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11-0368 (SOTB) Structural CalcsI WISEMAN+ROHY STRUCTURAL ENGINEERS f r. SUPPLEMENTAL CALCULATIONS FOR GARFF CHEVROLET ADDITION (STORAGE RACK AND FILE CABINET ANCHORAGES) �OQROFESs���q � r D n 5 2011 Exp. 1Z -3i• 11 APR OF April2011 CITY OF LA QUINTA W+11.11013#10-079.0300.1. BUILDING& SAFETY DEPT. l APPROVED FOR CONSTRUCTION -DATE -2119 BY - . ':rya:: ... _,. - - U �•.7(a� .. i ti 9915 Mira Mesa Blvd. Suite 200 San Diego, CA 92131 TEL, (858) 536-5166 WRENGINEERS.0®M FAX. (858) 536-5163 Design for;Equipment Anchorage to Bottom Concrete' Based on IBC 06 / CBC 2007.ChapterA't File Room 128 INPUT DATA & DESIGN SUMMARY + EQUIPMENT WEIGHT W = 1.92 kips a 2 CENTER OF MASS H = 5 It o CM ECCENTRICITY eL = 0 it eB = 0 ft =o F I d E m KWIK BOLT -TZ DIAMETER = 3/8 in. Per ICC ESR -1917 L 3: I F" t ANCHOR DEPTH het = 2 in. Per ICC ESR -1917 EDGE DISTANCE c = 4. in 1.9hg IF het (Min. Conc. Thk). ANCHORAGELENGTH L = 4 It ELEVATION BOLTS ALONG L EDGE NL = 2 per line No. Bolls per Input ANCHOR SPACING SL = L / (NL - 1) = 48 in g c�I ANCHORAGE WIDTH B = 2.67•. ft r I BOLTS ALONG B EDGE NB = 2 per line ea ANCHOR SPACING SB = B / (Na - 1) = 32 inI a I— t i e, _t .�. CMI [THE ANCHORAGE, KWIK BOLT -TZ, DESIGN IS ADEQUATE.] Housekeeping Pad I L where Occurs I i ANALYSIS PLAN ALLOWABLE TENSION & SHEAR VALUES (ICC ESR -1917, Table 9 or 10) P, = 340 lbs V, = 340 lbs SPACING & EDGE REQUIREMENTS (ICC ESR -1917, Table 3 or 4) Scr = 35/8 in _ Smin = 21/2 in Ccr = 5 in, shear, 5 in, tension Ps = I(Fv -0.9 W) / A + MOT Yl 11 158 lbs / bolt < Pt KosA Kseismic Kedge -space [SATISFACTORY] where A = 2(NL + Na) 4 = 4 Cmin = 21/2 in, shear, 21/2 in, tension 1027 inz-bolts (B direction governs) y=0.5B= 16.02 in DESIGN LOADS (CBC 2007) adapted ICBG / ICC value) Kseismic = 1 (allowable increase? CBC 1605A.3.2) Kedge -space = 1.00 FH = Fp = (KH) MAX( 0.3SOgIpW , MIN[ 0.4apSOslp(1+2Z/h)/Rp W , 1.6SoslpW ]) , (ASCE 7-05, Sec. 13.3.1) Vs = FH / A = 134 lbs / bolt = 1.3 MAX(0.30W , MIN[ 0.27W, 1.60W )) where Kedge -space = 1.00 where Sos = 1 (ASCE 7-05 Sec 11.4.4) _ 0.39 W, (SD) Ip = 1 (ASCE Sec. 13.1.3) = 0.28 W , (ASD) = 0.53 kips ap = 1 (ASCE Tab. 13.6-1) RP = 1.5 (ASCE Tab. 13.6-1) Fv = Kv W 0.19 W, (ASD) = 0.36 kips, up & down Z = 0 ft h= 15 It KH = 1.3 (ASCE Sec. 13.4.2a) Kv = KH 0.2 SDS / 1.4 = 0.19 (vertical seismic factor) MAXIMUM OVERTURNING MOMENT AT ANCHOR EDGE MOT = Fp H +(0.9W - Fv ) eB = 2.67 ft -kips MREs = (0.9W - Fv) (0.5B) = 1.83 ft -kips j < MOT therefore design tension anchors. TENSION CAPACITY Ps = I(Fv -0.9 W) / A + MOT Yl 11 158 lbs / bolt < Pt KosA Kseismic Kedge -space [SATISFACTORY] where A = 2(NL + Na) 4 = 4 (total bolls) I = MIN(EX,2 , EY;2) = 1027 inz-bolts (B direction governs) y=0.5B= 16.02 in KDSA = 0.8 (DSA/OSHPD adapted ICBG / ICC value) Kseismic = 1 (allowable increase? CBC 1605A.3.2) Kedge -space = 1.00 (ICC ESR -1917 Sec. 4.2.1 SIM.) SHEAR CAPACITY Vs = FH / A = 134 lbs / bolt < Vt KOsA Kseismic Kedge -space [SATISFACTORY] where Kedge -space = 1.00 (ICC ESR -1917 Sec. 4.2.1 SIM.) COMBINED LOADING CAPACITY (]CC ESR -1917 Sec. 4.2.2) c (Ps / P,) + (Vs / V,) = 1.072 < ° 1.20 (SATISFACTORY] Design fohE.quipment Mo6hting`on Meta& Wall Based on IBC 06 / CBC 0TChapter,A•.•,, File Koom 8 aC e INPUT DATA & DESIGN SUMMARY EQUIPMENT WEIGHT W = 1.05 kips Connector by MFR _ CENTER OF MASS H = 4 ft c L = 4 ftLF.1 L DESIGN LOADS (CBC 2007) I a FH = Fp = (KH) MAX{ 0.3SDSIPW , MIN[ 0.4aPSDslp(1+2z/h)/Rp W, 1.6SDSIPW ] } , (ASCE 7-05, Sec. 13.3.1) = 1.3 MAX{ 0.30W , MIN[ 0.27W, 1.60W ]} where SDs = 1 0)c SCREW SIZE (#8, #10, #12) # 10 1 CMI t = 0.28 W, (ASD) = 0.29 kips E U03 (ASCE Tab. 13.6-1) RP = 1.5 (ASCE Tab. 13.6-1) Fv = Kv W = 0.19 W, (ASD) = 0.20 kips, up & down z = WALL METAL GAUGE (18GA, 16GA, 14GA) 18 GA, (43 mils) W O ft �TOP SCREW NUMBERS NT = 2 along top horiz. line OVERTURNING MOMENT AT BOTTOM HORIZONTAL SCREWS BOT. SCREW NUMBERS NB = 2 along bottom horiz. line F� _� TORSION AT VERTICAL EDGE SCREWS r N VERTICAL SPACING E = 2.67 ft CHECK SCREW TENSION CAPACITY(ER-4943P, SSMA page 48) t 2 O 109 lbs / screw [SATISFACTORY] VERT. EDGE SCREW NUMBERS Nv = 4 along vertical edge Pnt,T = MT / B = 146 lbs / vert. edge < ' 1 1/3 X 14 screws X VERT. EDGE SCREW DIST. B = 2 ft t = 580 lbs CHECK SCREW SHEAR CAPACITY(ER-4943P, SSMA page 48) SITE ON FLOOR? (Yes, No) __ > yes site on floor } ELEVATION 8 screws X [THE MOUNTING DESIGN IS ADEQUATE.] [SATISFACTORY] = 2798 lbs Pns,H = FH = 293 lbs / total screws < 1 1/3 x 8 screws x 263 lbs / screw [SATISFACTORY] '2 5 n n = 2798 lbs I I N B I F— 2C U N O w , J� Z PLAN ANALYSIS ; DESIGN LOADS (CBC 2007) I FH = Fp = (KH) MAX{ 0.3SDSIPW , MIN[ 0.4aPSDslp(1+2z/h)/Rp W, 1.6SDSIPW ] } , (ASCE 7-05, Sec. 13.3.1) = 1.3 MAX{ 0.30W , MIN[ 0.27W, 1.60W ]} where SDs = 1 (ASCE 7-05 Sec 11.4.4) = 0.39 W. (SD) IP = 1 (ASCE Sec. 13.1.3) t = 0.28 W, (ASD) = 0.29 kips ap = 1 (ASCE Tab. 13.6-1) RP = 1.5 (ASCE Tab. 13.6-1) Fv = Kv W = 0.19 W, (ASD) = 0.20 kips, up & down z = 0 ft h= 15 ft Kv = KH 0.2 SDs / 1.4 = 0.19 (vertical seismic factor) KH = 1.3 (ASCE Sec. 13.4.2a) OVERTURNING MOMENT AT BOTTOM HORIZONTAL SCREWS MOT= FP H +(W + Fv) L = 0.00 , since site on floor TORSION AT VERTICAL EDGE SCREWS r MT = FP 0.5 B = 0.29 ft -kips CHECK SCREW TENSION CAPACITY(ER-4943P, SSMA page 48) Pnt,om = MOT / E = 0 lbs / top screws < 1 1/3 X 2 screws x 109 lbs / screw [SATISFACTORY] = 290 lbs Pnt,T = MT / B = 146 lbs / vert. edge < ' 1 1/3 X 14 screws X 109 lbs / screw [SATISFACTORY] = 580 lbs CHECK SCREW SHEAR CAPACITY(ER-4943P, SSMA page 48) Pns v = W + Fv = 0 lbs / total screws < i 1 1/3 X 8 screws X 263 lbs / screw [SATISFACTORY] = 2798 lbs Pns,H = FH = 293 lbs / total screws < 1 1/3 x 8 screws x 263 lbs / screw [SATISFACTORY] = 2798 lbs i Design. for Equipment Anchorage to Bottom Concrete Based on IBC 06 / CBC 2007 Chapter A Room 133 190 lbs / bolt < Pt KDsA Kseismic Kedge -space [SATISFACTORY] where A = 2(NL + Ne) -4 = 4 (total bolts) I = MIN (EX•i2 , EY,?) _. 