Anstar

Anchor bolts
User Manual
2
User Manual Anchor bolts Revision 1/2020

Anchor bolts
User Manual
3
TABLE OF CONTENTS
1 ANCHOR BOLTS ........................................................................................................................................................................... 4
2 BOLT APPLICATIONS ................................................................................................................................................................... 4
2.1 Heavy-duty concrete element frames of industrial buildings................................................................................................ 4
2.2 Composite column and steel frames of office buildings....................................................................................................... 5
2.3 Shear walls in building frames ............................................................................................................................................ 5
2.4 Connecting steel structures and equipment to concrete...................................................................................................... 5
2.5 Dimensions of anchor bolt products .................................................................................................................................... 6
2.5.1 ALP-PC Anchor bolt ............................................................................................................................................ 6
2.5.2 ALP-LC anchor bolts ........................................................................................................................................... 7
2.5.3 ALP-P2 anchor bolts ........................................................................................................................................... 8
2.5.4 ALP-P2S ja ALP-P2SM for beam shoe ............................................................................................................... 9
3 MANUFACTURING INFORMATION ............................................................................................................................................. 10
4 DESIGN CRITERIA ...................................................................................................................................................................... 11
4.1 Design and manufacturing standards ............................................................................................................................... 11
4.2 Bolt resistance values ...................................................................................................................................................... 11
4.2.1 Axial force resistance ........................................................................................................................................ 11
4.2.2 Shear force resistance ...................................................................................................................................... 14
4.2.3 Combining axial and shear force resistance. ..................................................................................................... 16
4.3 Transfer shear force to the grouting .................................................................................................................................. 17
4.4 Bolt connection design instructions for the main civil engineer .......................................................................................... 17
5 DETAIL DESIGN .......................................................................................................................................................................... 20
5.1 Design stages and parties ................................................................................................................................................ 20
5.2 ACOLUMN software ......................................................................................................................................................... 20
5.3 Column connection design ............................................................................................................................................... 22
5.3.1 Project folder and calculation standard ............................................................................................................. 22
5.3.2 Connection type ................................................................................................................................................ 23
5.3.3 Dimension and material data ............................................................................................................................ 23
5.3.4 Forces on the connection .................................................................................................................................. 25
5.3.5 Column connection calculation.......................................................................................................................... 26
5.4 Erection state calculation results. Bolts............................................................................................................................. 27
5.4.1 Presentation of the results ................................................................................................................................ 27
5.4.2 Erection state resistance ................................................................................................................................... 27
5.5 Ultimate limit state. Anchor bolts....................................................................................................................................... 28
5.5.1 Column connection. Resistance to axial force ................................................................................................... 28
5.5.2 Grouting section. Ultimate limit state resistance. ............................................................................................... 30
5.5.3 Axial force resistance of bolt in concrete ........................................................................................................... 31
5.5.4 Anchor bolt plate shear resistance .................................................................................................................... 34
5.5.5 Combining the bolts’ axial force and shear resistance ....................................................................................... 36
5.6 Reinforcement of bolts...................................................................................................................................................... 37
5.6.1 Reinforcement of bolts for axial force ................................................................................................................ 37
5.6.2 Reinforcement of bolts for shear force .............................................................................................................. 39
5.7 Bolt connection’s service life design ................................................................................................................................. 41
6 INSTALLING THE BOLTS ON THE SITE ..................................................................................................................................... 42
6.1 Standards and plans to be followed during installation...................................................................................................... 42
6.2 Bolt delivery, storage and identification............................................................................................................................. 42
6.3 Installing the bolts in a foundation formwork ..................................................................................................................... 42
6.4 Installing an anchor bolt connection .................................................................................................................................. 43
6.5 Corrective measures allowed for bolts on the site ............................................................................................................. 44
7 SAFETY MEASURES ................................................................................................................................................................... 46
7.1 Information for preparing work safety instructions for the site ........................................................................................... 46
7.2 Commissioning a bolt connection during construction....................................................................................................... 46
8 INSTALLATION QUALITY CONTROL .......................................................................................................................................... 47
8.1 Instructions for monitoring column installations ................................................................................................................. 47
8.2 Final documentation of installation quality control ............................................................................................................. 47
Revision N – 31 January 2020

Anchor bolts have been calculated according to EN 1992-4:2018. Standard CEN/TS 1992-4-2 has been removed.
Chapter 4 and 5. Text has been updated.
Ultimate limit state: Concrete Cone, Blow-Out and Concrete Edge resistance values have been updated.
Accident limit state: Tension resistance values have been let a little down.
ACOLUMN version 5.0 and ASTEEL version 2.0 has been updated to code EN 1992-4:2018.
Revision M - translated to English
Revision L – 31 December 2017
Instructions for using ALP-C anchor bolts have been completely rewritten.
The structure of the ALP-L bolt has been redesigned. The bolt’s new name is ALP-LC.
The structure of the ALP-P bolt has been redesigned. The bolt’s new name is ALP-PC. ALP-P2 is a completely new bolt.
Manufacture of AMP series bolts will be discontinued.
ATP and AHP bolts have been separated into their own manual.
The tensile resistance values of ALP-C series bolts are approx. 8% lower than those of the old ALP series bolts.
The old COLJOINT software for bolt connections has been completely redesigned and the old software is no longer used.
The new design 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.

Anchor bolts
User Manual
4
1 ANCHOR BOLTS
ALP-C series anchor bolts are used in heavy-duty foundation connections of industrial
concrete element and steel frames. Connection solutions have been made for the bolts for
connecting APK-C series column shoes and ASL-P series wall shoes to cast-in-situ
foundations. The bolts are also suitable for connecting heavy-duty and heavily loaded steel
columns to foundations. S series bolts have a removable threaded section whose length and
material can be adjusted to suit the corrosion conditions. For designing concrete column
connections, we have developed the ACOLUMN design software. For steel column
connections, we offer the ASTEEL design software.
Figure 1. ALP-LC bolt with a dowel anchor and ALP-PC and ALP-P2 bolts with rebar bond
2 BOLT APPLICATIONS
2.1 Heavy-duty concrete element frames of industrial buildings

ALP-C anchor bolts are used to connect rectangular columns to cast-in-situ foundations of
industrial buildings. The bolts are suitable for single- and multi-storey frame connections
transferring Axial and shear forces as well as bending moment. More information is available in the
APK-C Column Shoes user manual.
Figure 2. ALP-LC and ALP-PC bolts in a rectangular column connection.

Anchor bolts
User Manual
5
2.2 Composite column and steel frames of office buildings

ALP-C series bolts are used in commercial, office and public buildings for concrete, steel and
composite column connections transferring Axial and shear forces as well as bending moment.
ALP-P2 and ALP-PC bolts are suitable for column extensions and foundation column
connections. ALP-LC bolts are suitable for column footings.
Figure 3. ALP-C bolts in composite and steel column connections in office buildings
2.3 Shear walls in building frames

ALP-C 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-P wall shoes. The
connection transfers the bolt’s tensile force. The shear force is transferred through friction and
compression is transferred through the concrete. More information is available in the shear wall
user manual. Wall Shoes.
Figure 4. ALP-C bolts in a shear wall’s ASL-P shoe connection
2.4 Connecting steel structures and equipment to concrete

ALP-PC and ALP-PS series bolts can also be used for heavy-duty connections of machinery
and equipment to cast-in-situ equipment foundations or concrete element structures. ALP-S
series bolts have a removable threaded section that can be installed in connection with the
equipment installation. The length and material of the threaded section can be adjusted to suit
the equipment fastening needs.
Figure 5. ALP-P2S bolts in equipment foundations, principle drawing of the installation order
Anchor bolts
User Manual
6
2.5 Dimensions of anchor bolt products
2.5.1 ALP-PC Anchor bolt
ALP-PC anchor bolts are used for connecting columns to foundations in connections
transferring Axial and shear forces as well as bending moment. ALP-PC bolts are suitable for
foundation columns whose height is sufficient for the bolts’ straight bonds and which allow the
bolts to be placed near the edge of the structure. ALP-PS bolts have a removable threaded
section, enabling reliable protection of the thread during construction and in demanding
corrosion conditions. The threaded section is installed when installing the structure to be
connected.
Figure 6. ALP-PC and ALP-PS bolt structure
Table 1. ALP-PC and ALP-PS bolt dimensions

Bolt Colour L K K1 As M  D1 D2 S T P
code mm mm mm mm2 mm mm mm mm mm mm kg
ALP22PC, -S Light blue 845 130 165 303 M22 3T14 55 70 55 8 3.4
ALP27PC, -S – 1085 150 190 459 M27 3T16 65 85 65 8 6.4
ALP30PC, -S Black 1085 150 195 561 M30 3T20 75 100 65 10 8.7
ALP36PC, -S Red 1205 170 220 817 M36 4T20 80 110 80 10 14.4
ALP39PC, -S Brown 1375 190 240 976 M39 4T20 85 115 90 12 17.2
ALP45PC, -S Violet 1475 200 260 1306 M45 4T25 105 135 100 12 27.5
ALP52PC, -S White 1750 235 300 1758 M52 4T28 115 155 110 12 41.3
ALP60PC, -S Pink 2045 260 330 2362 M60 4T32 135 165 130 15 60.5
Legend: L = Total length of bolt
K = Nominal elevation of thread from rough cast/threaded sleeve surface
K1 = Length of removable threaded section
As = Thread stress area
M = Thread size
 = Size and number of bolt bonds
D1 = Diameter of space required by bonds. Bolt ALP-PC
D2 = Diameter of space required by bonds. Bolt ALP-PS
S, T = Thickness and diameter of washer
P = Bolt weight
Surface treatment options for ALP-PC and ALP-PS bolts:
No treatment Threaded rod, nuts DIN 934-8 and washers, no surface standard
treatment delivery
Hot-dip galvanised HDG threaded rod, nuts DIN 934-8 HDG and washers standard
ALP-PC bolt bonds and ALP-PS bolt body always delivered without surface treatment.
ALP-PC bolt TS models and AutoCAD blocks: www.anstar.fi

Anchor bolts
User Manual
7
2.5.2 ALP-LC anchor bolts
ALP-LC anchor bolts are used for connecting columns to foundations in connections
transferring Axial and shear forces as well as bending moment. ALP-LC bolts are suitable for a
shallow column footing with sufficient width for the bolt dowel. ALP-LS bolts have a removable
threaded section, enabling reliable protection of the thread during construction. The threaded
section is installed when installing the structure to be connected. The threaded section is
made of hot-dip galvanised material for demanding corrosion conditions.
Figure 7. ALP-LC and ALP-LS bolt structure
Table 2. ALP-LC and ALP-LS bolt dimensions

ALP22LC, -S Light blue 480 130 165 303 M22 2T16 72 87 55 8 2.0
ALP27LC, -S – 550 150 190 459 M27 2T20 91 111 65 8 3.5
ALP30LC, -S Black 600 150 195 561 M30 2T25 110 132 65 10 5.5
ALP36LC, -S Red 690 170 220 817 M36 2T28 126 152 80 10 8.4
ALP39LC, -S Brown 790 190 240 976 M39 2T28 129 158 90 12 10.3
ALP45LC, -S Violet 900 200 260 1306 M45 2T32 147 180 100 12 15.3
ALP52LC, -S White 1035 235 300 1758 M52 2T40 189 230 110 12 25.4
ALP60LC, -S Pink 1160 260 330 2362 M60 4T32 165 195 130 15 37.1
M = Thread size
D1 = Diameter of space required by dowel anchor. Bolt ALP-LC
D2 = Diameter of space required by dowel anchor. Bolt ALP-LS
P = Bolt weight
Surface treatment options for ALP-LC and ALP-LS bolts:
No treatment Threaded rod, nuts DIN 934-8 and washers, no surface treatment standard
delivery
Hot-dip HDG threaded rod, nuts DIN 934-8 HDG and washers, hot-dip standard
galvanised galvanised delivery
ALP-LC bolt bonds and ALP-LS bolt body always delivered without surface treatment.
ALP-LC bolt TS models and AutoCAD blocks: www.anstar.fi

Anchor bolts
User Manual
8
2.5.3 ALP-P2 anchor bolts
ALP-P2 anchor bolts have two straight bonds, thanks to which the bolt can be placed near the
edge of the structure in columns or foundation columns, at a distance equalling the thickness of
the protective concrete layer. The bolt’s bonds can be bent to anchor the bolt to structures where
space is tight. The ALP-P2S bolt has a removable threaded section, enabling reliable protection of
the thread against damage during construction. The threaded section is installed when installing
the structure to be connected. The threaded section is made of hot-dip galvanised material for
demanding corrosion conditions.
Figure 8. ALP-P2 and ALP-P2S bolt structure
Table 3. ALP-P2 and ALP-P2S bolt dimensions

ALP22P2, -S Light blue 1065 130 165 303 M22 2T16 55 70 55 8 3.8
ALP27P2, -S – 1335 150 190 459 M27 2T20 70 90 65 8 7.2
ALP30P2, -S Black 1245 150 195 561 M30 2T25 85 105 65 10 10.2
ALP36P2, -S Red 1585 170 220 817 M36 2T28 95 125 80 10 16.6
ALP39P2, -S Brown 1875 190 240 976 M39 2T28 100 130 90 12 20.3
ALP45P2, -S Violet 2165 200 260 1306 M45 2T32 115 150 100 12 30.6
ALP52P2, -S White 2530 235 300 1758 M52 2T40 140 180 110 12 53.2
M = Thread size
D1 = Diameter of space required by bonds. Bolt ALP-P2
D2 = Diameter of space required by bonds. Bolt ALP-P2S
P = Bolt weight
Surface treatment options for ALP-P2 and ALP-P2S bolts:

