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SSC Steel-Stud Connector

SSC

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Roof Truss and Rafter Connectors, Ties, and Straps

This product's information may differ depending on the category of use. You are currently viewing details related to Roof Truss and Rafter Connectors, Ties, and Straps. You can also view product information related to the categories of: Bridging and Bracing Connectors for Cold-Formed Steel Construction, Rigid Connectors for Cold-Formed Steel Construction

SSC connectors are versatile utility clips ideal for a variety of stud-to-stud and stud-to-structure applications in cold-formed steel construction. The clips have been designed to enable easy installation on the open side of studs or joists with flanges up to 3" long and return lips up to 3/4". A wide pattern of strategic fastener locations allows the SSC to accommodate a variety of traditional and custom designs.

Key Features

  • Prepunched holes reduce installation cost by eliminating predrilling
  • Intuitive fastener hole positions ensure accurate clip installation in accordance with design, support a wide range of design and application requirements and provide installation flexibility
  • Angle lengths accommodate either hard-side or soft-side attachment for studs and joists with return lips up to 3/4"*
  • 4" leg length enables soft-side connections for studs and joists with flanges up to 3"*
  • Also suitable for u-channel bridging
    * SSC2.25 clips will accommodate 2"-wide flange and 5/8" stiffener lip

Material

  • LSSC — 54 mil (50 ksi); SSC — 68 mil (50 ksi); MSSC — 97 mil (50 ksi)

Finish

  • Galvanized (G90)

Installation

  • Use all specified fasteners/anchors

Related Literature

Product Information Tables

Ordering Information SSC Steel-Stud Connector
  1. By leaving off the "-RXXX" suffix, items can also be ordered in cartons of 50.
  2. By leaving off the "-RXX" suffix, items can be ordered in cartons of 25.

Load Tables

SSC Connectors — Steel-to-Steel Allowable Loads

Load Table - SSC Connectors Steel-to-Steel Allowable Loads
  1. Min. fastener quantity and load values — fill all round holes; Max. fastener quantity and load values — fill all round and triangular holes; Outer fastener quantity and load values — see illustrations for fastener placement.
  2. Allowable loads are based on bracing of the members located within 12" of the connection.
  3. Maximum allowable load for connector that may not be exceeded when designing custom installations. Designer is responsible for member and fastener design.
  4. See Fastening Systems and Direct Fastening for more information on Simpson Strong-Tie fasteners.
  5. See image gallery for alternate screw patterns.
Typical SSC Installation
Typical SSC Installation

SSC Connectors — Bypass Framing Allowable Loads

Load Table - SSC Connectors — Bypass Framing Allowable Loads
  1. See illustration for fastener placement.
  2. Allowable loads are based on anchors installed in minimum 3/16"-thick structural steel with Fy = 36 ksi.
  3. Allowable loads based on in-plane loads applied at the centroid of the fasteners to the stud, with no rotational restraint of stud.
  4. See Fastening Systems and Direct Fastening for more information on Simpson Strong-Tie fasteners.
Typical SSC Installation
Typical SSC Installation

SSC Connectors — Headers Allowable Loads

Load Table - SSC Connectors — Headers Allowable Loads
  1. Max. fastener quantity and load values—fill all round and triangular holes.
  2. Designer is responsible for checking web crippling of the header and reducing allowable loads accordingly.
  3. Also applies to box header per illustration.
  4. See Fastening Systems and Direct Fastening for more information on Simpson Strong-Tie fasteners.
Nested Stud and Track
Nested Stud and Track

SSC Connectors — Base of Jamb Allowable Loads

Load Table - SSC Connectors — Base of Jamb Allowable Loads
  1. Allowable loads are based on minimum 33 mil (20 ga.) track for 33 mil (20 ga.) and 43 mil (18 ga.) studs, and minimum 43 mil (18 ga.) track for 54 mil (16 ga.) studs, with one #10 screw into each stud flange.
  2. Allowable loads assume adequate torsional bracing is provided. Bracing design is the responsibility of the Designer.
  3. See illustrations for fastener placement.
  4. Designer is responsible for anchorage design.
  5. See Fastening Systems and Direct Fastening for more information on Simpson Strong-Tie fasteners.
Typical SSC Installation
Typical SSC Installation

