Report CopyRight/DMCA Form For : Atp And Ahp Rebar Bolts Anstar Oy
ATP and AHP rebar bolts are used for extending light and medium heavy concrete columns and connecting them to cast in place foundations The bolt connections can be used to transfer normal and shear forces and bending moments More information is available in the user manual for AHK shoes AHK column shoes Figure 2 ATP and AHP bolt connections in concrete columns with AHK shoes 2 2 Composite
ATP and AHP Rebar Bolts,User Manual, User Manual ATP and AHP Rebar Bolts Revision 12 2017. ATP and AHP Rebar Bolts,User Manual,TABLE OF CONTENTS. 1 ATP and AHP REBAR BOLTS 4,2 BOLT APPLICATIONS 4, 2 1 Light concrete element frames of industrial buildings 4. 2 2 Composite column and steel frames of office and public buildings 4. 2 3 Shear walls in building frames 5, 2 4 Connecting steel structures and equipment to concrete 5. 2 5 ATP bolts 6,2 6 AHP rebar bolts 7,3 MANUFACTURING INFORMATION 8. 4 BOLT DIMENSIONING CRITERIA 9,4 1 Design and manufacturing standards 9. 4 2 Bolt resistance values 9,4 2 1 Normal force resistance of bolts 9. 4 2 2 Design value of the bolt s shear resistance 11. 4 2 3 Combining the bolt s normal force and shear resistance in concrete 13. 4 2 4 Combining the bolt s normal force and shear resistance in the grouting section 13. 4 2 5 Concrete strengths of the bolt connection 13. 4 3 Transferring the column s shear force to the grouting and foundations 14. 4 4 Bolt connection design instructions for the main structural designer 14. 5 DETAIL DESIGN FOR BOLT CONNECTIONS 17,5 1 Design stages and parties 17. 5 2 Column connection dimensioning software AColumn 17. 5 3 Designing a column connection 19,5 3 1 Project folder and calculation standard 19. 5 3 2 Selecting the connection type and materials 20. 5 4 Erection stage calculation results Bolts 22,5 4 1 Presentation of the results 22. 5 4 2 Erection stage resistance 23,5 5 Final stage calculation results Bolts 24. 5 5 1 Column connection s resistance to normal force 24. 5 5 2 Grouting section resistance for normal and shear force combination 25. 5 5 3 Bolts normal force resistance in concrete 25. 5 5 4 Bolts shear resistance in concrete 26, 5 5 5 Combining the bolts normal force and shear resistance 28. 5 6 Reinforcement of bolts 29,5 6 1 Reinforcement of bolts for normal force 29. 5 6 2 Reinforcement of bolts for shear force 31, 5 7 Bolt connection s service life dimensioning 33. 6 INSTALLING THE BOLTS ON THE SITE 34, 6 1 Standards and plans to be followed during installation 34. 6 2 Bolt delivery storage and identification 34,6 3 Installing the bolts in a foundation mould 34. 6 4 Installing an anchor bolt connection 35, 6 5 Corrective measures allowed for bolts on the site 36. 7 SAFETY MEASURES 37, 7 1 Information for preparing work safety instructions for the site 37. 7 2 Commissioning a bolt connection during construction 37. 8 INSTALLATION QUALITY CONTROL 38, 8 1 Instructions for monitoring column installations 38. 8 2 Final documentation of installation quality control 38. Revision L 31 December 2017, Instructions for using ATP anchor bolts have been completely rewritten. The ATP and AHP bolt selection has been extended, ALP bolts have been separated into their own manual. Manufacture of AMP series bolts will be discontinued. Bolt resistance values have been calculated according to CEN TS 1992 4 2. The tensile resistance values of the new ATP and AHP series bolts are slightly 1 2 lower than those of the old ATP and AHP series. The old COLJOINT dimensioning software for bolt connections has been completely redesigned and the old software is no longer used. The new dimensioning software is AColumn for concrete column connections and ASteel for steel column connections. This user manual only applies to designing and using Anstar Oy products included in this document. The manual or parts of it cannot be adapted or applied to designing other manufacturers products or manufacturing or using. concrete elements in anchor bolt connections, User Manual ATP and AHP Rebar Bolts Revision 12 2017. ATP and AHP Rebar Bolts,User Manual,1 ATP AND AHP REBAR BOLTS. Rebar bolts are used in industrial and office buildings for connecting concrete elements and steel frames. to foundations and for element extensions with AHK column shoes and ASL H wall shoes The bolts. can also be used to connect steel and composite columns as well as various steel structures and. equipment to foundations For designing concrete column connections we have developed the AColumn. dimensioning software For steel column connections we offer the ASteel dimensioning software. Figure 1 ATP bolt with dowel anchor and AHP bolt with rebar bond. 2 BOLT APPLICATIONS, 2 1 Light concrete element frames of industrial buildings. ATP and AHP rebar bolts are used for extending light and medium heavy concrete columns and. connecting them to cast in place foundations The bolt connections can be used to transfer normal and. shear forces and bending moments More information is available in the user manual for AHK shoes. AHK column shoes, Figure 2 ATP and AHP bolt connections in concrete columns with AHK shoes. 