Loading...
HomeMy WebLinkAbout1014 LAGUNA DR; ; FPC2017-0371; Permit(~Cityof PERMIT REPORT Carlsbad Print Date: 12/01/2020 Permit No: FPC2017-0371 Job Address: 1014 LAGUNA DR, CARLSBAD, CA 92008-1870 Status: Closed - Finaled Permit Type: FIRE-Construction Commercial Work Class: Underground Fire Parcel #: Track #: Applied: 12/15/2017 Valuation: $0.00 Lot #: Issued: 12/27/2017 Occupancy Group: Project #: Finaled Close Out: 12/01/2020 #of Dwelling Units: Plan #: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check #: Inspector: Plan Check #: Final Inspection: Project Title: Description: LAGUNA TERRACE BACKFLOW (UG) Applicant: FPContractor: COSCO FIRE PROTECTION COSCO FIRE PROTECTION INC MAlT JORGENSEN 1075W LAMBERT RD 4990 GREENCRAIG LN BREA, CA 92821-2944 SAN DIEGO, CA 92123-1673 (858) 444-2000 (858) 444-2000 FEE AMOUNT FIRE Underground Piping with up to 4 Hyds/Risers $733.00 Total Fees: $733.00 Total Payments To Date: $733.00 Balance Due: $0.00 Fire Department Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-4665 1 760-602-8561 f I www.carlsbadca.gov FXZ01+0-0s3( 009906. . •..•I... cosco .5..: I Fire Protection San Diego Branch Office 4990 Greencraig Lane San Diego, CA 92123 (858) 444-2000 fax: 444-2056 CA Lic.: C-16 #577621 www.coscofire.com MATERIAL SUBMITTAL & HYDRAULIC CALCS.- Date: 12-15-17 LAGUNA TERRACE S BACKFLOW 10 14 LAGUNA DRIVE CARLSBAD, CA 92008 JOB # 10.CD_5818 All material submitted, may be substituted by material of equal performance & design, & shall be deemed acceptable by purchaser. Submitted by: M. JORGENSEN Los Angeles • San Francisco 0 Orange • Fresno • San Diego • Seattle I B I I _F' ZURN WILKINS k6~~11 350A0A Double Check Detector Assembly Application Designed for installation on water lines in fire protection sys- tems to protect against both backsiphonage and backpressure of polluted water into the potable water supply. Model 350ADA shall provide protection where a potential health hazard does not exist. Incorporates metered by-pass to detect leaks and unauthorized water use. Standards Compliance (Horizontal & Vertical) ASSE® Listed 1048 AWWA Compliant C510 (with gates only), and C550 CSA® Certified 1364.5 UL® Classified C-UL® Classified FM® Approved Approved by the Foundation for Cross Connection Control and Hydraulic Research at the University of Southern California NYC MEA 221-04M-2 (2 1/2" - 8") Meets the requirements of NSF/ANSI 61* (0.25% MAX. WEIGHTED AVERAGE LEAD CONTENT) By-Pass Backflow Assembly 3/411 Model 950XLD Materials Main valve body Ductile Iron ASTM A 536 Access covers Ductile Iron ASTM A 536 Coatings NSF Approved electrostatic epoxy finish Internals Stainless steel, 300 Series NORYLTM Fasteners & Springs Stainless Steel, 300 Series Elastomers EPDM (FDA approved) Buna Nitrile (FDA approved) Polymers NORYLTM Features Sizes: 2 1/2*, 311* , 411, 611, 81 , 10" Maximum working water pressure 175 PSI Maximum working water temperature 140°F Hydrostatic test pressure 350 PSI End connections (Grooved for steel pipe) AWWA C606 (Flanged) ANSI 1316.1 Class 125 *2 1/2" & 3° sizes use 4" body & reducer couplings Dimensions & Weights (do not include pkg.) MODEL 350ADA SIZE in. mm WEIGHT LESS SHUTOFF VALVES lbs. IJL OSY GATE VALVES FLANGED lbs. kg OSY GATE VALVES GROOVED lbs. kg BUTTERFLY VALVES FLANGED lbs. I kg BUTTERFLY VALVES GROOVED lbs. I kg 2 1/2 65 105 48 192 87 184 83 157 71 147 67 3 80 104 47 210 95 200 91 162 73 148 67 4 100 91 41 230 104 204 93 147 66 139 63 6 150 141 64 362 164 332 151 246 111 215 98 8 200 302 137 762 346 738 335 491 223 445 202 10 250 355 161 1024 464 902 409 628 285 570 259 NSF/MSI 61 (with OS&Y gates) (with BG valves) Options (Suffixes can be combined) - with flanged end OS & Y gate valves (standard) L - less shut-off valves (grooved body connections) 0 LM - less water meter - with remote reading meter 0 - with gallon meter (standard) CFM - with cu ft meter CMM - with cu meter meter G - with grooved end connections FG - with flanged inlet connection and grooved outlet connection PI - with Post Indicator Gate Valves BG - with grooved end butterfly valves with integral supervisory switches BF - with flanged end butterfly valves with integral supervisory switches —509 - with AWWA C509 gate valves Accessories 0 Repair kit (rubber only) O Thermal expansion tank (Model XT) 0 OS & Y Gate valve tamper switch (OSY-40) MODEL 350ADA with OS&Y option MODEL DIMENSION (approximate) 350ADA SIZE in mm A in I mm A WITH BUTTERFLY VALVES in I mm B LESS GATE VALVES in mm C in mm D in mm OS&Y OPEN in I mm E OS&Y CLOSED in I mm E WITH BUTTERFLY VALVES in mm F in I mm G in I mm 21/2 65 351/8 892 321/8 816 20 1/8 511 41/2 114 9 229 17 3/41 451 153/8 391 1 81/4 210 6 152 71/4 184 3 80 36 1/8 918 33 838 201/8 511 41/2 114 9 229 201/4 514 17 432 81/2 216 6 152 71/4 184 4 100 381/4 972 331/4 845 197/8 505 41/2 114 9 229 221/21 572 181/4 464 9 229 6 152 8 203 6 150 471/4 1200 40 1/4 1022 257/8 657 5 1/2 140 10 1/2 267 301/2 775 24 1/4 616 10 1/4 260 7 178 10 254 8 200 62 1575 55 1397 381/2 978 10 254 12 305 37 940 281/2 724 12 305 81/2 216 11 279 10 250 645/8 1641 59 1499 381/2 978 10 254 12 305 455/8 1159 343/4 883 13 330 81/2 216 12 305 Attention: Model 350ADA (grooved body) and Model 350DA (flange body) have different lay lengths. Zurn Industries, LLC I Wilkins 1747 Commerce Way, Paso Robles, CA U.S.A. 93446 Ph. 855-663-9876, Fax 805-238-5766 In Canada I Zurn Industries Limited 3544 Nashua Drive, Mississauga, Ontario L4V 1L2 Ph. 905-405-8272, Fax 905-405-1292 www.zurncom Rev. H Date: 4/17 Document No. BF-350ADA Patent No. 5, 913, 331 Product No. Model 350ADA Page 1 of 2 Flow Characteristics MODEL 350ADA 2 1/2", 3" & 4" (STANDARD & METRIC) FLOW RATES (us) S 0.0 12.6 25.2 37.9 2 15 U) 10 12 U. — 0 200 400 600 FLOW RATES (GPM) MODEL 360ADA 6", 8" & 10" (STANDARD & METRIC) FLOW RATES (us) 0.0 63.1 126.2 189.3 16 I I I I a - — = — ['Ill, l,Il I.V'IisI*I(!JjL!J ORated Flow (established by approval agencies) 104 1 69 800 252.4 104 F0 69 4000 - - - ----- __ Typical Installation Local codes shall govern installation requirements. Unless otherwise specified, the assembly shall be mounted at a mini- mum of 12" (305mm) and a maximum of 3011 (762mm) above adequate drains with sufficient side clearance for testing and maintenance. The installation shall be made so that no part of the unit can be submerged. Capacity thru Schedule 40 Pipe (GPM) Pipe size 5t/sec 7.5 ft/sec lOft/sec 15ff/sec 21/2 75 112 149 224 3' 115 173 230 346 4" 198 298 397 595 6" 450 675 900 1351 8" 780 1169 1559 2339 10" 1229 1843 2458 3687 12' 1763 2644 3525 5288 PROTECTIVE MODEL 350ADABG (Vertical Installation) MODEL 350ADA (Outdoor Installation) Specifications S The Double Check Detector Backflow Prevention Assembly shall be certified to NSF/ANSI 61, ASSE® Listed 1048, and sup- plied with full port gate valves. The main body and access cover shall be epoxy coated ductile iron (ASTM A 536), the seat ring and check valve shall be NorylTM (NSF Listed), the stem shall be stainless steel (ASTM A 276) and the seat disc elastomers shall be EPDM. The first and second check valves shall be accessible for maintenance without removing the device from the line. The Double Check Detector Backflow Prevention Assembly shall be a ZURN WILKINS Model 350ADA. Zurn Industries, LLC I Wilkins 1747 Commerce Way, Paso Robles, CA U.S.A. 93446 Ph. 855-663-9876, Fax 805-238-5766 In Canada I Zurn Industries Limited 3544 Nashua Drive, Mississauga, Ontario L4V 112 Ph. 905-405-8272, Fax 905-405-1292 www.zurn.com Page 2 of 2 TYLER UNION® Quality Waterworks Products WATERWORKS CATALOG PC-2017, March, 2017 www.tylerunion.com Li I ( 6\\ <]@> 10014257Q1s09001:2015 AWWA CERTIFIED MEMBER APPROVED Insmute Tyler Union 11910 CR 492 TYLER, TEXAS 75706• (800) 527-8478 1501 WEST 17TH ST. ANNISTON, ALABAMA 36201 (800)226-7601 1001 ELCAMINO AVE• CORONA, CALIFORNIA 92879• (866) 527-8471 15670 NORTH LOMBARD ST. PORTLAND, OREGON 97203 2200 WEST HAVEN. NEW LENOX, ILLINOIS 60451 1201 AVENUE S. SUITE 100 • GRAND PRAIRIE, TEXAS 75050 1800 GREEN BRIER DEAR RD. • ANNISTON, ALABAMA 36207 701 KENYON AVE.. ELMER, NEW JERSEY 03318 Product Warranty with Terms and Conditions of Sale located at www.McWane.com ANSI/AWWA CIIO Class 125 Flange Fittings CLASS 125 FLANGE DUCTILE IRON CIIO FULL BODY FITTINGS TYLER UNION® UL and FM Listed SAMPLE SPECIFICATION (Current ANSI/AWWA revisions apply) Flanged fittings, 2" through 64" shall be manufactured of ductile iron in