Anchor bolt Anchorage
AnchorageCanadian Standards Association A23.3-04 APPENDIX D -
ANCHORING TO CONCRETEVersion 1.1COMMENTARY & SUPPLEMENTAL
CALCULATIONSMADE BYDATEJob No.Summary8/26/08Failure TypeOutcomeCKD.
BYDATESheet No.Steel FailureOKPulloutOKFORConcrete Breakout
(T)OKSide-face BlowoutOKCONCRETE ANCHOR DESIGN BASED ON A23.3-04
APPENDIX DConcrete Breakout (V)OKBasic Design Parameters: (SEC
D.4-D.5)NOTES & SKETCHESStress Ratio0Loads:(Per Applicable
Loads Combinations in Clause 8; load applications that
arepredominantly high cycle fatigue or impact loads are not
covered.)Anchor Type:Number IdentifierNu =kNUltimate Factored
Tensile Load (kips)Headed Stud1Vu =kNUltimate Factored Shear Load
(kips)Steel R Factor Selection:[D.5.4]TensionShearSelectionf Factor
Conditions:Ductile0.80.750.80.75Brittle0.70.6500DuctileSteel
ElementConcrete R Factor Selection:YesPotential Failure Surfaces
crossed by supplementary reinforcementCondition ACondition
Bproportioned to tie prism into the structural member?Shear
Loads1.1511.15Headed StudAnchor TypeTension
Loads0Cast-in:1.1511.15Category 1N/A - Only applicable to
Post-installed anchorsPost-installed0Category 11.1510Category
210.850YesAnchor located in a region of concrete member where
analysisCategory 30.850.70indicates no cracking at service load
levels? (YES = No Cracking Anticipated)YesAnchors are located in
region of moderate or high seismic risk, or structures assigned
toConcrete Type:Number Identifierintermediate or high seismic
performance or design categories.Normalweight10NormalweightConcrete
TypeSteel strength of anchor in tension: (D.6.1)Nsr =snAsefutRn
=Number of Anchors in a GroupValues used in design:Ase
=mm2Effective Cross Sectional Area of Anchorfut =0fut =MPaSpecified
Tensile strength of anchor steelfy =MPaSpecified Yield strength of
anchor steelNs =0.00NR =0.8fNs =0.00kN>Nu =0.00kNOKConcrete
Breakout strength of anchor in tension: (D.6.2.1)Ncbr
=AnYed,NYc,NYcp,NNbrSingle AnchorAnoNcbg =AnYec,NYed,NYcp,NNbrGroup
of AnchorsAnoAn =mm2Projected concrete failure area of anchor or
group of anchors. See Figure D.4Nnhef =mmEffective anchor embedment
depthca,min =mmThe smallest edge distanceca,max =mmThe largest edge
distancef'c=Mpae'N =mmEccentricity of Normal Force on a group of
anchor. See Commentary Figure 2Edges =Number of Edges surrounding
anchor or group of anchors. See Figure 3 CommentaryAnco
=9hef2Projected area of the failure surface of a single anchor
remote from edges for ca,minof 1.5hef or greaterYec,N =1<
1Modification factor for eccentrically loaded anchor groups(1
+2e'N)3hefYed,N =1if Cmin > 1.5hef Modification factor for edge
effects=0.7 + 0.3 cminif Cmin < 1.5hef Modification factor for
edge effects1.5 hefYc,N =1.25for Cast-in anchors in uncracked
sectionNbr=kfcf'c1/2hef3/2RBasic concrete breakout strengthk = 10
for cast-in anchorNbr =3.9fcf'c1/2hef5/3RAlternative concrete
breakout strength for 275mm < hef < 625mm.Ano =0.0mm2R
=1.15Yec,N =1.00Yed,N =1.00Yc,N =1.25Nbr=0.00NNcbr=0.00NNote: When
an additional plate or washer is added at the head of the anchor,
it shall be permitted to calculate the projected area of the
failure surface by projecting the failure surface outward 1.5hef
from the effective perimeter of the plate or
washer.Ncbr=0.00kN>Nu =0.00kNOKPullout strength of anchor in
tension: (D.6.3)Ncpr =Yc,PNprBearing area of the headed stud(s) or
anchor bolt(s)See Table 1 CommentaryValues used in design:Abh =mm2k
=10eh=114.0inmmDistance from the inner surface of the shaft to the
outer tip of the bolt. 3do 1.5C1 Modification factor for edge
effectsl = hef =0.0mmFor anchors with a constant stiffness over the
full length of the embedded section. i.e. headed studs or
post-installed anchors with one tubular shell over the full length
of the embedment depth=0.7 + 0.3 c2if C2 < 1.5C1 Modification
factor for edge effects1.5 ca1Yc,V =1.4Anchor in uncracked sectionl
= 2*do =0.0mmFor torque-controlled expansion anchors with a
distance sleeve separated from the expansion sleeveYec,V =1.00R
=1.15Yed,V =1.00Yc,V =1.40TABLE 2Avo =0.00mm2Vbr =0.00NSee code
section D.7.2.3 for alternative calculation of Vb.Vcbr =0.00NVcbr
=0.00kN>Vu =0.00kNOKValues used for design0C1 =0inYec,V
=1Concrete Pryout strength of anchor in shear: (D.7.3)Yed,V =1Av
=0Vcpr =kcpNcbKcp =1for hef < 65mmKcp =2for hef > 65mmNcbr
=0.00NR =1.15Vcp =0.00NVcp =0.00kN>Vu =0.00kOKInteraction of
tensile and shear forces: (SEC D.7)Vua < 0.2fVnNOif Vf <
0.2VrNr > NfN/ANua < 0.2fNnSingleNOif Nf < 0.2NrVr >
VfN/AGroupNONua>0.2fNn & Vua>0.2fVnif Nf > 0.2Nr &
Vf > 0.2VrNf+Vf