2 2 Composite column and steel frames of office and public buildings. ATP and AHP series bolts are used for steel and composite column connections transferring normal and. shear forces and bending moments The long AHP bolt is suitable for column extensions and foundation. column connections The short ATP bolt is suitable for column footings. User Manual ATP and AHP Rebar Bolts Revision 12 2017. ATP and AHP Rebar Bolts,User Manual, Figure 3 ATP and AHP bolt connections in composite and steel columns. 2 3 Shear walls in building frames, ATP and AHP series bolts can be used for extension and foundation connections of concrete element. walls acting as shear walls stiffening the building frame together with ASL H wall shoes The. connection only transfers the bolt s tensile force. More information is available in the user manual for shear wall shoes ASL wall shoes. Figure 4 ATP and AHP bolts in a shear wall shoe connection. 2 4 Connecting steel structures and equipment to concrete. ATP and AHP series bolts can also be used to connect machinery and equipment to cast in place. equipment foundations or concrete element structures The ATP bolt dowel requires sufficient space for. the concrete failure cone AHP bolts can be bent to the bottom surface of the foundation if necessary. Figure 5 ATP and AHP bolts in equipment foundations principle drawing. User Manual ATP and AHP Rebar Bolts Revision 12 2017. ATP and AHP Rebar Bolts,User Manual,2 5 ATP bolts, ATP bolts are used for connecting concrete composite and steel columns to foundations in connections. transferring normal and shear force and bending moment ATP bolts are suitable for a shallow column. footing with sufficient width for the bolt s dowel. ATP bolts are also suitable for other concrete element connections and machinery and equipment. foundations requiring a very short anchoring length However the bolt s dowel requires space in the. lateral direction for the concrete failure cone,Figure 6 ATP bolt structure. Table 1 ATP bolt dimensions,Bolt Colour L K As M D S T P. code mm mm mm2 mm mm mm mm mm kg,ATP16 yellow 280 100 157 M16 T16 36 40 6 0 62. ATP20 blue 350 120 245 M20 T20 46 46 6 1 15,ATP24 light grey 430 140 353 M24 T25 58 55 8 2 16. ATP30 green 500 170 561 M30 T32 73 65 10 4 08,ATP36 dark grey 600 170 817 M36 T32 73 80 10 5 64. ATP39 orange 700 190 976 M39 T40 100 90 12 9 42, ATP45 light green 760 190 1306 M45 T40 100 100 12 11 35. Legend L Bolt length,K Thread length,As Thread stress area. M Thread size,Bolt bond size,S Washer diameter,T Washer thickness. D Diameter of space required by bottom cone,P Bolt weight. Surface treatment options for ATP and AHP bolts, No treatment Thread bond and nut DIN 934 8 and washers no surface treatment standard delivery. Hot dip galvanised Thread bond and nut DIN 934 8 HDG and washers standard delivery. ATP and AHP bolt TS models and AutoCAD blocks www anstar eu. User Manual ATP and AHP Rebar Bolts Revision 12 2017. ATP and AHP Rebar Bolts,User Manual,2 6 AHP rebar bolts. AHP bolts are used for connecting concrete and steel columns to foundations in connections transferring. normal and shear force and bending moment AHP bolts are suitable for columns and foundation. columns where the distance to the edge of the structure only equals the thickness of the protective. concrete layer, AHP bolts are also suitable for concrete element connections where the bolt needs to be bent into a 90. degree hook Bolts are bent by special order They are bent according to SFS EN 1992 1 1. The bolts are also delivered in stock lengths which can be cut on the site into a bolt with sufficient. anchoring resistance in accordance with the dimensions in Table 3 if necessary. Figure 7 AHP bolt structure,Table 2 AHP bolt dimensions. Bolt Colour Stock dimension L L K As M P,code mm mm mm mm2 mm mm kg. AHP16 yellow 1500 800 100 157 M16 T16 1 42,AHP20 blue 1500 1000 120 245 M20 T20 2 70. AHP24 light grey 1500 2000 1150 140 353 M24 T25 4 83. AHP30 green 2000 2500 3000 