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OFFICE CopyP�i°,Za.22- ocao�i /D 75 sky G¢sG RECEIVED V APR 18 2022 CITY OF TIGARL TOTAL � � UlLDING DIVISIONDIVISIONSUPPORT Innovation .Engineering •81M+Fabrication A Division of Tornarco Contractor Specialties Submittal Documents Transformer Support Frame Biamp Cascade Christenson Electric Jobsite Address: 10575 SW Cascade Avenue, Tigard, OR 97223 `��Ep P R OFFS Lv 83222PE OREGON ✓/ 15,2P�0 449M E.RE-C) 04/13/2022 EXPIRES: 12-31-2022 I SAT 14325 N.E. Airport Way#101 Portland, OR 97230 503-252-4423 Project Number.: 208217-0 "Empowered by Experience" 1 of 46 MISAT TOTAL SUPPORT Innovation•Engineering•BIM•Fabrication A Division of Tornarco Con tractor Specialties Table of Contents Description Pages BASIS FOR DESIGN 3-4 DETAIL S 5 -6 CALCULATIONS 7-29 APPENDIX 30-46 2 of 46 HMV TOTAL SUPPORT Innovation •Engineering•BIM•Fabrication A Division of Tomarco Contractor Specialties Basis for Design BUILDING CODE: 2018 EDITION OF THE INTERNATIONAL BUILDING CODE INCLUDING PROVISIONS OF THE 2019 EDITION OF THE OREGON STRUCTURAL SPECIALTY CODE SUPPLEMENTED BY ASCE 7-16 EQUIPMENT: TAG# EXPOSED HIGHEST ISOLATION WEIGHT TO WIND? LEVEL (LBS) 75 KVA TRANSFORMER N ROOF N/A 685 MATERIAL SPECIFICATIONS: STRUT: ASTM A653 (Fy=33,000 PSI) STRUT FITTINGS: ASTM A653 (Fy= 33,000 PSI) BOLTS: ASTM A307 MIN. 28-DAY COMPRESSIVE STRENGTH OF CONCRETE ASSUMED TO BE 3,000 PSI MECHANICAL CONCRETE ANCHORS SHALL CONFORM TO ICC REPORT ESR-4266 BOLT/STRUT NUT TORQUE (IF NOT SUPPLIED BY THE MANUFACTURER): 3/8" DIA: 19 FT-LBS 1/2" DIA: 50 FT-LBS 5/8" DIA: 100 FT-LBS SCOPE OF WORK: THE SUPPORTING STRUCTURE IS BEYOND THE SCOPE OF THIS SUBMITTAL. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO SUBMIT THESE CALCULATIONS AND ASSOCIATED DOCUMENTS TO THE ENGINEER OF RECORD PRIOR TO CONSTRUCTION TO ANALYZE THE ABILITY OF THE SUPPORTING STRUCTURE TO ACCOMMODATE THE REACTIONS FROM THE CONNECTIONS SPECIFIED IN THIS SUBMITTAL. EQUIPMENT DIMENSIONS USED IN CALCULATIONS ARE BASED ON EQUIPMENT DATA SHEETS ATTACHED. CONTRACTOR SHALL FIELD VERIFY DIMENSIONS. EFFECTS FROM THERMAL LOADING IS NOT PART OF THIS ANALYSIS. IF THERMAL LOADING NEEDS TO BE ACCOUNTED FOR ISAT SHALL BE NOTIFIED TO REDESIGN. THIS SET OF CALCULATIONS IS BASED ON THE LOADS AND ASSUMPTIONS STATED WITHIN THIS SUBMITTAL. CONTRACTOR PROCEEDS AT THEIR OWN FABRICATION AND INSTALLATION RISK PRIOR TO FINAL APPROVED SUBMITTAL. IF THE LOADS AND ASSUMPTIONS ARE NOT CORRECT THIS SUBMITTAL SHALL BE REVISED. FOR ANY SPECIAL INSPECTIONS REQUIRED REFER TO ISAT DRAWINGS/DETAILS AND BASIS FOR DESIGN FOR APPLICABLE ESR REPORT(S). 3 of 46 Basis for Design (cont.) ALL STRUCTURAL STEEL AND ANCHORS EXPOSED TO WEATHER, MOIST CONDITIONS OR CHEMICAL ATTACK SHALL BE HOT DIPPED GALVANIZED OR STAINLESS STEEL OR TREATED FOR CORROSION RESISTANCE PER PROJECT SPECIFICATIONS. FASTENER HOLES SHALL BE MAXIMUM 1/16" DIA. LARGER THAN BOLT DIAMETER. DOES NOT APPLY TO VERTICAL ONLY SUPPORTS, USE WASHERS AS NECESSARY FOR OVERSIZED HOLES. IF HOLES ARE OVERSIZED, THE FASTENERS OR ANCHORS CAN BE MODIFIED BY WELDING A 1/4" THICK 1 5/8" SQUARE WASHER TO THE MOUNTING HOLE WITH A 3/16" FILLET WELD APPLIED TO A MINIMUM OF (2) SIDES OF THE WASHER, BY FILLING VOID WITH EPDXY OR JB WELD PART NUMBER 8265S PRIOR TO PLACEMENT OF WASHER OR BY USE OF NEOPRENE GROMMETS. WHERE EQUIPMENT IS ANCHORED TO A HOUSE KEEPING PAD, ATTACHMENT OF PAD TO SLAB TO BE ADDRESSED BY OTHERS. WHERE ANCHORS ARE INSTALLED IN HKP TOTAL CONCRETE THICKNESS INCLUDES EXISTING SLAB THICKNESS. 4 of 46 MaeligAr TOTAL SUPPORT Innovation•Engineering•BIM•Fabrication A Division of Tomarco Contractor Specialties Details 5 of 46 A _ 2'-4 1/2" { 6" MAX. 1'-11 1/2" (1) r \ \ \ \ (4) (6) t (6) (4) \ \ (7) il MIA— T. (5) (3) (5) 1/4" - [ 1 A 3'-2" MAX. ( ) 1 5/8" — 3 3/8" (8) VIEW A-A NOTES: 1. EQUIPMENT FOOTPRINT - MAX. WT. = 685 LBS. - CENTERED ON STRUT SPAN 2. )2" DIA. BOLT THROUGH 09/16" HOLES WITH NUT AND PHD 5002 OR EQUAL -TYP. (4) LOCATIONS 3. PHD 1001 SOLID STRUT, OR EQUAL -TYP. 4. PHD 1011 A STRUT, OR EQUAL -TYP. 5. PHD 5503, OR EQUAL -TYP. 6. PHD 6060 POST BASE, OR EQUAL-TYP. 7. PHD 5315, OR EQUAL -TYP. 8. %2" DIA. BOLT/STRUT NUT TYP. AT ALL AVAILABLE STRUT FITTING LOCATIONS 9. %2" DIA. HILTI KWIK BOLT TZ2 WITH 3 Y" EFF. EMB. INTO 6" MIN. THICK CONCRETE WITH 4" MIN. EDGE DIST. - SPECIAL INSPECTION PER IBC/OSSC/ESR-4266 -TYP. (10) LOCATIONS El � TRANSFORMER SUPPORT FRAME SCALE: 1" = 1'-0" altraeuer BIAMP CASCADE REV# DETAIL NUMBER 0 TOTAL SUPPORT DATE SKI Innovation•Engineering•BIM•Fabrication CONTRACTOR 4/13/22 A Division of Tamarco Contractor Specialties C H R I STE N S O N 14325 NE AIRPORT WAY,STE. 101 DRAWN BY TASK NUMBER 503-252-4423(Toll Free) 503-252-4427(fax) www.isatsb.com AR 208217 6 of 46 ;, W. MISAT TOTAL SUPPORT Innovation•Engineering•BIM•Fabrication A Division of Tomarco Contractor Specialties Calculations 7 of 46 1 1 SEISMIC DESIGN FORCE(SDF)CALCULATION WORKSHEET Rev.0 . Mar APPLICABLE CODES:2006/2009/2012/2015/2018 IBC(Based on ASCE 7-05/10/16) TOTAL SUPPORT INTERNATIONAL SEISMIC APPLICATION TECHNOLOGY inneat°n•Engineenn9•BIM•fab„cati°n 14325 NE Airport Way#101,Portland,OR 97230 PHONE 503-252-4423 I FAX 503-252-4427 Project Name: Biamp Cascade Date: 4/13/2022 Location: Tigard,OR Project Zip Code: 97223 Contractor: MEP TABLE 1-PROJECT SEISMIC ENGINEERING PARAMETERS Note: The following Seismic Criteria was obtained from the structural portion of the project documents. Information not provided in the project documents has been derived from the code sections or tables noted below. Design spectral response acceleration(5%Damped)at short periods(ASCE 7-05/10,Section 11.4.4&ASCE 7-16,Section 11.4.5) SDs= 0.664 Component Importance Factor(ASCE 7-05/10,Section 13.1.3) I,,= 1.00 : Average Roof Height of Structure Relative to the Base Elevation h= 1.00 Factors that vary per trade.(See Table 3 below for values) Component Amplification Factor(ASCE 7-05/10/16,Table 13.6-1) a p= (see table 3) Component Response Modification Factor(ASCE 7-05/10/16,Table 13.6-1) RP= (see table 3) Seismic Design Category(ASCE 7-05/10/16,Table 11.6-1) Seismic Design Category=D TABLE 2-SEISMIC DESIGN FORCE EQUATIONS(FROM ASCE 7-05/10/16,CHAPTER 13) FP CALCULATION(Eq.13.3-1) FP.„„, -MAXIMUM LIMIT(Eq.13.3-2) F„.,„w -MINIMUM LIMIT(Eq.13.3-3) FP = 0.4aP xSDs x WP x 0.7 x (I+2(z/h)) F,, need not be greater than F,, shall not be less than (Rp/IP) 1.6xSDs zip xWP xO.7= O.3xSDS XIP xWP x0.7 = 0.74 0.14 NOTE:Values in Table 2 are multiplied by a factor of 0.7 for conversion to"Allowable Stress Design"(ASCE 7-05/10/16,Section 2.4.1) TABLE 3-SEISMIC DESIGN FORCE(Fe)PER TRADE&FLOOR MCC's,Panel Wet-Side Equipment Generators. Boards,Switchqear Neoprene Isolated &Engines, Batteries,Inverters, Lighting Fixtures& &Misc. Equipment, Air-Side Transformers, Other Mechanical Spring V.I. Turbines,Pumps, Components Suspended V.I.& Floor# z Equipment Compressors& Comm.Equip., Constructed of or Electrical Skirt Supported Equipment /Story (Ft) Instrumentation, Sheet Metal Components Pressure Vessels and Controls Equipment Fr g amin a,= 2.5 ap= 1.0 a,,= 1.0 aP= 2.5 aP= 1.0 aP= 2.5 aP= 2.5 RP= 6.0 RP= 2.5 RP= 2.5 RP= 6.0 RP= 1.5 RP= 2.5 RP= 2.0 Grade 0 0.14 0.14 0.14 0.14 0.14 0.19 0.23 Roof 1 0.23 0.22 0.22 0.23 0.37 0.56 0.70 NOTE:Values in Table 3 are the resultant after comparing Fp with Fp.max&Fp.min. z=Overhead Deck Elevation From Grade(ft.) NONVIB=Non-Vibration Isolated components&systems VIB=Vibration Isolated components&systems 8 of 46 NOTES: H1 H2 H3 1. ALL UNITS ARE cUL LISTED AND DESIGNED ACCORDANCE WITH INDUSTRY STANDARDS. i f • $ 2. TRANSFORMERS ARE DRY—TYPE, CLASS -WILL 654321 654321 654321 AA, VENTILATED NEMA 2 ENCLOSED JWJI FOR INDOOR USE. 3. TRANSFORMERS ARE FLOOR MOUNTED. �v-vw 4. AVAILABLE ACCESSORIES FOR THIS UNIT: J r — Y-• 1 A) OUTDOOR WEATHERSHIELD KIT ESS' B) TERMINAL LUG KIT XO Xi X2 X3 5. TRANSFORMERS ARE CONSTRUCTED BASED UPON A 40'C AMBIENT ENVIRONMENT. 6. MAINTAIN 1" CLEARANCE FROM ALL TYPICAL WIRING DIAGRAM LIVE PARTS. 7. PAINT COLOR IS ANSI #61. K B c 1 r r ri r �i �, �� G ° " N� 0.56" dia. HOLE z t. 0 0 OPTIONAL TERMINALS (<751 AMPS) 0 ii.- WEATHERSHIELD A iw-- ► H�F ►I 0.56" dia. HOLE --, I I �,/i--1.50'" /I' 1 I I G 4 TERMINALS (>751 AMPS) _J L J - _ \� /1" D 1 ' I E (4) 0.625" dia. TERMINALS ENTERANCE AREA MOUNTING HOLES (PRI & SEC) (RECOMMENDED) FRONT VIEW SIDE VIEW TERMINAL DETAILS APPROXIMATE DIMENSIONS ( INCHES ) KVA A B C D E F G H J K L BOX lbs. WEATHERTERMINAL SHIELD TYPE 75.0 43.00 28.50 23.50 26.63 20.25 6.00 6.00 1.00 5.75 27.63 ----3PT-112K`'685 WS-18 BUSBAR DRAWINGS ❑X APPROVAL * ELECTROSTATIC SHIELD GROUNDED TO TRANSFORMER CASE AT FACTORY ( IF APPLICABLE ) ❑RECORD LI OTHER PRIMARY VOLTAGE480 DELTA CUST. XXXXXXXXXX SECONDARY 400Y/231 JOB VOLTAGE TEMPERATURE 150 CATALOG RISE IN 'C WINDINGS & J ALUMINUM J COPPER NOTE XXXXXXXX TERMINALS FREQUENCY 60 BY ENG. LOG. TITLE 3—PHASE, 600 VOLT CLASS IN HERTZ ISOLATION PRIMARY 432, 444, 456, 468, 492, 504 DATE TAPS DRY TYPE TRANSFORMER REV MFG. LOG. DWG. NO. DATE: pvffC46FILE 3PTN657-75K-E2 Elea11411 JOB: BIAMP CASCADE SHEET NO.: OF 14325 NE Airport Way,Suite 101 CALCULATED BY: AR DATE 4/13/22 TOTAL SUPPORT Portland,OR 97230 innovation•Enginaor.cy•aaa•Faho.Oo+r CHECKED BY: DATE n n.;•.•e. roc:...,,ea,n.,_-r zn...••m.• PROJECT NO.: 208217 DESIGN OF CONNECTIONS FOR TRANSFORMER (ASD) EQUIPMENT INFORMATION: Equipment weight,W= 685 lbs Length,L= 26.63 in Width,w= 20.25 in Height,h= 43 in Isolator Height= 0 in Height to C.G.,Hc.g.= 22 in Eccentricity ey,(5%)= 1.0125 in SEISMIC FORCE: Fp= 0.22 x Wp = 150.7 lbs Fv= 0.09 x Wp = 63.7 lbs ANALYSIS: M(overturning)=Fp x Hc.g.= 3240.1 in-lbs M(resisting)=(0.6xWp-Fv)x(w/2-ey)= 3165.0 in-lbs Tension per side,Ts=(Mo-Mr)/w= 3.7 lbs (if negative T=0) Shear per side,Vs=Fp/2= 75.4 lbs Number of Connections per side,n= 2 Tension per connection,T=Ts/n= 1.9 lbs Shear per connection,V=Vs/n= 37.7 lbs Min. 1/2"through bolt OK by inspection For RISA input ASD loads/0.7 for use in load combinations: Fp= 215/(n*2)= 53.8 lbs M(overturning)resolved(T/C)=Fp*Hc.g./(w*n)= 114.3 lbs (N-S) M(overtuming)resolved(T/C)=Fp*Hc.g./(L*2)= 86.9 lbs (E-W) Fv= 91 /(n*2)= 22.7 lbs W/(n*2)= 171.3 lbs 10of46 arrrrrrrrrirr z x '%1R1 .SB1 413 1r B2 N6 rat N8 ISAT Transformer Frame 1 AR Apr 13,2022 208217 Transformer Frame.r3d 11 of 46 ...................... ...,_..,.,,....,...,.