576 inz-bolts (B direction governs) INPUT DATA & DESIGN SUMMARY in KDSA = 0.8 (DSA/OSHPD adapted ICBO / ICC value) Kseismic = 1 EQUIPMENT WEIGHT W = 1.12 kips (ICC ESR -1917 Sec. 4.2.1 SIM.) r CENTER OF MASS H = 5 ft o i < Vt KDsA Kseismic Kedge -space [SATISFACTORY[ CM ECCENTRICITY eL = 0 ft (Ps / Pt) + (Vs / Vt) = 0.985 < ,1.20 [SATISFACTORY] --- r �— eq = 0 ft =o jw I d d I f F" KWIK BOLT -TZ DIAMETER = 3/8 in. Per ICC ESR -1917 —r ANCHOR DEPTH het = 2 in. Per ICC ESR -1917 I EDGE DISTANCE c = 4 in 1.3he, sThu (Min. Conc. Thk) ANCHORAGELENGTH L = 4 ft ELEVATION BOLTS ALONG L EDGE N, _ 2 ; per line No. Bolts per Input • ANCHOR SPACING SL = L / (Nt, - 1) = 48 in S i f iANCHORAGE WIDTH B = 2 ft BOLTS ALONG B EDGE NB = 2 SPACING SB = B / (NB - 1) = 24 per line `in V�e.� rANCHOR I eL —�—[THE ANCHORAGE, KWIK BOLT -TZ, DESIGN IS ADEQUATE.]Housekeeping PaL where Occurs ANALYSIS PLAN ALLOWABLE TENSION & SHEAR VALUES (ICC ESR -1917, Table 9 or 10) Pt = 340 lbs Vt = 340 lbs SPACING & EDGE REQUIREMENTS (ICC ESR -1917, Table 3 or 4) Scr = 3 5/8 in Smin = 2 1/2 in Ccr = 5 in, shear, 5 in, tension Cmin = 21/2 in, shear, 2 1/2 in, tension DESIGN LOADS (CBC 2007) FH = Fp = (KH) MAX{ 0.3SDgIpW , MIN[ 0.4apSDslp(1+2z/h)/Rp W , 1.6SOSIPW ]) , (ASCE 7-05, Sec. 13.3.1) = 1.3 MAX(0.30W , MIN[ 0.27W, 1.60W ]) where SDs = 1 (ASCE 7-05 Sec 11.4.4) = 0.39 W. (SD) Ip = 1 (ASCE Sec. 13.1.3) = 0.28 W, (ASD) = 0.31 kips ap = 1 (ASCE Tab. 13.6-1) RP = 1.5 (ASCE Tab. 13.6-1) Fv = Kv W = 0.19 W, (ASD) = 0.21 kips, up & down Z= 0 ft h= 15 ft KH = 1.3 (ASCE Sec. 13.4.2a) Kv = KH 0.2 SOS / 1.4 = 0.19 (vertical seismic factor) OVERTURNING MOMENT AT ANCHOR EDGE MOT = FP H +(0.9W - Fv ) eB = 1.56 ft -kips MREs = (0.9W - Fv) (0.513) = 0.80 ft -kips < MOT therefore design tension anchors. CHECK TENSION CAPACITY Ps = [(Fv -0.9 W) / A + MOT Yl I ) = 190 lbs / bolt < Pt KDsA Kseismic Kedge -space [SATISFACTORY] where A = 2(NL + Ne) -4 = 4 (total bolts) I = MIN (EX•i2 , EY,?) _. 576 inz-bolts (B direction governs) y=0.5B= 12 in KDSA = 0.8 (DSA/OSHPD adapted ICBO / ICC value) Kseismic = 1 (allowable increase? CBC 1605A.3.2) Kedge -space = 1.00 (ICC ESR -1917 Sec. 4.2.1 SIM.) r CHECK SHEAR CAPACITY t Vs = FH / A = 78 lbs / bolt i < Vt KDsA Kseismic Kedge -space [SATISFACTORY[ where Kedge -space = 1.00 (ICC ESR -1917 Sec. 4.2.1 SIM.) CHECK COMBINED LOADING CAPACITY (]CC ESR -1917 Sec. 4.2.2) (Ps / Pt) + (Vs / Vt) = 0.985 < ,1.20 [SATISFACTORY] j MAXIMUM OVERTURNING MOMENT AT ANCHOR EDGE MOT = Fp H +(0.9W - Fv ) ea = 2.51 ft -kips MREs = (0.9W - Fv) (0.56) = 1.79 ft -kips < MOT ,therefore design tension anchors. CHECK TENSION CAPACITY D6sign'for.Equipment Anchorage to Bottom Concrete Based on IBC 06 / CBC 2007, Chapter A' BCtS Room 136 INPUT DATA & DESIGN SUMMARY 144 lbs / bolt < Pt KosA Kseismic Kedge -space [SATISFACTORY] where A= 2(NL + NB) 4 = 4 EQUIPMENT WEIGHT W = 2 kips 5 900 int -bolts (B direction governs) CENTER OF MASS H = 4.5 1 ft o CM ECCENTRICITY adapted ICBO / ICC value) Kseismic = 1 ea Op ft c o (ICC ESR -1917 Sec. 4.2.1 SIM.) N_ i w / CHECK SHEAR CAPACITY E d E m Vs = FH / A = 139 lbs / bolt I KWIK BOLT -TZ DIAMETER = 3/8 in. Per ICC ESR -1917 Li CHECK COMBINED LOADING CAPACITY ([CC ESR -1917 Sec. 4.2.2) ANCHOR DEPTH het = 2 in. Per ICC ESR -1917 < i1.20 [SATISFACTORY] EDGE DISTANCE C = 4 in -T ___ 1.3he1 (Min. Conc. Thk) ANCHORAGELENGTH L = 5 ft BOLTS ALONG L EDGE NL = 2 per line ELEVATION ANCHOR SPACING SL = L / (Ni - 1) = 60 in No. Bolts per Input C S, ANCHORAGE WIDTH B • = 2.5 ;ft BOLTS ALONG B EDGE NB = 2 ( per line e. ANCHOR SPACING SB = B'/ (NB - 1) = 30 in CM III :. t [THE ANCHORAGE, KWIK BOLT -TZ, DESIGN IS ADEQUATE.] Housekeeping Pad I L where Occurs i i ANALYSIS PLAN ALLOWABLE TENSION & SHEAR VALUES (ICC ESR -1917, Table 9 or 10) Pt = 340 lbs Vt = 340 lbs SPACING & EDGE REQUIREMENTS (ICC ESR -1917, Table 3 or 4) Scr = 35/8 in Smin = 21/2 in Ccr = 5 in, shear, 5 in, tension Cmin 21/2 in, shear, 21/2 in, tension DESIGN LOADS (CBC 2007) FH = Fp = (KH) MAX{ 0.3SDSIPW , MIN[ 0.4apS"Ip(1+2z/h)/Rp W , 1.6SDsIpW ] } , (ASCE 7-05, Sec. 13.3.1) = 1.3 MAX( 0.30W, MIN[ 0.27W, 1.60W ]} where SDs = 1 (ASCE 7-05 Sec 11.4.4) = 0.39 W. (SD) Ip = 1 (ASCE Sec. 13.1.3) = 0.28 W, (ASD) = 0.56 kips ap = 1 (ASCE Tab. 13.6-1) Rp = 1.5 (ASCE Tab. 13.6-1) Fv = Kv W = 0.19 W, (ASD) = 0.37 kips, up & down Z= 0 ft h= 15 ft KH = 1.3 (ASCE Sec. 13.4.2a) Kv = KH 0.2 Sos / 1.4 = 0.19 (vertical seismic factor) MAXIMUM OVERTURNING MOMENT AT ANCHOR EDGE MOT = Fp H +(0.9W - Fv ) ea = 2.51 ft -kips MREs = (0.9W - Fv) (0.56) = 1.79 ft -kips < MOT ,therefore design tension anchors. CHECK TENSION CAPACITY Ps = [(Fv -0.9 W) / A + MOT Y / 11 = 144 lbs / bolt < Pt KosA Kseismic Kedge -space [SATISFACTORY] where A= 2(NL + NB) 4 = 4 (total bolts) I = MIN , EY2) = 900 int -bolts (B direction governs) y=0.58= 15 in Kos, = 0.8 (DSA/OSHPD adapted ICBO / ICC value) Kseismic = 1 (allowable increase? CBC 1605A.3.2) Kedge -space = 1.00 (ICC ESR -1917 Sec. 4.2.1 SIM.) CHECK SHEAR CAPACITY Vs = FH / A = 139 lbs / bolt < Vt KDsA Kseismic Kedge -space [SATISFACTORY] where Kedge -space = 1.00 (ICC ESR -1917 Sec. 4.2.1 SIM.) CHECK COMBINED LOADING CAPACITY ([CC ESR -1917 Sec. 4.2.2) (Ps / Pt) + (Vs / Vt) = 1.043 < i1.20 [SATISFACTORY] www.hilti.us Company: Specifier: Address: Phone I Fax: - E -Mail: Specifier's comments: Syp :a44V�R4�YA:P-i�` .Y: >M MY_Si'iL'J:�4 IN' kc�NlbiL:.Gcry{i,vdl-ab`.ltl F.k.'