1400 170 561 M30 T32 9 61. AHP36 dark grey 2000 170 817 M36 T32 13 40,AHP39 orange 2000 190 976 M39 T40 21 52. AHP45 light green 2700 190 1306 M45 T40 28 42, Table 3 shows the calculation of minimum lap length for AHP bolts in concrete with design value NRd s. for the bolt thread normal force The bonding condition is good 1 0 In the event of another bonding. condition 0 7 the values in the table must be divided by 0 7 With higher concrete strengths the. values can be corrected by multiplying them by the concrete tensile strength fctd design value s ratio n2. fctd Clask fctd C25 30 The necessary thread length must be added to the total length of the bolt. Table 3 Minimum lap length l0 min of AHP bolts according to SFS EN 1992 1 1. Bolt embedment SFS EN 1992 1 1 SFS EN 1992 1 1,depth C25 30 grade 2 C35 45 grade 1. in concrete l0 min,Product 2 3 5 0 7 1 0 0 7 1 0,Lap joint coefficient 6 1 5 1 5 1 5 1 5. AHP16 482 689 385 551,AHP20 602 860 481 687,AHP24 694 991 555 792. AHP30 862 1231 689 984,AHP36 1255 1793 1003 1433,AHP39 1304 1862 1042 1488. AHP45 1744 2492 1394 1991, User Manual ATP and AHP Rebar Bolts Revision 12 2017. ATP and AHP Rebar Bolts,User Manual,3 MANUFACTURING INFORMATION. ANSTAR Oy has entered into a quality control agreement with Inspecta Sertifiointi Oy regarding the. manufacture of ATP and AHP bolts The manufacturing information for the bolts is as follows. Manufacturing Bolt manufacturing markings,markings ANSTAR Oy s code. Manufacture according to SFS EN 1090 2 for steel parts 2. Bolt code is painted on the head with a colour code. Packaging pallet,Materials Manufacturing materials. Rebar SFS EN 10080 B500B,Nut DIN 934 strength 8,Washer SFS EN 10025 black galvanised S355J2 N. Impact test temperature for the materials 20 oC,Manufacturing Bolt manufacture. method Bolts are manufactured according to the SFS EN 1090 2 standard in execution. class EXC2, By special order bolts can be manufactured in execution class EXC3 2. Thread rolling,Dowel anchor hot forming,Manufacturing tolerances SFS EN 1090 2 2. Surface Standard delivery 1 No treatment, treatment Thread and bond without surface treatment thread oiled. Nuts DIN 934 strength 8 no treatment,methods Washers S355J2 N no treatment. Standard delivery 2 Hot dip galvanised order code HDG. Thread and bond hot dip galvanised SFS EN ISO 10684. Nuts DIN 934 strength 8 oversized hot dip galvanised. Washers S355J2 N hot dip galvanised, Bolts manufactured by Anstar Oy grouped according to their application. Table 4 Bolt manufacturing programme and user manuals. Bolts User manual Typical application, 1 ATP ATP and AHP rebar Foundation bolt connections in office commercial and. AHP bolts public buildings Concrete and steel frames as well as. composite column frames, Bolt connections of light industrial building foundations in. concrete and steel frames, Light connections of machinery and equipment foundations. to concrete, 2 ALP LC ALP C anchor bolts Heavy duty foundation connections of industrial concrete. ALP PC element frames, ALP P2 Moment stiff beam to column connections in concrete. and S series element frames,with Foundation connections in shear walls. removable Heavy duty column to foundation connections in steel. thread frames,Other heavy duty bolt connections to concrete. Heavy duty connections of machinery and equipment,foundations to concrete. 3 ARJ Reinforcement Reinforcement coupler connection. coupler Bolt applications in reinforcement couplers. Moment stiff beam to column connection,Tension bar structures. User Manual ATP and AHP Rebar Bolts Revision 12 2017. ATP and AHP Rebar Bolts,User Manual,4 BOLT DIMENSIONING CRITERIA. 4 1 Design and manufacturing standards, The design and manufacturing standards for ATP and AHP series rebar bolts are. 1 Finnish standards, In Finland the bolts are used for applications designed in accordance with the following standards. SFS EN 1991 1 NA Actions on structures Part 1 1 General actions 5. SFS EN 1992 1 NA Design of concrete structures Part 1 1 General rules and rules for buildings 6. SFS EN 1993 1 Design of steel structures Part 1 1 General rules and rules for buildings 7. SFS EN 13670 Execution of concrete structures execution class 2 or 3 17. CEN TS 1992 4 1 Design of fastenings for use in concrete Part 4 1 General 9. CEN TS 1992 4 2 Design of fastenings for use in concrete Part 4 2 Headed Fasteners 10. 