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C13 CA-M c\a( c ,,,:.":', •4,44 to:A: ;,,. 401; 4 TIGARD HIGH SCHOOL MODERNIZATION BASIC FIRE PROTECTION • MATERIALS AND METHODS SPECIFICATION SECTION McKinstry Submittal#21 05 00 10/31/2018 Submitted by: Mc instry For = ife of Your Building ,, Pipe Hangers TOLCOTM Fig. 200 - "Trimline" Adjustable Band Hanger TOLCOT" Fig. 200F "Trimline" Adjustable Band Hanger with Felt Lining for Copper Tubing TOLCOTM Fig. 200C - "Trimline" Adjustable Band Hanger with Plastic Coated TOLCOT" Fig. 200S - "Trimline" Adjustable Band Hanger with Removable Nut (For sizes 1" thru 2") Size Range: C S Fig. 200 - 1/2" (15mm)thru 8" (200mm) pipe A Overall Height l8 APPROVED Material: Steel, Pre-Galvanized B Function: For fire sprinkler and other general piping purposes. Knurled Center of pipe to top of knurled hanger rod nut. swivel nut design permits hanger adjustment after installation. D Top of pipe to bottom of hanger rod nut. Features: ,.ro • 1/2" (15mm)thru 2" (50mm)sizes have flared edges for ease of V' 200 %z& installation on all pipe types and protects CPVC plastic pipe from ,.' 200-3/4 abrasion. Captured knurled nut design (flared top)on 1" thru 2" sizes ° ®; °I ' keep nut from separating with hanger. Hanger is easily installed around pipe. � i • 1/2" (15mm),3/4" (20mm), and 21/2" (65mm)thru 8" (200mm)) Spring B /, tension on nut holds it securely in hanger before installation. ,. Knurled nut is easily removed. A • For 1/2" (15mm)and 3/4" (20mm)sizes with non-captured knurl nuts` � ��`'� order Fig. 200S Fig. Approvals: Underwriters Laboratories listed (1/2" (15mm)thru 8" (200mm)) 200-21/2 to 200-8 in the USA(UL)and Canada (cUL)for steel and CPVC plastic pipe and Fig. Factory Mutual Engineering Approved(FM) (3/4" (20mm)thru 8" (200mm)). 200-1 to Conforms to Federal Specifications WW-H-171 E&A-A-1192A,Type 10 200-2 and Manufacturers Standardization Society ANSI/MSS SP-69&SP-58, Type 10. Maximum Temperature: 650°F(343°C) Finish: Pre-Galvanized. Stainless Steel materials will be supplied with (2) hex nuts > in place of a knurl nut. ` y L *.,, , Order By: Part number and pipe size, (40). ** Note: For metric hanger rod sizes add the / metric rod size to the figure number. Example: 200M8-11/2 or 200M10-11/2 Fig.200C Fig.200F Fig.200 Fig.200&Fig.200S 200C-11/2 shown 200F-11/2 shown shown with captured nut shown with 1"thru 2"sizes only non-captured nut - Size Rod Size A B 0 Max.Rem a "ppro `"".7100 Part No.** in. (mm) in. mm** in (mm) in. (mm) in. (mm) lbs. (kN) lbs. (kg) 200-1/2 1/2 (15) 3/8'-16 M8 or M10 31/8" (79.4) 25/8" (66.7) 111/32"(34.1) 400 (1.78) 11 (5.0) 200-3/4 3/4" (20) 3/8"-16 M8 or M10 31/8" (79.4) 21/2" (63.5) 11/16' (27.0) 400 (1.78) 11 (5.0) 200-1 1" (25) 3f8'-16 M8 or M10 33/8" (85.7) 25/8 (66.7) 11/8' (28.6) 400 (1.78) 12 (5.5) 200-11/4 11/4" (32) 3/8"-16 M8 or M10 33/4 (94.0) 27/8" 173.0) 15/32" (29.3) 400 (1.78) 13 (5.9) 200-11/2 11/2" (4f1)` 318'-16 M8 or M10 37/8" (98.4) 27/8". (73.0) 13/16" (30.2) 400 (1.78) 14 (6.4) 200-2 2" (50) 3/8"-16 M8 or M10 41/2" (114.3) 3" (76.3) 13/16" 130.2) 400 (1.78) 15 (6.9) 200-21/2rr2)/2 " (65) 3/8"-16 M10 55/8" (142.9) 41/8 �Q4.7}' 17/16 (36 , .5) 600 (2.67) 27 (12.3) 200-3 3" (75) 3/8"-16 M10 57/s" (149.1) 4" (101.6) 11/4" (31.7) 600 (2.67) 29 (13.3) 200-31/2 31/2" (90) 3/8"-16 M10 73/s` (187.3) 51/4" (133.3) 23/16" (55.6) 600 (2.67) 34 (15.6) 200-4 4" (100) 3/8"-16 M10 73/8' (187.3) 5" (127.0) 13/8" (34.91 1000 (4.45) 35 (16.0) 200-5 5' (125) 1/2"-13 M12 91/8' (231.8) 6114" (158.7) 311/32 (84.9) 1250 (5.56) 66 130.2) ,?. 200-6 6" (150) 1/2"-13 M12 101/8" (257.2) 63/4' (171.4) 27/32' (56.3) 1250 (5.56) 73 (33.4) 200-8 8" (200) 1/2"-13 M12 131/8" (333.4) 83/4" (222.2) 37/32' (81.7) 1250 (5.56) 136 (62.3) All dimensions in charts and on drawings are in inches.Dimensions shown in parentheses are in millimeters unless otherwise specified. B-Line series Fire Protection Solutions 23 Eaton Pipe Clamps B3373 - Standard Riser Clamp B3373C - PVC Coated Standard Riser Clamp , aC)tis. Size Range: (B3373) 1/2" (15mm)thru 30" (760mm)pipe LISTER (B3373C) 1/2" (15mm)thru 6"(150mm) pipe Material: Steel 41011 APPROVED Function: Used for supporting vertical piping. Approvals: Underwriters Laboratories Listed in the USA(UL), Canada (cUL) 3/4" (20mm)-8" (200mm). Factory Mutual Engineering Approved(FM), 3/4" (20mm)thru -_ 8" (200mm). Conforms to Federal Specification WW-H-171E&A-A-1192A, Type 8, - 1 and Manufacturers Standardization Society ANSI/MSS SP-69&SP-58, Type 8. `. Maximum Temperature: 650°F(343°C) it / 1I Finish: Plain. Contact customer service for alternative finishes and materials. iT 4 Order By: / Figure number, pipe size and finish. Bolt Size Designed to meet or exceed requirements of FM DS 2-0. L >> Bolts and Nuts Included 83373C ,. IIIIIIIIIIIIIIIIIPP >, Pipe Size L Approx.Wt./100 Part No. in. (mm) in. (mm) Bolt Size Lbs. (kg) B3373-1/2 1/2' (15) 9" (228.6) 3/8"-16x11/4" 101 (45.9)' B3373-3/4 3/4" (20) 91/4' (234.9) 3/8"-16x 11/4' 105 (47.7) B3373-1 1 (25) 99/16' (242.9) 3/8"-16x11/4" 109 (49.4) Notes: For ductile iron :o B3373-11/4 11/4 (32) 10" (254.0) 3/8"-16x11/4' 112 (50.9) (D.).)pipe use part number B3373DI-pipe B3373-11/z 11/2 '(40) 101/e (260.3) 3/8"-16x1112",, 113 (51.1) size.Contact B-Line B3373-2 2 (50) 103/4 (273.0) 3/8"-16x 11/2 165 (75.0) Engineering for more information. B3373-21/2 21/2 (65) 111/4 (285.7) 3/8"-16x11/2„ '4%y 180 (816) 0 B3373-3 3" (80) 1115/16" (303.2) 3/8"-16x11/2" 195 188.4) a `' B3373-31/z 31/2' (90) 123/8` (314.3) 1/2'-13x13/4" 217 (98.5) ,,,j B3373-4 4 (100) 127/8" (327.0) 1/2"-13 x 13/4" 228 (103.5) For larger sizes,consult B3373-5 5' (125) 14" (355.6) 1/2'-13x 13/4" 480 (217.7) the full line pipe hanger B3373-6 6" (1501 153/16" (385.8) 1/2"-13x2" 526 (238.6) catalog. B3373-8 8 (200) %173./4 1450.8) 5/8'-11 x21/2" 957 (434.1) ' B3373-10 10" (250) 197/1x" (493.7) 5/8"-11 x21/2" 1101 (499.4) B3373-12 12" (300) °2111/16" 1550.9) 5/8'-11 x3 1622 (735.7) B3373-14 14" (350) 239/16" (598.5) 5/8"-11 x3" 1732 (785.6) All dimensions in charts and on drawings are in inches.Dimensions shown in parentheses are in millimeters unless otherwise specified. B-Line series Fire Protection Solutions 29 Eaton ®U TOLCOwww.tolco.com a brand of NIBCO' Revision 9/1/2006 Fig. 65 and Fig. 66 Reversible C-Type Beam Clamps 3/4" and 11" Throat Openings Size Range— (Fig. 65 and Fig. 66) 3/8", 1/2" and 5/8" rod Component of State of California OSHPD Approved C l OS LISTED Material — Carbon Steel with hardened cup point set screw and Seismic Restraints System jam nut Function — Recommended for hanging from steel beam where flange thickness does not exceed 3/4" (Fig. 65) or 11/4" (Fig. 66). Features — All steel construction eliminates structural deficiencies associated with casting type beam clamps. May be used on top or B bottom flange of the beam. (Beveled lip allows hanging from top flange where clearance is limited.) May be installed with the set D screw in up or down position. Offset design permits unlimited rod adjustment by allowing the rod to be threaded completely through the - iii --'' E ' clamp. Open design permits inspection of thread engagement. .-s"' ,- C / Approvals — Underwriters' Laboratories Listed in the USA(UL) and V017 Canada (cUL). Exceeds requirements of the National Fire Protection Association (NFPA), Pamphlet 13, 3/8" rod will support 1/2" thru 4" F pipe, 1/2" rod will support 1/2" thru 8" pipe. Included in our Seismic Restraints Catalog approved by the State of California Office of Statewide Health Planning and Development (OSHPD). For additional ;. A load, spacing and placement relating to OSHPD projects, please refer to the TOLCO Seismic Restraint Systems Guidelines. Finish — Plain lir0 Note — Available in Electro-Galvanized and HDG finish. Order By — Figure number, rod size and finish Fig. 65 Patent#4,570,885 B 0 Fig. 65 idpk Dimensions •Weights 01 E 40 C Rod Size Max. Rec. Approx. 441 AK A B C D E F Load Lbs.* Wt./100 a 3/8 13/16 3/4 1 7/16 1 610 28 F 1/2 11 3/4 1 9/16 11/4 1130 55 5/8 11/2 3/4 1 9/16 11/4 1130 55 * Max. loads for clamp with set screw in up or down position. Fig. 66 kii A Dimensions •Weights Rod Size Max. Rec. Approx. A B C D E F Load Lbs.* Wt./100 3/8 1 3/16 11/4 1 7/16 1 610 28 1/2 11/2 11/4 1 9/16 11/4 1130 55 5/8 11/2 11/4 1 9/16 11/4 1130 55 * Max. loads for clamp with set screw in up or down position. OFFICE/MANUFACTURING FACILITY•1375 SAMPSON AVE.•CORONA,CA 92879•PH: 951 737 5599•FAX. 951.737.0330 60 CUSTOMER SERVICE•800.786.5266 www.tolco.com lNf31000if ;• ,�, GENERAL INFORMATION SECTION CONTENTS General171 lnformation 1 H1�1111GERMATE® Material Specifications 2 Rod Hanging Anchors Installation Specifications 2 PRODUCT DESCRIPTI3N Performance Data 3 Ordering Information 5 Hangermate is an all steel threaded fastening system for suspending steel threaded rod vertically overhead in pipe hanging,fire protection,electrical conduit and cable-tray applications.They are available in versions which can be installed in a variety of base materials including steel purlins, bar joists and beams,wood frame columns and beams,as well as concrete ceilings, beams and columns. Steel threaded rods in 1/4"and 3/8"diameters can be vertically suspended with Hangermate (a 1/2"diameter size is also available for wood).They are also offered in a side mount style for STEEL HANGERMATE 0 lateral installation of 1/4"and 3/8"diameter steel threaded rods onto joists,columns and overhead tit members.For all steel and wood hangers,a Hangermate Socket Driver is recommended to provide proper installation with a drill screw gun.For concrete hangers,a powered impact tool with a clutch -° �• is recommended. WOOD HANGERMATE A pivot head version is also available for flexible connection angle and positioning of rod hangers. An acoustical ceiling eyelet version is also available for hanging wire or cable attachments. a , G:NERAL APPLICATIONS AND USES CONCRETE HANGERMATE 3-� • Hanging Pipe and Sprinkler Systems • HVAC Ductwork and Strut Channels n0. • Suspending Conduit and Cable Trays • Suspended Ceilings ANCHOR MATERIALS • Lighting Systems and Overhead Utilities •• Mounting Security Equipment • Zinc Plated Carbon Steel F TURES AND BENEFITS ANCHOR SIZE RANGE(TYP.) igt + Ease and speed of overhead installation • 1/4"to 3/8"for Steel + Lower in-place cost,when compared to beam clamps, lag bolts and dropins • 1/4"to 1/2"for Wood + Steel and wood Hangermate can be installed with a drill screw gun • 1/4"to 3/8"for Concrete (Threaded Coupler Heads) + Side mount versions available for steel and wood Hangermate 'THREAD VERSION + Socket drivers, pole tool and accessories to optimize ease of installation • Unified Coarse Thread(UNC) APPROVALS AND LISTINGS SUITABLE BASE MATERIALS • FM Approvals(FM)-see listing for applicable sizes and types • Steel Purlins and Beams Pipe Hangers components for automatic sprinkler systems-File No.JI 3015153 • Wood and Timber • Underwriters Laboratory(UL)-see listing for applicable sizes and types • Concrete Members Pipe Hangers-File No.EX 1289 GIME SPECIFICATIONS CSI Divisions:0316 00-Concrete Anchors,05 05 23-Metal Fastenings and 06 05 23-Wood, Plastic,and Composite Fastenings.Rod Hangers shall be Hangermate anchors as supplied by DEWALT,Towson, MD.Anchors shall be installed in accordance with published instruction and the Authority Having Jurisdiction. C7 A n 0 cn c, C] www.DEWA LT.cam I, a VI MATERIAL SPECIFICATIONS __- iku Screw Body Case hardened carbon steel 21 Coupling(UNC thread)/Eyelet Case hardened carbon steel Zinc Plating ASTM B633,SC1,Type III(Fe/Zn5) INSTALLATION SPECIFICATIONS Steel Hangermate Wood Hangermate Ito d Rod Coups Rod Coupler Size , �� ,. 1:1a Coupling Thread Size(UNC) 1/4-20 3/8-16 Coupling Thread Size(UNC) 1/4-20 3/8-16 1/2-13 Coupling Thread Depth(in.) 3/8 3/8 Coupling Thread Depth(in.) 3/8 3/8 3/8 Coupling Height(in.) 3/4 3/4 Coupling Height(in) 13/16 13/16 13/16 Socket Driver Size(in.) 1/2 1/2 Socket Driver Size(in.) 5/8 5/8 5/8 ion Note:the side mount couplings have full thread depth(through head). Note:the side mount couplings have full thread depth(through head). Sis Concrete Hangermate y Rod CouQ[er t4\.:4110,. t 4tin ANSI Drill Bit(in.) 1/4 1/4 W j Overall Screw Shank Length 1-1/4 1-1/2 LU Anchor Thread Length(in.) 1-1/8 1-3/8 Q g' Coupler/Washing Height(n.) 27/64 9/16 m Integral Washer 0.D.(in.) 31/64 39/64 Coupling Thread Size(UNC) 1/4-20 3/8-16 W cc Coupling Thread Depth(in.) 3/8 1/2110 Socket Driver Size(in.) 3/8 1/2 Zr Q Installation Guidelines 1.If pre-drilling is required(certain types of wood 2.Select the appropriate socket driver for the anchor 3.Thread the appropriate diameter steel threaded truss/wood joist and all concrete base materials), size and type to be installed and mount into chuck of rod or threaded bolt into the coupling.The threaded select the recommended drill bit type and diameter. installation tool.Insert the Hangermate coupling into rod or bolt should fully engage the thread length the socket driver,and install perpendicular to the base of the coupling on a vertical mount fastener.The For Concrete Hangermate,drill a hole to the material surface.Drive the fastener with a smooth threaded rod or threaded portion of the bolt can pass appropriate embedment depth,adding at least 1/4" steady motion until the driver and coupling is seated through coupling of a side mount fastener. to the drilling depth to prevent the tip of the fastener against the surface of the base material. from running into the back of the anchor hole during installation. When installing Hangermate,eye protection should be worn as a safety precaution. For UL and/or FM listings for hangers Steel Hangermate should be installed with a retaining nut for parts that are packaged with a nut(see performance data and listings as applicable). Suggested drill speed for Steel Hangermate installations is 1200 to 1800 rpm. Steel Wood Concrete 1 — = V a v o G sin \ ` \ a. .D �, \ 11. rill Ill rri M , i 1 Install with appropriate sized steel socket driver. Install with appropriate sized Install with appropriate sized concrete socket wood socket driver. driver. ce s N a h 0 x aU 1 2 U 2 U V Z 2 U H 1-800-4 DEWALT MIIIIIIIIIIMIIIIIIIIIIIIIMIIIIIMIIIMIIMIIIEII i jAIDE DATA ....,A,.'... .. ;,. Baa. x,;,,,..as, m !c✓,,, re PERFORMANCE DATA . m Hangermate for Steel General own ,r, cat.... ,�,, rBC#IMI i iii y �> Thick. Max, FM 1, : �:.,� \ ..: A. ., In, pipe Size Thick. Pipe Size Thick.' Hangermate For Steel-Vertical el PFM2231000 1/4-201"#3 Vert. 1/4" PFM2201200 0.060 0.210 -ril - PFM2231100 1/4-20 x 1"#3 Vert. 3/8" PFM2201200 0.060 0.210 4" 0.060" - - PI PFM223110N 1/4-20 x 1"#3/nut Vert. 3/8" PFM2201200 0.060 0.210 4" 0.125" 4" 0.105" 10 PFM2231150 1/4"-20 x 1-1/2"#5 Vert. 3/8" PFM2201200 0.125 0.500 4" 0.060" 4" 0.060" PFM223115N 1/4-20 x 1-1/2"#5/nut Vert. 3/8" PFM2201200 0.125 0.500 4" 0.125" 4" 0.105" itit PFM2231200 1/4-20 x 1-1/2"#3 Vert. 3/8" PFM2201200 0.060 0.210 4" 0.060" - - PFM223120N 1/4-20 x 1-1/2"#3/nut Vert. 3/8" PFM2201200 0.060 0.210 4" 0.060" - - 0 PFM2231250 1/4-20 x 2"#3 Vert. 3/8" PFM2201200 0.060 0.210 4" 0.125" TO Hangermate For Steel-Horizontal Li PFM2241100 1/4-20 x 1"#3 Side 3/8" PFM2201200 0.060 0.210 - - - - PFM224110N 1/4-20 x 1"#3/nut Side 3/8" PFM2201200 0.060 0.210 4" 0.060" 4" 0.060" z. PFM2241150 1/4-20 x 1-1/2"#3 Side 3/8" PFM2201200 0.060 0.210 - - - - §.Z PFM224115N 1/4-20 x 1-1/2"#3/nut Side 3/8" PFM2201200 0.060 0.210 4" 0.060" 4" 0.060" E PFM2241200 1/4-20 x 1-1/2"#5 Side 3/8" PFM2201200 0.125 0.500 - - - - a Z PFM224120N 1/4-20 x 1-1/2"#5/nut Side 3/8" PFM2201200 0.125 0.500 4" 0.060" 4" 0.060" D 0 Hangermate Pivot For Steel-Angled Applications 1m T PFM2281150 1/4-20 x 1"#3 Variable 3/8" PFM2201250 0.060 0.188 n PFM2281200 12-20 x 1-3/4"#5 Variable 3/8" PFM2201250 0.125 0.500 - - - -PFM2281250 1/4-14 x 1"#3 Variable 3/8" PFM2201250 0.060 0.188 - - - - 301 s. Hangennate For Steel-Acoustical Ceiling Screw Eyelet ... PFM2231500 1/4-14 x 7/8"#2(3/16"eyelet) VariableI - PFM2201350 0.060 0.105 - - m PFM2231550 1/4-14 x 2#2(3/16"eyelet) Variable - I PFM2201350 I 0.060 J 0.105 - I - I - - Hangermate for Steel-Ultimate Load Capacities when Installed in Steel' c4, screwP.