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HomeMy WebLinkAbout3115 MELROSE DR; ; AS130018; PermitCity of Carlsbad Sprinkler Permit Permit No: A5130018 Job Address: 3115 MELROSE DR Permit Type: SPRINK Parcel No: 2218801300 Lot #: 0 Reference No.: PC #: Status: PENDING Applied 2/11/2013 Approved: Issued: Inspector: Project Title: SPINAL ELEMENTS Ti. Applicant: A & D FIRE SPRINKLERS 11465 WOODSIDE AV SANTEE, CA 19-44B-1962 Owner: REDUS CARLSBAD L L C 3563 PHILLIPS HWY #601 E JACKSONVILLE FL Fees ($ Add'l Fees ($) Total ($} Balance ($)- 268 0 268 0 AS SM SPINAL ELEMENTS 3115 MELROSE DRIVE CARLSBAD, CA 92010 "1,4 copk FIRE SPRINKLER SUBMITTAL MANUFACTURER'S DATA SHEETS ** Materials of equal design, utility, and performance may be substituted for submitted materials so as to avoid delays in the construction schedule and shall be deemed accepted by the Purchaser. FIRE SPRINKLER SUBMITTAL TABLE OF CONTENTS FIRE SPRINKLERS. PIPE. HANGERS. S 0 1).- FIRE SPRINKLERS 0 [I: 21111 FIRE SPRINKLER CORPORATION DESCRIPTION AND OPERATION ,,,,THE INCH" QUICK RESPONSE A U TOMA TI C SPRINKLERS MODEL GL5606 ONE INCH ADJUSTABLE CONCEALED PENDENT The Globe Quick Response GL5606 Adjustable Concealed Pendent Sprinkler has a low profile, aesthetically pleasing design. It provides sprinkler operation approximately six times faster than ordinary sprinklers and can be installed wherever standard concealed spray sprinklers are specified when allowed by the applicable standards. It offers the additional feature of greatly increased safety to life and should be used advisedly and under the direction of approving authorities having jurisdiction. The sprinkler is available with a nominal 1" of adjustment and a low profile cover plate assembly. All that is seen at the ceiling is a 3 5/16" diameter ceiling plate or an optional 2%" diameter ceiling plate color finished to match the specifier's exact requirements. The GL Series Concealed Sprinkler may be virtually invisible as it does not interrupt the "smooth flow" of the ceiling. Globe's Concealed Sprinkler utilizes its 3mm frangible glass ampule which is located above the ceiling and concealed from view by the ceiling plate. The provided protective cap needs to be removed in order to install the sprinkler with the proper wrench. The protective cap must be replaced on the sprinkler until the time the cover plate is to be installed. The "push on - screw off' designed cover plate is easily installed and with a nominal 1" inch of adjustment makes it easier to get a proper fit at the ceiling. Operation of the sprinkler occurs when heat build up causes the solder holding the cover plate to the support shell to melt allowing the cover plate to fall clear. Continued heat build up causes the 3mm glass bulb to burst allowing the deflectorto drop down and distribute water in an approved pattern to extinguish or control the fire. TECHNICAL DATA See reverse side for Approvals and Specifications. *Temperature Ratings - 135°F (57°C) Sprinkler, 135°F (57°C) Cover Plate 155°F (68°C) Sprinkler, 135°F (57°C) Cover Plate 155°F (68°C) Sprinkler, 155°F (68°C) Cover Plate 3 5/16" diameter plate 175°F (79°C) Sprinkler, 155°F (68°C) Cover Plate 200°F (93°C) Sprinkler, 155°F (68°C) Cover Plate *Water Working Pressure Rating -175 psi (12 Bars) l-.-. 'Factory tested hydrostatically to 500 psi (34 Bars) I Maximum low temperature glass bulb rating is -67°F (-55°C) 'Frame - bronze • Deflector - brass • Screw - brass Bulb seat - brass • Spring - nickel alloy • Seal - teflon 2 3/4" diameter plate Bulb - glass with alcohol based solution, 3mm size QUICK RESPONSE Drop Pin - stainless steel WHITE ADJUSTABLE 'Cover Plate - brass CONCEALED PENDENT 'Upper Escutcheon Assembly - plated steel NOTE: Globe's wrench PIN 332765 must be used to install this sprinkler. SPRINKLER TEMPERATURE RATING/CLASSIFICATION and COLOR CODING AVAILABLE BULB N.F.P.A. MAXIMUM CEILING CLASSIFICATION SPRINKLER TEMPERATURES COLOR TEMPERATURE ORDINARY 135°F/155°F 57°C/68°C ORANGE/RED 100°F 38°C INTERMEDIATE 1750F12000F 790C/93°C YELLOW/GREEN 150°F 66°C 4077 AIRPARK DRIVE, STANDISH, MICHIGAN 48658 (989) 846-4583 • FAX 989-846-9231 MAY 2012 A-38 BULLETIN 0L5606 REV#6 QUICK RESPONSE . AUTOMATIC SPRINKLERS MODEL GL5606 ONE INCH ADJUSTABLE CONCEALED PENDENT SPECIFICATIONS NOMINAL "I(" FACTOR THREAD SIZE LENGTH FINISHES Bright Chrome White Painted 5.6 (80 metric) 1/2" NPT 2 1/2" (6.4 cm) Bright Brass' Satin Chrome1 Other Painted Finishes' NOTE: METRIC CONVERSIONS ARE APPROXIMATE. 'FINISHES AVAILABLE ON SPECIAL ORDER. FOR PAINTED PLATES OTHER THAN WHITE, CONTACT GLOBE FOR ORDERING SPECIFICATIONS. APPRnVAL **135OF (57°C) 155°F (68°C) **1550F (68°C) 175°F (79°C) 200°F (93°C) NYC-DOB STYLE SIN K with plate with plate with plate with plate with plate cULus *FM MEA MODEL FACTOR 135°F (57°C) 135°F (57°C) 155°F (68°C) 155°F (68°C) 155°F (68°C) 101-92-E Adjustable Concealed GL5606 5.6 X X X X X X X X Pendent *FM APPROVED AS STANDARD RESPONSE **NO FM APPROVALS CROSS SECTIONS 2 1/4' DIP.. MIN. -I Fr____1DIA. 2 1/4 DLI. MIN. HOLE IN CEIUNG HOLE IN CEIUNG —17/8— 7/8----- DIP. I 1xl/2—J1ji ii 1'R1/2" REDUCER I't I I REDUCER 1 7/8 MIN. DEFLECTOR 2 3/4" MAX I DROP PIN DROP IN P SUPPORT SHELL- 23/4' MAX. 1 718' MIN. CEILING COVER PLATE' CEILING COVER OPTIONAL COVER WHITE 135°F WHITE 155°F CHROME 135°F CHROME 155°F PLATE SIZE PART # PART # PART # PART # 23/4' 332726 332731 332724 332729 3 5/16" 332706 332711 332704 332709 ORDERING INFORMATION SPECIFY .Quantity . Model Number • Style -Orifice • Thread Sizes • Temperature Finishes desired Quantity - Adjustable Concealed Wrenches - P/N 332765 • FIRE SPRINKLER CORPORATION MAY 2012 GLOB& PRODUCT WARRANTY Globe agrees to repair or replace any of its own manufactured products found to be defective in material or workmanship for a period of one year from date of shipment. For specific details of our warranty, please refer to Price List Terms and Conditions of Sale (Our Price List). 4077 AIRPARK DRIVE, STANDISH, MICHIGAN 48658 989-846-4583 FAX 989-846-9231 1-800-248-0278 www.globesprinkler.com BULLETIN GL5606 REV#6 PRINTED U.S.A. 2).- PIPE AND FITTINGS [I 6 kVA 91 7kA AW VA. Dyna-Thread — M-COAT® Submittal Data Sheet > Full Line Sch-40 Replacement Dyna-Thread® - MCOAT® sprinkler pipe represents an engineering advancement for the sprinkler pipe industry. It combines the safety and longevity of traditional Sch-40 pipe with quality and superior hydraulic advantages. > Comparison to Schedule 40 Dyna-Thread — M-COATs inside diameter is up to 3.6% larger than Sch-40 giving it superior hydraulics. Also, when used in combination with Dyna-Flow - M-COAT pipe, down sizing often occurs. Dyna-Thread - M-COAT is fully listed and approved UL, ULC, and FM for fire sprinkler applications. The life expectancy of Dyna-Thread - M-COAT and Sch-40 are equal based on the calculated wall thicknesses per UL. The consistent quality of steel used to make Dyna-Thread - M-COAT facilitates smooth threading and lower maintenance costs. The exterior of Dyna-Thread - M-COAT is protected by a clean, durable mill coating for extended shelf life and easy paint application. With its increased strength and lighter weight, Dyna-Thread - M-COAT reduces installation fatigue and is ideal for retro-f it applications. Corrosion Resistance Ratio (CRR) is a UL (Underwriters Laboratory) term for the estimated life expectancy of a pipe joint. This is based on the calculated wall thickness at the base of the first exposed thread, assumed to be the weakest point of the pipe length. Dyna-Thread - M-COAT and Sch-40 have the same calculated wall thicknesses at this point and are both assigned the same CRR of 1.00. Comparison to L.W.T. Pipe More wall thickness at the thread (CRR=1.00) gives Dyna..Thread - M-COAT better life expectancy than lightwall threadable pipe joints. Dyna-Thread - M-COAT is approved for standard hanger spacing (15 ft. O.C.), can be used as earthquake sway bracing, and is safe to use as drops. Dyna-Thread - M-COAT is safer to weld on than many zinc coated lightwall threadable pipe products. Dyna-Thread - M-COAT is more widely accepted than lightwall threadable where Sch-40 is specified. > American Made Able to meet "Buy American" requirements, and is available through distributors in the USA, Canada, Mexico and Latin America. >- Specifications & Approvals Dyna-Thread - M-COAT pipe is manufactured to meet: ASTM A 135, Type E Grade A, and is in compliance with NFPA-13.All sizes of Dyna-Thread - M-COAT are rated at 300 psi working pressure. Dyna-Thread - M-COAT is UL and ULC Listed for wet, dry and pre-action sprinkler systems and FM Approved for use in wet systems. Dyne-Thread - M-COAT can be "hot- dip" galvanized* to meet FM requirement for dry systems. Dyne-Thread - M-COAT is approved for all threaded couplings and welded outlets and is suitable for all roll-grooved, and plain-end fittings. (See listing information). NIPS Nominal I.D. Dyna-Thread Wt. [(eJSTSpecifications Wt. (H20 Filled) CRR CRR In7-m m In; mm Lbs/Ft; kg/rn Lbs/Ft kg/rn Unthreaded Threaded 1.080 1.330 1.75 11.39 1.00 25 27.4 2.0 2.60 - - 11/4 1.408 1.870 2.54 9.50 1.00 32 35.8 2.8 3.78 - - 11/2 1.639 2.290 3.22 9.14 1.00 40 41.6 3.4 4.79 - - 2.104 3.050 4.57 8.41 1.00 50 53.4 4.5 6.80 - - APPROVED * Must be ordered in 10 bundle increments. Project Sprinkler Contractor: Date: Engineer: Specification Reference: System Type: Locations: Comments: —I Customer Service (800) 882-5543 Fax: (800) 659-7730 www.afliedtube-sprinkler.com Pallied • 16100 S Lathrop Ave. • 11350 Norcom Rd. • 2525 N 27th Ave. • 600 Dean Sievers Place TUBE & CONDUIT' Harvey, IL 60426 Philadelphia, PA 19154 Phoenix, AZ 85009 Morrisville, PA 19067 A BRAND OF atkOre @2011 Atkore International, Inc. All Rights Reserved. STP-S3-4M-1105 *IrI NvIL. I F.J r E Ft F.1 T I 1.1 Building Connections That Last 0 Steel Pipe Nipples & Malleable Fittings c;uv•xi EMFetlredm C&NVIL 4T ((119;;'L!:IJ Km G'UV1K.X1 IL ANLBtar C.NVIL ((i' ' NViLr.sTRuyj ,ff MERIT Anvil's Unmatched Piping Products for Every Industry Anvil provides the most comprehensive line of innovative, durable, and reliable pipe connections, support systems, and customer service. For more than 150 years, Anvil has provided integrated, reliable piping solutions for a variety of applications. With the most complete line of piping products, expert design services, and a responsive customer service team, Anvil's total package is unmatched throughout the industry. Our professionals will work with you to develop innovative solutions that meet your demands and exceed your expectations. From HVAC, plumbing and mechanical to fire protection, mining, oil and gas, and gas utilities, Anvil covers all markets. Our extensive product line includes grooved couplings, fittings, and valves; cast and malleable pipe fittings; forged steel fittings and unions; steel pipe nipples and couplings; pipe hangers and supports; strut and channel; oil country fittings; and valves. Our exceptional market-specific expertise ensures you always get the best solution for your unique application. In addition to Anvil's extensive line of domestically manufacture products, Anvil also offers a full line of Globally manufactured malleable iron fittings and steel pipe nipples. These products are manufactured within ISO 9001:2000 facilities where Anvil's quality control engineers oversee the entire process. Anvil is committed to providing the finest quality pipe fittings available, which we believe only a true manufacturer can provide. Engineered drawings of fittings and nipples along with detailed inspection procedures, leave no questions regarding Anvil's commitment to quality imported products. With 150 years of manufacturing expertise, Anvil is in a unique position to set the highest quality standard for both domestic and import products. Anvil's specifications for SPF malleable fittings and pipe nipples are higher than typical ANSI specification. The SPF malleable fittings are UL Listed and FM Approved. fl 2 www.cinviIintl.com 01 Standard Welded Anvil International is the only manufacturer where you can combine your import and U.S. Manufactured product requirements. Dimensional: I ASIM A733 Material: I ASTM A53 Type F or Type E Galvanizing: I Hot Dip Galvanizing* Threading:** I ASME B 1.20.1 Standard End Finish Tapered Pipe Thread (NPT) Galvanized nipples are manufactured from pipe coated on the inside and outside by hot dip process. "British Standard threading per BS 21 available upon request. Ends are cut square to the central axis. All burrs on the inside are removed. The ends of the pipe nipples are chamfered on the outside at an angle of 35*+1- 10 to the central axis. Pipe nipples are threaded on both ends with standard NPT tapered threads. Threads are right hand on both ends. Also available: Ready Cut Pipe, Standard - Schd. 40 (black and galvanized) Pipe Size: V2", 3/4", 1", 1 V4, 11/2", 2" Pipe Length: 8", 24", 30", 48", 60", 72" "66" Packs, Standard - Schd. 40 (black and galvanized) Nipple Size: 1/2", 