Guide to the safety of vertical cylindrical. Download the safety guide for vertical cylindrical steel tanks for oil and petroleum products. Basic settlements

Adhesive compositions 20.05.2021

Adhesive compositions

I General
1.1. Scope and destination
1.2. Classification and types of tanks
II materials
2.1. General recommendations for materials
2.2. Chemical composition and weldability
2.3. Recommended sorting sheets
2.4. Calculated metal temperature
2.5. Recommended stamps Steel
2.6. Recommendations for shock viscosity
2.7. Recommended mechanical properties and hardness
2.8. Recommendations when ordering metal
2.9. Welding materials
2.10. Bolt and nut material
III Design and Calculation of Reservoirs
3.1. Welded joints and seams
3.2. Recommended compounds
3.3. Recommended initial design data
3.4. Bottom design
3.5. Construction of wall
3.6. Recommended design rigid rings on the wall
3.7. Stationary roofs
3.8. Pontoons
3.9. Floating roofs
3.10. Recommended nozzles and hatches lazes in the wall
IV manufacture of tank metal structures
4.1. General recommendations
4.2. Recommendations for acceptance, storage and preparation of metal
4.3. Treatment of metal
4.4. Recommendations for the manufacture of structural elements
4.5. Manufacturing roll-up cloth
4.6. Marking
4.7. Packaging
4.8. Transportation and storage of tank designs
V Recommendations for grounds and foundations
5.1. General recommendations
5.2. Recommendations for design solutions
5.3. Recommendations for project decisions of foundations
5.4. Recommended load calculation on the base and foundation of the tank
VI Installation of metal structures
6.1. Common recreation
6.2. Acceptance of bases and foundations
6.3. Acceptance of the metal structures of the tank (input control)
6.4. Installation of tank designs
VII welding tanks
7.1. General recommendations
7.2. Recommended welding methods
7.3. Recommendations for the preparation and assembly of metal structures for welding
7.4. Recommendations for the technology of welded joints
7.5. Recommendations for mechanical properties of welded joints
VIII quality control of welded connections
8.1. General recommendations
8.2. Organization of control
8.3. Visual and measuring control
8.4. Control of hermeticity
8.5. Physical control methods
IX Equipment for safe operation of tanks
9.1. General recommendations
9.2. Respiratory equipment
9.3. Control and measuring instruments and automation
9.4. Fire Protection Recommendations
9.5. Lightning protection devices and static electricity protection
X Recommendations for testing and accepting reservoirs
XI Anticorrosive Protection Recommendations
XII Recommendations for the heat insulation device
XIII recommendations for service life and ensuring the safe operation of tanks
Appendix No. 1. List of abbreviations
Appendix No. 2. Terms and their definitions
Appendix No. 3. Recommended steel grades (Tolstolic Rental) for the main designs of groups A and B
Appendix No. 4. Task for the design of the tank
Appendix No. 5. Journal of Playing Installation and Welding Works when building a vertical cylindrical tank
Appendix No. 6. Act on the acceptance of the foundations and foundations
Appendix No. 7. Quality Protocol on Reservoir Designs
Appendix No. 8. Conclusion On the quality of welded compounds on the results of radiographic control
Appendix No. 9. Act of quality control of mounted (collected) tank designs
Appendix number 10. Act of hydraulic testing of the reservoir
Appendix No. 11. Act of testing of the reservoir for internal overpressure and vacuum
Appendix number 12. Act of completion of the installation (assembly) of structures
Appendix No. 13. Passport of the steel vertical cylindrical tank
Appendix number 14. Act of acceptance of metal structures for installation
Appendix No. 15. The recommended list of documentation provided upon presentation of the reservoir to the strength tests
Appendix No. 16. Recommended brands of welding wire

6. Requirements for the design of tanks

6.1 Reservoir designs

6.1.1 General requirements

6.1.1.1 Nominal thicknesses of the structural elements of the tanks in contact with the product or its pairs are prescribed, taking into account the minimum design or calculated thicknesses, corrosion allowances (if necessary) and minus tolerances for hire.

6.1.1.2 Nominal thicknesses of structural elements of reservoirs in the open air (stairs, platforms, fences, etc.) should be equally minimal structurally necessary thicknesses specified in the relevant sections of this standard. These rolled thicknesses must meet the requirements of the construction standards and rules.

6.1.1.3 Walls and bottoms of tanks of all types volume of 10,000 m 3 And more should be made and mounted by polystic assembly.

6.1.2 Welded joints and seams

6.1.2.1 The main types of welded joints and seams.

For the manufacture of reservoir structures, butt, angular, brazing and filaous welded joints are used.

Depending on the length of the welds, the following types of welds are distinguished along the details link:

solid seams performed for the entire length of the welded joint;
intermittent seams performed by alternating areas with a length of at least 50 mm;
temporary (sweating) seams whose cross section is determined by the assembly technology, and the length of the welded sections is no more than 50 mm.

The shape and dimensions of the structural elements of welded connections are recommended to be taken in accordance with the standards for the applied welding type:

for manual arc welding - according to GOST 5264;
for arc welding in protective gas - according to GOST 14771;
for welding under flux - according to GOST 8713.

The images of welded joints and the conventions of the welds in the drawings must uniquely determine the dimensions of the structural elements of the prepared edges of the welded parts necessary to perform the seams using a specific type of welding.

6.1.2.2 Restrictions on welded joints and seams.

The presence of sweating seams in the finished design is not allowed.

The minimum karts of angular seams (without cutting to corrosion) are taken in accordance with the current regulatory documents *.

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The maximum cathets of angular seams should not exceed 1.2 thickness of a thinner part in the connection.

A fatty joint, welded with a solid seam on one side, is permissible only for connections of the bottoms of the bottom or roof, the value of the adhesive should be at least 60 mm for connecting the bottoms of the bottom or cloth of the roof and at least 30 mm for connections of the bottom sheets or roof sheets with polystic Assembly, but at least five thicknesses of the finest sheet in the compound.

6.1.2.3 Vertical wall connections

Vertical walls of the walls of the wall should be performed by double-sided shutters with full penetration. Recommended types of vertical welded connections are presented in Figure 2.

Vertical connections of sheets on adjacent wall belts should be shifted relative to each other to the following value:

for walls built by ruling method - at least 10 t. (Where t. - thickness of the sheet of the underlying wall belt);
for the walls of the polystic assembly - at least 500 mm.

Vertical factory and assembly seams of the walls of tanks with a volume of less than 1000 m 3, built by the ruling method, is allowed to be placed on the same line.

6.1.2.4 Horizontal wall connections

Horizontal walls of the wall sheets should be performed by double-sided butt seams with full penetration. Recommended types of horizontal welded connections are presented in Figure 3.

For the tanks of polystic assembly, the wall belt should be combined into one vertical line on the inner surface or along the axis of the belts.

For the walls of the tanks manufactured by the ruling method, the overall vertical line with the inner or outer surface of the belt is allowed.

6.1.2.5 Towling bottom connections

Falling bottoms of the bottoms are used to connect to each other rolls of the bottoms of the bottoms, sheets of the central part of the bottoms during their installation of polystic assembly, as well as for connecting the central part of the bottoms (roll-in or polystic) with annular dye.

Towling bottoms are welded with a solid one-sided corner seam only from the upper side. In the zone of intersection of threaded connections, the bottom with the lower belt of the wall should be formed a smooth surface of the bottom, as shown in Figure 4.

Figure 4. Switching from the navel to the butt connection of the cloth or sheets of the bottom in the wall of the wall

6.1.2.6 Button Bottles

Double-sided butt compounds are used for welding rugged panels or bottoms of the polystic assembly, when installing which cannon is possible for welding the reverse side of the seam.

Unilateral butt compounds on the remaining lining are used to connect ringwear, as well as with a polystic assembly of the central part of the bottoms or bottoms without glands. The remaining lining should have a thickness of at least 4 mm and join the intermittent seam to one of the stuck details. When performing a junction on the remaining lining without cutting edges, the gap between the edges of the jammed sheets with a thickness of up to 6 mm should be at least 4 mm; For jammed sheets with a thickness of more than 6 mm - not less than 6 mm. If necessary, use metal struts to provide the required gap.

For the butt joints of the ring-colored, a variable clearance of a wedge-shaped shape, variable from 4-6 mm along the outer contour of the color of up to 8-12 mm along the inner contour, which takes into account the shrinkage of the ring ring during the welding process.

For lining, applying materials corresponding to the material of the stuck details should be applied.

6.1.2.7 Connection of the wall with the bottom

To connect the wall with the bottom, it should be used a two-sided taving compound without a bevel of edges or with two symmetric leaf of the bottom edge of the wall of the wall. Roots of the corner seam of the taving connection must be no more than 12 mm.

With the thicknesses of the wall of the wall or sheet of the bottom of 12 mm and less applies a compound without edges of the edges with a cathe of an angular seam equal to the thickness of a thinner of the connected sheets.

With the thicknesses of the wall sheet and the bottom sheet, more than 12 mm are applied to the edge joints, while the sum of the corner seam A and the depth of the bevel is equal to the thickness of a thinner of the connected sheets (Figures 5, 6). The depth of the bevel is recommended to take equal cathelet of the angular seam provided that the edge dull is at least 2 mm.

Figure 5. Connection of the wall with the bottom with the thicknesses of the wall sheet and the bottom sheet of 12 mm and less

Figure 6. Connection of the wall with a bottom with the thicknesses of the wall of the wall and the sheet of the bottom of more than 12 mm

The wall connection node with the bottom must be available for inspection during the operation of the reservoir. If there is a heat insulation reservoir on the wall, it should not reach the bottom at a distance of 100-150 mm in order to reduce the ability of the corrosion of this node and ensuring monitoring its condition.

6.1.2.8 Roof flooring

Roof flooring is allowed to perform from individual sheets, enlarged cards or cloth factory manufacturers.

Installation compounds of the flooring should be performed, as a rule, overlap with welding solid angular seam only on the top side.

