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Download Aci 318 19 Pdf Free Download PDF/ePub or read online books in Mobi eBooks. Click Download or Read Online button to get Aci 318 19 Pdf Free Download book now. This site is like a library, Use search box in the widget to get ebook that you want. PDF Free Download Book Aci Code PDF Aci Code click here to access This Book. FREE DOWNLOAD American Concrete Institute Official Site The American Concrete Institute aci Is A Leading Authority And Resource Worldwide For The Development And Distribution Of Consensusbased Standards Technical The Reorganized Aci 31814 Code Extension Outreach The Reorganized Aci 318 14 Code Are You Ready. Covered in Appendix B by ACI 318. This method was the prevalent methodology up until the 1971 edition of the ACI code, and the evaluation is accomplished using service loads. The other is known as the strength design method or ultimate strength design (USD), and is the predominant design method used in the design of reinforced concrete structures.

Brief History of Anchor Design ACI 318-08, Appendix D Design Equations Phi (Ф) Factors Interaction Equation Seismic Provisions Reinforcement to Prevent Breakout Other Issues Edge Distances, Thicknesses & Spacings. • • • •. When to design per App. D IBC 2006 Adhesive Anchors and Concrete Screws The Future of ...

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ACI 318-08, Appendix D IBC 2006 Section 1912 Anchorage to Concrete Mark Bartlett, PE Field Engineer Simpson Anchor SystemsPresentation Topics• •Brief History of Anchor Design ign ACI 318-08, Appendix D • • • • • • •• • • •Design Equations Phi (Ф) Factors Interaction Equation Seismic Provisions Rein Reinfo forc rce ement ent to Pre Preve vent nt Bre Brea akout kout Other Issues Edge Edge Dist Distan ance ces, s, Thic Thickn knes esse ses s & Spac Spacin ings gsWhen to design per App. D IBC 2006 Adhesive Anchors and Concrete Screws The Future of Anchor DesignPrior to ACI 318-02• Cast-I Cast-In-P n-Plac lace e ancho anchors rs cover covered ed by: by: – PCI / ACI 349 – UBC / IBC codes listed allowable stress capacities capacities for for CIP CIP bolts boltsPrior to ACI 318-02• Desig Design n of PostPost-Ins Instal talle led d anchor anchors: s: – Individual manufacturers supplied load values based on testing – Values found in catalogs and ICBO/ICC reports – Methodology was allowable stress and assume assumed d an uncracke uncracked d and unrein unreinfor forced ced section section..ACI 318-08, Appendix DACI 318, Appendix D• Stre Streng ngth th desi design gn meth method od for for anchorage to concrete (i.e. Nua ≤ ΦNn or Vua ≤ ΦVn) – Cast-In-Place (CIP) anchors – Post-Installed (PI) anchors • Underc Undercut ut anchor anchors s • Torque-co Torque-contro ntrolled lled anchors anchors • Deformat Deformation-c ion-contro ontrolled lled anchors anchors – PI anchors must be prequalified per ACI 355.2Appendix D Design Equations & Failure Modes• Desi Design gn equ equat atio ions ns che check ck 5 different failure modes – Steel capacity • Tens Tensio ion n and and Shea Shear r – Concrete breakout capacity capacity • Tens Tensio ion n and and Shea Shear r – Pullout/Pull-through capacity • Tens Tensio ion n onl only y – Concrete Pryout • Shea hear onl only y – Concrete side-face blowout • Tensio Tension n and and CIP only. only.Appendix D Design EquationsDesign EquationsTension Capacities Nsa = nAse,Nf uta Ncb = ANc/ANco(Ψec,NΨed,N Ψc,N Ψcp,NNb) Npn = Ψc,PNp Nsb = (160ca1√Abrg)λ√f’c Shear Capacities Vsa = n 0.6 Ase,V f uta Vcbg = AVc/AVco(Ψec,VΨed,V Ψc,V Ψh,VVb) Vcpg = kcpNcbgSteel Strength in TensionSteell Strength Stee Strength In Tensio Tension n – D.5. D.5.1 1Nsa = nAse,Nf uta (Eq. D-3) – Nsa – Nominal tensile strength of an anchor group – n – Number of anchors – Ase,N – Effective cross sectional area of anchor in tension – f uta – Specific ultimate tensile strength of anchor Concrete Breakout Strength in TensionConcrete Conc rete Breakou Breakoutt In Tension Tension – D.5. D.5.2 2Ncb=ANc/ANco(Ψec,NΨed,N Ψc,N Ψcp,NNb) (Eq. D-5)• Ncb – Concrete breakout strength in tensionConcrete Conc rete Breakou Breakoutt In Tension Tension – D.5. D.5.2 2Ncb=ANc/ANco(Ψec,NΨed,N Ψc,N Ψcp,NNb) • ANc – Projected failure area of group • ANco = 9 hef 2 Projected failure area of one anchor (Eq. D-6)Concrete Conc rete Breakou Breakoutt In Tension Tension – D.5. D.5.2 2Ncb=ANc/ANco(Ψec,NΨed,N Ψc,N Ψcp,NNb) Modification for eccentric loadΨec,N =1/[1+(2e’N/3hef )](Eq. D-9)NCentroid Centroid of anchorsT3T2e’NT1Resultant tension loadConcrete Conc rete Breakou Breakoutt In Tension Tension – D.5. D.5.2 2Ncb=ANc/ANco(Ψec,NΨed,N Ψc,N Ψcp,NNb) Modification for edge effectsIf ca,min > 1.5hef then: Eq. D-10 Ψed,N = 1.0caIf ca,min < 1.5hef then: Eq. D-11 Ψed,N = 0.7 + 0.3 (ca,min / 1.5hef )Concrete Conc rete Breakou Breakoutt In Tension Tension – D.5. D.5.2 2Ncb=ANc/ANco(Ψec,NΨed,N Ψc,N Ψcp,NNb) Modification for cracking =1.4 Ψc,N =1.4for uncracke uncracked d section section if kc = 17 in eq. (D-7)Ψc,N perΨc,N =1.0evaluation report (ER) if k c from ER used in eq. (D-7) for cracked sectionConcrete Conc rete Breakou Breakoutt In Tension Tension – D.5. D.5.2 2Ncb=ANc/ANco(Ψec,NΨed,NΨc,NΨcp,NNb)Ψcp,N –Modification for Post-Installed anchors Uncrac Uncracked ked concre concrete teNo supplemental reinf. to control splittingIf ca,min > cac then: Ψcp,N = 1.0 (Eq. D-12) If ca,min < cac then: Ψcp,N = ca,min/cac (Eq. D-13) Where cac= 2.5 hef (undercut anchors) 4 hef (wedge anchors)Concrete Conc rete Breakou Breakoutt In Tension Tension – D.5. D.5.2 2Ncbg=ANc/ANco(Ψec,NΨed,NΨc,NΨcp,NNb) • Basic Basic conc concre rete te brea breako kout ut stre streng ngth th • Nb=kc λ f’c hef 1.5 (Eq. D-7) – kc – Coefficient for basic concrete concrete breakout strength • Found in either either App. App. D or or per product product ER – λ – Modification factor for lightweight lightweight concrete – f’c – Concrete compressive compressive strength – hef – Effective embedment embedment depth • Tes Tested hef found in manufacturer’s catalog or product ERPullout Strength in TensionPullout Pull out Strengt Strength h In Tension Tension – D.5. D.5.3 3Npn = Ψc,PNp(Eq. D-14)• Npn – Nominal pullout strength •Ψc,P –Modification for cracking – 1.0 for cracked – 1.4 for uncracked• Np – Pullout strength in tensionPullout Pull out Strengt Strength h In Tension Tension – D.5. D.5.3 3Npn = Ψc,P Np(Eq. D-14)• Np – Pullout strength in tension • For PI PI an ancho chors Np based on ACI 355.2 test results • For CIP anch anchor ors, s, Np based on: – Np = 8 Abrgf’c – Np = 0.9f’cehda(Eq. D-15)headed bolts(Eq. D-16)hooked boltsSide-Face Blowout Strength in TensionSide-Face SideFace Blowout Blowout Strengt Strength h – D.5. D.5.4 4Nsb = (160ca1√Abrg)λ√f’c (Eq. D-17) • Nsb – Side-face blowout strength (headed (headed anchors only) • ca1 – edge distance • Abrg – Net bearing area of the head of of anchor • λ – Modification factor for lightweight concrete concreteSteel Strength in Shear Steell Strength Stee Strength In In Shear Shear – D.6. D.6.1 1• Vsa = n Ase,V f uta (eq. D-19)CIP HSA• Vsa = n 0.6 Ase,V f uta (eq. D-20) – n – number of anchors – Ase,V – effective cross sectional area of a single anchor in shear – f uta – specified tensile strength of anchor steelSteell Strength Stee Strength In In Shear Shear – D.6. D.6.1 1• Vsa may also be based on the