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FCB Bypass Framing Fixed-Clip Connector

FCB

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: Roof Truss and Rafter Connectors, Ties, and Straps for Cold-Formed Steel Construction

The FCB clip is an economical, high-performance fixed-clip connector that can be used for a variety of framing applications. It is rated for tension, compression, shear and in-plane loads and offers the Designer the flexibility of specifying different screw and anchorage patterns that conform to desired load levels.

Key Features

  • Rated for tension, compression, shear and in-plane loads
  • Provides design flexibility with varying screw and anchorage patterns that achieve different load levels
  • Strategically placed stiffeners, embossments and anchor holes maximize connector performance

Material

  • 54 mil (16 ga.)

Finish

  • Galvanized (G90)

Installation

  • Use the specified type and number of anchors.
  • Use the specified number of #12 self-drilling screws to CFS framing. Note that #10 self-drilling screws can be used per the load tables below.

Ordering Information

FCB43.5-R25, FCB45.5-R25, FCB47.5-R25, FCB49.5-R25 and FCB411.5-R25 contain:

  • Box of 25 connectors (screws not included)

Related Literature

Connectors for Cold-Formed Steel Construction
C-CF-2017
A catalog including specifications, load tables and installation illustrations for our cold-formed steel connectors and clips.
Catalog

Load Tables

FCB Allowable Connector Loads

Load Table - FCB Allowable Connector Loads
  1. Min. fastener quantity and load values — fill all round holes; max. fastener quantity and load values — fill all round and triangular holes.
  2. Allowable loads are based on clip capacity only and do not consider anchorage. The capacity of the connection system will be the minimum of the tabulated value and the allowable load from the FCB Allowable Anchorage Loads table below.
  3. Anchorage to the supporting structure using welds or a minimum of (2) #12-24 self-drilling screws is required.
  4. Allowable loads are based on in-plane loads applied to the stud fasteners that are nearest the support with complete rotational restraint at the studs. For a more extensive treatment of in-plane loads please refer to Simpson Strong-Tie engineering letter L-CF-CWCF1DIR17.
  5. Reference tables below for loads for #10-16 screws.
  6. Reference tables below for LRFD design strengths.

FCB Allowable Anchorage Loads

Load Table - FCB Allowable Anchorage Loads
  1. For additional important information, see General Information.
  2. Allowable loads are for clip anchorage only. The capacity of the connection system will be the minimum of the tabulated allowable anchorage loads the allowable load from the FCB Allowable Connector Load table above.
  3. Allowable loads for #12-24 self-drilling screws and PDPAT powder-actuated fasteners are based on installation in minimum 3/16"-thick structural steel with Fy = 36 ksi. PDPAT values are also provided for A572 steel. Values listed above maybe used where other thicknesses of steel are encountered provided that the fastener has equal or better tested values into thicker steel (see General Information). It is the responsibility of the Designer to select the proper length fasteners based on the steel thickness installation.
  4. For screw fastener installation into steel backed by concrete, predrilling of both the steel and the concrete is suggested. For predrilling use a maximum 3/16"-diameter drill bit.

FCB Bypass Framing Fixed-Clip Connectors (FCB43.5, FCB45.5, FCB47.5 with #12-14 Screws) — Service Load Limits and Strengths (lb.)

