ICC-ES Evaluation Report Reissued May 1, 2010 This report is subject to re-examination in two years.

Transcription

1 ICC-ES Evaluatio Report ESR-2502 Reissued May, 200 This report is subject to re-examiatio i two years. (800) (562) A Subsidiary of the Iteratioal Code Coucil DIVISION: 03 CONCRETE Sectio: 035 Cocrete Achorig REPORT HOLDER: POWERS FASTENERS, INC. 2 POWERS LANE BREWSTER, NEW YORK 0509 (94) or (800) egieerig@powers.com EVALUATION SUBJECT: POWERS POWER-STUD+ SD2 ANCHORS IN CRACKED AND UNCRACKED CONCRETE.0 EVALUATION SCOPE Compliace with the followig codes: 2009 Iteratioal Buildig Code (2009 IBC) 2009 Iteratioal Residetial Code (2009 IRC) 2006 Iteratioal Buildig Code (2006 IBC) 2006 Iteratioal Residetial Code (2006 IRC) 2003 Iteratioal Buildig Code (2003 IBC) 2003 Iteratioal Residetial Code (2003 IRC) 997 Uiform Buildig Code (UBC) Property evaluated: Structural 2.0 USES The Powers Power-Stud+ SD2 achor is used to resist static, wid ad seismic tesio ad shear loads i cracked ad ucracked ormal-weight ad structural sad-lightweight cocrete havig a specified compressive stregth, f c, of 2,500 psi to 8,500 psi (7.2 MPa to 58.6 MPa); ad cracked ad ucracked ormal-weight or structural sad-lightweight cocrete over steel deck havig a miimum specified compressive stregth, f c, of 3,000 psi (20.7 MPa). The achorig system complies with achors istalled i hardeed cocrete as described i Sectio 92 of the 2009 ad 2006 IBC ad Sectio 93 of the 2003 IBC. The achorig system is a alterative to cast-i-place achors described i Sectio 9 of the 2009 ad 2006 IBC, Sectio 92 of the 2003 IBC ad Sectios 923. ad of the UBC. The achors may also be used where a egieered desig is submitted i accordace with Sectio R30..3 of the 2009, 2006 ad 2003 IRC. 3.0 DESCRIPTION 3. Power-Stud+ SD2: Power-Stud+ SD2 achors are torque-cotrolled, mechaical expasio achors comprised of a achor body, expasio wedge (clip), washer ad hex ut. The achor body is maufactured from medium carbo steel ad has miimum ich (5 µm) zic platig i accordace with ASTM B 633. The expasio clip is maufactured from AISI Type 36 stailess steel. The washer coforms to ASTM F 844. The hex uts coform to ASTM A 563, Grade A. The Power-Stud+ SD2 achor is illustrated i Figure 2. The achor body is comprised of a high-stregth rod threaded at oe ed ad havig a tapered madrel at the other ed. The tapered madrel is eclosed by a three-sectio expasio clip which freely moves aroud the madrel. The expasio clip movemet is restraied by the madrel taper ad by a collar. The achors are istalled i a predrilled hole with a hammer. Whe torque is applied to the ut of the istalled achor o the threaded ed of the achor body, the madrel at the other ed of the achor is draw ito the expasio clip, forcig it outward ito the sides of the predrilled hole i the base material. Istallatio istructios ad iformatio are set forth i Sectio 4.3, Table ad Figure, ad Figures 3 ad Cocrete: Normal-weight ad structural sad-lightweight cocrete must coform to Sectios 903 ad 905 of the IBC ad UBC, as applicable. 3.3 Steel Deck Paels: Steel deck paels must comply with the cofiguratios i Figure 4 ad have a miimum base-metal thickess of ich (0.899 mm) [20 gage]. Steel deck must comply with the requiremets of ASTM A 653/A 653M SS Grade 36, ad have a miimum yield stregth of 36 ksi (248 MPa). 4.0 DESIGN AND INSTALLATION 4. Stregth Desig: Desig stregth of achors complyig with the 2009 ad 2003 IBC ad 997 UBC as well as Sectio of the 2009 ad 2003 IRC must be determied i accordace with ACI Appedix D ad this report. Desig stregth of achors complyig with the 2006 IBC ad Sectio of 2006 IRC must be i accordace with ACI Appedix D ad this report. ICC-ES Evaluatio Reports are ot to be costrued as represetig aesthetics or ay other attributes ot specifically addressed, or are they to be costrued as a edorsemet of the subject of the report or a recommedatio for its use. There is o warraty by ICC Evaluatio Service, Ic., express or implied, as to ay fidig or other matter i this report, or as to ay product covered by the report. Copyright 200 Page of 2

2 ESR-2502 Most Widely Accepted ad Trusted Page 2 of 2 Desig examples accordig to the 2009 IBC are give i Figures 6 through 8 of this report. Desig parameters are based o the 2009 IBC (ACI 38-08) uless oted otherwise i Sectio 4.. through 4.. of this report. The stregth desig of achors must comply with ACI 38 D.4., except as required i ACI 38 D.3.3. Stregth reductio factors, φ, as give i ACI 38 D.4.4 must be used for load combiatios calculated i accordace with Sectio of the IBC ad Sectio 9.2 of ACI 38 or Sectio 62.2 of the UBC. Stregth reductio factors, φ, as give i ACI 38 D.4.5 must be used for load combiatios calculated i accordace with ACI 38 Appedix C or Sectio of the UBC. The value of f c used i the calculatios must be limited to 8,000 psi (55.2 MPa) maximum, i accordace with ACI 38 D.3.5. Desig parameters are provided i Tables 3 ad 4 of this report. Stregth reductio factors, φ, correspodig to ductile steel elemets may be used except for 3 / 8 -ich-diameter (9.5 mm) achors i shear, which have a stregth reductio factor correspodig to brittle steel elemets. 