SCHA Slide-Clip Connector for Horizontal Anchorage

SCHA Allowable Loads (lb.)

1. For additional important information, see Innovative Solutions for Curtain-Wall Framing.
2. Allowable loads are based on connectors installed with tabulated anchorage type, quantity and size into structural steel. For anchorage installations into concrete, the capacity of the connection system will be the minimum of the tabulated value and the allowable load using concrete screws indicated on the table on below. Note that if the designer chooses to calculate concrete anchorage with alternate 1/4"– diameter anchors, then the maximum load shall not exceed the tabulated values in this table. Refer to illustrations in the gallery for anchorage conditions.
3. Please refer to the table below for Simpson Strong-Tie® Titen HD anchorage loads.
4. Min. fasteners quantity and tabulated values – fill round holes; max. fasteners quantity and tabulated values – fill round and triangular holes.
5. The stand-off is the distance from the interior flange of the stud to the face of the supporting structure. Note that the interior flange of the stud is assumed to align with the inside vertical edge of the connector as indicated in the illustrations in the gallery.
6. Tabulated values are based on 3 5/8" studs. Web crippling checks for deeper members are the responsibility of the designer.
7. Tabulated F₁ loads are based on assembly tests with the load through the centerline of stud. Tested failure modes were due to screw pullout; therefore compare F₁ against F_p calculated per ASCE 7-16 Chapter 13 with a_p = 1.25 and R_p = 1.0.

Allowable Titen HD® Anchorage Loads into Concrete with SCHA Clip (lb.)

1. Allowable anchor capacities have been determined using ACI 318-14 Chapter 17 calculations with a minimum concrete compressive strength (f'_c) of 2,500 psi and 5" slab thickness in normal-weight concrete. Tabulated values can be multiplied by a factor (λa) of 0.68 for sand-lightweight concrete.
2. Nominal Embedment Depth/Effective Embedment Depth relationship is 1.75" (h_nom) / 1.30" (h_ef).
3. Edge distance is assumed to be 2", and end distance is 7 1/8".
4. Load values are for group anchors based on ACI 318-14, condition B, load factors from ACI 318-14 Section 5.3, no supplement edge reinforcement, Ψc, v = 1.0 for cracked concrete and periodic special inspection.
5. Allowable Stress Design (ASD) values were determined by multiplying calculated LRFD capacities by a conversion factor, Alpha (α), of 0.70 for seismic load and 0.6 for wind loads. ASD values for other combinations may be determined using alternate conversion factors.
6. Tabulated allowable ASD loads for Wind and Seismic in SDC A&B are based on using wind conversion factors and may be increased by 1.17 for SDC A&B only.
7. Allowable loads have been divided by an Omega (Ω) seismic factor of 2.5 for brittle failure as required by ACI 318-14 Chapter 17.
8. Allowable F₂ and F₃ loads are based on the governing loading direction, which is toward the edge of slab.
9. Tabulated capacities are based on maximum allowable anchorage loads only. The capacity of the connection system shall be the minimum of the tabulated value and the SCHA Allowable Connector Loads.

Code Reports & Compliance

Drawings