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