! +L. "O .1 t• Page: 1 Project: Sub -Project I Pos. No.: Date: 3/31/2011 Input data Anchor type and diameter: Kwik Bolt TZ - CS, 3/8 (2) Effective embedment depth: h., = 2.000 in., h,,,,, = 2.625 in. Material: Carbon Steel Evaluation Service Report:: ESR 1917 Issued I Valid: /1/20091- 9/1/20091- Proof: Proof: design method ACI 318 / AC 193 Stand-off installation: e. = 0.000 in. (no stand-off); t = 0.125 in. Anchor plate: I, x lY x t = 3.000 x 3.000 x 0.125 in. (Recommended plate thickness: not calculated) Profile no profile t Base material: cracked concrete , 3000, f,'= 3000 psi; h = 5.000 in. Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present Status edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D. E, or F): yes (D.3.3.6) Geometry [in.] & Loading [lb, in. -Ib] Z loads j E a CP. Proof I Utilization (Governing Cases) .Y. - Warnings • Please consider all details and hintstwarnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor( c) 2003-2009 Hilli AG, FL -9494 Schaan Hilti is a registered Trademark of Hilli AG, Schaan Design values [lb] Utilization [%] Loading Proof Load Capacity P./OV Status Tension Pullout Strength 340 485 70/- OK Shear . Pryout Strength 340 i 553 -/61 OK Loading pN p S Utilization p, ,,[%] Status Combined tension and shear 0.701 0.615 5/3 100 OK loads Warnings • Please consider all details and hintstwarnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor( c) 2003-2009 Hilli AG, FL -9494 Schaan Hilti is a registered Trademark of Hilli AG, Schaan ICC -ES Evaluation Report ESR -1 917* Reissued September 1, 2007 This report is subject to re-examination in two years. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 03—CONCRETE Section: 03151—Concrete Anchoring REPORT HOLDER: HILTI, INC. 5400 SOUTH 122ND EAST AVENUE TULSA, OKLAHOMA 74146 (800) 879-8000 www.us.hilti.com HiltiTechEng(a)us.hilti.com EVALUATION SUBJECT: HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL ANCHORS IN CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: ® 2006 International Building Code® (IBC) 2006 International Residential Code (IRC) ® 1997 Uniform Building Code TM' (UBC) Property evaluated: Structural 2.0 USES The Hilti Kwik Bolt TZ anchor (KB -TZ) is used to resist static, wind, and seismic tension and shear loads in cracked and uncracked normal -weight concrete and structural sand lightweight concrete having a specified compressive strength, fc, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa); and cracked and uncracked normal - weight or structural sand lightweight concrete over metal deck having a minimum specified compressive strength, P., of 3,000 psi (20.7 MPa). The anchoring system is an alternative to cast -in-place anchors described in Sections 1911 and 1912 of the IBC and Sections 1923.1 and 1923.2 of the UBC. The anchors may also be used where an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION KB -TZ anchors are torque -controlled, mechanical expansion anchors. KB -TZ anchors consist of a stud (anchor body), wedge (expansion elements), nut, and washer. The anchor (carbon steel version) is illustrated in Figure 1. The stud is manufactured from carbon steel or AISI Type 304 or Type 316 stainless steel materials. Carbon steel KB -TZ anchors have a minimum 5 pm (0.00002 inch) zinc plating. The expansion elements for the carbon and stainless steel KB -TZ anchors are fabricated from Type 316 stainless steel. The hex nut for carbon steel conforms to ASTM A 563-04, Grade A, and the hex nut for stainless steel conforms to ASTM F 594. The anchor body is comprised of a high-strength rod threaded at one end and a tapered mandrel at the other end. The tapered mandrel is enclosed by a three -section expansion element which freely moves around the mandrel. The expansion element movement is restrained by the mandrel taper and by a collar. The anchor is installed in a predrilled hole with a hammer. When torque is applied to the nut of the installed anchor, the mandrel is drawn into the expansion element, which is in turn expanded against the wall of the drilled hole. Installation information and dimensions are set forth in Section 4.3 and Table 1. Normal -weight and structural lightweight concrete must conform to Sections 1903 and 1905 of the IBC and UBC. 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Design strengths must be determined in accordance with ACI 318-05 Appendix D and this report. Design parameters are provided in Tables 3 and 4. Strength reduction factors 0 as given in ACI 318 D.4.4 must be used for load combinations calculated in accordance with Section 1605.2.1 of the IBC or Section 1612.2 of the UBC. Strength reduction factors (P as given in ACI 318 D.4.5 must be used for load combinations calculated in accordance with ACI 318 Appendix C or Section 1909.2 of the UBC. Strength reduction factors 0 corresponding to ductile steel elements may be used. An example calculation is provided in Figure 6. 