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GB 50322-2011 English PDF

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GB 50322-2011: Code for design of grain steel silos
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GB 50322-2011English2159 Add to Cart 13 days [Need to translate] Code for design of grain steel silos Valid GB 50322-2011
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Basic data

Standard ID GB 50322-2011 (GB50322-2011)
Description (Translated English) Code for design of grain steel silos
Sector / Industry National Standard
Classification of Chinese Standard P34
Classification of International Standard 91.040.20
Word Count Estimation 98,95
Date of Issue 2011-07-26
Date of Implementation 2012-06-01
Older Standard (superseded by this standard) GB 50322-2001
Quoted Standard GB 50009; GB 50010; GB 50011; GB 50016; GB 50017; GB 50018; GB 50034; GB 50055; GB 50057; GB 50058; GB 50140; GB 17440; LS/T 1201; LS/T 1204; LS 1206; LS/T 1203
Regulation (derived from) Ministry of Housing and Urban Notice No. 1097
Issuing agency(ies) Ministry of Housing and Urban-Rural Development of the People's Republic of China; General Administration of Quality Supervision, Inspection and Quarantine of the People's Republic of China
Summary This Chinese standard applies to planar shape is round, center loading, unloading grain steel silo design.

GB 50322-2011: Code for design of grain steel silos

---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 In order to sum up the experience in the construction of grain steel silos in my country and make the design of grain steel silos safe, reliable, advanced in technology and economically reasonable, this specification is formulated. 1.0.2 This specification is applicable to the design of grain steel silos with a circular plane shape and central loading and unloading. 1.0.3 The design service life of grain steel silos should not be less than 25 years. 1.0.4 The safety level of the grain steel silo structure shall be Class II, the seismic fortification category shall be Class C, and the fire resistance class may be Class II. 1.0.5 Grain steel plate silos shall be designed by units with relevant design qualifications. 1.0.6 The design of steel plate silos for grain shall not only comply with this code, but also comply with the current relevant national standards.

2 Terms and symbols

2.1 Terminology 2.1.1 grain steel silo Steel structure upright containers for storing grain bulk materials, the plane is mainly circular. The main forms are welded steel plate, spiral edged steel plate, bolted corrugated steel plate, bolted ribbed steel plate, bolted ribbed double wall and assembled steel structure frame, etc. 2.1.2 grain granular material Wheat, corn, rice, beans and grain bulk materials with similar physical properties. 2.1.3 Bulk solids The steel silo contains the bulk grain material. 2.1.4 top of silo A structure that closes the top surface of the bin body. 2.1.5 building above top of silo A building built on the roof of the warehouse according to the technical requirements. 2.1.6 Wall of silo The vertical wall of the bin body that is in direct contact with the grain bulk material and bears the lateral pressure of the grain bulk material. 2.1.7 Supporting wall Support the vertical wall of the warehouse body. 2.1.8 Supporting structure of silo bottom The support structure above the foundation and below the warehouse body, including cylinder walls, columns, buttresses, etc. 2.1.9 Funnel hopper The lower part of the silo is a structural container for unloading grain bulk materials. 2.1.10 Shencang deep bin The silo whose ratio of the calculated height hn of grain storage to the inner diameter dn of the silo is greater than or equal to 1.5. 2.1.11 shallow bin The silo whose ratio of calculated grain storage height hn to silo inner diameter dn is less than 1.5. 2.1.12 single warehouse single silo A single silo that is not integrated with other buildings (structures). 2.1.13 warehouse group group silos Multiple silos arranged in groups. 2.1.14 Filler The bottom of the silo constitutes the filling material for unloading and filling slopes. 2.1.15 Overall flow mass flow During the grain unloading process, the horizontal section of the grain bulk material in the warehouse flows downward in a plane state. 2.1.16 Tubular flow funnel flow During the grain unloading process, the surface of the grain bulk material in the warehouse flows downward in a funnel shape. 2.1.17 Concentric discharge During the grain unloading process, the bulk grain in the silo flows symmetrically downward along the geometric center of the silo. 2.1.18 Eccentric discharge During the grain unloading process, the bulk grain in the silo flows asymmetrically downward along the geometric center of the silo. 2.1.19 work tower The place where grain transportation, measurement, cleaning and other work are carried out. 2.1.20 tunnel underpass The underground passage between the silo and the silo, and between the silo and the working tower. 2.2 Symbols 2.2.1 Geometric parameters h - the height from the ground to the top of the warehouse wall; hn—calculated height of grain storage; hh——the height from the top surface of the funnel to the calculation section; S——Calculation depth, the distance from the center of gravity of the silo roof or grain storage cone to the calculation section; dn - the inner diameter of the silo; R - the radius of the silo; t - the thickness of the silo wall or the calculated thickness of the silo wall, and the thickness of the steel plate; e - base of natural logarithm; a - the angle between the wall of the funnel and the horizontal plane. 2.2.2 Calculation coefficients k——the lateral pressure coefficient of grain storage; kp—the vertical compression stability coefficient of the silo wall; ρ—the hydraulic radius of the horizontal net section of the silo; Ch——Correction coefficient of dynamic horizontal pressure of grain stored in Shenzhen; Cv - dynamic vertical pressure correction coefficient of deep storage grain; Cf——Shenzhen stored grain dynamic friction correction coefficient. 2.2.3 Physical characteristic parameters of grain bulk materials γ——gravity density; ρ0—mass density of grain; μ——the friction coefficient of stored grain against the silo wall; Φ——Internal friction angle of stored grain. 2.2.4 Properties and resistance of steel E - elastic modulus of steel; f——design value of steel tensile and compressive strength; ftw—design value of tensile strength of butt weld; fcw——design value of compressive strength of butt weld; ffw—design value of tensile, compressive and shear strength of fillet weld; σcr—critical stress of compression member. 2.2.5 Actions and action effects Phk——Standard value of the horizontal pressure acting on the unit area of the warehouse wall by the stored grain; Pvk—Standard value of vertical pressure acting on unit horizontal area of stored grain;

