1. The information presented in this table is to be used in conjunction with the design criteria of ACI 318 Appendix D, except as modified below.
2. Concrete compressive strength shall be 3000 psi minimum. The characteristic pullout resistance for greater compressive strengths shall be increased by multiplying the tabular value by (f'c, specified/3000 psi)^0.5.
3. For anchors installed in the soffit of sand-lightweight or normal-weight concrete over metal deck floor and roof assemblies, as shown in Figure A, calculation of the concrete breakout strength may be omitted.
4. In accordance with ACI 318 Section D.5.3.2, the nominal pullout strength in cracked concrete for anchors installed in the soffit of sand-lightweight or normal-weight concrete over metal deck floor and roof assemblies N_pn,deck,cr shall be substituted for N_pn,cr. Where analysis indicates no cracking at service loads, the normal pullout strength in uncracked concrete N_pn,deck,uncr shall be substituted for N_pn,uncr.
5. In accordance with ACI 318 Section D.6.1.2 (c), the shear strength for anchors installed in the soffit of sand-lightweight or normal-weight concrete over metal deck floor and roof assemblies V_sa,deck and V_{sa, deck,eq} shall be substituted for V_sa.
6. Minimum distance to edge of panel is 2h_ef.
7. The minimum anchor spacing along the flute must be the greater of 3h_ef or 1.5 times the flute width.

 

Figure A – Installation in Concrete over Metal Deck