4.1.2 Requirements for Static Steel Strength in Tension: The steel strength in tension must be calculated in accordance with ACI 318 D.5.1. The resulting NS values are provided in Tables 3 and 4 of this report. 4.1.3 Requirements for Static Concrete Breakout Strength in Tension: The basic concrete breakout strength in tension must be calculated according to ACI 318 Section D.5.2.2, using the values of her and kir as given in Tables 3 and 4 in lieu of he, and k, respectively. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI 318 Section D.5.2.6 must be calculated with wc,N as given in Tables 3 and 4. For carbon steel KB -TZ installed in the soffit of structural sand lightweight or normal -weight concrete on steel deck floor *Revised September 2009 ICC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement ojtie subject ojthe report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., cypress or implied, as q to any finding or other matter in this report, oras to any product covered by the report. Copyright © 2007 Page 1 of 11 ESR -1917.1 Most Widely Accepted and Trusted Page 2 of 11 and roof assemblies, as shown in Figure 5, calculation of the concrete breakout strength may be omitted. (See Section 4.1.5.) 4.1.4 Requirements for Critical Edge Distance: In applications where c < cac and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for uncracked concrete, calculated according to ACI 318 Section D.5.2, must be further multiplied by the factor LV p,N as given by the following equation: C 4jCP,N= — (1) Cnc whereby the factor 4VcP,N need not be taken as less than 11c . For all other cases, 4)CP,N = 1.0. Values for ac the critical edge distance cac must be taken from Table 3 or Table 4. 4.1.5 Requirements for Static Pullout Strength in Tension: The pullout strength of the anchor in cracked and uncracked concrete, where applicable, is given in Tables 3 and 4. In accordance with ACI 318 Section D.5.3.2, the nominal pullout strength in cracked concrete must be calculated according to the following equation: Fl(lb, Npn,rc = Np ,cr psi) (2) f� Npn Pc = Np,a 17.2 (N, MPa) In regions where analysis indicates no cracking in accordance with ACI 318 Section D.5.3.6, the nominal pullout strength in tension must be calculated according to the following equation: f� Npn,Pc = Np.uncr 2,500 (Ib, psi) (3) r�7.2 Npn,Pc = Np..;,.(N,MPa) Where values for Np,c, or Np,unc, are not provided in Table 3 or Table 4, the pullout strength in tension need not be evaluated. The pullout strength in cracked concrete of the carbon steel KB -TZ installed in the soffit of sand lightweight or normal -weight concrete on steel deck floor and roof assemblies, as shown in Figure 5, is given in Table 3. In accordance with ACI 318 Section D.5.3.2, the nominal pullout strength in cracked concrete must be calculated according to Eq. (2), whereby the value of Np,deck,c, must be substituted for Np,c,. The use of stainless steel KB -TZ anchors installed in the soffit of concrete on steel deck assemblies is beyond the scope of this report. In regions where analysis indicates no cracking in accordance with ACI 318 Section D.5.3.6, the nominal pullout strength in tension may be increased by LPc,N as given in Table 3. 4Pc,P is 1.0 for all cases. Minimum anchor spacing along the flute for this condition must be the greater of 3.0her or 11/2 times the flute width. 4.1.6 Requirements for Static Steel Shear Capacity Vs: In lieu of the value of Vs as given in ACI 318 Section D.6.1.2(c), the values of Vs given in Tables 3 and 4 of this report must be used. The shear strength Vs.deck as governed by steel failure of the KB -TZ installed in the soffit of structural sand lightweight or normal -weight concrete on steel deck floor and roof assemblies, as shown in Figure 5, is given in Table 3. 4.1.7 Requirements for Static Concrete Breakout Strength of Anchor in Shear, Vcb or Vcbg: Static concrete breakout strength shear capacity must be calculated in accordance with ACI 318 Section D.6.2 based on the values provided in Tables 3 and 4. The value of le used in ACI 318 Equation (D-24) must taken as no greater than her. 4.1.8 Requirements for Static Concrete Pryout Strength of Anchor in Shear, Vcp or Vcpg: Static concrete pryout strength shear capacity must be calculated in accordance with ACI 318 Section D.6.3, modified by using the value of kcp provided in Tables 3 and 4 of this report and the value of Ncb or Ncb9 as calculated in Section 4.1.3 of this report. For anchors installed in the soffit of structural sand lightweight or normal -weight concrete over profile steel deck floor and roof assemblies, as shown in Figure 5, calculation of the concrete pry -out strength in accordance with ACI 318 Section D.6.3 is not required. 4.1.9 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318 Section D.8.3, values of cmin and smin as given in Tables 2 and 3 of this report must be used. In lieu of ACI 318 Section D.8.5, minimum member thicknesses hmin as given in Tables 3 and 4 of this report must be used. Additional combinations for minimum edge distance cmin and spacing smin may be derived by linear interpolation between the given boundary values. (See Figure 4.) The critical edge distance at corners must be minimum 4her in accordance with ACI 318 Section D.8.6. 