7.6 Typical non cyclonic hold down connections

Figure 6.4 Nominal Stud Tie-down

Figure 6.5 Strap connection options

Figure 6.6 - Corner/Mid-wall Detail (Hold-down anchor and square washer)
For hold down anchor capacity, refer to manufacturer's information.
Suitable hold down anchors are to be provided to resist the uplift forces. Refer Table p22-23.

Figure 6.7 - Corner/Mid-wall Detail (Hold-down anchor, bracket and washer)
For hold down anchor capacity, refer to manufacturer's information.
Suitable hold down anchors are to be provided to resist the uplift forces. Refer Table p22-23.

Figure 6.6 Tie-down details - Masonry anchors with washers (low uplift capacity - 4.8kN Limit State)
For hold down anchor capacity, refer to manufacturer's information.
Suitable hold down anchors are to be provided to resist the uplift forces defined in Tables 2-5 of Section 3.3.1 of the ENDUROWALL^® Building System Design Manual.

Figure 6.7 Tie-down details - Masonry anchors with washers (medium uplift capacity - 7.5kN Limit State)
For hold down anchor capacity, refer to manufacturer's information.
Suitable hold down anchors are to be provided to resist the uplift forces defined in Table in Tables 2-5 of Section 3.3.1 of the ENDUROWALL^® Building System Design Manual.

Figure 6.8 Tie-down details - Masonry anchors with bracket and washer (high uplift capacity - 12.5kN Limit State)
For hold down anchor capacity, refer to manufacturer's information.
Suitable hold down anchors are to be provided to resist the uplift forces defined in in Tables 2-5 of Section 3.3.1 of the ENDUROWALL^® Building System Design Manual.
Endurotie^® bent tab stud tie down.
Value 15kN
For hold down anchor capacity, refer to manufacturer's information.
Suitable hold down anchors are to be provided to resist the uplift forces defined in Tables 2-5 of Section 3.3.1 of the ENDUROWALL^® Design Manual.

FIGURE 6.9 Tie-down Details - Square Hollow Section (SHS)

For hold down anchor capacity, refer to manufacturer's information.
Suitable hold down anchors are to be provided to resist the uplift forces defined in in Tables 2-5 of Section 3.3.1 of the ENDUROWALL^® Building System Design Manual.

FIGURE 6.10 - Corner/Mid-wall Detail (Low Uplift Capacity)

FIGURE 6.11 - Corner/Mid-wall Detail (Medium Uplift Capacity)

For hold down anchor capacity, refer to manufacturer's information.
Suitable hold down anchors are to be provided to resist the uplift forces defined in Tables 2-5 of Section 3.3.1 of the ENDUROWALL^® Building System Design Manual.

FIGURE 6.12 - Corner/Mid-wall Detail (High Uplift Capacity)

For hold down anchor capacity, refer to manufacturer's information.
Suitable hold down anchors are to be provided to resist the uplift forces defined in in Tables 2-5 of the ENDUROWALL^® Building System Design Manual.

FIGURE 6.13 - Corner/Mid-wall Detail (SHS)

For hold down anchor capacity, refer to manufacturer's information.
Suitable hold down anchors are to be provided to resist the uplift forces defined in in Tables 2-5 of Section 3.3.1 of the ENDUROWALL^® Building System Design Manual.

Section A

A
One nail each side of stud through all sections.
Nails at 200mm centres through particle board and joist.
Adhesive strip at points where particle board meets joists.

Section B

B
One nail each side of stud
through all sections.
Nails at 200mm centres through particle board and joist.
Adhesive strip at points where particle board meets joists and bottom plates.

FIGURE 6.14 - Tie-Down into suspended frame floor systems

Section C

C
One screw at each stud; three screws between studs at 600mm centres.
Screw through all sections.
Adhesive strip at points where particle board meets joists.

Section D

D
One screw each side of stud
through all sections.
Nails at 200mm centres through particle board and joist.
Adhesive strip at points where particle board meets joists.

Section E

E
One screw at each stud; three screws between studs at 600mm centres.
Screw through all sections.
Adhesive strip at points where particle board meets joists.

FIGURE 6.15- Tie-Down into suspended frame floor systems

The designer should specify the hold down system to be used for each job.
Typical wall to floor connections are illustrated below in Figures 7.30 - 7.32.

Figure 7.30 Hold down connection Option 1

Figure 7.31 Hold down connection Option 2

Figure 7.32 Hold down connection Option 3

Figure 7.33 Hold down connection Option 4

Figure 7.34a - Transfer of Racking Loads to Internal Bracing Walls - Internal Wall Parallel to Trusses

Figure 7.34b - Transfer of Racking Loads to Internal Bracing Walls - Internal Wall Perpendicular to Trusses

Figure 7.35
Internal to external fixing connections (Option 1)

Figure 7.36
Internal to external fixing connections (Option 2)