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Specifications
FOR OFFICE USE ONLY—SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT Transmittal Letter T I G A R D 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: Tom Hochstatter DATE RECEIVED: DEPT: BUILDING DIVISION FROM: Dave Clements, P.E. MAY 1 8 2020 Black & Veatch C}t 'i�at\'t = COMPANY: ( EVifz10, PHONE: 503-443-4467 By.S/ .3 d 5a) 7 s'71. RE: 6588-SW h--Ave;.Tigard, OR 97224 BUP2018-00087 (Site Address) (PermitNumber) Durham AWWTF Phase 5 Expansion (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: Copies: Description: Additional set(s) of plans. Revisions: Cross section(s) and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. 2 Other(explain): Deferred submitti for your review REMARKS:Please find enclosed the following deferred submittals, submitted to you for review under OSSC 107.3.4.2 01611-1.0 Electrical Equipment Seismic Calculations (Parts value: $46,377, Labor value: $8,500) FOR OFFICE USE ONLY Route to Permit Techian: Date: S n01, Initials: 444 Fees Due: YesiVE No Fee Description: Amount Due: Re rt1+ $ yao ' 1 $ a . c� Special Instructions: Reprint Permit(per PE : ❑ Yes o ❑ Done Applicant Notified:rCT 4Z Date: '7 j Initials: 1:\Building\Forms\TransmittalLetter-Revisions.doc 05/25/2012 OFFICE COPY OFFICE COPY Submittal #01611-1 .0 CleanWater Services 01611 - METEOROLOGICAL AND SEISMIC DESIGN �L.L. CRITERIA Clean Water Services Project:6757- DM SecondaryTrain 5 Expansion 16060 SW 85th Ave MAY 1 8 ?0206060 SW 85th Ave Tigard,Oregon 97224 CITY r- ?GARD Tigard,Oregon 97224 Phone: (503)547-8150 ht1ILL N(` DR lSION Phone:5035478150 Distribution Summary Distributed on 05/6/2020 by Rebecca Reilly(Black&Veatch) To: Dan Garbely(CWS-Durham AWWTF),Kyle Hansen (McClure and Sons Inc),Sean Goris(Black& Veatch), Dave Clements (Black&Veatch),Theresa Jones (Black&Veatch), Rebecca Reilly(Black& Veatch), Isidro DeAllende (Black&Veatch), Stan Orr(McClure and Sons Inc) ,Jason Jarmin (McClure and Sons Inc) Message: None Additional Attachments: NAME RESPONSE ATTACHMENTS COMMENT Dave Clements(Black&Veatch) Make Corrections Electrical panels are sitting on concrete beams. Noted The Contractor shall locate all beam reinforcement prior to drilling and anchors shall be located to miss the reinforcement. Electrical Equipment Seismic Calculations REVISION: 0 SUBMITTAL MANAGER: Dave Clements(Black&Veatch) STATUS: Closed DATE CREATED: 04/23/2020 ISSUE DATE: SPEC SECTION: 01611 -METEOROLOGICAL AND SEISMIC DESIGN CRITERIA RESPONSIBLE Christenson Electric RECEIVED FROM: Garland Dotson CONTRACTOR: RECEIVED DATE: SUBMIT BY: FINAL DUE DATE: 05/14/2020 LOCATION: COST CODE: TYPE: Document APPROVERS: Dave Clements(Black&Veatch) BALL IN COURT: DISTRIBUTION: Chad Shay (Christenson Electric), Rebecca Reilly (Black&Veatch),Stan Orr (McClure and Sons Inc) ,Theresa Jones (Black&Veatch) ,Jason Jarmin (McClure and Sons Inc) ,Kyle Hansen (McClure and Sons Inc),Sean Goris (Black&Veatch), Dan Garbely (CWS-Durham AWWTF) ,Garland Dotson (Christenson Electric) , Isidro DeAllende (Black&Veatch), Dave Clements (Black&Veatch) DESCRIPTION: Please see the attached submittal for your review and approval. OFFICE�� ®� i 01611.1 -Electrical Equipment Seismic Calculations.pdf SUBMITTAL WORKFLOW APPROVED REVISION Bupao1g - oOO 87 s- -a..) Clean Water Services Page 1 of 2 Printed On:05/06/2020 04:24 PM Submittal #01611 -1 .0 Clean\Miter' Services 01611 - METEOROLOGICAL AND SEISMIC DESIGN CRITERIA NAME DUE DATE RETURNED RESPONSE ATTACHMENTS COMMENTS DATE Electrical panels are sitting on concrete beams.The Make Contractor shall locate all Dave Clements 5/14/2020 5/6/2020 Corrections beam reinforcement prior to Noted drilling and anchors shall be located to miss the reinforcement. • BY DATE COPIES TO Clean Water Services Page 2 of 2 Printed On:05/06/2020 04:24 PM HMV, TOTAL SUPPORT Innovation • Engineering • BIM • Fabrication A Division of Tomarco Contractor Specialties Submittal Documents Equipment Anchorage Durham AWWTF Christenson Tigard, OR PROFESS 4 �C,GIN�Fp /Or 8r PE vp . 11,0 co WAY N `4\ 3/31/2020 EXPIRES:06/30/ Z,0 ISAT 14325 N.E. Airport Way #101 Portland, OR 97230 503-252-4423 Project Number.: 170309-1 "Empowered by Experience" TOTAL SUPPORT Innovation•Engineering •BIM•Fabrication A Division of Tornarco Contractor Specialties Table of Contents Description Pages BASIS FOR DESIGN DETAILS SK1 - SK2 CALCULATIONS 1 - 28 APPENDIX HMV TOTAL SUPPORT Innovation •Engineering•BIM•Fabrication A Divici,n of Tomarro Contractor Speciaftiet Basis for Design BUILDING CODE: 2012 EDITION OF THE INTERNATIONAL BUILDING CODE INCLUDING PROVISIONS OF THE 2014 EDITION OF THE OREGON STRUCTURAL SPECIALTY CODE SUPPLEMENTED BY THE ASCE 7-10 EQUIPMENT LOADS: MCC: 10,625 LBS PANELS: 344 LBS 45 KVA XFMR: 476 LBS HARMONIC FILTER: 220 LBS POLE BARN PANEL: 110 LBS MATERIAL SPECIFICATIONS: STRUT/STRUT FITTINGS: ASTM A653 (Fy= 33,000 PSI) 28-DAY COMPRESSIVE STRENGTH OF CONCRETE ASSUMED TO BE 3,000 PSI 28-DAY COMPRESSIVE STRENGTH OF MASONRY ASSUMED TO BE 1,500 PSI MECHANICAL CONCRETE ANCHORS SHALL CONFORM TO ICC REPORT ESR-1917 MECHANICAL MASONRY ANCHORS SHALL CONFORM TO ICC REPORT ESR-3785 Basis for Design (cont.) 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. THIS SET OF CALCULATIONS IS BASED ON THE LOADS AND ASSUMPTIONS STATED WITHIN THIS SUBMITTAL. EFFECTS FROM THERMAL LOADING AND DRIFT ARE NOT PART OF THIS ANALYSIS. IF EITHER OF THESE CONDITIONS NEED TO BE ACCOUNTED FOR ISAT SHALL BE NOTIFIED TO REDESIGN. IF THE LOADS AND ASSUMPTIONS ARE NOT CORRECT THIS SUBMITTAL SHALL BE REVISED. 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. NOTES: 1 . EQUIPMENT FOOTPRINT- MAX. 28'-5 3/8" - WT. = 10,625 LBS. - 625 LBS PER -- 2"TYP. - 1'-8"TYP. MODULE - (17) MODULES TOTAL 2. Y2" DIA. HILTI KB TZ-SS 304 WITH 3 4" EMB. INTO 6" MIN. THICK CONCRETE WITH 4" MIN. EDGE DIST. - TYP. -• NOTES: A. INDIVIDUAL MODULES SHALL BE RIGIDLY ATTACHED TO ONE rI ANOTHER T • f (1) (2) 713 Lri MCC ANCHORAGE PLAN SCALE: 1/2" = 1'-0" NOTES: 1. EQUIPMENT FOOTPRINT- MAX. 2'-0 7/8" VVT. = 476 LBS. 1 3/4"TYP. 2. Y2' DIA. HILTI KB TZ-SS 304 WITH 2" EMB. INTO 4" MIN. THICK CONCRETE WITH 4" MIN. EDGE DIST. - TYP. rn CO (1) (2) (2) 45 KVAANCHORAGE PLAN SCALE: 1'-0" ISAT PROJECT# 170309 ORIGINAL: PROJECT: Air International Seismic Application 3/4/20 DURHAM AWWTF ff Technology 14325 NE Airport Way#101 DRAWN BY: CONTRACTOR: Portland, OR 97201 GW CHRISTENSON TOTAL SUPPORT 503-252-4423(office) 503-252-4427(fax) PAGE: Innovation•Engineering•BIM•Fabrication www.isatsb.com S K 1 3' MAX. TYP. W _...1 r_ 2"TYP. NOTES: 1 . EQUIPMENT- DIMENSIONS AND WEIGHT PER SCHEDULE SHOWN ON DETAIL A/SK2 a I 1"TYP. 2. Y2" DIA. HILTI KB TZ-SS 304 WITH 2" EMB. INTO 4" MIN. THICK GROUT FILLED MASONRY WITH XQ 6" MIN. EDGE DIST. -TYP. 3. PHD 1001 OR EQUAL-TYP. (1) 4. Y2" DIA. STRUT NUT AND BOLT- (3) TYP. (2) (4) 13 PANEL ANCHORAGE ELEVATION } SCALE: N.T.S. TAG H(IN) W (IN) D(IN) WT(LBS) 960PP3401 90 20 5.75 344 960PP3402 90 20 5.75 344 960LP3401 48 20 5.75 147 960LP3402 42 20 5.75 107 HARMONIC FILTER 60.4 16.8 13.7 220 PANEL SCHEDULE A A SCALE: N.T.S.0 ISAT PROJECT#170309 ORIGINAL: PROJECT: International Seismic Application 3/4/20 DURHAM AWWTF Technology 14325 NE Airport Way#101 DRAWN BY: CONTRACTOR: Portland, OR 97201 GW CHRISTENSON TOTAL SUPPORT 503-252-4423(office) 503-252-4427(fax) PAGE: Innovation•Engineering•BIM•Fabrication www.isatsb.com S 1 MIStionlAr SEISMIC DESIGN FORCE(SOF)CALCULATION WORKSHEET Rev.0 APPLICABLE CODES:2006/2009/2012/2015/2018 IBC(Based on ASCE 7-05/10/16) INTERNATIONAL SEISMIC APPLICATION TECHNOLOGY TOTAL SUPPORT °^°,a°°„E^r;^remr,,,,,,,,,;,.,,,°, 14325 NE Airport Way#101,Portland,OR 97230 ^°^^d°^^^•�'^w^^^• PHONE 503-252.4423 I FAX 503-252-4427 Project Name: Durham WWTP Date: 3/4/2020 Location: Tigard,OR Project Zip Code: 97224 Contractor. Christenson 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) SD= 0.715 Component Importance Factor(ASCE 7-05/10,Section 13.1.3) I,= 1.50 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,= (see table 3) Component Response Modification Factor(ASCE 7-05/10/16,Table 13.6-1) R,= (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) F,CALCULATION(Eq.13.3.1) F,,,„, -MAXIMUM LIMIT(Eq.13.3-2) F,,,;,, -MINIMUM LIMIT(Eq.13.3-3) F, = 0.4a,x SDS x W,x 0.7 x (I+2(r/h)) F, need not be greater than F, shall not be less than (R,/1,) 1.6xSas•x1,xW,x0.7= 0.3x Say x/,x W', x0.7 = 1.20 0.23 NOTE:Values in Table 2 are multiplied by a factor of 0.7 for conversion to"Allowable Stress Design"(ASCE 7-0 5/1 011 6,Section 2.4.1) TABLE 3-SEISMIC DESIGN FORCE(Fr)PER TRADE&FLOOR Generators. MCC's.Panel Wet-Side Equipment Boards,Switchyear Neoprene Isolated Batteries,Inverters, Lighting Fixtures& &Engines, &Misc. Equipment, Air-Side Transformers. Other Mechanical Spring V.I. Turbines.Pumps. Components Suspended V.I.& Floor# z Equipment Comm.Equip.. or Electrical Equipment Compressors& Instrumentation, Constructed of Skirt Supported /Story (Ft) Sheet Metal Components Equipment Pressure Vessels and Controls Framing a,= 2.5 a, = 1.0 a,= 1.0 a, = 2.5 a,= 1.0 a,= 2.5 a,= 2.5 R,= 6.0 R,= 2.5 R,= 2.5 R,= 6.0 R,= 1.5 R,= 2.5 R,= 2.0 LL 0 0.23 0.23 0.23 0.23 0.23 0.30 0.38 Roof 1 0.38 0.36 0.36 0.38 0.60 0.90 1.13 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 =Per ASCE 7-10116 Table 13.6.1:ap 2.5,R,,6.0.This is more conservative than ASCE 7-05 Table 13.6-1(a,1.0,Rp 2.5). 2 • 6 I 7 I 6 I 5 i 4 I 3 I 2 I 1 SYSTEM DETAILS SERVICE VOLTAGE: 480VAC FREQUENCY: 60 SYSTEM: 3PH3W F SHORT-CIRCUIT-CURRENT RATING: 65000 AMPS RMS SYM. 600 VOLTS MAX F SERVICE FACTOR: 1.15 CONTROL VOLTAGE: 120VAC CONTROL VOLTAGE SOURCE: IND CPT WIRING CLASS: 1B ENCLOSURE DETAILS TYPE: NEMA 1 GASKETED - CONFIGURATION: 21"D FRONT MT ONLY, 90"H REAR VIEW FRONT VIEW PAINT FINISH: GRAY (ANSI-61) EXTERIOR AND WHITE INTERIOR, EXTERIOR COAT HORIZONTAL WIRE WAY: 9 HIGH, TOP & BOTTOM CHANNEL SILLS WITH OUT END COVERS, DESIGNED FOR USB SEISMIC LOAD APPLICATION MCC IS QUALIFIED TO WITHSTAND THE SEISMIC LOADS SPECIFIED WITHIN THE UBC, CBC AND IBC PROVIDED THE MOUNTING GUIDELINES, INSTRUCTIONS AND PROCEDURES IN DOCUMENTS 5A11213 OR 70-8722, AND TD043001EN ARE FOLLOWED. E BUS DETAILS E BRACING: 65,000 AMPS RMS SYMMETRICAL HORIZONTAL AMPS: 1200A A HORIZONTAL MATERIAL: COPPER HORIZONTAL PLATING: TIN MAXIMUM TEMPERATURE RISE: 65'C OVER 40'C AMBIENT O VERTICAL MATERIAL: COPPER _ VERTICAL PLATING: TIN - c 1 C VERTIC 8BAR TIEER:R: LABYRINTH, ISOLATED/INSULATED WITH SHUTTERS, AND SUPPLIED WITH STEEL GROUND SIZE: 0.25" X 2.00" GROUND MATERIAL: COPPER D GROUND PLATING: TIN GROUND LOCATION: TOP GROUND LUG PLACEMENT: EACH STRUCTURE D E GROUND LUG SIZE: 10-/6-350KCMIL D e GROUND LUG TYPE: SCREW N VERTICAL GROUND BUS LOCATED IN VERTICAL SECTION 'N-I F — — — (6) .312" DIA. HOLES AND (4) .44" X .69" RECTANGULAR SLOTS ADDED TO THE STANDARD GROUND BUS PUNCHING 0 0 0 c CODES AND STANDARDS UL845, NEMA, NEC SPECIAL CODES: UL -0H 1 H 3H 4H NEC ARTICLE 430, PART VIII, SECTIONS 92-98. NEMA STANDARD ICS 18,PART 1 AND UL STANDARD a UL845, FILE/ E47048MCC COMPLIES WITH UL845'S 2 METER RULE, WHEN BOTTOM OF MCC IS AT THE SAME LEVEL AS THE OPERATOR'S PLATFORM J WIRING AND CONTROL DETAILS H 1K 3K 4K CONTROL WIRE - 16 AWG, RED, UL MTW - CSA TEW-AWM POWER WIRE - BLACK, UL MTW - CSA TEW-AWM C TERMINAL BLOCKS - STANDARD PULL-APART C L 2L MOTOR OL PROTECTION: SOLID STATE, CLASS - 20 AMBIENT COMPENSATED. MOTOR OL PROTECTION: STD SOLID STATE OVERLOAD CONTROL WIRE HAS WIRE MARKERS AT EACH END M 1M 2M 3M 4M DEVICE TYPE: 10250T INDICATING LIGHT TYPE: PUSH TO TEST INDICATING BULB TYPE: LED - MISCELLANEOUS DETAILS - ALL DIMENSIONS ARE IN INCHES[MILLIMETERS], ALL WEIGHTS ARE IN POUNDS[KILOGRAMS] SECTION NO: 1F 2F 3F 4F UNLESS INDICATED OTHERWISE. SECTION WIDTH: 20.156 [512] 20.078 [510] 20.078 [510] 20.078 [510]- IF TIG WELDING MCC TO CHANNEL SILLS, THE BUCKETS SHOULD BE FULLY DISENGAGED FROM THE BUS (POWER & CONTROL). IF STITCH WELDING, THE BUCKETS SHOULD BE REMOVED FROM MCC. DETAIL NUMBER: 10A31 10A31 10A31 10A31 > 1200A HORIZONTAL BUS CROSSOVER BETWEEN STRUCTURE 14F & 15F. > MCC WILL BE MOUNTED BACK TO BACK IN FIELD, SEE PLAN VIEW FOR DETAIL REPRESENTATION. B SHIPPING SPLIT WIDTH: —20.16 [512]- 60.23 [1530] B SHIPPING SPLIT WEIGHT: — 625 [283] -^ 1875 [850] 625 lbs. 1 { ;t1 FRONT VIEW NEG-ALT NUMBER: P0470406X8K1-0001 OrTR DATE THE INFORMATION ON THIS DOCUMENT WAS CREATED BY EATON Em ITEM NUMBER: Issued For Approval 12/27/2018 CORPORATION IT WAS DISCLOSED IN CONFIDENCE ASS IS ONLY =�e� The information on this TO DE USED FOR THE PURPOSE IN WHICH IT WAS SUPPLIED. A CUSTOMER: CHRELE - CLEAN WATER DURHAM document is intended to ' DATE THE PROJECT 6757-CPIS DURHAM AWWIF PHASE 5 SECOPUJtY MEATIER A LOCATION: TIGARD, OR 97224 convey and document that PORT 12/27/2018 960MCC3401 P.O. NUMBER: S505864432 the contract specification has been accurately interpreted PRODUCT CODE S.O. TYPE and may not be accurate for MCC COOK6NX FREEDOM 2100 MCC OUTLINES construction purposes. REASON D.O. CMG SHEET CAGE ccoe 36oH0 1 LP00020884-007 COOK6NX-0 001 1. 