2. The main types of bolts and their scope
2.1.By design, the bolts are divided into the following types: curved;with an anchor plate;compound with an anchor plate;Removable with an anchor device;Direct;with a conical end.
2.2.By the method of installation, the bolts are divided into pre-cast concrete foundations and installed on finished foundations or other structural elements in drilled or finished "wells".
Bolts bent and with an anchor plate, installed in the foundation before concreting, will lead to Fig.1.
Fig.1. Bolts installed in the foundation before concreting
a - bent;b, c, d - with an anchor plate;e, e - composite with an anchor plate
Removable bolts, installed after concrete foundations are piled into special anchoring devices, pre-arranged in the foundation body, are shown in Fig.2.
Fig.2. Bolts removable, installed after concreting the foundations of
a - with a flat anchor plate( M12-M48);b - with a cast anchor plate( M56-M125);c - with welded anchor plate( M56-M100)
Curved bolts installed in the wells are shown in Fig. 3.
Fig.3. Bolts installed in "wells", previously provided in the foundations of
Bolts straight, installed in drilled wells of finished foundations and fixed with synthetic glue( epoxy, siloxane) or with cement-sand mixture by vibro-striking method are shown in Fig.4.
Fig.4. Straight bolts, installed in drilled wells of ready-made foundations
a - fixed with synthetic glue( а., No. 209305);b - cemented by cement-sand mixture vibro-striking method( as in No. 419305)
Spacer-type bolts with a conical end installed in drilled wells of finished foundations and fixed by means of expansion collets or cement-sand mortar by means of vibration loading are shown in Fig..5.
Fig.5. Bolts, spacer type with a conical end, installed in drilled wells of ready-made foundations
a - fixed with the help of a expanding collet( as in No. 539170);b, c - cemented by cement-sand mortar method of vibration dipping( a.ch. No. 737573 and as No. 763525)
Expansion dowels( hereinafter dowels) installed in drilled wells of building elements( walls, columns, etc.)and fixed using spacers are shown in Fig.6.
Fig.6. Expansion dowels installed in drilled bore holes of finished structures
a, b - dowel pins spacer( M8-M24)( as in No. 1225936);c - dowel-bushing, spacer( M6-M20);1 - spacer;2 - expansion collet;3 - a nut;4 - spacer sleeve;5 - a разжимная a stopper;6 - mounting bolt
2.3.According to the operating conditions, the bolts are divided into design and construction.
Calculated include bolts that absorb the loads that occur during the operation of building structures or the operation of equipment.
For structural purposes, bolts provided for fastening of structures and equipment, the stability of which against tipping or shear is provided by the weight of the structure or equipment. The structural bolts are intended for straightening the building structures and equipment during their installation and to ensure the stable operation of structures and equipment during operation, and also to prevent their accidental displacements.
The dynamic level is set depending on the type and nature of the equipment.
2.4.Bolts for fixing structures and equipment must be manufactured in accordance with GOST 24379.0 "Foundation bolts - General technical specifications" and GOST 24379.1 "Foundation bolts." Design and dimensions. "
Classification of bolts in accordance with the specified standards is given in Table.1.
Table 1
| Figure | Bolt type | Nominal thread diameter d , mm | GOST 24379.1 | ||
| 1 | and | Curved with an anchor plate | 12-48 | Type.1 | Version 1 |
| b | 16-48 | Type.2 | Version 1 | ||
| in | 56-140 | Version 2 | |||
| g | 100-140 | Version 3 | |||
| Composite with anchor plate | 24-48 | Version 1 | |||
| e | 56-64 | Type.3 | Version 2 | ||
| 2 | a | Removable with anchor device | 24-48 | Version 1 | |
| b | 56-125 | Type.4 | Version 2 | ||
| in | 56-100 | Version 3 | |||
| 3 | Curved in wells | 12-48 | Type.1 | Version 2 | |
| 4 | Straight to glue and with cement-sand vibrated strand | 12-48 | Type.5 | - | |
| 5 | and | With conical end | 12-48 | Type.6 | Version 1 |
| b | Version 2 | ||||
| in | Version 3 |
2.5.The curved bolts( see Fig. 1, a) are intended for fastening the building structures and technological equipment in those cases when the height of the foundation does not depend on the depth of the bolting in the concrete.
2.6.Bolts with an anchor plate( see figure 1, b, c, d), having a lower depth of sealing than curved bolts, are recommended for those cases where the height of the foundation is determined by the depth of the bolting in the concrete.
2.7.Composite bolts with anchor plates( see Fig. 1, d, e) are used in cases of installation of equipment by turning or sliding( for example, when mounting vertical cylindrical devices of the chemical industry).In these cases, the coupling and the lower pin with an anchor plate are installed in the foundation during concreting, and the upper pin is screwed into the coupling for the entire length of the thread after installing the equipment through the holes in the support parts.
The length of the threaded stud in the coupling must be at least 1.6 times the thread diameter of the bolt.
2.8.Bolts bent and with an anchor plate are installed before the concrete foundations are concreted on special conductor devices that strictly fix their design position during the concreting process.
2.9.The removable bolts( see figure 2) are recommended to be used mainly for fastening heavy rolling, forging and pressing, electrical and other equipment that causes large dynamic loads, and also when bolts are in the process of using the equipment to be replaced.
When installing detachable bolts in the foundation, only anchor armature( anchor devices) is laid, and the stud is installed freely in the pipe after the foundation is installed.
2.10.Bolts bent, installed in the "wells" of the finished foundations( see Figure 3), followed by embedment of the pit with concrete, are recommended for fixing equipment and building structures in cases where bolts can not be installed in drilled wells.
2.11.Straight bolts on synthetic adhesives( epoxy or siloxane) and cemented by cement-sand mixture using the vibro-striking method( see Figure 4) are recommended for fastening of building structures and process equipment with the level of asymmetry of the cycle r ³ 0,6 - for bolts onsynthetic glues and r ³ 0,8 - for bolts on vibration proofing.
Bolts fixed with epoxy glue can be used at a design temperature of outside air to minus 40 ° C and when concrete is heated to 50 ° C, bolts fastened with siloxane glue, respectively to minus 40 ° C and up to 100 ° C.
2.12.Bolts of spacer type fixed with a release collet( see Figure 5, a) and spacer dowels( see figure 6) are intended for fastening of structures and equipment experiencing static and vibration loads( r ³ 0,9).
2.13.Bolts with a conical end fixed with a cement-sand mortar by means of vibration loading( see Figure 5, b, c) are recommended for fastening of building structures and technological equipment, except for equipment that causes significant dynamic and shock loads( forging and pressing equipment, rollingcrates, high-power electric motors, etc.).
Note. Bolts with a conical end of version 2 are manufactured by disembarkation, version 3 - by screwing a conical sleeve.
2.14.Bolts installed in drilled wells of finished foundations are not allowed to be used for fastening load-bearing columns of buildings equipped with bridge cranes, as well as for high-rise buildings and structures for which the wind load is the main one.
For bolting of the above constructions, it is allowed to use bolts with a conical end, which are installed by means of vibration dipping.
At the same time, the depth of the bolt fixing must be at least 20 d .
In the case of measures ensuring the reliability and durability of the anchoring( increased depth of embedment, additional anchoring devices, etc.), it is allowed to fasten these structures with other types of bolts installed in drilled wells of finished foundations, in agreement with the organization that developed these bolts.
2.15.For fixing the technological equipment it is allowed to install bolts with a diameter of more than 48 mm in the wells with the appropriate technical and economic justification and with the availability of drilling equipment.
2.16.Spacer dowels are intended for fastening mainly sanitary, electrical and ventilation equipment, as well as finishing, cladding, etc.
. The constructions and dimensions of spacer plugs are given in app.1.
2.17.The dowels are intended for constructive fastening of various small equipment, as well as metal structures, details of decorative finishing and other elements on foundations, walls and other building structures of concrete, reinforced concrete and brick.
Technical documentation for dowels is developed by VNIImontazhspetsstroy.
2.18.The fastening bolts with the expansion collet and spacers can be commissioned immediately after the bolts and dowels are installed.
3. Calculation of bolts
3.1.Loads acting on the bolts, according to the nature of the impact are divided into static and dynamic. The magnitude, direction and nature of the existing loads from the equipment to the bolts must be specified in the task of designing the foundations for the equipment.
3.2.The maximum number of computational bolts used at the design winter temperature of the outside air to minus 65 ° C, inclusive, should be assigned in accordance with the indications given in Table.2.
Table 2
| Calculated winter outdoor temperature, ° C | -40 ° C and above | -40 to -50 ° C | -51 to -65 ° C |
| grade steel | Vt3kp2, Vst3ps2, St20 | 09G2S-6, 10G2S1-6 | 09G2S-8, 10G2S1-8 |
Note. Bolts may be manufactured from other types of steel, the mechanical properties of which are not lower than the properties of the steels of the grades indicated in Table.2.
3.3.Bolts for fastening of building structures at the temperature of outside air from minus 40 ° С and above should be made of carbon steel of grade ВСт3кп2( GOST 380), and for fixing the equipment - from carbon steel of grade ВСт3пс2( GOST 380) or structural steel grade St20( GOST1050).
For bolts with a diameter of 56 mm and more, low-alloy steel grades 09G2S-2 and 10G2S1-2( GOST 19281) can be used under the same temperature conditions.
3.4.For the fastening of vessels and apparatus intended for processing and storage of explosive products, as well as for fastening column-type apparatuses at a design winter temperature of the outside air to minus 30 ° C inclusive, steel of the grade BKT3PS3( instead of steel BKT3PS2) should be used;at temperature of outside air from minus 31 to 40 ° C - steel grade St20 according to GOST 1050.
3.5.At the design winter temperature of the outside air to minus 65 ° C, low-alloy steel grades 09Г2С-8 and 10Г2С1-8 should have an impact strength of at least 30 J / cm2( 3 kgf × m / cm2) at a test temperature of minus 60 ° С.
3.6.In all cases, structural bolts can be manufactured from steel grade VSt3kp2 in accordance with GOST 380.
3.7.The design resistances of the metal bolts tensile RWA should be taken from Table.3.
Table 3
| Bolt diameter, mm | Estimated tensile strength of the metal Rva , MPa | ||
| Vt3pc2, Vt3kp2, St20 | 09G2S | 10G2S1 | |
| 10-30 | 145 | 185 | 190 |
| 36-56 | 145 | 180 | 180 |
| 64-80 | 145 | 175 | 170 |
| 90-100 | 145 | 170 | 170 |
| 110-140 | 145 | 170 | 165 |
3.8.All bolts must be tightened by the pre-tightening amount F, which for static loads should be taken equal to: f = 0.75 P, for dynamic loads F = 1,1p, where P is the design load acting on the bolt.
For building structures( steel building columns, etc.), the bolts can be tightened with standard hand tools with the maximum effort( up to the stop) on the bolt.
3.9.The cross-sectional area of the bolts( threaded) must be determined from the strength condition by the formula
Asa = co P / Rva ,( 1)
where to = 1.35 - for dynamic loads; to = 1.05 - for static loads.
For detachable bolts with anchor plates installed freely in the pipe, the to coefficient for dynamic loads is assumed to be 1.15.
3.10.Under the action of dynamic loads, the bolt cross-section calculated by formula( 1) should be checked for endurance using the formula
Asa = 1.8 cm to P / a RDA ( 2)
where c is the load factor receivedaccording to Table.4, depending on the design of the bolt; m is a coefficient that takes into account the scale factor taken according to Table.5, depending on the diameter of the bolt; a is a coefficient that takes into account the number of loading cycles, taken from Table.6.