3/4', 1, 11/4', 11/2", 2" Single Run Nipple Packs (black and galvanized) Pipe Size: 1/2, 3/111, 1, 11/4 , 11/2, 2" Pipe Size Pipe 0. D. Length Close Pipe Nipple Lengths (Black and galvanized) IEII _ _ __EIIEIIUEI 71 0 Extra Heavy - SCH. 80 Welded Anvil International is the only manufacturer where you can combine your import and U.S. Manufactured product requirements. Dimensional: I ASTM A733 Material: I ASTM A53 Type F or Type E Galvanizing: I Hot Dip Galvanizing* Threading: I ASME B 1.20.1 Standard End Finish Tapered Pipe Thread (NPT) *Galvanized nipples are manufactured from pipe coated on the inside and outside by hot dip process. Ends are cut square to the central axis. All burrs on the inside are removed. The ends of the pipe nipples are chamfered on the outside at an angle of 35 +1- 10 to the central axis. Pipe nipples are threaded on both ends with standard NPT tapered threads. Threads are right hand on both ends. Pipe Size Pipe O.D. .405 Length Close 3/4 1 /2 I 2 I 21/2 Pipe I 3 I 3 '/2 Nipple Lengths I I 4 4 /2 5 (Black and galvanized) I I I I 5/2 6 7 8 9 I 10 I 11 I 12 1/8 1/4 .540 /8 1 1/2 2 2'/2 3 3 1/2 4 4 /2 5 51/2 6 7 8 9 10 11 12 3/ .675 1 11/2 2 272 3 31/2 4 41/2 5 51/2 6 7 8 9 10 11 12 1/2 .840 1 1/8 1 1/2 2 21/2 3 3 1/2 4 41/2 5 51/2 6 7 8 9 10 11 12 3/4 1.050 1 /8 11/2 2 2 /2 3 31/2 4 41/2 5 51/2 6 7 8 9 10 11 12 1 1.315 1 1/2 2 21/2 3 31/2 4 -4 '/- 1/2 1 5 5 1/ 6 7 8 9 10 11 12 1 1/4 1.660 1 5/ 2 21/2 3 31/2 4 4'h 5 5'/2 6 7 8 9 10 11 12 1 '/2 1.900 1 3/4 2 21/2 3 3 '/2 4 41/2 5 5 '/2 6 7 8 9 10 11 12 2 2.375 2 2 1/2 3 372 4 4 '/2 5 5 '/2 6 7 8 9 10 11 12 2 '/2 2.875 2 '/2 3 3 '/2 4 41/3 5 5 '/2 6 7 8 9 10 11 12 3 3.500 2 5 /8 3 3 '/2 4 4 '/2 5 5 '/2 6 7 8 9 10 11 12 3 1/2 4.000 2/4 4 41/3 5 51/2 11 6 7 8 9 10 11 12 4 4.500 2 7/8 4 41/2 5 5'/2 6 7 8 9 10 11 12 5 5.563 3 4 41/2 5 51/2 6 7 8 9 10 11 12 6 6.625 3'/8 4 4 1/2 5 5 /2 6 7 8 9 10 11 12 Extra Heavy Seamless Anvil International is the only manufacturer where you can combine your import and U.S. Manufactured product requirements. I 'fl :1 IDmensional: ASTM A733 Standard End Finish Tapered Pipe Thread (NPT) -- Material: - ASTM, A106 Grade B Galvanizing Hot Dip Galvanizing* Threading: ASME B 1.20.1 *Galvanized nipples are manufactured from pipe coated on the inside and outside by hot dip process. Ends are cut square to the central axis. All burrs on the inside are removed. The ends of the pipe nipples are chamfered on the outside at an angle of 35 +1- 10 to the central axis. Pipe nipples are threaded on both ends with standard NPT tapered threads. Threads are right hand on both ends. Pipe Size Pipe O.D. () .405 Length Close (k)) 3/4 I 1 /2 I 2 I 21/2 Pipe I 3 I 3 /2 Nipple I 4 Lengths (Black and galvanized) I I I I I I I 41/2 5 5/2 6 7 8 9 I 10 I 11 I 12 1/8 1/4 .540 7/ 1 1/2 2 21/2 3 31/2 4 41/2 5 51/2 6 7 8 9 10 11 12 .675 1 1 1/2 2 21/2 3 3 1/2 4 41/2 5 51/2 6 7 8 9 10 11 12 - '/2 .840 1 1/8 1 1/2 2 21/2 3 31/2 4 41/2 5 51/2 6 7 8 9 10 11 12 3/4 1.050 1 3/ 1 1/2 2 21/2 3 31/2 4 41/2 5 5 /2 6 7 8 9 10 11 12 1 1.315 1 1/2 2 21/2 3 31/2 4 41/2 5 51/2 6 7 8 9 10 11 12 1 1/4 1.660 1 5/ 2 21/2 3 31/2 4 41/2 5 51/2 6 7 8 9 10 11 12 1 1/2 1.900 1 3/4 2 21/2 3 31/2 4 41/3 5 51/2 6 1 7 8 9 10 11 12 2 2.375 2 2 1/2 3 3'/2 4 41/2 5 5'/2 6 7 8 9 10 11 12 2'/2 2.875 2'/2 3 3'/2 4 4'/2 5 5'/2 6 7 8 9 10 11 12 3 3.500 2 5/ 3 31/2 4 41/2 5 5 '/2 6 7 8 9 10 11 12 4 4.500 2/8 4 4'/2 5 51/3 6 7 8 9 1 10 11 12 5 5.563 3 41/2 5 51/2 6 7 8 9 10 11 12 6 6.625 3 1/8 4'/2 5 51/2 6 7 8 9 10 11 1 12 1iWi!ilIThl7. 0 im I* Class 150 (Standard) Mon. 1f:.1 2 I [''fi I [.] Fittings: ASME B16.3 Unions: ASME B 16.39 Bushings/Plugs: ASME B 16:14 Material: ASTMA-197 Galvanizing: Unions: ASME B 16.39 - Bushings/Plugs: ASME B 16.14 Pressure Testing: All malleable iron fittings are tested for through wall porosity using an air under water process. Agency Approvals: All malleable iron fittings and unions are UL Listed and FM Approved. *British Standard threading per BS 21 available upon request. 900 REDUCING ELBOW Size A B Weight -, _____ 1+ '1 > I ½ X /8 0.74 0.76 0.08 x 1/8 - 0.81 0.85 0.11 3/8 x½ 0.88 0.90 0.13 V2 14 1 1 .12 1 .13 0.26 %x ½ 1.20 1:22 0.29 ix/, 1 .37 1 .45 0.47 1 ½x 1/2 1.34 1.53 -- 0.54 1 1/4 x 3/4 1.45 1.62 0.62 1/ x 1 1.58 1.67 0.73 1 '/2x/4 1.52 1.75 0.74 1 V2x1 1.65 1.80 - 0.88 1½x1½ 1.82 1.88 1.03 -- -- 2x 3/4 1.60 1.97 1.04 2x 1 1.73 2.02 1.28 2x11/4 1.90 2.10 2.16 1.36 1.51 2 x 1 ½ 2.02 2V2x1 1/2 2.16 2.51 2.20 2 '/3 x 2 2.39 2.60 2.55 3 x 2 2.52 2.89 3.35 3x2½ 2.83 2.99 4.12 4 x 3 3.30 3.60 6.65 S F] IN Class 150 (Standard) 900 ELBOW Size in I 1/8 A it 0.69 Weight I.i. I 0.06 1/4 0.81 0.10 0.95 0.15 V2 1.12 0.22 1 1/4 1.75 0.87 1'/2 1.94 1.16 2 2.25 1.81 2 1/2 2.70 3.23 3 3.08 4.82 4 3.79 5.13 8.41 19.96 6 450 ELBOW Size A Weight 1/8 0.63 0.06 V2 0.88 0.20 1 1/4 1.29 0.76 1 ½ 1.43 1.00 'N. 2 1.68 1.61 /< 2½ 1.95 2.77 14 3 2.17 4.03 2.61 6.92 U 4 6 3.46 16.31 S 71 1-1 I* Class 150 (Standard) 900 STREET ELBOW *ijJIIiIJJIj ?. {T I '•- Size in A in B II '1.19 Weight I.,. 0.09 0.95 - 1.44 0.15 /2 1.12 1.63 0.20 - 1¼ 1.75 2.45 0.84 1 ½ 1.94 2.69 1.12 2 2.25 3.26 1.85 2 ½ 2.70 3.86 - 3.28 - 3 3.08 4.51 5.00 4 1 379 569 - 918 -- 450 STREET ELBOW / L I . 1/8 0.63 0.83 77r ½ 0.73 0.94 %0.80 1.03 0.12 ½ 0.88 1.15 0.18 3/4 0.98 1.29 0.27 1.12 1.47 0.44 1 1/4 1.29 1.71 0.70 1 ½ 1.43 1.88 0.92 2 1.68 2.22 1.50 CROSS e J2r:<- A - Weight ( /7 - 4JJ A 1-F -- i-(---- ¼ 0.81 0.17 %0.95 0.26 1/2 - 1.12 0.38 3/4 1.31 0.61 1 1.50 0.95 1 ½ 1.75 1.42 1 1/ 1.94 1.86 2 2.25 2.83 ANVIL Building CunnctmnsThatLast 0 01 II Class 150 (Standard) Size A Weight CAP 1/8 0.53 0.03 1/4 0.63 0.05 - 0.74 0.07 14 0.97 0.18 1.16 0.30 1/4 1.28 0.44 1 1/2 1.33 0.55 2 1/2 1.70 1.49 2.20 3 1/2 1.90 3.02 4 2.08 3.79 6 2.55 8.77 TEE -. -,- 77 47 . . .'.-..-.-,...- I 'O/Jiii J'IJ EL4 1/8 0.69 0.09 1/4 0.81 0.14 ~ 0.95 0.21 1/2 1.12 0.31 ~ 1.31 0.50 1 1.50 0.79 1 1/4 1.75 1.19 1½ 1.94 1.57 2 2.25 2.43 2 ½ 2.70 4.33 3 3.08 6.37 4 3.79 11.03 www.anviIintl.com 9 1 0 F~ I* Class 150 (Standard) REDUCING TEE /2 An /2 1/4 0.97 0.97 0.98 0.24 (]I i CONTINUED ON NEXT PAGE. % 1.04 1.04 1.03 0.27 3/4 1221.22 1.20 0.37 1 1.36 1.36 1.26 0.49 3/4 1/2 1.20 1.12 1.22 0.38 ~ 1 1.31 0.45 3/4 - 1/4 1.05 1.05 1.08 0.36 % 112 112 113 039 1/2 1.20 1.20 1.22 0.43 1 - - 1.45 1.45 1.37 0.62 1/4 1 1.50 1.18 1.50 0.63 /2 1/4 1.26 1.12 1.36 0.48 3/4 1.37 1.22 1.45 0.56 1 1.50 1.36 1.50 0.67 3/4 1/2 1.26 1.20 1.36 0.53 3/4 137 131 145 061 _ 1 1/4 1.67 1.67 1.58 0.94 1 ½ 1.80 1.80 1.65 1.07 2 1 2.02 2.02 1.73 1.45 1'/4 1/2 1 1.58 1.36 1.67 0.82 1 1/4 1.75 1.53 1.75 0.95 3/4 3/4 145 131 162 075 1 1.58 1.45 1.67 0.87 1 1/4 175 162 175 100 1 ½ 1.34 1.26 1.53 0.74 3/4 1.45 1.37 1.62 0.82 1 1.58 1.50 1.67 0.94 1'/4 175 167 175 108 1 1/4 ½ 1.34 1.34 1.53 0.84 3/4 145 145 162 092 1 1.58 1.58 1.67 1.04 1 Y2 1 1.88 1.88 1.82 1.34 2 2.10 2.10 1.90 1.65 10 www.cinviIintl.com 0 mi 1-1 Is Class 150 (Standard) REDUCING TEE 1 1/2 1/2 I 1 ½ 1.94 1.66 1.94 1.24 ___________ _______ • - -I 1.50 1.26 1.69 - 0.86 -- 1 1 Y4 1.82 1.67 1.88 1.23 ½ 1.94 1.80 1.94 1.35 1'/4 3/4 1.52 1.45 1.75 .04 - 1 1.65 1.58 1.80 1.17 1 1/4 182 175 188 132 1 1/2 1.94 1.88 1.94 1.45 1 ½ ½ 1.41 1.41 1.66 .04 - 3/4 1.52 1.52 1.75 1.14 1 1.65 1.65 1.80 1.27 1 1/4 1.82 1.82 1.88 1.43 2 2.16 2.16 2.02 - .89 2 1/2 2 2.25 2.25 1.88 1.97 2.25 2.25 1.89 1.93 3/4 2 1 2 2.25 2.02 2.25 2.00 1½ 1½ 1.90 1.75 2.10 - 1.64 1 1/2 2.02 1.88 2.16 1.80 2 2.25 2.10 2.25 2.09 1 1/2 1 1.73 1 65 2.02 1.57 1½ 1.90 1.82 2.10 1.71 1 ½ 2.02 1.94 2.16 1.88 2 2.25 2.16 2.25 2.21 2 1.49 1.49 1.88 1.53 3/4 1.60 1.60 1.97 1.63 1 173 173 202 178 1/4 1.90 1.90 2.10 1.97 1½ 202 202 216 212 2 /2 2.60 2.60 2.39 3.15 2½ 2/2 '14 1.74 1.74 2.32 - 2.67 1 1.87 1.87 2.37 2.84 1 1/4 204 204 245 309 1 1/3 2.16 2.16 2.51 3.29 2 2.39 2.39 2.60 3.65 3 3 1 2.00 2.00 2.66 3.96 1 1/4 2.17 2.17 2.74 4.23 1 1/2 2.29 2.29 2.80 4.45 2 2.52 2.52 2.89 4.90 2 1/2 2.83 2.83 2.99 5.69 4 4 2 2.74 2.74 3.41 7.52 2 1/2 3.05 3.05 3.51 8.51 3 3.30 3.30 3.60 9.25 www.anvilintI.com 11 mi gj, Class 150 (Standard) COUPLING jfr4 A TA'1t11 I I I 1 1 I :1 > 1/8 0.96 0.05 1/4 1.06 0.08 /8 1.16 0.12 1/2 1.34 0.17 3/4 1.52 0.27 1 1.67 0.43 1 ¼ 1.93 0.65 1 1/2 2.15 0.86 2 2.53 1.35 2 1/2 2.88 2.33 3 3.18 3.36 4 3.69 5.59 UNIONS Size (BRASS SEAT) A (in) Weight (Ibs) J 1) I 1/8 1.26 - 0.16 - 1/4 1.46 1.65 0.23 0.23 3/5 1.61 1.77 0.33 0.29 1/2 1.73 1.89 0.41 0.43 3/4 1.95 - 207 2.05 0.60 0.64 1 228 089 080 1 ¼ 2.26 2.56 1.25 1.40 1 1/2 2.42 2.76 1.76 1.69 2 2.75 3.07 2.44 2.66 2 ½ 3.23 3.35 3.52 3.87 3 3.50 3.74 4.34 5.81 8Th'TIr! E mi 0 Class 150 (Standard) REDUCING COUPLINGS c / () -1,4 - in A JLI 100 Weight lbs 0.07 %xV8 113 009 .13 II::1IIIILIT1 1.69 0.34 1 ¼x½ 2.06 0.47 1 1/4 XY4 2.06 0.51 1 '/4X 1 2.06 0.57 1 1/2 X 1/2 2.31 0.62 1 1/2 x 3/4 2.31 0.66 1½x1 231 _073 1½x 1 /4 2.31 0.80 2 x½ 2.81 0.94 2x 3/4 2.81 0.99 - 2 x 1 - 2.81 2.81 1.03 1.7 2x1'/4 2x1'/2 2.81 1.25 21/2x1 1/4 3.25 1.81 2 /2 x 1 ½ 3.25 1.90 2 '/2 x 2 3.25 2.04 3 x 1 3.69 2.48 3x1 1/4 3.69 2.55 3 x 1 ½ 3.69 2.67 3 x 2 3.69 2.78 3 x 2 /2 3.69 3.23 4 x 2 4.38 4.43 - 4 x 2 ½ 4.38 4.87 - 4 x 3 4.38 5.29 PLUGS I + Solid ½ 0.44 0.28 0.38 0.04 Solid /8 0.48 0.31 0.44 0.06 Cored ½ 0.56 0.38 0.56 0.08 Cored 3/4 0.63 0.44 0.63 0.13 Cored 1 0.75 0.50 0.81 0.20 Cored 1 1/4 0.80 0.56 0.94 0.32 Cored 1 ½ 0.83 0.62 1.13 0.43 Cored 2 0.88 0.68 1.31 0.67 Cored 2½ 1.07 0.74 1.50 1.11 Cored 3 1.13 0.80 1.69 1.53 Bar Plug 4 1.22 1.00 - 2.71 Bar Plug 6 1.40 1.25 - 4.00 Th!17. S 01 1-1 Class 150 (Standard) HEX BUSHING V.I Ij / \ / \ S + / II 3/4 X ½ in I 0.63 in I 0.22 in 1.15 I.j. I 0.11 I outside 1 XV8 0.75 0.30 1.12 0.18 inside 1 x'/4 075 - 030 - 112 021 inside 1 x/ 0.75 0.30 1.12 0.20 inside 1 X 1/2 0.75 0.25 1.42 0.22 outside 1 x/4 0.75 0.25 0.34 1.42 1.34 0.18 0.32 outside inside ¼ x 1/2 0.80 ¼ x ~ 0.80 0.28 1.76 0.37 outside outside 1 1/4 x 1 0.80 0.28 1.76 0.30 1 ½x¼ 0.83 0.83 0.37 0.37 1.12 1.12 0.38 0.38 inside inside 1 ½x 3/s ---------- 1 ½x½ --•- 0.83 0.37 1.34 0.40 inside 1 ½ x 3/4 0.83 0.37 1.63 0.45 inside 1 ½ x 1 0.83 0.31 2.00 0.46 outside 1 ½x 1 ¼ 0.83 0.31 2.00 0.31 outside 2x½ 0.88 0.41 1.34 0.56 inside inside 2 X 3/4 0.88 0.41 1.63 0.61 2 x 1 0.88 0.41 1.95 0.65 inside 2 x 1 '/4 0.88 0.34 2.48 0.80 outside 2 x 1 ½ 0.88 0.34 0.44 2.48 1.63 0.66 0.98 outside inside 2 ½ x 3 1.07 2 1/2 X 1 1.07 0.44 1.95 1.04 inside 2 ½x 1 ¼ 1.07 0.44 2.39 1.10 inside 2 ½ x 1 ½ 1.07 0.44 2.68 1.38 outside 2 ½ x 2 1.07 0.37 2.98 0.97 outside 3 x 1 1.13 0.48 1.95 1.48 inside 3 x 1 '/4 1.13 0.48 2.39 1.57 inside 3 x 1 ½ 113 0.48 2.68 1.62 inside 3 x 2 1.13 0.48 3.28 2.10 outside 3 x 2 ½ 1.13 0.40 3.86 1.84 outside 3 ½ x 3 1.18 0.43 4.62 2.10 outside 4 x 1 1.22 0.60 1.95 2.60 inside 4 x 1 1/4 1.22 0.60 2.39 2.74 inside 4 x 1 ½ 1.22 0.60 2.68 2.81 inside - 4 x 2 1.22 0.60 3.28 2.91 inside 4 x 2 ½ 1.22 0.60 3.86 2.98 inside 4 x 3 1.22 0.50 4.62 2.93 outside ANVIL 8iidingConndi ... ThoL •*,&WILi Building Connections That Last Corporate Offices 1 10 Corporate Drive, Suite 10 P.O. Box 3180 Portsmouth, NH 03802-3180 Tel: 603-422-8000 Fax: 603-422-8033 E-mail: webmaster@anvilintl.com Anvil International Worldwide Customer Service Center Tel: 708-885-3000 Fax: 708-534-5441 Eastern Region Anvil International Canada Europe & Middle East Region SERVICING: Connecticut, Delaware, Florida, I Michael J. Warne, General Manager Rick van Meesen, Sales Director Georgia, Maine, Maryland, Massachusetts, New Hampshire, I L Tormentil 15 Newiersey, New York, North and South Carolina, 390 Second Avenue I I I 7483 BR Haaksbergen East Pennsylvania, Rhode Island, Vermont, Virginia P.O. Box 40 The Netherlands 800 Malleable Road I Simcoe, Ontario N3Y 4K9 Tel: +31-53-5725570 Columbia, PA 17512 I Tel: 519-426-4551 Fax: +31-53-5725579 Tel: 708-534-1414 Fax: 519-426-5509 U.S. Customer Service Fax: 708-534-5441 1 E-mail: mwarne@anivilintl.com Tel: 1-708-885-3000 Toll Free: 1-800-301-2701 Fox: +1-708-534-5441 Western E-mail: rvonmeesen@onvilintl.com Northern Region 1 SERVICING: Illinois, Indiana, Iowa, Kentucky, Michigan, 550648 St. NW Mexico & Latin America Minnesota, Nebraska, North and South Dakota, Ohio, I Edmonton, Alberta, T6B 2Z1 I i Abraham Quilada, Soles Manager West Pennsylvania, West Virginia, Wisconsin i Tel: 780-413-8274 I Tel +1-281-590-4600 50 Central Avenue I OniversityPark, IL 60466 I Central U.S. Customer Service Tel: +1-708-885-3000 Tel: 708-885-3000 390 Second Avenue I Fax: +1-708-534-5441 Fax: 708-534-5441 Simcoe, Ontario N3Y 4K9 II Toll Free: 1-800-451-2935 Tel 519-426-4551 I ' Puerto Rico I I R.R. Barril, Inc. Southern Region Eastern Tel: +1-787-982-1550 SERVICING: Alabama, Arkansas, Kansas, Louisiana, 2615-25 Brabant-Marineau. (Saint-Laurent)' Fax: +1-787-982-1570 Mississippi, Missouri, Oklahoma, Tennessee, Texas Montreal, Quebec, H4S 1R8 U.S. Customer Service 1313 Avenue R Tel: 514-745-3835 Tel: + 1-708-885-3000 Grand Prairie, D( 75050 t Fax: +1-708-534-5441 Tel: 972-343-9206 Fax: 972-641-8946 Toll Free: 1-800-451-4414 Western Region I' SERVICING: Alaska, Arizona, California, Colorado, Hawaii, Idaho, Montana, Nevada, New Mexico, Oregon, I Utah, Washington, Wyoming 1385 Greg Street I Sparks, NV 89431 Tel: 775-331-7029 Fax: 775-331-5075 Toll Free: 1-800-572-0051 I Aill #622/Printed in usA/RpI/3 07/5M/© Copyright 2008 BUILDING CONNECTIONS THAT LAST IJVWS1 5NVL Ca!a AN—Star- M- &pjji 4 (( Nv-suTJ www.anvilintl.com STYLE 922 The Style 922 Outlet-I provides a convenient method of incorporating ½, 3/4, and 1/15, 20 and 25 mm outlets for directly connecting sprinklers, drop nipples, sprigs, gauges, drains and other outlet products. Available for 11% through 76.1 mm/32 to 76.1 mm piping systems, Style 922 outlets are UL/ULC Listed, LPCB and FM Approved for branch connections and VdS Approved for direct sprinkler connection only on wet and dry systems. The locating collar engages into the hole prepared in the pipe. When tightened, the assembly compresses the gasket onto the OD of the pipe. The Style 922 Outlet-I is UL/FM rated up to 300 psi/2068 kPa and VdS rated up to 16 bar at the ambient temperatures typical for fire protection systems. Style 922 is suitable for use on standard, lightwall, Schedule 5 and other specialty pipes.