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2001 E Carnegie Ave - Plan
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Last modified
6/12/2026 5:00:09 AM
Creation date
6/12/2026 5:00:04 AM
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Template:
Plan
Permit Number
101126006
Full Address
2001 E Carnegie Ave
Street Number
2001
Street Direction
E
Street Name
Carnegie
Street Suffix
Ave
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ESR-4266 <br />I losf widdyAccepted and Busted <br />CITY OF SANTA ANA <br />Planning and Building Agency <br />gig, <br />TABLE 6-HILTI CARBON STEEL KB-TZ2 DESIGN INFORMATION FOR HAMMER AND CORE DRILLED IN: <br />Approved <br />nl R PERMIT ISSUANCE <br />Nominal anchor diameter (in) <br />Design parameter <br />Symbol <br />Units <br />1/4 <br />318 <br />112 <br />5I8 <br />In. <br />0.250 <br />0.375 <br />0.600 <br />0.625 <br />Anchor O.D. <br />d <br />(mm) <br />(6.4) <br />(9.5) <br />(12.7) <br />(15.9) <br />In. <br />1-1l2 <br />1-1/2 <br />2 <br />2-112 <br />1-1/2 <br />2 <br />2-1/2 <br />3-tld <br />2-314 <br />3-1/4 <br />4 <br />3-1/� <br />Effective min. embedment' <br />her1 <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 2 146 <br />Shear, steel failure modes <br />Strength reduction factor for <br />0-.V <br />0.65 <br />0.65 <br />0.65 <br />0.65 <br />0.65 <br />0.65 <br />steel in shear'•' <br />lb <br />1,345 <br />3,225 <br />3,385 <br />6,535 <br />6.875 <br />10,255 <br />13,805 <br />18,795 <br />22,825 <br />Steel strength in shear <br />V,o <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 />Va3.ev <br />seismic <br />(kN) <br />(6.0) <br />(14.4) <br />(15.1) <br />1 (24.6) <br />(30.6) <br />(45.6) <br />(81.4) <br />(61.4) <br />Shear, concrete failure modes <br />Strength reduction factor for <br />concrete breakout and <br />pryoul failure in shear, <br />41c v. 0,, v <br />- <br />0.70 <br />0.70 <br />0.70 <br />0.70 <br />0.70 <br />0.70 <br />(Condition 8 - <br />supplementary <br />reinforcement not present) 3 <br />Load bearing length of <br />In. <br />1-112 <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) <br />(70) <br />(83) <br />(102) <br />(83) <br />(95) <br />(121) <br />(102) <br />(146) <br />Coefficient for pryoul <br />k,r <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 We For pound -inch units: 1 mm = 0.03937 inches. <br />' Figure 2 of this report Illustrates the installation parameters. <br />z The KB-TZ2 is considered a ductile steel element in accordance Wfin ACI 318-19 2.3. <br />3 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 />a'/Anch 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 />1/4 <br />3/8 <br />1/2 <br />5/8 <br />3A <br />In. <br />0.250 <br />0.375 <br />0.500 <br />0.625 <br />0.750 <br />1.00 <br />Anchor O.D. <br />da <br />(mm) <br />(6.4) <br />(9.5) <br />(12.7) <br />(15.9) <br />(19.1) <br />(25.4) <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 />4-314 <br />4 <br />5-3/4 <br />Effective min. embedment' <br />har <br />(mm) <br />(38) <br />(38) <br />(61) <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 />0a.v <br />- <br />0.65 <br />0.65 <br />0.65 <br />0.66 <br />0.65 <br />0.65 <br />steel in shear'' <br />lb <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,. <br />(M) <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 />t�au.cr <br />(kPl) <br />(4.9) <br />(20.5) <br />(21.7) <br />(37.1) <br />(55.0) <br />(b9_9)-- <br />- <br />Shear, concrete failure modes <br />Strength reduction factor for <br />concrete breakout and prynut <br />L,ilure In she:m, (Condition f' <br />ikv. 9rfm 0.7 07 0.7 0.7 <br />0.7 <br />0.7 <br />supplement :fy Ieinimcf-vent <br />not present) 3 _ <br />in. <br />1-1/2 <br />1-1/2 <br />2 <br />2-1/2 <br />2 <br />2.1/2 <br />34/4 <br />2.3/4 <br />3.1/4 <br />4 <br />3-1/4 <br />3-3 44 <br />4-3/4 <br />4 <br />5-3/4 <br />Load bearing length of anchor <br />in shear <br />1. <br />(mm) <br />(38) <br />(38) <br />(51) <br />(64) <br />(51) <br />(64) <br />(83) <br />(70) <br />(83) <br />(102) <br />(83) <br />(95) <br />(12l) <br />(102) <br />(146) <br />Coefficient for pryoul strength <br />key <br />1 <br />1 <br />1 <br />2 <br />1 <br />2 <br />2 <br />2 <br />2 <br />2 <br />2 <br />2 <br />2 <br />2 <br />1 2 <br />For SI: 1 Inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 0.006895 We For pound -Inch units: 1 min = 0.03937 inches. <br />' Figure 2 of this report illustrates the installation parameters. <br />The KB-TZ2 is considered a ductile steel element in accordance with ACI 318-19 2.3. <br />3 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 />I lif inch and 1-inch diameter anchors are not permitted for core drilling installations. <br />
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