|
STRENGTH DESIGN INFORMATION
<br />ANCHORS A FASTENERS
<br />STRENGTH DESIGN
<br />Tension Design Information for Power -Stud+ SD2 in Concrete' I' COD1s ESR 2502 IS
<br />Anchor Diameter (inch)
<br />Design Characteristic
<br />Notation
<br />UnitsNominal
<br />1& 1 5/8
<br />Anchor category
<br />1,2 or 3
<br />- 1 1 1 1
<br />Minimum nominal
<br />IT-
<br />in. 2-3/8
<br />-3/4
<br />3-7/8
<br />4-7/8
<br />4-1/2
<br />5-3/4
<br />embedment depth'
<br />(mm) (60)
<br />451)(83)
<br />(95)
<br />(98)
<br />(124)
<br />(114)
<br />(146)
<br />Effective embedment
<br />hpr
<br />in 200
<br />00
<br />3.25
<br />3.25
<br />4.25
<br />3.75
<br />5.00
<br />(mm) (51)
<br />(83)
<br />(108)
<br />(95)
<br />(127)
<br />STEEL STRENGTH IN TENSION (ACI 318-19 17.6.1, ACI 318-14 17.4.1 or ACI 318-11 0.5.1),
<br />Minimum specified yield strength (neck)
<br />to
<br />Doi
<br />96.0
<br />85.0
<br />85.0
<br />70.0
<br />(Ni
<br />(662)
<br />(586)
<br />(586)
<br />(483)
<br />Minimum specified ultimate tensile strength (neck)
<br />fpw
<br />Doi
<br />(Ni
<br />1200.
<br />(827)
<br />106.0
<br />(731)
<br />106.0
<br />(731)
<br />90.0
<br />(620)
<br />Effective tensile stress area (neck)
<br />A. N
<br />in'
<br />0.0552
<br />0.1007
<br />0.1619
<br />0.2359
<br />(mm
<br />(35.6)
<br />(65.0)
<br />(104.5)
<br />(153.2)
<br />Steel strength in tension`
<br />Ni
<br />IF
<br />6,625
<br />10,445
<br />13,080
<br />21,230
<br />(kN)
<br />(29.4)
<br />(46.5)
<br />(58.2)
<br />(94.4)
<br />Reduction factor for steel strength'
<br />-
<br />0.75
<br />CONCRETE BREAKOUT STRENGTH IN TENSION (ACI 318-19 17.6.2, ACI 318-14 17.4.2 or ACI 318-11 0.5.2)8
<br />Effectiveness factor for uncracked concrete
<br />kpa
<br />-
<br />24
<br />24
<br />24
<br />24
<br />Effectiveness factor for cracked concrete
<br />ka
<br />-
<br />17
<br />17
<br />17
<br />17
<br />Modification factor for cracked and uncracked concretes
<br />Wp,N
<br />-
<br />1.0
<br />See
<br />1.0
<br />See note 6
<br />1.0
<br />See note 6
<br />1.0
<br />See note 6
<br />note 6
<br />Critical edge distance (uncracked concrete only)
<br />cep
<br />(n
<br />See Installation Table
<br />Critical edge distance for topside of concrete -filled
<br />steel deck assemblies won minimum topping thickness
<br />cahck,xp
<br />In.