2 Other countries in the European Standards area, Bolt resistances have been checked according to EN standards. Basic Eurocode EN 1992 1 1 2004 AC 2010,Sweden SS EN 1992 1 1 2005 AC 2010 A1 2014. Germany DIN EN 1992 1 NA 2013 04,3 Bolt manufacture. Bolts are manufactured according to the SFS EN 1090 2 standard in execution class EXC2 or. The bolts meet the requirements of the following standards. SFS EN 1090 1 Execution of steel structures Part 1 Requirements for conformity assessment of. structural components 1, SFS EN 1090 2 Execution of steel structures Part 2 Technical requirements for steel structures. Execution classes EXC2 and EXC3 2, SFS EN 13670 Execution of concrete structures Execution class 2 or 3 17. SFS EN ISO 5817 Welding Fusion welded joints in steel nickel titanium and their alloys Weld. classes 11, SFS EN 17760 1 Welding Welding of reinforcing steel Part 1 Load bearing welded joints 16. 4 2 Bolt resistance values,4 2 1 Normal force resistance of bolts. The design value of a bolt s normal force resistance is determined by the resistance of its thread The. design value for the bolt s thread is calculated according to CEN TS 1992 4 2 Section 6 2 10 The. design values for the normal force resistance of bolts are indicated in Table 5. The bolt s shear resistance in the concrete of the foundations is calculated according to CEN TS 1992 4. 2 Section 6 3 The shear force transfer method for the connection is selected in the AColumn or ASteel. software to suit each situation refer to Section 4 3. The normal force and shear resistance of a bolt connection during installation before grouting is also. calculated using the software The calculation principle is provided in Section 4 2 4. The normal and shear forces on the bolt are transferred to the foundation reinforcement Supplementary. reinforcement is specified for each failure criterion of the bolt The joint action of supplementary. stirrups and bolt bonds with the foundation concrete and main reinforcement is calculated using the. software The bolts are also subjected to accident scenario resistance analysis. User Manual ATP and AHP Rebar Bolts Revision 12 2017. ATP and AHP Rebar Bolts,User Manual, Table 5 Normal force resistance of ATP and AHP bolts during operation and accidents. Bolt Normal force resistance Dimensioning criterion. NRd s kN NRd sa kN, ATP16 AHP16 61 7 78 5 An ATP bolt s final normal force. ATP20 AHP20 96 3 122 5 resistance in concrete is determined by. ATP24 AHP24 138 7 176 5 the bolt location and concrete. ATP30 AHP30 220 4 280 5 dimensioning,ATP36 AHP36 315 9 402 0. ATP39 AHP39 383 4 488 0,ATP45 AHP45 493 4 628 0, NRd s Design value of normal force resistance thread steel resistance. NRd sa Design value of normal force resistance in an accident situation for CC3 structures. Dimensioning criterion concrete c 1 2 and steel s 1 0 Calculation with specific loads in. accident situations, Failure criteria for the bolt s normal force resistance in concrete. The bolt s dimensioning in concrete is based on the CEN TS 1992 4 2 10 standard according to. which the bolt is subjected to the following failure criterion analyses for normal force resistance in. Table 6 Normal force resistance failure criteria for ATP and AHP bolts. NO Bolt s normal force Dimensionin Resistances calculated for bolts. failure criteria g AHP ATP,CEN TS 1992 4 2 criterion. 1 Thread s normal force Thread s steel NRd s NRd s. resistance resistance,2 Pull out failure NEd NRd p NRd p. 3 Concrete cone failure NEd NRd c NRd c,4 Splitting failure NEd NRd sp Failure cone. reinforcement,5 Blow out failure NEd NRd cp NRd cp. 6 Bolt s supplementary NEd re NRd re Supplementary Supplementary. reinforcement resistance reinforcement is calculated reinforcement is. calculated, 7 Resistance of the foundations NEd ra NRd a Foundations main Failure cone s. main reinforcement at the bolt reinforcement is calculated supplementary. at the bolt reinforcement is,calculated,8 Punching failure NEd c1 NRd c1 NRd c1. Dimensioning criterion NEd min NRd s NRd p NRd c NRd sp NRd cp NRd a NRd c1. Bolt s minimum edge distances for normal force, The bolt s minimum edge distance for normal force is determined by either the nominal value of the. concrete cover or the concrete failure criteria of the bolt s dowel The minimum distance requirements. for the bolt are indicated in Table 7 The distance is from the centre of the bolt to the edge of the. structure or to the centre of another bolt, Table 7 Minimum edge and centre distances of AHP and ATP bolts for normal force C25 30. Bolt c1 e1 Bolt c1 c2 c3 e2,mm mm mm mm mm mm,AHP16 53 40 ATP16 63 173 65 346. AHP20 55 50 ATP20 68 230 75 460,AHP24 58 60 ATP24 74 282 80 564. AHP30 61 70 ATP30 82 400 110 800,AHP36 61 90 ATP36 82 526 165 