GB/T 50779: Evolution and historical versions
| Standard ID | Contents [version] | USD | STEP2 | [PDF] delivered in | Standard Title (Description) | Status | PDF |
| GB/T 50779-2022 | English | RFQ |
ASK
|
3 days [Need to translate]
|
(Anti-blast design standards for petrochemical buildings)
| Valid |
GB/T 50779-2022
|
| GB 50779-2012 | English | RFQ |
ASK
|
8 days [Need to translate]
|
Code for design of blast resistant control building in petrochemical industry
| Obsolete |
GB 50779-2012
|
PDF similar to GB/T 50779-2022
Basic data | Standard ID | GB/T 50779-2022 (GB/T50779-2022) | | Description (Translated English) | (Anti-blast design standards for petrochemical buildings) | | Sector / Industry | National Standard (Recommended) | | Classification of Chinese Standard | P72 | | Word Count Estimation | 108,113 | | Date of Issue | 2022-09-08 | | Date of Implementation | 2022-12-01 | | Issuing agency(ies) | Ministry of Housing and Urban-Rural Development of the People's Republic of China; State Administration for Market Regulation | | Summary | This standard applies to the anti-blast design of newly built, expanded and reconstructed petrochemical buildings. | GB/T 50779-2022: (Anti-blast design standards for petrochemical buildings)---This is a DRAFT version for illustration, not a final translation. Full copy of true-PDF in English version (including equations, symbols, images, flow-chart, tables, and figures etc.) will be manually/carefully translated upon your order.
1 General
1.0.1 This standard is formulated in order to unify the anti-blast design of petrochemical buildings, achieve safety, reliability, advanced technology, and economical rationality.
1.0.2 This standard applies to the anti-blast design of newly built, expanded and reconstructed petrochemical buildings.
1.0.3 The anti-blast design of petrochemical buildings shall not only comply with the provisions of this standard, but also meet the provisions of the relevant current national standards.
2 Terminology and symbols
2.1 Terminology
2.1.1 blast resistant building
In order to protect the safety of personnel and facilities in the building and reduce the impact of external explosion accidents on production and operation, it is necessary to carry out anti-blast design of the building according to the explosion shock wave parameters determined by the explosion safety assessment.
2.1.2 air shock wave shock wave
A longitudinal wave with a strong discontinuity of air parameters formed by an explosion in the air, referred to as a shock wave.
2.1.3 Shock wave overpressure positive pressure of shock wave
The pressure value exceeding the ambient atmospheric pressure in the shock wave compression zone acts in the normal direction on the surface of the object surrounded by the shock wave.
2.1.4 dynamic pressure
When the shock wave propagates in the air, it has the effect of the rapid movement of the gas molecules in the shock wave, and has a clear directionality.
2.1.5 reflected overpressure
When the shock wave encounters an obstacle in the direction of propagation, the overpressure increase generated by reflection on the surface.
2.1.6 stagnation pressure
When the reflected pressure of the front wall is completely dissipated, the shock wave overpressure and dynamic pressure acting on the front wall.
2.1.7 peak incident overpressure peak incident side-on overpressure
The shock wave propagates outward from the center of the explosion in free air, and reaches the overpressure of the shock wave when it reaches the surface of the building closest to the center of the explosion.
2.1.8 ductility ratio
Indicates the ability of a structural member to absorb energy, which is equal to the ratio of the elastic-plastic deformation of the member to the elastic limit deformation.
2.1.9 primary structural member
The structural components on which the limit state of the structural bearing capacity depends, the damage of the components will affect the other components supported by them and the overall structural stability of the building. It mainly includes frame columns, frame beams, load-bearing walls, roof girders or steel structure trusses, etc.
2.1.10 secondary structural member
The load-bearing components supported by the main structural components and the non-load-bearing components outside the building that are directly subjected to the overpressure of the explosion shock wave. It mainly includes non-load-bearing exterior walls, exterior wall panels, roof panels, and roof secondary beams.
2.1.11 reinforced masonry component
Reinforced block masonry, combined brick masonry and masonry components reinforced with stiffening materials such as anti-blast coatings.
2.1.12 blast resistant door
Special building doors that resist explosion shock waves from outside the building, including anti-blast doors for personnel passages, anti-blast doors for equipment passages, and anti-blast fire rescue doors.
2.1.13 blast resistant access door
The anti-blast protective door used for personnel to enter and exit the building normally.