4.. Requiremets for Static Steel Stregth i Tesio, N sa : The omial steel stregth of a sigle achor i tesio, N sa, is give i Table 3 of this report. The values of N sa for sigle achors give i Table 3 must be used ad ot be derived by calculatio Requiremets for Static Cocrete Breakout Stregth i Tesio, N cb or N cbg : The omial cocrete breakout stregth of a sigle achor or group of achors i tesio, N cb ad N cbg, respectively, must be calculated i accordace with ACI 38 D.5.2, with modificatios as described i this sectio. The basic cocrete breakout stregth of a sigle achor i tesio, N b, must be calculated accordig to ACI 38 D.5.2, usig the values of h ef ad k cr as give i Table 3 of this report. The omial cocrete breakout stregth i tesio i regios where aalysis idicates o crackig i accordace with ACI 38 D must be calculated, with ψ c,n =.0 ad usig the value of k ucr as give i Table 3. For achors istalled i the soffit of structural sad-lightweight or ormal-weight cocrete filled steel deck floor ad roof assemblies, as show i Figure 4, calculatio of the cocrete breakout stregth i accordace with ACI 38 D.5.2 is ot required Requiremets for Static Pullout Stregth i Tesio, N p : The omial pullout stregth of a sigle achor i tesio i accordace with ACI 38 D.5.3 i cracked ad ucracked cocrete, N p,cr ad N p,ucr, respectively, is give i Table 3 of this report. For all desig cases, ψ c,p =.0. I accordace with ACI 38 D.5.3.2, the omial pullout stregth i cracked cocrete must be adjusted by calculatio accordig to Eq-: f N p,f c = N c p,cr 2,500 f N p,f c = N c p,cr 7.2 (lb, psi) (N, MPa) (Eq-) where f c is the specified cocrete compressive stregth ad whereby the expoet = / 2 for all achor diameters with the exceptio of the 3 / 8 -ich-diameter (9.5 mm) achor size, where = / 3. I regios where aalysis idicates o crackig i accordace with ACI 38 D.5.3.6, the omial pullout stregth i tesio must be adjusted by calculatio accordig to Eq-2: N p,f c = N p,ucr f c 2,500 (lb, psi) (Eq-2) f N p,f c = N c p,ucr (N, MPa) 7.2 where f c is the specified cocrete compressive stregth ad whereby the expoet = / 2 for all achors. Where values for N p,cr or N p,ucr are ot provided i Table 3, the pullout stregth i tesio eed ot be evaluated. The omial pullout stregth i tesio of the achors istalled i the soffit of structural sad-lightweight or ormal-weight cocrete filled steel deck floor ad roof assemblies, as show i Figure 4, is provided i Table 3. I accordace with ACI 38 D.5.3.2, the omial pullout stregth i cracked cocrete must be calculated accordig to Eq-, whereby the value of N p,deck,cr must be substituted for N p,cr ad the values of 3,000 psi or 20.7 MPa must substitute for 2,500 psi or 7.2 MPa i the deomiator. I regios where aalysis idicates o crackig i accordace with ACI , the omial stregth i ucracked cocrete must be calculated accordig to Eq-2, whereby the value of N p,deck,ucr must be substituted for N p,ucr ad the values of 3,000 psi or 20.7 MPa must substitute for 2,500 psi or 7.2 MPa i the deomiator Requiremets for Static Steel Shear Capacity, V sa : The omial steel stregth i shear, V sa, of a sigle achor i accordace with ACI 38 D.6..2 is give i Table 4 of this report ad must be used i lieu of the values derived by calculatio from ACI 38, Eq. D-20. The shear stregth V sa,deck of achors istalled i the soffit of structural sad-lightweight or ormal weight cocrete filled steel deck floor ad roof assemblies, as show i Figure 4, is give i Table Requiremets for Static Cocrete Breakout Stregth i Shear, V cb or V cbg : The omial cocrete breakout stregth of a sigle achor or group of achors i shear, V cb or V cbg, respectively, must be calculated i accordace with ACI 38 D.6.2, with modificatios as described i this sectio. The basic cocrete breakout stregth of a sigle achor i shear, V b, must be calculated i accordace with ACI 38 D usig the value of l e ad d a (d o ) give i Table 4. For achors istalled i the soffit of structural sad-lightweight or ormal-weight cocrete o steel deck floor ad roof assemblies, as show i Figure 4, calculatio of the cocrete breakout stregth i accordace with ACI 38 D.6.2 is ot required Requiremets for Static Cocrete Pryout Stregth i Shear, V cp or V cpg : The omial cocrete pryout stregth, V cp or V cpg, must be calculated i accordace with ACI 38 D.6.3, modified by usig the value of k cp provided i Table 4 ad the value of N cb or N cbg as calculated i accordace with Sectio 4..2 of this report. For achors istalled i the soffit of structural sad-lightweight or ormal-weight cocrete o steel deck floor ad roof assemblies, as show i Figure 4, calculatio of the cocrete pryout stregth i accordace with ACI 38 D.6.3 is ot required.