4.1.10 Requirements for Seismic Design: For load combinations including earthquake, the design must be performed according to ACI 318 Section D.3.3 as modified by Section 1908.1.16 of the IBC, as follows: CODE ACI 318 D.3.3. SEISMIC REGION CODE EQUIVALENT DESIGNATION Moderate or high Seismic Design IBC and IRC Categories seismic risk C, D, E, and F UBC Moderate or high Seismic Zones seismic risk 213, 3, and 4 The nominal steel strength and the nominal concrete breakout strength for anchors in tension, and the nominal concrete breakout strength and pryout strength for anchors in shear, must be calculated according to ACI 318 Sections D.5 and D.6, respectively, taking into account the corresponding values given in Tables 3 and 4. The anchors comply with ACI 318 DA as ductile steel elements and must be designed in accordance with ACI 318 Section D.3.3.4 or D.3.3.5. The nominal pullout strength Np,seis and the nominal steel strength for anchors in shear V.,,seis must be evaluated with the values given in Tables 3 and 4. The values of Np,seis must be adjusted for concrete strength as follows: fc Np,seis,/'c = Np,seis 2,500 (lb, psi) (4) f� Np,seis,Pc = Np,seis 17.2 (N, MPa) If no values for Npseis or Vs,seis are given in Table 3 or Table 4, the static design strength values govern. (See Sections 4.1.5 and 4.1.6.) ESR -1917"I Most Widely Accepted and Trusted " Page 3 of 11 4.1.11 Structural Sand Lightweight Concrete: When structural lightweight concrete is used, values determined in accordance with ACI 318 Appendix D and this report must be modified by a factor of 0.60. 4.1.12 Structural Sand Lightweight Concrete over Metal Deck: Use of structural sand lightweight concrete is allowed in accordance with values presented in Table 3 and installation details as show in Figure 5. 4.2 Allowable Stress Design: 4.2.1 General: Design values for use with allowable stress design load combinations calculated in accordance with Section 1605.3 of the IBC and Section 1612.3 of the UBC, must be established as follows: Tallowable,ASD = ON,, a Vallowable,ASD = OV" a where: Tallowable,ASD = Allowable tension load (Ibf or kN). Vallowable,ASD = Allowable shear load (Ibf or kN). ON, = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318 Appendix D, Section 4.1, and IBC Section 1908.1.16, as applicable (Ibf or N). OV„ = Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318 Appendix D, Section 4.1, and IBC Section 1908.1.16, as applicable (Ibf or N). a = Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, a must include all applicable factors to account for nonductile failure modes and required over - strength. The requirements for member thickness, edge distance and spacing, described in this report, must apply. An example of allowable stress design values for illustrative purposes in shown in Table 6 4.2.2 - Interaction: Interaction of Tensile and Shear Forces: The interaction must be calculated and consistent with ACI 318 Appendix D Section D.7 as follows: For shear loads V:5 0.2Vallowable,ASD, the full allowable load in tension must be permitted. For tension loads T:5 0.2Tallowable,ASD, the full allowable load in shear must be permitted. For all other cases: T + V 51.2 Tallowable,ASD Vallowable,ASD 4.3 Installation: Installation parameters are provided in Table 1 and in Figure 2. The Hilti KB -TZ must be installed according to manufacturer's published instructions and this report. Anchors must be installed in holes drilled into the concrete using carbide -tipped masonry drill bits complying with ANSI B212.15-1994. The nominal drill bit diameter must be equal to that of the anchor. The drilled hole must exceed the depth of anchor embedment by at least one anchor diameter to permit over -driving of anchors and to provide a dust collection area as required. The anchor must be hammered into the predrilled hole until at least four threads are below the fixture surface. The nut must be tightened against the washer until the torque values specified in Table 1 are achieved. For installation in the soffit of concrete on steel deck assemblies, the hole diameter in the steel deck not exceed the diameter of the hole in the concrete by more than 1/8 inch (3.2 mm). For member thickness and edge distance restrictions for installations into the soffit of concrete on steel deck assemblies, see Figure 5. 4.4 Special Inspection: Special inspection is required in accordance with Section 1704.13 of the IBC and, as applicable, Section 1701.5.2 of the UBC. The special inspector must make periodic inspections during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete thickness, anchor embedment and adherence to the manufacturer's printed installation instructions. The special inspector must be present as often as required in accordance with the "statement of special inspection." Under the IBC, additional requirements as set forth in Sections 1705 and 1706 must be observed, where applicable. 5.0 CONDITIONS OF USE The Hilti KB -TZ anchors described in this report comply with the codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 Anchor sizes, dimensions and minimum embedment depths are as set forth in this report. 5.2 The anchors must be installed in accordance with the manufacturer's published instructions and this report. In case of conflict, this report governs. 5.3 Anchors must be limited to use in cracked and uncracked normal -weight concrete and structural sand lightweight concrete having a specified compressive strength, f, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa), and cracked and uncracked normal -weight or structural sand lightweight concrete over metal deck having a minimum specified compressive strength, f, of 3,000 psi (20.7 MPa). 