Angle bracket type A - ANGL-WOCON-A-BAR-105X105X90X3,0

Angle bracket type A - ANGL-WOCON-A-BAR-105X105X90X3,0 - 1

Angle bracket type A - ANGL-WOCON-A-BAR-105X105X90X3,0 - 2

Angle bracket type A

Name: Angle bracket type A
Brand: Würth
SKU: 5390201105

Angle connector, type A with web BB
ANGL-WOCON-A-BAR-105X105X90X3,0

Art.-no. 5390201105

EAN 4052703120925

All versions

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Angle bracket type A

Art.-no. 5390201105

Prices for customers after login

Quantity

x 25 pcs

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Angle bracket A with web is ideal for high-quality load-bearing wood/wood and wood/concrete connections. Universally suitable for standard connections such as intersecting timbers.

Sheet metal hot-dip galvanised on both sides (S250GD + Z275 (approx. 20 µm)) in line with EN 10346:2009.

Application in utilisation class 1 and 2 in line with EN 1995:2013

Proof of Performance

European Technical Approval ETA-08/0183

Notice

The transverse load of the connected timbers must be observed and verified where necessary. Transverse reinforcement can be added using ASSY plus VG full-thread screws. The respective basic conditions of ETA08/0183 must be observed

European Technical Approval ETA-08/0183

Product information

Würth Catalogue

Datasheets(X)

Certificates/ Documents

Application area

Load-bearing connections of timber joists to wood or steel such as joist to joist, purlin to joist, threshold to post, crossbar to post or for securing joists.

Instructions

Suitable fasteners:

Comb/ribbed nail in line with EN 14592: 4.0 x 60-100 mm


Type	A
Width x height x depth	90 x 105 x 105 mm
Thickness	3 mm
Design	With bar
Number of D 13 mm holes in subcarrier nJ/main carrier nH	1 + 3 PCS
Number of D 5 mm holes in subcarrier nJ + main carrier nH	14 + 10 PCS
Approval	ETA-08/0183
Product weight (per item)	410.000 g
Material	Aluzinc structural steel, 1.0242
Surface	Hot dip galvanized
Material designation	S250GD

55x70x70x2.5	0681 070 055	09/0214	4x40	1,58	0,92	2,90	---	---	---	---
65x90x90x2.5	0681 090 065	09/0214	4x40	2,50	1,38	3,67	---	---	---	---
90x105x105x3.0	0681 100 090	09/0214	4x40	3,76	2,28	5,94	---	---	---	---
55x70x70x2.5	5390 200 070	08/0183	4x40	1,53	0,78	3,79	---	---	---	---
65x90x90x2.5	5390 200 090	08/0183	4x60	4,04	1,17	4,78	---	---	---	---
90x105x105x3.0	5390 200 105	08/0183	4x60	4,05	2,25	6,40	---	---	---	---
With rib	65x90x90x2.5	0681 090 965	09/0214	4x40	1,25	3,15	3,53	7,03	3,66	1,98	1,17
	90x105x105x3.0	0681 100 990	09/0214	4x40	2,51	7,91	5,06	9,96	9,21	2,95	4,82
	55x70x70x2.5	5390 201 070	08/0183	4x40	1,58	2,29	2,75	The load-bearing capacity depends on the geometry of the connected component ⁴⁾, see tables F₄ and F₅
	65x90x90x2.5	5390 201 090	08/0183	4x60	3,23	4,30	4,20
	90x105x105x3.0	5390 201 105	08/0183	4x60	5,90	7,00	4,80
	55x70x70x1.5	5390 202 070	08/0183	4x60	5,40	---	6,35	---	---	---	---
	65x90x90x1.5	5390 202 090	08/0183	4x60	4,90	---	6,10	---	---	---	---
	90x105x105x1.5	5390 202 105	08/0183	4x60	9,20	---	8,50	---	---	---	---
"³⁾ If one angle bracket is used for each connection, the connected component must be secured against twisting.
⁴⁾ The loads F4 and F5 act on the top edge of the connected component. Securing against twisting is not required.
The specified load-bearing capacities apply to softwood at 350 kg/m³ ≤Ƥ_k ≤420 kg/m³.
For wood with 290 kg/m³ ≤ Ƥ_k ≤ 350 kg/m³, the specified load-bearing capacities for wood must be multiplied by the factor kdens:
t_Steel ≥ 2.5 mm: k_dens = (pk/350)^2
t_Steel = 1.5 mm: k_dens = (pk/350)^0.8
Design values of the load-bearing capacities: F_i,Rd = min {F_i,Wood,Rd; F_i,Steel,Rd}
Failure of the fastener in the wood: F_i,Wood,Rd= k_mod/Ƴ_M,Wood × F_i,Wood,Rk with Ƴ_M,Wood = 1.3
Steel failure of the connector: F_i,Steel,Rd = F_i,Steel,Rk/Ƴ_M,Steel with Ƴ_M,Steel = 1.25
If several loads are acting simultaneously, the following condition must be met:
The specified nailing patterns must be observed in accordance with the relevant ETA."
PLEASE NOTE: These are guides for planning purposes. The values must be calculated for each project by authorised persons.