3 ESR-2502 Most Widely Accepted ad Trusted Page 3 of Requiremets for Seismic Desig: Geeral: For load combiatios icludig seismic, the desig must be performed accordig to ACI 38 D.3.3, as modified by Sectio of the 2009 IBC, of the 2006 IBC or the followig: CODE 2003 IBC ad 2003 IRC UBC ACI 38 SECTION D.3.3 SEISMIC REGION Moderate or high seismic risk Moderate or high seismic risk CODE EQUIVALENT DESIGNATION Seismic Desig Categories C,D,E ad F Seismic Zoes 2B, 3 ad 4 The omial steel stregth ad omial cocrete breakout stregth for achors i tesio, ad the omial cocrete breakout stregth ad pryout stregth for achors i shear, must be calculated accordig to ACI 38 D.5 ad D.6, respectively, takig ito accout the correspodig values i Tables 3 ad 4 of this report. The achors comply with ACI 38 D. as ductile steel elemets ad must be desiged i accordace with ACI D.3.3.4, D or D or ACI D or D.3.3.5, as applicable, except for 3 / 8 -ich-diameter (9.5 mm) achors i shear, which comply with ACI 38 D. as brittle steel elemets ad must be desiged i accordace with ACI 38 D or D Seismic Tesio: The omial steel stregth ad omial cocrete breakout stregth for achors i tesio must be calculated accordig to ACI 38 D.5. ad D.5.2, as described i Sectios 4.. ad 4..2 of this report ad i accordace with ACI 38 D The appropriate value for pullout stregth i tesio for seismic loads, N eq or N p,deck,cr, described i Table 3 of this report, must be used i lieu of N p. The values of N eq or N p,deck,cr ca be adjusted for cocrete stregth as follows: N eq,f c = N eq f c 2,500 f N eq,f c = N c eq 7.2 (lb, psi) (N, MPa) (Eq-3) where f c is the specified cocrete compressive stregth ad whereby the expoet = / 2 for all achor diameters with the exceptio of the 3 / 8 -ich-diameter (9.5 mm) achor size where = / 3. I additio, for structural sadlightweight or ormal-weight cocrete filled steel deck floor ad roof assemblies, the value of 3,000 psi or 20.7 MPa must be substituted for the value of 2,500 psi or 7.2 MPa i the deomiator. Where values of N eq are ot provided i Table 3 of this report, the pullout stregth i tesio for seismic loads does ot gover ad eed ot be evaluated Seismic Shear: The omial cocrete breakout stregth ad pryout stregth for achors i shear must be calculated accordig to ACI 38 D.6.2 ad D.6.3, as described i Sectios 4..5 ad 4..6 of this report ad i accordace with ACI 38 D The appropriate value for omial steel stregth i shear for seismic loads, V eq or V sa,deck, described i Table 4 of this report must be used i lieu of V sa Iteractio of Tesile ad Shear Forces: For achors or groups of achors that are subject to the effects of combied tesio ad shear forces, the desig must be performed i accordace with ACI 38 D Requiremets for Critical Edge Distace: I applicatios where c < c ac ad supplemetal reiforcemet to cotrol splittig of the cocrete is ot preset, the cocrete breakout stregth i tesio for ucracked cocrete, calculated accordig to ACI 38 D.5.2, must be further multiplied by the factor ψ cp,n give by the followig equatio: ψ cp,n = c c ac (Eq-4) whereby the factor ψ cp,n eed ot be take as less tha.5h ef. For all other cases ψ cp,n =.0. I lieu of ACI 38 c ac Sectio D.8.6, values of c ac provided i Table of this report must be used Requiremets for Miimum Member Thickess, Miimum Achor Spacig ad Miimum Edge Distace: I lieu of ACI 38 D.8.3, values of c mi ad s mi as give i Table of this report must be used. I lieu of ACI 38 D.8.5, miimum member thickesses, h mi as give i Table must be used. For achors istalled through the soffit of steel deck assemblies, the achors must be istalled i accordace with Figure 4A or 4B, as applicable, ad shall have a axial spacig alog the flute equal to the greater of 3h ef or.5 times the flute width. 4.. Structural Sad-lightweight Cocrete: For ACI 38-08, whe achors are used i structural sad-lightweight cocrete, the modificatio factor λ for cocrete breakout stregth must be take as 0.6. I additio, the pullout stregth N p,cr, ad N eq must be multiplied by 0.6, as applicable. For ACI 38-05, the values N b, N eq, N p,cr, ad V b determied i accordace with this report must be multiplied by 0.60, i lieu of ACI 38 D.3.4. For achors istalled i the soffit of structural sad-lightweight cocrete-filled steel deck ad floor ad roof assemblies, this reductio is ot required. 4.2 Allowable Stress Desig (ASD): 4.2. Geeral: Desig values for use with allowable stress desig load combiatios calculated i accordace with Sectio of the IBC ad Sectio 62.3 of the UBC, shall be established usig the followig equatios: T allowable,asd = V allowable,asd = φn α φv α (Eq-5) (Eq-6) where: T allowable,asd = Allowable tesio load (lbf or kn) V allowable,asd = Allowable shear load (lbf or kn) φn = Lowest desig stregth of a achor or achor group i tesio as determied i accordace with ACI 38 Appedix D, Sectio 4. of this report ad 2009 IBC Sectio or 2006 IBC Sectio , as applicable (lbf or N). φv = Lowest desig stregth of a achor or achor group i shear as determied i accordace with ACI 38 Appedix D,

4 ESR-2502 Most Widely Accepted ad Trusted Page 4 of 2 Sectio 4. of this report ad 2009 IBC Sectio or 2006 IBC Sectio , as applicable (lbf or N). α = Coversio factor calculated as a weighted average of the load factors for the cotrollig load combiatio. I additio, α shall iclude all applicable factors to accout for o-ductile failure modes ad required over-stregth. The requiremets for member thickess, edge distace ad spacig, as described i this report, must apply. A example of allowable stress desig values for illustrative purposes is show i Table 5 ad Figure 5 of this report Iteractio of Tesile ad Shear Forces: The iteractio shall be calculated ad cosistet with ACI 38 D.7 as follows: For shear loads V 0.2V allowable,asd, the full allowable load i tesio shall be permitted. For tesio loads T 0.2T allowable,asd, the full allowable load i shear shall be permitted. For all other cases: T T V +.2 (Eq-7) allowable V allowable 4.3 Istallatio: Istallatio parameters are provided i