Table 4
| Bolt designs | With bend | With anchor plate | Straight | Conical spacers | |
| Bolt diameter( by thread) d, mm | 12-48 | Deaf 12-140 | Removable 56-125 | 12-48 | 6-48 |
| 1 | 2 | 3 | 4 | 5 | 6 |
| Thumbnails |  |  |  |  |  |
| Depth of embedding H is taken from the condition RDA = 145 KPA | |||||
| Maximum embedding depth N | 25 d | 15 d | 30 d | 10 d | 10 d ( d ) * |
| Minimum distance between the bolt axes | 6 d | 8 d | 10 d | 5 d | 8 d |
| Minidistance from bolt axis to foundation face | 4 d | 6 d | 6 d | 5 d | 8 d |
| Load factor with | 0,4 | 0,4 | 0,25 | 0,6 | 0,55 |
| Traction stability factor to | 1.9( 1.3) ** | 1.9( 1.3) | 1.5 | 2,5( 2) | 2,3( 1,8) |
* The bracket depth is given for bolts with a diameter less than16 mm.
* The values of the coefficient for the static loads are given in parentheses.
Table 5
| Diameter of the bolt, mm | 10-12 | 16 | 20-24 | 30-36 | 42-48 | 56-72 | 80-90 | 100-125 | 140 |
| m | 0.9 | 1 | 1.1 | 1.3 | 1.6 | 1.8 | 2 | 2.2 | 2.5 |
Table 6
| Number of loading cycles | 0.05 × 106 | 0.2 × 106 | 0.8 × 106 | 2 × 106 | 5 × 106 andmore |
| a | 3,15 | 2,25 | 1,57 | 1,25 | 4 |
3.11.When calculating the fastenings of building structures, the pre-tightening force and the cross-sectional area of the bolts should be determined as for static loads, unless the project specifies.
3.12.When grouping bolts to fasten equipment( Figure 7), the design load P per bolt must be determined for the most loaded bolt according to the formula
,( 3)
where N is the calculated normal force; M - design bending moment; n - total number of bolts; y1 - is the distance from the pivot axis to the outermost bolt in the stretched joint area; yi is the distance from the pivot axis to the i bolt, taking into account both extended and compressed bolts.
Fig.7. Calculation scheme for determining the forces for the group installation of bolts for fastening the technological equipment
The turning axis, it is allowed to receive the supporting surface of the equipment passing through the center of gravity.
3.43.For concrete steel columns having separate bases, the value of the design tensile load per bolt shall be determined by the formula
P =( M - ND ) / nh ,( 4)
where M and N - bending moment and longitudinal force in the through column at the top level of the foundation; h - the distance between the axes of the branches of the column; n - number of column fastening bolts; in - the distance from the center of gravity of the section of the column to the axis of the compressed branch.
3.14.For the bases of steel columns of solid type( Fig. 8), the value of the design load per one stretched bolt should be determined by the formula
P =( Rv in xx-N ) / n, ( 5)
where N- longitudinal force in the column; Rв - design resistance of concrete foundation to axial compression, is adopted depending on the concrete class according to table.7; n - number of tensioned bolts located on one side of the column base; in - the width of the base plate of the column base; x - the height of the compressed concrete zone under the base plate of the column base is determined by the formula
,( 6)
where la - is the distance from the resultant force in the stretched bolts to the opposite face of the plate;C - distance from the axis of the column to the axis of the bolt; e0 - eccentricity of the load application.
Fig.8. Calculation scheme of forces in the reference section for steel columns of solid type
Table 7
| Concrete class | B10 | B12.5 | B15 | B20 | B25 | B30 |
| Rb, MPa | 5.8 | 7.3 | 8.7 | 11,5 | 14,5 | 17 |
The height of the compressed zone x is limited by the condition
x £ xR la, ( 7)
where
xR =.( 8)
In the formula( 8) Rв and RWA in MPa.
In those cases where the x & gt; xR la , it is necessary to increase the class of foundation concrete or to increase the base plate, or to provide indirect reinforcement.
3.15.The value of the pre-tightening force of bolts - for the perception of horizontal( shear) forces in the plane of the interface of equipment with a foundation for shear-resistant joints( not allowing the support structure to shift over the gap between the bolt pin and the hole walls in the beaker) should be determined by the formula
F1 = ( Q - Nf ) / nf, ( 9)
where Q - design shear force acting in the reference plane; N - normal force; f - coefficient of friction, assumed to be equal to 0.25; n - number of bolts; to - coefficient of stability of tightening, adopted according to Table.4.
3.16.With the combined effect of vertical and horizontal( shear) forces, the tightening force F0 should be determined by the formula
F0 = F + F1 / to .(10)
The cross-sectional area of the bolt in the thread is in this case determined by the formula
ASa =( to coP + F1 ) / to RWA ,( 11)
where to - Table.4.
3.17.In the shear-releasing joints, the shear force Q is sensed by the resistance of the bolt rod to the shear and is determined by the formula
Q £ 0.6 Asa Rva n. ( 12)
With the combined action of the axial P and the shifting Q , their permissible values can be determined by the formulas:
P £ 0,6 Asa Rva n ;(13)
Q £ 0,4 Asa Rva n ;(14)
where n - number of bolts.
The value of the pre-tightening torque of the F2 bolts should in this case be given by the formula
F2 = to ASA RWA / 2 .( 15)
3.18.The shearing force of the Q, acting in the plane of the bending moment, for through steel columns having separate bases under the column branches, is allowed to be perceived by the friction force under the compressed column branch and determined from the condition
Q f [ M + N h - in )] / h, ( 16)
where the notation is the same as in formula( 4).
The shearing force of steel columns of continuous type and also for through columns under the action of shearing force perpendicular to the plane of the bending moment( bond columns) may be taken by the friction force from the action of the longitudinal force and the bolt tightening force and determined by the formula £ f ( Asda Rva / 4 + N ),( 17)
where N- is the minimum longitudinal force corresponding to the loads from which the shear force is determined; n - number of bolts for fastening the compressed column branch or the number of compressed bolts located on one side of the column base( for columns of solid type); f - coefficient of friction, assumed to be equal to 0.25; Asa - cross-sectional area of one bolt.
3.19.Bolts must be tightened, usually with torque control Mkr , Nm, the value of which should be determined by the formula
Mkr = F x, ( 18)
where F - the force of preliminary tightening of bolts; x - coefficient, taking into account the geometric dimensions of the thread, friction at the end of the nut and in the thread, taken from Table.8.
Table 8
| Bolt diameter, mm | x , m | Bolt diameter, mm | x , m |
| 10 | 2 × 10-3 | 56 | 1.4 × 10-2 |
| 12 | 2.4 × 10-3 | 64 | 1.7 × 10-2 |
| 16 | 3.2 × 10-3 | 72 | 1.9 × 10-2 |
| 20 | 4.4 × 10-3 | 80 | 2.1 × 10-2 |
| 24 | 5.8 × 10-3 | 90 | 2.3 × 10-2 |
| 30 | 7, 5 × 10-3 | 100 | 2.5 × 10-2 |
| 36 | 9 × 10-3 | 110 | 2.8 × 10-2 |
| 42 | 1.1 × 10-2 | 125 | 3.2 × 10-2 |
| 48 | 1.2 × 10-2 | 140 | 3.5 × 10-2 |
3.20.The minimum depth of sealing of bolts from steel grade BCT3KP2 in the foundation( size H) for concrete class B12.5 should be taken from Table.4.
For other grades of bolt steels or other concrete class, the depth of the seal. However, should be determined by the formula
But ³ N t1 t2, ( 19)
where t1 is the ratio of the calculated tensile strength of concrete B12.5 to the design resistanceconcrete of the adopted class; t2 is the ratio of the calculated tensile strength of the metal bolts of the adopted steel grade to the design tensile strength of the steel grade BCT3kp2.
For bolts with a diameter of 24 mm or more installed in wells of finished foundations, the t1 coefficient should be taken equal to one.
The values of concrete design tensile strength Rвt , depending on the class of concrete, are given in Table.9.
Table 9
Concrete grade
For the same materials, H = 6 d should be taken as the minimum depth of the dowel-spacer bushing( see figure 6, c), taking into account the following design parameters: load factor c = 0,4;coefficient of stability of tightening to = 1.3( with dynamic impacts of to = 1.9);the distance between the axis of the dowels - at least 5 d, from the edge of the foundation to the axis of the dowel - 6 d .
3.21.The depth of sealing of the expansion dowels installed in soft materials( brick, expanded clay concrete) should be increased by 2 d compared to the depth of sealing of similar dowels installed in the construction of concrete class B12.5.
3.22.For constructive bolts with bends, the depth of embedment in concrete may be assumed equal to 15 d, for bolts with anchor plates - 10 d , and for bolts installed in boreholes - 5 d .
3.23.The smallest permissible distances between the axes of bolts and from the axis of the extreme bolts to the faces of the foundation are given in Table.4.
The distances between the bolts, as well as from the axis of the bolts to the face of the foundation, can be reduced by 2 d , with a corresponding increase in the embedment depth by 5 d.
The distances from the axis of the bolt to the face of the foundation can be reduced by one more diameter if there is a special reinforcement of the vertical face of the foundation at the location of the bolt.
In all cases, the distance from the bolt axis to the foundation face must not be less than 100 mm for bolts up to 30 mm in diameter, 150 mm for bolts up to 48 mm in diameter and 200 mm for bolts with a diameter of more than 48 mm.
3.24.When installing paired bolts, for example for securing the supporting steel columns of buildings and structures, a common anchor plate with a hole spacing equal to the design dimension between the bolt axes should be provided, or single bolts with a depth "descent" should be installed. The depth of completion of paired bolts with the distance between their axes 8 d and more should be assigned 15 d , with a distance less than 8 d- equal to 20 d.
The distance from the edge of the plate to the axis of the bolt should be set to at least 2 d, , while the area of the anchor plate must be at least 32 d2 .
3.25.The estimated cross-sectional area of the bolts( by thread), depending on their diameter, is given in Table.10.
Table 10
| Bolt thread diameter d | Threaded cross-sectional area of threaded bolts Asa, cm2 | Bolt thread diameter d | Threaded cross-sectional area of threaded bolts Asa, cm2 |
| M 10 | 0,571 | M56 | 20.29 |
| M 12 | 0,842 | M 64 | 26.75 |
| M 16 | 1.57 | M 72'6 | 34.58 |
| M 20 | 2.45 | M 80'6 | 43.44 |
| M 24 | 3.52 | M 90'6 | 55.91 |
| M 30 | 5.60 | M 100'6 | 69.95 |
| M 36 | 8.26 | M 110'6 | 85.56 |
| M 42 | 11.2 | M 125'6 | 111.91 |
| M 48 | 19.72 | M 140'6 | 141.81 |
3.26.The diameters of the structural bolts must be specified in the design for the foundation. In the absence of instructions, the diameters of the structural bolts are assigned in accordance with the diameter of the holes in the support parts of the equipment.
Examples of calculating bolts are given in app.2 of this Manual.
4. Well formation in concrete and reinforced concrete
4.1.The formation of wells in concrete and reinforced concrete is produced by a mechanized tool, whose technical characteristics will lead to an approx.3 of this Manual.
4.2.The formation of wells in concrete and reinforced concrete should be done by marking or through the holes for the foundation bolts in the beds of the pre-aligned equipment.
4.3.The marking of the bolt fixing points is made by: a) conventional methods of geodetic breaking, it is recommended that the equipment axes and the axis of the holes be marked with a core according to the oil paint;b) according to the template( taken from the anchor-plan) using it as a conductor;c) by pre-installation of equipment with the nailing of bolt locations through the holes in the frame.
4.4.The marking of the holes must be made in strict accordance with the dimensions in the drawings.
The error in marking the bolt holes should be no more than 50% of the permissible deviations in the positions of the foundation bolt axes.
The accuracy of marking the axis of the holes should be not less than the value determined by the following relationship:
, ( 20)
where dx and d - values of deviations from the nominal sizes coordinating the position of the hole axis; D - diameter of the bolt hole in the equipment bed; d - diameter of the foundation bolt.
4.5.The technology of formation of wells must meet the requirements of the current technical conditions for the production of work and safety rules.
4.6.To form wells with a diameter of more than 60 mm with pneumatic perforators, drilling is recommended in two stages. First a hole is drilled with a diameter of 50-60 mm, and then - with the required diameter.