accordance with all applicable terms and provisions of standards ANSI/AWWA C110/A21.10. Flange surfaces shall be faced and drilled in accordance with ANSI Class 125, 1316.1. All ductile iron flanged fittings shall be rated for water pressure of 250 PSI. Flanged ductile iron fittings in 24" (610 mm) and smaller sizes may be rated for 350 psi (2,413 kPa) with the use of special gaskets NOTE: Fittings are available prime coated, bare or epoxy coated. All coated fittings meet requirements of NSF-61, NSI F- 372, and Annex G. Interiors of fittings shall be lined and seal coated in accordance with ANSI/AWWA C1 04/A21.4. Instal- lation of fittings shall be per AWWAC110. B.C. Flange Details Nominal Flange Pipe Size Flange B.C. Thickness Bolt Hole Number Bolt Dia. Inch O.D. Diameter T Diameter of Bolts and Lengths 2 6.00 4.75 0.62 0.75 4 5/8 x 2 1/4 750 —6:00 -0.75-_i015_ —4--5/8 _k 2 1/2 4 9.00 7.50 0.94 0.75 8 5/8 x 3 [6_ - 1100_ 95o_JLoo: 0875 - 8 -" 3/4x3'1 /2 - 8 13.50 11.75 1.12 0.875 8 3/4x31/2 il0_ 1600 - 1425 1i9100 12 7/8 -R-4--- 12 19.00 17.00 1.25 1.00 12 718x4 2100___1815 -1'38'-_-1_ 125 i2 1x4/2 -- 16 23.50 21.25 1.44 1.125 16 1x41/2 8 25.00. = 2275_ 156_TTj25TTj6 1 1/8x'5--- 20 27.50 25.00 1.69 1.25 20 1 118x5 24- 32 00 -29:50 1:88 1'375' '_20'_- '1-1/41T5_112 30 38.75 36.00 2.12 1.375 28 1 1/4x6 1/2 - 46.00 32 1i/2x7 42 53.00 4__9.5_0___'2.62_1__.6_25 36 1 1/2__x7'1_/2 ,4 8 - 59505600 2.75 1625 44 11/28 54 --- --- -- 60 64 --- -- -- Contact Tyler Union for 54" - 64" flange fitting information It! 2", 3" 40,611,811 i"', 12", 14" 16' ,18" I 20", 24" 30" NOTE: Drilling templates are in multiples of four so that fittings may be made to face in any quarter. Bolt holes shall straddle the center line. 28 TYLER UNION® Bends 900 (1/4) Bends CLASS 125 FLANGE DUCTILE IRON CIIO FULL BODY FITTINGS UL and FM Listed 450 (1/8) Bends Size R A Weight Weight R A Weight Weight 2 3.0 4.5 14 ... ... r 3 4 0 5.5 26-'--25 3.62 - 3'0 20 20 4 4.5 6.5 44 45 4.81 4.0 36 40 t6 60 80 - _67 5__ - 725 50 57 55_ 8 7.0 9.0 115 105 8.44 5.5 105 90 10 90 110 159 165 1088 65 127 i0_ 12 10.0 12.0 244 235 13.25 7.5 149 195 14 115 140 341 290_ 1206 75 T260 220 16 12.5 15.0 455 370 13.25 8.0 322 280 140 165 -527 450 1450 8'5--371 '--325- 20 15.5 18.0 878 580 16.88 9.5 485 430 24 -_185 220 1085 900 18.12 j1.0_ 742 630 30 21.5 25.0 1427 1430 27.75 15.0 1355 1120 24.5 28.02135 2135 - - - 35.00 - 18.0 - 1755 '-1755- 42 27.5 31.0 3055 3055 42.25 21.0 2600 2600 - 305 340 -4095-1-4095 49 50 240 3580 3580 '1 221/20 (1/16) Bends 111/40 (1/32) Bends Size R A Weight Weight R A Weight Weight 2 ... ... ... ... ... ... r3 756 22 20 15:25 3.0 20 20 4 10.06 4.0 35 40 20.31 4.0 40 40 1506 50 64 55 3050 50 56 55 8 17.62 5.5 90 90 35.50 5.5 90 90 10 2262 65 130 135 4569 65 136 135 12 27.67 7.5 199 205 55.81 7.5 213 205 14 25.12 7.5 281 225 - 5075 7.5 261 225 16 27.62 8.0 315 285 55.81 8.0 315 285 18 3019 85 402 335 - 6094 85 385 335 20 35.19 9.5 543 435 71.06 9.5 505 435 24 37.69 11.0 528640 76.12 11.0 760 645 30 57.81 15.0 1385 1135 116.75 15.0 1395 1150 36 _7288T180 - 17901790 14725 180_ 1805 1805 j 42 88.00 21.0 2665 2663 177.69 21.0 2680 2680 48 103.06 24.0 ..-3665--3665 208.12 - 24:0 3695 3695 29 fl *900 (1/4) Long Radius Bend Size R A Weight 3 6.25 7.75 32 [4 QQLT 46 6 9.5 11.5 83 L8 140140 140"] 10 16.5 16.5 252 j217pi90 - 364 14 19.0 21.5 475 E2i524063O 18 ... 26.5 812 [0 29.'0--1080-- I 24 ... 34.0 1640 *Not included inAWWAC110 Contact Tyler Union for sizes not shown Flange x Flare 900 (1/4) Bend TYLER UNION® Bends *900 (1/4) Reducing Bend Size A Weight 43 6.5 35 8:o 65 8x4 9.0 88 8x6 ---96 -- 10x6 11.0 131 10x8 11 -0 --- 12x6 12.0 177 t1x8 12.0 --201 12x10 12.0 218 143 -14.0---230 - 148 14.0 240 L16x1 150 280 ] *Not included in AWIA C11O Contact Tyler Union for sizes not shown. CLASS 125 FLANGE DUCTILE IRON CIIO FULL BODY FITTINGS UL and FM Listed S Size D A Y Weight 3 8 5.5 8.5 26 _TT9 T65 95 39. 6 11 8.0 12.0 73 [8T_14 _90 -- 130 110 10 16 11.0 15.0 171 ITt9i.i 120 160 53 14 21 14.0 22.0 450 6_T124j50 - ---23 * 30 - 502Th 18 25 16.5 24.5 675 20 ----28--18:0-'-'26.0- 773 24 32 22.0 30.0 1195 30 39 25:0 - 38:0 2070: 36 48 28.0 38.0 2900 30 900 Base Bends 90° Long Radius Base Bends Base Tee Support Weight Pipe Size X S U Size 900 90°LR Tee 900 3 4.88 5.0 0.50 1.5 38 41 47 35 [4 - 550 60 050 20 0 60 76 55 6 7.00 7.0 0.62 2.5 83 100 115 85 838 9O088 40 142 180 195 145 10 9.75 9.0 0.88 4.0 210 315 315 145 Ll 21125 110 100 60 300 427 450 300 14 12.50 11.0 1.00 6.0 400 580 570 360 16 1375 11.0 1 0O .....5O5 .O 740 - 710 18 15.00 13.5 1.12 8.0 659 ... 900 565 20 1600 135 112 80 805 1125 700 24 18.50 13.5 1.12 8.0 1215 .,. 1927 1030 30 -23:00 160 1.15 10.0 1945 TT 1625 36 26.00 19.0 1.15 12.0 2395 2895 ... 2385 3000 23.5 128 - _3465 48 34.00 25.0 1.42 ... ... ... 4610 Base Bends are made to order only not returnable. Bases are furnished faced and drilled. Base Drilling Details Bolt Hole Number Size BC Diameter of Bolts 3 3.88 5/8 4 r4 - 4.753/4 4 6 5.50 3/4 4 - 7 50 - 3j4 '---4--- 10 7.50 3/4 4 42 9.50 7/8 4 14 9.50 7/8 4 .16 - 9:50 7/8 4-- i8 11.75 7/8 4 20 11.75 7/8 4 24 11.75 7/8 4 30 14:25 1 - 4 36 17.00 1 4 - 125T 1 1/8 4• 48 22.75 1-1/4 4 0 CLASS 125 FLANGE DUCTILE IRON CIIO FULL BODY FITTINGS UL and FM Listed TYLER UNION® S Base Bends/Base Tees Base Under Base Under Large End Small End Size X S U Weight 4x3 5.50 6 0.50 45 r6x4 7.00 7 0.62 75 8x4 8.38 9 0.88 118 86 8.38 9 -0.88 135 10x6 9.75 9 0.88 175 10x8 975 9 088 184 12x6 11.25 11 1.00 230 12x8 11.25 11 1:00- 255 Note: X dimensions are identical on Base Under Large End & Base Under Small End. S dimensions is deter- mined by the largest fitting opening. 31 CLASS 125 FLANGE DUCTILE IRON CIIO FULL BODY FITTINGS UL and FM Listed TYLER UNION® Tees Straight Tees, Reducing * Reducing *Reducing on Bullhead Straight and on Branch Tees on Run Run and Branch Tees Reducing Crosses Domestic Non-Domestic Sizes Weight Weight Run Run Branch H J Tee Cross Tee Cross 2 2 2 4.5 4.5 20 [T1i_5T.5T T11 3 3 3 5.5 5.5 37 51 40 50 rii:TTJ_ 6555 _-53 *4 4 2 6.5 6.5 55 ... 14 4 5 65547660 --70- 4 4 4 6.5 6.5 60 ... 65 80 L4JT4 - 680 *6 4 2 8.0 8.0 96 O L6 T8Q 80 100 - *6 4 4 8.0 8.0 85 ... 6 6 8:0 - 80 -85--96- 6 6 8 8.0 8.0 90 112 85 95 [ 6 6 4 80 80 98141 T 0 T0 6 6 6 8.0 8.0 138 ... 95 120 [*86490 913TTT"T *8 6 8 9.0 9.0 154 F 8 8 90 - 90128140 7. 8 8 4 9.0 9.0 155 155 140 155 '"8 -'-8-- 6 - -9:0 9:0148172 - i45165 8 8 8 9.0 9.0 179 195 155 195 *8 8i0 110 ii0225 *8 8 12 12.0 12.0 277 J 6 6-_13p 130 278 *tl0 8 6 13.0 13.0 298 8 8 130 130 --278 -- - 110 8 10 13.0 13.0 325 1 10 10 4 110 110 239 220 205"220_ 10 10 6 11.0 11.0 215 242 215 240 [10 10 8 110 110 254 294 225 265 10 10 10 11.0 11.0 265 ... 270 330 10 10 12 120 -= *t12 6 6 14.0 14.0 346 *t12 6 _8_ "140 140 ______36?_ 412 8 6 14.0 14.0 355 [*12 8 t4 0 14.0--375--- 1-2- 8 12 14.0 14.0 420 ... t12 10 6 140 140 390 S 12 10 8 14.0 14.0 400 ... 12 10 10 140 140- --420- 12 10 12 14.0 14.0 440 ... * Not included in AWWA C110 t H and J dimensions are two-inches longer than straight tees. 32 CLASS 125 FLANGE DUCTILE IRON CIIO FULL BODY FITTINGS UL and FM Listed TYLER UNION® Tees (continued) Straight Tees, Reducing * Reducing *Reducing on * Bullhead Straight and on Branch Tees on Run Run and Branch Tees Reducing Crosses Run Run Sizes Branch H J Weight Tee Cross Weight Tee Cross 12 12 4 12.0 12.0 322 310 290 310 [j 12 6 - 120 120 297 326 -295--320- 12 12 8 12.0 12.0 346 351 310 345 [12 12 10 120" 120 394 415 360 415 12 12 12 12.0 12.0 369 438 385 460 14 14 4 -14'.0-'- 140 419 14 14 6 14.0 14.0 420 450 375 400 [14 14 - 8 14P - 140 435 475 - 42_5 14 14 10 14.0 14.0 450 ... 400 460 [1 14 - 12 140 - 140 470_ 543 425 505- 14 14 14 14.0 14.0 500 595 435 550 *16 14 4 150 150 -- -525 - 16 16 6 15.0 15.0 573 565 465 490 r16 16 8 150 150 534 90 75 520 - 16 16 10 - 15.0 15.0 - 565 620 495 555 16 - 16 150 150 590 --665--_520 605L 16 16 14 15.0 15.0 592 ... 530 620 16 16 16 150 150 - 635 755 - 550 665 18 18 6 13.0 15.5 780 ... 480 505 18 18 8 --13:0 - 15.5 609 - 495 '535 18 18 10 13.0 15.5 568 ... 510 560 [18 18 12130 - 155 638 706 _35 610 ' 18 18 14 16.5 16.5 726 ... 630 720 [18 18 - 16 165 165 760 - 650 - 765- 18 18 18 16.5 16.5 865 895 665 795 [20 20 6 140 170 773 610 65 20 20 8 14.0 17.0 720 ... 620 665 120 20 -10 140 170 735 635 - 685 20 20 12 14.0 17.0 816 834 660 735 120 20 14 140 170 744 665 -745--- 20 20 16 18.0 18.0 1054 1065 810 915 20 20 18 180 180 - 965 820_ 945 20 20 20 18.0 18.0 966 1175 855 1015 24 24 6 15.0 19.0 -- 1040 ... - 845 875 24 24 8 15.0 19.0 1060 ... 