8 I 7 I 6 r 5 I 4 I 3 I 2 I 1 COEFIBLR6 3 8 I 7 1 6 I 5 I 4 I 3 1 2 I 1 F F FRONT VIEW 1 E E A e 7B 11B C o 12D D E 12E D e m N L. F — — 8 0 O0 G H 5H 6H 13H 14H °- J 7J 11J a 5K 13K 14K C C L M 5M 6M 7M 8M 9M 10M 11M 12M 13M 14M SECTION NO: 5F 6F 7F 8F 9F 10F 11F 12F 13F 14F SECTION WIDTH: 20.07E [510] 20.076 [510] 20.078 [510] 20.076 [510] 20.078 [510] 20.078 [510] 20.078 [510] 20.078 [510] 20.078 [510] 20.076 [510] DETAIL NUMBER: 10A31 10A31 10A31 10A71 10A71 10A71 10A31 10A31 10A31 10A31 B SHIPPING SPLIT WIDTH: 60.23 [1530] -- - 60.23 [1530] - 40.16 [1020] 40.16 [1020] - B SHIPPING SPLIT WEIGHT: • 1875 [850] - - 1875 [850] - • 1250 [567] - 1250 [567] 1875 lbs. 1875 lbs. 1250 lbs. 1250 lbs. FRONT VIEW NEG-ALT NUMBER: P0470406X8K1-0001 Issued For Approval tPG DATE THE INFORMATION NF RMATIO WAS DISCLOSED IN CONFIDENCE ANDS ONLT WAS CREATED BY ON Y E� l�N ITEM NUMBER: 007 PG 12/27/2018 TO aE USED FOR THE PURPOSE IN WHICH IT WAS SUPPLIED. The information on this A CUSTOMER: CHRELE - CLEAN WATER DURHAM document is intended to APw uaE ME PROJECT 6757-CWS CURRW AWWIF PHASE 5 SECONDARY'MEALIEST A LOCATION: TIGARD, OR 97224 coney and documentthat pm 12/27/2018 960MCC3401 P.O. NUMBER: 5505864432 the contract specification has been accurately interpreted PRODUCT CODE S.O. TYPE OUTLINES and may not be accurate for MCC C00K6NX FREEDOM 2100 MCC construction purposes. REVISION G.O. DWG SHEET CAGE cooE LP00020884-007 COOK6NX-0 002 380H0 1 8 1 7 I 6 f 5 4 I 3 1 2 1 COEFtBt_R6 _' 4 8 I 7 I 6 I 5 I 4 I 3 i 2 1 F F REAR VIEW • E E A B C D N F _ 8 0 G '110 H 15H 16H J K 15K 16K C C L 17L M 15M 16M 17M SECTION NO: 15F 16F 17F SECTION WIDTH: 20.078 [510] 20.078 [510] • 20.078 [510] DETAIL NUMBER: 10A31 10A31 10A31 B SHIPPING SPLIT WIDTH: 60.23 [1530] B SHIPPING SPLIT WEIGHT: 1875 [850] 1875 lbs. FRONT VIEW NEG—ALT NUMBER: P0470406X8K1-0007 DFG DUE THE INFORMATION ON THIS DOCUMENT WAS CREATED BY EATON ITEM NUMBER: 007 Issued ForllpproYel Ixa 12/27/2018 TOeruraTOOFOR HEPD POSE NDWHCHITWASSUPPLLIED.NLY E_7�111 The information on this A CUSTOMER: CHRELE — CLEAN WATER OURHAM document is intended to NV° DATE TITLE PROJECT 6757—CMS DURNW AMITY PHASE 5 SECONDARY TREATMENT A LOCATION: TIGARD, OR 97224 convey and document that PORT 12/27/2018 960MCC3401 P.D. NUMBER 8505864432 the contract specification has been accurately interpreted PRODUCT CODE S.D. TYPE and may not be accurate for MCC COOK6NX FREEDOM 2100 MCC OUTLINES construction purposes. COOE 380H0 DWG 1 REVISIOND LP00020684-007 COOK6NX-0 003 8 I 7 6 1 5 I 4 I 3 2 I 1 COEFtBL_R6 5 8 I 7 I 6 I 5 I 4 I 3 I 2 I 1 F F -A VIEW E DETAIL NUMBER: 10.431 10A31 10A31 10A31 E SECTION WEIGHT: 625 625 625 625 20.156 [512] N S. 20.078 [510] 20.078 [510] 20.078 [510] 1F o e 17F 16F 15F i .1 ----r ` ! 4 o a ] 1 I 0 0 0 0 0 0 0 0 0 — 5..7- $- N Y m N D II D e a a o 0 0 0 0 0 0 0 0 I—T ' 0 0 0 0 0 0 o O o 0 0 0 0 0 0 0 o e e e e e e 0 0 0 0 0 0 0 0 0 _ 0 0 0 0 0 Y— �n Y —t, N u 0 cjm N�� a a O O O O 0 O 0 0 0 0 0 0 0 0 O O 0 O 0 0 0 O a a a a a 0 O o o O 12F 3F 4F 5F 6F 7F BF 9F 10F 11F 12F 13F 14F C $ —20.078 [510] 20.078 [510] 20.078 [510] 20.07E [510] 20.078 [510] 20.078 [510] 20.078 [510] 20.078 [510] 20.078 [510] 20.078 [510] 20.078 [510] 20.078 [510] 20.078 [510]— C g 0 0 SECTION WEIGHT: 625 625 625 625 625 625 625 625 625 625 625 625 625 DETAIL NUMBER: 10A31 10A31 10A31 10A31 10A31 10A31 10A71 1DA71 10A71 10A31 10A31 10A31 10A31 FRO\T VIEW B B TOP PLAN VIEWS Issued For Approval DFI --DUTE THE INFORMATION ON THIS DOCUMENT WAS CREATED BY EATON T NEG—ALT NUMBER: P0470406X8K1-0001 CORPORATION.rrWAS DISCLOSED IN CONFIDENCE AND IS ONLY EL l'N ITEM NUMBER: 007 PG 12/27/2018 TO BE USED FOR THE PURPOSE IN WHICH IT WAS SUPPLIED. The information on this A CUSTOMER: CHRELE — CLEAN WATER DURHAM document is intended to APPD DATE 171E PROJECT 6757—CAS DURIIW ANWIF PHASE 5 SECONDARY 1REA1UENT A LOCATION: TIGARD, OR 97224 convey and document that PORE 12/27/2018 960MCC3401 P.D. NUMBER: S505864432 the contract specification has been accurately interpreted PrtO IJCI CODE S.D. 1 and may not be accurate for MCC COOKBNX FREEDOM 2100 MCC OUTLINES construction purposes. REVISION D.D. MG SHEET cscE380H0 1 LP00020884-007 COOK6NX-0 006 8 I 7 I 6 5 I 4 I 3 I 2 I 1 COEFOBLR6 6 JOB: Durham AWWTF gISAT SHEET NO.: OF 14325 NE Airport Way,Suite 101 CALCULATED BY: GW DATE 3/5/20 Portland,OR 97230 A Division of romarco Contractor Specialties CHECKED BY: DATE PROJECT NO.: 170309 DESIGN OF CONNECTIONS FOR MCC EQUIPMENT INFORMATION: Equipment weight,W= 10625 lbs Length,L= 341 in Width,w= 18.9 in Height,h= 90 in Isolator Height= 0 in Height to C.G.,Hc.g.= 45 in Eccentricity ey,(5%)= 0.945 in SEISMIC FORCE: 2.5 Factor per ASCE 7-10 Table 13.6-1 Fp= 0.38 x Wp x 2.5 = 10093.8 lbs Fv= 0.10 x Wp = 1062.5 lbs ANALYSIS: M(overtuming)=Fp x Hc.g.= 454218.8 in-lbs M(resisting)=(0.6xWp-Fv)x(w/2-ey)= 45182.8 in-lbs Tension per side,Ts=(Mo-Mr)/w= 21642.1 lbs (if negative T=0) Shear per side,Vs=Fp/2= 5046.9 lbs Number of Connections per side,n= 18 Tension per connection,T=Ts/n= 1202.3 lbs Shear per connection,V=Vs/n= 280.4 lbs Multiply by 1.4 for ASD to LRFD conversion T= 1683 lbs V= 393 lbs M= 0 lb-in 7 FIIIMiTI Hilti PROFIS Engineering 3.0.57 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Mar 5,2020 Date: 3/5/2020 Fastening point: Specifiers comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ-SS 3041l2(3 1!4) Item number: not available Effective embedment depth: hef act=3.250 in.,h om=3.625 in. Material: AISI 304 Evaluation Service Report: ESR-1917 Issued I Valid: 5/1/2019 15/1/2021 Proof: Design Method ACI 318-11 /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(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) Geometry[in.]8 Loading[lb,in.lb] y�Q Y � X \93 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2019 Hilti AG,FL-9494 Schwan Hilti is a registered Trademark of Hilti AG,Schwan 1 8 Hilti PROFIS Engineering 3.0.57 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Mar 5,2020 Date: 3/5/2020 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity PN/av[%] Status Tension Concrete Breakout Failure 1,683 2,085 81 /- OK Shear Concrete edge failure in direction x- 393 1,656 -/24 OK Loading PH pv { Utilization[3N,v[Vol Status Combined tension and shear loads 0.807 0.237 5/3 80 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)2003-2019 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 NOTE: , 1.ALL UNITS ARE DESIGNED IN ACCORDANCE WITH APPLICABLE NEMA, 9 UL,ANSI,AND IEEE STANDARDS. 2.DRY-TYPE VENTILATED,CLASS AA,NEMA TYPE 2 ENCLOSURE. • I 3.FOR NEMA 3R OUTDOOR APPLICATION,USE WEATHERSHIELD#WS58. I 4.TRANSFORMERS ARE FLOOR-MOUNTED.USE WALL-MOUNT BRACKET WMB05 FOR WALL-MOUNTING. 5.220°C CLASS INSULATION SYSTEM. 6.PAINT COLOR IS ANSI#61. 7.ALUMINUM UNITS HAVE ALUMINUM WINDINGS AND TERMINATIONS. COPPER UNITS HAVE COPPER WINDINGS AND TERMINATIONS. 8.TRANSFORMER CAN BE INSTALLED AT A MIN.DISTANCE TO BACK AND SIDE WALLS OF 2 INCHES AND TO A 6 INCHES MIN.DISTANCE TO BACK WALLS WHEN WEATHERSHIELDS ARE NEEDED. IIIIIIIIIII FRONT -_ _o o e , 1111111011 :e lime Y,° FAINR J 9-al1=9- e • a- e 7 ro or G K BONDING GROUND BAR --1 e • Q H C � ! IF CABLE ENTRY IS REQUIRED IN \ FRONT VIEW P - THIS AREA BONDING GROUND BAR \ L -- R MAY NEED TO BE RELOCATED \ SIDE VIEW BY INSTALLER. T ` S M T FRONT r P USE K x L BOTH SIDES AND ( __ a f oto ems.-_e r•I ((M•517 x N ON BOTTOM AS Il o�,R4.y�� I I ENEC TRY L ENDED CABLE F rr 1N ENTRY LOCATIONS. .�, , s-i- v 0.56(14)VIA- C F E I 1 MOUNTING HOLE 4 TOTAL II '' 1 I. I _ -- sx8 4I D U TYP.FRONT B TOP COVER AND BACK BOTTOM VIEW DIMENSIONS IN INCHES(mm) FRAME A B C D E F I G H J K FR940 36.88(937) 24.88(632) 21.13(537) 21.44(545) 11.00(279) 19.13(486) 1 14.53(369) 4.00(102) 3.00(76) 10.39(264) L M N P Q R S T U 3.78(96) 11.03(290) 4.25(108) 0.50(13) 5.59(142) 16.26(413) 6.81(173) 3A0(86) 5.07(129) REVS JAN/18 THIS DIMENSION DRAWING IS FOR REFERENCE 'ONLY.IT IS NOT TO BE REGARDED AS I 'INDICATING THE EXACT DETAILS OF CONSTRUCTION. PRODUCT CODE:. FEDERAL ID NO.. DFIR DATE I THE INFORMATION ON THIS DOCUMENT WAS CREATED SY EATON -- I CORPORATION.R WAS DISCLOSED N CONFOENCE AND IS ONLY .A ECO-133517 J.C.SOTO 10/29/2D15 TO BE USED FOR THE PURPOSE N WHEN D WAS SUPPLED. 5 ' J.G. C.R. 1/16/2018 APPD DATE TrrLE DRY TYPE TRANSFORMER ECN107448 D.GARCIA 10/29/2015 OUTLINE 4 J.C.S. E.R. 4/24/2017 S.O. TYPE ECO-100230 DRY TYPE TRANSFORMER OUTLINE 3 J.C.S. C.B. 3l3012016 REVISION G.O. DWG SHEET REV DESCRPTDN DFTR APED DATE FR940 REVISIONS5 1 OF 1 GO/NEG-Alt-Date: Job Name: LP00020884-R000-1/15/2019 Project 6757-CWS Durham AWWTF Phase 5 Secondary TreatmE Item Number: Catalog Number: Designation: 015 V48M28T4516CU 960XFMR3401 10 JOB: Durham AWWTF inSISIF SHEET N .: OF 14325 PNE ortland,no t a7230te 101 CALCULAATED BY: GW DATE 3/5/20 A Division of Tomarco Contractor Specialties CHECKED BY: DATE PROJECT NO.: 170309 DESIGN OF CONNECTIONS FOR 45 KVA XFMR EQUIPMENT INFORMATION: Equipment weight,W= 476 lbs Length,L= 23.16 in Width,w= 16.1 in Height,h= 36.88 in Isolator Height= 0 in Height to C.G.,Hc.g.= 18 in Eccentricity ey,(5%)= 0.805 in SEISMIC FORCE: 2.5 Factor per ASCE 7-10 Table 13.6-1 Fp= 0.38 x Wp x 2.5 = 452.2 lbs Fv= 0.10 x Wp = 47.6 lbs ANALYSIS: M(overtuming)=Fp x Hc.g.= 8338.6 in-lbs M(resisting)=(0.6xWp-Fv)x(w/2-ey)= 1724.3 in-lbs Tension per side,Ts=(Mo-Mr)/w= 410.8 lbs (if negative T=0) Shear per side,Vs=Fp/2= 226.1 lbs Number of Connections per side,n= 2 Tension per connection,T=Ts/n= 205.4 lbs Shear per connection,V=Vs/n= 113.1 lbs Multiply by 1.4 for ASD to LRFD conversion T= 288 lbs V= 158 lbs M= 0 lb-in 11 NII1TI Hilti PROFIS Engineering 3.0.57 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Mar 5,2020 Date: 3/5/2020 Fastening point: Specifiers comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ-SS 3041/2(2) t l 13iCia Item number: not available Effective embedment depth: het,aet=2.000 in.,hnom=2.375 in. Material: AISI 304 Evaluation Service Report: ESR-1917 Issued I Valid: 5/1/2019 15/1/2021 Proof: Design Method ACI 318-11 /Mech. Stand-off installation: Profile: Base material: cracked concrete,3000,to'=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(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) Geometry[in.]&Loading[Ib, in.lb] ;0,3 yIQ sr Z � 6\31\ X Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2019 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1 12 i11111`T1 Hilti PROFIS Engineering 3.0.57 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Mar 5,2020 Date: 3/5/2020 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity 14,/0v[%] Status Tension Pullout Strength 288 1,236 24/- OK Shear Concrete edge failure in direction x- 158 1,502 -/11 OK Loading ON 0v Utilization 13Nv[%] Status Combined tension and shear loads 0.233 0.105 5/3 12 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 Engineenng(c)2003-2019 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 13 General Information (Section 1 of 1) Service Voltage: 480Y/277V 3Ph 4W Enclosure: Type 1 Main Breaker 150A Bus Rating&Type: 250ATin Plated Copper Neutral Rating:250A Ground Bar: Std.Bolted Copper,Cu cable only FD3150, Vert Mtd. S.C.Rating: 14kA.l.C.Fully Rated Main Device Type: Main Breaker-Top Cable Entry Neutral Main Terminals: Mechanical-(1)#14-4/0(Cu/AI) Neutral Terminals: Mechanical-(1)#6-350 kcmil(Cu/AI) Box Catalog No.: EZB206OR _.. Trim: EZ Trim,Door in Door,Concealed Hardware(EZT2060S) 1 GHB3025 GHB3025 2 3 4 Surface Mounted 5 6 Box Dimensions: 60.00"[1524.omm]H x 20.00"[508.0mm]W x 5.75"1146.1 mm]D —7 GHB3025 . GHB3025 8 Min.Gutter Size: Top=5.4" [139.7m Bottom=5.5"101.[139.7mm] Left=4"[101.6mm]Right=4"[101.Bmm] 9 1C 11 12 Panel ID Nameplate: (1)PP-POLEBARN Type: Plastic,adhesive-backed (2)480Y/277V 3Ph 4W 13 GHB3025 GHB3025 14 Color: White with Black Letters (3) • 15 1E UL 17 le 19 PROVGHB; PROVGHB3 22 Trim Lock:Standard Lock&Key(Keyed WEM2) Circuit Directory:Metal Frame with Plastic Cover 21 —22 Main Circuit Breaker Trip Type:Thermal-Magnetic. 23 24 Seismic Label(IBC/CBC Seismic Qualified). Heat Loss-Watts(Est.)=110 25 FD3125 PROVFD3 2C 27 125A 125A 26 29 3L Weight 110 Ibs M It Bus Cover 6X Device Modifications: Ref# Description Branch Devices Qty Poles Trip Frame Amps kAIC 1 3 125 FD 225 14 6 3 25 GHB 100 14 2 3 PROVGHB3 1 3 PROVFD3 Main Devices Qty Poles Trip Frame Amps kAIC 1 3 150 FD 225 14 Notes: The information on this document is PREPARED By DATE created by Eaton Corporation.It is Tyler Steele 1/15/2019 Eaton disclosed in confidence and it is only to be used for the purpose in which it is APPROVED BY DATE JOB NAME Project 6757-CWS Durham AWWTF Phase 5 Secondary-5 supplied. DESIGNATION PP-POLEBARN VERSION TYPE DRAWING TYPE 1.0.0.24 PRL3a Customer Approval NEG-ALT Number REVISION DWG SIZE G.O. ITEM SHEET P0470406X8K1-R000 0 A LP00020884 0111 1 of 1 Project 1/7U)ZrlAell EgtidepArr 14325 N.E.Airport Way#101 Title/Scale 11107111114111 Portland OR 97230 / ( T:503.252.4423 Calculated By CCU Date 3( f 2-O FTOTAL SUPPORT w .iatsb.c 503.252.4427 www.isatsb.com Checked By Date Innovation•Engineering•BIM•Fabrication Sheet No. of I o e r j••in k"..�J f7fl „J 1. r>L- f Ey 121 /2 7^/Po.r, rp cs) -.. D,38 !la �2 /2 2t`l/Posr- p�,, N Fv f1ssa,4e LoRJ Gr-°J7r2r<.a Up Pdsr ( ''IDP. &J.) 7.-`) t�► t 21 ° 42 G(40 ' l060 V 21 — SrRt,-r C a J `S h oM f D Get c , Pc, li3) 0,17 = 3l 3 > 2 S . P/06/4 is ©k or. ° 3,2 , 26/313 0, ZS" . -72/42_ 0,c10 " G 32 " Q/3 .o fit= i056) . 1,4• 2, 5 *1-5 tI SF:I. rriOFFS 15 Hilti PROFIS Engineering 3.0.57 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Mar 5,2020 Date: 3/5/2020 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ-SS 304 1/2(2) 16 1 .IlIWlUlltl [ Item number: not available Effective embedment depth: he,,„=2.000 in.,hnon,=2.375 in. Material: AISI 304 Evaluation Service Report: ESR-1917 Issued I Valid: 5/1/2019 15/1/2021 Proof: Design Method ACI 318-11 /Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plateR: Ix x 1,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,'le'=3,000 psi;h=4.000 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(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) R- The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[Ib, in.lb] 4 3c7s1 • J- i 0 4 S n , S ]�i r FAQ /%\ • 15'a 3i 6; Xy1`Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2019 Hilti AG,FL-9494 Schaan Hill'is a registered Trademark of Hilti AG,Schaan 1 16 I11IIijT1 Hilti PROFIS Engineering 3.0.57 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Mar 5,2020 Date: 3/5/2020 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity PN/Pv[%] Status Tension Pullout Strength 392 1,236 32/- OK Shear Concrete edge failure in direction y- 74 3,885 -/2 OK Loading PN pv Utilization 13Hv 1%] Status Combined tension and shear loads 0.317 0.019 5/3 15 OK 3 Warnings 9 Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must he checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2019 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 17 General Information (Section 1 of 1) Main Breaker 400A Service Voltage: 480Y/277V 3Ph 4W Enclosure: Type 1 } HKD3400, Vert Mtd. Bus Rating&Type: 400ATin Plated Copper Neutral Rating: 400A Ground Bar: Std.Bolted Copper,Cu cable only Neutral S.C.Rating: 65kA.I.C.Fully Rated Main Device Type: Main Breaker-Top Cable Entry i HFD3200 f 2 Main Terminals: Mechanical-(1)2/0-500 kcmil(Cu/AI) Neutral Terminals: Mechanical-(2)#4-500 kcmil(Cu/AI) 3 200A 4 Box Catalog No.: EZB209OR 5 6 Trim: EZ Trim,Door in Door,Concealed Hardware(EZT2090S) 7 HFD3020 PROVHFD3 a 9 20A 20A 1c Surface Mounted 11 12 13 HFD3080 HFD3040 14 Box Dimensions: 90.00"[2286.0mm]H x 20.00"[508.0mm]W x 5.75"[146.1mm]D 15 80A 40A 16 Min.Gutter Size: Top=5.5"[139.7mm]Bottom=5.5"[139.7mm] 17 1E Left=4"[101.6mm]Right=4"[101.6mm] 19 HFD3015 HFD3015 2C Panel ID Nameplate: (1)960PP3401 21 15A 15A 22 Type: Plastic,adhesive-backed (2)480Y/277V 3Ph 4W 23 24 Color: White with Black Letters (3) 25 HFD3015 HFD3015 26 27 15A 15A 2E UL 29 3C 31 HFD3015 HFD301 5 32 Trim Lock:Standard Lock&Key(Keyed WEM2) 33 15A - 15A 3a Circuit Directory:Metal Frame with Plastic Cover 35 Main Circuit Breaker Trip Type:Thermal-Magnetic. -_-. 