No treatment Threaded rod, nuts DIN 934-8 and washers, no surface treatment standard
delivery
Hot-dip HDG threaded rod, nuts DIN 934-8 HDG and washers, hot-dip standard
galvanised galvanised delivery
ALP-P2 bolt bonds and ALP-P2S bolt body, always delivered without surface treatment.
ALP-P2 bolt TS models and AutoCAD blocks: www.anstar.fi

Anchor bolts
User Manual
9
2.5.4 ALP-P2S ja ALP-P2SM for beam shoe
ALP-P2S anchoring bolts are used with the beam shoes. The bolt has two straight bonds,
which are bent to a 90-degree angle to the rear edge of the column. The bending is carried out
according to the project-specific order, so the bolt is located near the rear edge of the column
structure, at a distance equalling the thickness of the protective concrete layer. The ALP-
P2SM bolt is used to form a moment rigid two-beam connection through a column. The bolts
have a removable threaded section, enabling reliable protection of the thread. More
information is available in the Anchor Bolts user manual.
Figure 9. ALP-P2S and ALP-P2SM bolt structure
Table 4. ALP-P2S and ALP-P2SM bolt dimensions

Bolt Colour L2max L2min K K1 M As B2 T D D2 T/S
code mm mm mm mm mm mm2 mm mm mm mm mm
ALP22P2S, -P2SM Light blue 800 210 165 130 M22 303 85 2T16 200 70 8/55
ALP30P2S, -P2SM Black 940 320 195 150 M30 561 95 2T25 300 105 10/65
ALP36P2S, -P2SM Red 1210 320 220 170 M36 817 105 2T28 300 125 10/80
ALP39P2S, -P2SM Brown 1480 320 240 190 M39 976 115 2T28 300 130 12/90
ALP45P2S, -P2SM Violet 1760 420 260 200 M45 1306 125 2T32 400 150 12/100
ALP52P2S, -P2SM White 1990 530 300 235 M52 1758 135 2T40 500 180 12/110
Legend: L1 = Order length of a bolt going through a column
L2max = Maximum length of standard bolt ALP-P2S that can be bent with diameter D
L2min = Minimum length of standard bolt ALP-P2S that can be bent with diameter D
K = Overall length of the removable threaded section
K1 = Visible length of the thread from the sleeve surface
M, As = Thread size and stress area
B2 = Threaded sleeve length
T = Size and number of bolt bonds
D = Bond bending mandrel diameter in the standard delivery
D2 = External width of the bonds on the sleeve surface.
T, S = Thickness and diameter of the washer. The same washer as for ALP-C bolts.
Bolt order codes:
ALP-P2S-L2-D The bolt dimensions must be mentioned in the order: L2 = horizontal bending
length, D = bending diameter. Example of an order code: ALP30P2S-540-D300.
ALP-P2SM-L1 The bolt length must be mentioned in the order: L1 = Bolt length = column
width. Example of an order code: ALP36P2S-580.
Surface treatment options for ALP-P2S bolts:

No treatment Bolt, threaded rod, nuts DIN 934 and washers, no surface standard
treatment. delivery
Hot-dip galvanised HDG threaded rod and nut + washer. Bolt body, no treatment. special order
ALP-P2S bolt TS models and AutoCAD blocks: www.anstar.fi

Anchor bolts
User Manual
10
3 MANUFACTURING INFORMATION
ANSTAR Oy has entered into a quality control agreement with KIWA Inspecta regarding the
manufacture of ALP-C anchor bolts. The manufacturing information for the bolts is as follows:
1. Manufacturing Bolt manufacturing markings:
markings - Anstar’s code.
- Manufacture according to EN 1090-2:2018 for steel parts. [2]
- Bolt code is painted on the head with a colour code.
- Packaging: pallet
2. Materials Manufacturing materials:
- Rebar EN 10080, SFS 1300, B500B
- Threaded rod, welded -C ImacroM fy = 700 MPa, fu = 800–1100 MPa
- Threaded rod, removable -S m8.8 fy = 640 MPa, fu = 800 MPa
Design values for the thread’s calculation
fyb = 640 MPa and fub = 800 MPa
- Nut DIN 934, strength 8
- Washer EN 10025 black/galvanised, S355J2+N
- Impact test temperature for the materials: –20 oC
3. Manufacturing - Bolts are manufactured according to the EN 1090-2:2018 standard in
method EXC2.
By special order, they can be manufactured in execution class EXC3. [2]
- The welding class is C as standard and B by special order, EN ISO 5817.
[11]
- Rebar welding EN 17660-1 [16]
- Thread EN ISO 898-2, rolling, Dowel anchor, hot forming
- Manufacturing tolerances EN 1090-2:2018 [2]
4. Surface Standard delivery 1: No treatment
treatment - Thread and bonds without surface treatment, thread oiled
methods - Nuts DIN 934-8, no treatment
- Washers S355J2+N, no treatment
Standard delivery 2: Hot-dip galvanised, order code HDG
- C series: Thread hot-dip galvanised EN 10684 and bonds without
treatment
- S series: Threaded rod hot-dip galvanised EN 10684 and bond part
without treatment
- Nuts DIN 934-8, hot-dip galvanised
- Washers S355J2+N, hot-dip galvanised
5. Product Product quality control: Certificate 0416-CPR-7247-03.
approval and Product declaration: CE marking according to EN 1090-1.
European Countries: Sweden, Denmark, Norway, Austria, Estonia, Latvia, Lithuania.
quality control Additional information: www.anstar.fi/en.
Table 5. Anstar’s bolt manufacturing programme and user manuals

Bolts User manual Typical application
1 ATP Rebar bolts - Foundation bolt connections in office, commercial and public
AHP 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
2 ALP-LC Anchor bolts - Heavy-duty foundation connections of industrial element
ALP-PC frames
ALP-P2 - Moment rigid beam-to-column connections in element frames
and S - Foundation connections in shear walls
series - Heavy-duty column-to-foundation connections in steel frames
- Other heavy-duty bolt connections to concrete
- Heavy-duty connections of machinery and equipment
foundations
3 ARJ Reinforcement - Reinforcement coupler connection
coupler - Bolt applications in reinforcement couplers
- Moment rigid beam-to-column connection
Anchor bolts
User Manual
11
4 DESIGN CRITERIA
4.1 Design and manufacturing standards

1. Finnish 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 1993-1-1+NA 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]
SFS-EN 1992-4:2018 Eurocode 2. Design of concrete structures. Part 4
Design of fastenings for use in concrete. [24]
2. Other countries in the European Code area

Basic Eurocode EN-1992-1-1:2004/AC:2010
Sweden SS-EN 1992-1:2005/AC:2010+A1/2014 + EKS 11
Germany DIN-EN 1992-1 +NA/2013-04
3. Bolt manufacture
EN 1090-1 Execution of steel structures. Part 1: Requirements for conformity
assessment of structural components. [1]
EN 1090-2:2018 Execution of steel structures. Part 2: Technical requirements for steel
structures. Execution classes EXC2 and EXC3. [2]
EN 13670 Execution of concrete structures. Execution class 2 or 3. [17]
EN-ISO 5817 Welding. Fusion-welded joints in steel, nickel, titanium and their
alloys. Weld classes. [11]
EN 17760-1 Welding. Welding of reinforcing steel. Part 1: Load-bearing welded
joints. [16]
4.2 Bolt resistance values
4.2.1 Axial force resistance
1. Design method
The design value of a bolt’s axial force resistance is determined by the resistance of its
thread. The design value for the bolt’s thread is calculated according to EN 1992-4:2018,
Table 4.1. The design values for the axial force resistance are indicated in Table 6.
The bolt’s shear resistance in the concrete of the foundations is calculated according to
EN 1992-4:2018, Table 4.1. 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 axial and shear force resistance of a bolt connection during installation before
grouting is also calculated using the software. The calculation is provided in Section 4.2.4.
The axial 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
resistance analysis.
Resistance values: Tables 5 and 7 has been determined with materials and edge
distances given in text. Other situations shall be calculated always with software’s.

Anchor bolts
User Manual
12
2. Axial force resistance values of bolt
Table 6. Axial force resistance of anchor bolts ultimate and accident limit state.
Bolt Axial force ALP-LC anchor bolt,
ALP-PC, ALP-LC resistance minimum edge distance
ALP-P2, S-type NRd,s NRd,sa With Without
[kN] [kN] supplementary supplementary
reinforcement reinforcement
C2 [mm] C3 [mm]
ALP22PC, -LC, -P2, -S 161,0 184,7 160 300
ALP27PC, -LC, -P2, -S 244,5 279,8 195 400
ALP30PC, -LC, -P2, -S 299,2 341,9 160 400
ALP36PC, -LC, -P2, -S 435,7 498,0 235 555
ALP39PC, -LC, -P2, -S 520,5 594,9 290 640
ALP45PC, -LC, -P2, -S 696,5 796,0 340 775
ALP52PC, -LC, -P2, -S 937,6 1071,5 335 950
ALP60PC, -LC, -S 1259,7 1439,7 240 800
ALP-LC anchor bolts. Axial force resistance. Calculation principle.

NRd,s - Axial force resistance.
- Ultimate limit state. Thread, Steel failure.
NRd,sa - Axial force resistance.
- Accidental limit state. Thread, Steel failure.
C2 - ALP-LC bolt. Minimum edge distance for tension, supplementary reinforcement.
- Blow-out resistance is decisive. Design criteria, NRd,cb ≥ NRd,s
C3 - ALP-LC bolt. Minimum edge distance for tension without supplementary
reinforcement. Concrete Cone resistance is decisive. design criteria, NRd,c ≥ NRd,s
- When edge distance is ≤ C2 shall the resistance of bolt be calculated witch ASTEEL.
- Material part factors are according to standard EN 1992-4:2018 table 4.1.
- Concrete C25/30-2. Good bonding conditions. Cracked concrete.
3. Axial force resistance failure criterion in concrete

Resistance of bolt in concrete is based on the EN 1992-4:2018 [24] standard, according to
which the bolt is subjected to the following failure criterion analyses for axial force
resistance in concrete.
Failure criterion Variable Calculation method and applicable standard
1. Steel failure NRd,s The steel tensile resistance of the bolt is calculated using the
partial safety factors of materials indicated in EN 1992-
4:2018, Table 4.1.
2. Concrete cone NRd,c The concrete cone failure criterion is calculated for ALP-LC
bolt in tension.
- EN 1992-4, (7.1).
The anchoring of the ALP-PC bolt is based on the anchoring
resistance of the rebar bond according to the standard:
- EN 1992-1-1. Chapter 8.4.4
- Lapp length α6 = 1.5, good bonding conditions.
3. Pull-out NRd,p The pull-out failure criterion is calculated for the ALP-LC bolt.
- EN 1992-4, (7.11).
4. Blow-out NRd,cb The Blow-out failure criterion is calculated for ALP-LC bolt at
the edge of the structure.
- EN 1992-4, (7.25).
5. Tensile NRd,re The reinforcement and tensile resistance of the bolt are
resistance of determined by the condition:
supplementary - NRd,re > NRd,c
reinforcement.
6. Tensile NRd The tensile resistance of the bolt determined as follows:
resistance of the Non-reinforced structure:
bolt and bond. - NRd = min(NRd,s; NRd,c; NRd,p; NRd,cb)
Structure with tensile reinforcement:
Anchor bolts
User Manual
13
- NRd = min(NRd,s; NRd,re ; NRd,p; NRd,cb),

when NRd,re > NRd,c.
7. Surface plate δvert FEM analysis is conducted for the surface plate, and von
stresses. Mises stress state is calculated for the forces coming through
Only ASTEEL the profile to be connected. The plate’s stress state safety
software. factor lever and utilisation rate are calculated according to
the standard:
- EN 1993-1-1, Formula 6.1.
- Elastic-plastic, semi rigid joint δvert = fu/γM2, γM2= 1,25 γM2 =
- Elastic, rigid joint δvert = fy/γM, γM = 1,0
The geometry from deformations is calculated for the plate.
8. Design of the Fw,Rd The stress and utilisation rate are calculated for the profile to
profile and weld. be welded to the anchor plate. The analysis is performed at
Only ASTEEL the surface of the plate.
software. - EN 1993-1-1, Section 6.2, Formula 6.1.
This method does not perform slenderness analysis of
the sheet metal parts for the profile.
The profile’s fillet weld to the plate is designed according to
the standard:
- EN 1993-1-8, Section 4.5, Formula 4.
- The standard to be applied for butt and double-bevel butt
welds is EN 1993-1-1, Formula 6.1.
9. Stress state of δc As regards the base concrete of the surface plate, the Axial
the base force coming from the plate is subjected to stress analysis in
concrete. the FEM calculation.
- The design criterion for the compressive stress of the
concrete has been limited to the value specified in
EN 1992-1: δc ≤ fcd
- For plates under heavy compressive loads, the concrete
stress analysis can be performed even if the other
resistances of the plate are not dominant.
10. Supplementary δt The stress state caused by characteristic value of loads is
reinforcement calculated for the plate’s reinforcement, enabling concrete
stress state for crack analysis at the edge of the structure.
characteristic
value of loads.
4. Minimum edge distances for axial force in concrete

The bolt’s minimum edge distance for axial force is determined by either the nominal
value of the concrete cover or the concrete failure criteria of the bolt’s headed fastened.
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 ALP-C bolts for Axial force
Bolt C1 E1 Bolt C1 E1
[mm] [mm] [mm] [mm]
ALP22PC, -PS 70/80 70/85 ALP22P2, -S, -SM 75/80 75/90
ALP27PC, -PS 75/85 80/94 ALP27P2, -S, -SM 80/90 90/105
ALP30PC, -PS 80/90 88/105 ALP30P2, -S, -SM 85/95 105/120
ALP36PC, -PS 85/95 95/115 ALP36P2, -S, -SM 90/105 120/140
ALP39PC, -PS 85/95 100/125 ALP39P2, -S, -SM 95/105 120/145
ALP45PC, -PS 95/110 120/150 ALP45P2, -S, -SM 100/115 140/165
ALP52PC, -PS 100/115 135/165 ALP52P2, -S, -SM 110/130 170/200
ALP60PC, -PS 110/125 160/190