860 895 24 24 10 150 190 1004 880 930 24 24 12 15.0 19.0 986 1100 890 960 [24 24 14 15 0 19.0 1021 - 1125 900 975 24 24 16 15.0 19.0 1013 1160 915 1010 24 18 - 220 220 1416 -- _1220 1365 - 24 24 20 22.0 22.0 1510 1695 1255 1430 24 24 24 220 220 1536 1850 1330 1570 * Not included in AWWA C110 33 I CLASS 125 FLANGE DUCTILE IRON CIIO FULL BODY FITTINGS UL and FM Listed TYLER UNION® Tees (continued) Straight Tees, Reducing * Reducing *Reducing on * Bullhead Straight and on Branch Tees on Run Run and Branch Tees Reducing Crosses Run Sizes Run Branch H J - Weight Tee Cross Weight Tee Cross 30 30 6 18.0 23.0 1725 ... [3O3O8 180 - 230 - 1490 1565 30 30 10 18.0 23.0 ... ... 1490 1565 L3030 12 180 230 1490i565 30 30 14 18.0 23.0 ... ... 1490 1570 [3O3O 16 180 _230_j - 1505_ 1605 30 30 18 18.0 23.0 1852 ... 1515 1615 [30-- -30--20- 180 230 -- 1540 1670 30 30 24 25.0 25.0 2475 2695 2025 2245 30 -30-30--' 250 250 - 234029852150 2500 36 36 12 20.0 26.0 ... ... 2170 2240 - 36 14 200 260 21752240 - 36 36 16 20.0 26.0 ... ... 2185 2270 L36 36 18 200260 36 36 20 20.0 26.0 ... ... 2210 2325 [6 36 24200_6:55 2255W 2405 36 36 30 28.0 28.0 3000 ... 3000 3300 [36 T36 36_ -28.-0--- --28-.0 T.3160_ - 6740 - 3160 3620 1 42 42 12 23.0 30.0 ... ... 3165 3200 42 42 14 -23'.0---30.0 - - - -3 ' 170 3200 42 42 16 23.0 30.0 ... ... 380 3270 r42 42 jj8_: 230 300 3185 3300 42 42 20 23.0 30.0 ... ... 3205 3320 42 - 4224 21.0 30.03245T 3245 3395- 42 42 30 31.0 31.0 4125 ... 4125 4375 42 42 36 310 31:0 5360 ... - 5360 5720 42 42 42 31.0 31.0 5580 ... 5585 6155 48 48 12 260 340 - - "4315 4390 48 48 14 26.0 34.0 ... ... 4315 4385 48 48 16 260 340 - 77 4330 4415 48 48 18 26.0 34.0 ... ... 4330 4420 48 48 20 260340 - 4350 '4460 48 48 24 26.0 34.0 4385 ... 4385 4535 48 48 30 260 34.0" 4455 - 4455" 4670 48 48 36 34.0 34.0 5555 ... 5555 5880 148 48 -42--340 - '340 7195 7630 48 48 48 34.0 34.0 7385 ... 7385 8005 * Not included in AWWA C110 34 Size 3 2 6.0 17 [4 2 70 23 4 3 7.0 29 [6 2_ 90 30 6 3 9.0 44 L6_ 4 90 - 46 6 5 9.0 49 [83 110 ..61 8 4 11.0 63 - 5 -11:0 -70 - 8 6 11.0 75 10_ 4 120 98 10 6 12.0 107 10 - 8 _120 i16_ 12 4 14.0 119 12._ 6 - _140_ 130 12 8 14.0 152 _10 14.0 - 178 14 6 16.0 165 14 _8 - 160 185 14 10 16.0 205 14 . 12 160 235 - 16 6 18.0 210 16 8 180 230 16 10 18.0 255 16 12 - 180 285 16 14 18.0 315 18_ 8 190 265 - 18 10 19.0 290 L18 12 190_ 320 18 14 19.0 350 18 16 190 405 20 10 20.0 363 20 12 -20:0 465 20 14 20.0 430 20 - 16 -- - 20.0 445 - 20 18 20.0 470 24 12 24.0 - - 608- 24 14 24.0 565 24 16 - 24.0 610 24 18 24.0 654 24 20 24.0 - 727 - 30 16 30.0 945 30 - 18 300 970 -- 30 20 30.0 1144 30 - 24 30.0 1078 36 20 36.0 3624 .....36.0 1. 36 30 36.0 42 24 -- 42.0 1810 - 42 30 42.0 2060 42 36 42.0 - 48 30 48.0 2615 48 - 36 ... 48.0 240 48 42 48.0 3320 30 1 40 45 ' 65 - 75 90 110 120 --.-130-- 145 155 -175- 190 190 - 210_T ) 235 265 280 --240-- 265 ..295 ] 310 --340 - _J 345' 355 o:. 410 480T I 490 525 -. 550 590 810 870 970 1230 1345 1555 1820 2060 2345 2625 2950" 3320 Concentric Reducer Eccentric Reducer CLASS 125 FLANGE DUCTILE IRON CIIO FULL BODY FITTINGS UL and FM Listed TYLER UNION Reducers Concentric Reducer *Eccentric Reducer Domestic Size D Dl L Weight 4 3 7.0 30 [63 90 45 6 4 9.0 52 [84 110 -70- 8 6 11.0 80 120 95 10 6 12.0 98 10T 8 _120 _123 T1 12 4 14.0 120 2 6 140 12 8 14.0 149 12 10 140 177 14 6 16.0 165 l4 8 160 185 14 10 16.0 205 4 12 _160 - - 294- 16 6 18.0 210 [6" _8 180 230 ' 16 10 18.0 255 L16 12 = _180 285 16 14 18.0 315 190 265 18 10 18 12 19.0 190 290 306 18 14 19.0 350 il 8 _16 _190 385 20 10 20.0 350 20 12 -- 20.0' - -- 370 20 14 20.0 448 20 16 20.0 ........... 20 18 20.0 455 24 - 12 - -. 24.0 - 535 - 24 14 24.0 570- 24'---16.........24.0 614 24 18 24.0 645 24 -- 20 24.0 695 - 30 16 30.0 778 30 18 300 810 30 20 30.0 870 30 24 --30 - .0 970 36 24 36.0 1425 36 30 .36.0 2120 - 42 24 42.0 2340 42----30 42.0 - 2060- 42 36 42.0 2345 48 30 48.0 .2625 48 36 48.0 2950 42 - 48.0 - 3320 -: *Eccentric Reducers not included in AWWA C11O 35 TYLER UNION® Wyes/Laterals *True Wyes Size Stem Branch X Y Weight 4 4 6.5 3.0 35 [6 - 4 --8.0--35 75j 6 6 8.0 3.5 84 F8- - 6 90 -4-.-5-134-' 8 8 9.0 4.5 125 6 8O5O14Oi 10 8 9.0 5.0 155 lO - 10 "110 50220 12 8 9.0 5.5 210 u12 10 11_0 55240 12 12 12.0 5.5 323 16 16 130T_ 520 *Not included inAWWAC110 *Flange x Flare Piece Size D L Weight 3 7 8.0 21 r4 - 9 8.0 30 6 11 8.0 44 8 14 '100 75 10 16 12.0 119 12 - 19 120 150' 14 21 16.0 225 6 24 - 160 - S 18 25 16.0 317 20 28 18:0- 379 24 32 18.0 494 30 39 24:0 865 36 46 24.0 1200 *Not included in AWVA CIIO 36 CLASS 125 FLANGE DUCTILE IRON CIIO FULL BODY FITTINGS UL and FM Listed *Wyes/Laterals Run Branch H J Weight 3 3 10.0 3.0 49 - 3:0- _6 4 4 12.0 3.0 76 L6 4145 35106 6 6 14.5 3.5 131 4175 - 45153 8 6 17.5 4.5 188 L1T 175 4.5----201 10 4 20.5 5.0 232 Q6205 50288 10 8 20.5 5.0 333 iP T 10 205 50 300 12 4 24.5 5.5 355 -24.5'--- 55 - 370 12 8 24.5 5.5 395 1024 5 - 5_5 420 j 12 12 24.5 5.5 460 7 - 60 -500'- 14 8 27.0 6.0 525 114 - 10 270 6-0 ---555 14 12 27.0 6.0 600 14270 - 60 -640 16 6 30.0 6.5 655 El6 --8--300- 65 680 16 10 30.0 6.5 715 6 _12 30 5 755 16 14 30.0 6.5 800 (16 16 300 65 850 18 8 32.0 7.0 820 118 10 _30 70 855 18 12 32.0 7.0 873 L18 I 11*..T 320 70940 - 18 16 32.0 7.0 990 [8i8 "32:0 7:0 - 1035 20 10 28.0 8.0 1095 20 12 - 350 - '8.0--- 1130 20 14 35.0 8.0 1170 20 - 16 35:0 - 8.0 1220 20 20 35.0 8.0 1345 24 - 24 40.5 9.0 2020 36 36 60.0 19.5 5740 *Not included inAWWAC110 TYLER UNION® Flanges Y Flange for Steel Pipe Reducing Flange for Steel Pipe Flange for Dl Pipe Reducing Flange for Dl Pipe Under 12" Blind Flange with Optional 2" Tap 12" and Larger Blind Flange with Optional 2" Tap *Flange Sludge Shoe Size D X Y Weight 3 5.75 12 6 28 4 700 12 6 '35- 6 7.87 12 6 45 8 10.12 12 6 69 10 12.25 12 6 88 12 15.25 12 6 120 *Not included in AWNA C 11 Dl Reducing Flange Threaded for Steel Pipe Size TaoxO.D. Weight 4x3 3x9 16 L64 411 25'-- 8x4 4x13.5 44 8x6 6x135 1 10x6 6x16 50_ 49 60 10x8 8x16 55 12x10 1019 72_ CLASS 125 FLANGE DUCTILE IRON CIIO FULL BODY FITTINGS UL and FM Listed Flanges 0 Size 0 0 Y Steel Dl Blind 2 6.00 0.62 1.00 4 21/c 700 - 069 113 8 - - 3 7.50 0.75 1.19 7 6 9 9_00 094 131 TT12 11 55_j 6 11.00 1.00 1.56 21 19 28 8_ 1350112 175 28 29- -455- 10 16.00 1.19 1.94 49 33 62 12 1900 _15 --2.19 61 61 73 1 14 21.00 1.38 2.25 ... 59 116 tQ 23 50_ 1-44 250 - 78 165Th 18 25.00 1.56 2.69 ... 98 192 20 2750 1:69 2:88- - :T. 103 249 24 32.00 1.88 3.25 ... 147 348 30 3875 212 - 255 615 36 46.00 2.38 ... ... 360 1130 42 53.00 2.62 - . ... 535 1175 48 59.50 2.75 ... ... 650 1585 Dl Reducing Flange Threaded for Ductile Iron Pipe Size TaøxO.D. Weight 43 3x9 16 r6x4_411 125 1 8x4 413.5 40 0 i?6_T_6x135 35 10x6 6x16 50 1l2x6 6ç19_ _85 j Adapter Flange Rated No. of D.I. D F Working Set Bolt Pipe O.D. +.06 +.07 Size Pressure Screws Circle +.06 /-.06 -.04 -.03 C Weight 3 250 4 6.00 3.96 4.94 4.06 .94 7 4 250 4 '7.50 480 - 6.02 4.90 -1.00 10 6 250 8 9.50 6.90 8.12 7.00 1.06 [8 250 8 1175 905 1027 915 112 10 250 12 14.25 11.10 12.34 11.20 1.19 30 12 150 12 1700 1320 1444 1330 125 40 All set screws are 5/8" 801b. torque head. Note: Recommended for class 53 - class 56 wall thickness D.I. pipe. CLASS 125 FLANGE DUCTILE IRON CIIO FULL BODY FITTINGS UL and FM Listed TYLER UNION® Tap Locations Fittings can be supplied with tap sizes and located to ANSI B16.1 and MSS-SP-45. Specify fitting size, tap location by letter (refer to drawings below) and tap size by NPT dimension, on order. Note: Boss is always required at location "Y" or "V" on straight and reducing sizes of 900 degree bends, and on tapered sides of reducers. Filling Max Tap Size Without Boss R R 3 1/2 E K [4-6 - __3/4 T T SO 900 Bend, Straight Size R Small Y End fr T Large End 900 Bend, Reducing Size pH[R RLLj1 S IE I i K FTTN11J Tee, Straight Size RL 14_s SH+. flF41 T TI 1Nfl Tee, Reducing Size V Small End Large End Cross, Straight Size ft1K LL ii i; +F1 LJJ 111JL4TJ Cross, Reducing Size Base Tee y y ' x X ~-~Z Z -~Z-~ Concentric Reducer Eccentric Reducer ~T did Base 90° Bend Elbow R G) F T Z M N ( 450 Bend 38 F P P I ULIULC listed and FM approved* Description Check valves feature cast brass** bodies with a spring loaded clapper assembly making this valve suitable for vertical or horizontal installations. Features metal faced clapper with 0-ring seat. Rated to 300 psi. Valve bodies are tapped and plugged 