EWP Hangers - USP Connectors

Column Caps – KCCQ & KECCQ series
Designed to be installed without the need to drill bolt holes, simplifying installation and
maintaining the wood cross section. Installs with WS Wood Screws offering high uplift
capacity. The wood screws provide a lower profile than bolts.
KCCQ – Standard column cap.
KECCQ – End column cap.
Materials: See chart
Finish: USP primer
Options: See Specialty Options on pages 62-63.
KCCQ325-4, KCCQ325-6, KCCQ44, KCCQ46, KCCQ525-4,
KCCQ525-6, KCCQ64,KCCQ66, KECCQ325-4, KECCQ325-6,
KECCQ44, KECCQ46, KECCQ525-6, KECCQ64 & KECCQ66
are available in Hot-dip galvanized. To order, add HDG to stock
number, as in KCCQ44-HDG.
Codes: Load values are derived from data submitted to various
North American building code evaluators.
Installation:
• Use all specified fasteners. See Product Notes, page 10.
• WS3 Wood Screws, 1/4˝ dia. x 3˝ long, are supplied with KCCQ and KECCQ
Column Caps.
• Beams shall be designed to support the required loads. Beam shear may limit
loads to less than listed loads for device. A design professional shall determine
the adequacy of the stud to resist published loads.
W 1
L
H
Typical KCCQ44
centre cap
installation
W 1
L
W 2
KCCQ44
H
© Copyright 2013 USP Structural Connectors ®
Caps & Bases
USP
Stock No.
Dimensions (in)
Fastener Schedule 4
W 2
KECCQ44
Factored Resistance 3
Typical KECCQ44
end cap
installation
Column
DF-L
S-P-F
Beam or Post Bearing Uplift Bearing Uplift
(100%) 2 (115%) 1,8 (100%) 2 (115%) 1,8
Steel
Ref. No. Gauge W1 W2 H L Qty Type Qty Type Lbs kN Lbs kN Lbs kN Lbs kN
Centre Column Caps
KCCQ325-4 CCQ3-4SDS2.5 7 3-1/4 3-5/8 6-1/2 11 16 WS3 14 WS3 30940 137.63 12920 57.47 21040 93.59 9170 40.79
KCCQ325-6 CCQ3-6SDS2.5 7 3-1/4 5-1/2 6-1/2 11 16 WS3 14 WS3 30940 137.63 12920 57.47 21040 93.59 9170 40.79
KCCQ44 CCQ44SDS2.5 7 3-5/8 3-5/8 6-1/2 11 16 WS3 14 WS3 34655 154.16 12575 55.94 23565 104.83 8930 40.79
KCCQ45 -- -- 7 3-5/8 5-3/8 6-1/2 11 16 WS3 14 WS3 34655 154.16 12575 55.94 23565 104.83 8930 40.79
KCCQ46 CCQ46SDS2.5 7 3-5/8 5-1/2 6-1/2 11 16 WS3 14 WS3 34655 154.16 12920 57.47 23565 104.83 9170 40.79
KCCQ47 -- -- 7 3-5/8 7-1/8 6-1/2 11 16 WS3 14 WS3 34655 154.16 12575 55.94 23565 104.83 8930 40.79
KCCQ47X -- -- 7 3-5/8 7-1/8 6-1/2 13 16 WS3 14 WS3 40955 182.18 12575 55.94 27850 123.89 8930 40.79
KCCQ48 CCQ48SDS2.5 7 3-5/8 7-1/2 6-1/2 11 16 WS3 14 WS3 34655 154.16 12920 57.47 23565 104.83 9170 40.79
KCCQ525-4 CCQ5-4SDS2.5 3 5-1/4 3-5/8 8 13 16 WS3 14 WS3 59960 266.73 12920 57.47 40775 181.38 9170 40.79
KCCQ525-6 CCQ5-6SDS2.5 3 5-1/4 5-1/2 8 13 16 WS3 14 WS3 59960 266.73 12920 57.47 40775 181.38 9170 40.79
KCCQ525-8 CCQ5-8SDS2.5 3 5-1/4 7-1/2 8 13 16 WS3 14 WS3 59960 266.73 12920 57.47 40775 181.38 9170 40.79
KCCQ57 -- -- 7 5-3/8 7-1/8 6-1/2 11 16 WS3 14 WS3 51975 231.21 12920 57.47 35345 157.23 9170 40.79
1) Factored resistances have been increased 15% for short-term loads such as wind and earthquake; reduce for other load durations in accordance with the code.
2) Bearing loads are based on compression perpendicular to grain values published in the 2001 NDS and soft converted to Limit States Design.
3) Factored resistances are based on lumber with a specific gravity of DF-L = 0.49 and S-P-F = 0.42 and a moisture content of 19% or less.
5) Beams shall be designed to support the required loads. Beam shear may limit loads to less than listed loads for device.
6) The designer shall check post for required loads.
7) Spliced conditions must be detailed by the specifier to transfer tension loads between spliced members by means other than the column cap.
8) Uplift loads do not apply to splice conditions.
continued on next page
60
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