Anchor bolts
User Manual
14
Bolt C1 E1 C2 C3
[mm] [mm] [mm] [mm]
ALP22LC, -LS 85/90 70/85 160 300
ALP27LC, -LS 90/95 80/94 195 400
ALP30LC, -LS 100/105 88/105 160 400
ALP36LC, -LS 110/115 95/115 235 555
ALP39LC, -LS 110/115 100/125 290 640
ALP45LC, -LS 120/130 120/150 340 775
ALP52LC, -LS 140/150 135/165 335 950
ALP60LC, -LS 130/140 160/190 240 800
The minimum edge distances have been specified for the following boundary conditions.
C1 ALP-LC and ALP- - The minimum distance of the centre of the bolt from The cover
PC bolts. the edge. C1 has been specified for exposure must not be
Minimum edge classes XC3–XC4 with concrete nominal value lower than
distance for the Cnom = 35 mm and 50-year service life and stirrup the minimum
bolt’s concrete size T10 dimensions, Cnom = 45 mm value.
cover. - The value can be reduced when the design service
life, concrete cover and exposure class change.
E1 ALP-PC bolt. - The bolt’s minimum centre distance has been The distance
Minimum centre specified according to the distance of the adjacent must not be
distance. bolts’ bonds and the space required by the bolt lower than
such that the bolt’s bonds act as separate pieces of the minimum
rebar, not rebar bundles. value.
C2 ALP-LC bolt. - Minimum edge distance C2 for ALP-LC bolts have If the value is
Minimum edge been determined according to blow-out resistance. lower than
distance. Bolt with - Bolt shall have tension reinforcement as well as the minimum,
supplementary blow-out reinforcement. Concrete C25/30. blow-out
reinforcement. - Minimum center distance shall be E2 ≥ 2*C2. resistance is
- When edge distance is on area C1  C2 the reduced.
resistance of bolt shall be calculated with ASTEEL
or ACOLUMN software.
C3 ALP-LC bolt. - Minimum edge distance C3 has been specified at The value
Minimum edge the ALP-LC bolt’s concrete cone failure criterion. must not be
distance for - The bolt has not supplementary reinforcement and lower than
headed fastened concrete is C25/30-2. the minimum.
of bolts. Without - Value C3 is also minimum distance for full tension
supplementary resistance in non-reinforced concrete.
reinforcement
4.2.2 Shear force resistance
1. Design method
The design value of the bolt’s shear resistance is specified in the following situations:
1. Erection state. - The steel shear resistance of the bolt thread is VRd,se.
Grouting - The shear resistance is determined according to EN 1992-4 formula
section. 7.34 and 7.36 with the erection state forces according to the grouting
thickness of the connection is tgrout ≤ 0,5*D, where D=nominal
diameter of bolt thread. (Steel failure without lever arm.)
- The shear resistance is determined according to EN 1992-4 formula
7.37 with the erection state forces according to the grouting
thickness of the connection is tgrout ≥ 0,5*D, where D=nominal
diameter of bolt thread. (Steel failure with lever arm.)
- When tgrout ≥ 0,5*D. Erection state is calculated always with software
2. Ultimate Limit - The steel shear resistance of the bolt thread is VRd,se.
state (ULS). - The shear resistance is designed as above but with the Ultimate limit
Grouting state forces.
section. - This failure will not be calculated if shear force is transmitted to
foundation with friction or shear stud.

Anchor bolts
User Manual
15
3. Ultimate Limit Anchor bolts have three shear force resistances:

state (ULS.) - Design situation is cracked concrete strength C25/30-2
Primary - Edge distance C4 or C5 is to force direction and to opposite side
foundation direction.
A. Steel shear resistance VRd,s, when edge distance is ≥ C5. No
concrete.
supplementary reinforcement. Top reinforcement is required.
B. Concrete shear resistance VRd,c1 has been calculated without shear
reinforcement for minimum edge distance C5 in table 7.
C Concrete shear resistance VRd,c3 has been calculated using bolt-
specific U-stirrup reinforcement for edge distance C4 in table 7.
- When edge distance of bolt is on area C1  C5 shear resistances
shall be calculated always with ASTEEL and ACOLUMN software’s.
4. Accident limit - Accident limit state (ALS) will be calculated in same way that in
state (ALS) (ULS) state. Material partial factors are according to EN 1992-4 table
4.1. Calculations will be done always with software’s.
Table 8. Design values for the shear resistance of bolts, Ultimate Limit state, C25/30-2.
Bolt Ultimate limit state Erection state
ALP-LC Steel resistance Concrete Resistance, edge Thread Grou
ALP-PC VRd,s VRd,sa resistance [kN] distance [mm] VRd,se ting
[kN] [kN] VRd,c1 VRd,c3 C4 C5 [kN] tGrout
mm
ALP22PC, -LC 80,8 93,2 57,7 80,8 485 485 80,8 11
ALP27PC, -LC 122,4 141,2 87,4 122,4 630 630 122,4 14
ALP30PC, -LC 149,6 172,6 106,8 149,6 720 720 149,6 15
ALP36PC, -LC 217,9 251,4 155,6 217,9 925 925 217,9 18
ALP39PC, -LC 260,3 300,3 185,9 260,3 1030 1030 260,3 20
ALP45PC, -LC 348,3 401,8 248,7 348,3 1250 1250 348,3 22
ALP52PC, -LC 468,8 540,9 334,8 468,8 1450 1450 468,8 26
ALP60PC, -LC 629,9 726,8 450,0 629,9 1350 1350 629,9 30
2. Anchor bolts shear resistance. Calculation method.

VRd,s - Design value of shear resistance. Thread: Steel failure.
- - Ultimate limit state. Calculated with edge distance ≥C5.
VRd,sa - Design value of shear resistance. Thread: Steel failure.
- Accident limit state. Calculated with edge distance ≥C5.
VRd,c1
- - Design value of shear resistance. Ultimate limit state, without supplementary
reinforcement. Concrete edge failure. Calculated with edge distance C4.
VRd,c3
- - Design value of shear resistance. Ultimate limit state, with supplementary shear
reinforcement. Concrete edge failure. Calculated with edge distance C5.
C4 - Minimum edge distance of anchor bolt without supplementary reinforcement.
- Concrete edge without supplementary reinforcement is decisive.
- VRd =VRd,c1 = VRd,c3 /1.4.
C5 - Minimum edge distance of anchor bolt with supplementary reinforcement.
- Concrete edge with supplementary reinforcement. VRd = VRd,c3 ≥ VRd,s.
tgrout - Minimum edge distance of anchor bolt without supplementary reinforcement.
- Concrete edge without supplementary reinforcement is decisive. VRd,c1 ≥ VRd,s
When edge distance is ≤ C4 or C5 shear resistance of bolt shall be calculated with softwares.
When grouting thickness > 0,5 * D, the shear resistance of bolt be calculated witch software’s.
Material part factors are according to standard EN 1992-4:2018 table 4.1.
Concrete C25/30-2. Good bonding conditions. Cracked concrete.
3. Shear force resistance failures in concrete

The following shear force failure criteria analyses according to standard [24] are
conducted for the ALP-LC bolts. The same analyses, except for item 4, are conducted for
ALP-PC bolts. The failure criteria take into account the distance of the bolt from the edge
of the structure and other bolt. The calculation is performed for all bolts the most dominant
of which determines the joint.

Anchor bolts
User Manual
16
1. Steel failure VRd,s The steel shear resistance of the bolt is calculated using the
partial safety factors indicated in EN 1992-4:2018, Table 4.1,
and using Formula 7.34. When grouting thickness is 0 – D/2.
(D=nominal diameter of thread).
2. Steel failure with VRd,se Steel resistance of bolt on erection state is calculated with EN
lever arm. 1992-4:2018 formula (7.37). When grouting thickness is ≥ D/2.
Erection state. Erection state loads and no grouting concrete.
3. Steel failure with VRd,se Steel resistance of bolt on ultimate limit state is calculated with
lever arm. EN 1992-4:2018 formula (7.37). Ultimate limit state loads and
Ultimate limit grouting concrete has been hardener. Concrete transfer also
state. Axial force.
4. Pry-out VRd,cp The pry-out failure criterion is calculated for the ALP-LC bolt
- EN 1992-4, Formula 7.39.
5. Concrete edge VRd,c The bolt’s edge compression resistance VRd,c is determined
according to EN 1992-4, Formula 7.40. Reinforcement
Edge coefficient ψre,V = 1.0. The value is calculated for the bolt
compression towards the nearest edge or in the direction of the shear force.
Minimum shear resistance of the bolt:
resistance.
VRd,c, min = min(VRd,s ; VRd,cp ; VRd,c )
Without shear Joint shear resistance:
reinforcement VRd,c, levy = n * VRd,c, min, where n = number of bolts per joint and
VRd,c, min = minimum shear resistance of the bolts.
6. Concrete edge VRd,c The bolt’s edge compression resistance VRd,c is determined
according to EN 1992-4, Formula 7.40. Reinforcement
Edge coefficient ψre,V = 1.4. The value is calculated for the bolt closest
compression to the edge and in the direction of the shear force.
Minimum shear resistance of the bolt, reinforced:
resistance. With
VRd,c, min = min(VRd,s ; VRd,cp ; VRd,re ), when min(VRd,c)n
shear Joint shear resistance:
reinforcement VRd,c, levy = n * VRd,c, min , where n = number of bolts per joint
VRd,c, min = minimum shear resistance of the bolt.
The shear force is transferred using supplementary
reinforcement.
7. Reinforcement VRd,re The reinforcement of the bolt for shear force is determined by
resistance the condition: VRd,re ≥ VRd,c
4.2.3 Combining axial and shear force resistance.
The tensile and shear force failure criteria are combined for the bolts according to the following
principles. The designing is performed for each individual bolt, the largest of which is dominant
in terms of the resistance of the connection.
1. Steel resistance The combined steel tensile and shear resistance is calculated for the bolt.
of the bolts. - EN 1992-4:2018, Formula 7.54.
- (NEd/NRd,s )2 +(VEd/VRd,s )2 ≤ 1 (7.54)
2. Concrete Combined concrete tensile and shear resistance is calculated for the bolt
resistance of the using formulas 7.55 and 7.56 in a situation where reinforcement is not used
bolt or where both force components are transferred through the reinforcement.
The formula takes into account steel resistance, if it is determining.
(NEd/NRd,i )1.5 +(VEd/VRd,i )1.5 ≤ 1 (7.55) or
(NEd/NRd,i ) +(VEd/VRd,i ) ≤ 1.2 (7.56)
3. Concrete Combined concrete tensile and shear resistance is calculated for the bolt
resistance of the using formula 7.57 in a situation where only one force component (tensile or
bolt shear) is transferred through the reinforcement and the other through the bolt.
Exponent k11 = 0.67.
The formula takes into account steel resistance, if it is determining.
(NEd/NRd,i )k11 +(VEd/VRd,i )k11 ≤ 1 (7.57)
4. Bolt resistance The bolt resistance is determined by the highest utilisation rate in the
combination of the failure criteria.
When shear force is transferred with friction and in steel column connect with
shear stud, bolts do not have shear force and value βV = 0.
Anchor bolts
User Manual
17
4.3 Transfer shear force to the grouting

The column’s shear force is transferred 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 The shear force is transferred from the column to the grouting and foundations
force 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 EN 1992-1-1,
Section 6.2.5.
- Column shoe and steel column connection: The friction force is calculated with
friction coefficient μ = 0.2 under 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 axial force of the column remains compressed
and the friction force coming from the axial force is sufficient for transferring the
shear force.
2. Anchor Shear force is transferred with anchor bolts.
bolts
3. Shear The shear force is transferred using a steel headed fastened:
stud - 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 headed fastened 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 civil engineer
The bolt connection is designed using the ACOLUMN version 5.0 and ASTEEL version 2.0
design 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-situ 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. Rigid Rigid beam-to-column connection
beam-to-column - Rigid beam-to-column connections of concrete element frames
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-situ foundations
foundations - Base plate and shear headed fastened connections
5. Anchor plates Standard and special anchor plates of Anstar.
6. Bracing Truss Bracing ADE and ADK Truss Couplers of Anstar.
Coupler
The following calculation methods are taken into account in designing bolt connections:
1. Design - The bolt connection is designed according to the EN 1992-4:2018
standards and standard, applying other European standards.
load - Before using the software, the force combinations acting on the bolt
combination connection are calculated using separate design software applications.
- The software can also be used to design the connection using the Basic

Anchor bolts
User Manual
18
Eurocode and according to the Swedish and German National Annex.