1/2" IFS for additional equipment such as a ball drip valve when used in conjunction with a Fire Department Connection or a pressure gauge when used in a supply line. Installation Install in accordance with approved installation practices. Use an approved thread sealant such as PipeFit Thread Sealing Paste with PTFE on all threaded connections. Make sure that proper lubrication has been applied to groove coupling gaskets for groove end valves. DO NOT OVER TIGHTEN THREADED CONNECTIONS. OVERTIGHTENING MAY CAUSE DISTORTION OF THE BODY AND THREADS OF THE VALVE LEADING TO IMPROPER PERFORMANCE AND PRODUCT FAILURE. Specifications Material: Cast Brass** Pressure Rated: 300ps1 Size: 1½" IPS* IPS 2½" IPS IPS IPS Configurations: MNPTxGRv MNPTxFNPT GRVxGRv FNPT x FNPT 1 ½" only **Contains lead. Not for use in water systems intended for human consumption. *1 1/2" size is UL/ULe listed but not FM approved 3198 IJONSHEAD AVE CARLSBAD, CA 92010 TEL + 1760 599-1168 +1800344-1822 FAX + 1 800 344-3775 © 2015 Fire Protection Products, Inc. c®uS <9> LISTED APPROVED I F P P I Material Specifications 0 BODY - BRASS - ASTM C37700 CLAPPER - BRASS - ASTM 0377 PIN - BRASS - ASTM C86300 SPRING - STAINLESS STEEL S. 0-RING - NBR-1052 6. THREADED PORT - BRASS NPT 1/4" ON 1 ½' ½" ON 1 4 3 2 5 ingle Clapper, Siamese 900 F P P I Description The 90 Degree Fire Department Connection is UL Listed and FM Approved. Manufactured from solid brass* components to increase service life. The single clapper design features brass clapper and brass seats within a cast brass body. The 21/2" inlets are pin lug design for ease of use and compatibility with local fire service districts. Swivel gaskets are included. Installation Specifications Installation of the Fire Department Connection is achieved with readily available Size: job site tools. Prior to installation make sure the proper identification sign has 4" IPS Outlet been installed on the nipple. Coat male threads of 4" IPS nipple liberally with (2)21/2" Inlets a suitable pipe thread sealant such as PipeFit®. Tighten FDC one full turn past Type: and tight. Make sure FDC is aligned according to requirements. / 90 Degree Pattern Material: DO NOT OVER TIGHTEN. OVERTIGHTENING MAY CAUSE SEVERE Brass* STRETCHING AND POSSIBLE CRACKING OF THE OF THE FDC BODY. Finishes: Rough Brass Polished Chrome** Pin Lugs: NST 3.0686 x 71/2 T BCT 3.0000 x 8 TP CF 2.9900 x 71/2 T CIN-new 3.0580 x 6 TP CIN-old 3.0930 x 6 TP CLV 3.0780 x 8 TP DET 3.1250x71/2 T Dayton 3.2340 x 6 TP NovaSco 3.2300 x 5 TP NYFD 3.0300 x 8 TP ONT 3.1250x5TP The information above is believed to be reliable and accurate, but meant for reference only. FPPI and its agents cannot be PHX 3.0620 X 6 TP held responsible or liable for incidental or consequential damages or loss suffered by any person as a result of the use or QST 3.0310 X 7 TP misuse of any of the information or its product by any person whose methods and qualifications are beyond our control. it is Raleigh 3.3400 x 6 TP the user's responsibility to assure that products and methods of use are suitable for the intended purpose, and the preparation Richmon 3.3120 x 8 TP prior to installation, and the installation is executed properly and according to existing code, regulations where applicable and TEM 3.0750 x 6 TP accepted industry practices. If you are not trained on the installation of this product, seek guidance from a qualified installer. Approvals: UL Listed 300psi 3198 LIONSHEAD AVE FM Approved 300p5i CARLSBAD, CA 92010 + 1(760) 599-1168 *Contains lead. Not for use in + 1 (800) 344-1822 water systems intended for human + 1 (800) 3443775 FAX II L liv' C u s consumption. 0 2016 Fire Protection Products, Inc. LISTED APPROVED **Polished chrome finish only available for NST pin lugs. KWIK Bolt TZ Expansion Anchor 3.3.5 3.3.5.1 KWIK Bolt TZ product description 3.3.5.1 Product description 0 The KWIK Bolt 12 (KB-TZ) is a torque controlled expansion anchor which is especially suited to seismic and cracked concrete applications. This anchor line is available in carbon steel, type 304 and type 316 stainless steel versions. The anchor diameters range from 3/8-, 1/2-, 5/8- and 3/4-inch in a variety of lengths. Applicable base materials include normal-weight concrete, structural lightweight concrete, and lightweight concrete over metal deck. Guide specifications Torque controlled expansion anchors shall be KWIK Bolt TZ (KB-TZ) supplied by Hilti meeting the description in Federal Specification A-A 1923A, type 4. The anchor bears a length identification mark embossed into the impact section (dog point) of the anchor surrounded by four embossed notches identifying the anchor as a Hilti KWIK Bolt 12. Anchors are manufactured to meet one of the following conditions: The carbon steel anchor body, nut, and washer have an electroplated zinc coating conforming to ASTM B633 to a minimum thickness of 5 pm. The stainless steel expansion sleeve conforms to type 316. Stainless steel anchor body, nut and washer conform to type 304. Stainless steel expansion sleeve conforms tope 316. Stainless steel anchor body, nut, washer, and expansion sleeve conform to type 316 stainless steel. Product features Product and length identification marks facilitate quality control after Installation. Through fixture installation and variable thread lengths improve productivity and accommodate various base plate thicknesses. Type 316 stainless steel wedges provide superior performance in cracked concrete. Ridges on expansion wedges provide increased reliability. Mechanical expansion allows Immediate load application. Raised impact section (dog point) prevents thread damage during installation. Bolt meets ductility requirements of ACI 318 Section Dl. ACI 349-01 Nuclear Design Guide is available. Call Hilti Technical Support. 3.3.5.2 Material specifications 3.3.5.3 Technical data 3.3.5.4 Installation Instructions 3.3.5.5 Ordering information Impact section dog point Nut - Washer - Red mark 3.3.5] Anchor - thread Anchor body Stainless steel expansion - sleeve (wedges) Expansion - cone Listinqs/ApDrovals ICC-ES (International Code Council) ESR-1917 City of Los Angeles Research Report No. 25701 FM (Factory Mutual) Pipe Hanger Components for Automatic Sprinkler Systems for 3/8 through 3/4 UL LLC Pipe Hanger Equipment for Fire Protection Services for 3/8 through 3/4 PQ' < ~FM > c@us - APPIWVHI LISTED Independent code evaluation —_0 lBc®/ IRCO 2012 IBC®J IRC® 2009 lBCJ IRC® 2006 Hitti. Inc. (US) 1-800-879-8000 I www.us.hlltl.com I en español 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 1 www.hilti.ca I Anchor Fastening Technical Guide 2014 211 3.3.5 KWIK Bolt 12 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 (in.) Shear Pb) Tension (lb) 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 (in.) Shear (Ib) Tension (Ib) 3/8 5,058 6,519 1/2 8,543 12,364 5/8 13,938 19,109 3/4 1 22,481 1 24,729 .All nuts and washers are made from type 304 or type 316 stainless steel respectively. 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 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-1 917 and the equations within ACI 318-11 Appendix D. For a detailed explanation of the Hilti Simplified Design Tables, refer to section 3.1.7. Data tables from ESR-1 917 are not contained in this section, but can be found at www.icc-es.org or at www.us.hilti.com. S 212 Hiti, Inc. (US) 1.800.879-8000 1 www.us.huti.com I en espstol 1-800-879-5000 1 Hiltl (Canada) Corp. 1.800-363-4458 1 www.hilthca I Anchor Fastening Technical GuIde 2014 KWIK Bolt TZ Expansion Anchor 3.3.5 Table I - KWIK Bolt TZ specifications Setting Nominal anchor diameter d0 information Symbol Units 3/8 12 5/8 3/4 Nominal bit diameter d,,, in. 3/8 1/2 5/8 3/4 Minimum nominal in. 2-5/16 2-3/8 3-5/8 3-9/16 4-7/16 4-5/16 5-9/16 embedment nm (mm) (59) (60) (91) (91) (113) (110) (142) Effective minimum in. 1 2 2 3-1/4 3-1/8 4 3-3/4 4-3/4 embedment et (mm) (51) (51) (83) (79) (102) 5) (121) Mm. hole depth in. 2-5/8 2-5/8 4 3-3/4 4-3/4 4-5/8 5-3/4 (mm) (67) (67) (102) (95) (121) (117) (146) Mm. thickness of fixture' t, In . 1/8 1/8 n/a 1/8 n/a 1/8 n/a () (3) (3) (3) (3) Max.thicknessoffixture tfl1 in. 2-1/4 4 2-3/4 5-5/8 4-3/4 4-5/8 3-5/8 (mm) (57) (101) (70) (143) (121) (117) (92) Installation torque ft-lb T..