#5,410,, n Direction 16 I Its \ 14 I 0.1 1 105 1/8101125 3/101 1041M, I/+�t 1.250 '1/2 10.500 lis lbs , Ehs. H ::� Ihs. Hangermate For Steel-Vertical PFM2231000 I 1/4-201"#3 Vertical 1/4 785 1,140 1,740 I 2,375 2,820 - PFM2231100 1/4-20 x 1"#3 Vertical 3/8 785 1,140 1,740 2,375 4,695 - - PFM223110N 1/4-20 x 1"#3/nut Vertical 3/8 3,435 4,025 4,280 4,690 5,810 - - PFM2231150 1/4-20 x 1-1/2"#5 Vertical 3/8 - - - - 3,675 5,205 5,205 PFM223115N 1/4-20 x 1-1/2"#5/nut Vertical 3/8 3,435 4,025 4,280 4,690 5,810 5,810 5,810 PFM2231200 1/4-20 x 1-1/2"#3 Vertical 3/8 785 1,140 1,740 2,375 4,695 - - PFM223120N 1/4-20 x 1-1/2"#3/nut Vertical 3/8 3,435 4,025 4,280 4,690 4,695 - - PFM2231250 1/4-20 x 2"#3 Vertical 3/8 785 1,140 1,740 2,375 4,695 - - Hangennate For Steel-Horizontal PFM2241100 1/4-20 x 1"#3 Side 3/8 1,740 1,945 2,420 2,570 2,810 - - PFM224110N 1/4-20 x 1" #3/nut Side 3/8 2,755 2,810 2,570 2,810 2,810 - - PFM2241150 1/4-20 x 1-1/2"#3 Side 3/8 1,740 1,945 2,420 2,570 2,810 - - PFM224115N 1/4-20 x 1-1/2"#3/nut Side 3/8 2,755 2,810 2,570 2,810 2,810 - - 2 PFM2241200 1/4-20 x 1-1/2"#5 Side 3/8 - - - - 2,205 2,810 2,810 P PFM224120N 1/4-20 x 1-1/2"#5/nut Side 3/8 2,755 2,810 2,570 2,810 2,810 2,810 2,810 o Hangermate Pivot For Steel-Angled Applications PFM2281150 1/4 20 x 1"#3 Variable 3/8 635-Vert. 635-Vert. 1,130-Vert. 1,130-Vert. 1,640-Vert. (875�.45°) (875 @ 45°) (875 @ 45°) (875 @ 45°) (875 @ 45°) - PFM2281200 12-20 x 1-3/4"#5 Variable 3/8 635-Vert. 635-Vert. 1,130-Vert. 1,130-Vert, 1,640-Vert. 1,640-Vert. 1,640-Vert. (875 @ 45°) (875 @ 45°) (875 @ 45°) (875 @ 45°) (875 @ 45°) (875 @ 45°) (875 @ 45°) o2 PFM2281250 1/4-14 x 1"#3 Variable 3/8 590-Vert. 590-Vert. 970-Vert. 970-Vert. 1,640-Vert. _ c' (875 @ 45°) (875 @ 45°) (875 @ 45°) (875 @ 45°) (875 @ 45°) ©0 Hangermate For Steel-Acoustical Ceiling Screw Eyelet PFM2231500 3/16 x 2" #2 Variable - 800 800 1,245 - - - - r' PFM2231550 3/16 x 3-1/4#2 Variable - 800 800 1,245 - - - - 1. The values listed above are ultimate load capacities which should be reduced by a minimum safety factor of 3.0 or greater to determine the allowable working load. 2. The strength of the threaded rod used with the Hangermate anchors must be considered when determining the controlling load capacity of the assembly, C ,nrww.DEWALT.com \ PERFOR. i Hangermate for Wood Ultimate Load Capacities when Installed in Wood'2 li ni d Ho wimiate Tension Load ----- � Frbi fl �� . . 7.::+1:11, melon ��` S ihs* Max"Pipe Size Max.Pipe She Hangennate For Wood-Vertical PFM2251000 1/4"x 2" Vert. 1/4" PFM2201150 1,510Z OX PFM2251050 1/4"x l" Vert. 3/8" PFM2201150 650 - PFM2251100 1/4"x 2" Vert. 3/8" PFM2201150 1,510 3" - PFM2251150 5/16"x 2-1/2" Vert. 3/8" PFM2201150 2,670 4" 4" PFM2251200 1/4"x 3" Vert. 3/8" PFM2201150 2,075 3" - 160 PFM2251250 1/4"x 4" Vert. 3/8" PFM2201150 2,075 3" - PFM2251300 5/16"x 2-1/2" Vert. 1/2" PFM2201150 2,6704 - dm Hangermate For Wood-Horizontal PFM2261000 1/4"x 1" Side 1/4" PFM2201150 650 - - PFM2261050 1/4"x 1" Side 3/8" PFM2201150 650 PFM2261100 1/4"x 2" Side 3/8" PFM2201150 1,800 3" - PFM2261150 5/16"x 2-1/2" Side 3/8" PFM2201150 1,450 3" Hangermate Pivot For Wood-'Angled Applications „u r PFM2281100 1!4"x 2" Variable 3/8" PFM2201250 — 1,470(Vert.) 1,155(45°} - Q::, imi* o 2 Hangermate For Wood-Acoustical Ceiling Screw Eyelet W PFN12251500 3/16"x 3-1/4" Variable PFM2201350 880 - I - \ "Ultimate Loads In Douglas Fir,Pine and Spruce 1. Truss/joist manufacturers may require pre drilled holes with wood depending on the location of the anchor installation.Consultw th the Vussfjoist manufacturer for details. #, co 2. The values listed above are ultimate load capacities that must be reduced by a minimum safety factor of 3.0 or greater to determine the allowable working load. 8 W c Concrete Hangermate Ultimate Load Capacities when Installed in Normal-Weight Concrete''2 k d, Depth �� X�s - ji '� ' Tendon `y �, T % 5t ` w ., ' ... His ii 7171 1/4 1/4"x 1-1/4" Vertical 1/4 1 1/4 1,390 1,810 1,950 2,440 2,070 2,570 7173 3/8 1/4"x 1 112" Vertical 1/4 1-1/2 1,760 2,580 2,595 2,640 2,770 2,700 1. The values listed above are ultimate load capacities which must be reduced by a minimum safety factor of 4,0 or greater to determine the allowable working load, 2. Linear interpolation may be used to determine load capacities for intermediate compressive strengths. Concrete Hangermate—Ultimate Load Capacities when Installed Through Metal Deck into Lightweight Concrete'2.3,4 -.,. `oma �� u:,,,.,,,,,,,,,,,,,,,,,:,,,,,::.Concrete ��lal dace tsT` , a Hod Coupler ° ;° 3 ., ,:*. ,....,,„4.-.,,,,4"... M-t.. r,, Size \ ,L� //,Y L ,ab iba. 7171 1/4 1/4"x 1-1/4" Vertical 1/4 1 114 800 1,140 7173 3/8 174"x 1-1/2" Vei tir,al 114 1 1V2 1,7-8 4,5@6 1. The values listed above are ultimate load capacities for rod hangers installed in sand-lightweight concrete. — 2. The metal deck shall not exceed 18 gauge(0.048-inch base metal thickness)and conform to ASTM A 653. 3. The values listed above are ultimate load capacities which must be reduced by a minimum safety factor of 4.0 or greater to determine the allowable working load. 4. The tabulated load values are for anchors installed with a minimum flute edge distance of 1-1/8-inch. Concrete Hangermate—Ultimate Load Capacities when installed in Hollow Core Concrete Plank'2 9 MSI drill bit i tlt ri w j �� v diameter . � 7171 1/4 1/4"x 1-1/4" Vertical 1/4 1 114 2,775 1,920 w 0 7173 3/8 1/4"x 1-1/2 Vertical 1/4 1-1/2 3,700 2,570 1. Tabulated load values are for anchors installed in 8-inch-thick hollow core plank with minimum compressive strength of 5,000 psi at the time of installation.The normal-weight concrete must have 1-1/2"cover above and below cores and a minimum web thickness of 1 1/2". 2. The values listed above are ultimate load capacities which must be reduced by a minimum safety factor of 4.0 or greater to determine the allowable working load. g Concrete Hangermate— Factory Mutual (FM Global) Listings for Pipe Hangers ''''tANSI Dr1U Bit t�\ w t.NoRod CoupW Size Screw description t direction Diameter, / . She 7173 3/8 1/4"x 1-1/2" Vertical 1/4 1-1/2 4" Z U H 1-800-4 DEWALT ORDERING INFORMATION ft Hangermate for Steel-Vertical Gnt - `\t ? *piker) umlt Rod Size tlty.... \a\ tO PFM2231000 1/4-20x1"#3 PFM2201200 Vertical 1/4" 25 125 - .- PFM2231100 1/4-20 x 1"#3 PFM2201200 Vertical 3/8" 25 125 ME et PFM22311 ON 1/4-20 x 1"#3/nut PFM2201200 Vertical 3/8" 25 125 PFM2231150 1/4"-20 x 1-1/2"#5 PFM2201200 Vertical 3/8" 25 125 PFM223115N 1/4-20 x 1-1/2"#5/nut PFM2201200 Vertical 3/8" 25 125 PFM2231200 1/4-20 x 1-1/2"#3 PFM2201200 Vertical 3/8" 25 125 PFM223120N 1/4-20x1-1/2"#3/nut PFM2201200 Vertical 3/8" 25 125 PFM2231250 1/4-20 x 2"#3 PFM2201200 Vertical 3/8" 25 125 win Hangermate for Steel Horizontal kiai Ca(Fii) .Na. \ prima � ��.:x• w . Mia!Size Bou Qy . mar ��'� Vi PFM2241100 1/4-20x1'#3 PFM2201200 Side 3/8" 25 125 PFM22411ON 1/4-20 x 1"#3/nut PFM2201200 Side 3/8" 25 125 m PFM2241150 1/4-20 x 1-1/2"#3 PFM2201200 Side 3/8" 25 125 , PFM224115N 1/4-20 x 1-1/2"#3/nut PFM2201200 Side 3/8" 25 125 a- ', PFM2241200 1/4-20 x 1-1/2"#5 PFM2201200 Side 3/8" 25 125 I 3111° PFM224120N 1/4-20 x 1-1/2"#5/nut PFM2201200 Side 3/8" 25 125 3 CI Hangermate Pivot for Steel Angled Applications ca#.i .... :1 t', Ptivat Brtirer'# Mount and s taiii '' n me, ', PFM2281150 1/4-20x1"#3 PFM2201250 Variable 3/8" 25 125 ,, . PFM2281200 12-20 x 1-3/4"#5 PFM2201250 Variable 3/8" 25 125 imoig PFM2281250 1/4-14x1"#3 PFM2201250 Variable 3/8" 25 125 11.14 Hangermate Acoustical Ceiling Eyelet for Steel ��p+ MPi • R ' 3° iv b. : " 3116"x2" PFM2231500 1/4-14 x 7/8"#2 screw PFM2201350 Variable 3/16" 25 125 3/16"x 3-1/4" PFM2231550PFM2201350 Variable 3/16" 25 125 1/4-14x2"#2 screw Hangermate for Wood -Vertical `tom : ,ttescription Myer K:: *i- F PFM2251000 1/4"x 2" PFM2201150 Vertical 1/4" 25 125 PFM2251050 1/4"x 1" PFM2201150 Vertical 3/8" 25 125 PFM2251100 1/4"x 2" PFM2201150 Vertical 3/8" 25 125 PFM2251150 5/16"x 2-1/2" PFM2201150 Vertical 3/8" 25 125 PFM2251200 1/4"x 3" PFM2201150 Vertical 3/8" 25 125 PFM2251250 1/4"x 4" PFM2201150 Vertical 3/8" 25 125 PFM2251300 5/16"x 2-1/2" PFM2201150 Vertical 1/2" 25 125 Hangermate for Wood- Horizontal ����s\�'.. r...l p,r ;'. r rata\\\\\Y\�\\�\.\\ .���. ,„� :' "dike •/7: .0 2 �l:, .> II 5 PFM2261000 1/4"x 1" PFM2201150 Side 1/4" 25 125 PFM2261050 1/4"x 1" PFM2201150 Side 3/8" 25 125 0 PFM2261100 1/4"x 2" PFM2201150 Side 3/8" 25 125 K g PFM2261150 5/16"x 2-1/2" PFM2201150 Side 3/8" 25 125 s Hangermate Pivot for Wood-Angled Applications Rakv.. s'.E" '. . .\j` N.wn _ ...11Ytli. \\v7! .\.:k, ': i•Iia '' ",., p ....� ,. 2 PFM2281100 1/4"x 2" PFM2201250 Variable 3/8" 25 125 1 Hangermate Acoustical Ceiling Eyelet for Wood 40* oescd r,# B Nati Box crrgri', :: 0 PFM2251500 3/16"x 3-1/4" PFM2201350 Variable 3/16" 25 125111111111111111111111111111 ' www.DEWALT.com „.., •• ;"'R",;:ri;,A55P 10; ite4. :At* *Atott,F,;Atioevaotir,' . :0.45.4K-t ”• • ' -' ;.W0ifif4r>ASACR:..L'f4'.4;!ir' • 0.1401(taiLk# , -0010:St, tt.410:41.14116114, 2•!i, • $1/Dec,'Aii4,4•!...4,,,*•• • :;,';;OtinV„' ATI!, , •*' '''',-'50441,;;•",,k-A.;:*;',4.• ' c4,,„ 7,t;isz • ,v1v, s ,4Aftc.14i 1,V, 4;,A :F¢; tam, tit Hangermate for Concrete-Vertical' atE° 0iseripvav Driver#(Black) Mount Rad Size JOx 4. 04*!14Y. PFM2217171 1/4"x 1-1/4" PFM 1 491 050 Vertical 1/4" 100 600 r„. PFM2217173 1/4"x 1-1/2" PFM1491050 Vertical 3/8" 100 600 1. Concrete Hangermate require a pre-drilled hole using a 1/4"ANSI carbide drill bit(e.g.DW5517). Hangermate Pivot for Concrete-Angled Applications12 Pivot DñveMfSail late :.Box PFM228130 3/16"x 2" PFM2201250 Variable 3/8" 25 125 ass 1. The Hangermate Pivot for concrete require a pre-drilled hole using a 3/16"ANSI carbide drill bit(e.g.02976SD). 2. Ultimate load capacity for the Hangermate Pivot for concrete is 875 lbs.The ultimate load capacities must be reduced by a minimum safety factor of 4,0 or greater to determine the allowable working load. Via Concrete Installation Accessories and Tool Guide :;„ • Installation . . maxtoique impact okAo wrench I. co tii”'Cat. ..kvk , Ul o ,s . • •-• DCF887 PFM1491050 or 2 PFM2217171 1/4"Vertical Hanger DCH273P2DH DW5517 150 (1/4"Impact Driver) DWMT17311 1/4"x 1-1/4" DCF890 ") m cr (3/8 Impact Wrench) DW2284(3/8 DCF887 PFM1491100 or PFM2217173 3/8"Vertical Hanger DCH273P2DH DW5517 150 (1/4"Impact Driver) DWMT17311 z x 1-1/2" (1/4") DCF890 DW2286(1/2") ICE (3/8"Impact Wrench) Steel and Wood Installation Accessories PFM2201100 Hangermate Pole Tool Kit 1 The Hangermate pole tool kit is designed for use with standard 1/2"steel conduit tubing(conduit not included)and can be customized to various lengths and ceiling heights.Compatible with standard steel and wood Hangermate. UniversalInstallationAccessoes , 410 PFM2201050 3/8"to 1/2"Adapter 1 The 3/8"to 1/2"adaptor has a 3/8-16 external thread and a 1/2-13 internal thread. 0 0 It It It It 1-800-4DE1AfALT ii Mechanical Anchoring Systems KWIK Bolt TZ Expansion Anchor 3.3.5 3.3.5.1 Product description 3.3.5.1 Product description The KWIK Bolt TZ(KB-TZ) is a torque Product features 3.3.5.2 Material specifications controlled expansion anchor which is • Product and length identification 3.3.5.3 Technical data especially suited to seismic and cracked marks facilitate quality control after 3.3.5.4 Installation instructions concrete applications.This anchor line installation. is available in carbon steel,type 304 • Through fixture installation and 3.3.5.5 Ordering information and type 316 stainless steel versions. variable thread lengths improve productivity and accommodate Impact section The anchor diameters range from 3/8-, various base plate thicknesses. dog point 1/2-, 5/8-and 3/4-inch in a variety of • Type 316 stainless steel wedges lengths.Applicable base materials provide superior performance in include normal-weight concrete, cracked concrete. Nut — structural lightweight concrete, • Ridges on expansion wedges Washer — lightweight concrete over metal deck provide increased reliability. and grout-filled concrete masonry. • Mechanical expansion allows Red Guide specifications immediate load application. mark e • Raised impact section (dog point) Torque controlled expansion anchors prevents thread damage during Anchor 1112 shall be KWIK Bolt TZ(KB-TZ)supplied installation. thread by Hilti meeting the description in • Bolt meets ductility requirements Federal Specification A-A 1923A,type 4. of ACI 318-14 Section 2.3. The anchor bears a length identification • ACI 349-01 Nuclear Design Guide is available. Call Hilti Technical Anchor_ mark embossed into the impact section body (dog point)of the anchor surrounded by Support. four embossed notches identifying the anchor as a Hilti KWIK Bolt TZ.Anchors are manufactured to meet one of the Stainless steel following conditions: expansion sleeve t • The carbon steel anchor body, (wedges) nut, and washer have an electroplated zinc coating Expansion conforming to ASTM B633 to a cone minimum thickness of 5 pm.The Listings/Approvals stainless steel expansion sleeve ICC-ES(International Code Council) conforms to type 316. ESR-1917, ESR-3785, ESL-1067 • Stainless steel anchor body, nut City of Los Angeles and washer conform to type 304. Research Report No.25701 Stainless steel expansion sleeve Research Report No.26057 conforms to type 316. FM(Factory Mutual) Pipe Hanger Components for Automatic • Stainless steel anchor body, nut, Sprinkler Systems for 3/8 through 3/4 washer, and expansion sleeve UL LLC conform to type 316 stainless steel. Pipe Hanger Equipment for Fire Protection Services for 3/8 through 3/4 -4111011.-cOus illAqP.DOS FF ARM LISTED c PM6 Independent code evaluation IBC®/IRC®2015 IBC®/IRC®2012 IBC®/IRC®2009 IBC®/IRC®2006 National Building Code of Canada 2015 National Building Code of Canada 2010 Hilts,Inc.(US)1-800-879-8000 I www.hilti.com I en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 I www.hilti.com I Anchor Fastening Technical Guide Ed.17 277 Mechanical Anchoring Systems -x 3.3.5 KWIK Bolt TZ Expansion Anchor 3.3.5.2 Material specifications Carbon steel with electroplated zinc Carbon steel KB-TZ anchors have the following minimum bolt fracture loads.' Anchor diameter Shear Tension (in.) (Ib) (Ib) 3/8 NA 6,744 1/2 7,419 11,240 5/8 11,465 17,535 3/4 17,535 25,853 Carbon steel anchor components plated in accordance with ASTM B633 to a minimum thickness of 5 pm. Nuts conform to the requirements of ASTM A563,Grade A, Hex. Washers meet the requirements of ASTM F844. 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 Shear Tension (in.) (Ib) (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 for type 304 anchors are made from type 304 stainless. All nuts and washers for type 316 anchors are made from type 316 stainless. Nuts meet the dimensional requirements of ASTM F594. Washers meet the dimensional requirements of ANSI B18.22.1,Type A, plain. Expansion sleeve(wedges)are made from type 316 stainless steel. 1 Bolt fracture loads are determined by testing in a universal tensile machine for quality control at the manufacturing facility. These loads are not intended for design purposes. See tables 4 and 16 for the steel design strengths of carbon steel and stainless steel,respectively. 3.3.5.3 Technical data 3.3.5.3.1 ACI 318-14 Chapter 17 design The technical data contained in this section are Hilti-Simplified--Design Tables_The load values were developed using the Strength Design parameters and variables of ESR-1917 and the equations within ACI 318-14 Chapter 17. For a detailed explanation of the Hilti Simplified Design Tables, refer to section 3.1.8. Data tables from ESR-1917 are not contained in this section, but can be found at www.icc-es.org or at www.hilti.com. 278 Hilti,Inc (US)1-800-879-8000 I www.hilti.com I en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 I www.hilti.com I Anchor Fastening Technical Guide Ed.17 �u *�= i� ,',.-_7,- Mechanical Anchoring Systems KWIK Bolt TZ Expansion Anchor 3.3.5 Table 1 - Hilti KWIK Bolt TZ carbon steel specifications Setting Nominal anchor diameter do information Symbol Units 3/8 1/2 5/8 3/4 Nominal bit diameter db" in. 3/8 1/2 5/8 3/4 Minimum nominalh in. 1-13/16 2-5/16 3-1/16 2-3/8 3-5/8 3-9/16 4-7/16 3-13/16 4-5/16 5-5/16 embedment "°'" (mm) (46) (59) (78) (60) (91) (91) (113) (97) (110) (135) Effective minimumh in. 1-1/2 2 2-3/4 2 3-1/4 3-1/8 4 3-1/4 3-3/4 4-3/4 embedment e` (mm) (38) (51) (70) (51) (83) (79) (102) (83) (95) (121) in. 2 2-5/8 3-3/8 2-5/8 4 3-3/4 4-3/4 4 4-5/8 5-3/4 Min.hole depth h° (mm) (51) (67) (83) (67) (102) (95) (121) (102) (117) (146) Min.thickness in. 0 0 0 3/4 1/4 3/8 3/4 0 0 7/8 of fixture' t",," (mm) (0) (0) (0) (19) (6) (9) (19) (0) (0) (23) Max.thickness in. 2-13/16 2-5/16 1-9/16 4 2-3/4 5-5/8 4-3/4 5-9/16 4-15/16 3-15/16 of fixture rh. (mm) (71) (59) (40) (101) (70) (143) (121) (141) (125) (100) Installation torque T ft-lb 25 40 60 110 (concrete) "st (Nm) (34) (54) (81) (149) (masonry)Installatn torque TI"st ft-lb n a 15 n a 25 35 n a 70EI (Nm) / (20) / (34) (47) / (95) Fixture holed in. 7/16 9/16 11/16 13/16 diameter h (mm) (11.1) (14.3) (17.5) (20.6) Available anchor in. 3 3-3/4 5 3-3/4 4-1/2 5-1/2 7 4-3/4 6 8-1/2 10 5-1/2 7 8 10 lengths fe"`h (mm) (76) (95) (127) (95) (114) (140) (178) (121) (152) (216) (254) (140) (178) (203) (254) Threaded length in. 1-1/2 2-1/4 3-1/2 1-5/8 2-3/8 3-3/8 4-7/8 1-1/2 2-3/4 5-1/4 6-3/4 2-1/2 4 5 7 including dog point thread (mm) (38) (57) (89) (41) (60) (86) (124) (38) (70) (133) (171) (63) (103) (128) (179) in. 1-1/2 2-1/8 3-1/4 3 Unthreaded length f"nth r (mm) (39) (54) (83) (77) 1 Minimum thickness of fixture is a concern only when the anchor is installed at the minimum nominal embedment. When KWIK Bolt TZ anchors are installed at this embedment,the anchor threading ends near the surface of the concrete. If the fixture is sufficiently thin,it could be possible to run the nut to the bottom of the threading during application of the installation torque. If fixtures are thin,it is recommended that embedment be increased accordingly. Figure 1 - Hilti KWIK Bolt TZ specifications r4 thread I d �/// �' // t ranchr hof Eunthr h nom ho i - -..