CONNECTIONS FOR PRECAST BEAMS, COLUMNS AND … Steel Connectors_LR.pdf · 2020. 1. 17. · A-Beam W...

CONNECTIONS FOR PRECAST BEAMS, COLUMNS AND COMPOSITE CONSTRUCTIONS 14

CONTENTS

Anstar Products 14-03

A Beam S and W 14-04

A-Beam Frame Systems 14-05

Fastening Plates 14-07

Bolts and Shoes 14-14

Wall Shoes 14-26

Foundation Bolts 14-28

Anchor Bolts 14-29

AEP Steel Bracket 14-41

Bracing Connection 14-58

Diagonal Ties 14-67

www.cfsfixings.com 14

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03

ANSTAR PRODUCTS

Quality Products from Finland

Range includes column shoes, foundation bolts, composite structures, steel to concrete and lattice reinforcement for sandwich panels product.

Watch the Product Animationwww.youtube.com/watch?v=I8SlQYWlXM8


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05www.cfsfixings.com14 04

14.1 A-BEAM S AND W A-BEAM FRAME SYSTEMS

A-Beam W

A-beam is a composite steel/concrete beam system. Complete service includes strength calculations, manufacturing, concreting of the beam and carriage to the site. Beams are dimensioned and priced individually for each project.

The A-Beam W is a concrete filled composite steel beam to be used inside floor decking like hollow-core, composite, thin shell and cast in situ slabs. A-Beam W is delivered to the building site already filled with concrete.

Workshop design;

• Final design calculations with manufacturing drawings based on the information given by the project designer.

• Election of the beam profile and preliminary dimensioning of composite structure will be done using software available to download. Provision of A-beam connection details, AutoCAD blocks and Tekla Structure components.

Watch the A-BEAM® Demo Videowww.youtube.com/watch?v=LWfA7ebp5Yk

Figure 14.1.1


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A-Beam S

The A-Beam S is a concrete filled steel beam to be used inside floor decking like hollow-core, composite, thin shell and cast in situ slabs. A-Beam S is filled with concrete on site when casting the slab structure.

AKL Fastening Plates

Software can be downloaded from Anstar home page. www.anstar.fi/en/downloads/ on the location Installation guide. Windows versions: Windows XP, 7, 8 and 10 are required.

14.2 FASTENING PLATES

Plate Anchors

AKL S355J2+N B500B

AKLR 1.4301 B500B

AKLH 1.4401 B500B

Part No Dimensions Resistance

t Ø C A H Weight NRd VRd MRdL MRdB TRd

mm kg kN kNm

AKL 150/150 12 12 90 90 161 2,8 99,7 38,9 8,0 8,0 3,0

AKL 200/100 12 12 120 60 161 2,6 94,2 38,0 10,6 5,3 3,2

AKL 200/200 12 12 120 120 162 5,0 201,0 73,0 18,9 18,9 7,3

AKL 300/100 15 15 180 60 165 4,7 177,0 71,5 28,4 9,3 8,1

AKL 300/200 15 15 180 120 163 8,4 215,0 74,2 28,4 18,9 9,3

AKL 300/300 12 12 180 180 162 9,8 231,0 77,0 28,4 28,4 10,9

AKL, JAL, AKLP and AKLJ fastening plates are steel plates with welded stud head anchors, which are cast into concrete. Connected structures are welded directly onto the steel plate.

The capacities of fastening plates are calculated for reinforced concrete C25/30 with the assembly tolerance (mm) and edge distance (11*Ø) (from the centre of the anchor bar). Calculated design load (NEd) using partial safety factors must be smaller than the design capacity (NRd) of the plate. The concrete structure is reinforced with steel corresponding to the transferred force.

Figure 14.2.1

Table 14.2.1


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JAL - Heavy Fastening Plates

Plate Anchors

JAL S355J2+N B500B

JALR 1.4301 B500B

JALLH 1.4401 B500B


t Ø C A H Weight NRd VRd MRdL MRdB TRd

mm kg kN kNm

JAL 150/150 25 16 90 90 220 6,0 177 69,2 14,2 14,2 5,4

JAL 200/150 25 20 120 90 220 8,5 295 110 29,6 22,2 10,0

JAL 200/200 25 20 120 120 220 10,3 323 116 29,6 29,6 11,4

JAL 250/150 25 20 190 90 220 10,0 316 114 46,9 22,2 14,1

JAL 250/200 25 20 190 120 220 12,4 339 116 46,9 29,6 15,1

JAL 250/250 25 20 190 190 220 14,9 369 121 46,9 46,9 18,0

JAL 300/200 25 25 200 120 280 17,0 533 182 77,1 46,3 24,5

JAL 300/300 25 25 200 200 280 23,0 584 190 77,1 77,1 29,7

JAL 400/400 30 25 300 300 285 43,0 637 196 115 115 44,5

JAL 500/300 30 25 140 200 285 46,0 687 374 180 108 62,3

JAL 500/500 30 25 400 400 285 64,0 666 200 154 154 59,4

JAL 600/600 30 25 500 500 285 91,0 684 202 192 192 74,2

JAL 800/500 30 25 175 400 285 108,0 912 490 337 265 131

JAL 800/800 30 25 350 350 285 163,0 1050 404 405 405 156

JAL 1000/600 30 25 180 500 285 158,0 1050 595 485 374 192

JAL 1000/1000 30 25 450 450 285 248,0 1240 408 520 520 200

Figure 14.2.2

Table 14.2.2

AKLP and AKLJ - Long Fastening Plates

AKLP- JA AKLJ-LONG FASTENING PLATES BY 5B-EC-30

t Ø A H weight NRd VRdL VRdB

[kg/m] [kNm]

AKLP 100/L 12 16 60 115 11,6 79,4 23,4 37,4

AKLP 150/L 12 16 90 115 16,4 93,6 27,6 37,4

AKLP 200/L 12 16 100 115 21,2 97,1 28,6 37,4

AKLP 300/L 12 16 200 115 30,2 116 34,4 37,4

AKLP 400/L 12 16 200 115 40,0 116 34,4 37,4

AKLJ 300/L 20 20 200 215 54,0 181 53,7 58,4

AKLJ 400/L 25 20 300 220 86,0 191 57,6 58,4

AKLJ 500/L 25 20 200 220 109,0 283 84,9 87,6

AKLJ 600/L 25 20 250 220 129,0 290 87,6 87,6

not stocked

JAL-HEAVY FASTENING PLATES BY 5B-EC-30

t Ø C A H weight NRd VRd MRdL MRdB TRd JAL JALR[kg]

JAL 150/150 25 16 90 90 220 6,0 177 69,2 14,2 14,2 5,4

JAL 200/150 25 20 120 90 220 8,5 295 110 29,6 22,2 10,0

JAL 200/200 25 20 120 120 220 10,3 323 116 29,6 29,6 11,4

JAL 250/150 25 20 190 90 220 10,0 316 114 46,9 22,2 14,1

JAL 250/200 25 20 190 120 220 12,4 339 116 46,9 29,6 15,1

JAL 250/250 25 20 190 190 220 14,9 369 121 46,9 46,9 18,0

JAL 300/200 25 25 200 120 280 17,0 533 182 77,1 46,3 24,5

JAL 300/300 25 25 200 200 280 23,0 584 190 77,1 77,1 29,7

JAL 400/400 30 25 300 300 285 43,0 637 196 115 115 44,5

JAL 500/300 30 25 140 200 285 46,0 687 374 180 108 62,3

JAL 500/500 30 25 400 400 285 64,0 666 200 154 154 59,4

JAL 600/600 30 25 500 500 285 91,0 684 202 192 192 74,2

JAL 800/500 30 25 175 400 285 108,0 912 490 337 265 131

JAL 800/800 30 25 350 350 285 163,0 1050 404 405 405 156

JAL 1000/600 30 25 180 500 285 158,0 1050 595 485 374 192

JAL 1000/1000 30 25 450 450 285 248,0 1240 408 520 520 200

not stocked

CODE B/L

CODE L/BDIMENSIONS RESISTANCE PRICE

[mm] [kN] [kNm] [€/pc]

DIMENSIONS RESISTANCE PRICEAKLP/-J AKLPR/-JR

[mm] [kN] [€/pc] L=2000

L = n*200 max. 2000

200 200 200200100 100

Ø

tHA

LB

CA H

t

Ø

PLATE ANCHORSAKLP/AKLJ S355J2+N B500B

AKLPR/AKLJR 1.4301 B500BAKLPH/AKLJH 1.4401 B500B

PLATE ANCHORSJAL S355J2+N B500B

JALR 1.4301 B500BJALH 1.4401 B500B

www.anstar.eu

Plate Anchors

AKLP/AKLJ S355J2+N B500B

AKLPR/AKLJR 1.4301 B500B

AKLPH/AKLJH 1.4401 B500B


t Ø A H Weight NRd VRdL VRdB

mm kg kN kNm

AKLP 100/L 12 16 60 115 11,6 79,4 23,4 37,4

AKLP 150/L 12 16 90 115 16,4 93,6 27,6 37,4

AKLP 200/L 12 16 100 115 21,2 97,1 28,6 37,4

AKLP 300/L 12 16 200 115 30,2 116 34,4 37,4

AKLP 400/L 12 16 200 115 40,0 116 34,4 37,4

AKLJ 300/L 20 20 200 215 54,0 181 53,7 58,4

AKLJ 400/L 25 20 300 220 86,0 191 57,6 58,4

AKLJ 500/L 25 20 2*200 220 109,0 283 84,9 87,6

AKLJ 600/L 25 20 2*250 220 129,0 290 87,6 87,6

Allowable loads are achieved by dividing the capacities by factor 1,6.

Fall = FRd/1,6

Figure 14.2.3

Table 14.2.3


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SBKL - Fastening Plates

KL - Fastening Plates

Plate Anchors

SBKL S355J2+N S235JR+AR

SBKLR 1.4301 S235JR+AR

SBKLRr 1.4301 1.4301

SBKLH 1.4401 S235JR+AR

Plate Anchors

KL S355J2+N B500B

KLR 1.4301 B500B

KLH 1.4401 B500B


H t A C Ø Weight NRd VRd MRdL MRdB TRd

mm kg kN kNm

SBKL 50/100 68 8 0 60 12 0,5 7,7 9,8 0,38 0,30 0,49

SBKL 100/100 68 8 60 60 12 1,0 13,7 19,3 0,68 0,68 1,38

SBKL 100/150 70 10 60 90 12 1,5 18,4 19,3 1,20 0,91 1,76

SBKL 100/200 162 12 60 120 12 2,5 37,2 19,3 2,98 1,86 2,15

SBKL 100/300 165 15 60 180 16 - 69,9 34,8 7,94 3,61 5,50

SBKL 150/150 162 12 90 90 12 2,7 39,6 22,6 2,57 2,57 2,10

SBKL 200/200 162 12 120 120 16 5,0 71,5 42,6 6,62 6,62 4,92

SBKL 250/250 165 15 170 170 16 8,6 84,6 47,7 10,90 10,90 7,00

SBKL 200/300 165 15 120 180 16 - 78,6 43,5 9,94 7,22 6,28

SBKL 300/300 165 15 180 180 16 - 87,4 47,5 10,8 10,8 7,38


H t A C Ø Weight NRd VRd MRdL MRdB TRd

mm kg kN kNm

KL 50/100 218 8 0 60 12 0,7 13,4 15,8 1,71 0,30 0,72

KL 100/100 218 8 60 60 12 1,4 46,2 37,4 3,43 3,43 2,05

KL 100/150 220 10 60 90 12 2,0 50,5 38,6 5,15 3,43 2,61

KL 150/150 222 12 90 90 16 3,6 71,8 72,3 5,50 5,50 5,48

KL 100/200 222 12 60 120 16 3,4 68,2 70,7 7,33 3,66 5,77

KL 200/200 312 12 120 120 20 7,0 133,8 117,9 12,2 12,2 11,4

KL 100/300 315 15 60 180 20 6,8 120,0 115,9 18,4 6,13 12,7

KL 200/300 315 15 120 180 20 10,4 142,0 119,5 18,4 12,2 14,5

KL 300/300 315 15 180 180 20 14,0 151,2 123,1 18,4 18,4 17,1

Nailing and Ventilations Holes (d=7mm) can be added on request.

A cantilever will be formed between the fastening area and anchor bars,

and this will bend the steel plate.

Marking of forces for fastening plates. Capacities have been defined for individual stresses, and thus, for example, the shear force VRd is a force resultant, which is permitted only in parallel with either of the plate sides (see also figure 14.2.7). Eccentricity will be defined from the centre of the plate (the centre lines).

Symbols used for marking the shear capacities.

The shear capacities of the JAL 500/300, JAL 800/500 and JAL 1000/600 plates.

Type VRdL [kN] VRdB [kN]

JAL 500/300 394 374

JAL 800/500 504 490

JAL1000/600 609 595

The fastening plate can be stiffened with welded pieces

of steel plates.

Surface treatment and product markings

The visible surfaces and sides of the AKL, JAL, AKLP and AKLJ fastening plates are painted with workshop primer A40/1. As a special order the surface treatment can be defined as epoxy painted.

The stainless JALR plates and the acid proof JALH plates are delivered without surface treatment.

Fastening plates are marked with the SFS control mark, name of the manufacturer and product type.

Fastening plate stiffness - fastening area

Fastening plates have been designed using the anchor bar capacities. Full utilization of anchor bars requires a sufficient stiff steel plate in order to transfer loads from the fastened steel part to the anchor bars. The forces that may bend the fastening plate are the tension load and the bending moment. Fastening tolerance (eccentricity) will directly affect the size of the plate bending moment arm. Sufficient stiffness of the steel plate will be taken into consideration with the fastening area, and thus the in situ assembly welding will stiffen the fastening plate as regards the length of welded seam. If necessary, the fastening plate can be stiffened using small steel plates as shown in figure 14.2.5.

L

B

Figure 14.2.5

Figure 14.2.6 Figure 14.2.7

Table 14.2.7

B

L

With the JAL fastening plates, where the side L dimension is clearly bigger than the side B dimension, the shear load capacity (VRdL) which is parallel with the longer side will be, taking the eccentricity into consideration, slightly bigger than the force (VRdB) which is parallel with the shorter side.

VRdVRdB

VRdL

VRd

TRd

NRd

MRdB

MRdL

NRd

Figure 14.2.4

Figure 14.2.5

Table 14.2.4

Table 14.2.5


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Figure 14.2.8

L = n*200 ≤ 2000

B

Force symbols used with the AKLP and AKLJ fastening plates. Capacity will be permitted at intervals of 200 mm. The NRd and VRdB loads may transfer between the outer anchor bars. Only the share of the fastening area will be permitted in the cantilever without reducing the forces.

The maximum load of the plate (NRd, VRdB) with tolerances will thus be (n-1)*FRd, by placing the loads directly to the anchor bars n*FRd

Combined loads

The capacity has been defined for a singular action when multiple forces are acting simultaneously on the fastening plate, one must make sure that the total utilization rate of the fastening plate will not be exceeded.

The AKL and JAL fastening plates:

Combined loading can be checked more accurately using the equation

In the equations NEd , MEdL, MEdB , VEd, and TEd are design loads that the engineer has defined using load partial safety factors (Eurocode). The capacities given in the brochure, and which include the material partial safety factors, have been marked in the equation with the following markings: NRd, MRdL, MRdB, VRd and TRd (see page 11).

The AKLP and AKLJ welding fastening plates:

The more accurate equation

In the equations NEd, VEdL and VEdB are design capacities defined by the engineer. Capacity symbols are presented in figure 14.2.8.

The capacities of the fastening plates and the allowable loads have been calculated for static loads and for the reinforced concrete C25/30 in bond state 1. Bigger partial safety factors must be used for dynamic and fatigue load in each case separately.

For further information please contact CFS.