The filament of sheets in the direction of the roof slope should be carried out in such a way that the upper edge of the lower sheet is imposed on top of the lower edge of the upper sheet in order to reduce the possibility of penetration of condensate inside the adhesion (Figure 7).

Figure 7. Fastal connection of sheets of roof flooring in the direction of the roof

At the request of the Customer, the mounting compounds of flooring of frameless conical or spherical roofs is allowed to be performed by double-sided butt or double-sided sealing seams.

Factory coils of the flooring should be butt with full peculiar.

For a compound of flooring with a roof frame, the use of intermittent angular seams is allowed at a low-breed degree of exposure to the inner medium of the tank or when the frame is located with the outer surface of the outdoor flooring. When the skeleton is arranged from the inside of the floor and exposure to the framework of the middle and strongly aggressive medium, the specified compound should be performed by continuous corner seams of the minimum cross section with the addition of intake of corrosion.

When performing a roof with a lightly graded flooring, the flooring should be welded only to the upper ring element of the wall with an angular seam with a cathelet not more than 5 mm. Welding flooring to the roof frame is not allowed.

6.1.3 bottoms

6.1.3.1 The bottoms of the tanks can be flat (for tanks with a volume of up to 1000 m 3 inclusive) or conical with a slope from the center to the periphery with the recommended value of the slope 1: 100.

At the request of the customer, the bottom of the bottom to the center of the reservoir is allowed to perform a special study in the project of the rapidness of the base of the foundation and strength of the bottom.

6.1.3.2 The bottoms of the reservoirs of up to 1000 m 3 are inclusively allowed to be made from the sheets of one thickness (without the glands), while the protrusion of the bottom sheets for the outer surface of the wall should be taken 25-50 mm. The bottom of the tanks with a volume of more than 1000 m 3 must have a central part and annular color, while the ledge of the glands for the outer surface of the wall should be taken 50-100 mm. The presence of a sheet of different thicknesses is not allowed in the roll-up cloth.

6.1.3.3 The nominal thickness of the sheets of the central part of the bottom or the bottom without the capes minus the cutting on corrosion should be 4 mm for tanks with a volume of less than 2000 m 3 and 6 mm - for tanks with a volume of 2000 m 3 or more.

6.1.3.4 Dimensions of the bottom ring of the bottom are prescribed from the strength strength of the wall connection of the wall with the bottom, taking into account the deformability of the sheet sheet and the bottom of the reservoir wall. For class 3A tanks, the calculation of the color is performed from the strength of the strength within the framework of the theory of plates and shells according to the requirements of the current regulatory documents *.

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* On the territory of the Russian Federation operates SP 16.13330.2011 "SNIP II-23-81 * Steel structures".

6.1.3.5 The nominal thickness is allowed t. B. ringwear of the bottom take no less than the size determined by the formula

where k. 1 \u003d 0.77 - dimensionless coefficient;
r. - radius of the tank, m;
t. 1 - nominal thickness of the lower wall belt, m;
Δ t. CS.- allowance for corrosion of the lower belt of the wall, m;
Δ t. CB. - allowance for corrosion of the bottom, m;
Δ t. MB. - Minus tolerance for renting the bottom of the bottom, m.

6.1.3.6 Ring edges must have a width in the radial direction, providing the distance between the inner surface of the wall and the welding of the central part of the bottom to the dyeing of at least:

300 mm for tanks with a volume of less than 5000 m 3;
600 mm for 5000 m 3 or more reservoirs;
values L. 0, m determined by the ratio.

where k. 2 \u003d 0.92 - dimensionless coefficient.

6.1.3.7 The distance from the welded joints of the bottom under the bottom edge of the wall, to the vertical seams of the lower belt of the wall must be at least:

100 mm for tanks of up to 10,000 m 3 inclusive;
200 mm for reservoirs of over 10,000 m 3.

6.1.3.8 Button or threaded connections of the three bottom elements (sheets or cloths) should be located at a distance of at least 300 mm from each other, from the wall of the tank and from the mounting connection of the ring color.

6.1.3.9 The accession of structural elements to the bottom must meet the following requirements:

but) Wire of structural elements should be carried out through sheet covers with rounded corners with a wedroom along a closed circuit;

b) Roots of angular seams of fastening structural elements should not exceed 12 mm;

in) The imposition of a permanent structural element on the weld seams of the bottom subject to the following requirements is allowed:

the seam of the bottom under the constructive element must be cleaned with the basic metal,
seams welding overlays to the bottom should be monitored for tightness;

d) Temporary structural elements (technological devices) should be welded at a distance of at least 50 mm from welds;

e) Technological devices must be removed to hydraulic tests, and the emerging damage or irregularity of the surface must be eliminated with a stripping by an abrasive tool to a depth, which is not the thickness of the rolling beyond the minus tolerance for hire.

6.1.3.10 The bottoms must have a circular shape of the edge along an external contour.

6.1.3.11 According to the internal perimeter of the annular color, the shape of the central part of the bottom can be circular or multifaceted, taking into account the provision of the adhesive of the central part of the bottom on the glands of at least 60 mm.

6.1.4 Walls

6.1.4.1 Nominal thicknesses of the tank wall sheets are determined in accordance with the requirements of existing regulatory documents *:

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* On the territory of the Russian Federation there are: SP 20.13330.2011 "SNiP 2.01.07-85 * load and impact", SP 16.13330.2011 "SNiP II-23-81 * Steel structures", RB 03-69-2013 "Safety Guide vertical cylindrical steel tanks for oil and petroleum products. "

for the main combinations of loads - the calculation of strength and stability in conditions of normal operation and hydraulic tests;
for special combinations of loads - the calculation of strength and stability in the earthquake conditions;
if it is necessary to determine the service life of the reservoir - the calculation of low-cycular strength.

6.1.4.2 The values \u200b\u200bof the nominal thickness of the wall belts t. It should be taken from a list of leaf rolling so that inequalities are observed:

where t. D., t. G., t. S. - the calculated thickness of the walls of the wall under the action of static loads during operation, hydraulic tests and during seismic effects, respectively;
t. H. - the minimum structural wall thickness, defined in Table 3;
t. C. - allowance for metal corrosion of the wall;
Δt. M. - minus admission for leaf rolling, specified in the Certificate of Metal Supply (if Δt. M.≤0.3, then allowed in the calculations to take Δt. M.=0).

Table 3 - Minimum wall thickness wall thicknesses

6.1.4.3 Settlement thickness i.-to wall belts from strength strength under the action of basic load combinations should be determined at the level corresponding to the maximum ring voltages in the middle surface of the belt of the formulas:

, . (4)

For tanks with a diameter of more than 61 m, the thickness calculation i.- Wall belts from the strength condition is allowed to be carried out by formulas:

, , (5)

(6)

where r. - radius of the tank, m;
t. DI, t. GI. - Estimated thickness i.-o belt for operation and hydraulic tests, m;
t. I-1 - belt thickness i.-1, appointed by formula (3), m;
z. I - distance from the bottom to the bottom edge i.-Ho belt, m;
i. - distance from the bottom to a level in which the annular stresses in the middle surface i.-Ho belt takes the maximum value, m;
H. D., N. G. - estimated levels of product (water) for operation and hydraulic tests, m;
ρ D., ρ G. - product density (water) for operation and hydraulic tests, t / m 3;
g. - acceleration of gravity, g.\u003d 9.8 m / s 2;
r - regulatory overpressure in the gas space, MPa;
Δ t C. , I. -1 - Package on the corrosion of the belt i.-1m;
Δ t M. , I. -1 - Minus tolerance for rental belt i.-1m.

The calculation by formulas (5) is carried out sequentially from the bottom to the upper wall belt.

6.1.4.4 Estimated parameter R., MPa, should be determined by the formula

Where R Γ. N. - regulatory resistance made equal to the guaranteed value of the flow limit on current standards and that for steel;
Υ C. - a dimensionless coefficient of working conditions of the wall belts;
Υ M. - a dimensionless reliability coefficient of material (determined in accordance with the requirements of existing regulatory documents *);

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* On the territory of the Russian Federation operates SP 16.13330.2011 "SNIP II-23-81 * Steel structures".

Υ N. - a dimensionless reliability coefficient by responsibility;
Υ T. - dimensionless temperature coefficient determined by the formula:

(8)

here σ T., σ T. ,20 - allowable steel stresses at the calculated metal temperature, respectively T. and 20 ° С.

6.1.4.5 Reliability ratio by responsibility and the coefficients of the operating belts of the wall should be assigned in accordance with Tables 4 and 5.

Table 4. Reliability Reliability Coefficient Υ N.

Table 5. Wall belt working coefficients Υ C.

6.1.4.6 Wall stability for the main combinations of loads (weight of structures and thermal insulation, weight of snow cover, wind load, relative vacuum in the gas space) is checked by the formula:

, (9)

where Σ 1, Σ 2. - meridional (vertical) and ring voltages in the middle surface of each wall belt, MPa, determined from the action of these loads in accordance with the requirements of existing regulatory documents *;

___________________
* On the territory of the Russian Federation operates SP 16.13330.2011 "SNIP II-23-81 * Steel structures".

σ CR 1 , σ CR 2 - Critical meridional and ring voltages, MPa obtained by formulas:

, , , (10)

(11)

Here E. - Module of elasticity of steel, MPa;
t. min - the thickness of the finest wall belt (usually the upper), representing its nominal thickness minus the allowance for corrosion and minus admission for hire, m;
N. R. - reduced wall height, m;
n. - the number of wall belts;
h. - the height of the belt, m;
index i. The notation indicates the belonging of the corresponding value to i.- Wall belt.

With the presence of rigid rings within i.-Ho belt as h. I. Take the distance from the edge of this belt to the rigid ring. In the floating roof tanks for the top belt as h. I. Assign the distance from the bottom edge of the belt to the wind rings.

