Laserfiche WebLink
ESR-d266 <br />!.restW,de.yA feoredandTrusted <br />CITY OF SANTA ANA <br />Planningg and Building Agency <br />Page 11 of 18 <br />TABLE 6-HILTI CARBON STEEL KB-TZ2 DESIGN INFORMATION FOR HAMMER AND CORE DRILLED INST� LLATIONAPWOved <br />Nominal anchor diameter (in) <br />FOR EV I I <br />Design parameter <br />Symbol <br />Units <br />V4 <br />3/8 <br />Y2 <br />5/8 <br />314 <br />1 <br />n. <br />0.250 <br />0.375 <br />0 500 <br />0.625 <br />0 750 <br />1 00 <br />Anchor O.D. <br />d, <br />(mm) <br />(6.4) <br />(9.5) <br />(12.7) <br />(15.9) <br />N�aAer ID: <br />i2541 <br />n. <br />1-1/2 <br />1-1/2 <br />2 <br />2-1/2 <br />1-1/2 <br />2 <br />2-1/2 <br />3-1/4 <br />2-3/4 <br />3-1/4 <br />4 <br />3-ir <br />©,#L� <br />4-314 <br />4 <br />5-3/4 <br />Effective min. embedment' <br />h", <br />(mm) <br />(38) <br />(38) <br />(51) <br />(64) <br />(38) <br />(51) <br />(64) <br />(83) <br />(70) <br />(83) <br />(102) <br />(83) <br />(95) <br />(121) <br />(102) <br />(146) <br />Shear, steel failure modes <br />Strength reduction factor for <br />steel in shear I <br />mH <br />065 <br />065 <br />065 <br />065 <br />065 <br />065 <br />lb <br />1,345 <br />3.225 <br />3,385 <br />5,535 <br />6,875 <br />10.255 <br />13.805 <br />18,795 <br />22.825 <br />Steel strength in shear <br />V„ <br />(kN) <br />(6.0) <br />(14.4) <br />(15.1) <br />(24.6) <br />(30.6) <br />(45.6) <br />(61.4) <br />(83.6) <br />(101 6) <br />Steel strength in shear. <br />lb <br />1,345 <br />3,225 <br />3,385 <br />5,535 <br />6,875 <br />10,255 <br />13,805 <br />13.805 <br />V"°' <br />seismic <br />(kN) <br />(6.0) <br />(14.4) <br />(151) <br />(24.6) <br />(30.6) <br />(45.6) <br />(614) <br />(614) <br />Shear, concrete failure modes <br />Strength reduction factor for <br />concrete breakout and <br />pryout failure in shear, <br />(Condition 8 - <br />m v m_ <br />0 70 <br />0 70 <br />0.70 <br />070 <br />070 <br />0 70 <br />supplementary <br />reinforcement not present)' <br />Load bearing length of <br />in <br />1-1/2 <br />1-1/2 <br />2 <br />2-1/2 <br />1-1/2 <br />2 <br />2-1/2 <br />3.1/4 <br />2-3/4 <br />3-1/4 <br />4 <br />3-1/4 <br />3-3/4 <br />4-3/4 <br />4 <br />5-3/4 <br />anchor in shear <br />(mm) <br />(38) <br />(38) <br />(51) <br />(64) <br />(38) <br />(51) <br />(64) <br />(83) 1 <br />(70) <br />(83) <br />(102) <br />(83) <br />(95) <br />(121) <br />(102) <br />(146) <br />Coefficient for pryout <br />k, <br />1 <br />1 <br />1 <br />2 <br />1 <br />1 <br />2 <br />2 <br />2 <br />2 <br />2 <br />2 <br />2 <br />2 <br />2 <br />2 <br />strength <br />For SI: 1 inch = 25 4 mm. 1 Ibf = 4.45 N. 1 psi = 0 006895 MPa For pound -inch units: 1 mm = 0 03937 inches. <br />Figure 2 of this report illustrates the installation parameters. <br />j The KB-TZ2 is considered a ductile steel element in accordance with ACI 318-19 2.3. <br />The strength reduction factor applies when the load combinations from the IBC or ACI 318 are used and the requirements of ACI 318-19 17.5.3 are met. The strength <br />reduction factors are applicable with supplementary reinforcement is not present. Greater strength reduction factors may be used in areas where supplementary <br />reinforcement can be verified. <br />V.