NEd

NEd

NEd

NEd

MEdL

VEdL

VEdL

MEdL

MEdB

VEdB

VEdB

MEdB

VEd

VEd

TEd

TEd

+

+

+

+

+

+

+

+

+

+

+

+(

( (

()

) )

)

≤

≤

≤

≤

1

1

1

1

4/3

4/34/3

4/3

NRd

NRd

NRd

NRd

MRdL

VRdL

VRdL

MRdL

MRdB

VRdB

VRdB

MRdB

VRd

VRd

TRd

TRd

VRdB

VRdL

100 200 200 100200 200

NRd NRd NRd NRd NRd

≥ 200

NRd NRd NRd NRd

AKLP and AKLJ fastening plates


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14.3 BOLTS AND SHOES

AHK column shoes

• AHK column shoes are used to connect prefab concrete columns to foundations, or other columns.

• The AHK shoe is used in rectangular column corners, and the AHK-K shoe is used on the side of rectangular or round columns.

• AHK column shoes are used with Anstar ATP- and AHP-rebar bolts, which cover most office and apartment building frame solutions.

• Column-to-foundation joints with heavy bending loads are produced with Anstar APK column shoes and high strength foundation bolts.

AHK dimensions

A1

A

TB

H

B1E

E

D1

43-45

Ø

Plates S355J2+N

Anchors B500B


A A1 B B1 E H D1 Ø T Weight NRd VRd

C35/45

mm kg kN

AHK16 80 95 80 136 50 795 10 25 12 2,2 62,2 3,7

AHK20 86 103 95 162 50 890 14 30 15 3,7 97,0 6,9

AHK24 95 112 110 192 50 1130 16 35 20 6,5 139,7 10,9

AHK30 107 133 120 227 50 1565 20 40 25 12,1 222,1 19,1

AHK36 130 162 130 262 60 1800 25 50 30 21,5 315,9 30,3

AHK39 138 173 140 277 60 2165 25 54 35 26,5 386,5 36,7

AHK45 160 205 140 307 60 2465 32 60 45 41,0 493,4 50,8

Anchor bolt

Code Colour

APT16, AHP16 Yellow

APT20, AHP20 Blue

ATP24, AHP24 L Grey

ATP30, AHP30 D Green

AET36, AES36 D Grey

ATP39, ATH39 Orange

AET45, AES45 L Green

AHK column shoes bolted joint consists of a steel shoe that is cast into the concrete column and a threaded rebar placed in the foundation or in the top of a concrete wall or column. When the column shoe base plate has been fixed between washers and nuts of the bolt assembly, loads can be transferred without additional support. When the grouting and nuthouse fillings have reached their compressive strength, the bolted joint can transfer the design loads. The grouting transfers compressive forces to the structure below the column. The bending moment is transferred via tension bolts and compression in the grout and other bolts. During assembly, shear forces are transferred via the bolts, after grouting the friction between base plate and concrete will also carry shear loads.

AHK-K column shoe

The standard AHK shoe can be used in either rectangular or round column cross sections or in concrete walls. The shoe can be placed in the corner or on the side of the concrete.

AHK column shoes are used together with Anstar threaded ATP and AHP rebars and are therefore suited to bolted connections with normal force and a bending moment caused by structural eccentricities. Column-to-foundation joints with heavy bending loads are produced with Anstar APK column shoes and high strength foundation bolts.

AHK column shoes can also be placed in walls or on the column side, the front end of the bottom plate is then fixed to the formwork. The nut housing is filled with a separate recess former AHK-K and the roof plate is removed.

The column shoes have been designed for static loads only. For dynamic loads all projects should be checked separately, if shoes can be used bigger safety factors should be chosen.

A = width of nut housingA1 = total width of shoeB = height of nut housingB1 = height of wall plateE = bolt hole edge distanceH = total height of shoeD1 = diameter of anchor barsØ = bolt hole diameterT = thickness of base plate

Figure 14.3.1

Table 14.3.1


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AHK-K dimensions

AHK column shoes for rebar bolts

Product range

The bolted column-to-foundation or column-to-column joint for an actual load case is designed by calculating the normal force acting in the bolt (section through the grout joint) and by choosing the bolt size to be used, then the corresponding column shoe size is determined. The easiest way to do this is by using the design program COLJOINT. The program is based on the assumption that the grouting is done with a non-shrinkable, expansive grout with at least the same strength as the column concrete. When the grouting has reached its design strength the shear forces are usually transferred via friction (EN 1993-1-8 chapter 6.2.2). Stirrups are placed into the column base around the shoes and the foundation upper part to transfer shear forces.

The column is assembled on the foundation bolts with nuts and washers placed in the correct height level. The bottom plate is fixed with upper washers and nuts to the bolt using tightening torque. The bolt is designed for compression load caused by dead load and bending moment caused by wind load.

Column cross section with six AHK in rectangular and four in round column

Recess former type

A2 A3 Dmin Fmin Cmin E

mm

AHK16K 110 115 230 300 230 50

AHK20K 115 120 240 320 240 50

AHK24K 120 135 250 380 250 50

AHK30K 145 160 280 420 300 50

AHK36K 165 190 340 480 350 60

AHK39K 170 200 350 520 360 60

AHK45K 210 235 420 600 430 60

Erstantie 2, FIN-15540 Villähde AHK column shoesTel +358-3-872 200, Fax +358-3-872 2020 Manualwww.anstar.eu 6

AHK column shoes can also be placed in walls or on the column side, the front end of thebottom plate is then fixed to the formwork. The nut housing is filled with a separate recessformer AHK-K and the roof plate is removed. In table 2 you can find the dimensions forrectangular cross sections with six column shoes.

When using AHK standard shoes in round cross sections, the nuthouse is produced with therecess former AHK-P and the roof plate is removed. The front edge of the base plate is fixed tothe form work. The concrete cover to anchor bars in now 56-80 mm.

DE

F

E

60°

R

E

B

L C

E

60°

R

E

B

Fig 2. Column cross section with six AHK in rectangular and four in round column

Table 2. Column and recess former dimensionsRecess D F Cmin S E R Bformer type mm mm mm mm mm mm mmAHK16K, -P 200 280 230 140 50 25 80AHK20K, -P 210 320 250 150 50 30 95AHK24K, -P 230 350 280 160 50 35 110AHK30K, -P 280 400 340 190 50 45 120AHK36K, -P 330 500 400 230 60 55 130AHK39K, -P 350 540 440 240 60 60 140AHK45K, -P 410 640 540 280 60 75 140Symbols: D = minimum side dimension for a square cross section with four shoes

F = minimum side dimension for a rectangular section with six shoes per sideCmin = minimum diameter for a round column with four shoesS = minimum thickness for a concrete wall with an AHK shoeE = bolt edge distanceR = inside radius of nut housing wall plateB = height of nut housingL = c/c-distance for bolts

D = minimum side dimension for a square cross section with four shoesF = minimum side dimension for a rectangular section with six shoes per sideCmin = minimum diameter for a round column with four shoesS = minimum thickness for a concrete wall with an AHK shoe

E = bolt edge distanceR = inside radius of nut housing wall plateB = height of nut housingL = c/c-distance for bolts

Other dimensions shown in AHK table

The bolts must be able to transfer the design bending load caused the shear load with lever arm (wind load).

MEd = 0,5 * VEd* (M/2 + G + T/2)

Symbols: M = bolt diameter (mm) G = grout thickness (see table 7) T = base plate thickness (mm)

The above equation is based on the assumption that the shear force is acting in the centre of the base plate (CEN/TS 1992-4-1 (2009): Design of fastenings for use in concrete – General, chapter 5.2.3.4).

The shear load gives the bolts a small displacement adding to the bending load, flexural buckling must therefore be considered especially for bolts with a small cross section (M16 and M20).

Column assembly on nuts and washers without additional support is a short term load case, the grouting of nut housings and the joint base plate–foundation concrete should be done as soon as possible, preferably the same working day. More load must not be applied to the columns without this grouting, the structural engineer will decide when the grouting has reached acceptable compression strength for further assembly.

Design strength of concrete

The column shoe capacities have been determined with following assumptions:

1. Column-to-column joint The column shoes are designed for concrete C35/45, if the cross sections remain the same in the joint the grouting must have at least the same compression strength as the column concrete.

2. Column-to-foundation joint The column joint is designed for column concrete C35/45 and foundation concrete C25/30. The lower compression strength is considered by using a bigger cross section and a partially loaded foundation area, see fig 14.3.3.

3. Grouting of nut houses and base plate-to-foundation concrete joint The grouting transfers compression loads and protects against fire. The grout should be non-shrinkable and have at least the same strength as the column concrete. In cold environments snow and ice should be melted and the grouting protected with warming and/or mechanical protection so that the grouting can reach its design strength without freezing.

Placing of joint

Concrete strengths in different joint structures


The above equation is based on the assumption that the shear force is acting in the centre ofthe base plate (CEN/TS 1992-4-1 (2009): Design of fastenings for use in concrete – General,chapter 5.2.3.4). The shear load gives the bolts a small displacement adding to the bendingload, flexural buckling must therefore be considered especially for bolts with a small crosssection (M16 and M20).

Column assembly on nuts and washers without additional support is a short term load case, thegrouting of nut housings and the joint base plate–foundation concrete should be done as soonas possible, preferably the same working day. More load must not be applied to the columnswithout this grouting, the structural engineer will decide when the grouting has reachedacceptable compression strength for further assembly.

4 THE USE OF COLUMN SHOES

4.1 Restrictions on the useThe column shoes have been designed for static loads only. For dynamic loads all projects shouldbe checked separately, if shoes can be used bigger safety factors should be chosen.

4.2 Placing of joint4.2.1 Design strength of concrete

The column shoe capacities have been determined with following assumptions:1. Column-to-column joint

The column shoes are designed for concrete C35/45, if the cross sections remain the samein the joint the grouting must have at least the same compression strength as the columnconcrete.

2. Column-to-foundation jointThe column joint is designed for column concrete C35/45 and foundation concrete C25/30.The lower compression strength is considered by using a bigger cross section and apartially loaded foundation area, see fig 3.

3. Grouting of nut houses and base plate-to-foundation concrete jointThe grouting transfers compression loads and protects against fire. The grout should benon-shrinkable and have at least the same strength as the column concrete.

In cold environments snow and ice should be melted and the grouting protected withwarming and/or mechanical protection so that the grouting can reach its design strengthwithout freezing.

C35/45

C35/45

C35/45

C35/45

C35/45

C25/30

Fig 3. Concrete strengths in different joint structures

Figure 14.3.2

Figure 14.3.3

Table 14.3.2

BB1

D

E

F

E

L E

recess plate

E

A2

A3

AHK-K

BB1

D

E

F

E

L E

recess plate

E

A2

A3

AHK-K

BB1

D

E

F

E

L E

recess plate

E

A2

A3

AHK-K


CO

NN

EC

TIO

NS

FO

R P

RE

CA

ST

BE

AM

S,

CO

LU

MN

S A

ND

CO

MP

OS

ITE

CO

NS

TR

UC

TIO

NS


Beside standard stirrups additional stirrups Ast3 should be placed according to fig 14.3.4 to act against splitting forces (e.g. Eurocode 2: 8.7.4).

Additional reinforcement

AHK Column shoe additional reinforcement

Shoe Type Ast1 U-links/column

Ast2 1-leg link

Ast3 1-leg link

l0 mm

AHK16 4T6 1T8 (50 mm2) 2T8 (40 mm2) 700

AHK20 4T6 2T8 (100 mm2) 3T8 (77 mm2) 760

AHK24 4T8 2T8 (100 mm2) 5T8 (100 mm2) 1000

AHK30 4T10 2T10 (150 mm2) 4T10 (157mm2) 1400

AHK36 4T10 2T10 (150 mm2) 5T10 (245 mm2) 1630

AHK39 4T10 3T10 (200 mm2) 5T10 (245 mm2) 1990

AHK45 4x2T10 4T10 (300 mm2) 8T10 (402 mm2) 2260

AHK Column shoe additional reinforcement

Design of column main reinforcement

The lap joint has been designed for single rebars without bundling. Regarding design bond condition with various coefficients, please contact CFS.

In a rectangular cross section one main rebar is placed in the corner of shoes AHK16 - AHK36. With shoes AHK39 and AHK45 two main rebars are used, one in the stirrup corner on the nut house roofing and the second between the nut houses. When rebars are bundled, the lap joint length should always be checked. In round columns either six or eight rebars are placed symmetrically in the cross section.

Capacity Correction

Normal force

For columns with a lower concrete strength a capacity reduction depending on the tension strength will be used:

n1 = fctd l/fctd C35/45 <1

where fctd l is the design tension strength of actual concrete to be used.

Shear force

The concrete strength affects the anchoring of stirrups, which can be handled without reducing the shoe capacity.

Durability and fire protection

The bolted joint is protected for the same exposure class as the structural frame, the joint can also be protected for a higher exposure class.

Assembly

Fixing shoes to form work

The separate shoe parts can be bolted to the form work or welded together before assembly into the reinforcement cage. It is recommended to protect empty nut houses by taping or filling. The edges of the base plate are placed against the form work. The base plates should be at the same level and perpendicular to the column axis.

Column shoes are fixed to the form work with ± 2 mm tolerance.

Column assembly on site

The bolts lower nuts and washers are levelled to equal the column base. The column is lifted on the washers and the bolts are provided with washers and nuts in the nut housings. The column can be adjusted to its correct vertical position by turning the nuts. The nuts are tightened according to instructions given in the bolt manual and the lifting device can be released. The nut housings have been designed for slug wrenches according to standard DIN 7444. The grouting of base plate and nut housings is done with non-shrinking, expansive grout according to grout manufacturer’s instructions.

The foundation bolts to be used together with AHK column shoes are placed according to table below.


GA

Table 5. Bolt height levelShoe type A G

mm mmAHK16 105 50AHK20 115 50AHK24 130 50AHK30 150 50AHK36 170 60AHK39 180 60AHK45 195 70

Symbols:A = bolt height level measured from foundation concreteG = grout thickness under base plate

5.3 Assembly tolerancesThe bolt group is placed with a tolerance ± 5 mm and the column shoes are fixed to form workwith the tolerance ± 2 mm. The bolt hole diameter is 10 mm bigger than the bolt diameter forshoes AHK16-AHK30 and 15 mm bigger than the bolt diameter for shoes AHK36-AHK45. Thistolerance has proved to be sufficient when the foundation bolts are placed on site with lasertechnology. If the bolt hole size is not big enough for the combined tolerances and this cannot beaccepted the situation can be corrected in the following manner.

Correcting proceduresThe bolt hole can be made at maximum 10 mm bigger on one side only. The standardwashers are replaced with bigger and thicker washers so that the bigger bolt hole iscompletely covered. The joint capacity must be checked for the new bolt position.

If the production schedule allows it the column can be manufactured with a bigger shoe typee.g. foundation bolt AHP24 and column shoe AHK30. It is important that the tolerances arechecked immediately after concrete casting so that suitable correction measures can betaken.

Not acceptable correction methods- foundation bolts may not be bent or heated- foundation bolts may not be cut and welded into a new position- foundation bolts may not be welded into the base plate- the bolt hole may not be widened more than said above- the shoe structure may not be altered by cutting or welding

5.4 Safety precautionsColumns must be assembled according to plan that considers working order, support andgrouting. Columns can transfer further loads when the grouting has reached its design strength.