5.4 The values of f used for calculation purposes must not exceed 8,000 psi (55.1 MPa). 5.5 Loads applied to the anchors must be adjusted in accordance with Section 1605.2 of the IBC and Sections1612.2 or 1909.2 of the UBC for strength design, and in accordance with Section 1605.3 of the IBC and Section 1612.3 of the UBC for allowable stress design. 5.6 Strength design values must be established in accordance with Section 4.1 of this report. 5.7 Allowable design values are established in accordance with Section 4.2. 5.8 Anchor spacing and edge distance as well as minimum member thickness must comply with Tables 3 and 4. 5.9 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and ESR -1917 ( Most Widely Accepted and Trusted Page 4 of 11 details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.10 Since an ICC -ES acceptance criteria for evaluating ' data to determine the performance of expansion anchors subjected to fatigue or shock loading is ' unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report. • Anchors are used to support nonstructural elements. 5.14 Use of zinc -coated carbon steel anchors is limited to dry, interior locations. 5.15 Special inspection must be provided in accordance with Section 4.4. 5.16 Anchors are manufactured by Hilti AG, in Schaan, Liechtenstein, under a quality control program with 5.11 Anchors may be installed in regions of concrete inspections by Underwriters Laboratories Inc. (AA - 637). where cracking has occurred or where analysis indicates cracking may occur (ft > f,), subject to the 6.0 EVIDENCE SUBMITTED conditions of this report. 1 5.12 Anchors may be used to resist short-term loading due to wind or seismic forces, subject to the conditions of this report. 5.13 Where not otherwise prohibited in the code, KB -TZ anchors are permitted for use with fire -resistance - rated construction provided that at least one of the following conditions is fulfilled: • Anchors are used to resist wind or seismic forces only. • Anchors that support a fire -resistance -rated envelope or a fire- resistance -rated membrane are protected by approved fire -resistance- rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. I 6.1 Data in accordance with the ICC -ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated January 2007 (ACI 355.2). 6.2 A quality control manual. 7.0 IDENTIFICATION The anchors are identified by packaging labeled with the manufacturer's name (Hilti, Inc.) and contact information, anchor name, anchor size, evaluation report number (ICC - ES ESR -1917), and the name of the inspection agency (Underwriters Laboratories Inc.). The anchors have the letters KB -TZ embossed on the anchor stud and four notches embossed into the anchor head, and these are visible after installation for verification. ESR -1917 j Most Widely Accepted and Trusted Page 5 of 11 UNC thread mandrel dog point expansion, I setting assist ex p collarhex nut element bolt Washer .FIGURE 1—HILTI CARBON STEEL KWIK BOLT TZ (KB -TZ) TABLE 1—SETTING INFORMATION (CARBON STEEL AND STAINLESS STEEL ANCHORS) SETTING Nominal anchor diameter (in.) INFORMATION Symbol Units 3/8 112 518 3/4 In. 0.375 0.5 0.625 0.75 Anchor O.D. � d° ' (mm) (9.5) (12.7) (15.9) (19.1) Nominal bit diameter dry In. 3/8 1/2 5/8 3/4 Effective min. h� In. 2 2 3V4 318 4 33/4 4314 embedment (mm) (51) (51) (83) (79) (102) (95) (121) In. 25/a 25/8 4 318 43/4 4518 53/4. Min. hole depth h° (mm) (67) (67) (102) (98) (121) (117) (146) Min. thickness of In. 14 3/4 14 3/8 3/4 1/a 15/8 fastenedarts P C"" (mm) (6) (19) (6) (9) (19) (3) (41) ft -Ib 25 40 60 110 Installation torque Tmt (Nm) (34) (54) (81) (149) Min. dia. of hole in do ln. r/16 9116 11/16 13/16 fastened part (mm) (11.1) (14.3) (17.5) (20.6) Standard anchor In. 3 33/4 5 33/4 41/2 51/2 7 43/4 81/2 10 5112 8 10 lengths 9 f°"°" (mm) (76) (95) (127) (95) (114) (140) (178) (121) (216) (254) (140) (203) (254) Threaded length In. 'h 15/6 22/8 15/8 23/8 33/8 42/a 11/2 d(23/4 51/4 63/4 11/2 4 6 (incl. dog point) "°°"(mm) (22) (41) (73) (41) (60) (86) (124) (38) (133) (171) (38) (102) (152) In. 21/8 21/a 3'/4 4 Unthreaded length fu°a. (mm) (54) (54) (83) (102) 'The minimum thickness of the fastened part is based on use of the anchor at minimum embedment and is controlled by the length of thread. If a thinner fastening thickness is required, increase the anchor embedment to suit. r ESk-1917 i Most Widely Accepted and Trusted ' Page 6 of 11 ear FIGURE 2—KB-TZ INSTALLED ho TABLE 2—LENGTH IDENTIFICATION SYSTEM (CARBON STEEL AND STAINLESS STEEL ANCHORS) Length ID marking A B C D E F G H I J K L M NO P Q R S T U V W on bolt head Length of From 1 %: 2 2'/: 3 3 %: 4 4 %: 5 5 %: 6 6'/= 7 7'/2 8 8 % 9 9'/2 10 11 12 13 14 15 anchor, f. -h Up to but (inches) not 2 2%: 3 3'/: 4 4%: 5 5'/z 6 6% 7 7%: 8 8%: 9 9% 10 11 12 13 14 15 16 including FIGURE 3—BOLT HEAD WITH LENGTH IDENTIFICATION CODE AND KB -TZ HEAD NOTCH EMBOSSMENT ESR -1917 J Most Widely Accepted and Trusted Page 7 of 11 TABLE 3 -DESIGN INFORMATION, CARBON STEEL KB -TZ DESIGN INFORMATION Symbol Units Nominal anchor diameter 7/6 1 /2 5/8 3/4 Anchor O.D. do In. 0.375 0.5 0.625 0.75 (mm) (9.5) (12.7) (15.9) (19.1) Effective min. embedment he, In. 2 2 3/, 3/8 4 3/4 4/4 (mm) (51) (51) (83) (79) (102) 1 (95) (121) Min. member thickneS52 hm;" In. 4 5 4 6 6 8 5 6 8 6 8 8 (mm) (102 ) (102) (152) (152 203) 127 152) (203) (152) 203) (203) Critical edge distance Cac In. 4 /8 4 5% 4 /2 7% 6 02 83/4 6/, 10 8 9 (mm) (111) (102) (140) (114) (191) (152) (165) (222) (171) (254) (203) (229) In. 2 /2 2 /4 2 /8 35/8 3 /4 4 /4 4 /8 Min. edge distance c"'" mm 64 70 60) 92 83 (121) 105) fors? In. 5 5 /4 5 /, 6'/e 5'/o 10,/2 8 /8 (mm) (127) (146) (146) (156) (149) (267) (225) In. 2112 23/4 21/', 3 /2. 