SH 3076-1996 石油化工企业建筑结构设计规范.doc

UDC SHSTANDARDS FOR INDUSTRIES OFTHE PEOPLES REPUBLIC OF CHINAP SH 307696CODE FOR DESIGN OF BUILDING STRUCTURESOF PETROCHEMICAL ENTERPRISES(石油化工企业建筑物结构设计规范) Issued on 1996 - 03 14 Implemented as of 1996 09 - 01Issued by China National Petrochemical CorporationCONTENTS1General Provisions12. Load12.1 General Regulations12.2 Dynamic Load32.3 Indirect Action on Structure33. Base and Foundation43.1 General Regulations43.2 Selection of Foundation Types53.3 Calculation of Base and Foundation63.4 Structure of Foundation124. Selection of Structure Types155. Reinforced Concrete Single-Story Building165.1 General Regulations165.2 Main Points for Calculation175.3 Column225.4 Bracing System235.5 Roof Structure275.6 Lifting Beam275.7 Building Enclosure and Others286. Reinforced Concrete Multiple-story Factory Building296.1 General Regulations296.2 Analysis of Frame Internal Force307 Buildings of Brick-Concrete Structures337.1 General Regulation337.2 Rules for Calculations347.3 Structural Requirements368. Semi-Underground Pumphouse408.1 General Regulations408.2 Rules for Calculation408.3 Structural Requirements41Annex A Value of Dynamic Coefficient m43Annex B Common Column Section Dimensions45Annex C Notes of Wording for the Standard461General Provisions1.0.1 This code is applicable to structural design of new building of petrochemical enterprises and the rebuilt and expanded projects may be handled with reference to this code.1.0.2 The structure of a building shall be designed in accordance with the limiting conditions of bearing capacity and those of normal application.1.0.3 The structural design of a building shall meet the requirements of resistance to earthquake, fire, explosion and corrosion.1.0.4 The arrangement, type selection and structural treatment of the building structure shall take into consideration the requirements of technological production, installation and maintenance.1.0.5 The structure plan shall be characterized by definite force bearing, simple and quick transmission of force and good integrity. 1.0.6 The structural design should be carried out in accordance with the unified modulus. The component parts used in a same project shall be of the same type.1.0.7 The effective new technology, new structure and new material shall be adopted and popularized in an active way. The local material and industrial waste shall be rationally utilized.1.0.8 The implementation of this code shall comply with the requirements of the related standards and codes in force.2. Load2.1 General Regulations2.1.1 The classification of load, floor and roof load shall comply with the regulations of the present national standard Code for Load of Building Structure in addition to those of this chapter. Moreover, the action of earthquake shall comply with the regulations of the present national standard Code for Seismic Design of Building .2.1.2 The live load for operation of the floor of production building (including the weights of operating personnel, ordinary tools, fragmentary raw material and finished products) may be considered as uniformly distributed live load, of which the standard value shall not be less than 2.0 kN/m2.2.1.3 The local load on the floor of production building during production, operation, maintenance, construction and installation and load of suspended piping shall be adopted according to the actual conditions, taking into consideration its adverse influence on beam and slab and may be replaced by equivalent and uniformly distributed load.2.1.4 The standard value of minimum live load on the walkway and platform may be adopted according to the following regulations:(1) Walkway and walkway platform 2.0 kN/m2;(2) Tower and vessel platform 3.0kN/m2;(3) Operating area or operating platform 4.0 kN/m2;(4) Staircase and rest platform of the production building 4.0 kN/m2;(5) Area where parts or heavy tools may be stored around the heat exchanger or similar equipment 4.0 kN/m2;2.1.5 4.0 kN/m2 may be adopted as the standard value of uniformly distributed live load on the floor of control room.2.1.6 5.5 7.5 kN/m2 may be adopted as the standard value of live load on the floor of low-voltage distribution room and 8.0 10.0 kN/m2 may be adopted as that of uniformly distributed live load on the floor of high-voltage distribution room.2.1.7 2.0 kN/m2 may be adopted as the standard value of live load on the floor of workshop living room, office and laboratory. The standard value of live load on the floor of laboratory may be determined according to the actual conditions, but shall not be less than 2.0 kN/m2.2.1.8 The standard value of live load on the floor maintenance area of compressor and main fan rooms and power station shall be adopted according to the actual conditions, but shall not be less than 10.0 kN/m2.2.1.9 The live load on the floor of warehouse shall be adopted according to the actual conditions.2.1.10 2.5 kN/m2 shall be adopted as the standard value of live load on the belt loading bridge for calculating the floor and secondary beam, while 2.0 kN/m2 is adopted for calculating the main beam and support.2.1.11 Apart from being determined according to the actual conditions, the standard value of live load on the floor of multiple-story production building shall comply with the following regulations:2.1.11.1 Generally for the factory building with small equipment (which is less than 200kN in weight), the standard value shall not be less than 4.0 kN/m2;2.1.11.2 For the factory building with reactor, width stretcher, evaporator, spinning machine