-'--- dbit Hilts,Inc.(US)1-800-879-8000 I www.hilti.com I en espanol 1-800-879-5000 1 Hilti(Canada)Corp.1-800-363-4458 1 www.hilti.com I Anchor Fastening Technical Guide Ed.17 279 • Mechanical Anchoring Systems 3.3.5 KWIK Bolt TZ Expansion Anchor Table 2 Hilti KWlK Bolt TZ carbon steel design strength with concrete/pullout failure in uncracked concrete"2,3,4,5 Nominal' Tension-oNn Shear-(W. anchor Effective Nominal diameter embed. embed. f'c=2,500 psi f',,=3,000 psi t0=4,000 psi f',,=6,000 psi f'o=2,500 psi f'o=3,000 psi f0=4,000 psi f'0=6,000 psi in. in.(mm) in.(mm) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) 1-1/2 1-13/16 1,185 1,300 1,500 1,835 1,545 1,690 1,950 2,390 (38) (46) (5.3) (5.8) (6.7) (8.2) (6.9) (7.5) (8.7) (10.6) 3/8 2 2-5/16 1,635 1,790 2,070 2,535 2,375 2,605 3,005 3,680 (51) (59) (7.3) (8.0) (9.2) (11.3) (10.6) (11.6) (13.4) (16.4) 2-3/4 3-1/16 2,670 2,925 3,380 4,140 7,660 8,395 9,690 11,870 (70) (78) (11.9) (13.0) (15.0) (18.4) (34.1) (37.3) (43.1) (52.8) 2 2-3/8 2,205 2,415 2,790 3,420 2,375 2,605 3,005 3,680 1/2 (51) (60) (9.8) (10.7) (12.4) (15.2) (10.6) (11.6) (13.4) (16.4) 3-1/4 3-5/8 3,585 3,925 4,535 5,555 9,845 10,785 12,450 15,250 (83) (91) (15.9) (17.5) (20.2) (24.7) (43.8) (48.0) (55.4) (67.8) 3-1/8 3-9/16 4,310 4,720 5,450 6,675 9,280 10,165 11,740 14,380 5/8 (79) (91) (19.2) (21.0) (24.2) (29.7) (41.3) (45.2) (52.2) (64.0) 4 4-7/16 5,945 6,510 7,520 9,210 13,440 14,725 17,000 20,820 (102) (113) (26.4) (29.0) (33.5) (41.0) (59.8) (65.5) (75.6) (92.6) 3-1/4 3-13/16 4,570 5,005 5,780 7,080 9,845 10,785 12,450 15,250 (83) (97) (20.3) (22.3) (25.7) (31.5) (43.8) (48.0) (55.4) (67.8) 3/4 3-3/4 4-5/16 5,380 5,895 6,810 8,340 12,200 13,365 15,430 18,900 (95) (110) (23.9) (26.2) (30.3) (37.1) (54.3) (59.5) (68.6) (84.1) 4-3/4 5-9/16 6,940 7,605 8,780 10,755 17,390 19,050 22,000 26,945 (121) (142) (30.9) (33.8) (39.1) (47.8) (77.4) (84.7) (97.9) (119.9) Table 3- Hilti KWIK Bolt TZ carbon steel design strength with concrete/pullout failure in cracked concretet'2'3,45 Nominal Tension-(1)Nn Shear-coy, anchor Effective Nominal diameter embed. embed. f'o=2,500 psi f'c=3,000 psi f'0=4,000 psi f'0=6,000 psi f'c=2,500 psi f'0=3,000 psi f'0=4,000 psi f'0=6,000 psi in. in.(mm) in.(mm) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) 1-1/2 1-13/16 860 940 1,085 1,330 1,095 1,195 1,385 1,695 (38) (46) (3.8) (4.2) (4.8) (5.9) (4.9) (5.3) (6.2) (7.5) 3/8 2 2-3/8 1,565 1,710 1,975 2,420 1,685 1,845 2,130 2,605 (51) (60) (7.0) (7.6) (8.8) (10.8) (7.5) (8.2) (9.5) (11.6) 2-3/4 3-1/8 2,050 2,245 2,595 3,175 5,425 5,945 6,865 8,405 (70) (79) (9.1) (10.0) (11.5) (14.1) (24.1) (26.4) (30.5) (37.4) 2 2-3/8 1,565 1,710 1,975 2,420 1,685 1,845 2,130 2,605 1/2 (51) (60) (7.0) (7.6) (8.8) (10.8) (7.5) (8.2) (9.5) (11.6) 3-1/4 3-5/8 3,195 3,500 4,040 4,950 6,970 7,640 8,820 10,800 (83) (91) (14.2) (15.6) (18.0) (22.0) (31.0) (34.0) (39.2) -0)- - 3 1/3- 3-9/16 3,050 3,34.5- 3,_____860 4,730 6,575 7,200 8,315 10,185 5/8 (79) (91) (13.6) (14.9) (17.2) (21.0) (29.2) (32.0) (37.0) (45.3) 4 4-7/16 4,420 4,840 5,590 6,845 9,520 10,430 12,040 14,750 (102) (113) (19.7) (21.5) (24.9) (30.4) (42.3) (46.4) (53.6) (65.6) 3-1/4 3-13/16 3,235 3,545 4,095 5,015 6,970 7,640 8,820 10,800 (83) (97) (14.4) (15.8) (18.2) (22.3) (31.0) (34.0) (39.2) (48.0) 3/4 3-3/4 4-5/16 4,010 4,395 5,075 6,215 8,640 9,465 10,930 13,390 (95) (110) (17.8) (19.5) (22.6) (27.6) (38.4) (42.1) (48.6) (59.6) 4-3/4 5-9/16 5,720 6,265 7,235 8,860 12,320 13,495 15,585 19,085 (121) (142) (25.4) (27.9) (32.2) (39.4) (54.8) (60.0) (69.3)', (84.9) 1 See section 3.1.8.6 to convert design strength value to ASD value. 2 Linear interpolation between embedment depths and concrete compressive strengths is not permitted. 3 Apply spacing,edge distance,and concrete thickness factors in tables 6 to 13 as necessary. Compare to the steel values in table 4. The lesser of the values is to be used for the design. 4 Tabular values are for normal weight concrete only.For lightweight concrete multiply design strength by Aa as follows: for sand-lightweight,Aa=0.68;for all-lightweight,Aa =0.60 5 Tabular values are for static loads only.Seismic design is not permitted for uncracked concrete.For seismic tension loads,multiply cracked concrete tabular values in tension only by aN,0,e=0.75. No reduction needed for seismic shear.See section 3.1.8.7 for additional information on seismic applications. 280 Hilti,Inc.(US)1-800-879-8000 I www.hilti.com I en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 I www.hilti.com I Anchor Fastening Technical Guide Ed.17 _... '7 � �: ' Mechanical Anchoring Systems 'n S s KWIK Bolt TZ Expansion Anchor 3.3.5 Table 4-Steel strength for HiltI KWIK Bolt TZ carbon steel anchors1,2 Nominal anchor diameter Tensile 4Naa3 Shear 4Vaa4 Seismic shearr4)Vaaeq 5 in Effective embedment in.(mm) lb(kN) lb(kN) lb(kN) 1-1/2 4,875 1,415 1,415 3/8 (38) (21.7) (6.3) (6.3) 2 2-3/4 4,875 2,335 1,465 (51) (70) (21.7) (10.4) (6.5) 2 3-1/4 8,030 3,570 3,570 1/2 (51) (83) (35.7) (15.9) (15.9) 3-1/8 4 12,880 5,260 4,940 5/8 (79) (102) (57.3) (23.4) (22.0) 3-1/4 3-3/4 4-3/4 18,840 8,890 7,635 3/4 (83) (95) (121) (83.8) (39.5) (34.0) 1 See section 3.1.8.6 to convert design strength value to ASD value. 2 Hilti KWIK Bolt TZ carbon steel anchors are to be considered ductile steel elements. EM 3 Tensile 4N.=4)A5e N f,da as noted in ACI 318-14 Chapter 17. 4 Shear values determined by static shear tests with V.<4)0.60 ASev fut.as noted in ACI 318-14 Chapter 17. 5 Seismic shear values determined by seismic shear tests with 4Vaaeq<4)0.60 A38„f",a as noted in ACI 318-14 Chapter 17.See section 3.1.8.7 for additional information on seismic applications. Figure 2 Anchors not permitted For a specific edge distance,the permitted spacing is calculated as follows: r in shaded area - Case 2 m + Smin,1—Smin,2) - N S—Smi„ (C —C ) (c—Cmin,2) ..:4) cm,n.1 at smi",i 1 mint min,2 . _ i;, Case 1 sd., ,.-„ : E - cm,n.2 at smin 2 sm,"z s Concrete Cdesign w sr,,,, Edge edge distance c Table 5-Carbon steel Hilti KWIK Bolt TZ installation parameters' Setting Nominal anchor diameter do information Symbol Units 3/8 1/2 5/8 3/4 Effective minimumh in. 1-1/2 2 2-3/4 2 3-1/4 3-1/8 4 3-1/4 3-3/4 4-3/4 embedment of (mm) (38) (51) (70) (51) (83) (79) (102) (83) (95) (121) Min.memberh in. 3-1/4 4 5 5 4 6 6 8 5 6 8 5-1/2 6 8 8 thickness m'n (mm) (83) (102) (127) (127) (102) (152) (152) (203) (127) (152) (203) (140) (152) (203) (203) in. 8 2-1/2 2-1/2 2-3/4 2-3/8 3-5/8 3-1/4 9-1/2 4-3/4 4-1/8 Cm'"•' (mm) (203) (64) (64) (70) (60) (92) (83) (241) (121) (105) Case 1 for in. 8 5 5 5-3/4 5-3/4 6-1/8 5-7/8 5 10-1/2 8-7/8 s",;",1 (mm) (203) (127) (127) (146) (146) (156) (149) (127) (267) (225) in. 8 3-5/8 3-5/8 4-1/8 3-1/2 4-3/4 4-1/4 9-1/2 9-1/2 7-3/4 Cmin,2 (mm) (203) (92) (92) (105) (89) (121 Case 2 ) (108) (241) (241) (197) for in. 8 2-1/2 2-1/2 2-3/4 2-3/8 3-1/2 3 5 5 4 Smin2 z (mm) (203) (64) (64) (70) (60) (89) (76) (127) (127) (102) 1 Linear interpolation is permitted to establish an edge distance and spacing combination between Case 1 and Case 2. Linear interpolation for a specific edge distance c,where cmi",, <c<Cmi"2,will determine the permissible spacings. Hilti,Inc.(US)1-800-879-8000 I www.hilti.com I en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 1 www.hilti.com I Anchor Fastening Technical Guide Ed.17 281 Mechanical Anchoring Systems 3.3.5 KWIK Bolt TZ Expansion Anchor Table 6- Load adjustment factors for 3/8-in.diameter carbon steel Hilti KWIK Bolt TZ in uncracked concrete12 Edge distance in shear 3/8-in.KB-TZ CS uncracked Spacing factor Edge distance factor Spacing factor II To and away Conc.thickness factor concrete f f in tension in tension in shear3 1 Toward edge fromedge in shear' IAN fRN 1AV 'RV •RV •NV Effective in. 1-1/2 2 2-3/4 1-1/2 2 2-3/4 1-1/2 2 2-3/4 1-1/2 2 2-3/4 1-1/2 2 2-3/4 1-1/2 2 2-3/4 embed.he, (mm) (38) (51) (70) (38) (51) (70) (38) (51) (70) (38) (51) (70) (38) (51) (70) (38) (51) (70) Nominal in. 1-13/16 2-5/16 3-1/8 1-13/16 2-5/16 3-1/8 1-13/16 2-5/16 3-1/8 1-13/16 2-5/16 3-1/8 1-13/16 2-5/16 3-1/8 1-13/16 2-5/16 3-1/8 embed.h,�, (mm) (46) (59) (79) (46) (59) (79) (46) (59) (79) (46) (59) (79) (46) (59) (79) (46) (59) (79) 2-1/2 (64) n/a 0,71 0.65 n/a 0.60 0.71 n/a 0.60 0.55.J n/a 0.49 0.16 n/a 0.60 0.32 n/a n/a n/a 3 (76) n/a 0.75 0.68 n/a 0.69 0.79 n/a 0.62 'S 9,56 1 n/a 0.64 0.21 n/a 0.69 0.42 n/a n/a n/a 3-1/2 (89) n/a 0.79 0.71 n/a 0.80 0.88 n/a 0.64/ .0.57 = n/a 0.81 0.27 n/a 0 81 0.53 0.62 n/a n/a a ., 3-5/8 (92) n/a 0.80 0.72 n/a 0.83 0.91 n/a 0.65 0.57 n/a 0.85 0.28 n/a 0.85 0.56 0.63 n/a n/a 0 4 (102) n/a 0.83 0.74 n/a 0.91 0.98 n/a 0.67 0.58 n/a 0.99 0.33 n/a 0.99 0.65 0.67 0.81 n/a V E 4-1/2 (114) n/a 0.88 0.77 n/a 1.00 1.00 n/a 0-69. 0.59 n/a 1.00 0.39 n/a 1.00 0.78 0.71 0.86 n/a a 7 5 (127) n/a 0.92 0.80 n/a n/a 0.71 0.60 n/a 0.46 n/a 0.91 0.75 0.91 0.63 , • 5-1/2 (140) n/a 0.96 0.83 n/a n/a 0.73 0.61 n/a 0.53 n/a 1.00 0.78 0.95 0.66 m g ip N 6 (152) n/a 1.00 0.86 n/a n/a 0.75 0.62 n/a 0.60 n/a 0.82 1.00 0.69 1, . 7 (178) n/a 0.92 n/a n/a 0.79 0.64 n/a 0.76 n/a 0.88 0.74 � 2 5 8 (203) 1.00 0.98 1.00 0.72 0.83 0.66 1.00 0.92 1.00 0.94 0.80 o, 9 (229) 1.00 1.00 0.75 0.87 0.68 1.00 1.00 0.84 Q 10 (254) 1.00 0.78 0.91 0.70 1.00 0.89 11 (279) 1.00 0.81 0.95 0.72 0.93 12 (305) 1.00 0.83 1.00 0.74 0.97 13 (330) 1.00 0.86 1.00 0.76 1.00 Table 7-Load adjustment factors for 3/8-in.diameter carbon steel Hilti KWIK Bolt TZ in cracked concrete1'2 Edge distance in shear 3/8-in.KB-TZ CS cracked Spacing factor Edge distance factor Spacing factor II To and away Conc.thickness factor concrete / { in tension in tension in shear3 1 Toward edge from edge in hear° AN I RN •AV 1 NV IRV •HV Effective in. 1-1/2 2 2-3/4 1-1/2 2 2-3/4 1-1/2 2 2-3/4 1-1/2 2 2-3/4 1-1/2 2 2-3/4 1-1/2 2 2-3/4 embed.he, (mm) (38) (51) (70) (38) (51) (70) (38) (51) (70) (38) (51) (70) (38) (51) (70) (38) (51) (70) Nominal in. 1-13/16 2-5/16 3-1/8 1-13/16 2-5/16 3-1/8 1-13/16 2-5/16 3-1/8 1-13/16 2-5/16 3-1/8 1-13/16 2-5/16 3-1/8 1-13/16 2-5/16 3-1/8 embed.h, (mm) (46) (59) (79) (46) (59) (79) (46) (59) (79) (46) (59) (79) (46) (59) (79) (46) (59) (79) 2-1/2 (64) n/a 0.71 0.65 n/a 0.87 0.71 n/a 0.60 "',;0.55 n/a 0.49 0.16 n/a 0.87 0.33 n/a n/a n/a 3 (76) n/a 0.75 0.68 n/a 1.00 0.79 n/a 062„%;a, 0;56 n/a 0.65 0.21 n/a 1.00 0.43 n/a n/a n/a 3-1/2 (89) n/a 0.79 0.71 n/a 1.00 0.88 n/a 0.65°' 0-57 n/a 0.82 0.27 n/a 1.00 0.54 0.62 n/a n/a 3-5/8 (92) n/a 0.80 0.72 n/a 1.00 0.91 n/a 0.65 0.57 n/a 0.86 0.28 n/a 1.00 0.57 0.63 n/a n/a 0 4 (102) n/a 0,83 0.74 n/a 0.98 n/a 0.67 1 0,58 n/a 1.00 0.33 n/a 0.66 0.67 0.82 n/a 0 R E 4 1/2 (114) n/a 0.88 0.77 n/a 1/10 n/a c" 0-69 05 ;" n/a 0'19 n/a 0 79 0 71 0.87 n/a UE 5 (127) n/a 0.92 0.80 n/a n/a 0.71 0.60 n/a 0.46 n/a 0.92 0.75 0.91 0.63 C • 5-1/2 (140) n/a 0.96 0.83 n/a n/a 0.73 0.61 n/a 0.53 n/a 1.00 0.78 0.96 0.66 m 2 6 (152) n/a 1.00 0.86 n/a n/a 0.75 0.62 n/a 0.61 n/a 0.82 1.00 0.69 7 (178) n/a 0.92 n/a n/a 0.79 0.64 n/a 0.76 n/a 0.88 0.75 S 8 (203) 1.000 0.98 1.00 0.72 0.83 0.66 1.00 0.93 1.00 0.94 0.80 w 9 (229) 1.000 1.00 0.75 0.87 0.68 1.00 1.00 0.85 A 10 (254) 1.000 0.78 0.92 0.70 0.89 11 (279) 1.000 0.81 0.96 0.72 0.94 12 (305) 1.000 0.83 1.00 0.74 0.98 13 (330) 1.000 0.86 0.76 1.00 1 Linear interpolation not permitted. 2 When combining multiple load adjustment factors(e.g.for a 4 anchor pattern in a corner with thin concrete member)the design can become very conservative.To optimize the design,use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17. 3 Spacing factor reduction in shear,f Ay,assumes an influence of a nearby edge.If no edge exists,then f Ay=fAN. 4 Concrete thickness reduction factor in shear,f HV'assumes an influence of a nearby edge.If no edge exists,then f EN=1.0. lu''+ I If a reduction factor value is in a shaded cell,this indicates that this specific edge distance may not be permitted with a certain spacing (or vice versa).Check with table 5 and figure 2 of this section to calculate permissable edge distance,spacing and concrete thickness combinations. 282 Hilti,Inc.(US)1-800-879-8000 I www.hilti.com I en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 I www.hilti.com I Anchor Fastening Technical Guide Ed.17 i� -,4";t: Mechanical Anchoring Systems KWIK Bolt TZ Expansion Anchor 3.3.5 Table 8-Load adjustment factors for 1/2-in.diameter carbon steel Hiltl-KWIK-Bolt TZ=in untracked concrete's - Edge distance in shear 1/2-in.KB-TZ CS Spacing factor Edge distance Spacing factor II to and away Conc.thickness fac- uncracked concrete in tension factor in tension in shear3 1 toward edge from edge tor in shear' IAN INN f AV /a /RV /RV IHV Effective in. 2 3-1/4 2 3-1/4 2 3-1/4 2 3-1/4 2 3-1/4 2 3-1/4 embed.hef (mm) (51) (83) (51) (83) (51) (83) (51) (83) (51) (83) (51) (83) Nominal in. 2-3/8 3-5/8 2-3/8 3-5/8 2-3/8 3-5/8 2-3/8 3-5/8 2-3/8 3-5/8 2-3/8 3-5/8 embed.h (mm) (60) (92) (60) (92) (60) (92) (60) (92) (60) (92) (60) (92) 2-3/8 (60) n/a 0.62 n/a 0.41 " n/a 0.54 n/a 0.13 n/a 0.26 n/a n/a 2-1/2 (64) n/a 0.63 n/a 0.42 n/a 0.55 n/a 0.14 n/a 0.28 n/a n/a 2-3/4 (70) 0.73 0.64 0.51 0.44 0.62 0.55 0.51 0.16 0.51 0.33 ,, n/a n/a 3 (76) 0.75 0.65 0.55 0.46 0.63 0.55 0.55 0.19 _ 0.55 _ 0.37 n/a n/a m 3-1/2 (89) 0.79 0.68 0.64 0.51 0.65 0.56 0.64 0.23 0.64 0.47 n/a n/a E c• 4 (102) 0.83 0.71 0.73 0.56 0.68 0.57 0.73 0.29 0.73; 0.56 0.84 n/a 8o 4-1/8 (105) 0.84 0.71 0.75 0.57 0.68 0.57 0.75 0.30 0.75 0.57 0.85 n/a 4-1/2 (114) 0.88 0.73 0.82 0.61 0.70 0.58 0.82 0.34 0.82 0.61 0.89 n/a • E 5 (127) 0.92 0.76 0.91 0.67 0.72 0.59 0.91 0.40 0.91 0.67 0.94 n/a c 5-1/2 (140) 0.96 0.78 1.00 0.73 0.74 0.60,, 1.00 0.46 1.00 0.73 0.98 n/a T. 5-3/4 (146) 0.98 0.79 0.77 0.75 0.60 0.49 0.77 1.00 n/a N 6 (152) 1.00 0.81 0.80 0.76 0.61 0.53 0.80 0.66 o 7 (178) 0.86 0.93 0.81 0.63 0.66 0.93 0.71 v 8 (203) 0.91 1.00 0.85 0.64 0.81 1.00 0.76 12 w 9 (229) 0.96 0.89 0.66 0.97 0.81 c 10 (254) 1.00 0.94 0.68 1.00 0.85 a 11 (279) 0.98 0.70 0.89 co 12 (305) 1.00 0.72 0.93 14 (356) 0.75 1.00 16 (406) 0.79 18 (457) 0.83 >20 (508) 0.86 Table 9- Load adjustment factors for 1/2-in.diameter carbon steel Hilti KWIK Bolt TZ in cracked concrete3'2 Edge distance in shear 1/2-in.KB-TZ CS Spacing factor Edge distance Spacing factor II to and away Conc.thickness fac- cracked concrete in tension factor in tension in shear' I.toward edge from edge tor in shear' IAN fRN fAV fFV IRA IHV Effective in. 2 3-1/4 2 3-1/4 2 3-1/4 2 3-1/4 2 3-1/4 2 3-1/4 embed.he, (mm) (51) (83) (51) (83) (51) (83) (51) (83) (51) (83) (51) (83) Nominal in. 2-3/8 3-5/8 2-3/8 3-5/8 2-3/8 3-5/8 2-3/8 3-5/8 2-3/8 3-5/8 2-3/8 3-5/8 embed.hnom (mm) (60) (92) (60) (92) (60) (92) (60) (92) (60) (92) (60) (92) 2-3/8 (60) n/a 0.62 n/a 0.63 n/a 0.54 n/a 0.13 n/a 0.26 n/a n/a 2-1/2 (64) n/a 0.63 n/a 0.65 n/a 0.55 n/a 0.14 n/a 0.29 n/a n/a 2-3/4 (70) 0.73 0.64 0.93 0.68 0.62 0.55 0.62 0.16 0.93 0.33 n/a n/a 3 (76) 0.75 0.65 1.00 0.71 0.63 0.55 0.71 0.19 1.00 0.38 n/a n/a d 3-1/2 (89) 0.79 0.68 1.00 0.79 0.65 0.56 0.89 0.24 1.00 0.47 n/a n/a c 4 (102) 0.83 0.71 1.00 0.86 0.68 0.57 1.00 0.29 1.00 0.58 0.84 n/a o 4-1/8 (105) 0.84 0.71 1.00 0.88 0.68 0.58 1.00 0.30 1.00 0.61 0.85 n/a --_--;-t-- 4-1/2 (114) 0.88 0.73 0.94 0.70 0.58 0.34 0.69 0.89 n/a .9- E 5 (127) 0.92 0.76 `< 1.00 0.72 0.59 0.40 0.81 0.94 n/a d 5-1/2 (140) 0.96 0.78 0.74 0.60 0.47 0.93 0.98 n/a 5-3/4 (146) 0.98 0.79 0.75 0.60 0.50 1.00 1.00 n/a • y 6 (152) 1.00 0.81 0.76 0.61 0.53 1.00 0.66 ca a)7 (178) 0.86 0.81 0.63 0.67 0.71 8 (203) 0.91 0.85 0.65 0.82 0.76 N 3S 9 (229) 0.96 0.90 0.66 0.98 0.81 rn 10 (254) 1.00 0.94 0.68 1.00 0.85 a 11 (279) 0.98 0.70 0.90 cn 12 (305) 1.00 0.72 0.94 14 (356) 0.76 1.00 16 (406) 0.79 18 (457) 0.83 >20 (508) 0.86 1 Linear interpolation not permitted. 