FOR DESIGN AND CONSTRUCTION
REINFORCED CONCRETE MONOLITHIC BUILDING STRUCTURES
FEATURES IN DOUBLE-SIDED BUILDINGS. The ever-increasing need for manufacturing, warehouse and retail sites with limited access to suitable sites and at increasingly higher prices has necessitated the development of two-story systems for precast concrete buildings. Before proceeding with the design and implementation of a two-story building, it is recommended that a thorough economic analysis be carried out. The above interpolation for the roof structure here only applies to the second floor; on the first level it will be necessary to separate these axes with additional columns.
CONCRETE MONOLITHIC BUILDING STRUCTURES
Date of introduction 20070715
Preface
1 DEVELOPED by the Research, Design and Technological Institute of Concrete and Reinforced Concrete (NIIZhB), a branch of the Federal State Unitary Enterprise "National Research Center "Construction"
3 APPROVED AND ENTERED INTO EFFECT by order of the acting. General Director of the Federal State Unitary Enterprise "Research Center "Construction" dated July 12, 2007 N 123.
4 INTRODUCED FOR THE FIRST TIME Introduction This Code of Rules was developed as a development of SNiP 52012003 "Concrete and reinforced concrete structures. Basic provisions."
The volume of construction of buildings for various purposes made of monolithic reinforced concrete has increased significantly in recent years. At the same time, design practice does not have at its disposal a document that would combine the basic requirements, the fulfillment of which ensures the reliability and safety of this type of building. This Code of Practice aims to fill this gap.
The decision on the application of this Code of Practice when designing monolithic buildings falls within the competence of the customer or design organization. If a decision is made to apply this Code of Practice, all requirements established therein must be met.
The set of rules was developed by dra tech. Sciences A.S.Zalesov, A.S.Semchenkov, E.A.Chistyakov, S.B.Krylov, Ph.D. tech. Sciences R.Sh. Sharipov (NIIZhB branch of the Federal State Unitary Enterprise "SRC "Construction").
1 Scope of application This Code of Practice (hereinafter referred to as SP) applies to the design of reinforced concrete monolithic structures of residential and civil buildings made of heavy concrete without prestressing reinforcement.
SNiP 52012003 Concrete and reinforced concrete structures. Basic provisions of SP 521012003 Concrete and reinforced concrete structures without prestressing reinforcement SP 521042004* Steel-fiber concrete structures.
3 Terms and definitions This Code of Rules uses the basic terms and definitions according to SNiP 5201, SP 52101, SP 52104 and other regulatory documents.
4 General guidelines 4.1 The recommendations of this Code of Practice apply to the design of various structural systems of buildings, in which all the main load-bearing structures (columns, walls, floors, coverings, foundations) are made of monolithic reinforced concrete with rigid and flexible connections between them.
4.2 The design of building structures exposed to climatic temperature and humidity influences should be carried out in accordance with SNiP 2.01.07.
4.3 Calculation and design of buildings under seismic impacts should be carried out in accordance with SNiP II7. The fire resistance of structures and the fire safety of buildings must meet the requirements of SNiP 2101 and STO 36554501006.
4.4 Bearing structures buildings should be designed taking into account durability and maintainability in accordance with SNiP 3101, protection of structures from corrosion should be carried out in accordance with the instructions of SNiP 2.03.11.
4.5 The values of the maximum deformations of the foundation of buildings are regulated by SNiP 2.02.01. Maximum deflections, movements of structures and distortions of vertical and horizontal cells of buildings should not exceed the permissible values given in SNiP 2.01.07.
4.6 For buildings designed for the combined influence of vertical and horizontal loads according to a non-deformed scheme, the deflection of the top of the building, taking into account the compliance of the base, is recommended to be no more than 0.001 of the height of the building. For large deflections, it is necessary to perform calculations using a deformed diagram. In this case, the deflection value of the building should not exceed 0.002 of its height.
4.7 This Code of Rules should be applied in conjunction with SP 52101 and SP 52104.
4.8 Reinforced concrete structures must be designed in such a way as to prevent the occurrence of all types of limit states with sufficient reliability. This is achieved by selecting material quality indicators, assigning dimensions and designing in accordance with the recommendations of this SP and current regulatory documents. In this case, the technological requirements for the manufacture of structures must be met, the requirements for the operation of buildings must be met, as well as the requirements for ecology, energy saving, fire safety and durability established by the relevant regulatory documents, and uneven settlement of the foundation must be taken into account.
4.9 When designing reinforced concrete structures, their reliability must be established by calculation based on the limit states of the first and second groups by using the calculated values of loads and material characteristics, determined using the corresponding partial reliability coefficients based on the standard values of these characteristics, taking into account the degree of responsibility of the buildings.
Standard values of loads, load combination factors and structural reliability factors, as well as the division of loads into permanent and temporary (long-term and short-term) should be adopted in accordance with SNiP 2.01.07.
The order of application of constant and long-term loads should be determined by the work schedule or in fact.
4.10 Along with monitoring the strength of concrete using samples, it is recommended to monitor the strength of concrete in the finished structure using non-destructive methods in accordance with GOST 22690.
4.11 When using class A500C reinforcement with an effective profile developed at NIIZhB, you should use the recommendations of STO 36554501005. End joining of reinforcement at the construction site should be carried out using welding, as well as screw and pressed mechanical connections.
