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RCKW Kneewall Connector

RCKW

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Rigid Connectors

This product's information may differ depending on the category of use. You are currently viewing details related to Rigid Connectors. You can also view product information related to the category: Seismic and Hurricane Ties

The Simpson Strong-Tie® RCKW is a heavy 171 mil (7 ga.) rigid connector that has been developed to resist overturning moment at the base of exterior kneewalls and parapets as well as interior partial-height walls or overhead ribbon window conditions. These connectors offer a unique small and large anchor-hole pattern that permits anchorage to both concrete and structural steel. The single-anchor RCKW has been redesigned to have all of the same features as the previous model but with an added two-anchor option that accommodates 1/2"- or 3/8"-diameter concrete anchors. If load requires more capacity, a stiffener, the RCKWS can be added. 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 holes accommodate 1/2"-diameter concrete screw anchor and wedge anchors, such as the Simpson Strong-Tie Titen HD® heavy-duty screw anchor and the Strong-Bolt® 2 wedge anchor.
  • The RCKW5.5 and RCKW7.5 have three large holes for added versatility. The center large hole is for a one-anchor solution at the edge or center of slab. The outer larger holes are for a two-anchor solution that requires higher capacities at the center of slab. In addition, two 3/8" Titen HD screw anchors have been tested in the outer larger holes for shallower embedment required conditions like fluted deck.
  • Additional smaller-diameter anchor holes enable attachment to structural steel with #12 self-drilling screws.
  • Attachment to CMU can be achieved with Titen HD or Titen® 2 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 fastener patterns shown in the installation illustrations.
  • 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 concrete anchors shall be at least 17 ft.-lb. or the torque requirements of the anchor, whichever is greater.
  • When using the larger-diameter anchor holes, 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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Product Information Tables

Product Information

Load Tables

Table 1: RCKW Allowable Loads – Concrete Applications

RCKW Allowable Loads — Concrete Applications
  1. For additional important information, see General Notes below.
  2. The Designer is responsible for anchorage design.
  3. See illustrations for fastener pattern placement.
  4. 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.
  5. Tabulated values may be used for framing members with track and stud of thickness 20 mil, Fy = 57 ksi (20 EQ).
  6. Tabulated values are applicable for framing members with CFS track of thickness 20 mil, Fy = 57 ksi (20 EQ).
  7. EQ – equivalent, DW – drywall, STR – structural.
  8. Tabulated moment values correspond to maximum connector strength without consideration of serviceability. Designer must check out-of-plane deflections using tabulated Rotational Stiffness.
  9. Tabulated Assembly Rotational Stiffness is applicable for walls at 38" tall with corresponding framing member depth and thickness. Reference Example #1 in flier.
  10. Tabulated Connector Rotational Stiffness may be used for any wall heights; the Designer must consider member deflection due to bending in the stud member. Reference Example #2 in flier.
  11. 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. Tabulated values have not been adjusted.
  12. Anchor tension, T, is the force in the anchor, or both anchors for two-anchor solutions, at maximum allowable, M, or maximum allowable tension, F2.
  13. Tabulated values for anchor tension, T, at allowable tension load, F2, are provided for total anchor tension for (1) anchor and (2) anchors. See below for anchorage design tables and illustrations.
  14. Anchor tension is calculated using AISC Steel Design Guide 1. The 'Anchor Bolt Design' illustration (Figures A and B) 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, shown in Figure C.
  15. Anchor tension, T, may be interpolated.
Anchor Tension, T, Created from Moment (one anchor)

Figure A: Anchor Tension, T, Created from Moment (one anchor)

Anchor Tension, T, Created from Moment (two anchor)

Figure B: Anchor Tension, T, Created from Moment (two anchor)

Anchor Tension, T, Created from F2

Figure C: Anchor Tension, T, Created from F2

Table 2A: RCKW Allowable Tension and Shear Loads Using 1/2"-Diameter Anchor

RCKW Allowable Tension and Shear Loads RCKW Allowable Tension and Shear Loads
See footnotes below.
Single Anchor — One Anchor Shear, One Anchor Tension

Figure 2A-1 Single Anchor – One Anchor Shear, One Anchor Tension
(tension from moment created from PL)

Two Anchors — Two Anchors Shear, One Anchor Tension

Figure 2A-2 Two Anchors – Two Anchors Shear, One Anchor Tension
(tension from moment created from PL)

Two Anchors — Two Anchors Tension

Figure 2A-3 Two Anchors – Two Anchors Tension
(tension created from PT)


