Sheet1ACI318-08 APPENDIX D - ANCHORING TO CONCRETEVersion 1.5COMMENTARY & SUPPLEMENTAL CALCULATIONS

MADE BYDATEJob No.SummaryFailure TypeUtilization RatioCKD. BYDATESheet No.Steel Failure (T)0.159Concrete Breakout (T)0.653FORXYZ BaseplatePullout (T)0.113Side-face Blowout (T)0.665CONCRETE ANCHOR DESIGN BASED ON ACI318-08 APPENDIX DSteel Failure (V)0.097Basic Design Parameters: (SEC D.3-D.4)NOTES & SKETCHESConcrete Breakout (V)0.523Loads:(Per Applicable Loads Combinations in Sect. 9.2; load applications that areConcrete Pryout (V)0.173predominantly high cycle fatigue or impact loads are not covered.)Stress Ratio1.188Nua =34
TKA: Tension load, Nua, shall be factored per Section 9.2.1.

If anchors are located in Seismic Design Category C-F, Nua must set as one of the following: 1. Steel Capacity Nua = n Ase Futa 2. Attaching Member's Ductile Yielding Force, if less than anchor's limits set in D.3.3.3. 3. Higher Factored force Nua = Nua,Previous x 2.5 Nua = Nua,Previous x 2.0 (if anchoring stud bearing wall).

NOTE: If concrete capacity is unable to accomodate anchors, additional anchor reinforcement may be required. See "Tension Reinf." or "Shear Reinf." worksheet, if necessary.kNUltimate Factored Tensile Load (kN)Vua =18
TKA: Shear load, Vua, shall be factored per Section 9.2.1.

If anchors are located in Seismic Design Category C-F, Vua must set as one of the following: 1. Steel Capacity Vua = n Ase Futa (for cast-in headed stud) Vua = 0.6 n Ase Futa (others) 2. Attaching Member's Ductile Yielding Force, if less than anchor's limits set in D.3.3.3. 3. Higher Factored force Vua = Vua,Previous x 2.5 Vua = Vua,Previous x 2.0 (if anchoring stud bearing wall).

NOTE: If concrete capacity is unable to accomodate anchors, additional anchor reinforcement may be required. See "Tension Reinf." or "Shear Reinf." worksheet, if necessary.kNUltimate Factored Shear Load (kN)Anchor Type:Number IdentifierJ or L Bolt3

f Factor Conditions:Steel f Factor Selection:TensionShearSelectionDuctile
DTaylor: Ductile: An element with a tensile test elongation of at least 14 percent and reduction in area of at least 30 percent. (Note: ASTM 307 is ductile.)

Brittle: An element with a tensile test elongation of less than 14 percent and reduction in area of less than 30 percent, or both.Steel ElementDuctile0.750.650.750.65Brittle0.650.6Yes
DTaylor: Supplemental Reinforcement: Reinforcement that has a configuration and placement similar to anchor reinforcement but is not specifically designed to transfer loads from the anchors into the structural member. Stirrups, as used in shear reinforcement, may fall into this category.Potential Failure Surfaces crossed by supplementary reinforcementproportioned to tie prism into the structural member?Concrete f Factor Selection:J or L BoltAnchor TypeNOTE: Hooks bolts are typically not a good design practice.Condition ACondition BShear Loads0.750.70.75Category 1N/A - Only applicable to Post-installed anchorsTension LoadsCast-in:0.750.70.75Post-installedYesAnchor located in a region of concrete member where analysis Category 10.750.65indicates no cracking at service load levels? (YES = No Cracking Anticipated)Category 20.650.55No
TKA: If Input is "Yes", anchor must meet the additional requirements of Section D.3.3.1 through D.3.3.6.

D.3.3.1 - The provisions of Appendix D do not apply to the design of anchors in plastic zone 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 accordance with ACI 355.2. Pullout strength, Np, and steel strength of the anchor in shear, Vsa, shall be based on the results of the ACI 355.2 Simulated Seismic Tests.

D.3.3.3 - The anchor design strength associated with concrete failure modes shall be taken as 0.75Nn and 0.75Vn, where is given in D.4.4 or D.4.5, and Nn and Vn 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. (This spreadsheet accounts for factor in ouput.)

D.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.

D.3.3.5 - Instead of D.3.3.4, the attachment that the anchor is connected to the structure shall be designed so that the attachment will undergo ductile yielding at a force corresponding to anchor forces no greater than the design strength of anchors specified in D.3.3.3.

D.3.3.6 - As an alternative to D.3.3.4 & D.3.3.5, it shall be permited to take the design strength of the anchors as 0.4 times the design strength determined in accordance with D.3.3.3. For the anchors of stud bearing wall, it shall be permitted to take the design of the anchors as 0.5 times the design strength determined in accordance with D.3.3.3.