«..._.,»...... x(+Ns•.w.,ri:rwrwrwraurmdtturudm.rrdr1u ♦.+.adr.6 u.,r v...r J i4114t d drn.vurislr,lsiFu/aNtMltuNfdit14.1444.4.et/leYtbNfsYuttFH.11.44.4444.1,4 4.4As.ul.4.141. Section Sets IP1000 z- x _P1001 l' ISAT Transformer Frame 2 AR Apr 13, 2022 208217 Transformer Frame.r3d 12 of 46 zx • 441 40. ISAT Transformer Frame 3 AR Apr 13,2022 208217 Transformer Frame.r3d 13 of 46 Y z X /I' I I 3 1b ..,,,,,.; -1 Id 171.3 lb .171.3 lb Loads:BLC 1, Dead(D) ISAT Transformer Frame 4 AR Apr 13,2022 208217 Transformer Frame.r3d 14of46 zL`,x i f/ A i` 53.8 9b J; -1 lb 114,3 I. "_- R' 53.8Ib 53.8 lb -114-3 lb 114.3 • 53.8 lb a'. Loads:BLC 10. Seismic(E)(N-S) ISAT Transformer Frame 5 AR Apr 13,2022 208217 Transformer Frame.r3d 15 of 46 . .. . ............ _____.._._..._..__..____ _... . . ...,.,..,. ,,, . . ,,...,,.... .,.rr,«,.....,.«...:..«.,t ,. ,. .., ,.1.,,,,u+. su.aar..urx,.su,nuuustrus,twarussra,,..t r anx,.. ru s.,,e,ae.6uw.t, ,.q. L r `.X .A " , . ir I I A N'llkt-...s. -86 9 b 53.: 1 53 Loads: BLC 11,Seismic(E)(E-W) ISAT Transformer Frame 6 AR Apr 13, 2022 208217 Transformer Frame.r3d 16 of 46 ,,. . . xr a.x. .F../ 1.0 !,k rillsf +ntlltuei�! /s./In K ;l N«u+♦r., Z `� •t�A f/F/ • //f l pF J F�l 22 7 I ite 22.7 IL 22.7 22.7 lb, Loads. BLC 12. Seismic(E) V) ISAT Transformer Frame 7 AR Apr 13, 2022 208217 Transformer Frame.r3d 17 of 46 Company : ISAT Designer : AR Job Number : 208217 Checked By: TOTAL SUPPORT Model Name : Transformer Frame Node Coordinates Label X[in] Y[in] Z[in] Detach From Diaphragm 1 SB1 0 0 0 2 N2 0 0 7.625 3 N3 0 0 27.875 4 N4 0 0 29.25 5 SB2 38 0 0 6 N6 38 0 7.625 7 N7 38 0 27.875 8 N8 38 0 29.25 9 T1 5.985 0 7.625 10 T2 5.985 0 27.875 11 T3 32.015 0 7.625 12 T4 32.015 0 27.875 13 BR1 0 29.25 0 14 BR2 38 29.25 0 Cold Formed Steel Properties Label E[ksi] G[ksi] Nu Therm. Coeff. [1e5°F-1] Density[Ib/in3] Yield [ksi] Fu[ksi] 1 A570 33 29500 11346 0.3 0.65 0.284 33 52 2 A607 C1_55 29500 11346 0.3 0.65 0.284 55 70 Cold Formed Steel Section Sets Label Shape Type Design List Material Design Rule Area[ins] lyy[in4] Izz[in4] J [in4] 1 P1000 strut Beam CU A570 33 Typical 0.555 0.185 0.236 0.002 2 P1001 2-strut-BB Beam CU B-to-B A570_33 Typical 1.11 0.93 0.472 0.004 Load Combinations Description SolveP-Delta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 1. D+F Yes Y 1 1 2 1 2 2. D+H+F+L+T Yes Y 1 1 4 1 2 1 3 1 13 1 3 3. D+H+F+Lr Yes Y 1 1 4 1 2 1 5 1 4 3. D+H+F+S Yes Y 1 1 4 1 2 1 6 1 5 3. D+H+F+R Yes Y 1 1 4 1 2 1 7 1 6 4. D+H+F+.75L+.75Lr Yes Y 1 1 4 1 2 1 3 0.75 5 0.75 7 4. D+H+F+.75L+.75S Yes Y 1 1 4 1 2 1 3 0.75 6 0.75 8 4. D+H+F+.75L+.75R Yes Y 1 1 4 1 2 1 3 0.75 7 0.75 9 4. D+H+F+.75T+.75Lr Yes Y 1 1 4 1 2 1 13 0.75 5 0.75 10 4. D+H+F+.75T+.75S Yes Y 1 1 4 1 2 1 13 0.75 6 0.75 11 4. D+H+F+.75T+.75R Yes Y 1 1 4 1 2 1 13 0.75 7 0.75 12 5. D+H+F+W(N) Yes Y 1 1 4 1 2 1 8 1 14 1 13 5. D+H+F+W(S) Yes Y 1 1 4 1 2 1 8 -1 14 1 14 5. D+H+F+W(E) Yes Y 1 1 4 1 2 1 9 1 14 1 15 5. D+H+F+W(W) Yes Y 1 1 4 1 2 1 9 -1 14 1 16 5. D+H+F+.7E-EV(N) Yes Y 1 1 4 1 2 1 10 0.7 12 -0.7 17 5. D+H+F+.7E+EV(N) Yes Y 1 1 4 1 2 1 10 0.7 12 0.7 18 5. D+H+F+.7E-EV(S) Yes Y 1 1 4 1 2 1 10 -0.7 12 -0.7 19 5.D+H+F+.7E+EV(S) Yes Y 1 1 4 1 2 1 10 -0.7 12 0.7 20 5. D+H+F+.7E-EV(E) Yes Y 1 1 4 1 2 1 11 0.7 12 -0.7 21 5. D+H+F+.7E+EV(E) Yes Y 1 1 4 1 2 1 11 0.7 12 0.7 22 5. D+H+F+.7E-EV(W) Yes Y 1 1 4 1 2 1 11 -0.7 12 -0.7 23 5.D+H+F+.7E+EV(W) Yes Y 1 1 4 1 2 1 11 -0.7 12 0.7 24 6. D+H+F+.75W+.75L+.75Lr(N) Yes Y 1 1 4 1 2 1 8 0.75 3 0.75 5 0.75 14 0.75 RISA-3D Version 19 [Transformer Frame.r3d] Page 1 18 of 46 Company . ISAT Designer : AR Job Number : 208217 Checked By: TOTAL SUPPORT Model Name : Transformer Frame Load Combinations(Continued) Description SolveP-Delta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 25 6. D+H+F+.75W+.75L+.75Lr(S) Yes Y 1 1 4 1 2 1 8 -0.75 3 0.75 5 0.75 14 0.75 26 6. D+H+F+.75W+.75L+.75Lr(E) Yes Y 1 1 4 1 2 1 9 0.75 3 0.75 5 0.75 14 0.75 27 6. D+H+F+.75W+.75L+.75Lr(W) Yes Y 1 1 4 1 2 1 9 -0.75 3 0.75 5 0.75 14 0.75 28 6. D+H+F+.75W+.75L+.75S(N) Yes Y 1 1 4 1 2 1 8 0.75 3 0.75 6 0.75 14 0.75 29 6. D+H+F+.75W+.75L+.75S(S) Yes Y- 1 1 4 1 2 1 8 -0.75 3 0.75 6 0.75 14 0.75 30 6. D+H+F+.75W+.75L+.75S(E) Yes Y 1 1 4 1 2 1 9 0.75 3 0.75 6 0.75 14 0.75 31 6. D+H+F+.75W+.75L+.75S(W) Yes Y 1 1 4 1 2 1 9 -0.75 3 0.75 6 0.75 14 0.75 32 6. D+H+F+.75W+.75L+.75R(N) Yes Y 1 1 4 1 2 1 8 0.75 3 0.75 7 0.75 14 0.75 33 6. D+H+F+.75W+.75L+.75R(S) Yes Y 1 1 4 1 2 1 8 -0.75 3 0.75 7 0.75 14 0.75 34 6. D+H+F+.75W+.75L+.75R(E) Yes Y 1 1 4 1 2 1 9 0.75 3 0.75 7 0.75 14 0.75 35 6.D+H+F+.75W+.75L+.75R(W) Yes Y 1 1 4 1 2 1 9 -0.75 3 0.75 7 0.75 14 0.75 36 6. D+H+F+.525E+.75L+.75Lr-EV(N) Yes Y 1 1 4 1 2 1 10 0.525 3 0.75 5 0.75 12 -0.7 37 6. D+H+F+.525E+.75L+.75Lr+EV(N) Yes Y 1 1 4 1 2 1 10 0.525 3 0.75 5 0.75 12 0.7 38 6. D+H+F+.525E+.75L+.75Lr-EV(S) Yes Y 1 1 4 1 2 1 10 -0.525 3 0.75 5 0.75 12 -0.7 39 6. D+H+F+.525E+.75L+.75Lr+EV(S) Yes '"Y 1 1 4 1 2 1 10 -0.525 3 0.75 5 0.75 12 0.7 40 6. D+H+F+.525E+.75L+.75Lr-EV(E) Yes Y 1 1 4 1 2 1 11 0.525 3 0.75 5 0.75 12 -0.7 41 6.D+H+F+.525E+.75L+.75Lr+EV(E) Yes Y 1 1 4 1 2 1 11 0.525 3 0.75 5 0.75 12 0.7 42 6. D+H+F+.525E+.75L+.75Lr-EV(W) Yes Y 1 1 4 1 2 1 11 -0.525 3 0.75 5 0.75 12 -0.7 43 6. D+H+F+.525E+.75L+.75Lr+EV(W) Yes Y 1 1 4 1 2 1 11 -0.525 3 0.75 5 0.75 12 0.7 44 6. D+H+F+.525E+.75L+.75S-EV(N) Yes Y 1 1 4 1 2 1 10 0.525 3 0.75 6 0.75 12 -0.7 45 6. D+H+F+.525E+.75L+.75S+EV(N) Yes Y 1 1 4 1 2 1 10 0.525 3 0.75 6 0.75 12 0.7 46 6. D+H+F+.525E+.75L+.75S-EV(S) Yes Y 1 1 4 1 2 1 10 -0.525 3 0.75 6 0.75 12 -0.7 47 6. D+H+F+.525E+.75L+.75S+EV(S) Yes Y 1 1 4 1 2 1 10 -0.525 3 0.75 6 0.75 12 0.7 48 6. D+H+F+.525E+.75L+.75S-EV(E) Yes Y 1 1 4 1 2 1 11 0.525 3 0.75 6 0.75 12 -0.7 49 6. D+H+F+.525E+.75L+.75S+EV(E) Yes Y 1 1 4 1 2 1 11 0.525 3 0.75 6 0.75 12 0.7 50 6. D+H+F+.525E+.75L+.75S-EV(W) Yes Y 1 1 4 1 2 1 11 -0.525 3 0.75 6 0.75 12 -0.7 51 6. D+H+F+.525E+.75L+.75S+EV(W) Yes V 1 1 4 1 2 1 11 -0.525 3 0.75 6 0.75 12 0.7 52 6. D+H+F+.525E+.75L+.75R-EV(N) Yes Y 1 1 4 1 2 1 10 0.525 3 0.75 7 0.75 12 -0.7 53 6. D+H+F+.525E+.75L+.75R+EV(N) Yes Y 1 1 4 1 2 1 10 0.525 3 0.75 7 0.75 12 0.7 54 6. D+H+F+.525E+.75L+.75R-EV(S) Yes Y 1 1 4 1 2 1 10 -0.525 3 0.75 7 0.75 12 -0.7 55 6.D+H+F+.525E+.75L+.75R+EV(S) Yes Y 1 1 4 1 2 1 10 -0.525 3 0.75 7 0.75 12 0.7 56 6. D+H+F+.525E+.75L+.75R-EV(E) Yes Y 1 1 4 1 2 1 11 0.525 3 0.75 7 0.75 12 -0.7 57 6. D+H+F+.525E+.75L+.75R+EV(E) Yes Y 1 1 4 1 2 1 11 0.525 3 0.75 7 0.75 12 0.7 58 6. D+H+F+.525E+.75L+.75R-EV(W) Yes Y 1 1 4 1 2 1 11 -0.525 3 0.75 7 0.75 12 -0.7 59 6. D+H+F+.525E+.75L+.75R+EV(W) Yes Y 1 1 4 1 2 1 11 -0.525 3 0.75 7 0.75 12 0.7 60 7. 0.6D+W+H(N) Yes Y 1 0.6 8 1 4 1 14 1 61 7.0.6D+W+H(S) Yes Y 1 0.6 8 -1 4 1 14 1 62 7.0.6D+W+H (E) Yes Y 1 0.6 9 1 4 1 14 1 63 7.0.6D+W+H(W) Yes Y 1 0.6 9 -1 4 1 14 1 64 8.0.6D+0.7E+H-EV(N) Yes Y 1 0.6 10 0.7 4 1 12 -0.7 65 8.0.6D+0.7E+H+EV(N) Yes Y 1 0.6 10 0.7 4 1 12 0.7 66 8. 0.6D+0.7E+H-EV(S) Yes Y 1 0.6 10 -0.7 4 1 12 -0.7 67 8.0.6D+0.7E+H+EV(S) Yes Y 1 0.6 10 -0.7 4 1 12 0.7 68 8. 0.6D+0.7E+H-EV(E) Yes Y 1 0.6 11 0.7 4 1 12 -0.7 69 8.0.6D+0.7E+H+EV(E) Yes Y 1 0.6 11 0.7 4 1 12 0.7 70 8.0.6D+0.7E+H-EV(W) Yes Y 1 0.6 11 -0.7 4 1 12 -0.7 71 8. 0.6D+0.7E+H+EV(W) Yes Y 1 0.6 11 -0.7 4 1 12 0.7 Node Loads and Enforced Displacements(BLC 1 :Dead(D)) Node Label L, D, M Direction Magnitude[(lb, lb-in), (in, rad), (Ib*s2/in, lb*s2*in)] 1 T1 L Y -171.3 2 T3 L Y -171.3 3 T2 L Y -171.3 4 T4 L Y -171.3 RISA-3D Version 19 [Transformer Frame.r3d] Page 2 19 of 46 Company : ISAT Designer : AR Job Number : 208217 Checked By: TOTAL SUPPORT Model Name : Transformer Frame Node Loads and Enforced Displacements(BLC 10:Seismic(E)(N-S)) Node Label L, D, M Direction Magnitude[(Ib, lb-in), (in, rad), (Ib*s2/in, Ib"s2*in)] 1 T1 L Z 53.8 2 T2 L Z 53.8 3 T3 L Z 53.8 4 T4 L Z 53.8 5 T1 L Y 114.3 6 T2 L Y -114.3 7 T3 L Y 114.3 8 T4 L Y -114.3 Node Loads and Enforced Displacements(BLC 11:Seismic(E)(E-I4'9) j Node Label L, D, M Direction Magnitude[(Ib, lb-in), (in, rad), (Ib*s2/in, Ib*s2*in)] 1 T1 L X 53.8 2 T2 L X 53.8 3 T3 L X 53.8 4 T4 L X 53.8 5 T1 L Y 86.9 6 T2 L Y 86.9 7 T3 L Y -86.9 8 T4 L Y -86.9 Node Loads and Enforced Displacements(BLC 12:Seismic(E)(V)) Node Label L, D, M Direction Magnitude[(Ib, lb-in), (in, rad), (Ib*s2/in, lb*s2*in)] 1 T1 L Y 22.7 2 T3 L Y 22.7 3 T2 L Y 22.7 4 T4 L Y 22.7 Envelope Maximum Member Section Forces Member Axial[lblLoc[inlLcy Shear[lb1Loc[inlLcz Shear[lb1Loc[in1LcTorque[lb-in1Loc[inlLcy-y Moment[lb-injLoc[in1Lcz-z Moment[lb-in1Loc[in1Lc 1 M 1 max263.63 29.2516 75.27 7.62 69 260.42 29.2516 0 29.2571 1487.29 0 18 1336.95 0 20 2 min 27.63 28.0367 -75.27 0 71 -260.42 0 18 0 0 1 -487.21 7.62 18 -1336.91 0 23 3 M2 max263.6329.2516 75.27 7.62 69 260.42 29.2516 0 29.2571 1487.29 0 18 1336.91 0 69 4 min 27.63 28.0367 -75.27 0 71 -260.42 0 18 0 0 1 -487.21 7.62 18 -1336.95 0 71 5 M3 max 37.69 5.94 71 37.66 38 64 270.19 38 18 0.03 38 71 0 38 71 225.4 6.33 17 6 min-37.63 0 20 -37.66 0 64 -270.19 0 18 -0.03 0 69 -1627.6 19 18 -225.4 6.33 19 7 M4 max 37.65 38 21 37.66 38 16 270.19 38 16 0.02 31.6769 0 38 71 225.4 31.6765 8 min-37.67 0 20 -37.66 0 65 -270.19 0 16 -0.02 32.0671 -1627.6 19 16 -225.4 6.33 67 9 M5 max -37.7 0 67 0 41.3771 2.3 0 22 0 41.3771 23.8 20.6822 0 41.3771 10 min-375.1441.3716 0 0 1 -2.3 41.3717 0 0 1 0 0 1 0 0 1 11 M6 max -37.7 0 67 0 41.3771 2.3 0 54 0 41.3771 23.8 20.6854 0 41.3771 12 min-375.1441.3716 0 0 1 -2.3 41.3717 0 0 1 0 0 1 0 0 1 Envelope Member End Reactions MemberMember End Axial[lb1 LC y Shear[Ib1 LC z Shear[Ib1 LC Torque[Ib-in) LC y-y Moment[Ib-in] LC z-z Moment[Ib-in1 LC 1 M1 I max 239.93 22 75.27 69 -26.02 65 0 71 1487.29 18 1336.95 20 2 min 51.31 69 -75.27 71 -260.42 18 0 1 260.7 65 -1336.91 23 3 J max 263.63 16 0.06 20 260.42 16 0 71 0 71 0 71 4 min 27.63 67 -0.09 22 25.68 67 0 1 0 1 0 1 5 M2 I max 239.93 20 75.27 69 -26.02 65 0 71 1487.29 18 1336.91 69 RISA-3D Version 19 [Transformer Frame.r3d] Page 3 20 of 46 Company : ISAT Designer : AR Job Number : 208217 Checked By: TOTAL SUPPORT Model Name : Transformer Frame Envelope Member End Reactions(Continued) MemberMember End Axial[Ibj LC y Shear[Ibj LC z