4.7.Drilling of wells in reinforced concrete with upper reinforcement, if necessary, can be performed with cutting through the reinforcement that has fallen into the borehole section, with the help of oxygen-acetylene torches or by electric arc method.
4.8.To drill wells for conical bolts and dowels( see Figures 5, 6), electric and pneumatic perforators or drilling machines equipped with diamond ring drills should be used.
4.9.When drilling with diamond crowns and crowns equipped with hard alloys, it is necessary to supply cooling water to the cutting zone. The water flow rate depends on the diameter of the drilled well. With a borehole diameter of up to 25 mm, the water flow is 1.5 l / min, and with a diameter of more than 25 mm - up to 2.5 l / min.
4.10.The diameter of the well for direct bolts on synthetic adhesives( epoxy or siloxane) should be 8-12 mm larger than the diameter of the bolt.
4.11.The diameter of wells for straight bolts fixed with a cement-sand mix by vibro-striking is determined by the size of the sealing device( see Appendix 5).
4.12.The diameter of the wells for the tapered bolts fixed with the help of the expansion collet and the permissible deviations in the sizes of the wells are taken from Table.11.
Table 11
| Bolt diameter, mm | 12 | 16 | 20 | 24 | 30 | 36 | 42 | 48 |
| Diameter of the bore, mm | 16 | 22 | 28 | 32 | 40 | 50 | 60 | 68 |
| Tolerances, mm | +1 | +1,5 | 43 |
4.13.The diameter of the wells for tapered bolts fixed by the cement-sand mortar method by vibration is determined by the diameter of the DKOR crowns for drilling wells and is adopted in accordance with Table.12.
Table 12
| Diameter of the bolt, mm | 12 | 16 | 20 | 24 | 30 | 36 | 42 | 48 |
| Diameter of the bit Dkor ( borehole diameter), mm | 30 | 30 | 40 | 43 | 52 | 60 | 70 | 80 |
4.14.The dimensions of the wells for bent bolts must be taken in accordance with Table.13.
Table 13
| Drawing of a well | Diameter of bolts, mm | Dimensions of a well, mm |
| In | L | |
| 12 | 100 | 300 |
| 16 | 400 | |
| 20 | 150 | 500 |
| 24 | 600 | |
| 30 | 200 | 750 |
| 36 | 900 | |
| 42 | 250 | 1050 |
| 48 | 1200 |
The distance from the face of the well to the outer edge of the foundation must be at least 50 mm for bolts with a diameter of 12 to 24 mm and 100 mm forbolts with a diameter of 30 to 48 mm.
It is allowed to make round wells by drilling them in finished foundations with diamond tools. The diameter of the well should be taken equal to the size of B.
4.15.The diameter of the dowel hole is determined by the dimensions of the drilling tool, which is taken along the outer diameter of the bolt's structural elements.
5. Installation of bolts
5.1.Bolts bent and with anchor plates( see figure 1), as well as anchorage of detachable bolts( see figure 2) should be installed in the foundation before concreting on special conductors strictly fixing and providing the design position of bolts and anchoring reinforcement when concreting the foundation.
In these cases, it is recommended to use removable conductors and combine bolts in blocks, and also use block-block methods of bolt installation and other measures aimed at reducing metal consumption and increasing the accuracy of the installation.
5.2.When the bent bolts are located at the edge of the foundation, the bent end of the bolt must be oriented towards the array, and when positioned in the corners - by their bisectrix.
The lower ends of the bolts, located in the places of foundation cavities( openings, tunnels, etc.), can be made curved( figure 9), the angle of bending of the bolts to the vertical should not be more than 45 °, and the length of the straight section at the beginning of the l is accepted at least 0.5 N.
Fig.9. Types of bent bolts and their installation in the foundations of
5.3.When installing compound bolts( see Fig. 1, d, e), the lower pin, together with the clutch and anchor plate, is installed before the foundation is concreated, and the upper pin is screwed into the coupling and welded after mounting the equipment, which is mounted by turning or moving.
5.4.Installation of bolts on an epoxy adhesive can be made at an ambient temperature of minus 20 ° C and above, on a silicone glue from 10 ° C and above.
The thickness of the adhesive layer should be taken from 4 to 6 mm.
The uniformity of the thickness of the adhesive layer should be ensured by installing the fixing rings from the cold-drawn reinforcing wire. The lower ring is installed in the well before the glue is filled, the upper ring is installed after the bolt is installed.
The components of epoxy glue( with the exception of sand) are toxic substances, and when working with them, the safety and industrial sanitation requirements for epoxy resins required by public health authorities must be observed.
Technological scheme of bolt installation on synthetic adhesive is shown in Fig.10.
Fig.10. Technological scheme of installation of bolts on glue
1 - drill bit;2 - drilling rod;3 - batcher;4 - glue;5 - a bolt;6 -
equipment The composition and technology of preparation of synthetic glue( epoxy and siloxane), as well as recommendations for the installation of bolts are given in the appendix.4.
5.5.Vibration striking of straight bolts with a rigid cement-sand mixture is carried out in the annular gap between the bolt and the surface of the well with a special sealing device. The criterion for quality compaction of the mixture is the spontaneous lifting of the vibrating packer from the well to the surface. The installation of bolts by means of vibration proofing at an outside air temperature below minus 20 ° C should not be made.
Technological scheme of bolt installation by vibro-striking method is shown in Fig.11.
Fig.11. Technological scheme of installation of bolts by vibro-striking method
1 - drill bit;2 - drilling rod;3 - a bolt;4 - vibrator;5 - extension piece;6 - funnel;7 - a sealant;8 - cement-sand mixture;9 -
equipment The composition and technology of the cement-sand mixture preparation, as well as recommendations for bolt installation, are given in the appendix.5.
5.6.Spacer bolts with a release collet are fixed in the wells with the help of removable inventory mounting tubes that serve as spacers( Fig. 12).After fixing the bolt in the well, the tube is removed.
Fig.12. Installing the spacer bolt with a release sleeve using a removable inventory mounting tube
1 - tapered stud;2 - expansion collet;3 - inventory mounting tube;4 - a washer;5 - nut
The bolt retaining bolt must not exceed 1.5 d when fastening it, where d is the bolt diameter.
5.7.In the presence of a production aggressive environment( oil, acid, etc.), as well as when fastening equipment with dynamic effects of a well for conical bolts with a expansion collet, it is necessary to pour cement mortar after pre-tightening the bolts.
5.8.The installation and fixing of the conical bolts( see Fig. 5, b, c) is carried out by a cement-sand mixture by vibrating the bolts into wells filled with a solution for 2/3 of their depth.
Vibration dampening of bolts is usually carried out by the same tools that the boreholes are drilled using, if necessary, transitional devices( clamps), or with the help of other drilling tools that create translational and rotational motion.
To ensure the design position of the bolts before setting the solution in the upper part of the well, fixers are installed from the wire rings, wedges, etc.
The technological scheme for bolt mounting by the vibration vibration method is shown in Fig.13.
Fig.13. Technological scheme of installation of bolts by vibration vibration method
1 - drilling bit;2 - drilling rod;3 - cement-sand mixture;4 - a bolt;5 - adapter;6 - vibrating loader;7 -
equipment The composition and technology of the cement-sand mortar preparation, as well as recommendations for bolt installation, are given in the appendix.6.
5.9.Installation and fixing of bent bolts into the wells is carried out with concrete of class B15 on fine-grained aggregate.
5.10.Installation spacer dowels-bushes is carried out by depositing them in drilled holes and subsequent clogging of metal expansion plugs with the help of special mandrels.
The technological scheme of installation of spacer dowels is shown in Fig.14.
Fig.14. Technological scheme of installation of dowel-bush spacer
1 - drill bit;2 - drilling rod;3 - the spacer;4 - a разжимная a stopper;5 - mandrel;6 - the fixing bolt;7 -
equipment 5.11.The deviations of the axes of concreted bolts, anchoring armature and bolts installed on the finished foundations from the design position should not exceed ± 2 mm in plan and ± 10 mm in height.
5.12.Deviations from the design position of the well axes for curved bolts should not exceed ± 10 mm.
5.13.The maximum permissible displacement of the upper end of the bolt during bending should not exceed 2 d. In this case, the deformation of the bending of the bolt is permissible only outside its threaded part.
6. Reconciliation of equipment and structures
Methods of supporting equipment on the foundation
6.1.Installation of equipment on the foundation is carried out in the following way:
a) with alignment and fixing on the permanent support elements and subsequent priming with a concrete mixture of the gap "equipment - foundation"( Fig. 15, b);
b) with reconciliation on temporary support elements, dressing the gap "equipment - foundation" and with support when fastening the solidified material of the gravy onto the solidification array( unclosed installation, Fig. 15, a).
Fig.15. Support elements for reconciling and installing
equipment are temporary;b are constants;1 - squeeze adjusting screws;2 - adjusting nuts with disk springs;3 - inventory jacks;4 - lightweight metal pads;5 - packages of metal pads;6 - wedges;7 - supporting shoes;8 - rigid supports
With the first method of supporting equipment, the transfer of installation and operational loads to the foundation is carried out through permanent support elements, and the gravy has an auxiliary, protective or constructive purpose.
If it is necessary to adjust the position of the equipment during operation, the gravy may not be produced, which should be provided by the installation instructions.
6.2.When installing equipment using as a permanent support elements packages of flat metal pads, support shoes, etc.the ratio of the total contact area of the supports A to the foundation surface and the total cross-sectional area of the Asa bolts must be at least 15.
6.3.When the equipment is supported on concrete gravy, the operating loads from the equipment are transferred to the foundations directly through gravy.
6.4.The design of the joints is indicated in the installation drawings or in the installation manual.
In the absence of specific instructions in the manufacturer's instructions for the equipment or in the design of the foundation, the joint design and the type of support elements are assigned by the installation organization.
Reconciliation of
equipment 6.5.Reconciliation of equipment( installation in the design position relative to the specified axes and marks) is carried out in stages with the achievement of specified accuracy in terms of, and then in height and horizontality( verticality).
Deviations of the installed equipment from the nominal position must not exceed the tolerances specified in the factory technical documentation and in the instructions for the installation of certain types of equipment.
6.6.The height adjustment of the equipment is made relative to the working frames or relative to the previously installed equipment with which the equipment to be verified is connected kinematically or technologically.
6.7.The alignment of the equipment in the plan( with pre-installed bolts) is performed in two stages: first, the holes in the equipment support parts are bolted to( preliminary alignment), then the equipment is introduced into the design position relative to the foundation axes or to the previously verified equipment( final alignment).
6.8.The control of the equipment position during reconciliation is performed both by conventional measuring instruments and by an optical-geodetic method, as well as by means of special centering and other devices ensuring the control of perpendicularity, parallelism and alignment.
6.9.Reconciliation of equipment is performed on temporary( verification) or constant( bearing) support elements.
As temporary( check) support elements for reconciling the equipment before it is poured with a concrete mixture, use: squeeze adjusting screws;adjusting nuts with disc washers;inventory jacks;lightweight metal pads, etc.
When reconciling as permanent( bearing) support elements, operating and during the operation of the equipment, use: packages of flat metal pads;metal wedges;support shoes;rigid supports( concrete pillows).
6.10.The choice of temporary( verification) support elements and, accordingly, reconciliation technology is performed by the installation organization, depending on the weight of the individual assembly units of equipment installed on the foundation, and also based on economic indicators.
The number of support elements, as well as the number and location of bolts tightened during alignment, are selected from the conditions for ensuring reliable fastening of the adjusted equipment for the period of its gravity.
6.11.The total support area of the gutter( check) support elements A, m2 , on the foundation is determined from the expression
A £ 6 n ASa + G × 15 × 10-5,( 21)
where n is the number of foundation bolts, tightened when reconciling equipment; ASA - design cross-sectional area of foundation bolts, m2; G - weight of equipment to be verified, kN.
The total lifting capacity of the W , kN, of the temporary( check) support elements is determined by the relation
W ³ 1.3 G + n Asa s0, ( 22)
where s0 is the prestressing tension of the foundation bolts, kPa.