2 When combining multiple load adjustment factors(e.g.for a 4 anchor pattern in a corner with thin concrete member)the design can become very conservative. To optimize the design,use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17. 3 Spacing factor reduction in shear,fAA,assumes an influence of a nearby edge.If no edge exists,then fAv=IAN 4 Concrete thickness reduction factor in shear,f HV,assumes an influence of a nearby edge.If no edge exists,then'HA=1.0. I. -,;1 If a reduction factor value is in a shaded cell,this indicates that this specific edge distance may not be permitted with a certain spacing(or vice versa). Check with table 5 and figure 2 of this section to calculate permissable edge distance,spacing and concrete thickness combinations. Hilti,Inc.(US)1-800-879-8000 I www.hilti.com I en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 I www.hilti.com I Anchor Fastening Technical Guide Ed.17 283 Mechanical Anchoring Systems i 3.3.5 KWIK Bolt TZ Expansion Anchor - - Table 10 Load adjustment factors for 5/8-in.diameter carbon steel Hilti KWIK Bolt TZin uncracked concrete1'2 - - Edge distance in shear 5/8-in.KB-TZ CS Spacing factor Edge distance Spacing factor II to and away Conc.thickness fac- uncracked concrete in tension factor in tension in shear3 1 toward edge from edge tor in shear' fAN fRN fAV fRV fRV fHV Effective in. 3-1/8 4 3-1/8 4 3-1/8 4 3-1/8 4 3-1/8 4 3-1/8 4 embed.ha (mm) (79) (102) (79) (102) (79) (102) (79) (102) (79) (102) (79) (102) Nominal in. 3-9/16 4-7/16 3-9/16 4-7/16 3-9/16 4-7/16 3-9/16 4-7/16 3-9/16 4-7/16 3-9/16 4-7/16 embed.hn0 (mm) (90) (113) (90) (113) (90) (113) (90) (113) (90) (113) (90) (113) 3 (76) n/a 0.63 n/a n/a n/a 0.55 n/a n/a n/a n/a n/a n/a 3-1/4 (83) n/a 0.64 n/a 0.46 n/a 0.55 n/a 0;17 n/a 0.34 n/a n/a 3-1/2 (89) 0.69 0.65 n/a 0.48 0.57 0.56 n/a 0.19 n/a 0.38 n/a n/a 3-5/8 (92) 0.69 0.65 0.60 0-48 0.57 0.56 0.28 0.20 0.56 0.40 n/a n/a d 4 (102) 0.71 0.67 0.64 0.51 0.58 : 0.56 0.32 0:23 0.64 0.47 `' n/a n/a 4-1/4 (108) 0.73 0.68 0.67 0.53 0.58 0.57 0.35 0.26 0.67 0.51 n/a n/a o 4-1/2 (114) 0.74 0.69 0.70 0.56 0.59 0.57 0.38 0.28 0.70 0.56 n/a n/a E 4-3/4 (121) 0.75 0-70 0.73 0.58 0.59 0.58 0.42 0.30 0.73 0.58 n/a n/a • E _ 5 (127) 0.77 0.71 0.77 0.60 0.60 0.58 0.45 0.33 0.77 0.60 0.63 n/a 2 c 5-1/2 (140) _ 0.79 0.73 0.85 0.64 0.61 0.59 0.52 0.38 0.85 0.64 0.66 n/a .. r 5-7/8 (149) 0.81 0.74 0.90 0.67 0.62 0.59 0.57 0.42 0.90 0.67 0.68 n/a `o6 (152) 0.82 0.75 0.92 0.69 0.62 0.59 0.59 0.43 0.92 0.69 0.69 0.62 cm 0 6-1/8 (156) 0.83 0.76 0.94 0.70 0.62 0.60 0.61 0.44 0.94 0.70 0.69 0.62 c"i 8 (203) 0.93 0.83 1.00 0.91 0.66 0.63 0.91 0.66 1.00 0.91 0.79 0.71 Y 10 (254) 1.00 0.92 1.00 0.70 0.66 1.00 0.92 1.00 0.89 0.80 c' 12 (305) 1.00 0.74 0.69 1.00 0.97 0.87 •a 14 (356) 0.77 0.72 1.00 0.94 co 16 (406) 0.81 0.75 1.00 18 (457) 0.85 0.78 20 (508) 0.89 0.82 22 (559) 0.93 0.85 >24 (610) 0.97 0.88 Table 11 -Load adjustment factors for 5/8-in.diameter carbon steel Hilti KWIK Bolt TZ in cracked concrete1'2 Edge distance in shear 5/8-in.KB-TZ CS Spacing factor Edge distance Spacing factor II to and away Conc.thickness fac- cracked concrete in tension factor in tension in shear3 I toward edge from edge tor in shear" fAN INN fAV fPV fRV IHV Effective in. 3-1/8 4 3-1/8 4 3-1/8 4 3-1/8 4 3-1/8 4 3-1/8 4 embed.ha (mm) (79) (102) (79) (102) (79) (102) (79) (102) (79) (102) (79) (102) Nominal in. 3-9/16 4-7/16 3-9/16 4-7/16 3-9/16 4-7/16 3-9/16 4-7/16 3-9/16 4-7/16 3-9/16 4-7/16 embed.hno (mm) (90) (113) (90) (113) (90) (113) (90) (113) (90) (113) (90) (113) 3 (76) n/a 0.63 n/a n/a n/a 0.55 n/a n/a n/a n/a n/a n/a 3-1/4 (83) n/a 0.64 n/a 0.66 ;` n/a 0.55 n/a 0.17 '' n/a 0.35 n/a n/a 3-1/2 (89) 0.69 0.65 n/a 0.69 0.57 0.56 n/a 0.19 n/a 0.39 n/a n/a 3-5/8 (92) 0.69 0.65 0.83 0.71 0.57 ` 0.56 0.28 0.20 0.56 0.41 n/a n/a 4 (102) 0.71 0.67 0.89 0.75 0.58 0.56 0.33 0.24 0.65 0.47 n/a n/a c 4-1/4 (108) 0.73 0.68 0.93 0.78 0.58 0.57 0.36 0.26 0.71 0.52 n/a n/a 0 4-1/2 -(114) - 0.74 0.69 --0:97- 0.81 -0.59 0.57 0.39 0 28 0.78 0 56 -_ ri-a n/a • E 4-3/4 (121) 0.75 0.70 1.00 0.84 0.59 0.58 0.42 0.31 0.84 0.61 n/a n/a E _ 5 (127) 0.77 0.71 0.87 0.60 0.58 0.45 0.33 0.91 0.66 0.63 n/a c• �d 5-1/2 (140) 0.79 0.73 0.93 0.61 0.59 0.52 0.38 1.00 0.76 0.66 n/a N F 5-7/8 (149) 0.81 0.74 0.98 0.62 0.59 0.58 0.42 0.84 0.68 n/a o 7 6 (152) 0.82 0.75 1.00 0.62 0.60 0.60 0.43 0.87 0.69 0.62 rn m 6-1/8 (156) 0.83 0.76 0.62 0.60 0.62 0.45 0.89 0.69 0.62 2 8 (203) 0.93 0.83 0.66 0.63 0.92 0.67 1.00 0.79 0.71 • 10 (254) 1.00 0.92 0.70 0.66 1.00 0.93 0.89 0.80 12 (305) 1.00 0.74 0.69 1.00 0.97 0.87 o. 14 (356) 0.78 0.72 1.00 0.94 co 16 (406) 0.82 0.75 1.00 18 (457) 0.85 0.79 20 (508) 0.89 0.82 22 (559) 0.93 0.85 >24 (610) 0.97 0.88 1 Linear interpolation not permitted. 2 When combining multiple load adjustment factors(e.g.for a 4 anchor pattern in a corner with thin concrete member)the design can become very conservative. To optimize the design,use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17. 3 Spacing factor reduction in shear,f,,,,,assumes an influence of a nearby edge.If no edge exists,then fAV'f AN. 4 Concrete thickness reduction factor in shear,f„,assumes an influence of a nearby edge.if no edge exists,then f HV=1.0. I I If a reduction factor value is in a shaded cell,this indicates that this specific edge distance may not be permitted with a certain spacing(or vice versa). Check with table 5 and figure 2 of this section to calculate permissable edge distance,spacing and concrete thickness combinations. 284 Hilti,Inc.(US)1-800-879-8000 I www.hilti.com I en espariol 1-800-879-5000 I Hilt(Canada)Corp.1-800-363-4458 I www.hilti.com I Anchor Fastening Technical Guide Ed.17 Mechanical Anchoring Systems KWIK Bolt TZ Expansion Anchor 3.3.5 Table 12-Load adjustment factors for 3/4-in,diameter carbon steel Hilti KWIK Bolt TZ in uncracked concrete2 • - Edge distance in shear 3/4-in.KB-TZ CS Spacing factor Edge distance factor Spacing factor II to and away Conc.thickness factor uncracked concrete in tension in tension in shear' 1 toward edge from edge in shear' { IAN J RN /AV /RV I RV I RV Effective in. 3-1/4 3-3/4 4-3/4 3-1/4 3-3/4 4-3/4 3-1/4 3-3/4 4-3/4 3-1/4 3-3/4 4-3/4 3-1/4 3-3/4 4-3/4 3-1/4 3-3/4 4-3/4 embed.hof (mm) (83) (95) (121) (83) (95) (121) (83) (95) (121) (83) (95) (121) (83) (95) (121) (83) (95) (121) Nominal in. 3-13/16 4-5/16 5-9/16 3-13/16 4-5/16 5-9/16 3-13/16 4-5/16 5-9/16 3-13/16 4-5/16 5-9/16 3-13/16 4-5/16 5-9/16 3-13/16 4-5/16 5-9/16 embed.hnom (mm) (97) (110) (141) (97) (110) (141) (97) (110) (141) (97) (110) (141) (97) (110) (141) (97) (110) (142) 4 (102) n/a n/a 0.640 n/a n/a n/a n/a n/a 0.557 n/a n/a n/a n/a n/a n/a n/a n/a n/a 4-1/8 (105) n/a n/a 0.645 n/a n/a 0.546 n/a n/a 0.558 n/a n/a 0.207 n/a n/a 0.414 n/a n/a n/a 4-1/2 (114) n/a n/a 0.658 n/a n/a 0.574 n/a n/a 0.564, n/a n/a 0.236 n/a n/a 0.472 n/a n/a n/a 4-3/4 (121) n/a n/a 0.667 n/a 0.495 0.594 n/a n/a 0.567 n/a 0.348 0.256 n/a 0.495 0.512 n/a n/a n/a 5 (127) 0.756` 0.722 0.675 n/a 0.514 0.613 0.569 ''0.587 0.571 n/a 0.376 0.276 n/a 0.514 0.552` n/a n/a n/a c 5-1/2 (140) 0.782 0.744 0.693 n/a 0.553 0.653 0.576 0.595 0.578 n/a 0.433 0.319 n/a 0.553 0.637 0.553 n/a n/a 8 6 (152) 0.808 0.767 0.711 n/a 0.600 0.695 0.583 0.604 0.585 n/a 0.494 0.363 n/a 0.600 0.695 0.577 0.645 n/a E 7 (178) 0.859 0.811 0.746 n/a 0.700 0.781 0.597 0.621 0.599 n/a , 0.622 0.458 n/a 0.700 0.781 ; 0.624 0.697 n/a m E 7-3/4 (197) 0.897 0.844 0.772 n/a 0.775 0.861 0.608 0.634 0.610 n/a 0.725 0.533 n/a : 0.775 0.861 0.656 0.733 n/a E 8 (203) 0.910 0.856 0.781 n/a 0.800 0.889 0.611 -0.639 0.613 n/a 0.760 0.559 n/a 0.800 0.889 0.667 0.745 0.673 v E 8-7/8 (225) 0.955 0.894 0.811 n/a 0.888 0.986 0.623< 0.654 0.625 n/a 0.888 0.653 n/a 0.888' 0.986 0.702 0.785 0.708 Ea 9-1/2 (241) 0.987 0.922' 0.833 0.792 0.950 1.000 0.632` 0.665 0.634 0.704 0.984 0.723 0.792 0.984 1.000 0.726 0.812 0.733 -..5 10 (254) 1.000 0.944 0.851 0.833 1.000 0.639 0.674 0.641 0.761 1.000 0.781 0.833 1.000 0.745 0.833 0.752 --...0 10-1/2 (267) 0.967 0.868 0.875 0.646 0.682 0.648 0.818 0.841 0.875 0.764 0.854 0.771al Et) 12 (305) 1.000 0.921 1.000 0.667 0.708 0.670 1.000 1.000 1.000 0.816 0.913 0.824 m 14 (356) 0.991 0.694 0.743 0.698 a 0.882 0.986 0.890 co 16 (406) 1.000 0.722 0.778 0.726 0.943 1.000 0.951 18 (457) 0.750 0.812 0.754 1.000 1.000 20 (508) 0.778 0.847 0.783 - 22 (559) 0.806 0.882 0.811 >24 (610) 0.833 0.916 0.839 Table 13- Load adjustment factors for 3/4-in.diameter carbon steel Hilti KWIK Bolt TZ in cracked concrete1'2 Edge distance in shear 3/4-in.KB-TZ CS Spacing factor Edge distance factor Spacing factor II to and awayConc.thickness factor cracked concrete intension in tension in sheara 1 toward edge from edge in shear' IAN /RN J(AV INV fRV /RV Effective in. 3-1/4 3-3/4 4-3/4 3-1/4 3-3/4 4-3/4 3-1/4 3-3/4 4-3/4 3-1/4 3-3/4 4-3/4 3-1/4 3-3/4 4-3/4 3-1/4 3-3/4 4-3/4 embed.hef (mm) (83) (95) (121) (83) (95) (121) (83) (95) (121) (83) (95) (121) (83) (95) (121) (83) (95) (121) Nominal in. 3-13/16 4-5/16 5-9/16 3-13/16 4-5/16 5-9/16 3-13/16 4-5/16 5-9/16 3-13/16 4-5/16 5-9/16 3-13/16 4-5/16 5-9/16 3-13/16 4-5/16 5-9/16 embed.hr,om (mm) (97) (110) (141) (97) (110) (141) (97) (110) (141) (97) (110) (141) (97) (110) (141) (97) (110) (142) 4 (102) n/a n/a 0.640 n/a n/a n/a n/a n/a 0.557 n/a n/a n/a n/a n/a n/a n/a n/a n/a 4-1/8 (105) n/a n/a 0.645 n/a n/a 0.690 n/a n/a 0.559 n/a n/a 0.209 n/a n/a 0.417 n/a n/a n/a 4-1/2 (114) n/a n/a 0.658 n/a n/a 0.726 n/a n/a 0.564 n/a n/a 0.238 n/a n/a 0.476 n/a n/a n/a 4-3/4 (121) n/a n/a 0.667 n/a 0.879 0.750 n/a n/a 0.568 n/a 0.351 0.258, n/a 0.701 0,516 n/a n/a n/a 13 5 (127) 0.756 0.722 0.675 n/a 0.913 0.775 0.599 0.587 0.571 n/a 0.379 0.279 n/a 0.757 0.557 n/a n/a n/a c 5-1/2 (140) 0.782 0.744 0.693< n/a 0.982 0.825 0.609 0.596 0.578 n/a 0.437 0.321 n/a 0.874 0.643 0.659 n/a n/a 8 6 (152) 0.808 0.767 0.711 n/a 1.000 0.877 0.619 0.605 0.585 n/a 0.498 0.366 n/a 0.996 0.732 0.689 0.647 n/a E 7 (178) 0.859 0.811 0.746 n/a 1.000 l 0.986 "'0.638 0.622 0.600 n/a 0.627 0.461 n/a 1,000 0.923 0.744 0.699 n/a 07-3/4 (197) 0.897 0.844 0.772 n/a 1.000 1.000 0.653 0.635 0.610 n/a 0.731 0.538 n/a 1.000 0.783 0.735 n/a co '- 8 (203) 0.910 0.856 0.781 1.000 1.000 0.658 0.640 0.614 0.923 0.767 0.564 1.000 0.795 0.747 0.674 w L 8-7/8 (225) 0.955 0.894 0.811 1.000 1.000 0.675 0.655 0.626 1.000 0.896 0.659 0.837 0.787 0.710 o 9-1/2 (241) 0.987 0.922 0.833 1.000 1.000 0.688 0.666 0.635 0.992 0.729 0.866 0.814 0.735 10 (254) 1.000 0,.944 0.851 0.698 0.674 0.642 1.000 0.788 0.889 0.835 0.754 v 10-1/2 (267) 0.967 0.868 0.707 0.683 0.649 0.848 0.911 0.856 0.773 m 12 (305) 1.000 0.921 0.737 0.709 0.671 1.000 0.974 0.915 0.826 a 14 (356) 0.991 0.777 0.744 0.699 1.000 0.989 0.892 m 16 (406) 1.000 0.816 0.779 0.727 1.000 0.954 18 (457) 0.856 0.814 0.756 1.000 20 (508) 0.895 0.849 0.784 22 (559) 0.935 0.884 0.813 >24 (610) 0.974 0.919 0.841 1 Linear interpolation not permitted. 2 When combining multiple load adjustment factors(e.g.for a 4 anchor pattern in a corner with thin concrete member)the design can become very conservative. To optimize the design,use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17. 3 Spacing factor reduction in shear,fAv,assumes an influence of a nearby edge.If no edge exists,then f AV=IAN' 4 Concrete thickness reduction factor in shear,fw,assumes an influence of a nearby edge.If no edge exists,then INv=1.0. I. I If a reduction factor value is in a shaded cell,this indicates that this specific edge distance may not be permitted with a certain spacing(or vice versa). Check with table 5 and figure 2 of this section to calculate permissable edge distance,spacing and concrete thickness combinations. Hilti,Inc.(US)1-800-879-8000 I www.hilti.com I en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 I www.hilti.com I Anchor Fastening Technical Guide Ed.17 285 Mechanical Anchoring Systems 3.3.5 KWIK Bolt TZ Expansion Anchor Table 14- 1-1ilti ICWliK Bolt TZ stainless steel specifications' Nominal anchor dameter(in.) Setting information Symbol Units 3/8 1/2 5/8 3/4 Nominal bit diameter db,t in. 3/8 1/2 5/8 3/4 Nominal min. in. 2-5/16 2-3/8 3-5/8 3-9/16 4-7/16 4-5/16 5-5/16 embedment boon (mm) (59) (60) (91) (91) (113) (110) (142) Effective min. in. 2 2 3-1/4 3-1/8 4 3-3/4 4-3/4 embedment he` (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 Min.hole depth ho (mm) (67) (67) (102) (95) (121) (117) (146) Min.thickness in. 1/4 3/4 1/4 3/8 3/4 1/8 1-5/8 of fixture t..,.. (mm) (6) (19) (6) (9) (19) (3) (41) Max.thickness in. 2-1/4 4 2-3/4 5-5/8 4-3/4 4-5/8 3-5/8 of fixture tmax (mm) (57) (101) (70) (143) (121) (117) (92) Installation torque ft-lb 25 40 60 110 (concrete) T'nst (Nm) (34) (54) (81) (149) Installation torque ft-lb 15 25 35 70 (masonry) Tinst (Nm) (20) (34) (47) (95) Fixture hole in. 7/16 9/16 11/16 13/16 diameter dh (mm) (11.1) (14.3) (17.5) (20.6) Available in. 3 3-3/4 5 3-3/4 4-1/2 5-1/2 7 4-3/4 6 8.5 10 5-1/2 8 10 anchor lengths lanch (mm) (76) (95) (127) (95) (114) (140) (178) (121) (152) (216) (254) (140) (203) (254) 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 (treed (mm) (22) (41) (73) (41) (60) (86) (124) (38) (70) (133) (171) (38) (102) (152) in. 2-1/8 2-1/8 3-1/4 4 Unthreaded length Iunthr (mm) (54) (54) (83) (102) 1 Refer to figure 1 of this section for diagram of installation parameters 2 Minimum thickness of fixture is a concern only when the anchor is installed at the minimum nominal embedment.When KWIK Bolt TZ anchors are installed at this embedment,the anchor threading ends near the surface of the concrete.If the fixture is sufficiently thin,it could be possible to run the nut to the bottom of the threading during application of the installation torque.If fixtures are thin,it is recommended that embedment be increased accordingly. 286 Hilti,Inc.(US)1-800 879-8000 I www.hilti.com I en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 I www.hilti.com I Anchor Fastening Technical Guide Ed.17 ,, Mechanical Anchoring Systems KWIK Bolt TZ Expansion Anchor 3.3.5 Table 15-Hilti KWIK Bolt TZ stainless steel design strength with concrete/pulloutfailure in-uncracked concrete1'24,5 Nominal Tension-4N. Shear-0. anchor Effective Nominal diameter embed. embed. f'.=2,500 psi f'.=3,000 psi f'.=4,000 psi f'.=6,000 psi f'o=2,500 psi f'.=3,000 psi f'o=4,000 psi f'.=6,000 psi in. in.(mm) in.(mm) lb(kN) lb(kN) lb(kN) lb(kN) lb (kN) lb(kN) lb(kN) lb (kN) 2 2-5/16 1,710 1,875 2,160 2,650 2,375 2,605 3,005 3,680 3/8 (51) (59) (7.6) (8.3) (9.6) (11.8) (10.6) (11.6) (13.4) (16.4) 2 2-3/8 1,865 2,045 2,360 2,890 2,375 2,605 3,005 3,680 1/2 (51) (60) (8.3) (9.1) (10.5) (12.9) (10.6) (11.6) (13.4) (16.4) 3-1/4 3-5/8 3,745 4,100 4,735 5,800 9,845 10,785 12,450 15,250 (83) (91) (16.7) (18.2) (21.1) (25.8) (43.8) (48.0) (55.4) (67.8) 3-1/8 3-9/16 4,310 4,720 5,450 6,675 9,280 10,165 11,740 14,380 5/8 (79) (91) (19.2) (21.0) (24.2) (29.7) (41.3) (45.2) (52.2) (64.0) 4 4-7/16 6,240 6,835 7,895 9,665 13,440 14,725 17,000 20,820 (102) (113) (27.8) (30.4) (35.1) (43.0) (59.8) (65.5) (75.6) (92.6) 3-3/4 4-5/16 5,665 6,205 7,165 8,775 12,200 13,365 15,430 18,900 3/4 (95) (110) (25.2) (27.6) (31.9) (39.0) (54.3) (59.5) (68.6) (84.1) 1118 4-3/4 5-9/16 7,825 8,575 9,900 12,125 17,390 19,050 22,000 26,945 (121) (142) (34.8) (38.1) (44.0) (53.9) (77.4) (84.7) (97.9) (119.9) Table 16- Hilti KWIK Bolt TZ stainless steel design strength with concrete/pullout failure in cracked concrete1'2,3,4,5 Nominal Tension-d,N. Shear-IVa anchor Effective Nominal diameter embed. embed. f'c=2,500 psi f'.=3,000 psi f'.=4,000 psi f'c=6,000 psi f'o=2,500 psi f'o=3,000 psi f'.=4,000 psi f'0=6,000 psi in. in.(mm) in.(mm) lb(kN) lb(kN) lb(kN) lb(kN) lb (kN) lb(kN) lb(kN) lb (kN) 3/8 2 2-5/16 1,520 1,665 1,925 2,355 1,685 1,845 2,130 2,605 (51) (59) (6.8) (7.4) (8.6) (10.5) (7.5) (8.2) (9.5) (11.6) 2 2-3/8 1,750 1,915 2,210 2,710 2,375 2,605 3,005 3,680 1/2 (51) (60) (7.8) (8.5) (9.8) (12.1) (10.6) (11.6) (13.4) (16.4) 3-1/4 3-5/8 3,235 3,545 4,095 5,015 6,970 7,640 8,820 10,800 (83) (91) (14.4) (15.8) (18.2) (22.3) (31.0) (34.0) (39.2) (48.0) 3-1/8 3-9/16 3,050 3,345 3,860 4,730 6,575 7,200 8,315 10,185 5/8 (79) (91) (13.6) (14.9) (17.2) (21.0) (29.2) (32.0) (37.0) (45.3) 4 4-7/16 3,795 4,160 4,800 5,880 9,520 10,430 12,040 14,750 (102) (113) (16.9) (18.5) (21.4) (26.2) (42.3) (46.4) (53.6) (65.6) 3-3/4 4-5/16 5,270 5,775 6,670 8,165 12,200 13,365 15,430 18,900 3/4 (95) (110) (23.4) (25.7) (29.7) (36.3) (54.3) (59.5) (68.6) (84.1) 4-3/4 5-9/16 5,720 6,265 7,235 8,860 12,320 13,495 15,585 19,085 (121) (142) (25.4) (27.9) (32.2) (39.4) (54.8) (60.0) (69.3) (84.9) 1 See section 3.1.8.6 to convert design strength value to ASD value. 2 Linear interpolation between embedment depths and concrete compressive strengths is not permitted. 