Shear[lb] LC Torque[Ib-inj LC y-y Moment[lb-in] LC z-z Moment[Ib-inj LC 6 min 51.31 71 -75.27 71 -260.42 18 0 1 260.7 65 -1336.95 71 7 J max 263.63 16 0.09 20 260.42 16 0 71 0 71 0 71 8 min 27.63 67 -0.06 22 25.68 67 0 1 0 1 0 1 9 M3 I max 37.69 71 37.66 67 -8.67 65 0.03 71 0 71 0 71 10 min -37.63 20 -37.66 64 -270.19 18 -0.03 69 0 1 0 1 11 J max 37.69 20 37.66 64 270.19 18 0.03 71 0 71 0 71 12 min -37.63 22 -37.66 66 8.67 65 -0.03 69 0 1 0 1 13 M4 I max 37.65 70 37.66 67 -8.67 67 0.02 69 0 71 0 71 14 min -37.67 20 -37.66 65 -270.19 16 -0.02 71 0 1 0 1 15 J max 37.65 21 37.66 16 270.19 16 0.02 69 0 71 0 71 16 min -37.67 23 -37.66 19 8.67 67 -0.02 71 0 1 0 1 17 M5 I max -37.7 67 0 71 2.3 22 0 71 0 71 0 71 18 min -370.54 16 0 1 1.38 64 0 1 0 1 0 1 19 _ J max -40.46 67 0 71 -1.38 69 0 71 0 71 0 71 20 min -375.14 16 0 1 -2.3 17 0 1 0 1 0 1 21 M6 I max -37.7 67 0 71 2.3 54 0 71 0 71 0 71 22 min -370.54 16 0 1 1.38 64 0 1 0 1 0 1 23 J max -40.46 67 0 71 -1.38 70 0 71 0 71 0 71 24 min -375.14 16 0 1 -2.3 17 0 1 0 1 0 1 -> STRUT FITTINGS OK BY INSPECTION Envelope Node Reactions Node Label X[lb] LC Y[lb] LC Z[lb] LC MX[lb-in] LC MY[lb-in] LC MZ[lb-in] LC 1 SB1 max 75.22 71 260.38 18 239.93 22 -260.7 65 1336.91 71 0 21 2 min -75.26 69 26.01 65 51.31 69 -1487.29 18 -1336.95 20 0 22 3 SB2 max 75.26 71 260.38 18 239.93 20 -260.7 65 1336.95 71 0 20 4 min -75.22 69 26.01 65 51.31 71 -1487.29 18 -1336.91 20 0 23 5 BR1 max 0.21 22 266.9 16 -27.63 67 0 71 0 71 0 71 6 min -0.14 20 29.59 67 -263.63 16 0 1 0 1 0 1 7 BR2 max 0.14 22 266.9 16 -27.63 67 0 71 0 _ 71 0 71 8 min -0.21 20 29.59 67 -263.63 16 _ 0 1 0 1 0 1 9 Totals: max 150.64 71 792.15 20 150.64 67 10 min -150.64 20 373.6 71 -150.64 16 CONVERT ASD LOADS TO LRFD FOR CONCRETE ANCHORAGE Qo= 2.0 @ DIAGONAL BRACE T= 264/0.7 * Oo= 754 LBS V= 267/0.7 * Qo=763 LBS @ 4-HOLE STRUT BASE Vx= 75/0.7 * Do= 214 LBS Vy= 260/0.7 * Qo= 743 LBS Tz=0(COMPRESSION) Mx= 1487/0.7 * Qo=4249 LB-IN My= 1337/0.7 * Qo=3820 LB-IN SEE HILTI PROFIS OUTPUT FOR ANCHOR VALIDATION RISA-3D Version 19 [Transformer Frame.r3d] Page 4 21 of 46 JOB: BIAMP CASCADE =TAT SHEET NO.: OF 14325 NE Airpoirt Way.Suite 101 CALCULATED BY: AR DATE 4/13/22 INTERNATIONAL SEISMIC Portland,OR 97230 APPLICATION TECHNOLOGY CHECKED BY: DATE PROJECT NO.: 208217 STRUT CHECK w SECTION PROPERTIES-P1000: Reference Unistrut General Engineering Catalog No. 17A I T i '.315• + _ 710' Section Modulus(Axis 1-1),Sx 0.202 in3 Section Modulus(Axis 2-2),Sy 0.29 in3 Moment of Inertia(Axis 1-1),Ix 0.185 in4 Moment of Inertia(Axis 2-2),Iy 0.236 in4 Yield Strength,Fy 42000 psi ob 1.68 Allowable Yield Strength,Fya=Fy/0= 25000 psi Modulus of Elasticity,E 29000000 psi Unbraced Length,Lb 48 in Lateral Bracing Load Reduction Factor,4) 0.88 Pg.62 Capacity reduction due to holes/slots,13 0.85 ANALYSIS: M max(x-x) 1630.00 lb-in M max(y-y) 230.00 lb-in P max 40.00 lbs Ma(x-x)=Fya*Sx*4)*R 3777.40 lb-in Ma(y-y)=Fya*Sy*4*(3 5423.00 lb-in Pa*R 2354.50 lbs Pg.25 INT=Pmax/Pa+Mmax(x-x)/Ma(x-x)+Mmax(y-y)/Ma(y-y) 0.491 <1 OK (H1.2-1 AISI S100-16) 22 of 46 JOB: BIAMP CASCADE Dna SHEET NO.: OF 14325 NE Airpoirt Way.Suite 101 CALCULATED BY: AR DATE 4/13/22 INTERNATIONAL SEISMIC Portland,0R97230 APPLICATION TECHNOLOGY CHECKED BY: DATE PROJECT NO.: 208217 STRUT CHECK11116 SECTION PROPERTIES-P1001: Reference Unistrut General Engineering Catalog No. 17A 3"' -1 Section Modulus(Axis 1-1),Sx L 4 10 0.571 in3 Section Modulus(Axis 2-2),Sy 0.58 in3 Moment of Inertia(Axis 1-1),Ix 0.928 in4 Moment of Inertia(Axis 2-2),Iy 0.471 in4 Yield Strength,Fy 42000 psi Cb 1.68 Allowable Yield Strength,Fya=Fy/0= 25000 psi Modulus of Elasticity,E 29000000 psi Unbraced Length,Lb 36 in Lateral Bracing Load Reduction Factor,41 1.00 Pg.62 Capacity reduction due to holes/slots,13 0.85 ANALYSIS: M max(x-x) 1490.00 lb-in M max(y-y) 1340.00 lb-in P max 300.00 lbs Ma(x-x)=Fya*Sx*4)* 3 12133.75 lb-in Ma(y-y)=Fya*Sy*4*(3 12325.00 lb-in Pa*13 5346.50 lbs Pg.25 INT=Pmax/Pa+Mmax(x-x)/Ma(x-x)+Mmax(y-y)/Ma(y-y) 0.288 <1 OK (H 1.2-1 AISI S 100-16) 23 of 46 11■■11`TI Hilti PROFIS Engineering 3.0.77 Specifier's comments: 1 Input data `'(!Irii!IiL..).ill IIILLiiI Anchor type and diameter: Kwik Bolt TZ2-CS 1/2(3 1/4) �" IPPI+IgII!uIll I!PI f l N+ll0ll0 Item number: 2210255 KB-TZ2 1/2x4 1/2 Effective embedment depth: het act=3.250 in.,hnnR,=3.750 in. • safe Material: Carbon Steel v set Evaluation Service Report: ESR-4266 Issued I Valid: 12/17/2021 112/1/2023 Proof: Design Method ACI 318-14/Mech Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor platen: Ix x ly x t=6.000 in.x 6.000 in.x 0.250 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,3000,fc'=3,000 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(17.2.3.4.3(d)) Shear load:yes(17.2.3.5.3(c)) R-The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[Ib,in.ib] 3,82 is!��wt�"a d� �'dt O O Y C,249 x Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1 24 of 46 1■11111I.T1 Hilti PROFIS Engineering 3.0.77 1.1 Design results Case Description Forces[lb]/Moments[ink] Seismic Max.Util.Anchor[%] 1 Combination 1 N=750;Vx=214;Vy=743; yes 53 Mx=-4,249;My=3,820;Mz=0; li Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 2 25 of 46 1■4III6T1 Hilti PROFIS Engineering 3.0.77 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity I3N/I3v[%] Status Tension Concrete Breakout Failure 1,679 3,281 52/- OK Shear Concrete edge failure in direction y+ 773 2,028 -/39 OK Loading PN Pv Utilization 1'N,V[%] Status Combined tension and shear loads 0.512 0.381 5/3 53 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 26 of 46 .t •• . .. .. .. . . .. — — ICY. F■III11117rI Hilti PROFIS Engineering 3.0.77 Specifiers comments: 1 Input data llllf i�lllil,ililflllil a Anchor type and diameter: Kwik Bolt TZ2-CS 1/2(3 1/4) 6— MilliIliolw1 ;11v1i19'I i I I tv1Hil I IfIII I . Item number: 2210255 KB-TZ2 1/2x4 1/2 Effective embedment depth: hefact=3.250 in.,hno,0=3.750 in. safe Material: Carbon Steel set Evaluation Service Report: ESR-4266 Issued I Valid: 12/17/2021 112/1/2023 Proof: Design Method ACI 318-14/Mech Stand-off installation: Profile: Base material: cracked concrete,3000,fc'=3,000 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(17.2.3.4.3(d)) Shear load:yes(17.2.3.5.3(c)) Geometry[in.]&Loading[Ib,in.lb] cT> Ip 01 3 -e1551.' P1 60 N Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1 27 of 46 Hilti PROFIS Engineering 3.0.77 1.1 Design results Case Description Forces[lb]/Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=800;Vx=0;Vy=800; yes 66 Mx=0;My=0;MZ=0; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 2 28 of 46 1■41161T1 Hilti PROFIS Engineering 3.0.77 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity RN/Sv[%] Status Tension Concrete Breakout Failure 800 1,977 41/- OK Shear Concrete edge failure in direction y+ 800 1,325 -/61 OK Loading PN Sv Utilization 1•N,v[%] Status Combined tension and shear loads 0.405 0.604 5/3 66 OK i I 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022-lilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 29 of 46 TOTAL SUPPORT Innovation•Engineering•BIM•Fabrication A Division of Tomarco Contractor Specialties Appendix 30 of 46 CtTC Hazards by Location Search Information a Address: 10575 SW Cascade Ave,Tigard,OR 97223,USA hay tis"-nLIVer 173 ft —. Coordinates: 45.4435741,-122.7828097 =Garibaldi — land-----__ .- lamook HillsborooO o Elevation: 173 ft t Beav rton Gresham MI H00d Timestamp: 2022-04-13T15:04:35.649Z ={' Governmi Hazard Type: Seismic v'�� Q Camp City Reference ASCE7-16 Go gle Document: ! Map data©2022 Google Risk Category: Ill Site Class: D Basic Parameters i Name Value Description Ss 0.861 MCER ground motion(period=0.2s) Si 0.396 MCER ground motion(period=1.0s) SMS 0.995 Site-modified spectral acceleration value SM1 *null Site-modified spectral acceleration value Numeric seismic design value at 0.2s SA SD1 *null Numeric seismic design value at 1.0s SA *See Section 11.4.8 •Additional Information Name Value Description SDC *null Seismic design category Fa 1.155 Site amplification factor at 0.2s Fs, *null Site amplification factor at 1.0s CRs 0.885 Coefficient of risk(0.2s) CR1 0.867 Coefficient of risk(1.0s) PGA 0.392 MCEG peak ground acceleration FPGA 1.208 Site amplification factor at PGA PGAM 0.474 Site modified peak ground acceleration TL 16 Long-period transition period(s) SsRT 0.861 Probabilistic risk-targeted ground motion(0.2s) SsUH 0.973 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) 31 of 46 SsD 1.5 Factored deterministic acceleration value(0.2s) S1RT 0.396 Probabilistic risk-targeted ground motion(1.0s) Si UH 0.457 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) S1D 0.6 Factored deterministic acceleration value(1.0s) PGAd 0.5 Factored deterministic acceleration value(PGA) *See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S.Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website.Users of the information from this website assume all liability arising from such use.Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 32 of 46 ESICC EVALUATION SERVICE' rat d ,k/ , . 