3 3E Seismic Label(IBC/CBC Seismic Qualified). 37 HFD3015 HFD3015 3E. Heat Loss-Watts(Est.)=344 39 15A 15A 4C 41 42 , 43 HFD3015 HFD3015 44 Weight 344 lbs 45 15A 15A 4C 47 I: 4E Bus Cover 6X Device Modifications: Ref# Description Branch Devices Qty Poles Trip Frame Amps kAIC 10 3 15 HFD 100 65 1 3 20 HFD 100 65 1 3 40 HFD 100 65 1 3 80 HFD 100 65 1 3 200 HFD 225 65 1 3 PROVHFD3 Main Devices Qty Poles Trip Frame Amps kAIC 1 3 400 HKD 400 65 Notes: The information on this document is PREPARED BY DATE created by Eaton Corporation.It is Tyler Steele 1/15/2019 Eaton disclosed in confidence and it is only to be used for the purpose in which it is APPROVED BY DATE JOB NAME Project 6757-CWS Durham AW WTF Phase 5 Secondary Ti supplied. DESIGNATION 960PP3401 VERSION TYPE DRAWING TYPE 1.0.0.24 PRL3a Customer Approval NEG-ALT Number REVISION DWG SIZE G.O. ITEM SHEET P0470406X8K1-R000 0 A LP00020884 0101 1 of 1 18 General Information (Section 1 of 1) Main Breaker 200A Service Voltage: 480Y/277V 3Ph 4W Enclosure: Type 1 HKD3200, Vert Mtd. Bus Rating&Type: 400A Tin Plated Copper Neutral Rating:400A Ground Bar: Std.Bolted Copper,Cu cable only .wi. S.C.Rating: 65kA.I.C.Fully Rated Neutral Main Device Type: Main Breaker-Top Cable Entry Main Terminals: Mechanical-(1)250-500 kcmil(Cu/AI) 1_ HFD3040 HFD3150. 2 Neutral Terminals: Mechanical-(2)#4-500 kcmil(Cu/AI) Box Catalog No.: EZB209OR 3_ 40A 150A _4 Trim: EZ Trim,Door in Door,Concealed Hardware(EZT2090S) 5 6 7_ HFD3015 HFD3020 _e Surface Mounted a 15A 20A 1r Box Dimensions: 90.00"[2286.omm]H x 20.00"[508.0mm]W x 5.75"[146.1 mm]D 11 12 Min.Gutter Size: Top=5.5"[139.7mm]Bottom=5.5"[139.7mm] 13 HFD3020 HFD3020 _14 Left=4"[101.6mm]Right=4"1101.6mm] 15 20A 20A _1E 17 1E Panel ID Nameplate: (1)960PP3402 19 HFD3020 HFD3020'_2c Type: Plastic,adhesive-backed (2)480Y/277V 3Ph 4W Color: White with Black Letters (3) 21 20A 20A 22 23 24 UL 25 HFD3020 HFD3020 2E 27 20A• 20A _2E Trim Lock:Standard Lock&Key(Keyed WEM2) 29 3C Circuit Directory:Metal Frame with Plastic Cover Main Circuit Breaker Trip Type:Thermal-Magnetic. 31 PROVHFD3 PROVHFD3 32 Seismic Label(IBC/CBC Seismic Qualified). 33 20A 20A _34 Heat Loss-Watts(Est.)=344 35 3E 37 PROVHFD3 PROVHFD3 36 Weight 344 Ibs 39 20A 20A 4C 41 42 Bus Cover 9X Device Modifications: Ref# Description Branch Devices Qty Poles Trip Frame Amps kAIC 1 3 150 HFD 225 65 7 3 20 HFD 100 65 1 3 40 HFD 100 65 1 3 15 HFD 100 65 4 3 PROVHFD3 Main Devices Qty Poles Trip Frame Amps kAIC 1 3 200 HKD 400 65 Notes: The information on this document is PREPARED BY DATE created by Eaton Corporation.It is Tyler Steele v15/201s Eaton disclosed In confidence and It Is only to - ---- be used for the purpose in which it is APPROVED BY DATE JOB NAME Project 6757-CWS Durham AWWTF Phase 5 Secondary-0 supplied. DESIGNATION 960PP3402 • VERSION TYPE DRAWING TYPE 1.0.0.24 PRL3a Customer Approval NEG-ALT Number REVISION DWG SIZE G.O. ITEM SHEET P0470406X8K1-R000 0 A LP00020884 0121 1 of 1 19 Linea JOB: Durham AWWTF SHEET NO.: OF 5070 NW 235th Ave.Suites#101 CALCULATED BY: GW DATE 3/5/20 INTERNATIONAL SEISMIC Hillsboro,OR 97124 APPLICATION TECHNOLOGY CHECKED BY: DATE PROJECT NO.: 170309 DESIGN OF CONNECTIONS FOR: HEAVY PANEL EQUIPMENT INFORMATION: Equipment weight,W= 344 lbs Height Between Anchors,h= 87 in Width between Anchors,w= 17 in Depth of Equipment,d= 5.75 in Number of Shear Connections,n,v(total connections)= 4 Number of Tension Connections,n,t= 2 SEISMIC FORCE: 2.5 Factor per ASCE 7-10 Table 13.6-1 Fp= 0.38 x Wp = 326.8 lbs Fv= 0.1 x Wp = 34.4 lbs GRAVITY ANALYSIS: Effective Weight,W'=W+Fv 378.4 lbs Shear per connection, V=W'/n,v 94.6 lbs Tension Per Connection,T=(W'*(d/2)/h)/n,t 6.3 lbs SEISMIC ANALYSIS: Tension Per Connection for Fpy T=Fp/n,v 81.7 lbs Tension Per Connection for Fp//,T=(Fp*(d/2)/w)/n,t 27.6 lbs Max Tension,Tmax from Fill-or Fp/i 81.7 lbs Shear Per Connection for FpL=0 0.0 Shear Per Connection for Fp//,V=Fp/n,v 81.7 Max Shear,Vmax from Fp-1-or Fp// 81.7 COMBINED ANALYSIS Max.Tension Per Connection,Tmax= ,RAV ITY +TsRIs is 88.0 lbs Max.Shear Per Connection,Vmax=(VGRAVIrY2+VseisMlc)u.e 125.0 lbs Per Connection: T= 88 lbs V= 125 lbs Double tension loads as the panels will be mounted on strut. The overturning moment arm is 2x the resisting moment arm..T=176 lbs. n 20 General Information (Section 1 of 1) Service Voltage: 208Y/120V 3Ph 4W Enclosure: Type 1 Main Breaker 150A Bus Rating&Type: 225A Tin Plated Copper Neutral Rating: 225A EDB3150, Vert Mtd. Ground Bar: Std.Bolted Copper,Cu cable only S.C.Rating: 22kA.I.C.Fully Rated 1_ QBHW1020 QBHW1020_2 Main Device Type: Main Breaker-Top Cable Entry 3 QBHW1020 QBHW1020, 4 Main Terminals: Mechanical-(1)#4-4/0(Cu/AI) 5 QBHW1020 QBHW1021`] 6 Neutral Terminals: Mechanical-(1)#6-300 kcmil(Cu/AI) Box Catalog No.: EZB2048R QBHW1020 QBHW1021 8 Trim: EZ Trim,Door in Door,Concealed Hardware(EZT2048S) 9 QBHW1020 QBHW1021 1c 11 ' .BHW1021 .BHW1021 12 Surface Mounted 13 QBHW1021 11BHW1021 a Box Dimensions: 48.00"[1219.2mm]H x 20.00"[508.0mm]W x 5.75"[146.1mm]D 15 •BHW1021 0 BHW1021 1E Min.Gutter Size: Top=5.5"[139.7mm]Bottom=5.5"[139.7mm] 17 f QBHW 102V QBHW1021 1E Left=6.0"[152.4mm]Right=6.0"(152.4mm] 19 QBHW1020 QBHW1021 2c Panel ID Nameplate: (1)960LP3401 21 QBHW1020 QBHW1021 22 Type: Plastic,adhesive-backed (2)208Y/120V 3Ph 4W 23 QBHW1020QBHW1021+: u Color: White with Black Letters (3) 25 ;9BHW1020 QBHW1020_2E UL ***Non-Interchangeable Main Device*** 27 QBHW2050 QBHW1021= 2E 2s QBHW102, 3c Trim Lock:Standard Lock&Key(Keyed WEM2) Circuit Directory:Metal Frame with Plastic Cover 31 QBHW1020 QBHW1031 32 Main Circuit Breaker Trip Type:Thermal-Magnetic. 33 QBHW1020 QBHW1024 34 Seismic Label(IBC/CBC Seismic Qualified). 35 9BHW1020 QBHW1021 3E Heat Loss-Watts(Est.)=109 37QBHw3100H QBHW1020 Weight-lbs(Est.)=147 39 QBHW1020 42 4 IQBHVV1020 42 Blank Cover 3 inches Device Modifications: Ref# Description Branch Devices Qty Poles Trip Frame Amps kAIC 1 3 100 QBHW 100 22 1 2 50 QBHW 100 22 1 1 30 QBHW 100 22 36 1 20 QBHW 100 22 Main Devices Qty Poles Trip Frame Amps kAIC 1 3 150 EDB 225 22 Notes: The information on this document is PREPARED BY DATE created by Eaton Corporation.It is Tyler Steele 1/15/2019 Eaton disclosed in confidence and It is only to be used for the purpose in which it is APPROVED BY DATE JOB NAME Project 6757-CWS Durham AWWTF Phase 5 Secondary Ti supplied. DESIGNATION 960LP3401 VERSION TYPE DRAWING TYPE 1.0.0.24 PRL1a Customer Approval NEG-ALT Number REVISION DWG SIZE G.O. ITEM SHEET P0470406X8K1-R000 0 A LP00020884 0131 1 of 1 21 gg General Information (Section 1 of 1) nyin Breaker 10 Service Voltage: 208Y/120V 3Ph 4W Enclosure: Type 1 — Bus Rating&Type: 225ATin Plated Copper Neutral Rating:225A OBHW3100H — Ground Bar: Std.Bolted Copper,Cu cable only _ S.C.Rating: 22k A.I.C.Fully Rated 1l QBHW1020 QBHW1020. 2 i— Main Device Type: Main Breaker-Top Cable Entry 3 ;QBHW1020QBHW102_ 4 Main Terminals: Mechanical-(1)#8-1/0(Cu/AI) 5 i QBHW1020 QBHW1020 6 Neutral Terminals: Mechanical-(1)#6-300 kcmil(Cu/AI) 7 QBHW1020 QBHW1021a Box Catalog No.: EZB2042R 9 QBHW1020 QBHW102 is Trim: EZ Trim,Door in Door,Concealed Hardware(EZT2042S) 11 iQBHW1020 QBHW102ia 12 ,. Surface Mounted 13_`QBHW1020 QBHW1021 14 15 QBHW1020 QBHW102 le Box Dimensions: 42.00"[1066.8mm1H x 20.00"[508.Omm]W x 5.75"[146.1mm]D 17 I QBHW1020 QBHW102 1e Min.Gutter Size: Top=5.5"[139.7mm]Bottom=5.5"[139.7mm] _- -- Left=6.0"[152.4mm]Right=6.0"[152.4mm] Bus Support s QBHW1020 48HW1020 x Panel ID Nameplate: (1)960LP3402 Type: Plastic,adhesive-backed (2)208Y/120V 3Ph 4W 21 ,QBHW1020 QBHW1020Zz Color: White with Black Letters (3) 23 QBHW1020 QBHW1020, 24 — 25 QBHW1020 QBHW10201-a UL ***Non-Interchangeable Main Device*** 27 QBHW1020 QBHW102I, 2e Trim Lock:Standard Lock&Key(Keyed WEM2) _ 29 'QBHW1020QBHW102r 30 Circuit Directory:Metal Frame with Plastic Cover 31 QBHW1020 QBHW102!1 32 Main Circuit Breaker Trip Type:Thermal-Magnetic. 33 QBHW1020 QBHW1020 34 Seismic Label(IBC/CBC Seismic Qualified). =1-- Heat Loss-Watts(Est.)=104 35 QBHW1020 QBHW1 0201 3e Weight-lbs(ESL)=107 37 QBHW1020 QBHW10201 35 39 QBHW1020 QBHW1020I 44c 41 QBHW1020;QBHW102. 42 Blank Cover 1 inches , Device Modifications: Ref# Description Branch Devices Qty Poles Trip Frame Amps kAIC 42 1 20 QBHW 100 22 Main Devices Qty Poles Trip Frame Amps kAIC 1 3 100 QBHW-H 100 22 Notes: The information on this document is PREPARED BY DATE created by Eaton Corporation.It is Tyler Steele 1/15/2019 Eaton disclosed in confidence and it is only to be used for the purpose in which it is APPROVED BY DATE JOB NAME Project 6757-CWS Durham AW WTF Phase 5 Secondary Ti supplied. DESIGNATION 960LP3402 VERSION TYPE DRAWING TYPE 1.0.0.24 PRL1a Customer Approval NEG-ALT Number REVISION DWG SIZE G.O. ITEM SHEET P0470406X8K1-R000 0 A LP00020664 0141 1 of 1 22 _ JOB: Durham AWWTF Fri • 5070 NW 235th Ave.Suites#101 SHEET NO.: OF INTERNATIONAL�� SEISMIC Hillsboro,OR 97124 CALCULATED BY: GW DATE 3/5/20 APPLICATION TECHNOLOGY CHECKED BY: DATE PROJECT NO.: 170309 DESIGN OF CONNECTIONS FOR: LIGHT PANEL EQUIPMENT INFORMATION: Equipment weight,W= 147 lbs Height Between Anchors,h= 39 in Width between Anchors,w= 17 in Depth of Equipment,d= 5.75 in Number of Shear Connections,n,v(total_connections)= 4 Number of Tension Connections,n,t= 2 SEISMIC FORCE: 2.5 Factor per ASCE 7-10 Table 13.6-1 Fp= 0.38 x Wp = 139.7 lbs Fv= 0.1 x Wp = 14.7 lbs GRAVITY ANALYSIS: Effective Weight,W'=W+Fv ' 161.7 lbs Shear per connection, V=W/n,v 40.4 lbs Tension Per Connection,T=(W'*(d/2)/h)/n,t 6.0 lbs SEISMIC ANALYSIS: Tension Per Connection for Fp_,T=Fp/n,v 34.9 lbs Tension Per Connection for Fp//,T=(Fp*(d/2)/w)ln,t 11.8 lbs Max Tension,Tmax from FpL or Fp// 34.9 lbs Shear Per Connection for Fp:.=0 0.0 Shear Per Connection for Fp//,V=Fp/n,v 34.9 Max Shear,Vmax from Fp1 or Fp// 34.9 COMBINED ANALYSIS Max.Tension Per Connection,Tmax= tiRAVtTY +TSEISMIC 40.9 lbs Max.Shear Per Connection,Vmax=(VGRAvtrv2 +VsEISMIc2)os 53.4 lbs Per Connection: T= 41 lbs V= 53 lbs 23 Technical Data TD156001EN Harmonic correction unit (HCU2) Effective October 2015 Drawings—NEMA 1 wallmounted enclosures e e o • o o O•I z o L J L • • • . • • • . • • 60.40 (1534.01 • • e a m 1 • • • • L, • • ® • • • • 88B8B0'=BB==B 0000000 000 00 0000000 00000 O 00000000 00=0=0=00000 000000000000 000000000000 O 00000000000 O 0000 0000000 000000000000 00000000._000 • ®0000000—00® • e 0000000=000 13.70 16.80 (348.0) (426.0) Figure 8.NEMA 1,60 A—dimensions in inches (min) 8 EATON www.eaton.com 24 JOB: Durham AWWTF SHEET NO.: OF 5070 NW 235th Ave.Suites#101 CALCULATED BY: GW DATE 3/5/20 INTERNATIONAL SEISMIC Hillsboro,OR 97124 APPLICATION TECHNOLOGY CHECKED BY: DATE PROJECT NO.: 170309 DESIGN OF CONNECTIONS FOR: HARMONIC FILTER EQUIPMENT INFORMATION: Equipment weight,W= 220 lbs �, Height Between Anchors,h= 57 in Width between Anchors,w= 13.8 in Depth of Equipment,d= 13.7 in Number of Shear Connections,n,v(total connections)= 4 Number of Tension Connections,n,t= 2 SEISMIC FORCE: 2.5 Factor per ASCE 7-10 Table 13.6-1 Fp= 0.38 x Wp = 209.0 lbs Fv= 0.1 x Wp = 22.0 lbs GRAVITY ANALYSIS: Effective Weight,W'=W+Fv 242.0 lbs Shear per connection, V=W'/n,v 60.5 lbs Tension Per Connection,T=(W'*(d/2)/h)I n,t 14.5 lbs SEISMIC ANALYSIS: Tension Per Connection for Fp.,T=Fp/n,v 52.3 lbs Tension Per Connection for Fp//,T=(Fp*(d/2)/w)/n,t 51.9 lbs Max Tension,Tmax from Fri-or Fp,// 52.3 lbs Shear Per Connection for FpL=0 0.0 Shear Per Connection for Fp//,V=Fp/n,v 52.3 Max Shear,Vmax from Fpl or Fp// 52.3 COMBINED ANALYSIS Max.Tension Per Connection,Tmax= GRAWTY +TSEISMIc 66.8 lbs Max. Shear Per Connection,Vmax=(VGRAvrrY2 +VsEisMIC2)0s 79.9 lbs Per Connection: T= 67 lbs V= 80 lbs 25 1■■1111:1111 Hilti PROFIS Engineering 3.0.58 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: I E-Mail: Design: Masonry-Mar 31,2020 Date: 3/31/2020 Fastening point: Specter's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ-CS 1/2(2) - " Item number: not available Effective embedment depth: hat=2.000 in. Material: Carbon Steel Evaluation Service Report: ESR-3785 Issued I Valid: 7/1/2019 17/1/2020 Proof: Design Method ASD Masonry Stand-off installation: eti=0.000 in.(no stand-off);t=0.400 in. Anchor platen: Ix x ly x t=12.000 in.x 12.000 in.x 0.400 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: Grout-filled CMU,L x W x H: 16.000 in.x 8.000 in.x 8.000 in.; Joints:vertical:0.375 in.;horizontal:0.375 in. Base material temperature:68°F Installation: Face installation Seismic loads yes R- The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.] 0 ti Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2019 RH AG,FL-9494 Scheer Hilti is a registered Trademark of Hilti AG,Schaan 1 1 N N. `c `( C '( NN ' 'c 'c 'c NNNNN N N N N N N 'c N N N N N N N N N N N N N N N N y 26 • F4IIaTI Hilti PROFIS Engineering 3.0.58 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: E-Mail: Design: Masonry-Mar 31,2020 Date: 3/31/2020 Fastening point: Geometry[in.]