3 Apply spacing,edge distance,and concrete thickness factors in tables 19 to 26 as necessary. Compare to the steel values in table 17. The lesser of the values is to be used for the design. 4 Tabular values are for normal weight concrete only.For lightweight concrete multiply design strength by Aa as follows: for sand-lightweight,Aa=0.68;for all-lightweight,Aa =0.60 5 Tabular values are for static loads only.Seismic design is not permitted for uncracked concrete.For seismic tension loads,multiply cracked concrete tabular values in tension by the following reduction factors: 1/2-in diameter by 2-in effective embedment depth-Nae..=0.64 All other sizes-aN,..,.=0.75 No reduction needed for seismic shear. See Section 3.1.8.7 for additional information on seismic applications. „ ..._. : .7 ..14err Hilti,Inc.(US)1-800-879-8000 I www.hilti.com I en espanol 1-800-879-5000 1 Hilti(Canada)Corp.1-800-363-4458 I www.hilti.com I Anchor Fastening Technical Guide Ed.17 287 Mechanical Anchoring Systems .. . -- .psi. 3.3.5 KWIK Bolt TZ Expansion Anchor Table 17-Steel strength for Hilti KWIK Bolt TZ stainless steel anchors"2 Nominal anchor diameter Tensile 4)Na3 Shear 4)Vea4 Seismic shear4)Vsa,eg5 in. lb(kN) lb(kN) lb(kN) 4,475 3,070 1,835 3/8 (19.9) (13.7) (8.2) 8,665 4,470 4,470 1/2 (38.5) (19.9) (19.9) 13,410 6,415 6,080 5/8 (59.7) (28.5) (27.0) 18,040 10,210 8,380 3/4 (80.2) (45.4) (37.3) 1 See section 3.1.8.6 to convert design strength value to ASD value. 2 Hilti KWIK Bolt TZ stainless steel anchors are to be considered ductile steel elements. 3 Tensile 4)Nsa=4)As..N feta as noted in ACI 318-14 Chapter 17. 4 Shear values determined by static shear tests with 4)Vsa<4)0.60 Ase,v fora as noted in ACI 318-14 Chapter 17. 5 Seismic shear values determined by seismic shear tests with 4)Vsa,eq<4)0.60 ASe,v feta as noted in ACI 318-14 Chapter 17.See section 3.1.8.7 for additional information on seismic applications. Figure 3 Anchors not permitted For a specific edge distance,the permitted spacing is calculated as follows: . ' in shaded area - i Case 2 0 a S>S + (Smin,1—Smin,2� (C—C ) C at S min,2 min,2 .- in,, mint r , m 2) E . U Case 1 sae:i9n —Tv \\: ''. '" `UE I - cmm,2 at smin., IIIWIIIII Concrete c , design Edge edge distance c Table 18-Stainless steel Hilti KWIK Bolt TZ installation parameters' Setting Nominal anchor diameter dQ information Symbol Units 3/8 1/2 5/8 3/4 Effective mirtimumh in. 2 2 3-1/4 31/8 a 3-3/4 4-3/4 embedment' ef (mm) (51) (51) (83) (79) (102) (95) (121) in. 4 5 4 6 6 8 5 6 8 6 8 8 Min.member thickness hmin (mm) (102) (127) (102) (152) (152) (203) (127) (152) (203) (152) (203) (203) in. 2-1/2 2-7/8 2-1/8 3-1/4 2-3/8 4-1/4 4 Cmin,, (mm) (64) (73) (54) (83) (60) (108) (102) Case 1 for in. 5 5-3/4 5-1/4 5-1/2 5-1/2 10 8-1/2 smin,a (mm) (127) (146) (133) (140) (140) (254) (216) in. 3-1/2 4-1/2 3-1/4 4-1/8 4-1/4 9-1/2 7 Cmin,2 (mm) (89) (114) (83) (105) (108) (241) (178) Case 2 for in. 2-1/4 2-7/8 2 2-3/4 2-3/8 5 4 smin.a (mm) (57) (73) (51) (70) (60) (127) (102) 1 Linear interpolation is permitted to establish an edge distance and spacing combination between Case 1 and Case 2. Linear interpolation for a specific edge distance c,where cmin,, <c<cmin,2,will determine the permissible spacings. 288 Hilti,Inc (US)1-800-879-8000 I www.hilti.com I en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 I www.hilti.com I Anchor Fastening Technical Guide Ed.17 Mechanical Anchoring Systems KWIK Bolt TZ Expansion Anchor 3.3.5 Table 19 Load adjustment factors for 3/8-in.diameter stainless steel-1-1ilti KWIK Bolt TZ ,_ - - in uncracked concrete1,2 Edge Edge distance in shear Conc. 3/8-in.KB-TZ SS Spacing distance Spacing II to and thickness uncracked concrete factor factor in factor 1 toward away from factor in in tension tension in shear3 edge edge shear" IAN f IRN IAV IRV IRV IHV Effective in. 2 2 2 2 2 2 embed.haf (mm) (51) (51) (51) (51) (51) (51) Nominal in. 2-5/16 2-5/16 2-5/16 2-5/16 2-5/16 2-5/16 embed.hnom (mm) (59) (59) (59) (59) (59) (59) a) 2-1/4 (57) 0.69 n/a 0.59 n/a n/a n/a V_ 2-1/2 (64) 0.71 0.60 0.60 0.49 . 0.60 n/a U 0 3 (76) -0.75 _ 0.69 0.62 __ 0.64 0.69 n/a 3-1/2 (89) _ 0.79 0.80 0.64 0.81 0.81 n/a 4 (102) 0.83 0.91 0.67 0.99 0.99 0.81 a = 4-1/2 (114) 0.88 1.00 0.69 1.00 1.00 0.86 5 '- 5 (127) 0.92 0.71 0.91 u� 5-1/2 (140) 0.96 0.73 0.95 6 (152) 1.00 0.75 1.00 aa Y 7 (178) 0.79 8 (203) 0.83 0) 9 (229) 0.87 10 (254) 0.91 U a 11 (279) 0.95 co 12 (305) 1.00 Table 20-Load adjustment factors for 3/8-in.diameter stainless steel Hilti KWIK Bolt TZ in cracked concrete1,2 Edge Edge distance in shear Conc. 3/8 in.KB-TZ SS Spacing distance Spacing II to and thickness cracked concrete factor factor in factor 1 toward away from factor in in tension tension in shear3 edge edge shear' IAN fRN IAV IRV IRV IHV Effective in. 2 2 2 2 2 2 embed.hof (mm) (51) (51) (51) (51) (51) (51) Nominal in. 2-5/16 2-5/16 2-5/16 2-5/16 2-5/16 2-5/16 embed.hnom (mm) (59) (59) (59) (59) (59) (59) a, 2-1/4 (57) 0.69 n/a _ 0.59 n/a n/a n/a III 2-1/2 (64) 0.71 0.87 0.60 0.49 0.87 n/a U 0 3 (76) 0.75 1.00 0.62 0.65 1.00 n/a 3-1/2 (89) 0.79 1.00 0.65 0.82 1.00 n/a E 4 (102) 0.83 0.67 1.00 0.82 a 4-1/2 (114) 0.88 0.69 0.87 m -- 5 (127) 0.92 0.71 0.91 o g 5-1/2 (140) 0.96 0.73 0.96 -a a m 6 (152) 1.00 0.75 1.00 Y 7 (178) 0.79 8 (203) 0.83 9 (229) 0.87 Uc 10 (254) 0.92 a 11 (279) 0.96 co 12 (305) 1.00 1 Linear interpolation not permitted. 2 When combining multiple load adjustment factors(e.g.for a 4 anchor pattern in a corner with thin concrete member)the design can become very conservative.To optimize the design,use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17. 3 Spacing factor reduction in shear,IAV'assumes an influence of a nearby edge.If no edge exists,then IAV=IAN. 4 Concrete thickness reduction factor in shear, assumes an influence of a nearby edge.If no edge exists,then f Hv=1.0. l 1 If a reduction factor value is in a shaded cell,this indicates that this specific edge distance may not be permitted with a certain spacing(or vice versa).Check with table 17 and figure 3 of this section to calculate permissable edge distance, spacing and concrete thickness combinations. - .� :a moo, '., : s, � ,ate___.... Hilti,Inc.(US)1-800-879-8000 I www.hilti.com I en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 I www.hilti.com I Anchor Fastening Technical Guide Ed.17 289 Mechanical Anchoring Systems 3.3.5 KWIK Bolt TZ Expansion Anchor Table 21 Load=adjustmentfactors for 1/2-in,diameter stainless steel Hilti KWIK Bolt TZ in uncracked concrete1A - - Edge distance in shear 1/2-in.KB-TZ SS Spacing factor Edge distance Spacing factor II to and away Conc.thickness fac- uncracked concrete in tension factor in tension in shear3 I toward edge from edge tor in shear" fAN IRN IAV IR, fRV IHV Effectivein. 2 3-1/4 2 3-1/4 2 3-1/4 2 3-1/4 2 3-1/4 2 3-1/4 embed.her (mm) (51) (83) (51) (83) (51) (83) (51) (83) (51) (83) (51) (83) Nominal in. 2-3/8 3-5/8 2-3/8 3-5/8 2-3/8 3-5/8 2-3/8 3-5/8 2-3/8 3-5/8 2-3/8 3-5/8 embed.heee, (mm) (60) (92) (60) (92) (60) (92) (60) (92) (60) (92) (60) (92) 2 (51) n/a 0.60 n/a n/a n/a 0.54 n/a n/a n/a n/a n/a n/a 2-1/8 (54) n/a 0.61 n/a 0.39 n/a 0.54 n/a "0.11 n/a 0.22 ' ' n/a n/a 2-7/8 (73) 0.74 0.65 0.53 0.45 0.63 0.55 0.53 0.17 0.53 0.35 n/a n/a _ 3 (76) 0.75 0.65 0.55 0.46 0.63 0.55 0.55 0.19 0.55 0.37 n/a n/a m 3-1/4 (83) 0.77 0.67 0.59 0.49 0.64, 0.56 0.59 0.21 0.59 0.42 n/a n/a 0 3-1/2 (89) 0.79 0.68 0.64 0.51 0.65 0.56 '+ 0.64 0.23 0.64 0.47 n/a n/a o 4 (102) 0.83 0.71 0.73 0.56 0.681 0.57 0.73 0.29 0.73 0.56 0.84 n/a 4-1/2 (114) 0.88 0.73 0.82 0.61 0.70 0.58 0.82 0.34 0.82 0.61 0.89 n/a E 5 (127) 0.92 0.76 0.91 0.67 0.72 0.59 0.91 0.40 0.91 0.67 0.94 n/a c c 5-1/4 (133) 0.94 0.77 0.95 0.70 0.73 0.60 0.95 0.43 0.95 0.70 0.96 n/a Y 5-1/2 (140) 0.96 : 0.78 1.00 0.73 0.74' 0.60 1.00 0.46 1.00 0.73 0.98 n/a a 0 6 (152) 1.00 0.81 0.80 0.76 0.61 0.53 0.80 1.00 0.66 c c 7 (178) 0.86 0.93 0.81 0.63 0.66 0.93 0.71 8 (203) 0.91 1.00 0.85 0.64 0.81 1.00 0.76 r 9 (229) 0.96 0.89 0.66 0.97 0.81 c' 10 (254) 1.00 0.94 0.68 1.00 0.85 a 11 (279) 0.98 0.70 0.89 co 12 (305) 1.00 0.72 0.93 14 (356) 0.75 1.00 16 (406) 0.79 18 (457) 0.83 >20 (508) 0.86 Table 22- Load adjustment factors for 1/2-in.diameter stainless steel Hilti KWIK Bolt TZ in cracked concrete1'2 Edge distance in shear 1/2-in.KB-TZ SS Spacing factor Edge distance Spacing factor II to and away Conc.thickness fac- cracked concrete in tension factor in tension in shear3 .L toward edge from edge tor in shear" IAN IRN f AV IR, IR, IRV Effective in. 2 3-1/4 2 3-1/4 2 3-1/4 2 3-1/4 2 3-1/4 2 3-1/4 embed.hef (mm) (51) (83) (51) (83) (51) (83) (51) (83) (51) (83) (51) (83) Nominal in. 2-3/8 3-5/8 2-3/8 3-5/8 2-3/8 3-5/8 2-3/8 3-5/8 2-3/8 3-5/8 2-3/8 3-5/8 embed.heom (mm) (60) (92) (60) (92) (60) (92) (60) (92) (60) (92) (60) (92) 2 (51) n/a 0.60 n/a n/a n/a 0.54 n/a n/a n/a n/a n/a n/a 2-1/8 (54) n/a 0.61 n/a 0.60 n/a 0.54 n/a 0.11 n/a 0.22 n/a n/a 2-7/8 (73) 0.74 0.65 0.97 0.70 0.60 0.55 0.47 0.18 0.94 0.35` n/a n/a 3 (76) 0.75 0.65 1.00 ': 0.71 0.60 0.55 0.50 0.19 1.00 0.38 n/a n/a 0, 3-1/4 (83) 0.77 0.67 1.00 0.75 0.61 0.56 0.56 0.21 1.00 0.42 n/a n/a 3-1J2_ (89) 0.79 0.68 1.00 0.79 _ 0.62 0.56 0.63 0.24 1.00 0.47 n/a n/a - 0 4 - (1 0.83 0.71 t:00 0.86 0.64 0.57 0.77 0.20 1.00 0.58 0.75 n/a E 4-1/2 (114) 0.88 0_73 : 1.00 0.94 0.66 0.58 0.92 0.34 1.00 0.69 0.79 n/a -9- E 5 (127) 0.92 0.76 1.00 0.67 0.59 1.00 0.40 0.81 0.84 n/a c . 5-1/4 (133) 0.94 0.77 0.68 0.60 0.43 0.87 0.86 n/a ° 5-1/2 (140) 0.96 0.78 0.69 0.60 0.47 0.93 0.88 n/a y 6 (152) 1.00 0.81 0.71 0.61 0.53 1.00 0.92 0.66 13) c 7 (178) 0.86 0.74 0.63 0.67 0.99 0.71 CD. 8 (203) 0.91 0.78 0.65 0.82 1.00 0.76 r 9 (229) 0.96 0.81 0.66 0.98 0.81 ' 10 (254) 1.00 0.85 0.68 1.00 0.85 a 11 (279) 0.88 0.70 0.90 co 12 (305) 0.92 0.72 0.94 14 (356) 0.99 0.76 1.00 16 (406) 1.00 0.79 18 (457) 0.83 >20 (508) 0.86 1 Linear interpolation not permitted. 2 When combining multiple load adjustment factors(e.g.for a 4 anchor pattern in a corner with thin concrete member)the design can become very conservative. To optimize the design,use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17. 3 Spacing factor reduction in shear,fAA,assumes an influence of a nearby edge.If no edge exists,then fm=fAN. 4 Concrete thickness reduction factor in shear,f HN assumes an influence of a nearby edge.If no edge exists,then f HV=1.0. l• I If a reduction factor value is in a shaded cell,this indicates that this specific edge distance may not be permitted with a certain spacing(or vice versa). Check with table 17 and figure 3 of this section to calculate permissable edge distance,spacing and concrete thickness combinations. 290 Hilti,Inc.(US)1-800-879-8000 I www.hilti.com I en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 I www.hilti.com I Anchor Fastening Technical Guide Ed.17 may,,, i •I Mechanical Anchoring Systems KWIK Bolt TZ Expansion Anchor 3.3.5 Table 23 Load adjustment factors.for 5/8-in.diameter stainless steel-Hilti KWIK Bolt"TZ in urrcracked concrete'"2- - Edge distance in shear 5/8-in.KB-TZ SS Spacing factor Edge distance Spacing factor II to and away Conc.thickness fac- uncracked concrete in tension factor in tension in shear' 1 toward edge from edge tor in shear' IAN IRK] fAV fp, fRV fHV Effective in. 3-1/8 4 3-1/8 4 3-1/8 4 3-1/8 4 3-1/8 4 3-1/8 4 embed.her (mm) (79) (102) (79) (102) (79) (102) (79) (102) (79) (102) (79) (102) Nominal in. 3-9/16 4-7/16 3-9/16 4-7/16 3-9/16 4-7/16 3-9/16 4-7/16 3-9/16 4-7/16 3-9/16 4-7/16 embed.hnom (mm) (90) (113) (90) (113) (90) (113) (90) (113) (90) (113) (90) (113) 2-3/8 (60) n/a 0.60 n/a 0.39 " n/a 0.54 n/a 0.11 n/a 0.21 n/a n/a 2-3/4 (70) 0.65 0.61 n/a 0.41 0.55 0.54 n/a 0.13 n/a 0.27 n/a n/a 3 (76) 0.66 0.63 n/a 0.43 0.56 0.55 n/a 0.15 n/a 0.30 n/a n/a :: 3-1/4 (83) 0.67 0.64 0.51 0.45 0.56 0.55 ' 0.24 0.17 0.47 0.34 n/a n/a 3-1/2 (89) 0.69 0.65 0.54 0.47 0.57 0.56 0.26 0.19 0.53 0.38 n/a n/a o 4 (102) 0.71 0.67 0.59 0.51 0.58 0.56 0.32 0.23 0.59 0.47 n/a n/a E 4-1/2 (114) 0.74 0.69 0.65 0.55 0.59_ 0.57 0.38 0.28 0.65 0.55 n/a n/a d. E 5 (127) 0.77 0.71 0.71 0.59 0.60 0.58 0.45 0.33 0.71 0.59 0.63 n/a C 5-1/2 (140) 0.79 0.73 0.79 0.63 0.61 0.59 0.52 0.38 0.79 0.63 0.66 n/a N s 6 (152) 0.82 0.75 0.86 0.68 0.62 0.59 0.59 0.43 0.86 0.68 0.69 0.62 .a . 7 (178) 0.87 0.79 1.00 0.79 0.64 0.61 0.75 0.54 1.00 0.79 0.74 0.67 it 0 8 (203) 0.93 0.83 0.90 0.66 0.63 0.91 0.66 0.90 0.79 0.71 °. v 10 (254) 1.00 0.92 1.00 0.70 0.66 1.00 0.92 1.00 0.89 0.80 el 12 (305) 1.00 0.74 0.69 1.00 0.97 0.87 c' 14 (356) 0.77 0.72 1.00 0.94 n 16 (406) 0.81 0.75 1.00 m 18 (457) 0.85 0.78 20 (508) 0.89 0.82 22 (559) 0.93 0.85 >24 (610) 0.97 0.88 Table 24-Load adjustment factors for 5/8-in.diameter stainless steel Hilti KWIK Bolt TZ in cracked concrete1,2 Edge distance in shear 5/8-in.KB-TZ SS Spacing factor Edge distance Spacing factor II to and away Conc.thickness fac- cracked concrete in tension factor in tension in shear' 1 toward edge from edge tor in shear' IAN INN fAV fRV fR, fHV Effective in. 3-1/8 4 3-1/8 4 3-1/8 4 3-1/8 4 3-1/8 4 3-1/8 4 embed.her (mm) (79) (102) (79) (102) (79) (102) (79) (102) (79) (102) (79) (102) Nominal in. 3-9/16 4-7/16 3-9/16 4-7/16 3-9/16 4-7/16 3-9/16 4-7/16 3-9/16 4-7/16 3-9/16 4-7/16 embed.hnR (mm) (90) (113) (90) (113) (90) (113) (90) (113) (90) (113) (90) (113) 2-3/8 (60) n/a 0.60 n/a 0.57 n/a 0.54 n/a 011 n/a 0.22 n/a n/a 2-3/4 (70) n/a 0.61 n/a 0.61 n/a 0.54 n/a 0.13 n/a 0.27 n/a n/a 3 (76) 0.66 0.63 n/a 0.64 0.56 0.55 n/a 0.15 n/a 0.31 n/a n/a CD 3-1/4 (83) 0.67 0.64 0.77 0.66 0.56 0.55 0.24 0.17 0.48 0.35 n/a n/a c3-1/2 (89) 0.69 0.65 0.81 0.69 0.57 0.56 0.27 0.19 0.53 0.39 n/a n/a o 4 (102) 0.71 0.67 0.89 0.75 0.58 0.56 0.33 0.24 0.65 0.47 n/a n/a ▪E 4-1/2 (114) 0.74 0.69 0.97 0.81 0.59 0.57 0.39 0.28 0.78 0.56 n/a n/a E 5 (127) 0.77 ; 0.71 1.00 0.87 0.60 0.58 0.45 0.33 0.91 0.66 0.63 n/a o C 5-1/2 (140) 0.79 0.73 0.93 0.61 0.59 0.52 0.38 1.00 0.76 0.66 n/a 5i 6 (152) 0.82 0.75 1.00 0.62 0.60 0.60 0.43 0.87 0.69 0.62 a y 7 (178) 0.87 0.79 0.64 0.61 0.75 0.55 1.00 0.74 0.67 73 Crn a0i 8 (203) 0.93 0.83 0.66 0.63 0.92 0.67 0.79 0.71 °. 10 (254) 1.00 0.92 0.70 0.66 1.00 0.93 0.89 0.80 y 12 (305) 1.00 0.74 0.69 1.00 0.97 0.87 °7 c 14 (356) 0.78 0.72 1.00 0.94 Ws a 16 (406) 0.82 0.75 1.00 rn 18 (457) 0.85 0.79 20 (508) 0.89 0.82 22 (559) 0.93 0.85 >24 (610) 0.97 0.88 1 Linear interpolation not permitted. 2 When combining multiple load adjustment factors(e.g.for a 4 anchor pattern in a corner with thin concrete member)the design can become very conservative. To optimize the design,use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17. 3 Spacing factor reduction in shear,fAV'assumes an influence of a nearby edge.If no edge exists,then f Av=IAN. 4 Concrete thickness reduction factor in shear,fHv,assumes an influence of a nearby edge.If no edge exists,then f�=1.0. 1-1 If a reduction factor value is in a shaded cell,this indicates that this specific edge distance may not be permitted with a certain spacing(or vice versa). Check with table 17 and figure 3 of this section to calculate permissable edge distance,spacing and concrete thickness combinations. Hilts,Inc.(US)1-800-879-8000 I www.hitti.com I en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 I www.hiki.com I Anchor Fastening Technical Guide Ed.17 291 Mechanical Anchoring Systems l . 'I 3.3.5 KWIK Bolt TZ Expansion Anchor Table 25-Load adjustment factors.for.3/4-in,diameter stainless steel Hilti_KWIK Bolt TZ in uncracked concrete'•2 - Edge distance in shear 3/4-in.KB-TZ CS Spacing factor Edge distance Spacing factor II to and away Conc.thickness fac- uncracked concrete in tension factor in tension in shear' 1 toward edge fromedge tor inshear' IAN INN J{ { IHV fRV J RV IHV Effective in. 3-1/8 4 3-1/8 4 3-1/8 4 3-1/8 4 3-1/8 4 3-1/8 4 embed.he, (mm) (79) (102) (79) (102) (79) (102) (79) (102) (79) (102) (79) (102) Nominal in. 4-5/16 5-9/16 4-5/16 5-9/16 4-5/16 5-9/16 4-5/16 5-9/16 4-5/16 5-9/16 4-5/16 5-9/16 embed.Nom (mm) (110) (141) (110) (141) (110) (141) (110) (141) (110) (141) (110) (142) 4 (102) n/a 0.64 n/a 0.54 n/a 0.56 n/a 0.20 ': n/a 0.40 n/a n/a 4-1/4 (108) n/a 0.65 0.46 0.56 n/a 0.56 0.29 0.22 0.46 0.43 n/a n/a ap 4-1/2 (114) n/a 0.66 0.48 0.57 n/a 0.56 0.32 0.24 0.48 0.47 n/a n/a ED. 5 (127) 0.72 0.68 0.51 0.61 0.59 0.57 0.38 0.28 0.51 0.55 n/a n/a o 5-1/2 (140) 0.74 _ 0.69 0.55 0.65 0.60 0.58 0.43 0.32 0.55 0.64 n/a n/a 6 (152) 0.77 0.71 0.60 0.69 0.60 0.58 0.49 0.36 0.60 0.69 0.65 n/a E 7 (178) 0.81 0.75 0.70 0.78 0.62 0.60 0.62 0.46 0.70 0.78 0.70 n/a cu c.) c 8 (203) 0.86 0.78 0.80 0.89 0.64 0.61 0.76 0.56 0.80 0.89 0.75 0.67 2 9 (229) 0.90 0.82 0.90... 