6.12.Temporary support elements should be based on the convenience of aligning the equipment, taking into account the possible deformation of the body parts of the equipment from its own weight and the effort of preliminary tightening the bolt nuts.
6.13.Constant( bearing) support elements should be placed at the closest possible distance from the bolts. The support elements can be located on one side or on both sides of the bolt.
6.14.Fixing the equipment in a calibrated position should be carried out by tightening the bolt nuts in accordance with the recommendations of Sec.8 of this Manual.
6.15.The support surface of the equipment in the adjusted position should fit snugly against the support elements, the squeeze adjustment screws to the support plates, and the permanent support elements to the foundation surface. The tightness of the mating of the mating metal parts should be checked with a 0.1 ml gauge.
6.16.The technology of adjusting the equipment with the help of adjusting screws, inventory jacks, adjusting nuts, as well as on rigid concrete cushions and metal pads is given in the appendix.7.
Grouting of
equipment 6.17.The roasting of the equipment must be carried out with a concrete mix, cement-sand or special mortars after the preliminary( for joint designs on temporary supports) or after the final( for joints on permanent supports) tightening the bolt nuts.
6.18.The thickness of the gravy layer under the equipment is allowed within 50-80 mm. If there is a stiffener on the support surface of the equipment, the clearance is taken from the bottom of the ribs( Figure 16).
Fig.16. Diagram of gravy for equipment
1 - foundation;2 - gravy;3 - the supporting part of the equipment;4 - edge of stiffness of the support part
6.19.The gravy in the plan should protrude beyond the support surface of the equipment by at least 100 mm. In this case, its height should be greater than the height of the main layer of gravy under the equipment by at least 30 mm and not more than the thickness of the equipment support flange.
6.20.The surface of gravy, adjacent to the equipment, should be inclined away from the equipment and should be protected by an oil resistant coating.
6.21.The class of a loaf or mortar for strength with the support of equipment directly on the gravy should be taken one step above the class of concrete foundation.
6.22.The surface of foundations before gravy should be cleaned of foreign objects, oils and dust. Immediately before gravy, the foundation surface is moistened, while avoiding the accumulation of water in depressions and pits.
6.23.To make gravy under equipment at an ambient temperature below 5 ° C without heating the stacked mixture( electric heating, steaming, etc.) is not allowed.
6.24.The concrete mixture or solution is supplied through openings in the support part or on one side of the poured equipment until, on the opposite side, the mixture or solution reaches a level 30 mm higher than the height of the support surface of the equipment.
Feed the mixture or mortar without interruption. The level of the mixture or solution on the supply side should exceed the level of the infused surface by at least 100 mm.
You can use C-862 concrete blowers or SB-68 type concrete pumps to pour out the equipment.
6.25.It is recommended to feed the concrete mixture or solution with the use of a storage tray. The vibrator should not touch the support parts of the equipment. With the width of the poured space of more than 1200 mm, the installation of the storage tray is mandatory( Figure 17).
Fig.17. Filling the equipment with the storage tray
1 - formwork;2 - support part of the equipment;3 - the storage tray;4 - vibrator;5 - the infusion mixture;6 - foundation
The length of the tray must be equal to the length of the poured space.
Do not allow the tray to be poured into the equipment to be poured.
The level of the concrete mixture with gravy with the tray must be above the support surface of the equipment by approximately 300 mm and maintained constant.
It is recommended to use vibrators with a flexible shaft for working on gravy, for example IV-34, IV-47, IV-56, IV-60, IV-65, IV-67, etc.
6.26.Surface of gravy within three days after the completion of work must be systematically moistened, sprinkled with sawdust or covered with sackcloth.
6.27.When using a concrete gravy, the size of the large aggregate should not be more than 20 mm.
6.28.The selection of concrete is made in accordance with the current regulatory documents. The concrete cone should be at least 6 cm thick. To improve the properties of the concrete( gravity shrinkage, increase of mobility), it is recommended to add an additive to the amount of 0.2-0.3% of cement mass. With the introduction of SDB, the consumption of cement and water is approximately 8-10% lower, while maintaining the calculated value of water-cement ratio. As a gravy, sand concrete can be used.
6.29.To protect the gravy from corrosion in corrosive environments, coatings should be used in accordance with the requirements of chapter SNiP 2.03.11.
Methods of supporting steel columns
6.30.Supporting steel columns of industrial buildings with dividing branches( lattice type) is carried out on pre-verified steel support plates, which are installed under each branch for concrete gravy( Figure 18).
Fig.18. Coupling of lattice steel columns to the foundation
The number and arrangement of bolts is assigned depending on the design loads and the construction of the foundations. Bolts are shown in Fig.19.
Fig.19. Schematic layout of bolts for fastening steel lattice columns
6.31.Supporting steel columns of continuous type of frame of industrial buildings on the foundation is carried out through a steel plate welded to the column and installed on foundation bolts with check nuts, followed by embedment of the support assembly( Figure 20).
Fig.20. Scheme of installation of steel columns of continuous type of frameworks of industrial buildings
7. Tightening the bolts
7.1.When securing the equipment, the bolt nuts must be tightened by the amount of pre-tightening force specified in the technical specifications for the equipment installation. In the absence of the specified torque value, when the bolt is permanently tightened, it should not exceed the value indicated in table.14.
Table 14
| Bolt thread diameter d, mm | 10 | 12 | 16 | 20 | 24 | 30 | 36 | 42 | 48 |
| Permissible maximum torque M when tightening the structural bolts, N × m | 12 | 24 | 60 | 100 | 250 | 550 | 950 | 1500 | 2300 |
7.2.To tighten the foundation bolts, a manual or mechanized tool should be used, as well as special tools specified in the appendix.8 of this Manual. The type of tool should be specified in the production design.
7.3.Calculation bolts with a diameter of more than 64 mm, as a rule, should be tightened by pre-stretching with special hydraulic keys, with control of force on the manometer or elongation.
7.4.Tighten the bolts evenly. For structural bolts, the tightening is done in two "bypasses", for the calculated bolts, at least three "bypasses".Bolts should be tightened in a staggered manner symmetrically with respect to the axes of the equipment.
7.5.The tightening of the bolts in the unassigned way of mounting the equipment( preliminary and final) is performed in two stages. The final tightening should be made after reaching strength of the material of gravy not less than 70%.
7.6.When operating the equipment with significant dynamic loads, the bolt nuts, if necessary, must be protected from self-unscrewing by locking them.
The locking is carried out using: a) locknuts;b) spring washers( according to GOST 6402);c) lock washers with paws( according to GOST 13463).
The necessity of installing locknuts, spring washers and lock washers depends on the type and nature of the operation of the equipment and should be indicated in the design of the equipment.
7.7.After completing the commissioning cycle and testing the equipment, the bolt nuts should be tightened to the design value of the tightening force.
7.8.The tightening force can be monitored by the amount of torque, by the movement or elongation of the bolt, the angle of rotation of the nut, or by the pressure in the hydrosystem of special hydraulic switches.
7.9.The amount of torque applied to the nut of the structural bolt is assigned in accordance with the type and nature of the equipment, but not more than the value given in Table.14.
7.10.Calculation bolts are tightened by the amount of torque Mkr, Nm, which is determined by formula( 13).
7.11.The tension of the detachable bolts installed in the foundation with an insulating pipe( see Figure 2) can be controlled by the amount of extension of the d. The length of the bolt stud is determined by the formula
d = F ( H + l ) / E Asa ,( 23)
where H is the depth of bolt fixing, m; l - the height of the part of the bolt protruding above the foundation to the middle of the tightened nut, m; E = 2 × 108 is the modulus of elasticity of the bolt material, kPa.
7.12.The final value of the tightening force can be checked for the angle of rotation of the nut.
For bolts installed in the foundation before concreting( curved and with an anchor plate), the angle of rotation of the nut should be determined by the formula
,( 24)
and for detachable bolts - according to the formula
,( 25)
where s - thread pitch.
7.13.When determining the extension d bolt should use hourly indicators, precision levels and other devices that provide measurements with an accuracy of not less than ± 0,02 mm relative to the unloaded foundation surface.
The angle of rotation of the nut should be determined with the help of sea liners, templates, protractors and other devices that ensure a measurement accuracy of at least ± 5 °.
7.14.The magnitude of the torque Mkr can be controlled by means of the longitudinal and dynamometric keys specified in app.8.
7.15.When using rare-type impact wrenches such as ИЭ3112, ИЭ3115А, ИЭ3118, the torque should be controlled by the time of operation of the wrench.
Enclosure 1
Design and dimensions of expansion dowels
1. Expansion bolt, type 1
Table 1
| Symbol | Dimension, mm | Weight, kg | Rated load, kN | |||||
| d | D | l | L | |||||
| DSR 2-M8 | M8 | 8,5 | 35 | 70 | 0,025 | 5 | ||
| 5( 2) | ||||||||
| 5 | ||||||||
| M20 | M16 | 16,6 | 65 | 120 | 0,188 | 22( 9) | ||
| 22( 9) | ||||||||
| 50 | 90 | M20 | 21 | 80 | 150 | 0,356 | 35( 15) | |
| DSR 2-M24 | M24 | 25 | 95 | 175 | 0,61 | 50( 20) |
Purpose: fixing of equipment and metal structures on building elements made of concrete and brick.
Material: spacer - steel grade ВСт3, GOST 380;Expanding collet - steel grade 20, GOST 1050.
Note. Design loads are given for elements of concrete of class B12.5 and higher, in parentheses - for elements made of bricks not below M75.
Fig.1 app.1. Expansion bolt, type 1
1 - spacer;2 - Expanding collet
2. Expansion bolt, type 2
Table 2
| Symbol | Size, mm | Weight kg | Calculated load, kN | ||||
| d | D | l1 | l2 | L | |||
| ASR 1-M8 | M8 | 10 | 35 | 50 | 70 | 0,028 | 5 |
| ASR 1-M10 | M10 | 12 | 45 | 65 | 85 | 0,052 | 8 |
| ASR 1-M12 | M12 | 15 | 50 | 70 | 100 | 0,089 | 12 |
| MWD 1-M16 | M16 | 20 | 65 | 90 | 130 | 0,204 | 22 |
| DWP 1-M20 | M20 | 24 | 80 | 110 | 160 | 0,392 | 35 |
| DWP 1-M24 | M24 | 30 | 95 | 130 | 190 | 0,672 | 50 |
Function: fixing of equipment and metal structures on building elements made of concrete.
Material: Expanding stud - steel grade ВСт3, GOST 380;Expanding collet - steel grade 20, GOST 1050.
Fig.2. adj.1. Expansion bolt, type 2
1 - spacer;
3. Expansion bolt
Table 3
| Symbol | Dimension, mm | Weight, kg | Rated load, kN | ||||
| dp | d | D | L | l | |||
| DVR-M6 | M6 | 8 | 9.3 | 30 | 12 | 0.007 | 3 |
| DDA-M8 M8 | 10 | 11,5 | 35 | 16 | 0,014 | 5 | |
| FER M10-M10 | 12 | 13,8 | 45 | 20 | 0,025 | 8 | |
| FER | M12-M12 | 15 | 16,8 | 55 | 24 | 0,048 | 12 |
| FER M16-M16 | 20 | 22 | 65 | 32 | 0,098 | 22 | |
| FER | M20-M20 | 25 | 27,3 | 80 | 40 | 0,195 | 35 |
Function: fixing of equipment and metal structures on building elementsntah of concrete.
Material: spacer bush - steel grade 20 GOST 1050;Expansion plug - steel grade 45 GOST 1050.
Coating: spacer bushing - chemical oxidation, expansion plug - uncoated.
Fig.3 app.1. Expansion bolt spacer
1 - spacer sleeve;2 - expansion plug
Appendix 2
Examples of calculation of bolts
Example 1. Determine the diameter of the bent bolt for fixing the equipment( see Figure 1, a) and the depth of its embedding in concrete with the following initial data.
Rated dynamic load on the bolt P = 50 kN;steel СТ20( Rva = 1.45 × 105 kPa - according to Table 3);class of concrete foundation B15.
