Below you will find load details to the nail pattern: fullnailing, partnailing and post connection. Further connection options, see the corresponding ETA.

** The bolt design resistance requirement R_#,d is determined from (bolt factor x connection design load F_#,d) for the required load direction and fastener. Refer to the Simpson Strong-Tie anchor product range for suitable anchors. Typical anchor solutions are BOAXII, SET-XP, WA, AT-HP, depending on the concrete type, spacing and edge distances.

*** The published characteristic capacity is based on instantaneous load duration and service class 2 according to EC5 (EN 1995) – k_mod = 1,1. For other load duration and service class, please refer to the ETA to get more accurate capacities

** The bolt design resistance requirement R_#,d is determined from (bolt factor x connection design load F_#,d) for the required load direction and fastener. Refer to the Simpson Strong-Tie anchor product range for suitable anchors. Typical anchor solutions are BOAXII, SET-XP, WA, AT-HP, depending on the concrete type, spacing and edge distances.

*** The published characteristic capacity is based on instantaneous load duration and service class 2 according to EC5 (EN 1995) – k_mod = 1,1. For other load duration and service class, please refer to the ETA to get more accurate capacities

** The bolt design resistance requirement R#,d is determined from (bolt factor x connection design load F#,d) for the required load direction and fastener. Refer to the Simpson Strong-Tie anchor product range for suitable anchors. Typical anchor solutions are BOAXII, SET-XP, WA, AT-HP, depending on the concrete type, spacing and edge distances.

*** The published characteristic capacity is based on instantaneous load duration and service class 2 according to EC5 (EN 1995) – k_mod = 1,1. For other load duration and service class, please refer to the ETA to get more accurate capacities

* Refer to Characteristic Capacity table columns for type of fasteners that can be used in Flange A. Capacities vary depending on fastener type used.

** The bolt design resistance requirement R_#,d is determined from (bolt factor x connection design load F_#,d) for the required load direction and fastener. Refer to the Simpson Strong-Tie anchor product range for suitable anchors. Typical anchor solutions are BOAXII, SET-XP, WA, AT-HP, depending on the concrete type, spacing and edge distances.

* Refer to Characteristic Capacity table columns for type of fasteners that can be used in Flange A. Capacities vary depending on fastener type used.

** The bolt design resistance requirement R_#,d is determined from (bolt factor x connection design load F_#,d) for the required load direction and fastener. Refer to the Simpson Strong-Tie anchor product range for suitable anchors. Typical anchor solutions are BOAXII, SET-XP, WA, AT-HP, depending on the concrete type, spacing and edge distances.

* Refer to Characteristic Capacity table columns for type of fasteners that can be used in Flange A. Capacities vary depending on fastener type used.

** The bolt design resistance requirement R_#,d is determined from (bolt factor x connection design load F_#,d) for the required load direction and fastener. Refer to the Simpson Strong-Tie anchor product range for suitable anchors. Typical anchor solutions are BOAXII, SET-XP, WA, AT-HP, depending on the concrete type, spacing and edge distances.

For load direction F4/5 applies: An additional tensile load (F_1,d) must be received and verified for the left AKR, and for both bolts.

$F^*\_\{1,d\}\; =\; \backslash frac\{F\_\{4/5,d\}\backslash times(e-16,5mm)\}\; \{b+83mm\}$

Combined load:

$\backslash sqrt\{\backslash left\; (\; \backslash frac\; \{F\_\{1,d\}\}\; \{R\_\{1,d\}\}\; +\; \backslash frac\; \{F\_\{4/5,d\}\}\{R\_\{4/5,d\}\}\; \backslash right\; )^2\; +\; \backslash left\; (\; \backslash frac\{F\_\{2/3,d\}\}\{R\_\{2/3,d\}\}\; \backslash right\; )\}\; \backslash le\; 1$

Refer to the Simpson Strong-Tie anchor product range for suitable anchors. Typical anchor solutions are BOAXII, SET-XP, WA, AT-HP, depending on the concrete type, spacing and edge distances.

The published characteristic capacity is based on short term load duration and service class 2 according to EC5 (EN 1995) – kmod = 1.1.  For other load duration and service class, please refer to the ETA.

Several assumpotions are considered for the values shown in the table above (refer to ETA-07/0285 p 135 - Annex D61 - Characteristic Capacities for nailing pattern 22 - tables D61-11 to 15 for further details and other values) :

For R_1,k capacities:

• Ø10 fastener in timber post (flange B) is placed in the upper hole => distance e between timber fasteners and AKR horizontal flange is 65 mm
• distance X1 between timber and concrete is 5 mm

For R_2,k=R_3,k capacities:

• Ø10 fastener in timber post (flange B) is placed in the upper hole => distance e between timber fasteners and AKR horizontal flange is 65 mm

For R_4,k capacities:

• distance X1 between timber and concrete is 5 mm

For R_6,k capacities:

• Timber post width in contact with AKR is considered as 30 mm larger than the AKR width

*** The published characteristic capacity is based on instantaneous load duration and service class 2 according to EC5 (EN 1995) – kmod = 1,1. For other load duration and service class, please refer to the ETA to get more accurate capacities. The capacity of SSH12.0 screw has to be checked.

The connection can be made with a gap between the bottom flange of the bracket and timber, but the whole threaded part of the screw shall be in the substructure.

The connection is redundant, the full capacity of the screw may be considered. If the connection is isolated, then half the capacity of the screw shall be considered for AKR135X3L and AKR285X3L.

*** The published characteristic capacity is based on instantaneous load duration and service class 1 according to EC5 (EN 1995) – kmod = 1,1. For other load duration and service class, please refer to the ETA to get more accurate capacities.