6.1.4.7 The seismic resistance of the tank body is determined for a special combination of loads, including seismic effects, the weight of the stored product, the weight of structures and thermal insulation, excessive pressure, the weight of the snow cover.

increased pressure in the product from low-frequency gravitational waves on the free surface arising from horizontal seismic effects;
high-frequency dynamic impact due to joint fluctuation of the mass of the product and circular cylindrical shell;
inertial loads from the elements of the design of the tank involved in the general dynamic processes of the hull and product;
hydrodynamic loads on the wall due to vertical oscillations of the soil.

The calculation of the seismic resistance of the tank must provide:

the strength of the walls along ring voltages at the level of the lower edge of each belt;
resistance of the 1st belt of the wall taking into account additional compression in the meridional direction from the seismic tipping point;
stability of the tank tank body;
the conditions under which the gravitational wave on the free surface does not reach the structures of the stationary roof and does not lead to the loss of the performance of the pontoon or floating roof.

The seismic tilting moment is determined as the sum of the moments from all the forces that contribute to the tank rollover. Tipping checks are carried out relative to the lower point of the wall located on the axis of the horizontal component of the seismic effect.

6.1.4.9 Local concentrated load on the wall of the tank must be distributed using sheet linings.

6.1.4.10 Permanent structural elements should not prevent the wall movement, including in the zone of the bottom belts of the wall at hydrostatic load.

6.1.4.11 The attachment of the structural elements to the wall should meet the following requirements:

a) welding structural elements should be carried out through sheet lining with rounded corners with a wedroom along a closed contour;

b) the roll of angular seams of fastening of structural elements should not exceed 12 mm;

c) constant structural elements (except rigid rings) must be located no closer than 100 mm from the axis of horizontal seams of the wall and the bottom of the tank and not closer to 150 mm from the axis of vertical seams of the wall, as well as from the edge of any other constant structural element on the wall;

d) temporary structural elements (technological devices) must be welded at a distance of at least 50 mm from welds;

e) Technological devices should be removed to hydraulic tests, and the emerging damage or irregularities of the surface must be eliminated with a stripping by an abrasive tool to a depth, which is not the thickness of the rolling beyond the minus tolerance for hire.

6.1.5 rigid rings on the wall

6.1.5.1 To ensure the strength and stability of tanks during operation, as well as to obtain the desired geometric shape during the installation process, on the walls of the tanks, the following types of rigidity rings are allowed to be installed:

the upper wind ring for tanks without a stationary roof or for tanks with stationary roofs having increased deformability in the roof base plane;
upper support ring for reservoirs with stationary roofs;
intermediate wind rings to provide stability when exposed to wind and seismic loads.

6.1.5.2 The upper wind ring is installed outside the tank on the top belt of the wall.

The section of the upper wind rings is determined by the calculation, and the width of the ring must be at least 800 mm.

For tanks with a floating roof, the installation of the upper wind rings is recommended at a distance of 1.25 m from the vertex of the wall, while at the top of the wall must be set by an annular corner with a cross section of at least 63x5 mm with a thickness of the top belt of the wall to 8 mm and at least 75x6 mm with thickness The top belt of the wall is more than 8 mm.

When using the upper wind rings as a servicing platform, design requirements for ring elements (width and condition of the chassis surface, the height of the fence, etc.) must comply with the requirements 6.1.11.

6.1.5.3 The upper support ring of stationary roofs is set in the zone of the upper edge of the reservoir wall for the perception of the supporting reactions of compression, stretching or bending when exposed to the roof of external and internal loads.

In the event that the installation of the stationary roof is carried out after the installation of the tank wall is completed, the cross section of the support ring must be verified by the calculation, as for a tank without a stationary roof.

6.1.5.4 Intermediate wind rings are installed in cases where the wall belts thickness do not provide the stability of the empty tank wall, and the increase in the thickness of the wall belts is technically and economically inexpedient.

6.1.5.5 Rings of rigidity on the wall must be closed (not to have cuts throughout the perimeter of the wall) and meet the requirements specified in 6.1.4.11. Installation of ring ribs in separate sites, including in the zone of mounting joints of the wall of rugged tanks, is not allowed.

6.1.5.6 Connections of sections of rigidity rings must be butt with full penetration. It is allowed to connect sections on the lining. Installation joints of sections must be located at a distance of at least 150 mm from the vertical seams of the wall.

6.1.5.7 rigid rings should be located at a distance of at least 150 mm from horizontal wall seams.

6.1.5.8 rings of stiffness, the width of which is 16 or more than the thickness of the horizontal element of the ring, should have supports performed in the form of ribs or dies. The distance between the supports should not exceed more than 20 times the height of the outer vertical shelf rings.

6.1.5.9 With the presence of a fire irrigation systems (cooling devices), the rigid rings installed on the outer surface of the wall should have a design that does not prevent the irrigation of the wall below the ring level.

Rings of such a design that can collect water must be equipped with waste holes.

6.1.5.10 The minimum moment of resistance to the section of the upper wind rings W ZT., m 3, floating roof tanks are determined by the formula

, (12)

where is 1.5 - the coefficient, taking into account the discharge from the wind in the open-top reservoir;
p W. - regulatory wind pressure adopted depending on the wind region in accordance with the current regulatory documents *;

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D. - diameter of the reservoir, m;
H S. - the height of the wall of the reservoir, m;
Estimated parameter R. - According to 6.1.4.4.

If the upper wind ring joins the wall with solid welds, in the ring section, it is allowed to include the walls of the wall with a nominal thickness t. and 15 width ( t-ΔT C) Down and up from the installation site of the ring.

In the case of the installation of an intermediate wind ring, it is recommended to have a design in which its cross-section satisfies the requirements:

for reservoirs with a stationary roof:

; (13)

for floating roof tanks:

, (14)

where H R Max - Maximum from the values \u200b\u200bof the reduced height of the wall of the wall above or below the intermediate ring, determined by 6.1.4.6.

6.1.5.11 At the time of resistance of the intermediate ring of stiffness include parts of the wall width L S \u003d 0.6√r (T- ΔT C) Above and below the installation site of the ring.

6.1.6 Stationary roofs

6.1.6.1 General requirements

In this paragraph, general requirements for stationary roof designs are established, which are subdivided into the following types:

the frameless conic roof, which bears the ability of which is provided by the conical shell of the floor;
the frameless spherical roof, which bears the ability of which is provided by the rolled elements of the flooring, forming the surface of the spherical shell;
a frame conic roof close to the surface of a common cone, consisting of frame elements and flooring;
the frame dome roof consisting of radial and ring frame elements included in the surface of the spherical shell, and the flooring freely lying on the frame or welded to its elements;
other types of roofs subject to the requirements of this standard and construction standards and rules.

Depending on the steel used, stationary roofs can be manufactured in the following version:

carbon steel roof;
stainless steel roof;
carbon steel roof for frame and stainless steel for flooring.

The use of stationary roofs of aluminum alloys is allowed.

6.1.6.2 Basic calculation provisions

The calculation of stationary roofs is carried out on the following combinations of loads *:

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* On the territory of the Russian Federation there is a joint venture 20.13330.2011 "Snip 2.01.07-85 * load and impact."

a) the first major combination of influences from:

heat insulation weights;
snow cover weights with symmetric and asymmetrical distribution of snow on the roof;
internal relative vacuum in the gas spanking space;

b) the second major combination of influences from:

own weight of roof elements;
inpatient equipment;
heat insulation weights;
overpressure;
negative wind pressure;

c) a special combination of influences from inertial vertical loads of roofs and equipment, as well as on the loads of the first basic combination of effects with the corresponding combinations coefficients of the impacts from the existing regulatory documents *.

________________
* On the territory of the Russian Federation operates SP 14.13330.2014 "SNIP II-2-7-81 * Construction in seismic areas."

Calculation of the supporting capacity of stationary roofs is made in accordance with the requirements of existing regulatory documents * with the working factor Υ C. =0,9.

________________
* On the territory of the Russian Federation operates SP 16.13330.2011 "SNIP II-23-81 * Steel structures".

Modeling and calculations of roofs on all load combinations are recommended to produce finite elements. The calculated scheme includes all bearing rod and plate elements provided by a constructive solution. If the sheets of flooring are not welded to the frame, then only their weight characteristics are taken into account in the calculation.

The elements and nodes of the roof should be designed in such a way that the maximum efforts and deformations in them do not exceed the limit values \u200b\u200bby strength and stability regulated by the regulatory document *.

________________
* On the territory of the Russian Federation operates SP 16.13330.2011 "SNIP II-23-81 * Steel structures".

6.1.6.3 Frameless conic roof

The frameless conic roof is a smooth conical shell, not backed by radial ribs of stiffness.

The geometric parameters of the frameless conical roof must satisfy the following requirements:

the roof diameter in the plan is not more than 12.5 m;
the angle of inclination of the roof to the horizontal surface should be assigned from 15 ° to 30 °.

The nominal shell thickness of the roof should be from 4 to 7 mm (in the manufacture of the shell by the ruling method) and more (in the manufacture of flooring on the mounting site). At the same time the shell thickness t. R. Must be determined by the calculation of stability according to the following formula:

, (15)

where α - angle of inclination of the conical roof;
r R. - Calculated load on the roof for the first basic combination of influences, MPa;
Δ t Cr. - Lock on corrosion roof flooring, m.

With an insufficient bearing capacity, a smooth conical shell must be supported by ring rigid ribs (splint), determined by the calculation and installed on the outside of the roof in such a way as not to prevent precipitation.

The roof shell should be made in the form of a roll-up panel (from one or several parts). It is allowed to manufacture the roof of the roof on the installation, while the thickness of the roof shell is allowed to increase to 10 mm.

6.1.6.4 Frameless Spherical Roof

The frameless spherical roof is a common spherical shell.

The radius of the roof curvature must be from 0.7 D. up to 1.2. D.where D. - the inner diameter of the wall of the reservoir. The recommended range of applying frameless spherical roofs is the tanks of up to 5000 m 3 with a diameter of not more than 25 m.

The nominal roof shell thickness is determined by the calculations on strength and stability and should be at least 4 mm.