results of tests performed and evaluated according to ACI 355.2Concrete Breakout Strength in Shear Concrete Breakout Strength In Shear – D.6.2Vcbg = AVc/AVco(Ψec,VΨed,V Ψc,V Ψh,VVb) (Eq. D-22)• Vcbg – Concrete breakout strength in shear Concrete Breakout Strength In Shear – D.6.2Vcbg = AVc/AVco(Ψec,VΨed,VΨc,V Ψh,VVb) – AVc – projected concrete failure area of a group of anchors V 1 c aha 1.5ca1s1ca2AVcAVc = (1.5ca1 + s1 + ca2) haConcrete Breakout Strength In Shear – D.6.2Vcbg = AVc/AVco(Ψec,VΨed,VΨc,V Ψh,VVb) – AVco – maximum projected concrete failure area of a single anchor AVco = 4.5 ca12 (Eq. D-23) 1 c aV1.5c1 1.5ca1 1.5ca1AVcoConcrete Concr ete Breakou Breakoutt In Shear Shear – D.6. D.6.2 2Vcbg = AVc/AVco(Ψec,VΨed,VΨc,V Ψh,VVb) Ψec,V –loadModification for eccentric(Eq. D-26)Concrete Concr ete Breakou Breakoutt In Shear Shear – D.6. D.6.2 2Vcbg = AVc/AVco(Ψec,VΨed,VΨc,V Ψh,VVb) Ψed,V – Modification for edge effectsIf ca2 > 1.5ca1 then Ψed,V = 1.0 (Eq. D-27)V If ca2 < 1.5ca1 then Ψed,V = 0.7 + 0.3ca2/1.5ca1ca1(Eq. D-28)ca2Concrete Concr ete Breakou Breakoutt In Shear Shear – D.6. D.6.2 2Vcbg = AVc/AVco(Ψec,VΨed,VΨc,V Ψh,VVb) Ψc,V Modificationfactor for cracking Ψc,V =1.4 for anchors located in a region where analysis indicates no cracking at service loadsWho is currently doing this analysis?Concrete Concr ete Breakou Breakoutt In Shear Shear – D.6. D.6.2 2Vcbg = AVc/AVco(Ψec,VΨed,VΨc,V Ψh,VVb) Ψc,V =1.0 for anchors anchors in cracked cracked concrete with no supplemental reinforcement or edge reinforcement smaller V than a #4 bar <#4Concrete Concr ete Breakou Breakoutt In Shear Shear – D.6. D.6.2 2Vcbg = AVc/AVco(Ψec,VΨed,VΨc,V Ψh,VVb) Ψc,V =1.2 for anchors anchors in cracked cracked concrete with reinforcement of a #4 bar or greater between the anchor and the edge V>#4Concrete Concr ete Breakou Breakoutt In Shear Shear – D.6. D.6.2 2Vcbg = AVc/AVco(Ψec,VΨed,VΨc,V Ψh,VVb) Ψc,V =1.4 for anchors anchors in cracked cracked concrete with reinforcement of a #4 bar or greater between the anchor and the edge, and with the reinforcement enclosed V within stirrups spaced at not more than 4”.≥#4#[email protected]” Concrete Concr ete Breakou Breakoutt In Shear Shear – D.6. D.6.2 2Vcbg = AVc/AVco(Ψec,VΨed,VΨc,V Ψh,VVb) Ψh,V –Modification factor for shear strength of anchors located in concrete members with h a < 1.5ca1 Ψh,V =√1.5ca1/ha but not less than 1.0When ha < 1.5ca1, AVc is reduced. However, breakout strength is not directly proportional to member thickness. Ψh,V adjusts for this. 1 c a1.5c1VhaConcrete Breakout Strength In Shear – D.6.2Vcbg = AVc/AVco(Ψec,VΨed,VΨc,V Ψh,VVb) • Vb=(7(ℓe /da)0.2 da)λ f’c (ca1)1.5(Eq. D-24) – ℓe – load bearing length of anchor • Sam Same as hef if there is no sleeve on anchor • Per manufa manufacture cturerr if there there is a sleeve sleeve – da – outside diameter of anchor – λ – adjustment for lightweight concrete – f’c – concrete compressive strength – ca1 – edge distancePryout Pryout Strength Strength in Shear Shear Concrete Concr ete Pry Pryout out Stre Strength ngth In Shear Shear – D.6.3Vcpg = kcpNcbg(Eq. D-30)•kcp = 1.0 for h ef < 2.5”•kcp = 2.0 for h ef > 2.5”•Ncbg – Nominal concrete breakout strength in tension – Always do tension calcs firstPhi (Ф) FactorsPhi (Φ) factors• Nua ≤ ΦNn or Vua ≤ ΦVn • Phi (Ф) factors are applied to nominal capacities before comparing with factored forces • Based on: – Supplemental reinforcement – Failure mode – Load type – Anchor propertyPhi (Φ) factors D.4.4 ФFailure ModeAnchor PropertyCondition A TensionCondition BShear Ductile SteelTensionShear 0.750.650.650.60Use Condition B BrittleSide Face BlowoutFactor CIP0.750.750.700.70CIP0.750.750.700.70Cat. 