3 Basic Regulations

3.1 Layout principles 3.1.1 The plane and vertical layout of grain steel silos should be determined after technical and economic comparisons based on technology, terrain, engineering geology and construction conditions. 3.1.2 The warehouse group should adopt single-row or multi-row determinant layout (Figure 3.1.2). Figure 3.1.2 Schematic diagram of warehouse group layout 1—working tower; 2—silo The net spacing of silos shall be determined according to the following principles. 1 shall not be less than 500mm; 2 When the independent foundation is adopted, the requirements for foundation design shall also be met; 3 The floor type flat bottom warehouse shall be determined according to the distance required by the clearance equipment. 3.1.3 Settlement joints should be set in the tunnel between silos and between silos and working towers. 3.1.4 For the trestle between silos and between silos and working towers, the relative displacement of adjacent structures due to foundation deformation should be considered. When the requirements of article 5.5.3 of this specification are met, the relative horizontal displacement value can be determined by the following formula. △μ≥h/400 (3.1.4) In the formula, △μ——relative horizontal displacement value; h - the height from the outdoor ground to the top of the warehouse wall. 3.1.5 In the design documents of the construction drawing of the grain steel silo, the requirements for the first loading and unloading of grain, settlement observation, benchmarking point and settlement observation point setting requirements shall be explained, and shall comply with the provisions of Appendix A of this specification. Pfk——Standard value of the vertical friction force acting on the unit area of the warehouse wall by the stored grain; Pnk—Standard value of the normal pressure of stored grain acting on the unit area of the slope of the funnel; Ptk—Standard value of tangential pressure acting on the unit area of funnel slope by stored grain; M——Design value of bending moment, for those with subscripts, see the description of the application; N——Design value of tensile force or compressive force, for those with subscripts, see the instructions at the place of application; σ——tensile stress or compressive stress, for those with subscripts, see the description of the application. 3.2 Structure selection 3.2.1 Grain steel plate silo structure (Fig. 3.2.1) can be divided into six basic parts. silo building, silo roof, silo wall, silo bottom, silo support structure and foundation. Figure 3.2.1 Schematic composition of the steel silo structure 1—the building on the warehouse; 2—the roof of the warehouse; 3—the wall of the warehouse; 4—bottom of warehouse; 5—supporting structure; 6—foundation 3.2.2 The process conveying equipment channel and operation and maintenance platform set on the warehouse should adopt open steel structure. When there are special requirements for use, the closed type can be used. 3.2.3 The roof of the grain steel silo should adopt a truncated cone roof with upper and lower ring beams, and its structure type should be determined according to calculation. 3.2.4 When the grain steel silo walls are corrugated plates, spiral beaded plates, or ribbed steel plates, hot-dip galvanized or alloy steel plates shall be used. 3.2.5 The steel or reinforced concrete silo bottom and support structure under the silo can be used for grain steel silos. When the diameter is less than 12m, the support structure under the overhead silo supported by columns or cylinder walls and the bottom of the funnel silo should be used; when the diameter is 15m or more, the floor-standing flat-bottomed silo and tunnel-type discharge channel should be used (Figure 3.2.5). (a) Cone bucket silo bottom (b) Floor silo flat silo bottom Figure 3.2.5 Schematic diagram of steel silo bottom