The surface of the spherical roof can be made of two-formed twofolding of curvature (rolled in the meridional and ring direction) or cylindrical petals flavored only in the meridional direction, while the surface of the cylindrical petal surface from a smooth spherical surface (in the ring direction) should not exceed three shell thicknesses .

The connection of petals among themselves should be performed by double-sided butt or threaded connections.

6.1.6.5 Frame conic roof

Frame conical roofs can have two versions:

a) execution with the lower location of the frame relative to the floor;
b) Execution with the upper frame location relative to the flooring, providing increased corrosion resistance of the roof due to the creation of a smooth surface from the stored product and its vapors.

The values \u200b\u200bof the nominal thicknesses of the structural elements of frame roofs are shown in Table 6.

Table 6. Nominal thicknesses of structural elements of frame roofs

*Note: DT CR - Pasting on corrosion of roof elements.

Frame conical roofs manufactured in two versions:

shield - in the form of shields consisting of interconnected frame elements and flooring, while the frame may be located both from the inner and the outside of the outer side;
the frame - in the form of frame elements and flooring, not welded to the frame, while the flooring can be made of separate sheets, large-sized cards or roll-up cloths, and two diametrically opposite frames of the frame must be relaxed in terms of diagonal bonds.

6.1.6.6 Frame Dome Roof

The domed roof is a radial-ring frame system, inscribed in the surface of the spherical shell.

Dome roofs must meet the following requirements:

the radius of the curvature of the spherical surface of the roof should be in the range of 0.7 D. up to 1.5 D.where D.- diameter of the reservoir;
the nominal thicknesses of the elements of frame dome roofs are indicated in Table 6;
the framework of dome roofs should have bonded elements that ensure the geometric immutability of the roof.

6.1.7 Nozzle and hatches in the wall of the reservoir (inserts into the wall)

6.1.7.1 General requirements

For the manufacture of nozzles and hatches, it is necessary to use seamless or dirty pipes and shells made of rolled leaf.

The longitudinal seams of the shells made from the rolled sheet should be monitored by the RK method in the amount of 100%. For the CS-2B class tanks, the RK is not allowed.

When performing welding of a shell or pipe to the wall of the tank, the wall should be provided (Figure 8).

6.1.7.2 Strengthening the wall in the locations

Holes in the wall for installing nozzles and hatches must be reinforced with sheet linings (reinforcing sheets) located around the perimeter of the hole. It is allowed to install nozzles with a nominal diameter of up to 65 mm inclusive in the wall with a thickness of at least 6 mm without reinforcing sheets.

It is not allowed to enhance the insertion by welding rigidity to the shelter (pipes).

Outside diameter D R. The enhancement sheet must be within 1.8 D 0.£ D R. £ 2,2 D 0.where D 0. - Hole diameter in the wall.

The thickness of the enhancement sheet should be no less thickness of the corresponding wall of the wall and should not exceed the wall thickness of the wall by more than 5 mm. The edges of the reinforcing sheet with a thickness exceeding the thickness of the wall sheet should be rounded or processed in accordance with Figure 8. It is recommended that the thickness of the wage is recommended to take the thickness of the wall sheet.

The cross-sectional area of \u200b\u200bthe reinforcing sheet, measured by the vertical axis of the opening, should be at least the product of the vertical size of the hole in the wall on the thickness of the wall sheet.

The enhancing sheet must have a M6-M10 thread control opening, closed with a threaded plug and located approximately on the horizontal axis of the nozzle or hatch or at the bottom of the enhancement sheet.

Rooting the angular seam of fastening of a reinforcing sheet to a shell (pipe) of a nozzle or hatch ( To 1.Figure 8) is assigned in accordance with Table 7, but should not exceed the thickness of the shell (pipes).

Table 7. Cutting the angular seam of fastening of the reinforcing sheet to the shell

Dimensions in millimeters

Figure 8. Details of nozzles and hatches in the wall

Rooting the angular seam of fastening of the amplifying sheet to the wall of the tank ( To 2.Figure 8) should be no less specified in Table 8.

For a reinforcing sheet, reaching the bottom of the reservoir, rolls the corner seam of fastening of a reinforcing sheet to the bottom (K 3.Figure 8) should be equal to the smallest thickness of the welded elements, but not more than 12 mm.

Table 8. Cutting an angular seam fixing of a reinforcing sheet to the wall of the tank

Dimensions in millimeters

Wall amplification is allowed to install inserts - the wall of the wall of the increased thickness, determined by the corresponding calculation. The insert thickness should not exceed 60 mm.

6.1.7.3 Restrictions on the location of the insertion into the wall

In one sheet of walls, no more than four pursions can be arranged with a nominal diameter of more than 300 mm. With a larger number of pitch, the wall sheet should be heat treatment in accordance with 9.6.

The distances between the adjacent pipes and hatches are welded to the wall of the reservoir (shelters, pipes that enhance sheets) must be at least 250 mm.

The distance from the parts and hatches (shelves, enhancement, reinforcing sheets welded to the wall of the vertices, the walls of the vertical seams of the wall should be at least 250 mm. A to the axis of horizontal seams of the wall and to the bottom of the reservoir (except for the design of the structural execution of the reinforcing sheet, reaching the bottom) - at least 100 mm.

In the case of heat treatment of the sheets of the wall with inserts in accordance with 9.6, the above distances can be reduced to 150 mm (instead of 250 mm) and up to 75 mm (instead of 100 mm).

The distance from the velocities welded to the wall of parts and hatches (shelves, pipes, reinforcing sheets) to other parts welded to the wall should be at least 150 mm.

When repairing tanks is allowed in the form of an exception (in agreement with the developers of the CM), the installation of pipes and hatches with the intersection of the walls of the wall (horizontal and vertical) in accordance with Figure 9, and the intersected seam should be subjected to RK at a length of at least three hole diameters in The wall is symmetrically relative to the vertical or horizontal axis of the nozzle or hatch.

Figure 9, Sheet 1 - installation of nozzles and hatches in crossbar places
With vertical or horizontal welved wall seams
(conventionally shown the intersection with vertical seam)

Notes
1. For intersections with vertical seams of magnitude BUT and IN must be at least 100 mm and at least 10 t.where t. - The thickness of the wall of the wall.
2. For intersections with horizontal seams of values \u200b\u200bof A and B should be at least 75 mm and at least 8 t.where t. - The thickness of the wall of the wall.

Figure 9, Sheet 2

6.1.7.4 Pipes in the wall of the reservoir

Pipes in the wall are designed to attach external and internal pipelines, instrumentation and other devices, requiring the performance of the opening in the wall.

The number, dimensions and type of pipes (Figure 11) depend on the purpose and volume of the tank and are determined by the customer of the tank.

The most responsible in terms of ensuring the reliability of the tank are nozzles of reception and distribution of the product, located in close proximity to the bottom in the vertical bending zone of the walls and perceive significant technological and temperature loads from the joined pipelines.

Calculation and design of nozzles, taking into account the internal hydrostatic pressure of the product and loads from the connected pipelines, should be carried out in accordance with the requirements of specialized standards.

Recommended nozzles in the wall with a nominal diameter of 50, 80, 100, 150, 200, 250, 300, 350, 400, 500, 600, 700, 800, 900, 1000, 1200 mm. The design of the nozzles in the wall should correspond to Figures 8, 10, 11, 12 and Table 9.

The flanges of the nozzles in the wall should be performed according to GOST 33259: Types 01 and 11. Execution B, Row 1 to the nominal pressure of 16 kgf / cm 2, unless otherwise specified in the design task.

At the request of the customer of the tank, the nozzles in the wall can be equipped with temporary plugs according to Atk 24,022-90 * on the nominal pressure of 6 kgf / cm 2, intended for sealing the tank when testing after the end of the installation.

____________
Atk 24,022-90 Flange steel plugs. Design, sizes and technical requirements.

Figure 10. Nozzles in the wall (conditionally shown nozzles with flanges of type 01)

Figure 11. Types of nozzles in the wall (connected nozzles with type D1 flanges and round reinforcing sheets)

Figure 12. Connection of the flange of the pipe with the shell (pipe)

Table 9. Constructive parameters of nozzles in the wall of the tank

Dimensions in millimeters

Nominal diameter of the pipe DN.	D P.	t P., (See Note.1)	Dr.	BUT, not less		IN, not less (see Note.2)	FROM, not less
Nominal diameter of the pipe DN.	D P.	t P., (See Note.1)	Dr.	With a round amplification sheet	With a reinforcing sheet to the bottom	IN, not less (see Note.2)	FROM, not less
50	57	5	—	—	—	150	100
80	89	6	220	220	150	200	100
100	108; 114	6	260	250	160	200	100
150	159; 168	6	360	300	200	200	125
200	219	6	460	340	240	250	125
250	273	8	570	390	290	250	150
300	325	8	670	450	340	250	150
350	377	10	770	500	390	300	175
400	426	10	870	550	440	300	175
500	530	12	1070	650	540	350	200
600	630	12	1270	750	640	350	200
700	720	12	1450	840	730	350	225
800	820	14	1660	940	830	350	225
900	920	14	1870	1040	930	400	250
1000	1020	16	2070	1140	1050	400	250
1200	1220	16	2470	1340	1240	450	275

Notes:
1) t P. - the minimum structural thickness without taking into account the intake of corrosion;
2) if there is insulation walls size IN It should be increased by the thickness of thermal insulation;
3) deviations from the size specified in the table should be confirmed by the calculation.

6.1.7.5 Luke Lases in the wall of the reservoir

Luke-lazes in the wall are designed to penetrate the tank when installing it, inspection and repair work.

The tank must be equipped with no less than two hatches, providing output on the bottom of the tank.

The reservoir with a pontoon should have, in addition, at least one hatch located on top. Supporting a pontoon in its repair position. At the request of the customer of the tank, the specified hatch is allowed to be installed on a floating roof reservoir.

The flanges of round hatches should be performed according to GOST 33259: Type 01, execution in, row 1 for a nominal pressure of 2.5 kgf / cm 2. Unless otherwise specified in the design task.