1052. AHP39 65 100 ATP39 95 572 135 1144,AHP45 65 110 ATP45 95 702 200 1404. The minimum edge and centre distances of the bolt have been specified for the following boundary. conditions, User Manual ATP and AHP Rebar Bolts Revision 12 2017. ATP and AHP Rebar Bolts,User Manual, C1 minimum edge The minimum distance of the centre of the bolt from the edge C 1 has The value must not be. distance for the been specified for exposure classes XC3 XC4 with concrete nominal lower than the. bolt s concrete value Cnom 35 mm and 50 year service life and stirrup size T10 minimum. cover dimensions Cnom 45 mm, The value can be reduced when the design service life concrete. cover and exposure class change The service life dimensioning is. provided in Table 12, e1 minimum The bolt s minimum centre distance has been specified according to The value must not be. centre distance the distance of the adjacent bolts bonds and the space required by lower than the. the bolt such that the bolt s bonds act as separate pieces of rebar not minimum. rebar bundles, C2 minimum edge The minimum distance of the centre of the bolt from the edge C 2 has If the value is lower. distance for been specified according to the distribution area of the ATP bolt s than the minimum. dowel bolts dowel failure cone for the concrete cone failure criterion Concrete concrete cone. C25 30 resistance is reduced, e2 minimum The bolt s minimum centre distance e2 has been specified according If the value is lower. centre distance to the distribution area of the ATP bolt s dowel failure cone for the than the minimum. for dowel bolts concrete cone failure criterion and the bolt s tensile resistance concrete cone. Concrete C25 30 resistance is reduced, C3 minimum edge Minimum edge distance C3 has been specified at the ATP bolt s If the value is lower. distance for dowel failure cone for the blow out failure criterion than the minimum. dowel bolts The bolt is reinforced for a blow out failure cone Concrete C25 30 blow out resistance is. 4 2 2 Design value of the bolt s shear resistance, The design value of the bolt s shear resistance is specified in the following dimensioning situations. 1 Erection stage The steel shear resistance of the bolt thread is VRd se. Grouting section The shear resistance is determined according to CEN TS 1992 4 2 Section. 6 3 3 2 with the erection stage forces according to the grouting thickness of the. connection Steel failure with level arm The connection has not been grouted. The calculation principle is provided in Section 4 2 4. 2 Final stage The steel shear resistance of the bolt thread is VRd se. Grouting section The shear resistance is dimensioned as above but with the final stage forces. according to the grouting thickness of the connection Steel failure with level. The connection has been grouted The calculation principle is provided in Section. 3 Final stage Shear resistance concrete edge failure VRd c1 has been specified for the bolt for. Primary concrete edge pressure, foundation The dimensioning situation is split concrete with strength C25 30 and structure. concrete class 2, VRd c1 has been calculated without shear reinforcement for minimum edge. distance C4 in accordance with Table 8 corresponding to the bolt s minimum. concrete cover distance requirement in accordance with Table 7. VRd c2 has been calculated using shear stirrup reinforcement for the bolt group. VRd c3 has been calculated using bolt specific U stirrup reinforcement. Steel shear resistance VRd s becomes dominant with very large edge distances. only when c1 60 d d bolt diameter 10 Section 6 3 5 1. 4 Dimensioning for Accident situation shear resistance is determined for the bolt according to RIL. accident 201 4 2017 23 for specifying the failure tolerance of CC3 structures. situations Dimensioning criterion concrete c 1 2 and steel s 1 0 Calculation with. specific loads, Table 8 Design values for the shear resistance of ATP and AHP bolts final stage concrete C25 30. Bolt Thread Thread Grout Concrete Concrete Concrete Calculated edge. VRd s VRd se ing resistance resistance resistance distance for. kN kN D VRd c1 VRd c2 VRd c3 concrete resistance,mm kN kN kN c4. ATP16 AHP16 25 9 5 5 50 9 2 11 0 12 8 85,ATP20 AHP20 40 4 10 6 50 13 4 16 0 18 7 105. ATP24 AHP24 58 2 19 1 50 19 3 23 2 27 1 135,ATP30 AHP30 92 6 39 9 50 29 2 35 1 40 9 170. User Manual ATP and AHP Rebar Bolts Revision 12 2017. ATP and AHP Rebar Bolts,User Manual,ATP36 AHP36 132 7 56 2 60 30 3 36 4 42 5 170. ATP39 AHP39 161 0 75 2 60 43 0 51 6 60 2 215,ATP45 AHP45 207 3 98 6 70 44 3 53 1 62 0 215. VRd