* Contact Victaulic for other optional coatings. *Consult Section 10.01 for specific listings/approvals. MATERIAL SPECIFICATIONS Housing: Ductile iron conforming to ASTM A-536, grade 65-45-12. Ductile iron conforming to ASTM A-395, grade 65-45-15, is available upon special request. Gasket: Grade "E" EPDM - Type A (Violet color code). FireLock products have been Listed by Underwriters Laboratories Inc. and Approved by Factory Mutual Research for wet and dry (oil free air) sprinkler services up to the rated working pressure using the Grade "E" Type A Gasket System. Bolts/Nuts: Heat-treated plated carbon steel, trackhead meeting the physical and chemical . requirements of ASTM A-449 and physical requirements of ASTM A-183. Housing Coating: Orange enamel (North America, Latin America, Asia Pacific) Red enamel (Europe) JOB/OWNER CONTRACTOR ENGINEER System No. Submitted By Spec Sect Para . Location Date Approved www.victaulic.com viciuic IS REGISTERED TRADEMARK OF VICTAIJLIC COMPANY. © 2009 vIcTAuLIC COMPANY. ALL RIGHTS RESERVED. REVG \4taulacr D 32 1 IPS CARBON STEEL PIPE HOLE CUT PRODUCTS 10.52 . FireLock® Outlet-I STYLE 922 DIMENSIONS Y Z -1 ''''-------- 'J" T 3A 1 128 1.83 1.10 3.87 2.56 1.1 20 30.2 32.5 46.5 279 98.3 65.0 0.50 W 1 1 1.52 2.18 1.10 3.87 2.56 1.2 25 3.0.2 38.6 55.4 279 983 65.0 0.54 11/2 ½ 1 1.42 1.95 122 4.08 2.56 1.2 40 15 30.2 36.1 49.5 31.0 103.6 65.0 0.54 Y4 1A,, 140 1.95 1.22 4.08 2.56 1.2 20 302 35.6 ' 495 31.0 103.6 65.0 1 1 ' 1.64 2.30 1,22 4.08 2.56 1.3 25 30.2 41.7 58.4 31.0 1036 65.0 0.59 2 ½ 1 1.66 2.19 1.46 4.60 2.56 1.3 50 15 30.2 42.2 + 55.6 371 116.8 650 0.59 - +. .. .--. I- ~ 1 ' 1.64 2.19 1.46 4.60 2.56 1.4 20 30.2 417 55.6 37.1 116.8 65.0 064 - . --. . --- + . .-. 1 1 3/16 1.88 2.54 1.46 4.60 2.56 1.5 25 30.2 47.8 64.5 37.1 116.8 65.0 0.68 f f 21/2 16 1'A6 1.91 2.44 1.71 5.40 2.56 1.6 65 15 30.2 48.5 62.0 43.4 . 137.2 65.0 0.73 - ± .- 1- .........- - . + , - 3/4 PA. 1.89 ' 2.44 1.71 5.40 2.56 1.6 20 30.2 48.0 62.0 43.4 137.2 65.0 0,73 1 13/1. 2.13 2.79 1.71 5.40 2.56 1.6 25 30.2 54.1 70.9 43.4 137.2 65.0. + 0.73 ....... 16 117. 1,91 2.44 1.71 5.50 256 1.6 76.1 mm X 15 30.2 48.5 62.0 43.4 1397 650 0.73 14 1 3A, 1.89 244 1.71 5.50 2.56 1.6 20 30.2 48.0 62.0 43.4 - 139.7 , 65.0 0.73 1 117. 2.13 2.79 1.71 5.50 2.56 1.7 25 1 30.2 54.1 70.9 43.4 , 139.7 65.0 080 t Victaulic female threaded products are designed to accommodate standard NPT or BSPT (optional) male pipe threads only. Use of male threaded products with special features, such as probes, dry pen- dent sprinklers, etc., should be verified as suitable for use with this Victaulic product. Failure to verify suitability in advance may result in assembly problems or leakage. Center of run to engaged pipe end for NPT threads (dimensions are approximate). www.victaulic.com VICTAULIC IS REGISTERED TRADEMARK OF VICTAULIC COMPANY. © 2009 VICTAULIC COMPANY. ALL RIGHTS RESERVED. ctaulilcr 10 52 2 REVG IPS CARBON STEEL PIPE - HOLE CUT PRODUCTS 10.52 FireLock® Outlet-T STYLE 922 PERFORMANCE Hazen-Williams coefficient of friction is 120 [I: www.victaulic.com VICTAULIC IS REGISTERED TRADEMARK OF VICTAULIC COMPANY. © 2009 VICTAULIC COMPANY. ALL RIGHTS RESERVED. REVG jLtauiicr 10,32 3 INSTALLATION Reference should always be made to the 1-100 Victaulic Field Installation Handbook for the product you are installing. Handbooks are included with each shipment of Victaulic products for complete installation and assembly data, and are available in PDF format on our website at www.victaulic.com. WARRANTY Refer to the Warranty section of the current Price List or contact Victaulic for details. NOTE This product shall be manufactured by Victaulic or to Victaulic specifications. All products to be installed in accordance with current Victaulic installation/assembly instructions. Victaulic reserves the right to change product specifications, designs and standard equipment without notice and without incurring obligations. For complete contact information, visit www.victaulic.com 10.52 3355 REV G UPDATED 12/2009 ictaulic VICTAULIC IS 1/EGISIEF/ED TRADEMARK OF VICTAuLIC COMPANY. © 2009 VICTALJLIC COMPANY. ALL RIGHTS RESERVEI). 1052 3).- HANGERS El 0 P.O. Box 3365 South El Monte, CA 91733 626.444.0541 Fax 626.444.3887 www. Afcon.org 300 RING HANGER S I thru 4 inch pipe LISTED FOR STEEL/CPVC 1/2 & 3/4 inch pipe 5 thru 8 inch pipe SIZE - ROD- 3/8" or 1/2" SIZE - SYSTEM PIPE - 1/2" thru 8" MATERIAL - Carbon Steel, Mil. Galvanized to G-90 spec. LISTING/APPROVAL - Cus203EX 2551 1"- 8" 48> Approval guide - 1"- 8" OSHPD OPA-0601 See Website. CONFORMS WITH: Federal Specification WW-H-171E, Type 10. Manufacturers Standardization Society ANSI/MSS-SP-58 Type 10. MAXIMUM TEMPERATURE - 650°F. FUNCTION - Pipe hanger component of an AFCON hanger. To support steel, CPVC or copper pipe. INSTALLATION - Per NFPA 13, 13R, 13D, these instructions and the CPVC or copper pipe manufacturers instructions. FEATURES - * Sized and listed exclusively for use with #310 Surge Restrainer. * Band edge is offset for EASY pipe insertion. * Custom fit swivel nut for better retention in ring. ORDERING - Part #, pipe size. NFPA 13 PIPE ROD 1 WI. 5 WT.+250 UL TEST LOAD 1 3/8 30.75 403.75 750 11/4 3/8 43.95 468.75 750 11/2 3/8 54.15 528.75 750 2 3/6 76.95 634,75 750 21/2 3/8 118.35 841,75 850 3 3/8 162.30 1061.50 1050 4 3/8 246.00 1480.00 1800 5 1/2 349.45 1996.75 2000 6 1/2 476.35 2631.75 2650 8 1/2 711.80 3805.00 4050 11/09 Restraint SIZE - One size fits 3/4 thru 2 inch AFCON #300 Ring Hanger. MATERIAL - Carbon Steel. FINISH - Mu. Galvanized. LISTINGS - 551 P.O. Box 3365 South El Monte, CA 91733 626.444.0541 Fax 626.444.3887 www. Afcon.org 310 RING RESTRAINER c\Jus 203-EX 2551 Listed only for use with AFCON #300 Ring Hanger. FUNCTION - To restrain movement of sprinkler pipe toward the knurl nut of the ring hanger. To prevent upward movement of pipe that supplies a pendent sprinkler below the ceiling. INSTALLATION - Per NFPA 13 and CPVC manufacturers instructions on steel, CPVC, or copper pipe. Snap into locking position on swivel nut of AFCON #300 Ring Hanger. SPECIAL NOTE: When installing on CPVC sprinkler system pipe: Verify that all assembly components are cleaned of any surface oil. FEATURES - * Listed only for use with AFCON #300 Ring Hanger. ORDERING - Part # and size. Specific AFCON products are exclusively designed to be compatible ONLY with otiter AFCON products including parts and fasteners, reuniting in a listed sway brace, restrainer or hanger assembly. Be advised the following warranty restriction will apply. DLSCLALMER- AFCON will NOT warrant against the failure of its products when used in combination with other products, parts or systems not manafactared or sold by AFCON. .4FCONshall NOT be liable under any circumstances whatsoever for any director indirect, incidental or consequential damages of any kind, including but not limited to loss of business or profit, when non-AFCON products have been, or are used. 1/08 P.O. Box 3365 South El Monte, CA 91733 626.444.0541 Fax 626.444.3887 www. Afcon.org 650 ALL THREADED ROD 10'- O' LENGTHS ROD SIZE MAX. REC. LOAD LBS. FOR SERVICE TEMP. 650°F 750°F 1/4 240 215 3/8 610 540 1/2 1130 1010 5/8 1810 1610 3/4 2710 2420 7/8 3770 3360 1 4960 4420 11/4 8000 7140 11/2 11630 10370 NOTE; maximum Temperature: 750°F SIZE - 1/4 thru 1 1/2 inch rod in 10'- 0" lengths. MATERIAL - Carbon Steel. FINISH - Plain and E.G., ORDERING - Part #, rod diameter and finish. 12/10 . Eli Submittal LI Substitution Request To: Firm: Project: Product Specified: Specified Location: Attached information includes product description, installation instructions and technical data needed for review and evaluation of the submittal request. Submitted By: Name: Signature: Firm: - Address: Phone: Fax: Email: Submittal Date: For Architect / Engineer Use: Reviewed, Accepted No Exceptions: Make Corrections as Noted: Revise and Resubmit: Rejected: Brief explanation for corrections needed, revisions needed or why rejected: KWIK Bolt TZ Expansion Anchor 3.3.4 9 3.3.4.1 KWIK Bolt TZ Product Description 3.3.4.1 Product Description The KWIK Bolt TZ (KB-TZ) is a torque controlled expansion anchor which is especially suited to seismic and cracked concrete applications. This anchor line is available in carbon steel, type 304 and type 316 stainless steel versions. The anchor diameters range from 3/8- and 3/4-inch in a variety of lengths. Applicable base materials include normal-weight concrete, structural lightweight concrete, and lightweight concrete over metal deck. Guide Specifications Torque controlled expansion anchors shall be KWIK Bolt TZ (KB-TZ) supplied by Hilti meeting the description in Federal Specification A-A 1923A, type 4. The anchor bears a length identification mark embossed into Anchors are manufactured to meet one of the following conditions: The carbon steel anchor body, nut, and washer have an electro- plated zinc coating conforming to ASTM B633 to a minimum thick- ness of 5 pm. The stainless steel expansion sleeve conforms to type 316. Stainless steel anchor body, nut and washer conform to type 304. Stainless steel expansion sleeve conforms to type 316. Stainless steel anchor body, nut, washer, and expansion sleeve con- form to type 316 stainless steel. Product Features Product and length identification marks facilitate quality control after installation. Through fixture installation and variable thread lengths improve productivity and accommodate various base plate thicknesses. Type 316 Stainless Steel wedges provide superior performance in cracked concrete. Ridges on expansion wedges provide increased reliability. Mechanical expansion allows immediate load application. Raised impact section (dog point) prevents thread damage during installation. Bolt meets ductility requirements of ACI 318 Section Dl. Installation Drill hole in base material to the appropriate depth using a Hilti carbide tipped drill bit. Drive the anchor into the hole using a hammer. A minimum of four threads must be below the fastening surface prior to applying installation torque. Tighten the nut to the installation torque. 3.3.4.2 Material Specifications 3.3.4.3 Technical Data 3.3.4.4 Installation Instructions 3.3.4.5 Ordering Information Impact Section (Dog Point) Nut - W Washer- Red Mark Anchor_ - Thread Ti Anchor_ Body Expansion Cone Listinas/ADorovals ICC-ES (International Code Council) ESR-1917 FM (Factory Mutual) Pipe Hanger Components for Automatic Sprinkler Systems (3/8 - 3/4") UL (Underwriters Laboratories) Pipe Hanger Equipment for Fire Protection Services (3/8 - 3/4) FS FM c®us APPROVED LISTEN Independent Code Evaluation IBC® / IRC® 2009 (AC 193/ ACI 355.2) IBC®/ IRC® 2006 the impact section (dog point) of the anchor surrounded by four embossed . notches identifying the anchor as a Hilti KWIK Bolt TZ in the installed condition. Supplemental Design Provisions for ACI 318 Appendix D Design strengths are determined in accordance with ACI 318 Appendix D and ICC Evaluation Service ESR-1 917 Hilti KWIK Bolt TZ Carbon and Stainless Steel Anchors in Concrete. The relevant design parameters are reiterated in Tables 1, 2, and 3 of this document. Supplemental provisions required for the design of the KB-TZ are . enumerated in Section 4.0 of ESR-1917(DESIGN AND INSTALLATION). Note that these design parameters are supplemental to the design provisions of ACI 318. Stainless Steel Expansion Sleeve (Wedges) Hilti, Inc. (US) 1-800-879-8000 1 www.us.hilti.com I en español 1-800-879-5000 1 Hilti (Canada) Corp. 1-800-363-4458 1 www.hilti.ca I Anchor Fastening Technical Guide 2011 267 Mechanical Anchoring Systems III1I5FIJ 1 3.3.4 kWIK Bolt TZ Expansion Anchor 3.3.4.2 Material Properties Carbon steel with electroplated zinc Carbon steel KB-TZ anchors have the following minimum bolt fracture loads Anchor Diameter (in.) Shear (lb) Tension (lb) 3/8 NA 6,744 1/2 7,419 11,240 5/8 11,465 17,535 3/4 1 17,535 1 25,853 Carbon steel anchor components plated in accordance with ASTM B633 to a minimum thickness of 5pm. Nuts conform to the requirements of ASTM A 563, Grade A, Hex. Washers meet the requirements of ASTM F 844. Expansion sleeves (wedges) are manufactured from type 316 stainless steel. Stainless steel Stainless steel KB-TZ anchors are made of type 304 or 316 material and have the following minimum bolt fracture loads' Anchor Diameter (in.) Shear (Ib) Tension (Ib) 3/8 5,058 6,519 1/2 8,543 12,364 5/8 13,938 19,109 3/4 22,481 24,729 All nuts and washers are made from type 304 or type 316 stainless steel respectively. Nuts meet the dimensional requirements of ASTM F 594. Washers meet the dimensional requirements of ANSI 1318.22.1, Type A, plain. Expansion Sleeve (wedges) are made from type 316 stainless steel. 