Covers of round hatches should be performed by Atk 24,022-90 on the nominal pressure of 6 kgf / cm 2, unless otherwise specified in the design task.

For ease of operation, the hatches cover must be equipped with handles and rotary devices.

The design of the hatch-lazes in the wall must correspond to Figures 8, 13, 14, 15 and Table 10.

Figure 13. Luke Lases in the wall (conditionally shown reinforcing sheets not to the bottom)

Figure 14. Constructive design of hatch-climbing walls (conditionally shown flanges and covers for round hatches)

Notes

1 in the presence of heat insulation wall size b. It should be increased on the thickness of the heat insulation.
2 Minimum size A - Table 9.
3 Reflector bend along the radius of the wall.
4 The thickness of the reflector sheet to take the wall thickness of the wall, but not more than 8 mm.

Figure 15. Connection of the hatch laza flange in the wall with the shell and lid

Table 10. Constructive parameters of hatch-climbs in the wall of the tank

Dimensions in millimeters

Parameters	Dimensions
Parameters	Luke DN 600.	Luke DN 800.		Luke 600 × 900
Outdoor size of the shell D P.	Ø 630.	Ø 820.		630 × 930.
Minimum design thickness of the shell, T P *, with the wall thickness of the wall
5-6 mm	6	8
7-10 mm	8	10
11-15 mm	10	12
16-22 mm	12	14
23-26 mm	14	16
27-32 mm	16	18
33-40 mm	20	20
The size of the reinforcing sheet	Dr.= 1270	Dr.= 1660	1270 × 1870.

* Excluding intake of corrosion.

6.1.8 Nozzle and hatches in the roof of the tank

The number, dimensions and types of pipes (Figure 16) depend on the purpose and volume of the tank and are determined by the customer of the tank.

Recommended nozzles in the roof with a nominal diameter of 50, 80,100, 150, 200, 280, 300, 350, 400, 500, 600, 700, 800, 900,1000 mm. The design of the nozzles in the roof should correspond to Figures 12, 16, 17 and Table 11.

Table 11. Constructive parameters of the roof of the reservoir

Dimensions in millimeters

Nominal diameter DN nozzle	D P.	t P (see note. 1)	D R.	In, not less (see. 2)
50	57	5	—	150
80	89	5	200	150
100	108; 114	5	220	150
150	159; 168	5	320	150
200	219	5	440	200
250	273	6	550	200
300	325	6	650	200
350	377	6	760	200
400	426	6	860	200
500	530	6	1060	200
600	630	6	1160	200
700	720	7	1250	250
800	820	7	1350	250
900	920	7	1450	250
1000	1020	7	1500	250

Notes:

1 t P. - the minimum structural thickness without taking into account the intake of corrosion;
2 in the presence of roof thermal insulation, the size in should be increased by the thickness of the heat insulation;
3 deviations from the sizes specified in the table should be confirmed by the calculation.

Figure 16. Nozzles and hatches in the roof (conditionally shown nozzles with flanges type 01)

Figure 17. Details of nozzles and hatches in the roof

The flanges of the roofs in the roof should be performed according to GOST 33259: Types 01 and 11, execution in, row 1 for a nominal pressure of 2.5 kgf / cm 2, unless otherwise specified in the design task.

If the nozzle is used for ventilation, the shelter (tube) must be cut from the bottom flush with the roof flooring (type "F").

At the request of the customer of the reservoir nozzles in the roof of the reservoir without a pontoon operated during an overpressure in the gas space, it can be completed with temporary plugs according to Atk 24,022-90 for a nominal pressure of 6 kgf / cm 2, designed to seal the tank when testing after the end of the installation.

To inspect the internal space of the tank, its ventilation during internal work, as well as for various mounting purposes, the tank must be equipped with no less than two hatches in the roof.

For ease of operation, the lid of light hatches must be provided with rotary devices, and the covers of the mounting hatches are handles.

Table 12. Constructive parameters of hatches in the roof of the tank

6.1.9 Pontoons

6.1.9.1 Pontoons Apply in storage tanks easily evaporating products and are intended to reduce the losses from evaporation. Pontoons must meet the following basic requirements:

pontoon should maximize the surface of the stored product;
pontoon tanks must be operated without internal pressure and vacuum in the gas space of the tank:
all pontoon compounds, subject to direct impact of the product or its vapor, should be dense and are monitored for tightness;
any material that seals pontoon compounds must be compatible with stored product.

6.1.9.2 Apply the following main types of pontoons:

a) a single-bed pontoon that has a central single-layer membrane (deck), divided by compartments and aromatic ring boxes (open or closed on top);

b) a double pontoon consisting of sealed boxes located all over the entire area of \u200b\u200bPontoon;

c) a combined pontoon with open or closed radially located boxes and one-bedroom inserts connecting the box;

d) pontoon on floats with hermetic flooring;

e) block pontoon with a thickness of at least 60 mm with hermetic compartments, hollow or filled with foamed or other material;

e) Pontoon of non-metallic composite or synthetic materials.

6.1.9.3 Ponteon design should ensure its normal operation at the entire height of the working stroke without distortion, rotation during movement and stops.

6.1.9.4 Pontoon board and on-board fences of all devices passing through the pontoon (support of stationary roofs, pontoon guides, etc.), taking into account the calculated immersion and roll of pontoon in working condition (without disturbing the tightness of individual elements) should exceed the level of the product at least 100 mm. The same exceeding should have nozzles and hatches in Pontion.

6.1.9.5 The space between the wall of the reservoir and the side of the pontoon, as well as between onboard fences and passing through them the elements should be sealed using special devices (shutters).

6.1.9.6 Pontoon must be designed in such a way that the nominal gap between the pontoon and the tank wall range from 150 to 200 mm with a deviation of ± 100 mm. The value of the gap should be mounted depending on the design of the applied shutter.

6.1.9.7 The minimum structural thickness of the steel elements of the pontoon should be at least 5 mm for surfaces in contact with the product or its pairs (lower deck and pontoon side); 3 mm - for other surfaces. When used in pontions of stainless steel elements, carbon steel with metallization coatings or aluminum alloys, their thickness should be determined on the basis of strength and deformation calculations, as well as taking into account corrosion resistance. The thickness of such elements should be at least 1.2 mm.

6.1.9.8 Pontoon must have supports that allow it to fix it in the two lower positions - working and repair.

The working position is determined by the minimum height in which the Ponteon structures will be removed at least 100 mm from the upper parts of the devices located on the bottom or wall of the tank and preventing the further lowering of the pontoon.

The repair position is determined by the minimum height in which the free passage of a person is possible throughout the bottom surface of the reservoir under pontoon - from 1.8 to 2.0 m.

The working and repair position of the Ponteon is fixed with the help of supports that can be installed in the pontoon, as well as on the bottom or wall of the reservoir. Possible fixation of the lower pontoon positions by hanging on chains or cables to the stationary roof of the tank.

In coordination with the customer, the supporting structures of one fixed position (not lower than the repair) are used.

Supports made in the form of racks from a pipe or other closed profile must be muffled or have holes at the bottom to provide drainage.

6.1.9.9 In the case of the use of reference racks for the distribution of focused loads transmitted by the steel pontoon on the bottom of the tank, steel lining (thickness of the bottom thickness), welded to the bottom of the reservoir with a solid seam, should be installed. The size of the lining should be determined by the tolerances to the deviations of the pontoon support racks.

6.1.9.10 To exclude the rotation of the pontoon, it is necessary to use the guides in the form of pipes, which simultaneously can perform and technological functions - the controls, measurement and automation devices can be located in them.

The cable or other constructive systems is also allowed as pontoon guides.

In the passage locations through the pontoon of the guides, seals should be provided to reduce the losses from evaporation during the vertical and horizontal movements of Ponteon.

6.1.9.11 Pontoons must have safety ventilation valves, opening with the pontoon on supports and protecting the pontoon and sealing shutter against overvoltage and damage when filling or emptying the tank. The dimensions and the number of ventilation valves are determined by the performance of acceptance transaction operations.

6.1.9.12 In the stationary roof or wall of the pontoon tank, ventilation openings should be provided, evenly located around the perimeter at a distance of not more than 10 m from each other (but at least four), and one opening in the center of the roof. The total open area of \u200b\u200ball openings should be greater than or equal to 0.06 m 2 per 1 m diameter of the tank. The openings of the openings should be closed with a grid of stainless steel with 10 × 10 mm cells and safety covers for protection against atmospheric influences. Installing fireproofers on ventilation openings is not recommended (unless otherwise specified in the current national standards).

The design of the ventilation openings should ensure reliable ventilation over the pontoon space and provide for the possibility of opening the protective casing and using the opening as observation hatches.

6.1.9.13 For access to the pontoon in the tank, an at least one Luke Laza should be provided in the wall located in such a way that through it it was possible to enter the pontoon located in the repair position.

Pontoons should have at least one hatch with a nominal diameter of at least 600 mm, allowing to carry out ventilation and passage of the service personnel under pontoon when the product is removed from the tank.

6.1.9.14 All pipeline parts of the pontoon must be electrically interrelated and connected to the wall or roof of the tank.

This can be achieved with flexible cables that come from the stationary roof of the reservoir to the pontoon (minimum two). When choosing cables, their flexibility, strength, corrosion resistance, electrical resistance, reliability of connections and service life are considered.

6.1.9.15 Closed Ponteon boxes must be equipped with observation hatches with quick-consuming lids or other devices to control the possible loss of tightness of boxes.

On the pontoons of 5000 m 3 tanks and the annular barrier must be installed to hold the foam supplied from above during a fire in the ring zazon zone. The arrangement and height of the annular barrier should be determined from the condition for creating the calculated layer of foam in the zone of the ring gap between the barrier and the tank wall.

The top of the barrier should be higher than a sealing shutter at least 200 mm.

6.1.9.16 Pontoon is calculated in such a way that it can be in a position on a powder or on supports to provide carriage and buoyancy for the loads specified in Table 13.