10.750.750.650.70Cat. 20.650.750.550.70Cat. 30.550.750.450.700.700.700.650.70Cat. 20.550.70Cat. 30.450.70CIP0.700.700.650.70Cat. 20.550.70Cat. 30.450.70BreakoutCIP Cat. 1 PulloutUse Condition BCat. 1 PryoutUse Condition BSupplemental Reinforcing D.4.4 • Condition A – Applies where supplementary reinforcement is present except for pullout pullout and and pryout strengths. strengths. • Condition B – Applies where supplementary reinforcement is not present, and for pullout pullout or pryout strength. strength.Supplemental Reinforcing• Supple Supplemen mental tal Reinfo Reinforce rceme ment nt – Reinforcement that acts to restrain the potential concrete breakout but is not designed to transfer the full design load from the anchors into the structural member. – Refer to sections D.5.2.9 and D.6.2.9 for full design load transfer requirementsInteraction of Tension and Shear Interactio Inter action n of Tension Tension and Shear Shear – D.7Interactio Inter action n of Tension Tension and Shear Shear – D.7• If Vua≤0.2ΦVn full tension allowed – Ignore Shear • If Nua≤0.2ΦNn full shear allowed – Ignore Tension• Otherwise Nua + VuaΦNn< 1.2ΦVnAppendix D Seismic Provisions P rovisionsSeismic ProvisionsD.3.3 – When anchor design includes earthquake forces for structures assigned to Seismic Design Category C, D, E, or F, F , the additional requirements of D.3.3.1 through D.3.3.6 shall apply.D.3.3.1 – The provisions of Appendix D do not apply to the design of anchors in plastic hinge zones of concrete structures under earthquake forces.D.3.3.2 – Post-installed structural anchors shall be qualified for use in cracked concrete and shall have passed the Simulated Seismic Tests in accordance with ACI 355.2. Pullout strength N p and steel strength of the anchor in shear V sa shall be based on the results of the ACI 355.2 Simulated Seismic Tests. Tests .Seismic ProvisionsD.3.3.3 – The anchor design strength associated with concrete failure modes shall be taken as 0.75 N n and 0.75 V n, where φ is given in D.4.4 or D.4.5, and N n and V n are determined in accordance with D.5.2, D.5.3, D.5.4, D.6.2, and D.6.3, assuming the concrete is cracked unless it can be demonstrated that the concrete remains uncracked.• 0.75 0.75 reduc reductio tion n to to concre concrete te capacit capacity y in Seismi Seismic c Design Design Categor Category yC–F • Impract Impractical ical to prove prove concret concrete e remai remains ns uncrackedSeismic ProvisionsD.3.3.4 – Anchors shall be designed to be governed by the steel strength of a ductile steel element as determined in accordance with D.5.1 and D.6.1, unless either D.3.3.5 or D.3.3.6 is satisfied. satisfied . D.3.3.5 – Instead of D.3.3.4, the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a force level corresponding to anchor forces no greater than the design strength of anchors specified in D.3.3.3. D.3.3.6 – D.3.3.6 – As an alternative to D.3.3.4 and D.3.3.5, it shall be permitted to take the design strength of the anchors as 0.4 times the design strength strength determi determined ned in accordance with D.3.3.3. For the anchors of stud bearing walls, it shall be permitted to take the design strength of the anchors as 0.5 times the design strength determined in accordance with D.3.3.3.Seismic Provisions• Summary – Seismic Design Category C, D, E & F – No anchors in plastic hinge – PI anchors must pass Simulated Seismic Test – Design strength reduced by 25% – Ductile steel failure of anchors shall control, or... – Ductile yielding of attachment, or... – Anchor capacity reduced by 60%Seismic Provisions• Seis Seismi mic c and and edge edge eff effec ects ts – At small edge distances, concrete breakout (non