2. Design for the - The bolt connection works during the erection state without grouting.
erection state - The shoe and bolt resistances are calculated for the forces provided for
the erection state using the ACOLUMN and ASTEEL software.
- The axial force on the connection is transferred through the bolts and the
shear force through the bolts’ bending and shear.
- Grouting thickness and bending resistance of the bolts is taken into
account according to the grouting thickness.
3. Design for the - The factors of consequence classes CC1–CC3 are taken into account in
Ultimate Limit the load combination.
state (ULS) - The bolt connection works during the ultimate limit state when the
concrete of the foundations and grouting of the connection have
hardened.
- The software calculates the bolt resistances for axial and shear force.
- 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.
- Software calculate supplementary reinforcement for bolts.
4. Design for fire - The fire resistance class of the anchor plate is the same with the
connected profile.
- The connected profile and surface plate must be fire-protected.
- The designer specifies the fire resistance class and fire protection.
5. Dynamic loads - Dynamic loads are calculated according to EN 1990-1, Section 4.1.5, by
multiplying the static specific loads by the dynamic factors.
6. Loads caused - The loads are specified in the load combination.
by earthquakes - With the forces calculated in this way, the design is performed as a static
situation.
- The performance of the connection has not been tested in structures in
earthquake zones. Its use must be considered by the designer.
7. Fatigue actions - The bolt resistance values have not been specified for fatigue actions.
Fatigue design is performed on a case-specific basis according to the
principles in EN 1990-1, Section 4.1.4. [4]
8. Design for - A design analysis for accident limit state can be performed for the bolt
accident limit connection according to EN 1992-1-1, Section 2.4.2.4, by using the partial
state (ALS) safety factors of materials in accident limit state indicated in Table 2.1N of
the standard to determine the resistance of the connection in exceptional
situations.
- The calculation is performed using accident state loads. The partial safety
factor lever of material is applied to the calculation methods of EN 1992-
1-1, EN 1993-1-1 and EN 1992-4.
- The analysis is performed using the ACOLUMN software. The
combination of forces in accidental states is calculated using a separate
software application, and the forces on the connection are provided as
“Loads in accidental states”.
- The software calculates the accidental state resistance values and
utilisation rates for various parts of the connection using the characteristic
material values for steel where rebar and anchor bolt steel can yield.
Concrete has a low γc = 1.2 safety left against brittle failure.
9. Design for low - No separate operating temperature examination is necessary for the
temperatures bolts. The low temperature design methods specified for rebar are
followed.
10. Supplementary - The software calculates the bolt reinforcement for the forces on the
reinforcement connection, and the minimum reinforcement amounts are output in the
required for the calculations.
bolt - Another option is to use maximum reinforcements calculated according to
the bolt’s resistance values. Section 5.6.
11. Minimum edge - The software calculates the edge distances for failure criteria as specified
distances for in EN 1992-4, Section 6.2 for axial force and Section 6.3 for shear force.
the bolt - When the edge distance becomes dominant, the bolt’s axial and shear
Anchor bolts
User Manual
19
force resistance are reduced according to the bolt’s actual edge distance.
- The edge distance does not determine the bolt’s location; the bolt’s
resistance is reduced according to the failure criterion to be calculated.
- The minimum distances provided in Table 7 are based on the bolt’s
structural dimensions and protective concrete layer Cmin = 35 mm + 10
mm stirrup.
12. Serviceability - The serviceability limit state design for the connection is performed
limit state according to EN 1992-1-1, Section 4. The principles are specified in
design (SLS) Section 5.7 of this manual.

Anchor bolts
User Manual
20
5 DETAIL DESIGN
5.1 Design stages and parties

Anchor bolts are Anstar products whose final use must be designed by the civil engineer. For
detail design of the connection, we have prepared this user manual as well as the design
software ACOLUMN for concrete column connections and ASTEEL for steel column
connections.
The final detail design of the bolt connection must be performed using Anstar’s design
software. The joint action of the various connection components has been specified according
to EN 1992-4:2018.[24]. The software calculates the bolt resistances with the connection
materials and dimensions using the calculation forces given for the connection. The software
checks that the bolt’s calculation forces are transferred to the concrete and reinforcement of
the foundations in accordance with the European standards. Due to the extensiveness of the
calculation method, no instructions are provided for manual calculation and the use of bolts
with approximate manual calculation methods is not recommended. The software designs in
the concrete and steel column bolt connections and produces calculation materials for building
control. Further instructions for using bolt products are available from Anstar’s technical design
department. anstar@anstar.fi.
The software can be downloaded from www.anstar.fi. Software can be used on Windows 10.
The main window shows the cross-section of the column at the top surface of the connection’s
base plate as well as the dimensions and bolts of the foundations below. The menu structure
of the main window consists of the following functions:
5.2 ACOLUMN software

1. User interface
1. File - This menu includes selections for the project folder, file
management and printing.
2. Initial data... - First, you select the Connection joint type to be calculated.
- Second you enter the geometry and material data for the
cross-section.
3. Loads - This function is used to enter the forces calculated from the
load combination on the frame for the erection and Ultimate
Limit state and for fire design.
4. Shoes/Bolts/Rebars... - This function is used to place shoes and anchor bolts in the
connection and position the main reinforcement in the joint.
5. Calculate... - The selection performs the calculation for the connection.
- This function is also used to select calculation for the Ultimate
and accident limit state.
6. Calculation results... - The calculation results are viewed for shoes and bolts as well
as design quantities for various situations.
7. Software settings - The menu is used to enter parameters that control the use of
the software and calculation.
2. Information controlling the calculation

1. Calculation - The main window includes information controlling the calculation:
standard - The bottom left corner of the window shows the flag symbol of the
calculation standard used for the project folder.
2. User - The user interface language is indicated by the flag symbol next to the
interface standard flag. The language options available are Finnish, Swedish,
language English and German, and the same options are also available for
printing. The user interface and printing languages can be selected
separately.

Anchor bolts
User Manual
21
3. Suitability of bolts for various connection types in foundation structures

Table 10 shows the suitability of ALP-C bolts for various foundation structures. The
selection of the application is affected by the bolt length, protective concrete layer
requirements and the edge distance required by the short dowel bolt’s failure cone
designing.
Table 9. Suitability of ALP-C anchor bolts for various foundation structures

Anchor bolt Column-to-column Column-to- Column-to-footing
connection foundation column connection
connection
ALP-PC The bolt is not suitable if The bolt is suitable if the The bolt is not suitable
ALP-PS the column size is the foundation column is high for a shallow footing.
same. The protective enough and its size is The bolt is too high.
concrete layer will be left slightly larger or if the The bonds cannot be
insufficient. shoes are placed more bent.
The bolt is suitable if the inward. Otherwise, the If the footing is high
cross-section size of the protective concrete layer enough, the bolt is well-
lower column is increased will be left insufficient. suited.
or if the bolts are placed
more inward.
ALP-LC The bolt is not suitable for The bolt is not suitable The bolt is well-suited to
ALP-LS the connection due to the due to the high edge a shallow footing, and
high edge distance distance requirement of the edge distance of the
requirement of the dowel. the dowel. dowel bolt is sufficient.
ALP-P2 The bolt is not suitable if The bolt is suitable if the The bolt is suitable if its
ALP-P2S the column size is the foundation column is high bonds are bent to the
same. The protective enough and its size is bottom surface of the
concrete layer will be left slightly larger or if the footing.
insufficient. shoes are placed more
The bolt is suitable if the inward. Otherwise, the
cross-section size of the protective concrete layer
lower column is slightly will be left insufficient.
increased or if the bolts are
placed more inward.
Figure 10. Main window with the APK-C column shoe connection and with anchor bolts

Anchor bolts
User Manual
22
4. Quick review of the calculation results

The main window includes information enabling quick review of the calculation results:
Utilisation rate indicator lights

The bottom bar of the window includes round indicator lights showing the utilisation rates of
various calculation quantities. The colours of the calculation quantities have the following
meanings:
1. Green The utilisation rate is acceptable within the range of 0–0.95.
2. Yellow The utilisation rate is acceptable within the range of 0.951–1.0.
3. Red The utilisation rate is > 1.01, excessive.
4. Grey If the colour is grey, the quantity has not yet been calculated or does not
belong to the design values for the connection type. If the erection loads are
not provided, the erection is not calculated.
5. Light beam
The utilisation rate indicator lights are activated when the connection forces
have been specified and the connection calculated.
Utilisation rate acceptance

The bottom bar of the window includes indicator lights showing the utilisation rates of various
calculation quantities. The colours of the calculation quantities have the following meanings:
1. Meaning - The designing quantity of each indicator light is displayed below the light
bar when you point the mouse at the light.
2. Utilisation - When you click a light, the output window for the quantity in question is
rate opened, showing the most dominant load case and calculation quantity.
- The light bar shows the utilisation rates of the connection’s calculation
quantities.
3. Acceptance - When all the lights are green, yellow or grey, the connection has been
accepted.
- A red light means that the utilisation rate of the calculation quantity has
been exceeded.
- The final acceptance is the responsibility of the person performing the
calculation.
5.3 Column connection design
5.3.1 Project folder and calculation standard
1. Project folder
1. General - Start the calculation by creating a project folder in which the calculation
standard and files are saved.
- The user manuals provide a more detailed description of the software’s
initial data for calculation and calculation methods as well as the
calculation theory and results.
- This user manual only provides connection-specific information.
2. Calculation - Start by creating a project folder in the File/Project folder menu.
standard - The software prompts you to select the country-specific calculation
selection standard to be copied to the folder and used for calculating the file in the
folder. The standard is selected once for each new folder. (The
calculation standard for bonds is selected in the connection selection
window.)
- The calculation will use the standard selected in this folder.
- You can change the standard by creating a new folder and selecting
another standard for it.
3. Project - In these fields, you provide general information about the project in the
information folder.
- This will be output at the beginning of the calculation file.

Anchor bolts
User Manual
23
2. Calculation standard of software

EN 1992-1-1:2004 and EN 1992-4:2018 Basic Eurocode and the latest part, no. 4
SFS-EN 1992-1:2005+NA Finnish Eurocode + NA
SS-EN 1992-1:2005/AC:2010+A1/2014 + EKS 11 Swedish Eurocode + EKS 11
DIN-EN 1992-1:2011-01+A1/2014 German Eurocode + NA
5.3.2 Connection type

1. Connection - Select an anchor bolt connection by choosing Connection selection from the
type Initial data menu.
- The menu shown in Figure 13 opens in the window, showing the connection
types available in the software.
- Connection type 8 is only available to Anstar.
- Connection types 3–6 are coming soon. The connection type is selected first.
The selection adjusts the software’s main window and other windows
according to the connection selected.
2. Calculation - Select the calculation standard for the anchor from the window.
code of joint - The default standard is EN 1992-4:2018, and the calculation can also be
performed using the older CEN/TS 1992-4-2 standard, which provides slightly
more conservative calculation results.
Figure 11. ACOLUMN software connection types
5.3.3 Dimension and material data
The dimensions of the connection are specified in the Dimension and material data menu,
which has six tabs. Enter the initial data in the numerical order of the tabs, either by changing
the values or accepting the default values. Some of the standard values are visible, but the
field is grey, meaning that they cannot be changed. When you click Accept, the main window
is updated according to the dimensions of the selected connection type.
1. Calculation ID, tab1

The identifying information output in the calculations is entered in the fields.
Anchor bolts
User Manual
24
2. Material strengths, tab 2

1. Column and base concrete
cracking and bonding state
- Use cracking concrete.
- The bonding condition is selected
according to the casting state of
the base. EN 1992-1-1.
2. Using supplementary
reinforcement for the bolt/bond
- The use of reinforcement is
selected on a case-specific basis
for both tension and/or shear.
- By default, reinforcement is used.
3. Concrete material strengths
- Specify the concrete strength of
the column, grouting and
foundation. Minimum concrete
strength C25/30
Figure 12. Tab 2. Material strengths, concrete cracking state and reinforcement
3. Dimensions of the structure, tab 3

1. Column shape and dimensions
- The dimensions to be selected
are square, rectangular and
round for upper column
2. Grouting and concrete cover

- Grouting thickness is depending
of bolt type. It can be changed.
- Concrete cover and chamfer will
be user to main window.
Figure 13. Tab 3. Dimension of column
4. Dimensions of the lower structures, tab 4

3. Base dimensions
- Dimensions of base structure is
given according to pictures.
- The column can be placed such
that it touches the edge of the base
structure. Resistances are always
calculated with the placement.
4. Base depth
- The calculation of bolts is
influenced by the base depth, i.e.
the thickness of the structure.
Specify the actual depth.
5. Corner bevel and stirrup.
- This only influences the graphics in
the main window.
Figure 14. Tab 5. Selecting the base dimensions

Anchor bolts
User Manual
25
5. Supplementary reinforcement, tab 6

1. Supplementary reinforcement
- The size of the anchor bolts
reinforcement can be selected on
Tab 6.
- The window shows the reinforcing
units available for each connection
type.
- The reinforcement principle
drawing can be opened by clicking
the Ast code.
- The software calculates the
amount of supplementary
reinforcement with the selected
rebar size.
- The default rebar size selected is
output to the calculation file.
Figure 15. Tab 6. Size of supplementary reinforcement
6. Accepting the initial data

1. Acceptance - All calculation data that has been selected/modified must be accepted by
clicking the Accept button.
- The button accepts all the tabs of the Initial data window at the same time.
2. Changes - The dimensions and materials can be changed and tried out quickly
between calculations.
5.3.4 Forces on the connection
1. Forces on the connection and combinations

1. Specifying - The forces on the connection are calculated using a separate statistics
the application.
calculation - These are used to form the combinations of forces, the most dominant of
forces which is provided.
- The forces already include the partial safety factors of loads in
accordance with the calculation standard as well as the factor of the
consequence class.
- The forces are specified by load combination, where the tensile force
and/or bending moment usually forms the most dominant combination.
- All the forces acting at the same time must be provided for the same
case. Changing moment and shear directions must be analysed.
2. Accident limit - The accident limit state (ALS) is specified as specific loads or what is to
state (ALS) be calculated.
- The software does not add partial safety factors for loads to the
calculation.
3. Acceptance - All forces that have been specified or modified must be accepted by
clicking the Accept button.
4. Axial - The connected column’s Axial force is specified for the connection.
force Nd - The most dominant case of the column’s compressive force must be
also calculated. The force is usually transferred to the concrete through
the grouting and bolts, in which case the compressive stress of the
concrete under the column may become dominant. The compressive
force is distributed between the bolt and concrete according to the
rigidity of column end.
- The software does not calculate the punching resistance of the structure.
5. Bending - The profile’s bending moments are specified for the connection.
moments - For moments with the same value, the (+, –) directions need to be
Mxd, Myd calculated.
- The anchor plate is also calculated in the skew bending direction.
6. Shear force - Shear forces are calculated in the directions of the main axes.

