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RCKW Kneewall Connector

RCKW

The Simpson Strong-Tie® RCKW rigid connectors have been developed to resist overturning moment at the base of exterior kneewalls and parapets as well as interior partial-height walls. These connectors offer a unique anchor-hole pattern that permits anchorage to both concrete and structural steel, with the larger hole designed to accommodate 1/2"-diameter concrete screws such as the Simpson Strong-Tie Titen HD®. The RCKWS is a heavy 171 mil (7 ga.) stiffener that nests onto the RCKW clip. The screw holes and anchor holes in the stiffener line up with those in the RCKW clip, making fastener and anchor installation a snap. The RCKW clip and RCKWS stiffener are sold separately.

Key Features

  • Anchorage legs incorporate stiffened flanges, improving overturning moment resistance
  • Large-diameter anchor hole accommodates 1/2"-diameter concrete screws and wedge anchors, such as the Simpson Strong-Tie Titen HD heavy-duty screw and the Strong-Bolt® 2 wedge anchor
  • Additional smaller-diameter anchor holes enable attachment to structural steel through use of #12 self-drilling screws
  • Attachment to CMU can be achieved with use of Titen® concrete and masonry screws
  • For the RCKWS: 171 mil (7 ga.) stiffeners are secured to the RCKW clip with screws, optimizing overturning moment resistance and stiffness

Material

  • RCKW and RCKWS: 171 mil (7 ga.), 33 ksi

Finish

  • Galvanized (G90)

Installation

  • Use all specified screw fasteners. To achieve tabulated load values, use #12-14 screws according to the screw patterns shown.
  • When using the RCKWS, secure the stiffener to the clip with the specified screw fasteners. Screws must be at least 1" long and extend through the connection with a minimum of three exposed threads.
  • Use all specified anchors. To achieve tabulated stiffness values, the installation torque for 1/2"-diameter anchors shall be at least 17 ft.-lb.
  • When using the 1/2"-diameter Simpson Strong-Tie Titen HD anchor, the bottom track must be predrilled or punched with a 3/4"-diameter hole.

Codes

  • Testing performed in accordance with ICC-ES AC 261. See code listings below.

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Related Literature

Product Information Tables

Product Information

Load Tables

RCKW Allowable Loads – Concrete Anchorage

RCKW Allowable Loads — Concrete Anchorage
  1. See General Information and Notes.
  2. Designer is responsible for anchorage design.
  3. See illustrations for fastener pattern placement.
  4. Screw length shall be selected based on the total thickness of materials to be joined such that the screws extend through the steel connection a minimum of three exposed threads.
  5. Tabulated values are based on framing members with track and stud of the same thickness and (1) #10 screw into each stud flange unless otherwise noted.
  6. Tabulated values may be used for framing members with track and stud of thickness 20 mil, Fy = 57 ksi (20 EQ).
  7. Tabulated values are applicable for framing members with CFS track of thickness 20 mil, Fy = 57 ksi (20 EQ).
  8. EQ – equivalent, DW – drywall, STR – structural.
  9. Tabulated moment values correspond to maximum connector strength without consideration of serviceability. Designer must check out-of-plane deflections using tabulated Rotational Stiffness.
  10. Tabulated Assembly Rotational Stiffness is applicable for walls at 38" tall with corresponding framing member depth and thickness. See Reference Example #1.
  11. Tabulated Connector Rotational Stiffness may be used for wall heights other than 38" tall; the Designer must consider member deflection due to bending in the stud member. See Reference Example #2.
  12. Per IBC 2015 Table 1604.3 footnote f, wind load is permitted to be taken as 0.42 times "component and cladding loads" for deflection checks. For IBC 2009 and earlier, the factor is 0.7 instead of 0.42.
  13. Anchor Tension, (T), is the force in the anchor at maximum allowable moment (M) or maximum allowable vertical tension (F2).
  14. Anchor tension is calculated using AISC Steel Design Guide 1. The 'Anchor Bolt Design' illustration given below shows the anchor tension (T) based on an applied moment (M). An illustration for the anchor tension (T) based on a vertical tension load (F2) is not shown. The bearing pressure for F2 load is similar along the length of the clip as opposed to the width of the clip as shown.
  15. Anchor tension may be interpolated.
  16. For LRFD loads, multiply the ASD tabulated loads by 1.6.

 

RCKW5.5 and RCKW5.5S Anchored Into Concrete

RCKW5.5 and RCKW5.5S Anchored Into Concrete

Table 1: RCKW Allowable Moments Using Simpson Strong-Tie Anchorage Solutions – Edge of Slab

Load table - RCKW Allowable Moments Using Simpson Strong-Tie Anchorage Solutions - Edge of Slab

See footnotes below.

Table 2: RCKW Allowable Moments Using Simpson Strong-Tie Anchorage Solutions – Center of Concrete Slab

Load table - RCKW Allowable Moments Using Simpson Strong-Tie Anchorage Solutions - Center of Concrete Slab

See footnotes below.

Table 3: RCKW Allowable Tension and Shear Loads Using Simpson Strong-Tie Anchorage Solutions – Edge of Concrete Slab

Load table - RCKW Allowable Tension and Shear Loads Using Simpson Strong-Tie Anchorage Solutions - Edge of Concrete Slab

See footnotes below.