s Maximum design value for shear resistance thread steel shear resistance not in concrete. VRd se Design value for shear resistance during the erection stage calculated with grouting thickness. VRd c1 Concrete edge shear resistance without shear reinforcement. VRd c2 Concrete edge shear resistance with closed stirrup shear reinforcement. VRd c3 Concrete edge shear resistance with U stirrup shear reinforcement. c4 Calculated edge distance for resistances in the shear force direction to the edge. e4 Calculated centre distance of bolts for resistances perpendicular to the shear force The. condition e4 3 c4 must be met between adjacent bolts with the values in Table 8. Resistances in accident situations are calculated using the AColumn software There is no table. for these resistances,Calculating shear resistance. The bolt s shear resistance in concrete is calculated in the software based on the bolt s actual location as. well as the shear force direction and concrete strength When the bolt s edge distance c4 in the shear. force direction is higher or smaller than the calculation value in Table 8 shear resistances VRd c1 VRd c2. and VRd c3 are calculated by taking into account the actual distance to the edge and adjacent bolts The. bolt specific dimensioning criterion,VEd min VRd s VRd c1 VRd c2 VRd c3. must nevertheless always be met The concrete shear resistance increases as the edge distance grows. and when using higher concrete strength and shear reinforcement The bolt may be closer to the edge of. the structure and another bolt than required by value c4 or centre distance e4 In this case the bolt. resistances are correspondingly reduced from the values in Table 8 The calculation is performed using. the software, Failure criteria for the bolt s shear resistance in concrete. The bolt s dimensioning in concrete is based on the CEN TS 1992 4 2 10 standard Section 6 3. according to which the bolt is subjected to the following failure criterion analyses for shear resistance. Table 9 Shear resistance failure criteria for ATP and AHP bolts in foundations. NO Bolt s shear resistance Dimension Resistances calculated for bolts. failure criteria ing ATP AHP,CEN TS 1992 4 2 criterion. 1 Steel failure without level arm VEd VRd s VRd s VRd s. 2a Steel failure with level arm Erection V Ed V Rd se V Rd se V Rd se. 2b x Steel failure with level arm Final VEd VRd se VRd se VRd se. 3 Concrete edge failure VEd VRd c1 VRd c1 VRd c1, In the concrete of the foundations VEd VRd c2 VRd c2 VRd c2. VEd VRd c3 VRd c3 VRd c3,4 Concrete pry out failure VEd VRd cp VRd cp. 5 Bolt s supplementary reinforcement NEd re VRd re Supplementary Supplementary. resistance reinforcement is reinforcement is,calculated calculated. 6 Foundations main reinforcement VEd ra VRd a Main reinforcement is Main reinforcement is. resistance calculated calculated, Grouting concrete also transfers normal force in proportion to material deformations. Shear resistances in accident situations are calculated using the AColumn software. Dimensioning criterion for failure criteria VEd min VRd s VRd se VRd c1 VRd c2 VRd c3 VRd cp VRd re VRd a. User Manual ATP and AHP Rebar Bolts Revision 12 2017. ATP and AHP Rebar Bolts,User Manual, 4 2 3 Combining the bolt s normal force and shear resistance in concrete. Combining the bolt s normal force and shear resistance in the concrete of the foundations is calculated. according to CEN TS 1992 4 2 Section 6 4 1 2, Normal force The utilisation rate of the most dominant failure criterion for normal force is. N NEd min NRd s NRd c 1 0, Shear force The utilisation rate of the most dominant failure criterion for shear force is. V VEd min VRd s VRd c 1 0 X and Y directions, Combining the forces Combining the utilisation rates is subject to the following criterion. N 1 5 V 1 5 1 0 X and Y directions, The calculation direction of combining the forces is selected on the basis of the shear force direction. and the utilisation rates of the quantities are calculated by taking into account the structure calculation. direction s edge distances and distances to adjacent bolts Supplementary reinforcements are included in. the shear resistance calculation, When shear force is transferred in a shoe connection through friction and in a steel column using a shear. dowel shear force is not calculated for the bolt and quantity V 0. 