3 ® n. • fL Complance with International Codes • • Compliance to State/Regional Codes www.icc-es.orq I (800)423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® ICC-ES Evaluation Report Reissued December 2021 ESR-4266 Revised December 17, 2021. This report is subject to renewal December 2023. DIVISION: 03 00 00—CONCRETE of this evaluation report and a specified compressive Section:03 16 00—Concrete Anchors strength, fc, of 3,000 psi to 8,500 psi (20.7 MPa to 58.6 MPa) DIVISION:05 00 00—METALS The 1/4-inch-, 3/8-inch-, 1/2-inch-, 5/a-inch- and 3/4-inch Section:05 05 19—Post-Installed Concrete Anchors diameter (6.4 mm, 9.5 mm, 12.7 mm, 15.9 mm and REPORT HOLDER: 19.1 mm)carbon steel KB-TZ2 anchors may be installed in the soffit of cracked and uncracked normal-weight or sand- lightweight concrete over metal deck having a minimum HILTI, INC. specified compressive strength, fc,of 3,000 psi(20.7 MPa). EVALUATION SUBJECT: The anchoring system complies with anchors as described in Section 1901.3 of the 2021, 2018 and 2015 HILTI KWIK BOLT TZ2 CARBON AND STAINLESS IBC, and Section 1909 of the 2012 IBC. The anchoring STEEL ANCHORS IN CRACKED AND UNCRACKED system is an alternative to cast-in-place anchors described CONCRETE in Section 1908 of the 2012 IBC. The anchors may also be used where an engineered design is submitted in 1.0 EVALUATION SCOPE accordance with Section R301.1.3 of the IRC. Compliance with the following codes: 3.0 DESCRIPTION • 2021,2018,2015,and 2012 International Building Code® 3.1 KB-TZ2: (IBC) KB-TZ2 anchors are torque-controlled, mechanical expansion anchors. KB-TZ2 anchors consist of a stud • 2021, 2018, 2015, and 2012 International Residential (anchor body), wedge (expansion elements), nut, and Code®(IRC) washer. The anchor (carbon steel version) is illustrated in For evaluation for compliance with the National Building Figure 1.The stud is manufactured from carbon steel or AISI Code of Canada®(NBCC), see listing report ELC-4266. Type 304 or Type 316 stainless steel materials. Carbon steel KB-TZ2 anchors have a minimum 5 pm (0.0002 inch) For evaluation for compliance with codes adopted by the zinc-nickel plating. The expansion elements for the carbon Los Angeles Department of Building and Safety (LADBS), steel KB-TZ2 anchors are fabricated from carbon steel or see ESR-4266 LABC and LARC Supplement. stainless steel. The expansion elements for the stainless Property evaluated: steel KB-TZ2 anchors are fabricated from stainless steel. Structural The hex nut for carbon steel conforms to ASTM A563-04, Grade A, and the hex nut for stainless steel conforms to 2.0 USES ASTM F594. The Hilti Kwik Bolt TZ2 anchor (KB-TZ2) is used as The anchor body is comprised of a high-strength rod anchorage to resist static, wind, and seismic (Seismic threaded at one end and a tapered mandrel at the other end. Design Categories A through F)tension and shear loads in The tapered mandrel is enclosed by a three-section cracked and uncracked normal-weight concrete and expansion element. The expansion element movement is lightweight concrete having a specified compressive restrained by the mandrel taper and by a collar.The anchor strength, fc, of 2,500 psi to 8,500 psi is installed in a predrilled hole with a hammer.When torque (17.2 MPa to 58.6 MPa). is applied to the nut of the installed anchor, the mandrel is drawn into the expansion element,which is in turn expanded The 1/4-inch-, 3/8-inch- and 1/2-inch diameter (6.4 mm, against the wall of the drilled hole. 9.5 mm and 12.7 mm)carbon steel KB-TZ2 anchors may be installed in the topside of cracked and uncracked normal- 3.2 Concrete: weight or sand-lightweight concrete over metal deck having Normal-weight and lightweight concrete must conform to a minimum member thickness,hmin,deck, as noted in Table 9 Sections 1903 and 1905 of the IBC. 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 of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as MIANAB to any finding or other matter in this report,or as to any product covered by the report. Copyright©2021 ICC Evaluation Service,LLC. All rights reserved. 33 of 46 Page 1 of 16 ESR-4266 I Most Widely Accepted and Trusted Page 2 of 16 3.3 Steel Deck Panels: For carbon steel KB-TZ2 anchors installed in the soffit of Steel deck panels must be in accordance with the sand-lightweight or normal-weight concrete on steel deck configuration in Figure 5A, Figure 5B, Figure 5C and Figure floor and roof assemblies,as shown in Figure 5A, Figure 5B 5D and have a minimum base steel thickness of 0.035 inch and Figure 5C,calculation of the concrete breakout strength (0.899 mm, 20 gauge). Steel must comply with ASTM is not required. A653/A653M SS Grade 50 and have a minimum yield 4.1.4 Requirements for Static Pullout Strength in strength of 50,000 psi (345 MPa). Tension:The nominal pullout strength of a single anchor in 4.0 DESIGN AND INSTALLATION accordance with ACI 318-19 17.6.3.1 and 17.6.3.2.1, ACI 4.1 Strength Design: 318-14 17.4.3.1 and 17.4.3.2 or ACI 318-11 D.5.3.1 and D.5.3.2, respectively, as applicable, in cracked and 4.1.1 General: Design strength of anchors complying with uncracked concrete, Np,cr and ncr, Np,uncr and nuncr, the 2021 IBC, as well as Section R301.1.3 of the 2021 IRC respectively,are given in Table 4 and Table 5.For all design must be determined in accordance with ACI 318-19 Chapter cases Y'c,P=1.0. In accordance with ACI 318-19 17.6.3,ACI 17 and this report. 318-14 17.4.3 or ACI 318-11 D.5.3, as applicable, the Design strength of anchors complying with the 2018 and nominal pullout strength in cracked concrete may be 2015 IBC,as well as Section R301.1.3 of the 2018 and 2015 calculated in accordance with the following equation: IRC must be determined in accordance with ACI 318-14 ncr Chapter 17 and this report. Np t, =Np,c, (f) (lb,psi)2,500 (Eq 1) Design strength of anchors complying with the 2012 IBC nCr as well as Section R301.1.3 of the 2012 IRC, must be Np.f, =Np,cr(f�1,z) (N, MPa) determined in accordance with ACI 318-11 Appendix D and In regions where analysis indicates no cracking in this report. accordance with ACI 318-19 17.6.3.3, ACI 318-14 17.4.3.6 Design parameters provided in Table 4, Table 5, Table 6 or ACI 318-11 D.5.3.6, as applicable, the nominal pullout and Table 7 of this report are based on the 2021 IBC (ACI strength in tension may be calculated in accordance with the 318-19),2018 and 2015 IBC(ACI 318-14)and the 2012 IBC following equation: (ACI 318-11) unless noted otherwise in Sections 4.1.1 P� nuncr through 4.1.12.The strength design of anchors must comply Np fr, =Np,uncr(2,500) (Ib, psi) (Eq 2) with ACI 318-19 17.5.1.2,ACI 318-14 17.3.1 or ACI 318-11 D.4.1, as applicable, except as required in ACI 318-19 (fZ )nun`r PP p q Np,f =Np.uncr` (N, MPa) 17.10, ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as 1'.z applicable. Strength reduction factors, 0, as given in ACI 318-19 Where values for Np,cr or Np,uncr are not provided in Table 17.5.3, ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as 4 or Table 5, the pullout strength in tension need not be applicable,and noted in Table 4,Table 5,Table 6,and Table evaluated. 7 of this report, must be used for load combinations The nominal pullout strength in cracked concrete of calculated in accordance with Section 1605.1 of the 2021 the carbon steel KB-TZ2 installed in the soffit of IBC or Section 1605.2 of the 2018,2015 and 2012 IBC and sand-lightweight or normal-weight concrete on steel deck Section 5.3 of ACI 318 (-19 and -14)or Section 9.2 of ACI floor and roof assemblies,as shown in Figure 5A, Figure 5B 318-11, as applicable. Strength reduction factors, 0, as and Figure 5C, is given in Table 8. In accordance with ACI given in ACI 318-11 D.4.4 must be used for load 318-19 17.6.3.2.1, ACI 318-14 17.4.3.2 or ACI 318-11 combinations calculated in accordance with ACI 318-11 D.5.3.2, as applicable, the nominal pullout strength in Appendix C. The value of fc used in the calculations must cracked concrete must be calculated in accordance with Eq- be limited to a maximum of 8,000 psi (55.2 MPa), in 1,whereby the value of Np,deck,cr must be substituted for Np,cr accordance with ACI 318-19 17.3.1, ACI 318-14 17.2.7 or and the value of 3,000 psi (20.7 MPa) must be substituted ACI 318-11 D.3.7,as applicable. for the value of 2,500 psi (17.2 MPa)in the denominator. In 4.1.2 Requirements for Static Steel Strength in regions where analysis indicates no cracking in accordance Tension: The nominal static steel strength, Nsa, of a single with ACI 318-19 17.6.3.3,ACI 318-14 17.4.3.6 or ACI 318- anchor in tension must be calculated in accordance with ACI 11 D.5.3.6,as applicable,the nominal strength in uncracked 318-19 17.6.1.2, ACI 318-14 17.4.1.2 or ACI 318-11 concrete must be calculated according to Eq-2,whereby the D.5.1.2,as applicable.The resulting Nsa values are provided value of Np,deck,uncr must be substituted for Np,uncr and the in Table 4 and Table 5 of this report. Strength reduction value of 3,000 psi (20.7 MPa) must be substituted for the factors 0 corresponding to ductile steel elements may be value of 2,500 psi (17.2 MPa) in the denominator. The use used. of stainless steel KB-TZ2 anchors installed in the soffit of 4.1.3 Requirements for Static Concrete Breakout concrete on steel deck assemblies is beyond the scope of Strength in Tension: The nominal concrete breakout this report. strength of a single anchor or group of anchors in tension, 4.1.5 Requirements for Static Steel Strength in Shear: Ncb or Ncbg, respectively, must be calculated in accordance The nominal steel strength in shear, Vsa, of a single anchor with ACI 318-19 17.6.2, ACI 318-14 17.4.2 or ACI 318-11 in accordance with ACI 318-19 17.7.1.2, ACI 318-14 D.5.2, as applicable,with modifications as described in this 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable, is given in section.The basic concrete breakout strength in tension,Nb, Table 6 and Table 7 of this report and must be used in lieu must be calculated in accordance with ACI 318-19 17.6.2.2, of the values derived by calculation from ACI 318-19 Eq. ACI 318-14 17.4.2.2 or ACI 318-11 D.5.2.2, as applicable, 17.7.1.2b, ACI 318-14 Eq. 17.5.1.2b or ACI 318-11 Eq. using the values of hef and kcr as given in Table 4 and Table D-29, as applicable. The shear strength Vsa,deck of the 5. The nominal concrete breakout strength in tension in carbon-steel KB-TZ2 as governed by steel failure of the KB- regions where analysis indicates no cracking in accordance TZ2 installed in the soffit of sand-lightweight or normal- with ACI 318-1917.6.2.5.1,ACI 318-1417.4.2.6 or ACI 318- weight concrete on steel deck floor and roof assemblies,as 11 D.5.2.6, as applicable, must be calculated with kuncr as shown in Figure 5A, Figure 5B and Figure 5C, is given in given in Table 4 and Table 5 and with Pc,N= 1.0. Table 8. 