<br />See Anchor Setting Information Table for top of concrete -filled steel deck assemblies
<br />(uncracked concrete only)
<br />(mm)
<br />with minimum topping thickness
<br />Reduction factor for concrete breakout strength'
<br />-
<br />0.65 (Condition B)
<br />PULLOUT STRENGTH IN TENSION (ACI 318-19 17.6.3, ACI 318-14 17.4.3 or ACI 318-11 0.5.3y
<br />Characterlstc pullout strength,
<br />Np,
<br />IF
<br />2,775
<br />See
<br />6,615
<br />See
<br />See
<br />See
<br />See
<br />uncracked concrete (2,500 psi)'
<br />(kN)
<br />(12.3)
<br />note 8
<br />(29.4)
<br />note 8
<br />note 8
<br />note 8
<br />note 8
<br />Characteristic pullout strength,
<br />Np
<br />IF
<br />2,165
<br />See
<br />1
<br />4,375
<br />See
<br />See
<br />See
<br />7,795
<br />cracked concrete (2,500 psi)'
<br />(kN)
<br />(9.6)
<br />note 8
<br />(19.5)
<br />note 8
<br />note 8
<br />note 8
<br />(35.1)
<br />Reduction factor for pullout strength'
<br />-
<br />0.65 (Condition B)
<br />PULLOUT STRENGTH IN TENSION FOR SEISMIC APPLICATIONS (ACI 318-19 17.10.3, ACI 318-14 17.2.3.3 or ACI 318-11 0.5.3.3.3)'
<br />Characteristic pullout strength, seismic (2,500 psi)''°
<br />No,
<br />IF
<br />(kN)
<br />2,165
<br />(9.6)
<br />See
<br />note 8
<br />4,375
<br />(19.5)
<br />See
<br />note 8
<br />See
<br />note 8
<br />See
<br />note 8
<br />7,795
<br />(35)
<br />Reduction factor for pullout strength'
<br />-
<br />0.65 (Condition B)
<br />concrete
<br />bViin
<br />865,000
<br />717,00
<br />569,000
<br />420,000
<br />Mean axial stiffness values
<br />(kN/mm)
<br />(151)
<br />(126)
<br />(100)
<br />(74)
<br />service load range"
<br />FUnccacked
<br />concrete
<br />bfAn
<br />49,500
<br />57,000
<br />64,500
<br />72,000
<br />(kN/mm)
<br />(9)
<br />(10)
<br />(11)
<br />(13)
<br />1. The data in this table is intended to be used with the design provisions of Ad 318 (-19 or-14) Chapter 17 or Ad 318 Appendix D, as applicable, for anchors resisting seismic load
<br />combinations the additional requirements of Ad 318-19 17.10, ACI 318-1417.23 or Ad 318 D 3.3, as applicable, shall apply.
<br />2. Installaton must comply with published instructors and details.
<br />3. Al values of Owere determined horn the Toad combinatons of IBC Secton 1605.2, Ad 318 (-19 or-14)-Section 53 or Ad 318-11 Section 9.2, as applicable. If the Toad combinatons ofACI
<br />318-11 Appendix C are used, then the appropriate value of 0 must be determined In accordance with ACI 318-11 D.4.4. For reinforcement that meets ACI 318 (-19 or-14) Chapter 17 or
<br />ACI 318 Appendix D, as applicable, requirements for Condlton A, see ACI 318-19 17.5.3, ACI 318-1417.3 3 or Ad 318-11 D.4.3, as applicable, for the appropriate 0 factor when the load
<br />combinations of IBC Section 1605.2, ACI 318 (-19 or-14) Secton 5.3 or Ad 318-11 Section 9.2, as applicable, are used.
<br />4. The Power -Stud+ SD2 is considered a ductle steel element in tension as defined by Ad 318 (-19 or-14) 23 or Ad 318 D.1, as applicable.
<br />5. Tabulated values for steel strength in tension are based on test results per ACI 355.2 and must be used for design in lieu of calculaton.
<br />6. For all design cases use qku - 1.0. Select appropriate effectiveness factor for cracked concrete R< or uncracked concrete du..
<br />7. For all design cases use W,p - 1.0. For concrete compressive strength greater than 2,500 psi, Npn - (pullout strength value hour table)'(spedted concrete compressive an ength/2500)^ For
<br />concrete over steel deck the value of 2500 must be replaced with the value of 3000 in the denominator.
<br />For all anchors n - 1/2 with the exception of the 3/8" anchor size for cracked concrete where n - 1/3.
<br />8. Pullout strength does not control design of indicated anchors. Do not calculate pullout strength for indicated anchor size and embedment.
<br />9. Anchors are permitted to be used In lightweight concrete provided the modurcation factor equal to 0.8A is applied to all values of Pc affectng Nn and w. A shall be determined In
<br />accordance with the corresponding version ofACI 318.
<br />10. Tabulated values for charactenstc pullout strength in tension for seismic applications are based on test results per ACI 355.2, Secton 9.5.
<br />11. Mean values shown, actual stffness vanes considerable depending on concrete strength, loading and geometry of applicaton.
<br />12.Anchors are permitted for use in concrete filled steel deck door and roof assemblies, see Installaton Details A, B, C and D.
<br />vvvvw.DIEWAMoom
<br />
|