1 . According to Table.4 for this bolt: load factor c = 0.4;coefficient of stability of tightening to = 1,9;depth of bolting in concrete H = 25 d ( for concrete class B12.5).
2. The cross-sectional area of the bolt( by thread) is determined by the formula( 1):
Asa = co / RDA = 1.35 × 50 / 1.45 × 105 = 0.00046 m2 = 4,6 cm2,
where Ko = 1.35( see section 3.9).
According to Table.10 we take a bolt with a thread diameter M30( Asa = 5.60 cm2).
3. We check the accepted cross-sectional area of the bolt according to the formula( 2) for endurance:
Asa = 1.8 cm to P / a RWA = 1.8 × 0.4 × 1.3 × 50/1 ×1.45 × 105 = 0.000323 m2 = 3.23 cm2,
where m = 1.3( according to Table 5);a = 1( according to Table 6).
The accepted cross-sectional area of the bolt meets the requirements of strength and endurance.
4. Force of preliminary tightening of bolts( see item 3.8):
F = 1,1p = 1,1 × 50 = 55 kN.
5. Depth of bolting in concrete But is defined by the formula( 19):
But ³ N t1 t2 ;
But ³ N t1 t2 = 25 × 0,03 × 0,875 × 1 = 0,66 m,
where t1 = 0,7 / 0,8 = 0,875; t2 = 1.45 × 105 / 1.45 × 105 = 1.
Example 2. Determine the diameter of a bolt with an anchor plate( see Figure 1, b) in a shear-proof connection for attaching equipment operating at an outdoor temperature -45 ° C, and the depth of its embedding in concrete with the following initial data.
Rated static bolt load P = 130 kN, number of bolts n = 4;shear force Q = 60 kN;weight of the equipment N = 10 kN.Class of concrete foundation B12.5.
1. Under the operating conditions the steel grade for bolts is 09G2S-6( Table 2), Rva = 1.8 × 105 kPa.
2. The cross-sectional area of the bolt( by thread) is determined by the formula( 11):
ASa =( to coP + F1 ) / to RWA = ( 1,3 × 1,05 × 130 + 74,75) / 1,3 × 1,8 × 105 = 0,00108 m2 = 10,8 cm2,
where to = 1,3( according to Table 4), to σ = 1.05( see Fig.3.9).
F1 is defined by the formula( 9):
F1 = to ( Q-Nf ) / nf = 1.3( 60 - 10 × 0.25) / 4 × 0.25 = 74,75 kN.
According to Table.10 we take a bolt with a thread diameter M42( Asa = 11.2 cm2).
3. The required tightening force of bolts is determined by the formula( 10):
F0 = F + F1 / to = 0.75P + 74.75 / 1.3 = 0.75 × 130 + 57.5= 155 kN.
4. The depth of bolting in the concrete H0 is determined by the formula( 19):
But ³ N t1 t2 = 15 × 0,042 × 1 × 1,24 = 0,78 m,
where t1 = 0,7/ 0.7 = 1; t2 = 1.8 × 105 / 1.45 × 105 = 1.24.
Example 3. Determine the design load for the most loaded bolt according to the calculation scheme shown in Fig.7, with the following initial data.
Calculated tipping moment from the equipment M = 1200 kN × m, own weight of the equipment N = 100 kN.Number of bolts n = 8, distance from the equipment turning axis to the most remote bolt yi1 = 0; yi2 = 1.45 m; yi3 = y1 = 2 m
The design force( tension) for the most loaded bolt is determined by the formula( 3):
= -100/8 + 1200 × 2 / 16.41 = 133.75 kN,
= 1.452 × 4 + 22 × 2 = 16.41 m2.
Example 4. Determine the design load per bolt and the diameter of the bolt for fastening the lattice steel column( see Figure 18) with the following initial data:
M = 8000 kN × m; N = 6000 kN; Q = 300 kN;
h = 2 m; Rava = 1.75 × 105 kPa( steel grade 09G2S).
1. The design load per one stretched bolt is determined by the formula( 4):
P =( M - Nв ) / nh = ( 8000 - 6000 × 1) / 2 × 2 = 500kN.
2. Determine the required cross-sectional area of one bolt( by thread):
Asa = to P / Rava = 1,05 × 500 / 1,75 × 105 = 0,003 m2 = 30 cm2.
According to Table.10 we accept a bolt with a thread diameter M72'6( Asa = 34.58 cm2).
3. The depth of the anchoring for bolts with an anchor plate is equal to 15 d with( Table 4) for concrete basement class B12.5 and steel grade 09G2S.
D = 15 d = 15 × 0,072 = 1,08 m.
4. We check the possibility of perceiving the shearing force in the plane of conjugation of the base of the column with the foundation according to the formula( 16):
Q £ f [ M + N( h in )] / h = 0.25 [8000 + 6000( 3 - 1.5)] / 3 = 1417 kN,
where h - is the distance between the axes of the branches of the columns( h = 3 m); in - the distance from the center of gravity of the column to the axis of the compressed branch( in = 1.5 m); Q = 300 kN £ 1417 kN, the condition is satisfied.
Example 5. Determine the design load per bolt and bolt diameter for fastening the steel column of the continuous section( see figure 8), with the following initial data:
M = 900 kN × m; N = 1200 kN; Q = 100 kN;c = 0.4 m;
la = 0.9 m; вs = 0,5 m; Rв = 8.7 MPa; Rava = 145 MPa
1. Determine the eccentricity of the application of the load:
e0 = M / N = 900/1200 = 0.75 m.
2. Determine the amount of compressed concrete zone under the support plate by the formula( 6):
= 0,9 - = 0,48 m.
3. We check that the condition is fulfilled:
x = 0.48 m ^ xR la = 0,7 × 0,9 = 0,63 m - the condition is satisfied, where xR is determined by the formula( 8):
xR = = = 0.706.
4. The design load per one stretched bolt is determined by the formula( 5):
P =( Rв вs x - N ) / n = ( 8700 × 0.5 × 0.48 - 1200)/ 2 = 444 kN,
where n - the number of tensioned bolts( n = 2).
5. Determine the required cross-sectional area of one bolt( by thread):
Asa = to P / Rava = 1.05 × 444 / 1.45 × 105 = 0.00322 m2 = 32.2 cm2.
According to Table.10 we take a bolt with a thread diameter M72'6( Asa = 34.58 cm2).
6. We accept the depth of the anchoring bolt fixing for 15 d ( Table 4) for the concrete of the B12.5 grade foundation and the grade of the grade BCT3kp2:
H = 15 d = 15 × 0.072 = 1.08 m.
7. We check the possibility of perceiving the shear force in the plane of the base column with the foundation by the formula( 17):
Q £ f ( n Asa Rava / 4 + N ) = 0.25( 2 ×0.003458 × 1.45 × 105/4 + 600) = 212.68 kN,
where N is the minimum longitudinal force corresponding to the loads from which theXia shear force( N = 600 kN); Q = 100 kN
Appendix 3
Specifications mechanized equipment for making holes in concrete and reinforced concrete
Table 1
power tool for drilling in concrete and reinforced concrete
| Specifications | Elektrosverlilnye machines | Pnevmosverlilnye machines | ||||||
| IE1015 | IE1017A | IE1029 | IE1023 | IE1801 | IE1805 | IP1023 | IP1016 | |
| Maximum drilling diameter, mm | 25 | 25 | 25 | 25 | 50-125 | 85-160 | 25 | 32 |
| Power consumption, W | 600 | 600 | 800 | 370 | 2200 | 3000 | - | - |
| Voltage, V | 220 | 36 | 36 | 220 | 220 | 220 | - | - |
| Frequency of current, Hz | 50 | 200 | 200 | 50 | 50 | 50 | - | - |
| Operating air pressure, MPa | - | - | - | - | - | - | 0.5 | 0.5 |
| Specific air flow rate, m3 / min | - | - | - | - | - | 1,2 | 1,9 | |
| Specific cooling water flow rate, l / min | - | - | - | - | 3-5 | 4-6 | - | - |
| Weight( without cable), kg | 9,7 | 4,1 | 6,7 | 6,5 | 140 | 130 | 5,4 | 1,5 |
| Manufacturer | Daugavpilssky | Vyborg Electroinstrument Factory | Rezeknensky Power Tools | Odessa Plant of Construction and Finishing Machines | Moscow Plant Pneumostroi Machine | Sverdlovsk Pneumostroi Machine Plant |
Table 2
Mechanized tool for shock-rotarydrilling holes in concrete and reinforced concrete
| Specification | Electric perforator | Buster | ||||||
| IE4710 | IE4708 | IE4707 | OL-12 | PP-36 | PP-50 | PP-54 | PP-63 | |
| greatest drilling diameter, mm | 26 | 32 | 40 | 32 | 40 | 40 | 46 | 52 |
| Impact energy, J | 4 | 10 | 25 | 25 | 36 | 50 | 54 | 63 |
| consumption electric power, W | 450 | 570 | 1359 | - | - | - | - | - |
| voltage, | 220 | 220 | 220 | - | - | - | - | - |
| frequency, Hz | 50 | 50 | 50 | - | - | - | - | - |
| Operating air pressure, MPa | - | - | - | 0,5 | 0,5 | 0,5 | 0,5 | 0,5 |
| Specific air flow, m3 / min | - | - | - | 1,3 | 1,3 | 1,3 | 1,3 | 1,3 |
| Weight( without cable), kg | 7 | 15,5 | 29 | 12,5 | 24 | 30 | 32 | 35 |
| Produced by | Daugavpils Electroinstrument plant | Naginsky pilot plant of mounting attachments | Leningrad plant "Pnevmatika" |
Table 3
Cutting tool for rotary and shock-Extensive drilling and drilling of wells in concrete and reinforced concrete
| Cutting tool | Manufacturer | ||
| Designation | Type( code number) | Diameter, mm | |
| Spiral drills with taper shank, equipped with hard alloy plates in accordance with GOST 22735 and GOST 22736 | Use.1, Ex.2 | 10-30 | Plant "Fraser" them. Kalinin, Sestroretsk instrumental plant them. Wax |
| Spiral drills, solid, carbide-tipped with cylindrical and taper shanks in accordance with GOST 17275 and GOST 17276 | 1-1в, 2б | 10-12 | Same |
| Drill ring hard-alloy according to GOST 17013 | СК | 16;20;25;32;40;50;75;85 | Orshansky tool factory |
| Crowns chiseled carbide in accordance with GOST 17014 | KD | 16;18;20;22;25 | Kamenetz-Podolsky plant them. Petrovsky |
| Crowns according to GOST 17015 | ККЦ-1, ККЦ-2 | 32;36;40;45;52;55;60 | Same |
| Circular cutters according to GOST 5688 | RK RD | 20;32;40;50 | Same |
| Diamond diamond drills in accordance with GOST 19527 | SKA-1, SKA-2, SKA-3 | 20-40;40-60 | Terek, Kabardino-Balkaria diamond tools factory |
| Drill bits according to GOST 17196 | Digital | 30-85 | Kuznetsk engineering plant |
Appendix 4
Composition and technology of preparation of epoxy and siloxane adhesives
Bolt mounting
I. Bolt,installed on epoxy adhesive
Preparation of glue
1. To prepare the glue, use components that meet the requirements of GOSTs( Table 1), supplied with factory passports with a shelf life frommanufacturing cient not exceeding 12 months - for epoxy resin and a plasticizer;6 months - for the hardener.
Table 1
Recommended epoxy adhesive formulations
| Adhesive components | Legend | Weight parts of constituent adhesive compositions | Regulatory document | ||
| 1st | 2nd | 3rd | |||
| Epoxy resin | ED-16 or ED-20 | 100 | 100 | 100 | GOST 10587 |
| Polyethylene-polyamine | PEP | 15 | 15 | 7,5 | TU 6-62-594-80E |
| metaphenylenediamine | MFD | - | - | 7,5 | GOST 5826 |
| DBP Dibutyl phthalate | 20 | - | - | GOST 8728 | |
| Poliefirkrilat | IFG-9 | - | 10 | 10 | TU 6-01-450-70 |
| Sand volsky | Pv | 200 | - | - | GOST 6139 |
| Quartz sand with specific surface area up to 1000 to 2000 cm2 / g | PM | - | 200 | 200 | - |
| Note. Cohesive strength at compression according to GOST 4651 for the 1st composition should be not lower than 50 MPa, and for the 2nd and 3rd - 70-80 MPa. |
2. The technological viability of the adhesive at an ambient temperature of 20 ° C is equal to: for the first composition - 80 min, for the 2nd and 3rd compositions - 25-30 min.