34 of 46 ESR-4266 I Most Widely Accepted and Trusted Page 3 of 16 4.1.6 Requirements for Static Concrete Breakout the denominator. If no values for Np,eq or Np,deck,eq are given Strength in Shear:The nominal concrete breakout strength in Table 4, Table 5, or Table 8, the static design strength of a single anchor or group of anchors in shear, Vcb or Vcbg, values govern. respectively, must be calculated in accordance with ACI 4.1.8.3 Seismic Shear: The nominal concrete breakout 318-19 17.7.2, ACI 318-14 17.5.2 or ACI 318-11 D.6.2, as strength and pryout strength in shear must be calculated in applicable, with modifications as described in this section. accordance with ACI 318-19 17.7.2 and 17.7.3,ACI 318-14 The basic concrete breakout strength, Vb, must be 17.5.2 and 17.5.3 or ACI 318-11 D.6.2 and D.6.3, calculated in accordance with ACI 318-19 17.7.2.2.1, ACI respectively, as applicable, as described in Sections 4.1.6 318-14 17.5.2.2 or ACI 318-11 D.6.2.2,as applicable,based and 4.1.7 of this report. In accordance with ACI 318-19 on the values provided in Table 6 and Table 7.The value of 17.7.1.2, ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as to used in ACI 318-19 Eq. 17.7.2.2.1a, ACI 318-14 Eq. applicable,the appropriate value for nominal steel strength 17.5.2.2a or ACI 318-11 Eq. D-33 must be taken as no for seismic loads, Vsa,eq described in Table 6 and Table 7 or greater than the lesser of her or 8da. Anchors installed in Vsa,deck,eq described in Table 8 must be used in lieu of Vsa, light-weight concrete must use the reduction factors as applicable. provided in ACI 318-19 17.2.4, ACI 318-14 17.2.6 or ACI 318-11 D.3.6,as applicable. 4.1.9 Requirements for Interaction of Tensile and For carbon steel KB-TZ2 anchors installed in the soffit of Shear Forces: For anchors or groups of anchors that are sand-lightweight or normal-weight concrete on steel deck subject to the effects of combined tension and shear forces, floor and roof assemblies,as shown in Figure 5A, Figure 5B the design must be performed in accordance with ACI 318 and Figure 5C,calculation of the concrete breakout strength 19 17.8,ACI 318-14 17.6 or ACI 318-11 D.7,as applicable. in shear is not required. 4.1.10 Requirements for Minimum Member Thickness, 4.1.7 Requirements for Static Concrete Pryout Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318-19 17.9.2, ACI 318-14 17.7.1 and 17.7.3 Strength in Shear: The nominal concrete pryout strength of a single anchor or group of anchors, Vcp or Vcpg, or ACI 318-11 D.8.1 and D.8.3, respectively, as applicable, respectively, must be calculated in accordance with ACI values of sm;nand cmin as given in Table 3 of this report must be used. In lieu of ACI 318-19 17.9.4,ACI 318-14 17.7.5 or 318-19 17.7.3, ACI 318-14 17.5.3 or ACI 318-11 D.6.3, as applicable, modified by using the value of kcp provided in ACI 318-11 D.8.5, as applicable, minimum member able 6 and Table 7 of this report and the value of Ncb or thicknesses ham as given in Tables 3 and 4 of this report T bg as calculated in Section 4.1.3 of this report. must be used. Additional combinations for minimum edge distance, cmin, and spacing, smin, may be derived by linear For carbon steel KB-TZ2 anchors installed in the soffit of interpolation between the given boundary values as sand-lightweight or normal-weight concrete over profile described in Figure 4. steel deck floor and roof assemblies,as shown in Figure 5A, For carbon steel KB-TZ2 anchors installed in the topside Figure 5B, and Figure 5C, calculation of the concrete pry of sand-lightweight or normal-weight concrete over profile out strength in accordance with ACI 318-19 17.7.3,ACI 318 steel deck floor and roof assemblies, the anchors must be 14 17.5.3 or ACI 318-11 D.6.3 is not required. installed in accordance with Table 9 and Figure 5D. 4.1.8 Requirements for Seismic Design: For carbon steel KB-TZ2 anchors installed in the soffit of 4.1.8.1 General: For load combinations including seismic, sand-lightweight or normal-weight concrete over profile the design must be performed in accordance with ACI 318- steel deck floor and roof assemblies, the anchors must be 19 17.10, ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as installed in accordance with Figure 5A,Figure 5B and Figure applicable. Modifications to ACI 318-14 17.2.3 shall be 5C and shall have an axial spacing along the flute equal to applied under Section 1905.1.8 of the 2018 and 2015 IBC. the greater of 3hef or 1.5 times the flute width. For the 2012 IBC, Section 1905.1.9 shall be omitted. 4.1.11 Requirements for Critical Edge Distance: In The anchors comply with ACI 318(-19 and-14)2.3 or ACI applications where c< cab and supplemental reinforcement 318-11 D.1, as applicable, as ductile steel elements and to control splitting of the concrete is not present, the must be designed in accordance with ACI 318-19 17.10.5, concrete breakout strength in tension for uncracked 17.10.6, 17.10.7 or 17.10.4 ACI 318-14 17.2.3.4, 17.2.3.5, concrete,calculated in accordance with ACI 318-19 17.6.2, 17.2.3.6 and 17.2.3.7; or ACI 318-11 D.3.3.4, D.3.3.5, ACI 318-14 17.4.2 or ACI 318-11 D.5.2,as applicable,must D.3.3.6 and D.3.3.7, as applicable. Strength reduction be further multiplied by the factor 1Pcp,N as given by Eq-3: factors,0, are given in Table 4,Table 5,Table 6,and Table c 7 of this report. The anchors may be installed in structures cp,N =cap (Eq-3) assigned to Seismic Design Categories A through F of the whereby the factor Pcp,N need not be taken as less than IBC. 1.5he, For all other cases, 41cp,N= 1.0. In lieu of using ACI 4.1.8.2 Seismic Tension:The nominal steel strength and Cac nominal concrete breakout strength for anchors in tension 318-19 17.9.5, ACI 318-14 17.7.6 or ACI 318-11 D.8.6, as must be calculated in accordance with ACI 318-19 17.6.1 applicable,values of cab must comply with Table 4 or Table and 17.6.2, ACI 318-14 17.4.1 and 17.4.2 or ACI 318-11 5. D.5.1 and D.5.2, as applicable, as described in Sections 4.1.12 Lightweight Concrete: For the use of anchors in 4.1.2 and 4.1.3 of this report. In accordance with ACI 318- 19 17.6.3.2.1, ACI 318-14 17.4.3.2 or ACI 318-11 D.5.3.2, lightweight concrete, the modification factor Aaequal to 0.8A as applicable,the appropriate pullout strength in tension for is applied to all values of T: affecting Al,and V. seismic loads, Np,eq, described in Table 4 and Table 5 or Np,deck,cr described in Table 8 must be used in lieu of Np, as For ACI 318-19 (2021 IBC), ACI 318-14 (2018 and 2015 applicable. The value of Np,eq or Np,deck,cr may be adjusted IBC)and ACI 318-11 (2012 IBC), A shall be determined in by calculation for concrete strength in accordance with Eq accordance with the corresponding version of ACI 318. 1 and Section 4.1.4 whereby the value of Np,deck,cr must be substituted for Np,cr and the value of 3,000 psi (20.7 MPa) For anchors installed in the soffit of sand-lightweight must be substituted for the value of 2,500 psi(17.2 MPa)in concrete-filled steel deck and floor and roof assemblies, 35 of 46 ESR-4266 I Most Widely Accepted and Trusted Page 4 of 16 further reduction of the pullout values provided in this report System- with Hilti TE-YD or TE-CD Hollow Drill Bits is not required. complying with ANSI B212.15-1994 with a Hilti vacuum in 4.2 Allowable Stress Design(ASD): accordance with Figure 6 and Figure 7,or using Hilti SPX-T core bits in accordance with Figure 7. The Hollow Drill Bits 4.2.1 General:Design values for use with allowable stress are not permitted for use with the 1/4-inch and 3/8-inch design (working stress design) load combinations diameter KB-TZ2 anchors.The Hilti SPX-T core bits are not calculated in accordance with Section 1605.1 of the 2021 permitted for use with the1/a-inch and 1-inch diameter KB- IBC or Section 1605.3 of the 2018,2015 and 2012 IBC,must TZ2 anchors. The minimum drilled hole depth, ho, is given be established as follows: in Table 1. If dust and debris is removed from the drilled hole Tallowable,ASD = q3Nn with the Hilti TE-YD or TE-CD Hollow Drill Bits, the DRS attachment system, or compressed air or a manual pump, a hnom is achieved at the specified value of ho noted in Table Vallowable,ASD = OV 1. The anchor must be hammered into the predrilled hole a until hnom is achieved.The nut must be tightened against the where: washer until the torque values specified in Table 1 are achieved,or the anchors may be installed using the Hilti AT Tallowable,ASD = Allowable tension load(lbf or kN). Tool in accordance with Figure 7. The Hilti AT Tool is not Vallowable,ASD = Allowable shear load(lbf or kN). permitted for use with the 1/4-inch, 3/4-inch and 1-inch diameter KB-TZ2 anchors. For installation in the soffit of �Nn = Lowest design strength of an anchor or concrete on steel deck assemblies,the hole diameter in the anchor group in tension as determined steel deck must not exceed the diameter of the hole in the in accordance with ACI 318 (-19 and - concrete by more than 1/8 inch (3.2 mm). For member 14) Chapter 17 and 2021, 2018 and thickness and edge distance restrictions for installations into 2015 IBC Section 1905.1.8, ACI 318- the soffit of concrete on steel deck assemblies, see Figure 11 Appendix D,and Section 4.1 of this 5A, Figure 5B,and Figure 5C. report, as applicable (lbf or N). For 4.4 Special Inspection: 2012 IBC, Section 1905.1.9 shall be omitted. Periodic special inspection is required in accordance with 4iVn = Lowest design strength of an anchor or Section 1705.1.1 and Table 1705.3 of the 2021,2018,2015 and 2012 IBC, as applicable. The special inspector must anchor group in shear as determined make periodic inspections during anchor installation to verify in accordance with ACI 318 (-19 and - anchor type, anchor dimensions, concrete type, concrete 14) Chapter 17 and 2021, 2018 and compressive strength, anchor spacing, edge distances, 2015 IBC Section 1905.1.8, ACI 318- concrete member thickness, tightening torque, hole 11 Appendix D,and Section 4.1 of this dimensions, anchor embedment and adherence to the report, as applicable (lbf or N). For manufacturer's printed installation instructions. The special 2012 IBC, Section 1905.1.9 shall be inspector must be present as often as required in omitted. accordance with the "statement of special inspection." a = Conversion factor calculated as a Under the IBC, additional requirements as set forth in weighted average of the load factors Sections 1705, 1706 and 1707 must be observed, where for the controlling load combination. In applicable. addition, a must include all applicable 5.0 CONDITIONS OF USE factors to account for nonductile failure modes and required over-strength. The Hilti KB-TZ2 anchors described in this report comply with the codes listed in Section 1.0 of this report, subject to The requirements for member thickness, edge distance the following conditions: and spacing,described in this report, must apply. 