4 Combinations of loads and load effects

4.1 Basic regulations 4.1.1 For the structural design of grain steel silos, the following loads should be calculated. 1 Permanent load. self-weight of the structure, weight of fixed equipment, self-weight of hanging cables in the warehouse, etc.; 2 Variable loads. building live loads, snow loads, wind loads, etc. on the warehouse roof and on the warehouse; 3 Grain storage load. the effect of stored grain on the silo, the effect of stored grain on the hanging cables in the silo, etc.;

4 Earthquake action

4.1.2 The values of various loads, except for the provisions of this code, shall be carried out in accordance with the relevant provisions of the current national standard "Code for Building Structure Loads (2006 Edition)" GB 50009. 4.1.3 The physical characteristic parameters of the stored grain shall be determined by the technical professional through experimental analysis. When there is no test data, it can be determined according to the data listed in Appendix C of this specification. 4.1.4 When calculating the stored grain load, the parameters of the stored grain species that have the most unfavorable effect on the structure should be used. When calculating the friction effect of stored grain on the corrugated steel silo wall, the internal friction angle of stored grain should be taken. When calculating the friction effect of stored grain on the ribbed steel silo wall, the internal friction angle of stored grain and the external friction angle of stored grain against steel plate can be taken in sections. 4.1.5 The calculated height hn of grain storage and the hydraulic radius ρ of the horizontal net section shall be determined according to the following provisions. 1 The hydraulic radius ρ is calculated according to the following formula. ρ=dn/4 (4.1.5) In the formula. hn—calculated height of grain storage; ρ—hydraulic radius of the net section of the silo; dn—the inner diameter of the silo. 2 The calculated height hn of grain storage shall be determined according to the following provisions. 1) Upper end. when the top surface of the stored grain is horizontal, take it to the top surface of the stored grain; when the top surface of the stored grain is inclined, take it to the center of gravity of the stored grain cone; 2) Lower end. when the bottom of the bin is a conical funnel, take it to the top of the funnel; when the bottom of the bin is flat, take it to the top of the bottom of the bin; lowest point of the line. 4.1.6 The wind carrier type coefficient of the grain steel silo shall be taken according to the following regulations. 1 When calculating the stability of the warehouse wall. take 1.0; 2 When calculating the overall silo. for a single silo, take 0.8; for a group of silos, take 1.3. 4.2 Grain storage load 4.2.1 When calculating the effect of grain on the silo, the following four forces should be included. 1 Horizontal pressure acting on the silo wall; 2 Vertical friction acting on the silo wall; 3 Vertical pressure acting on the bottom of the silo; 4 Suspension cable tension acting on the roof of the silo. 4.2.2 The standard value of the static pressure of deep-stored grain (Figure 4.2.2) shall be calculated according to the following formula. 1 At the calculation depth S, the horizontal pressure standard value Phk of stored grain acting on the unit area of the warehouse wall is calculated according to the following formula. Phk=γ·ρ/μ(1-e-μks/ρ) (4.2.2-1) 2 At the calculation depth S, the standard value of the vertical pressure Pvk of the stored grain acting on the unit horizontal area is calculated according to the following formula. Pvk= [γ·ρ/(μ·k)](1-e-μks/ρ) (4.2.2-2) 3 At the calculation depth S, the standard value of the vertical friction force Pfk acting on the unit area of the warehouse wall by the stored grain is calculated according to the following formula. Pfk=μ·Phk (4.2.2-3) 4 At the calculation depth S, the standard value qfk of the total vertical friction force acting on the unit perimeter of the warehouse wall is calculated according to the following formula. qfk=ρ·(γ·S-Pvk) (4.2.2-4) In the formula. Phk—the standard value of the horizontal pressure acting on the unit area of the warehouse wall by the stored grain; γ—gravity density of stored grain; ρ—hydraulic radius of the net section of the silo; μ——the friction coefficient of stored grain against the silo wall; e - base of natural logarithm; k——Pressure coefficient of grain storage side, take the value according to Table D.1 of Appendix D; S——the distance from the top surface of the grain storage or the center of gravity of the grain storage cone to the calculated section; Pvk—Standard value of vertical pressure acting on unit horizontal area of stored grain; Pfk——Standard value of the vertical friction force acting on the unit area of the warehouse wall by the stored grain; qfk——Standard value of the total vertical friction force of stored grain acting on the