Table, Figure ad Figure 4. Achor locatios must comply with this report ad the plas ad specificatios approved by the code official. The Power-Stud+ SD2 must be istalled accordig to maufacturer s published istallatio istructios ad this report. Achors must be istalled i holes drilled ito the cocrete usig carbide-tipped masory drill bits complyig with ANSI B The omial drill bit diameter must be equal to that of the achor size. The miimum drilled hole depth is give i Table. The predrilled hole must be cleaed free of dust ad debris. The achor must be hammered ito the predrilled hole util the proper omial embedmet depth is achieved. The ut must be tighteed agaist the washer util the torque values specified i Table are achieved. For istallatio i the soffit of cocrete o steel deck assemblies, the hole diameter i the steel deck must ot exceed the diameter of the hole i the cocrete by more tha / 8 ich (3.2 mm). For member thickess ad edge distace requiremets for istallatios ito the soffit of cocrete o steel deck assemblies, see Figure 4A ad 4B. 4.4 Special Ispectio: Special ispectio is required, i accordace with Sectio of the 2009 IBC or Sectio of the 2006 ad 2003 IBC ad, if applicable, Sectio of the UBC. The special ispector must make periodic ispectios durig achor istallatio to verify achor type, achor dimesios, cocrete type, cocrete compressive stregth, hole dimesios, hole cleaig procedure, achor spacig, edge distaces, cocrete member thickess, achor embedmet, tighteig torque ad adherece to the Powers Fasteers' prited istallatio istructios. The special ispector must be preset as ofte as required i accordace with the statemet of special ispectio. Uder the IBC, additioal requiremets as set forth i Sectios 705, 706 ad 707 must be observed, where applicable. 5.0 CONDITIONS OF USE The Powers Power-Stud+ SD2 achors described i this report comply with, or are suitable alteratives to what is specified i, those codes listed i Sectio.0 of this report, subject to the followig coditios: 5. The achors must be istalled i accordace with the maufacturer s published istallatio istructios ad this report. I case of a coflict, this report govers. 5.2 Achor sizes, dimesios, ad miimum embedmet depths are as set forth i this report. 5.3 Achors must be istalled i cracked ad ucracked ormal-weight cocrete ad structural sadlightweight cocrete havig a specified compressive stregth, f c, of 2,500 psi to 8,500 psi (7.2 MPa to 58.6 MPa); ad cracked ad ucracked ormal weight or structural sad-lightweight cocrete over steel deck havig a miimum specified compressive stregth, f c, of 3,000 psi (20.7 MPa). 5.4 The values of f c used for calculatio purposes must ot exceed 8,000 psi (55.2 MPa). 5.5 Stregth Desig values must be established i accordace with Sectio 4. of this report. 5.6 Allowable Stress Desig values must be established i accordace with Sectio 4.2 of this report. 5.7 Achor spacig(s) ad edge distace(s), as well as miimum member thickess, must comply with Table ad Figure Prior to istallatio, calculatios ad details demostratig compliace with this report must be submitted to the code official. The calculatios ad details must be prepared by a registered desig professioal where required by the statutes of the jurisdictio i which the project is to be costructed. 5.9 Sice a ICC-ES acceptace criteria for evaluatig data to determie the performace of achors subjected to fatigue or shock loadig is uavailable at this time, the use of these achors uder such coditios is beyod the scope of this report. 5.0 Achors may be istalled i regios of cocrete where crackig has occurred or where aalysis idicates crackig may occur (f t > f r ), subject to the coditios of this report. 5. Achors may be used to resist short-term loadig due to wid or seismic forces i locatios desigated as Seismic Desig Categories A through F uder the IBC, ad Seismic Zoes 0 to 4 uder the UBC, subject to the coditios of this report. 5.2 Where ot otherwise prohibited i the code, Power-Stud+ SD2 achors are permitted for use with fire-resistace-rated costructio provided that at least oe of the followig coditios is fulfilled: Achors are used to resist wid or seismic forces oly. Achors that support a fire-resistace-rated evelope or a fire-resistace-rated membrae are protected by approved fire-resistace-rated materials, or have bee evaluated for resistace to fire exposure i accordace with recogized stadards. Achors are used to support ostructural elemets. 5.3 Use of zic-coated carbo steel achors is limited to dry, iterior locatios.

5 ESR-2502 Most Widely Accepted ad Trusted Page 5 of Special ispectio must be provided i accordace with Sectio 4.4 of this report. 5.5 Achors are maufactured uder a approved quality cotrol program with ispectios by CEL Cosultig (AA-639). 6.0 EVIDENCE SUBMITTED Data i accordace with the ICC-ES Acceptace Criteria for Mechaical Achors i Cocrete Elemets (AC93), dated February 200, which icorporates requiremets i ACI / ACI , for use i cracked ad ucracked cocrete; icludig optioal suitability Test 2 ad 3 (AC93, Table 4.2) for seismic tesio ad shear; ad quality cotrol documetatio. 7.0 IDENTIFICATION The Power-Stud+ SD2 achors are idetified by dimesioal characteristics ad packagig. A legth letter code head markig is stamped o each achor o the exposed threaded stud ed, alog with a plus sig + ad the umber 2 which are visible after istallatio. Table 2 shows the legth code idetificatio system. Packages are idetified with the achor ame, type ad size; the maufacturer s ame; the ame of the ispectio agecy (CEL); ad the evaluatio report umber (ICC-ES ESR-2502). TABLE A MEAN AXIAL STIFFNESS VALUES, β, FOR POWER-STUD+ SD2 EXPANSION ANCHORS IN NORMAL-WEIGHT CONCRETE Cocrete State Uits 3 / 8 Nomial Achor Size (ich) / 2 5 / 8 3 / 4 Ucracked cocrete Cracked cocrete lbf/i. (kn/mm) lbf/i. (kn/mm) 8,650 (,57) 495 (87) 7,70 (,258) 570 (00) 5,690 (998) 645 (3) 4,200 (737) 720 (26) Mea values show; actual stiffess varies cosiderably depedig o cocrete stregth, loadig ad geometry of applicatio.