5.1 Anchor sizes, dimensions, minimum embedment 4.2.2 Interaction of Tensile and Shear Forces: The depths and other installation parameters as set forth in interaction must be calculated and consistent with ACI 318- this report. 19 17.8,ACI 318 14 17.6 or ACI 318 11 D.7, as applicable, 5.2 The anchors must be installed in accordance with the as follows: manufacturer's published instructions and this report. For shear loads Vapplied< 0.2Vallowable,ASD, the full allowable In case of conflict,this report governs. load in tension is permitted. 5.3 Anchors must be limited to use in cracked and For tension loads Tapplied<O.2Tallowable,ASD,the full allowable uncracked normal-weight concrete and lightweight load in shear is permitted. concrete having a specified compressive strength, fc, For all other cases: of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa), and cracked and uncracked normal-weight or sand- Tapplied + Vapplied < 1.2 (Eq-4) lightweight concrete over metal deck having a Tallowable,ASD Vallowable,ASD specified compressive strength, fc, of 3,000 psi to 4.3 Installation: 8,500 psi (20.7 MPa to 58.6 MPa). Installation parameters are provided in Table 1 and Figure 5.4 The values of loused for calculation purposes must not 2, Figure 5A, Figure 5B, Figure 5C and Figure 5D. Anchor exceed 8,000 psi(55.1 MPa). locations must comply with this report and plans and 5.5 The concrete shall have attained its minimum design specifications approved by the code official. The Hilti KB- strength prior to installation of the anchors. TZ2 must be installed in accordance with manufacturer's 5.6 Strength design values must be established in published instructions and this report.In case of conflict,this accordance with Section 4.1 of this report. report governs. Anchors must be installed in holes drilled into the concrete using carbide-tipped masonry drill bits 5.7 Allowable design values are established in accordance complying with ANSI B212.15-1994, using the Hilti SafeSet with Section 4.2. 36 of 46 ESR-4266 I Most Widely Accepted and Trusted Page 5 of 16 5.8 Anchor spacing and edge distance as well as minimum 5.15 Use of anchors made of stainless steel as specified in member thickness must comply with Tables 3 and 9, this report are permitted for exterior exposure and and Figure 5A, Figure 5B, Figure 5C and Figure 5D. damp environments. 5.9 Prior to installation, calculations and details 5.16 Use of anchors made of stainless steel as specified in demonstrating compliance with this report must be this report are permitted for contact with preservative- submitted to the code official. The calculations and treated and fire-retardant-treated wood. details must be prepared by a registered design 5.17 Anchors are manufactured by Hilti AG under an professional where required by the statutes of the approved quality-control program with inspections by jurisdiction in which the project is to be constructed. ICC-ES. 5.10 Since an ICC-ES acceptance criteria for evaluating 5.18 Special inspection must be provided in accordance data to determine the performance of expansion with Section 4.4. anchors subjected to fatigue or shock loading is unavailable at this time,the use of these anchors under 6.0 EVIDENCE SUBMITTED such conditions is beyond the scope of this report. 6.1 Data in accordance with the ICC-ES Acceptance 5.11 Anchors may be installed in regions of concrete where Criteria for Mechanical Anchors in Concrete Elements cracking has occurred or where analysis indicates (AC193), dated October 2017, (editorially revised cracking may occur(fr>fr),subject to the conditions of December 2020), which incorporates requirements in this report. ACI 355.2-19 and ACI 355.2-07 for use in cracked and 5.12 Anchors may be used to resist short-term loading due uncracked concrete. to wind or seismic forces in locations designated as 6.2 Quality control documentation. Seismic Design Categories A through F of the IBC, 7.0 IDENTIFICATION subject to the conditions of this report. 7.1 The anchors are identified by packaging labeled with 5.13 Where not otherwise prohibited in the code, KB-TZ2 the manufacturer's name (Hilti, Inc.) and contact anchors are permitted for use with fire-resistance-rated information,anchor name,anchor size,and evaluation construction provided that at least one of the following report number (ESR-4266). The anchors have the conditions is fulfilled: letters KB-TZ2 embossed on the anchor stud and a • Anchors are used to resist wind or seismic forces notch or notches embossed into the anchor head.The only. letters and notches are visible after installation for verification as depicted in Figure 3 of this report. The • Anchors that support a fire-resistance-rated number of notches indicate material type. The letter envelope or a fire-resistance-rated membrane system indicating length embossed on the head of the are protected by approved fire-resistance-rated anchor is described in Table 2. materials, or have been evaluated for resistance to fire exposure in accordance with recognized 7.2 The report holder's contact information is the following: standards. HILT!, INC. Anchors are used to support nonstructural 7250 DALLAS PARKWAY,SUITE 1000 • elements. PLANO,TEXAS 75024 (918)872-8000 5.14 Use of zinc-coated carbon steel anchors is limited to www.hilti.com dry, interior locations. 37 of 46 ESR-4266 I Most Widely Accepted and Trusted Page 6 of 16 TABLE 1—SETTING INFORMATION Setting information Sym. Units Nominal anchor diameter(in.) 1/4 3/8 1/2 5/8 3/4 1 Nominal bit diameter do In. 1/4 3/8 1/2 5/8 3/4 1 Effective min. In. 1-1/2 1-1/2 2 2-1/2 1-1/21 2 2-1/2 3-1/4 2-3/4 3-1/4 4 3-1/4 3-3/4 4-3/4 4 5-3/4 embedment he (mm) (38) (38) (51) (64) (38) (51) (64) (83) (70) (83) (102) (83) (95) (121) (102) (146) Nominal in. 1-3/4 1-7/8 2-1/2 3 2' 2-1/2 3 3-3/4 3-1/4 3-3/4 4-1/2 4 4-1/2 5-1/2 4-5/8 6-3/8 embedment h„,,, (mm) (44) (48) (64) (76) (51) (64) (76) (95) (83) (95) (114) (102) (114) (140) (117) (162) In. 2 2 2-3/4 3-1/4 2-1/41 2-3/4 3-1/4 4-1/4 3-3/4 4-1/4 4-3/4 4-1/4 4-3/4 5-3/4 5 6-3/4 Min.hole depth ha (mm) (51) (51) (70) (83) (57) (70) (83) (108) (95) (108) (121) (108) (121) (146) (127) (171) Installation ft-lb 4 30 50 40 110 185 1 torque T,„Sr 1 Carbon steel' (Nm) (5) (41) (68) (54) (149) (251) Installation ft-lb 6 30 40 60 125 185 torque T,„sr Stainless steel' (Nm) (8) (41) (54) (81) (169) (251) Fixture hole d In. 5/16 7/16 9/16 11/16 13/16 1-1/8 diameter h (mm) (7.9) (11.1) (14.3) (17.5) (20.6) (28.6) 'Design information for her=1-1/2 is only applicable to carbon steel(CS)KB-TZ2 bolts. UNC thread - hnom collar i • het ` -rinst mandrel dog pornt J �� 6 � ��I� ��(�li�l���i,��i�� I i. do1�111111tt111t1 ,,I bolt expansion element J h0 dh washer hex nut FIGURE 1—HILTI CARBON STEEL KWIK BOLT TZ(KB-TZ2) FIGURE 2—HILTI KB-TZ2 INSTALLED 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 N 0 P Q R S T U V W on bolt head Length of From 1%2 2 2% 3 3'% 4 4'% 5 5'% 6 6'% 7 7'% 8 8'% 9 9'% 10 11 12 13 14 15 anchor, Up to but ta„ch not 2 2% 3 3'%z 4 4'% 5 5'% 6 6'/2 7 7'/2 8 8% 9 9'/z 10 11 12 13 14 15 16 (inches) including For SI: 1 inch=25.4 mm. '3/8 diameter anchors with length of 31/2 are identified with an ohm(0)ID marking on the bolt head. r ,:fit' r, ': ;` 4 4- - /' Carbon Steel .. . --- Stainless Steel 304 P�. Stainless Steel 316 r, Single Notch f, J� , -,c.'y Double Notch 3 ` ;t, Triple Notch g i i. ,�'} f) ,t J. I , i Length ,f/!. a n:, Length ; . , ' A Length 9 Identification Identification Identification Code , . , Code , ''v` r ,r Code FIGURE 3—BOLT HEAD WITH LENGTH IDENTIFICATION CODE AND KB-TZ2 HEAD NOTCH EMBOSSMENT 38 of 46 ESR-4266 I Most Widely Accepted and Trusted Page 7 of 16 TABLE 3—MINIMUM EDGE DISTANCE,SPACING AND CONCRETE THICKNESS FOR KB-TZ2 Setting Symbol Units Nominal anchor dia.(in.) information 1/4 3/8 1/2 5/8 3/4 1 Effective min. in. 1-1/2 1-1/2 2 2-1/2 1-1/2 2 2-1/2 3-1/4 2-3/4 3-1/4 4 3-1/4 3-3/4 4-3/4 4 5-3/4 embedment her (mm) (38) (38) (51) (64) (38) (51) (64) (83) (70) (83) (102) (83) (95) (121) (102) (146) Min.member in. 3-1/4 3-1/4 4 5 3-1/2 4 5 5-1/2 5 5-1/2 6 5-1/2 6 8 8 10 thickness hm,„ (mm) (83) (83) (102) (127) (89) (102) (127) (140) (127) (140) (152) (140) (152) (203) (203) (254) Carbon Steel in. 1-1/2 5 2-1/2 2-1/2 8 2-3/4 2-3/4 2-1/4 4-1/2 3-1/2 2-3/4 5 4 3-1/2 8 3 Cmin Min.edge (mm) (38) (127) (64) (64) (203) (70) (70) (57) (114) (89) (70) (127) (102) (89) (203) (76) distance in. 1-1/2 8 6 5 12 5-1/2 9-3/4 5-1/4 6-1/2 5-1/2 7-1/4 10 5-3/4 5-1/2 8 6-3/4 • fors>_ (mm) (38) (203) (152) (127) (305) (140) (248) (133) (165) (140) (184) (254) (146) (140) (203) (171) in. 1-1/2 5 2-1/4 2 12 3-1/2 3 2 4-1/2 2-3/4 2-1/4 4-1/2 3-3/4 3-3/4 8 4-3/4 • Smm Min.anchor (mm) (38) (127) (57) (51) (305) (89) (76) (51) (114) (70) (57) (114) (95) (95) (203) (121) spacing In. 1-1/2 8 3-1/2 4 8 10 8 4-3/4 5-1/2 7 4-1/4 6 7-1/4 4-3/4 8 3-3/4 • for c?