It is recommended to use small-diameter reinforcement in an expanded range: 5.5; 6; 6.5; 7; 8; 9; 10; eleven; 12 mm of a new periodic profile with a square-shaped core with rounded corners in accordance with TU 1415500, TU 1415501.
5 Structural solutions for reinforced concrete monolithic buildings 5.1 Design solution includes building and structural systems, as well as structural design.
5.2 The construction system of a building is determined by the material, the most massive structure and the technology for constructing load-bearing elements (monolithic reinforced concrete).
5.4 The load-bearing CS of a monolithic reinforced concrete building consists of a foundation, vertical load-bearing elements (columns and walls) resting on it and combining them into a single spatial system of horizontal elements (floor slabs and coverings).
5.5 Depending on the type of vertical load-bearing elements (columns and walls), structural systems are divided into (Fig. 5.1, a, b, c):
columnar, where the main load-bearing vertical element is columns;
wall, where the main load-bearing element is the wall;
column-walled, or mixed, where the vertical load-bearing elements are columns and walls.
a columnar KS; b wall CS; in mixed CS;
1 floor slab; 2 columns; 3 walls Figure 5.1 Fragments of building plans The lower floors are often designed in one structural system, and the upper floors in another. The structural system of such buildings is combined.
5.6 Depending on engineering geological conditions, loads and design specifications, foundations are made in the form of separate slabs of variable thickness for columns (Fig. 5.2, a), strip slabs for columns and a wall (Fig. 5.2, b) and general foundation slab over the entire area of the structural system (Fig. 5.2, c). For large slab thicknesses, more economical slabs than solid, ribbed and box-shaped slabs are used (Fig. 5.2, d, e). In weak soils, pile foundations are installed.
a) a separate; b tape; c, d, e slab: solid, ribbed and box-shaped Figure 5.2 Foundations 5.7 Columns can have a cross-section of square, rectangular, round, annular, corner, T-shaped and cross-section (Fig. 5.3, even).
a) b) c) d) e) f) g) a square; b round; to the roundabout; g rectangular;
d corner; e T-bar; g cross Figure 5.3 Cross sections of columns Rectangular columns (pylons) with an elongated cross section have a ratio of 4 or 4. Columns that are more elongated in plan should be classified as walls.
5.8 Load-bearing walls in plan they can be free-standing (Fig. 5.1, c); longitudinal and transverse; cross (Fig. 5.1, b), forming vertical thin-walled rods of open and closed sections.
5.9 Floor slabs in columnar KS are:
beamless in the form of a smooth slab (Fig. 5.4, a); slabs with capitals (Fig. 5.4, b); slabs are smooth or with capitals and with contour beams around the perimeter of the building;
with intercolumn beams in one (Fig. 5.5, a, b) and in two directions (Fig. 5.5, c, d).
a) b) a smooth plate; b slab with capitals Figure 5.4 Beamless floors a) b) c) d) a, b beams and walls in one direction, c, d beams and walls in two directions;
1 columns; 2 beams or walls, 3 solid or hollow slab, 4 solid or hollow coffered slab; 5 and 6 ribs and flanges of ribbed and coffered slabs Figure 5.5. Floor slabs in column KS with beams and in wall KS 5.10 Floor slabs in column KS with beams and in wall KS are:
solid, hollow and ribbed, if the beams and walls are in the same direction (Fig. 5.5, a, b);
solid, coffered hollow and ribbed, if the beams and walls are in two directions (Fig. 5.5, c, d);
ribbed with ribs upward for installing a floating floor and obtaining a smooth ceiling, laying sound insulation and utilities (Fig. 5.5, a).
5.11 External enclosing walls are:
load-bearing, transferring temporary and permanent loads from the floors and the own weight of the wall directly to the foundation;
self-supporting, transferring directly to the foundation only the own weight of the wall;
non-load-bearing, resting within the floor on floors or vertical load-bearing elements of the KS and not directly transferring the load to the foundation.
5.12 Structural schemes in wall CS are determined by the relative position of the walls, and in column CS by the relative position of the intercolumn beams (Fig. 5.5) relative to the transverse and longitudinal axes of the building. The patterns are transverse, longitudinal and cross. In real monolithic buildings design diagrams usually cross (Fig. 5.5, c, d; 6.2, a). Purely transverse and longitudinal schemes (Fig. 6.1, b, c) are considered when dividing the spatial CS into two independent ones (Fig. 6.1, b, c and 6.2, b, c) in order to simplify the calculations.
5.13 Horizontal loads are redistributed by floor disks between vertical supporting cantilever structures (abutments) pinched in the foundation in the form:
spatial frames in columnar CS;
walls in two directions and thin-walled rods of open and closed profiles formed by the walls in wall CS;
spatial frames, walls and thin-walled rods in mixed CS.
The abutments in the CS support all horizontal and vertical loads.
5.14 In columnar CS, the joints of spatial frames are considered rigid if there are capitals in the slabs or haunches in the main beams. The joints of columns with a smooth slab or beams are conditionally rigid. After inclined cracks form at the joints of columns, their compliance increases even more. The compliance of joints is taken into account by introducing coefficients that reduce the flexural rigidity of the elements.
5.15 V multi-storey buildings Mixed column-wall CS are most often used.
Wall, especially cross, KS have greater rigidity and greater resistance to horizontal and vertical loads and are therefore more suitable for tall buildings.
5.16 Load-bearing structural systems can be regular, with the same spacing of columns and walls along the length, width and height of the building, or irregular in plan and height of the building.
Loading...