&Loading[lb, in.lb] 4 6 1109. .lam C z X 1.1 Design results Case Description Forces[lb]/Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N= 176;Vx=125;Vy=0; no 82 Mx=0; My=0;Mi=0; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2019 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 2 / ' \ `r X X X XXXNXXXXXNN C Y `C `C Y C Y XXX N N N N NNNNNNNNNN `( \r 27 1■■11`TI Hilti PROFIS Engineering 3.0.58 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: E-Mail: Design: Masonry-Mar 31,2020 Date: 3/31/2020 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity pN/ v(%] Status Tension Overall strength 176 351 51 /- OK Shear Overall strength - - -/66 OK Loading PN [iv a Utilization pity Fe] Status Combined tension and shear loads 0.502 0.656 1.667 82 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 12003-2019 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hill AG,Schaan A3 X X X. X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X NNN \ \ \ \ \ \ \ \ 1 1 \ 1 1 1 1 1 \ \ \ \ \ \ \ 1 \ 1 \ \ \ \ \ 1 1 1 \ 1 C 28 Hilti PROFIS Engineering 3.0.58 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: E-Mail: Design: Masonry-Mar 31,2020 Date: 3/31/2020 Fastening point: 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2019 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan A4 11WHIleAla TOTAL SUPPORT Innovation •Engineering •BIM•fabrication A Division of Tomarco Contractor Specialties Appendix EVALUATION Most Widely Accepted and Trusted EVALUATION SERVICE C ,,t o it Innovation RESEARCH I ARC ICC-ES Evaluation Report ESR-1917 Reissued 05/2019 ICC-ES I (800) 423-6587 I (562) 699-0543 I www.icc-es.org This report is subject to renewal 05/2021. DIVISION: 03 00 00—CONCRETE SECTION: 03 16 00—CONCRETE ANCHORS DIVISION: 05 00 00—METALS SECTION: 05 05 19—POST-INSTALLED CONCRETE ANCHORS REPORT HOLDER: HILTI, INC. EVALUATION SUBJECT: HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL ANCHORS IN CRACKED AND UNCRACKED CONCRETE ICC ICC ICC c L `"L PM PMG LISTED raw "2014 Recipient of Prestigious Western States Seismic Policy Council ■■■ (WSSPC)Award in Excellence" A Subsidiary of 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. ANSI There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this MEMO report, or as to any product covered by the report. Copyright° 2019 ICC Evaluation Service, LLC. All rights reserved. IC agl EVALUATION SERVICE Most Widely Accepted and Trusted -- ICC-ES Evaluation Report ESR-1917 Reissued May 2019 This report is subject to renewal May 2021. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 03 00 00—CONCRETE [minimum of 24 MPa is required under ADIBC Appendix L, Section: 03 16 00—Concrete Anchors Section 5.1.1]. The 3/8-inch-, 1/2-inch-, 5/8-inch- and 3/4-inch diameter DIVISION: 05 00 00—METALS Section: 05 05 19—Post-Installed Concrete Anchors (9.5 mm, 12.7 mm and 15.9 mm) carbon steel KB-TZ anchors may be installed in the soffit of cracked and REPORT HOLDER: uncracked normal-weight or sand-lightweight concrete over metal deck having a minimum specified compressive HILT!, INC. strength, t'e, of 3,000 psi (20.7 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. EVALUATION SUBJECT: The anchoring system complies with anchors as described in Section 1901.3 of the 2018 and 2015 IBC, HILTI KWIK BOLT TZ CARBON AND STAINLESS Section 1909 of the 2012 IBC, and Section- 1912 of the STEEL ANCHORS IN CRACKED AND UNCRACKED 2009 IBC. The anchoring system is an alternative to cast- CONCRETE in-place anchors described in Section 1908 of the 2012 IBC, and Section 1911 of the 2009lBC. The anchors may 1.0 EVALUATION SCOPE also be used where an engineered design is submitted in accordance with Section R301.1.3 of the IRC. Compliance with the following codes: 3.0 DESCRIPTION • 2018 2015, 2012 and 2009 International Building Code®(IBC) 3.1 KB-TZ: • 2018, 2015, 2012 and 2009 International Residential KB-TZ anchors are torque-controlled, mechanical Code®(IRC) expansion anchors. KB-TZ anchors consist of a stud (anchor body), wedge (expansion elements), nut, and • 2013 Abu Dhabi International Building Code(ADIBC)t washer. The anchor (carbon steel version) is illustrated in tThe ADIBC is based on the 2009 IBC.2009 IBC code sections referenced Figure 1. The stud is manufactured from carbon steel or in this report are the same sections in the ADIBC. AISI Type 304 or Type 316 stainless steel materials. For evaluation for compliance with the National Building Carbon steel KB-TZ anchors have a minimum 5 pm Code of Canada®(NBCC), see listing report ELC-1917. (0.0002 inch)zinc plating. The expansion elements for the carbon and stainless steel KB-TZ anchors are fabricated For evaluation for compliance with codes adopted by the from Type 316 stainless steel. The hex nut for carbon steel Los Angeles Department of Building and Safety (LADBS), conforms to ASTM A563-04, Grade A, and the hex nut for see ESR-1917 LABC and LARC Supplement. stainless steel conforms to ASTM F594. Property evaluated: The anchor body is comprised of a high-strength rod Structural threaded at one end and a tapered mandrel at the other end. The tapered mandrel is enclosed by a three-section 2.0 USES expansion element which freely moves around the The Hilti Kwik Bolt TZ anchor (KB-TZ) is used as mandrel. The expansion element movement is restrained anchorage to resist static, wind, and seismic (Seismic by the mandrel taper and by a collar. The anchor is Design Categories A through F)tension and shear loads in installed in a predrilled hole with a hammer. When torque cracked and uncracked normal-weight concrete and is applied to the nut of the installed anchor, the mandrel is lightweight concrete having a specified compressive drawn into the expansion element, which is in turn strength, fc, of 2,500 psi to 8,500 psi expanded against the wall of the drilled hole. (17.2 MPa to 58.6 MPa) [minimum of 24 MPa is required 3.2 Concrete: under ADIBC Appendix L, Section 5.1.1]. Normal-weight and lightweight concrete must conform to The 3/8-inch- and 1/2-inch-diameter (9.5 mm and Sections 1903 and 1905 of the IBC. 12.7 mm) carbon steel KB-TZ anchors may be installed in 3.3 Steel Deck Panels: the topside of cracked and uncracked normal-weight or sand-lightweight concrete-filled steel deck having a Steel deck panels must be in accordance with the minimum member thickness, hmin,deck, as noted in Table 6 configuration in Figures 5A, 5B, 5C and 5D and have a of this report and a specified compressive strength, fe, minimum base steel thickness of 0.035 inch (0.899 mm). of 3,00o psi to 8,500 psi (20.7 MPa to 58.6 MPa) Steel must comply with ASTM A653/A653M SS Grade r true 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 =, to any finding or other matter in this report,or as to any product covered by the report. Copyright©2019 ICC Evaluation Service,LLC. All rights reserved. Page 1 of 18 ESR-1917 I Most Widely Accepted and Trusted Page 2 of 18 33 and have a minimum yield strength of 33,000 psi applicable, in cracked and uncracked concrete, No,cr and (228 MPa). Np,uncr, respectively, is given in Tables 3 and 4. For all 4.0 DESIGN AND INSTALLATION design cases wcP = 1.0. In accordance with ACI 318-14 17.4.3 or ACI 318-11 D.5.3, as applicable, the nominal 4.1 Strength Design: pullout strength in cracked concrete may be calculated in 4.1.1 General: Design strength of anchors complying with accordance with the following equation: the 2018 and 2015 IBC, as well as Section R301.1.3 of the 2015 IRC must be determined in accordance with ACI 318- Np ff = NP,cr,f f` (lb, psi) (Eq-1) 14 Chapter 17 and this report. z,soo Design strength of anchors complying with the 2012 IBC Npx = Np,cr 17.2 as (N, MPa) as well as Section R301.1.3 of the 2012 IRC, must be determined in accordance with ACI 318-11 Appendix D In regions where analysis indicates no cracking in and this report. accordance with ACI 318-14 17.4.3.6 or ACI 318-11 Design strength of anchors complying with the 2009 IBC D.5.3.6, as applicable, the nominal pullout strength in and Section R301.1.3 of the 2009 IRC must be determined tension may be calculated in accordance with the following in accordance with ACI 318-08 Appendix D and this report. equation: Design parameters provided in Tables 3, 4, 5 and 6 of N - - N f` (Ib, psi) (Eq-2) this report are based on the 2018 and 2015 IBC (ACI 318- p•f - p•unrr 2soo 14)and the 2012 IBC(ACI 318-11)unless noted otherwise in Sections 4.1.1 through 4.1.12. The strength design of anchors must comply with ACI 318-14 17.3.1 or ACI 318-11 D.4.1, as applicable, except as required in ACI Np,f• = Np•uncr 17`z (N, MPa) 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. Strength reduction factors, Where values for Np,cr or Np,uncr are not provided in Table g 0, as given in ACI 318-14 3 or Table 4, the pullout strength in tension need not be 17.3.3 or ACI 318-11 D.4.3, as applicable, and noted in evaluated. Tables 3 and 4 of this report, must be used for load combinations calculated in accordance with Section 1605.2 The nominal pullout strength in cracked concrete of of the IBC and Section 5.3 of ACI 318-14 or Section 9.2 of the carbon steel KB-TZ installed in the soffit of ACI 318-11, as applicable. Strength reduction factors, 0, as sand-lightweight or normal-weight concrete on steel deck given in ACI 318-11 D.4.4 must be used for load floor and roof assemblies, as shown in Figures 5A, 5B and combinations calculated in accordance with ACI 318-11 5C, is given in Table 5. In accordance with ACI 318-14 Appendix C. An example calculation in accordance with 17.4.3.2 or ACI 318-11 D.5.3.2, as applicable, the nominal the 2018, 2015 and 2012 IBC is provided in Figure 8. The pullout strength in cracked concrete must be calculated in value of Ps used in the calculations must be limited to a accordance with Eq-1, whereby the value of Np•deck,cr maximum of 8,000 psi (55.2 MPa), in accordance with ACI must be substituted for Np,cr and the value of 318-14 17.2.7 or ACI 318-11 D.3.7, as applicable. 3,000 psi (20.7 MPa) must be substituted for the value of 4.1.2 Requirements for Static Steel Strength in 2,500 psi (17.2 MPa) in the denominator. In regions where analysis indicates no cracking in accordance with ACI Tension: The nominal static steel strength, Ns,, of a single 318-14 17.4.3.6 or ACI 318-11 D.5.3.6, as applicable, the anchor in tension must be calculated in accordance with nominal strength in uncracked concrete must be calculated ACI 318-14 17.4.1.2 or ACI 318-11 D.5.1.2, as applicable. according to Eq-2, whereby the value of Np,deok,uncr must be The resulting Ns,values are provided in Tables 3 and 4 of substituted for Np•uncrand the value of 3,000 psi (20.7 MPa) this report. Strength reduction factors 0 corresponding to must be substituted for the value of 2,500 psi(17.2 MPa)in ductile steel elements may be used. the denominator. The use of stainless steel KB-TZ anchors 4.1.3 Requirements for Static Concrete Breakout installed in the soffit of concrete on steel deck assemblies Strength in Tension: The nominal concrete breakout is beyond the scope of this report. strength of a single anchor or group of anchors in tension, 4.1.5 Requirements for Static Steel Strength in Shear: No or Nog, respectively, must be calculated in accordance The nominal steel strength in shear, Vse, of a single anchor with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, in accordance with ACI 318-14 17.5.1.2 or ACI 318-11 with modifications as described in this section. The basic D.6.1.2, as applicable, is given in Table 3 and Table 4 of concrete breakout strength in tension, Nb, must be this report and must be used in lieu of the values derived calculated in accordance with ACI 318-14 17.4.2.2 or ACI by calculation from ACI 318-14 Eq. 17.5.1.2b or ACI 318-11 D.5.2.2, as applicable, using the values of her and 318-11 Eq. D-29, as applicable.The shear strength Vsa,deck kcr as given in Tables 3, 4 and 6. The nominal concrete of the carbon-steel KB-TZ as governed by steel failure of breakout strength in tension in regions where analysis the KB-TZ installed in the soffit of sand-lightweight or indicates no cracking in accordance with ACI 318-14 normal-weight concrete on steel deck floor and roof 17.4.2.6 or ACI 318-11 D.5.2.6, as applicable, must be assemblies, as shown in Figures 5A, 5B and 5C, is given calculated with kuncr as given in Tables 3 and 4 and with in Table 5. (Pc,N= 1.0. For carbon steel KB-TZ anchors installed in the soffit of 4.1.6 Requirements for Static Concrete Breakout sand-lightweight or normal-weight concrete on steel deck stSrengthh in Shear:a The or grnomoup concrete inb shear, floor and roof assemblies, as shown in Figures 5A, 5B and Vo or Vh of a single anchor must be al of anchors in dance 5C, calculation of the concrete breakout strength is not withad or 13 8-14 17.5.respectively, 31 calculated D.6.2,2 in applicable,prdabce required. ACI 318-14 17.5.2 or ACI 318-11 as with modifications as described in this section. The basic 4.1.4 Requirements for Static Pullout Strength in concrete breakout strength, Vb, must be calculated in Tension: The nominal pullout strength of a single anchor accordance with ACI 318-14 17.5.2.2 or ACI 318-11 in accordance with ACI 318-14 17.4.3.1 and 17.4.3.2 or D.6.2.2, as applicable, based on the values provided in ACI 318-11 D.5.3.1 and D.5.3.2, respectively, as Tables 3 and 4. The value of le used in ACI 318-14 Eq. ESR-1917 I Most Widely Accepted and Trusted Page 3 of 18 17.5.2.2a or ACI 318-11 Eq. D-33 must be taken as no 4.1.9 Requirements for Interaction of Tensile and greater than the lesser of her or 8da. Shear Forces: For anchors or groups of anchors that are For carbon steel KB-TZ anchors installed in the soffit of subject to the effects of combined tension and shear sand-lightweight or normal-weight concrete on steel deck forces, the design must be performed in accordance with floor and roof assemblies, as shown in Figures 5A, 5B and ACI 318-14 17.6 or ACI 318-11 D.7, as applicable. 