_. (mm) (38) (203) (89) (102) (203) (254) (203) (121) (140) (178) (108) (152) (184) (121) (203) (95) Stainless Steel in. 1-1/21 5 2-1/212-1/21 2-3/412-1/212-1/4 4 I3-1/4 2-1/4 5 I 4 3-3/4 3-3/4I 3 Cmin Min.edge (mm) (38) (127) (64) (64) (70) (64) (57) (102) (83) (57) (127) (102) (95) (95) (76) distance in. 1-1/2 8 5 5 5-1/2 4-1/2 5-1/4 7 5-1/2 7 11 7-1/2 5-3/4 10 6-3/4 for s>_ (mm) (38) (203) (127) (127) (140) (114) (133) (178) (140) (178) (279) (191) (146) (254) (171) in. 1-1/2 5 2-1/4 2-1/4 2-3/4 2-1/2 2 5-1/2 2-3/4 3 5 4 4 5 4-3/4 Smin Min.anchor (mm) (38) (127) (57) (57) (70) (64) (51) (140) (70) (76) (127) (102) (102) (127) (121) spacing In. 1-1/2 8 4 3-1/2 4-1/8 4-1/2 4-1/2 5-1/2 4 4-1/4 8 6 5-1/4 4-1/4 3-3/4 for c>_ (mm) (38) (203) (102) (89) (105) (114) (114) (140) (102) (108) (203) (152) (133) (108) (95) For SI:1 inch=25.4 mm S C I I c — U ca Ws iiii ❑. Cmin at s> In _ - A 'I 1 II s — i . srn,natc> - , -> �Y� 5 RV �1>llmin I 1 I 1 1 I 1 1. C edge distance (c) FIGURE 4—INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING 39 of 46 ESR-4266 I Most Widely Accepted and Trusted Page 8 of 16 TABLE 4-HILTI CARBON STEEL KB-TZ2 DESIGN INFORMATION FOR HAMMER AND CORE DRILLED INSTALLATIONS,TENSION' Nominal anchor diameter(in) Design parameter Symbol Units 1/4 3/8 1/2 5/8 3/4 15-3/4 Effective min. in. 1-1/2 1-1/2 2 2-1/2 1-1/2 2 2-1/2 3-1/4 2-3/4 3-1/4 4 3-1/4 3-3/4 4-3/4 4 embedmenF her (mm) (38) (38) (51) (64) (38) (51) (64) (83) (70) (83) (102) (83) (95) (121) (102)Tension,steel failure modes Strength reduction factor for steel in Osa.N - 0.75 0.75 0.75 0.75 0.75 0.tension2,3 Min.specified yield Ib/in2 100,900 100,900 96,300 87,000 84,700 75,fYstrength (N/mm2) (696) (696) (664) (600) (584) (5 Min.specified ult. lb/in2 122,400 126,200 114,000 106,700 105,900 88,000 fora strength (N/mm2) (844) (870) (786) (736) (730) (607) 1 Effective tensile In2 0.024 0.051 0.099 0.164 0.239 0.470 stress area Asa,N (mm2) (15.4) (33.2) (63.6) (106.0) (154.4) (303.2) Steel strength in lb 2,920 6,490 11,240 17,535 25,335 41,365 tension Nsa (kN) (13.0) (28.9) (50.0) (78.0) (112.7) (184.1) Tension,concrete failure modes Anchor category - - 3 1 1 1 1 1 Strength reduction factor for concrete d,qN, - 0.45 0.65 0.65 0.65 0.65 0.65 and pullout failure cDp,N in tension', Effectiveness factor for uncracked k,,,er - 24 24 27 24 24 27 276 24 27 24 concrete Effectiveness factor for cracked kr - 17 21 17 24 21 17 21 17 21 21 concrete Modification factor for anchor resistance,tension, We,N - 1.0 1.0 1.0 1.0 1.0 1.0 uncracked concrete Critical edge in. 4 5 4-3/8 5-1/2 8 5-1/2 6-3/4 10 10 11-1/2 8-3/4 12 10 9 11 I 16 ca`distance (mm) (102) (127) (111) (140) (203) (140) (171) (254) (254) (292) (222) (305) (254) (229) (279) (406) Pullout strength lb 2,100 4,180 5,380 8,995 uncracked conas Np,,,"er N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A (kN) (9.3) (18.6) (23.9) (40.0) Pullout strength lb 625 8,835 11,810 cracked conas Np,e, N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A (kN) (2.8) (39.3) (52.6) Pullout strength lb 625 8,700 11,810 seismic6 Np,e5 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A (kN) (2.8) (38.7) (52.6) Normalization factor,uncracked nu,,, - 0.20 0.22 0.24 0.35 0.50 0.42 0.29 0.35 0.50 0.48 0.50 0.35 0.31 0.39 N/A 0.38 concrete Normalization factor,cracked ner - 0.39 0.50 0.46 0.28 0.47 0.50 0.48 0.40 0.50 0.47 0.50 0.36 0.42 0.29 N/A 0.50 concrete,seismic Tension,axial stiffness Axial stiffness in A„, lb/in. 322,360 131,570 158,585 290,360 412,335 199,845 service load range /i"r lb/in. 31,035 91,335 113,515 167,365 62,180 122,400 For SI:1 inch=25.4 mm,1 lbf=4.45 N,1 psi=0.006895 MPa. For pound-inch units:1 mm=0.03937 inches. 'Figure 2 of this report illustrates the installation parameters. 2 The KB-TZ2 is considered a ductile steel element in accordance with ACI 318(-19 and-14)2.3 or ACI 318-11 D.1. 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,ACI 318-14 17.3.3 or ACI 318-11 D.4.3,as applicable,are met.If the load combinations of ACI 318-11 Appendix C are used,the appropriate strength reduction factor must be determined in accordance with ACI 318-11 D.4.4.The strength reduction factors are applicable with supplementary reinforcement is not present.Greater strength reduction factors may be used in areas where supplementary reinforcement can be verified. 4 For all design cases,W,N=1.0. The appropriate effectiveness factor for cracked concrete(ker)or uncracked concrete(k,"c,)must be used. 5 For all design cases,W,P=1.0. Tabular value for pullout strength is for a concrete compressive strength of 2,500 psi(17.2 MPa).Pullout strength for concrete compressive strength greater than 2,500 psi(17.2 MPa)may be increased by multiplying the tabular pullout strength by(fc/2,500)"for psi,or(f c/17.2)"for MPa,where n is given as n"c,for uncracked concrete and ncr for cracked concrete and seismic.NA(not applicable)denotes that pullout strength does not need to be considered for design. 6 For core drill installations, k"u=24 for 3/4-inch diameter anchors installed at 33/4 inches(95 mm)effective embedment. 71/4-inch and 1-inch diameter anchors are not permitted for core drilling installations. 40 of 46 ESR-4266 I Most Widely Accepted and Trusted Page 9 of 16 TABLE 5-HILTI STAINLESS STEEL KB-TZ2 DESIGN INFORMATION FOR HAMMER AND CORE DRILLED INSTALLATIONS,TENSION6 Nominal anchor diameter(in) Design parameter Symbol Units 1/4 3/8 1/2 5/8 3/4 1 Effective min. in. 1-1/2 1-1/2 2 2-1/2 2 2-1/2 3-1/4 2-3/4 3-1/4 4 3-1/4 3-3/4 4-3/4 4 ' 5-3/4 embedment' her (mm) (38) (38) (51) (64) (51) (64) (83) (70) (83) (102) (83) (95) (121) (102) (146) Tension,steel failure modes Strength reduction factor for steel in tension" �sa,N - 0.75 0.75 0.75 0.75 0.75 0.75 Min.specified yield Ib/in2 100,900 96,300 96,300 91,600 84,100 65,000 fy strength (N/mm2) (696) (664) (664) (632) (580) (448) Min.specified ult. lb/in2 122,400 120,100 120,400 114,600 100,500 99,900 fufa strength (N/mm2) (844) (828) (830) (790) (693) (689) Effective tensile stress In2 0.024 0.051 0.099 0.164 0.239 0.470 Ase,N area (mm2) (15.4) (33.2) (63.6) (106.0) (154.4) (303.2) lb 2,920 6,180 11,870 18,835 24,045 46,955 Steel strength in tension Nsa (kN) (13.0) (27.5) (52.8) (83.8) (107.0) (208.9) Tension,concrete failure modes Anchor category - - 3 1 1 1 1 1 Strength reduction factor for concrete and pullout failure in tension, (Condition B- 0,,N di)p,N - 0.45 0.65 0.65 0.65 0.65 0.65 supplementary reinforcement not present)3 Effectiveness factor for k"e, 24 24 24 24 24 276 24 27 - uncracked concrete Effectiveness factor for kr - 17 21 17 17 21 17 21 17 21 216 21 24 21 cracked concrete Modification factor for anchor resistance, ginN - 1.0 1.0 1.0 1.0 1.0 1.0 tension,uncracked concrete' in. 4 4-1/2 5-1/2 4-1/8 5-1/2 6-1/4 7-1/2 10 6-1/2 8-3/4 12 10 10 11 15-1/2 Critical edge distance cac (mm) (102) (114) (140) (105) (140) (159) (191) (254) (165) (222) (305) (254) (254) (279) (394) Pullout strength lb 1,570 4,185 3,380 4,010 5,500 4,085 6,015 8,050 uncracked concretes Np,5"e, N/A N/A N/A N/A N/A N/A N/A (kN) (7.0) (18.6) (15.0) (17.8) (24.5) (18.2) (26.8) (35.8) Pullout strength cracked lb 670 8,795 concretes Np,er N/A N/A N/A N/A N/A N/A7 N/A N/A N/A N/A N/A N/A N/A (kN) (3.0) (39.1) Pullout strength lb 670 8,795 seismic' Np,aq N/A N/A N/A N/A N/A N/A7 N/A N/A N/A N/A N/A N/A N/A (kN) (3.0) (39.1) Normalization factor, n5,,,, - 0.39 N/A N/A 0.37 0.46 0.50 0.50 0.50 0.42 0.47 N/A N/A 0.30 N/A N/A uncracked concrete Normalization factor, cracked concrete, nc, - 0.50 N/A N/A N/A N/A N/A 0.50 N/A N/A N/A N/A N/A 0.50 N/A N/A seismic Tension,axial stiffness Axial stiffness in service fiu"e, lb/in. 166,490 175,800 137,145 153,925 342,680 105,970 load range /t, lb/in. 33,805 79,860 97,985 69,625 75,715 117,630 For SI:1 inch=25.4 mm,1 lbf=4.45 N,1 psi=0.006895 MPa For pound-inch units:1 mm=0.03937 inches. 1 Figure 2 of this report illustrates the installation parameters. 2 The KB-TZ2 is considered a ductile steel element in accordance with ACI 318(-19 and-14)2.3 or ACI 318-11 D.1. 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,ACI 318-14 17.3.3 or ACI 318-11 D.4.3,as applicable,are met.If the load combinations of ACI 318-11 Appendix C are used,the appropriate strength reduction factor must be determined in accordance with ACI 318-11 D.4.4.The strength reduction factors are applicable with supplementary reinforcement is not present.Greater strength reduction factors may be used in areas where supplementary reinforcement can be verified. 4 For all design cases,47o,N=1.0. The appropriate effectiveness factor for cracked concrete(kr)or uncracked concrete(k„"er)must be used. 5 For all design cases,'PP,P=1.0. Tabular value for pullout strength is for a concrete compressive strength of 2,500 psi(17.2 MPa).Pullout strength for concrete compressive strength greater than 2,500 psi(17.2 MPa)may be increased by multiplying the tabular pullout strength by(fc/2,500)"for psi,or(fc/17.2)"for MPa, where n is given as minor for uncracked concrete and n",for cracked concrete.NA(not applicable)denotes that pullout strength does not need to be considered for design. 6 For core drill installations, k"er=24 and kcr=17 for 3/4-inch diameter anchors installed at 33/4 inches(95 mm)effective embedment. 7 For core drill installations, Np,e,=4245 lb(18.9 kN)and Np,eq=42451b(18.9 kN)for 1/2-inch diameter anchors installed at 31/4 inches(83 mm)effective embedment. 81/4-inch and 1-inch diameter anchors are not permitted for core drilling installations. 41 of 46 ESR-4266 I Most Widely Accepted and Trusted Page 10 of 16 TABLE 6-HILTI CARBON STEEL KB-TZ2 DESIGN INFORMATION FOR HAMMER AND CORE DRILLED INSTALLATIONS,SHEAR' Nominal anchor diameter(in) Design parameter Symbol Units 1/4 3/8 1/2 5/8 3/4 1 in. 0.250 0.375 0.500 0.625 0.750 1.00 Anchor O.D. da (mm) (6.4) (9.5) (12.7) (15.9) (19.1) (25.4) Effective min. in. 1-1/2 1-1/2 2 2-1/2 1-1/2 2 2-1/2 3-1/4 2-3/4 3-1/4 4 3-1/4 3-3/4 4-3/4 4 5-3/4 her embedment' (mm) (38) (38) (51) (64) (38) (51) (64) (83) (70) (83) (102) (83) (95) (121) (102) (146) Shear,steel failure modes Strength reduction factor 0sa.v - 0.65 0.65 0.65 0.65 0.65 0.65 for steel in shear 2,3 lb 1,345 3,225 3,385 5,535 6,875 10,255 13,805 18,795 '22,825 Steel strength in shear Vsa (kN) (6.0) (14.4) (15.1) (24.6) (30.6) (45.6) (61.4) (83.6) (101.6) Steel strength in shear, lb 1,345 3,225 3,385 5,535 6,875 10,255 13,805 13,805 seismic Vsa,eq (kN) (6.0) (14.4) (15.1) (24.6) (30.6) (45.6) (61.4) (61.4) Shear,concrete failure modes Strength reduction factor for concrete breakout and pryout failure in shear,(Condition B- 'P,v,cDp,v - 0.70 0.70 0.70 0.70 0.70 0.70 supplementary reinforcement not present)3 Load bearing length of in. 1-1/2 1-1/2 2 2-1/2 1-1/2 2 2-1/2 3-1/4 2-3/4 3-1/4 4 3-1/4 3-3/4 4-3/4 4 5-3/4 anchor in shear /e (mm) (38) (38) (51) (64) (38) (51) (64) (83) (70) (83) (102) (83) (95) (121) (102) (146) Coefficient for pryout k P - 1 1 1 2 1 1 2 2 2 2 2 2 2 2 2 2 strength For SI:1 inch=25.4 mm,1 lbf=4.45 N,1 psi=0.006895 MPa For pound-inch units:1 mm=0.03937 inches. 1 Figure 2 of this report illustrates the installation parameters. 2 The KB-TZ2 is considered a ductile steel element in accordance with ACI 318(-19 and-14)2.3 or ACI 318-11 D.1. 