Table 13. Estimated combination of influences on the pontoon

Combination number		Position	Note
1	Double Own weight	Floating	—
2		Floating	—
3		Floating	—
4		Floating	Pontoons like "A"
5	Own weight and flooding of three any boxes	Floating	Pontoons of the type "B" and "B"
6	Own weight and flooding 10 % Poplavkov	Floating	Pontoons like "g"
7	Own weight and exposure to gas-air pillows on an area of \u200b\u200bat least 10% of Ponteon Square (the density of the gas-air fraction is not more than 0.3 t / m 3)	Floating	At the request of the customer
8	Own weight and 2.0 kN 0.1 m 2 anywhere in Pontoon	On supports	—
9	Own weight and 0.24 kPa uniformly distributed load	On supports	—

6.1.9.17 The density of the product for performing calculations is taken equal to 0.7 t / m 3.

6.1.9.18 Pontoon elements and nodes should be designed in such a way that the maximum efforts and deformations in them do not exceed the limit values \u200b\u200bfor the strength and stability established by the current regulatory documents *.

____________
* On the territory of the Russian Federation, SP 16.13330.2011 "Snip 11-23-81 * Steel structures" and SP 128.13330.2012 "SNiP 2.03.06-85 Aluminum structures".

6.1.9.19 Ponteon buoyancy in the absence of damage is considered to be provided if in the position on the way the excess of the top of the onboard element over the product level is at least 100 mm.

6.1.9.20 Ponteon buoyancy in the presence of damage is considered to be provided if the onboard element and bulkhead is located above the product level.

6.1.9.21 Pontoon calculation is performed in such a sequence:

a) the choice of the pontoon structural scheme and the preliminary determination of the thickness of the elements on the basis of functional, constructive and technological requirements;

b) the purpose of the combinations of the impacts shown in Table 13, taking into account the value and nature of the current loads, as well as the possibility of losing the tightness of individual pontoon compartments;

c) modeling of the structure of Ponteon by the finite element method (CE);

d) the calculation of the equilibrium positions of the pontoon, immersed in the liquid for all calculated combinations of impacts;

e) Ponteon buoyancy check: if the pontoon buoyancy is not provided, it changes its structural circuit and repeat the calculation, starting with the transfer A);

(e) Checking the bearing capacity of the structural elements of the pontoon for the equilibrium positions obtained: in the case of changes in the thickness of the elements, the calculation is repeated, starting with the transfer B);

g) Check the strength and sustainability of supports.

6.1.10 Floating roofs

6.1.10.1 Floating roof reservoirs are an alternative to the stationary roof and pontoon tanks, the choice between these types of tanks should be based on the comparison of their technical and economic indicators and operating conditions.

6.1.10.2 Floating roofs of the following types are used:

a) one-in-room floating roof consisting of sealed ring boxes located around the perimeter of the roof and the central single-layer membrane (decks) having an organized slope to the center;

b) a double floating roof having two versions;

c) Combined floating roof with radial hermetic boxes and single inserts between them.

6.1.10.3 Maximum allowable estimated snow load:

240 kg / m 2 - for single-scale floating roofs;
without restrictions - for two-digit and combined floating roofs.

6.1.10.4 Floating roof should be designed in such a way that when filling or emptying the tank, the roofs or damage to its structural components and devices, as well as structural elements on the wall and the bottom of the tank, did not occur.

6.1.10.5 In the working position, the floating roof should be completely in contact with the surface of the stored product.

The top mark of the peripheral wall (board) of the floating roof should exceed the level of the product at least by 150 mm.

In the empty reservoir, the floating roof should be on racks based on the bottom of the tank. The designs of the bottom and base should ensure the perception of loads when the floating roof is based on the racks.

6.1.10.6 The floating roof buoyancy should be ensured by its product tightness, as well as the tightness of the roof and compartments included in the roof design.

6.1.10.7 Each box or floating roof compartment at the top must have a surrounding hatch with an easy-sensitive lid for visual control of the possible loss of tightness.

The design of the lid and the height of the observation hatch should exclude the hitting of rainwater or snow inside the box or compartment, and also exclude oil and petroleum products to the top of the floating roof.

6.1.10.8 The floating roof access should be provided with a staircase that automatically follows any position of the roof in height. One of the recommended types of applied stairs is a spray staircase that has an upper hinge mounting to the wall of the reservoir and the lower rollers moving along the guide installed on the floating roof (the path of the side of the stairs).

6.1.10.9 The floating roof design should provide stock of stormwater from its surface and remove them beyond the reservoir. For this purpose, the floating roof must be equipped with a main water supply system consisting of livnery devices and removal pipelines (the number of livnery devices is determined by the calculation). Livery devices can connect with one pipeline.

The slope of the surfaces in the roof position on the humor, by which the precipitation is carried out. Must be at least 1: 100. The livnery device should be equipped with a valve (valve), eliminating the stored product from entering a floating roof with a violation of the tightness of the water pipelines.

In addition to the main water, floating roofs should have emergency waterproofs to reset the stormwater directly into the stored product.

The diameter of the main hydrogen pipeline system must be at least:

80 mm - for reservoirs with a diameter of up to 30 m;
100 mm - for reservoirs with a diameter of more than 30 to 60 m;
150 mm - for reservoirs with a diameter of more than 60 m.

6.1.10.10 Floating roofs must have a minimum of two safety ventilation valves, opening when the floating roof on the support racks and the protective floating roof and the sealing shutter against overvoltage and damage when filling or emptying the tank. The dimensions and the number of ventilation valves are determined by the performance of acceptance transaction operations.

6.1.10.11 Floating roofs should have reference racks that allow you to fix the roof in the two lower positions - working and repair. The working position is determined by the minimum height in which the floating roof designs are not less than 100 mm from the upper parts of the devices located on the bottom or on the wall of the reservoir and preventing the further lowering of the floating roof. The repair position is determined by the minimum height in which the free passage of a person is possible along the bottom of the reservoir under the floating roof - from 1.8 to 2.0 m.

Support racks made of pipe or other closed profile must be muffled or have holes at the bottom to provide drainage.

For the distribution of loads transmitted by the floating roof on the bottom of the tank, steel lining should be installed under the support racks (see 6.1.9.9).

6.1.10.12 Floating roofs must have at least one hatch with a nominal diameter of at least 600 mm, allowing to carry out ventilation and passage of service personnel under a floating roof when the product is removed from the tank.

6.1.10.13 To eliminate the rotation of the floating roof, you should use guides in the form of pipes that also perform technological functions. Installing one guide is recommended.

6.1.10.14 The space between the tank wall and the outer board of the floating roof should be sealed using a special device - the shutter, which also has a weather visor from the immediate effect of atmospheric precipitation on the shutter (the installation is carried out by specifying the customer).

The nominal gap between the tank wall and the vertical board of the floating roof for the installation of the shutter should be from 200 to 275 mm with permissible deviations of ± 100 mm.

6.1.10.15 On a floating roof, an annular barrier should be installed to hold the foam supplied during a fire in the ring gap area. The arrangement and height of the annular barrier should be determined from the condition for creating the calculated layer of foam in the zone of the ring gap between the barrier and the tank wall.

The height of the barrier should be at least 1 m. At the bottom of the barrier, the drainage holes should be provided for the drainage of foam and atmospheric destruction products.

6.1.10.16 All conductive parts of the floating roof, including the curative staircase, should be electrically interrelated and connected to the tank wall.

The construction of the fastening of the floating roof entry cables should exclude the cable damage during the operation of the tank.

6.1.10.17 The minimum structural thickness of the steel elements of floating roofs should be at least 5 mm for the lower deck and the outer board of the floating roof; 4 mm - for other designs.

6.1.10.18 The floating roof must be calculated in such a way that it can be in a position on a powder or on supports to provide carrying capacity and buoyancy during the loads specified in Table 14.

6.1.10.19 The density of the product for performing calculations is taken equal to 0.7 t / m 3.

Table 14. Calculation combinations of floating roofing

Combination number	Estimated combination of influences	Position	Note
1	Own weight and evenly or unequally measuringly distributed snow load	Floating
2	Own weight and 250 mm of atmospheric water	Floating	In the absence of an emergency drainage system
3	Own weight and two flooded adjacent compartments and evenly distributed snow load	Floating	For diving roofs
3	Own weight and flooding of central decks and two adjacent compartments	Floating	For single-mek roofs
4	Own weight and evenly or unevenly distributed snow load	On support racks	Snow load takes at least 1.5 kg. The uneven load is accepted in accordance with Figure 18

Figure 18. Uneven Floating Roof Snow Load Distribution

6.1.10.20 Distribution of uneven snow load over the surface of the floating roof P Sr, MPa, is taken in accordance with the formula:

p sr \u003d μ p s, (16)

where P s is the calculated snow load on the surface of the Earth, determined in accordance with the current regulatory documents *;
μ is a dimensionless coefficient receiving, depending on the position of the calculated point on the roof (Figure 18), the following values:

Here d, h s is the diameter and height of the tank.

______________
* On the territory of the Russian Federation there is a joint venture 20.13330.2011 "Snip 2.01.07-85 * load and impact."
** In the territory of the Russian Federation, SP 16.13330.2011 "Snip 11-23-81 steel structures".

6.1.10.22 The buoyancy of the floating roof in the absence of damage is recommended to be assumed to be secured if the position in terms of the layout exceeds the vertex of any side element (including bulkheads) above the product level is at least 150 mm.

6.1.10.23 The buoyancy of the floating roof in the presence of damage should be considered provided if the top of any on-board element and the bulkhead is located above the level of the product.

a) the choice of the structural circuit of the floating roof and the preliminary determination of the thickness of the elements on the basis of functional, constructive and technological requirements;

b) the purpose of the combinations of the impacts shown in Table 14 of this standard, taking into account the value and nature of the existing loads, as well as the possibility of losing the tightness of individual compartments of the floating roof;

c) modeling the floating roof design by the CE method;

d) the calculation of the equilibrium positions of the floating roof, immersed in the liquid for all calculated combinations of impacts;

e) checking the buoyancy of a floating roof: if the buoyancy of the roof is not provided, produce a change in its structural circuit and repeat the calculation, starting with transfer a);

(e) Checking the bearing capacity of the structural elements of the floating roof for the premises of the equilibrium positions: in the case of changes in the thickness of the elements, the calculation is repeated, starting with transfer c);

g) checking the strength and stability of the supports taking into account the actions of the snow load.