6 ASSEMBLY CONTROL

6.1 Work at the prefab factory

Before concrete casting- check that shoes are according to plan and that steel parts are undamaged- check that shoes are positioned correctly in the formwork (edge distance, bolt hole c/c

distance).- check that shoes are tightly fixed to formwork and nut houses are protected against concrete

leaking inAfter demoulding- measure bolt hole positions and compare to given tolerances- check the concrete casting around the shoes and see that nut housings and base plates are

clean

Shoe type A [mm] G [mm]

AHK16 105 50

AHK20 115 50

AHK24 130 50

AHK30 150 50

AHK36 170 60

AHK39 180 60

AHK45 190 65

A = bolt height level measured from foundation concrete G = grout thickness under base plate

Bolt height level

Figure 14.3.4

Figure 14.3.5

Table 14.3.3

Table 14.3.4

Ast1

Ast2

lap length

≤

3

Ast3

3

Ast3

Ast3

Ast

AHK


CO

NN

EC

TIO

NS

FO

R P

RE

CA

ST

BE

AM

S,

CO

LU

MN

S A

ND

CO

MP

OS

ITE

CO

NS

TR

UC

TIO

NS


Assembly tolerances

The bolt group is placed with a tolerance ± 5 mm and the column shoes are fixed to form work with the tolerance ± 2 mm. The bolt hole diameter is 10 mm bigger than the bolt diameter for shoes AHK16 - AHK30 and 15 mm bigger than the bolt diameter for shoes AHK36 - AHK45. This tolerance has proved to be sufficient when the foundation bolts are placed on site with laser technology. If the bolt hole size is not big enough for the combined tolerances and this cannot be accepted, the situation can be corrected in the following manner.

Correcting procedures

The bolt hole can be made at maximum 10 mm bigger on one side only. The standard washers are replaced with bigger and thicker washers so that the bigger bolt hole is completely covered. The joint capacity must be checked for the new bolt position.

If the production schedule allows it the column can be manufactured with a bigger shoe type e.g. foundation bolt AHP24 and column shoe AHK30. It is important that the tolerances are checked immediately after concrete casting so that suitable correction measures can be taken.

Not acceptable correction methods

• foundation bolts may not be bent or heated

• foundation bolts may not be cut and welded into a new position

• foundation bolts may not be welded into the base plate

• the bolt hole may not be widened more than said above

• the shoe structure may not be altered by cutting or welding

Safety precautions

Columns must be assembled according to a plan that considers working order, support and grouting. Columns can transfer further loads when the grouting has reached its design strength.

Design principle and quality

AHK steel shoe design is made according to:

• EN 1992-1-1 Eurocode 2: Design of concrete structures – General rules for buildings

• EN 1993-1-1 Eurocode 3: Design of steel structures – General rules for buildings

• EN 1993-1-8 Eurocode 3: Design of steel structures – Design of joints

• Product are CE marketing according EN 1090-1 and EN 1090-2

• Anstar Oy has a quality control agreement with Inspecta Certification and Nordcert. The shoe production is certified according to standards EN 1090-1, EN 3834-2 and EN 17660-1.

APK COLUMN SHOES

• APK column shoes are used to connect prefabricated concrete columns to foundations or other columns.

• The standard APK shoe can be used in either rectangular or round column cross sections. The shoe can be placed in the corner or on the side.

• APK column shoes are used in industrial building frames together with heavy load ALP bolts (8.8) to carry significant bending moment loads.

H

BT

CE

44-5

0

AA1

Ø

44-5

0

D1

D2

These standard shoes can also be used on the side of round or rectangular column by removing the roof plate and casting the column with separate nut house recess.

APK column shoe APK-M column shoe

Baseplate Anchors

Anchors B500B

Nuthouse S355J2+N

Figure 14.3.6


CO

NN

EC

TIO

NS

FO

R P

RE

CA

ST

BE

AM

S,

CO

LU

MN

S A

ND

CO

MP

OS

ITE

CO

NS

TR

UC

TIO

NS


The anchor and lap lengths have been designed with concrete C35/45, for lower concrete grades the normal force capacities should be corrected by multiplying with a factor

n1 = fctd / 1,41 (MPa) < 1

where fctd is actual design tensile strength of concrete

Bundles of two rebars are used in shoes APK 39 (D2), APK52 (D2) and APK 60 (D1 & D2)

The APK column shoes have been designed for Anstar anchor bolts (Table 14.3.5). In ungrouted joints during column installation all forces will be transferred by the bolts.

In grouted joints the column cross section capacity is compared with joint cross section capacity, if the latter capacity is too small then a bigger bolt should be chosen. The grouting of the space below bottom plate and the nut housings is done with a concrete strength corresponding to the precast column.

The design for compression and bending moment is then done with column dimensions, column concrete strength, bolt capacities and bolt edge distances, by using the COLJOINT design software. Usually the shear forces are transferred by friction (EN 1993-1-8 (2005): 6.2.2) and the concrete is reinforced with corresponding stirrup amount. The foundation is finally checked for the compression capacity by using the partially loaded area (EN 1992-1-1 (2004): 6.7) and additional stirrup reinforcement is provided for the transverse tension forces.

The anchor and lap lengths have been designed with concrete C35/45, for lower concrete grades the normal force capacities should be corrected by multiplying with a factor

n1 = fctd / 1,41 (MPa) < 1

where fctd is actual design tensile strength of concrete

Additional reinforcementBeside standard column stirrup reinforcement for shear forces, the lap joints are provided with additional transverse reinforcement at the outer sections of the lap as shown in figure 14.3.7 (EN 1992-1-1 (2004): 8.7.4). The stirrups are placed within a distance 2 A from the bottom plate, where A is the bottom plate side dimension in table 14.3.7. More information can be found on page 14-28 Foundation Bolts.

Code Colour

APK24 Light Blue

APK30 Black

APK36 Red

APK39 Brown

APK45 Purple

APK52 White

APK60 Pink

A A1 B C D1 D2 E H Ø T Weight Normal Force Nrd [kN]

C32/40

Shear Force Vrd [kN]

C32/40

Corresponding Anchor Bolt

mm kg

APK24 110 130 110 85 2T16 1T16 50 1135 35 25 8,9 174,5 15,2 ALP22

APK30 125 140 130 90 2T20 1T20 50 1360 40 30 15,6 264,4 25,2 ALP22

APK36 150 180 130 105 2T25 1T25 50 1680 50 40 30,6 470,6 52,8 ALP36, AMP36

APK39 160 180 130 115 2T25 2T20 60 1830 54 40 34,2 562,2 64,6 ALP39, AMP39

APK45 175 230 130 120 2T32 1T25 60 2050 60 50 54,0 752,2 88,7 ALP45, AMP45

APK52 190 280 150 130 2T32 2T25 60 2230 70 70 78,2 1012,6 123,9 ALP52, AMP52

APK60 240 305 170 150 4T32 2T25 70 2255 75 70 118,2 1340,0 168,3 ALP60, AMP60

APK Shoe dimensions

Main reinforcement

Steel shoe anchor bars have been designed for lap joints with single reinforcing bars (not bundles).

The main reinforcement in a rectangular column is a single rebar for APK24 shoe, in bigger shoes the main reinforcement consists of three rebars, one in stirrup corner and two close to the side anchor bars at the nut housing side plates. With bundles in the stirrup corner the lap length should always be checked. In round columns the main reinforcement is made of six or eight symmetrically placed reinforcing bars.

The beam main reinforcement should correspond to the beam shoe anchor bars considering lap length requirements. Beam shoe anchor bars may not be taken as main reinforcing bars when calculating the shear resistance, otherwise the beam reinforcement is designed in standard manners. The column is designed to carry the bending moment MEd. Contact CFS to request diagram.

Fire protection

Usually column shoes are placed with bottom plates fixed to the formwork. With grouted nut housings the concrete cover for anchor bars are then 45-50 mm, which fulfils the requirements for class R120. There is no need to protect the nut housing steel plate edges. If more concrete cover is required then the bottom plate is placed within the column cross section.

Type Ast1 U-links/column

Ast2 1-leg link

Ast3 1-leg link

l0 mm

APK24 4T6 1T8 (50 mm2) 2T8 (100 mm2) 1000

APK30 4T6 2T8 (100 mm2) 3T8 (157 mm2) 1200

APK36 4T8 2T8 (100 mm2) 5T8 (245 mm2) 1500

APK39 4T10 2T10 (150 mm2) 4T10 (245 mm2) 1500

APK45 4T10 2T10 (150 mm2) 5T10 (402 mm2) 2000

APK52 4T10 3T10 (200 mm2) 5T10 (402 mm2) 2000

APK60 4x2T10 4T10 (300 mm2) 8T10 (628 mm2) 2000

Column shoe stirrup reinforcement

APK column shoe additional reinforcement

Table 14.3.5

Table 14.3.6

Figure 14.3.7

Ast1

Ast2

lap

le

ng

th

≤

3

Ast3

3

Ast3

Ast3

Ast

APK


CO

NN

EC

TIO

NS

FO

R P

RE

CA

ST

BE

AM

S,

CO

LU

MN

S A

ND

CO

MP

OS

ITE

CO

NS

TR

UC

TIO

NS


Placing tendons

APK steel shoes can also be used in prestressed concrete columns and beams. The tendons are placed between the separate steel shoes and through the bolt hole, in which case the nut housing roof plate should be ordered with a tendon hole.

High strength concrete

Column shoes can also be placed into high strength concrete. The slab design can be done by using a partially loaded area and the foundation design by using a concrete collar according to fig 14.3.9. In each case the non-shrinkable grouting of the nut housings will be critical.

Design working life and durability

The structure durability is designed according to EN 1992-1-1 (2004): 4. The same exposure class is chosen for joint as for column or foundation structure, if there is no special need for using a higher class.

The concrete cover for anchor bars is chosen according to exposure class & working life, other joint steel parts (bottom plate, nut housing, bolts) will be placed inside concrete structure or hot-dip galvanized.

For more information regarding installation please contact CFS.

Tendons

ANSTAR OY, Erstantie 2, FIN-15540 Villähde page 11Tel. +358-3-872 200, Fax +358-3-872 2020 APK steel shoe www.anstar.fi [email protected] Instructions for use

Tendons

Grouting

COLUMN

AC0

AC1

AC0 tan a = 0.5

aa

> C50/60

COLUMN> C50/60

SLAB

C35/45

COLUMN> C50/60

FOUNDATIONC25/30

4.5 Fire protection

The fire protection class of the building should also apply for the steel shoes. A good praxis for column connections is to place the steel shoe in the floor or slab structure, especially if the column concrete surface will be visible.

Usually column shoes are placed with bottom plates fixed to the formwork. With grouted nut housings the concrete cover for anchor bars are then 45-50 mm, which fulfils the requirements for class R120. Round column shoes are manufactured with a concrete cover 35 mm (table 6). There is no need to protect the nut housing steel plate edges. If more concrete cover is required then the bottom plate is placed within the column cross section.

4.6 Placing tendons

APK steel shoes can also be used in prestressed concrete columns and beams. The ten-dons are placed between the separate steel shoes and through the bolt hole, in which case the nut housing roof plate should be ordered with a tendon hole (fig 10).

Fig 10. Tendon placing close to steel shoes

4.7 High strength concrete

Column shoes can also be placed into high strength concrete. The slab design can be done by using a partially loaded area and the foundation design by using a concrete collar accord-ing to fig 11. In each case the non-shrinkable grouting of the nut housings will be critical, in Finland authorities accept a grout strength that is at least 70% of the column concrete strength.

Fig 11. Connections with high strength column concrete

4.8 Design working life and durability


The concrete cover for anchor bars is chosen according to exposure class & working life, other joint steel parts (bottom plate, nut housing, bolts) may be painted or hot-dip galvanized.

ANSTAR OY, Erstantie 2, FIN-15540 Villähde page 11Tel. +358-3-872 200, Fax +358-3-872 2020 APK steel shoe www.anstar.fi [email protected] Instructions for use

Tendons

Grouting

COLUMN

AC0

AC1

AC0 tan a = 0.5

aa

> C50/60

COLUMN> C50/60

SLAB

C35/45

COLUMN> C50/60

FOUNDATIONC25/30

4.5 Fire protection

The fire protection class of the building should also apply for the steel shoes. A good praxis for column connections is to place the steel shoe in the floor or slab structure, especially if the column concrete surface will be visible.

Usually column shoes are placed with bottom plates fixed to the formwork. With grouted nut housings the concrete cover for anchor bars are then 45-50 mm, which fulfils the requirements for class R120. Round column shoes are manufactured with a concrete cover 35 mm (table 6). There is no need to protect the nut housing steel plate edges. If more concrete cover is required then the bottom plate is placed within the column cross section.

4.6 Placing tendons

APK steel shoes can also be used in prestressed concrete columns and beams. The ten-dons are placed between the separate steel shoes and through the bolt hole, in which case the nut housing roof plate should be ordered with a tendon hole (fig 10).

Fig 10. Tendon placing close to steel shoes

4.7 High strength concrete

Column shoes can also be placed into high strength concrete. The slab design can be done by using a partially loaded area and the foundation design by using a concrete collar accord-ing to fig 11. In each case the non-shrinkable grouting of the nut housings will be critical, in Finland authorities accept a grout strength that is at least 70% of the column concrete strength.

Fig 11. Connections with high strength column concrete

4.8 Design working life and durability


The concrete cover for anchor bars is chosen according to exposure class & working life, other joint steel parts (bottom plate, nut housing, bolts) may be painted or hot-dip galvanized.

Tendon placing close to steel shoes

Connections with high strength column concrete

MIDDLE SHOES

B

Ø

45-5

0

A2

A1

T

H

E


A1 A2 E H B Ø T Weight NRd VRd

C35/45

mm kg kN

APKK36 220 190 50 2040 130 50 40 34,5 470,6 52,8

APKK39 250 220 60 2040 130 54 40 42,2 562,2 64,6

APKK45 280 240 60 2550 130 60 50 68,0 752,2 88,7

APKK52 300 240 60 2570 150 70 70 89,4 1012,6 123,9

Column shoe stirrup reinforcement

Anchor bolt

Code Colour

ALP36 Red

ALP39 Brown

ALP45 Purple

ALP52 White

Figure 14.3.10

Figure 14.3.8

Figure 14.3.9

Table 14.3.7


• Design principle The APK steel shoe design is made according to:

– EN 1993-1-8, 2005 (NA: FIN 2007). Eurocode 3: Design of steel structures, Part 1-8 : Design of joints

– EN 1992-1-1, 2004 (NA: FIN 2007). Eurocode 2: Design of concrete structures, Part 1-1: General rules and rules for buildings

– Product are CE marketing according EN 1090-1 and EN 1090-2

– Anstar Oy has a quality control agreement with Inspecta Certification and Nordcert. The shoe production is certified according to standards EN 1090-1, EN 3834-2 and EN 17660-1.


CO

NN

EC

TIO

NS

FO

R P

RE

CA

ST

BE

AM

S,

CO

LU

MN

S A

ND

CO

MP

OS

ITE

CO

NS

TR

UC

TIO

NS


ASL wall shoes


A1 A2 T Ø H Weight NRd

C25/30

mm kg kN

ASL 16 80 120 30 41*76 600 3,6 62,2

ASL 20 90 130 30 45*80 800 5,4 97,0

ASL 24 110 145 35 49*85 1000 10,4 139,7

ASL 30 130 160 40 55*90 1300 18,8 222,1

ASL 36 150 195 55 61*96 1600 36,0 470,6

ASL 39 160 205 60 64*99 1800 41,5 562,2

ASL 45 180 220 70 70*105 1900 67,0 752,2

ASL 52 200 260 80 77*105 2400 90,0 1012,6

Anchor bolt

Code Colour

AHP16 Yellow

AHP20 Blue

AHP24 L Grey

AHP30 D Green

ALP36P D Grey

ALP39P Orange

ALP45P L Green

ALP52P White

H

T

Ø

A2

A1

The wall connections (ASL wall shoes with AHP and ALP anchor bolts) are used to connect prefabricated walls to foundations or other walls. The bolt connection transfers only tension forces. The walls are assembled on levelling plates and the joint is grouted. The compression and shear forces are transferred through the grout and the levelling plates.

In bracing walls the tension forces are transferred from one wall to another by the wall reinforcement (A), by lap jointed rebars in the bolt-shoe connection (B) or by using storey high tension rods as wall shoe rebars (C).

The anchor bars have been designed for concrete C25/30. For lower concrete strength classes the structural engineer should check the anchor and lap lengths and when needed reduce the tension capacity.

Please contact CFS regarding Usage, Installation and Quality Control.

Plates S355J2+N

Sheets S235JR+AR

Anchors B500B

Not Stocked

Erstantie 2, FIN-15540 Villähde, FINLAND page 3 Tel +358-3-872 200, Fax +358-3-872 2020 ASL wall shoes www.anstar.fi [email protected] Instructions for use

H

H

H

d

1 PRODUCT DESCRIPTION

The Anstar wall connections (ASL wall shoes with AHP and ALP anchor bolts) are used to connect prefab walls to foundations or other walls. The bolt connection transfers only tension forces. The walls are assembled on levelling plates and the joint is grouted. The compression forces are transferred through the grout and the levelling plates.

In bracing walls the tension forces are transferred from one wall to another by the wall rein-forcement (A), by lap jointed rebars in the bolt-shoe connection (B) or by using storey high ten-sion rods as wall shoe rebars (C).

ALTERNATIVE A The bolt and the wall shoe are an-chored to the prefab wall and the ten-sions forces are transferred with wall re-inforcement (mesh and edge reinforce-ment).

ALTERNATIVE BThe tension forces are transferred using lap joints (long anchor bolts or addition-al rebars)

ALTERNATIVE CInstead of using additional reinforce-ment the wall shoe can be built as a storey high tension member with a welded anchor bolt or a threaded sleeve with a separate anchor bolt. This is an economical solution when using big wall shoes.

Fig 1. Transmitting tension forces in bracing walls

ALTERNATIVE AThe bolt and the wall shoe are anchored to the prefab wall and the tensions forces are transferred with wall reinforcement (mesh and edge reinforcement).

ALTERNATIVE BThe tension forces are transferred using lap joints (long anchor bolts or additional rebars)

ALTERNATIVE CInstead of using additional reinforcement the wall shoe can be built as a storey high tension member with a welded anchor bolt or a threaded sleeve with a separate anchor bolt. This is an economical solution when using big wall shoes.

WALL SHOES

Figure 14.3.11

Table 14.3.8


CO

NN

EC

TIO

NS

FO

R P

RE

CA

ST

BE

AM

S,

CO

LU

MN

S A

ND

CO

MP

OS

ITE

CO

NS

TR

UC

TIO

NS


FOUNDATION BOLTS ANCHOR BOLTS

• The anchor bolt transfers forces acting in the bar direction to foundation or lower column by rebar bond or by stud head anchoring.

• Connection shear load is normally transferred by friction. In ungrouted joints (installation) shear load and the compression side will determine the bolt size needed.

• ATP and AHP bolts used with AHK column shoes.

• ALP bolts used with APK column shoes.

ATP and AHP rebar bolts

ATP and AHP rebar bolts are used to join columns to foundations in connections transferring normal forces, shear forces and bending moments. ATP bolts are used in connections where short anchoring lengths are needed, such as in slabs and short foundation columns. AHP bolts can be used in foundations where there is enough space for straight rebar anchoring.

2/2013

ATP AHP AMPALP-L ALP-P

ANCHOR BOLTS

INSTRUCTIONS FOR USE - Threaded rebars ATP, AHP, AJP - Threaded high strength steel bolts ALP-L, ALP-P, AMP

Eurocode design according to EN1993-1-8 (2005) & EN 1992-1-1 (2004) Certified Finnish product manual (NA: FIN)

2/2013

ATP AHP AMPALP-L ALP-P

ANCHOR BOLTS

INSTRUCTIONS FOR USE - Threaded rebars ATP, AHP, AJP - Threaded high strength steel bolts ALP-L, ALP-P, AMP

Eurocode design according to EN1993-1-8 (2005) & EN 1992-1-1 (2004) Certified Finnish product manual (NA: FIN)

• Threaded rebars ATP, AHP• Threaded high strength steel bolts ALP-L, ALP-P, AMP

TYPENt,Rd Vc,Rd

L K M ø weight

[kg]

ATP16 280 100 M16 16 0.7 62.2 6.8

ATP20 350 120 M20 20 1.2 97.0 10.7

ATP24 430 140 M24 25 2.2 139.7 16.6

ATP30 500 170 M30 32 4.3 222.1 27.2

ATP39 700 190 M39 40 10.0 386.5 43.2

AHP16 800 100 M16 16 1.5 62.2 7.6

AHP20 1000 120 M20 20 2.7 97.0 11.8

AHP24 1200 140 M24 25 4.8 139.7 18.2

AHP30 1500 170 M30 32 10.2 222.1 29.8

AHP39 2000 190 M39 40 21.6 386.5 47.1

Nt,Rd Vc,Rd

L K M ø weight

[kg]

ALP22L 490 140 M22 3x16 2.6 174.5 13.2

ALP27L 620 170 M27 3x20 5.0 264.4 17.2

ALP30L 650 170 M30 3x20 5.7 323.1 24.6

ALP36L 740 180 M36 3x25 10.0 470.6 35.5

ALP39L 860 190 M39 3x25 12.6 562.2 41.8

ALP45L 970 210 M45 3x32 22.5 752.2 55.6

ALP52L 1130 240 M52 3x32 27.2 1012.6 74.3

ALP60L 1290 270 M60 4x32 39.6 1340.0 99.7

ALP22P 1070 140 M22 3x12 3.6 174.5 13.2

ALP27P 1150 170 M27 3x16 6.7 264.4 17.2

ALP30P 1370 170 M30 3x16 8.0 323.1 24.6

ALP36P 1390 180 M36 4x16 11.8 470.6 35.5

ALP39P 1490 190 M39 4x20 17.7 562.2 41.8

ALP45P 1710 210 M45 4x20 23.6 752.2 55.6

ALP52P 1880 240 M52 4x25 36.3 1012.6 74.3

ALP60P 2430 270 M60 4x32 70.0 1340.0 99.7

EXTR

A LO

NG

BO

LTS

TYPE LENGTH

AHP 20

L = 1500

L = 2000

L = 2500

L = 3000

AHP 24

C25/30 (K30-2)

[mm] [kN]

DIMENSIONSCAPACITIES

AHP 30L = 2000

L = 2500

L = 3000

L = 1500

L = 2000

L = 2500

L = 3000

TYPE


C25/30 (K30-2)[mm] [kN]

Concrete Association of Finland certificate BY-289 and EC-2

Capacities due to BY50 and EC2 SFS-EN 1992-1-1:2005 (+NA2007)

ATP and AHP foundation bolts


Ø

L

L

Ø

K

AET

K

AESM M

M22, M27

ALP-PALP-L

L

ØM22-M52

K50

L

50K

Ø

M36-M60

M60

M M

Rebars A500HW

Rebar ø40 NFA 35016-NS

Nuts strength m8

Washers S235J2+AR

Rebars A500HW

Thread part ImacroM

Nuts strength m10

Washers S235J2+AR



L K M Ø Weight NRd VC,Rd

C25/30

mm kg kN

ATP16 280 100 M16 16 0.7 62.2 3.7

ATP20 350 120 M20 20 1.2 97.0 6.9

ATP24 430 140 M24 25 2.2 139.7 10.9

ATP30 500 170 M30 32 4.3 222.1 19.1

AET36 600 170 M36 32 6.0 315.9 30.3

ATP39 700 190 M39 40 10.0 386.5 36.7

AET45 760 200 M45 40 13.4 493.4 50.8

AHP16 800 100 M16 16 1.5 62.2 3.7

AHP20 1000 120 M20 20 2.7 97.0 6.9

AHP24 1200 140 M24 25 4.8 139.7 10.9

AHP30 1500 170 M30 32 10.2 222.1 19.1

AES36 1910 170 M39 32 13.1 315.9 30.3

AHP39 2000 190 M39 40 21.6 386.5 36.7

AES45 2315 200 M45 40 26.0 493.4 50.8

Product code & colour

Code Colour

ATP16 Yellow

ATP20 Blue

ATP24 L Grey

ATP30 D Green

AET36 D Grey

ATP39 Orange

AET45 L Green

AHP16 Yellow

AHP20 Blue

AHP24 L Grey

AHP30 D Green

AES36 D Grey

AHP39 Orange

AES45 L Green

Extra Long Bolts

Code Length Colour

ATP20

L=1500

BlueL=2000

L=2500

L=3000

ATP24

L=1500

L GreyL=2000

L=2500

L=3000

ATP30

L=2000

D GreenL=2500

L=3000

Rebars A500HW

Nuts Strength 8

Washers S355J2+N

Figure 14.3.14

Table 14.3.19

Figure 14.3.13

Capacities due to EC2 1992-1-1:2005 (+NA2007)


CO

NN

EC

TIO

NS

FO

R P

RE

CA

ST

BE

AM

S,

CO

LU

MN

S A

ND

CO

MP

OS

ITE

CO

NS

TR

UC

TIO

NS


TYPENt,Rd Vc,Rd

L K M ø weight

[kg]

ATP16 280 100 M16 16 0.7 62.2 6.8

ATP20 350 120 M20 20 1.2 97.0 10.7

ATP24 430 140 M24 25 2.2 139.7 16.6

ATP30 500 170 M30 32 4.3 222.1 27.2

ATP39 700 190 M39 40 10.0 386.5 43.2

AHP16 800 100 M16 16 1.5 62.2 7.6

AHP20 1000 120 M20 20 2.7 97.0 11.8

AHP24 1200 140 M24 25 4.8 139.7 18.2

AHP30 1500 170 M30 32 10.2 222.1 29.8

AHP39 2000 190 M39 40 21.6 386.5 47.1

Nt,Rd Vc,Rd

L K M ø weight

[kg]

ALP22L 490 140 M22 3x16 2.6 174.5 13.2

ALP27L 620 170 M27 3x20 5.0 264.4 17.2

ALP30L 650 170 M30 3x20 5.7 323.1 24.6

ALP36L 740 180 M36 3x25 10.0 470.6 35.5

ALP39L 860 190 M39 3x25 12.6 562.2 41.8

ALP45L 970 210 M45 3x32 22.5 752.2 55.6

ALP52L 1130 240 M52 3x32 27.2 1012.6 74.3

ALP60L 1290 270 M60 4x32 39.6 1340.0 99.7

ALP22P 1070 140 M22 3x12 3.6 174.5 13.2

ALP27P 1150 170 M27 3x16 6.7 264.4 17.2

ALP30P 1370 170 M30 3x16 8.0 323.1 24.6

ALP36P 1390 180 M36 4x16 11.8 470.6 35.5

ALP39P 1490 190 M39 4x20 17.7 562.2 41.8

ALP45P 1710 210 M45 4x20 23.6 752.2 55.6

ALP52P 1880 240 M52 4x25 36.3 1012.6 74.3

ALP60P 2430 270 M60 4x32 70.0 1340.0 99.7

EXTR

A LO

NG

BO

LTS

TYPE LENGTH

AHP 20

L = 1500

L = 2000

L = 2500

L = 3000

AHP 24

C25/30 (K30-2)

[mm] [kN]


AHP 30L = 2000

L = 2500

L = 3000

L = 1500

L = 2000

L = 2500

L = 3000

TYPE


C25/30 (K30-2)[mm] [kN]

Concrete Association of Finland certificate BY-289 and EC-2




Ø

L

L

Ø

K

AET

K

AESM M

M22, M27

ALP-PALP-L

L

ØM22-M52

K50

L

50K

Ø

M36-M60

M60

M M

Rebars A500HW

Rebar ø40 NFA 35016-NS

Nuts strength m8

Washers S235J2+AR

Rebars A500HW

Thread part ImacroM

Nuts strength m10

Washers S235J2+AR

ALP anchor bolts AMP anchor bolts


L K M Ø Weight NRd VRd

C25/30 (K30-2)

mm kg kN

ALP22L 490 140 M22 3X16 2,6 174,5 15,2

ALP27L 620 170 M27 3X20 5,0 264,4 25,2

ALP30L 650 170 M30 3X20 5,7 323,1 33,4

ALP36L 740 180 M36 3X25 10,0 470,6 52,8

ALP39L 860 190 M39 3X25 12,6 562,2 64,6

ALP45L 970 210 M45 3X32 22,5 752,2 88,7

ALP52L 1130 240 M52 3X32 27,2 1012,6 123,9

ALP60L 1290 270 M60 4X32 39,6 1340,0 168,3

ALP22P 1070 140 M22 3X12 3,6 174,5 15,2

ALP27P 1150 170 M27 3X16 6,7 264,4 25,2

ALP30P 1370 170 M30 3X16 8,0 323,1 33,4

ALP36P 1390 180 M36 4X16 11,8 470,6 52,8

ALP39P 1490 190 M39 4X20 17,7 562,2 64,6

ALP45P 1710 210 M45 4X20 23,6 752,2 88,7

ALP52P 1880 240 M52 4X25 36,3 1012,6 123,9

ALP60P 2430 270 M60 4X32 70,0 1340,0 168,3

Concrete Association of Finland certificate EC-2

L = Total length of bolt K = Length of thread M = Metric thread size Ø = Amount and diameter of rebars

Rebars A500HW

Thread partImacroM fy=640N/mm2

Nuts Strength 8

Washers S235J2+AR

Rebars B500B

Thread partImacroM fy=640N/mm2

Nuts Strength 8

Washers S355J2+N


L K M A B Ø U Weight NRd VC,Rd

C25/30

mm kg kN

AMP36 670 180 M36 160 80 25 137 10,5 470,6 52,8

AMP39 680 190 M39 180 90 32 140 13,8 562,2 64,6

AMP45 800 210 M45 200 100 32 165 20,7 752,2 88,7

AMP52 930 240 M52 230 115 32 190 38,3 1012,6 123,9

AMP60 1490 270 M60 270 130 40 270 72,8 1340,0 168,3

Anchor bolt

Code Colour

AMP36 Red

AMP39 Brown

AMP45 Purple

AMP52 White

AMP60 Pink

A

K50

U

Ø

M

L B

A

Product code & colour

Code Colour

ALP22L L Blue

ALP27L Black

ALP30L Grey

ALP36L Red

ALP39L Brown

ALP45L Purple

ALP52L White

ALP60L Pink

ALP22P L Blue

ALP27P Black

ALP30P Grey

ALP36P Red

ALP39P Brown

ALP45P Purple

ALP52P White

ALP60P Pink

Not Stocked

Figure 14.3.16

Table 14.3.11

Table 14.3.10

Figure 14.3.15


CO

NN

EC

TIO

NS

FO

R P

RE

CA

ST

BE

AM

S,

CO

LU

MN

S A

ND

CO

MP

OS

ITE

CO

NS

TR

UC

TIO

NS


Combined loadings

For combined tension and shear loads the following equation should be satisfied:

(NEd / NRd)1,5 + (VEd / VRd)1,5 ≤ 1,0

NEd = Design tension load NRd = Tension capacity VEd = Design shear loadVRd = Shear capacity

Design principles

In grouted joints, bolts usually transfer only tension loads, while shear load is transferred by friction (EN 1993-1-8: 6.2.2).

In ungrouted joints (installation), all loads will be carried by slender bolts. Shear loads are bending the threaded bolts and the compression side will determine the bolt size needed.

Compression load acting on a bolt (symmetrical bolt group)

NEdp = NEd / n + MEd / (0,5 * H * n)

NEd = joint design compression loadMEd = joint design bending loadH = bolt c/c distance n = amount of joint bolts

Bolt bending moment caused by shear load

MQEd = 0,5 * QEd * (G + M) / n

QEd = joint design shear load G = grout thickness (mm) M = thread size (mm) n = amount of joint bolts

Moment resistance

MRd = 1,5 * fy * Wx / 1,1 = 0,192 * fy * As1,5

As= thread cross-section fy = 500 MPa (rebars) fy = 640 MPa (high strength steel)

Combined action

NEdp / NRd + MQEd / MRd < 1,0

Placing of bolts

Minimum bolt edge distances for normal forces

AHP and ALP-P bolts

The bolts require only an ordinary concrete cover thickness to the surface of the concrete structure according to EC2 chapter 4.

TP, ALP-L and AMP bolts

The bolt minimum edge distances are determined for the stud head anchor.

Minimum bolt centre to centre distances for normal forces

AHP and ALP-P bolts

The bolts are placed according to requirements for lap spliced rebars.

ATP, ALP-L and AMP bolts

Bolt minimum centre to centre distances are determined for the stud head anchors.

Minimum bolt edge distances for shear force

The bolt minimum edge distance for shear force is 10*Ø, if the shear force is transferred directly to concrete. If the edge distance is smaller the whole bolt shear force should be transferred using additional stirrups or U-bent rebars.

ANSTAR OY, Erstantie 2, FIN-15540 Villähde page 8Tel. +358-(0)3-872 200, Fax +358-(03)-872 2020 Anchor bolts www.anstar.fi [email protected] Instructions for use

H

EdM

EdN

EdQ

G

EdpN

M

4 THE USE OF ANCHOR BOLTS

4.1 Restrictions

Anchor bolt capacities have been determined for static loads. When designing dynamic ac-tions larger load safety factors should be used and the connection system should be ana-lysed for each case.

Using capacity values require that the minimum centre to centre and edge distances as well as reinforcement instructions for transferring bolt loads to concrete are followed. Impact ductil-ity properties of ALP and AMP bolt material enables normal usage to - 40 C.

4.2 Design principles

In grouted joints bolts usually transfer only tension loads, while shear load is transferred by friction (EN 1993-1-8: 6.2.2).

In ungrouted joints (installation) all loads will be carried by slender bolts. Shear loads are bending the threaded bolts and the compression side will determine the bolt size needed.

Compression load acting on a bolt (symmetrical bolt group)

NEdp = NEd / n + MEd / (0,5 * H * n)

NEd joint design compression load MEd joint design bending load H bolt c/c distance n amount of joint bolts

Bolt bending moment caused by shear load

MQEd = 0,5 * QEd * (G + M) / n

QEd joint design shear load G grout thickness (mm) M thread size (mm) n amount of joint bolts

Moment resistance

MRd = 1,5 * fy * Wx / 1,1 = 0,192 * fy * As1,5

As thread cross-section fy = 500 MPa (rebars) fy = 640 MPa (high strength steel)

Combined action

NEdp / NRd + MQEd / MRd < 1,0 Fig. 5. Joint design before grouting

Joint design before grouting


ATP ALP-L

AMP

Ac1

2e1e

2e

Ac1

1e 2e

1e

Ac1

4e3e

Ac1

4.3 Placing of bolts

4.3.1 Minimum bolt edge distances for normal forces

AHP and ALP-P bolts The bolts require only an ordinary concrete cover thickness to the surface of the concrete structure according to EC2 chapter 4.

ATP, ALP-L and AMP bolts The bolt minimum edge distances are determined for the stud head anchor.

4.3.2 Minimum bolt centre to centre distances for normal forces

AHP and ALP-P bolts The bolts are placed according to requirements for lap spliced rebars.

ATP, ALP-L and AMP bolts Bolt minimum centre to centre distances are determined for the stud head anchors.

Table 7. Minimum edge and centre to centre distances for stud head anchors

Bolt Minimum distance [mm] e1 e2 e3 e4

ATP16 38 76ATP20 47 94ATP24 56 112ATP30 71 142ATP39 93 186

ALP22L 63 126 ALP27L 78 156ALP30L 88 176ALP36L 104 208 ALP39L 113 226 ALP45L 131 262 ALP52L 152 304 ALP60L 160 320

AMP36 75 150 115 230 AMP39 80 160 125 250 AMP45 90 180 150 300 AMP52 100 200 180 360 AMP60 110 220 215 430

4.3.3 Minimum bolt edge distances for shear force



ATP ALP-L

AMP

Ac1

2e1e

2e

Ac1

1e 2e

1e

Ac1

4e3e

Ac1

4.3 Placing of bolts

4.3.1 Minimum bolt edge distances for normal forces

AHP and ALP-P bolts The bolts require only an ordinary concrete cover thickness to the surface of the concrete structure according to EC2 chapter 4.

ATP, ALP-L and AMP bolts The bolt minimum edge distances are determined for the stud head anchor.

4.3.2 Minimum bolt centre to centre distances for normal forces

AHP and ALP-P bolts The bolts are placed according to requirements for lap spliced rebars.

ATP, ALP-L and AMP bolts Bolt minimum centre to centre distances are determined for the stud head anchors.

Table 7. Minimum edge and centre to centre distances for stud head anchors

Bolt Minimum distance [mm] e1 e2 e3 e4

ATP16 38 76ATP20 47 94ATP24 56 112ATP30 71 142ATP39 93 186

ALP22L 63 126 ALP27L 78 156ALP30L 88 176ALP36L 104 208 ALP39L 113 226 ALP45L 131 262 ALP52L 152 304 ALP60L 160 320

AMP36 75 150 115 230 AMP39 80 160 125 250 AMP45 90 180 150 300 AMP52 100 200 180 360 AMP60 110 220 215 430

4.3.3 Minimum bolt edge distances for shear force


Minimum edge and centre-to-centre distances for stud head anchors

Bolt Minimum distance [mm]

e1 e2

ATP16 38 76

ATP20 47 94

ATP24 56 112

ATP30 71 142

AET36 88 176

ATP39 93 186

AET45 110 220


e1 e2

ALP22L 63 126

ALP27L 78 156

ALP30L 88 176

ALP36L 104 208

ALP39L 113 226

ALP45L 131 262

ALP52L 152 34

ALP60L 160 320


e1 e2 e3 e4

AMP36 75 150 115 230

AMP39 80 160 125 250

AMP45 90 180 150 300

AMP52 100 200 180 360

AMP60 110 220 215 430

Figure 14.3.17

Figure 14.3.18

Table 14.3.12

ATP ATP-L

AMPAET


CO

NN

EC

TIO

NS

FO

R P

RE

CA

ST

BE

AM

S,

CO

LU

MN

S A

ND

CO

MP

OS

ITE

CO

NS

TR

UC

TIO

NS


Additional reinforcement

AHP bolts join precast concrete columns with steel shoes. The reinforcement should be designed according to following instructions, see figure 14.3.19.

1. Bolt tension and compression forces are transferred to the column by using a single main reinforcement bar corresponding to bolt or by using two smaller main reinforcement bars, the lap length Lomin of which must correspond to the bolt length. Please contact CFS.

2. All shear forces are transferred with the stirrup reinforcement Aqt.

3. Transverse stirrups Ast must be placed in both ends of the bolt according to EC2 section 8.7.4. These stirrups are given in table 14.3.13.

Placing short stud head anchor bolts in slabs or low foundations

Tension load: Concrete cone failure is resisted by surface reinforcement or when needed with additional bent bars Art.

Compression load: if Hmin≥ 5*M no additional reinforcement is needed

if Hmin < 5*M - U-links or stirrups Apt should transfer the whole action Nd - use AMP bolts

Placing short stud head anchors in a foundation column

1. Tension forces acting in the bolt should be transferred to the foundation by using main rebars bent as U-stirrups, which are anchored to the slab lower surface. The anchorage length of straight rebars is not usually long enough.

2. The bolt requires stirrup reinforcement Aqt in the top of the foundation column to transfer shear forces, see figure 14.3.2.1.

3. Stirrups Avt for taking splitting forces

should be placed above the stud heads according to figure 14.3.21. Ordinary stirrup reinforcement should be added to this stirrup area.

stA

+ AqtA st

pt

M

Art

Hmin

A

vtA

qtA

Ast

A+Aqt st

ET

E

B

Compression zone

D

L

K F

A

H

Tension zone

F

Reinforcement for shear forces

B

H

AG

stA

+ AqtA st

pt

M

Art

Hmin

A

vtA

qtA

Ast

A+Aqt st

ET

E

B

Compression zone

D

L

K F

A

H

Tension zone

F


B

H

AG

AHP ATP ALP-L

ATP ALP-L

Reinforcing principle for column top

Placing ATP or ALP-L bolts into a slab

Placing ATP or ALP-L bolts in a foundation column

BoltSplitting stirrups

BoltAdditional stirrups

Avt example Ast example

ATP16 19 mm² 1T8 AHP16 70 mm² 2T8

ATP20 29 mm² 1T8 AHP20 110 mm² 3T6

ATP24 40 mm² 1T8 AHP24 160 mm² 4T8

ATP30 67 mm² 2T8 AHP30 250 mm² 5T8

AET36 100 mm² 2T8 AES36 250 mm² 5T8

ATP39 111 mm² 3T8 AHP39 400 mm² 5T10

AET45 156 mm² 3T8 AES45 400 mm² 5T10

ALP22L 51 mm² 1T8 ALP22P 60 mm² 2T8

ALP27L 76 mm² 2T8 ALP27P 101 mm² 3T8

ALP30L 88 mm² 2T8 ALP30P 101 mm² 3T8

ALP36L 135 mm² 3T8 ALP36P 101 mm² 3T8

ALP39L 161 mm² 4T8 ALP39P 157 mm² 4T8

ALP45L 216 mm² 6T8 ALP45P 157 mm² 4T8

ALP52L 290 mm² 6T8 ALP52P 245 mm² 5T8

ALP60L 386 mm² 5T10 ALP60P 402 mm² 6T10

Splitting stirrups Avt for short bolts and additional stirrups Ast for long bolts

Placing rebar bolts in a foundation column

AHP and ALP-P anchor bolts can be placed in foundation columns where there is enough height. Tension forces acting in the bolts are transferred to the foundation with main rebars, which are anchored to lower surface of foundation. The reinforcement is placed in the following way, see figure 14.3.22.

AHP: The anchorage length of the AHP bolts have been determined so, that straight rebars with same size placed in the column corners transfer the bolt loads.

ALP-P: ALP-P bolts are anchored for full tension force with rebars of the same size as in the bolt. If rebars with larger diameters than the bolt anchor bars are used the lap length should be checked.

To transfer bolt shear forces a stirrup reinforcement Aqt should be placed in top of the foundation column.

Addition stirrups Ast should be placed in the lap ends, see table 14.3.13.

stA

+ AqtA st

pt

M

Art

Hmin

A

vtA

qtA

Ast

A+Aqt st

ET

E

B

Compression zone

D

L

K F

A

H

Tension zone

F


B

H

AG

ALP-P

Placing ALP-P bolts in a foundation column

Table 14.3.13

Figure 14.3.19


Figure 14.3.20


CO

NN

EC

TIO

NS

FO

R P

RE

CA

ST

BE

AM

S,

CO

LU

MN

S A

ND

CO

MP

OS

ITE

CO

NS

TR

UC

TIO

NS


Placing AMP bolts in a column

AMP anchor bolts have been designed for moment stiff connection between precast beam and column. The rectangular anchor plate transfers compression loads to the concrete on front side of the column. The stud heads transfer tension loads to the opposite side. The longer side of the anchor plate is placed vertically in the column, this way the bolt can be placed close to the column edge.


Additional clauses for T40 rebar

The bolt AHP39 based on rebar T40 concrete bond can be used in following conditions (EC2 chapter 8.8):

1. Use bundled rebars 2T32 or 3T25 in lap joints or consider a lower stress level

2. Stirrups are always used as confining reinforcement

3. Additional reinforcement and crack control must be considered in each case

Correction of capacity values

Change of concrete strength

The capacity values of the anchor bolts can be corrected in relation to concrete grade in the following way:

1. Normal force capacity

2. For lower concrete grade C20/25 the capacities should be corrected by multiplying with 0,83.

3. Instead of reducing capacities for AHP bolts with Lmin you can choose a longer stock size bolt, e.g. AHP24-2000.

Shear force capacity

Bolt shear force capacities can be modified for both lower and higher concrete grades than C25/30 with correction factor n:

n = fck / 25

where: fck is the characteristic compressive cylinder strength for concrete used

Small edge distance

If ATP, ALP-L and AMP bolts are placed closer to the structure’s edge than required in section 4.2, the bolt capacity values should be reduced in the following manner.

Normal forceWith minimum edge distance the bolt normal force capacity is taken as 100. When bolt centre is at the edge of the structure this value is 0. Any values in between can be linearly interpolated. The bolt may not be placed closer to edge than concrete cover required for stud head.

Shear forceThe use of full bolt shear capacity requires a minimum edge distance 10*Ø. If a smaller edge distance is used, all shear forces should be transferred to concrete by stirrups. With adequate reinforcement there is no need to reduce the bolt shear capacity.

Small centre to centre distance

If ATP, ALP-L and AMP bolts are placed closer to each other than the required minimum centre to centre distance, the bolt capacity values should be reduced in the following manner:

Normal forceWith minimum distance from each other the combined tension capacity is taken as 100. When the bolt centres overlap this value is 50. Any values in between can be linearly interpolated.

Shear forceThere is no need for correction, all shear forces are anchored with stirrup reinforcement.

A = Bolt distance from bracket

F = Minimum edge distance to column side

L = Total length

D = Embedment length into column

K = Length of visible thread

E = Distance from surface of beam assembly plates

ET = Minimum concrete cover for stud head

H = Minimum rectangular column height

B = Minimum rectangular column Width

stA

+ AqtA st

pt

M

Art

Hmin

A

vtA

qtA

Ast

A+Aqt st

ET

E

B

Compression zone

D

L

K F

A

H

Tension zone

F


B

H

AG

stA

+ AqtA st

pt

M

Art

Hmin

A

vtA

qtA

Ast

A+Aqt st

ET

E

B

Compression zone

D

L

K F

A

H

Tension zone

F


BH

AG


BoltA F L D K E ET Hmin Bmin

mm mm mm mm mm mm mm mm mm

AET36 100 90 710 540 170 50 40 580 380

AMP36 100 90 670 500 180 50 80 580 380

AMP39 110 100 680 500 180 60 70 580 480

AMP45 110 110 800 605 195 60 70 680 480

AMP52 110 130 930 700 230 60 70 780 580

AMP60 110 130 1490 1220 270 70 100 1380 580

Minimum bolt distances in a rigid column-to-beam connection

Figure 14.3.23

Figure 14.3.24

Table 14.3.14


CO

NN

EC

TIO

NS

FO

R P

RE

CA

ST

BE

AM

S,

CO

LU

MN

S A

ND

CO

MP

OS

ITE

CO

NS

TR

UC

TIO

NS


Durability and concrete cover

The durability of the concrete joint with anchor bolt and steel shoe is designed according to EC2 chapter 4. The same exposure class is chosen for joint as for column and foundation structure if there is no special need to use a higher class. Check structural fire design when needed.

Concrete cover of anchorsThe nominal concrete cover of anchor bars and anchor plates are determined according to exposure class related to environmental conditions.

Concrete cover of threadsThe concrete cover and protection of threaded part including nuts and washers is determined according to exposure class:

Exposure class X0• In dry and warm conditions visible steel parts are painted if they can be maintained later

• Without maintainability the steel parts are covered with a required concrete cover

Exposure classes XC1 and XC3• All bolt parts are covered with a required concrete layer and the leakage of water into the connection is

prevented by structural solutions.

• In cold and humid conditions bolts are hot-dip galvanized

Exposure classes XC2, XD4, XD, XS and XF• The use of anchor bolts in these environmental conditions should always be checked. The steel parts

must in all circumstances be covered with a non cracking concrete layer. The leakage of water into the connection has to be prevented by structural solutions.

Installation

Forming a bolt group

The anchor bolts are concreted into a bolt group by using an AAK assembly frame. With the frame it is easy to secure the right bolt positions, it also protects the threads during concrete casting.

A rectangular assembly frame with four bolts can be ordered by using product code AAK-M- H*B, where M is thread size and H*B are bolt centre-to-centre distances.

Bolt assembly and tolerances

When using APK column shoes the anchor bolts should be assembled in the foundation concrete according to height levels given in figure 14.3.25 and table 14.3.15. Also in other applications the bolt height levels may not differ more than the allowable tolerance, so that full bolt capacities can be used.

The bolts are cast into concrete with following tolerances:

Height tolerance ± 20 mm

Maximum allowable bolt inclination L/100

Bolt hole clearance in column shoe M16-M30 ± 5 mm M36-M60 ± 7 mm

When assembly tolerances are exceeded please ask further instructions from project’s structural designer.

Bending and welding of bolts

When needed, straight rebars can be bent at site (not the threaded part). When bending rebars the requirements concerning bending radius and working temperatures should be followed. Lap lengths to main reinforcement should be checked for the bent bolt.

It is recommended that no load carrying fixings are welded to the rebars without consulting the structural designer.

Column installation

Column installation begins by levelling the upper surface of lower washers to correspond to the planned bottom level of the precast column. The column is lifted into place and the upper nuts are tightened. The column is levelled into an upright position by adjusting the bolt nuts. The nut housings have been designed for DIN 7444 slugging wrenches.

Tightening torque values are given in table 14.3.15. The values correspond to 40 % of rebar and 20 % of high strength steel bar yield strength. The bolts are locked with double nut or by breaking the thread above the nut. The given torque is not enough for cyclic compression (tension loaded bolts).

The grouting of the column shoe and the nut housings is done according to grout manufacturers instructions. The grout concrete should be non-shrinking and correspond to the column concrete strength.

Safety precautions

The anchor bolt threads are to be protected during and after concrete casting. The bolts may not be loaded before the concrete has achieved its design strength if the plans do not specify anything else. When installing columns the working order and the assembly supporting plan should be followed. Grouting of the connection should be done according to the installation schedule and the grouting concrete should reach the planned strength before upper structures can be assembled onto the column.

stA

+ AqtA st

pt

M

Art

Hmin

A

vtA

qtA

Ast

A+Aqt st

ET

E

B

Compression zone

D

L

K F

A

H

Tension zone

F


B

H

AG

Bolt height level

Bolt size

Corresponding Column shoe

A G Torque

mm mm mm

AHP16 APK16 105 50 100

AHP20 APK20 115 50 200

AHP24 APK24 130 50 350

AHP30 APK30 150 50 650

AES36 AHK36 170 60 800

AHP39 APK39 180 60 1000

AES45 AHK45 190 65 1000

ALP22 APK24 130 50 200

ALP27 APK30 150 50 350

ALP30 APK33 170 50 650

ALP36 APK36 170 60 800

ALP39 APK39 180 60 1000

ALP45 APK45 195 70 1500

ALP52 APK52 230 80 2500

ALP60 APK60 260 80 3500

Bolt height levels with column shoes

A = Bolt height level from concreteG = Grouting thickness under column

Figure 14.3.25Table 14.3.15


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Download FREE from www.anstar.fi

ColJoint design program for bolt/column shoe connection

14.4 AEP STEEL BRACKET

AEP Steel Bracket

• AEP steel brackets are used to connect precast concrete beams to multi-storey columns or walls

• The steel bracket transfers beam loads to the column or wall during installation and in final use of the structure

• The bracket acts as a hinge joint allowing the beam to rotate longitudinally but transfers torsional loads from beam to column

• The AEP system makes it possible to use simple straight steel moulds since all steel parts are pocketed and hollow core concrete slabs can be installed without supporting the beam flange

Concrete Association ofFinland certificate 227

AEP-S is column partfor wall connections.

AEP450PI-Ø280-2

280

D1

280

AEP450PI-280-2

AEP450S

150 mm AEP300S150 mm AEP450S175 mm AEP650S215 mm AEP950S

AEP450PI-380-190-3

380

AEP-PI AEP1300PI (2 x AEP650PI)AEP1900PI (2 x AEP950PI)

A1 A1

A4

A6

A5

A2

4040

Ø

45

A3B2

B5

B6 B3

71

B7

Ø2

B1 B4B1

Ø1

AEP-PA AEP1300PA (2 x AEP650PA)AEP1900PA (2 x AEP950PA)

AEP-PA

AEP-K

AEP-KL

AEP-PS

AEP-PI

500

T12

arm wedge

Vc,Rd T Rd Nta,Rd

[kN] [kNm] [kN]

AEP400 400 10 100 red

AEP600 600 20 110 grey

AEP800 800 30 120 yellow

AEP1100 1100 50 150 green

AEP1600 1600 30 240 black

AEP2200 2200 50 300 blue

AEP400-S

AEP600-S

AEP800-S

AEP1100-S

NEW: Beam to beam connection. See manual.

Wedge with assembly arm AEP-KL-500

TYPE

TYPE

CAPACITIESSHEAR, TORSION, TENSION

COLOUR

Capacities due to EC2 SFS-EN 1992-1-1:2005 (+NA2007), concrete C40/50

Wedge with an installation arm

AEP400PI column part for single beam connection

AEP400S wall part for single beam connection

AEP400PA beam part

AEP400K bridge part

AEP400KL locking wedge

The AEP bracket system with product parts

Figure 14.4.1


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Twin Brackets Type Colour

- -

- -

AEP1600 Black

AEP2200 Blue

The AEP bracket system after installation

The hinge joint structure makes it possible to use the AEP bracket system in earthquake resistant building frames. There is also a special bracket solution for beam-to-beam connections. One common frame structure in Finland is to use Anstar’s steel-concrete composite A-Beams connected to precast concrete columns with AEP brackets.

Product types

AEP steel brackets are manufactured in six different capacity classes. The number in the product code stands for the Eurocode capacity calculated with the Finnish National Annex. The standard design fits into small cross-sections and the he twin brackets are made of two standard brackets welded together with a single front plate to carry heavy loads.

Front plates and bridge parts are painted with different colours to make it easy to recognize which steel part has been used in the precast element and which bridge part should the installed into the column part.

When ordering, the different bracket parts should be specified according to following principles: The column steel part product code includes the number of beams to be connected in the same level. Other parts are always manufactured with standard dimensions.

A200 A265 A320 A370 A400 A500

AEP400

AEP400

AEP400

AEP400

Standard Design Type Colour

AEP400 Red

AEP600 Grey

AEP800 Yellow

AEP1100 Green

TypeFinal Structure(x) Instalation

ColourVRd [kn] TRd [kn] NRd [kn] Va,Rd [kn] Ta,Rd [kn] Na,Rd [kn]

AEP400 400 10 50 200 15 100 Red

AEP600 600 20 60 300 30 120 Grey

AEP800 800 30 80 400 50 160 Yellow

AEP1100 1100 50 100 550 80 200 Green

AEP1600 1600 60 160 800 100 320 Black

AEP2200 2200 100 200 1100 160 400 Blue

Suitable AEP brackets for A-Beams

AEP colour codes

Capacity values for the AEP bracket system in concrete C40/50

Figure 14.4.2

Table 14.4.1

Table 14.4.2

Table 14.4.3

• Capacity values in the final structure when joint concrete has hardened VRd = the design value of the shear capacity TRd = the design value of the torsion capacity NRd = the design value of the horizontal tension capacity

• Capacity values during installation before joint concreting Va,Rd = the design value of the shear capacity (50 % of final value) Ta,Rd = the design value of the torsion capacity for internal beams Na,Rd = the design value of the horizontal tension capacity

The higher shear loads can also be used during installation if the torsion and tension loads are restricted to values given for the final structure

(x) Capacity values for lower concrete grades are discussed in chapter ‘Capacity values in lower concrete grades’

AEP - PI Column Part The standard AEP column part is used to connect a single beam to the column. The steel part can also be used to connect two or three beams in the same level if the column cross-section is big enough for the anchor bars and the column main reinforcement.

Figure 14.4.3

A1 A1

A8A2

4040

T1

45

A3

SECTION A-A

A

B

A7

A5

A6

SECTION B-B

TWINBRACKET

STANDARDDESIGN

TypeA1 A2 A3 A5 A6 A7 A8 T1 Weight

Colourmm mm mm mm mm mm mm mm kg

AEP400PI 120 240 585 210 168 170 85 1T20 7,9 Red

AEP600PI 120 310 585 215 168 175 95 2T20 11,3 Grey

AEP800PI 120 350 740 240 188 175 100 2T25 16,4 Yellow

AEP1100PI 150 390 910 250 233 180 125 2T32 29,2 Green

AEP1600PI 270 350 740 240 340 175 100 4T25 34,3 Black

AEP2200PI 340 390 910 250 420 180 125 4T32 61,0 Blue

Table 14.4.4

A1 A1

A8A2

4040

T1

45

A3

SECTION A-A

A

B

A7

A5

A6

SECTION B-B

TWINBRACKET

STANDARDDESIGN

A1 A1

A8A2

4040

T1

45

A3

SECTION A-A

A

B

A7

A5

A6

SECTION B-B

TWINBRACKET

STANDARDDESIGN

A1 A1

A8A2

4040

T1

45

A3

SECTION A-A

A

B

A7

A5

A6

SECTION B-B

TWINBRACKET

STANDARDDESIGN


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AEP beam part

The AEP beam part can be used in prestressed or ordinary reinforced symmetrical and unsymmetrical flanged beams or rectangular beams.

B1 = Width of front plateB2 = Height of front plateB3 = Length at lower anchor barsB4 = Length at upper anchor barsB7 = Depth of wedge box

B8 = Width of wedge boxB9 = Front plate thicknessT1 = Upper rebar diameterT2 = Lower rebar diameter

AEP beam part AEP bridge part

45

B2

B8

B8

T2

T1

A

B

B9

SECTION B-B B3B4

B7

SECTION A-A

70

T2

T1

TWINBRACKET

STANDARDDESIGN

B1

B1

DESIGN HEIGHT LEVEL

C1

3545

C2

C3

C7

C5

C6

C4

Ø20

TypeB1 B2 B3 B4 B7 B8 B9 T1 T2 Weight

mm mm mm mm mm mm mm mm mm kg

AEP400PA 150 215 1025 425 45 58 10 2T12 2T20 12,7

AEP600PA 150 275 1035 560 45 58 15 2T16 2T20 18,8

AEP800PA 150 335 1240 670 50 58 20 2T16 2T25 29,2

AEP1100PA 190 380 1240 640 50 73 20 2T16 2T25 39,5

AEP1600PA 300 335 1240 670 50 58 20 4T16 4T25 59,6

AEP2200PA 380 380 1240 640 50 73 20 4T16 4T25 92,5

AEP bridge part

The dimensions of the bridge part are the same within the capacity class for all column part alternatives. In twin brackets two standard bridge parts either AEP800K or AEP1100K are used.

C1 = Height in beam C2 = Protrusion from column surfaceC3 = Height in columnC4 = Bridge lengthC5 = Total widthC6 = Bridge plate thicknessC7 = Supporting plate thickness

TypeC1 C2 C3 C4 C5 C6 C7 Weight

mm mm mm mm mm mm mm kg

AEP400K 125 70 192 126 56 35 15 5,6

AEP600K 180 80 260 141 56 35 15 8,6

AEP800K 230 100 305 170 56 35 20 12,7

AEP1100K 260 100 350 180 71 50 20 22,3

AEP beam part dimensions AEP bridge part dimensions

DESIGN HEIGHT LEVEL

C1

3545

C2

C3

C7

C5

C6

C4

Ø20 A5

A6

A7

45

A8

A2A3

40

A1

40

A

B

SECTION B-BSECTION A-A

A5

A740

A1A6

A8

A2A4

40

A3

D1 SECTION A-AIN RECTANGULAR COLUMN

SECTION B-BIN ROUND COLUMN

T1T2

D1 Ø

D1

B

A

E1 BT Bmin BT Bmin A

E2

E1

E2 H H H

E


Table 14.4.5 Table 14.4.5


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AEP wall part

The AEP wall part is a shorter version of the column standard part that can be installed in concrete walls with a minimum thickness of 180mm. This steel part can also be used in columns with concrete class C25/30 or more.

AEP part for beam-to-beam connection

The AEP wall part is a shorter version of the column standard part that can be installed in concrete walls with a minimum thickness of 180mm. This steel part can also be used in columns with concrete class C25/30 or more.

TypeA1 A2 A3 A5 A6 A7 A8 B Weight

mm mm mm mm mm mm mm mm kg

AEP400S 120 240 585 150 150 150 85 180 8,5

AEP600S 120 310 585 150 150 150 95 180 11,8

AEP800S 120 350 740 175 160 175 100 200 17,5

AEP1100S 150 390 910 215 190 180 125 240 31,3

TypeA1 A2 A3 A4 A5 A6 A7 A8 A9 Weight

mm mm mm mm mm mm mm mm mm kg

AEP400PP 120 240 275 35 210 280 170 85 140 10,9

AEP600PP 120 310 360 45 215 310 190 95 155 17,1

AEP800PP 120 350 425 70 240 330 190 100 155 24,1

AEP1100PP 150 390 490 90 250 385 195 125 190 40,2

AEP wall part dimensions Dimensions of AEP beam-to-beam connections

DESIGN HEIGHT LEVEL

C1

3545

C2

C3

C7

C5

C6

C4

Ø20 A5

A6

A7

45

A8

A2A3

40

A1

40

A

B


A5

A740

A1A6

A8

A2A4

40

A3



T1T2

D1 Ø

D1

B

A


E2

E1

E2 H H H

E

DESIGN HEIGHT LEVEL

C1

3545

C2

C3

C7

C5

C6

C4

Ø20 A5

A6

A7

45

A8

A2A3

40

A1

40

A

B


A5

A740

A1A6

A8

A2A4

40

A3



T1T2

D1 Ø

D1

B

A


E2

E1

E2 H H H

E


Table 14.4.6 Table 14.4.7

AEP wall part AEP beam side part in a beam-to-beam connection


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AEP column part for connecting two beams

AEP column part for connecting two or three beamsOther dimensions as in fig. 14.4.3

AEP column part for connecting two opposite beams

This AEP column part is designed for connecting two opposite beams to a column in the same level. In round columns the straight AEP front plate placed inside the cross-section, will give a smaller D1 dimension than the column diameter. The same must be observed when using single AEP-PI standard column part. The dimension D1 must be specified in order.

AEP column part for connecting several beams

This AEP column part is designed for connecting two or three beams in the same level. The steel part is welded together with customer dimensions using standard parts.

• 3-sided column part

AEP***PI – E1 – E2 – 3

for example:

AEP400PI-380-190-3

• 2-sided column part in 90° angle

AEP***PI – E1– E2 – 2

for example:

AEP400PI – 190 – 190 – 2

Special versions can also be delivered according to customer drawings in cases like:

• Column part into round column with special angle

• Several capacities in same height level

• Several parts with slightly different height level

AEP column part dimensions in a two beam connection

DESIGN HEIGHT LEVEL

C1

3545

C2

C3

C7

C5

C6

C4

Ø20 A5

A6

A7

45

A8

A2A3

40

A1

40

A

B


A5

A740

A1A6

A8

A2A4

40

A3



T1T2

D1 Ø

D1

B

A


E2

E1

E2 H H H

E

DESIGN HEIGHT LEVEL

C1

3545

C2

C3

C7

C5

C6

C4

Ø20 A5

A6

A7

45

A8

A2A3

40

A1

40

A

B


A5

A740

A1A6

A8

A2A4

40

A3



T1T2

D1 Ø

D1

B

A


E2

E1

E2 H H H

E

TypeT1 T2 Immersion length (Ø – D1) in round columns

Colourmm mm Ø280-350 Ø360-450 Ø460-550 Ø560-650 Ø660-750

AEP400PI-D1-2 2T20 2T12 30 25 20 20 15 Red

AEP600PI-D1-2 2T20 2T12 30 25 20 20 15 Grey

AEP800PI-D1-2 2T25 2T12 - 25 20 20 15 Yellow

AEP1100PI-D1-2 2T32 2T16 - 35 30 25 20 Green

AEP1600PI-D1-2 4T25 2T12 - - - - - Black

AEP2200PI-D1-2 4T32 2T16 - - - - - Blue

Figure 14.4.8

Figure 14.4.9

Table 14.4.8


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BEAM DESIGN

Beam span and bending

The support is situated on the inner side of the beam part front plate. The span length is determined by the distance between the column surfaces from which the distance 2*e1 is subtracted when the joint between the column and the beam is 20 mm (fig 14.4.13). The precast beam is designed for bending as a simply supported beam using the above mentioned span length. The main reinforcement is anchored to the beam end according to standard principles for rectangular beams and the steel part lower rebars are anchored to this main reinforcement.

Beam end shear capacity

The beam support reaction is acting on the lower support plate, which is situated 90 mm above the beam lower surface. The plate size has been determined, so that the shear load causes the concrete compression stress fcd. The support reaction is transferred from the horizontal plate to the bridge part via the front plate. The effective beam cross-section is situated above the support plate. The beam effective height is d=H-90 mm and the effective width is beff. The shear reinforcement is determined according to principles for rectangular concrete beams (fig 14.4.10). If the bracket is positioned higher upin the beam then the shear capacity and the shear reinforcement should be designed using methods developed for recessed beam ends.

Torsion

The AEP bracket system transfers the beam torsion to the column. If beam minimum width dimensions according to table 14.4.9 (page 14-52) are used, then there is no further need to analyse the internal torsion forces acting in the beam end. The reinforcement is designed according to standard methods developed for rectangular concrete beams. Longitudinal torsion rebars must be taken to beam end, and anchored using U-formed vertical links. When designing stirrups it should be noted that closed stirrups can only be used at 100mm from the beam end because of the bridge opening. The bracket connection does not need any closed stirrups closer to the beam end.

COLUMN DESIGN

Column bending moment MEd

The shear span e1 causes a bending moment in the column. The bridge part transfers the support reaction to the column part lower plate with the welded compression rebars (fig 14.4.14).

The column bending moment is MEd = VEd* (H/2+e1)

where: H = column dimension in beam direction e1 = shear span e1 (see table 14.4.12) VEd = Total beam support reaction for one beam connections. The difference between maximum and minimum support reactions from opposite column sides in double beam connection. The critical design combination is calculated for both assembly and final structure.

The column main reinforcement is checked for this eccentricity moment MEd

Shear force caused by the moment MEd

The bending moment MEd causes a force couple with shear load QEd (figure 14.4.11).

QEd = MEd/p1

where dimension p1 is given in figure 14.4.11.The column is provided with stirrups Asw according to page 14-54.

Torsion TEd

The torsional moment TEd transferred from the beam causes a local bending moment at the column steel part.

MEyd = TEd

This moment causes a force couple with shear load QEyd

QEyd = MEyd/p1,

where p1 is taken from figure 14.4.11below.The needed strirrups are included in the additional reinforcement ASW on page page 14-54. The column main reinforcement must be checked for the bending moment MEyd.

Cross-section reductionThere is no need for a cross-section reduction because of the bridge box, since the vertical steel plates carry the necessary compression load.

Column reinforcementThe column reinforcement is designed according to standard methods, the only addition is the checking of the eccentricity moments. The stirrups are designed according to page 14-54. Observe that closed stirrups can not be used at the bridge box.

Figure 14.4.10

Figure 14.4.11

Bracket Dimensions for Column design

Fig 10. Forces acting on the beam part

Closed stirrups can not be placed in this area

V

1

d

eff

Beam supporting plate

Qvd

Mvd

Qvd

20

100

90d

=H

-90

be

45

P1

1e = 45-55 mm

QEd

VEd

EdQ

MEd

EydQ

QEyd

MEyd

Beam lower surface

P1

H

VEd

Forces acting on the beam part

Forces acting on the column part

Type p1 e1

AEP400 185 45AEP600 250 50AEP800 295 50AEP1100 340 55AEP1600 295 50AEP2200 340 55


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Minimum structural dimensions

The structural minimum dimensions have been determined for a centric bracket in fire resistance class R120. Minimum dimensions for beams are given in table 14.4.9 and fig 14.4.12. The minimum width Bmin has been determined for a load case without torsion and the minimum width BT for a beam transferring the bracket torsion capacity. When placing tendons around the beam steel part, there might be a need to use bigger beam widths. In beam-to-beam connections the front plate distance from the beam lower surface should be at least the dimension E to allow rebar placing below the steel part.

The minimum column and wall dimensions for a single beam connection and for a twin beam connection on opposite column sides are given in table 14.4.10 for both rectangular and round columns. The distance between the front plate lower end and the column top should be at least the dimension B1 to allow placing of necessary stirrups above the bracket.

Beam minimum dimensions

Column and wall minimum dimensions

Minimum beam dimensions

Minimum column and wall dimensions

TypeColumn-to-beam connection Column-to-beam connection

H Bmin BT H A E

AEP400 300 240 280 400 280 80

AEP600 320 240 280 420 280 90

AEP800 380 280 380 500 320 110

AEP1100 420 320 480 550 340 120

AEP1600 380 380 480 - - -

AEP2200 420 480 580 - - -

TypeOne beam joint Twin beam joint Column Wall Joint

H B D H B D B1 B E

AEP400 280 280 300 280 280 280 380 180 140

AEP600 280 280 300 280 280 280 380 180 140

AEP800 300 300 320 280 300 300 400 200 140

AEP1100 340 340 340 300 300 340 480 240 190

AEP1600 380 440 - 280 440 - 480 200 220

AEP2200 380 480 - 300 480 - 480 240 280

Bmin = Minimum width without torsion

BT = Minimum width with full torsion capacity

DESIGN HEIGHT LEVEL

C1

3545

C2

C3

C7

C5

C6

C4

Ø20 A5

A6

A7

45

A8

A2A3

40

A1

40

A

B


A5

A740

A1A6

A8

A2A4

40

A3D1 SECTION A-A

IN RECTANGULAR COLUMN


T1T2

D1 Ø

D1

B

A


E2

E1

E2 H H H

E

H

H

B

EB1

BB

D

swA

swAswA

Section D-D

A

A, D

Section B-B (2)

Section A-A

sw

B

C

Section B-B (1)

Section C-C

Hole for flange stirrups

swA

swA

110

40-6

0

DESIGN HEIGHT LEVELswA swA

Figure 14.4.12

Figure 14.4.13

Table 14.4.9

Table 14.4.10


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Column part reinforcement

Beam part reinforcement

Additional column stirrups

Additional beam part stirrups

Type Stirrups Asw (mm2) Example

AEP400PI 276 6T8

AEP600PI 344 7T8

AEP800PI 498 7T10

AEP1100PI 442 7T10

AEP1600PI 996 9T12

AEP2200PI 884 8T12

Type Stirrups Asw (mm2) Example

AEP400PA 220 3T10

AEP600PA 314 4T10

AEP800PA 370 5T10

AEP1100PA 525 7T10

AEP1600PA 740 10T10

AEP2200PA 1050 10T12

Column additional reinforcement

Additional stirrups are placed in the column to transfer the bracket loads and secure a ductile behaviourin limit state. Stirrups Asw according to 14.4.14 and table14.4.11 section A-A are placed on both sides of the column part. The stirrups are used to transfer all three loads in the same time and the stirrup amount is designed according to following instructions:

Shear and torsion stirrups ASWThe additional stirrups Asw on both sides of the column part are designed to transfer shear and horizontal forces. The torsion forces act on different legs of the stirrups, which means that there is no need to add stirrups because of the torsion. The stirrups Asw are placed according to following principles:- In a one beam joint the stirrups Asw are placed according to table 14.4.11- In a twin beam joint on opposite sides of the column the stirrup amount Asw is the same as for a one beam joint- With heavy duty parts AEP1600 and AEP2200 the stirrups are placed directly to the added vertical rebars

placed close to the column part according to fig 14.4.14 section D-D- Also the standard column part for a one beam joint is reinforced according to section D-D in big column

cross-sections because the stirrup distance from front plate edge may not exceed 120mm. In twin brackets on opposite column sides the additional stirrups can be placed with the column standard stirrups.

The needed additional reinforcement is added to the main reinforcement and the total reinforcement is placed in the column in the most practical way.

StirrupsStirrups at the bridge box

Closed stirrups cannot be placed at the bridge box therefore the main rebars are tied diagonally according to fig 14.4.14 section B-B. It is also possible to use a closed stirrup welded to the steel part. The stirrups are designed according to concrete code regulations concerning the transverse reinforcement.

Stirrups at the compression rebarsThe column part compression bars are tied together with stirrups below the column part front plate. The stirrups are designed according to concrete code regulations concerning the transverse reinforcement but there should be at least two stirrups in the compression bar middle area according to fig 14.4.14 section C-C.

Beam additional reinforcement

Shear capacityThe beam shear reinforcement is designed according to principles for rectangular concrete beams by considering the effective cross-section described in figure 14.4.15. The beam main reinforcement is anchored to the beam end by using links (fig 14.4.15). In high beams the bracket is situated higher in the cross-section and therefore the shear reinforcement is designed according to methods developed for recessed beam ends.

Torsion capacityThe torsion stirrups Asw are placed close behind the beam support plate according to fig 14.4.15.The stirrups are determined for the bracket torsion capacity and minimum beam width BT given in chapterMinimum structural dimensions. It is recommended that these stirrups are used also when the torsion capacity is not in full use to secure the ductile behaviour for unexpected moving live loads.Longitudinal torsion rebars are taken to the beam end and anchored using U-formed vertical links.For flange beam stirrups there is a hole above the beam part support plate, which is suited for flange height 150 mm. The same hole can also be used for flange height 100 mm by modifying the stirrups.

Rebar splicing and splitting forcesThe beam part anchoring bars have to be spliced with the main reinforcement. The transverse reinforcement is designed according to EN 1992-1-1 chapter 8.7.4.1.

H

H

B

EB1

BB

D

swA

swAswA

Section D-D

A

A, D

Section B-B (2)

Section A-A

sw

B

C

Section B-B (1)

Section C-C


swA

swA

110

40-6

0


H

H

B

EB1

BB

D

swA

swAswA

Section D-D

A

A, D

Section B-B (2)

Section A-A

sw

B

C

Section B-B (1)

Section C-C


swA

swA

110

40-6

0DESIGN HEIGHT LEVEL

swA swA

Table 14.4.11

Table 14.4.12

Figure 14.4.15

Figure Figure 14.4.14


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The capacity values have been calculated for concrete C40/50. For other concrete grades please contact CFS.

The AEP bracket steel parts are cast into concrete, which protects against fire. The rebar concrete coveris at least 45 mm, which corresponds to fire resistance class R120. On request the AEP column part rebars can be placed with a bigger concrete cover for resistance class R180. The beam part open end and the bridge box require a fire protection.

Beam-to-beam connection

In beam-to-beam connections the beam part AEP-PA is reinforced as in fig 14.4.15. The column part AEP-PP in the main beam is reinforced according to fig 14.4.16 and table 14.4.11. The additional reinforcement Asw is placed on both sides of the steel part. Extra stirrups are placed close to the upper stud anchors to prevent concrete cone failure. High wall like beams can also be reinforced according to figure Figure 14.4.17, wall part reinforcement. The main beam shear force has to be considered as for standard point loaded rectangular concrete beams.

Fire protection

1. Urathane foam as grouting recess into wedging hole and column-to-beam joint at the level of bridge part upper surface

2. Mineral wool is placed in the column-to-beam vertical joint and lower horizontal joint, so that the wool fills the joint up to the bridge lower surface. Certified firestop foam/elastic mass can also be used.

3. Elastic sealant is placed on top of mineral wool

4. Only the connection area above the bridge part is concreted to enable free rotation of beam end


The AEP design is made according to:

• The AEP bracket connection is designed according to: EN 1992-1-1:2004 Eurocode 2: Design of Concrete structures – Part 1-1: Finnish National Annex to Eurocode 2, 2007

• Product are CE marketing according EN 1090-1 and EN 1090-2

• Anstar Oy has a quality control agreement with Inspecta Certification and Nordcert. The shoe production is certified according to standards EN 1090-1, EN 3834-2 and EN 17660-1

Beam-to-beam joint reinforcement

Wall part reinforcement

Fire protection

H

H

B

EB1

BB

D

swA

swAswA

Section D-D

A

A, D

Section B-B (2)

Section A-A

sw

B

C

Section B-B (1)

Section C-C


swA

swA

110

40-6

0


41

SECTION B-B

B

1

SECTION A-A

1

A

2

1

C

B

A

2SECTION C-C

32

4

SECTION B-B

B

2

SECTION A-A

21

A

1

C

B

A

3

SECTION C-C

4

4

4

2

3

4

32

SECTION B-B

B

1

SECTION A-A

2

A

1

2

C

B

A

1SECTION C-C

33

2

1

2

4 4

Figure 14.4.16

Figure 14.4.17

Figure 14.4.18

Section B-B

B

A

swA

swA

Beam strip

Section A-A


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14.5 BRACING CONNECTIONS

Anstar’s ADE and ADK bracing connections are designed for stabilizing the prefab concrete frame. These connections are used in joints between concrete columns and stabilizing steel bracings. The bracing connections are prefabricated steel parts, which are cast into concrete columns. During assembly of the prefab concrete frame, the stabilizing steel bracings are fixed with bolts into the column. The connections allow standard manufacturing and assembly tolerances for prefab concrete frames. The connection is ready for use immediately after assembling and there is no need for welding or painting on site.

Heavy duty bolt connections for concrete frame bracing

Concrete Association of Finland certificate 216

Normal surface treatment: hot dip galvanising. Manufactured on request.

Ask for tender!Concrete Association of Finland certificate 291


ADE ADL ADK

20

EDGE BEAMe.g. A265-280R

MIDDLE BEAMe.g. A265-280

EDGE BEAMe.g. A265-280Rm

Beam steels are protected by seam concrete

LOWERED BEAMSWITHOUT SURFACE CONCRETE

Reinforced surface concrete acts as composite structure with beam

STANDARD BEAMSWITH SURFACE CONCRETE

280-380-480-580

HC200HC265HC320HC370HC400HC500

3030280-380-480 30 280-380-48030

DB

LT

Ø

ADE-P

thread M

DIMENSIONS CAPACITIES

F u VuL B D T M ø weight

(L = 600mm) K40-1TYPE

[mm] [kg] [kN]

ADE20P-L column width

column width190 110 12 20 16

200 120 12 20 16

11,3 190 10

ADE24P-L 11,7 260 10


column width

200 120 12 24 20

250 150 12 30 25

14,7 390 20

ADE36P-L 22,5 550 30

Plates S355J2+N

Anchors A500HWSleeves MoC 210M


Normal surface treatment: hot dip galvanising. Manufactured on request.

Ask for tender!Concrete Association of Finland certificate 291


ADE ADL ADK

20

EDGE BEAMe.g. A265-280R

MIDDLE BEAMe.g. A265-280

EDGE BEAMe.g. A265-280Rm

Beam steels are protected by seam concrete

LOWERED BEAMSWITHOUT SURFACE CONCRETE

Reinforced surface concrete acts as composite structure with beam

STANDARD BEAMSWITH SURFACE CONCRETE

280-380-480-580

HC200HC265HC320HC370HC400HC500

3030280-380-480 30 280-380-48030

DB

LT

Ø

ADE-P

thread M

DIMENSIONS CAPACITIES

F u VuL B D T M ø weight

(L = 600mm) K40-1TYPE

[mm] [kg] [kN]


column width190 110 12 20 16

200 120 12 20 16

11,3 190 10

ADE24P-L 11,7 260 10


column width

200 120 12 24 20

250 150 12 30 25

14,7 390 20

ADE36P-L 22,5 550 30

Plates S355J2+N

Anchors A500HWSleeves MoC 210M

Figure 14.5.1

ADK ADE

Structure of the ADK diagonal rod connection

Structure of the ADE horizontal rod connection

Figure 14.5.2

Figure 14.5.3

ANSTAR's delivery boundary

ADK

ADK

FIXED

CONNECTION

ADJUSTABLE

CONNECTION


ADK

ADK

FIXED

CONNECTION

ADJUSTABLE

CONNECTION

FIXED

CONNECTION


FIXED

CONNECTION

ADJUSTABLE

CONNECTION

ADJUSTABLE

CONNECTION

ADE-S

ADE-P

ADE-K

ADE-P

M M

ADK diagonal rod connections

The ADK diagonal rod connections are used when the stabilizing structure between two concrete columns is made of diagonal rods. In the stabilizing system the concrete columns act as vertical rods together with the diagonal steel rods. The diagonal rods are fastened onto the concrete column surface with the bolted ADK connection. For connection adjustment instructions please contact CFS. The structure of ADK connection is described in figure 14.5.2.

ADE horizontal rod connections

The ADE connection parts are used to join axially loaded steel profiles perpendicularly to the concrete surface. The ADE connection forms a hinge joint. The ADE connection allows all needed tolerances for frame assembly and manufacturing. The structure of ADE connection is described in figure 14.5.3.


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The use of bracing connections

Figure 14.5.4

Figure 14.5.5

ADE

ADK

ADE

ADK

ADEADE

ADE Horizontal Rod Connection

DB

LT

Ø

thread M

ADE-P

Product Code

Dimensions Resistance

L B D T M Øweight (L=600mm)

NRd VRd

C35/45

[mm] [kg] [kN]

ADE20P-L column width 190 110 12 20 16 11,3 190 10




Plates S355J2+N

Anchors A500HW

Sleeves MoC 210M

Table 14.5.1

Designing instructions for ADE connections

ADE connections are used in joints between stabilizing horizontal steel rods and the prefab concrete frame. The frame stabilizing horizontal rods usually transfer the frame wind loads either to the stabilizing trusses, or to the concrete shafts and walls. The load on the horizontal rods is just normal force. Shear force acting on the connection is caused by the weight of the rod itself.

Designing the ADE connection:

1. The forces acting in the horizontal rod are calculated on the basis of rigid frame calculations in which the rod ends are modeled as hinged joints. The normal and shear force of the rod (Nd, Vd) should not exceed the design capacities of the connection (Nu, Vu)

2. The thickness of the connection plate at the end of the horizontal rod should be chosen on the basis of the dimension “T” which is given in table 6. The clearance between flange plates should be T+2 mm

3. The dimensions for the connection plate in the end of the horizontal rod should be chosen so that the plate fits between the flange plates. See figures 14.5.6 and 14.5.7

4. The connection is designed for a load corresponding to the shear load capacity of a double shear joint, which means that the dimensions for the horizontal rod connection plate should be chosen/checked on the basis of the edge failure equation. The rod end dimensions, which are described in figures 14.5.6 and 14.5.7, meet the requirements mentioned above

5. The length of the stabilizing rod should be chosen so that the dimension between bolts is

L-(L1+L2), where:

L = distance between the column surfaces

L1, L2 = design dimensions of the fixed and adjustable rod ends (table 14.5.2). Figure 14.5.6 and 14.5.7


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The ADE connections are designed to be used together with the rectangular tubular sections presented in table 14.5.2.

Edge and centre-to-centre distances in the column

The connection is usually placed in the centre line of the column, or alternatively, in a place where the use of the connection will not cause any torsion regarding to the longitudinal axis of the column. If the connection is placed on the edge of the column, the minimum distance should be chosen so that the main rebars and stirrups can be placed in the column without obstruction, and that the preconditions for the protective concrete layer will be fulfilled. The minimum edge distances from the centre of the connection are given in table 14.5.3

B2

H1

H2Ø

ØB

2

H1

H2

TT+2 mm

OVAL HOLE IN THE PLATEB

1

DDB

1

L1

T1

B2

+1

0 m

m

HW

ADE-K FIXED CONNECTION CONNECTED HORIZONTAL ROD

T1

H2

H1

T1

B2

+1

0 m

m

HW

Ø

Ø

B2

T+2 mm

B2

T

B1

B1

T1

H1

H2

S

L2

CONNECTED HORIZONTAL RODADE-S ADJUSTABLE

CONNECTION

Figure 14.5.6

Figure 14.5.7

Type

Rectangular tubular section [mm]

Connection Dimensions

Dimensions for adjustable rod ends [mm]

Minimum Maximum [mm] Minimum Maximum

H*W H*W L1 L2 L1min L1max

ADE20 P80*80 P100*100 140 90 115 165

ADE24 P110*110 P130*130 150 100 125 175

ADE30 P140*140 P130*130 175 120 150 200

ADE36 P180*180 P200*200 215 150 190 240

Type270Minimum distance [mm] Stirrups

TypeMinimum distance [mm] Stirrups

e1 e2 Ast [mm2] e1 e2 Ast [mm2]

ADL250 200 330 550 ADK300 200 400 660

ADL350 220 410 770 ADK500 200 500 1101

ADL500 250 470 1101 ADK700 200 550 1541

ADK900 220 600 1982

ADE20 150 200 - ADK1100 220 650 2422

ADE24 160 220 -

ADE30 160 220 -

ADE36 160 270 -

Table 14.5.2

Table 14.5.3

Design dimensions for the ADE connection

The minimum edge and centre-to-centre distances and the additional stirrups

H = Height of the tubular section

W = Width of the tubular section

L1 = Design dimension for the adjustable end screw from the column surface

L2 = Design dimension for the fixed end screw from the column surface

e1 = minimum edge distance from connection centre line to column edge

e2 = minimum centre-to-centre distance between two connections

Ast = stands for the additional stirrups designed for maximum normal force

L1min = Minimum assembly dimension for the adjustable rod end

L1max = Maximum assembly dimension for the adjustable rod end


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ADK Diagonal Rod Connection

Designing instructions for the ADK connection

ADK

AD

L truss co

nn

ectio

n

bt

kg/m

PL 50 x 550

51,96

PL 80 x 580

53,14

PL 100 x 5100

53,93

PL 100 x 8100

86,28

PL 100 x 10100

107,85

bh

tr

kg/m

550

505

83,55

570

705

85,12

580

805

85,91

x 5100

505

85,51

x 5150

505

87,48

weight

weight

weight

bh

tr

kg/m

50x70x50x50

705

85,93

50x100x5050

1005

87,1

60x120x6060

1205

810,6

60x140x6060

1405

811,2

60x160x6060

16 05

812,2

U-profiledim

ensions

FLAT BA

Rdim

ensions

ANG

LEBA

Rdim

ensions

H

B L

thread M

AD

K

Ø2

thread M B

B

AD

L-P1

TL

Ø1

H

h

t

b r

h

t

b

r

tb

CA

PAC

ITIES

Truss connectionH

orizontal rod connectionD

IMEN

SION

S

K40-1K40-1

K40-1K

40-1

LH

BT

M

ø1

ø2

weight

Fu

Vu

Fu

Vu

TYPE

[mm

][kg]

[kN]

AD

L250P1295

660175

4530

16114

14,5250

100353,5

20

AD

L350P1365

800 200

45 36

20 139

21,3350

150469,5

30

AD

L500P1395

800240

4545

25169

32,4500

250752,9

40

Plates andtubes

S355J2+N

Anchors

A500H

W

SleevesM

oC 210M

PlatesS355J2+

N

Anchors

A500H

W

Sleeves

Norm

al force ofdiagonal rod

Connection capacitiesD

IMEN

SION

S =

0°- 60° =

60° =

0°

Fd

vN

u60V

u60N

u0V

u0H

BL

Mw

eightK40-1

TYPE

[mm

][kg]

[kN]

AD

K300300

280240

2417,0

300150

260300

10

AD

K500 440

280 240

24 26,6

500250

433500

10

AD

K700510

280340

2437,0

700350

606700

20

AD

K900 550

320 440

30 57,8

900450

779900

20

AD

K1100600

320440

3067,5

1100550

9521100

30

stainless1.4301

acid-proof1.4401

MoC 210M

Design instructions for ADK connections

ADK bolt connections are used in joints between stabilizing diagonal steel rods and the prefab concrete frame. The frame stabilizing bracings transfer wind loads to the foundation by the means of the steel bracing and concrete columns. The ADK connection transfers the diagonal rod normal force to the concrete column.

Because of manufacturing and assembly tolerances of the prefab concrete frame, an adjustable connection part should be designed in the other end of the diagonal rod. The adjustable part belongs to frame delivery, only the basis of design is described in this chapter.

Designing the ADK connection:

1. The forces of the diagonal rods and the concrete columns are determined on the basis of rigid frame calculations. The connection between the diagonal rod and the column is designed as a hinge. The angle of the diagonal rod to the horizontal plane should remain between 0 – 60 degrees. If the angle exceeds 60 degrees, the connection type should be chosen so that the normal and shear force design capacities of the connection Nu60 ja Vu60 will not be exceeded

2. The type of the ADK connection is chosen according to the maximum design value of the diagonal normal force (Ndv)

3. Additional reinforcement should be designed for the column due to the horizontal component of the diagonal rod normal force

4. Designing the connection at the end of the diagonal rod:

- The centre line of the diagonal rod is directed to the centre of the ADK connection

- The end plate of the rod and its stiffness are designed so that all fixing screws are used for transferring the rod force to the column

- In the connections all screws will be equally loaded

- The length “L” of the fixing screw MUST be chosen as follows:

L = E + T + A, where

E = Depth of the thread in table 14.5.2

T = Thickness of the rod end plate. The chosen thickness must be divisible with 5 mm in order to achieve a suitable length for the screws

A = Thickness of the Din 7989 standard washer, which is 8 mm

- It is not allowed to weld anything to the end plate of the ADK connection. The connection capacity values are not valid for welded joints

- It is recommended to make the screw holes in the end plate of the diagonal rod in a horizontally oval shape

Type

Rectangular tubular section H*B

B1 H1 M E

mm

ADK300 P150*150 280 300 4*M24 27

ADK500 P180*180 280 440 6*M24 27

ADK700 P200*200 280 510 8*M24 27

ADK900 P250*250 320 550 6*M30 32

ADK1100 P300*300 320 600 8*M30 32

Table 14.5.4

Figure 14.5.8

Figure 14.5.9

Design dimensions for the ADK connection

H = Height of the diagonal tubular section

B = Width of the diagonal tubular section

B1 = End plate width

H1 = End plate height

M = Size and number of fixing screws

E = Depth of the thread from the surface of the end plate

ANSTAR OY, Erstantie 2, FIN-15540 Villahde Tel. +358-(0)3-872 200, Fax +358-(0)3-872 2020 www.anstar.fi [email protected]

page 17 Bracing connections Instructions for use

4. Designing connection at the end of the diagonal rod:- The centre line of the diagonal rod is directed to the centre of the ADK connection.- The end plate of the rod and its stiffness are designed so that all fixing screws are

used for transferring the rod force to the column.- In the connections all screws will be equally loaded.- The length "L" of the fixing screw MUST be chosen as follows:

L = E + T + A, where E = Depth of the thread in table� 114.5.2 I T = Thickness of the rod end plate.The chosen thickness must be divisible with 5

mm in order to achieve a suitable length for the screws. A= Thickness of the Din 7989 standard washer, which is 8 mm.

- It is not allowed to weld anything to the end plate of the ADK connection. The connection capacity values are not valid for welded joints.

- It is recommended to make the screw holes in the end plate of the diagonal rod in ahorizontally oval shape.

114.5.5 1 Table 12. Design dimensions for the ADK connection

Type Rectangular tubular 81 H1 M E section H*B mm mm mm mm mm

ADK300 P150*150 280 300 4*M24 27 ADK500 P180*180 280 440 6*M24 27 ADK700 ADK900 ADK1100

H = B = 81 = H1 = M = E =

P200*200 280 510 8*M24 27 P250*250 320 550 6*M30 32 P300*300 320 600 8*M30 32

Height of the diagonal tubular section Width of the diagonal tubular section End plate width End plate height Size and number of fixing screws Depth of the thread from the surface of the end plate

·-·-·-·

Nd

ADJUSTABLE CONNECTION

I I I

..... J: ----

i11===1=�=i.lHI----,'�� I I I

FIXED CONNECTION

0°- 60°

Figure 13. Designing instructions for the ADK connection

114.5.9 1


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Description of the system

Diagonal ties are used to join sandwich-panel’s concrete layers together through the insulation layer. Diagonal ties can be used for two separate purposes:

• Diagonal ties can be used to hang and to connect the external layer to the load bearing internal layer

• Diagonal ties can be used to connect the layers to work together. This increases the panel’s compression and bending capacity

Dimensions and material

The AD diagonal tie consists of an external bar, an internal bar and a diagonal which connects the bars together.

Order code for standard products: AD/ADM/ADR B-L

Diagonal ties with special length are specified with order code: AD/ADM/ADR B-A-L

Limitations: B ≤ 320 mm L ≤ 3600 mm

Capacities

Characteristic tensile capacity of welding joint between diagonal and bar. k = 7,0 kN

Diagonal’s capacity value with full anchoring. Fd = 5,6 kN

Diagonal’s anchoring capacity in concrete C12/15 with 25 mm concrete cover thickness to bar. Fd = 4,1 kN

In design calculations a 45º angle can be used.

14.6 DIAGONAL TIES

Product Code

Normal force of diagonal rod Conection Resistance

α = 0°- 60° α = 60° α = 0°

H B L M weightNd NRd VRd NRd VRd

C35/45

[kg] [kN]

ADK300 300 280 240 24 17,0 300 150 260 300 10

ADK500 440 280 240 24 26,6 500 250 433 500 10

ADK700 510 280 340 24 37,0 700 350 606 700 20

ADK900 550 320 440 30 57,8 900 450 779 900 20

ADK1100 600 320 440 30 67,5 1100 550 952 1100 30

Plates S355J2+N

Anchors A500HW

Sleeves MoC 210M

Table 14.5.5

Figure 14.6.1

www.cfsfixings.com14 68

Type Insulation thickness (mm)

AD 150-2400 or -2700 90

AD 180-2400 or -2700 120

AD 200-2400 or -2700 140

AD 220-2400 or -2700 160

AD 240-2400 or -2700 180

AD 260-2400 or -2700 200

AD 280-2400 or -2700 220

AD 300-2400 or -2700 240

AD 330-2400 or -2700 270

AD 360-2400 or -2700 300

AD 390-2400 or -2700 330

AD 420-2400 or -2700 360

AD 450-2400 or -2700 390

Type External bar Diagonal bar Internal bar

ADM B500B EN 10080 (ribbed) 1.4301 EN10088-2 (smooth) B500B EN 10080 (ribbed)

AD 1.4301 EN10088-2 (ribbed) 1.4301 EN10088-2 (smooth) B500B EN 10080 (ribbed)

ADR 1.4301 EN10088-2 (ribbed) 1.4301 EN10088-2 (smooth) 1.4301 EN10088-2 (ribbed)

Table 14.6.1

Table 14.6.2

Diagonal ties are manufactured with automatic resistance welding and cut mechanically to length.

Diagonal ties are bundled into piles of 25 pieces. Each pallet of diagonal ties is marked with the type of the product, manufacturer sign and SFS inspection mark. Bars are cold rolled and marked with manufacturer’s code 9+3. The mark is repeated every half a meter. In AD diagonal ties the stainless external bar is marked with yellow paint.

Design of facade panels with diagonal ties

When lifting sandwich panels the number of load carrying diagonals must be such that the breaking load of the connector is at least 4 times the weight of the external concrete layer.

In load bearing wall elements with composite action between the layers the diagonal ties are to be used according to instructions in figure 14.6.1.

When standard length ties are being cut the following instruction must be followed:

The diagonal tie has to be cut between welding seams.

The weld may not be damaged because the outermost diagonal is anchored to concrete by this weld only.

The outermost tie’s distance from the element’s edge has to be between 100 - 300 mm. Tie’s distance from upper and bottom edge has to be ≤ 200 mm. The minimum c/c of the ties with full anchoring is 100 mm.

In panels where the layers work together c/c of diagonal ties has to be ≤ 600 mm. Next to openings and in narrow elements at least two diagonal ties must be used.

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