ductile failure mode) will often control – If attachment will not experience ductile yielding before breakout occurs, then 40% anchor capacity reduction unless... – Reinforce section to prevent breakout from occurringReinforcement to Prevent Concrete BreakoutReinforcement to Prevent Concrete BreakoutD.4.2.1 – The effect of reinforcement provided to restrain the concrete breakout shall be permitted to be included in the design models used to satisfy D.4.2. Where anchor reinforcement is provided in accordance with D.5.2.9 and D.6.2.9, calculation of the concrete breakout strength in accordance with D.5.2 and D.6.2 is not required.D.5.2.9 – D.5.2.9 – Where anchor reinforcement is developed in accordance with Chapter 12 on both sides of the breakout surface, the design strength of the anchor reinforcement shall be permitted to be used instead of the concrete breakout strength in determining N n. A strength reduction factor of 0.75 shall be used in the design of the anchor reinforcement.Reinforcement to Prevent Concrete Breakout• Refer Refer to Commen Commentar tary y RD.5 RD.5.2. .2.9 9 for for more informationReinforcement to Prevent Concrete Breakout D.6.2.9 – Where anchor reinforcement is either developed in accordance with Chapter 12 on both sides of the breakout surface, or encloses the anchor and is developed beyond the breakout surface, surface, the design strength of the anchor reinforcement shall be permitted to be used instead of the concrete breakout strength in determining V n. A strength reduction factor of 0.75 shall be used in the design of the anchor reinforcement.PlanSection• Refer Refer to to Comme Commenta ntary ry RD.6. RD.6.2.9 2.9 for for more more info infoReinforcement to Prevent Concrete Breakout t n s e a m e e v c r i t o c f e n f f i e e r r s r o a h B c n aEdge Reinforcement Anchor ReinforcementSectionPlan• Refer Refer to to Comme Commenta ntary ry RD.6. RD.6.2.9 2.9 for for more more info infoReinforcement to Prevent Concrete Breakout• Per Comme Commenta ntary ry RD.5.2 RD.5.2.9 .9 and RD.6.2.9: – “As a practical matter, use of anchor reinforcement is generally limited to cast-in-place anchors.”• What What about about postpost-in insta stalle lled d anchors? – At small edge distances, anchor capacity will be greatly reduced for seismic design.Other Appendix D IssuesCapacity Adjustments • PI ancho anchorr pull pullou outt cap capac acit ity y – Tested values of Np are done in 2500 psi concrete – Pullout capacities increase for higher f’c – Adjustment equations in ER• Grout pads – 20% reduction in shear strength strength (D.6.1.3) – App. D makes no mention mention to grout pad thickness• Shear Shear load load para parallel llel to concret concrete e edge edge – Breakout capacity doubled per D.6.2.1(c). D.6.2.1(c).Triple Edge ConditionsD.5.2.3 – Where anchors are located less than 1.5hef from three or more edges, the value of hef used in Eq. (D-4) through (D-11) shall be the greater of c a,max /1.5 and one-third of the maximum spacing between the anchors within the group.D.6.2.4 – D.6.2.4 – Where anchors are influenced by three or more edges, the value of c a1 used in Eq. (D-23) through (D-29) shall be the greatest of c a2 /1.5 in either direction, ha /1.5; /1.5; and one-third of the maximum spacing between the anchors within the group.Triple Edge Condition in TensionTriple Edge Condition in Shear Corner Condition D.6.2.1(d)(d) For anchors anchors located located at a corner, the the limiting limiting nominal concrete breakout strength shall be determined for each edge, and the minimum value shall be used.V V ca1ca2 ca1ca2Shear Near an Edge D.6.2.1 Where anchors are located at varying distances from