Base of Jamb Anchorage Solutions

Load Table - Base of Jamb Anchorage Solutions
  1. Allowable anchor capacities have been determined using ACI 318-14 Chapter 17 calculations with the minimum concrete compressive strength, f'c and slab thickness listed. Sand-lightweight concrete is abbreviated as "SLWC" while normal-weight concrete is abbreviated as "NWC".
  2. Nominal Embedment Depth/Effective Embedment Depth relationships:
    • 3/8" Titen HD® in 4" Slab : 2.50" (hnom) / 1.77" (hef)
    • 3/8" Titen HD in 6" Slab or thicker : 3.25" (hnom) / 2.40" (hef)
    • SET-XP® or AT-XP® Adhesive with 3/8" F1554 Gr. 36 All-Thread Rod in 6" Slab or thicker : 4.0" (hnom) = 4" (hhef)
  3. Edge distances are assumed to be 1.81", 3.0" and 4.0" (1/2 of stud width) as determined for 3 5/8", 6" and 8" studs, respectively.
  4. End distances are assumed as 1.5 x Min. Edge Distance in one direction and 'N/A' in the other direction. See installation illustrations in the image gallery.
  5. 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.
  6. Load values are based on a short-term temperature range of 150°F and 180°F for SET-XP and AT-XP. Long-term temperature range is assumed to be 110°F for both SET-XP and AT-XP. Dry hole conditions are assumed. Other conditions may be evaluated using Anchor Designer™ Software for ACI 318, ETAG and CSA.
  7. Allowable Stress Design (ASD) values were determined by multiplying calculated LRFD capacities 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.
  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 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.
  10. Allowable F4 load based on loading direction towards the edge of slab.
  11. 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 allowable load value from the SSC Connectors: Base of Jamb Allowable Load Tables.

SSC Connectors — Rafters Allowable Loads

Load Table - SSC Connectors — Rafters Allowable Loads
  1. See illustrations for fastener placement.
  2. Allowable loads are based on anchors installed in minimum 3/16"-thick structural steel with Fy = 36 ksi.
  3. Allowable loads are based on a 6"-deep member. For deeper members, Designer must consider web crippling of the member and reduce loads accordingly.
  4. See Fastening Systems and Direct Fastening for more information on Simpson Strong-Tie fasteners.
Typical SSC Installation
Typical SSC Installation

SSC Steel Stud Connectors (SSC2.25 and MSSC2.25) — Service Load Limits and Strengths (lb.)

Load Table - SSC Steel Stud Connectors (SSC2.25 and MSSC2.25) — Service Load Limits and Strengths (lb.)
  1. Calculated values are per AISI RP15-2, AISI S-100, or generally accepted industry standards. Shaded values for F4 are derived from test data. Whenever possible, unshaded F4 values are based on the maximum calculated value and applicable tested value.
  2. The tabulated values do not account for anchorage to the support. Anchor strength must be calculated separately and may reduce the capacity of the connection when compared to the tabulated values.
  3. Tabulated values do not include shear, web crippling, buckling, or other local effects in the member. The Designer must check member limit states separately.
  4. For load combinations that include F4 and/or F2 and/or F3, use an appropriate interaction equation.
  5. #10-16 screws shall have Pss ≥ 1,620 lb. Calculated values are per AISI S-100. Screws must be installed with three (min.) exposed threads.
  6. The number of screws is for one clip leg that is attached to the supported stud.
  7. For the minimum screw pattern, fill all round holes. For the maximum screw pattern, fill all round and triangle holes. See image gallery for screw pattern installation illustrations.
  8. In addition to calculations of net and gross section tension, and screw shear of the clip leg attached to the stud, F2 values are also calculated for weak-axis bending of the anchored clip leg with the line of bending at the smaller anchor holes. The Designer is responsible for calculating pullover, pullout, and tension strength of the anchors, and this may reduce F2 strength compared to the tabulated values.
  9. F3 values are computed using the plate buckling provisions of AISI RP15-2.
  10. For the F4 calculated values, it's assumed that the connection eccentricity is taken by screws in the supported stud.
  11. Service load limits for F2 and F3 are not given since there are no generally accepted industry methods available to compute these values. F4 service load limits are based on AISI Research Report RP15-2 for 1/8" deflection or applicable test data.
  12. For 50 ksi studs, 68 mil (14 ga.) and thicker, use tabulated values for 54 mil (16 ga.) — 50 ksi studs.