2.11.14 Blast resistant equipment door
Anti-blast protective doors for large equipment entering and exiting buildings.
2.1.15 blast resistant fire-fighting and rescue service door
Anti-blast protective doors for fire rescue.
2.1.16 blast resistant window
Special fixed external windows for buildings that resist blast shock waves from outside the building.
2.1.17 Isolation front room air lock
A built-in compartment that prevents the explosion shock wave overpressure from entering the room on the personnel passage.
2.1.18 blast resistant valve
Installed on the opening of an explosion-resistant building, it is a valve that can resist the explosion shock wave from outside the building.
2.1.19 manned building (room)
Buildings (rooms) with fixed or permanent personnel working in the production process.
2.2 Symbols
2.2.1 Material properties
2.2.2 Action, action effect and bearing capacity
2.2.3 Geometric parameters
2.2.4 Calculation coefficients and others
3 basic rules
3.0.1 The anti-blast requirements of anti-blast buildings, the peak incident overpressure of the blast shock wave and the time of positive pressure action shall be determined through the explosion safety assessment.
3.0.2 Newly-built manned buildings should not be arranged in areas where the peak incident overpressure of the blast shock wave is greater than 48kPa.
3.0.3 In addition to complying with the current national standard "Petrochemical Enterprise Design Fire Protection Standard" GB 50160 and "Building Design Fire Protection Code" GB 50016, the plane layout of newly-built anti-blast buildings shall comply with the relevant provisions of GB 50016 when the blast shock wave peak incident overpressure is greater than 6.9kPa, the following provisions shall still be complied with.
1 Buildings should be set up independently;
2 The safety exit of the building should not directly face the device or equipment with explosion hazard. When multiple outlets are set, they should be set in different directions.
3.0.4 After the explosion-resistant building is subjected to a design blast load, the performance of the building and structural components shall meet the following requirements.
1 Buildings may have local component damage, but it should not affect the overall stability of the structure;
2 The building can continue to be used, and general repair or replacement should restore its integrity;
3 The main structural components should not be seriously damaged;
3.0.14 In the anti-blast design of existing buildings, when only a part of the anti-blast design needs to be designed, the impact of the anti-blast design part after the non-blast-resistant design part is destroyed in the explosion should be taken into account.
3.0.15 The setting of awnings and outdoor stairs of newly-built anti-blast buildings shall comply with the following regulations.
1 All stressed components shall be checked against explosion;
2 When the peak incident overpressure of the blast shock wave is greater than 3.0kPa, the awning and outdoor stairs shall be of reinforced concrete structure;
3 When the peak incident overpressure of the blast shock wave is greater than 6.9kPa, no cantilevered awning, outdoor stairs should be installed, and roof inspection ladders should not be installed. When setting up the roof maintenance ladder, the connection with the main body of the building should be strengthened.
3.0.16 In the anti-blast design of existing buildings, when there are auxiliary components such as awnings and stairs on the outside, anti-blast reinforcement measures should be taken according to the results of the anti-blast calculation.
3.0.17 When the peak incident overpressure of the explosion shock wave is greater than 6.9kPa, no deformation joints should be set in the anti-blast building.
3.0.18 Except for the openings of doors and windows, the size of openings in the outer walls of blast-resistant buildings should not be greater than 1.0m, and the clear distance between openings should be greater than the width of the openings. All openings in external walls and roofs shall be sealed against blasts as a whole, and shall be able to resist corresponding blast loads.
3.0.19 When anti-blast buildings adopt anti-blast doors and windows and anti-knock valves, the design documents shall indicate the anti-knock performance requirements of anti-blast doors, windows and anti-knock valves.
3.0.20 When the external walls of blast-resistant buildings need to be insulated, an external thermal insulation system for the external walls should be adopted.
4 Explosive load
4.1 Explosion shock wave parameters
4.1.1 Parameters such as the peak incident overpressure and positive pressure action time of the anti-blast design of buildings shall be determined according to the explosion safety assessment, and shall be indicated in the design documents.
4.1.2 Explosion shock wave parameters shall be calculated according to the following formula.
1 wave speed.
4.2 Blast loads acting on buildings
4.2.1 The explosion load acting on the front wall, side wall, roof and rear wall of a closed rectangular building can be simplified and calculated according to its relationship with the action time (Figure 4.2.1).