the edge and the anchors are welded to the attachment so as to distribute distribute the force to all anchors anchors, it shall be permitted to evaluate the strength based on the distance to the farthest row of anchors from the edge. In this case, it shall be permitted to base the value of ca1 on the distance from the edge to the axis of the farthest anchor row that is selected as critical, and all of the shear shall be assumed to be carried by this critical anchor row alone.Anchors welded to plateV0.5V0.5Vca1 ca1Anchors not welded to plateShear Near an Edge D.6.2.1• Increase ca1 without welding to plate – Slot holes closest to edgeV ca1Required Edge Distances, Spacings, and ThicknessesSection D.8Minimum Minimum spacings spacings and edge distances distances for anchors and minimum thicknesses of members shall conform to D.8.1 through D.8.6, unless supplementary reinforcement is provided provided to to control control splittin splitting. g. Lesser values from product-specific tests performed in accordance with ACI 355.2 shall be permitted. D.8.1 – Unless determined in accordance with D.8.4, minimum center-to-center spacing of anchors shall be 4d a for untorqued untorqued cast-in anchors, anchors, and and 6d a for torqued cast-in anchors and post-installed anchors. D.8.2 – Unless determined in accordance with D.8.4, minimum edge distances for cast-in headed anchors that will will not be torqued torqued shall be based based on specifie specified d cover requirements for reinforcement in 7.7. For castin headed anchors that will be torqued, the minimum edge distances shall be 6d a.Section D.8D.8.3 – Unless determined in accordance with D.8.4, minimum edge distances for post-installed anchors shall be based on the greater of specified cover requirements for reinforcement in 7.7, or minimum edge distance requirements for the products as determined by tests in accordance with ACI 355.2, and shall not be less than 2.0 times the maximum aggregate size. In the absence of product-specific ACI 355.2 test information, the minimum edge distance shall be taken as not less than: Undercut anchors................................ anchors.................................................. .................. 6d a Torque-controlled anchors................................. anchors..................................... .... 8d a Displacement-controlled anchors.........................10 anchors......................... 10d aSection D.8D.8.4 – For anchors where installation does not produce a splitting force and that will remain untorqued, if the edge distance or spacing is less than those specified in D.8.1 to D.8.3, calculati calculations ons shall be performed performed by substituting for da a smaller value d’ a that meets the requirements of D.8.1 to D.8.3. Calculated forces applied to the anchor shall be limited to the values corresponding to an anchor having a diameter of d’a. D.8.5 – The value of hef for an expansion or undercut post-installed anchor shall not exceed the greater of 2/3 of the member thickness and the member thickness minus 4 in.Section D.8D.8.6 – Unless determined from tension tests in accordance with ACI 355.2, the critical edge distance, c ac , shall not be taken less than: Undercut anchors................................ anchors............................................... ............... 2.5hef Torque-controlled anchors................................. anchors.................................... ... 4hef Displacement-controlled anchors..........................4 anchors.......................... 