65x90x90x2.5	0681 090 065	09/0214	4.0x40	5,00	2,77	7,34	7,82	4,45
90x105x105x3.0	0681 100 090	09/0214	4.0x40	7,52	4,55	11,90	9,30	8,46
55x70x70x2.5	5390 200 070	08/0183	4.0x40	3,05	1,56	7,57	6,10	3,63
65x90x90x2.5	5390 200 090	08/0183	4.0x60	8,07	2,34	9,55	9,67	3,99
90x105x105x3.0	5390 200 105	08/0183	4.0x60	8,09	4,50	12,80	10,60	7,98
With rib	65x90x90x2.5	0681 090 965	09/0214	4.0x40	2,50	6,31	7,06	7,03	4,17
	90x105x105x3.0	0681 100 990	09/0214	4.0x40	5,01	15,80	10,10	9,96	13,10
	55x70x70x2.5	5390 201 070	08/0183	4.0x40	3,16	4,57	5,49	5,65	4,12
	65x90x90x2.5	5390 201 090	08/0183	4.0x60	6,46	8,59	8,39	8,91	6,55
	90x105x105x3.0	5390 201 105	08/0183	4.0x60	11,80	14,00	9,60	11,90	11,80
	55x70x70x1.5	5390 202 070	08/0183	4.0x60	10,80	---	12,70	11,00	---
	65x90x90x1.5	5390 202 090	08/0183	4.0x60	9,80	---	12,20	13,50	---
	90x105x105x1.5	5390 202 105	08/0183	4.0x60	18,40	---	17,00	16,40	---
¹⁾ Only for purlin connections. ²⁾ For the load F_4/5, the additional force ΔF_1,d = F_4/5,d× e/b must be taken into consideration. The specified load-bearing capacities apply to softwood at 350 kg/m³ ≤Ƥ_k ≤420 kg/m³. For woods with 290 kg/m³ ≤ Rk < 350 kg/m³, the specified load-bearing capacities for wood must be multiplied by the factor k_dens: tSteel ≥ 2.5 mm: k_dens= (pk/350)^2 tSteel = 1.5 mm: k_dens = (pk/350)^0.8 Design values of the load-bearing capacities: F_i,Rd= min {F_i,wood,Rd; F_i,steel,Rd} Failure of fasteners in wood: F_i,Wood,Rd= k_mod/Ƴ_M,Wood × F_i,Wood,Rkwith Ƴ_M,Wood = 1.3 Steel failure of the connector: F_i,steel,Rd = F_i,steel,Rk/Ƴ_M,steelwith Ƴ_M,steel = 1.25 For several simultaneous loads, the following condition must be met: The specified nailing patterns must be observed in accordance with the relevant ETA.
PLEASE NOTE: These are guides for planning purposes. The values must be calculated for each project by authorised persons.

Angle bracket	Width b in cm	Height h in cm
Angle bracket	Width b in cm	8	10	12	14	16	20
55x70x70x2.5 mm (Art. no. 5390 201 070)	6	1.58; 0.93	1.73; 1.12	---	2.45; 1.06	---	---
	10	1.44; 1.30	1.58; 1.19	---	1.56; 1.26	---	---
	14	1.45; 1.29	1.47; 1.28	---	1.48; 1.26	---	---
65x90x90x2.5 mm (Art. no. 5390 201 090)	8	---	---	3.85; 1.83	4.24; 1.72	4.89; 1.62	---
	10	---	---	3.49; 1.98	3.65; 1.90	3.88; 1.82	---
	14	---	---	3.23; 2.12	3.30; 2.08	3.37; 2.03	---
90x105x105x3.0 mm (Art. no. 5390 201 105)	8	---	---	5.94; 3.14	---	5.45; 2.67	4.68; 2.30
	10	---	---	5.24; 3.55	---	6.09; 3.13	5.27; 2.80
	14	---	---	4.68; 3.99	---	5.00; 3.72	5.35; 3.47
³⁾ If one angle bracket is used for each connection, the connected component must be secured against twisting. ⁴⁾ The loads F4 and F5 act on the top edge of the connected component. Securing against twisting is not required. For woods with 290 kg/m³ ≤ Ƥ_k < 350 kg/m³, the specified load-bearing capacities for wood must be multiplied by the factor kdens: tSteel ≥ 2.5 mm: k_dens = (pk/350)^2 tSteel = 1.5 mm: k_dens = (pk/350)^0.8 Design values of the load-bearing capacities: F_i,Rd= min {F_i,wood,Rd; F_i,steel,Rd} Failure of fasteners in wood: F_i,Wood,Rd= k_mod/Ƴ_M,Wood × F_i,Wood,Rkwith Ƴ_M,Wood = 1.3 Steel failure of the connector: F_i,steel,Rd = F_i,steel,Rk/Ƴ_M,steelwith Ƴ_M,steel = 1.25 For several simultaneous loads, the following condition must be met: The specified nailing patterns must be observed in accordance with the relevant ETA.
PLEASE NOTE: These are guides for planning purposes. The values must be calculated for each project by authorised persons.