Installation Notes - USP Connectors

Column Caps – KCCQ & KECCQ series continued
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.
© Copyright 2013 USP Structural Connectors ®
USP
Stock No.
Dimensions (in) Fastener Schedule 4
KCCQ64 CCQ64SDS2.5 7 5-1/2 3-5/8 6-1/2 11 16 WS3 14 WS3 54455 242.24 12920 57.47 37030 164.72 9170 40.79
KCCQ66 CCQ66SDS2.5 7 5-1/2 5-1/2 6-1/2 11 16 WS3 14 WS3 54455 242.24 12920 57.47 37030 164.72 9170 40.79
KCCQ67X CCQ6-7.13SDS2.5 7 5-1/2 7-1/8 6-1/2 11 16 WS3 14 WS3 54455 242.24 12920 57.47 37030 164.72 9170 40.79
KCCQ68 CCQ68SDS2.5 7 5-1/2 7-1/2 6-1/2 11 16 WS3 14 WS3 54455 242.24 12920 57.47 37030 164.72 9170 40.79
KCCQ74 CCQ74SDS2.5 3 6-7/8 3-5/8 6-1/2 11 16 WS3 14 WS3 66825 297.26 12920 57.47 45440 202.14 9170 40.79
KCCQ76 CCQ76SDS2.5 3 6-7/8 5-1/2 6-1/2 11 16 WS3 14 WS3 66825 297.26 12920 57.47 45440 202.14 9170 40.79
KCCQ77 CCQ77SDS2.5 3 6-7/8 6-7/8 6-1/2 11 16 WS3 14 WS3 66825 297.26 12920 57.47 45440 202.14 9170 40.79
KCCQ78 CCQ78SDS2.5 3 6-7/8 7-1/2 6-1/2 11 16 WS3 14 WS3 66825 297.26 12920 57.47 45440 202.14 9170 40.79
KCCQ71-4 CCQ7.1-4SDS2.5 3 7-1/8 3-5/8 6-1/2 11 16 WS3 14 WS3 69300 308.27 12920 57.47 47125 209.63 9170 40.79
KCCQ71-6 CCQ7.1-6SDS2.5 3 7-1/8 5-1/2 6-1/2 11 16 WS3 14 WS3 69300 308.27 12920 57.47 47125 209.63 9170 40.79
KCCQ71-71 CCQ7.1-7.1SDS2.5 3 7-1/8 7-1/8 6-1/2 11 16 WS3 14 WS3 69300 308.27 12920 57.47 47125 209.63 9170 40.79
KCCQ71-8 CCQ7.1-8SDS2.5 3 7-1/8 7-1/2 6-1/2 11 16 WS3 14 WS3 69300 308.27 12920 57.47 47125 209.63 9170 40.79
KCCQ84 -- -- 7 7-1/2 3-5/8 6-1/2 11 16 WS3 14 WS3 74255 330.32 12920 57.47 50495 224.62 9170 40.79
KCCQ86 CCQ86SDS2.5 7 7-1/2 5-1/2 6-1/2 11 16 WS3 14 WS3 74255 330.32 12920 57.47 50495 224.62 9170 40.79
KCCQ88 CCQ88SDS2.5 7 7-1/2 7-1/2 6-1/2 11 16 WS3 14 WS3 74255 330.32 12920 57.47 50495 224.62 9170 40.79
KCCQ94 -- -- 7 8-7/8 3-5/8 6-1/2 11 16 WS3 14 WS3 86625 385.34 12920 57.47 58905 262.03 9170 40.79
KCCQ96 CCQ96SDS2.5 7 8-7/8 5-1/2 6-1/2 11 16 WS3 14 WS3 86625 385.34 12920 57.47 58905 262.03 9170 40.79
KCCQ98 CCQ98SDS2.5 7 8-7/8 7-1/2 6-1/2 11 16 WS3 14 WS3 86625 385.34 12920 57.47 58905 262.03 9170 40.79
KCCQ106 CCQ106SDS2.5 7 9-1/2 5-1/2 6-1/2 11 16 WS3 14 WS3 94055 418.39 12920 57.47 63960 284.52 9170 40.79
End Column Caps
Factored Resistance 3
DF-L
S-P-F
Column
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
7 3-1/4 3-5/8 6-1/2 7-1/2 16 WS3 14 WS3 21095 93.84 11785 52.42 14340 63.79 8370 40.79
7 3-1/4 5-1/2 6-1/2 7-1/2 16 WS3 14 WS3 21095 93.84 11785 52.42 14340 63.79 8370 40.79
7 3-5/8 3-5/8 6-1/2 8-1/2 16 WS3 14 WS3 24430 108.67 13385 59.54 18210 81.01 9505 40.79
-- -- 7 3-5/8 5-3/8 6-1/2 7-1/2 16 WS3 14 WS3 23625 105.09 13385 59.54 16065 71.46 9505 40.79
7 3-5/8 5-1/2 6-1/2 8-1/2 16 WS3 14 WS3 26775 119.11 11785 52.42 18210 81.01 8370 40.79
-- -- 7 3-5/8 7-1/8 6-1/2 9-1/2 16 WS3 14 WS3 29925 133.12 13385 59.54 20345 90.50 9505 40.79
-- -- 7 3-5/8 7-1/8 6-1/2 9-1/2 16 WS3 14 WS3 29925 133.12 13385 59.54 20345 90.50 9505 40.79
7 3-5/8 7-1/2 6-1/2 8-1/2 16 WS3 14 WS3 26775 119.11 11785 52.42 18210 81.01 8370 40.79
3 5-1/4 3-5/8 8 9-1/2 16 WS3 14 WS3 32155 143.04 11785 52.42 24350 108.32 8370 40.79
3 5-1/4 5-1/2 8 9-1/2 16 WS3 14 WS3 39310 174.87 11785 52.42 28985 128.94 8370 40.79
3 5-1/4 7-1/2 8 9-1/2 16 WS3 14 WS3 43820 194.93 11785 52.42 29795 132.54 8370 40.79
-- -- 7 5-3/8 7-1/8 6-1/2 9-1/2 16 WS3 14 WS3 40160 178.65 11785 52.42 27310 121.49 8370 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 no apply to splice conditions.
Caps & Bases
continued on next page
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