4hef Limitations of Appendix D• Applie Applies s for for CIP CIP and and some some Post Post-Installed anchors – Specialty inserts, through bolts, adhesive anchors, screw anchors, PAT fasteners outside scope of Appendix D – ACI Commentary: “Adhesive anchors are widely used and can perform adequately. At this time…outside the scope.”Limitations of Appendix D• NW Concre Concrete te and and LW LW Con Concre crete te only – Reductions in capacity in LW – CMU and Concrete on metal deck outside scope of App. D • Grouted Grouted CMU CMU will still still use existing existing postpostinstalled anchor productsLimitations of Appendix D• Limits to: – Diameter (≤2”) – Embedment depth (≤25”) – Concrete compressive strength (≤8000 8000 psi psi PI; PI; <100 <10000 00 psi psi CIP) CIP)..When to Use Appendix D When to use Appendix D• Per Per ACI ACI 318318-08 08, D.2 D.2.1 .1 – “…anchors in concrete used to transmit structural loads by means of tension, shear, or a combination of tension and shear between (a) connected structural elements; or (b) safety-related attachments and structural elements.” – What is a “safety-related attachment”? When to use Appendix D• Per Per ACI ACI 318318-08 08, RD. RD.2. 2.1 1 – Commentary lists examples for safetyrelated attachments. – “…safety-related attachments that are not part of the structure (such as sprinkler systems, heavy suspended pipes, or barrier rails) are attached to structural elements.” – Will sprinkler systems be attached with cracked concrete anchors?When to Use Appendix D IBC 2006IBC 2006, Section 1911Anchorage To Concrete – Allowable Stress Design 1911.1 Scope. The provisions of this section shall govern the allowable stress design of headed bolts, and headed stud anchors cast in normal-weight concrete for purposes of transmitting structural loads from one connected connected element element to the other. These provisions do not apply to anchors installed in hardened concrete or where load combinations include earthquake loads or effects. The bearing area of headed anchors shall be not less than one and one-half times the shank area. Where strength design is used, or where load combinations include earthquake loads or effects, the design strength of anchors shall be determined in accordance with Section 1912. Bolts shall conform to ASTM A 307 or an approved equivalent.IBC 2006, Section 1912 Anchorage Anchorage To Concrete Concrete – Strength Strength Design Design 1912.1 Scope. The provisions of this section shall govern the strength design of anchors installed in concrete for purposes of transmitting structural loads from one connected element to the other. Headed bolts, bolts, headed headed studs and hooked hooked (J- or L-) bolts cast in concrete and expansion anchors and undercut anchors installed in hardened concrete shall be designed in accordance with Appendix D of ACI 318 as modified by Section 1908.1.16, provided they are within the scope of Appendix D. Exception: Where the basic concrete breakout strength in tension of a single anchor, Nb, is determined in accordance with Equation (D-7), the concrete breakout strength requirements of Section D.4.2.2 shall be considered satisfied by the design procedures of Sections D.5.2 and D.6.2 for anchors exceeding 2 inches (51mm) in diameter or 25 inches (635mm) tensile embedment depth.The strength design of anchors that are not within the scope of Appendix D of ACI 318, and as amended above, shall be in accordance with an approved procedure.IBC 2006, Section 1908 Modifications to ACI 318 1908.1.16 ACI 318, Section D.3.3. Modify ACI 318, section D.3.3.2 through C.3.3.5, to read as follows:D.3.3.2 – In In structures assigned assigned to Seismic Seismic Design Category Category C, D, E or F, post-instal F, post-installed led anchors for use under under D.2.3 shall have have passed the Simulated Simulated Seismic Seismic Tests of ACI 355.2. 