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RCA-C Rigid Connector Angle for Concrete

RCA-C

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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: Concrete Connectors for Cold-Formed Steel Construction

Our lineup of rigid clip connector angles (RCA) has a new addition with the RCA-C. The RCA-C is an ideal solution for attaching stud framing to concrete supports. This connector provides the most anchor options for attaching to concrete in comparison to other similar connectors on the market. The connector’s design includes holes for a 1/2"-diameter anchor screw or bolt, or for two 1/4"-diameter concrete screws, positioned in a wide array of fastening options — thus saving the installer the time and cost of drilling connector holes at the jobsite. In addition, the RCA connectors have been rigorously tested and load rated, giving you the confidence of quality and performance for your job.

Key Features

  • 2" x 2" legs provide plenty of room to make attachments to structure and stud framing
  • Multiple screw pattern options to stud framing for different load rating options
  • Heavy-duty shear and tension connector or light-duty moment connection
  • Pre-punched holes for attachment of screws to stud framing and attachment to concrete; pre-punched holes on anchor leg provide options for (1) 1/2"-diameter anchor or (2) 1/4"-diameter anchors
  • Attachment to concrete or masonry can be achieved with 1/2" Titen HD®, 1/2" Strong-Bolt® 2, 1/4" Titen HD, or 1/4" Titen Turbo™

Material

  • RCA-C — 97 mil (12 ga.), 50 ksi

Finish

  • Galvanized (G90)

Installation

  • Use all specified anchors/fasteners

Related Literature

Product Information Table

Fastener Production Information and Stuff & Things
New products
Model No. Thickness (mil) Ga. Dimensions (in.) L (in.) Coating/Material Packaging Qty.
RCA-C225/97-R55 97 12 2 x 2 5 Zinc Galvanized, G90 55