3. The glue of the 1st composition is applied to the foundation areas heated( at the depth of the bolt fixing) to 50 ° C, the 2nd composition from 50 to 90 ° C, and the third composition to 100 ° C.
4. The components of the adhesive should be stored in a dry room in compliance with the fire safety requirements for flammable liquids.
5. Prior to the preparation of epoxy adhesive, ED-16 or ED-20 resin is plasticized beforehand. To do this, the resin hanging( 20-30 kg) is heated in a water bath to a temperature of 70 ° C, then the DBP or MGF-9 plasticizer is introduced into it and mixed thoroughly for 10-15 minutes until the air bubbles disappear. The plasticized resin is then cooled to ambient temperature.
6. It is recommended to prepare glue for mass installation of bolts in batches of 5-7 kg in the following sequence.
The required amount of plasticized resin, hardener and quartz sand is weighed into separate containers. Then a hardener( PEPA) is introduced into the plasticized resin and the mixture is stirred for 5 minutes, after which sand is introduced and stirring is continued for another 5 minutes.
The quality of mixing of the plasticized resin with the hardener is determined by obtaining a monochrome liquid seen when it is drained from the raised spatula.
The quality of the mixing of the adhesive after the introduction of the filler is determined when a uniform distribution of sand grains in the volume of the adhesive is achieved.
7. Preparation of glue at an ambient temperature of plus 5 to minus 20 ° C requires preheating the plasticized resin and quartz sand to a temperature of 30 ° C.
8. When preparing glue, control the temperature of the mixture, not allowing it to be above 40 ° C.
The increase in the temperature of the "self-heating" of the glue caused by the exothermic process of its curing leads to a significant reduction in technological viability, i.e.time of workability from the moment of preparation.
Note. Heated plasticized resin is recommended in a water bath. Mix the epoxy glue in a "baking tray" or in water-cooled glues.
Surface preparation for bonding
9. The preparation of the surface of the well for the installation of bolts consists in instrumental testing of the depth and in visual inspection of the absence of foreign inclusions, water, ice.
If necessary, additional cleaning of the well is performed by blowing or mechanically( ruff, metal brush).
10. The surface of the bolts( to be bonded) must not have any signs of corrosion and oil impurities.
11. The preparation of the bolt surface consists of preliminary mechanical and final chemical treatment.
Preliminary( mechanical) machining of the bolt is done to remove the preservative coatings in the form of grease, paper, etc.
The final( chemical) treatment of bolts is performed in a 20% solution of hydrochloric acid, in which 1%( by volume solution) of urotropine( GOST 1381) is added.
It is advisable to etch the embedded surface of foundation bolts in the installation area within 2-4 hours.
Immediately before installation, the bolts are removed from the hydrochloric acid solution and then wiped with rags soaked in acetone( GOST 2768).
Installation of bolts in a well
12. Installation of bolts at an ambient temperature above 15 ° C consists of the following operations:
lower the lower retaining ring into the well;
from small ware, the adhesive is poured into the borehole by gravity to the height h equal to:
,
where N is the depth of the well;fix the bolt by slowly immersing it in the glue until it is fixed in the lower ring;
install the upper fixing ring( flush with the surface of the foundation concrete).
Note. Fixing rings are made of wire rod with an inner diameter, 1-2 mm larger than the diameter of the bolt, and the outer diameter, 1-2 mm less than the diameter of the borehole.
13. At an ambient temperature of 15 to -20 ° C, the bolting technology is as follows:
, an epoxy adhesive with a temperature of at least 20 ° C is poured into the well;
install bolts preheated, depending on the ambient temperature:
ambient temperature of the pre-
environment, ° C: bolt heating, ° C:
15 to 0 150-200
0 to -5 200-250
from-5 to -15 250-300
-15 to -20 300
14. Tightening of bolts installed at an ambient temperature above 15 ° C is allowed after 72 hours. If necessary, the time for transferring the load to the bolts can be reduced to 3 hby installing pre-heated bolts to a temperature of 150 ° C.
Tightening bolts installed at temperatures below 15 ° C is allowed after 240 hours.
15. To heat the bolts, electric furnaces equipped with automatic temperature controllers should be used. The power of the furnaces should ensure that the temperature is constant, taking into account the cyclical nature of the kiln's loading / unloading.
16. The residence time of the bolts in the heating furnace must ensure that the recommended temperature is distributed throughout the entire cross section of the bolt and at the specified length.
It is not allowed to lower the temperature of the bolts before they are installed in the well against the lower temperature limits recommended in clause 13 of this annex.
Quality control of
17. The bearing capacity of bolts is ensured by: the strength of the foundation concrete;strength of epoxy glue( see clause 1 of this annex);by the operational control of the technological processes of bolt installation.
18. To test the quality of the adhesive, samples of the adhesive for compression( GOST 4651) are prepared and tested from each batch of construction components.
19. Manufacture of samples for testing of compression adhesive should be carried out in steel molds on a glass pallet.
The epoxy glue is filled with gravity without gravity.
Samples are held at a temperature of ± 20 ° C.After removing the samples from the mold, the upper edge of them is ground.
The samples of epoxy adhesive for compression are tested after three days from the date of manufacture. Simultaneously, no less than 5 samples are tested.
20. For the test, use a low-power hydraulic press( up to 50 kN), which makes it possible to determine the strength of the adhesive with an error of up to 1%.
21. Admissible for the production of work should be considered glue, which showed during the testing of the compression specimen strength, corresponding to paragraph 1 of this annex.
22. The following are subject to operational control: diameter, verticality and depth of the well;technology of preparation of glue;Well cleaning and surface treatment of the bolt;heating of bolts under conditions of installation at a low ambient temperature;uniformity of distribution of glue in the well around the bolt.
23. To control the quality of the works on the site, a check bolt quantity is set at the rate of 3 bolts with a diameter of 20 mm for 500 installed in the structure( but not less than three with the number of bolts from 50 to 500).
Bolts shall be tested after the time specified in clause 14 of this annex has been applied by means of a hydraulic jack that transfers the axial static load to the bolt. The distance from the axis of the bolt to the stop of the jack can be chosen arbitrarily.
Jacks of type ДС-15-125 or similar in design can be used for tests.
24. The average adhesion value at the glue-metal contact at the depth of the bolt 10 d, must be at least 6 MPa.
Safety precautions
25. The components of epoxy glue( except sand) are toxic substances and special safety measures must be observed when working with them.
26. Work related to adhesives must be allowed to workers who have undergone medical examination and safety and industrial sanitation training. Workers with adhesives should periodically undergo medical examinations.
27. Workers engaged in the preparation of glues and the installation of foundation bolts for glue, it is necessary to give protective clothing: overalls, rubber apron, rubber gloves, scarves and goggles.
All operations for the preparation of epoxy glue should be carried out in a well-ventilated area.
28. Workers engaged in the production of epoxy adhesives should be able to use hot and cold water.
29. Drops of resin or hardener on the skin should be immediately washed off with a gauze swab dampened with acetone, after which the affected area should be thoroughly washed with warm soapy water.
30. Eating at work is prohibited.
31. Drilling of wells without flushing should be carried out using respirators.
Example of calculating the weight dose of epoxy adhesive
Conditions: 20 foundation bolts with a diameter of 20 mm are required with a relative depth of 10 d.
The required amount of glue in grams is determined by the formula
P = pH / 4( dc2-d2 ) Ng,
where H is the depth of the well, cm; dc - borehole diameter, cm; d - bolt diameter, cm; N - number of bolts, pcs; g - adhesive density( 2 g / cm3):
P = 3.14 × 20/4( 32 - 22) 20 × 2 = 3149 g.
Determine the number of epoxy adhesive components:
a) Adhesive composition:
ED-16 100 weight doses of
DBP 20 weight doses of
PEPA 15 doses of dose
Sand 200 doses of weight
_______________________
Total 335 weight doses of
b) Weight of one weighing dose:
q = P / 335 = 3149/335 =9.4 g;C) the weight of the components:
ED-16 + DBP 120 × 9.4 = 1128 g
PEPA 15 × 9.4 = 141 g
sand 200 × 9.4 = 1880 g
II.Bolts installed on the silicone glue
Preparation of the adhesive
1. To prepare the glue, use components that meet the requirements of GOSTs( Table 2).
Table 2
| No. п.п. | Name of materials according to GOST | GOST |
| 1 | Sodium liquid glass | 13078 |
| 2 | Sand for construction works | 8736 |
| 3 | Sodium fluorosilicate technical | - |
| 4 | Blast-furnace granular slag with basicity module above unit * | - |
| 5 | Potassium caustic technical | 9285 |
| 6 | Aluminum powder | 5494 |
* Granulated slags of metallurgical plants of the southUkraine( Dnepropetrovsk, Zaporozhye, Dneprodzerzhinsk).
2. The adhesive is prepared by mixing a dry ground mixture, quartz natural sand and water glass in a mixer type SB-43( or manually).
3. The dry ground mixture contains blast-furnace granular slag, quartz sand, sodium silicofluoride, aluminum powder.
4. Blast-furnace granulated slag and quartz sand before grinding are dried to a moisture content of 0.5%.
5. The grinding of the dry mixture is carried out in a batch ball mill to a specific surface of 5000-7000 cm2 / g or up to a residue on a sieve of 5200 scf / cm2 - 1%.
6. The specific surface should be determined on the PXX-2 instrument.
7. The dry ground mixture during storage and during transport must be kept in a closed container, protecting it from moisture and contamination.
8. To prepare the glue, you should use liquid glass with a module 1.8-2, for which in the liquid glass of the commodity supply with module 2.8-3 enter caustic potassium( in solid form) in the amount of 70 g per 1 kg of liquid glass andthoroughly mix it until completely dissolved.
9. The composition of the ground mixture and glue is given in Table.3.
Table 3
Composition of siloxane adhesive
| Composition of ground dry blend,% by mass | Aluminum powder over 100% of ground mixture | Composition of adhesive,% by mass | ||||
| blast furnace slag | quartz sand | silicofluid sodium | ground dry mix | liquid glass | quartz natural sand | |
| 35 | 40 | 25 | 0,01 | 50 | 30 | 20 |
Note. The cohesive strength of the adhesive for compression after 28-day storage of samples 2'2'2 cm in air at a temperature of 18-20 ° C should be at least 40 MPa.
10. Preparation of the glue must be done as follows: a liquid glass is poured into the dissolution mixer, 50% of the dry ground mixture is added, the mass is mixed for 2 minutes. Then the rest of the ground mixture and the quartz natural sand are introduced, the mixture is mixed for 7 minutes. The total preparation time of the glue in the mortar mixer is up to 10 min.
11. The technological viability of the prepared adhesive is 1.5-2 h
12. The recommended size of the adhesive and the number of bolts to be installed, depending on their diameter, are given in Table.4.
Table 4
| Diameter of bolts, mm | 12 | 20 | 24 | 30 | 36 | 42 | 48 | 56 | 64 | 76 | 90 | 100 |
| Adhesion size, kg | 4.2 | 4.4 | 4.2 | 4.7 | 5 | 6.3 | 5.5 | 4.5 | 4.2 | 4 | 2.7 | 3,3 |
| Number of bolts to be installed, pcs. | 40 | 27 | 19 | 14 | 12 | 10 | 7 | 5 | 3 | 2 | 1 | 1 |
Note. The table is compiled from the calculation of the technological viability of the glue - 90 min and the depth of bolting - 10 d .
13. The preparation of the surface of the well and foundation bolts for the production of work shall be carried out in a manner similar to that for bolts installed on epoxy adhesives.