1.00 0.66 0.63 0.91 0.67 `0.91 1.00 0.79 0.71 N 9-1/2 (241) 0.92 0.83 0.95 0.66 0.63 0.98 0.72 0.98 0.81 0.73 a c 10 (254) 0.94 0.85 1.00 0.67 0.64 1.00 0.78 1.00 0.83 0.75 a v 12 (305) 1.00 0.92 0.71 0.67 1.00 0.91 0.82 r 14 (356) 0.99 0.74 0.70 0.99 0.89 2' 16 (406) 1.00 0.78 0.73 1.00 0.95 m 18 (457) 0.81 0.75 1.00 co 20 (508) 0.85 0.78 22 (559) 0.88 0.81 >24 (610) 0.92 0.84 Table 26-Load adjustment factors for 3/4-in.diameter stainless steel Hilti KWIK Bolt TZ in cracked concretet'2 Edge distance in shear 3/4-in.KB-TZ SS Spacing factor Edge distance Spacing factor II to and away Conc.thickness fac- cracked concrete in to{ ( tension factor in tension in shear' 1 toward edge from edge tor in shear' I'm I RN f AV I NV INV IHV Effective in. 3-3/4 4-3/4 3-3/4 4-3/4 3-3/4 4-3/4 3-3/4 4-3/4 3-3/4 4-3/4 3-3/4 4-3/4 embed.he, (mm) (95) (121) (95) (121) (95) (121) (95) (121) (95) (121) (95) (121) Nominal in. 4-5/16 5-9/16 4-5/16 5-9/16 4-5/16 5-9/16 4-5/16 5-9/16 4-5/16 5-9/16 4-5/16 5-9/16 embed.hne,,, (mm) (110) (141) (110) (141) (110) (141) (110) (141) (110) (141) (110) (142) 4 (102) n/a 0.64 n/a 0.68 n/a 0.56 n/a 0.20 n/a 0.40 n/a n/a 4-1/4 (108) n/a 0.65 0.81 0.70 n/a 0.56 0.21 0.22 0.42 0.44 n/a n/a 4-1/2 (114) n/a 0.66 0.85 0.73 n/a 0.56 0.23 0.24 0.46 0.48 '" n/a n/a $ 5 (127) 0.72 0.68 0.91 0.77 0.57 0.57 0.27 0.28 0.54 0.56 n/a n/a 0• 5-1/2 (140) 0.74 0.69 ' 0.98 0.83 ` 0.58 0.58 0.31 0.32 0.62 0.64 n/a n/a - 6 (152) 0.77 0.71 1.00 0.88 0.58 0.59 0.35 0.37 0.71 0.73 0.58 n/a E 7 (178) 0.81 0.75 1.00 0.99 0.60 0.60 - 0.44 0.46 0.89 0.92 0.62 n/a v c 8 (203) 0.86 0.78 1.00 1.00 0.61 0.61 0.54 0.56 - 1.00 1.00 0.67 0.67 9 (229) 0.90 0.82 1.00 0.62 0.63 0.65 0.67 1.00 =' 0.71 0.72 'a y 9-1/2 (241) 0.92 0.83 1.00 0.63 0.64 0-70 0 73 1 00 0./3 0.74 o c 10 (254) 0.94 0.85 0.64 0.64 0.76 0.79 0.74 0.75 13 0 12 (305) 1.00 0.92 0.67 0.67 1.00 1.00 0.82 0.83 E 14 (356) 0.99 0.69 0.70 0.88 0.89 33 16 (406) 1.00 0.72 0.73 0.94 0.95 co 18 (457) 0.75 0.76 1.00 1.00 v°) 20 (508) 0.78 0.78 22 (559) 0.81 0.81 >24 (610) 0.83 0.84 1 Linear interpolation not permitted. 2 When combining multiple load adjustment factors(e.g.for a 4 anchor pattern in a corner with thin concrete member)the design can become very conservative. To optimize the design,use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17. 3 Spacing factor reduction in shear,f A,assumes an influence of a nearby edge.If no edge exists,then f AV=f AN 4 Concrete thickness reduction factor in shear,IRA assumes an influence of a nearby edge.If no edge exists,then IHV=1.0. 6 I If a reduction factor value is in a shaded cell,this indicates that this specific edge distance may not be permitted with a certain spacing(or vice versa). Check with table 17 and figure 3 of this section to calculate permissable edge distance,spacing and concrete thickness combinations. 292 Hilti,Inc.(US)1-800-879-8000 I www.hilti.com I en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 I www.hilti.com I Anchor Fastening Technical Guide Ed.17 Yr- Mechanical Anchoring Systems KWIK Bolt TZ Expansion Anchor 3.3.5 Minimum 5/8":Typical Min.2-1/2"for 3/8, 1/2, 5/8x3-1/8 and 3/4x3-1/4 T Min.3,000 psi Normal Weight Min.3 1/4 for 5/8x4 Y - or Lightweight Concrete 4ll, and 3/4x3 3/4 _ Tr m'ir, p � ; to* 410,i0fiftailtii:111(4.#11 ;17;4"i"INI'A:- <4.'':11101;6 4-4--F ' .E Upper Max.3" Is .. - Flute . Yr• Minimum 'Iti-I (Valley) - �A .: 20 Gauge IMin. _I Min.l Steel W-Deck 3-7/8" i I 3-7/8' Min. 12"Typical i Lower Flute Min. 1" (Ridge) Figure 4- Installation of Hilti KWIK Bolt TZ in the sof-fit of concrete over metal deck floor and roof assemblies-W Deck EM Minimum 5/8"Typical NO 4111.011111,4iklitid Min.2 1/4"TYP• may' 441' Mm.3,000 psi Normal-Weight a ,• A,,// T or Lightweight Concrete •%lir, 1- Upper r i Flute Minimum (Valley) 20 Gauge Min. Steel B-Deck .1-3/4"i*-' Min.3-1/2" Lower �� Flute Min.2-1/2 3/4" Min. / Min. 6"Typical (Ridge) Figure 5 Installation of Hilti KWIK Bolt TZ in the soffit of concrete over metal deck floor and roof assemblies- B Deck Hilti,Inc.(US)1-800-879-8000 I www.hilti.com I en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 I www.hilti.com I Anchor Fastening Technical Guide Ed.17 293 Mechanical Anchoring Systems 3.3.5 KWIK Bolt TZ Expansion Anchor Table 27 - Hilti KWIK Bolt TZ carbon steel design strength in the-soffit of-uncrackedlightweight concrete over metal deck''2'3'4'5'6 Loads according to Figure 4 Loads according to Figure 5 Nominal Effective Nominal Tension-(1)Nn Shear-0V" Tension-ON, Shear-cpV" anchor embed. embed. f'c=3,000 psi f'�=4,000 psi f'c=3,000 psi f'�=4,000 psi f'�=3,000 psi f'c=4,000 psi f'c=3,000 psi f'c=4,000 psi diameter depth depth (20.7 MPa) (27.6 MPa) (20.7 MPa) (27.6 MPa) (20.7 MPa) (27.6 MPa) (20.7 MPa) (27.6 MPa) in. in.(mm) in.(mm) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) 1-1/2 1-13/16 750 865 1,135 1,135 705 815 1,200 1,200 (38) (46) (3.3) (3.8) (5.0) (5.0) (3.1) (3.6) (5.3) (5.3) 3/8 2 2-5/16 1,305 1,505 1,385 1,385 1,200 1,385 1,850 1,850 (51) (59) (5.8) (6.7) (6.2) (6.2) (5.3) (6.2) (8.2) (8.2) 2-3/4 2-5/16 1,995 2,305 1,765 1,765 n/a n/a n/a n/a (70) (59) (8.9) (10.3) (7.9) (7.9) 2 2-3/8 1,305 1,505 1,690 1,690 1,210 1,395 1,680 1,680 1/2 (51) (60) (5.8) (6.7) (7.5) (7.5) (5.4) (6.2) (7.5) (7.5) 3-1/4 3-5/8 2,400 2,770 2,640 2,640 2,195 2,535 2,565 2,565 (83) (92) (10.7) (12.3) (11.7) (11.7) (9.8) (11.3) (11.4) (11.4) 3-1/8 3-9/16 1,835 2,120 2,990 2,990 2,640 3,050 3,060 3,060 5/8 (79) (90) (8.2) (9.4) (13.3) (13.3) (11.7) (13.6) (13.6) (13.6) 4 4-7/16 3,385 3,910 3,650 3,650 (102) (113) (15.1) (17.4) (16.2) (16.2) n/a n/a n/a n/a 3-1/4 3-13/16 2,750 3,175 3,145 3,145 (83) (97) (12.2) (14.1) (14.0) (14.0) n/a n/a n/a n/a 3/4 3-3/4 4-5/16 2,765 3,195 4,025 4,025 (95) (110) (12.3) (14.2) (17.9) (17.9) n/a n/a n/a n/a Table 28- Hilti KWIK Bolt TZ carbon steel design strength in the soffit of cracked lightweight concrete over metal deck'2'3,4'5'6,7 Loads according to Figure 4 Loads according to Figure 5 Nominal Effective Nominal Tension-(1::,N, Shear-(I)V„ Tension-(ON„ Shear-oV" anchor embed. embed. f'c=3,000 psi f',=4,000 psi f 0=3,000 psi f,=4,000 psi f'0=3,000 psi f'c=4,000 psi f',=3,000 psi f',=4,000 psi diameter depth depth (20.7 MPa) (27.6 MPa) (20.7 MPa) (27.6 MPa) (20.7 MPa) (27.6 MPa) (20.7 MPa) (27.6 MPa) in. in.(mm) in.(mm) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) 1-1/2 1-13/16 630 725 1,135 1,135 595 685 1,200 1,200 (38) (46) (2.8) (3.2) (5.0) (5.0) (2.6) (3.0) (5.3) (5.3) 3/8 2 2-5/16 925 1,070 1,385 1,385 1,080 1,245 1,850 1,850 (51) (59) (4.1) (4.8) (6.2) (6.2) (4.8) (5.5) (8.2) (8.2) 2-3/4 2-5/16 1,535 1,770 1,495 1,495 n/a n/a n/a n/a (70) (59) (6.8) (7.9) (6.7) (6.7) 2 2-3/8 925 1,070 1,690 1,690 860 995 1,680 1,680 1/2 (51) (60) (4.1) (4.8) (7.5) (7.5) (3.8) (4.4) (7.5) (7.5) 3-1/4 3-5/8 1,705 1,970 2,640 2,640 1,955 2,255 2,565 2,565 (83) (92) (7.6) (8.8) (11.7) (11.7) (8.7) (10.0) (11.4) (11.4) -3-1/8 3-9/16 1,300 1,500 2,990 2,990 1,875 - 2,165- 3,060 3,060 5/8 (79) (90) (5.8) (6.7) (1n 3) (13 3) _ _ (8.3) (9.6) (13.6) (13.6) 4 4-7/16 2,520 2,910 3,650 3,650 (102) (113) (11.2) (12.9) (16.2) (16.2) n/a n/a n/a n/a 3-1/4 3-13/16 1,950 2,250 3,145 3,145 n/a n/a n/a n/a 3/4 (83) (97) (8.7) (10.0) (14.0) (14.0) 3-3/4 4-5/16 2,060 2,380 4,025 4,025 n/a n/a n/a n/a (95) (110) (9.2) (10.6) (17.9) (17.9) 1 See section 3.1.8.6 to convert design strength value to ASD value. 2 Linear interpolation between embedment depths and concrete compressive strengths is not permitted. 3 Tabular value is for one anchor per flute.Minimum spacing along the length of the flute is 3 x haf(effective embedment). 4 Tabular value is for lightweight concrete and no additional reduction factor is needed. 5 No additional reduction factors for spacing or edge distance need to be applied. 6 Comparison to steel values in table 4 is not required. Values in tables 28 and 29 control. 7 Tabular values are for static loads only.Seismic design is not permitted for uncracked concrete.For seismic tension loads,multiply cracked concrete tabular values in tension only by a, e.=0.75. See section 3.1.8.7 for additional information on seismic applications. 8 For the following anchor sizes,an additional factor must be applied to the cracked concrete tabular values for seismic shear conditions: 3/8-in diameter with 1-1/2"effective embedment-a�sa„=0.77,3/8-inch diameter with 2"and 2-3/4"effective embedment-a,„=0.63 5/8-inch diameter-a.,, =0.94 3/4-inch diameter with 3-1/4"effective embedment-a„„„g=0.80,3/4-inch diameter-oi,„=0.86 ,,,,,viii. . .....s.'.'. ....r. .... .... ... n, ..,i., -: „,,,L,., 294 Hilti,Inc.(US)1-800-879-8000 I www.hilti.com I en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 I www.hilti.com I Anchor Fastening Technical Guide Ed.17 Mechanical Anchoring Systems KWIK Bolt TZ Expansion Anchor 3.3.5 pro > " y ' V,! .. Min.2-1/4"for 3/8"x1.1/2" ,,` 1' "e` Min.3,000 psi Normal-Weight Min.3-1/4"for 3/8"x2" ,or,• ,?•,,r,7:' ''''4".9* � '_ j� - or Lightweight Concrete and 1/2" _ taftsdirifist,....kr ..si„,t,.. -4,,,- ...to wr , t... - -,4,0,04,w,ih,'''' 1•,`1, ;•i•litIt'W ii!...kic, • °� += i Flute Minimum (Valley} 20 Gauge IMin- Steel B-Deck �1-3 4 Min.3-1/2" Lower Flute Min.2-1/2 Min.6"Typical (Ridge) Figure 6-Installation of the Hilti KWIK Bolt TZ on the top of sand-lightweight concrete over metal deck floor and roof assemblies Table 29- Hilti KWIK Bolt TZ carbon steel design strength in the top of uncracked concrete IM over metal deck''2'3,45 Nominal Tension-cpN" Shear-On anchor Effective Nominal diameter embed. embed. I'c=3,000 psi f'c=4,000 psi f'c=3,000 psi f'c=4,000 psi in. in.(mm) in.(mm) lb(kN) lb(kN) lb(kN) lb(kN) 1-1/2 1-13/16 1,300 1,500 1,690 1,950 3/8 (38) (46) (5.8) (6.7) (7.5) (8.7) 2 2-5/16 1,790 2,070 2,605 3,005 (51) (59) (8.0) (9.2) (11.6) (13.4) 1/2 2 2-3/8 2,415 2,790 2,605 3,005 (51) (60) (10.7) (12.4) (11.6) (13.4) Table 30- Hilti KWIK Bolt TZ carbon steel design strength in the top of cracked concrete over metal deck12.3,45 Nominal Tension-cpN" Shear-cpV" anchor Effective Nominal diameter embed. embed. f'c=3,000 psi f'c=4,000 psi f'0=3,000 psi f'o=4,000 psi in. in.(mm) in.(mm) lb(kN) lb(kN) lb(kN) lb(kN) 1-1/2 1-13/16 940 1,085 1,195 1,385 3/8 (38) (46) (4.2) (4.8) (5.3) (6.2) 2 2-5/16 1,615 1,865 1,845 2,130 (51) (59) (7.2) (8.3) (8.2) (9.5) 1/2 2 2-3/8 1,710 1,975 1,845 2,130 (51) (60) (7.6) (8.8) (8.2) (9.5) 1 See section 3.1.8.6 to convert design strength value to ASD value. 2 Linear interpolation between embedment depths and concrete compressive strengths is not permitted. 3 Apply spacing,edge distance,and concrete thickness factors in tables 31 and 32 as necessary.Compare to the steel values in table 4.The lesser of the values is to be used for the design. 4 Tabular values are for normal weight concrete only.For lightweight concrete multiply design strength by A.as follows: for sand-lightweight,Aa=0.68;for all-lightweight,Aa=0.60 5 Tabular values are for static loads only.Seismic design is not permitted for uncracked concrete.For seismic tension loads, multiply cracked concrete tabular values in tension only by aN 000=0.75. No reduction needed for seismic shear.See section 3.1.8.7 for additional information on seismic applications. Hilti,Inc.(US)1-800-879-8000 I www.hilti.com I en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800.363-4458 I www.hilti.com I Anchor Fastening Technical Guide Ed.17 295 Mechanical Anchoring Systems 3.3.5 KWIK Bolt TZ Expansion Anchor Table 31.-load adjustment factors for carbon steel Hilti KWIK-Bolt TZ in the top of uncracked concrete over metal deckt'2 • 3/8-in.and 1/2-in. Edge distance in shear KB-TZ CS Spacing factor Edge distance Spacing factor II to and away Conc.thickness factor uncracked concrete in tension factor in tension in shear' 1 toward edge from edge in shear' over metal deck f4,,, fRN fA„ f„„ 134 fe„ Anchor in. 3/8 3/8 1/2 3/8 3/8 1/2 3/8 3/8 1/2 3/8 3/8 1/2 3/8 3/8 1/2 3/8 3/8 1/2 diameter de (mm) (9.5) (9.5) (12.7) (9.5) (9.5) (12.7) (9.5) (9.5) (12.7) (9.5) (9.5) (12.7) (9.5) (9.5) (12.7) (9.5) (9.5) (12.7) Effective in. 1-1/2 2 2 1-1/2 2 2 1-1/2 2 2 1-1/2 2 2 1-1/2 2 2 1-1/2 2 2 embed.he. (mm) (38) (51) (51) (38) (51) (51) (38) (51) (51) (38) (51) (51) (38) (51) (51) (38) (51) (51) Nominal in. 1-13/16 2-5/16 2-3/8 1-13/16 2-5/16 2-3/8 1-13/16 2-5/16 2-3/8 1-13/16 2-5/16 2-3/8 1-13/16 2-5/16 2-3/8 1-13/16 2-5/16 2-3/8 embed.h om (mm) (46) (59) (60) (46) (59) (60) (46) (59) (60) (46) (59) (60) (46) (59) (60) (46) (59) (60) 2-1/4 (57) n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.500 n/a n/a 3 (76) n/a n/a n/a n/a 0.33 n/a n/a n/a n/a n/a 0.33 n/a n/a 0.33 n/a 0.58 n/a n/a 3-1/4 (83) n/a n/a n/a n/a 0.36 n/a n/a n/a n/a n/a 0.36 n/a n/a 0.36 n/a 0.60 0.73 0.76 m 3-1/2 (89) n/a n/a n/a n/a 0.39 n/a n/a n/a n/a n/a 0.39 n/a n/a 0.39 n/a 0.62 0.76 0.78 b 4 (102) n/a 0.83 n/a n/a 0.44 n/a n/a 0.67 n/a n/a 0.44 n/a n/a 0.44 n/a 0.67 0.81 0.84 g 4-1/2 (114) n/a 0.88 n/a n/a 0.50 0.50 n/a 0.67 n/a n/a 0.50 0.50 n/a 0.50 0.50 E 5 (127) n/a 0.92 n/a n/a 0.56 0.56 n/a 0.71 n/a n/a 0.56 0.56 n/a 0.56 0.56 5-1/2 (140) n/a 0.96 n/a n/a 0.61 0.61 n/a 0.73 n/a n/a 0.61 0.61 n/a 0.61 0.61 Y _ v, 6 (152) n/a 1.00 n/a n/a 0.67 0.67 n/a 0.75 n/a n/a 0.67 0.67 n/a 0.67 0.67 m N 6-1/2 (165) n/a 1.00 n/a 0.72 0.72 n/a 0.77 0.79 n/a 0.72 0.72 n/a 0.72 0.72 _ 1 d Y 7 (178) n/a n/a 0.78 0.78 n/a 0.79 0.81 n/a 0.78 0.78 n/a 0.78 0.78 ^„ Y 8 (203) 1.00 n/a 0.89 0.89 0.72 0.83 0.85 n/a 0.89 0.89 n/a 0.89 0.89 m 9 (229) n/a 1.00 1.00 0.75 0.87 0.89 n/a 1.00 1.00 n/a 1.00 1.00 a 10 (254) n/a 0.78 0.91 0.94 n/a n/a `A 11 (279) n/a 0.81 0.96 0.98 n/a n/a 12 (305) n/a 0.83 1.00 1.00 n/a n/a 13 (330) n/a 0.86 n/a n/a 16 (406) 1.00 0.94 1.00 1.00 Table 32- Load adjustment factors for carbon steel Hilti KWIK Bolt TZ in the top of cracked concrete over metal deck" 3/8-in.and 1/2-in. Edge distance in shear KB-TZ CS Spacing factor Edge distance Spacing factor II to and away Conc.thickness factor cracked concrete in tension factor in tension in shear' 1 toward edge from edge in shear' over metal deck fAN 133 IA„ f„„ fqv 1. Anchor in. 3/8 3/8 1/2 3/8 3/8 1/2 3/8 3/8 1/2 3/8 3/8 1/2 3/8 3/8 1/2 3/8 3/8 1/2 diameter da (mm) (9.5) (9.5) (12.7) (9.5) (9.5) (12.7) (9.5) (9.5) (12.7) (9.5) (9.5) (12.7) (9.5) (9.5) (12.7) (9.5) (9.5) (12.7) Effective in. 1-1/2 2 2 1-1/2 2 2 1-1/2 2 2 1-1/2 2 2 1-1/2 2 2 1-1/2 2 2 embed.he, (mm) (38) (51) (51) (38) (51) (51) (38) (51) (51) (38) (51) (51) (38) (51) (51) (38) (51) (51) Nominal in. 1-13/16 2-5/16 2-3/8 1-13/16 2-5/16 2-3/8 1-13/16 2-5/16 2-3/8 1-13/16 2-5/16 2-3/8 1-13/16 2-5/16 2-3/8 1-13/16 2-5/16 2-3/8 embed.hoom (mm) (46) (59) (60) (46) (59) (60) (46) (59) (60) (46) (59) (60) (46) (59) (60) (46) (59) (60) 2-1/4 (57) n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.693 n/a n/a 3 (76) n/a n/a n/a n/a 1.00 n/a n/a n/a n/a n/a 0.65 n/a n/a 1.00 n/a 0.80 n/a n/a 3-1/4 (83) n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.73 n/a n/a n/a 0.83 0.74 0.76 a> 3-1/2 (89) n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.82 n/a n/a n/a 0.86 0.76 0.79 t2 4 (102) n/a 0.83 n/a n/a n/a n/a 0.67 n/a n/a 1.00 n/a n/a n/a 0.92 0.82 0.84 g 4-1/2 (114) n/a 0.88 n/a n/a 1.00 n/a 0.69 n/a n/a 1.00 n/a 1.00 E 5 (127) n/a 0.92 n/a n/a -- n/a 0.71. n/a n/a n/n ft 5-1/2 (140) n/a 0.96 n/a n/a n/a 0.73 n/a n/a n/a c'..g 6 (152) n/a 1.00 n/a n/a n/a 0.75 n/a n/a -n/a N 6-1/2 (165) n/a 1.00 n/a n/a 0.77 0.79 n/a n/a s 7 (178) n/a n/a n/a 0.79 0.81 n/a n/a .c 8 (203) n/a n/a 0.93 0.83 0.85 n/a n/a E' 9 (229) 1.00 n/a 0.98 0.87 0.90 n/a n/a n 10 (254) n/a 1.00 0.92 0.94 n/a n/a cO 11 (279) n/a 0.96 0.98 n/a n/a 12 (305) n/a 1.00 1.00 n/a n/a 13 (330) n/a n/a n/a 16 (406) 1.00 1.00 1.00 1 Linear interpolation not permitted. 2 When combining multiple load adjustment factors(e.g.for a 4 anchor pattern in a corner with thin concrete member)the design can become very conservative. To optimize the design,use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17. 3 Spacing factor reduction in shear,fav,assumes an influence of a nearby edge.If no edge exists,then fAy=f AN. 4 Concrete thickness reduction factor in shear,f,assumes an influence of a nearby edge.If no edge exists,then f H„=1.0. i 1 -For concrete thickness greater than or equal to 4-inches,the anchor can be designed using either table 2 or table 3 of this section. 296 Hilti,Inc.