(34) 25 40 60 110 (54) (81) (149) Fixture hole diameter d,, in. 7/16 9/16 11/16 13/16 (mm) (11.1) (14.3) (17.5) (20.6) Available anchor lengths (3fl in. 3 (3-3/41 5 3-3/414-1/2 5-1/2 I 7 4-3/4 I 6 8-1/21 10 5-1/2 1 8 10 (7) I (95) 1(127) (95) 1(114) (140) 1(178) (121) 1(152) (216) I (254) (140) 1(203) (54) () Threaded length in. 7/8 1-5/8 12-7/8 1-5/81 2-3/8 3-3/81 4-7/8 1-1/2 (2-3/4 5-1/4(6-3/4 1-1/2 I 4 6 (22) I (41) ((73) (41) I (60) (86) 1(178) (38) (7) (133) 1(171) (38) J (102) (152) including dog point (mm) Unthreaded length in. 2-1/8 2-1/8 3-1/4 4 (54) 1 (54) () (102) Figure 1 - KWIK Bolt TZ specifications ethread aIDL/ y- J4 ''ef eunthr i-.--- d0 hnom h 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. ranch Hilti, Inc. (US) 1-800-879-8000 1 www.us.hlltt.com I an espanoi 1-800-879-5000 1 Hihi (Canada) Corp. 1-800-363-4458 I www.hlltl.ca I Anchor Fastening Technical Guide 2014 213 3.35 KWIK Bolt TZ Expansion Anchor Table 2 - HIM KWIK Bolt TZ carbon steel design strength with concrete I pullout failure In uncracked concret&' Nominal Effective Tension - Shear - 4V0 Nominal anchor embed, embed. 1 2500 psi f' -3000 psi f' = 4000 psi f' = 6000 psi f' -2500 psi I = 3000 psi I - 4000 psi f' - 6000 psi diameter in. (mm) in. (mm) lb (kN) lb 0C1 lb (N)" lb (kN) lb (kM lb (kM lb (kN) lb (kM 2 2-5/16 1,635 1,790 2,070 2,535 2,375 2,605 3,005 3,680 3/8 (51) (7.3) (8.0) (9.2) (11.3) (10.6) (11.6) (13.4) (16.4) 2 2-3/8 2,205 2,415 2,790 3,420 2,375 2,605 3,005 3,680 (51) (9.8) (10.7) (12.4) (15.2) (10.6) (11.6) (13.4) (16.4) 1/2 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 (79) (91) (19.2) (21.0) (24.2) (29.7) (41.3) (45.2) (52.2) (64.0) 5/8 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) 3-3/4 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) (595) (68.6) (841) 3/4 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 - 1-liltl KWIK Bolt TZ carbon steel design strength with concrete / pullout failure in cracked concrete'' Tension - 4N Shear - Nominal Effective Nominal anchor embed. em. 1',, = 2500 psi f'0 - 3000 psi f = 4000 psi 1 6000 psi I = 2500 psi f' = 3000 psi f' = 4000 psi f' = 6000 psi diameter in. (mm) in. (mm) lb (kN) lb (kN) lb (kN) lb (cN) lb (kN) lb N) lb (N) lb (M) 2 2-5/16 1,475 1,615 1,865 2,285 1,685 1,845 2,130 2,605 3/8 (51) (6.6) (72) (8.3) (10.2) (7.5) (8.2) (95) (11.6) 2 2-3/8 1,565 1,710 1,975 2,420 1,685 1,845 2,130 2.605 (51) (7.0) (76) (8.8) (10.8) (7.5) (8.2) (9.5) (11.6) 1/2 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) (15.8) (18.0) (22.0) (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 (79) (91) (13.6) (14.9) (17.2) (21.0) (29.2) (32.0) (37.0) (45.3) 5/8 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) 3-3/4 4.5/16 4,010 4,395 5,075 6,215 8,640 9,465 10,930 13,390 Pb) (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 3.1.7.3 to convert design strength value to ASD value. 2 Unbar interpolation between embedment depths and concrete compressive strengths is not permitted. 3 Apply spacing, edge distance, and concrete thickness factors in tables 6 to 11 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, A0 = 0.68; for all-lightweight, A. 0.60 5 Tabular values are for static loads only. For seismic loads, multiply cracked concrete tabular values by a 0.75. See section 3.1.7.4 for additional information on seismic applications. 214 Hilti, Inc. (US) 1-800-879-8000 I www.us.hlltl.com I an español 1-800-879-5000 1 Hifti (Canada) Corp. 1.800-383-4458 1 www.hilthca I Anchor Fastening Technical Guide 2014 Mechanical Anchoring Systems KWIK Bolt TZ Expansion Anchor 3.3.5 Table 4- Steel strength for Hilti KWIK Bolt TZ carbon steel anchors'-2 Nominal anchor Tensil& 4N Shear4 4)V Seismic shear5 4V diameter lb (kN) lb (kF) lb (kN) 4,875 2,335 1,465 3/8 (21.7) (10.4) (6.5) 1 /2 8,030 3,570 3,570 (35.7) (15.9) (15.9) 12,880 5,260 4,940 5/8 (57.3) (23.4) (22.0) 18,840 8,890 7,635 3/4 (83.8) (39.5) (34.0) 1 See section 3.1.7.3 to convert design strength value to ASD value. 2 Hilti KWIK Bolt 12 carbon steel anchors are to be considered ductile steel elements. 3 Tensile 4)N - 4) A f,,, as noted in ACI 318 Appendix D. 4 Shear values determined by static shear tests with 4)V,, <4)0.60 A f,,, as noted in ACI 318 Appendix D. 5 Seismic shear values determined by seismic shear tests with <4)0.60 A. v f,,, as noted in ACI 318 Appendix D. See section 3.1.7.4 for additional information on seismic applications. Figure 2 Anchors not permitted 'in shaded area Case 2 Case 1 Concrete Edge For a specific edge distance, the permitted spacing is calculated as follows: - Smln) (c - I at 5mIn + (Cmini - Cmiv) . 1 •-'---.--_ C.1.2 at edge distance c Table 5 - KWIK Bolt TZ carbon steel installation parameters' Setting Nominal anchor diameter Information Symbol Units 3/8 1/2 5/8 3/4 Effective minimum of in. 2 2 3-1/4 3-1/8 4 3-3/4 4-3/4 embedment (mm) (51) (51) (83) (79 (102) (95) J1 1L Mm. member thickness rdn in. 415 416 618 5 68 618 8 (mm) (102) I (127) (102) 1 (152) (152) (203) (127) (152) (203) _(152)] (203) Cfl1 in. 2-1/2 2-3/4 2-3/8 3-5/8 3-1/4 4-3/4 4-1/8 Case 1 (mm) (64) (70) (60) (92) (83) (121) (105) for in. 5 5-3/4 5-3/4 6-1/8 5-7/8 10-1/2 8-7/8 S2~ (mm) (127) 1 (146) (146) (156) (149) (267) (225) In. 3-5/8 4-1/8 3-1/2 4-3/4 4-1/4 9-1/2 7-3/4 Case 2 (mm) (92) (105) (89) J1L (108) (241) (197) for in. 21/2 2.3/4 2-3/8 31/2 3 5 4 rnn (mm) (64) (70) 1 (60) JL (76) 1 (127) (102) 1 Linear interpolation is permitted to establish an edge distance and spacing combination between Case land Case 2. Linear interpolation for a specific edge distance c, where c 1 <c <CmI,.2 will determine the permissible spacings. I Hitti, Inc. (US) 1-800-879-8000 I wwwus.hiltLcom I en español 1-800-879-5000 I Hilt! (Canada) Corp. 1-800-363-4458 1 www.hiltLca I Anchor Fastening Technical Guide 2014 215 3.3.5 KWIK Bolt TZ Expansion Anchor Table 6 - Load adjustment factors for 3/8-in, diameter carbon steel KWIK Bolt TZ in uncracked concrete12 Edge Edge distance in shear Conc. Spacing distance Spacing thickness factor factor in factor .L Toward factor in 3/8-in. KB-TZ CS in tension tension in shear3 edge II To edge shear4 uncracked concrete 'AN 1AV f, Effective in. 2 2 2 2 2 2 embed. h61 (mm) (51) (51) (51) 1 (51) (51) (51) Nominal in. 2-5/16 2-5/16 2-5/16 2-5/16 2-5/16 2-5/16 embed. h,, (mm) (59) (59) (59) (59) (59) (59) 2.1/2 (64) 0.71 0.60 0.60 0.49 0.60 n/a a 3 (76) 0.75 0.69 0.62 0.64 0.69 n/a c 3-1/2 (89) 0.79 0.80 0.64 0.81 0.81 n/a 3-5/8 (92) 0.80 0.83 0.65 0.85 0.85 n/a f. E 4 (102) 0.83 0.91 0.67 0.99 0.99 0.81 w 4-1/2 (114) 0.88 1.00 0.69 1.00 1.00 0.86 ' 5 (127) 0.92 0.71 0.91 5-1/2 (140) 0.96 0.73 0.95 ' 6 (152) 1.00 0.75 1.00 7 (178) 0.79 ° 8 (203) 0.83 - a, 9 (229) 0.87 10 (254) 0.91 11 (279) CL __________ 0.95 12 (305) Table 7 - Load adjustment factors for I8-in. diameter carbon steel KWIK Bolt TZ in cracked concrete12 Edge Edge distance in shear Conc. Spacing distance Spacing thickness factor factor in factor I Toward factor in 3/8-in. KB-TZ CS in tension tension in shear3 edge II To edge shear4 cracked concrete f.fm 'AV 'NV 'HV Effective in. 2 2 2 2 2 2 embed. h 1 (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.n. h (mm) (59) (59) (59) (59) (59) (59) 2-1/2 (64) 0.71 0.87 0.60 0.49 0.87 n/a 3 (76) 0.75 1.00 0.62 0.65 1.00 n/a g 3-1/2 (89) 0.79 1.00 0.65 0.82 1.00 n/a 3-5/8 (92) 0.80 1.00 0.65 0.86 1.00 n/a 4 (102) 0.83 0.67 1.00 0.82 4-1j2 (114) 0.88 0.69 1.00 0.87 5 (127) 0.92 0.71 0.91 5-1/2 (140) 0.96 0.73 0.96 tM 6 (152) 1.00 0.75 1.00 7 (178)'. 0.79 8 (203) 0.83 ' 9 (229) 0.87 10 (254) 0.92 11 (279) 0.96CL 12 (305) 1.00 1 Unear 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 Hilt! PROMS Anchor Design software or perform anchor calculation using design equations from ACl 318 Appendix D. 3 Spacing factor reduction in shear, 1AV' assumes an influence of a nearby edge. If no edge exists, then fAv = f• . 4 Concrete thickness reduction factor In shear, f, assumes an influence of a nearby edge. If no edge exists, then f 1.0. 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. 