Load Table - FCB Bypass Framing Fixed-Clip Connectors (FCB43.5, FCB45.5, FCB47.5 with #12-14 Screws)
  1. Calculated values are per AISI RP15-2, AISI S-100, or generally accepted industry standards. Shaded values for #12-14 screws are tabulated in this catalog and are based on testing per ICC-ES AC261. For #12-14 screws unshaded tabulated values are conservatively based on the maximum value from calculations and from the minimum (4-screw) tested values.
  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 F1 and/or F2 and/or F3, use an appropriate interaction equation.
  5. #10-16 screws shall have Pss ≥ 1,620 lb. #12-14 screws shall have Pss ≥ 2,520. Calculated values are per AISI S-100. Screws must be installed with three (min.) exposed threads.
  6. The number of screws listed 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. Reference installation illustrations in the image gallery.
  8. Reference FCB Allowable Connector Loads table above for load direction definitions.
  9. 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 holes farthest from the bend radius of the angle. The Designer is responsible for calculating pull-over, pullout and tension strength of the anchors and this may reduce F2 strength compared to the tabulated values.
  10. F3 values are computed using the plate buckling provisions of AISI RP15-2.
  11. For the F4 values it is assumed that all of the connection eccentricity is taken by screws in the supported stud. F4 values are also limited by plate shear buckling per AISI RP15-2. The Designer is responsible for calculating the shear capacity of the anchorage which may reduce F4 strength compared to the tabulated values.
  12. In addition to the limit states given in notes 9, 10 and 11, F2, F3 and F4 are also limited by screw shear according to the thinnest connected part of the connector and stud.
  13. Where test data is not available, service load limits for F2 and F3 are not given since there are no generally accepted industry methods available to compute these values. Calculated F4 service load limits are based on AISI Research Report RP15-2 for 1/8" deflection.
  14. For 50 ksi studs, 68 mil (14 ga.) and thicker, use tabulated values for 54 mil (16 ga.) — 50 ksi studs.

FCB Bypass Framing Fixed-Clip Connectors (FCB49.5, FCB411.5 with #12-14 Screws) — 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 #12-14 screws are tabulated in this catalog and are based on testing per ICC-ES AC261. For #12-14 screws unshaded tabulated values are conservatively based on the maximum value from calculations and from the minimum (4-screw) tested values.
  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 F1 and/or F2 and/or F3, use an appropriate interaction equation.
  5. #10-16 screws shall have Pss ≥ 1,620 lb. #12-14 screws shall have Pss ≥ 2,520. Calculated values are per AISI S-100. Screws must be installed with three (min.) exposed threads.
  6. The number of screws listed 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. Reference installation illustrations in the image gallery.
  8. Reference FCB Allowable Connector Loads table above for load direction definitions.
  9. 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 holes farthest from the bend radius of the angle. The Designer is responsible for calculating pull-over, pullout and tension strength of the anchors and this may reduce F2 strength compared to the tabulated values.
  10. F3 values are computed using the plate buckling provisions of AISI RP15-2.
  11. For the F4 values it is assumed that all of the connection eccentricity is taken by screws in the supported stud. F4 values are also limited by plate shear buckling per AISI RP15-2. The Designer is responsible for calculating the shear capacity of the anchorage which may reduce F4 strength compared to the tabulated values.
  12. In addition to the limit states given in notes 9, 10 and 11, F2, F3 and F4 are also limited by screw shear according to the thinnest connected part of the connector and stud.
  13. Where test data is not available, service load limits for F2 and F3 are not given since there are no generally accepted industry methods available to compute these values. Calculated F4 service load limits are based on AISI Research Report RP15-2 for 1/8" deflection.
  14. For 50 ksi studs, 68 mil (14 ga.) and thicker, use tabulated values for 54 mil (16 ga.) — 50 ksi studs.