perimeter of the warehouse wall unit. Figure 4.2.2 Schematic diagram of deep storage grain pressure 1—the top of the storage material is a plane; 2—the top of the storage material is a slope; 3—the center of gravity of the storage cone; 4—the calculation section 4.2.3 In the process of unloading grain from deep silos, the standard value of dynamic pressure of stored grain acting on the silo wall should be multiplied by the standard value of static pressure by the dynamic pressure correction factor. The dynamic pressure correction coefficient of deep-stored grain should be selected according to Table 4.2.3 Table 4.2.3 Dynamic Pressure Correction Coefficient of Grain Storage in Shenzhen Note. When hn/dn≥3, the Ch value in the table should be multiplied by 1.1. 4.2.4 The standard value of shallow storage grain pressure (Figure 4.2.4) shall be calculated according to the following formula. 1 At the calculation depth S, the horizontal pressure standard value Phk acting on the unit area of the silo wall is calculated according to formula (4.2.4-1)., the horizontal pressure of the stored grain acting on the silo wall shall be calculated according to the formula (4.2.2-1) in addition to the above formula, and the calculation results of the two shall take the larger value. Phk=k·γ·S (4.2.4-1) 2 At the calculation depth S, the standard value of vertical pressure Pvk acting on the unit horizontal area is calculated according to the following formula. Pvk=γ·S (4.2.4-2) 3 At the calculation depth S, the standard value of the vertical friction force Pfk acting on the unit area of the warehouse wall by the stored grain is calculated according to the following formula. Pfk=μ·k·γ·S (4.2.4-3) 4 At the calculation depth S, the standard value qfk of the total vertical friction force acting on the unit perimeter of the warehouse wall is calculated according to the following formula. qfk=1/2·k·μ·γ·S2 (4.2.4-4) Figure 4.2.4 Schematic diagram of shallow storage grain pressure 1—the top of the storage material is a plane; 2—the top of the storage material is a slope; 3—the center of gravity of the storage cone; 4—the calculation section 4.2.5 The standard value of the stored grain pressure acting on the wall of the circular funnel is calculated according to the following formula. 1 The normal pressure standard value Pnk on the unit area of the funnel wall is. Deep position. Pnk＝Cv·Pvk·(cos2α ksin2α) (4.2.5-1) Shallow position. Pnk＝Pvk·(cos2α ksin2α) (4.2.5-2) 2 The standard value of tangential pressure Ptk on the unit area of the funnel wall is. Deep position. Ptk＝Cv·Pvk(1-k)sinα·cosα (4.2.5-3) Shallow position. Ptk＝Pvk(1-k)sinα·cosα (4.2.5-4) In the formula. Pvk——Standard value of vertical pressure of stored grain acting on unit horizontal area. The deep warehouse can take the top surface value of the funnel, and the shallow warehouse can take the average value of the top and bottom surfaces of the funnel; α—the angle between the wall of the funnel and the horizontal plane. 4.2.6 The pulling force of the hanging cable acting on the roof of the silo includes the self-weight of the cable, the friction force of the stored grain on the cable, and the force caused by the blocking of the stored grain by the protrusion of the cable. When the cable has a circular cross-section, the diameter does not change, and the surface has no protrusions, the standard value of the friction force of the stored grain on the cable should be calculated according to the following formula. Deep warehouse. Nk＝kd·π·d·ρ·μ0/μ·(γ·hd-Pvk) (4.2.6-1) Asakura. Nk＝π/2·kd·d·μ0·k·γ·hd2 (4.2.6-2) In the formula. Nk - the standard value of the friction force of the stored grain on the cable; kd——Calculation coefficient 1.5~2.0; take a small value for a shallow position, and a large value for a deep position; d - cable diameter; hd - the length of the cable in the grain storage; μ0——the friction coefficient of the stored grain on the surface of the cable; Pvk——Standard value of the vertical pressure of stored grain acting on the unit horizontal area at the lowest end of the cable. 4.3 Earthquake action 4.3.1 The grain steel silo can be calculated as a single silo for seismic action, and should meet the following requirements. 1 The local effect of grain on the warehouse wall may not be considered; 2 The vertical seismic action may not be considered for the floor-type flat-bottom grain steel silos. 4.3.2 When calculating the horizontal earthquake action of grain steel silos, the representative value of gravity load should take 80% of the total weight of stored grain, and the center of gravity should take the center of gravity of the total weight of stored grain. 4.3.3 The horizontal seismic action of grain steel silos can be calculated by using the bottom shear force method or mode decomposition response spectrum method. 4.3.4 For grain steel silos supported by columns, the single-mass system model can be used when calculating the horizontal earthquake action with the bottom shear method, and it meets the following requirements. 