1 Bolt fracture loads are determined by testing in jig as part of product QC. These loads are not intended for design purposes. See Tables 2 and 3. 268 Hilti, Inc. (US) 1-800-879-8000 1 www.us.hilti.com I an español 1-800-879-5000 1 Hilti (Canada) Corp. 1-800-363-4458 1 www.hilti.ca I Anchor Fastening Technical Guide 2011 KWIK Bolt TZ Expansion Anchor 3.3.4 3.34.3 Technical Data Table 1 - KWIK Bolt TZ Specification Table Setting Nominal anchor diameter (in.) __________________ Information Symbol Units 3/8 1/2 5/8 3/4 in. 0.375 0.5 0.625 0.75 AnchorO.D. d0 (mm) (9.5) (12.7) (15.9) (19.1) Nominal bit diameter d bit in. 3/8 1/2 5/8 3/4 Effective minimum in. 2 2 3-1/4 3-1/8 4 3-3/4 4-3/4 embedment (mm) (51) (51) (83) (79) (102) (95) (121) in. 2-5/8 2-5/8 4 3-3/4 4-3/4 4-5/8 5-3/4 Mm. hole depth h0 (mm) (67) (67) (102) (95) (121) (117) (146) in. 1/4 3/4 1/4 3/8 3/4 1/8 1-5/8 Mm. thickness of fixture' t mjb (mm) (6) (19) (6) (9) (19) (3) (41) in. 2-1/4 4 2-3/4 5-5/8 4-3/4 4-5/8 3-5/8 Max. thickness of fixture t (mm) (57) (101) 1 (70) (143) 1 (121) (117) (92) ft-lb 25 40 60 110 Installation torque inst (Nm) (34) (54) (81) (149) Minimum diameter in. 7/16 9/16 11/16 13/16 of hole d (mm) (11.1) (14.3) (17.5) (20.6) in. 3 I33/4I 5 3-3/414-1/215-1/21 7 4-3/4 I 6 18-1/2 I 10 5-1/21 8 10 Available anchor lengths'anch (76) (95) (127) (95) (114) (140) I (178) (121) (152) (216) (254) (140) (203) (254) (mm) Threaded length in. 7/8 1-5/8 2-7/8 1-5/8 2-3/8 3-3/8 4-7/8 1-1/2 2-3/4 5-1/4 6-3/4 1-1/2 4 6 including dog point thrd (mm) (22) (41) (73) (41) (60) (86) 1 (178) (38) (70) (133) (171) (38) 1(102) 1(152) in. 2-1/8 2-1/8 3-1/4 4 Unthreaded length lunthr (mm) (54) (54) (83) (102) in. 2-1/4 2-3/8 I 3-5/8 3-5/8 I 4-1/2 4-3/8 Installation embedment h I I 15-3/8 nom (mm) (57) (60) I (92) (92) I (114) (111) (137) 1 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. Figure 1 - KWIK Bolt TZ Installed I eanch Hilti, Inc. (US) 1-800-879-8000 1 www.us.hilti.com I an español 1-800-879-5000 1 Hilti (Canada) Corp. 1-800-363-4458 1 www.hiltica I Anchor Fastening Technical Guide 2011 269 [I 3.3.4 kWIK Bolt TZ Expansion Anchor Table 2 - Carbon Steel KWIK Bolt TZ Strength Design Information Setting Symbol Units Nominal anchor diameter _____________ 3/8 1/2 5/8 3/4 Information Anchor O.D. d0 in. 0.375 0.5 0.625 0.75 (mm) (9.5) (12.7) (15.9) (19.1) Effective minimum in. 2 2 3-1/4 3-1/8 4 3-3/4 4-3/4 embedment' (mm) (51) (51) (83) (79) (102) (95) (121) Mm. member thickness hmin in. 415 I 416 I 618 I 5 618 I 6 8 8 (mm) (102) I (127) (102) I (152) (152) I (203) (127) (152) I (203) (152) I (203) (203) Critical edge distance cec in. 4-3/8 I I 5-1/2 I 4-1/2 I 7-1/2 I 6 I 6-1/2 8-3/4 I 6-3/4 I 10 I 8 I 9 (111) I (102) (140) I (114) (191) I (152) (165) (222) I (171) (254) (203) (229) in. 2-1/2 2-3/4 2-3/8 3-5/8 3-1/4 4-3/4 4-1/8 c3 (mm) (64) (70) (60) (92) (83) (121) (105) Mm. edge distance for s a in. 5 5-3/4 5-3/4 6-1/8 5-7/8 10-1/2 8-7/8 (mm) (127) (146) (146) (156) (149) (267) (225) in. 2-1/2 2-3/4 2-3/8 3-1/2 3 5 4 50,in (mm) (64) (70) (60) (89) 1 (76) (127) (102) Mm. anchor spacing in. 3-5/8 4-1/8 3-1/2 4-3/4 4-1/4 9-1/2 7-3/4 for c a (mm) (92) (105) (89) (121) (108) (241) (197) Min. hole depth in h 0 in. 2-5/8 2-5/8 4 3-7/8 4-3/4 4-5/8 5-3/4 concrete (mm) (67) (67) (102) (98) (121) (117) (146) Mm. specified yield f, lb/in2 100,000 84,800 84,800 84,800 strength (N/mm2) (690) (585) (585) (585) Mm. specified ult. strength f,, lb/in2 115,000 106,000 106,000 106,000 (N/mm2) 1 (793) (731) (731) (731) Effective tensile in.2 0.052 0.101 0.162 0.237 stress area A se (mm2) (33.6) (65.0) (104.6) (152.8) Steel strength lb 6,500 10,705 17,170 25,120 in tension N (kN) (28.9) (47.6) (76.4) (111.8) Steel strength lb 3,595 5,495 8,090 13,675 in shear (kN) (16.0) (24.4) (36.0) (60.8) Steel strength in V0q lb 2,255 5,495 7,600 11,745 shear, seismic (kN) (10.0) (24.4) (33.8) (52.2) Steel strength in shear, lb 2,13010 3,000 4,945 4,60010 I 6,040'° I concrete on metal deck 2 V 0ec6 (kN) (9.5) (13.3) (22) (20.5) I (26.9) NP _____________ Pullout strength Np,r lb 2515 NA 5,515 NA I 9,145 8,280 I 10,680 uncracked concrete 3 (kN) (11.2) (24.5) (40.7) (36.8) 1 (47.5) Pullout strength N0, lb 2270 NA 4,915 NA NA cracked concrete' (kN) (10.1) (21.9) Pullout strength concrete Ndk lb 1,460 1,460 2,620 2000, I 4,645 NP on metal deck' (kN) (6.5) (6.5) (11.7) (8.9) (20.7) Anchor category' 1 Effectiveness factor kc,r uncracked 24 concrete Effectiveness factor kc cracked concretes 17 1.41 Coefficient for pryout strength, k 1.0 I 2.0 Strength reduction factor 0 for tension, steel 0.75 failure modes' Strength reduction factor 0 for shear, steel 0.65 failure modes' Strength reduction factor 0 for tension, con- 0.65 crete failure modes, Condition 139 Strength reduction factor 0 for shear, 0.70 concrete failure modes 1 See Fig. 1. 2 NP (not permitted) denotes that the condition is not supported. 3 NA (not applicable) denotes that this value does not control for design. 4 NP (not permitted) denotes that the condition is not supported. Values are for cracked concrete. Values are applicable to both static and seismic load combinations. 5 See ACI 318D.4.4. 6 See ACI 318 D.5.2.2. 7 See ACI 318 0.5.2.6. 8 The KB-TZ is a ductile steel element as defined by ACI 318 D.1. 9 For use with the load combinations of ACI 318 Chapter 9 Section 9.2. Condition B applies where supplementary reinforcement in conformance with ACI 318 D.4.4 is not provided, or where pullout or pryout strength governs. For cases where the presence of sup- plementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. 10 For seismic applications, multiply the value of Vdeck for the 3/8-inch-diameter by 0.63 and the 5/8-inch-diameter by 0.94. 270 Hilti, Inc. (US) 1-800-879-8000 1 www.us.hilti.com I en español 1-800-879-5000 1 Hilti (Canada) corp 1-800-363-4458 1 www.hiIti.ca I Anchor Fastening Technical Guide 2011 kWIK Bolt TZ Expansion Anchor 3.3.4 Table 3 - Stainless Steel KWIK Bolt TZ Strength Design Information Setting Nominal anchor diameter _____________ Information Symbol Units 3/8 1/2 5/8 3/4 in. 0.375 0.5 0.625 0.75 Anchor O.D. d0 (mm) (9.5) (12.7) (15.9) (19.1) Effective minimum het in. 2 2 3-1/4 3-1/8 4 3-3/4 I embedment' (mm) (51) (51) (83) (79) (102) (95) (121) in. 415 416 618 5 618 61 8 Mm. member thickness h 1 (mm) (102) I I (127) (102) I I (152) (152) I I (203) (127) (152) I I (203) (152) I (203) in. 4-3/8 I 3-7/8 5-1/2 I 4-1/2 7-1/2 I 6 7 8-7/8 I 6 10 I Critical edge distance cec (mm) (111) I I (98) (140) I I (114) (191) I I (152) (178) (225) I I (152) (254) I I (178) (229) in. 2-1/2 2-7/8 2-1/8 3-1/4 2-3/8 4-1/4 4 Capin ______ (mm) (64) (73) (54) (83) (60) (108) (102) Mm. edge distance in. 5 5-3/4 5-1/4 5-1/2 5-1/2 10 8-1/2 for s a (mm) (127) (146) (133) (140) 1 (140) (254) (216) in. 2-1/4 2-7/8 2 2-3/4 2-3/8 5 4 Smin (mm) (57) (73) (51) (70) (60) (127) (102) Mm. anchor spacing in. 3-1/2 4-1/2 3-1/4 4-1/8 4-1/4 9-1/2 7 for c a (mm) (89) (114) (83) (105) (108) (241) (178) Min. hole depthin h 0 in. 2-5/8 2-5/8 4 3-3/4 4-3/4 4-5/8 5-3/4 concrete (67) (67) 1 (102) (95) (121) (117) (146) Mm. specified yield f,a lb/in2 92,000 92,000 92,000 76,125 strength (N/mm2) (634) (634) (634) (525) lb/in2 115,000 115,000 115,000 101,500 Mm. specified ult. strength I uta (N/mm2) (793) (793) (793) (700) Effective tensile in2 0.052 0.101 0.162 0.237 stress area A (mm2) (33.6) (65.0) (104.6) (152.8) Steel strength lb 5,980 11,615 18,630 24,055 in tension N (26.6) (51.7) (82.9) (107.0) Steel strength lb 4,870 6,880 9,350 12,890 in shear (kN) (21.7) (30.6) (41.6) (57.3) Steel strength in N lb NA 2,735 I NA NA NA tension, seismic' (K (12.2) Steel strength in Veq lb 2,825 6,880 11,835 14,615 shear, seismic' (kN) (12.6) (30.6) (52.6) (65.0) Pullout strength lb 2,630 NA 5,760 NA NA I 12,040 uncracked concret& (kN) (11.7) (25.6) (53.6) Pullout strength Nper lb 2,340 3,180 NA NA I 5,840 8,110 I NA cracked concrete (kN) (10.4) (14.1) (26.0) (36.1) Anchor category3 1 2 1 Effectiveness factor kuncr uncracked 24 concrete Effectiveness factor k cracked concrete 17 24 17 1 17 I 17 I 24 17 = k/Iç5 1.41 1 1.00 1.41 1 1.41 1 1.41 1.00 I 1.41 Coefficient for pryout strength, k 1.0 2.0 Strength reduction factor CD for tension, steel 0.75 failure modes6 Strength reduction factor CD for shear, steel 0.65 0.55 0.65 failure modes6 Strength reduction factor CD for tension, con- 0.65 crete failure modes, Condition B7 Strength reduction factor CD for shear, 0.70 concrete failure modes 1 See Fig. 1. 2 NA (not applicable) denotes that this value does not control for design. 3 See ACI 318 D.4.4. 4 See ACI 318 D.5.2.2. 5 See ACI 318 D.5.2.6. . 6 The KB-TZ is a ductile steel element as defined by ACI 318 D.1. 7 For use with the load combinations of ACI 318 Chapter 9 Section 9.2. Condition B applies where supplementary reinforcement in conformance with ACI 318 D.4.4 is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. 11 Hilti, Inc. (US) 1-800-879-8000 1 www.us.hilti.com I an español 1-800-879-5000 1 Hilti (Canada) corp. 1-800-363-4458 1 www.hilti.ca I Anchor Fastening Technical Guide 2011 271 Mechanical Anchoring Systerns JJJT,J 3.3.4 KWIK Bolt TZ Expansion Anchor S Figure 2 - Interpolation of Minimum Edge Distance and Anchor Spacing Sdesign Cdesign Ca min at s - Sd min atc ~ h~!hmin Cdesign edge distance c Table 4 - Mean Axial Stiffness Values (1,000 lb/in.) for KWIK Bolt TZ Carbon and Stainless Steel Anchors in Normal-Weight Concrete' Concrete condition carbon steel KB-TZ, all diameters stainless steel KB-TZ, all diameters uncracked concrete 700 120 cracked concrete 500 90 1 Mean values shown. Actual stiffness may vary considerably depending on concrete strength, loading and geometry of application. Figure 3 - Installation in Concrete over Metal Deck Floor Mm. 5/8 Typical A __ 8 CM - Mm. 3000 psi Normal or Sand - Lightweight Concrete < eall - Upper 1% cI Flute I4 (Valley) Minimum 1 No. 20 Gauge Mm. 4-1/2 Mm. 4-1/2' Steel Deck i i • \ Lower L Flute Max. 1" Offset Typical (Ridge) 272 HUti, Inc. (US) 1-800-879-8000 1 www.us.hilti.com Ien español 1-800-879-5000 1 Hilti (Canada) Corp. 1-800-363-4458 1 www.hilti.ca I Anchor Fastening Technical Guide 2011 [LIE5RJ I Mechanical Anchoring Systerns KWIK Bolt TZ Expansion Anchor 3.3.4 Allowable Stress Design Design values for use with allowable stress design (working stress design) shall be established as follows: RailowASO = where Rd = Rh represents the limiting design strength in tension (D N) or shear (P V) as calculated according to ACI 318 D.4.1.1 and D.4.1.2 Table 5 - KWIK Bolt TZ Carbon and Stainless Steel Allowable Nonseismic Tension (ASD), Normal-Weight Uncracked Concrete (lb)"2'3'4'56 Diameter h (in.) Concrete Compressive Strength 1' = 2,500 psi = 3,000 psi f' = 4,000 psi = 6,000 psi Carbon Steel Stainless Steel Carbon Steel Stainless Steel Carbon Steel Stainless Steel Carbon Steel Stainless Steel 3/8 2 1,168 1,221 1,279 1,338 1,477 1,545 1,809 1,892 2 1,576 1,576 1,726 1,726 1,993 1,993 2,441 2,441 1/2 3-1/4 2,561 2,674 2,805 2,930 3,239 3,383 3,967 4,143 3-1/8 3,078 3,078 3,372 3,372 3,893 3,893 4,768 4,768 5/8 4 4,246 4,457 4,651 4,883 5,371 5,638 6,578 6,905 3-3/4 3,844 4,046 4,211 4,432 4,863 5,118 5,956 6,268 3/4 4-3/4 4,959 5,590 5,432 6,124 6,272 7,071 7,682 8,660 1 Single anchors with no edge or anchor spacing reductions and no supplementary reinforcement (Condition B). 2 Concrete determined to remain uncracked for the life of the anchorage. 3 strength design load combinations from ACI 318 Section 9.2. ASD load combinations from ASCE 7-05, Section 2. 4 For strength design, the required strength = 1.6D + 1.2L. For ASD, the factored load = 1.OD + 1.OL. Conversion factor a is calculated by dividing the ACI 318 required strength by the ASCE 7 factored load. 5 Assuming a 50% dead and 50% live contributions, a = (1.6. 0.5 + 1.2. 0.5) /(1.0 . 0.5 + 1.0 . 