Example of calculating the weight dose of siloxane adhesive
Conditions: 20 foundation bolts with a diameter of 20 mm are required with a relative depth of 10 d.
P = 3.14 × 20/4( 32-22) 20 × 2.1 = 3297
Liquid glass, 30% 990 g
Natural quartz sand, 25% 822 g
The dry mix( 45%) contains:
Slag, 13% 460 g
Quartz sand, 9% 565 g
Fluorosilicate sodium, 13% 460 g
Aluminum powder, 0.01% 15 g
Appendix 5
Composition of cement-sand mixture
Installation of bolts by vibration method
1.For the preparation of cement-sand mixture should be used materials that meet the requirements of GOSTs( Table 1).
Table 1
Composition of cement-sand mixture
| Outside air temperature with bolt mounting, ° C | Mixture composition, parts by weight | Mixing capacity, min. | ||||
| Portland cement М400( GOST 10178) | fine sand for construction works( GOST 8736) | water | potassium carbonate( potash)( GOST 10690) | aluminum sulfate( GOST 8758) | ||
| From +5 to +30 | 100 | 100 | 10 | - | - | 120 |
| From +5 to -5 | 100 | 100 | 10 | 5 | 1 | 30 |
| From -5 to -10 | 100 | 100 | 10 | 10 | 1,5 | 30 |
| -10 to -20 | 100 | 100 | 10 | 15 | 2 | 30 |
2. Aqueous solutions of potassium carbonateand aluminum sulphate must prepare separately in water, heated to a temperature of 40-50 ° C.Both aqueous solutions can be combined together only after complete dissolution of the respective components.
3. Water solutions should be prepared at least one day prior to consumption. Before use, they must be mixed thoroughly.
4. Food Technology cement-sand mixture without addition of potassium carbonate solution and the aluminum sulfate is as follows: from separate containers and dosed cement is poured into the sand mixer type LB-2, and it is stirred for 2-3 min . After that add the necessary amount of water for mixing. The stirring time until a homogeneous wet mixture is obtained is 3-5 minutes. After that, the mixture is ready for use.
5. The technology of preparation of a mixture with a two-component addition of solutions of potassium carbonate and aluminum sulfate is as follows. The solved components of the mixture are poured into a mixer of the LB-2 type and mixed for 2-3 minutes. After this, an aqueous solution of potassium carbonate and aluminum sulfate is added to the mixture and stirring is continued for 5 minutes. The mixer stops and the rewound mixture is held in it for 6-10 minutes. Then the mixture is re-mixed( so-called "rejuvenation") for 3 minutes. After that, the mixture is ready for use.
6. Concrete mixtures with a two-component additive should be prepared in the workplace with the mandatory use of a dry mix.it is mixed with aqueous solutions of salts on runners, protected from wind, rain and snow.
7. The preparation of the surface of the well for the production of works is carried out in a manner similar to the work for bolts installed on synthetic adhesives.
8. Preparation be sealed surface of the bolt is pre-mechanical treatment produced to remove dust, different kinds of contaminants, rust, removal preservative coatings of grease, paper, etc.
Cleaning is carried out with brushes, scrapers, sandpaper, firing, etc.followed by washing the surface of the bolt with acetone or alcohol.
9. Vibration striking of the anchor bolts is carried out by the sealing device( see figure 1) with the help of a direct-acting vibrator fixed to it.
Used general-purpose vibrator type ИВ-21А with a voltage of 36 V, attached to the pendulum support from the directional vibrator type IV-74.
allowed under strict rules electrical use directional vibrator with the voltage VI-74 220/380 V. When attaching bolts diameter of 48-100 mm can be used vibrator type IV-38A( 220/380).
exciting force vibrator Q selected so as to provide a specific pressure end of the sealing device on the mixture q not lower than 8.5 MPa formula
q = Q / A ³ 8,5 MPa,
wherein Q- exciter power of the vibrator; A is the total area of the projections on the end face of the sealing device.
10. Installation of bolts by vibro-striking at ambient temperatures below -20 ° C is not recommended.
11. Installation of bolts in the well is performed immediately after the preparation of the cement-sand mixture and the preparation of the surface of the well and bolt.
12. Bolt fastening with vibration proofing consists of the following operations: installation of bolts in the borehole;pre-filling a small portion of the mixture into the gap between the body of the bolt and the wall of the well;putting on the bolt of a vibrating packer with a vibrator;switching on the vibrator;filling the mixture into the sealer feeder;periodic rotation of the vibrating packer during its operation by 20-30 °.
As the mixture is consumed in the dispenser, the charge is backfilled, and the process is repeated until the vibrocompressor leaves the well.
The criterion for quality compaction of the mixture is the spontaneous lifting of the vibrating packer from the well to the surface. Lifting the device from the well by hand or using various lifting devices is not allowed in order to avoid poor quality sealing of the mixture.
13. When attaching bolts and maintained at an ambient temperature of 5 ° C. .. 30 transfer load to the bolts permitted after three days, and at their fixing and maintaining at ambient temperature within 5. ..- 20 ° C- After 10 days.
Drawing Attached.5. Sealing device
1 - vibrator;2 - extension cable;3 - funnel;4 - the sealant; L - performed on the maximum bolt height at the
facility Table 2
dimensions wells bolt fixable manner vibrozachekanki
| D , mm | d1 , mm | L , mm | For which bolts used | |
| equipment | column | |||
| 25 | 13 | 150 | - | M10, M12 |
| 30 | 17 | 180 | - | M16 |
| 40 | 21 | 220 | - | M20 |
| 50 | 31 | 320 | 620 | M24, M30 |
| 66 | 43 | 450 | 850 | M36, M42 |
| 68 | 50 | 500 | 980 | M48 |
| 76 | 58 | 580 | 1140 | M56 |
| 85 | 66 | 660 | 1300 | M64 |
| 102 | 73 | 740 | 1460 | M72'6 |
| 108 | 84 | 820 | 1620 | M80'6 |
| 115 | 104 | 1020 | 2020 | M90'6, M100'6 |
Example of calculation of the mixture's weight dose
Condition: 20 foundation bolts with a diameter of 20 mm must be installed in 40 mm diameter wells to a depth of 200mm .
required amount in grams of the mixture determined by the formula
P = 2,5( dc2 - d2 ) N H,
wherein dc - borehole diameter, cm; d - bolt diameter, cm; N - number of bolts, pcs; H - depth of the well, cm;2,5 - coefficient taking into account the cross-sectional area of the bolt, the density of the mixture and loss of work:
P = 2.5( 42 - 22) × 20 20 = 12000
Determination of dose weight constituents of the mixture:
at positive temperature:
Portland cement 100 parts by weight doses
Sand 100 weight doses
Water 10 weight doses
Total 210 weight doses
at negative temperature:
Portland cement 100 parts by weight doses
Sand 100 weight doses
Water 10 weight doses
Potash 10 weight doses
aluminum sulphate 1 weightdoses of
ITdose of 221 weight Weight
same weight doses:
q = P / 210 = 12000/210 = 57,2 g; q = P / 221 = 12000/221 = 54 g.
Weight of constituents:
cement 100 × 57,2 = 5720 g
sand 100 × 57.2 = 5720 g
water 10 × 57.2 = 572 g
Total ~ 12000 g
cement 100 × 54,4 = 5440 g
sand 100 × 54,4 = 5440 g
water 10 × 54,4 = 544 g
potash 10 ×54,4 =
544 g of aluminum sulphate 1 × 54.4 = 54.4 g Total
~ 12000 g
Appendix 6
composition of cement-sand mortar
Installing bolts method vibro
1. A 1: 1 cement-sand mortar with a water-cement ratio( W / C) of 0.4 for alumina cement and 0.3 for Portland cement should be used to fill the wells.
2. The sand should be of medium size and comply with GOST 8736 "Sand for construction work."
3. For the preparation of cement-sand mixture, Portland cement of not less than M400 grade, satisfying the requirements of GOST 10178, or alumina cement of not less than M400 grade according to GOST 11052.
4. The bolting technique is the following:
drills wells in concrete;
wells are cleaned of dust by compressed air, in summer they are moistened and filled with cement-sand mortar to a depth of 2/3 of the well. Remains of moisture from the well before pouring the solution are removed;
after filling the well with a cement-sand mortar the bolt is immersed in the well to the design position;
after fixing the bolt it is necessary to fix it in the design position before setting the solution by placing in the upper part of the well fixatives from wire rings, wedges, etc. The upper part of the filled well is covered with wet sawdust and moistened for 2-3 days.
Bolts can be commissioned 7 days after installation.
At an ambient temperature of at least 3 ° C, the bolts are installed in Portland cement mortar, and at ambient temperatures from 3 ° C to -5 ° C - on gypsum-alumina cement.
At ambient temperatures up to minus 15 ° C, the bolts are installed in the wells on cement-sand mortar with Portland cement with antifreeze additives( sodium nitrite).
Bolts and mortar must have a positive temperature during installation.
Appendix 7
Equipment reconciliation technology
Reconciliation of equipment using the
verification screws 1. When aligning the equipment, the support plates are installed on the foundation in accordance with the arrangement of the screws in the support part of the equipment. The locations of the support plates on the foundations are aligned horizontally with a deviation of no more than 10 mm per 1 m.
2. Before installing the equipment on the foundation, auxiliary supports are placed on which the equipment is lowered.
3. When lowering the equipment to the foundation without auxiliary supports, the adjusting screws must extend below the mounting surface of the equipment by the same amount, but not more than 20 mm.
4. The position of the equipment in height and horizontality should be adjusted alternately with all the squeeze screws, not allowing the deviation of the equipment from the horizontal line by more than 10 mm per 1 m during the alignment process.
5. After the adjustment of the equipment, the position of the adjusting screws must be fixed with locking nuts.
6. Before threading, the threaded part of the adjusting screws used repeatedly must be protected from contact with concrete by wrapping with thick paper.
7. Before final tightening of the foundation bolts, the adjusting screws must be turned out 2-3 turns. When reusing, the screws are completely turned out. The remaining holes( to avoid oil ingress) are closed with threaded plugs or cement mortar, the surface of which is covered with oil-resistant paint.
Reconciliation of equipment using inventory jacks
8. For alignment of equipment with inventory jacks, screw, wedge, hydraulic or other jacks can be used to ensure the required accuracy of alignment, safety and ease of adjustment.
9. The jacks placed on the prepared foundations are preliminarily adjusted in height with an accuracy of ± 2 mm. Then the equipment is lowered onto the jacks.
10. When aligning the equipment, the jack can not be deflected from the vertical.
11. Before casting, the inventory jacks enclose the formwork. Formwork and inventory jacks are removed after 2-3 days after gravy. The remaining niches are filled with the composition used for gravy.
Adjusting the equipment on the mounting nuts
12. To align the equipment using the adjusting nuts( see figure 15), the bolts must have an extension of up to 6 d threads, which is provided for the manufacture of bolts as required by the installation organization.
13. The alignment of the equipment is carried out either on the mounting nuts with the help of elastic elements, or directly on the mounting nuts.
14. As metal support elements, metal disc, rubber or plastic washers are recommended.
15. The sequence of alignment of the equipment using the disc washers is as follows:
support nuts with disk washers are installed so that the top of the disc washer is 1-2 mm above the design mark of the equipment mounting surface;
equipment is installed on washers;
makes the alignment of the equipment using the fixing nuts.
In the same way, a reconciliation is made to the adjusting nuts with elastic elements in the form of rubber or plastic washers.
16. The alignment of the equipment on the adjusting nuts without resilient elements should be performed by adjusting the nuts on the bolts at the height of the . After the adjustment, the adjusting nuts are covered with a formwork, which is removed after setting the concrete mixture( 2-3 days after gravy).Before final tightening of the bolts, the adjusting nuts are lowered by 3-4 mm. The remaining niches are filled with the composition used for gravy. This method of alignment is used with a diameter of foundation bolts no more than 36 mm.