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,ACI 318-14 17.3.3 or ACI 318-11 D.4.3,as applicable,are met.If the load combinations of ACI 318-11 Appendix C are used,the appropriate strength reduction factor must be determined in accordance with ACI 318-11 D.4.4.The strength reduction factors are applicable with supplementary reinforcement is not present.Greater strength reduction factors may be used in areas where supplementary reinforcement can be verified. 41/4-inch and 1-inch diameter anchors are not permitted for core drilling installations. TABLE 7-HILTI STAINLESS STEEL KB-TZ2 DESIGN INFORMATION FOR HAMMER AND CORE DRILLED INSTALLATIONS,SHEAR° Nominal anchor diameter Design parameter I Symbol Units 1/4 3/8 1/2 5/8 3/4 1 in. 0.250 0.375 0.500 0.625 0.750 1.00 Anchor O.D. da • (mm) (6.4) (9.5) (12.7) (15.9) (19.1) (25.4) in. 1-1/2 1-1/2 2 2-1/2 2 2-1/2 3-1/4 2-3/4 3-1/4 4 3-1/4 3-3/4 4-3/4 4 5-3/4 Effective min.embedment' het (mm) (38) (38) (51) (64) (51) (64) (83) (70) (83) (102) (83) (95) (121) (102) (146) Shear,steel failure modes Strength reduction factor for steel in shear23 0.+av - 0.65 0.65 0.65 0.65 0.65 0.65 lb 1,460 4,615 4,885 8,345 12,355 16,560 22,955 31,400 Steel strength in shear V:e (kN) (6.5) (20.5) (21.7) (37.1) (55.0) (73.7) (102.1) (139.7) lb 1,110 4,615 4,885 8,345 12,355 13,470 13,470 Steel strength in shear,seismic Vse,eq (kN) (4.9) (20.5) (21.7) (37.1) (55.0) (59.9) (59.9) Shear,concrete failure modes Strength reduction factor for concrete breakout and pryout failure in shear,(Condition B- (Pc.v, Pp,v - 0.7 0.7 0.7 0.7 0.7 0.7 supplementary reinforcement not present)3 Load bearing length of anchor in in. 1-1/2 1-1/2 2 2-1/2 2 2-1/2 3-1/4 2-3/4 3-1/4 4 3-1/4 3-3/4 4-3/4 4 5-3/4 shear /e (mm) (38) (38) (51) (64) (51) (64) (83) (70) (83) (102) (83) (95) (121) (102) (146) Coefficient for pryout strength ke, - 1 1 1 2 1 2 2 2 2 2 2 2 2 2 2 For SI:1 inch=25.4 mm,1 lbf=4.45 N,1 psi=0.006895 MPa For pound-inch units:1 mm=0.03937 inches. 'Figure 2 of this report illustrates the installation parameters. 2 The KB-TZ2 is considered a ductile steel element in accordance with ACI 318(-19 and-14)2.3 or ACI 318-11 D.1. 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,ACI 318-14 17.3.3 or ACI 318-11 D.4.3,as applicable,are met.If the load combinations of ACI 318-11 Appendix C are used,the appropriate strength reduction factor must be determined in accordance with ACI 318-11 D.4.4.The strength reduction factors are applicable with supplementary reinforcement is not present.Greater strength reduction factors may be used in areas where supplementary reinforcement can be verified. 41/4-inch and 1-inch diameter anchors are not permitted for core drilling installations. 42 of 46 ESR-4266 I Most Widely Accepted and Trusted Page 11 of 16 TABLE 8-HILTI KB-TZ2 CARBON STEEL ANCHORS TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE SOFFIT OF 3000 PSI,LIGHTWEIGHT CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES FOR HAMMER AND CORE DRILLED INSTALLATIONS 1'2.3 Anchor Diameter Design parameter Symbol Units 1/4 3/8 1/2 5/8 3/4 Effective min.embedment 1 hei in. 1-1/2 1-1/2 2 2-1/2 1-1/2 2 2-1/2 3-1/4 2-3/4 4 3-1/4 3-3/49 Minimum hole depth hn in. 2 2 2-3/4 3-1/4 2-1/4 2-3/4 3-1/4 4-1/4 3-3/4 4-3/4 4-1/4 4-3/4 Loads According to Figure 5A Minimum concrete hmim,deck in. 2-1/2 2-1/2 2-1/2 2-1/2 2-1/2 3-1/4 thickness over upper flute° Pullout strength, Np.deck,uncr lb 1,725 1,855 2,625 2,995 1,855 2,750 3,745 4,715 4,415 5,815 3,800 4,795 uncracked concrete 56 Pullout strength, Np,deckor lb 515 1,625 2,295 2,405 1,650 2,135 3,275 3,340 3,930 4,395 3,325 3,730 cracked concrete 5,6 Pullout strength, seismic 57 NP,deck,e4 lb 515 1,625 2,295 2,405 1,650 2,135 3,275 3,340 3,930 4,395 3,325 3,730 Steel strength in shear' V a,deck lb 1,630 1,355 2,120 2,120 1,790 2,260 3,555 4,345 3,815 6,150 4,085 7,865 Steel strength in shear, seismic' V,dec6,e7 lb 1,630 1,355 2,120 2,120 1,790 2,260 3,555 4,345 3,815 6,150 4,085 7,865 Loads According to Figure 5B Minimum concrete hmm,deck in. 2-1/2 2-1/2 2-1/2 2-1/2 2-1/2 3-1/4 thickness over upper flute 4 Pullout strength, uncracked concrete'•s Np.deck,uncr lb 1,725 1,855 2,625 2,995 1,855 2,750 3,745 4,715 4,415 5,815 3,800 4,795 Pullout strength, cracked concrete 5.5 Np,deck,cr lb 515 1,625 2,295 2,405 1,650 2,135 3,275 3,340 3,930 4,395 3,325 3,730 Pullout strength, seismic5' Np,deck,eq lb 515 1,625 2,295 2,405 1,650 2,135 3,275 3,340 3,930 4,395 3,325 3,730 Steel strength in shear' V a,deck lb 1,630 1,355 2,120 2,120 1,790 2,260 3,285 4,235 3,815 4,650 4,085 7,865 Steel strength in shear, V a,deck,eq lb 1,630 1,355 2,120 2,120 1,790 2,260 3,285 4,235 3,815 4,650 4,085 7,865 seismic' Loads According to Figure 5C Minimum concrete hmin,deck in. 2-1/4 2-1/4 N/A 2-1/4 N/A 3-1/4 3-1/4 N/A N/A N/A thickness over upper flute° Pullout strength, uncracked concrete 5,6 Np.dack,uner lb 1,380 990 2,485 N/A 1,815 1,900 N/A 2,665 2,960 N/A N/A N/A Pullout strength, cracked concrete 5•' Np.deck,cr lb 410 870 2,130 N/A 1,480 1,480 N/A 1,890 2,635 N/A N/A N/A Pullout strength, seismic 57 Np,deck,eq lb 410 870 2,130 N/A 1,480 1,480 N/A 1,890 2,635 N/A N/A N/A Steel strength in shear8 V a,deck lb 1,125 2,370 2,505 N/A 2,680 3,175 N/A 3,465 4,085 N/A N/A N/A Steel strength in shear, Vs,deck,eq lb 1,125 2,370 2,505 N/A 2,680 3,175 N/A 3,465 4,085 N/A N/A N/A seismic 7 1 Installations must comply with Section 4.1.9 and Section 4.3 and Figure 5A,Figure 5B and Figure 5C of this report. 2 The values for Op,N in tension can be found in Table 4 of this report. The values for Osa,v in shear can be found in Table 6 of this report. 'Evaluation of concrete breakout capacity in accordance with ACI 318-19 17.6.2,17.7.2 and 17.7.3,ACI 318-14 17.4.2,17.5.2 and 17.5.3 or ACI 318-11 D.5.2, D.6.2,and D.6.3,as applicable,is not required for anchors installed in the deck soffit. °Minimum concrete thickness refers to concrete thickness above upper flute.See Figures 5A to 5C. 5 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 (f'c/3000)"for psi or(f'c/20.7)"for MPa.See Table 4 for normalization factor. 6 The values listed must be used in accordance with Section 4.1.4 of this report. 'The values listed must be used in accordance with Sections 4.1.4 and 4.1.8 of this report. 'The values listed must be used in accordance with Section 4.1.5 of this report. 9 For core drill installations,with 3/4-inch diameter anchors installed at 33/4 inches(95 mm)effective embedment,apply a reduction factor of 0.89 to the design tension strength of anchors installed in uncracked concrete. 43 of 46 ESR-4266 I Most Widely Accepted and Trusted Page 12 of 16 TABLE 9—HILTI KB-TZ2 CARBON STEEL ANCHORS SETTING INFORMATION FOR INSTALLATION ON THE TOP OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES ACCORDING TO FIGURE 5D''23 Nominal anchor diameter(in.) Design Information Symbol Units 1/4 3/8 1/2 Effective Embedment Depth he, in. 1-1/2 1-1/2 2 1-1/2 2 (mm) (38) (38) (51) (38) (51) Nominal Embedment Depth hoom in. 1-3/4 1-7/8 2-1/2 2 2-1/2 (mm) (44) (48) (64) (51) (64) Minimum Hole Depth ho in. 2 2 2-1/2 2-3/4 2-1/4 2-3/4 (mm) (51) (51) (64) (70) (57) (70) Minimum Concrete Thickness4 hm;n,deck in. 2-1/2 2-1/2 2-1/2 3-1/4 2-1/2 3-1/4 3-1/4 (mm) (64) (64) (64) (83) (64) (83) (83) in. 5 16 8 6 7-1/2 12 7-1/2 Critical Edge Distance Cac,deck,top (mm) (127) (408) (204) (152) (191) (305) (191) in. 3 16 8 6 7-1/2 12 7-1/2 8 Minimum Edge Distance Cm,e deck top (mm) (76) (408) (204) (152) (191) (305) (191) (204) in. 3 8 6 4 9 6 9 6 Minimum Spacing Smin,deck,top (mm) (76) (204) (152) (102) (229) (152) (229) (152) Required Installation Torque T (N nst ft-lb 4 30 50 m) (5) (41) (68) 'Installations must comply with Section 4.1.10 and Section 4.3 and Figure 5D of this report. 2 Design capacity shall be based on calculations according to values in Tables 4 and 6 of this report. 3 Applicable for hmigdeck<hmin,Table 3.For hn,in,de�k i hmm,Tame 3,use setting information in Tables 1 and 3 and critical ede distances in Table 4 of this report. 4 Minimum concrete thickness refers to concrete thickness above the upper flute.See Figure 5D. Upper flute Min. 12"typ. installation Lower flute installation— , • ♦ t hmin,deck i.. ,t ib i Max. 3" • i Min. 4-1/2" Min. Min. .ut4-1/2" 1" 011\ Min.20-gauge steel deck FIGURE 5A—KB-TZ2 IN THE SOFFIT OF CONCRETE FILLED PROFILE STEEL DECK ASSEMBLIES—W DECK Min. 12"typ. Upper flute r installatio Lower flute installation— i A A hmin,deck <> , pp A Max. 3" I • Min. 3-7/8" Min. I' Min. 3-7/8" I _ 1" Min. 20-gauge steel deck FIGURE 5B—KB-TZ2 IN THE SOFFIT OF CONCRETE FILLED PROFILE STEEL DECK ASSEMBLIES—W DECK 44 of 46 ESR-4266 I Most Widely Accepted and Trusted Page 13 of 16 Min. 6"typ.I Upper flute installation Lower flute installation —\\4 --, hmin,deckci ib v Max. 1-1/2" Min. Min. Min 3-1/2" 3/4" ol 1-3/4" 1\___ 1'� —► Min.20-gauge 1 steel deck FIGURE 5C—KB-TZ2 IN THE SOFFIT OF CONCRETE FILLED PROFILE STEEL DECK ASSEMBLIES—B DECK 4 hm,n.deck hmin.deck U Min. 1-1/2 —�J— Min. Min. 1,1 f 1 43 1/2" 1 3/4" Min. 20-gauge steel deck FIGURE 5D—KB-TZ2 IN THE TOP OF CONCRETE FILLED PROFILE STEEL DECK ASSEMBLIES '11/2 inches(38 mm)B-deck as a minimum profile size.Other deck profiles meeting the B-deck minimum dimensions are also permitted. 45 of 46 ESR-4266 I Most Widely Accepted and Trusted Page 14 of 16 I Hilti SafeSetTM System with Hilti Dust Removal Core Drill Systems Hollow Drill Bit Systems ,.. 1 “SMIS 11 II --- , i, ... Hilti Rotary Hammer Drill with Hilti TE-CD or TE-YD Hollow DRS (Dust Removal System) Handheld Hilti DD 30 Core Carbide Drill Bit, with Module, or Drill, with Aliv ihr11.40 ,,,,.• ,- .r , - , ' -.- -i -- 0 4, . ," - ,.;• ,,....- er.4„.14- ;-,,,= id .,It,. fr. V Hilti Vacuum (per section 4.3) Hilti TE DRS-D Dust Removal System with Hilti Vacuum SPX-T Hilti Core Bits (per Section 4.3) FIGURE 6—HILTI SYSTEM COMPONENTS r t'I r • 1,_•': , 1 .. ill ci 1,;03TE-YD I.L9r) r IttA — 11 1112P------ _ .til'h,—• 90 ,..3.....„....„....,....s. .., . .,,,, do, . gm I - 4 mer,--,„-7,, i 31, cii) -Ir' LI ELM li It I MININI it 1-T, 960b,3,,, S I AT-A 2 2.''. .:1-)' SIW 6AT A22" Anchor Diameter[Mehl Symbol Setting Information Units I/4 3 8 1,2 7, 3,1 1 -CF.. , 'AI Hd,,,,0 1,1 S,t - - - V V V V Dust Removal C,sterrts - V V V V V V -..vem Adaptive Torque System" - - V V V 4 0 1, Diamond COT Bit - - V 6/ V V - FIGURE 7—INSTALLATION INSTRUCTIONS 46 of 46