SSC Steel Stud Connectors (LSSC4.25 and SSC4.25) — Service Load Limits and Strengths (lb.)

Load Table - SSC Steel Stud Connectors (LSSC4.25 and SSC4.25) — Service Load Limits and Strengths (lb.)
  1. Calculated values are per AISI RP15-2, AISI S-100, or generally accepted industry standards. Shaded values for F4 are derived from test data. Whenever possible, unshaded F4 values are based on the maximum calculated value and applicable tested value.
  2. The tabulated values do not account for anchorage to the support. Anchor strength must be calculated separately and may reduce the capacity of the connection when compared to the tabulated values.
  3. Tabulated values do not include shear, web crippling, buckling, or other local effects in the member. The Designer must check member limit states separately.
  4. For load combinations that include F4 and/or F2 and/or F3, use an appropriate interaction equation.
  5. #10-16 screws shall have Pss ≥ 1,620 lb. Calculated values are per AISI S-100. Screws must be installed with three (min.) exposed threads.
  6. The number of screws is for one clip leg that is attached to the supported stud.
  7. For the minimum screw pattern, fill all round holes. For the maximum screw pattern, fill all round and triangle holes. See image gallery for screw pattern installation illustrations.
  8. In addition to calculations of net and gross section tension, and screw shear of the clip leg attached to the stud, F2 values are also calculated for weak-axis bending of the anchored clip leg with the line of bending at the smaller anchor holes. The Designer is responsible for calculating pullover, pullout, and tension strength of the anchors, and this may reduce F2 strength compared to the tabulated values.
  9. F3 values are computed using the plate buckling provisions of AISI RP15-2.
  10. For the F4 calculated values, it's assumed that the connection eccentricity is taken by screws in the supported stud.
  11. Service load limits for F2 and F3 are not given since there are no generally accepted industry methods available to compute these values. F4 service load limits are based on AISI Research Report RP15-2 for 1/8" deflection or applicable test data.
  12. For 50 ksi studs, 68 mil (14 ga.) and thicker, use tabulated values for 54 mil (16 ga.) — 50 ksi studs.

SSC Steel Stud Connectors (MSSC4.25 and LSSC6.25) — Service Load Limits and Strengths (lb.)