4.2.2 The explosion load acting on the front wall of a closed rectangular building shall be calculated according to the following formula.
1 Front wall peak reflected pressure.
Pr = Cr. Pso (4.2.2-1)
For a closed rectangular building, take 1.0 for the front wall, and take -0.4 for the side wall, roof, and back wall;
te——shock wave overpressure equivalent time of the front wall (s).
4.2.3 The explosion load acting on the side wall and roof (slope less than 10°) of a closed rectangular building shall be calculated according to the following formula.
Pa= Ce. Pso Cd.qo (4.2.3-1)
tr = L1/U (4.2.3-2)
In the formula. Pa——the effective shock wave overpressure acting on the side wall and roof (kPa);
Ce——equivalent peak pressure coefficient, refer to Figure 4.2.3 according to the value of Lw/L1;
tr—the effective shock wave overpressure boost time of side wall and roof (s);
L1——the length of the structural member in the forward direction of the shock wave (m). When calculating the side wall, take 1.0m; when calculating the roof beam, take the span of the beam when the direction of the shock wave is consistent with the span direction of the beam, and take the distance from the centerline of the beam to the centerline of the front wall when the direction of the shock wave is perpendicular to the span direction of the beam; When calculating the panel, take the span of the roof panel when the shock wave direction is consistent with the span direction of the roof panel, and take 1.0m when the shock wave direction is perpendicular to the span direction of the roof panel; when calculating the rear wall, take the building height H (m).
4.2.4 The explosion load acting on the rear wall of a closed rectangular building shall be calculated according to the following formula.
Pb= Ce•Pso Cd•qo (4.2.4-1)
ta = L/U (4.2.4-2)
trb = S/U (4.2.4-3)
In the formula. Pb——effective shock wave overpressure acting on the rear wall (kPa);
ta——the time (s) for the shock wave to reach the rear wall;
trb—effective shock wave overpressure boost time on the rear wall (s);
L——building dimension parallel to the shock wave direction (m).
Figure 4.2.3 Equivalent peak pressure coefficient
5 architectural design
5.1 General provisions
5.1.1 The fire resistance rating of explosion-resistant buildings should not be lower than Class II, and the fire protection design of buildings should comply with the current national standards "Code for Fire Protection Design of Buildings" GB 50016 and "Standards for Fire Protection Design of Petrochemical Enterprises" GB 50160.Production buildings The energy-saving design shall comply with the provisions of the current national standard "Unified Standard for Energy-saving Design of Industrial Buildings" GB 51245.
5.1.2 The installation of doors and windows on the exterior walls of blast-resistant buildings shall meet the following requirements.
1 When the peak incident overpressure of the blast shock wave is greater than 1.0kPa and not greater than 3.0kPa, openable outer windows and steel outer doors can be selected; the outer windows of manned rooms and evacuation passages should be top-hung windows, and the sash should be friction support;
2 When the peak incident overpressure of the explosion shock wave is greater than 3.0kPa and not greater than 6.9kPa, except that the external windows can be opened for all requirements of the smoke control system, fixed external windows and steel external doors should be selected;
3 When the peak incident overpressure of the blast shock wave is not greater than 6.9kPa, the window for fire rescue personnel to enter should be set on the outer wall at the end of the unattended room or the evacuation corridor;
4 When the peak incident overpressure of the blast shock wave is greater than 6.9kPa, the anti-blast protective door and anti-blast protective window of the corresponding level shall be selected;
5 When the peak incident overpressure of the blast shock wave is not less than 21.0kPa, the manned building shall set up an isolated front room on the personnel passage and configure an anti-blast door for the personnel passage. The door leaf shall open outwards and the clear width shall comply with the fire evacuation regulations; Anti-blast protective windows should not be installed on the outer wall;
6 The air-conditioning machine room and other equipment rooms should open the door directly to the outside. When the peak incident overpressure of the blast shock wave is greater than 6.9kPa, an anti-blast door for the equipment channel should be selected.
5.1.3 The usable area of the isolation front room of the anti-blast building should not be less than 6m2.
5.1.4 When the peak incident overpressure of the blast shock wave is greater than 6.9kPa, the setting of fire rescue for two-story blast-resistant buildings should meet the following requirements.