or material storage, the standard value shall not be less than 6.0 kN/m2;2.1.11.3 For the factory building with centrifugal machine (which shall have vibration damper), the standard value shall not be less than 5.0 kN/m2;2.1.12 The reduction of live load on multi-layer frame building shall comply with the following regulations:2.1.12.1 In calculating slab and secondary beam, the load shall not be reduced;2.1.12.2 In calculating primary beam and frame foundation, if their load area exceeds 25 m2, generally the following reduction coefficient may be adopted:(1) 0.7 for the live load on floor of less than or equal to 10 kN/m2;(2) 0.5 for the live load on floor of greater than 10 kN/m2;(3) The reduction coefficient of the live load on floor of multiple-story warehouse shall not be less than 0.85 (or determined according to the actual conditions). 2.1.13 For designing the platform railing, the standard value of horizontal thrust shall be 1.0 kN/m2 which acts on the top of railing.2.1.14 The load of pile-up material and equipment for production on ground and load of land transport shall be determined according to the actual conditions.2.1.15 In considering the dust load on roof, attention shall be paid to the influence of the adjacent area (including nearby factory) on the dust load of this building.2.2 Dynamic Load2.2.1 The power equipment (such as centrifugal machine, crusher, vibrating screen, extruder, reactor, evaporator, spinning machine, large-size ventilator and so on) installed on the floor should have vibration isolator. The dynamic load parameters of different kinds of power equipment shall be supplied by the manufacturer.2.2.2 The dynamic load of structure shall be calculated and determined according to the special regulations. A part of the power equipment may be statically calculated by multiplying the weight of equipment by dynamic coefficient which is listed in Appendix A. With reliable experience, a part of power equipment may be calculated according to the experienced method.The stationary equipment with driving device may be calculated by multiplying the weight of rotating part by dynamic coefficient. After taking appropriate measure for vibration isolation, the dynamic load of the following equipment may not be taken into consideration (except for steel platform).(1) Ordinary equipment of which the motor power is not greater than 100 kW;(2) Crusher, vibrating screen and other equipment of which the motor power is not greater than 75 kW;(3) Forced draught fan of which the type is smaller than no. 10.2.2.3 Generally the dynamic coefficient for transporting, loading and unloading heavy weight may be adopted according to 1.1 1.2, only taking into consideration its dynamic action transmitted to the floor and beam.2.3 Indirect Action on Structure2.3.1 Action of temperature2.3.1.1 For the equipment, vessel, reactor and piping in the process of production, the expansion, contraction and action of the component parts on structure due to the change of temperature shall be taken into consideration;2.3.1.2 For the equipment subject to the influence of temperature in the process of production, the horizontal action of the change of temperature on the top of foundation shall be taken into consideration and calculated according to the following formula: Ftk = GBK (2.3.1)Where Ftkstandard value of horizontal action on the supporting top; Friction coefficient between supporting base plate and supporting surface of the equipment, which is 0.45 for concrete supporting surface and 0.3 for sheet steel supporting surface; GBKStandard value of equipment permanent load acting on this support under normal operating condition.2.3.2 Coring load of heat exchangerThe foundation of heat exchanger shall take into consideration the horizontal load caused by coring during maintenance. This load acts on the axis of heat exchanger. If several heat exchangers are placed one on another, only the topmost one is calculated. The horizontal load caused by coring shall be calculated according to the following formula. Fbk = Gbk (2.3.2)Where Fbk standard value of coring force; Gbk standard value measured by the bundle of cold-water exchange equipment. 3. Base and Foundation3.1 General Regulations3.1.1 The base and foundation shall be designed by adhering to the principles of suiting measures to local conditions and using local materials, according to the geological prospecting data and taking into consideration in a comprehensive way the body type of building, type of structure, load condition, existence or nonexistence of basement, foundation of adjacent building, position and elevation of underground structure and different facilities, conditions for construction, requirement for use, project cost and other factors.3.1.2 The design of base and foundation of soft soil, wet and depressed loess, expanded soil and under the action of earthquake and mechanical dynamic load shall comply with the regulations of related standard and code in force.3.1.3 All pits, caves, graves, wells and so forth within the range of influence of the building foundation shall be disposed.3.1.4 In water-proof design, the elevation of water level of the building basement may be determined according to the following principles:3.1.4.1 For the basement with important electromechanical equipment which, in case of flooding, will exert great influence on the normal use of the building or cause heavy losses to it, the water-proof design shall be conducted according to the highest water level over the years in that area (the elevation