Load Table - SSC Steel Stud Connectors (MSSC4.25 and LSSC6.25) — Service Load Limits and Strengths (lb.)
  1. Calculated values are per AISI RP15-2, AISI S-100, or generally accepted industry standards. Shaded values for F4 are derived from test data. Whenever possible, unshaded F4 values are based on the maximum calculated value and applicable tested value.
  2. The tabulated values do not account for anchorage to the support. Anchor strength must be calculated separately and may reduce the capacity of the connection when compared to the tabulated values.
  3. Tabulated values do not include shear, web crippling, buckling, or other local effects in the member. The Designer must check member limit states separately.
  4. For load combinations that include F4 and/or F2 and/or F3, use an appropriate interaction equation.
  5. #10-16 screws shall have Pss ≥ 1,620 lb. Calculated values are per AISI S-100. Screws must be installed with three (min.) exposed threads.
  6. The number of screws is for one clip leg that is attached to the supported stud.
  7. For the minimum screw pattern, fill all round holes. For the maximum screw pattern, fill all round and triangle holes. See image gallery for screw pattern installation illustrations.
  8. In addition to calculations of net and gross section tension, and screw shear of the clip leg attached to the stud, F2 values are also calculated for weak-axis bending of the anchored clip leg with the line of bending at the smaller anchor holes. The Designer is responsible for calculating pullover, pullout, and tension strength of the anchors, and this may reduce F2 strength compared to the tabulated values.
  9. F3 values are computed using the plate buckling provisions of AISI RP15-2.
  10. For the F4 calculated values, it's assumed that the connection eccentricity is taken by screws in the supported stud.
  11. Service load limits for F2 and F3 are not given since there are no generally accepted industry methods available to compute these values. F4 service load limits are based on AISI Research Report RP15-2 for 1/8" deflection or applicable test data.
  12. For 50 ksi studs, 68 mil (14 ga.) and thicker, use tabulated values for 54 mil (16 ga.) — 50 ksi studs.

SSC Steel Stud Connectors (SSC6.25 and MSSC6.25) — Service Load Limits and Strengths (lb.)

Load Table - SSC Steel Stud Connectors (SSC6.25 and MSSC6.25) — Service Load Limits and Strengths (lb.)
  1. Calculated values are per AISI RP15-2, AISI S-100, or generally accepted industry standards. Shaded values for F4 are derived from test data. Whenever possible, unshaded F4 values are based on the maximum calculated value and applicable tested value.
  2. The tabulated values do not account for anchorage to the support. Anchor strength must be calculated separately and may reduce the capacity of the connection when compared to the tabulated values.
  3. Tabulated values do not include shear, web crippling, buckling, or other local effects in the member. The Designer must check member limit states separately.
  4. For load combinations that include F4 and/or F2 and/or F3, use an appropriate interaction equation.
  5. #10-16 screws shall have Pss ≥ 1,620 lb. Calculated values are per AISI S-100. Screws must be installed with three (min.) exposed threads.
  6. The number of screws is for one clip leg that is attached to the supported stud.
  7. For the minimum screw pattern, fill all round holes. For the maximum screw pattern, fill all round and triangle holes. See image gallery for screw pattern installation illustrations.
  8. In addition to calculations of net and gross section tension, and screw shear of the clip leg attached to the stud, F2 values are also calculated for weak-axis bending of the anchored clip leg with the line of bending at the smaller anchor holes. The Designer is responsible for calculating pullover, pullout, and tension strength of the anchors, and this may reduce F2 strength compared to the tabulated values.
  9. F3 values are computed using the plate buckling provisions of AISI RP15-2.
  10. For the F4 calculated values, it's assumed that the connection eccentricity is taken by screws in the supported stud.
  11. Service load limits for F2 and F3 are not given since there are no generally accepted industry methods available to compute these values. F4 service load limits are based on AISI Research Report RP15-2 for 1/8" deflection or applicable test data.
  12. For 50 ksi studs, 68 mil (14 ga.) and thicker, use tabulated values for 54 mil (16 ga.) — 50 ksi studs.

SJC and SSC Connectors — Soffit Stud Hanger Allowable Loads

Load Table - SJC and SSC Connectors — Soffit Stud Hanger Allowable Loads
  1. Loads apply to connectors installed perpendicular or parallel to metal-deck flutes.
  2. Stud member design per Designer. Tabulated loads for stud fasteners are based on a minimum stud thickness of 33 mil (20 ga.) with a yield stress of 33 ksi. For 30 mil interior studs with a yield strength of 33 ksi, multiply the tabulated values by 0.9.
  3. Anchor design per Designer. Note that the SJC requires the symmetrical placement of one anchor on each side of the stud centerline.
  4. For the bearing plate option, use Simpson Strong-Tie BP1/2-3 bearing plates at each 3/8"-diameter anchor. Bearing plates are sold separately.
Typical SSC Soffit Installation
Typical SSC Soffit Installation