1 The position of the single mass point can be set on the top of the column; 2 The self-weight of the supporting structure under the warehouse shall be adopted at 30%; 3 The action point of horizontal earthquake action is located at the center of mass of the bin body and the stored material; 4 The horizontal seismic action of buildings on the warehouse can be calculated according to the single-mass or multi-mass system model on the rigid ground, and the calculation result should be multiplied by the amplification factor 3, but the increased seismic action effect should not be transmitted to the lower structure. 4.3.5 The horizontal seismic action of the floor-type flat-bottom grain steel silo can be calculated by using the modal decomposition response spectrum method, or by the following simplified method. 1 The standard value of horizontal seismic action at the bottom of the silo can be calculated by the following formula. FEk＝αmax·(Gsk Gmk) (4.3.5-1) 2 The standard value of the bending moment on the bottom of the silo due to horizontal earthquake action can be calculated according to the following formula. MEk＝αmax·(Gsk·hs Gmk·hm) (4.3.5-2) 3 The standard value of horizontal seismic action distributed along the i-th particle of the silo height can be calculated by the following formula. (4.3.5-3) In the formula. FEk—standard value of horizontal earthquake action at the bottom of the silo; αmax——the maximum value of the horizontal earthquake influence coefficient, which is determined according to the relevant provisions of the current national standard "Code for Seismic Design of Buildings" GB 50011; Gsk——the representative value of the gravity load of the silo's self-weight (including the building on the silo); Gmk——representative value of gravity load of stored grain; MEk—standard value of the bending moment on the bottom of the silo caused by horizontal earthquake action; hs—the height of the center of gravity of the silo's self-weight (including the building on the silo); hm—the height of the center of gravity of the total weight of stored grain; Fik—the standard value of horizontal seismic action assigned to the i-th particle along the height of the silo; Gik——the representative value of gravity load concentrated on the i-th mass point; hi——the height of the center of gravity of the i-th particle. 4.3.6 When the seismic fortification intensity is 8 degrees and 9 degrees, the connection welds or bolts between the funnel under the warehouse and the warehouse wall shall be calculated for vertical seismic action, and the vertical seismic action coefficient may be 0.1 and 0.2 respectively. 4.3.7 The grain steel silo body may not be subject to seismic calculation, but seismic structural measures shall be taken. 4.3.8 When the seismic intensity is 7 degrees or below, the supporting structure under the warehouse and the building above the warehouse may not be subjected to seismic check calculation, but the requirements for seismic structural measures shall be met. 4.4 Combination of load effects 4.4.1 The grain steel silo structure design should be based on the loads that may occur on the structure during use, according to the limit state of the bearing capacity and the limit state of normal use, the load effect combination should be carried out, and the most unfavorable combination should be selected for design. 4.4.2 When the grain steel silo is designed according to the limit state of the bearing capacity, the basic combination of load effects shall be adopted, and the load sub-item coefficient shall be selected according to the following regulations. 1 Permanent load sub-item factor. take 1.2 when it is unfavorable to the structure; take 1.0 when it is beneficial to the structure; take 0.9 for silo anti-overturning calculation; 2 Sub-item coefficient of stored grain load, take 1.3; 3 Partial coefficient of earthquake action, take 1.3; 4 Sub-item coefficients for other variable loads, take 1.4. 4.4.3 When the grain steel silo is designed according to the limit state of normal service, the short-term combination of load effects shall be adopted, and the sub-item coefficients of the load shall be taken as 1.0. 4.4.4 When the grain steel silo is designed according to the limit state of the bearing capacity, the load combination factor shall be taken according to the following provisions. 1 When no wind load participates in the combination. take 1.0; 2 When wind loads participate in the combination. 1) Stored grain load, take 1.0; 2) Wind load, take 1.0; 3) For other variable loads, take 0.6; 4) Earthquake action is not included. 3 When earthquake action participates in the combination. 1) Stored grain load, take 0.9; 2) Earthquake action, take 1.0; 3) Snow load, take 0.5; 4) Wind load is not included; 5) Other variable loads. when considering the actual situation, take 1.0; when considering the equivalent uniform load, take 0.6.