1 The blast-resistant fire rescue door should be set on the outer wall of the second floor of the building;
2 When the building area of the second floor is greater than 400m² and not greater than 1500m², one anti-explosion fire rescue door may be installed, and when the area is greater than 1500m², the number of anti-explosion fire rescue doors for each fire compartment shall not be less than 2;
3 The distance between explosion-resistant fire rescue doors should not be less than 30m;
4 Anti-explosion fire rescue doors can be set at the end of non-equipment rooms or evacuation corridors, and should not be set in various warehouses and should avoid the positions of building safety exits and cable inlets.
5.1.5 The roof of the blast-resistant building shall not adopt the prefabricated overhead heat insulation structure. When setting up the parapet, the reinforced concrete structure shall be adopted and the anti-blast calculation shall be carried out, and the height of the parapet shall be the minimum value that meets the requirements of the roof flashing structure.
5.1.6 The design of the organized roof drainage system for blast-resistant buildings shall meet the following requirements.
1 The internal drainage and rainwater pipes should not be directly connected to the rainwater drainage pipe network;
2.Seamless steel pipes should be used for the rainwater drainage pipes passing through the room, and no openings should be provided in the indoor section;
3 The rainwater pipes mounted on the exterior wall should be made of lightweight materials.
5.2 Building doors and windows
5.2.1 When the peak incident overpressure of the blast shock wave is greater than 1.0kPa and not greater than 6.9kPa, the external doors and windows selected for blast-resistant buildings shall meet the following requirements.
1 The glass installed on the external doors and windows of buildings shall be tempered glass or tempered laminated glass;
2 The outer door set at the safety exit of the building should be opened outwards, and an automatic door closer should be installed.
5.2.2 Anti-blast protective doors used in anti-blast buildings shall meet the following requirements.
1 The door frame and door leaf shall be made of steel, and the fire resistance integrity shall not be less than 1.00h.
2 The structure and performance of anti-blast doors for personnel passages shall meet the following requirements.
1) The size of the hole should not be larger than 1800mm (width) X2400mm (height);
2) The door leaf should be opened outward and should be equipped with an automatic door closer and an anti-blast observation window. The door gap in the closed state should be kept sealed, and it should be able to be opened and used normally after the blast load is applied;
3) The blast shock wave overpressure of the interior door before isolation is 50% of the blast shock wave overpressure of the exterior door;
4) Before isolation, the interior door and exterior door should have the interlock function of not opening at the same time, and the interlock should be automatically released in the fire state;
5) The glass of the anti-blast observation window shall not be broken under the action of the blast load, and shall remain transparent when the outdoor side is heated.
3 The structure and performance of anti-blast doors for equipment passages shall meet the following requirements.
1) The size of the hole should meet the requirements for equipment access, and the size of the hole should not be greater than 2400mm (width) X 3000mm (height);
2) Under the action of explosion load, the door may undergo permanent deformation, but it must not collapse as a whole or have any components fall off;
3) The door leaf should be opened outwards, and glass windows should not be installed;
4) Anti-blast door locks should be configured.
4 The structure and performance of anti-explosion fire rescue doors shall meet the following requirements.
1) The net width of the opening should not be less than 1.2m, the net height should not be less than 1.8m, and the door gap in the closed state should be kept sealed;
2) After the explosion load is applied, it should be able to be opened and used normally;
3) No opening mechanism shall be installed on the indoor side, and it can only be opened outwards on the outdoor side;
4) An anti-explosion observation window shall be installed on the door leaf, the glass shall not be broken under the action of the explosion load, and shall remain transparent when the outdoor side is heated;
5) The inside and outside of the door leaf should be provided with obvious signs that are easy to identify.
5.2.3 Anti-blast protective windows and indoor glass partitions used in blast-resistant buildings shall meet the following requirements.
1 The frame of the anti-explosion protective window shall be made of steel, the type and thickness of the glass shall be determined by calculation or test, and the glass shall not be broken under the design explosion load;
2 The size of the opening of the anti-blast protective window should not be greater than 1800mm (width) X 1800mm (height);
3 The glass embedded in the interior wall windows and glass partition walls shall be laminated or tempered glass.
5.2.4 When the peak incident overpressure of the blast shock wave is greater than 3.0kPa, the outer doors and windows of the blast-resistant building shall meet the following requirements.
1 The exterior door should be provided with prompt signs such as "keep closed" at its obvious position;
2 The openable external windows shall not be opened during normal use, and prompt signs such as "only open when indoor fire" should be set at their obvious positions.