of water level shall include the stagnant water on the upper floor);3.1.4.2 For the basement used as ordinary air-raid shelter, garage or warehouse which will not have great influence in case of flooding, the elevation of its groundwater level may take the average value of the highest water level over the years and the highest water level in recent 3 to 5 years (the elevation of water level shall include the stagnant water on the upper floor).3.1.4.3 In checking the bearing capacity of outer wall of the basement, the highest water level in recent 3 to 5 years may be taken as the elevation of water level, not including the stagnant water on the upper floor.3.2 Selection of Foundation Types3.2.1 For the base and foundation of a building, natural base should generally be adopted. If the natural base cannot meet the requirements of design or is uneconomical, artificial base may be adopted.3.2.2 The type selection of foundation with masonry structure shall comply with the following principles:3.2.2.1 Rigid foundation should be used as the wall column foundation. If the base is soft and uneven with a small bearing capacity and a foundation width of more than 2.0 m, flexible foundation with reinforced concrete under the wall should be adopted;3.2.2.2 When the bearing wall foundation is no more than 1.8 m in depth, flexible strip foundation should be adopted. When it is 1.9 2.4 m in depth, flexible strip foundation or pier foundation and foundation beam may be adopted. When it is more than 2.4 m in depth with solid base, pier foundation and foundation beam should be adopted;3.2.2.3 When the non-bearing wall is no more than 240 mm in thickness and no more than 4.0 m in height, the ground pad layer may be thickened without laying additional foundation.3.2.3 If the framed structure has no basement and the standard value of the base bearing capacity is greater than 130 kPa and even, priority should be given to single column foundation. When the standard value of the base bearing capacity is less than 130 kPa with small column space, heavy load or excessive difference between column loads which may cause great relative settlement or great change in compressibility of the main compressed layer of foundation and the adoption of single column foundation cannot meet the requirement of design, strip foundation with reinforced concrete under the column may be adopted.When part of the column foundation of a building is more than 3.0 m in depth, short column foundation should be adopted. If it is no more than 3.0 m in depth or individual foundation is a bit deep, the foundation pad layer may be thickened.3.2.4 When the load of a building with framed structure is heavy and the base is soft and uneven, crosswise reinforced concrete strip foundation may be used.When this crosswise foundation still cannot meet the requirements of design or the basement used as air-raid shelter has water-proof requirement, raft reinforced concrete foundation or box foundation may be used.3.2.5 In the following cases, pile foundation may be used:3.2.5.1 When the base is uneven or base on bearing stratum is soft and has better low-lying stratum and the adoption of raft foundation is uneconomical;3.2.5.2 For the important building which has special requirement for base in application and production technology or has great pressure on bottom of foundation, when the settlement estimated by natural base exceeds the allowable value;3.2.5.3 For the high-rise building, if the construction conditions do not allow to use deeply-embedded natural base or it is not evidently economical;3.2.5.4 When the additional stress of base between units of the building interacts on each other, causing excessive uneven settlement;3.2.5.5 When the use of pile foundation is economical because of a vast area of stacked material or thin layer of soft soil under the foundation.3.3 Calculation of Base and Foundation3.3.1 When the bottom area of column foundation of a factory building is determined on the basis of the base bearing capacity, the design value of pressure on the foundation base shall be taken according to the following regulations:3.3.1.1 For the column foundation of a factory building with a load of crane (not including crane for maintenance), the design value of pressure on the foundation base shall not be negative (see Fig. 3.3.11) and shall meet the requirements of the following formula: e B/6 (3.3.11) e = M/ (N + G) (3.3.12)where e eccentric load (m); M bending moment acting on centroid of foundation base (kNm); N vertical load acting on centroid of foundation top (kN); G dead weight of foundation and soil (kN); B foundation width (m).When bearing load of electric bridge crane and the design value of bearing capacity of foundation f 0.25.3.3.1.2 For the column foundation of a factory building with a crane for maintenance but without load of crane, when the wind load combination is taken into consideration, the design value of the pressure on foundation base is allowed to be negative (see Fig. 3.3.1.2) and shall meet the requirements of the following formula: e B/4 (3.3.13)When e B/6 When e = B/6Fig. 3.3.11 Pressure on column foundation base with craneWhen B/6 e B/4Fig. 3.3.12 Pressure on column foundation base without crane3.3.2 The bilaterally and eccentrically-loaded column foundation shall be calculated according to the following regulations:3.3.2.1 The bilaterally and eccentrically-loaded column foundation, when meeting the following formula, may be calculated according to the unilaterally and eccentrically loaded one: