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05/2005

BRACING CONNECTIONS

INSTRUCTIONS FOR USE

ADE HORIZONTAL ROD CONNECTION ADL TRUSS CONNECTION ADK DIAGONAL ROD CONNECTION

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


INDEX Page

1 PRODUCT DESCRIPTION .......................................................................................................... 4

2 STRUCTURE AND THE USE OF CONNECTION PARTS .......................................................... 4

2.1 PRODUCT TYPES .................................................................................................................... 4 2.2 MATERIALS ............................................................................................................................ 4 2.3 SURFACE TREATMENT ............................................................................................................. 4 2.4 FIELD OF USE ......................................................................................................................... 4

2.4.1 ADL truss connection ..................................................................................................... 4 2.4.2 ADK diagonal rod connections ....................................................................................... 5 2.4.3 ADE horizontal rod connections ..................................................................................... 5

2.5 DIMENSIONS FOR BRACING CONNECTIONS................................................................................ 7 2.5.1 ADL-P1 one-sided column-truss connection .................................................................. 7 2.5.2 ADL-P2 two-sided column-truss connection ................................................................... 8 2.5.3 ADL adjustable part ....................................................................................................... 9 2.5.4 ADK diagonal rod connection ...................................................................................... 10 2.5.5 ADE-P column part for the horizontal rod connection ................................................... 11 2.5.6 ADE-K fixed connection part for the horizontal rod connection..................................... 12 2.5.7 ADE-S adjustable connection part for the horizontal rod connection ............................ 13

3 CAPACITY VALUES ................................................................................................................. 14

3.1 CAPACITY VALUES FOR ADL TRUSS CONNECTIONS ................................................................. 14 3.2 CAPACITY VALUES FOR ADK DIAGONAL ROD CONNECTIONS .................................................... 14 3.3 CAPACITY VALUES FOR ADE HORIZONTAL ROD CONNECTIONS ................................................ 15 3.4 CORRECTION OF CAPACITY VALUES ....................................................................................... 15

4 THE USE OF BRACING CONNECTIONS ................................................................................. 15

4.1 USAGE RESTRICTIONS .......................................................................................................... 15 4.2 DESIGN INSTRUCTIONS FOR ADL CONNECTIONS ..................................................................... 15 4.3 DESIGN INSTRUCTIONS FOR ADK CONNECTIONS .................................................................... 17 4.4 DESIGNING INSTRUCTIONS FOR ADE CONNECTIONS ............................................................... 19 4.5 EDGE AND CENTRE-TO-CENTRE DISTANCES IN THE COLUMN .................................................... 20 4.6 ADDITIONAL REINFORCEMENT................................................................................................ 21 4.7 FIRE PROTECTION................................................................................................................. 21

5 ASSEMBLY ............................................................................................................................... 22

5.1 PREPARING CONNECTIONS FOR THE ASSEMBLY PROCESS ....................................................... 22 5.2 ASSEMBLING ADL CONNECTIONS .......................................................................................... 22

5.2.1 Fixing ADL connection part into column mould ............................................................ 22 5.2.2 On site assembly ......................................................................................................... 22 5.2.3 Assembly tolerances for ADL connections ................................................................... 23

5.3 ASSEMBLING ADE CONNECTIONS .......................................................................................... 23 5.3.1 Fixing ADE connection parts into column mould .......................................................... 23 5.3.2 On site assembly of ADE horizontal rod connections ................................................... 23 5.3.3 Assembly tolerances for ADE connections................................................................... 24

5.4 ASSEMBLING ADK CONNECTIONS .......................................................................................... 25 5.4.1 Fixing ADK connection parts into column moulds ........................................................ 25 5.4.2 On site assembly of ADK connections ......................................................................... 25 5.4.3 Assembly Tolerances for ADK connections ................................................................. 25

5.5 PROCEDURES WHEN ASSEMBLY TOLERANCES ARE EXCEEDED ................................................. 26 5.6 SAFETY INSTRUCTIONS ......................................................................................................... 26


1 PRODUCT DESCRIPTION

Anstar’s ADE, ADL and ADK bracing connections are designed for stabilizing the prefab con-crete 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 con-crete 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 as-sembly tolerances for prefab concrete frames. The connection is ready for use immediately af-ter assembling; there is no need for welding or painting on site.

2 STRUCTURE AND THE USE OF CONNECTION PARTS

2.1 Product types

Two different types of truss connections are produced in eight different sizes typed according to tensile capacity:

ADL250 ADK300 ADK900 ADL350 ADK500 ADK1100 ADL500 ADK700

The horizontal rod connection is manufactured in four different sizes typed according to con-nection bolt thread:

ADE20 ADE30 ADE24 ADE36

2.2 Materials

Plates and tubular sections: EN-10025 S355J2G3 Impact strength -20 C Anchor rebars: SFS 1215 A500HW Couplers: EN 10083-1 MoC 210M, 25CrMo 4 Re min = 600 N/mm ² R m = 800-950 N/mm² d 40 mm Re min = 450 N/mm² R m = 700-850 N/mm² d > 40 mm

2.3 Surface treatment

Connection steel parts are delivered with finished surface, when ordering the surface treat-ment should be defined. Standard surface treatments:

SFS 4962 A80/2 Fe Sa2.5 SFS 4962 E180/3 Fe Sa2.5 Hot dip galvanizing 115μm SFS 2765, class B.

2.4 Field of use

2.4.1 ADL truss connections

The ADL truss connections are used in joining stabilizing trusses to prefab concrete columns. The diagonals and the horizontal rods of the truss are made of steel, and the horizontal rods are perpendicular to column surface. Only normal and shear forces may be transferred with ADL. Two-sided ADL must be used in the head of the horizontal rod instead of ADE part in the column between horizontal rod and truss. The ADL connection allows all needed tolerances for frame assembly and manufacturing. Figure 1 introduces the principal ideas regarding the stabilizing structures of the frame as well as the use of the various connection types. The structure and the principle of the ADL truss connection are described in figure 2.


Figure 1. The use of bracing connections

Figure 2. Structure of the ADL truss connection

2.4.2 ADK diagonal rod connections

The ADK diagonal rod connections are used when the stabilizing structure between two con-crete 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. The connection adjustment is made according to the instructions given in chapter 3.3. The structure of ADK connection is de-scribed in figure 3.

2.4.3 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 4.

ADL connection

ADL-P2 column part

ANSTAR's delivery boundary

ADL ADE

ADK

ADL ADE

ADK


Figure 3. Structure of the ADK diagonal rod connection

Figure 4. Structure of the ADE horizontal rod connection


ADK

ADK

FIXEDCONNECTION

ADJUSTABLECONNECTION

FIXEDCONNECTION


FIXEDCONNECTION



ADE-S

ADE-P

ADE-K

ADE-P


2.5 Dimensions for bracing connections

2.5.1 ADL-P1 one-sided column-truss connection

ADL-P1 is the truss connection column part. This part is used when the truss does not contin-ue on the other side of the column. It is also possible to use the ADL-P2 standard connection by leaving the connection part uninstalled on the other side of the column. The ADL-P1 con-nection is assembled into the prefab concrete element mould.

Figure 5. Structure of the ADL-P1 Table 1. Dimensions for the ADL-P1 Type L H B T M Ø1 Ø2 weight mm mm mm mm mm mm mm kg ADL250P1 295 660 175 45 30 16 114 14,5 ADL350P1 365 800 200 45 36 20 139 21,3 ADL500P1 395 800 240 45 45 25 169 33,2 L = Total length H = Total height B = Plate width T = Plate thickness M = Thread size Ø1 = Rebar diameter Ø2 = Diameter for the tubular section of the connection part

THREAD M

Ø2

Ø1

BH

BL

T


2.5.2 ADL-P2 two-sided column-truss connection

ADL-P2 is the column part for the truss connection. This connection is used when the truss continues on the other side of the column either as a truss structure or as a horizontal rod. This part can also be used in connecting horizontal stabilizing rods to columns instead of the ADE connection. The measurement “L” (column width) must be given in the order.

Figure 6. Structure of the ADL-P2 Table 2. Dimensions for the ADL-P2 Type H B T M Ø1 Ø2 weight mm mm mm mm mm mm kg ADL250P2-L 660 175 45 30 16 114 29 ADL350P2-L 800 200 45 36 20 139 41 ADL500P2-L 800 240 45 45 25 169 62 L = Total length = the width of the column (according to order) H = Total height B = Plate width T = Plate thickness M = Thread size Ø1 = Rebar diameter Ø2 = Diameter for the tubular section of the connection part

H

L B

B

THREAD MT

Ø1

Ø2


2.5.3 ADL adjustable part

The adjustable part of the ADL truss connection is attached to the ADL-P1 or ADL-P2 column part after concrete casting. The steel truss is fixed into the ADL connection part with a bolt connection. The fitted and assembled ADL connection part is delivered together with the col-umn part. The dimensions of the truss end plate correspond to the dimensions of the connec-tion part end plate and the oval shaped holes in the truss end plate are placed horizontally. Rectangular tubular steel sections that can be used with the various end plates are given in table 3.

Figure 7. Structure of the ADL adjustable part Table 3. Standard measures for the ADL adjustable part Type B D rod T R1 R2 M Ø2 weight mm mm H*W mm mm mm mm mm kg ADL250-1 210 150 P100*100 20 22 32 30 114 11,5 ADL250-2 230 170 P120*120 20 22 32 30 114 12,9 ADL350-1 250 170 P120*120 25 26 36 36 139 19,6 ADL350-2 260 180 P100*150 25 26 36 36 139 20,6 ADL350-3 280 200 P150*150 25 26 36 36 139 22,7 ADL500-1 300 210 P150*150 30 32 42 45 169 33,5 ADL500-2 320 230 P180*180 30 32 42 45 169 36,5 B = Height and width of the end plate D = Screw hole position H, W = Height and width of tubular profile T = Plate thickness R1 = Screw hole width R2 = Screw hole length M = Thread size Ø2 = Connection tubular section diameter

D B

B

D

R2

R1

THREAD M

T

Ø2


2.5.4 ADK diagonal rod connection

The ADK diagonal rod connection is used for connecting diagonal rods to the surface of the concrete column at an angle of 0 – 60 degrees. ADK connection parts are installed into the mould before the column is cast. The diagonal rod, which is delivered with the frame, is fixed with screws to the ADK connection on site. The adjustment margin of the connection should be designed into the diagonal rod. The code number of the ADK connection describes the maximum normal force design value of the diagonal rod, which forms the basis for choosing the correct connection size.

Figure 8. Structure of the ADK Table 4. Standard measures for the ADK

Type H B L H1 E1 E2 L1 L2 M E weight mm mm mm mm mm mm mm mm mm kg ADK300 300 280 240 115 50 60 180 180 24 27 17,0 ADK500 440 280 240 135 50 60 180 160 24 27 25,3 ADK700 510 280 340 165 50 60 180 130 24 27 34,2 ADK900 550 320 440 180 60 75 200 200 30 32 53,0 ADK1100 600 320 440 200 60 75 200 150 30 32 62,6 H = Plate height B = Plate width L = Connection depth H1 = Shear dowel depth E1 = Horizontal edge distance for the screw E2 = Vertical edge distance for the screw L1 = Screw hole horizontal position L2 = Screw hole vertical position M = Thread size E = Thread free depth

E1

ADK300

ADK500, ADK900

ADK700, ADK1100

L1 E1

B

H L1

E2

E2 E

THREAD M

H1

L

H2

E1 E2

L1 E1

H

B E2

L2

L2

THREAD ME

H2

H1

L

E1 E1L1 E2

L2

L2

E2

L2

THREAD ME

H2

H1

L

HOLES FOR STIRRUPS


2.5.5 ADE-P column part for the horizontal rod connection

The ADE-P column part is used as a cast-into-column part for the horizontal rod connection. The length “L” of the ADE-P should be given in order. After the column is cast either the fixed or the adjustable ADE connection part will be assembled into the column part with screws. The horizontal rod is fixed to the ADE connection part by the means of a single screw connec-tion.

Figure 9. Structure of the ADE-P column part Table 5. Standard measures for the ADE-P column part Type B D T M E Ø1 weight mm mm mm mm mm mm kg ADE20P-L 190 110 12 20 23 16 11,3 ADE24P-L 200 120 12 20 23 16 12,1 ADE30P-L 200 120 12 24 27 20 14,0 ADE36P-L 250 150 12 30 32 25 22,5 L = Total length of the part (column width) B = Plate width D = Screw hole position T = Plate thickness M = Thread size E = Thread depth Ø1 = Rebar diameter

B

THREAD M

D

B

D

EØ1

T

L

A PLASTIC PLUG


2.5.6 ADE-K fixed connection part for the horizontal rod connection

The ADE-K connection is used at the fixed end of the horizontal rod connection. After column casting the ADE-K is fixed with screws to the column part. The horizontal rod is fixed to this connection with one screw. Fastening screws for both connections are delivered with the ADE-K connection part. The connection dimensions for the end of the horizontal rod are also given below.

Figure 10. Structure of the fixed connection part ADE-K Table 6. Standard measures for the fixed connection part ADE-K Type D B1 B2 H1 H2 rod H*W T T1 Ø L1 weight mm mm mm mm mm mm mm mm mm mm kg ADE20K 110 190 110 70 125 P80…P100 15 20 22 90 7,8 ADE24K 120 200 120 75 135 P110…P130 20 25 26 100 11,1 ADE30K 120 200 150 90 165 P140…P160 20 30 32 120 14,3 ADE36K 150 250 200 115 215 P180…P200 25 35 38 150 25,7 D = Screw hole position B1 = End plate width B2 = Connection plate width H1 = Distance for the screw hole from the end plate H2 = Connection plate length H, W = The size of square tubular profile T = Connection plate thickness T1 = End plate thickness Ø = Diameter for the connecting plate screw hole L1 = Connection dimension to the column surface

B2

H1

H2

ØØB

2

H1

H2

TT+2 mm

OVAL HOLE IN THE PLATE

B1

DDB

1

L1

T1

B2

+1

0 m

m

HW

ADE-K FIXED CONNECTION CONNECTED HORIZONTAL ROD

T1


2.5.7 ADE-S adjustable connection part for the horizontal rod connection

The ADL-S is used at the adjustable end of the horizontal rod connection. After column cast-ing the ADE-S connection part is fixed with screws to the column part. The horizontal rod is fixed to this connection with a screw. Fastening screws for the whole connection will be deliv-ered with the ADE-S connection part. The connection dimensions for the horizontal rod are al-so given below.

Figure 11. Structure of the adjustable connection part ADE-S Table 7. Standard measures for the adjustable part ADE-S Type B1 B2 H1 H2 T T1 Ø L2 S weight mm mm mm mm mm mm mm mm mm kg ADE20S 190 110 70 125 15 20 22 140 50 9,3 ADE24S 200 120 75 135 20 25 26 150 40 12,7 ADE30S 200 150 90 165 20 30 32 175 54 16,8 ADE36S 250 200 115 215 25 35 38 215 65 30,1 B1 = End plate width B2 = Connection plate width H1 = Distance of the screw hole from the end plate H2 = Connection plate length T = Connection plate thickness T1 = End plate thickness Ø = Diameter of the connecting plate screw hole L2 = Connection dimension to the column surface S = Adjustment dimension

H2

H1

T1

B2+

10

mm

HW

Ø

Ø

B2

T+2 mm

B2

T

B1

B1

T1

H1

H2

S

L2

CONNECTED HORIZONTAL ROD ADE-S ADJUSTABLE CONNECTION


3 CAPACITY VALUES

Bracing connections have been designed according to ENV-1992-1-1 Eurocode 2: Part 1 De-sign of Concrete Structures and ENV 1993-1-1 Eurocode 3 Part 1-1 Design of Steel Struc-tures.

3.1 Capacity values for ADL truss connections

The capacity values of the ADL truss connections have been determined for the normal force, acting parallel to the longitudinal axis, and for the shear force acting perpendicularly against the longitudinal axis. Both normal and shear forces may act simultaneously in the joint without capacity reduction.

In a horizontal rod connection only the normal force parallel with the horizontal rod loads the connection. The shear force acting on the connection is formed solely by the weight of the horizontal rod itself. The concrete strength is C35/45, structure class 1.

Table 8. Design capacities for the ADL

Type Truss connection Horizontal rod connection

Fu [kN] Vu [kN] Fu [kN] Vu [kN]

ADL250 250 100 353,5 20 ADL350 350 150 469,5 30 ADL500 500 250 752,9 40

Fu = Connection normal force capacity Vu = Connection shear force capacity

3.2 Capacity values for ADK diagonal rod connections

Capacity values for the ADK connections have been determined for the normal force acting parallel to the longitudinal axis of the connected diagonal rod. The capacity values for the ADK connection are determined on the basis of the maximum normal force of the diagonal rod when the rod is connected at an angle of 0- 60 degrees from perpendicular line of the column surface. Figure 13.

The capacity values of the connection are according to table 9, when the connection is loaded solely by the diagonal rod normal force and the weight of the rod itself (=Vu0). The concrete strength is C35/45, structure class 1. Connection capacity values (Nu,Vu) for α angles 0- 60 degrees can be calculated from the diagonal rod maximum normal force Fdv.

Table 9. Design capacities for the ADK

Type Normal force of the

diagonal rod = 0-60

Connection capacities at the angle

=60

Connection capacities at the angle

=0 Fdv [kN] Nu60 [kN] Nu60 [kN] Nu0 [kN] Vu0 [kN]

ADK300 300 150 260 300 10 ADK500 500 250 433 500 10 ADK700 700 350 606 700 20 ADK900 900 450 779 900 20 ADK1100 1100 550 952 1100 30

Fdv = Maximum normal force of the diagonal rod at an angle 0º - 60º Nu60 = Normal force capacity of the connection at the angle of α = 60 Vu60 = Shear force capacity of the connection at the angle of α = 60 Nu0 = Normal force capacity of the connection at the angle of α = 0 Vu0 = Shear force capacity of the connection at the angle of α = 0


3.3 Capacity values for ADE horizontal rod connections

Capacity values for the ADE horizontal rod connections with only normal force parallel to the rod axis are given in table 10. The connection shear force is formed solely by the weight of the horizontal rod itself. Table 10. Design capacities for the ADE

Type Fu [kN] Vu [kN]

ADL250 250 100 ADL350 350 150 ADL500 500 250

Fu = Connection normal force capacity Vu = Connection shear force capacity

3.4 Correction of capacity values

The connection parts have been designed for concrete C35/45, structure class 1. Same ca-pacity values are used in higher strength classes. The capacity values are reduced in lower structure and strength classes by the factor “n”, which is calculated on the basis of concrete tensile strengths with the following equation

n = fcd dim/fcd C35/45 where fcd dim is the design strength of the concrete to be used.

The correction is needed only for the ADL-P1 and ADK connections.

4 THE USE OF BRACING CONNECTIONS

4.1 Usage restrictions

The capacity values of bracing connections have been defined for static loads. Bigger partial safety factors must be used for dynamic loads, and the applicability of the parts should be checked separately in each case. The ADL, ADK and ADE connections have not been designed to act in rigid frame corners, and the connections may be loaded only with the normal forces of the horizontal and diagonal rods, or by the normal and shear forces of the truss structure. The connection will carry minor shear forces and bending moments caused by the weight of the rods.

4.2 Design instructions for ADL connections

ADL bolt connections are used in joints between stabilizing steel trusses and the prefab con-crete frame. The steel truss comprises of only axially loaded rods without moment transferring rigid frame corners. Because of the manufacturing and assembly tolerances the ADL connections have been de-signed to allow adjusting. The connection part at both ends of the horizontal rods can be ad-justed in the direction of all three coordinate axes.


Figure 12. Design and joint dimensions of the ADL connection Designing the ADL connection: 1. Truss connection forces are determined on the basis of rigid frame calculations so that in

the strength calculations the connection is modelled as a short rod between the column surface and the nearest node of the truss. Figure 12. The length of the rod is described by the dimension e1 and the ADL connection to the column has been designed as a hinge. In this way the forces acting in the connection can be defined on the basis of the rigid frame calculations as the forces of this short rod.

2. The normal and shear forces (Nd, Vd) of this rod should not exceed the connection design

capacities (Nu, Vu). 3. The support reaction Vd for the truss forms a bending moment at the end plate (Figure 12.)

Md1 = Vd * e2

The truss end plate and the fastening screws must be designed for this moment Md1 as well as for the normal and shear forces acting in the connection (Nd, Vd). The standard end plate and fastening screws for the ADL connection part have been designed to carry loads according to given capacities. For this reason the truss end plate can be used in a similar manner without additional design calculations.

4. In the node where truss horizontal rod, diagonal and vertical rod are joined together acts a

bending moment.

Md2 = Vd * e1

The load carrying capacity of these rods should be checked for truss forces and bending moment Md2.

5. A suitable end plate for the ADL connection is chosen from table 11 on the basis of the corresponding horizontal tubular section. The truss is designed on the basis of the “LS”

e

CONNECTION

HINGE JOINT

LS, L1, L2

3

1ee2

dN

20Vd

Vd

HINGE JOINT

1e


connection dimension. The ADL connection allows ±15 mm adjustment per connection, which means that the maximum adjustment margin for the distance between columns is ±30 mm.

6. The total shear load capacity for the truss connections may be increased by fixing the ADL

connections situated on top of each other by the means of a vertical rod, which divides the shear force from the truss diagonal between the two ADL connections.

Table 11. Design dimensions for the ADL connection Type Rectangular tubular B1 D LS L1 L2 M section H*B mm mm mm mm mm mm ADL250-1 P100*100 210 150 70 55 85 M20*70 ADL250-2 P120*120 230 170 70 55 85 M20*70 ADL350-1 P120*120 250 170 75 60 90 M24*80 ADL350-2 P100*150 260 180 75 60 90 M24*80 ADL350-3 P150*150 280 200 75 60 90 M24*80 ADL500-1 P150*150 300 210 100 85 115 M30*105 ADL500-2 P180*180 320 230 100 85 115 M30*105 H = Height of the horizontal tubular section B = Width of the horizontal tubular section B1 = End plate height and width D = Screw hole position LS = Design distance between the truss end plate and column surface L1 = Minimum distance between end plate and column (tolerance -15 mm) L2 = Maximum distance between end plate and column (tolerance +15 mm) M = Size of connection plate screws (DIN 7990)

4.3 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 adjusta-ble 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 de-signed as a hinge. The angle of the diagonal rod to the horizontal plane should remain be-tween 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 compo-

nent 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 13 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 connec-tion 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.

Table 12. Design dimensions for the ADK connection Type Rectangular tubular B1 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 P200*200 280 510 8*M24 27 ADK900 P250*250 320 550 6*M30 32 ADK1100 P300*300 320 600 8*M30 32 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

Figure 13. Designing instructions for the ADK connection

0 - 60o

ADJUSTABLE CONNECTION

B1 H

1

Nd

dxN

dVo

FIXEDCONNECTION


4.4 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 ei-ther 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 calcula-

tions in which the rod ends are modelled 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 10 and 11. 4. The connection is designed for a load corresponding to the shear load capacity of a dou-

ble 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 dimen-sions, which are described in figures 10 and 11, 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 13).

Figure 14. Design dimensions for the ADE connection The ADE connections are designed to be used together with the rectangular tubular sections presented in table 13.

Nd

L2L-(L1-L2)L1

L1L1

max

minL

dVVd

dN

H*W

ADJUSTABLE CONNECTION

FIXEDCONNECTION


Table 13. Design dimensions for the ADE connection

Type Rectangular

tubular section [mm] Connection dimensions

Dimensions for adjustable rod ends [mm]

Minimun Maximum [mm] Minimun 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 P160*160 175 120 150 200 ADE36 P180*180 P200*200 215 150 190 240

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 L1min = Minimum assembly dimension for the adjustable rod end L1max = Maximum assembly dimension for the adjustable rod end

4.5 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. Table 14. The minimum edge and centre-to-centre distances and the additional stirrups

Type Minimum distance

[mm] Stirrups Type

Minimum 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 180 270 -

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.


4.6 Additional reinforcement

Two-sided ADL and ADE connections do not require additional column reinforcement because the normal force is anchored to the other side of the column. However, the column reinforce-ment should be designed to transfer the shear force, which the truss causes in the prefab concrete column. The ADK and one-sided ADL connections require additional “Ast” column stirrups to anchor the tension force to the other side of the column. The needed stirrups are added to the normal column stirrups.

Figure 15. Additional reinforcement required in the ADK and ADL connection

4.7 Fire protection

If necessary, the stabilizing steel structures should be protected against fire by external fire protection materials. Also all the connection parts and the visible end plate should be fire pro-tected according to the requirements of the frame.

ADK

A stA st 2

stA 2

A st

ADL

e1

1e


5 ASSEMBLY

5.1 Preparing connections for the assembly process

Bracing connection parts are ready for fixing into the column mould. Make sure that the parts have not been damaged during transportation, and that the plastic plugs, which cover the threads, are undamaged and well placed.

5.2 Assembling ADL connections

5.2.1 Fixing ADL connection part into column mould

The ADL-P column part is fixed without the ADL adjustable connection part into the column mould by covering the assembly hole and the threads during the casting process. After cast-ing the ADL adjustable connection part is screwed into the column part, or alternatively, it is transported as such to the site with the column, if the connection part is exposed to a possible danger of damage during the transportation and assembly.

5.2.2 On site assembly

Truss connections should be assembled when the prefab concrete column has been levelled, and before grouting of the column shoe connection. After assembling the prefab concrete col-umns, the ADL connection part should be adjusted in the following manner:

1. The ADL connection parts, which are on same level with the lower horizontal rod, should be screwed to the bottom of the column part so that the dimension “LS” from the external surface of the end plate to the column surface is as short as possible. (According to di-mension “L1” in table 15).

2. The ADL connection parts, which are on same level with the upper horizontal rod, are screwed into the column part so that the dimension from the external surface of the end plate to the column surface is “LS” – 5 mm. In this case the space between the connection part plates is 10 mm bigger than the truss length.

3. While assembling the truss the ADL connection parts, which are on same level with the upper horizontal rod, are either screwed on or unscrewed so that the connection end plates touch the truss end plates. The sideway tolerances for the column or the ADL part can be removed by turning the part in sequences of 90 degrees to adjust the oval shaped holes to the desired direction. The truss end plate is fixed to the ADL connection part with screws. The maximum distance “L2” of the end plate from the column surface must not be exceeded when unscrewing the ADL connection parts.

4. The ADL connection part, which is on same level with the lower horizontal rod, is opened as much as needed for the part to touch the truss end plate. The plates are joined together with screws.

5. All connection screws (4 pcs/connection) should be tightened and the truss is ready for

use.

Table 15. Fastening screws and assembly dimensions for the ADL connection part. Type LS LSmin LSmax Connection screws, 4 pcs. mm mm mm mm ADL250 70 55 85 M20*70 ADL350 75 60 90 M24*80 ADL500 100 85 115 M30*105 LS = Design distance between ADL end plate and column surface LSmin = Minimum assembly distance between ADL end plate and column surface LSmax = Maximum assembly distance between ADL end plate and column surface


Figure 16. Manufacturing and assembly tolerances for the ADL connection

5.2.3 Assembly tolerances for ADL connections

Assembly into column mould Height distance between two ADL parts ± 2 mm Deviation from the column centre line ± 5 mm Deviation in column height level ± 10 mm The inclination of the connection part from the column surface ± 1 mm Inclination from vertical axis (no requirements)

Assembly on site Distance between columns (2 * ±15mm) ± 30 mm The size of the ADL connection part screw hole is +10 mm oval shaped, which can be used for adjusting the manufacturing and assembly tolerances.

5.3 Assembling ADE connections

5.3.1 Fixing ADE connection parts into column mould

The column part is tightly fixed to the reinforcement cage and threads are protected during the casting process. It is easier to assemble the connection on site if the end plate is precisely parallel with the column surface.

5.3.2 On site assembly of ADE horizontal rod connections

The ADE connection parts are screwed to the column parts before the column is erected: The ADE-K fixed end connection is fixed to the column part with “R1”screws. A washer

should be placed under the screw head. The ADE-S adjustable end connection is assembled by screwing the threaded bar into the

bottom of the tapped holes of the column part. The connection part is assembled to the threaded bars. The joint gap is adjusted to the dimension “L2” in table 16. The value “L2 max“ may not be exceeded.

LS ±15LS ±15

adjustment margin = L ± 30mm

ADL-P2 column part

ADL connection part oval shaped hole

±90o


The horizontal rod is to be assembled when the prefab concrete column has been levelled to vertical position, but before grouting of column shoe connection. This means that the possible exceeding of the position tolerances are easy to correct. The assembly process of the connec-tion: Open the nuts of the ADE-S adjustable connection in the other end of the horizontal rod up

to a 10-20 mm gap. Place the stabilizing rod and fix it with a screw R2 to the column connection part. Tighten the adjustable connection nuts (8 pcs/connection), and adjust the distance be-

tween the columns if necessary. Tighten the other screws of the rod and the horizontal rod is ready for use.

Table 16. Assembly dimensions and fastening screws for the ADE connection Type L2 L1 L1min L1max Fastening screw Fastening screw mm mm mm mm R1 R2 ADE20 90 140 115 165 M20*50 M20*65 ADE24 100 150 125 175 M20*55 M24*75 ADE30 120 175 150 200 M24*65 M30*85 ADE36 150 215 190 240 M30*75 M36*95 L2 = Distance between screw and column surface for fixed ADE-K L1 = Distance between screw and column surface for adjustable ADE-S R1 = Screw for fixed column connection with washer R2 = Hinge screw for the horizontal rod connection with washer DIN 7990 m8.8 screws must be used. The washer is DIN 7989 and the nuts are DIN 555 m8. The surface treatment for the screws is hot dip galvanizing.

Figure 17. Assembling the ADE connection

5.3.3 Assembly tolerances for ADE connections

Assembly into column mould Deviation from column centre line ± 10 mm The connection height position ± 10 mm End plate rotation on the column surface ± 2 mm End plate inclination from the column surface ± 1 mm

L-(L1-L2)

L1L

min

AD

JUS

TA

BL

E

CO

NN

EC

TIO

N

L1max

L1

FIX

ED

CO

NN

EC

TIO

N

L2

FIX

ED

CO

NN

EC

TIO

N

AD

JUS

TA

BL

E

CO

NN

EC

TIO

N

R2 R2

R1


Assembly on site Distance between columns “L” ± 25 mm There are no requirements for the height level differences regarding the connection, be-cause of the hinged joints. Regarding the success of the assembly process, the inclination of the column end plate from the column surface, or assembling the column at an oblique angle towards the centre line are of critical importance.

5.4 Assembling ADK connections

5.4.1 Fixing ADK connection parts into column moulds

The column part is tightly fixed to the reinforcement cage and threads are protected during the casting process. It is easier to assemble the connection on site if the end plate is precisely parallel with the column surface and the connection plate is parallel with the longitudinal axis of the column.

5.4.2 On site assembly of ADK connections

The diagonal rod is screwed to the tapped holes of the ADK connection part. Use an adjusta-ble structure to manage the length tolerance of the rod.

Figure 18. Assembling ADK connections

5.4.3 Assembly Tolerances for ADK connections

Assembly into column mould Connection deviation from column centre line ± 10 mm Connection height position ± 5 mm End plate rotation on the column surface ± 2 mm End plate inclination from the column surface ± 1 mm

ADJUSTABLE CONNECTION ADJUSTABLE

CONNECTION

FIXEDCONNECTION


Assembly on site The height level differences have a direct effect on the assembly of the connection be-cause of the limited rod length adjustability. Regarding the success of the assembly pro-cess, the inclination of the column part end plate from the column surface, or assembling the column at an oblique angle towards the centre line are of critical importance. Horizon-tal oval shaped holes in the rod end plate are used to make the assembly process easier.

5.5 Procedures when assembly tolerances are exceeded

ADL connection If the distance between the columns is so small that the adjustment margin turns out to be

insufficient, the position of the column or the truss structure should be corrected. If the distance between the columns is so big that the maximum adjustment margin for the

connection is exceeded, the position of the column should be corrected, or a filler plate should be welded to the truss end flange so, that the maximum adjustment margin of the ADL connection is achieved. In this case the screws should be replaced with longer ones.

ADE connection If the distance between the columns is so narrow that the connection adjustment margin

turns out to be insufficient, a small piece should be cut off from the tubular section. This should be performed according to the instructions of the structural engineer.

It is possible to place adjustment plates (10-20 mm) under the fixed end connection plate in order to achieve the maximum limit “L1max”, if the distance between the columns turns out to be too big, and the size of adjustment gap exceeds the dimension “L1max” given in table 16. The screws should be replaced with longer ones due to thickness of the adjust-ment plates (10-20 mm).

The ADK connection Correct the length of the rod if the adjustment margin of the rod turns out to be insufficient.

It is not allowed to make structural changes in the connection.

5.6 Safety Instructions

It is not allowed to weld or flame-cut connection plates or threads. Secure heavy connection parts with a rope to prevent falling during the assembly process. Assemble all screws immediately and tighten them up well in order to guarantee the prop-

er functioning of the connection.

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