6 ESR-2502 Most Widely Accepted ad Trusted Page 6 of 2 TABLE POWER-STUD+ SD2 ANCHOR INSTALLATION SPECIFICATIONS ANCHOR PROPERTY AND SETTING INFORMATION NOTATION UNITS 3 / 8 / 2 NOMINAL ANCHOR SIZE (ich) 5 / 8 3 / 4 Outside diameter of achor d a [d o ] 3 i (mm) (9.5) (2.7) (5.9) (9.) Miimum diameter of hole clearace i fixture d h i. 7 / 6 9 / 6 / 3 6 / 6 (mm) (.) (4.3) (7.5) (20.6) Nomial drill bit diameter d bit i. 3 / 8 / 2 5 / 8 3 / 4 ANSI ANSI ANSI ANSI Miimum omial embedmet depth Effective embedmet Miimum cocrete member thickess Critical edge distace 2 Miimum edge distace 2 Miimum spacig distace 2 Miimum hole depth 2 Miimum overall achor legth Istallatio torque h om h ef h mi c ac c mi s mi h o l ach T ist i. 2 3 / 8 2 / / / / 8 4 / / 4 (mm) (60) (64) (83) (98) (24) (4) (46) i (mm) (5) (5) (83) (83) (08) (95) (27) i. 4 4 / / / / 4 6 / (mm) (02) (4) (52) (46) (46) (46) (65) (203) (78) (254) i. 6 / / (mm) (65) (203) (254) (203) (400) (254) (305) (305) i. 2 / / / 4 4 / 4 4 / / 2 (mm) (64) (02) (70) (02) (70) (08) (08) (27) (4) i. 3 / / 4 4 / (mm) (89) (52) (52) (02) (52) (08) (08) (52) (52) i. 2 5 / / / 4 5 / / 4 (mm) (67) (70) (02) (08) (33) (27) (59) i / 4 4 / / / 4 7 (mm) (76) (95) (4) (2) (52) (59) (78) ft.-lb (N-m) (27) (54) (8) (49) Torque wrech / socket size - i. 9 / 6 3 / 4 5 / 6 / 8 Nut height - I. 2 / 64 7 / 6 35 / 64 4 / 64 For SI: ich = 25.4 mm, ft-lbf =.356 N-m. The embedmet depth, h om, is measured from the outside surface of the cocrete member to the embedded ed of the achor prior to tighteig. 2 For istallatios through the soffit of steel deck ito cocrete see the istallatio details i Figure 4A ad 4B of this report. I additio, achors shall have a axial spacig alog the flute equal to the greater of 3h ef or.5 times the flute width. 3 The otatio i brackets is for the 2006 IBC. FIGURE POWER-STUD+ SD2 ANCHOR DETAIL Before (Left Picture) ad After (Right Picture) Applicatio of Istallatio Torque FIGURE 2 POWER-STUD+ SD2 ANCHOR ASSEMBLY TABLE 2 POWER-STUD+ SD2 LENGTH CODE IDENTIFICATION SYSTEM Legth ID markig o threaded stud head A B C D E F G H I J K L M N O P Overall achor legth, l ach, (iches) From / / / / / / / / 2 9 Up to but ot icludig 2 2 / / / / / / / / 2

7 ESR-2502 Most Widely Accepted ad Trusted Page 7 of 2..) Usig the proper drill bit size, drill a hole ito the base material to the required depth. The toleraces of the drill bit used should meet the requiremets of ANSI Stadard B ) Remove dust ad debris from hole usig a had pump, compressed air or a vacuum to remove loose particles left from drillig. 3.) Positio the washer o the achor ad thread o the ut. If istallig through a fixture, drive the achor through the fixture ito the hole. Be sure the achor is drive to the miimum required embedmet depth, h om. 4.) Tighte the achor with a torque wrech by applyig the required istallatio torque, T ist. e: the threaded stud will draw up durig tighteig of the ut; the expasio wedge (clip) remais i origial positio. FIGURE 3 POWER-STUD+ SD2 INSTALLATION INSTRUCTIONS FIGURE 4A POWER-STUD+ SD2 INSTALLATION DETAIL FOR ANCHORS IN THE SOFFIT OF CONCRETE OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES (SEE DIMENSIONAL PROFILE REQUIREMENTS) FIGURE 4B POWER-STUD+ SD2 INSTALLATION DETAIL FOR ANCHORS IN THE SOFFIT OF CONCRETE OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES (SEE DIMENSIONAL PROFILE REQUIREMENTS) 2,3 Achors may be placed i the upper flute or lower flute of the steel deck profiles i accordace with Figure 4A provided the miimum hole clearace is satisfied. Achors i the lower flute of Figure 4A profiles may be istalled with a maximum -ich offset i either directio from the ceter of the flute. The offset distace may be icreased proportioally for profiles with lower flute widths greater tha those show provided the miimum lower flute edge distace is also satisfied. 2 Achors may be placed i the lower flute of the steel deck profiles i accordace with Figure 4B provided the miimum hole clearace is satisfied. Achors i the lower flute of Figure 4B profiles may be istalled with a maximum / 8 -ich offset i either directio from the ceter of the flute. The offset distace may be icreased proportioally for profiles with lower flute widths greater tha those show provided the miimum lower flute edge distace is also satisfied. 3 Achors may be placed i the upper flute of the steel deck profiles i accordace with Figure 4B provided the cocrete thickess above the upper flute is miimum 3 / 4 -ich a miimum hole clearace 3 / 4 -ich is satisfied.