0.5) = 1.4 V 6 ASD = Concrete Np== /a = 0.65 Npuncr / 1.4 Table 6 - KWIK Bolt TZ Carbon and Stainless Steel Allowable Nonseismic Tension (ASD), Normal-Weight Cracked Concrete (lb)" .2,3.4,5 Diameter h (in.) ef Concrete Compressive Strength f'c = 2500 psi IC = 3000 psi = 4000 psi = 6000 psi Carbon Steel Stainless Steel Carbon Steel Stainless Steel Carbon Steel Stainless Steel Carbon Steel Stainless Steel 3/8 2 1,054 1,086 1,155 1,190 1,333 1,374 1,633 1,683 2 1,116 1,476 1,223 1,617 1,412 1,868 1,729 2,287 1/2 3-1/4 2,282 2,312 2,500 2,533 2,886 2,886 3,535 3,582 3-1/8 2,180 2,180 2,388 2,388 2,758 2,925 3,377 3,377 5/8 4 3,157 2,711 3,458 2,970 3,994 3,430 4,891 4,201 3-3/4 2,866 3,765 3,139 4,125 3,625 4,763 4,440 5,833 3/4 4-3/4 4,085 4,085 1 4,475 4,475 5,168 5,168 6,329 6,329 1 Single anchors with no edge or anchor spacing reductions and no supplementary reinforcement (Condition B). 2 Strength design load combinations from ACI 318 Section 9.2. ASD load combinations from ASCE 7-05, Section 2. 3 For strength design, the required strength = 1.6D + 1.21L. For ASD, the factored load = 1.01D + 1.01L. Conversion factor a is calculated by dividing the ACI 318 required strength by the ASCE 7 factored load. 4 Assuming a 50% dead and 50% live contributions, a = (1.6 . 0.5 + 1.2 . 0.5)/(1.O . 0.5 + 1.0 . 0.5) = 1.4 5 ASD = COflCwto No,,, / a = 0.65 Nper / 1.4 Hilti, Inc. (US) 1-800-879-8000 1 www.us.hilti.com I en espanol 1-800-879-5000 1 Hilti (Canada) Corp. 1-800-363-4458 1 www.hilti.ca I Anchor Fastening Technical Guide 2011 273 3.3.4 KWIK Bolt TZ Expansion Anchor . Table 7 - KWIK Bolt TZ Carbon and Stainless Steel Allowable Nonseismic Shear (ASD), Steel (lb)" Z3,4.5.6 Diameter (in.) Allowable Steel Capacity, Shear Carbon Steel Stainless Steel 3/8 1,925 2,530 1/2 2,945 3,685 5/8 4,335 5,290 3/4 1 7,325 8,415 1 Single anchors with no edge or anchor spacing reductions and no supplementary reinforcement (Condition B). 2 Strength design load combinations from ACI 318 Section 9.2. ASD load combinations from ASCE 7-05, Section 2. 3 For strength design, the required strength = 1.6D + 1.21L. For ASD, the factored load = 1.OD + 1 .OL. Conversion factor a is calculated by dividing the ACI 318 required strength by the ASCE 7 factored load. 4 ASD = . V / a = 0.75 . V /1.4 Table 8 - KWIK Bolt TZ Carbon and Stainless Steel Allowable Seismic Tension (ASD), Normal-Weight Cracked Concrete (lb)' 2,3,4,5 Diameter h (in.) ConcreteCompressive Strength ic = 2500 psi = 3000 psi = 4000 psi f', = 6000 psi Carbon Steel Stainless Steel Carbon Steel Stainless Steel Carbon Steel Stainless Steel Carbon Steel Stainless Steel 3/8 2 774 882 937 966 1,082 1,115 1,225 1,366 2 906 1,198 992 1,312 1,146 1,515 1,297 1,856 1/2 3-1/4 1,852 1,876 2,028 2,055 1 2,342 2,373 2,651 2,907 3-1/8 1,769 1,769 1,938 1,938 2,238 2,238 2,533 2,741 5/8 4 2,562 2,200 2,806 2,410 3,240 2,783 3,668 3,408 3-3/4 2,325 3,055 2,547 3,347 2,941 3,865 3,330 4,733 3/4 4-3/4 3,315 3,315 3,632 3,632 4,193 4,193 4,747 5,136 1 Single anchors with no edge or anchor spacing reductions and no supplementary reinforcement (Condition B). 2 Strength design load combinations from ACI 318 Section 9.2. ASD load combinations from ASCE 7-05, Section 2. 3 For strength design, the required strength = 1.2D + 1.OE. For ASD, the factored load = 1.13D + 0.7E. Conversion factor a is calculated by dividing the ACI 318 required strength by the ASCE 7 factored load. 4 Assuming a 50% dead and 50% earthquake contributions, a = (1.2 . 0.5 + 1.0 . 0.5)/(1.0 0.5 + 0.7 0.5) = 1.294 5 ASD = concrete seisnic Npuncr / a = 0.65 0.75 Npuncc / 1.294 Table 9 - KWIK Bolt TZ Carbon and Stainless Steel Allowable Seismic Shear (ASD), Steel (lb)" 2.3,4,5 Diameter (in.) Allowable Steel Capacity, Shear Carbon Steel Stainless Steel 3/8 1,565 1,915 1/2 2,390 2,590 5/8 3,515 4,005 3/4 1 5,945 6,375 1 Single anchors with no edge or anchor spacing reductions and no supplementary reinforcement (Condition B). 2 Strength design load combinations from ACI 318 Section 9.2. ASD load combinations from ASCE 7-05, Section 2. 3 For strength design, the required strength = 1.2D + 1.01E. For ASD, the factored load = 1.OD + 0.7E. Conversion factor a is calculated by dividing the ACI 318 required strength by the ASCE 7 factored load. 4 Assuming a 50% dead and 50% earthquake contributions, a = (1.2 . 0.5 + 1.0 0.5) / (1.0 . 0.5 + 0.7 . 0.5) = 1.294 5 Seismic ASD = V0q / a = 0.75 . 0.75 . Veq / 1.294 274 Hilti, Inc. (US) 1-800-879-8000 1 www.us.hilti.com I an espanol 1-800-879-5000 1 Hilti (Canada) Corp. 1 -800-363-4458 1 www.hilti.ca I Anchor Fastening Technical Guide 2011' KWIK Bolt TZ Expansion Anchor 3.3.4 Table 10 - KWIK Bolt TZ Allowable Tension and Shear Loads (ASD), Installed into the Underside of Lightweight Concrete over Metal Deck Slab1'2 Nominal Anchor Diameter Embedment Depth h1 (in.) Tension Nonseismic345 (lb) Tension Seismic789 (lb) Shear Nonseismic34'6 (Ib) Shear Seismic7810 (lb) 3/8 2 680 50 1,140 930 1/2 2 680 550 1,607 1,310 1/2 31/4 1,215 990 2,650 2,155 5/8 31/8 929 755 2,465 2,005 5/8 4 2,157 1,755 3,235 2,635 1 Single anchors with no edge or anchor spacing reductions and no supplementary reinforcement (Condition B). 2 Strength design load combinations from ACI 318 Section 9.2. ASD load combinations from ASCE 7-05, Section 2. 3 For strength design, the required strength = 1.6D + 1.2L. For ASD, the factored load = 1.OD + 1.OL. Conversion factor a is calculated by dividing the ACI 318 required strength by the ASCE 7 factored load. 4 Assuming a 50% dead and 50% live contributions, a = (1.6 . 0.5 + 1.2 . 0.5)/(1.0 0.5 + 1.0 . 0.5) = 1.4 5 ASD = (l000ncrete Npdeckcr / a = 0.65 N deck Cr / 1.4 6 ASD = O..el V$dk / a = 0.75 . VCdk / 1.4 7 For strength design, the required strength = 1.2D + 1.OE. For ASD, the factored load = 1.OD + 0.7E. Conversion factor a is calculated by dividing the ACI 318 required strength by the ASCE 7 factored load. 8 Assuming a 50% dead and 50% earthquake contributions, a = (1.2 0.5 + 1.0 . 0.5)/(1 .0 0.5 + 0.7 0.5) = 1.294 9 ASD = COncrete seisreic N deck Cr / a = 0.65 . 0.75. NpdeckCr/ 1.294 10 10. Seismic ASD = CcnCrete . / a = 0.75 . 0.75 . VsdeCk / 1.294 Table 11 - KWIK Bolt TZ Length Identification System Length ID marking on A B C 0 E F G H I J K L M N 0 P 0 R S T U V W bolt head Length From 114 2 214 3 314 4 414 5 514 6 614 7 714 8 814 9 914 10 11 12 13 14 15 of anchor, Up to e but not 22143314441455146614771488149 91410 111213141516 (in.) including Figure 4 - Bolt Head with Length Identification Mark and KWIK Bolt TZ Head Notch Embossment Hilti, Inc. (US) 1-800-879-8000 1 www.us.hilti.com I en espanol 1-800-879-5000 1 Hilti (Canada) Corp. 1-800-363-4458 1 www.hilti.ca I Anchor Fastening Technical Guide 2011 275 Mechanical Anchoring Systems Tr'1FrJ I 3.3.4 kWIK Bolt TZ Expansion Anchor is TABLE 12 - KWIK Bolt TZ Design Information in accordance with CSA A23.3-04 Annex Dl H Design Nominal anchor diameter __________ Ref. Parameter Symbol Units 3/8 1/2 5/8 3/4 A23.3-04 mm 9.5 12.7 15.9 19.1 Anchor O.D. d0 (in.) 0.375 05 0.625 0.75 Effective mm. mm 51 51 83 79 102 95 121 embedment depth hCt,Cn (in.) 2 2 3-1/4 3-1/8 4 3-3/4 4-3/4 Mm. member thickness hm,. I mm 102 I 127 102 I 152 152 I 203 127 152 I 203 152 I 203 203 Critical edge distance c mm 111 102 140 114 191 152 165 222 1 171 254 203 229 1 Minimum distance c 0 mm 64 70 60 92 83 121 105 edge for s> mm 127 146 146 156 149 267 225 Minimum S . mm 64 70 60 89 76 127 102 anchor spacing forc> mm 92 105 89 1 121 108 241 197 Minimum hole depth h 0 mm 67 67 102 98 121 117 146 in concrete Mm. edge distance 1, 2 or 3 1- D.5.4c Concrete material resis- 0.65 8.4.2 tance factor for concrete Steel embedment material resistance 0.85 8.4.3 factor for reinforcement Strength reduction factor for tension, steel failure R 0.80 D.5.4a modes Strength reduction factor for shear, steel R 0.75 D.5.4a failure modes Strength reduction R Cond. A 1.15 D.5.4c factor for tension, concrete failure modes R Cond. B 1.00 D.5.4c Strength reduction R Cond. A 1.15 D.5.4c factor for shear, concrete failure modes A Cond. B 1.00 D.5.4c Yield strength of f MPa 690 585 585 585 anchor steel Ultimate strength of MPa 862 731 731 731 anchor steel Effective cross-sectional mm2 33.6 65.0 104.6 152.8 area se Coefficient for factored concrete breakout k 7 D.6.2.6 resistance in tension Modification factor for resistance in tension to 4C,N 1.4 D.6.2.6 account for uncracked concrete Factored Steel N kN 19.7 32.3 52.0 76.0 D.6.1.2 Resistance in tension Factored Steel V kN 10.2 18.2 29.9 45.2 D.7.1.2c Resistance in shear el Factored Steel Resistance in shear, Vsrseiic kN 6.4 18.2 29.9 40.4 seismic Factored Steel Resistance in shear, V sr, dk kN 6.0 8.5 14.0 13.0 I 17.1 Not Permitted concrete on metal deck I Factored pullout I resistance in 20 MPa N pr, uncr kN 7.8 N/A 17.1 N/A I 28.4 25.7 I 33.2 D.6.3.2 uncracked concrete Factored pullout resistance in 20 MPa N pr, Cr kN 7.1 N/A 15.3 N/A N/A D.6.3.2 cracked concrete 20 MPa cracked N ik kN 4.5 4.5 8.1 I 6.2 14.4 Not Permitted D.6.3.2 concrete 1 For more information, please visit www.hilti.ca and navigate Service/Downloads, then Technical Downloads and open the Limit States Design Guide. 276 Hti, Inc. (US) 1-800-879-8000 1 www.us.hilti.com I en espanoll-800-879-5000 1 Hilti (Canada) Corp. 1-800-363-4458 1 www.hilti.ca I Anchor Fastening Technical Guide 2011 C KWIK Bolt TZ Expansion Anchor 3.3.4 TABLE 13 - KWIK Bolt RTZ Design Information in accordance with CSA A23.3-04 Annex D1 H Design Nominal anchor diameter __________ Ref. Symbol Units 3/8 1/2 5/8 3/4 A23.3-04 Parameter mm 9.5 12.7 15.9 19.1 Anchor O.D. d0 (in.) 0.375 0.5 0.625 0.75 Effective mm. mm 51 51 83 79 102 95 121 embedment depth het, in (in.) 1 2 2 3-1/4 3-1/8 4 3-3/4 4-3/4 Min. member thickness hm,n mm 102 I 127 102 I 152 152 I 203 127 152 I 203 152 I 203 203 Critical edge distance c mm 111 98 140 1 114 191 152 178 225 1 152 254 1 178 229 c mm 64 73 54 83 60 108 102 Minimum edge distance for s> mm 127 146 133 140 140 254 216 Minimum mm 57 73 51 70 60 127 102 anchor spacing for c> mm 1 89 114 83 105 108 241 - 178 Minimum hole depth in h0 mm 67 67 102 98 121 117 146 concrete Anchor category 1, 2 or 3 1 - D.5.4c Concrete material resis- 0.65 8.4.2 tance factor for concrete Steel embedment mate- rial resistance factor for d 0.85 8.4.3 reinforcement Strength reduction factor for tension, steel failure R 0.80 D.5.4a modes Strength reduction factor for shear, steel R 0.75 D.5.4a failure modes Strength reduction R Cond. A 1.15 D.5.4c factor for tension, concrete failure modes R Cond. B 1.00 D.5.4c Strength reduction factor R Cond. A 1.15 D.5.4c for shear, concrete failure modes R Cond. B 1.00 D.5.4c Yield strength of anchor fy MPa 634 634 634 525 steel Ultimate strength of fut MPa 793 793 793 700 anchor steel Effective cross-sectional A mm2 33.6 65.0 104.6 152.8 area Coefficient for factored concrete breakout k 7 10 7 7 10 7 0.6.2.6 resistance in tension Modification factor for resistance in tension to 1.40 1.00 1.40 1.40 1.00 1.40 D.6.2.6 account for uncracked concrete Factored Steel N, kN 18.1 35.1 56.4 72.7 D.6.1.2 Resistance in tension Factored Steel V, kN 13.8 19.5 33.6 56.9 D.7.1.2c Resistance in shear Factored Steel Resistance in shear, kN 8.0 19.5 33.6 41.4 seismic Factored pullout I I resistance in 20 MPa Nprcr kN 8.2 N/A I 17.9 N/A N/A 37.4 0.6.3.2 uncracked concrete I Factored pullout I resistance in 20 MPa Npr,c,kN 7.3 9.9 N/A N/A 18.1 25.2 N/A D.6.3.2 cracked concrete 1 For more information, please visit www.hilti.ca and navigate Service/Downloads, then Technical Downloads and open the Limit States Design Guide. Hilti, Inc. (US) 1-800-879-8000 1 www.us.hilti.com I en español 1-800-879-5000 1 Hilti (Canada) Corp. 1-800-363-4458 1 www.hilti.ca I Anchor Fastening Technical Guide 2011 277 Mechanical Anchoring Systems OJI5RJ I 3.3.4 KWIK Bolt TZ Expansion Anchor 3.3.4.4 KWIK Bolt TZ Anchor Installation Instructions into normal-weight and lightweight concrete 1. Hammer drill a hole to the same nominal diameter as the KWIK Bolt TZ. The minimum hole depth must conform with the instructions for use adhered to the packaging and the ICC-ES evaluation report, if applicable. The fixture may be used as a drilling template to ensure proper anchor location. 2. Clean hole. 3. Drive the KWIK Bolt TZ into the hole using a hammer. The anchor must be driven until at least 4 threads are below the surface of the fixture. 4. Tighten the nut to the installation torque. 0 278 HUti, Inc. (US) 1-800-879-8000 1 www.us.hilti.com I an español 1-800-879-5000 1 Hilti (Canada) Corp. 1-800-363-4458 1 www.hilti.ca I Anchor Fastening Technical Guide 2011 kWIK Bolt TZ Expansion Anchor 3.3.4 3.3.4.5 kWIK Bolt TZ Anchor Ordering Information Description Length (in.) Threaded Length (in.) Box Quantity KB-TZ 3/8x3 3 7/8 50 KB-TZ 3/8x3-3/4 3-3/4 1-5/8 50 [KB-TZ 3/8x5 5 2-7/8 50 KB-TZ 1/2x3-3/4 3-3/4 1-5/8 20 KB-TZ 1/2x4-1/2 4-1/2 2-3/8 20 KB-TZ 1/2x5-1/2 5-1/2 3-3/8 20 I KB-TZ 1/2x7 7 4-7/8 20 KB-TZ 518x4-3/4 4-3/4 1-1/2 15 KB-TZ 5/8x6 6 2-3/4 15 KB-TZ 5/8x8-1/2 8-1/2 5-1/4 15 1k-TZ5/8x10 10 6-3/4 15 KB-TZ 3/4x5-1/2 51/2 1-1/2 10 KB-TZ 3/4x8 8 4 10 KB-TZ 3/4x10 10 6 10 K13-TZ SS304 3/8x3 3 7/8 50 KB-TZ SS304 3/8x3-3/4 3-3/4 1-5/8 50 [KB-TZ SS304 3/8x5 5 2-7/8 50 KB-TZ SS304 1/2x3-3/4 3-3/4 1-5/8 20 I KB-TZ SS304 1/2x4-1/2 4-1/2 2-3/8 20 KB-TZ SS304 1/2x5-1/2 5-1/2 3-3/8 20 [KB-TZ SS304 1/2x7 7 4-7/8 20 S KB-TZ SS304 5/8x4-3/4 4-3/4 1-1/2 15 [KB-TZ SS304 5/8x6 6 2-3/4 15 KB-TZ SS304 5/8x8-1/2 8-1/2 5-1/4 15 1k-TZ SS304 5/8x10 10 6-3/4 15 KB-TZ SS3O43/4x5-1/2 5-1/2 1-1/2 10 [KB-TZ SS304 3/4x8 KB-TZ SS3O43/4x10 8 10 4 6 10 10 LKB-TZ SS3163/8x3 3 7/8 50 1 KB-TZ SS316 3/8x3-3/4 3-3/4 1-5/8 50 KB-TZ SS316 1/2x3-3/4 3-3/4 1-5/8 20 KB-TZ SS316 1/2x4-1/2 4-1/2 2-3/8 20 IK6-TZSS3161/2x5-1/2 -- 5-1/2 3-3/8 20 KB-TZ SS316 5/8x4-3/4 4-3/4 1-1/2 15 KB-TZ SS316 5/8x6 6 2:3/4 15 -. 