Load Tables

Model No. Anchor Type Fastener Pattern No. of #10 Fasteners to Stud Framing Member Thickness Connector Rotational Stiffness β Allowable Loads Anchor Tension, T
Moment M Tension F2 Shear F4 At Allowable Moment, M (lb.) At Allowable Tension Load, F2 (lb.)
mil (ga.) (in.-kip/rad.) (in.-lb.) (lb.) (lb.) f'c = 4,000 psi f'c = 4,000 psi
RCA-C225 /97 (1) 1/2"-dia. Titen HD® or
(1) 1/2"-dia. Strong-Bolt® 2
4A 4 33 (20) 130 845 660 425 345 705
43 (18) 160 1,500 1,020 550 615 1,105
54 (16) 165 1,900 1,050 1,050 785 1,140
8A 8 33 (20) 155 1,830 1,050 845 755 1,140
43 (18) 160 3,215 1,050 1,105 1,355 1,140
54 (16) 175 4,075 1,050 2,100 1,745 1,140
10A 10 33 (20) 155 3,430 1,050 845 1,455 1,140
43 (18) 160 4,905 1,050 1,105 2,140 1,140
54 (16) 175 7,640 1,050 2,100 3,540 1,140
(2) 1/4"-dia. Titen HD 4B 4 33 (20) 155 1,100 660 480 295 705
43 (18) 200 1,770 1,020 625 480 1,105
54 (16) 220 2,005 1,050 960 645 1,140
8B 8 33 (20) 170 2,375 1,050 960 645 1,140
43 (18) 220 3,795 1,050 1,250 1,040 1,140
54 (16) 240 4,300 1,050 2,375 1,180 1,140
10B 10 33 (20) 170 4,450 1,050 960 1,225 1,140
43 (18) 220 5,790 1,050 1,250 1,610 1,140
54 (16) 240 8,060 1,050 2,375 2,285 1,140
(2) 1/4"-dia. Titen Turbo 4C 4 33 (20) 190 1,100 660 480 250 705
43 (18) 250 1,770 1,020 625 405 1,105
54 (16) 310 2,005 1,050 1,185 460 1,140
8C 8 33 (20) 200 2,375 1,050 960 545 1,140
43 (18) 260 3,795 1,050 1,250 880 1,140
54 (16) 320 4,300 1,050 2,375 995 1,140
10C 10 33 (20) 200 4,450 1,050 960 1,035 1,140
43 (18) 260 5,790 1,050 1,250 1,355 1,140
54 (16) 320 8,060 1,050 2,375 1,910 1,140
  1. For additional important information, see General Notes.
  2. The designer is responsible for anchorage design. Reference Table 2 for anchorage solutions.
  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 moment values correspond to maximum connector strength without consideration of serviceability. The designer must check out-of-plane deflections using tabulated rotational stiffness.
  6. Tabulated connector rotational stiffness may be used for any wall heights. The designer must consider member deflection due to bending in the stud member.
  7. Per IBC 2021, 2018, 2015, 2012 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.
  8. Allowable loads are based on cold-formed steel members with a minimum Fy of 33 ksi and Fu of 45 ksi for 43 mil (18 ga.) and thinner and a minimum Fy of 50 ski and Fu of 65 ksi for 54 mil (16 ga.) and thicker.
  9. Connectors subjected to tension, shear and moment loads: F2/F2all + F4/F4all + M/Mall ≤ 1.0. F4 interaction with Moment not required to be checked for walls 2'–0" or taller. Where: F2, F4 and M are the applied ASD tension, shear and moment, respectively. F2all, F4all, Mall are the allowable tension, shear and moment from Table 1, respectively.
  10. 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. See Table 2 for pre-engineered anchorage solutions that incorporate anchor T into the solution.
  11. Anchor tension is calculated using AISC Steel Design Guide 1. The Anchor Bolt Design illustration (Figure 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.
  12. Anchor tension, T, may be interpolated. Examples:
    • Mreq = 3,312 in.-lb. (given), fastener pattern 10C, 54 mil studs. Anchor tension, T, at allowable moment = (3,312 /8,060) x 1,910 = 785 lb.
    • Treq = 525 lb. (given), fastener pattern 4A, 33 mil studs. Anchor tension, T, at allowable tension load, F2 = (525 /660) x 755 = 601 lb.
  13. Tabulated anchor tension, T, is based on f'c=4,000 psi. For f'c=3,000 psi, use an increase factor of 1.05.
Model No. Type of Concrete Anchor Type Nominal Embedment Depth, hnom Min. Concrete Thickness, hmin. Min. Anchor Edge Distance Uncracked 4,000 psi Concrete Cracked 4,000 psi Concrete
Wind and Seismic in SDC A and B Wind and Seismic in SDC A and B Seismic in SDC C and D
Allowable Allowable Allowable
Moment M Tension F2 Shear F4 Moment M Tension F2 Shear F4 Moment M Tension F2 Shear F4
(in.) (in.) (in.) (in.-lb.) (lb.) (lb.) (in.-lb.) (lb.) (lb.) (in.-lb.) (lb.) (lb.)
RCA-C225 /97 SLWC (1) 1/2"-dia. Titen HD® 3 1/4 5 3 3,015 1,165 885 2,190 845 635 785 305 295
12 3,425 1,320 1,560 2,465 950 1,105 885 340 515
(1) 1/2"-dia. Strong-Bolt® 2 2 3/4 6 4 2,185 845 975 2,315 895 965 830 320 450
12 2,890 1,115 1,465 2,315 895 1,035 830 320 485
(2) 1/4"-dia. Titen HD 1 5/8 3 1/4 1 1/2 1,265 565 445 1,205 540 315 425 190 150
6 2,410 1,025 1,070 1,375 595 680 485 210 315
(2) 1/4"-dia. Titen Turbo™ 1 3/4 3 1/4 1 3/4 1,360 590 495
3 1,955 835 520
NWC (1) 1/2"-dia. Titen HD 3 1/4 5 3 4,330 1,670 1,305 3,165 1,225 930 1,150 445 435
12 4,895 1,890 2,295 3,555 1,375 1,625 1,295 500 760
(1) 1/2"-dia. Strong-Bolt 2 2 3/4 6 4 3,160 1,220 1,435 3,345 1,290 1,420 1,215 470 665
12 4,150 1,605 2,150 3,345 1,290 1,525 1,215 470 710
(2) 1/4"-dia. Titen HD 1 5/8 3 1/4 1 1/2 1,855 825 655 1,765 785 465 625 280 220
6 3,515 1,475 1,455 2,010 860 995 710 310 465
(2) 1/4"-dia. Titen Turbo 1 3/4 3 1/4 1 3/4 1,990 855 520
3 2,860 1,205 520
  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. 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.
  4. End distances are assumed as N/A perpendicular to load.
  5. Tabulated allowable ASD loads for Wind and Seismic in SDC A and B are based on using wind conversion factors and may be increased by 1.17 for seismic SDC A and B only.
  6. 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.
  7. 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 RCA–C allowable load value listed on Table 1.
  8. Tabulated loads in Table 2 are based on f'c = 4,000 psi. For f'c = 3,000 psi, use an adjustment factor of 0.86.
  9. For anchor subjected to tension, shear and moment loads:
    When (F 4 / F 4all) ≤ 0.2 F2
    F 2 / F 2all + M / M all ≤ 1.0

    When (F 2 / F 2all + M / M all) ≤ 0.2
    F 4 / F 4all ≤ 1.0

    When (F 4 / F 4all) > 0.2 and (F 2 / F 2all + M / M all) > 0.2
    (F 2 / F 2all + M / M all) + (F 4 / F 4all) ≤ 1.2

    Where: F2, F4 and M are the applied ASD tension, shear and moment, respectively. F2all, F4all, Mall are the allowable tension, shear and moment from Table 2, respectively.

Code Reports & Compliance

Drawings

PDF DWG DXF RFA IFC SAT