5C, calculation of the concrete breakout strength in shear 4.1.10 Requirements for Minimum Member Thickness, is not required. Minimum Anchor Spacing and Minimum Edge 4.1.7 Requirements for Static Concrete Pryout Distance: In lieu of ACI 318-14 17.7.1 and 17.7.3 or ACI Strength in Shear: The nominal concrete pryout strength 318-11 D.8.1 and D.8.3, respectively, as applicable, values of a single anchor or group of anchors, V"p or Vcp9, of smin and c, as given in Tables 3 and 4 of this report respectively, must be calculated in accordance with ACI must be used. In lieu of ACI 318-14 17.7.5 or ACI 318-11 318-14 17.5.3 or ACI 318-11 D.6.3, as applicable, modified D.8.5, as applicable, minimum member thicknesses hmm as by using the value of k,,p provided in Tables 3 and 4 of this given in Tables 3 and 4 of this report must be used. report and the value of Nob or Nabs as calculated in Section Additional combinations for minimum edge distance, cmin, 4.1.3 of this report. and spacing, s„„, may be derived by linear interpolation between the given boundary values as described in For carbon steel KB-TZ anchors installed in the soffit of Figure 4. sand-lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, as shown in Figures For carbon steel KB-TZ anchors installed on the top of 5A, 5B, and 5C, calculation of the concrete pry-out normal-weight or sand-lightweight concrete over profile strength in accordance with ACI 318-14 17.5.3 or ACI steel deck floor and roof assemblies, the anchor must be 318-11 D.6.3 is not required. installed in accordance with Table 6 and Figure 5D. 4.1.8 Requirements for Seismic Design: For carbon steel KB-TZ anchors installed in the soffit of sand-lightweight or normal-weight concrete over profile 4.1.8.1 General: For load combinations including seismic, steel deck floor and roof assemblies, the anchors must be the design must be performed in accordance with ACI installed in accordance with Figure 5A, 5B and 5C and 318-14 17.2.3 or ACI 318-11 D.3;3, as applicable. shall have an axial spacing along the flute equal to the Modifications to ACI 318-14 17.2.3 shall be applied under greater of 3heror 1.5 times the flute width. Section 1905.1.8 of the 2018 and 2015 IBC. For the 2012 IBC, Section 1905.1.9 shall be omitted. Modifications to 4.1.11 Requirements for Critical Edge Distance: In ACI 318 (-08, -05) D.3.3 shall be applied under Section applications where c< cac and supplemental reinforcement 1908.1.9 of the 2009 IBC, as applicable. to control splitting of the concrete is not present, the The anchors comply with ACI 318-14 2.3 or ACI 318-11 concrete breakout strength in tension for uncracked D.1, as applicable, as ductile steel elements and must be concrete, calculated in accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, must be further designed in accordance with ACI 318-14 17.2.3.4, 17.2.3.5, 17.2.3.6 or 17.2.3.7; or ACI 318-11 D.3.3.4, multiplied by the factor Wcp,N as given by Eq-1: D.3.3.5, D.3.3.6 or D.3.3.7; ACI 318-08 D.3.3.4, D.3.3.5 or yfcp N = (Eq-3) D.3.3.6, as applicable. Strength reduction factors, 0, are `°` given in Tables 3 and 4 of this report. The anchors may be whereby the factor Wcp,N need not be taken as less installed in Seismic Design Categories A through F of the than 1.5h, . For all other cases, wcp,N = 1.0. In lieu of IBC. °a= 4.1.8.2 Seismic Tension: The nominal steel strength using ACI 318-14 17.7.6 or ACI 318-11 D.8.6, as and nominal Seismic e brea t strength fort anchors in applicable,values of can must comply with Table 3 or Table tension must be calculated in accordance with ACI 318-14 4 and values of cac,deck must comply with Table 6. 17.4.1 and 17.4.2 or ACI 318-11 D.5.1 and D.5.2, as 4.1.12 Lightweight Concrete: For the use of anchors in applicable, as described in Sections 4.1.2 and 4.1.3 of this lightweight concrete, the modification factor Aa equal to report. In accordance with ACI 318-14 17.4.3.2 or ACI 318-11 D.5.3.2, as applicable, the appropriate pullout 0.8A is applied to all values of f: affecting Nn and Vn. strength in tension for seismic loads, Np,eq, described in Table 4 or Np,deck,c,described in Table 5 must be used in For ACI 318-14 (2018 and 2015 IBC), ACI 318-11 (2012 lieu of Np, as applicable. The value of Np,eq or Np,da,,k,,,may IBC) and ACI 318-08 (2009 IBC), A shall be determined in be adjusted by calculation for concrete strength in accordance with the corresponding version of ACI 318. accordance with Eq-1 and Section 4.1.4 whereby the value For anchors installed in the soffit of sand-lightweight of Np,deck,cr must be substituted for Np,cr and the value of concrete-filled steel deck and floor and roof assemblies, 3,000 psi (20.7 MPa) must be substituted for the value of further reduction of the pullout values provided in this 2,500 psi (17.2 MPa) in the denominator. If no values for report is not required. Np,eq are given in Table 3 or Table 4, the static design strength values govern. 4.2 Allowable Stress Design(ASD): 4.1.8.3 Seismic Shear: The nominal concrete breakout 4.2.1 General: Design values for use with allowable strength and pryout strength in shear must be calculated in stress design (working stress design) load combinations accordance with ACI 318-14 17.5.2 and 17.5.3 or ACI calculated in accordance with Section 1605.3 of the IBC, 318-11 D.6.2 and D.6.3, respectively, as applicable, as must be established as follows: described in Sections 4.1.6 and 4.1.7 of this report. In accordance with ACI 318-14 17.5.1.2 or ACI 318-11 Tallowable,ASO = " D.6.1.2, as applicable, the appropriate value for nominal a steel strength for seismic loads, Vse,eq described in Table 3 and Table 4 or Vsa,deck described in Table 5 must be used Vellowable,ASD = in lieu of Vsa, as applicable. a ESR-1917 I Most Widely Accepted and Trusted Page 4 of 18 where: anchor must be hammered into the predrilled hole until hnom is achieved. The nut must be hand-tightened against TallowableASD = Allowable tension load(Ibf or kN). the washer until the torque values specified in Tables 1A Vanowable,ASD = Allowable shear load (lbf or kN). and 1B are achieved. For installation in the soffit of 45Nn = Lowest design strength of an anchor concrete on steel deck assemblies, the hole diameter in or anchor group in tension as the steel deck not exceed the diameter of the hole in the determined in accordance with ACI concrete by more than /8 inch (3.2 mm). For member 318-14 Chapter 17 and 2018 and thickness and edge distance restrictions for installations 2015 IBC Section 1905.1.8, ACI 318- into the soffit of concrete on3 steel deck assemblies, see 11 Appendix D, ACI 318-08 Appendix Figures 5A, 5B and 5C. The /8 , /2 and 5/e" anchors may D and 2009 IBC Section 1908.1.9, be installed using the Hilti SafeSetTM System consisting of and Section 4.1 of this report, as the Hilti SIW-6AT-A22 Impact Wrench used together with applicable(lbf or N). the Hilti SI-AT-A22 Adaptive Torque Module in accordance with the manufacturer's published installation instructions ¢Vn = Lowest design strength of an anchor as shown in Figure 7A. or anchor group in shear as 4.4 Special Inspection: determined in accordance with ACI 318-14 Chapter 17 and 2018 and Periodic special inspection is required in accordance with 2015 IBC Section 1905.1.8, ACI 318- Section 1705.1.1 and Table 1705.3 of the 2018 and 2015 11 Appendix D, ACI 318-08 Appendix IBC and 2012 IBC; Section 1704.15 and Table 1704.4 of D and 2009 IBC Section 1908.1.9, the 2009 IBC, as applicable. The special inspector must and Section 4.1 of this report, as make periodic inspections during anchor installation to applicable (lbf or N). verify anchor type, anchor dimensions, concrete type, a = Conversion factor calculated as a concrete compressive strength, anchor spacing, edge distances, concrete member thickness, tightening torque, weighted average of the load factors hole dimensions, anchor embedment and adherence to the for the controlling load combination. In manufacturer's printed installation instructions. The special addition, a must include all applicable inspector must be present as often as required in factors to account for nonductile accordance with the "statement of special inspection." failure modes and required over- Under the IBC, additional requirements as set forth in strength. Sections 1705, 1706 and 1707 must be observed, where The requirements for member thickness, edge distance applicable. and spacing, described in this report, must apply. An 5.0 CONDITIONS OF USE example of allowable stress design values for illustrative purposes in shown in Table 7. The Hilti KB-TZ anchors described in this report comply with the codes listed in Section 1.0 of this report, subject to 4.2.2 Interaction of Tensile and Shear Forces: The the following conditions: interaction must be calculated and consistent with ACI 5.1 Anchor sizes, dimensions, minimum embedment 318-14 17.6 or ACI 318-11 D.7,as applicable,as follows: depths and other installation parameters are as set For shear loads Vappled s 0.2Vallowable,ASD, the full allowable forth in this report. load in tension must be permitted. 5.2 The anchors must be installed in accordance with the For tension loads Taped 5 0.2Tallowable;ASD, the full allowable manufacturer's published instructions and this report. load in shear must be permitted. In case of conflict,this report governs. For all other cases: 5.3 Anchors must be limited to use in cracked and Tappued Vapplied uncracked normal-weight concrete and lightweight + <_1.2 (Eq-4) concrete having a specified compressive strength, f', Tallowable,ASD Vallowable,ASD of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) 4.3 Installation: ADIBC [minimum of 24 MPa is required under Installation parameters are provided in Tables 1A, 1B and Appendix L, Section 5.1.1], and cracked and 6 and Figures 2, 5A, 5B, 5C, and 5D. Anchor locations uncracked normal-weight or sand-lightweight concrete must comply with this report and plans and specifications over metal deck having a minimum specified approved by the code official. The Hilti KB-TZ must be compressive strength, fo, of 3,000 psi (20.7 MPa) installed in accordance with manufacturer's published [minimum of 24 MPa is required under ADIBC instructions and this report. In case of conflict, this report Appendix L, Section 5.1.1]. governs. Anchors must be installed in holes drilled into the 5.4 The values of fe used for calculation purposes must concrete using carbide-tipped masonry drill bits complying not exceed 8,000 psi(55.1 MPa). with ANSI B212.15-1994 or using the Hilti SafeSet 5.5 The concrete shall have attained its minimum design System with Hilti TE-YD or TE-CD Hollow Drill Bits strength prior to installation of the anchors. complying with ANSI B212.15-1994 with a Hilti vacuum with a minimum value for the maximum volumetric flow 5.6 Strength design values must be established in rate of 129 CFM (61 e/s). The Hollow Drill Bits are not accordance with Section 4.1 of this report. permitted for use with the 3/8" and 3/4" diameter KB-TZ 5.7 Allowable design values are established in anchors. The minimum drilled hole depth, ho, is given in accordance with Section 4.2. Tables 1A and 1B. When drilling dust is not removed after 5.8 Anchor spacing and edge distance as well as hole drilling, make sure to drill deep enough to achieve 11nom taking into account the depth of debris remaining in minimum member thickness must comply with Tables the hole. If dust and debris is removed from the drilled hole 3,4, and 6, and Figures 4, 5A, 56, 5C and SD. with the Hilti TE-YD or TE-CD Hollow Drill Bits or 5.9 Prior to installation, calculations and details compressed air or a manual pump, hnom is achieved at the demonstrating compliance with this report must be specified value of ho noted in Tables 1A and 1B. The submitted to the code official. The calculations and ESR-1917 I Most Widely Accepted and Trusted Page 5 of 18 details must be prepared by a registered design 5.16 Use of anchors made of stainless steel as specified in professional where required by the statutes of the this report are permitted for contact with preservative- jurisdiction in which the project is to be constructed. treated and fire-retardant-treated wood. 5.10 Since an ICC-ES acceptance criteria for evaluating 5.17 Anchors are manufactured by Hilti AG under an data to determine the performance of expansion approved quality-control program with inspections by anchors subjected to fatigue or shock loading is ICC-ES. unavailable at this time, the use of these anchors 5.18 Special inspection must be provided in accordance under such conditions is beyond the scope of this with Section 4.4. report. 5.11 Anchors may be installed in regions of concrete 6.0 EVIDENCE SUBMITTED where cracking has occurred or where analysis 6.1 Data in accordance with the ICC-ES Acceptance indicates cracking may occur (ft > f,), subject to the Criteria for Mechanical Anchors in Concrete Elements conditions of this report. (AC193), dated October 2017, (editorially revised 5.12 Anchors may be used to resist short-term loading due April 2018), which incorporates requirements in ACI to wind or seismic forces in locations designated as 355.2-07 / ACI 255.2-04 for use in cracked and Seismic Design Categories A through F of the IBC, uncracked concrete. subject to the conditions of this report. 6.2 Quality-control documentation. 5.13 Where not otherwise prohibited in the code, KB-TZ 7.0 IDENTIFICATION anchors are permitted for use with fire-resistance- 7.1 The anchors are identified by packaging labeled with rated construction provided that at least one of the the manufacturer's name (Hilti, Inc.) and contact following conditions is fulfilled: information, anchor name, anchor size, and • Anchors are used to resist wind or seismic forces evaluation report number (ESR-1917). The anchors only. have the letters KB-TZ embossed on the anchor stud • Anchors that support a fire-resistance-rated and four notches embossed into the anchor head, and these are visible after installation for verification. envelope or a fire-resistance-rated membrane are protected by approved fire-resistance-rated 7.2 The report holder's contact information is the materials, or have been evaluated for resistance to following: fire exposure in accordance with recognized HILTI, INC. standards. 