5 Structural Design

5.1 Basic regulations 5.1.1 The grain steel silo structure shall be designed according to the limit state of bearing capacity and the limit state of normal service respectively. 5.1.2 When the grain steel silo structure is designed according to the limit state of the bearing capacity, the calculation content should include. 1 Calculation of strength and stability of all structural components and connections; 2 The overall anti-overturning calculation of the silo;

3 Anchorage calculation of silo and foundation

5.1.3 When the grain steel silo structure is designed according to the limit state of normal use, the deformation check calculation of the structural components should be carried out according to the use requirements. 5.1.4 The selection of grain steel silo structure and connecting materials should be based on the current national standards "Code for Design of Steel Structures" GB 50017 and "Technical Specifications for Cold-Formed Thin-walled Steel Structures" GB 50018. 5.2 Warehouse roof 5.2.1 For the roof of steel plate with truncated conical shell, the strength and stability calculation can be carried out according to the thin-walled structure. 5.2.2 For the truncated cone shell roof composed of inclined beams, upper and lower ring beams and steel plates (Fig. 5.2.2), regardless of the skin effect of steel plates, supports or other measures shall be taken to ensure the space of the roof structure stability. The internal force of the warehouse roof member can be calculated according to the space bar system. Under the action of symmetrical vertical load, the internal force of the warehouse roof member can be calculated according to the following simplified method. 1 The inclined beam is calculated as simply supported, and its support reaction force is borne by the upper and lower ring beams respectively, and the upper and lower ring beams are calculated according to Article 5.2.3; 2 The vertical load acting on the upper ring beam is equally borne by the inclined beam; 3 The hanging load of the temperature measuring cable acting on the inclined beam is borne by the inclined beam directly hanging the cable. Figure 5.2.2 Schematic diagram of the internal force of the positive truncated cone shell roof and ring beam 1—upper ring beam; 2—lower ring beam; 3—inclined beam; 4—supporting member 5.2.3 The upper and lower ring beams of the forward truncated conical shell tank roof shall be calculated according to the following provisions. 1 The strength and stability of the upper ring beam shall be calculated according to the compression, bending and torsion members. Under the action of radial and horizontal thrust, the stability calculation of the upper ring beam can be carried out in accordance with the provisions of Item 1 of Article 5.4.4 of this code. 2.The strength calculation of the lower ring beam shall be carried out on tension, bending and torsion members. 3 The calculation of the lower ring beam may not consider the joint work of the connected warehouse wall. 5.2.4 The vertical force transmitted by the inclined beam to the lower ring beam is uniformly transmitted to the lower structure by the lower ring beam. 5.3 Warehouse walls 5...

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