4 2 4 Combining the bolt s normal force and shear resistance in the grouting section. The resistance of the bolt s threaded section in the grouting cross section is analysed using the. resistances calculated for the bolts in both the erection stage and final stage The dimensioning. principles for the connection are, Erection stage The normal and shear forces on the connection are transferred through all bolts. The calculation direction is in the direction of the shear force resultant. Grouting has not been performed yet, Final stage The tensile forces on the connection are transferred through the bolts. The compressive forces on the connection are transferred through the grouting. concrete and compressed bolts in proportion to material deformations. The shear force is transferred through the compressed bolts. The calculation direction is in the directions of the main axes. The bolt thread resistance in the grouting cross section is according to CEN TS 1992 4 2 Section. The bolt s normal and shear force resistance is combined according to CEN TS 1992 4 2 Section. Normal force The bolt s normal force resistance in the grouting cross section. N NEd NRd s 1 0, Shear force The bolt s shear resistance in the grouting cross section. VRk s M MRk s l l level arm M 2,MRk s MoRk s 1 NEd NRd s. NEd calculation value for the bolt s normal force,NRd s tensile resistance of the thread. MoRk s 1 2 Wel fuk,V VEd VRk s Ms 1 0 Ms 1 25, Combination Combining the normal force and shear resistance. N 2 V 2 1 0,4 2 5 Concrete strengths of the bolt connection. The bolt s dimensioning concrete strength is C25 30 for both normal and shear force The bolts cannot. be used with lower concrete strengths The dimensioning is made for split concrete and the bonding. condition is good The bolt s normal force resistance in higher strength and structure classes is in. accordance with Table 5 Failure cone resistances and minimum distances are calculated according to. the higher concrete strength used, User Manual ATP and AHP Rebar Bolts Revision 12 2017. ATP and AHP Rebar Bolts,User Manual, The bolt s shear resistance in concrete is always calculated according to the foundations actual concrete. strength and the bolt s edge and centre distance The concrete shear resistance increases as the edge and. centre distance and concrete strength increase The values in Table 8 are values for the bolt s minimum. dimensioning situation with edge distance c4 provided in the table. 4 3 Transferring the column s shear force to the grouting and foundations. The column s shear force is transferred during the final stage from the column through the grouting to. the foundations using three different methods whose use is selected by the designer in the software s. load combination, 1 Friction force The shear force is transferred from the column to the grouting and foundations. through friction force, The shear force is transferred through the friction of the concrete of the column and. the bottom surface of the shoe base plate to the grouting and from there to the. concrete of the foundations, The bolts do not computationally take part in transferring the shear force. Shear wall connection The friction force is calculated according to the resistance at. the interface between concrete cast at different times under SFS EN 1992 1 1. Section 6 2 5, Column shoe connection The friction force is calculated with friction coefficient. 0 2 under SFS EN 1993 1 8 Section 6 2 2 The rest of the shear force is transferred. through the bolts, The methods are applied when the normal force of the column remains compressed. and the friction force coming from the normal force is sufficient for transferring the. shear force, 2 Bolt s edge The shear force is transferred through the bolt s edge compression. compression The shear force is transferred through the edge compression of the column shoe or. steel column base plate hole to the bolt from which the force is transferred through. the bolt to the concrete of the foundations, The dimensioning is performed according to SFS EN 1993 1 8 Section 6 2 2 8. The hole in the shoe base plate is 9 15 mm larger so the column moves the distance. allowed by the play of the hole before starting to act on the shear edge compression. This option significantly increases the stresses on the bolt and reduces the bolt s. combined normal and shear force resistance in the grouting connection. The column s displacement by the play of the hole must be taken into account. The shear force is transferred from the concrete column through a compressed shoe. 3 Shear dowel The shear force is transferred using a steel dowel. This method is used in steel column connections where a steel profile has been. welded to the bottom surface of the base plate and its dowel effect transfers the. shear force through the grouting directly to the concrete of the foundations. The anchor bolts do not computationally take part in transferring the shear force. 