7250 DALLAS PARKWAY, SUITE 1000 • Anchors are used to support nonstructural PLANO,TEXAS 75024 elements. (918)872-8000 www.hilti.com 5.14 Use of zinc-coated carbon steel anchors is limited to dry, interior locations. 5.15 Use of anchors made of stainless steel as specified in this report are permitted for exterior exposure and damp environments. ESR-1917 I Most Widely Accepted and Trusted Page 6 of 18 TABLE 1A—SETTING INFORMATION(CARBON STEEL ANCHORS) SETTING Nominal anchor diameter(in.) INFORMATION Symbol Units '/4 '/: 8/8 8/8 In. 0.375 0.5 0.625 0.75 Anchor O.D. da (mm) (9.5) (12.7) (15.9) (19.1) Nominal bit 8 1 5 3 diameter daa In. /e l2 16 /4 Effective min. In. 11/2 2 23/4 2 3'/4 3"/8 4 3'/4 33/4 43/4 embedment h" (mm) (38) (51) (70) (51) (83) (79) (102) (83) (95) (121) in. 113/ 25/ 3"/ 23/ 35/ 39! 4'/ 313! 46/ 5'/ Nominal boom to 16 16 a e is is 16 to to embedment (mm) (46) (59) (78) (60) (91) (91) (113) (97) (110) (136) In. 2 25/8 33/8 25/8 4 33/4 43/4 4 41/2 53/4 Min.hole depth h„ (mm) (51) (67) (86) (67) (102) (95) (121) (102) (114) (146) Min.thickness of In. 0 0 0 3/4 118 3/8 3/4 0 0 7/8 fastened part' tm" (mm) (0) (0) (0) (19) (6) (9) (19) (0) (0) (23) Required ft-lb 25 40 60 110 Installation torque2 " (Nm) (34) (54) (81) (149) Min.dia.of hole do In. '/16 9/18 11116 13/16 in 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 6 81/2 10 51/2 7 8 10 lengths tench (mm) (76) (95) (127) (95) (114) (140) 178( ) (121) (152) (216) (254) (140) (178) (203) (254) Threaded length In. 11/2 2'/4 31/2 15/, 23/5 33/5 47/8 11/2 23/4 5'/4 63/4 21/2 4 5 7 (incl.dog point) f'""ad (mm) (36) (57) (93) (41) (60) (86) (124) (38) (70) (133) (171) (63) (103) (128) (179) Unthreaded In. 11/2 21/8 3'/4 3 length f888, (mm) (39) (54) (83) (77) "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. 2See section 4.3 for alternate installation with Hilti Safe-SetT"System consisting of the Hilti SIW-6AT-A22 Impact Wrench used together with the Hilti SI-AT-A22 Adaptive Torque Module. TABLE 1B-SETTING INFORMATION(STAINLESS STEEL ANCHORS) SETTING Symbol Units Nominal anchor diameter(in.) INFORMATION 2/8 112 6/e 34 In. 0.375 0.5 0.625 0.75 Anchor O.D. d, (mm) (9.5) (12.7) (15.9) (19.1) Nominal bit CII* In. 318 "/2 5/8 3/4 diameter Effective min. In. 2 2 31/4 31/8 4 33/4 43/4 embedment her (mm) (51) (51) (83) (79) (102) (95) (121) Nominal in. 25/16 23/8 3518 33/. 47/16 45/16 55/16 embedment h'a'" (mm) (59) (60) (91) (91) (113) (110) (136) In. 2'/e 25/e 4 33/4 43/4 41/2 53/4 Min.hole depth h5 (mm) (67) (67) (102) (95) (121) (114) (146) Min.thickness of In. /4 3/4 114 3/8 3/4 1/6 15/a fastened part' rn,m (mm) (6) (19) (6) (9) (19) (3) (41) Required ft-lb 25 40 60 110 Installation torque2 Tim (Nm) (Nm) (34) (54) (81) (149) Min.dia.of hole in In. 7/16 9/16 11/16 13/16 fastened part do (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 6 81/2 10 51/2 8 10 lengths f,""n (mm) (76) (95) (127) (95) (114) (140) (178) (121) (152) (216) (254) (140) (203) (254) Threaded length Mead In. 7/8 '0/8 2'/, 15/8 23/8 33/8 4'/e 11/2 23/4 51/4 63/4 11/2 4 6 (incl.dog point) (mm) (22) (41) (73) (41) (60) (86) (124) (38) (70) (133) (171) (38) (102) (152) In. 2'/8 21/5 33/4 4 Unthreaded length t,,,,g„ (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. 2See section 4.3 for alternate installation with Hilti SafeSet1"System consisting of the Hiki SIW-6AT-A22 Impact Wrench used together with the Hilti SI-AT-A22 Adaptive Torque Module. ESR-1917 I Most Widely Accepted and Trusted Page 7 of 18 UNC thread mandrel " dog point expansion collar hex nut element bolt washer FIGURE 1—HILTI CARBON STEEL KWIK BOLT TZ(KB-TZ) a (thread dh -is■�MM t Conch tunthr da her hnom ho ill r FIGURE 2—KB-TZ INSTALLED TABLE 2—LENGTH IDENTIFICATION SYSTEM(CARBON STEEL AND STAINLESS STEEL ANCHORS) Length ID marking ABCDEF GH I JKLMNOPQRS T U VW on bolt head Length of From 1 '% 2 2% 3 3% 4 4Yz 5 5% 6 6% 7 7% 8 8'/2 9 9'/: 10 11 12 13 14 15 anchor, Up to but t'anch not 2 2% 3 3% 4 4% 5 5% 6 6% 7 7% 8 8% 9 9% 10 11 12 13 14 15 16 •(inches) including A. It J Fs FIGURE 3—BOLT HEAD WITH LENGTH IDENTIFICATION CODE AND KB-TZ HEAD NOTCH EMBOSSMENT ESR-1917 I Most Widely Accepted and Trusted Page 8 of 18 TABLE 3-DESIGN INFORMATION,CARBON STEEL KB-TZ Nominal anchor diameter DESIGN INFORMATION Symbol Units 3 i e /8 12 /8 /4 in. 0.375 0.5 0.625 0.75 Anchor O.D. d, (mm) (9.5) (12.7) (15.9) (19.1) in. 1'/2 2 23/4 2 3'/4 3,42 4 3'/4 33/4 43/4 Effective min.embedment h<, (mm) (38) (51) (70) (51) (83) (79) (102) (83) (95) (121) in. 3'/4 4 5 5 4 6 6 8 5 6 8 51/2 6 8 8 Min.member thickness' km. (mm) (83) (102) (127) (127) (102) (152) (152) (203) (127) (152) (203) (140) (152) (203) (203) in. 6 43/4 4 4'/4 5'/2 .02 7'/2 6 6'/2 83/4 63/4 12 10 8 9 Critical edge distance c,4 (mm) (152) (111) (102) (105) (140) (114) (191) (152) (165) (222) (171) (305) (254) (203) (229) In. 8 21/2 21/2 23/4 23/8 35/8 31/4 912 43/4 4'/4 cro, (mm) (203) (64) (64) (70) (60) (92) (83) (241) (121) (105) Min.edge distance in. 8 5 5 53/4 53/4 6'/8 57/4 5 10'/2 87/8 for sa (mm) (203) (127) (127) (146) (146) (156) (149) (127) (267) (225) in. 8 2'/2 2'/2 23/4 23/8 31/2 3 5 5 4 s""" (mm) (203) (64) (64) (70) (60) (89) (76) (127) (127) (102) Min.anchor spacing s s 43/4 i 73/4 In. 8 3/3 3/4 4/8 3/2 4/4 4/4 92 9/2 7/4 (mm) (203) (92) (92) (105) (89) (121) (108) (241) (241) (197) in. 2 25/3 33/4 25/3 4 33/4 43/4 4 4'/2 53/4 Min.hole depth in concrete ho (mm) (51) (67) (86) (67) (102) (98) (121) (102) (117) (146) lb/in' 100,000 84,800 84,800 84,800 Min.specified yield strength fly (N/mm2) (690) (585) (585) (585) Ib/in2 125,000 106,000 106,000 106,000 Min.specified ult.strength f«, (N/mm2) (862) (731) (731) (731) In' 0.052 0.101 0.162 0.237 Effective tensile stress area A„, (mm2) (33.6) (65.0) (104.6) (152.8) Steel strength in tension N,, lb 6,500 10,705 17,170 25,120 (kN) (28.9) (47.6) (76.4) (111.8) lb 2,180 3,595 5,495 8,090 13,675 Steel strength in shear V'° (kN) (9.7) (16.0) (24.4) (36.0) (60.8) Steel strength in shear, lb 2,180 2,255 5,495 7,600 11,745 seismic' V2a.<a (kN) (9.7) (10.0) (24.4) (33.8) (52.2) Pullout strength uncracked lb 2,160 2,515 4,110 5,515 9,145 8,280 10,680 concrete° N,'°"°' NA NA NA (kN) (9.6 (11.2) (18.3) (24.5) (40.7) (36.8) (47.5) Pullout strength cracked lb 2,270 3,160 4,915 concrete° N,', NA NA NA NA (kN) (10.1) (14.1) (21.9) Anchor category' 2 1 Effectiveness factor k,,,kr uncracked concrete 24 Effectiveness factor k2,cracked concrete' 17 4'<.rr ku,E/k,,' 1.0 Coefficient for pryout strength,k,3 1.0 2.0 1.0 2.0 Strength reduction factor/5for tension,steel failure 0.75 modes° Strength reduction factor 1for shear,steel failure 0.65 modes Strength reduction 15 factor for tension,concrete failure modes or pullout,Condition B9 0.55 0.65 Strength reduction 0 factor for shear,concrete failure modes,Condition B9 0.70 Axial stiffness in service load Pf<4<. lb/in. 600,000 range1' Y2, lb/in. 135,000 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. 'For sand-lightweight or normal-weight concrete over metal deck,see Figures 5A,5B,5C and 5D and Tables 5 and 6. 'See Section 4.1.8 of this report. °For all design cases 410p=1.0.NA(not applicable)denotes that this value does not control for design.See Section 4.1.4 of this report. 'See ACI 318-14 17.3.3 or ACI 318-11 D.4.3,as applicable. 'See ACI 318-1417.4.2.2 or ACI 318-11 D.5.2.2,as applicable. 'For all design cases(Po,=1.0.The appropriate effectiveness factor for cracked concrete(k2,)or uncracked concrete(k,,,,2,)must be used. 'The KB-TZ is a ductile steel element as defined by ACI 318-14 2.3 or ACI 318-11 D.1,as applicable. °For use with the load combinations of ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2,as applicable.Condition B applies where supplementary reinforcement in conformance with ACI 318-14 17.3.3(c)or ACI 318-11 D.4.3(c),as applicable,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. i0Mean values shown,actual stiffness may vary considerably depending on concrete strength,loading and geometry of application. ESR-1917 I Most Widely Accepted and Trusted Page 9 of 18 TABLE 4-DESIGN INFORMATION,STAINLESS STEEL KB-TZ Nominal anchor diameter DESIGN INFORMATION Symbol Units a , s 3 la I3 la Is in. 0.375 0.5 0.625 0.75 Anchor O.D. d, (mm) (9.5) (12.7) (15.9) (19.1) in. 2 2 3'/4 3'/8 4 33/4 4'/4 Effective min.embedment' he (mm) (51) (51) (83) (79) (102) (95) (121) in. 4 5 4 6 6 8 5 6 8 6 8 8 Min.member thickness hm„ (mm) (102) (127) (102) (152) (152) (203) (127) (152) (203) (152) (203) (203) in. 43/8 3'/9 51/2 41/2 7'/z 6 7 87/8 6 10 7 9 Critical edge distance c,� (mm) (111) (98) (140) (114) (191) (152) (178) (225) (152) (254) (178) (229) in. 2'/2 2'/3 2'/8 3'/4 23/a 4'/4 4 cm;,, (mm) (64) (73) (54) (83) (60) (108) (102) Min.edge distance s for s>_ in. 5 5/4 5/4 51/2 5/2 10 81/2 (mm) (127) (146) (133) (140) (140) (254) (216) In. 2'/4 2'/8 2 23/4 23/8 5 4 sm„ (mm) (57) (73) (51) (70) (60) (127) (102) Min.anchor spacing ' for c>_ in. 3/2 4.''/2 3/4 4/e 4/4 9/2 7 (mm) (89) (114) (83) (105) (108) (241) (178) in. 25/8 25/8 4 33/4 43/4 41/2 53/4 Min.hole depth in concrete h° (mm) (67) (67) (102) (98) (121) (117) (146) Min.specified yield strength fir Ibrin2 92,000 92,000 92,000 76,125 (N/mm') (634) (634) (634) (525) lb/in2 115,000 115,000 115,000 101,500 Min.specified ult.Strength tu„ (N/mm') (793) (793) (793) (700) in' 0.052 0.101 0.162 0.237 Effective tensile stress area Asa,,, (mm2) (33.6) (65.0) (104.6) (152.8) lb 5,968 11,554 17,880 24,055 Steel strength in tension Ns, (kN) (26.6) (51.7) (82.9) (107.0) lb 4,720 6,880 9,870 15,711 Steel strength in shear V„ (kN) (21.0) (30.6) (43.9) (69.9) Pullout strength in tension, N a lb 2,340 2,735 NA NA 5,840 8,110 NA seismic' ° ° (kN) (10.4) (12.2) (26.0) (36.1) Steel strength in shear,seismic2 Vs„.„ lb 2,825 6.880 9,350 12,890 (kN) (12.6) (30.6) (41.6) (57.3) Pullout strength uncracked lb 2,630 5,760 12,040 concrete' N°,,,,,4, NA NA NA (kN) (11.7) (25.6) (53.6) Pullout strength cracked lb 2,340 3,180 5,840 8,110 concrete' NPR (kN) (10.4) (14.1) NA NA (26.0) (36.1) NA Anchor category° 1 2 1 Effectiveness factor k,b,,,uncracked concrete 24 Effectiveness factor k,,cracked concretes 17 24 17 17 17 24 17 'Po,=k,,n,/k,,a 1.0 Strength reduction factor a for tension,steel failure 0.75 modes' Strength reduction factor 0for shear,steel failure modes' 0.65 Strength reduction s factor for tension,concrete failure 0.65 0.55 0.65 modes,Condition B Coefficient for pryout strength,k, 1.0 2.0 Strength reduction 0 factor for shear,concrete failure 0.70 modes,Condition B9 Axial stiffness in service load /5,,,,c, lb/in. 120,000 ranges P, lb/in. 90,000 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. 'See Fig.2. 'See Section 4.1.8 of this report.NA(not applicable)denotes that this value does not control for design. 'For all design cases'P,,,.=1.0.NA(not applicable)denotes that this value does not control for design.See Section 4.1.4 of this report. °See ACI 318-14 17.3.3 or ACI 318-11 D.4.3,as applicable. 'See ACI 318-14 17.4.2.2 or ACI 318-11 D.5.2.2,as applicable. 6For all design cases tPoN=1.0.The appropriate effectiveness factor for cracked concrete(k,.)or uncracked concrete(kms,)must be used. 'The KB-TZ is a ductile steel element as defined by ACI 318 D.1. 'For use with the load combinations of ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2,as applicable.Condition B applies where supplementary reinforcement in conformance with ACI 318-14 17.3.3(c)or ACI 318-11 D.4.3(c),as applicable,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. 9Mean values shown,actual stiffness may vary considerably depending on concrete strength,loading and geometry of application. ESR-1917 I Most Widely Accepted and Trusted Page 10 of 18 co - - . rn Sdesign Cdesyn C Z - hmin Q cmin at s _ _ rn 1111 1111 - II II H 0 II ili . r qq A h?h Sr,design sin at c I I I I I I cdesign edge distance c FIGURE 4-INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING TABLE 5-HILTI KWIK BOLT TZ(KB-TZ)CARBON STEEL ANCHORS TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE SOFFIT OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES1'6'''8 Anchor Diameter DESIGN INFORMATION Symbol Units 3/6 1/2 5/8 3/4 Effective Embedment , 3 , , 3 Depth her in. 1 /z 2 2/4 2 3/4 3'/8 4 3/4 3/4 Minimum Hole Depth he in. 2 25/8 33/8 25/B 4 33/4 43/4 4 4'/2 Loads According to Figure 5A Pullout Resistance, lb 1,365 2,060 3,070 2,060 3,695 2,825 6,555 4,230 4,255 uncracked concretes Np,aeck.una Pullout Resistance, lb 1,145 1,460 2,360 1,460 2,620 2,000 4,645 3,000 3,170 cracked concrete 6 Na.aeck.« Steel Strength in Shear' V,a,aeck lb 1,745 2,130 2,715 3,000 4,945 4,600 6,040 4,840 6,190 Steel Strength in Shear, Vs,,deck,en lb 1,340 1,340 1,710 3,000 4,945 4,320 5,675 3,870 5,315 Seismic 8 Loads According to Figure 5B Pullout Resistance, lb 1,365 2,010 3,070 2,010 3,695 2,825 5,210 4,230 4,255 uncracked concretesPullo Np,aeck,",x, cracked concrete NPaeek,e, lb 1,145 1,425 2,360 1,425 2,620 2,000 3,875 3,000 3,170 cracked concrete Steel Strength in Shear' V,a,aeck lb 1,745 2,130 2,715 2,600 4,065 4,600 5,615 4,840 6,190 Steel Strength in Shear, lb 1,340 1,340 1,710 2,600 4,065 4,320 5,275 3,870 5,315 Seismic' ✓sa,aeck.ea Loads According to Figure 5C Pullout Resistance, lb 1,285 1,845 1,865 3,375 4,065 uncracked concrete 5 Na.aaar.""" Pullout Resistance, lb 1,080 1,660 1,325 3,005 2,885 cracked concrete 5 No.aeekFr Steel Strength in Shear' Vea,aeck lb 1,845 2,845 2,585 3,945 4,705 Steel Strengtheq in Shear, V,aaea,, lb 1,790 1,790 2,585 3,945 4,420 Seismic 'Installations must comply with Sections 4.1.10 and 4.3 and Figures 5A,5B and 5C of this report. 1 3The values for Q"in tension and‘in shear can be found in Table 3 of this report. 'Charactertistic pullout resistance for concrete compressive strengths greater than 3,000 psi may be increased by multiplying the value in the table by (f'e/3000)1'3 for psi or(f'e/20.7)12 for MPa[minimum of 24 MPa is required under ADIBC Appendix L,Section 5.1.1]. °Evaluation of concrete breakout capacity In accordance with 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. 