1 KB-TZ SS3163/4x5-1/2 5-1/2 1-1/2 10 KB-TZ SS316 3/4x10 10 6 - 10 j Hti, Inc. (US) 1-800-879-8000 1 www.us.hilti.com I an español 1-800-879-5000 1 Hilti (Canada) Corp. 1-800-363-4458 1 www.hilti.ca I Anchor Fastening Technical Guide 2011 279 ICC-ES Evaluation Report ESR1917* Reissued May 1, 2011 This report is subject to renewal May 1, 2013. www.icc-es.orcj I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® S DIVISION: 0300 00—CONCRETE Section: 03 16 00—Concrete Anchors REPORT HOLDER: HILTI, INC. 5400 SOUTH 122ND EAST AVENUE TULSA, OKLAHOMA 74146 (800) 879-8000 www.us.hilti.com HiltiTechEng(äus.hiIti.com II! sII.1 I1IT!Ii1i HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL ANCHORS IN CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009 and 2006 International Building Code® (IBC) 2012, 2009 and 2006 International Residential Code® (IRC) Property evaluated: Structural 2.0 USES The Hilti Kwik Bolt TZ anchor (KB-TZ) is used to resist static, wind, and seismic tension and shear loads in cracked and uncracked normal-weight concrete and sand- lightweight concrete having a specified compressive strength, f's, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). The 3/8-inch- and 112-inch-diameter (9.5 mm and 12.7 mm) carbon steel KB-TZ anchors may be installed in the topside of cracked and uncracked normal-weight or sand- lightweight concrete-filled steel deck having a minimum member thickness, hmin,cleck, as noted in Table 6 of this report and a specified compressive strength, f, of 3,000 psi to 8,500 psi (20.7 MPa to 58.6 MPa). The 3/8-inch-, 1/2-inch- and 5/8-inch-diameter (9.5 mm, 12.7 mm and 15.9 mm) carbon steel KB-TZ anchors may be installed in the soffit of cracked and uncracked normal- weight or sand-lightweight concrete over metal deck having a minimum specified compressive strength, f, of 3,000 psi (20.7 MPa). The anchoring system complies with anchors as described in Section 1909 of the 2012 IBC and Section 1912 of the 2009 and 2006 IBC. The anchoring system is an alternative to cast-in-place anchors described in Section1908 of the 2012 IBC and Section 1911 of the 2009 and 2006 IBC. The anchors may also be used where an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 KB-TZ: KB-TZ anchors are torque-controlled, mechanical expansion anchors. KB-TZ anchors consist of a stud (anchor body), wedge (expansion elements), nut, and washer. The anchor (carbon steel version) is illustrated in Figure 1. The stud is manufactured from carbon steel or AlSI Type 304 or Type 316 stainless steel materials. Carbon steel KB-TZ anchors have a minimum 5 pm (0.0002 inch) zinc plating. The expansion elements for the carbon and stainless steel KB-TZ anchors are fabricated from Type 316 stainless steel. The hex nut for carbon steel conforms to ASTM A563-04, Grade A, and the hex nut for stainless steel conforms to ASTM F594. The anchor body is comprised of a high-strength rod threaded at one end and a tapered mandrel at the other end. The tapered mandrel is enclosed by a three-section expansion element which freely moves around the mandrel. The expansion element movement is restrained by the mandrel taper and by a collar. The anchor is installed in a predrilled hole with a hammer. When torque is applied to the nut of the installed anchor, the mandrel is drawn into the expansion element, which is in turn expanded against the wall of the drilled hole. 3.2 Concrete: Normal-weight and sand-lightweight concrete must conform to Sections 1903 and 1905 of the IBC. 3.3 Steel Deck Panels: Steel deck panels must be in accordance with the configuration in Figures 5A, 58 and SC and have a minimum base steel thickness of 0.035 inch (0.899mm). Steel must comply with ASTM A653/A653M SS Grade 33 and have a minimum yield strength of 33,000 psi (228 MPa). 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Design strength of anchors complying with the 2012 IBC as well as Section R301.1.3 of the 2012 IRC, must be determined in accordance with ACI 318-11 Appendix D and this report. Design strength of anchors complying with the 2009 IBC and Section R301.1.3 of the 2009 IRC must be determined in accordance with ACI 318-08 Appendix D and this report. *Revised August 2012 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not spec d,lcally 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® 2012 Page 1 of 12 ESR-1 917 I Most Widely Accepted and Trusted Page 2 of 12 Design strength of anchors complying with the 2006 IBC and Section R301.1.3 of the 2006 lRC must be in accordance with ACI 318-05 Appendix D and this report. Design parameters provided in Tables 3, 4, 5 and 6 of this report are based on 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 D.4.1, except as required in ACI 318 D.3.3. Strength reduction factors, 0, as given in ACI 318-11 D.4.3 and noted in Tables 3 and 4 of this report, must be used for load combinations calculated in accordance with Section 1605.2 of the IBC and Section 9.2 of ACI 318. Strength reduction factors, 0, as given in ACI 318-11 D.4.4 must be used for load combinations calculated in accordance with ACI 318 Appendix C. An example calculation in accordance with the 2012 IBC is provided in Figure 7. The value of fc used in the calculations must be limited to a maximum of 8,000 psi (55.2 MPa), in accordance with ACI 318-11 D.3.7. 4.1.2 Requirements for Static Steel Strength in Tension: The nominal static steel strength, Nsa, of a single anchor in tension must be calculated in accordance with ACI 318 D.5.1.2. The resulting Nsa values are provided in Tables 3 and 4 of this report. Strength reduction factors 0 corresponding to ductile steel elements may be used. 4.1.3 Requirements for Static Concrete Breakout Strength in Tension: The nominal concrete breakout strength of a single anchor or group of anchors in tension, Nb or Ncbg, respectively, must be calculated in accordance with ACI 318 D.5.2, with modifications as described in this section. The basic concrete breakout strength in tension, Nb, must be calculated in accordance with ACI 318 D.5.2.2, using the values of hat and kcr as given in Tables 3, 4 and 6. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI 318 D.5.2.6 must be calculated with kunor as given in Tables 3 and 4 and with tPcN = 1.0. For carbon steel KB-TZ anchors installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A and SB, calculation of the concrete breakout strength is not required. 4.1.4 Requirements for Static Pullout Strength in Tension: The nominal pullout strength of a single anchor in accordance with ACI 318 D.5.3.1 and D.5.3.2 in cracked and uncracked concrete, Np,cr and Np,uncr, respectively, is given in Tables 3 and 4. For all design cases LJJcp = 1.0. In accordance with ACI 318 D.5.3, the nominal pullout strength in cracked concrete may be calculated in accordance with the following equation: Np,f = Np,cr J (lb, psi) (Eq-1) 500 = Nperj2 (N, MPa) In regions where analysis indicates no cracking in accordance with ACI 318 D.5.3.6, the nominal pullout strength in tension may be calculated in accordance with the following equation: = Np,uncr,j o (lb, psi) (Eq-2) 2,50 N1 = Np,uncr2 (N, MPa) fc Where values for Np,cr or Np,uncr are not provided in Table 3 or Table 4, the pullout strength in tension need not be evaluated. The nominal pullout strength in cracked concrete of the carbon steel KB-TZ installed in the soffit of sand- lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A and 513, is given in Table 5. In accordance with ACI 318 D.5.3.2, the nominal pullout strength in cracked concrete must be calculated in accordance with Eq-1, whereby the value of Np,deck,cr must be substituted for Np,cr and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. In regions where analysis indicates no cracking in accordance with ACI 318 5.3.6, the nominal strength in uncracked concrete must be calculated according to Eq-2, whereby the value of Np,cleck,wicr must be substituted for Np,uncr and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. The use of stainless steel KB-TZ anchors installed in the soffit of concrete on steel deck assemblies is beyond the scope of this report. 4.1.5 Requirements for Static Steel Strength in Shear: The nominal steel strength in shear, Vsa, of a single anchor in accordance with ACI 318 D.6.1.2 is given in Table 3 and Table 4 of this report and must be used in lieu of the values derived by calculation from ACI 318-11, Eq. D-29. The shear strength Vsa,deck of the carbon-steel KB-TZ as governed by steel failure of the KB-TZ installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A and SB, is given in Table 5. 4.1.6 Requirements for Static Concrete Breakout Strength in Shear: The nominal concrete breakout strength of a single anchor or group of anchors in shear, VCb or VCb0, respectively, must be calculated in accordance with ACI 318 D.6.2, with modifications as described in this section. The basic concrete breakout strength, Vb, must be calculated in accordance with ACI 318 D.6.2.2 based on the values provided in Tables 3 and 4. The value of £ used in ACI 318 Eq. D-24 must be taken as no greater than the lesser of he or 8da. For carbon steel KB-TZ anchors installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A and SB, calculation of the concrete breakout strength in shear is not required. 4.1.7 Requirements for Static Concrete Pryout Strength in Shear: The nominal concrete pryout strength of a single anchor or group of anchors, Vp or V, respectively, must be calculated in accordance with ACI 318 D.6.3, modified by using the value of k p provided in Tables 3 and 4 of this report and the value of NCb or Ncbg as calculated in Section 4.1.3 of this report. For carbon steel KB-TZ anchors installed in the soffit of sand-lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, as shown in Figures 5A and 513, calculation of the concrete pry-out strength in accordance with ACI 318 D.6.3 is not required. ESR-1 917 I Most Widely Accepted and Trusted Page 3 of 12 C 4.1.8 Requirements for Seismic Design: 4.1.8.1 General: For load combinations including seismic, the design must be performed in accordance with ACI 318 D.3.3. For the 2012 IBC, Section 1905.1.9 shall be omitted. Modifications to ACI 318 D.3.3 shall be applied under Section 1908.1.9 of the 2009 IBC, or Section 1908.1.16 of the 2006 IBC. The nominal steel strength and the nominal concrete breakout strength for anchors in tension, and the nominal concrete breakout strength and pryout strength for anchors in shear, must be calculated in accordance with ACI 318 D.5 and D.6, respectively, taking into account the corresponding values given in Tables 3, 4 and 5 of this report. The anchors may be installed in Seismic Design Categories A through F of the IBC. The anchors comply with ACI 318 D.1 as ductile steel elements and must be designed in accordance with ACI 318-11 D.3.3.4, 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 D.3.3.6, or ACI 318-05 D.3.3.4 or D.3.3.5, as applicable. 4.1.8.2 Seismic Tension: The nominal steel strength and nominal concrete breakout strength for anchors in tension must be calculated in accordance with ACI 318 D.5.1 and ACI 318 D.5.2, as described in Sections 4.1.2 and 4.1.3 of this report. In accordance with ACI 318 D.5.3.2, the appropriate pullout strength in tension for seismic loads, Np,eq, described in Table 4 or Np,deck,cr described in Table 5 must be used in lieu of N, as applicable. The value of Np,eq or Np,cjeck,cr may be adjusted by calculation for concrete strength in accordance with Eq-i and Section 4.1.4 whereby the value of Np,cjeck,cr must be substituted for Np,cr and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. If no values for Np,,q are given in Table 3 or Table 4, the static design strength values govern. 4.1.8.3 Seismic Shear: The nominal concrete breakout strength and pryout strength in shear must be calculated in accordance with ACI 318 D.6.2 and D.6.3, as described in Sections 4.1.6 and 4.1.7 of this report. In accordance with ACI 318 D.6.1.2, the appropriate value for nominal steel strength for seismic loads, Vsa,eq described in Table 3 and Table 4 or Vsa deck described in Table 5 must be used in lieu of Vsa, as applicable. 4.1.9 Requirements for Interaction of Tensile and Shear Forces: For anchors or groups of anchors that are subject to the effects of combined tension and shear forces, the design must be performed in accordance with ACI 318 D.7. 