Anchor Bolt Anchorage

AnchorageACI318-05 APPENDIX D - ANCHORING TO CONCRETEVersion 1.0COMMENTARY & SUPPLEMENTAL CALCULATIONSMADE BYDATEJob No.Summary10/18/10Failure TypeOutcomeCKD. BYDATESheet No.Steel FailureOKPulloutOKFORConcrete Breakout (T)OKSide-face BlowoutOKCONCRETE ANCHOR DESIGN BASED ON ACI318-05 APPENDIX DConcrete Breakout (V)OKBasic Design Parameters: (SEC D.3-D.4)NOTES & SKETCHESStress RatioOKLoads:(Per Applicable Loads Combinations in Sect. 9.2; load applications that arepredominantly high cycle fatigue or impact loads are not covered.)Anchor Type:Number IdentifierNu =1kUltimate Factored Tensile Load (kips)Post-Installed4Vu =1kUltimate Factored Shear Load (kips)Steel f Factor Selection:TensionShearSelectionf Factor Conditions:Ductile0.750.650.750.65Brittle0.650.600DuctileSteel ElementConcrete f Factor Selection:YesPotential Failure Surfaces crossed by supplementary reinforcementCondition ACondition Bproportioned to tie prism into the structural member?Shear Loads0.750.70.75Post-InstalledAnchor TypeTension LoadsCategory 1: LOW sensitivity to instalation and HIGH reliabilityCast-in:0.750.70Category 1Category 2: MEDIUM sensitivity to instalation and MEDIUM reliabilityPost-installedCategory 3: HIGH sensitivity to instalation and LOW reliabilityCategory 10.750.650.75Category 20.650.550NoAnchor located in a region of concrete member where analysisCategory 30.550.450indicates no cracking at service load levels? (YES = No Cracking Anticipated)NoAnchors 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: (SEC D.5.1)Nsa =nAsefutan =4Number of Anchors in a GroupValues used in design:Ase =0.122in2Effective Cross Sectional Area of Anchorfut =58futa =58ksiSpecified Tensile strength of anchor steelfy =35ksiSpecified Yield strength of anchor steelNs =28.30kf =0.75fNs =21.23k>Nu =1.00kOKConcrete Breakout strength of anchor in tension: (SEC D.5.2)Ncb =AncYed,NYc,NYcp,NNbSingle AnchorAncoNcbg =AncYec,NYed,NYc,NNbGroup of AnchorsAncoAnc =97in2Projected concrete failure area of anchor or group of anchors. See RD.6.2.1(b)Nnhef =3inEffective anchor embedment depthca,min =2inThe smallest edge distanceca,max =2inThe largest edge distancef'c=4350psie'N =0inEccentricity of Normal Force on a group of anchor. See Commentary Figure 2Edges =4Number 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 =1.00for anchor in cracked sectionNb =k f'c1/2hef3/2Basic concrete breakout strengthk = 17 for post-installed anchorsNb =16f'c1/2hef5/3Alternative concrete breakout strength for 11in < hef < 25in.Anco =16.0in2f =0.75Yec,N =1.00Yed,N =1.00Yc,N =1.00Nb =1.73kNcb =6.90kNote: 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.fNcb =5.18k>Nu =1.00kOKPullout strength of anchor in tension: (SEC D.5.3)Npn =Yc,PNpBearing area of the headed stud(s) or anchor bolt(s)See Table 1 CommentaryValues used in design:Abh =0.3in2k =17eh=114.0ininDistance from the inner surface of the shaft to the outer tip of the bolt. 3do 1.5Ca1 Modification factor for edge effectsl = hef =2.8inFor 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 ca2if Ca2 < 1.5Ca1 Modification factor for edge effects1.5 ca1Yc,V =1.0Anchor in cracked section Case 1l = 2*do =0.8inFor torque-controlled expansion anchors with a distance sleeve separated from the expansion sleeveYec,V =1.00f =0.75Yed,V =0.78Yc,V =1.00TABLE 2Avco =112.50sqinVb =4.82kSee code section D.6.2.3 for alternative calculation of Vb.Vcb =3.24kfVcb =2.43k>Vu =1.00kOKValues used for design5Ca1 =5inYec,V =1Concrete Pryout strength of anchor in shear: (SEC D.6.3)Yed,V =0.78Av =97Vcp =kcpNcbKcp =1for hef < 2.5Kcp =2for hef > 2.5Ncb =6.90kf =0.75Vcp =13.81kfVcp =10.36k>Vu =1.00kOKInteraction of tensile and shear forces: (SEC D.7)Vua < 0.2fVnNOif Vua < 0.2fVnfNn > NUAN/ANua < 0.2fNnSingleNOif Nua < 0.2fNnfVn > VUAN/AGroupNONua>0.2fNn & Vua>0.2fVnif Nua > 0.2fNn & Vua > 0.2fVn=========>NUA+VUA NUAif Nua < 0.2fNnfVn > VUAif Nua > 0.2fNn & Vua > 0.2fVnNUA+VUA