5The 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 4.1.8.2 of this report. 'The values listed must be used in accordance with Section 4.1.5 of this report. 'The values listed must be used in accordance with Section 4.1.8.3 of this report.Values are applicable to both static and seismic load combinations. 1 ESR-1917 I Most Widely Accepted and Trusted Page 11 of 18 TABLE 6—HILTI KWIK BOLT TZ(KB-TZ)CARBON STEEL ANCHORS SETTING INFORMATION FOR INSTALLATION ON THE TOP OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES ACCORDING TO FIGURE 5131'2'3'4 Nominal anchor diameter DESIGN INFORMATION Symbol Units 3 1/2 /2 Effective Embedment he, in. 11/2 2 2 Depth Nominal Embedment Depth h„pm in. 113/is 25/1e 231e Minimum Hole Depth by in. 2 25/s 2"/s 1 Minimum concrete thickness5 hmm314,decx n. 2'/a 3'/4 Critical edge distance ced,desktop in. 8 41/2 6 Minimum edge distance Cmie,dechtop in. 16 3 41/2 Minimum spacing smstascr,rop in. 8 4 61/2 Required Installation T,nsr ft-lb 25 25 40 Torque 'Installation must comply with Sections 4.1.10 and 4.3 and Figure 5D of this report. • 2For all other anchor diameters and embedment depths refer to Table 3 and 4 for applicable values of hm;",cm;",and sm,". 'Design capacity shall be based on calculations according to values in Table 3 of this report. 4Applicable for 3'/4-in 5 hmm,aeck<4-in.For hm;"a«k i 4-inch use setting information in Table 3 of this report. "Minimum concrete thickness refers to concrete thickness above upper flute.See Figure 5D. Minimum 5/8"Typical i Kt t Min.3,000 psi Normal-Weight c or Lightweight Concrete i Co Upper Flute \ Minimum M (Valley) - 20 Gauge Steel W-Deck I_Min.4-1/2" Min.4 1J2" ,41 _.Lower Min. 12"Typical Flute (Ridge) I Imo— Max. 1"Offset Typical FIGURE 5A—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES-W DECK' 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. Minimum 5/8' Typical Jr Min,2-1/2"for 3/8, 1/2, 5/8x3-1/8 and 3/4x3-1/4 I Min,3,000 psi Normal-Weight or Lightweight Concrete Min.3-1/4"for 5/8x4 and 3/4x3-3/4 11 Upper I Max.3" Flute �` Minimum (Valley) `- 20 Gauge h Min. ..I Min. 1 Steel W-Deck 3-7/8" ' I 3-7/8" ! �'I Lower j Min,I2 Typical I Flute Min.1" I. (Ridge) FIGURE 5B—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES-W DECK' 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied- ESR-1917 I Most Widely Accepted and Trusted Page 12 of 18 Minimum 5/8"Typical t 1 Min.2-1/4"Typ. d' Min.3,000 psi Normal-Weight Vi or Lightweight Concrete C Upper I t Flute Minimum (Valley) 20 Gauge Min. 14 Steel B-Deck 1-3/4 Min.3-1/2" Lower Flute Min.2-1/2" 3/4"Min. / Min.6"Typical (Ridge) FIGURE 5C—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES—B DECK''2 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied.Anchors in the lower flute may be installed with a maximum'/s-inch offset in either direction from the center of the flute.The offset distance may be increased proportionally for profiles with lower flute widths greater than those shown provided the minimum lower flute edge distance is also satisfied. 2Anchors may be placed in the upper flute of the steel deck profiles in accordance with Figure 5B provided the concrete thickness above the upper flute is minimum 2'4-inch and the minimum hole clearance of 5/8-inch is satisfied. ,ww Min.2-1/4"for 3/8"x1-1/2", rt Min.3,000 psi Normal-Weight Min.3-1/4'for 3/8"x2" or Lightweight Concrete and 1/2" r ' Upper Flute Minimum (Valley) �- 20 Gauge Min. Steel B-Deck 1-3/4" Min.3-1/2" Lower -Flute Min.2-1/2" Min.6"Typical (Ridge) FIGURE 5D—INSTALLATION ON THE TOP OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES—B DECK1 '2 'Refer to Table 6 for setting information for anchors in to the top of concrete over metal deck. 2Applicable for 2'/-in s h,","<4-in for 3/a"x 11/2"anchors and 3'4-In s h,",,,<4-in for 3/8"x 2"and anchors.For hm;"a 4-inch use setting information in Table 3 of this report. ESR-1917 I Most Widely Accepted and Trusted Page 13 of 18 TABLE 7—EXAMPLE ALLOWABLE LOAD VALUES FOR ILLUSTRATIVE PURPOSES Allowable tension(lbf) Nominal Anchor Carbon Steel Stainless Steel Embedment depth(in.) diameter(in.) fo=2,500 psi 1'h 800 NA 3/n 2 1,105 1,155 23/4 1,805 NA 2 1,490 1,260 /z 374 2,420 2,530 378 2,910 2,910 '/a 4 4,015 4,215 3'/4 3,085 NA 3/4 33/4 3,635 3,825 43/4 4,690 5,290 For SI:1 lbf=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. 2Concrete determined to remain uncracked for the life of the anchorage. 'Load combinations from ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2,as applicable(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 =2,500 psi(normal weight concrete). 7ca1=Ca2 Z cac 8h 2 hmi 9Values are for Condition B where supplementary reinforcement in accordance with ACI 318-14 17.3.3(c)or ACI 318-11 D.4.3(c)is not provided,as applicable. 1• / ., Hilti SafeSetT" -_ System with Hollow r Drill Bit V Hilti TE-CD or TE-YD Hollow Carbide Drill Bit with a Hilti Vacuum (per section 4.3) Hilti SafeSetTM System with the Adaptive Torque ° • • Tool Hilti SIW-6AT-A22 Impact Wrench with the Hilti SI-AT-A22 Adaptive Torque Module Hilti Dust Removal r Systems V Hilti Rotary Hammer Drill with DRS (Dust Hilti TE DRS-D Dust Removal Removal System) Module System with Hilti Vacuum FIGURE 6—HILTI SYSTEM COMPONENTS ESR-1917 I Most Widely Accepted and Trusted Page 14 of 18 3/8"Diameter a hnom 4tfix �90 1i�1 tinst hef tlnst �] �LV�v�A*"A�lc t:c' dbi— jj -.. Hill elll� Das— /�=03/e 11 14310 �� QI� ....„_........, . _ �� hi dh WS _.rLw -++. EL vl inn 3b 2 SI-AT-A22+ r, de= e so° siw-6AT-A22 .... „„,„,, ill 1/2"Diameter • hnom 0. �tfix t90' . �1 sari het � t'nst _ — Iry r\.\ +. ...,_____,...„.7 r dbit � l Dp DaS— do=0 1/2 it — I iii . I7,147,ha dh WS .� —1tl do=0 t/2 90 3b . do= t/2 90` tmst F7iI 1 ► m�wl�n ■nuiini0 ili ® rE cD t TEYD �� I igi 1 , SIW6 A22 5/8"Diameter 4 hnom 0., tfix ' f 90' 2 al-! r.,1t hef frost ^ i `- { \\ I: :V db� �(r 1L US I I ons do= 5/88 r � MI Ali ll�ll� ,�I I ._- ho dh WS , —',L+ - to ili =0 5/8 �900 38 3b do= 7 5,,e 90` 1 tinst jry Fn '1 ..��. \ � r 11w!L I I-AT-A22+1 7SIW-6AT-A22- 3/4"Diameter do=03/a �90` '%) hnom �t1ix { +56 IIII illy ii 1 v 4 het ir tinst Li dbit %' II lll_ . ho do WS la i �90 Rtai c.,..wA•sii 'U '�t F . FIGURE 7—INSTALLATION INSTRUCTIONS ESR-1917 I Most Widely Accepted and Trusted Page 15 of 18 1411.71m1 /SI-AT-A22 r'.4- * 1:44. IITL— IB-TZ 1,'Y MI 1114..4 L r—Z - ,� KB-TZSS3163B' a # 4, 1 se" i n -� � � © 1 sec � 4 [ ► poi � � �E ► � i-ri-tea � P :■a, l_ - 1$e 1 . E1. 1� d lJ ° - fr J ©I x- n vans sw,.aa-a. p'- ' A - m :" mil oM18T2J S4ID i J • I`•�`�J e � '4�� I�.e xBi2 UM I I. pi A VAP ouill o s�1e ` f I I''1__ ir l ll ► i'a SI-AT-A22 IDWII=IICe - - - Eft- *1 ]1 n �> 1m 0 nr31=m ill io e- ' ) �! --,�� sI yl I. a1 p1al S$318 (� ■ r' i�rzl 1 ID L� I ssee 1 ■ 1z y/ b©-6 aQ' L■ o. a - �. ■. 0 - - LI / I■¢ tam ro ... seal. -� A / MR it 0 a Cotiilil{ i ( IP I OS 1411g1 IIIMIIC�19 4p); ®II titY 1 U l r-m dlalidl -' t � 0 II'31�PJ 11@®II '��1 3.1:TZ sss16 ... r © 1,„,, ..eey _ sty, a 7x1 QOn !MINNOW in ✓ I11 El 6111104 K—Y MO. O , __ `gam 12x� 3 [4 �4x1g um! 1111N IIII I'mom% 1;IP PI . r ILLS 09 117•It Or �lily.i iilit s1-AT-A22 IiN n vi ^, MIN SIW-6AT-A22 0 z � ko 0 iuuu nnu•a FIGURE 7A—INSTALLATION INSTRUCTIONS USING SI-AT-A22 ADAPTIVE TORQUE SYSTEM ESR-1917 I Most Widely Accepted and Trusted Page 16 of 18 Given: A 1 1y T,,,,,, vI,A Two'lrinch carbon steel KB-TZ anchors under static tension i t1 AN load as shown. ' 1.5 hr hef=3.25 in. [j III Normal weight concrete,fc=3,000 psi 1 1 ' No supplementary reinforcement(Condition B per ACI 318-14 ro' s-9" 17.3.3(c)or ACI 318-11 D.4.3(c),as applicable) r t' = j Assume cracked concrete since no other information is available. - ----J 1 I 1.5 NI Needed:Using Allowable Stress Design(ASD)calculate the t allowable tension load for this configuration. 1.5 her _ c=4' A-A Calculation per ACI 318-14 Chapter 17,ACI 318-11 Appendix D and this report. ACI 318-14 ACI 318-11 Report Ref. Ref. Ref. Step 1.Calculate steel capacity: 0 Ns =¢nA,/= =0.75 x 2 x 0.101 x 106,000=16,0591b 17.4.1.2 D.5.1.2 §4.1.2 Check whether G.,is not greater than 1.9fm and 125,000 psi. 17.3.3(a) D.4.3(a) Table 3 Step 2.Calculate concrete breakout strength of anchor in tension: A Ncbg = Nc V1ecNVedVf NcVI Ncp,NNb 17.4.2.1 D.5.2.1 §4.1.3 ANco , , , Step 2a.Verify minimum member thickness,spacing and edge distance: hmie=6 in.s 6 in. :.Ok sm. 2.375,5.75 2.375-5.75 17.7 D.8 Table 3 slope= =-3.0 Fig.4 3.5-2.375 For cm„,=4in= 2.375 controls 3.5,2.375 Smin =5.75-[(2.375-4.0)(-3.0)]=0.875<2.375in<6in:.ok 0.875 4 omin Step 2b.For AN check 1.5h, =1.5(3.25)=4.88 in>C 3.0h, =3(3.25)=9.75 in>s 17.4.2.1 D.5.2.1 Table 3 Step 2c.Calculate ANco and ANc for the anchorage: AN,„ =9hf=9 x(3.25)2 =95.1in.2 17.4.2.1 D.5.2.1 Table 3 ANc=(1.5he f+c)(3he f+s)=[1.5 x(3.25)+4][3 x(3.25)+6]=139.8in.2<2ANco:.ok Step 2d.Determine vec,N: eN=0..Wec,N=1.0 17.4.2.4 D.5.2.4 - Step 2e.Calculate Nb:Nb =kn3, f?hef=17 x 1.0 x 3,000 x 3.2525=5,45615 17.4.2.2 D.5.2.2 Table 3 Step 2f.Calculate modification factor for edge distance: VVed,N =0.7+0.3 41.5(3.25)=0.95 17.4.2.5 D.5.2.5 Table 3 Step 2g.Calculate modification factor for cracked concrete: yrc N=1.00(cracked concrete) 17.4.2.6 D.5.2.6 Table 3 Step 2h.Calculate modification factor for splitting: w,r v=1.00(cracked concrete) §4.1.10 Table 3 139.8 Step 21.Calculate fi N : +s Nob,=0.65 x-x 1.00 x 0.95 x 1.00 x 5,456=4,952 lb 17.4.2.1 D.5.2.1 §4.1.3 95.1 17.3.3(c) D.4.3(c) Table 3 a000 17.4.3.2 D.5.3.2 §4.1.4 Step 3.Check pullout strength:Table 3, 0 nNP„re=0.65 x 2 x 5,515 lb x zsoo=7,852 lb>4,952 .'.OK 17.3.3(c) D.4.3(c) Table 3 Step 4.Controlling strength:0 Ncbe=4,952 lb<¢nNp„<¢bNS :. gNcb9 controls 17.3.1.2 D.4.1.2 Table 3 Step 5.To convert to ASD,assume U=1.2D+ 1.6L: Tanow= 4 82=3,346 lb. - - §4.2 1.48 FIGURE 8-EXAMPLE CALCULATION ESEVccALUATION SERVICE ICC-ES Evaluation Report ESR-3785 Reissued July 2019 Revised January 2020 This report is subject to renewal July 2020. www.icc-es.orq I (800)423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 04 00 00—MASONRY Type 316 stainless steel. The hex nut for the carbon steel Section: 04 05 19.16—Masonry Anchors KB-TZ conforms to ASTM A563-04, Grade A, and the hex nut for the stainless steel KB-TZ conforms to ASTM F594. REPORT HOLDER: The anchor body is comprised of a high-strength rod HILTI, INC. threaded at one end and a tapered mandrel at the other end. The tapered mandrel is enclosed by a three-section EVALUATION SUBJECT: expansion element that freely moves around the mandrel. The expansion element movement is restrained by the KWIK BOLT TZ MASONRY ANCHORS mandrel taper at the bottom and by a collar at the top of the mandrel. The anchor is installed in a predrilled hole 1.0 EVALUATION SCOPE with a hammer. When torque is applied to the nut of the installed anchor, the mandrel is drawn into the expansion Compliance with the following codes: element, which is in turn expanded against the wall of the • 2018, 2015, 2012 and 2009 International Building drilled hole. Code®(IBC) 3.2 Fully Grouted CMU Masonry: • 2018, 2015, 2012 and 2009 International Residential Fully grouted CMU masonry must comply with Chapter 21 Code®(IRC) of the IBC..The compressive strength of masonry must be • 2013 Abu Dhabi International Building Code(ADIBC)t at least 1,500 psi (10.3 MPa) at the time of anchor installation. The concrete masonry must be fully grouted For evaluation for compliance with codes adopted by Los and constructed from the following materials: Angeles Department of Building and Safety (LADBS), see ESR-3785 LABC and LARC Supplement. 3.2.1 Concrete Masonry Units (CMUs): Fully grouted concrete masonry walls must be constructed from 1The ADIBC is based on the 2009 IBC.2009 IBC code sections referenced minimum Type I, Grade N, lightweight, medium-weight or in this report are the same sections in the ADIBC. normal-weight concrete masonry units (CMUs) conforming Property evaluated: to ASTM C90 (IBC). The minimum allowable nominal size Structural of the CMU is 8 inches (203 mm) wide by 8 inches 2.0 USES (203 mm)high by 16 inches(406 mm)long. The Kwik Bolt TZ (KB-TZ) Masonry Anchor is used to 3.2.2 Grout: The masonry units must be fully grouted with grout complying with Section 2103.3 of the 2018 and resist static, wind, and seismic tension and shear loads in uncracked, 2015 IBC, Section 2103.13 of the 2012 IBC, or Section fully grouted concrete masonry unit (CMU) construction. The anchor system is an alternative to cast- IRC,210 2 tif then 20096. IBC, of theen 015I R606.2.12 of the 20 n in-place anchors described in Section 8.1.3 (2016 and IRC, Section R the 201 2 IRC, IRC, or Section 2013 edition) or Section 2.1.4 (2011 or 2008 editions) of R609.1.1 of 2012, 2009 mas applicable.rssi TMS 402/ ACI 530/ ASCE 5 as referenced in Section Alternatively, the grout must have a minimum compressive 2107.1 of the IBC. The anchor systems may also be used strength, when tested in accordance with ASTM C1019, where an engineered design is submitted in accordance equal to its specified strength, but not less than 2,000 psi with Section R301.1.3 of the IRC. (13.8 MPa). 