(US)1-800-879-8000 I www.hilti.com I en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 I www.hilti.com I Anchor Fastening Technical Guide Ed.17 _..._ ' Mechanical Anchoring Systems KWIK Bolt TZ Expansion Anchor 3.3.5 3.3.5.3.2 Canadian Limit-State design Limit State Design of anchors is described in the provisions of CSA A23.3-14 Annex D for post-installed anchors tested and assessed in accordance with ACI 355.2 for mechanical anchors and ACI 355.4 for adhesive anchors. This section contains the Limit State Design tables with unfactored characteristic loads that are based on the published loads in ICC Evaluation Services ESL-1067.These tables are followed by factored resistance tables. The factored resistance tables have characteristic design loads that are prefactored by the applicable reduction factors for a single anchor with no anchor-to-anchor spacing or edge distance adjustments for the convenience of the user of this document.All the figures in the previous ACI 318-14 Chapter 17 design section are applicable to Limit State Design and the tables will reference these figures. . For a detailed explanation of the tables developed in accordance with CSA A23.3-14 Annex D, refer to Section 3.1.8.Technical assistance is available by contacting Hilti Canada at(800)363-4458 or at www.hilti.com. Table 33-Steel resistance for Hilti KWIK Bolt TZ carbon steel anchors1'2 Nominal anchor diameter Effective anchor embedment Tensile Near' Shear Vsa,4 Seismic shearVsareq 5 in. in.(mm) lb(kN) lb(kN) lb(kN) 1-1/2 4,410 1,390 1,390 3/8 (38) (19.6) (6.2) (6.2) 2 2-3/4 4,410 2,290 1,440 (51) (70) (19.6) (10.2) (6.4) 2 3-1/4 7,280 3,505 3,505 1/2 (51) (83) (32.4) (15.6) (15.6) 5/8 3-1/8 4 11,675 5,155 4,845 (79) (102) (51.9) (22.9) (21.6) 3-1/4 3-3/4 4-3/4 17,080 8,720 7,485 3/4 (83) (95) (121) (76.0) (38.8) (33.3) 1 See section 3.1.8.6 to convert design strength value to ASD value. 2 Hilti KWIK Bolt TZ carbon steel anchors are to be considered ductile steel elements. 3 Tensile Near=AsaN� fora R as noted in CSA A23.3-14,Annex D. 4 Shear determined by static shear tests with vsar<Asav cps 0.6 feta R as noted in CSA A23.3-14,Annex D. 5 Seismic shear values determined by seismic shear tests with Vsafeq<ASev cps 0.6 fua R as noted in CSA A23.3-14,Annex D. See section 3.1.8.7 for additional information on seismic applications. Table 34-Steel resistance for Hilti KWIK Bolt TZ stainless steel anchors1,2 1+1 Nominal anchor diameter Tensile Nsar3 Shear Vaar4 Seismic Shear Vsar,ag5 in. lb(kN) lb(kN) lb(kN) 3/8 4,060 3,010 1,800 (18.1) (13.4) (8.0) 1/2 7,890 4,385 4,385 (35.1) (19.5) (19.5) 12,680 6,290 5,960 5/8 (56.4) (28.0) (26.5) 3/4 16,355 10,015 8,215 (72.8) (44.5) (36.5) 1 See section 3.1.8.6 to convert factored resistance value to ASD value. 2 Hilti KWIK Bolt TZ stainless steel anchors are to be considered ductile steel elements. 3 Tensile N_=Ase,N¢ fwa R as noted in CSA A23.3-14,Annex D. 4 Shear determined by static shear tests with Vas,<Ase.v cps 0.6 feta R as noted in CSA A23.3-14,Annex D. 5 Seismic shear values determined by seismic shear tests with Vsafeq<ASev cpe 0.6 fia R as noted in CSA A23.3-14,Annex D.See section 3.1.8.7 for additional information on seismic applications. Hilti,Inc.(US)1-800-879-8000 I www.hilti.com I en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 I www.hilti.com I Anchor Fastening Technical Guide Ed.17 297 Mechanical Anchoring Systems0 3.3.5 KWIK Bolt TZ Expansion Anchor - Table 35- Hilti KWIK Bolt TZ carbon steel design information in accordance with CSA A23.3-14' --14 Design parameter Symbol Units - Nominal anchor diameter Ref 3/8 1/2 5/8 3/4 A23.3-14 in. 0.375 0.5 0.625 0.75 Nominal anchor diameter da (mm) (9.5) (12.7) (15.9) (19.1) Effective minimum in. 1-1/2 2 2-3/4 2 3-1/4 3-1/8 4 3-1/4 3-3/4 4-3/4 embedment2 h5, (mm) (38) (51) (70) (51) (83) (79) (102) (83) (95) (121) in. 3-1/4 4 5 5 4 6 6 8 5 6 8 5-1/2 6 8 8 Min.member thickness3 hmn (mm) . (83) (102) (127) (127) (102) (152) (152) (203) (127) (152) (203) (140) (152) (203) (203) in. 6 4-3/8 4 4-1/8 5-1/2 4-1/2 7-1/2 6 6-1/2 8-3/4 6-3/4 12 10 8 9 Critical edge distance cap (mm) (152) (111) (102) (105) (140) (114) (191) (152) (165) (222) (171) (305) (254) (203) (229) in. 8 2-1/2 2-1/2 2-3/4 2-3/8 3-5/8 3-1/4 9-1/2 4-3/4 4-1/8 cm'" (mm) (203) (64) (64) (70) (60) (92) (83) (241) (121) (105) Min.edge distance in. 8 5 5 5-3/4 5-3/4 6-1/8 5-7/8 5 10-1/2 8-7/8 for s> (mm) (203) (127) (127) (146) (146) (156) (149) (127) (267) (225) in. 8 2-1/2 2-1/2 2-3/4 2-3/8 3-1/2 3 5 5 4 smn Min.anchor spacing (mm) (203) (64) (64) (70) (60) (89) (76) (127) (127) (102) in. 8 3-5/8 3-5/8 4-1/8 3-1/2 4-3/4 4-1/4 9-1/2 9-1/2 7-3/4 for c> (mm) (203) (92) (92) (105) (89) (121) (108) (241) (241) (197) in. 2 2-5/8 3-3/8 2-5/8 4 3-7/8 4-3/4 4 4-5/8 5-3/4 Min.hole depth in concrete ha (mm) (51) (67) (86) (67) (102) (98) (121) (102) (117) (146) Min.specified yield strength f. Psi 100,000 84,800 84,800 84,800 (N/mm2) (690) (585) (585) (585) psi 125,000 106,000 106,000 106,000 Min.specified ult.strength fuia (N/mm2) (862) (731) (731) (731) int 0.052 0.101 0.162 0.237 Effective tensile stress area A w" (mm2) (33.6) (65.0) (104.6) (152.8) Steel embed.material resistance factor for 4), - 0.85 8.4.3 reinforcement Resistance modification factor for tension,steel R - 0.80 D.5.3 failure modes' Resistance modification factor R 0.75 D.5.3 - for shear,steel failure modes4 Factored steel resistance lb 4,410 7,280 11,675 17,080 D.6.1.2 in tension '' (kN) (19.7) (32.4) (51.9) (76.0) Factored steel resistance lb 1,390 2,290 3,505 5,155 8,720 D.7.1.2 in shear V.' (kN) (6.2) (10.2) (15.6) (22.9) (38.8) Factored steel resistance lb 1,390 1,440 3,505 4,845 7,485 in shear,seismic sar,N (kN) (6.2) (6.4) (15.6) (21.6) (33.3) Coeff.for factored concrete breakout resistance, k - 10 D.6.2.2 uncracked concrete Coeff.for factored concrete breakout resistance,cracked ku,u, - 7 D.6.2.2 concrete Modification factor for anchor - -- resistance,tension,uncracked yo, - 1.0 D.6.2.6 concretes Anchor category - - 2 1 D.5.3(c) Concrete material resistance factor 4)0 0.65 8.4.2 Resistance modification factor for tension and shear, R 0.85 1.00 D.5.3(c) concrete failure modes, Condition B6 Factored pullout resistance lb 1,285 1,765 2,880 N/A 3,855 N/A 6,405 N/A 5,795 7,480 D.6.3.2 in 20 MPa uncracked concrete' P'unu' (kN) (5.7) (7.8) (12.8) (17.2) (28.5) (25.8) (33.3) Factored pullout resistance in N IbN/A 1,590 2,220 N/A 3,450 N/A N/A N/A N/A N/A D.6.3.2 20 MPa cracked concrete' P'°, (kN) (7.1) (9.9) (15.3) 1 Design information in this table is taken from ICC-ES ESL-1067,dated September 2016,table 3,and converted for use with CSA A23.3-14 Annex D. 2 See figure 1 of this section. 3 For concrete over metal deck applications where the concrete thickness over the top flute is less than h,5 in this table,see figure 6 and tables 43 and 44 of this section. 4 The carbon steel KWIK Bolt TZ is considered a ductile steel element as defined by CSA A23.3-14 Annex D section D.2. 5 For all design cases,yiu"=1.0. The appropriate coefficient for breakout resistance for cracked concrete(kCC,)or uncracked concrete(ku,CnC,)must be used. 6 For use with the load combinations of CSA A23.3-14 chapter 8. Condition B applies where supplementary reinforcement in conformance with CSA A23.3-14 section D.5.3 is not provided,or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified,the resistance modification factors associated with Condition A may be used. 7 For all design cases,'pc?=1.0. NA(not applicable)denotes that this value does not control for design. See section 4.1.4 of ESL-1067 for additional information. 298 Hilti,Inc.(US)1-800-879-8000 I www.hilti.com I en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 I www.hilti.com I Anchor Fastening Technical Guide Ed.17 Mechanical Anchoring Systems KWIK Bolt TZ Expansion Anchor 3.3.5 Table 36 Hilti KWIK Bolt TZ carbon steel factored resistance with concrete/pullout failure , • - - 11 in uncracked concretet'2,3,4. Nominal Tension-N Shear-V, anchor Effective Nominal f'e=20 MPa f'e=25 MPa f'e=30 MPa f'c=40 MPa f'e=20 MPa f'c=25 MPa f'0=30 MPa f'c=40 MPa diameter embed. embed. (2,900 psi) (3,625 psi) (4,350 psi) (5,800 psi) (2,900 psi) (3,625 psi) (4,350 psi) (5,800 psi) in. in.(mm) in.(mm) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) 1-1/2 1-13/16 1,285 1,435" 1,575 1,815 1,300 1,455 1,595 1,840 (38) (46) (5.8) (6.5) (7.0) (8.1) (5.8) (6.5) (7.1) (8.2) 3/8 2 2-5/16 1,765 1,970 2,160 2,495 2,380 2,660 2,915 3,365 (51) (59) (7.8) (8.8) (9.6) (11.1) (10.6) (11.8) (13.0) (15.0) 2-3/4 3-1/16 2,880 3,220 3,530 4,075 7,655 8,560 9,375 10,825 (70) (78) (12.8) (14.3) (15.7) (18.1) (34.0) (38.1) (41.7) (48.2) 2 2-3/8 2,380 2,660 2,915 3,365 2,380 2,660 2,915 3,365 1/2 (51) (60) (10.6) (11.8) (13.0) (15.0) (10.6) (11.8) (13.0) (15.0) 3-1/4 3-5/8 3,855 4,310 4,725 5,455 9,885 11,050 12,105 13,975 (83) (92) (17.2) (19.2) (21.0) (24.3) (44.0) (49.2) (53.8) (62.2) 3-1/8 3-9/16 4,590 5,130 5,620 6,490 9,175 10,260 11,240 12,980 5/8 (79) (90) (20.4) (22.8) (25.0) (28.9) (40.8) (45.6) (50.0) (57.7) 4 4-7/16 6,405 7,165 7,845 9,060 13,465 15,055 16,490 19,040 (102) (113) (28.5) (31.9) (34.9) (40.3) (59.9) (67.0) (73.4) (84.7) M. 3-1/4 3-13/16 4,940 5,525 6,050 6,990 9,885 11,050 12,105 13,975 (83) (97) (22.0) (24.6) (26.9) (31.1) (44.0) (49.2) (53.8) (62.2) 3/4 3-3/4 4-5/16 5,795 6,475 7,095 8,195 12,100 13,530 14,820 17,115 (95) (110) (25.8) (28.8) (31.6) (36.4) (53.8) (60.2) (65.9) (76.1) 4-3/4 5-9/16 7,480 8,360 9,160 10,575 17,395 19,450 21,305 24,600 (121) (141) (33.3) (37.2) (40.7) (47.0) (77.4) (86.5) (94.8) (109.4) Table 37- Hilti KWIK Bolt TZ carbon steel factored resistance with concrete/pullout failure El in cracked concretet2,3,4.5 Nominal Tension-N Shear-V anchor Effective Nominal f'c=20 MPa f'c=25 MPa f'e=30 MPa f'c=40 MPa f'c=20 MPa f'e=25 MPa f'c=30 MPa f'c=40 MPa diameter embed. embed. (2,900 psi) (3,625 psi) (4,350 psi) (5,800 psi) (2,900 psi) (3,625 psi) (4,350 psi) (5,800 psi) in. in.(mm) in.(mm) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) 1-1/2 1-13/16 910 1,020 1,115 1,290 910 1,020 1,115 1,290 (38) (46) (4.1) (4.5) (5.0) (5.7) (4.1) (4.5) (5.0) (5.7) 3/8 2 2-5/16 1,590 1,780 1,945 2,250 1,665 1,865 2,040 2,355 (51) (59) (7.1) (7.9) (8.7) (10.0) (7.4) (8.3) (9.1) (10.5) 2-3/4 3-1/16 2,220 2,480 2,720 3,140 5,360 5,990 6,560 7,580 (70) (78) (9.9) (11.0) (12.1) (14.0) (23.8) (26.6) (29.2) (33.7) 2 2-3/8 1,665 1,865 2,040 2,355 1,665 1,865 2,040 2,355 1/2 (51) (60) (7.4) (8.3) (9.1) (10.5) (7.4) (8.3) (9.1) (10.5) 3-1/4 3-5/8 3,450 3,855 4,225 4,875 6,920 7,735 8,475 9,785 (83) (92) (15.3) (17.1) (18.8) (21.7) (30.8) (34.4) (37.7) (43.5) 3-1/8 3-9/16 3,210 3,590 3,935 4,545 6,425 7,180 7,870 9,085 5/8 (79) (90) (14.3) (16.0) (17.5) (20.2) (28.6) (31.9) (35.0) (40.4) 4 4-7/16 4,710 5,270 5,770 6,665 9,425 10,535 11,545 13,330 (102) (113) (21.0) (23.4) (25.7) (29.6) (41.9) (46.9) (51.3) (59.3) 3-1/4 3-13/16 3,460 3,865 4,235 4,890 6,920 7,735 8,475 9,785 (83) (97) (15.4) (17.2) (18.8) (21.8) (30.8) (34.4) (37.7) (43.5) 3/4 3-3/4 4-5/16 4,235 4,735 5,190 5,990 8,470 9,470 10,375 11,980 (95) (110) (18.8) (21.1) (23.1) (26.6) (37.7) (42.1) (46.2) (53.3) 4-3/4 5-9/16 6,090 6,805 7,455 8,610 12,175 13,615 14,915 17,220 (121) (141) (27.1) (30.3) (33.2) (38.3) (54.2) (60.6) (66.3) (76.6) 1 See section 3.1.8.6 to convert design strength value to ASD value. 2 Linear interpolation between embedment depths and concrete compressive strengths is not permitted. 3 Apply spacing,edge distance,and concrete thickness factors in tables 6 to 13 as necessary. Compare to the steel values in table 33. The lesser of the values is to be used for the design. 4 Tabular values are for normal weight concrete only.For lightweight concrete multiply design strength by Aa as follows: for sand-lightweight,Aa=0.68;for all-lightweight,Aa =0.60 5 Tabular values are for static loads only.Seismic design is not permitted for uncracked concrete.For seismic tension loads,multiply cracked concrete tabular val- ues in tension only by aN•sa,a=0.75. No reduction needed for seismic shear.See section 3.1.8.7 for additional information on seismic applications. Hilti,Inc.(US)1-800-879-8000 I www.hilti.com I en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 I www.hilti.com I Anchor Fastening Technical Guide Ed.17 299 Mechanical Anchoring Systems 3.3.5 KWIK Bolt TZ Expansion Anchor 'Table 38-Hilti>KWIK BoltTZstainless steel designinformation in accordance with CSA A23.3-141- H Nominal anchor diameter Ref Design parameter Symbol Units 3/8 1/2 5/8 3/4 A23.3-14 in. 0.375 0.5 0.625 0.75 Nominal anchor diameter da (mm) (9.5) (12.7) (15.9) (19.1) Effective minimumin. 2 2 3-1/4 3-1/8 4 3-3/4 4-3/4 embedment' hc' (mm) (51) (51) (83) (79) (102) (95) (121) in. 4 5 4 6 6 8 5 6 8 6 8 8 Min.concrete thickness hmc (mm) (102) (127) (102) (152) (152) (203) (127) (152) (203) (152) (203) (203) in. 4-3/8 3-7/8 5-1/2 4-1/2 7-1/2 6 6-1/2 8-3/4 6-3/4 10 8 9 Critical edge distance cac (mm) (111) (98) (140) (114) (191) (152) (165) (222) (171) (254) (203) (229) in. 2-1/2 2-7/8 2-1/8 3-1/4 2-3/8 4-1/4 4 caan (mm) (64) (73) (54) (83) (60) (108) (102) Min.edge distance in 5 5-3/4 5-1/4 5-1/2 5-1/2 10 8-1/2 for s> (mm) (127) (146) (133) (140) (140) (254) (216) in. 2-1/4 2-7/8 2 2-3/4 2-3/8 5 4 s`"c (mm) (57) (73) (51) (70) (60) (127) (102) Min.anchor spacing in. 3-1/2 4-1/2 3-1/4 4-1/8 4-1/4 9-1/2 7 for c> (mm) (89) (114) (83) (105) (108) (241) (178) in. 2-5/8 2-5/8 4 3-3/4 4-3/4 4-1/2 5-3/4 Min.hole depth in concrete he (mm) (67) (67) (102) (98) (121) (117) (146) psi 92,000 92,000 92,000 76,125 Min-specified yield strength fva (N/mm2) (634) (634) (634) (525) Min.specified ult.strength fma psi 115,000 115,000 115,000 101,500 (N/mm2) (793) (793) (793) (700) int 0.052 0.101 0.162 0.237 Effective tensile stress area Aaa.N (mm2) (33.6) (65.0) (104.6) (152.8) Steel embed.material resistance factor �s 0.85 8.4.3 for reinforcement Resistance modification factor for tension, R - 0.80 D.5.3 steel failure modes3 Resistance modification factor for shear, R - 0.75 D.5.3 steel failure modes3 Factored steel resistance lb 4,060 7,890 12,680 16,355 D.6.1.2 in tension Nsa' (kN) (18.1) (35.1) (56.4) (72.8) Factored steel resistance lb 3,010 4,385 6,290 10,015 D.7.1.2 in shear Asa' (kN) (13.4) (19.5) (28.0) (44.5) Factored steel resistance lb 1,800 4,385 5,960 8,215 in shear,seismic Vaa`,e (kN) (8.0) (19.5) (26.5) (36.5) Coeff.for factored concrete breakout k 10 D.6.2.2 resistance,uncracked concrete c Coeff.for factored concrete breakout k 7 10 7 7 10 7 D.6.2.2 resistance,cracked concrete Modification factor for anchor resistance, 1.0 D.6.2.6 ted concrete4 t"--- Anchor category - - 1 2 1 1 1 1 D.5.3(c) Concrete material resistance factor cll'c - 0.65 8.4.2 Resistance modification factor for tension and shear,concrete failure modes, R - 1.00 0.85 1.00 1.00 1.00 1.00 D.5.3(c) Condition B5 Factored pullout resistance lb 1,840 4,030 8,440 in 20 MPa uncracked concretes Np'°"" (kN) (8.2) N/A (17 g) N/A N/A (37.5) D.6.3.2 Factored pullout resistance in 20 MPa lb 1,635 1,885 4,095 5,685 NA D.6.3.2 cracked concretes NP`.°` (kN) (7.3) (8.4) NA NA (18.2) (25.3) Factored seismic pullout resistance in 20 N lb 1,635 1,635 NA NA 4,095 5,685 NA D.6.3.2 MPa cracked concretes Pr.e9 (kN) (7.3) (7.3) (18.2) (25.3) 1 Design information in this table is taken from ICC ES ESL-1067,dated September 2016,table 4,and converted for use with CSA A23.3-14 Annex D. 2 See figure 1 of this section. 3 The stainless steel KWIK Bolt TZ is considered a ductile steel element as defined by CSA A23.3-14 Annex D section D.2. 4 For all design cases,yic N=1.0. The appropriate coefficient for breakout resistance for cracked concrete(k05,)or uncracked concrete(kcacc,)'must be used. 5 For use with the load combinations of CSA A23.3-14 chapter 8. Condition B applies where supplementary reinforcement in conformance with CSA A23.3-14 section D.5.3 is not provided,or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the resistance modification factors associated with Condition A may be used. 6 For all design cases,We P=1.0. NA(not applicable)denotes that this value does not control for design. See section 4.1.4 of ES-1067 for additional information. 300 Hilti,Inc.(US)1-800-879-8000 I www.hilti.com I en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 I www.hilti.com I Anchor Fastening Technical Guide Ed.17 3 Mechanical Anchoring Systems KWIK Bolt TZ Expansion Anchor 3.3.5 - Table 39 Hilti KWIK Bolt TZ stainless steel factored resistance with concrete/pullout failure in uncracked concretet'2,3,45 Nominal Tension-N, Shear-V, anchor Effective Nominal t0=20 MPa pc=25 MPa f'c=30 MPa f'c=40 MPa t0=20 MPa t0=25 MPa f'c=30 MPa t0=40 MPa diameter embed. embed. (2,900psi) (3,625 psi) (4,350 psi) (5,800 psi) (2,900 psi) (3,625 psi) (4,350 psi) (5,800 psi) in. in.(mm) in.