Adjustment of equipment on hard concrete pads
17. Rigid supports are made directly on the foundations with an accuracy corresponding to the tolerances of the equipment position in height and horizontally. On rigid supports, the equipment with mechanically used support surfaces is verified. After lowering to the supports of equipment, it is verified in terms of and fixed.
18. For the manufacture of rigid supports it is necessary to use concrete of class not lower than B15 with aggregate in the form of crushed stone or gravel of fraction 5-12 mm.
19. The specific pressure from the mass of the equipment to the support shall not exceed 5-103 kPa.
20. For the manufacture of concrete supports in a special formwork, a portion of the concrete mix is laid on a previously cleaned and moistened foundation surface to a level 1-2 cm higher than the required mark. Then the surface of the supports is leveled, the surpluses of the mixture are removed.
21. To increase the accuracy of concrete supports, metal plates with a machined support surface or adjusting wedges are laid on them. The distance from the plate to the edge of the concrete support should not be less than the width of the plate.
22. For the manufacture of concrete supports with metal plates, the concrete mixture is placed in the formwork to a level that should be lower than the design mark by 1/2 - 1/3 of the thickness of the plate. Then, on the uncontained concrete, put the plate and lightly hit the hammer, immerse it to the design mark.
When using adjusting wedges, the error of their installation in height should not exceed ± 2 mm. The horizontal nature of the plates or wedges is checked by means of a level installed on the plate in succession in two mutually perpendicular directions.
23. For equipment that does not require high accuracy of installation, rigid supports without metal plates are allowed.
24. During adjustment, precise adjustment of the height of the support elements is allowed by adding thin metal pads.
25. Installation of equipment is performed after a set of concrete rigid strength strengths of at least 1 × 104 kPa.
Reconciliation of equipment on metal pad packages
26. Packs of metal linings are used as both present( current) and as temporary( verification) support elements.
27. Packages are collected from steel or cast-iron pads with a thickness of 5 mm or more. Achievement of the design level of equipment installation is carried out during its pre-fixing with adjusting pads 0.5-5 mm thick .
28. Lining in bags used as permanent support elements must be flat, without burrs, bumps and troughs. In the package, in addition to flat, wedges and other height-adjustable pads can be included. The number of pads in the package should be minimal and should not exceed 5 pcs, including thin sheets. The surface of the concrete foundation under the mock-ups of the pads should be carefully checked. After the final tightening of the bolts, the pads are seized with electric welding.
29. The recommended dimensions of the pads( depending on the weight of the machines) are given in Table.3 of this appendix. The number of carrier packages of the linings is determined from the condition of clause 6.2, and the temporary, used for reconciling the equipment, according to clause 6.11.
Table 3
Metal mounting hardware
| Weight of equipment, kN | Ladding size, mm | Material |
| Constant 1000 | 250'120'80 | Cast iron |
| Constant 1000 | 250'120'60 | Cast iron |
| 250'120'40 | Steel | |
| 250'120'30 | " | |
| 200'100'20 | " | |
| 200'100'10 | " | |
| 200'100'5 | " | |
| 300 to 7000 | 200'100'50 | Cast iron or steel |
| 200'100'30 | Steel | |
| 200'100'20 | " | |
| 150'100'10 | " | |
| 150'100'5 | " | |
| From 100 to 300 | 150'100'30 | Cast iron or steel |
| 150'100'20 | Steel | |
| 120'80'10 | " | |
| 120'80'5 | " | |
| Less than 100 | 120'80'20 | " |
| 120'80'10 | " | |
| 120'80'5 | " |
Appendix 8
Tool for tightening bolts
Table 1
Hand tools for tightening bolts
| No. п.п. | Name and brand of the tool | Diameter range of the tightened bolts | Manufacturer | ||
| 1 | Keys for gusset, double-sided, single-sided, combined: | Perm factory of mounting and automation products | |||
| according to GOST 2839 | M16-M56 | ||||
| according to GOST 2841 | M16-M56 | ||||
| according to GOST 3108 | M64-M140 | ||||
| in accordance with GOST 2906 | M64-M140 | ||||
| according to GOST 16983 | M16-M42 | ||||
| 2 | Keys for mounting kits( open-ended), grade | M10-M24 | Same | ||
| 3 | Key-multiplier brand: | M27-M36 | M30-M42 | M30-M42 | |
| KM-130 | M30-M42 | ||||
| KM-200 | M42-M56 | ||||
| KM-400 | M48-M64 | ||||
| KM-600 | M64-M76 | ||||
| KM-800 | M64-M100 | ||||
| 4 | Wrenches with self-heating sponges, grade SGD-916/4 | M14-M24 | Gorky factory of wiring tools | ||
| 5 | Ratchet wrench with a set of replaceable heads, grade SGD-961/7 | M14-M30 | Same | ||
| 6 | KEYratchet, with an articulated handle for bolts with an elongated threaded part KT-42, KT-80, KT-100 and KT-140 | M42-M140 | Noginsk pilot plant of mounting attachments | ||
| 7 | Special mounting wrenches for screw bolts of KT-22r, KT-30r, KT-36r | M22-M36 | Same |
Table 2
Mechanized bolt tightening tool
| Specification | Electro | Pneumatic | ||||||||
| IE3116 | IE3117 | IE3113 | IE3114A | IE3118 | IE3115A | IE3112 | IP3111 | IP3112 | IP3113 | |
| largest diameter tightened thread bolts mm | 12 | 12 | 16 | 16 | 27 | 27 | 48 | 12 | 14 | 18 |
| Maximum torque, N × m | 63 | 63 | 125 | 125 | 700 | 700 | 2100 | 63 | 100 | 250 |
| consumption electric power, W | 120 | 120 | 180 | 180 | 210 | 210 | 120 | - | - | - |
| Voltage, V | 220 | 36 | 220 | 36 | 36 | 220 | 220 | - | - | - |
| Current frequency, Hz | 50 | 200 | 50 | 200 | 200 | 50 | 50 | - | - | - |
| Operating air pressure, kPa | - | - | - | - | - | - | - | 500 | 500 | 500 |
| Specific air flow, m3 / min | - | - | - | - | - | - | - | 0,7 | 0,7 | 0,9 |
| Weight(without cable), kg | 3,3 | 3,1 | 3,8 | 3,5 | 5,2 | 5,2 | 12 | 1,9 | 2,2 | 3 |
| Manufacturer | Konakovsky factory of the mechanized tool | The Rostov factory "The electrotool"» | Vyborg Plant" Power Tools " | Moscow Plant" Pnevmostroymashina " |
Applications 9
Legend bolts and link them to the stakeout axes equipment
1. Bolts in the figures in terms of the symbols are applied and marked by two Russian alphabet and numbers( see.drawing of this annex).For example, "Av2", where the uppercase letter "A" denotes the thread diameter, the lowercase letter "в" - the length of the bolt, the digital index "2" - the installation mark and the mark of the top of the bolt of this brand .
2. The bolts in the plan are tied to the centering axes of the equipment( see the figure) and are reflected in the specification in the form given in Table.1 of this annex.
Table 1
Bolt conventions
| thread diameter bolts mm | 10 | 12 | 15 | 20 | 24 | 30 | 36 | 42 | 48 | 56 | 64 | 72 | 80 | 90 | 100 | 110 | 125 | 140 | |
| Symbols |  | ||||||||||||||||||
| Brand bolt | a mother | A | B | In | T | d | E | F | AND | K | A | M | H | P | P | C | T | Y | F |
| a, b, c, d, e, e. .. | |||||||||||||||||||
| mounting | 1, 2, 3, 4, 5, 6. .. |
Table 2
Specification of bolts
| Foundation grade | Bolt grade | Bolt thread diameter, mm | Number of bolts, pcs. | notes, | mm length of the protruding portion of the bolt | mm Length mm | |||
| a mother | mounting | ulovnye notation | top bolt | top concrete | |||||
| FD-3 | Yes | 1 |  | M24 | 8 | +50 | -150 | 200 | 1400 |
| Yes | 2 |  | M24 | 6 | -100 | -300 | 200 | 1400 | |
| Zha | 1 |  | M36 | 6 | -50 | -350 | 300 | 1800 | |
| Zha | 2 |  | M36 | 6 | -150 | -450 | 300 | 1800 | |
| RC | 1 |  | M36 | 8 | -100 | -500 | 400 | 1900 |
symbols
d -
bolt diameter dc - borehole diameter
Asa - cross-sectional areabolt thread
RWA - design tensile strength of the metal
Rв - design strength of the foundation concrete axial compression
Rвt - design tensile strength of the concrete
N - normal force
M - bending moment
Mkr - torque
E - modulus of elasticity of bolt material
P - axial force
F - value of pre-tightening of bolts
N - depth of bolting in concrete of class B12,5 and grade of steel ВСт3кп2
0 - depth sealing bolts for other brands of concrete
k0 is a coefficient that takes into account the scale factor( the diameter of the bolt)
r is the level of the asymmetry of the cycle
c is the load factor taking into account the compliance of the bolt
m is the factor considering the scale factor( bolt diameter value)
a , taking into account the number of loading cycles
y1 - distance from the pivot axis to the most remote bolt in the stretched joint zone
h - distance between the axes of the
column branches - distance from the center of the tension barsand the cross section of the column to the axis of the compressed branch
vîï - width of the base plate of the column base
x - the height of the compressed concrete zone beneath the support base plate column
la - distance from the resultant forces in the stretched bolt to the opposite face of the plate;
C - distance from the axis of the column to the axis of the bolt;
e0 - eccentricity of the load application
xR - relative height of the compressed concrete zone
f - friction coefficient
to - coefficient of stability of the tightening
x - coefficient taking into account the thread geometry, friction at the end of the nut and in the thread
dx and from - values of deviations from the nominal sizes coordinating the position of the hole axis
D - the diameter of the bolt hole in the
tool frame Dkor - with the diameter of
crowns In - raSizing of the well side
L - depth of the well
l - length of the straight section of the bent bolt from the level of the seal
A - area of the temporary test support elements
G - weight of the equipment
W - load capacity of the temporary( check)elements
s0 - tension in bolt from pretensioning
AOP - total contact area of supports
d - amount of extension of the bolt pin for tightening
j - angle of rotation of the nut
Manual for SNiP 2.09.03-85 - Handbook for the design of anchor bolts for fastening structural structures and equipment
Central Research
and design institute
for industrial buildings and structures
Manual
for the design of anchor bolts
forfastening of
building structures and
equipment( to SNIP 2.09.03)
Recommended for publication by the solution of the load-bearing structure section of the Scientific and Technical Council of the Central Research Institute of Industrial Construction.
Contains the basic provisions for the calculation of bolts and fixtures of building structures and construction equipment. Progressive types of bolts are considered and recommendations for their application are given. The questions concerning the formation of wells in concrete and reinforced concrete, installation and tightening of bolts, alignment of equipment and structures are reflected.
For engineering staff of design institutes, assembly and construction organizations, as well as manufacturers' factories.
1. General instructions of
1.1.This Handbook is prepared for SNiP 2.09.03 "Industrial Facilities" and is used for fastening with anchor bolts( hereinafter referred to as bolts), including spacer bolts and dowels, building structures and equipment for concrete, reinforced concrete and brick elements( foundations, power floors, walls andetc.) operated at a design temperature of the outside air to minus 65 inclusive and when the foundation concrete is heated to 50 ° C.
Note. The estimated winter temperature of the outside air is taken as the average air temperature of the coldest five-day period, depending on the area of construction according to SNiP 2.01.01.
The calculated process temperatures are set by the design task.
1.2.When the foundation concrete is heated above 50 ° C, the influence of temperature on the strength characteristics of the foundation material, bolts, gravies, glue compositions, etc. should be taken into account in calculations.
1.3.Bolts designed to work in conditions of an aggressive environment to high humidity, should be designed taking into account the additional requirements imposed by SNiP 3.04.03.
1.4.The requirements of this Manual do not exclude, with the appropriate justification, the use of other methods of securing equipment on the foundations( for example, on vibration dampers, on glue, etc.).
1.5.The recommendations of this Manual should also be observed when performing work on the installation and fixing of building structures and process equipment during installation.