8 ESR-2502 Most Widely Accepted ad Trusted Page 8 of 2 TABLE 3 TENSION DESIGN INFORMATION FOR POWER-STUD+ SD2 ANCHOR IN CONCRETE (For use with load combiatios take from ACI 38, Sectio 9.2),2 Desig Characteristic atio Uits 3 / 8 Nomial Achor Size (ich) / 2 5 / 8 3 / 4 Achor category, 2 or 3 - Miimum specified yield stregth (eck) STEEL STRENGTH IN TENSION 4 f y ksi (N/mm 2 ) (662) (586) (586) (483) Miimum specified ultimate stregth (eck) f uta ksi (N/mm 2 ) (827) (73) (73) (620) Effective tesile stress area (eck) A se,n i [A se ] 2 (mm 2 ) (35.6) (65.0) (04.5) (53.2) Steel stregth i tesio N sa lbf 6,625 0,445 3,080 2,230 (kn) (29.5) (46.5) (58.2) (94.4) Reductio factor for steel stregth 3 φ Effective embedmet CONCRETE BREAKOUT STRENGTH IN TENSION 8 h ef i (mm) (5) (5) (83) (83) (08) (95) (27) Effectiveess factor for ucracked cocrete k ucr Effectiveess factor for cracked cocrete k cr Modificatio factor for cracked ad ucracked cocrete 5 Ψ c,n -.0 See ote 5.0 See ote 5.0 See ote 5.0 See ote 5 Critical edge distace c ac i. (mm) See Table Reductio factor for cocrete breakout stregth i tesio 3 φ (Coditio B) Characteristic pullout stregth, ucracked cocrete (2,500 psi) 6 Characteristic pullout stregth, cracked cocrete (2,500 psi) 6 PULLOUT STRENGTH IN TENSION (NON-SEISMIC APPLICATIONS) 8 N p,ucr N p,cr lbf 2,775 See 6,65 See See See See (kn) (2.3) ote 7 (29.4) ote 7 ote 7 ote 7 ote 7 lbf 2,65 See 4,375 See 4,980 See 7,795 (kn) (9.6) ote 7 (9.5) ote 7 (22.4) ote 7 (35.) Reductio factor for pullout stregth 3 φ (Coditio B) PULLOUT STRENGTH IN TENSION FOR SEISMIC APPLICATIONS 8 Characteristic pullout stregth, seismic (2,500 psi) 6,9 lbf 2,65 See 4,375 See 4,980 See 7,795 N eq (kn) (9.6) ote 7 (9.5) ote 7 (22.4) ote 7 (35.) Reductio factor for pullout stregth 3 φ (Coditio B) PULLOUT STRENGTH IN TENSION FOR STRUCTURAL SAND LIGHTWEIGHT AND NORMAL-WEIGHT CONCRETE OVER STEEL DECK Characteristic pullout stregth, ucracked cocrete over steel deck, accordig to Figure 4A 6.0 Characteristic pullout stregth, cracked cocrete over steel deck, accordig to Figure 4A 6.0 Characteristic pullout stregth, ucracked cocrete over steel deck, accordig to Figure 4B 6.0 Characteristic pullout stregth, cracked cocrete over steel deck, accordig to Figure 4B 6.0 N p,deck,ucr N p,deck,cr N p,deck,ucr N p,deck,cr lbf,855 2,065 3,930 4,665 7,365 4,900 (kn) (8.3) (9.2) (7.5) (20.8) (32.8) (2.8) lbf,445,465 2,600 3,305 3,490 3,470 (kn) (6.4) (6.5) (.6) (4.7) (5.5) (5.4) lbf (kn) lbf (kn),600 (7.),250 (5.6) 2,025 (9.0),435 (6.4) Reductio factor for pullout stregth 3 φ (Coditio B) For SI: ich = 25.4 mm, ft-lbf =.356 N-m, ksi = N/mm 2, lbf = kn The data i this table is iteded to be used with the desig provisios of ACI 38 Appedix D; for achors resistig seismic load combiatios the additioal requiremets of ACI 38 D.3.3 shall apply. 2 Istallatio must comply with published istructios ad details. 3 All values of φ were determied from the load combiatios of IBC Sectio 605.2, ACI 38 Sectio 9.2 or UBC Sectio If the load combiatios of ACI 38 Appedix C or IBC Sectio are used, the appropriate value of φ must be determied i accordace with ACI 38 D.4.5. For reiforcemet that meets ACI 38 Appedix D requiremets for Coditio A, see ACI 38 D.4.4 for the appropriate φ factor. 4 The Power-Stud+ SD2 is cosidered a ductile steel elemet i tesio as defied by ACI 38 D.. Tabulated values for steel stregth i tesio are based o test results per ACI ad must be used for desig. 5 For all desig cases Ψ c,n =.0. The appropriate effectiveess factor for cracked cocrete (k cr ) or ucracked cocrete (k ucr ) must be used. 6 For all desig cases Ψ c,p =.0. For the calculatio of N p, see Sectio 4..3 of this report. 7 Pullout stregth does ot cotrol desig of idicated achors. Do ot calculate pullout stregth for idicated achor size ad embedmet. 8 Achors are permitted to be used i structural sad-lightweight cocrete i accordace with Sectio 4.. of this report. 9 Tabulated values for characteristic pullout stregth i tesio are for seismic applicatios are based o test results per ACI 355.2, Sectio Values for N p,deck are for structural sad-lightweight cocrete (f' c, mi = 3,000 psi) ad additioal lightweight cocrete reductio factors eed ot be applied. I additio, evaluatio for the cocrete breakout capacity i accordace with ACI 38 D.5.2 is ot required for achors istalled i the deck soffit (flute). For 2003 IBC code basis, f uta replaces f ut ; N sa replaces N s ; Ψ c,n replaces Ψ 3 ; ad N eq replaces N p,seis. 2 The otatio i brackets is for the 2006 IBC.

9 ESR-2502 Most Widely Accepted ad Trusted Page 9 of 2 TABLE 4 SHEAR DESIGN INFORMATION FOR POWER-STUD+ SD2 ANCHOR IN CONCRETE (For use with load combiatios take from ACI 38, Sectio 9.2),2 Desig Characteristic atio Uits 3 / 8 / 2 Nomial Achor Diameter 5 / 8 3 / 4 Achor category, 2 or 3 - Miimum specified yield stregth (threads) Miimum specified ultimate stregth (threads) f uta 0 f y STEEL STRENGTH IN SHEAR 4 ksi (N/mm 2 ) (530) (469) (469) (386) ksi (N/mm 2 ) (662) (585) (585) (496) i Effective tesile stress area (threads) A se,v [A se ] (mm 2 ) (50.0) (65.7) (04.9) (25.8) Steel stregth i shear 5 V sa 0 lbf 2,90 4,640 9,800 0,75 (kn) (9.7) (20.6) (44.) (45.3) Reductio factor for steel stregth 3 φ Load-bearig legth of achor (h ef or 8d o, whichever is less) CONCRETE BREAKOUT STRENGTH IN SHEAR 6 i. Nomial achor diameter d a [d o ] (mm) (9.5) l e 0 i (mm) (5) (5) (83) (83) (08) (95) (27) (2.7) Reductio factor for cocrete breakout stregth i 3 φ (Coditio B) shear Coefficiet for pryout stregth (.0 for h ef < 2.5 i., 2.0 for h ef 2.5 i.) Effective embedmet PRYOUT STRENGTH IN SHEAR (5.9) (9.) k cp h ef i. (mm) 2.00 (5) (5) (83) (83) (08) (95) (27) Reductio factor for pryout stregth 3 φ (Coditio B) STEEL STRENGTH IN SHEAR FOR SEISMIC APPLICATIONS Steel stregth i shear, seismic 7 V lbf,955 4,640 6,530 6,635 eq 0 (kn) (8.7) (20.6) (29.0) (29.5) Reductio factor for steel stregth i shear, seismic 3 φ STEEL STRENGTH IN SHEAR FOR STRUCTURAL SAND-LIGHTWEIGHT AND NORMAL-WEIGHT CONCRETE OVER STEEL DECK 9 Steel stregth i shear, cocrete over steel deck, accordig to Figure 4A 8 Steel stregth i shear, cocrete over steel deck, accordig to Figure 4B 8 V sa,deck V sa,deck lbf 2,70 3,85 5,040 4,05 6,670 4,325 (kn) (9.7) (7.0) (22.4) (7.9) (29.7) (9.2) lbf (kn) 2,70 (9.7) 2,880 (2.8) Reductio factor for steel stregth i shear, cocrete 3 φ over steel deck For SI: ich = 25.4 mm, ft-lbf =.356 N-m, ksi = N/mm 2, lbf = kn. The data i this table is iteded to be used with the desig provisios of ACI 38 Appedix D; for achors resistig seismic load combiatios the additioal requiremets of ACI 38 D.3.3 shall apply. 2 Istallatio must comply with published istructios ad details. 3 All values of φ were determied from the load combiatios of IBC Sectio 605.2, ACI 38 Sectio 9.2 or UBC Sectio If the load combiatios of Appedix C or UBC Sectio are used, the appropriate value of φ must be determied i accordace with ACI 38 D.4.5. For reiforcemet that meets ACI 38 Appedix D requiremets for Coditio A, see ACI 38 D.4.4 for the appropriate φ factor. 4 The Power-Stud+ SD2 is cosidered a ductile steel elemet as defied by ACI 38 D. except for the 3 / 8 -ich-diameter achors i shear. 5 Tabulated values for steel stregth i shear are based o test results per ACI 355.2, Sectio 9.4 ad must be used for desig. These tabulated values are lower tha calculated results usig equatio D-20 i ACI (38-05) ad ACI 38 D Achors are permitted to be used i structural sad-lightweight cocrete i accordace with Sectio 4.. of this report. 7 Tabulated values for steel stregth i shear are for seismic applicatios are based o test results per ACI 355.2, Sectio Values for V sa,deck are for structural sad-lightweight cocrete (f c, mi = 3,000 psi) ad additioal lightweight cocrete reductio factors eed ot be applied. I additio, evaluatio for the cocrete breakout capacity i accordace with ACI 38 D.6.2 ad the pryout capacity i accordace with Sectio D.6.3 is ot required for achors istalled i the deck soffit (flute). 9 Shear loads for achors istalled through steel deck ito cocrete may be applied i ay directio. 0 For 2003 IBC code basis,f uta replaces f ut ; V sa replaces V s ; l e replaces l ; ad V eq replaces V sa,seis. The otatio i brackets is for the 2006 IBC.

10 ESR-2502 Most Widely Accepted ad Trusted Page 0 of 2 TABLE 5 EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES,2,3,4,5,6,7,8,9 Nomial Achor Diameter (i.) Nomial Embedmet Depth (i.) Effective Embedmet (i.) Allowable Tesio Load (pouds) 3 / / ,220 / 2 5 / 8 3 / 4 2 / , / , / , / ,65 4 / , / ,890 For SI: ich = 25.4 mm, ft-lbf =.356 N-m. Sigle achor with static tesio load oly. 2 Cocrete determied to remai ucracked for the life of the achorage. 3 Load combiatios from ACI 38 Sectio 9.2 (o seismic loadig cosidered). 4 30% dead load ad 70% live load, cotrollig load combiatio.2d +.6L. 5 Calculatio of weighted average for α =.2(0.3) +.6(0.7) = f c = 2,500 psi (ormal weight cocrete). 7 c a = c a2 c ac. 8 h h mi. 9 Values are for Coditio B where supplemetary reiforcemet i accordace with ACI 38 D.4.4 is ot provided. FIGURE 5 EXAMPLE STRENGTH DESIGN CALCULATION INCLUDING ASD CONVERSION FOR ILLUSTRATIVE PURPOSES

11 ESR-2502 Most Widely Accepted ad Trusted Page of 2 Give: Two 3 / 8 Power-Stud+ SD2 achors Cocrete compressive stregth: (f c ) = 4,000 psi No supplemetal reiforcemet: (Coditio B per ACI D.4.4 c) Assume cracked cocrete, o seismic, o loadig eccetricity ad a rigid plate h a = 5.0 i. h ef = 2.0 i. s a = 4.5 i. c a = c a,mi = 6.0 i. c a2.5c a Calculate the factored resistace desig stregth i tesio ad equivalet allowable stress desig load for the cofiguratio. Calculatio i accordace with ACI (ACI 38-05) ad this report: Code Ref. Report Ref. Step. Verify miimum member thickess, spacig ad edge distace: h a = 5.0 i. h mi = 4.0 i. OK s a = 4.5 i. s mi = 3.5 i. OK c a,mi = 6.0 i. c mi = 2.5 i. OK Step 2. Calculate steel stregth of achor group i tesio: N sag = N sa = 2 6,625 lbs. = 3,250 lbs. Calculate steel capacity: φn sag = ,250 lbs. = 9,937 lbs. Step 3. Calculate cocrete breakout stregth of achor group i tesio: =,,,, D.8 Table D Table 3 D.5.2. (b) 4..2 Step 3a. Calculate A Nco ad A Nc A Nco = 9h 2 ef = 9 (2.0) 2 = 36.0 i. 2 D.5.2. (b) Table A c = (3.0 h ef ) (3.0 h ef + s a ) = ( ) (( ) + 4.5) = 63.0 i. 2 A Nc = 63.0 i. 2 Step 3b. Calculate ψ ec,n = ( ).0 ; e N = 0 ψ ec,n =.0 Step 3c. Calculate ψ ed,n =.0 if c a,mi.5h ef ; ψ ed,n = ,. if c a,mi <.5h ef c a,mi = 6.0 i..5h ef = 3.0 i. ψ ed,n =.0 D D Table Step 3d. Calculate ψ c,n =.0 D Table 3 Step 3e. Calculate ψ cp,n =.0 (cracked cocrete) D Step 3f. Calculate N b = h. = 7 (.0) 4, = 3,04 lbs. D Table 3 Step 3g. Calculate cocrete breakout stregth of achor group i tesio: N cbg = (63.0/36.0) ,04 = 5,32 