Anchors are located in structure assigned to Seismic Design Category C, D, E, or F. (Sect. D3.3)Category 30.550.45Concrete Type:Number IdentifierNormalweightConcrete TypeNormalweight1

Steel strength of anchor in tension: (SEC D.5.1)

Nsa =nAsefutaAssumes no eccentricity in bolt group loading(D-3)

n =4Number of Anchors in a GroupAse, N =1.23
TKA: See Table 1 for effective cross section area.in2Effective Cross Sectional Area of Anchorfuta =58
DTaylor: Typical Anchors' Ultimate Strength (ksi)F1554-36 58F1554-55 75F1554-105 125A307 58ksiSpecified Tensile strength of anchor steelValues used in design:fy =36
DTaylor: Typical Anchors' Yield Strength (ksi)F1554-36 36F1554-55 55F1554-105 105A307 36ksiSpecified Yield strength of anchor steelfut =58

Nsa =285.36kf =0.75fNs =214.02k>Nu =34.00kOK

Concrete Breakout strength of anchor in tension: (SEC D.5.2)Ncb =Anc Yed,NYc,NYcp,NNbSingle Anchor(D-4)Anco

Ncbg =Anc Yec,NYed,NYc,NYcp,NNbGroup of Anchors(D-5)Anco

Anc =1267.5in2Projected concrete failure area of anchor or group of anchors. See RD.6.2.1(b)hef =12inEffective anchor embedment depthca,min =11.5inThe smallest edge distanceca,max =200inThe largest edge distancef'c=4000psie'N =0inEccentricity of Normal Force on a group of anchor. See Figure RD.5.2.4Edges =1Number of Edges surrounding anchor or group of anchors. See Figure RD.5.2.4 Commentarycac =12inCritical edge distance required to develop the basic concrete breakout strength of a postinstalled anchor in uncracked concrete w/o supplementary reinforcement to control splitting.Anco =9hef2Projected area of the failure surface of a single anchor remote from edges for ca,min of 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 effects 1.5 hefYc,N =1.25for Cast-in anchors in uncracked sectionYcp,N =1.00for Post-installed anchors in uncracked section w/o supplemental reinforcementNb =kclf'c1/2hef3/2Basic concrete breakout strengthk = 24 for cast-in anchorNb =16lf'c1/2hef5/3Alternative concrete breakout strength for 11in < hef < 25in.

Anco =1296.0in2f =0.75Yec,N =1.00Yed,N =0.89Yc,N =1.25Ycp,N =1.00Nb =63.70kNote: 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. (Section D5.2.8)Ncbg =69.44kfNcb =52.08k>Nu =34.00kOK

Pullout strength of anchor in tension: (SEC D.5.3)

Npn = Yc,PNpNOT ONE(D-14)Values used in design:Bearing area of single headed stud or anchor bolt.See Table 1.k =24Abrg =2.24in2Y1 =1.00eh=3.0inDistance from the inner surface of the shaft to the outer tip of the bolt. 3da 1.5Ca1 Modification factor for edge effects=0.7 + 0.3 ca2 if Ca2 < 1.5Ca1 Modification factor for edge effects 1.5 ca1l = 2*da =3.0inFor torque-controlled expansion anchors with a distance sleeve separated from the expansion sleeveYc,V =1.4Anchor in uncracked section

Yec,V =1.00f =0.75TABLE 2Yed,V =0.85Yc,V =1.40See code section D.6.2.3 for alternative calculation of Vb.Yh,V =1.20Yh,V = (1.5ca1 / ha) ^ 0.5 (where ha < 1.5ca1)Avco =288.00in2Values used for designVb =18.60k11.5Ca1 =8inVcbg =45.88kYec,V =1fVcbg =34.41k>Vu =18.00kOKYed,V =0.85Av =498

Concrete Pryout strength of anchor in shear: (SEC D.6.3)

Vcp =kcpNcbSingle Anchor(D-30)

Vcpg =kcpNcbgGroup of Anchors(D-31)

Kcp =1for hef < 2.5Kcp =2for hef > 2.5

Ncb g =69.44kf =0.75Vcpg =138.88kfVcpg =104.16k>Vua =18.00kOKVua < 0.2fVnNONua < 0.2fNnSingleNOGroupNONua>0.2fNn & Vua>0.2fVnInteraction of tensile and shear forces: (SEC D.7)Single1.720NGif Vua < 0.2fVnfNn > NUAN/AGroup1.188OK

if Nua < 0.2fNnfVn > VUAN/A

if Nua > 0.2fNn & Vua > 0.2fVnNUA+VUA