5.3 Building structure
5.3.1 The combustion performance grade of the thermal insulation material for the outer wall of an anti-blast building shall be Class A, and the outer decorative surface shall adopt the overall structure.
5.3.2 The combustibility grade of decoration construction materials for suspended ceilings and interior walls in explosion-resistant buildings shall not be lower than Class A, and the selection of decoration materials for other parts shall comply with the current national standard "Code for Fire Protection Design of Building Interior Decoration" The provisions of GB 50222.
5.3.3 The ceiling structure of blast-resistant buildings shall meet the following requirements.
1 Deformation joints shall be set between the keel periphery of the suspended ceiling panel and the fixed panel and the outer wall of the building, and the width shall not be less than 50mm;
2 The thickness of the steel main keel material should not be less than 1.0mm, the layout spacing should not be greater than 1.2m, and the surface should be galvanized;
3 Panels should be made of lightweight materials, and cement and glass products should not be used for decorative panels;
4 Lamps with a self-weight greater than 1kg should be directly fixed on the structural beam with a suspender, and the diameter of the suspender should not be less than 6.0mm...
5.3.4 Deformation joints shall be set between the outer wall of the blast-resistant building and the indoor raised floor, and the width shall not be less than 50mm.
5.3.5 The inside of the outer wall of the explosion-resistant building with the peak incident overpressure of the explosion shock wave greater than 6.9kPa shall not be directly pasted or installed with materials or components that may generate debris, and shall not be installed with electrical and communication equipment.
5.3.6 High polymer organic composite materials shall not be used for interior decoration of anti-blast buildings, and unsealed mineral wool products shall not be used in the ceiling structure.
6 Structural Design
6.1 General provisions
6.1.1 Under the action of explosion load, the structure of the anti-blast building shall check the bearing capacity and deformation, and the structural components may not be checked for cracks.
6.1.2 In addition to meeting the requirements of Article 6.1.1 of this standard, the structure and structural components of explosion-resistant buildings should also meet the design requirements of the limit state of bearing capacity and the limit state of normal service in non-explosive conditions.
6.1.3 The allowable deformation of reinforced concrete and stiffened masonry members under the action of explosion load shall meet the requirements of Table 6.1.3.
Table 6.1.3 Allowable deformation of reinforced concrete and stiffened masonry members under blast load
Continued Table 6.1.3
6.1.4 The lateral displacement of the steel structure frame under the action of the explosion load shall not be greater than H/35, and the allowable deformation of the steel structure members shall meet the requirements in Table 6.1.4.
Table 6.1.4 Allowable deformation of steel structural members under explosion load
Continued Table 6.1.4
6.1.5 The large-span roof of the blast-resistant building should adopt steel truss structure or well-shaped beam structure, and the rebound force effect caused by the explosion should be checked and calculated during design.
6.1.6 For the steel structure roof and exterior wall components of explosion-resistant buildings, the rebound force effect caused by the explosion should be checked and calculated during the design of the connection joints.
6.1.7 The clear height of the reinforced masonry external walls of blast-resistant buildings should not be greater than 4.0m. When the wall height exceeds 4.0m, structural beams capable of transmitting blast loads shall be provided.
6.1.8 When the indoor floor is used as the support of the outer wall of the blast-resistant building, a rigid floor should be installed, and the thickness of the rigid floor should not be less than 150mm.
6.1.9 The structural design of blast-resistant buildings, in addition to meeting the requirements of this standard, should also comply with the current national standards "Code for Design of Masonry Structures" GB 50003, "Code for Design of Building Foundations" GB 50007, "Code for Design of Concrete Structures" "GB 50010, "Code for Seismic Design of Buildings" GB 50011, "Steel Structure Design Standard" GB 50017.
6.2 Materials
6.2.1 The concrete strength grade of reinforced concrete members should not be lower than C30, and should not exceed C50.
6.2.2 Steel bars with good ductility, toughness and weldability should be used for steel bars. HRB400 hot-rolled steel bars should be used for longitudinally stressed steel bars; HRB400 hot-rolled steel bars should be used for stirrups, and HPB300 hot-rolled steel bars can also be used. Longitudinal stress reinforcement should also meet the following requirements.
1 The ratio of the measured value of the tensile strength of the steel bar to the measured value of the yield strength should not be less than 1.25;
|