Anchor bolts
User Manual
26
Qxd, Qyd - The most dominant shear force comes towards the nearest edge of the
structure.
- The highest shear force is also calculated, even though its direction is
away from the edge.
- The steel shear resistance of the bond is analysed
in the direction of the shear resultant for both shear and torsion.
7. Moment Td - The torsional moment Td cannot be given to connection.
8. Proportion of - The relative proportion of permanent loads Gk of the total load. The
permanent value is used for calculating the reinforcement stress state with the
loads Gk specific loads. Refer to Section 5.7, Serviceability limit state design. The
default value can be changed.
Figure 16. Column connection calculation forces and coordinate system
5.3.5 Column connection calculation
1. Selecting the calculation method

To calculate the bolt connection, select Calculate, which will open the Resistance
calculation window.
The calculation is performed for the following anchor plate structures:
- Calculating the cross-section resistance graphs of the column.
- Calculating the column’s stress state/deformed geometry using the FEM method.
- Calculating column shoes.
- Calculating the anchor bolts axial force and shear criteria in accordance with EN 1992-4.
- Calculating the anchor plate reinforcement for tensile and shear forces.
1. Case to be calculated
This selection performs the calculation in
the following calculation states:
- Ultimate limit state (ULS)
- Accident limit state (ALS)
- When you want to output both
calculations, you must first output
the ultimate limit state to a file.
- If the accident limit state loads
have not been specified, the state
cannot be calculated.

Anchor bolts
User Manual
27
5.4 Erection state calculation results. Bolts
5.4.1 Presentation of the results
1. Menu structure
The bolt connection calculation results can be viewed from the Calculation results menu. The
menu is divided into three sub-areas:
1. Erection state - Bolt resistance during the erection state in the grouting cross-section.
2. Ultimate limit - Column shoe resistance during the Ultimate Limit state and the
state. Shoes column’s main reinforcement resistance at the shoe connection.
- Supplementary reinforcement required by the shoes.
- These results are in the corresponding manuals for APK-C and AHK
shoes.
3. Ultimate limit - Bolt resistance during the Ultimate Limit state in the foundations and
state. Bolts in the grouting cross-section.
- Supplementary reinforcement required by the bolts.
4. Accident limit - When accident limit state has been calculated, results are on the
state same windows.
2. Calculation results
1. Results - The windows show the strengths and utilisation rates for each
calculation quantity by combination case as well as the calculation
parameters. The results are shown in the directions of the main axes
and in the XY direction of skew bending
2. Bending - Skew bending is calculated as a combination of the forces in the
direction direction of the main axes for the combination in question.
3. Numbering of - After the calculation, numbers will be displayed in the main window at
the structures the bolt and shoe bonds and the column’s main rebars.
- These numbers will be displayed next to the corresponding part/row
in the printout windows.
- The information on the printout row can be traced to a structure in the
main window.
- The numbers will be displayed after the calculation.
3. Utilisation rates
The row featuring the utilisation rates has acceptance indicators with the following colours:
Green - The utilisation rate of the quantity is 0–0.95.
Yellow - The utilisation rate of the quantity is 0.95–1.00.
Red - The utilisation rate of the quantity is > 1.00.
Grey - The quantity has not been calculated or does not belong to the bolt’s
design values.
Maximum - Clicking an indicator light opens a window showing the combination
utilisation rate of case for the maximum utilisation rate.
the quantity - Excess values can be found easily, and also the maximum acceptable
utilisation rate for each quantity and the combination in which it occurs.
5.4.2 Erection state resistance
1. Resistance values and acceptance

1. Design loads - Design is done according to EN 1992-4:2018, chapter 6.2.2.3.
Shear loads with lever arm.
- Connection is calculated for erection state loads.
- All loads will be transferred through the bolts.
- If erection loads has not been given. Calculation is not performed.
2. Resistance - In window 1/1 is presented design graphs for erection state of bolts
graph of in grouting section for erection state loads.
connection. - Resistance graph of bolts is calculated with compressed and bended
structure according to the grouting thickness.
Anchor bolts
User Manual
28
Window 1/1 - Calculation is performed to direction of main axis.

- Resistance graph is presented as axial force/bending moment graph
and there is not included shear force.
3. Acceptance - Loading points shall be inside the graphs.

4. Resistance of - Ikkunassa 1/2 on liitoksen pulttien asennustilanteen kestävyys.
bolts. - Pultti mitoitetaan normaalivoiman, momentin ja leikkauksen
Window 1/2 yhteisvaikutukselle.
5. Acceptance - The resistance of bolts is adequate if utilization ratios are on

acceptable levers.
- In the window 1/2 there is design parameters used in calculation.
5.5 Ultimate limit state. Anchor bolts
5.5.1 Column connection. Resistance to axial force
1. Combined effect graphs

1. Specifying - Window 3/1 shows the resistance graphs and loading points of the of the
the graphs column connection. Figure 15.
- The axial force resistance graphs are output in the bending directions of
the X- and Y-axes as well as the skew bending direction.
2. Acceptance - The ultimate and accident limit state loading points, C1–C8 (blue), must
be located inside all the graphs and the red dashed line.
- The red, green and blue graph may locally intersect each other.
- In addition to this, it is also necessary to check the local resistance of the
bolts and concrete stress state.

Anchor bolts
User Manual
29
Figure 17. Ultimate limit state. Resistance graphs and loading points. X-axis direction.
2. Resistance graphs of the column connection

1. Green Column resistance.
graph - The graph is calculated for an area of concrete column size with the
steel tensile resistance of the bolt’s and the calculation strength of the
grouting.
- The effect of shear force is not included here.
- The graph does not take into account the edge distances of the base.
2. Blue Resistance of the connected column.
graph - The graph shows axial force and bending moment resistance of the
column.
- Blue graph has been calculated above the connection with column
reinforcement without column slenderness.
- The blue graph may intersect the green graph or be located inside it.
3. Loading Loading points by load case.
points - Loading points C1–C8 must be located inside the graphs and the red
line.
- The distance of loading points C1–C8 from the closest graph represents
the lever of the connection’s utilisation rate.
- On the graph, the loading point’s utilisation rate is 1.0.
4. Red dashed The acceptable area is between the dashed lines.
line - The loading points must not be located in the area of the graphs outside
the red dashed line. EN 1990, Section 2.2(3) (= development of the load
history)
3. Stress state of grouting concrete

1. Presentation The stress state of the base concrete is shown on the second and third tab
of results of window 3/1.
2. Element data - In the 2D window, the stress state and utilisation rates of an individual
concrete calculation element can be checked with the mouse.
- The force and stress state of the bolts is shown in the window.
- The 3D graph for the concrete shows the distribution of the stresses
under the plate, the maximum value calculated as well as the calculation
strength and utilisation rate of the concrete.
- In the area shown in grey, the stress lever is zero or the plate has come
loose from the concrete.
- The colour palette represents the utilisation rates of compressive
stresses.

Anchor bolts
User Manual
30
3. Acceptance - The compressive stress of the concrete must not exceed the calculation
of results strength fcd.
- The surface of column end is allowed to come loose from the concrete if
this is acceptable in terms of corrosion.
Figure 18. Ultimate limit state. Stress state of the column grouting concrete, 3D image.
5.5.2 Grouting section. Ultimate limit state resistance.
1. Resistance values and acceptance

1. Design loads - Design is done according to EN 1992-4:2018, chapter 6.2.2.3. Shear
loads with lever arm.
- Connection is calculated to ultimate limit state loads. Picture 14.
- Connection has been grouted and concrete has been hardened.
- Axial forces will be transferred through the concrete and the bolts.
- If shear for is transferred with friction or shear stud bolt shall not have
shear force.
2. Resistance - In window 3/1 is presented green graph for ultimate state of bolts in
graph of grouting section for ultimate state loads.
connection. - Calculation is performed to direction of main axis and to skew direction.
- Resistance graph is presented as axial force/bending moment grap and
Anchor bolts
User Manual
31
Window 3/1 there is not included shear force.

3. Acceptance - Loading points shall be inside the graphs.
4. Resistance - In the window 3/2 there is ultimate limit state resistances of bolt.
of bolts. - Bolt is calculated combined forces of axial bending and shear force.
Window 3/2
5. Acceptance - The resistance of bolts is adequate if utilization ratios are on acceptable

levers.
- In the window 3/2 there is design parameters used in calculation.
Figure 19. Ultimate limit state, grouting section. Bolt resistances and combination.
5.5.3 Axial force resistance of bolt in concrete
1. Resistance calculation principle

Anchor bolt’s in The following failure criteria and resistances are calculated for the bolts.
concrete
1. Presentation The resistances are presented in windows 3/3, 3/4 and 3/5 as follows:
of the - The force quantities, resistances and utilisation rates of the connection
resistances are shown on the first row of the table.
- The connection resistance cannot be calculated for certain failure
criteria.
- The force quantities, resistances and utilisation rates of each bolt are
shown on table rows 2–n.
- The bolts are numbered in the main window.
2. Designing Axial force resistance of the bolts.
for axial - Steel resistance
force - Blow-out and pull-out resistance
- Concrete cone resistance
- Supplementary reinforcement resistance
3. Designing Shear resistance of the bolts.
for shear - Steel resistance
force - Pry-out resistance
- Concrete edge resistance
- Supplementary reinforcement resistance
4. Axial and - The Axial and shear force combination in the directions of the main axes
shear force is calculated for all bolts.
combination - The steel resistance of the shear force and torsion are calculated in the
direction of the force resultant.
- The software finds the most dominant combinations of these.
5. Acceptance Acceptance of the results.
of results - The resistance is acceptable when the main window indicator lights 3/3,
3/4 and 3/5 are green, yellow or grey.
Acceptance criteria:

Anchor bolts
User Manual
32
- The connection is acceptable when the light is green or yellow.

A green utilisation rate is in the range of 0–0.95 and yellow 0.951–1.0.
- Grey means that the quantity in question is not calculated for the plate.
- A red light means that the utilisation rate has been exceeded.
- The designing quantity value is a dash (-).
The failure criterion or quantity has no significance for designing or
cannot be calculated for the load case in question. (No actions.)
- The designing quantity value is zero (0.0).
A calculated value cannot be determined for the failure criterion or
quantity in this structure or load case, or its calculation value is zero. (No
actions.
2. Design value for axial force resistance

Tab 1 of Window 3/3 shows the most dominant axial force resistance of the bolts from tabs 2, 3
as well as the utilisation rate by load case.
1. NEd Calculated tensile force of the bolt by load case.
2. NRd,s Steel tensile resistance of the bolt arm.
3. NRd,c Design axial force failure criterion resistance of the bolt.
The design value is calculated from the condition:
- NRd,c = min(NRd,s; NRd,c; NRd,p; NRd,cb ) Without tensile reinforcement.
- NRd,c = min(NRd,s; NRd,re ; NRd,p; NRd,cb ) With tensile reinforcement.
4. Utilisation Designing axial force utilisation rate of the bolt.
rate Calculated from the most dominant failure criterion in item 3.
5. Criterion The description can be used to review which failure criterion became
dominant for each bolt. Criterion = the minimum of cases 1–5.
The designing criterion is assessed as follows:
1. NRd,s The steel tensile resistance of the bolt is determining.
The bolt is so far from the edge that the steel resistance is
determining. If exceeded, change the bolt.
2. NRd,c The edge distance (concrete) restricts the bolt’s tensile
resistance. If exceeded, add supplementary reinforcement or
change the bolt.
3. NRd,p Pull-out restricts the bolt’s tensile resistance.
This failure criterion determines the bolt.
If exceeded, change the bolt.
4. NRd.cp Blow-out restricts the bolt’s tensile resistance.
The bolt is so close to the edge of the structure that blow-out is
determining. If exceeded, change the bolt, modify the structure.
5. NRd,re Supplementary reinforcement determines the tensile
resistance of the bolt.
If exceeded, the bolt will not withstand even with
reinforcement; change the bolt.
6. Acceptance The light at the end of a row depicts the acceptance utilisation rate and limit
for the bolt in question. The limits are presented in item 5 of the previous
table.

Anchor bolts
User Manual
33
Figure 20. Ultimate limit state. Tensile resistance and utilisation rate of the bolt.
3. Blow-out and pull-out resistance

Tab 2 of Window 3/3 shows the pull-out and blow-out resistance.
3. NRd,p, NRd,cp Pull-out and blow-out resistance of the bolt.
4. Utilisation rate Bolt utilisation rate for these failure criteria.
5. Acceptance The acceptance rate of the pull-out and blow-out failure criteria is at the
end of the row.
Figure 21. Ultimate limit state. Pull-out and blow-out resistance of the bolt.
4. Concrete cone resistance and supplementary reinforcement

Tab 3 of Window 3/3 shows the steel resistance, concrete cone and supplementary
reinforcement resistance of the individual bolts.
3. NRd,c Concrete tensile resistance of the bolt.
Minimum value from the concrete cone resistance.
Anchor bolts
User Manual
34
4. NRd,re Tensile resistance of the bolt reinforcement. Criterion NRd,re > NRd,c.
The value is calculated for the selected tensile reinforcement in Window
3/6, Tab 1. If there is no reinforcement, this value is zero.
5. Utilisation rate Bolt utilisation rate for the dominant tensile force failure criteria.
6. Acceptance Acceptance rate for the minimum failure criteria determines the Axial force
and bending moments at the end of the row.
Figure 22. Ultimate limit state. Concrete cone resistance of the bolt
5.5.4 Anchor bolt plate shear resistance
1. Shear resistance design value

Tab 1 of Window 3/4 shows the most dominant shear resistance of the anchor bolt from Tab 2 as
well as the utilisation rate by load case in the directions of the main axes
1. VExd, VEyd, VExyd, Calculation value of the bolt’s shear force by load case in the directions
of the main axes and shear resultant.
The external shear force and torsional moment as well as the torsion
caused by the column location’s eccentricity are calculated in the shear
force value.
2. VRd,cx Shear resistance of the bolt.
VRd,cx The values are output according to whether shear reinforcement has
VRd,cxy been selected for use.
- Minimum shear resistance of the bolt without shear reinforcement:
VRd,cx, VRd,cy = min(VRd,s ; VRd,cp ; VRdx,c1; VRdy,c1)
- Minimum shear resistance of the bolt with shear reinforcement:

VRd,cx, VRd,cy = min(VRd,s ; VRd,cp ; VRdx,c3; VRdy,c3)
- Minimum shear resistance of the bolt in the direction of the resultant:

- VRd,cxy = min(VRd,s resultant)
- Connection shear resistance:

- VRd,cx, VRd,cy = n * min(ΣVRd,cx1, ΣVRd,cy1),
where n = number of bolt on connection.
The shear resistance of the connection is determined by the shear

resistance of the bolt closest to the edge. This minimum value is entered
for the other bolts when specifying the resistance of the connection.
Anchor bolts
User Manual
35
3. Utilisation rate Bolt utilisation rate for the design failure criteria.
n1, n2, n3,
4. Criterion The description can be used to review which failure criterion became
dominant for each bolt. Criterion = the minimum of cases 1–6.
1. Shear reinforcement is not needed.
The bolt withstands in the concrete without shear reinforcement.
3. Bolt-specific shear stirrups are needed.