Table 2B: RCKW Allowable Tension and Shear Loads Using (2) 3/8"-Diameter Anchors

RCKW Allowable Tension and Shear Loads RCKW Allowable Tension and Shear Loads
Table 2A and 2B Notes:
  1. Anchor Allowable Loads have been determined using ACI 314-14 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 anchor based on ACI 318-14, condition B, load factors from ACI 318 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, 160°F and 180°F for SET-XP, SET-3G and AT-XP adhesive, respectively. Long term temperature range is assumed to be 110°F for both SET-XP, SET-3G 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. 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. Edge and end distances are assumed as "N/A" in all directions at locations for (No Edge).
  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 above in Table 1.
  1. Tabulated loads in Table 2A and 2B 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. 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 Va / Val ≤ 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 Table 2A and 2B
      Va = Applied ASD shear load
      Val = Allowable shear load from Table 2A and 2B
RCKW Install - Concrete Slab
One Anchor Shear**

Figure 2B-1 Two Anchors – One Anchor Shear**, One Anchor Tension
(tension from moment created from PL)
**One anchor acting in shear due to 3/8" anchor in larger hole

Two Anchors Shear, One Anchor Tension

Figure 2B-2 Two Anchors – Two Anchors Tension
(tension created from PT)

 

Table 3: RCKW Allowable Loads – Steel Applications with Anchorage

Load table - RCKW Allowable Loads - Steel Anchorage
  1. For additional important information, see General Notes below.
  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.
  7. The tabulated Connector Rotational Stiffness is for any wall heights. The Designer must consider member deflection due to bending in the stud.
  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.
General Notes
  1. Allowable loads are for use when utilizing the traditional Allowable Stress Design methodology. For LRFD loads, multiply the ASD tabulated loads by 1.6 in accordance with AISI S-100 Section F.
  2. Allowable loads are based on cold-formed steel members with a minimum yield strength, Fy, of 33 ksi and tensile strength, Fu, of 45 ksi for 43 mil (18 ga.) and thinner, and a minimum yield strength of 50 ksi and tensile strength of 65 ksi for 54 mil (16 ga.) and thicker.
  3. Allowable loads shall not be increased for wind or seismic load.
  4. Allowable loads for #12 self-drilling screws are based on a minimum nominal shear strength, Pss, of 2,520 lb. and nominal tension strength, Pts, of 2,535 lb.
  1. It is the responsibility of the Designer to select the proper length fasteners based on installation need. Screw length must ensure fastener extends through the connection a minimum of three exposed threads.
  2. Industry studies show that hardened fasteners can experience performance problems in wet or corrosive environments. Accordingly, use these products in dry and non-corrosive environments only.
  3. It is the responsibility of the Designer to verify the adequacy of the stud. Allowable loads are based on connectors installed an adequate distance away from penetrations, notches, ends of studs and other conditions that may affect the connector performance.

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-R10
RCKW3-R10 Bottom View
DWG DXF
RCKW3-R10 Front View
DWG DXF
RCKW3-R10 Left View
DWG DXF
RCKW3-R10 Right View
DWG DXF
RCKW3-R10 Top View
DWG DXF
RCKW3-R10 Perspective View
DWG DXF
RCKW3S-R10
RCKW3S-R10 Bottom View
DWG DXF
RCKW3S-R10 Front View
DWG DXF
RCKW3S-R10 Left View
DWG DXF
RCKW3S-R10 Right View
DWG DXF
RCKW3S-R10 Top View
DWG DXF
RCKW3S-R10 Perspective View
DWG DXF
RCKW5.5-R10
RCKW5.5-R10 Bottom View
DWG DXF
RCKW5.5-R10 Front View
DWG DXF
RCKW5.5-R10 Left View
DWG DXF
RCKW5.5-R10 Right View
DWG DXF
RCKW5.5-R10 Top View
DWG DXF
RCKW5.5-R10 Perspective View
DWG DXF
RCKW5.5S-R10
RCKW5.5S-R10 Bottom View
DWG DXF
RCKW5.5S-R10 Front View
DWG DXF
RCKW5.5S-R10 Left View
DWG DXF
RCKW5.5S-R10 Right View
DWG DXF
RCKW5.5S-R10 Top View
DWG DXF
RCKW5.5S-R10 Perspective View
DWG DXF
RCKW7.5-R10
RCKW7.5-R10 Bottom View
DWG DXF
RCKW7.5-R10 Front View
DWG DXF
RCKW7.5-R10 Left View
DWG DXF
RCKW7.5-R10 Right View
DWG DXF
RCKW7.5-R10 Top View
DWG DXF
RCKW7.5-R10 Perspective View
DWG DXF