216 Hilti, Inc. (US) 1.800.879.8000 1 www.us.hUtl.com I en espatiol 1-800-879-5000 1 Hilti (Canada) Corp. 1-800-363-4458 I www.hlltLca I Anchor Fastening Technical Guide 2014 KWIK Bolt TZ Expansion Anchor 3.3.5 Amok Table 8- Load adjustment factors for 1/2-In, diameter carbon steel KWIK Bolt 12 In uncracked concrete'' 1/2-in. KB-TZ Cs uncracked concrete Spacing factor in tension fm Edge distance factor in tension Spacing factor in shear5 IAV Edge distance in shear Conc. thickness factor in shear' .L toward edge II to edge Effective in. embed. h (mm) 2 (51) 3-1/4 (83) 2 (51) 3-1/4 (83) 2 (51) 3-1/4 (83) 2 (51) 3-1/4 (83) 2 (51) 3-1/4 (83) 2 (51) 3-1/4 (83) Nominal in. embed. h,.,, (mm) 2-3/8 (60) 3-5/8 (92) 2-3/8 (60) 3-5/8 (92) 2-3/8 (60) 3-5/8 (92) 2-3/8 (60) 3-5/8 (92) 2-3/8 (60) 3-5/8 (92) 2-3/8 (60) 3-5/8 (92) 2-3rn (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 028 1 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 0.48 0.63 0.55 0.55 0.19 0.55 0.37 n/a n/a 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 rVa 4 (102) 0.83 0.71 0.73 0.56 0.88 0.57 0.73 0.29 0.73 0.56 0.84 n/a 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 - E 4-1k (114) 0.88 0.73 0.82 0.61 0.70 0.58 0.82 0.34 0.82 1 0.61 0.89 n/a 5 (127) 0.92 0.76 0.91 0.67 0.72 0.59 0.91 0.40 0.91 1 0.67 0.94 rVa . 5-1j2 (140) 0.98 0.78 1.00 0.73 0.74 0.60 1.00 0.46 1.00 1 0.73 0.98 We 5-3/4 (146) - 0.98 0.79 0.77 0.75 0.60 0A9 0.77 1.00 n/a (15 1.00 0.81 0.80 0.76 0.61 0.53 0.80 0.66 9. - 7 (178) _______ 0.86 _______ 0.93 0.81 0.63 _______ 0.66 _______ 0.93 ___ 0.71 . - (203) _______ 0.91 ______ 1.00 0.65 0.64 _______ 0.81 1.00 0.76 - (229) 0.96 0.89 0.66 0.97 0.81 10 (254) 1.00 0.94 0.88 1.00 0.85 11 (279) _______ ______ ______ ______ 0.98 0.70 _______ ______ _______ 0.89 12 (305) 1.00 0.72 _______ _______ 0.93 Cl) 14 (356) _______ _______ 0.75 1.00 16 (406) 0.79 18 (457) _______ _______ _______ 0.83 - > 20 (508) I 0.86 Table 9 - Load adjustment factors for 1/2-In, diameter carbon steel KWIK Bolt 12 In cracked concrete12 1/2-in. KB-TZ CS cracked concrete Spacing factor in tension Edge distance factor in tension Spacing factor in shear' lAy Edge distance in shear Conc. thickness factor in shear4 f,_____ I toward edge II to edge Effective in. embed. hel (mm) 2 (51) 3-1/4 (83) 2 (51) 3-1/4 (83) 2 (51) 3-1/4 (83) 2 (51) 3-1/4 (83) 2 (51) 3-1/4 (83) 2 (51) 3-1/4 (83) Nominal in. embed. hrlQm (mm) 2-3/8 (60) 3-5/8 (92) 2-3/8 (60) 3-5/8 (92) 2-3/8 (60) 3-5/8 (92) 2-3/8 (60) 3-5/8 (92) 2-3/8 (60) 3-5/8 (92) 2-3/8 (60) 3-5/8 (92) 2-3/8 (60) n/a 0.62 n/a 0.63 n/a 0.54 n/a 0.13 n/a 0.28 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 0.66 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 3-1/2 (89) 0.79 0.68 1.00 0.79 0.65 0.56 1 0.89 0.24 1.00 0.47 n/a n/a 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 .0 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 Na E 4-1,2 (114) 0.88 0.73 0.94 0.70 0.58 0.34 0.69 0.89 n/a 5 (127) 0.92 0.76 1.00 0.72 0.59 0.40 0.81 0.94 n/a . 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 ' 6 (152) 1.00 0.81 0.76 0.61 0.53 1.00 ______ 0.66 7 (178) _____ 0.86 0.81 0.63 0.67 0.71 . = (203) 0.91 1 0.85 0.65 0.82 ______ 0.76 - (229)-- 0.96 0.90 0.66 0.98 _______ _______ 0.81 10 (254) 1.00 ______ ______ 0.94 0.68 1.00 0.85 11 (279) _______ 0.98 0.70 _______ _______ _______ 0.90 a 12 (305) _______ 1.00 0.72 _______ _______ 0.94 CI) 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 Hilt! PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318 Appendix D. 3 Spacing factor reduction in shear, lAY' assumes an influence of a nearby edge. If no edge exists, then fA, = f. Is 4 Concrete thickness reduction factor in shear, f, assumes an Influence of a nearby edge. If no edge exists, then f = 1.0. l It a reduction factor value is in 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 1 www.us.hiftj.com I an espanol 1-800-879-5000 1 Huh (Canada) Corp. 1 -800-363-4458 I www.hlltLca I Anchor Fastening Technical Guide 2014 217 3.3.5 0 Table 11 - Load adjustment factors for 5/8-11n. diameter carbon steel KWIK Bolt TZ in cracked concrete12 Spacing factor Edge distance Spacing factor Edgedistanceinshear 5/8-in. KB-TZ CS cracked concrete In tension f factor In tension f in shear3 JAy Conc. thickness factor in shear' .1. toward edge fW II to edge fRI Effective in. embed. h(mm) 3-1/8 (79) 4 (102) 3-1/8 (79) 4 (102) 3-1/8 (79) 4 (102) 3-1/8 (79) 4 (102) 3-1/8 (79) 4 (102) 3-1/8 (79) 4 (102) Nominal in. embed. h(mm) 3-9/16 (90) 4-7/16 (113) 3-9/16 (90) 4-7/16 (113) 3-9/16 1 (90) 4-7/16 (113) 3-9/16 (90) 4-7/16 (113), 1 3-9/16 (90) 4-7/16 (113) 3-9/16 (90) 4-7/16 (113) 3(76) n/a 0.63 n/a n/a n/a 0.55 n/a n/a I 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 1 0.65 n/a 0.69 0.57 0.56 . n/a 0.19 n/a 0.39 1 n/a n/a a 3-5/8(92) 0.69 1 0.65 0.83 0.71 0.57 0.56 -. 028 . 0.20 0.56 0.41 _. n/a n/a 4(102) 0.71 1 0.67 0.89 0.75 0.58 0.56 0.33 024 0.65 0.47 n/a n/a 4-1/4(108) 0.73 0.68 0.93 0.78 0.58 0.57 0.36 026 0.71 0.52 n/a n/a 4-1/2(114) 0.74 1 0.69 0.97 0.81 1 0.59 0.57 0.39 028 1 0.78 0.56 n/a n/a E 4-3/4(121) 0.75 1 0.70. 1.00 0.84 0.59 0.58 0.42 0.31 0.84 0.61 n/a n/a 5(127) 0.77 1 0.71 0.87 0.60 0.58 0.45 0.33 0.91 0.66 0.63 n/a . 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 5-7/8 (149) 0.81 0.74 0.98 0.62 0.59 0.58 0.42 0.84 1 0.68 n/a 6(152) 0.82 0.75 1.00 0.62 0.60 0.60 0.43 0.87 0.69 0.82 6-1/8(156) 0.83 0.76 0.62 0.60 . 0.62 0.45 0.89 0.69 0.62 . 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 14 (356) ______ _ 0.78 0.72 1.00 0.94 CL 16 (406) _______ _ 0.82 0.75 1.00 Cl) 18(457) _______ _ 0.85 0.79 20 _______ _ 0.89 0.82 22(559) _______ _ 0.93 0.85 - '24(810) _______ _ 0.97 0.88 3.3.5 KWIK Bolt TZ Expansion Anchor Table 10- Load adjustment factors for 5/84n, diameter carbon steel KWIK Bolt TZ In uncracked concreteU 5/8-in. KB-TZ CS uncracked concrete Spacing factor in tension Edge distance factor in tension fRN Spacing factor in shear" Edge distance in shear Conc. thickness factor In shear4 f______ ± toward edge fl, II to edge Effective In. embed. h11 (mm) 3-1/8 (79) 4 (102) 3-1/8 (79) 4 (102) 3-1/8 (79) 4 (102) 3-1/8 (79) 4 (102) 3-1/8 (79) 4 (102) 3-1/8 (79) 4 (102) Nominal In. embed. h,. (mm) 3-9/16 (90) 4-7/16 (113) 3-9/16 (90) 4-7/16 (113) 3.9/16 (90) 4.7/16 (113) 3-9/16 (90) 4-7/16 (113) 3-9/16 (90) 4-7/16 (113) 3-9/16 (90) 4-7/16 (113) 3 (76) n/a 0.63 n/a n/a n/a 0.55 n/a n/a I n/a n/a r 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 rVa n/a 3.1/2 (89) 0.69 0.65 n/a 0.48 0.57 0.56 n/a 0.19 n/a 0.56 -. 0.38 n/a n/a a 3-5/B (9 0.69 0.65 0.60 0.48 0.57 0.56 0.28 0.20 0.40 n/a n/a 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 0.35 026 0.67 0.51 n/a n/a 4-lft(114) 0.74 0.89 0.70 0.56 0.59 0.57 038 0.28 -0.70 0.56 n/a n/a >11E 4-3/4(121) 0.75 1 0.70 0.73 0.58 0.59 0.58 0.42 0.30 0.73 0.58 1 n/a n/a 5(127) 0.77 1 0.71 0.77 0.60 0.60 0.58 0.45 0.33 0.77 0.60 0.63 n/a . 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 . 0.74 0.90 0.67 0.62 0.59 0.57 0.42 0.90 0.67 0.68 n/a Ti 6(152) 0.75 0.92 0.69 0.62 0.59 0.59 0.43 0.92 0.69 0.69 0.62 6-1/8(156) 0.76 0.94 0.70 0.62 0.60 0.61 0.44 0.94 0.70 0.69 0.62 . 5-7/8(149)t O.82 8(203) 0.83 1.00 0.91 0.66 0.63 0.91 0.68 1.00 0.91 0.79 0.71 10 (254)- 0.92 1.00 0.70 0.66 1.00 0.92 1.00 0.89 0.80 - 12 (305) 1.00 0.74 0.69 1.00 . 0.97 0.87 14 (356) . 0.77 0.72 1.00 0.94 CL 16 (408) 0.81 0.75 1.00 Cl) 18(457) . 0.85 0.78 20(508) 1 0.89 0.82 22(559) 1 0.93 0.85 - >24(610) 1 [ 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 Hilt! PROMS Anchor Design software or perform anchor calculation using design equations from ACI 318 Appendix D. 3 Spacing factor reduction in shear, f, assumes an influence of a nearby edge. If no edge exists, then lAy = fAN. 4 Concrete thickness reduction factor in shear, f assumes an influence of a nearby edge. if no edge exists, then f = 1.0. 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 vise versa). Check with table 5 and figure 2 of this section to calculate permissable edge distance, spacing and concrete thickness combinations. 