3 5 4 Min. anchor spacing smrn (mm) (64 (70) (60) (89) (76) (127) (102) for c2 In. 3/ 4/8 3/2 4/4 4/, 9/2 7/4 (mm) 92) (105) 89) 121) (108) (241) (197) Min. hole depth in concrete ho In. 2/8 2/8 4 3/8 4/4 4/8 5/, (mm) (67) (67) (102) (98) (121) (117) (146) Min. specified yield strength fy Ib/in 100,000 84,800 84,800 84,800 (N/mm2) (690) (585) (585) (585) Min. specified ult. strength f Ib/in 125,000. 106,000 106,000 106,000 (N/MM2) 862 731 731) 731 Effective tensile stress area Ase In 0.052 0.101 0.162 0.237 (mm2) (33.6) (65.0) (104.6) (152.8) Steel strength in tension N, Ib 6,500 10,705 17,170 25,120 (kN) (28.9) (47.6) (76.4) (111.8) Steel strength in shear VS Ib 3,595 6,405 10,555 15,930 kN) 16.0 (28.5) 47.0) 70.9 Steel strength in shear, VI's Ib 2,255 6,405 10,555 14,245 seismic' (kN) (10.0) (28.5) (47.0) (63.4) Steel strength in shear, ° Vs.aecx Ib 2130 3,000 4,945 4,600 6,040 NP NP concrete on metal deck kN 9.5) 13.3) 22) (20.5 (26.9) Pullout strength uncracked Np.unv Ib 2,515 NA 5,515 NA 9,145 8,280 10,680 concretes (kN) (11.2) (24.5) (40.7) (36.8) (47.5) Pullout strength cracked Np..0 Ib 2,270 NA 4,915 NA NA NA NA concretes (kN) (10.1) (219) Pullout strength concrete on Na.°�x.`r Ib 1,460 1,460 2,620 2,000 4,645 NP NP metal decke kN 6.5 6.5) 11.7 8.9 20.7) Anchor category' 1 Effectiveness factor k„"4, uncracked concrete 24 Effectiveness factor kir cracked concrete8 17 wc.N= ku_,/kc, 8 1.41 Coefficient for pryout strength, kcp 1.0 2.0 Strength reduction factor 0 for tension, steel failure modes10 0.75 Strength reduction factor 0 for shear, steel failure modes'o 0.65 Strength reduction 0 factor for tension, concrete failure modes or pullout, Condition B" 0.65 Strength reduction 0 factor for shear, concrete failure modes, Condition B" 0.70 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. 'See Fig. 2. 2 For structural light -weight concrete over metal deck, see Figure 5. 'See Section 4. 1.10 of this report. 'See Section 4.1.6. NP (not permitted) denotes that the condition is not supported by this report. 'See Section 4.1.5 of this report. NA (not applicable) denotes that this value does not control for design. 'See Section 4.1.5 of this report. NP (not permitted) denotes that the condition is not supported by this report. Values are for cracked concrete. Values are applicable to both static and seismic load combinations. 'See ACI 318-05 Section D.4.4. 'See ACI 318-05 Section D.5.2.2. 'See ACI 318-05 Section D.5.2.6. 1OThe KB -TZ is a ductile steel element as defined by ACI 318 Section D.1. "For use with the load combinations of ACI 318 Section 9.2. Condition B applies where supplementary reinforcement in conformance with ACI 318-05 Section D.4.4 is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. ESR -.1917 I Most Widely Accepted and Trusted Page 8 of 11 TABLE 4 -DESIGN INFORMATION, STAINLESS STEEL KB -TZ DESIGN INFORMATION Symbol Units Nominal anchor diameter 1/9 1/2 5/e 3/4 Anchor O.D. do in. 0.375 0.5 0.625 0.75 (mm) (9.5) (12.7) (15.9) (19.1) Effective min. embedment' her in. 2 2 3'/, 3'/, 4 V/4 4'/, (mm) (51) 1 (51) (83) (79) (102) (95) (121) Min. member thickness horn in. 4 5 4 6 6 8 5 6 8 6 8 8 (mm) (102) (127) (102) (152) (152) (203) (127) (152) (203) (152) (203) (203) Critical edge distance cc in. 43/. 3'/. 5 T, 4 /Z 7 /Z 6 7 8 /8 6 10 7 9 (mm) (111) (98) (140) (114) (191) (152) (178) (225) (152) (254) (178) (229) in. 2 /Z 2 /8 2 /8 3 /4 2 /8 41/4 4 Min. edge distance c"" (mm) (64) (73) (54) (83) (60) (108) (102) Fors>_ 1n 5 5W__ 5 /4 5% 5% 10 8'/2 (mm) (127) 146 (133) 140 140 254 216 in. 2 /4 12/. 2 2 /4 2'/8 54 Min. anchor spacing_ s"" (mm) (57) (73) (51) (70) (60) (127) (1 02) for c>- in. 3% 4 / 3 /4 4 /8 4 /, 9 /Z 7 (mm) (89) (114) (83) (105) (108) (241) (178) Min. hole depth in concrete h. in. 2'/, 2 /8 4 3 /8 4'/4 4 /8 5 /4 mm 67 67 102 98 121 117) (146) Min: specified yield strength fY Ib/in Z 92,000 92,000 92,000 76,125 (N/mm) (634) (634) (634) (525) Min. specified ult. Strength f Iblin 7 Z 115,000 115,000 115,000 101,500 (N/mm 793 793 793) 700 Effective tensile stress area Ase 0.101 0.162 0.237 (mm') (0303562 (65.0) (104.6) (152.8) Steel strength in tension N, Ib 5,968 11,554 17,880 24,055 (kN) (26.6) 51.7) (82.9) (107.0) Steel strength in shear VS Ib 4,870 6,880 11,835 20,050 (kN) 21.7 30.6 52.6) 89.2 Pullout strength in tension, Ib 2,735 seismicZ 5ers (kN) NA (12.2) NA NA NA Steel strength in shear, Ib 2,825 6,880 11,835 14,615 seismicZ V,e& (k N) (12.6) (30.6) (52.6) (65.0) Pullout strength uncracked Ib 2,630 5,760 12,040 concrete' Na, (kN) (11.7) NA (25.6) NA NA (53.6) Pullout strength cracked Ib 2,340 3,180 5,840 8,110 concrete' Nam (kN) (10.4) (14.1) NA NA (26.0) (36.1) NA Anchor category' 1 Effectiveness factor k_ uncracked concrete 24 Effectiveness factor kir cracked concretes 17 24 17 17 17 24 17 wc.N = k,,,Kr/k�r 1.41 1.00 1.41 1.41 1.41 1.00 1.41 Strength reduction factor 0 for tension, steel failure modes' 0.75 Strength reduction factor 0 for shear, steel failure 0.65 modes' Strength reduction 0 factor for tension, concrete failure modes, Condition B8 0.65 Coefficient for pryout strength, kcp 1.0 2.0 Strength reduction 0 factor for shear, concrete ° failure modes, Condition BB 0.70 For 51: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 0.006895 MPa For pound -inch units: 1 mm = 0.03937 inches. 