lbs. Calculate cocrete breakout capacity = φn cbg = ,32 = 3,459 lbs. Step 4. Calculate omial pullout stregth of a sigle achor i tesio: N p = ψ c,p N p,f c Step 4a. Calculate ψ c,p =.0 (cracked cocrete) Step 4b. Calculate N p,f c = N p,cr. = 2,65. = 2,528 lbs. Calculate pullout capacity: φn p = ,528.0 =,643 lbs. Step 5. Determie cotrollig resistace stregth of the achor group i tesio: φn = mi,, = φn p = 3,287 lbs. Step 6. Calculate allowable stress desig coversio factor for loadig coditio: Assume cotrollig load combiatio:.2d +.6L ; 50% Dead Load, 50% Live Load α =.2(50%) +.6(50%) =.40 Step 7. Calculate allowable stress desig value:, = D.5.2. (b) 4..2 D.5.3. D D D.4.. D Table Table Table =,. = 2,347 lbs FIGURE 6 EXAMPLE STRENGTH DESIGN CALCULATION FOR TENSION CAPACITY

12 ESR-2502 Most Widely Accepted ad Trusted Page 2 of 2 Give: Two 3 / 8 Power-Stud+ SD2 achors Cocrete compressive stregth: (f c ) = 4,000 psi No supplemetal reiforcemet: (Coditio B per ACI D.4.4 c) Assume cracked cocrete, o seismic, o loadig eccetricity ad a rigid plate h a = 5.0 i. h ef = 2.0 i. s a = 4.5 i. c a = c a,mi = 6.0 i. c a2.5c a Calculate the factored resistace desig stregth i shear ad equivalet allowable stress desig load for the cofiguratio. Calculatio i accordace with ACI (ACI 38-05) ad this report: Code Ref. Report Ref. Step. Verify miimum member thickess, spacig ad edge distace: h a = 5.0 i. h mi = 4.0 i. OK s a = 4.5 i. s mi = 3.5 i. OK c a,mi = 6.0 i. c mi = 2.5 i. OK Step 2. Calculate steel stregth of achor group i shear: V sag = V sa = 2 2,90 lbs. = 4,380 lbs. Calculate steel capacity: φv sag = ,380 lbs. = 2,625 lbs. Step 3. Calculate cocrete breakout stregth of achor group i shear: =,,,, D.8 Table D Table 4 D.6.2. (b) 4..5 Step 3a. Calculate A Vco ad A Vc A Vco = 4.5 (c a ) 2 = 4.5 (6.0) 2 = 62.0 i. 2 D.6.2. Table A Vc = (h a ) (3 c a + s a ) = (5.0)((3 6.0) + 4.5) = 2.5 i. 2 Step 3b. Calculate ψ ec,v = ( ).0 ; e V = 0 ψ ec,v =.0 Step 3c. Calculate ψ ed,v =.0 if c a2.5c a ; ψ ed,v = if c a2 <.5c a c a2.5 c a ψ ed,v =.0 D D Table Step 3d. Calculate ψ c,v =.0 (cracked cocrete, o supplemetal or edge reiforcemet) D Step 3e. Calculate ψ h,v =. ; for members where h a <.5c a h a = 5.0 <.5c a = 9.0 ψ h,v =.. =.34 D (ACI oly) - Step 3f. Calculate V b =7. ( ). = (.0) 4000(6.0). = 5,569 lbs. Step 3g. Calculate cocrete breakout stregth of achor group i shear: V cbg = (2.5/62.0) ,569 = 5,82 lbs. Calculate cocrete breakout capacity = φv cbg = ,82 = 3,627 lbs. Step 4. Calculate omial pryout stregth of a achor group i shear: Vcpg = kcpncbg =.0 5,32 lbs = 5,32 lbs. Calculate pryout capacity: φv cpg = ,32 lbs. = 3,724 lbs. Step 5. Determie cotrollig resistace stregth i shear: φv = mi,, = φv sag = 2,625 lbs. Step 6. Calculate allowable stress desig coversio factor for loadig coditio: Assume cotrollig load combiatio:.2d +.6L ; 50% Dead Load, 50% Live Load α =.2(30%) +.6(70%) =.40 Step 7. Calculate allowable stress desig value:, = D Table 4 D.6.2. (b) 4..5 D.6.3. (b) D.4.. D Table =,. =,875 lbs FIGURE 7 EXAMPLE STRENGTH DESIGN CALCULATION FOR SHEAR CAPACITY

13 ICC-ES Evaluatio Report ESR-2502 Supplemet Reissued May, 200 This report is subject to re-examiatio i two years. (800) (562) A Subsidiary of the Iteratioal Code Coucil DIVISION: 03 CONCRETE Sectio: 035 Cocrete Achorig REPORT HOLDER: POWERS FASTENERS, INC. 2 POWERS LANE BREWSTER, NEW YORK 0509 (94) or (800) egieerig@powers.com EVALUATION SUBJECT: POWERS POWER-STUD + SD2 ANCHORS IN CRACKED AND UNCRACKED CONCRETE.0 EVALUATION SCOPE Compliace with the followig codes: 2007 Florida Buildig Code Buildig 2007 Florida Buildig Code Residetial Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplemet is issued to idicate that the Powers Power-Stud + SD2 Achors i Cracked ad Ucracked Cocrete described i the master report comply with the 2007 Florida Buildig Code Buildig ad the 2007 Florida Buildig Code Residetial, whe desiged ad istalled i accordace with the master evaluatio report. Use of the Powers Power-Stud + SD2 Achors i Cracked ad Ucracked Cocrete as described i the master evaluatio report to comply with the High Velocity Hurricae Zoe Provisios of the 2007 Florida Buildig Code Buildig has ot bee evaluated, ad is outside the scope of this supplemet. For products fallig uder Florida Rule 9B-72, verificatio that the report holder s quality assurace program is audited by a quality assurace etity approved by the Florida Buildig Commissio for the type of ispectios beig coducted is the resposibility of a approved validatio etity (or the code official whe the report holder does ot possess a approval by the Commissio). This supplemet expires cocurretly with the master report reissued o May, 200. ICC-ES Evaluatio Reports are ot to be costrued as represetig aesthetics or ay other attributes ot specifically addressed, or are they to be costrued as a edorsemet of the subject of the report or a recommedatio for its use. There is o warraty by ICC Evaluatio Service, Ic., express or implied, as to ay fidig or other matter i this report, or as to ay product covered by the report. Copyright 200 Page of