6.1.11 Places, transitions, stairs, fences

6.1.11.1 The reservoir must be equipped with platforms and stairs.

6.1.11.2 Tanks with a stationary roof must have a circular platform on the roof or wall that provides access to the equipment located around the perimeter of the roof, and the staircase for lifting to the circular platform, as well as, if necessary, additional areas on the roof and on the wall.

6.1.11.3 Floating roof tanks must have a circular platform at the top of the wall, the outer staircase for lifting into a circular platform and an inner centered staircase to descend on a floating roof.

6.1.11.4 With a compact location, the tanks can be connected with transition sites (transitions), and at least two stairs, located on opposite sides, should be connected to each group of connected tanks.

6.1.11.5. Plates (including transitions and intermediate sites of stairs) must comply with the following requirements:

platforms connecting any part of the tank with any part of a neighboring tank or another single-standing design must have reference devices that allow free movement of the combined structures;
the width of the flooring at the floor level should be at least 700 mm;
for platforms, the use of lattice flooring is recommended;
the value of the gap between the elements of the flooring should be no more than 40 mm;
the design of the platforms must withstand a focused load of 4.5 kN or uniformly distributed load of 550 kg / m 2.

6.1.11.6 Areas located at a level of more than 0.75 m from the surface of the Earth or any other surface on which it is possible to fall from the site, should have fencing from the sides where it is possible to fall.

6.1.11.7 For lifting on the circular platform, separate (shaft) or located along the wall (ring) staircases are used.

6.1.11.8 Shaft stairs have their own foundation to which anchor bolts are attached. Shaft stairs must be attached to the top to the wall of the reservoir struts. The design of the strut must take into account the possibility of uneven precipitation of the base of the reservoir and the foundation of the stairs.

It is allowed to use shaft staircases as a technological element (frame) to retrieve the roll cloth (walls, bottoms, etc.) to transport them to the place of installation. In this case, the stairs must have ring elements with a diameter of at least 2.6 m.

6.1.11.9 Single-hour stairs are used for tanks with a wall height of not more than 7.5 m.

6.1.11.10 Ring stairs are completely based on the wall of the reservoir, and their lower march must not reach the earth to the distance from 100 to 250 mm.

Ring stairs tanks with a height of more than 7.5 m must have intermediate sites, the distance between which should not exceed 6 m.

Ring stairs, whose gap between the wall of the reservoir and the staircase exceeds 150 mm, must have a fencing both with an outer and internal (at the wall) side.

6/11/11 Mersery of shaft and ring stairs must comply with the following requirements:

angle relative to the horizontal surface - no more than 50 o;
march width - at least 700 mm;
step width - not less than 200 mm;
the distance in height between steps should be the same and should not exceed 250 mm;
steps should have a bias ingoing from 2 to 5 o;
the design of the march must withstand the concentrated load of at least 4.5 kN.

6.1.11.12 Fencing sites and staircases consisting of racks, railings, intermediate slats and on-board (lower) bands must comply with the following requirements:

racks must be located at a distance of no more than 2.0 m from each other;
the top of the railing should be at a distance of at least 1.25 m on the level of flooring and at least 1.0 m from the level of the staircase march (the distance vertically from the toe of the stage to the top of the handrail, Figure 19);
the sidebar of the platform fence must be a width of at least 150 mm and placed with a gap from 10 to 20 mm from the flooring, as the on-board strip of the staircase marches is allowed to use the boosters (theetters), for which the level over the toe should be at least 50 mm (cm . Figure 19);
the distances between the railings, intermediate plars, onboard strip (or space) should be no more than 400 mm (see Figure 19);
fences must withstand the load of 0.9 kN. Attached in any direction to any point of the handrail.

6.1.11.13 Cathedral stairs with floating roofing tanks should provide access from the transition site to a floating roof when it changes its position from the lower to the top work levels.

Catching stairs must comply with the following requirements:

the permissible angle in relation to the horizontal surface is from 0 to 50 o;
the width of the march (length of the stage) of the stairs is at least 700 mm;
the value of the sticky (the distance horizontally between the socks of steps) is at least 250 mm;
the permissible distance in height between steps is from 0 to 250 mm;
steps should be made of a lattice metal that impedes sliding;
the fences located on both sides of the side of the stairs must comply with the requirements set out in 6.1.11.12;
the structure of the side of the staircase should be calculated on the perception of efforts arising in the process of moving the floating roof, as well as on a concentrated load of at least 5.0 kN and the load from the design weight of the snow cover.

6.1.11.14 For lifting or descent to sites (for example, stewdridges (vertical tunnel-type vertical stairs) are used to lifting or descent to sites (for example, to the sites of foam generators or hatches).

Step must comply with the following requirements:

the width of the stepladder must be at least 600 mm;
the distance between the steps should be no more than 350 mm;
starting from a height of 2 M, the ladders should have fencing in the form of safety arcs with a radius from 350 to 450 mm, located at height at distances not more than 800 mm from each other and vertical stripes, the distance between which should be no more than 200 mm.

6.1.12 Anchor mounting wall

6.1.12.1 Anchor mounting of the tank wall should be performed on the basis of calculations under the following influences:

seismic loads;
internal overpressure;
wind Loads.

6.1.12.2 The main place of attachment of the anchor mounts is the wall of the reservoir, but not the bottoms of the bottom.

6.1.12.3 The design of the anchor attachment is performed in the following variants shown in Figures 20, 21:

anchor tables with anchor bolts;
ring anchor plate with anchor bolts;
anchor mounting walls using anchor strips.

Figure 20, Sheet 1 - wall mount Anchor bolts

Figure 21, Sheet 1 - wall mount Anchor stripes

6.1.12.4 The calculation of the anchor attachment should be carried out in such a way that with excessive loads on the reservoir exceeding the calculated, the destruction of an anchor bolt occurred, but not a reference table and the seams of its connection with the wall of the reservoir.

6.1.12.5 The permissible value of the tensile voltage in the anchor bolts should not exceed half the yield strength or one third of the time resistance of the bolt material.

6.1.12.6 Anchor bolts should be evenly tightened with the full bay of the reservoir with water at the end of the hydraulic tests, but before creating an internal overpressure. The estimated tightening force of the anchor bolts should be at least 2100 N. The tightening force must be appointed in km.

6.1.12.7 The diameter of the anchor bolts must be at least 24 mm.

6.1.12.8 Anchor attachments should be placed evenly around the perimeter of the wall. The distance between the anchor bolts should not exceed 3 m. With the exception of the tanks with a diameter of up to 15 m, when calculating the seismic, when the specified distance should not exceed 2 m.

6.1.12.9 The recommended number of anchor bolts installed on the tank must be multiple of four. Anchor bolts should be placed symmetrically relative to the main axes of the tank and do not coincide with the main axes on the plan.

6.1.13 Reservoirs with a protective wall

6.1.13.1 The protective wall tanks provide an increased level of safety of people and the environment in the event of an accident tank and spills of the stored product. The use of protective wall tanks is recommended with increased security requirements, for example, when the reservoirs are located near residential areas or on the shores of water bodies, as well as on production sites, if there is insufficient space for the janning device or a burst around the tanks.

6.1.13.2 The protective wall tanks consist of a basic internal tank intended for storing the product, and a protective outer reservoir designed to hold the product in the event of an accident or disruption of the primary tank tightness.

The main reservoir is allowed to be performed with a stationary or floating roof.

6.1.13.3 Diameter and height of the wall of the protective tank should be calculated so that in the event of damage to the internal tank and the flow of the product part in the protective tank, the product level was 1 m below the top of the wall of the protective tank, while the width of the inter-space should be at least 1.8 m.

6.1.13.4 The bottom of the main reservoir can be relying directly on the bottom of the protective reservoir.

The slope of the reservoirs with a protective wall should be only outward (from the center to the periphery).

6.1.13.5 The inter-space between the outer and inner walls is recommended to overlap the weather visor, which prevents the fall of snow from the roof of the main reservoir into the inter-space.

6.1.13.6 Steel emergency ropes can be installed on the main wall (by specifying the customer), the cross section and location of which are determined by the calculation. Ropes must be installed without prior tension and without sagging between the nodes of their mounting to the wall.

6.1.13.7 On the protective wall, rigid rings calculated on the hydrodynamic blow of the product under the accident of the main reservoir should be installed.

6.1.13.8 For removing precipitation in the intermediary, tray or round zoomples of stripping should be installed.

6.1.13.9 In placement of reservoirs with a protective wall in the composition of the reservoir parks of oil and petroleum products for the diameter of the reservoir with a protective wall, the diameter of the main reservoir should be taken.

The reservoirs with a protective wall do not require a reinforced concrete room to protect against the hydrostatic impact of the product with an instantaneous fragile destruction of the tank, and require usual protection for hydrostatic retention and organized removal of the spreading fluid.

To control possible product leaks, a minimum of four gas analyzers around the perimeter of the main reservoir, as well as nozzle for controlling the tightness of the space between the main and protective bottoms, should be installed in the inter-space of the tank.

For prompt access of the service personnel in the inter-space on the protective wall of the reservoir, it is recommended to install quickly open hatches with bayon-type shutters in an amount of at least two. The hatches must be calculated and tested at the plant-manufacturer 0.25 MPa.

6.1.13.11 Tests of protective wall tanks should be performed in two stages:

1st - test of the main reservoir;
2nd - test of the protective tank.

The hydraulic test of the protective tank should be carried out by overflow of water from the main tank to the inter-space before leveling levels in the main and protective tanks (until the project level is achieved in the protective tank).