4.1.10 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318 D.8.1 and D.8.3, values of Smin and cmin as given in Tables 3 and 4 of this report must be used. In lieu of ACI 318 D.8.5, minimum member thicknesses hmin as given in Tables 3 and 4 of this report must be used. Additional combinations for minimum edge distance, cmn, and spacing, sin, may be derived by linear interpolation between the given boundary values as described in Figure 4. For carbon steel KB-TZ anchors installed on the top of normal-weight or sand-lightweight concrete over profile steel deck floor and roof assemblies, the anchor must be installed in accordance with Table 6 and Figure 5C. For carbon steel KB-TZ anchors installed in the soffit of sand-lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, the anchors must be installed in accordance with Figure 5A or 5B and shall have an axial spacing along the flute equal to the greater of 3hef or 1.5 times the flute width. 4.1.11 Requirements for Critical Edge Distance: In applications where c < cac and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for uncracked concrete, calculated in accordance with ACI 318 D.5.2, must be further multiplied by the factor Pcp,N as given by Eq-1: Wcp,N = (Eq-3) whereby the factor Pcp,N need not be taken as less than L.!!eL For all other cases, 'Pcp,N = 1.0. In lieu of Cac using ACI 318 D.8.6, values of cac must comply with Table 3 or Table 4 and values of cac,deck must comply with Table 6. 4.1.12 Sand-lightweight Concrete: For ACI 318-11 and 318-08, when anchors are used in sand-lightweight concrete, the modification factor Aa or A, respectively, for concrete breakout strength must be taken as 0.6 in lieu of ACI 318-11 D.3.6 (2012 IBC) or ACI 318-08 D.3.4 (2009 IBC). In addition the pullout strength Np,cr, Np,uncr and Np,eq must be multiplied by 0.6, as applicable. For ACI 318-05, the values Nb, Np,cr, Np,uncr, Np,eg and Vb determined in accordance with this report must be multiplied by 0.6, in lieu of ACI 318 D.3.4. For carbon steel KB-TZ anchors installed in the soffit of sand-lightweight concrete-filled steel deck and floor and roof assemblies, this reduction is not required. Values are presented in Table 5 and installation details are show in Figures 5A and SB. 4.2 Allowable Stress Design (ASD): 4.2.1 General: Design values for use with allowable stress design (working stress design) load combinations calculated in accordance with Section 1605.3 of the IBC, must be established as follows: Tallowab/eASD = a VaiIowableASD - - øv a where: Ta/fowab/eASO = Allowable tension load (Ibf or kN). Vailowab/eASO = Allowable shear load (Ibf or kN). ØN = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318 D.4.i, and 2009 IBC Section 1908.1.9 or 2006 IBC Section 1908.1.16, as applicable (lbf or N). OVn Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318 D.4.i, and 2009 IBC Section 1908.1.9 or 2006 IBC Section 1908.1.16, as applicable (Ibf or N). ESR-1 917 I Most Widely Accepted and Trusted Page 4 of 12 C] a = Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, a must include all applicable factors to account for nonductile failure modes and required over- strength. The requirements for member thickness, edge distance and spacing, described in this report, must apply. An example of allowable stress design values for illustrative purposes in shown in Table 7. 4.2.2 Interaction of Tensile and Shear Forces: The interaction must be calculated and consistent with ACI 318 D.7 as follows: For shear loads Vappijed :5 0.2 Val/owableASD, the full allowable load in tension must be permitted. For tension loads Tapplied 15 0.2Tallowable,ASD, the full allowable load in shear must be permitted. For all other cases: Tapptted + Vapp1ed < 1.2 (Eq-4) TallowableASD VatlowableAsD 4.3 Installation: Installation parameters are provided in Tables 1 and 6 and Figures 2, 5A, 5B and 5C. Anchor locations must comply with this report and plans and specifications approved by the code official. The Hilti KB-TZ must be installed in accordance with manufacturer's published instructions and this report. In case of conflict, this report governs. Anchors must be installed in holes drilled into the concrete using carbide-tipped masonry drill bits complying with ANSI B212.15-1994. The minimum drilled hole depth is given in Table 1. Prior to installation, dust and debris must be removed from the drilled hole to enable installation to the stated embedment depth. The anchor must be hammered into the predrilled hole until hnom is achieved. The nut must be tightened against the washer until the torque values specified in Table 1 are achieved. For installation in the soffit of concrete on steel deck assemblies, the hole diameter in the steel deck not exceed the diameter of the hole in the concrete by more than 1/8 inch (3.2 mm). For member thickness and edge distance restrictions for installations into the soffit of concrete on steel deck assemblies, see Figures 5A and 513. 4.4 Special Inspection: Periodic special inspection is required in accordance with Section 1705.1.1 and Table 1705.3 of the 2012 IBC, or Section 1704.15 of the 2009 IBC and Table 1704.4 or Section 1704.13 of the 2006 IBC, as applicable. The special inspector must make periodic inspections during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, anchor spacing, edge distances, concrete member thickness, tightening torque, hole dimensions, anchor embedment and adherence to the manufacturer's printed installation instructions. The special inspector must be present as often as required in accordance with the "statement of special inspection." Under the IBC, additional requirements as set forth in Sections 1705, 1706 and 1707 must be observed, where applicable. 5.0 CONDITIONS OF USE The Hilti KB-TZ anchors described in this report comply with the codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 Anchor sizes, dimensions, minimum embedment depths and other installation parameters are as set forth in this report. 5.2 The anchors must be installed in accordance with the manufacturer's published instructions and this report. In case of conflict, this report governs. 5.3 Anchors must be limited to use in cracked and uncracked normal-weight concrete and sand- lightweight concrete having a specified compressive strength, f, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa), and cracked and uncracked normal- weight or sand-lightweight concrete over metal deck having a minimum specified compressive strength, f's, of 3,000 psi (20.7 MPa). 5.4 The values of f'0 used for calculation purposes must not exceed 8,000 psi (55.1 MPa). 5.5 Strength design values must be established in accordance with Section 4.1 of this report. 5.6 Allowable design values are established in accordance with Section 4.2. 5.7 Anchor spacing and edge distance as well as minimum member thickness must comply with Tables 3, 4, and 6, and Figures 4, 5A, 513, and 5C. 5.8 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.9 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of expansion anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report. 5.10 Anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (f > fr), subject to the conditions of this report. 5.11 Anchors may be used to resist short-term loading due to wind or seismic forces in locations designated as Seismic Design Categories A through F of the IBC, subject to the conditions of this report. 5.12 Where not otherwise prohibited in the code, KB-TZ anchors are permitted for use with fire-resistance- rated construction provided that at least one of the following conditions is fulfilled: Anchors are used to resist wind or seismic forces only. Anchors that support a fire-resistance-rated envelope or a fire- resistance-rated membrane are protected by approved fire-resistance- rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. Anchors are used to support nonstructural elements. 5.13 Use of zinc-coated carbon steel anchors is limited to dry, interior locations. 5.14 Special inspection must be provided in accordance with Section 4.4. ESR-1 917 I Most Widely Accepted and Trusted Page 5 of 12 S 5.15 Anchors are manufactured by Hilti AG under an approved quality control program with inspections by UL LLC (AA-668). 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated March 2012 (ACI 355.2-07). 6.2 Quality control documentation. 7.0 IDENTIFICATION The anchors are identified by packaging labeled with the manufacturer's name (Hilti, Inc.) and contact information, anchor name, anchor size, evaluation report number (ICC-ES ESR-1917), and the name of the inspection agency (UL LLC). The anchors have the letters KB-TZ embossed on the anchor stud and four notches embossed into the anchor head, and these are visible after installation for verification. Fj TABLE 1—SETTING INFORMATION (CARBON STEEL AND STAINLESS STEEL ANCHORS) SETTING Nominal anchor diameter (in.) INFORMATION Symbol Units 318 112 5/8 314 da In. 0.375 0.5 0.625 0.75 Anchor O.D. (d0)2 (mm) (9.5) (12.7) (15.9) (19.1) Nominal bit diameter dbd In. 3/8 1/2 5/8 3/4 Effective mm. In. 2 2 3-1/4 3-1/8 4 33/4 43/4 embedment hat (mm) (51) (51) (83) (79) (102) (95) (121) Nominal in. 2-5/16 2-3/8 3-5/8 3-9/16 4-7/16 4-5/16 5-9/16 embedment hnom (mm) (59) (60) (91) (91) (113) (110) (142) In. 2-5/8 2-5/8 4 3-3/4 4-3/4 4-1/2 5-3/4 Mm. hole depth h0 (mm) (67) (67) (102) (95) (121) (114) (146) Min. thickness of In. 1/4 3/4 1/4 3/8 3/4 1/8 15/8 fastened pan' tmio (mm) (6) (19) (6) (9) (19) (3) (41) Required ft-lb 25 40 60 110 Installation torque Tit (Nm) (34) (54) (81) (149) Min. dia. of hole in In. 7/16 9/16 11/16 13/16 fastened part dh (mm) (11.1) (14.3) (17.5) (20.6) Standard anchor In. 3 I -i4 I I 4-1/2 I 5-1/2 I I 4-3/4 I 6 I I 8-1/2 I I 10 5-1/2 I 8 I I 10 I lengths tench (mm) (76) I (95) I (127) (95) I 1(114) I (140) (178) (121) I (152) I (216) (254) (140) I (203) I (254) Threaded length In. 7/8 I 1-5/8 2-7/8 1-5/8 I 2-3/8 3-3/8 I 4-7/8 1-1/2 2-3/4 I 5-1/4 I 6-3/4 1-1/2 4 I 6 I (incl. dog point) thread (mm) (22) I (41) (73) (41) I I (60) (86) (124) (38) (133) (171) (38) I (102) I (152) In. 2-1/8 2-1/8 3-1/4 4 Unthreaded length IuMhr (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. 2The notation in parenthesis is for the 2006 IBC. mandrel dog point expansion element nut ESR-1917 I Most Widely Accepted and Trusted Page 6 of 12 UNC thread FIGURE 1—HILTI CARBON STEEL KWIK BOLT TZ (KB-TZ) tat h0 FIGURE 2—KB-TZ INSTALLED TABLE 2—LENGTH IDENTIFICATION SYSTEM (CARBON STEEL AND STAINLESS STEEL ANCHORS) Length iDmarking ABCDEFGHIJKLMNOPQRSTUVW on bolt head Length ofFrom 11,42 2%3 3%44%5 5%6 6%7 7',48 8%9 9%1O 1112131415 anchor, Up to but - (inches) not 2 2% 3 3% 4 4% 5 5% 6 6% 7 _ 7% 8 8Y2 9 9% 10 11 12 13 14 15 16 including - FIGURE 3—BOLT HEAD WITH LENGTH IDENTIFICATION CODE AND KB-TZ HEAD NOTCH EMBOSSMENT 11 ESR-1917 I Most Widely Accepted and Trusted Page 7 of 12 TABLE 3-DESIGN INFORMATION, CARBON STEEL KB-TZ Nominal anchor diameter DESIGN INFORMATION Symbol Units 1/2 5/8 3/4 Anchor 0.0. da('do) in. 0.5 0.625 0.75 E03/8 (12.7) (15.9) mm. embedment1 h0f in. (19.1) Effective 2 3-1/4 3-1/8 4 3-3/4 4-3/4 (mm) (51) (83) J) (102) (95) (121) Mm. member thickness2 hmj in. 4 I 6 6 I 8 5 6 I 8 6 I 8 8 (mm) (102) I (127) J1 02) 1(152) (152) I (203) J17) (152) 1(203) (152) (203) (203) Critical edge distance c44 in. 4-3/8 I 4 1(102) 5-1/2 I 4-1/2 7-1/2 I 6 1(152) 6-1/2 8-3/4 I 6-3/4 (222)1(171) 10 I 8 9 (mm) 1 (111) (140) (114) (191) J!! (254) (203) (229) In. 2-1/2 2-3/4 2-3/8 3-5/8 3-1/4 4-3/4 4-1/8 Mm. edge distance Cmi,, (mm) (64) (70) (60) JL (83) (121) (105) fors> in. 5 5-3/4 5-3/4 6-1/8 5-7/8 10-1/2 8-7/8 - (mm) (127) (146) (146) (149) (267) (225) in. 2-1/2 2-3/4 2-3/8 3-1/2 3 5 4 Mm. anchor spacing ______ (mm) S mm (64) (70) (60) J )_ (76) (127) (102) for c In. 3-5/8 4-1/8 3-1/2 4-3/4 4-1/4 9-1/2 7-3/4 - (mm) (92) (105) 1 (89) (j) (108) (241) 1 (197) Mm. hole depth in concrete in. 2-5/8 2-5/8 4 1 3-3/4 4-3/4 4-1/2 5-3/4 (mm) (67) (67) (102) J) 1 (121) (117) (146) Mm. specified yield strength fy Ib/in2 100,000 84,00 84,800 84,800 (N/mm2) (690) (585) (585) (585) Min. specified ult. strength G. lb/in2 115,000 106,000 106,000 106,000 (N/mm2) (793) (731) (731) (731) Effective tensile stress area AS,,N Inz 0.052 0.101 0.162 0.237 (mm2) (33.6) (65.0) (104.6) (152.8) Steel strength in tension Nsa lb 6,500 10,705 25,120 (kN) 17,170 (28.9) (47.6) (76.4) (111.8) Steel strength in shear Vsa lb 3,595 5,495 8,090 13,675 (kN) (16.0) (24.4) (36.0) (60.8) Steel strength in shear, Vsa,eq lb 2,255 5,495 7,600 11,745 seismic3 (kN) (10.0) (24.4) (33.8) (52.2) Pullout strength uncracked Np,sncr lb 2,515 NA I 5,515 I NA I 9,145 8,280 10,680 concrete4 (kN) (11.2) I (24.5) I (40.7) (36.8) (47.5) Pullout strength cracked Na,,,, lb 2,,270 NA 4 915 I (21.9) NA I NA NA NA concrete (kN) (10.1) ___________ _______ Anchor category5 1 Effectiveness factor k,,,,,,, uncracked concrete 24 Effectiveness factor k,,r cracked concrete 17 V14,1 k,,,,,,,Ik,,,. 