Table 4: RCKW Allowable Tension and Shear Loads Using Simpson Strong-Tie Anchorage Solutions – Center of Concrete Slab

Load table - RCKW Allowable Tension and Shear Loads Using Simpson Strong-Tie Anchorage Solutions - Center of Concrete Slab
  1. Anchor Allowable Loads have been determined using ACI 318-14 Chapter 17 anchorage calculations with the minimum concrete compressive strength, f'c, and slab thickness listed. Sand-Lightweight Concrete is abbreviated as 'SLWC', Normal Weight Concrete is abbreviated as 'NWC'.
  2. Load values are for a single anchor based on ACI 318-14, condition B, load factors from ACI 318-14 Section 5.3, no supplemental edge reinforcement, Ψc,v = 1.0 for cracked concrete and periodic special inspection. Reference ICC-ES or IAPMO-UES evaluation reports for further information.
  3. Load values are based on short-term temperature range of 150°F and 180°F for SET-XP and AT-XP adhesive, respectively. Long term temperature range is assumed to be 110°F for both SET-XP and AT-XP adhesives.
  4. Allowable Stress Design (ASD) values were determined by multiplying calculated Strength Design values by a conversion factor, Alpha (α), of 0.7 for seismic loads and 0.6 for wind loads. ASD values for other load combinations may be determined using alternate conversion factors.
  5. At edge of slab, edge distances are assumed to be 1 7/8", 3.0" and 4.0" (1/2 of stud width) as determined for 3 5/8", 6" and 8" studs, respectively. 'End distances' are assumed as 1.5 x Min. Edge Distance in one direction and 'N/A' in the other direction. See figure on this page.
  6. At center of slab, edge and end distances are assumed as 'N/A' in all directions at locations away from edge of slab. See RCKW to concrete illustration below.
  7. Tabulated anchorage capacities for RCKW models shown are applied to the same model size with stiffener. For example, a value for model RCKW3 is equivalent to model RCKW3 and RCKW3S.
  8. 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 seismic SDC A&B only.
  9. 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, unless steel failure governs.
  10. 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 RCKW allowable load value listed in Concrete Anchorage table.
  1. Tabulated loads in Table 3 and 4 are based on f'c = 4,000 psi. For f'c = 3,000 psi use an adjustment factor of 0.86 for the blue shaded values and 1.0 for all other values.
  2. Tabulated values in Table 1 and Table 2 have been checked for combine moment and shear with the following conditions: Na / Nal + Va / Val ≤ 1.2
    • Na = Applied ASD anchor tension load at moment M
    • Nal = Allowable anchor tension load from Tables 3 or 4
    • Va = 2M/L is based on uniform loading wind application. L is the wall height at 38".
    • Val = Allowable shear load from Tables 3 or 4
    Blue shaded values in Tables 1 and 2 exceed 1.2 combine loading limits. Designer is responsible to check.

For anchor subjected to both tension and shear loads, it shall be designed to satisfy following:

  • For Na / Nal ≤ 0.2, the full allowable load in shear is permitted
  • For Na / Nal ≤ 0.2, the full allowable load in tension is permitted.
  • For all other cases: Na / Nal + Va / Val ≤ 1.2
    where:
    Na = Applied ASD tension load
    Nal = Allowable tension load from Tables 3 or 4
    Va = Applied ASD shear load
    Val = Allowable shear load from Tables 3 or 4.

RCKW Install - Concrete Slab

RCKW Allowable Loads – Steel Anchorage

Load table - RCKW Allowable Loads - Steel Anchorage
  1. See General Information and Notes.
  2. Designer is responsible for structural steel design.
  3. See illustrations for fastener patterns.
  4. Tabulated values are based on framing members with track and stud of the same thickness and #10 screws into each stud flange.
  5. Tabulated moment values correspond to the maximum connector strength without consideration of serviceability. Designer must check out-of-plane deflections using tabulated Rotational Stiffness.
  6. Tabulated Assembly Rotational Stiffness is for walls at 38" tall. See Reference Example #1.
  7. The tabulated Connector Rotational Stiffness is for walls other than 38" tall. The Designer must consider member deflection due to bending in the stud. See Reference Example #2.
  8. Per IBC 2015 Table 1604.3 footnote f, wind load is permitted to be taken as 0.42 times "component and cladding loads" for deflection checks. For IBC 2009 and earlier, the factor is 0.7 instead of 0.42.

Code Reports

Part IAPMO UES ER ICC-ES ESR City of Los Angeles State of Florida
RCKW3 ER-102 ER-238
RCKW3S ER-102 ER-238
RCKW5.5 ER-102 ER-238
RCKW5.5S ER-102 ER-238
RCKW7.5 ER-102 ER-238

Drawings

Part Orthographic Perspective
RCKW3
RCKW3 bottom view
DWG DXF
RCKW3 front view
DWG DXF
RCKW3 left view
DWG DXF
RCKW3 right view
DWG DXF
RCKW3 top view
DWG DXF
RCKW3
DWG DXF
RCKW3S
RCKW3S bottom view
DWG DXF
RCKW3S front view
DWG DXF
RCKW3S left view
DWG DXF
RCKW3S right view
DWG DXF
RCKW3S top view
DWG DXF
RCKW3S
DWG DXF
RCKW5.5
RCKW5.5 bottom view
DWG DXF
RCKW5.5 front view
DWG DXF
RCKW5.5 left view
DWG DXF
RCKW5.5 right view
DWG DXF
RCKW5.5 top view
DWG DXF
RCKW5.5
DWG DXF
RCKW5.5S
RCKW5.5S bottom view
DWG DXF
RCKW5.5S front view
DWG DXF
RCKW5.5S left view
DWG DXF
RCKW5.5S right view
DWG DXF
RCKW5.5S top view
DWG DXF
RCKW5.5S
DWG DXF
RCKW7.5
RCKW7.5 bottom view
DWG DXF
RCKW7.5 front view
DWG DXF
RCKW7.5 left view
DWG DXF
RCKW7.5 right view
DWG DXF
RCKW7.5 top view
DWG DXF
RCKW7.5
DWG DXF