3.0 DESCRIPTION 3.2.3 Mortar: Mortar must be Type N, S or M, prepared in accordance with Section 2103.2.1 of the 2018 and 2015 3.1 Kwik Bolt TZ: IBC, Section 2103.9 of the 2012 IBC, Section 2103.8 of the KB-TZ anchors are torque-controlled, mechanical 2009 IBC, Section R606.2.8 of the 2018 IRC, Section expansion. anchors. KB-TZ anchors consist of a stud R606.2.7 of the 2015 IRC, or Section R607.1 of the 2012 (anchor body), wedge (expansion elements), nut, and and 2009 IRC,as applicable. washer. The anchor (carbon steel version) is illustrated in 4.0 DESIGN AND INSTALLATION Figure 1. The stud is manufactured from carbon steel or 4.1 Design: AISI Type 304 or Type 316 stainless steel materials. Carbon steel KB-TZ anchors have a 5 pm (0.0002 inch) Minimum embedment depth, edge distance, and spacing zinc plating. The expansion elements for the carbon steel requirements are provided in Tables 1A, 1B, 3, and 4 of and stainless steel KB-TZ anchors are fabricated from AISI this report. Allowable stress design tension and shear 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 Hai CANTrti- to any finding or other matter in this report,or as to any product covered by the report. .... Copyright©2020 ICC Evaluation Service.LLC. All rights reserved. Page 1 of 8 ESR-3785 I Most Widely Accepted and Trusted Page 2 of 8 loads are provided in Tables 3 and 4. Allowable loads for 5.6 When using the basic load combinations in Kwik Bolt TZ anchors subjected to combined shear and accordance with IBC Section 1605.3.1, allowable tension forces are determined by the following equation: loads are not permitted to be increased for wind or (P5/Pt)5/3 +(V5/4)513 s 1 seismic loading. When using the alternative basic load combinations in 2009 IBC Section 1605.3.2 that where: include wind or seismic loads, the allowable shear Ps = Applied service tension load. and tension loads for anchors are permitted to be Pt = Allowable service tension load. increased by 331/3 percent. Alternatively, the basic load combinations may be multiplied by a factor of Vs = Applied service shear load. 0.75 when using IBC Section 1605.3.2. For the 2018, Vt = Allowable service shear load. 2015 and 2012 IBC, the allowable loads or load 4.2 Installation: combinations may not be adjusted. See Table 5 of this report. Kwik Bolt TZ must be installed in holes drilled into the base 5.7 Where not otherwise prohibited in the applicable material using carbide-tipped masonry drill bits complying code, anchors are permitted for use with fire- with ANSI B212.15-1994. The nominal drill bit diameter resistance-rated construction provided that at least must be equal to that of the anchor. The minimum drilled one of the following conditions is fulfilled: hole depth is given in Tables 1A and 1B. Prior to installation, dust and debris must be removed from the • Anchors are used to resist wind or seismic forces drilled hole to enable installation to the stated embedment only. depth. The anchor must be hammered into the predrilled • Anchors that support fire-resistance-rated hole until hnom is achieved. The nut must be tightened construction or gravity load—bearing structural against the washer until the torque values specified in elements are within a fire-resistance-rated Tables 1A and 1B are attained. See the manufacturers envelope or a fire-resistance-rated membrane, printed installation instructions (MPII) depicted in Figure 5 are protected by approved fire-resistance-rated of this report. materials, or have been evaluated for resistance to 4.3 Special Inspection: fire exposure in accordance with recognized Special inspection under the IBC and IRC must be standards. provided in accordance with Sections 1704 and 1705 of • Anchors are used to support nonstructural the IBC. Under the IBC, additional requirements as set elements. forth in Sections 1705 and 1706 must be observed, where 5.8 Use of carbon steel Kwik Bolt TZ anchors must be applicable.The code official must receive a report, from an limited to dry, interior locations. approved special inspector, that includes the following details: 5.9 Use of stainless steel Kwik Bolt TZ anchors as specified in this report are permitted for exterior 1. Anchor description, including the anchor product exposure and damp environments. name, nominal anchor and bolt diameters,and anchor length. 5.10 Special inspection must be provided in accordance with Section 4.3 of this report. 2. Hole description, including verification of drill bit compliance with ANSI B212.15-1994. 5.11 Anchors are manufactured by Hilti, Inc., under a quality control program with inspections conducted by 3. Installation description, including verification of ICC-ES. masonry compressive strength and verification of 6.0 EVIDENCE SUBMITTED anchor installation and location (spacing and edge distance) in accordance with Hilti's published Data in accordance with the ICC-ES Acceptance Criteria installation instructions and this report. for Expansion Anchors in Masonry Elements (AC01), 5.0 CONDITIONS OF USE approved March 2018, including seismic tests, reduced spacing tests and reduced edge distance tests. The Kwik Bolt TZ Masonry Anchors described in this report 7.0 IDENTIFICATION are suitable alternatives to what is specified in the codes listed in Section 1.0 of this report, subject to the following 7.1 The anchors are identified by packaging labeled with conditions: the manufacturer's name (Hilti, Inc.) and contact 5.1 Anchor sizes, dimensions, and installation must information, anchor name, anchor size, and comply with this report and Hilti's printed installation evaluation report number (ESR-3785). The anchors instructions (MPII). In case of conflict, this report have the letters KB-TZ embossed on the on the governs. anchor stud and four notches embossed into the anchor head. The letters are visible after installation 5.2 Allowable tension and shear loads must be as noted for verification as depicted in Figure 3 of this report. in Tables 3 and 4 of this report. The letter system indicating length embossed on the 5.3 Calculations and details demonstrating compliance head of the anchor is described in Table 2. with this report must be submitted to the code official 7.2 The report holder's contact information is the for approval. following: 5.4 The use of anchors must be limited to installation in HILT!, INC. uncracked fully grouted CMU masonry. Cracking 7250 DALLAS PARKWAY, SUITE 1000 occurs when fit > f, due to service loads or PLANO, TEXAS 75024 deformations. (800) 879-8000 5.5 Design of Kwik Bolt TZ Masonry Anchors installed in www.us.hilti.com fully grouted CMU masonry to resist dead, live, wind HiltiTechEnq(aius.hilti.com and seismic load applications must be in accordance with Section 4.1. ESR-3785 I Most Widely Accepted and Trusted Page 3 of 8 TABLE 1A—SETTING INFORMATION (CARBON STEEL ANCHORS) Design Nominal anchor diameter(in.) information Symbol Units 3/a 1/2 % 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 doe in. 3/8 1/2 Sle 3/4 diameter Effective min. in. 2 2 3'/4 3'/e 4 33/4 43/4 embedment he (mm) (51) (51) (83) (79) (102) (95) (121) Nominal in. 25ha 23/8 35/8 39/1s 47/16 45/16 55/1s embedment h"O'" (mm) (59) (60) (91) (91) (113) (110) (136) in. 23/3 23/8 4 37/8 43/4 41/2 53/4 Min.hole depth ho (mm) (67) (67) (102) (98) (121) (114) (146) Min.thickness of in. 0 3/4 1/4 3/a 3/4 0 'la fastened part' lm4, (mm) (0) (19) (6) (9) (19) (0) (23) Installation ft-lb 15 25 35 70 torque Txu1 (Nm) (20) (34) (47) (95) Min.dia.of hole in. l/,e 9/16 "/1s 13/16 in fastened part d" (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 6 81/2 10 51/2 7 8 10 lengths !`Ot° (mm) (76) (95) (127) (95) (114) (140) (178) (121) (152) (216) (254) (140) (178) (203) (254) Threaded length fm",a in. 11/2 21/4 31/2 15/a 23/a 33/a 4'/a 11/2 23/4 51/4 63/4 2% 4 5 7 (incl.dog point) (mm) (38) (57) (89) (41) (60) (86) (124) (38) (70) (133) (171) (63) (103) (128) (179) Unthreaded ! " in. 11/2 21/a 3'/4 3 length (mm) (39) (54) (83) (77) 1The 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. TABLE 1B—SETTING INFORMATION(STAINLESS STEEL ANCHORS) Design Nominal anchor diameter(in.) Information Symbol Units 34 1/3 34 Si4 in. 0.375 0.5 0.625 0.75 Anchor O.D. d0 (mm) (9.5) (12.7) (15.9) (19.1) Nominal bit dos in. 3/8 'l2 5/8 3/4 diameter Effective min. in. 2 2 31/4 31/6 4 33/4 43/4 embedment he (mm) (51) (51) (83) (79) (102) (95) (121) Nominal in. 25/,a 23/B 35/8 39/,6 4'/1s 45/,6 55/16 embedment h0O01 (mm) (59) (60) (91) (91) (113) (110) (136) Min.hole in. 25/8 25/B 4 33/4 43/4 41/2 53/4 ho depth (mm) (67) (67) (102) (95) (121) (114) (146) Min.thickness in. '% 3/4 1/4 3/a 3/4 1/3 13/8 of fastened tm0 part' (mm) (6) (19) (6) (9) (19) (3) (28) Installation ft-lb 15 25 35 70 torque T'"'`i (Nm) (20) (34) (47) (95) Min.dia.of in. 7/1s 8/16 11/16 13/,s hole in de fastened part (mm) (11.1) (14.3) (17.5) (20.6) Standard in. 3 33/4 5 33/4 4'/2 51/2 7 43/4 6 81/2 10 5'/2 8 10 anchor lengths !s"`s 9 (mm) (76) (95) (127) (95) (114) (140) (178) (121) (152) (216) (254) (140) (203) (254) Threaded in. 7/8 15/a 2'/s 15/e 23/a 33/a 4'/a 11/2 23/4 51/4 63/4 11/2 4 6 length(incl. fmre,e (22) (41) (73) (41) (60) (86) (124) (38) (70) (133) (171) (38) (102) (152) dog point) (min)) Unthreaded in. 2'/e 21/e 31/4 4 length Y„"'"` (mm) (54) (54) (83) (102) 1The 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. ESR-3785 I Most Widely Accepted and Trusted Page 4 of 8 UNC thread tom-- � y-. M1S 1 nAi, mandrel _"`T dog point expansion setting assist element collar washer hex nut bolt f FIGURE 1—HILTI CARBON STEEL KWIK BOLT TZ(KB-TZ) 1i1 (thread dh 1111- t fanch funthr II. da he hnom ho 11111 v r FIGURE 2—HILTI KB-TZ INSTALLED TABLE 2—LENGTH IDENTIFICATION SYSTEM(CARBON STEEL AND STAINLESS STEEL ANCHORS) STAMP ON ANCHOR A B C D E F G H 1 J KLMNOPQRSTUVW Length of From 11/2 2 21/2 3 31/2 4 41/2 5 51/2 6 61!2 7 71/2 8 8'/2 9 9'/2 10 11 12 13 14 15 Anchor Up to but not (inches) including 2 21/2 3 31/2 4 41/2 5 51/2 6 61/2 7 772 8 81/2 9 91/2 10 11 12 13 14 15 16 For SI: 1 inch=25.4 mm. f r. rr FIGURE 3—ANCHOR HEAD WITH LENGTH IDENTIFICATION CODE AND KB-TZ HEAD NOTCH EMBOSSMENT ESR-3785 I Most Widely Accepted and Trusted Page 5 of 8 TABLE 3-ALLOWABLE TENSILE LOADS FOR CARBON STEEL AND STAINLESS STEEL KB-TZ ANCHORS IN THE FACE OF GROUT-FILLED CONCRETE MASONRY WALLS 1a,e,5'6 Spacing Edge Distance Allowable Critical Minimum Tensile Minimum Edge Edge Nominal Nominal Capacity Critical spacing, Load Distance, Distance, Load anchor embedment at Se,and Spacing,Se, Sm;" Multiplier C" C"'" Multiplier at diameter in. (mm) , CW in (mm) in (mm) at S,a;,, in (mm) in (mm) C,";,, 3/8 25/16 (59) 515 (2.3) 9'/4 (235) 3 (76) 0.49 0.70 23/8 (60) 565 (2.5) 9'/2 (241) 0.49 0.85 2 4 (102) 35/e (92) 735 (3.3) 141/2 (368) 0.59 1.00 6/e 39/16 (90) 790 (3.5) 141/4 (362) 5 (127 0.66 12 (305) 4 (102) 0.89 47/ie (113) 870 (3.9) 173/4 (451) ) 0.60 1.00 r 45/18 (110) 1060 (4.7) 17'/4 (438) 0.45 0.80 3/4 59/16 (141) 1165 (5.2) 221/4 (565) 6 (152) 0.41 0.85 TABLE 4-ALLOWABLE SHEAR LOADS FOR CARBON STEEL AND STAINLESS STEEL KB-TZ ANCHORS IN THE FACE OF GROUT-FILLED CONCRETE MASONRY WALLS 1,3,4,5.6 Spacing Edge Distance Allowable Critical Minimum Shear Minimum Edge Edge Perpendicular Parallel Nominal Capacity Critical spacing, Distance, Distance, Load Load Nominal embedment at Sc,and Ce, Spacing,Se, S61m2 Load C", l:„,m Direction Direction anchor Multiplier Multiplier at Multiplier diameter in. (mm) lb (kN) in (mm) in (mm) at S,"m in (mm) in (mm) Cam at C,"m 3/3 2-5/16 (59) 625 (2.8) 9-74 (235) 3 (76) 0.81 1.00 2-3/6 (60) 940 (4.2) 9-1/2 (241) 0.45 0.85 h 35/8 (92) 1055 (4.7) 141l2 (368) 4 (102) 0.41 0.88 39/16 (90) 1615 (7.2) 14'/4 (362) 0.46 12 (305) 4 (102) 0.40 0.87 5/e 5 (127) 47/16 (113) 1860 (8.3) 173/4 (451) 0.38 0.90 45/16 (110) 1615 (7.2) 17114 (438) 0.40 0.87 3/4 6 (152) 59/16 (141) 1860 (8.3) 221/4 (565) 0.38 0.90 For SI: 1 inch=25.4 mm, 1 lb=4.45 N. Footnotes for Table 3 and Table 4: 'Values valid for anchors installed in face shells of Type 1,Grade N,lightweight,medium-weight,or normal-weight concrete masonry units conforming to ASTM C90.The masonry units must be fully grouted with coarse grout conforming to 2018 and 2015 IBC Section 2103.3,2012 IBC Section 2103.13,or 2009 IBC Section 2103.12.Mortar must comply with 2018 and 2015 IBC Section 2103.2.1,2012 IBC Section 2103.9, or 2009 IBC Section 2103.8.Masonry compressive strength must be at least 1,500 psi at the time of anchor installation. 2Loads tabulated are applicable to anchors spaced a critical distance of 16 times the anchor diameter.The anchors maybe placed at a minimum spacing,s"„",provided that reductions are applied to the tabulated values. 3Anchors must be installed a minimum of 13/8 inches from any vertical mortar joint in accordance with Figure 4. °Allowable loads or applied loads may be modified in accordance with Section 5.6 of this report for the 2009 IBC,due to short-term wind or seismic loads. °Embedment depth must be measured from the outside face of the concrete masonry unit. 6For intermediate edge distances,allowable loads may be determined by linearly interpolating between the allowable loads at the two tabulated edge distances. TABLE 5-MODIFICATION FACTORS FOR ALTERNATIVE LOAD COMBINATIONS UNDER THE 2009 IBC12,3 Modification factor for Modification factor for alternate basic load combinations allowable loads for short-term loading conditions Tension Shear Tension Shear 0.75 0.75 1.33 1.33 'When using the basic load combinations in accordance with IBC Section 1605.3.1,allowable loads must not be increased for wind or seismic loading. 2 When using the alternative basic load combinations in the 2009 IBC Section 1605.3.2 that include wind or seismic loads,the allowable loads for anchors may be increased by the tabulated factors found in the right half of the table.Alternatively,the basic load combinations may be reduced by multiplying them by the factors found on the left half of the table. For example,the alternate basic loads for wind or seismic loading may be multiplied by 0.75 or divided by 1.33,as applicable. For the 2018,2015 and 2012 IBC,the allowable loads or load combinations must not be adjusted. 3 The above modification factors are applicable under the 2009 IBC only for Tables 3 and 4 of this report for seismic and wind loads. ESR-3785 I Most Widely Accepted and Trusted Page 6 of 8 — 4"minimum edge distance — 12' critical edge distance No installation within 13/8st"Of head Joint ir\ V ik.‘111$>%h.\I \MIN, 4"minimum edge distance 9/4 Aciloi://// 12"critical edge distance Installations in this area for full allowable load capacity Mortar Joint Concrete Masonry Unit --- Installation in this area for reduced (Grouted) allowable load capacity Anchor installation is restricted to shaded areas FIGURE 4—ACCEPTABLE INSTALATION LOCATIONS(SHADED AREAS)FOR KB-TZ ANCHORS IN GROUT-FILLED CONCRETE MASONRY CONSTRUCTION 13 n..cm tfiz i.„„i. tin„, ah ws riso �o 4.10. m • l l 111 �- C-) l -) m / 13 .l TE.0 111111111'311 4 ' - 1IJill at ti FIGURE 5—INSTALLATION INSTRUCTIONS