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ESR-4266 I Most Widely Accepted and Trusted Page 11 of 15
<br /> TABLE 8-HILTI KB-TZ2 CARBON STEEL ANCHORS TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE SOFFIT OF
<br /> 3000 PSI,LIGHTWEIGHT CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES'•2•'
<br /> Design parameter ) Symbol I Units Anchor Diameter
<br /> 1/4 318 1/2 5/8 314
<br /> Effective min.embedment'I n.� I in. 1-1 2 2 2-1.2 1-:'2 I 2 ! 2-1'2 3-1i4 F 3-3/4
<br /> Minimum note depth I n< :n. 2 2 2-3/4 3-7'4 - 2-114 ! 2-3/4 j 3-1'4 4-1 r4 13-3'4 4.3./4 4-1-4 14-3/4
<br /> Loads According to Figure SA
<br /> Minimum concrete •
<br /> . rr n 2-1/2 2-1/2 2_ '2
<br /> hickness over upper flute' 2-1/2 2-1/2 3-1/4'Pullout strength. l
<br /> N;d�:%.-_• lb . 1725 1.855 2,625 2.995 1.855 2.;50 3.745 4,715 4.415 5.815 3.800 4,795
<br /> iuncracked concrete" • I
<br /> crack!Pullout strenath. tot lb 515 1.625 I 2.295 2.405 .550 i 2.13E _2.5 3.34u 3.930 i 4 355 3.325 ! 3.730
<br /> icrackedconcrete'` '"' " ' r '
<br /> Pullout strength, S
<br /> N
<br /> seismics' ,,>;,,, I lb ! 515 i 625 2.295 2.435 , 2,135 3275 3.340 3 G33 4 395 3.325 1 3.730
<br /> ;Steel strength,..shear' Vur.r. to t,630 1,355 1 2 126 2.,.2:2, 7 7G3 . 2 260 3 285 4,235 3 815 4.5E0 4.085 17,865
<br /> !Steel strength in shear. V ._ 1 lb 1 630 1.355 2.120 2,'2: 32 !I 2 250 3 285 4.235 i 3.815 ; 4 650 4.085 7,855
<br /> 'seismic I
<br /> Loads According to Figure 58
<br /> Minimum concrete -
<br /> thickness over upper lute' ri. x... 2-' 2 2-1:2 2-1,2 2-1/2 2_1/2 3-1f4
<br /> 'Pullout strengtn,
<br /> 'uncracked concrete" !,NNd«.,,,4 lb 1.725 1.855 12625 c_c 355 2.750 2745 4.715 4.415 5.815 3.800 4.795
<br /> Fallout strength,
<br /> 'cracked concrete 58 Nc,d,a." I lb I 515 t625 2,235 2.4:5 650 2,135 3.275 3.34: 3.930 4 395 = I 3 730
<br /> 1
<br /> Pullout strength. 29 2,„25 cJ 3 .
<br /> seismic' N»o,a,, lb i 515 1.625 2__5 6 0 l 2,135 3.275 3.930 4.3951 3.325 3.730
<br /> ISteel strength in shear` V,,.deL. lb 1 1.630 1.355 2.620 2,'2: .790 2,260 i 3.285 4,235 3 815 4,650 4 085 I 7,885
<br /> Steel strength in shear.
<br /> ,seismic' V:wo-,p lb 11,630 t355 2.120 790 2.260 3 285 4.235 I 3.815 4.650 4 085 I 7 865
<br /> Loads According to Figure SC
<br /> Minimum concrete
<br /> flutee' h "0 in. 2-1/4 I 2-1/4 N/A 2-114 + NIA 3 1/4 3-1/4 N/A NIA
<br /> pullout strength. I lb 1 1.380 390 1 2.485 A •c5
<br /> __ \
<br /> 1,960 N/A 2,855 2.950 ' N/A I N/A ,A
<br /> ,uruaaced concrete" i MA
<br /> Pullout strength,
<br /> cracked concrete s6 N,.�-,;, lb 410 870 2.130 N/A 1.480 1,480 N/A 1,890 2,635 N/A N/A N/A
<br /> Pullout strength. j
<br /> N;..:,,,,, lb 410 870 2,130 N/A 1.480 I 1,480 NIA 1,890 ; 2.635 N/A , N/A + NIA
<br /> seismic'' I ' {
<br /> !!Steel strength in shears V,,.k„> lb ' 1,125 2.370 ! 2,505 N/A i 2,680 3,175 N/A 3,465 4.085 ' N/A , N/A NIA
<br /> Steel strength in shear. V d,c.o lb 1.125 2.370 2,505 N/A 2.680 3.175 NIA 3.465 4,085 N/A N/A NIA
<br /> }seismic
<br /> 'Installations must comply with Section 4.1.9 and Section 4-3 and Figure 5A,Figure 5B and Figure 5C of this report.
<br /> 'The values for o:,,<in tension can be found in Table 4 c/t*,,s-eport. The values for,w,.ir,shear car be found in Table 6 of th;s retort.
<br /> Evaluation of concrete breakout capacity in acxrdance with ACI 318-14 17.4.2.17.5.2 and 17.5.3 or ACI 318-11 C.5.2 0.6.2.ant 3:1,6.3,as applicable.is not
<br /> required for anchors installed in the deck soffit.
<br /> 'Minimum concrete thickness refers to concrete thickness above upper flute.See Figures 5A to 5C.
<br /> s Characteristic pullout resistance for concrete compressive strengths greater than 3.000 psi(20.7 MPa)may be increased by multiplying the value in the table by
<br /> if'c i 3000)for psi or(f'c i 20.7)-'for MPa.
<br /> The values listed must be used in accordance with Section 4.1.4 of this report.
<br /> The values listed must be used in accordance with Sections 4.1.4 and 4.1.8 of this report.
<br /> The values listed must be used in accordance with Section 4.1.5 of this report.
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