-inch and 1-inch diameter anchors are not permitted for core drilling installations. <br />TABLE 7-HILTI STAINLESS STEEL KB-TZ2 DESIGN INFORMATION FOR HAMMER AND CORE DRILLED INSTALLATIONS, SHEAR' <br />Nominal anchor diameter <br />Design parameter <br />Symbol <br />Units <br />V4 <br />3/8 <br />1/2 <br />5/8 <br />314 <br />n. <br />0.250 <br />0.375 <br />0.500 <br />0 625 <br />0.750 <br />1.00 <br />.. <br />Anchor OD <br />d, <br />(mm) <br />(6.4) <br />(9.5) <br />(12.7) <br />(15.9) <br />(19.1) <br />(25.4) <br />n. <br />1-1/2 <br />1-1/2 <br />2 <br />2-1/2 <br />2 <br />2-1/2 <br />3-114 <br />2-3/4 <br />3-1/4 <br />4 <br />3-1/4 <br />3-3/4 <br />4.3/4 <br />4 <br />5-3,14 <br />Effective min. embedment' <br />h.� <br />(mm) <br />(38) <br />1 (38) <br />(51) <br />(64) <br />(51) <br />(64) <br />(83) <br />(70) <br />(83) <br />(102) <br />(83) <br />(95) <br />(121) <br />(102) <br />(146) <br />Shear, steel failure modes <br />Strength reduction factor for <br />steel in shear -' <br />0.. <br />0.65 <br />0.65 <br />0,65 <br />065 <br />0.65 <br />0.65 <br />1.460 <br />4.615 <br />4,885 <br />8.345 <br />12,355 <br />16,560 <br />22,955 <br />31,400 <br />Steel strength in shear <br />V.,b <br />1 <br />kN) <br />(6.5) <br />(20.5) <br />(21.7) <br />(37.1) <br />(55.0) <br />(73.7) <br />(102.1) <br />(139.7) <br />Steel strength in shear. <br />lb <br />1.110 <br />4,615 <br />4.885 <br />8.345 <br />12.355 <br />13,470 <br />13.470 <br />seismic <br />V" "` <br />(kN) <br />(4.9) <br />(20.5) <br />(21.7) <br />(37.1) <br />(55.0) <br />(59.9) <br />(59.9) <br />Shear, concrete failure modes <br />Strength reduction factor for <br />concrete breakout and pryout <br />failure in shear, (Condition B- <br />0: ; Op <br />0.7 <br />0 7 <br />0 7 <br />0 7 <br />0.7 <br />0 7 <br />supplementary reinforcement <br />not present)' <br />Load bearing length of anchor <br />in. <br />1-1/2 <br />1-1/2 <br />2 <br />2-1/2 <br />2 <br />2-1/2 <br />3-1/4 <br />2-3/4 <br />3-1/4 <br />4 <br />3-1;4 <br />3-3/4 <br />4-3i4 <br />5-314 <br />in shear <br />(mm) <br />(38) <br />(38) <br />(51) <br />(64) <br />(51) <br />(64) <br />(83)1 <br />(70) <br />(83) <br />(102) <br />(83) <br />(95) <br />(121) <br />1 (102) <br />(146) <br />Coefficient for pryout strength <br />k�, <br />1 <br />1 <br />1 1 <br />2 1 <br />1 <br />1 2 <br />2 1 <br />2 <br />2 <br />2 1 <br />2 <br />2 <br />2 <br />2 <br />2 <br />For SI: 1 Inch = 25 4 mm, 1 Ibf = 4,45 N, 1 psi = 0 006895 MPa For pound -inch units: 1 mm = 0.03937 inches. <br />Figure 2 of this report illustrates the installation parameters. <br />2 The KB-TZ2 is considered a ductile steel element in accordance with ACI 318-19 2.3. <br />The strength reduction factor applies when the load combinations from the IBC or ACI 318 are used and the requirements of ACI 318-19 17.5.3 are met. The strength <br />reduction factors are applicable with supplementary reinforcement is not present. Greater strergth reduction factors may be used in areas where supplementary <br />reinforcement can be verified. <br />''/.-inch and 1-Inch diameter anchors are rot permitted for core drilling installations. <br />ANCE <br />