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DESIGN INFORMATION IN CONCRETE PER ACI 318
<br /> ACI 318-14 Chapter 17 design
<br /> The load values contained in this section are Hilti Simplified Design Tables.The load tables in this section were developed using
<br /> the Strength Design parameters and variables of ESR-3027 and the equations within ACI 318-14 Chapter 17. For a detailed
<br /> explanation of the Hilti Simplified Design Tables, refer to section 3.1.8. Data tables from ESR-3027 are not contained in this
<br /> section, but can be found at www.icc-es.org or at www.hilti.com.
<br /> Table 2- Hilti KWIK HUS-EZ I and KWIK HUS-EZ E design strength with concrete/pullout failure in uncracked concrete,,2,3,4
<br /> Tension-(pNa Shear-On
<br /> Nominal Nominal f' =2,500 f' =3,000 f' =4,000 f' =5,000 f' =6,000 f' =7,000 f' =8,000 f'a=2,500 f' =3,000 f' =4,000 f' =6,000
<br /> anchor embed. psi psi psi psi psi psi psi psi psi psi psi
<br /> diameter depth (17.2 MPa) (20.7 MPa) (27.6 MPa) (34.5 MPa) (41.4 MPa) (48.3 MPa) (55.2 MPa) (17.2 MPa) (20.7 MPa) (27.6 MPa) (41.4 MPa)
<br /> in. in.(mm) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN)
<br /> 1-5/8 585 620 675 725 765 800 830 1,075 1,180 1,360 1,670
<br /> 1/4 (41) (2.6) (2.8) (3.0) (3.2) (3.4) (3.6) (3.7) (4.8) (5.2) (6.0) (7.4)
<br /> 2-1/2 1,525 1,670 1,930 2,160 2,365 2,555 2,730 2,235 2,450 2,825 3,460
<br /> (64) (6.8) (7.4) (8.6) (9.6) (10.5) (11.4) (12.1) (9.9) (10.9) (12.6) (15.4)
<br /> 3/8 2-1/8 1,490 1,635 1,885 2,110 2,310 2,495 2,665 1,605 1,760 2,030 2,485
<br /> (54) (6.6) (7.3) (8.4) (9.4) (10.3) (11.1) (11.9) (7.1) (7.8) (9.0) (11.1)
<br /> Table 3-Hilti KWIK HUS-EZ I and KWIK HUS-EZ E design strength with concrete/pullout failure in cracked concrete'A3,45
<br /> Tension-(pNa Shear-WV,
<br /> Nominal Nominal f',=2,500 f'�=3,000 f'�=4,000 f'�=5,000 f'.=6,000 f'c=7,000 f'�=8,000 f'�=2,500 f'�=3,000 f'c=4,000 f'�=6,000
<br /> anchor embed. psi psi psi psi psi psi psi psi psi psi psi
<br /> diameter depth (17.2 MPa) (20.7 MPa) (27.6 MPa) (34.5 MPa) (41.4 MPa) (48.3 MPa) (55.2 MPa) (17.2 MPa) (20.7 MPa) (27.6 MPa) (41.4 MPa)
<br /> in. in.(mm) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN)
<br /> 1-5/8 300 315 345 370 390 410 425 765 835 965 1,180
<br /> 1/4 (41) (1.3) (1.4) 1 (1.5) (1.6) (1.7) (1.8) (1.9) (3.4) (3.7) (4.3) (5.2)
<br /> 2-1/2 760 830 960 1,070 1,175 1,270 1,355 1,585 1,735 2,000 2,450
<br /> (64) (3.4) (3.7) (4.3) (4.8) (5.2) (5.6) (6.0) (7.1) (7.7) (8.9) (10.9)
<br /> 3/8 2-1/8 1,055 1,155 1,335 1,495 1,635 1,765 1,890 1,135 1,245 1,440 1,760
<br /> (54) (4.7) (5.1) (5.9) (6.7) (7.3) (7.9) (8.4) (5.0) (5.5) (6.4) (7.8)
<br /> 1 See section 3.1.8 to convert design strength value to ASD value.
<br /> 2 Linear interpolation between embedment depths and concrete compressive strengths is not permitted.
<br /> 3 Apply spacing,edge distance,and concrete thickness factors in tables 5 and 6 as necessary. Compare to the steel values in table 4.
<br /> The lesser of the values is to be used for the design.
<br /> 4 Tabular values are for normal weight concrete only.For lightweight concrete multiply design strength by A.as follows:
<br /> for sand-lightweight,A.=0.68;for all-lightweight,Na =0.60
<br /> 5 Tabular values are for static loads only.For seismic tension loads,multiply cracked concrete tabular values in tension by the following reduction factors:
<br /> 1/4-in diameter by 1-5/8-in nominal embedment depth-aN'ea =0.60
<br /> 1/4-in diameter by 2-1/2-in nominal embedment depth-aN,gals=0.75
<br /> 3/8-in diameter by 2-1/8-in nominal embedment depth-aN.aaia=0.75
<br /> No reduction needed for seismic shear. See Section 3.1.8 for additional information on seismic applications.
<br /> Table 4-Steel design strength for Hilti KWIK HUS-EZ I and KWIK HUS-EZ E anchors'A
<br /> Nominal anchor Nominal internal Tensile' Shear4 Seismic shears
<br /> diameter thread diameter (pNsa Vsa 01aa
<br /> in. in. lb(kN) lb(kN) lb(kN)
<br /> 1/4-20 3,680 815 365
<br /> 1/4 UNC (16.4) (3.6) (1.6)
<br /> 3/8-16 3,680 790 670
<br /> UNC (16.4) (3.5) (3.0)
<br /> 3/8 3/8-16 5,990 1,130 1,130
<br /> UNC (26.6) (5.0) (5.0)
<br /> 1 See section 3.1.8 to convert design strength value to ASD value.
<br /> 2 Hilti KWIK HUS-EZ I anchors are to be considered brittle steel elements.
<br /> 3 Tension(PNsa=4VA�.N fata as noted in ACI 318 Appendix D.
<br /> 4 Shear determined by static tests with 1)Vaa<1)0.60 Aa,v fma as noted in ACI 318 Appendix D.
<br /> 5 Seismic shear values determined by seismic shear tests with 4)V: :5(P 0.60 Ase,v fat,as noted in ACI 318 Appendix D.
<br /> See Section 3.1.8 for additional information on seismic applications.
<br /> 338 Anchor Fastening Technical Guide Edition 19 13.0 ANCHORING SYSTEMS 1 3.3.7 KWIK HUS-EZ I AND KWIK HUS-EZ E CARBON STEEL SCREW ANCHOR
<br /> Hilti,Inc.(U.S.)1-800-879-8000 1 en espanol 1-800-879-5000 1 www.hilti.com I Hilti(Canada)Corporation I www.hilti.com 1 1-800-363-4458
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