4 4 Bolt connection design instructions for the main structural designer. The bolt connection is designed using the AColumn dimensioning software Due to the calculation. method no instructions are provided for manual calculation and the use of bolts in detail design with. approximate calculation methods is not recommended The software is used for designing bolts in the. following connection types,1 Column shoe Frame column connections. connections Shoe connections in element column extensions. Shoe connections to foundation columns and cast in place footings. Rectangular and round columns,APK C APKK C and AHK AHK K shoes. 2 Wall shoe Stiffening wall, connections Extension and foundation connections of stiffening element walls. ASL H and ASL P wall shoes, 3 Moment stiff Moment stiff beam to column connection. beam to column Moment stiff beam to column connections of concrete element frames. User Manual ATP and AHP Rebar Bolts Revision 12 2017. ATP and AHP Rebar Bolts,User Manual, connections APK MC beam shoes and ALP P2 series anchor bolts. 4 Steel column Steel column foundation connection, connection to Anchor bolt connections of steel columns to cast in place foundations. foundations Base plate and shear dowel connections. The following dimensioning criteria and standards are taken into account in designing bolt. connections,1 Dimensioning standards and load combination. The bolt connection is designed according to the CEN TS 1992 4 2 standard applying SFS EN. European standards Before using the software the force combinations acting on the bolt. connection are calculated using separate dimensioning software applications The software can also. be used to dimension the connection using the Basic Eurocode and according to the Swedish and. German National Annex,2 Dimensioning for the erection stage. The bolt connection works during the erection stage without grouting The shoe and bolt. resistances are calculated for the forces provided for the erection stage using the AColumn. software The normal force on the connection is transferred through the bolts and the shear force. through the bolts bending and shear The thinness and bending resistance of the bolts is taken into. account according to the grouting thickness,3 Dimensioning for the final stage. The factors of consequence classes CC1 CC3 are taken into account in the load combination The. bolt connection works during the final stage when the concrete of the foundations and grouting of. the connection have hardened The software calculates the bolt resistances for normal and shear. The factors of consequence classes CC1 CC3 are already taken into account in the load. combination The bolt connection works during the final stage when the grouting of the connection. has hardened The software calculates the connection as a bent and compressed structure where the. tensile force is transferred through the bolt shoe and the compressive force is transferred through. the concrete of the column and the shoe anchor bolts The shear force on the connection is. transferred according to the principles indicated in Section 4 2 2. The software calculates the necessary supplementary stirrups in the bolt area and performs the. dimensioning of the bolts and their required supplementary reinforcement in the foundations. 4 Dimensioning for fire situations, The bolt connection is designed in the same fire resistance class as the frame The bolt must be. located at a sufficient concrete layer distance from the edge of the structure in the grouting and. foundations,5 Loads including dynamic effects, Loads including dynamic effects are taken into account according to SFS EN 1990 1 Section. 4 1 5 by multiplying the static specific loads by the corresponding dynamic enlargement factors. With the forces calculated in this way the dimensioning is performed as a static situation. 6 Loads caused by earthquakes, Earthquake dimensioning is taken into account in calculating the final stage according to SFS EN. 1991 1 in formulas for the load combination 5 With the forces calculated in this way the. dimensioning is performed as a static situation A separate software application is used to calculate. the connection forces for the load combination for earthquakes The partial safety factor level of the. load is selected in accordance with the European standards. User Manual ATP and AHP Rebar Bolts Revision 12 2017.