218 Hittl, Inc. (US) 1-8.00-879-8000 1 www.us.hiltl.com i an espaflol 1-800-879-5000 1 Hllti (Canada) Corp. 1-800-363-4458 1 www.hlltl.ca I Anchor Fastening Technical Guide 2014 KWIK Bolt TZ Expansion Anchor 3.3.5 Table 12- Load adjustment factors for 3/4-In, diameter carbon steel KWIK Bolt 17 In uncracked concrete"2 Spacing factor Edge distance Spacing factor Edge distance in shear Cone. thickness .L toward edge II to edge 3/4-in. KB-TZ CS in tension factor in tension in shear3 factor in shear4 uncracked concrete f RN ______ f I fprji Effective in. 3-3/4 43/4 3-3/4 4-3/4 33/4 4-3/4 3.3/4 4..3/4 33/4 43/4 33/4 43/4 embed. hei (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. h. (mm) (110) (141) (110) (141) (110) (141) (110) (141) (110) (141) (110) (142)' 4 (102) n/a 0.64 Wa n/a n/a 0.56 n/a n/a Wa n/a n/a n/a 4-1/8 (105). n/a 0.64 n/a 0.55 rtla 0.56 n/a 021 n/a 0.41 n/a n/a 4-1,2 (114) n/a 0.66 n/a 0.57 Wa 0.56 n/a 0.24 - n/a 0.47 n/a n/a 4-3/4 (121) Wa 0.67 0.49 0.59 n/a 0.57 0.35 026 0.49 0.51 n/a n/a 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 5-1,2 (140) 0.74 0.69 0.55 0.65 0.60 0.58 0.43 1 0.32 0.55 0.64 n/a n/a 6 (152) 0.71 0.71 1 0.60 0.69 0.60 0.58 0.49 0.36 0.60 1 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/6 7-3/4 (197) 8 0.84 0.77 0.78 0.86 0.63 0.61 0.72 0.53 0.78 - 0.86 0.73 n/a (203) 0.86 0.78 0.80 0.89 0.84 ' 0.61 0.76 0.56 0.80 0.89 0.75 0.67 8-7/B (225) 0.89 0.81 0.89 0.99 0.65 0.63 0.89 0.65 0.89 0.99 0.78 0.71 ID 0 9-1/2 (241) 0.92 0.83 0.95 1.00 0.66 0.63 0.98 0.72 0.98 1.00 0.81 0.73 -0 .5 10 (254) 0.94 0.85 1.00 0.67 0.64 1.00 0.78 1.00 0.83 0.75 10)/2 (267) 0.97 0.87 0.68 0.65 0.84 0.85 0.77 12 (305) 1.00 0.92 0.71 0.67 1.00 0.91 0.82 IM 14 (356) 0.99 0.74 0.70 _______ 0.99 0.89 16 (406) 1.00 0.78 0.73 1.00 0.95 CL 18 (457j _______ _______ _______ _______ 0.81 0.75 1.00 20 (508) 0.85 0.78 22 (559), _______ 0.88 0.81 - >24 (610) 0.92 0.84 Table 13. Load adjustment factors for 3/4-in, diameter carbon steel KWIK Bolt TZ In cracked concret& Spacing factor Edge distance Spacing factor Edge distance in shear Conc. thickness I toward edge II to edge 3/4-In. KB-TZ CS in tension factor in tension In shear3 factor in shear4 cracked concrete f.I N 1AV 1RV fl, 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. h, (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. hi,,,,m (mm) (110) (141) (110) (141) (110) (141) (110) (141) (110) (141) (110) (142) 4 (102) n/a 0.64 n/a n/a n/a 0.56 n/a n/a n/a n/a n/a n/a 4.1/5 (105) n/a 0.64 'Va 0.69 n/a 0.56 n/a 0.21 n/a 0.42 n/a I We 4-1,2 (114k Wa 0.66 n/a ' 0.73 n/a 0.58 n/a 0.24 n/a 0.48 n/a n/a 4-3/4 (121) n/a 0.67 0.88 0.75 'Va 0.57 0.35 0.26 0.70 0.52 n/a n/a 5 (127) 0.72 0.68 0.91 0.77 0.59 0.57 0.38 0.28 0.76 0.56 rya n/a g 5-1/2 (140) 0.74 0.69 0.98 0.83 0.60 ' 0.58 0.44 0.32 0.87 0.64 n/a n/a 6 (152) 0.77 0.71 1.00 0.88 0.60 0.59 0.50 0.37 1.00 0.73 0.65 n/a E 7 (178) 0.81 0.75 1.00 0.99 0.62 0.60 0.63 0.48 1.00 0.92 0.70 n/a 7-3/4 (197) 0.84 0.77 1.00 1.00 0.64 ' 0.51 0.73 0.54 1.00 1.00 0.74 ri/a 8 (203) 0.88 0.78 1.00 0.64 0.61 0.77 0.56 1.00 0.75 0.67 8-7/B (225) 0.89 0.81 1.00 0.65 0.63 0.90 0.66 1.00 0.79 0.71 9-1/2 (241) 0.92 0.83 1.00 0.67 0.64 0.99 0.73 1.00 0.81 0.74 10 (254) 0.94 0.85 _______ 0.67 0.64 1.00 0.79 _______ 0.84 0.75 10-1/2 (267) 0.97 0.87 0.68 0.65 0.85 0.86 0.77 12 (305) 1.00 0.92 0.71 0.67 1.00 _______ _______ 0.92 083 CD 14 (356) 0.99 _______ _______ 0.74 0.70 _______ _______ 0.99 0.89 16 (406) 1.00 _______ _______ 0.78 0.73 _______ _______ 1.00 0.95 18 (457) _______ 0.81 0.76 1.00 20 (508) _______ _______ 0.85 0.78 22 (559) _______ _______ _______ 0.88 0.81 - >24 (610) 0.92 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 AOl 318 Appendix D. 3 Spacing factor reduction in shear, fAV' assumes an influence of a nearby edge. If no edge exists, then f, - f,. 4 Concrete thickness reduction factor in shear, f, assumes an Influence of a nearby edge. If no edge exists, then f- 1.0. EJ 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. 33.5 n Hi, Inc. (US) 1-800-879-8000 1 www.us.hilti.com I en espanol 1-800-879.5000 1 HUll (Canada) Corp. 1-800-363-4458 I www.hlltl.ca I Anchor Fastening Technical Guide 2014 219 S 3.3.5 KWIK Bolt 12 Expansion Anchor Table 14 - HiltI KWIK Bolt TZ stainless steel design strength with concrete / pullout failure In uncracked concrete1 Tension - 4N, _________ _________ Shear - On _________ Nominal Nominal Effective anchor embed, embed. f', = 2500 psi f', = 3000 psi f', = 4000 psi f' - 6000 psi f', = 2500 psi f', 3000 psi f', 4000 psi f'0 = 6000 psi diameter in. (mm) in. (mm) lb (kN) lb (N) lb (kN) lb cN) lb (cN) lb (kN) lb N) 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) (7.6) (8.3) (9.6) (11.8) (10.6) (11.6) (13.4) (16.4) 2 2-318 1,865 2,045 2,360 2,890 2,375 2,605 3,005 3,680 (51) (8.3) (9.1) (10.5) (12.9) (10.6) (11.6) (13.4) (16.4) 1/2 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 (79) (91) (19.2) (21.0) (24.2) (29.7) (41.3) (45.2) (52.2) (64.0) 5/8 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 (95) (110) (25.2) (27.6) (31.9) (39.0) (54.3) (59.5) (68.6) (84.1) 3/4 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 15 - Hilti KWIK Bolt TZ stainless steel design strength with concrete/ pullout failure In cracked concrete'2' __________ Tension - 4N, Shear - Nominal Effective Nominal anchor embed. embed. f', - 2500 psi f', 3000 psi f' = 4000 psi f, - 6000 psi f', 2500 psi f' = 3000 psi f',- 4000 psi I', = 6000 psi diameter in. (mm) in. (mm) lb (N) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (cN) 2 2-5/16 1,520 1,665 1,925 2,355 1,685 1,845 2,130 2,605 3/8 (51) (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 (51) (7.8) (8.5) (9.8) (12.1) (10.6) (11.6) (13.4) (16.4) 1/2 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 (79) (91) (13.6) (14.9) (17.2) (21.0) (29.2) (32.0) (37.0) (45.3) 5/8 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 (95) (110) (23.4) (25.7) (29.7) (36.3) (54.3) (59.5) (68.6) (84.1) 3/4 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 3.1.7.3 to convert design strength value to ASD value. 2 Unear interpolation between embedment depths and concrete compressive strengths is not permitted. 3 Apply spacing, edge distance, and concrete thickness factors in tables 18 to 25 as necessary. Compare to the steel values in table 16. 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, A 0.68; for all-lightweight, A. = 0.60 5 Tabular values are for static loads only. For seismic loads, multiply cracked concrete tabular values by oç 0.75. See section 3.1.7.4 for additional information on seismic applications. 220 HiltI, Inc. (US) 1-800-879-8000 I www.us.hlltl.com I an espaflol 1-800-879-5000 1 Hilti (Canada) Corp. 1.800-363-4458 1 www.hlltLca I Anchor Fastening Technical Guide 2014 KWIK Bolt TZ Expansion Anchor 3.3.5 dWWL Table 16- Steel strength for Hiltl KWIK Bolt TZ stainless steel anchors'-2 Nominal anchor Tensil& 4>N - Shear4 4>V Seismic shear4 4>v diameter lb (kN) lb (kho lb (kN) 4,475 3,070 1,835 3/8 (19.9) (13.7) (8.2) 1 8,665 4,470 4,470 (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 3.1.7.3 to convert design strength value to ASD value. 2 Hilti KWIK Bolt 12 stainless steel anchors are to be considered ductile steel elements. 3 Tensile 4N, = 4> Aa~N futa as noted in ACI 318 Appendix D. 4 Shear values determined by static shear tests with 4V <4>0.60 f as noted in ACI 318 Appendix D. 5 Seismic shear values determined by seismic shear tests with 4 <4>0.60 A f as noted in ACI 318 Appendix D. See section 3.1.7.4 for additional information on seismic applications. Figure 3 Anchors not permitted in shaded area I ! Case 0 - Case $ Concrete Edge For a specific edge distance, the permitted spacing is calculated as follows: S a s + (Sffdn Smin2) (c — c,2) c 1 at n4n,1 mln,2 Sdfl rwrkl CL C at r,in.2 Cd,lgfl edge distance c Table 17 - Stainless steel KWIK Bolt TZ installation parameters' Setting Nominal anchor diameter d information Symbol Units 3/8 1/2 - 5/8 3/4 Effective minimum h, in. 2 2 .3-1/4 3-1/8 4 3-3/4 I 4-3/4 embedment' (mm) (51) (51) JL (102) (95) I (121) Mm. member thickness '. I 6 ]=—ML 5 618 61 8 (mm) (102) I (127) (102) I (152) (152) I (203) (152) 1 (203) Cfl4fl1 in. 2-1/2 2-7/8 2-1/8 3-1/4 2-3/8 4-1/4 4 Case 1 (mm) (64) (73) (54) JL (60) (108) .i!S!a for In. 5 53/4 51/4 51/2 5.1/2 10 81/2 S1k (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 Case (mm) (89) 1 (114) (83) 1 (105) (108) (241) (178) for In. 2-1/4 2-7/8 2 2-3/4 2-3/8 5 4 S2 (mm) (57) (73) (51) .J9L (60) (127) JiL 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 0mI1 <c < Cmn will determine the permissible spacings. I Hilti, Inc. (US) 1-800-879-8000 1 www.us.hlltl.com I en espailol 1-800-879-5000 1 Hilti (Canada) Corp. 1-800-363-4458 1 www.hlltLca I Anchor Faicening Technical Guide 2014 221 3.3.5 KWII( Bolt TZ Expansion Anchor Table 18- Load adjustment factors for 3/8-In, diameter stainless steel KINK Bolt TZ In uncracked concrete'-' Edge Edge distance in shear Conc. Spacing distance Spacing thickness factor factor in factor .L toward factor in 3/8-in. KB-TZ SS in tension tension in shear3 edge II to edge shear" uncracked Concrete f, f f,,, fW Effective in. 2 2 2 2 2 2 embed. h (mm) (51) (51) 1 (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) 2-1/4 (57) 0.69 rVa 0.59 n/a n/a rVa 2 2-1/ (64) 0.71 060 