SFC/SSC Connectors — U-Channel Bridging Allowable Loads

Load Table - SFC/SSC Connectors – U-Channel Bridging Allowable Loads
  1. See illustrations for fastener placement.
  2. Allowable loads are for use when utilizing Allowable Stress Design methodology. For LRFD loads, multiply the tabulated ASD values by 1.6.
  3. Allowable brace strengths are based on ultimate test load divided by a safety factor. Serviceability limit is not considered, as brace stiffness requirements are given in Section D3.3 of AISI S100. Contact Simpson Strong-Tie if nominal brace strength is required.
  4. Tabulated stiffness values apply to both ASD and LRFD designs.
  5. See Fastening Systems and Direct Fastening for more information on Simpson Strong-Tie fasteners.
Typical SSC4.25 Installation
Typical SSC4.25 Installation

Code Reports

Part IAPMO UES ER ICC-ES ESR City of Los Angeles State of Florida
LSSCSee specific model numbers for code listings.
LSSC4.25 ER-102 ER-238
LSSC6.25 ER-102 ER-238
MSSCSee specific model numbers for code listings.
MSSC2.25 ER-102 ER-238
MSSC4.25 ER-102 ER-238
MSSC6.25 ER-102 ER-238
SSCSee specific model numbers for code listings.
SSC2.25 ER-102 ER-238
SSC4.25 ER-102 ER-238
SSC6.25 ER-102 ER-238

Drawings

Part Orthographic Perspective
LSSC4.25
HSC Detail Sheet
DWGDXF
LSSC4.25 Front View
DWG DXF
LSSC4.25 Left View
DWG DXF
LSSC4.25 Perspective View
DWG DXF
LSSC4.25-R50None None
LSSC6.25-R30
HSC Detail Sheet
DWGDXF
LSSC6.25-R30 Front View
DWG DXF
LSSC6.25-R30 Left View
DWG DXF
LSSC6.25-R30 Perspective View
DWG DXF
MSSC2.25
MSSC2.25 Front View
DWG DXF
MSSC2.25 Left View
DWG DXF
MSSC2.25 Perspective View
DWG DXF
MSSC2.25-R90None None
MSSC4.25
HSC Detail Sheet
DWGDXF
MSSC4.25 Front View
DWG DXF
MSSC4.25 Left View
DWG DXF
MSSC4.25 Perspective View
DWG DXF
MSSC4.25-R50None None
MSSC6.25-R30
HSC Detail Sheet
DWGDXF
MSSC6.25-R30 Front View
DWG DXF
MSSC6.25-R30 Left View
DWG DXF
MSSC6.25-R30 Perspective View
DWG DXF
SSC2.25
CWC3 Detail Sheet
DWGDXF
UCC Detail Sheet
DWGDXF
HSC Detail Sheet
DWGDXF
SSC2.25 Front View
DWG DXF
SSC2.25 Left View
DWG DXF
SSC2.25 Perspective View
DWG DXF
SSC2.25-R125
CWC3 Detail Sheet
DWGDXF
UCC Detail Sheet
DWGDXF
HSC Detail Sheet
DWGDXF
None
SSC4.25
CWC3 Detail Sheet
DWGDXF
UCC Detail Sheet
DWGDXF
HSC Detail Sheet
DWGDXF
SSC4.25 Front View
DWG DXF
SSC4.25 Left View
DWG DXF
SSC4.25 Perspective View
DWG DXF
SSC4.25-R50
CWC3 Detail Sheet
DWGDXF
UCC Detail Sheet
DWGDXF
HSC Detail Sheet
DWGDXF
None
SSC6.25-R30
CWC3 Detail Sheet
DWGDXF
UCC Detail Sheet
DWGDXF
HSC Detail Sheet
DWGDXF
SSC6.25-R30 Front View
DWG DXF
SSC6.25-R30 Left View
DWG DXF
SSC6.25-R30 Perspective View
DWG DXF