355.2. In structures assigned assigned to Seismic Seismic Design Category Category C, D.3.3.3 – In D, E or F, the design strength of anchors shall be taken as 0.75φ N n and 0.75φV n, where φ is given in D.4.4 or D.4.5, and N n and V n are determined in accordance with D.4.1. D.3.3.4 – In In structures assigned assigned to Seismic Seismic Design Category Category C, D, E or F, anchors shall be designed to be governed by tensile or shear strength of a ductile steel element, element , unless D.3.3.5 is satisfied. D.3.3.5 – Instead of D.3.3.4, the attachment attachment that the anchor anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the design strength of anchors specified in D.3.3.3, or the minimum design strength of the anchors shall be at least 2.5 times the factored forces transmitted transmitted by the attachment. attachment.Adhesive Anchors and Concrete ScrewsAdhesives Anchors and Concrete Screws• IBC IBC 200 2006, 6, Sect Sectio ion n 191 1912 2 – “The strength design of anchors that do not within the scope of Appendix D of ACI 318…shall be in accordance with an approved design procedure.”• What What desi design gn proced procedur ures es are approved? • Who Who deci ecides? es?Adhesives Anchors and Concrete Screws• IBC IBC 2006 2006, Sect Sectio ion n 104. 104.11 11 104.11 Alternative materials, design and methods of construction and equipment. The provisions of this code are not intended to prevent the installation of any material or to prohibit any design or method of construction construction not specifically prescribed prescribed by this code, provided that any such alternative has been approved. An alternative material, design or method of construction shall be approved where the building official finds that the proposed design is satisfactory and complies with the intent of the provisions of this code, and that the material, method or work offered is, for the purpose intended, at least the equivalent of that prescribed in this code in quality, strength, effectiveness, fire resistance, durability and safety. 104.11.1 Research reports. Supporting data, where necessary to assist in the approval of materials or assemblies not specifically provided for in this code, shall consist of valid research reports from approved sources.Adhesives Anchors and Concrete Screws• IBC IBC 2006 2006, Sect Sectio ion n 104. 104.11 11 – The building official has the ability to approve a material if it is not specifically referenced in the code – Adhesive anchors and screw anchors fall into this category – Caution: Most building officials are still learning about strength design provisions of anchorsAdhesives Anchors and Concrete Screws• Many Many engin engineer eers s are stil stilll desig designin ning g adhesive anchors and screw anchors per ASD • Stren Strength gth design design code code repo reports rts for for adhesives and screws are just starting to come onlineAdhesives Anchors and Concrete Screws• ICC ES AC 193 – Expansion anchors – Undercut anchors – Screw anchors• ICC ES AC 308 – Adhesive anchorsCode ReportsThe Future of Anchors• Relia Reliance nce on soft softwar ware e for for ancho anchor r design • Many Many new new postpost-in insta stalle lled d ancho anchors rs • Confus Confusion ion among among engin engineer eers, s, contractors and building officials • Length Lengthy y tra transi nsitio tion n perio period dThe Future of Anchors• What What chang changes es will will the IBC 2009 2009 and ACI 318-11, Appendix D bring? – Clearer provisions for adhesives and concrete screws?Questions

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