FCB Bypass Framing Fixed-Clip Connectors (FCB43.5, FCB45.5, FCB47.5 with #10-16 Screws) — 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 #12-14 screws are tabulated in this catalog and are based on testing per ICC-ES AC261. For #12-14 screws unshaded tabulated values are conservatively based on the maximum value from calculations and from the minimum (4-screw) tested values.
  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 F1 and/or F2 and/or F3, use an appropriate interaction equation.
  5. #10-16 screws shall have Pss ≥ 1,620 lb. #12-14 screws shall have Pss ≥ 2,520. Calculated values are per AISI S-100. Screws must be installed with three (min.) exposed threads.
  6. The number of screws listed 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. Reference installation illustrations in the image gallery.
  8. Reference FCB Allowable Connector Loads table above for load direction definitions.
  9. 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 holes farthest from the bend radius of the angle. The Designer is responsible for calculating pull-over, pullout and tension strength of the anchors and this may reduce F2 strength compared to the tabulated values.
  10. F3 values are computed using the plate buckling provisions of AISI RP15-2.
  11. For the F4 values it is assumed that all of the connection eccentricity is taken by screws in the supported stud. F4 values are also limited by plate shear buckling per AISI RP15-2. The Designer is responsible for calculating the shear capacity of the anchorage which may reduce F4 strength compared to the tabulated values.
  12. In addition to the limit states given in notes 9, 10 and 11, F2, F3 and F4 are also limited by screw shear according to the thinnest connected part of the connector and stud.
  13. Where test data is not available, service load limits for F2 and F3 are not given since there are no generally accepted industry methods available to compute these values. Calculated F4 service load limits are based on AISI Research Report RP15-2 for 1/8" deflection.
  14. For 50 ksi studs, 68 mil (14 ga.) and thicker, use tabulated values for 54 mil (16 ga.) — 50 ksi studs.

FCB Bypass Framing Fixed-Clip Connectors (FCB49.5, FCB411.5 w/ #10-16 Screws) — 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 #12-14 screws are tabulated in this catalog and are based on testing per ICC-ES AC261. For #12-14 screws unshaded tabulated values are conservatively based on the maximum value from calculations and from the minimum (4-screw) tested values.
  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 F1 and/or F2 and/or F3, use an appropriate interaction equation.
  5. #10-16 screws shall have Pss ≥ 1,620 lb. #12-14 screws shall have Pss ≥ 2,520. Calculated values are per AISI S-100. Screws must be installed with three (min.) exposed threads.
  6. The number of screws listed 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. Reference installation illustrations in the image gallery.
  8. Reference FCB Allowable Connector Loads table above for load direction definitions.
  9. 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 holes farthest from the bend radius of the angle. The Designer is responsible for calculating pull-over, pullout and tension strength of the anchors and this may reduce F2 strength compared to the tabulated values.
  10. F3 values are computed using the plate buckling provisions of AISI RP15-2.
  11. For the F4 values it is assumed that all of the connection eccentricity is taken by screws in the supported stud. F4 values are also limited by plate shear buckling per AISI RP15-2. The Designer is responsible for calculating the shear capacity of the anchorage which may reduce F4 strength compared to the tabulated values.
  12. In addition to the limit states given in notes 9, 10 and 11, F2, F3 and F4 are also limited by screw shear according to the thinnest connected part of the connector and stud.
  13. Where test data is not available, service load limits for F2 and F3 are not given since there are no generally accepted industry methods available to compute these values. Calculated F4 service load limits are based on AISI Research Report RP15-2 for 1/8" deflection.
  14. For 50 ksi studs, 68 mil (14 ga.) and thicker, use tabulated values for 54 mil (16 ga.) — 50 ksi studs.

FCB Bypass Framing Fixed-Clip Connector — Service Load Limits, LRFD Design Strengths and Nominal Strengths

  1. Tabulated values are for the connector and attachment to the stud-wall framing. The assembly strengths are the minimum of those listed and the anchorage values listed in the Anchor Values tables below.
  2. Service Load Limit is the load at 1/8" deflection for use in evaluating the performance under service-level loads.
  3. LRFD Design Strength is the Nominal Strength multiplied by a resistance factor, φ.
  4. Nominal Strength is defined in AISI S100-07.

Anchor Values (lb.) in the F2 and F3 Direction for SCB, FCB, MSCB and SSB

  1. Tabulated values are for the anchorage only. The assembly strengths are the minimum of those listed above and the connector capacity and attachment to the stud-wall framing listed in the FCB Service Load Limits, LRFD Design Strengths and Nominal Strengths table above.
  2. LRFD Design Strength is the Nominal Strength multiplied by a resistance factor, φ.
  3. Nominal Strength is defined in AISI S100-07.
  4. For the Service Load Limit, use the values listed for the connectors in the FCB Service Load Limits, LRFD Design Strengths and Nominal Strengths table above.