The bolt must be provided with shear reinforcement for shear force. If
the resistance is exceeded, the bolt will not withstand even with
shear reinforcement.
4. Pry-out resistance is dominant. Change the bolt.

5. The steel shear resistance of the bolt is dominant.
The bolt is so far from the concrete edge that the bolt’s steel shear
resistance is determining. If this is exceeded, change the bolt.
6. The bolt is too close to the concrete edge for shear force.
The bolt resistance is exceeded. Add shear reinforcement. If the
message was received with shear reinforcement, the bolt will not
withstand, and the structure must be changed.
5. Acceptance The acceptance rate for the minimum failure criteria determining the
shear force and torsion in the directions of the main axes and resultant is
shown at the end of the row.
Figure 23. Ultimate limit state. Shear and torsional resistance of bolt.
2. Shear resistances, pry-out, concrete edge and steel shear

Tab 2 of Window 3/4 shows the failure criterion shear resistances of the bolts.
1. VRdx,c1 Bolt’s concrete edge shear resistance without reinforcement.
VRdy,c1 The resistances are output in the +,– directions of both axes.
- The first number is the bolt’s shear resistance in the directions of the
+X- and +Y-axis without reinforcement.
- The second number is the bolt’s shear resistance in the directions of the
–X- and –Y-axis without reinforcement.
- The connections shear resistance by direction is min (VRdx,c1)i; min
(VRdy,c1)i
If this is exceeded, the connection must be provided with shear
reinforcement.
2. VRdx,c3 Bolt’s concrete edge shear resistance with supplementary reinforcement.
VRdy,c3 - The first number is the bolt’s shear resistance in the directions of the
+X- and +Y-axis with supplementary reinforcement.
- The second number is the bolt’s shear resistance in the directions of the
–X- and –Y-axis with supplementary reinforcement.
Anchor bolts
User Manual
36
- The connection shear resistance by direction is min (V Rdx,c3)i ;

min(VRdy,c3)i
If this is exceeded, change the connection or modify the structure.
3. VRd,cp Pry-out failure criterion resistance of the bolt.
4. VRd,s Steel shear resistance of the bolt.
Figure 24. Ultimate limit state. Bolt’s concrete shear resistance with reinforcement.
5.5.5 Combining the bolts’ axial force and shear resistance
1. Combination of resistances
Window 3/5 shows the combination of the bolt’s axial and shear force resistances in the
directions of the main axes and in the skew bending direction.
1. NEd, VExd, VEyd, - Calculation value of the bolt’s axial and shear force by load case in
VExyd, the directions of the main axes and shear resultant.
2. NED, NRd,I, βN - Bolt’s axial force calculation value, resistance and utilisation rate.
3. VExd, VEyd, VExyd - Bolt’s shear force calculation value, resistance and utilisation rate in
VRd,ix, VRd,iy, VRd,s the directions of the X- and Y-axes.
βV - Bolt’s skew direction shear resultant, steel shear resistance and
utilisation rate.
4. Utilisation rate - Utilisation rate of the bolt’s axial force and shear combination in the
nx, ny, nxy directions of the X- and Y-axes and skew resultant.
5. Criterion The description can be used to review which combination criterion
became dominant for each bolt. Combination formulas EN 1992-4,
Section 7.2.3.1
Criterion = min (from cases 1–4).
1. The bolt’s steel resistance is determining. Tension + shear.
Formula EN 1992-4 (7.54)
2. The bolt’s concrete resistance is determining. Tension + shear.

Either only concrete resistance or both tensile and shear
supplementary reinforcement are used.
Formula EN 1992-4 (7.55)

Either only concrete resistance or both tensile and shear
supplementary reinforcement are used.
Formula EN 1992-4 (7.56)

Either concrete resistance or only tensile or shear supplementary
Anchor bolts
User Manual
37
reinforcement is used.
Formula EN 1992-4 (7.57)
6. Acceptance - If the acceptance rate in this window is green or yellow, the bolt is
accepted.
- Thereby, the highest individual bolt utilisation rate also represents
the connection utilisation rate, and the bolt’s Criterion shows which
criterion will become dominant for the connection.
Figure 25. Ultimate limit state. Combining the bolt’s axial and shear force resistance.
5.6 Reinforcement of bolts
5.6.1 Reinforcement of bolts for axial force
1. ALP-PC ja ALP-P2 bolts’ reinforcement for axial force in foundation columns

1. Splitting Splitting stirrups for bolts
stirrups - The stirrups are located at the bottom and top ends of the bond according
Ast3 to EN 1992-1-1, Section 8.7.3.1.
- The stirrups are needed when the bolt’s bond or column’s main bar is ≥
T20.
- The distance between stirrups is ≤ 150 mm. The stirrups are selected
according to the column/foundation stirrups and matched to the stirrup size.
- The number of stirrups/location area = Ast3, which has been calculated
according to the size of the bolt’s bond.
2. Main Bolts’ main reinforcement in foundation columns
rebars - The vertical rebars are the ALP-PC and ALP-P2 bolt’s main reinforcement
Ast4 for axial force in a foundation column.
- The reinforcement usually also constitutes the main reinforcement of the
foundation column, unless the large size of the foundation column requires
separate bonds.
- The main reinforcement is located in the area affected by the bolt’s axial
force in accordance with minimum distances between bars as specified by
the standard. The main reinforcement consists of separate pieces of rebar,
not rebar bundles. The design criterion is a good bonding condition, product
(α2 α3 α5) = 1.0 and lap factor α6 = 1.5.
- Figure 24 shows the maximum main reinforcement calculated according to
the design value for axial force resistance. The reinforcement may also be
made according to the actual bolt force calculated by the software. The
rebar size may be selected according to the other reinforcement of the
column.

Anchor bolts
User Manual
38
Bolt Ast3 Ast3 Ast4 Ast4

mm2 T mm2 T
ALP22PC, -PS 0 - 371 4T12
ALP27PC, -PS 0 - 563 3T16
ALP30PC, -PS 157 4T8 688 3T20
ALP36PC, -PS 157 4T8 1002 5T16
ALP39PC, -PS 157 4T8 1197 4T20
ALP45PC, -PS 245 4T10 1602 5T20
ALP52PC, -PS 307 4T10 2156 5T25
ALP60PC, -PS 402 4T12 2895 6T25
Bolt Ast3 Ast3 Ast4 Ast4

mm2 T mm2 T
ALP22P2, -P2S 0 - 371 2T16
ALP27P2, -P2S 157 4T8 563 3T16
ALP30P2, -P2S 245 4T10 688 3T20
ALP36P2, -P2S 307 4T10 1002 5T16
ALP39P2, -P2S 307 4T10 1197 4T20
ALP45P2, -P2S 402 5T10 1602 5T20
ALP52P2, -P2S 628 6T12 2156 5T25
Figure 26. ALP-PC ja ALP-P2 bolt’s reinforcement for axial force resistance
1. Main reinforcement of ALP-PC-bolt

- The software displays the
reinforcement of ALP-PC bolts for
axial force in window 3/6.
- The size and number of
reinforcements is calculated
according to the default rebars.
- These reinforcements are the
minimum amounts calculated on the
basis of bolt-specific forces.
- Foundation will be reinforcer
according to maximum bolt.
Figure 27.ALP-PC ja ALP-P2 bolts’ reinforcement for calculated axial force in foundation.
2. ALP-LC bolts’ reinforcement for axial force in column footings

The principle for reinforcing ALP-LC bolts is shown in Figure 26, which presents the failure cone
reinforcement of one tensile bolt (blue) and one compressed bolt (red).
1. Tension Vertical rebars of the Concrete Cone. Foundation column and footing.
rebars - Vertical stirrup reinforcement is placed in each bolt’s failure cone area,
Ast5 calculated according to the bolt’s tensile force. The stirrups are positioned
symmetrically around the bolt.
- The bolt can be reinforced using maximum reinforcement Ast5 calculated on
the basis of the bolt’s axial force resistance as indicated in Table 9, or the
area calculated by the software can be used.
- The calculated reinforcement area Ast5 is towards one leg of the U-stirrup.
- The U-stirrups are positioned around the bolt and anchored to the bottom.
2. Edge Rebars at the corners of vertical stirrups.
rebars - Corner steels located at the top and bottom ends of vertical stirrups A st5.
Ast6 - The rebar size can be selected according to the A st8 reinforcement.
- The rebars can be included in the Ast8 reinforcement amounts.
3. Tension Failure cone reinforcement of the bolt’s bottom surface. Column footing.
reinforce - Vertical stirrup reinforcement is placed on the bottom surface.
ment - The calculated area Ast7 is towards one leg of the U-stirrup, and the stirrup
Ast7 can be combined with stirrup Ast5.
- Reinforcement is not needed when the amount of concrete below the bolt is
≥ hmin, Table 9.
4. Splitting Splitting reinforcement of the top surface of the foundations. Foundation
rebars column and footing.
- Splitting reinforcement is required at the top surface of the foundations,
Ast8
consisting of mesh reinforcement Ast8 positioned in the failure cone area of
Anchor bolts
User Manual
39
tensile bolts. The width of the reinforced area is 3*hef, where hef is the bolt
embedment depth.
- Reinforcement is required symmetrically in both directions at tensile bolts.
Ast8 is the total area of the mesh per direction.
- In Table 11, reinforcement Ast8 has been calculated on the basis of the
tensile resistance of one bolt. The total amount of mesh is the total
combined amount based on the tensile bolts, positioned symmetrically in
the failure cone areas of the bolts.
- From reinforcement Ast8, two/four rebars/bolt line/direction can be used for
reinforcement Ast6.
5. Blow-out Splitting reinforcement for the bolt’s headed fastened for blow-out failure.
stirrups Foundation column.
- In a foundation column, splitting reinforcement is positioned at the bottom
Ast9
end of the bolt, in the headed fastened area.
- The supplementary stirrups are shown in Table 10.Stirrups are needed only
when edge distance of bolt is ≤ C2 table 6.
Figure 28. ALP-LC bolt’s axial force and splitting reinforcement in a column footing
Table 10. ALP-LC bolt’s axial force and splitting reinforcement.

Bolt Ast5 Ast5 Ast6 Ast7 Ast7 hmin Ast8/Ast9 Ast9
mm2 T T mm2 T mm mm2 T
ALP22LC, -LS 186 2T12 2T8 95 2T12 150 186 4T8
ALP27LC, -LS 281 4T12 2T8 150 2T12 200 281 6T8
ALP30LC, -LS 344 4T12 2T8 155 2T12 200 344 7T8
ALP36LC, -LS 501 6T12 2T10 251 4T12 280 501 7T10
ALP39LC, -LS 599 6T12 2T10 306 4T12 320 599 8T10
ALP45LC, -LS 801 4T16 2T12 406 2T16 385 801 7T12
ALP52LC, -LS 1078 6T16 2T12 555 4T16 450 1078 10T12
ALP60LC, -LS 1449 8T16 2T12 410 2T16 390 1449 13T12
5.6.2 Reinforcement of bolts for shear force
The shear reinforcement principle for ALP-PC and ALP-LC bolts is shown in Figure 27. Anchor
bolts require shear reinforcements, which are calculated by the software according to the
following principles:
1. Bolts ALP-LC and ALP-PC shear reinforcement.