'See Fig. 2. ZSee Section 4.1.10 of this report. NA (not applicable) denotes that this value does not control for design. 'See Section 4.1.5 of this report. NA (not applicable) denotes that this value does not control for design. 'See ACI 318-05 Section D.4.4. 'See ACI 318-05 Section D.5.2.2. 'See ACI 318-05 Section D.5.2.6. 'The KB -TZ is a ductile steel element as defined by ACI 318 Section D.1. 'For use with the load combinations of ACI 318-05 Section 9.2. Condition B applies where supplementary reinforcement in conformance with ACI 318-05 Section D.4.4 is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. ESR -1917 ! Most Widely Accepted and Trusted Page 9 of 11 Sdesigh Cdesip I� P W. + z. 1 i N i CY) U hmin CL cmin at S V) 1 design --------------------------- Smin at c h = hmin I cdesign edge distance c i FIGURE 4—INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING TABLE 5—MEAN AXIAL STIFFNESS VALUES R FOR KB -TZ CARBON AND STAINLESS STEEL ANCHORS IN NORMAL -WEIGHT CONCRETE (103pounds/in.)' Concrete condition carbon steel KB -TZ, all diameters stainless steel KB -TZ, all diameters uncracked concrete 700 120 cracked concrete 500 + 90 Mean values shown, actual stiffness may vary considerably depending on concrete strength, loading and geometry of application. I TABLE 6—EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES I I -or 51: 1 Ibt = 4.45 N, 1 psi = 0.00689 MPa 1 psi = 0.00689 MPa. 1 inch = 25.4 mm. 'Single anchors with static tension load only. zConcrete determined to remain uncracked for the life of the anchorage. 3Load combinations from ACI 318 Section 9.2 (no seismic loading). 430% dead load and 70% live load, controlling load combination 1.2D + 1.6 L. 'Calculation of the weighted average for a = 0.3'1.2 + 0.7'1.6 = 1.48. 6f 'c = 2,500 psi (normal weight concrete). i Cat = Ca2 �t bac fih 7 hmin Allowable tension (lbf) Nominal Anchor diameter (in.) Embedment depth (in.) Carbon Steel Stainless Steel f 2500 psi , Carbon Steel Stainless Steel 3/8 2 1105 1155 '/z 2 1490 1490 3'/4 2420 2530 e/6 3'/e 2910 2910 4 4015 4215 3 /4 33/4 3635 3825 43/4 4690 5290 I -or 51: 1 Ibt = 4.45 N, 1 psi = 0.00689 MPa 1 psi = 0.00689 MPa. 1 inch = 25.4 mm. 'Single anchors with static tension load only. zConcrete determined to remain uncracked for the life of the anchorage. 3Load combinations from ACI 318 Section 9.2 (no seismic loading). 430% dead load and 70% live load, controlling load combination 1.2D + 1.6 L. 'Calculation of the weighted average for a = 0.3'1.2 + 0.7'1.6 = 1.48. 6f 'c = 2,500 psi (normal weight concrete). i Cat = Ca2 �t bac fih 7 hmin s ESR -1917 4 Most Widely Accepted and Trusted Page 10 of 11 t } Z MIN. 20 GAUGE STEEL W -DECK I I MIN. 12" TYP. j LOWER FLUTE —�— MAX. 1" I (RIDGE) OFFSET, t TYP. FIGURE 5—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES ESR -1917 j Most Widely Accepted and Trusted Page 11 of 11 Given: Two /2 -inch KB -TZ anchors under Tauo�f {ry`+ N , • 1.5her static tension load as shown. T Y her = 3.25 in. .��'�'� . ,���,: �E'�•��.-t - • - - Normal wt. concrete, f'c = 3,000 psi Tt"t r<, No supplementary reinforcing. Assume uncracked concrete. [ ,�• tA��3SSY"` Condition B per ACI 318 D.4.4 c) > : % : (} -•- - Calculate the allowable tension load for this configuration. ;;,`Y^ `�► 1.5h et •'�/�;'i•'Sf Y :,f1 �f if �: <f' �: Y%Y. �.' �..Cr+Cr::;,fr :.+.•.Z .S t :'.:'. Calculation per ACI 318-02 Appendix D and this report. Code Report Ref. Ref. Step 1. Calculate steel capacity: ON = ¢nASef = 0.75 x 2 x 0.101 x 106,000 = 16,0591b D.5.1.2 Check whether f„t is not greater than 1.9fya and 125,000 psi. D.4.4 a) Table 3 Step 3. Calculate concrete breakout strength of anchor in tension: AN Ncbg = iVec,N�Ved,IVVc,N�Vcp,NNb D.5.2.1 § 4.1.2 § 4.1.3 'g NCO Step 3a. Verify minimum member thickness, spacing and edge distance: D.8 Table 3 hmrn = 6 In. S smin 6 in. .•. Ok 2.375, 5.75 Fig. 4 2.375-5.75 slope = = -3.0 3.5-2.375 For Cmi, = 4 in => 2.375 controls 3.5, 2.375 S.il = 5.75 - [(2.375 - 4.0)(-3.0)] = 0.875 < 2.375 in < 6 i .'. ok 0.875 4 Cmin Step 3b. For AN check 1.5h., = 1.5(3.25) = 4.88 in > c 3.0he1 = 3(3.25) = 9.75 in > s Table 3 D.5.2.1 Step 3c. Calculate ANo and AN for the anchorage: A,. = 9h; = 9 x (3.25)' = 95.1in' A N = (1.5he, + c)(3he, + s) = [1.5 x (3.25) + 4] [3 x (3.25) + 6] =139.8 in' < 2 • A,..•. Ok D.5.2.1 Table 3 Step 3d. Determine yrec,N : eN = 0 • iVec,N =1.0 D.5.2.4 Step 3e. Calculate Nb: Nb = kuncr f� heri.s =17 x 3,000 x 3.25' S = 5,456 lb D.5.2.2 Table 3 Step 3f. Calculate modification factor for edge distance: iVed N = 0.7+0.3 4 = 0.95 D.5.2.5 Table 3 1.5(3.25) Step 3g. V/c N =1.41 (uncracked concrete) D.5.2.6 Table 3 c;1.5h Step 3h. Calculate modification factor for splitting: yrep N = max of I check: 4 = 0.53; 1.5(3.25) = 0.65 cnc 7.5 7.5 § 4.1.3 1.51ef Table 3 0.65 > 0.53.-. controls cnc Step 3i. Calculate ONcbg : (Nebg 0.65 x 139.8 x 1.00 x 0.95 x 1.41 x 5,456 x 0.65 = 4,539 Ib D.5.2.1 § 4.1.2 95.1 D.4.4 c) Table 3 Step 4. Check pullout strength: Per Table 3, (PnNpn•rc = 0.65x2x5,515 Ib 3,000 = 7,852 Ib >4539 .'. OK D.5.3.2 § 4.1.5 2,500 D.4.4 c) Table 3 Step 5. Controlling strength: mNeb9 = 4,539 Ib < (DnNpn < ON, .•. ONcbg controls D.4.1.2 Table 3 Step 6. Convert value to ASD: T„o,„ = 4,539 = 3,242 Ib. 2 § 4 1.4 FIGURE 6 -EXAMPLE CALCULATION