Anchor Values (lb.) in the F4 Direction

  1. Tabulated values are for the anchorage only. The assembly strengths are the minimum of those listed above and the connector capacity and attachment to the stud-wall framing listed in the FCB Service Load Limits, LRFD Design Strengths and Nominal Strengths table above.
  2. LRFD Design Strength is the Nominal Strength multiplied by a resistance factor, φ.
  3. Nominal Strength is defined in AISI S100-07.
  4. For the Service Load Limit, use the values listed for the connectors in the FCB Service Load Limits, LRFD Design Strengths and Nominal Strengths table above.

Curtain-Wall Connector Stand-Off Distances

  1. The stand-off is the distance from the interior flange of the stud to the face of the supporting structure. All dimensions assume fasteners are installed a minimum of 1/2" from the edge of stud, and the connector does not extend beyond the exterior flange of the stud; "—" designates conditions where fastener pattern will not fit on stud.
  2. A tabulated maximum stand-off of 12 1/4" is based on three anchors. For two anchors, maximum stand-off is 13 1/4".
  3. A tabulated maximum stand-off of 11" is based on three anchors. For two anchors, maximum stand-off is 12".
  4. For FCB fixed connectors, minimum indicates fill all round holes, and maximum indicates fill all round and triangle holes.
  5. See fastener patterns in the image gallery.

Code Reports

Part IAPMO UES ER ICC-ES ESR City of Los Angeles State of Florida
FCBSee specific model numbers for code listings.
FCB411.5 ER-102 ER-238 RR25943 FL13872
FCB43.5 ER-102 ER-238 RR25943 FL13872
FCB45.5 ER-102 ER-238 RR25943 FL13872
FCB47.5 ER-102 ER-238 RR25943 FL13872
FCB49.5 ER-102 ER-238 RR25943 FL13872

Drawings

Part Orthographic Perspective
FCB411.5-R25
CWC1 Detail Sheet
DWGDXF
CWC3 Detail Sheet
DWGDXF
FCB411.5-R25 Front View
DWG DXF
FCB411.5-R25 Left View
DWG DXF
FCB411.5-R25 Top View
DWG DXF
FCB411.5-R25 Perspective View
DWG DXF
FCB43.5-R25
CWC1 Detail Sheet
DWGDXF
CWC3 Detail Sheet
DWGDXF
FCB43.5-R25 Front View
DWG DXF
FCB43.5-R25 Left View
DWG DXF
FCB43.5-R25 Top View
DWG DXF
FCB43.5-R25 Perspective View
DWG DXF
High Wind Resistant Construction Detail D35: Truss/Rafter to Single Top Plate - HWRC D35 TrussRafter to Single Top Plate
DWG DXF
FCB45.5-R25
CWC1 Detail Sheet
DWGDXF
CWC3 Detail Sheet
DWGDXF
FCB45.5-R25 Front View
DWG DXF
FCB45.5-R25 Left View
DWG DXF
FCB45.5-R25 Top View
DWG DXF
FCB45.5-R25 Perspective View
DWG DXF
FCB47.5-R25
CWC1 Detail Sheet
DWGDXF
CWC3 Detail Sheet
DWGDXF
FCB47.5-R25 Front View
DWG DXF
FCB47.5-R25 Left View
DWG DXF
FCB47.5-R25 Top View
DWG DXF
FCB47.5-R25 Perspective View
DWG DXF
FCB49.5-R25
CWC1 Detail Sheet
DWGDXF
CWC3 Detail Sheet
DWGDXF
FCB49.5-R25 Front View
DWG DXF
FCB49.5-R25 Left View
DWG DXF
FCB49.5-R25 Top View
DWG DXF
FCB49.5-R25 Perspective View
DWG DXF

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