1. No The software does not output shear reinforcement.
reinforcement - If the column’s shear force is transferred to the foundation column
Ast through friction or using a shear headed fastened, shear stirrup
reinforcement calculated according to EC2 is enough for the
foundations. In this case, reinforcements Ast10 and Ast11 are not output in
window 3/6. The designer specifies the necessary stirrups separately.
Anchor bolts
User Manual
40
- When the shear force on the column is so small that shear

reinforcement is not needed for the bolts, it is sufficient to have standard
minimum stirrups Ast in the foundations. In this case, the software does
not output shear stirrups Ast10 and Ast11 in window 3/6.
- The designer specifies the necessary stirrups separately.
2. Shear-stirrups Shear force is transferred using a stirrup positioned around the bolts.
Ast10 NOTE: These stirrups are not used in design EN 1992-4:2018.
Only CEN/TS - The largest number of shear stirrups calculated for an individual bolt are
positioned around all corner bolts. The number of intermediate stirrups
1992-4-2
calculated in the software are positioned at the middle bolts.
- The stirrups are positioned on the top surface of the foundations as a
bundle and adapted to the other stirrups.
- If the bolts are deeper inside the column, the shear stirrups are
positioned separately around the bolts.
3. Bolt shear Shear force is transferred using a bolt-specific U-shear stirrup.
stirrup - If closed stirrups are not sufficient, the software calculates bolt-specific
Ast11 U-shear stirrups for the bolts.
- The stirrups are positioned on the top surface of the foundations,
around the bolt in the direction of the shear force and anchored to the
rear edge of the foundations.
- If U-stirrups are not output, they are not needed either.
- However, if the bolt’s shear resistance is exceeded in Figure 19 and no
stirrups are output in Figure 27, the shear force on the bolt is so great
that it cannot be transferred using stirrup reinforcement.
- Replace the bolt, change the structure dimensions or concrete strength,
or change the shear force transfer method to friction force or steel stud.
4. Reinforcement - On the Shear reinforcement tab of window 3/6, bolt-specific shear

principle. reinforcement Ast10–Ast11 is output. If the window is empty, the
foundations only require standard stirrup reinforcement Ast calculated
on the basis of the foundation loads.
- Figure 28 shows the shear reinforcement principles for ALP-PC and
ALP-LC bolts. The figure does not include other reinforcement of the
foundations. These shear reinforcements are positioned if the
calculation outputs bolt-specific shear reinforcements Ast10–Ast11 in
window 3/6.
- After this, the full reinforcement of the foundations consists of axial force
reinforcement as shown in Figure 27 or 278 and bolt-specific shear
reinforcement as shown in Figure 29.
Figure 29. Shear force reinforcement principles for ALP-LC and ALP-PC bolts

Anchor bolts
User Manual
41
5.7 Bolt connection’s service life design

1. Splitting analysis of the anchor plate’s base concrete with the specific loads.
1. Concrete and The following analysis is performed on the splitting of the anchor plate’s.
supplementary - Tab 1 of Window 3/6 shows the stress state of the tensile
reinforcement reinforcement calculated for the anchor plate with specific loads δ t,nom.
- Tab 3 of Window 3/6 shows the stress state of the shear reinforcement
calculated for the anchor plate with specific loads δt,nom.
- The specific load has been determined by dividing the calculation load
by a factor specified with the load ratio factor Gk in the Loads window.
2. Splitting - Splitting design is performed for the anchor plate’s base concrete at
design the edge of the structure by using these stress states as the basis for
the calculation along with the structure’s dimensions and other loads.
- The splitting design is performed by applying the instructions in EN
1992-1-1,[6] Section 7.3.
2. Recommended concrete covers and surface treatments

1. Connection - Anchor bolts can be hot dip galvanized
piece cast in - Only thread can be hot dip galvanized or alternative whole bolt.
concrete - The thread of bolt can be removable part and material can be selected
according to corrosion requirements.
2. Concrete - Table 10 shows the nominal value Cnom required for the concrete cover
cover of the bolt’s bonds by exposure class according to minimum value
Cmin,cur in EN 1992-1-1.
- The nominal value for the concrete cover of the bolt’s bonds and
threaded section is Cnom = Cmin,cur + Δcdev (= 10 mm) + stirrup T10.
- Table 10 shows the bolt’s minimum edge distances with stirrup size T10
in various exposure classes.
Table 11. Required nominal value Cnom for the concrete cover and surface treatment
Exposure 50-year 100-year Recommended thread material and surface
class BY 65 service life service life treatment options for bolts
Concrete Cnom + T10 Cnom + T10 Thread material or Surface treatment of
Code mm mm surface treatment bolt’s bond
X0 30 30 No surface treatment No surface treatment
XC1 30 40 No surface treatment No surface treatment
XC2 40 50 No surface treatment No surface treatment
XC3–XC4 45 55 Hot-dip galvanised Hot-dip galvanised
XS1–XD1 50 60 Hot-dip galvanised Hot-dip galvanised
XD2 55 65 Hot-dip galvanised Hot-dip galvanised
XD3 60 70 Hot-dip galvanised Hot-dip galvanised
XS2–XS3 – – The bolts can be used on the basis of site-specific special
XA1–XA3 analyses. The bolt’s thread material, bond surface
XF1–XF4 treatment and concrete cover nominal value are specified
according to the site requirements.

Anchor bolts
User Manual
42
6 INSTALLING THE BOLTS ON THE SITE
6.1 Standards and plans to be followed during installation

The following standards, instructions and project structural plans are to be followed when
installing the bolts.
1. Implementation - Installation plan prepared by the frame installer.
breakdown - Concrete and steel structure implementation breakdowns prepared
Quality plan for the project.
- Quality inspection plan prepared for the project and site.
2. Drawings - Installation drawings prepared by the frame designer.
- Structure sections and installation details prepared by the frame
designer.
3. Installation - User manual for ALP-C anchor bolts, whose sections 6, 7 and 8
instructions apply to installing a bolt connection on the site. [22]
6.2 Bolt delivery, storage and identification

The bolts are delivered on a pallet. Longer-term storage protected from rain. Hot-dip
galvanised bolts must be stored for at least a month after the galvanisation before use. This
storage period before casting is necessary to avoid a hydrogen reaction, which would weaken
the bond. The bolt type and size can be identified as follows:
The pallet is equipped with identifying information and
each bolt has a colour code. The bolts can be
identified as follows:
- Untreated bolts:
The size of the bolt is indicated by the colour code
painted on its head. The colour codes are shown
in tables 1, 2 and 3.
- Galvanised bolts:
Also identified by the colour code on the bolt’s head.
This means that bolts can also be identified after
casting.
Figure 30. Bolt markings, identifying information and packaging
6.3 Installing the bolts in a foundation formwork

The bolts are assembled into a group using an AAK installation frame. The frame ensures the
correct distance and direction of each bolt in relation to the lines of the building. In addition, the
frame ensures the correct elevation of each bolt and protects the threads during casting. The order
code for the installation frame is AAK M H*B, where M is the bolt size and H*B are the distances
between bolts in the frame.
Figure 31. Installing the bolts using a frame and casting the foundations
Anchor bolts
User Manual
43
Before starting the work, the installer of the building frame performs an acceptance inspection,
ensuring that the bolt locations are correct. The inspection may either be carried out on the
basis of as-built dimension records prepared by the concrete contractor or the as-built
measurements may be performed by the installer. A record will be made of the inspection,
transferring the responsibility for the bolt locations to the installer of the structures.
Table 12. Bolt group’s installation tolerances

1 Bolt’s mutual location and cross-measure in a finished anchor bolt frame ± 2 mm
2 Anchor bolt frame’s centre line location in relation to the module line ± 5 mm
3 Anchor bolt frame’s twist at the outer corner of the frame ± 5 mm
4 Mutual displacement between two adjacent frames ± 5 mm
5 Maximum mutual deviation between two frames in the column line ± 5 mm
direction
6 Maximum deviation of two frames in the main girder direction ± 5 mm
7 Elevation deviation of the bolt’s head ± 10 mm
8 Elevation deviation of the removable thread from the surface of the ± 10 mm
sleeve
9 Bolt’s straightness (inclination) from the theoretical (L = entire bolt ± L/150
length)
Bolts according to Table 14 are used in APK-C shoes. The table shows the elevation of the
bolts and grouting from the rough cast surface as well as the nut torque. Tightening the nut
has been specified according to EN 1090-2:2018, Section 8.5.1, such that preload force Fc,p of
the bolt is 30 % of the breaking force of the bolt’s thread. The nuts are tightened to the torque
Mr,1 = 0.125*d*Fp,c, where Fp,c = 0.3*fub*As. After the tightening, at least one pitch of the bolt’s
thread must be visible. The thread dimension must not be lower than this, and a repair plan
must be made if this happens.
If necessary, particularly in equipment and machinery foundation connections, the torque

value can be changed by entering a new percentage in the formula Fp,c = 0.3*fub*Asj instead of
the value 0.3 for the preload force required. The maximum value is 0.7 (= 70% of the bolt’s
breaking force).
The calculation value for the bolt’s breaking strength fub is 800 MPa.
Table 13. Bolts’ elevation in the shoe connection, grouting thickness and torque
Column shoe Anchor bolt A G Mr,1
C and S series mm mm Nm
APK24C, APKK24C ALP22C 130 50 200
ALP27C 150 50 370
APK30C, APKK24C ALP30C 150 50 500
APK36C, APKK24C ALP36C 170 60 880
APK39C, APKK24C ALP39C 190 60 1140
APK45C, APKK24C ALP45C 200 65 1760
APK52C, APKK24C ALP52C 235 70 2740
APK60C, APKK24C ALP60C 260 80 4250
Legend: A = Thread elevation from rough cast or sleeve surface
G = Base plate casting thickness for AKP-C and APKK-C shoes
Mv = Nut torque Nm, Tolerance ± 30%
6.4 Installing an anchor bolt connection

S series removable thread bolts are prepared for installation by fastening the threaded rod to
the bolt’s installation sleeve. The rod is screwed into the sleeve up to the paint mark on the
thread. The embedment depth of the thread must not be left more than 10 mm short of this. If
necessary, the rod can also be screwed deeper into the sleeve. The threaded rod is locked to
the sleeve by hitting the thread at the root of the rod and sleeve on both sides of the rod to
break the thread.

Anchor bolts
User Manual
44
An anchor bolt connection is installed as follows:

1. Column elevation - Remove the top nut and washer and check that the bolt’s thread
adjustment is intact.
- Adjust the top surface of the washer of the bolt’s bottom nut to
the planned column lever.
- Lever the top surface of the other bolts’ washers to the same
lever.
- Only use the bolt supplier’s washers.
2. Lifting the column - Lift the column into place and fasten the top nuts and washers.
and installing the - If necessary, adjust the column upright by turning the bottom
nuts nuts of the bolts.
- The nut holes in the shoes have been dimensioned for a DIN
7444 striking wrench.
- The top nuts of the bolts are tightened to the torques shown in
Table 14.
- The values have been specified in accordance with EN 1090-
2:2018 to correspond to tightening that equals 30% of the
breaking force of ALP-C bolts’ thread.
3. Unhooking the - Ensure that the plans do not require installation support for the
crane column.
- The crane can be unhooked from the column after providing any
installation support required.
- Check that none of the bottom nuts are left loose.
4. Checking the - When the column has been installed and the nuts tightened, at
connection least two pitches of the bolt’s thread must be visible.
- Check that all the nuts have been installed, tightened and
locked and that none of the bottom nuts have been left loose.
- If the thread dimension is lower than this, a non-conformity
report must be prepared, and corrective measures taken.
5. Performing the - Check the plans to confirm the time at which the grouting is to
grouting be performed and perform the grouting.
The following methods can be used for locking the (top) nuts: A method suitable for the project
must be selected in the construction plans.
1. Locking the bolt’s - Tighten the top nut to the torque specified in Table 14 and hit
thread to the nut the bolt’s thread at the root of the nut and thread to break it.
- A double nut may be used in dynamic equipment and machine
foundations.
2. Pre-tensioning and - Tighten the top nut to the torque specified in Table 14. For
concrete casting locking the nut, it is enough to cast concrete in the connection
around the bolt.
3. Double nut - When dynamic forces are acting, a double nut is used for
locking when no concrete is cast in the connection or when it
must be possible to remove the nut later.
6.5 Corrective measures allowed for bolts on the site

The structures of the bolt connection must not be modified without the designer’s and/or bolt
manufacturer’s permission. The following measures are allowed on the installation site. A non-
conformity report must be prepared for each change, and the changes must be documented in
the project’s quality documentation.
1. Allowable - If necessary due to installation space requirements, the rebar bond of

corrective ALP-PC and ALP-P2 bolts may be bent (= 10–50 mm) on the site.
measure However, the bend must not reach the bolt bond’s welded area.
- Foundation reinforcements may be welded to the bolt’s bond, if spot
Anchor bolts
User Manual
45
welds are used and the purpose is to fasten the bolt to the formwork
during the installation.
- Load-bearing joints must not be welded to the bolt’s bond.
- If the washer touches the shoe housing or steel column profile, some
material can be removed from that part of the washer such that the
washer sits suitably tightly against the top surface of the base plate.
- The washer must not be left in a slanted position.
- When a bolt is installed in a slanted position, the nut must not be left
in a slanted position such that it touches the washer on one side only.
- For such cases, an oblique washer is made that can be installed
between the nut and a standard washer to provide the nut with an
even contact surface against the washer.
- Standard washers may be added to the connection, if necessary,
provided that the bolt manufacturer’s washer is kept lowermost.
The following corrective measures are not allowed. Changes require a separate non-
conformity plan and the designer’s or bolt manufacturer’s approval.
2. Non- - The bolt’s threaded section must not be bent or heated.

allowable - No other force transfer structures may be welded to the bolt.
corrective - A dowel bolt’s bonds must not be bent.
measure - The bolt and its bonds must not be cut and welded to a new location.
- The bolt must not be welded to the base plate of a shoe or steel
column.
- The bolt’s washer must be supplied by the bolt manufacturer.
- The washer must not be replaced.
- The nut may never have installed without the bolt’s own washer.
- If the hole in the column’s base plate has been reamed, the washer
must be replaced with a larger one.
- In this case, it is usually necessary to make a special washer.
- The nut of a hot-dip galvanised bolt must not be replaced with a nut
based on another standard.
- A hot-dip galvanised bolt requires a hot-dip galvanised, oversized M8
nut in accordance with the DIN 934 standard.
- When the nut has been tightened into place, at least two pitches of
the bolt’s thread must be visible.
- If the thread dimension is lower than this, a non-conformity report
must be prepared, and corrective measures approved by the civil
engineer.