(mm) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) 2 2-5/16 1,840 2,060 2,255 2,605 2,380 2,660 2,915 3,365 3/8 (51) (59) (8.2) (9.2) (10.0) (11.6) (10.6) (11.8) (13.0) (15.0) 2 2 3/8 2,025 2,260 2,480 2,860 2,025 2,260 2,480 2,860 1/2 (51) (60) (9.0) (10.1) (11.0) (12.7) (9.0) (10.1) (11.0) (12.7) 3-1/4 3 5/8 4,030 4,505 4,935 5,700 9,885 11,050 12,105 13,975 (83) (92) (17.9) (20.0) (22.0) (25.4) (44.0) (49.2) (53.8) (62.2) 3-1/8 3-9/16 4,590 5,130 5,620 6,490 9,175 10,260 11,240 12,980 5/8 (79) (90) (20.4) (22.8) (25.0) (28.9) (40.8) (45.6) (50.0) (57.7) 4 4-7/16 6,730 7,525 8,245 9,520 13,465 15,055 16,490 19,040 (102) (113) (29.9) (33.5) (36.7) (42.3) (59.9) (67.0) (73.4) (84.7) 3-3/4 4-5/16 6,050 6,765 7,410 8,555 12,100 13,530 14,820 17,115 En3/4 (95) (110) (26.9) (30.1) (33.0) (38.1) (53.8) (60.2) (65.9) (76.1) 4-3/4 5-9/16 8,440 9,435 10,335 11,935 17,395 19,450 21,305 24,600 (121) (141) (37.5) (42.0) (46.0) (53.1) (77.4) (86.5) (94.8) (109.4) Table 40- Hilti KWIK Bolt TZ stainless steel factored resistance with concrete/pullout failure in cracked concrete1'2'3'45 Nominal Tension-N, Shear-V, anchor Effective Nominal to=20 MPa fc=25 MPa f'0=30 MPa f'c=40 MPa f',=20 MPa t.=25 MPa f'0=30 MPa f'c=40 MPa diameter embed. embed. (2,900psi) (3,625 psi) (4,350 psi) (5,800 psi) (2,900 psi) (3,625 psi) (4,350 psi) (5,800 psi) in. in.(mm) in.(mm) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) 2 2-5/16 1,635 1,830 2,005 2,315 1,665 1,865 2,040 2,355 3/8 (51) (59) (7.3) (8.1) (8.9) (10.3) (7.4) (8.3) (9.1) (10.5) 2 23/8 1,885 2,110 2,310 2,670 2,025 2,260 2,480 2,860 1/2 (51) (60) (8.4) (9.4) (10.3) (11.9) (9.0) (10.1) (11.0) (12.7) 3-1/4 3 5/8 3,460 3,865 4,235 4,890 6,920 7,735 8,475 9,785 (83) (92) (15.4) (17.2) (18.8) (21.8) (30.8) (34.4) (37.7) (43.5) 3-1/8 3-9/16 3,210 3,590 3,935 4,545 6,425 7,180 7,870 9,085 5/8 (79) (90) (14.3) (16.0) (17.5) (20.2) (28.6) (31.9) (35.0) (40.4) 4 4-7/16 4,095 4,575 5,015 5,790 9,425 10,535 11,545 13,330 (102) (113) (18.2) (20.4) (22.3) (25.7) (41.9) (46.9) (51.3) (59.3) 3-3/4 4-5/16 5,685 6,355 6,960 8,035 12,100 13,530 14,820 17,115 3/4 (95) (110) (25.3) (28.3) (31.0) (35.8) (53.8) (60.2) (65.9) (76.1) 4-3/4 5-9/16 6,090 6,805 7,455 8,610 12,175 13,615 14,915 17,220 (121) (141) (27.1) (30.3) (33.2) (38.3) (54.2) (60.6) (66.3) (76.6) 1 See section 3.1.8.6 to convert design strength value to ASD value. 2 Linear interpolation between embedment depths and concrete compressive strengths is not permitted. 3 Apply spacing,edge distance,and concrete thickness factors in tables 19 to 26 as necessary. Compare to the steel values in table 34. The lesser of the values is to be used for the design. 4 Tabular values are for normal weight concrete only.For lightweight concrete multiply design strength by Aa as follows: for sand-lightweight,Aa=0.68;for all-lightweight,Aa =0.60 5 Tabular values are for static loads only.Seismic design is not permitted for uncracked concrete.For seismic loads,multiply cracked concrete tabular values in tension only by aN,,os=0.75. For the 1/2-inch diameter by 2-inch effective embedment anchor,a„,....=0.65. No reduction needed for seismic shear.See section 3.1.8.7 for additional information on seismic applications. Hilti,Inc.(US)1-800-879-8000 I www.hilti.com I en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 I www.hilti.com I Anchor Fastening Technical Guide Ed.17 301 Mechanical Anchoring Systems ; 3.3.5 KWIK Bolt TZ Expansion Anchor <-. . = Table 41 Hilti KWIK Bolt-TZ carbon steel factored resistance in the soffit-of uncracked lightweight concrete - H over metal deck1'2,3'4,5,6a Loads according to Figure 4 Loads according to Figure 5 Nominal Tension-Nr Shear-Vr Tension-Nr Shear-Vr anchor Effective Nominal f'o=20 MPa f'o=30 MPa f c=20 MPa f'o=20 MPa f'o=30 MPa f'o=20 MPa diameter embedment embedment (2,900 psi) (4,350 psi) (2,900 psi) (2,900 psi) (4,350 psi) (2,900 psi) in. in.(mm) in.(mm) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) 1-1/2 1-13/16 740 910 1,115 700 855 1,175 (38) (46) (3.3) (4.0) (5.0) (3.1) (3.8) (5.2) 2 2-5/16 1,285 1,575 1,360 1,180 1,445 1,815 3/8 (51) (59) (5.7) (7.0) (6.0) (5.2) (6.4) (8.1) 2-3/4 3-1/16 1,965 2,405 1,730 n/a n/a n/a (70) (78) (8.7) (10.7) (7.7) 2 2-3/8 1,285 1,575 1,655 1,190 1,460 1,650 1/2 (51) (60) (5.7) (7.0) (7.4) (5.3) (6.5) (7.3) 3-1/4 3-5/8 2,360 2,890 2,590 2,155 2,640 2,515 (83) (92) (10.5) (12.9) (11.5) (9.6) (11.7) (11.2) 3-1/8 3-9/16 1,805 2,210 2,935 2,600 3,180 3,000 5/8 (79) (90) (8.0) (9.8) (13.1) (11.6) (14.1) (13.3) 4 4-7/16 3,330 4,080 3,580 n/a n/a n/a (102) (113) (14.8) (18.1) (15.9) 3-1/4 3-13/16 2,705 3,315 3,085 n/a n/a n/a 3/4 (83) (97) (12.0) (14.7) (13.7) 3-3/4 4-5/16 2,720 3,330 3,945 n/a n/a n/a (95) (110) (12.1) (14.8) (17.5) Table 42- Hilti KWIK Bolt TZ carbon steel factored resistance in the soffit of cracked lightweight concrete 1+1 over metal deck1'2,304,5,5,7 Loads according to Figure 4 Loads according to Figure 5 Nominal Tension-N Shear-Vr Tension-Nr Shear-Vr anchor Effective Nominal f'c=20 MPa f'C=30 MPa f'o=20 MPa f'o=20 MPa f'C=30 MPa f'C=20 MPa diameter embedment embedment (2,900 psi) (4,350 psi) (2,900 psi) (2,900 psi) (4,350 psi) (2,900 psi) in. in.(mm) in.(mm) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) 1-1/2 1-13/16 625 765 1,115 585 720 1,175 (38) (46) (2.8) (3.4) (5.0) (2.6) (3.2) (5.2) 2 2-5/16 935 1,145 1,3608 1,060 1,300 1,8158 3/8 (51) (59) (4.2) (5.1) (6.0) (4.7) (5.8) (8.1) 2-3/4 3-1/16 1,585 1,940 1,730 n/a n/a n/a (70) (78) (7.1) (8.6) (7.7) 2 2-3/8 935 1,145 1,910 845 1,035 1,650 1/2 (51) (60) (4.2) (5.1) (8.5) (3.8) (4.6) (7.3) 3-1/4 3-5/8 1,675 2,050 3,150 1,920 2,350 2,515 (83) (92) (7.5) (9.1) (14.0) (8.5) (10.5) (11.2) 3-1/8 3-9/16 1,280 1,565 2,9358 1,845 2,260 3,0008 (79) (90) (5.7) (7.0) (13.1) (82) . 5J8 4 4-7/16 2,970 3,635 3,8508 n/a n/a n/a (102) (113) (13.2) (16.2) (17.1) 3-1/4 3-13/16 1,920 2,350 3,0858 n/a n/a n/a (83) (97) (8.5) (10.5) (13.7) 3/4 3-3/4 4-5/16 2,025 2,480 3,9458 n/a n/a n/a (95) (110) (9.0) (11.0) (17.5) 1 See section 3.1.8.6 to convert design strength value to ASD value. 2 Linear interpolation between embedment depths and concrete compressive strengths is not permitted. 3 Tabular value is for one anchor per flute.Minimum spacing along the length of the flute is 3 x hef(effective embedment). 4 Tabular values are lightweight concrete and no additional reduction factor is needed. 5 No additional reduction factors for spacing or edge distance need to be applied. 6 Comparison to steel values in table 4 is not required. Values in tables 27 and 28 control. 7 Tabular values are for static loads only.Seismic design is not permitted for uncracked concrete.For seismic tension loads,multiply cracked concrete tabular values in tension only by aN.5e15=0.75. See section 3.1.8.7 for additional information on seismic applications. 8 For the following anchor sizes,an additional factor for seismic shear must be applied to the cracked concrete tabular values for seismic shear conditions: 3/8-in diameter with 1-1/2"effective embedment-a., =0.77,3/8-inch diameter with 2"and 2 3/4"effective embedment-aV$e13=0.63 5/8-inch diameter-aV4e5=0.94 3/4-inch diameter with 3-1/4"effective embedment-aVSe13=0.80,3/4-inch diameter with 3-3/4"effective embedment-aV5Q,c=0.86 302 Hilti,Inc.(US)1-800-879-8000 I www.hilti.com I en espanol 1-800-879-5000 .... Corp.i ;.:;. ... --`r .... •rte ...�.,,,, ,_: ,»;�e.."s I Hilti(Canada) 1-800-363-4458 I www.hilti.com I Anchor Fastening Technical Guide Ed.17 • Mechanical Anchoring Systems KWIK Bolt TZ Expansion Anchor 3.3.5 Table 43- Hilti KWIK Bolt TZ carbon steel factored resistance in the top of uncracked 1+1 concrete over metal deck"2,3,4,5 Nominal Tension-Nr Shear-Vr anchor Effective Nominal f'o=20 MPa f'0=30 MPa f'o=20 MPa f'o=30 MPa diameter embedment embedment (2,900 psi) (4,350 psi) (2,900 psi) (4,350 psi) in. in.(mm) in.(mm) lb(kN) lb(kN) lb(kN) lb(kN) 1-1/2 1-13/16 1,285 1,575 1,300 1,595 3/8 (38) (46) (5.7) (7.0) (5.8) (7.1) 2 2-5/16 1,765 2,160 2,380 2,915 (51) (59) (7.9) (9.6) (10.6) (13.0) 1/2 2 2-3/8 2,380 2,915 2,380 2,915 (51) (60) (10.6) (13.0) (10.6) (13.0) Table 44- Hilti KWIK Bolt TZ carbon steel factored resistance in the top of cracked concrete over metal deck1'23,4,5 Nominal Tension-Nr Shear-Vr anchor Effective Nominal f'e=20 MPa f'o=30 MPa f'o=20 MPa f'o=30 MPa 12 diameter embedment embedment (2,900 psi) (4,350 psi) (2,900 psi) (4,350 psi) in. in.(mm) in.(mm) lb(kN) lb(kN) lb(kN) lb(kN) 1-1/2 1-13/16 910 1,115 910 1,115 3/8 (38) (46) (4.0) (5.0) (4.0) (5.0) 2 2-5/16 1,590 1,945 1,665 2,040 (51) (59) (7.1) (8.7) (7.4) (9.1) 1/2 2 2-3/8 1,665 2,040 1,665 2,040 (51) (60) (7.4) (9.1) (7.4) (9.1) 1 See section 3.1.8.6 to convert design strength value to ASD value. 2 Linear interpolation between embedment depths and concrete compressive strengths is not permitted. 3 Apply spacing,edge distance,and concrete thickness factors in tables 19 to 26 as necessary. Compare to the steel values in table 33.The lesser of the values is to be used for the design. 4 Tabular values are for normal weight concrete only.For lightweight concrete multiply design strength by Aa as follows:for sand-lightweight,Aa=0.68;for all-lightweight,Aa =0.60 5 Tabular values are for static loads only.Seismic design is not permitted for uncracked concrete.For seismic tension loads,mul- tiply cracked concrete tabular values in tension only by aN,,e, =0.75. No reduction needed for seismic shear.See section 3.1.8.7 for additional information on seismic applications. Hilti,Inc.(US)1-800-879-8000 I www.hilti.com I en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 I www.hilti.com I Anchor Fastening Technical Guide Ed.17 303 t Mechanical Anchoring Systems 3.3.5 KWIK Bolt TZ Expansion Anchor 3.3.5.4 Allowable Stress Design/for masonry . . _,.-_.;,- Table 45-Allowable tensile loads for carbon steel and stainless steel Hilti KB-TZ anchors in the face of grout-filled concrete masonry walls13,4,5,6 I Spacing Edge distance Allowable Nominal tensile capacity Critical Minimum Load Critical Minimum Load Nominal at spacing, spacing, edge distance, edge distance, anchor embedment s and c s s .2 multiplier c c multiplier diameter Cr Cr Cr "Ci at Cr min at in. in. (mm) lb (kN) in. (mm) in. (mm) s,,, in. (mm) in. (mm) Cmin 3/8 2-5/16 (59) 515 (2.3) 9-1/4 (235) 3 (76) 0.49 0.70 2-3/8 (60) 565 (2.5) 9-1/2 (241) 0.49 0.85 1/2 3-5/8 (92) 735 (3.3) 14-1/2 (368) 4 (102) 0.59 1.00 3-9/16 (90) 790 (3.5) 14-1/4 (362) 0.66 12 (305) 4 (102) 0.89 5/8 4-7/16 (113) 870 (3.9) 17-3/4 (451) 5 (127) 0.60 1.00 4-5/16 (110) 1,060 (4.7) 17-1/4 (438) 0.45 0.80 3/4 5-9/16 (141) 1,165 (5.2) 22-1/4 (565) 6 (152) 0.41 0.85 Table 46-Allowable shear loads for carbon steel and stainless steel Hilti KB-TZ anchors in the face of grout-filled concrete masonry walls1'3,45,6 Allowable Spacing Edge distance shear capacity Critical Minimum Critical Minimum Nominal Nominal at spacing, spacing, Load multi- edge distance, edge distance, anchor embedment s and c s s .z C C 1 load II load diameter Cr Cr Cr mm plier at Cr min multiplier multiplier in. in. (mm) lb (kN) in. (mm) in. (mm) s,,111 in. (mm) in. (mm) at cm,,, at Cmin 3/8 2-5/16 (59) 625 (2.8) 9-1/4 (235) 3 (76) 0.81 1.00 1/2 2-3/8 (60) 940 (4.2) 9-1/2 (241) 4 (102) 0.45 0.85 3-5/8 (92) 1,055 (4.7) 14-1/2 (368) 0.41 0.88 3-9/16 (90) 1,615 (7.2) 14-1/4 (362) 0.5 12 (305) 4 (102) 0.40 0.87 5/8 4-7/16 (113) 1,860 (8.3) 17-3/4 (451) 5 (127) 0.38 0.90 3/4 4-5/16 (110) 1,615 (7.2) 17-1/4 (438) 6 (152) 0.40 0.87 5-9/16 (141) 1,860 (8.3) 22-1/4 (565) 0.38 0.90 1 Values valid for anchors installed in face shells of Type 1,Grade N,lightweight,medium-weight,or normal-weight concrete masonry units conforming to ASTM C90.The masonry units must be fully grouted with coarse grout conforming to 2015 IBC Section 2103.3,2012 IBC Section 2103.13,or 2009 and 2006 IBC Section 2103.12.Mortar must comply with 2015 IBC Section 2103.2,2012 IBC Section 2103.9,or 2009 and 2006 IBC Section 2103.8.Masonry compressive strength must be at least 1,500 psi atthe time of anchor installation. 2 Loads tabulated are applicable to anchors spaced a critical distance of 4 times the embedment depth.The anchors may be placed at a minimum spacing,s,., provided that reductions are applied to the tabulated values. 3 Anchors a minimum of 1-NR inches from any vertical mortar joint(head joint)in accordance with Figure 7. 4 Allowable loads or applied loads may be modified for the 2009 and 2006 IBC,due to short-term wind or seismic loads.See Table 47. 5 Embedment depth must be measured from the outsidaface of the c,unuele masonry urrit. 6 For intermediate edge distances and spacings,allowable loads may be determined by linearly interpolating between the allowable loads at the two tabulated edge distances. 304 Hilt,Inc.(US)1-800-879-8000 I www.hilti.com I en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 I www.hilti.com I Anchor Fastening Technical Guide Ed.17 Mechanical Anchoring Systems KWIK Bolt TZ Expansion Anchor 3.3.5 Figure 7-Acceptable locations(shaded areas)for Hilti KWIK Bolt TZ anchors in grout-filled concrete masonry • 4"minimum edge distance 12"critical edge distance No installation within 1-3/8"of head joint I LI ::::::::::t:::e , pr / //A I/A ► Installations in this area for full allowable load capacity Mortar Joint Concrete Masonry Unit Installation in this area for reduced1111 (Grouted) allowable load capacity Anchor installation is restricted to shaded areas Table 47-Alternative basic load combination adjustment factors under the 2009 or 2006 IBC1'2,3 Modification factor Modification factor for allowable loads for alternate basic load combinations for short-term loading conditions Tension Shear Tension Shear 0.75 0.75 1.33 1.33 1 When using the basic load combinations in accordance with IBC Section 1605.3.1,allowable loads must not be increased for wind or seismic loading. 2 When using the alternative basic load combinations in the 2009 or 2006 IBC Section 1605.3.2 that include wind or seismic loads,the allowable loads for anchors may be increased by the tabulated factors found in the right half of the table.Alternatively,the basic load combinations may be reduced by multiplying them by the factors found on the left half of the table.For example,the alternate basic loads for wind or seismic loading may be multiplied by 0.75 or divided by 1.33,as applicable.For the 2015 and 2012 IBC,the allowable loads or load combinations must not be adjusted. 3 The above modification factors are applicable under the 2009 or 2006 IBC only,for Tables 45 and 46 for seismic and wind loads. Hilti,Inc.(US)1-800-879-8000 I www.hilti.com I en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 I www.hilti.com I Anchor Fastening Technical Guide Ed.17 305 Qc - Mechanical Anchoring Systems 1 \: 3.3.5 KWIK Bolt TZ Expansion Anchor 3.3.5.5 Installation instructions Installation Instructions For Use(IFU)are included with each product package.They can also be viewed or downloaded online at www.hilti.com. Because of the possibility of changes, always verify that downloaded IFU are current when used. Proper installation is critical to achieve full performance.Training is available on request. Contact Hilti Technical Services for applications and conditions not addressed in the IFU. 3.3.5.6 Ordering information' Description Length Threaded length Box quantity KB-TZ 3/8x3 3 1-1/2 50 KB-TZ SS304 3/8x3 KB-TZ SS316 3/8x3 3 7/8 50 KB-TZ 3/8x3-3/4 3-3/4 2-1/4 50 KB-TZ SS304 3/8x3-3/4 KB-TZ SS316 3/8x3-3/4 ' 3-3/4 1-5/8 50 KB-TZ 3/8x5 5 3-1/2 50 KB-TZ SS304 3/8x5 5 2-7/8 50 KB-TZ 1/2x3-3/4 KB-TZ SS304 1/2x3-3/4 KB-TZ SS316 1/2x3-3/4 3-3/4 1-5/8 20 KB-TZ 1/2x4-1/2 KB TZ SS304 1/2x4-1/2 KB-TZ SS316 1/2x4-1/2 4-1/2 2-3/8 20 KB-TZ 1/2x5-1/2 KB-TZ SS304 1/2x5-1/2 KB-TZ SS316 1/2x5-1/2 5-1/2 3-3/8 20 KB-TZ 1/2x7 KB-TZ SS304 1/2x7 7 4-7/8 20 KB-TZ 5/8x4-3/4 KB-TZ SS304 5/8x4-3/4 KB-TZ SS316 5/8x4-3/4 4-3/4 1-1/2 15 KB-TZ 5/8x6 KB-TZ SS304 5/8x6 KB-TZ SS316 5/8x6 6 2-3/4 15 KB-TZ 5/8x8-1/2 KB-TZ SS304 5/8x8-1/2 8-1/2 5-1/4 15 KB-TZ 5/8x10 KB-TZ SS304 5/8x10 10 6-3/4 15 KB-TZ 3/4x5-1/2 5-1/2 2-1/2 10 KB-TZ SS304 3/4x5-1/2, KB-TZ SS316 3/4x5-1/2 5-1/2 1-1/2 10 KB-TZ 3/4x7 7 4 10 KB-TZ 3/4x8 8 5 10 KB-TZ SS304 3/4x8 8 4 10 KB-TZ 3/4x10 10 7 10 KB-TZ SS304 3/4x10 KB-TZ SS316 3/4x10 10 6 10 1 All dimensions in inches Table 44 - KWIK Bolt TZ length identification system Length ID marking on A 8 C D E F GH I J K L MN 0 P Q R S T U V W bolt head Length From 1 1/2 2 2 14 3 3 1/2 4 4 1/2 5 51/2 6 6 14 7 71/2 8 81/2 9 9 1/2 10 11 12 13 14 15 of anchor, Up to but not 2 2 1/2 3 31/2 4 4 1/2 5 51/2 6 6 14 7 7 Y2 8 8 1/2 9 3 Y2 10 11 12 13 14 15 16 Conch including in. Figure 8 — Bolt head with length identification mark and KWIK Bolt TZ head notch embossment 40 Vii. 306 Hilti,Inc.(US)1-800-879-8000 I www.hilti.com I en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 I www.hilti.com I Anchor Fastening Technical Guide Ed.17