1 - the main wall; 2 - protective wall; 3 - the main bottom; 4 - protective bottom; 5 - stationary roof;
6 - emergency ropes; 7 - rigidity rings; 8 - Wind Ring; 9 - Tray ZUMPF, 10 - The Atmospheric Bezer

Figure 22. Reservoir with protective wall

According to the test results, these are acts of testing of the main reservoir and separately an act of hydraulic testing of the protective tank.

6.1.13.12 Calculation of the bearing capacity of reservoirs with a protective wall in an emergency associated with the destruction of the main reservoir should be carried out in accordance with the requirements of specialized standards.

8.5.3. Ultrasonic control (narrow)

8.5.3.1. Narrow is carried out to detect internal defects

(cracks, irregularities, slag inclusions, gas pores) with
the number of defects, their equivalent area, conditional
the length and coordinates of the location.

8.5.3.2. Narrow is carried out in accordance with GOST 14782-86 "

trec non-destructive. Compounds welded. Ultrasound methods
you ", approved by the Decree of the USSR State Standard from 17
december 1986 No. 3926. The norms of permissible defects on SNiP 3.03.01.

8.5.4. Magnet Power Control or Control Penetrating

substances (PVC)

led to identify surface defects in the main
talla and welded seams invisible to the naked eye. Mag-
nitroporosa control or PVCs are subject to:

all vertical welds walls and seams of wall connection

ki with the bottom of the reservoirs operated at the temperature of the storage
a produce over 120 ° C;

welded seams welding hatches and nozzles to the wall of the reservoir

ditch after their heat treatment;

places on the surface of sheets of walls of tanks with the limit

yield strength over 345 MPa, where the removal of technological
great devices.

8.5.5. Hydraulic testing of the reservoir

8.5.5.1. With hydraulic tests of the fixer reservoir

all places where there are leaks and rejected. By-
emptying the tank in these places are repaired and
control.

8.5.5.2. Defective places in the flooring of a stationary roof and in

zone of its adjoining to the wall, detected in the process of pneumatic
tank tests are fixed by the appearance of
syrov on compounds coated with foaming solution.

IX. Equipment for safe

Operating tanks

the following devices and equipment for safe ex-
plotation:

respiratory equipment;
level control devices;
fire safety devices;
devices of lightning protection and protection against static

tricians.

Full set of devices installed on the tank

9.2. Respiratory equipment

on stationary roof reservoirs, it provides values
internal pressure and vacuum installed in the project
kuments, or their absence (for atmospheric tanks and
reservoirs with pontoon). In the first case, respiratory equipment
performed as combined respiratory valves (valve
pressure and vacuum) and safety valves, in the second
rOM case - in the form of ventilation pipes.

9.2.2. Minimum respiratory bandwidth

valves, safety valves and ventilation
tubes are recommended to determine depending on the maximum
no productivity of receiving and dispensing operations (including
emergency conditions) according to the following formulas:

internal pressure valve bandwidth

steel tanks for oil and petroleum products

Q. = 2,71M.

0,026V.; (52)

vacuum valve bandwidth Q., M.

Q. = M.

0,22V.; (53)

bandwidth of the ventilation pipe Q., M.

Q. = M.

0,02V. (54)

Q. = M.

0,22V.(that more),

where M.

Product capacity productivity in reservoir, m

Product plum productivity from reservoir, m

V. - full volume of the tank, including the volume of gas

streams under the stationary roof, m

It is not allowed to change the performance of acceptance

datch operations after the introduction of a tank commissioning
without recalculating the capacity of the respiratory equipment,
as well as an increase in product drain performance in emergency
conditions.

The minimum number of ventilation pipes reservoir

anti-pontoon is indicated in clause 3.8.12 of this manual.

Safety valves are regulated on elevated

(from 5 to 10%) the magnitude of the internal pressure and vacuum to
safety valves worked with breathing.

9.2.3. Respiratory and safety valves recommended

it is installed together with fire fuses,
silent protection against flame penetration into the tank in
the time of the specified period of time.

9.2.4. To reduce losses from evaporation of the product under breathing

9.2.5. On reservoirs with a stationary roof that does not have

easily discharged flooring, accidents must be installed
valves in accordance with V4.1 GOST 31385-2008.

Vertical Cylindrical Safety Guide

9.3. Control and measuring instruments and automation

9.3.1. To ensure safe operation on the reservation

9.3.2. Level control devices provide operational

control level of product. The maximum level of product
tRAINING Level Signalizers (Minimum Two) Transmitting
mi signal to disable pumping equipment. In the RVSP
comments to set at equal distances of at least three
level alarms working in parallel.

9.3.3. In the absence of maximum level alarms

the overflow devices connected to the reserve are envisaged.
a container or drain pipeline excluding
an increase in the level of the bay of oil and petroleum products over the project.

9.3.4. To accommodate kipia on the tank recommended

provide construction and fastening designs: nozzles,
brackets, etc.

9.3.5. Limit Deviations Location of Designs

To prevent the occurrence, distribution and lyrics

the use of a possible fire should be guided by the Federal
law of July 22, 2008 No. 123-FZ "Technical Regulations
on fire safety requirements ", in accordance with which
for the liquidation and localization of possible fires in tanks
and reservoir parks should include installations
rottening and water cooling.

steel tanks for oil and petroleum products

9.5. Lightning protection devices and static protection

electricity

9.5.1. Lightning protection devices tanks are recommended

design in the section of the project documentation "Equipment
reservation of the reservoir "according to the provisions from 153-34.21.122-2003
industrial communications "approved by the Order of Min
energy of Russia of June 30, 2003 No. 280.

to lift in accordance with from 153-34.21.122-2003 "Instructions for
device lightning protection of buildings, structures and industrial
communications "ranging from 0.9 to 0.99 depending on the type
reservoir, stored product and warehouse capacity (Categories
warehouse) in accordance with Table. 31 of this manual.

separately or cable (protection level I or II in
responsibility with from 153-34.21.122-2003 "Instructions for the device
neasers of buildings, structures and industrial communications ",
approved by the Order of the Ministry of Energy of Russia of June 30, 2003 No. 280)
mounted lightning games (lightning conductions),
which do not have contact with the tank. Cable lightning
drinniki (lightning conductors) are used to reduce the height of
on extended objects when installing in a number of more than three
reservoirs in accordance with a technical and economic justification.

In the level of protection III (in accordance with from 153-34.21.122-2003

"Instructions on the device lightning protection of buildings, structures and
industrial communications, "approved by the Order of Min
energy of Russia dated June 30, 2003 No. 280) Lighting message
install on the tank.

perform based on the required level of protection in accordance
with from 153-34.21.122-2003 "Instructions for lightning protection
you are buildings, structures and industrial communications, "approved
the order of the Ministry of Energy of Russia dated June 30, 2003 No. 280.

Vertical Cylindrical Safety Guide

reservoirs and equipment on the roof, as well as:

for RVSPK - a space of 5 m high on the level of the housing

ring gap;

for RVS with LVGs at protection levels I and II - space over

each respiratory valve limited by the hemisphere
usa 5 m.

the organization of grounding systems and equalizing the potential
fishing, provision of distances from lightning drives to conducting
designs, applying protection device from impulse
overvoltages.

9.5.5. Between the floating roof, pontoon and body

at least two - for reservoirs with a diameter of up to 20 m;
at least four - for reservoirs with a diameter of more than 20 m.

Table 31.

Characteristic

reservoir

Defense level

Reliability of protection

The warehouse of oil and petroleum products category I

RVS for LVZ.

RVS for gzh.

Warehouse of oil and petroleum products Category II

RVS for LVZ.

RVS for gzh.

Warehouse of oil and petroleum products Category III

RVS for LVZ.

RVS for gzh.

steel tanks for oil and petroleum products

9.5.6. The bottom belt of the walls of the reservoirs is joined by

reskews to earthing mounted at a distance
more than 50 m along the perimeter of the wall, but not less than two
intramically opposite points. Connections of Toko Recurbs I.
grounders are performed on welding. Allowed accession
reservoir to machines produce on brass bolts and flog
bach through copper or galvanized currents and welded
to the wall of the tank of the ground of grounding with a diameter of 45 mm with a thread
bovy hole M16. Transient contact resistance
compounds - no more than 0.05 ohms.

drugs laid in the ground are given in Table. 32 present
Manuals.

9.5.7. In the project documentation section "Equipment reserves

vouar "(subsection" Lightning protection ") develops events
to protect the tank from electrostatic and electromagnetic
induction depending on the electrical characteristics of products
the performance and conditions of the product of the product, the properties of the mat
rial and protective coatings of the internal surfaces of the tank.

To ensure electrostatic safety oil and non-

food products are recommended to fill in the tank without sprinkling
, spraying or rapid mixing (except
cases when the technology is provided by mixing and both
sintered special measures of electrostatic safety).

Table 32.

Material

Senage profile

Area
transverse

sech

Steel
otsinko
bathroom

for vertical grounding

for horizontal entrancers

Rectangular

Vertical Cylindrical Safety Guide

balance in him. When filling out the empty tank
oil and petroleum products are served at a speed of not more than 1.0 m / s to
the moment of filling the receiving nozzle or before the population
on or floating roof.

9.5.9. Maximum filling performance (shepherd

) reservoirs with a floating roof or pontoon limited
speeding speed of the floating roof (Ponteon)
and recommended more than 3.3 m / h for tanks of up to 700 m

6 m / h - for reservoirs from 700 to 30,000 m

turn-on

but also 4 m / h - for reservoirs of more than 30,000 m

When

floating roof (pontoon) at racks lifting speed
(reduction) of the level of fluid in the tank of not more than 2.5 m / h.

And acceptance tanks

less test. RVS operated with installed
on the roof of the breathing valves, are tested on internal
overpressure and relative vacuum.

vuarov are shown in Table. 33 of this manual.

Table 33.

Types of testing tanks

Type of test

RVS RVSP RVSPK