1.0 Coefficient for pryout strength, k,, 1.0 2.0 Strength reduction factor Øfor tension, steel failure 0.75 modes8 Strength reduction factor çbfor shear, steel failure 0.65 modes8 Strength reduction Øfactor for tension, concrete 0.65 failure modes or pullout, Condition B9 Strength reduction Øfactor for shear, concrete 0.70 failure modes, Condition B9 Axial stiffness in service load I /3,, ,,,,, I lb/in. 700,000 range"I I lb/in. 500,000 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. 2 For sand-lightweight concrete over metal deck, see Figures 5A, 513 and 5C and Table 6. 3See Section 4.1.8 of this report. For all design cases 4/,,=1.0. NA (not applicable) denotes that this value does not control for design. See Section 4.1.4 of this report. 5 See ACI 318-11 D.4.3. 6See ACI 318 0.5.2.2. For all design cases 'P,,,N =1.0. The appropriate effectiveness factor for cracked concrete (k,,) or uncracked concrete (k,,,,,,,) must be used. :The KB-TZ is a ductile steel element as defined by ACI 3180.1. For use with the load combinations of ACI 318 Section 9.2. Condition B applies where supplementary reinforcement in conformance with ACI 318-11 D.4.3 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. 10 Mean values shown, actual stiffness may vary considerably depending on concrete strength, loading and geometry of application. ESR-1 917 I Most Widely Accepted and Trusted Page 8 of 12 TABLE 4-DESIGN INFORMATION, STAINLESS STEEL KB-TZ Nominal anchor diameter DESIGN INFORMATION Symbol Units 3/8 1/2 5/8 3/4 Anchor O.D. da(do) in. 0.375 0.5 0.625 0.75 (9.5) (12.7) (15.9) (19.1) Effective mm. embedment' her in. 2 2 3-114 3-1/8 4 3-3/4 4-3/4 (mm) (51) (51) (83) 7) (102) (95) (121) Mm. member thickness hmj, in. 5 _(102)1 416 618 5 618 618 8 (mm) (152) 1(203) (152) I (203) (152) (203) (203) Critical edge distance Cac in. t4-33/8 4[t3-7/~8 5-1/2 4-1/2 7-1/2 I 6 7 8-7/8 I 6 10 I 7 9 (mm) (140) (114) (191) 1(152) ) (225) I (152) (254) (178) (229) in. 2-1/2 2-7/8 2-1/8 3-1/4 2-3/8 4-1/4 4 Mm. edge distance Cmin (mm) (64) (73) (54) L (60) (108) (102) for s> in. 5 5-3/4 5-1/4 5-1/2 5-1/2 10 8-1/2 - (mm) 1 (127) (146) (133) (4 (140) (254) (216) in. 2-1/4 2-7/8 2 2-3/4 2-3/8 5 4 Mm. anchor spacing Srnie (mm) (57) (73) (51) IL (60) (127) (102) for c> in. 3-1/2 4-1/2 3-1/4 4-1/8 4-1/4 9-1/2 7 - (mm) (89) (114) (83) 11 (108) (241) (178) Mm. hole depth in concrete h0 in. 2-5/8 2-5/8 4 3-3/4 4-3/4 4-1/2 5-3/4 (mm) (67) (67) (102) JL (121) (117) 1 (146) Mm. specified yield strength fy lb/in2 92,000 92,000 92,000 76,125 (N/mm2) (634) (634) (634) (525) Mm. specified ult. Strength G. lb/in2 115,000 115,000 115,000 101,500 (N/mm2) (793) (793) (793) (700) Effective tensile stress area AN in2 0.052 0.101 0.162 0.237 (mm2) (33.6) (65.0) (104.6) (152.8) Steel strength in tension N_(kN) lb 5,968 11,554 17,880 24,055 (26.6) (51.7) (82.9) (107.0) Steel strength in shear V. lb 4,720 6,880 9,870 15,711 (kN) (21.0) (30.6) (43.9) (69.9) Pullout strength in tension, Np,eq lb NA 2,735 NA NA NA seismic2 (kN) (12.2) Steel strength in shear, Vsa,eq lb 2,825 6,880 9,350 12,890 seismic2 (kN) (12.6) (30.6) (41.6) (57.3) Pullout strength uncracked N 5 lb 2,630 NA 5,760 NA I NA I 12,040 concrete (kN) (11.7) (25.6) (53.6) Pullout strength cracked Np ,sr lb 2,340 3,180 NA NA 5' ,840 8,110 NA concrete (kN) (10.4) (14.1) (26.0) (36.1) I Anchor category4 1 2 1 Effectiveness factor k555, uncracked concrete 24 Effectiveness factor kcr cracked concrete 17 24 17 17 17 24 17 iPCN = k555,,/k5,6 1.0 Strength reduction factor Øfor tension, steel 0 75 failure modes7 Strength reduction factor Øfor shear, steel failure 0.65 modes7 Strength reduction 0 factor for tension, concrete 0.65 I 0.55 I 0.65 failure modes, Condition B8 Coefficient for pryout strength, kp 1.0 2.0 Strength reduction 0 factor for shear, concrete 0.70 failure modes, Condition B8 Axial stiffness in service load I I lb/in. 120,000 range9 Ar 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. 2See Section 4.1.8 of this report. NA (not applicable) denotes that this value does not control for design. 3For all design cases iP=1.0. NA (not applicable) denotes that this value does not control for design. See Section 4.1.4 of this report. 4 See ACI 318-11 D.4.3. 5SeeACl 318 D.5.2.2. 6For all design cases 1Pc,N =1.0. The appropriate effectiveness factor for cracked concrete (k) or uncracked concrete (k55 ,) must be used. 7The KB-TZ is a ductile steel element as defined by ACI 318 Dl. 8For use with the load combinations of ACI 318 Section 9.2. Condition B applies where supplementary reinforcement in conformance with ACI 318-11 D.4.3 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. 11 Sdesjgn Cdesign ESR-1 917 I Most Widely Accepted and Trusted Page 9 of 12 0) h. mm CL cmin ats~ Sd:jgfl h2:hmin 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 UNDERSIDE OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES' 6,7,8 DESIGN INFORMATION Symbol Units Loads According to Figure 5A Loads According to Figure 5B Anchor Diameter Anchor Diameter 3/8 112 5/8 3/8 1/2 5/8 Effective Embedment Depth in. 2 2 3-1/4 3-1/8 4 2 2 31/4 3-1/8 Minimum Hole Depth h0 in. 2-5/8 2-5/8 4 3-3/4 4-3/4 2-5/8 2-5/8 4 3-3/4 Pullout Resistance, uncracked Np,4ecm,,cr lb. 2,060 2,060 concrete) 3,695 2,825 6,555 1,845 1,865 3,375 4,065 Pullout Resistance (cracked concrete)3 Npde,,k,,r lb. 1,460 1,460 2,620 2,000 4,645 1,660 1,325 3,005 2,885 Steel Strength in Shear4 Vsadk lb. 2,130 3,000 4,945 4,600 6,040 2,845 2,585 3,945 4,705 Steel Strength in Shear, Seismic5 Vsa,deck,eq lb. 1,340 3,000 4,945 4,320 5,675 1,790 2,585 3,945 4,420 Installation must comply with Sections 4.1.10 and 4.3 and Figure 5A and 5B of this report. 2 The values listed must be used in accordance with Section 4.1.4 of this report. 3 The values listed must be used in accordance with Section 4.1.4 and 4.1.8.2 of this report. 4 The values listed must be used in accordance with Section 4.1.5 of this report. 5The values listed must be used in accordance with 4.1.8.3 of this report. Values are applicable to both static and seismic load combinations. 6The values for Ø, in tension and the values for 0sa in shear can be found in Table 3 of this report. 7 The characteristic pullout resistance for concrete compressive strengths greater than 3,000 psi may be increased by multiplying the value in the table by (PJ3,000)1 for psi or (PJ20.7) for MPa. 8 Evaluation of concrete breakout capacity in accordance with ACI 318 D.5.2, D.6.2, and D.6.3 is not required for anchors installed in the deck soffit. 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 5C1'2'3'4 DESIGN INFORMATION Symbol Units Nominal anchor diameter 3/8 1/2 Effective Embedment Depth hef in. 2 2 Minimum concrete thickness5 in. 3-1/4 3-1/4 Critical edge distance c,4905,1 in. 9 9 Minimum edge distance C,,,, deck tmop in. 3 4-1/2 Minimum spacing Smindeckjop in. 4 6-1/2 1 Installation must comply with Sections 4. 1.10 and 4.3 and Figure 5C of this report. . 2 For all other anchor diameters and embedment depths refer to Table 3 and 4 for applicable values of hmi, c,,,, and s,,,,. Design capacity shall be based on calculations according to values in Table 3 and 4 of this report. Applicable for 31/4-in :5 h,,mfldk <4-in. For h,,fld0k a 4-inch use setting information in Table 3 of this report. Minimum concrete thickness refers to concrete thickness above upper flute. See Figure 5C. .. ESR-1 917 I Most Widely Accepted and Trusted Page 10 of 12 MIN. 3.000 PSI NORMAL OR SAND- LIGHTWEIGHT CONCRETE M UPPER FLUTE MIN, 20 GAUGE I MIN. 12"TYP. LOWER FLUTE MAX. 1" (RIDGE) FIGURE 5A—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES' '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 1-inch offset in either direction from the center of the flute. 20 I-.- -- MIN. 3,000 PSI NORMAL OR SAND- LIGHTWEIGHT CONCRETE UPPER \J(FLUTE \___ VALLEY) MIN MIN.206UAGE MAX3-1I2 STEEL W-DECK MIN. 2-1/2* 3/4* MIN. MIN6TYP LOWER FLUTE (RIDGE) FIGURE 513—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES - B DECK"' 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 1/8-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. Anchors may be placed in the upper flute of the steel deck profiles in accordance with Figure 513 provided the concrete thickness above the upper flute is minimum 3114-inch and the minimum hole clearance of 5/8-inch is satisfied. MIN. 3,000 PSI NORMAL OR SAND- LIGHTWEIGHT CONCRETE ICL\ (VALLEY) MIN MIN. 2OGUAGE 3f4 MIN 3-1/2" STEEL W-DECK MIN, 2-1/2" MIN 6 TYP -, - - LOWER FLUTE (RIDGE) FIGURE 5C—INSTALLATION ON THE TOP OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES"2 'Refer to Table 6 for setting information for anchors in to the top of concrete over metal deck. 2Applicable for 3-1/4-in :5 h,,. <4-in. For h,,. a 4-inch use setting information in Table 3 of this report. ESR-1 917 I Most Widely Accepted and Trusted Page 11 of 12 TABLE 7—EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES Allowable tension (lbf) Nominal Anchor diameter (in.) Embedment depth (in.) Carbon Steel Stainless Steel f = 2500 psi Carbon Steel Stainless Steel 3/8 2 1105 1155 2 1490 1260 1/2 3-1/4 2420 2530 3-1/8 2910 2910 5/8 4 4015 4215 3-3/4 3635 3825 3/4 4-3/4 4690 5290 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. 3Load combinations from ACI 318 Section 9.2 (no seismic loading). 30% dead load and 70% live load, controlling load combination 1.21D + 1.6 L. 5Calculation of the weighted average for a = 0.3*1.2 + 0.7*1.6 = 1.48. = 2,500 psi (normal weight concrete). 7 C61 = c 2 2: Cac 8h ~: h,,, 9Values are for Condition B where supplementary reinforcement in accordance with ACl 318-11 0.4.3 is not provided 1. Hammer drill a hole to the same nominal 2. Clean hole. diameter as the Kwik Bolt 17. The hole depth must equal the anchor embedment listed in Table 1. The fixture may be used as a drilling template to ensure proper anchor location. 3. Drive the Kwik Bolt TZ into the hole using 4. Tighten the nut to the required a hammer. The anchor must be driven installation torque. until the nominal embedment is achieved. FIGURE 6—INSTALLATION INSTRUCTIONS ESR-1 917 I Most Widely Accepted and Trusted Page 12 of 12 A t T A Given: Two 1/2-inch carbon steel KB-TZ anchors under static tension A load as shown. -,-- -i- h f =3.25in. 1.5h Normal weight concrete, P3,000psi ' No supplementary reinforcement (Condition B per ACI 318-11 .' 110 _..v D.4.3 __ ,A.-1 s=6 c) Assume cracked concrete since no other information is available. '- -- - I I15et Needed: Using Allowable Stress Design (ASD) calculate the I _j 1.5 her c=4' allowable tension load for this configuration. A-A Calculation per ACI 318-11 Appendix D and this report. Code Ref. Report Ref. Step 1. Calculate steel capacity: ON = çbnA f = 0.75 x 2 x 0.101 x 106,000 = 16,0591b 0.5.1.2 §4.1.2 Check whether futa is not greater than 1.9fya and 125,000 psi. D.4.3 a Table 3 Step 2. Calculate concrete breakout strength of anchor in tension: NCbS = Ylec,NYIed,NYIc,NY1cp,NNb 0.5.2.1 § 4.1.3 Nco Step 2a. Verify minimum member thickness, spacing and edge distance: hm,n = 6 in. :5 6 in. .. ok 5on 2.375, 5.75 D.8 Table 3 2.375-5.75 slope = = -3.0 Fig. 4 3.5-2.375 For cm,, = 4in 2.375 controls 3.5, 2.375 Sm10 = 5.75- [(2.375 - 4.0)(-3.0)1 = 0.875 < 2.3751n < 6in :. ok 0.875 Step 2b. For AN check 1.5h f = 1.5(3.25) = 4.88 in> C 3.01 f = 3(3.25) = 9.75 in > s D.5.2.1 Table 3 Step 2c. Calculate AN00 and Aft for the anchorage: ANCO =9he'f = 9 X (3.25)2 = 95.1 in.2 D.5.2.1 Table 3 ANC = (1.5h0f + C)(3h0f + s) = [1.5 x (3.25) + 4][3 x (3.25) + 61 = 139.81n.2 < 2A co .. ok Step 2d. Determine Wec,N : eN = 0.-. VelN = 1.0 0.5.2.4 - Step 2e. Calculate Nb:Nb = kCrAO\/7he' 17 X 1.0 x X 3.25 = 5,456 lb D.5.2.2 Table 3 Step 2f. Calculate modification factor for edge distance: V'ed N 0.7 + 0.3 = 0.95 D.5.2.5 Table 3 1.5(3.2 Step 2g. Calculate modification factor for cracked concrete: YcN =1.00 (cracked concrete) D.5.2.6 Table 3 Step 2h. Calculate modification factor for splitting: N =1.00 (cracked concrete) '/' - § 4. 1.10 Table 3 139.8 Step 2i. Calculate N,: 0 N0 9 =0.65 x x 1.00 x 0.95 x 1.00 x 5,456 = 4,952 lb Step 3. Check pullout strength: Table 3, 0nN 0f0 = 0.65 x 2 x 5,515 lb x 3000 7,852 lb >4,952 .. OK D.5.3.2 D.4.3 § 4.1.4 Table 3 2,500 c) Step 4. Controlling strength: ONCbO = 4,952 lb < onNpn < qN .. 01Vcbg controls D.4.1.2 Table 3 Step 5. To convert to ASD, assume U = 1.2D + 1.6L: Tai_ =4,952 = 3,346 lb.1.48 FIGURE 7-EXAMPLE CALCULATION P r6,935,821 for extreme or fPatWentPeoding variant roof pites Product Features The Sammy X-Press expands to provide Installs in seconds, saving time & direct vertical attachment in: installation costs. - Metal Deck (22-16 gauge) - Z-Pur)in (18-16 gauge) Use in applications where access to the back of the installed fastener is The Sammy X-Press Swivel allows you prohibited. ie. metal roof deck, tubular to hang plumb in extreme roof pitches: steel, or vapor barrier fabric. - 89" in Z-Purlin - 45" in metal deck for 12/12 pitch Less obsite material needed. 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