Anchor bolts
User Manual
46
7 SAFETY MEASURES
7.1 Information for preparing work safety instructions for the site
Appointed by the developer, the project’s work safety coordinator is responsible for ensuring
work safety during the building work. When preparing work safety instructions for the project,
the following must be taken into account in anchor bolt connection installations:
1. Installation - Columns are installed by following the working order in the contractor’s
installation plan and the requirement for frame stability during erection
determined by the designer.
- The falling of the column and incorrect loading of the bolt connection
during installation must be prevented by the following measures:
- The column is lifted using lifting lugs/equipment.
- The column must not be moved or lifted from the shoe bolt hole.
- During lifting, the shoe base plate must not hit/rest on the ground or
another fixed structure.
- The lifting equipment is unhooked from the column when the column is
in place, fastened to all bolts and provided with installation support in
accordance with the plans.
- The bolts must not be loaded in ways and with loads deviating from the
plan.
2. Stability - The column must never be left standing without fastening it to the bolts
with all nuts.
- The frame stability under exceptional natural loads must be ensured at
the end of the shift.
- The overall stability of a partially installed frame must be ensured.
3. Structure - The time at which the connection is to be grouted must be specified in

the installation plan.
- Installation of the upper frame must not be continued before the grout
has hardened.
- The grouting concrete is part of the load-bearing structure of the
connection, so the materials and work methods must be selected such
that the grout cannot freeze.
- Any installation supports used for the column are removed after the
grout in the connection has hardened.
7.2 Commissioning a bolt connection during construction

The bolt connection is designed for erection state loads and ultimate limit state loads for the
frame. There are significant differences in the connection’s loading capacity between these
two states. The bolt connection will only reach the ultimate limit state load-bearing capacity
when the connection’s grouting concrete has reached the design strength. Until then, the
column connection and its loading capacity must be reviewed using the erection state
resistance values.
The time at which grouting is to be performed is specified in the installation plan. The grouting
must not be postponed, and the column commissioning permit required for continuing the
installation of the upper structures and for additional loading of the column is determined by
means of a review.

Anchor bolts
User Manual
47
8 INSTALLATION QUALITY CONTROL
8.1 Instructions for monitoring column installations

Installation quality control for column connections is carried out in accordance with the quality
control plan prepared for the project and site. The structural and dimensional inspections
specified in the implementation breakdown are performed on the building frame. The
instructions to be followed are in EN 13670 for the requirements for concrete structures and in
EN 1090-2:2018 for the steel frame.
An inspection report is prepared for the frame’s quality control and dimensional inspections
and saved in the project’s quality documentation. The following inspection measures are
performed for bolt connections:
1. Before - Ensure that the bolts are not damaged.
column - Following the installation plan regarding the installation order of the
installation elements.
- Need for supporting the columns during installation.
- Checking the elevation of the bottom ends of the columns and the
bolts.
2. After column - Check that the column connection has been installed at the elevation
installation, specified in the plans.
before - Ensure that the correct washers have been used and the nuts have
grouting been tightened to the torque specified.
- Ensure that two pitches of the bolt’s thread are visible from the nut.
- Ensure that the strength of the grouting concrete is in accordance
with the plans.
3. After - Check that the nut holes and joint grouting have been made
grouting the appropriately and with the concrete strength according to the plans.
connection - Ensure that all the nut holes and the grouting joint have been filled
with concrete.
- Ensure that the grouting of the connection meets the fire protection
requirements for the connection.
4. Deviations If the frame installer deviates from the approved plans and documents in
any of the following tasks:
- quality control
- performing the installation work, lifting and transfers
- installation materials
- structure tolerances and dimensional inspection of the frame
- required inspections and their documentation,
the installer is obliged to start documenting the non-conformity upon
observing the deviation from the plan and to have the client approve the
resulting measures. Non-conformity reports are saved in the project’s
quality documentation.
8.2 Final documentation of installation quality control

When the job has been accepted, the frame installer is required to deliver the inspection and
quality control documentation created during the installation work to the client.
1. Readiness - As-built dimension record for the bolts.
inspection - Loading capacity and commissioning inspection of the columns
records after grouting.
2. Non-conformity - Any non-conformity reports prepared during the installation of the
reports bolt connection are handed over.
3. Product - CE marking certificates or corresponding product approval
approval as- information for materials purchased for the site.
built - As-built documentation for changes made to the structure.
Anchor bolts
User Manual
48
REFERENCES
[1] EN 1090-1 Execution of steel structures and aluminium structures. Part 1:
[2] EN 1090-2:2018 Execution of steel structures and aluminium structures. Part 2: Technical requirements for steel structures.
[3] EN ISO 3834 Quality requirements for fusion welding of metallic materials. Part 1:
[4] EN 1990, Eurocode. Basis of structural design
[5] EN 1991-1, Eurocode 1. Actions on structures, parts 1–7
[6] EN 1992-1-1, Eurocode 2. Design of concrete structures. Part 1-1: General rules and rules for buildings.
[7] EN 1992-1-2, Eurocode 2. Design of concrete structures. Part 1-2: General rules. Structural fire design.
[8] EN 1993-1, Eurocode 3. Design of steel structures. Part 1-1: General rules and rules for buildings. Parts 1–10
[9] CEN/TS 1992-4-1 Design of fasteners in concrete – Part 4-1: General (cancelled)
[10] CEN/TS 1992-4-2 Design of fasteners use in concrete – Part 4-2: Headed Fasteners (Cancelled)
[11] EN ISO 5817, Welding. Fusion-welded joints in steel, nickel, titanium and their alloys. Weld classes.
[12] EN ISO 12944, Paints and varnishes. Corrosion protection of steel structures by protective paint systems. Part 1:
[13] EN ISO 1461, Hot dip galvanized coatings on fabricated iron and steel articles. Specifications and test methods.
[14] EN 10025, Hot rolled products of structural steels. Part 1: General technical delivery conditions.
[15] EN ISO 1684 Fasteners. Hot dip galvanized coating
[16] EN 17760-1 Welding. Welding of reinforcing steel. Part 1: Load-bearing welded joints.
[17] EN 13670 Execution of concrete structures
[18] EN 13325 Precast concrete products. Column and beam elements.
[19] EN 13369 Common rules for precast concrete products.
[20] Removed
[21] Anstar Oy. APK-C Column Shoes user manual
[22] Anstar Oy. ALP-C Anchor Bolts user manual
[23] Removed
[24] EN 1992-4:2018, Design of concrete structures. Part 4. Design of fastenings for use in concrete
LIST OF TABLES
Table 1. ALP-PC and ALP-PS bolt dimensions .............................................................................................................................. 6
Table 2. ALP-LC and ALP-LS bolt dimensions ............................................................................................................................... 7
Table 3. ALP-P2 and ALP-P2S bolt dimensions ............................................................................................................................. 8
Table 4. ALP-P2S and ALP-P2SM bolt dimensions ........................................................................................................................ 9
Table 5. Anstar’s bolt manufacturing programme and user manuals ............................................................................................ 10
Table 6. Axial force resistance of anchor bolts ultimate and accident limit state. .......................................................................... 12
Table 7. Minimum edge and centre distances of ALP-C bolts for Axial force ................................................................................ 13
Table 8. Design values for the shear resistance of bolts, Ultimate Limit state, C25/30-2. .............................................................. 15
Table 9. Suitability of ALP-C anchor bolts for various foundation structures ................................................................................. 21
Table 10. ALP-LC bolt’s axial force and splitting reinforcement. ..................................................................................................... 39
Table 11. Required nominal value Cnom for the concrete cover and surface treatment .................................................................... 41
Table 12. Bolt group’s installation tolerances ................................................................................................................................. 43
Table 13. Bolts’ elevation in the shoe connection, grouting thickness and torque ........................................................................... 43
PICTURES
Figure 1. ALP-LC bolt with a dowel anchor and ALP-PC and ALP-P2 bolts with rebar bond ............................................................ 4
Figure 2. ALP-LC and ALP-PC bolts in a rectangular column connection. ....................................................................................... 4
Figure 3. ALP-C bolts in composite and steel column connections in office buildings ...................................................................... 5
Figure 4. ALP-C bolts in a shear wall’s ASL-P shoe connection ...................................................................................................... 5
Figure 5. ALP-P2S bolts in equipment foundations, principle drawing of the installation order ......................................................... 5
Figure 6. ALP-PC and ALP-PS bolt structure................................................................................................................................... 6
Figure 7. ALP-LC and ALP-LS bolt structure ................................................................................................................................... 7
Figure 8. ALP-P2 and ALP-P2S bolt structure ................................................................................................................................. 8
Figure 9. ALP-P2S and ALP-P2SM bolt structure ............................................................................................................................ 9
Figure 10. Main window with the APK-C column shoe connection and with anchor bolts ................................................................. 21
Figure 11. ACOLUMN software connection types ............................................................................................................................ 23
Figure 12. Tab 2. Material strengths, concrete cracking state and reinforcement ............................................................................. 24
Figure 13. Tab 3. Dimension of column ........................................................................................................................................... 24
Figure 14. Tab 5. Selecting the base dimensions ............................................................................................................................ 24
Figure 15. Tab 6. Size of supplementary reinforcement ................................................................................................................... 25
Figure 16. Column connection calculation forces and coordinate system ........................................................................................ 26
Figure 17. Ultimate limit state. Resistance graphs and loading points. X-axis direction. ................................................................... 29
Figure 18. Ultimate limit state. Stress state of the column grouting concrete, 3D image................................................................... 30
Figure 19. Ultimate limit state, grouting section. Bolt resistances and combination. ......................................................................... 31
Figure 20. Ultimate limit state. Tensile resistance and utilisation rate of the bolt. ............................................................................. 33
Figure 21. Ultimate limit state. Pull-out and blow-out resistance of the bolt. ..................................................................................... 33
Figure 22. Ultimate limit state. Concrete cone resistance of the bolt ................................................................................................ 34
Figure 23. Ultimate limit state. Shear and torsional resistance of bolt. ............................................................................................. 35
Figure 24. Ultimate limit state. Bolt’s concrete shear resistance with reinforcement. ........................................................................ 36
Figure 25. Ultimate limit state. Combining the bolt’s axial and shear force resistance. ..................................................................... 37
Figure 26. ALP-PC ja ALP-P2 bolt’s reinforcement for axial force resistance ................................................................................... 38
Figure 27. ALP-PC ja ALP-P2 bolts’ reinforcement for calculated axial force in foundation. ............................................................. 38
Figure 28. ALP-LC bolt’s axial force and splitting reinforcement in a column footing ........................................................................ 39
Figure 29. Shear force reinforcement principles for ALP-LC and ALP-PC bolts ............................................................................... 40
Figure 30. Bolt markings, identifying information and packaging...................................................................................................... 42
Figure 31. Installing the bolts using a frame and casting the foundations......................................................................................... 42

Anchor bolts
User Manual
49

Anstar

Uploaded by

Copyright:

Available Formats

Anstar

Uploaded by

Document Information

Copyright

Available Formats

Share this document

Share or Embed Document

Sharing Options

Did you find this document useful?

Is this content inappropriate?

Copyright:

Available Formats

Anstar

Uploaded by

Copyright:

Available Formats

Anchor bolts

User Manual Anchor bolts Revision 1/2020

Revision N – 31 January 2020

User Manual Anchor bolts Revision 1/2020

2.1 Heavy-duty concrete element frames of industrial buildings

Figure 2. ALP-LC and ALP-PC bolts in a rectangular column connection.

User Manual Anchor bolts Revision 1/2020

2.2 Composite column and steel frames of office buildings

2.3 Shear walls in building frames

Figure 4. ALP-C bolts in a shear wall’s ASL-P shoe connection

2.4 Connecting steel structures and equipment to concrete

2.5 Dimensions of anchor bolt products

2.5.1 ALP-PC Anchor bolt

Figure 6. ALP-PC and ALP-PS bolt structure

Table 1. ALP-PC and ALP-PS bolt dimensions

User Manual Anchor bolts Revision 1/2020

2.5.2 ALP-LC anchor bolts

Figure 7. ALP-LC and ALP-LS bolt structure

Table 2. ALP-LC and ALP-LS bolt dimensions

User Manual Anchor bolts Revision 1/2020

2.5.3 ALP-P2 anchor bolts

Figure 8. ALP-P2 and ALP-P2S bolt structure

Table 3. ALP-P2 and ALP-P2S bolt dimensions

Surface treatment options for ALP-P2 and ALP-P2S bolts:

User Manual Anchor bolts Revision 1/2020

2.5.4 ALP-P2S ja ALP-P2SM for beam shoe

Figure 9. ALP-P2S and ALP-P2SM bolt structure

Table 4. ALP-P2S and ALP-P2SM bolt dimensions

Surface treatment options for ALP-P2S bolts:

User Manual Anchor bolts Revision 1/2020

Table 5. Anstar’s bolt manufacturing programme and user manuals

4.1 Design and manufacturing standards

2. Other countries in the European Code area

4.2 Bolt resistance values

4.2.1 Axial force resistance

User Manual Anchor bolts Revision 1/2020

2. Axial force resistance values of bolt

ALP-LC anchor bolts. Axial force resistance. Calculation principle.

3. Axial force resistance failure criterion in concrete

- NRd = min(NRd,s; NRd,re ; NRd,p; NRd,cb),

4. Minimum edge distances for axial force in concrete

User Manual Anchor bolts Revision 1/2020

4.2.2 Shear force resistance

User Manual Anchor bolts Revision 1/2020

3. Ultimate Limit Anchor bolts have three shear force resistances:

2. Anchor bolts shear resistance. Calculation method.

3. Shear force resistance failures in concrete

User Manual Anchor bolts Revision 1/2020

4.2.3 Combining axial and shear force resistance.

4.3 Transfer shear force to the grouting

User Manual Anchor bolts Revision 1/2020

Eurocode and according to the Swedish and German National Annex.

User Manual Anchor bolts Revision 1/2020

5.1 Design stages and parties

5.2 ACOLUMN software

2. Information controlling the calculation

User Manual Anchor bolts Revision 1/2020

3. Suitability of bolts for various connection types in foundation structures

Table 9. Suitability of ALP-C anchor bolts for various foundation structures

User Manual Anchor bolts Revision 1/2020