1 0.60 0.49 0.60 n/a 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 4-1/2 (114) 0.88 1.00 0.69 1.00 1.00 0.86 5 (127) 0.92 0.71 0.91 5-1/2 (140) 0.96 0.73 0.95 6 (152) 1.00 0.75 1.00 CD CD 7 (178) 0.79 8 (203) 0.83 CD 9 (229) 0.87 10 (254) 0.91 11 (279) 0.95 6 CO 12 (305) 1.00 Table 19 - Load Adjustment Factors for 3/8-in. Diameter Stainless Steel KWIK Bolt TZ in Cracked Concret& Edge Edge distance in shear Conc. Spacing distance Spacing thickness factor factor in factor £ toward factor in 3/8-in. KB-TZ SS in tension tension in shear3 edge II to edge shear' cracked concrete f.I RN fAl I Effective in. 2 2 2 2 2 2 embed. h (mm) (51) (51) (51) (51) Nominal in. 2-5/16 (51)6(51) 2-5/16 2-5/16 2-5/16 2-5/16 embed. h (mm) (59) (59) (59) (59) (59) 2-1/4 (57) 0.69 0.59 n/a n/a n/a 2-1/2 (64) 0.71 -0.60 0.49 0.87 n/a 3 (76) 0.75 0.62 0.65 1.00 (89) 0.79 n/a Q 3-1/2 0.65 0.82 1.00 n/a 4 (102) 0.83 0.67 1.00 0.82 4-1, (114) 0.88 0.69 0.87 5 (127) 0.92 0.71 0.91 5-1,2 (140) 0.96 0.73 0.96 6 (152) 1.00 0.75 1.00 CD 2 7 (178) 0.79 8 (203) 0.83 co 9 (229) 0.87 10 (254) 0.92 a ii (279) 0.96 C"1 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 membej 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 316 Appendix D. 3 Spacing factor reduction In shear, I AY. assumes an Influence of a nearby edge. If no edge exists, then f,, f,,. 4 Concrete thickness reduction factor in shear, f,, assumes an influence of a nearby edge. If no edge exists, then 1,,, = 1.0. 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. 222 HIlti, Inc. (US) 1-800-879.8000 1 www.us.hlttl.com I en españoi 1-800-879-5000 1 Huh (Canada) Corp. 1-800-363-4458 1 www.hiitl.ca I Anchor Fastening Technical Guide 2014 KWIK Bolt TZ Expansion Anchor 3.3.5 Table 20 - Load adjustment factors for 1/2-1n. diameter stainless steel KWIK Bolt TZ In uncracked concrete'2 1/2-In. KB-TZ SS uncracked concrete Spacing factor in tension f, Edge distance factor in tension Spacing factor in shear3 1AV Edge distance in shear Conc. thickness factor in shear4 .i. toward edge ii to edge i, Effective in. embed. h (mm) 2 (51) 3-1/4 (83) 2 (51) 3-1/4 (83) 2 (51) 3-1/4 (83) 2 (51) 3-1/4 (83) 2 (51) 3-1/4 (83) 2 (51) 3-1/4 (83) Nominal in. embed. h (mm) 2-3/8 (60) 3-5/8 (92). 2-3/8 (60) 3-5/8 (92) 2-3/8 (60) 3-5/8 (92) 2-3/8 (60) 3-5/8 (92) 2-3/8 (60) 3-5/8 (92) 2-3/8 (60) 3-5/8 (92) 2 (51) n/a 0.60 n/a n/a iVa 0.54 r'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 I n/a 2-7/B (73) 0.74 0.65 0.53 0.45 0.63 0.55 0.53 0.17 0.53 0.357. 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 LD 3-1f4 3) 0.77 0.67 0.59 0.49 0.64 0.58 0.59 0.21 0.59 0.42 n/a n/a 3-1/2 (89) 0.79 0.68 0.64 0.51 0.65 0.56 -. 0.64 023 0.64 0.47 n/a n/a 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 E 4-1/2 (1114) 0.88 0.73 0.82 0.61 1 0.70 0.58 0.82 0.34 1 0.82 0.61 1 0.89 n/a 5 (127) 0.92 0.76 0.91 0.67 1 0.72 0.59 0.91 0.40 0.91 0.67 0.94 n/a .S 5-1/4 (133) 0.94 0.77 0.95 0.70 1 0.73 0.60 0.95 0.43 0.95 0.70 0.96 n/a . 5-12 (140) 0.96 0.78 1.00 0.73 1 0.74 0.60 1.00 046 1.00 0.73 0.98 ra (152) 1.00 1 0.81 0.80 1 0.76 0.61 0.53 0.80 1.00 0.66 CD g (178) 0.86 0.93 0.81 0.63 0.66 0.93 0.71 . (203) 0.91 1.00 0.85 0.64 0.81 1.00 0.78 - (229) 0.98 0.89 0.66 0.97 _______ 0.81 10 (254) 1.00 0.94 0.68 1.00 _______ _______ 0.85 11 (279) _______ 0.98 0.70 _______ _______ 0.89 FL 12 (305) 1 _______ 1.00 0.72 _______ _______ _______ 0.93 Cl) 14 (356) . _______ _______ 0.75 _______ 1.00 18 . (406) _______ 0.79 18 (457) ______ ______ ______ 0.83 - '20 (508) ._______ 0.86 1 Table 21 - Load adjustment factors for 1/2-In, diameter stainless steel KWIK Bolt TZ in cracked concrete"2 12-in. KB-TZ SS cracked concrete Spacing factor In tension 11. Edge distance factor in tension Spacing factor in shear° Edge distance in shear Conc. thickness factor in shear4 f, .L toward edge f, II to edge Effective in. embed. h1 (mm) 2 51) 3-1/4 (83) 2 (51) 3-1/4 (83) 2 (51) 3-1/4 (83) 2 51) 3-1/4 (83) 2 51) 3-1/4 (83) 2 (51) 3-1/4 (83) Nominal in. embed. h,. (mm) 2-3/8 (60) 3-5/8 (92) 2-3/8 (60) 3-5/8 (92) 2-3/8 (60) 3-5/8 (92) 2-3/8 (60) 3-5/8 (92) 2-3/8 (60) 3-5/8 (92) 2-3/8 (60) 3-5/8 (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/B (54) n/a 0.81 n/a 0.60 n/a 0.54 n/a 0.11 ri/a 1 0.22 n/a n/a 2-7/B (73J 3 C79 0.74 0.75 0.65 0.65 0.97 1.00 0.70 0.71 0.60 0.60 0.55 0.55 0.47 0.50 0.18 0.19 0.94 1.00 0.35 0.38 1 n/a n/a ri/a ri/a 3-1/4 (83) 077 0.67 1.00 0.75 0.61 0.56 0.56 021 1.00 0.42 n/a n/a g 3-1,2 (8 0.79 0.68 1.00 0.79 0.62 0.58 0.63 024 1.00 0.47 n/a ri/a 4 (102) 0.83 0.71 . 1.00 0.86 0.64 0.57 0.77 029 1.00 0.58 0.75 1 ri/a - E 4-1,2 (114) 0.88 0.73 1.00 0.94 0.66 0.58 0.92 0.34 1.00 1 0.69 0.79 'Va 5 (127) 0.92 0.76 . 1.00 0.67 0.59 1.00 0.40 0.81 0.84 n/a . 5.1/4 (133) 0.94 0.77 0.88 0.60 0.43 0.87 0.86 ri/a 5-1/2 (140) 0.96 0.78 0.69 1 0.60 0.47 0.93 0.88 ri/a 6 (152) 1.00 0.81 0.71 1 0.61 0.53 1.00 0.92 0.66 7 (178) 0.86 _ _______ 0.74 0.63 0.67 0.99 0.71 . - (203) 0.91 11 0.78 0.65 0.82 _______ 1.00 076 :E - 9 (229) 0.96 0.81 0.66 0.98 ______ 0.81 10 (254) 1.00 _______ _______ 0.85 0.68 1.00 0.85 11 (279) 0.88 0.70 ______ _______ ______ 0.90 12 (305) _______ _______ _______ _______ 0.92 0.72 _______ _______ _______ 0.94 Cl) 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 Hilt) PROFIS Anchor Design software or perform anchor calculation Using design equations from ACI 318 Appendix D. 3 Spacing factor reduction in shear, lAY' assumes an influence of a nearby edge. If no edge exists, then lAy - f. 0 4 Concrete thickness reduction factor in shear, f, assumes an influence of a nearby edge. If no edge exists, then f 1.0. If a reduction factor value is ins 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 pem,lssable edge distance, spacing and concrete thickness combinations. Hilt), Inc. (US) 1-800-879-8000 I www.us.hilti.com I en espaiol 1-800-879-5000 I Hilt) (Canada) Corp. 1-800-363-4458 I www.hllti.ca I Anchor Fastening Technical Guide 2014 223 .9 3.3.5 KWIK Bolt TZ Expansion Anchor Table 22 - Load adjustment factors for 5/8-in, diameter stainless steel KWIK Soft 12 in uncracked concrete12 5/8-In. KB-TZ SS uncracked concrete Spacing factor in tension f. Edge distance factor in tension fRN Spacing factor in shear8 Edge distance In shear Conc. thickness factor in shear4 fAl f, J. toward edge II to edge f, Effective in. embed. hef (mm) 3-1/8 (79) 4 (102) 3-1/8 (79) 4 (102) 3-1/8 (79) 4 (102) 3-1/8 (79) 4 (102) 3-1/8 (79) 4 (1 02) 3-1/8 (79) 4 (102) Nominal in. embed. h,,, (mm) 3-9/16 (90) 4-7/16 (113) 3-9/16 (90) 4-7/16 (113) 3-9/16 (90) 4-7/16 (113) 3-9/16 (90) . 4-7/16 (113) 3-9/16 1 (90) 4-7/16 (113) 3-9/16 (90) 4-7/16 (113) 2-3/8 (60) n/a 0.60 ri/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 1 0.61 n/a 0.41 0.55 0.54 n/a 0.13 n/a 0.27 1 n/a n/a 3 (76) 0.66 0.63 n/a 0.43 0.56 0.55 n/a 0.15 ri/a 0.30 ti/a n/a 3-1/4 (83), 0.67 1 0.64 0.51 0.45 0.56 0.55 0.24 0.17 0.47 0.34 n/a n/a g 3-1/2 (89) 0.69 0.65 0.54 0.47 0.57 0.56 0.26 0.19 . 0.53 0.38 ri/a n/a 4 (102) 0.71 1 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 1 0.69 0.65 0.55 0.59 0.57 0.38 0.28 - 0.65 0.55 ri/a n/a ' - 5 (127) 0.77 - 0.71 0.71 0.59 0.60 0.58 0.45 0.33 0.71 0.59 1 0.63 n/a . 5.1, (140) 0.79 1 0.73 0.79 0.63 0.61 0.59 0.52 0.38 0.79 0.83 0.66 n/a .{ ..... - (152) 0.82 1 0.75 0.86 1 0.68 0.62 0.59 0.59 0.43 0.86 0.68 0.69 0.62 -7 (178) 0.87 1 0.79 1.00 0.79 0.64 0.61 0.75 0.54 1.00 0.79 0.74 0.67 3M 8- (203) 0.93 1 0.83 0.90 0.66 0.63 0.91 0.86 0.90 0.79 0.71 . 10 (254) 1.00 0.92 1.00 0.70 0.66 1.00 0.92 1.00 0.89 0.80 12 (305) 1.00 0.74 0.69 1 1.00 0.97 0.87 0.77 0.72 1.00 0.94 16 (406) 0.81 0.75 1.00 CIL 18 (457) 0.85 i 0.78 Cn 20 (508) 0.89 0.82 22 (559) 0.93 0.85 - >24 (610) 0.97 0.88 Table 23 - Load adjustment factors for 5/8-in, diameter stainless steel KWIK Bolt r2 In cracked concret&2 Spacing factor Edge distance Spacing factor Edge distance In shear Conc. thickness J toward edge II to edge 5/8-in. KB-TZ SS in tension factor In tension in shear8 factor in shear4 cracked concrete fm f1111 'AV fRY 'liv 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. het (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. h m (mm) (90) (113) (90) (113) (90) (113) (90) (113) (90) (113) (90) (113) 2.3/8 (60) n/a 0.60 ri/a 0.57 ri/a 0.54 n/a 011 ri/a 0.22 n/a n/a 2-3/4 (70) n/a 0.61 ri/a 0.61 n/a 0.54 n/a - 0.13 n/a 027 n/a n/a 3 (76) 0.66 1 0.63 n/a 0.64 0.56 0.55 n/a 0.15 ri/a 0.31 n/a n/a LU 3-1/4 (83) 0.67 J 0.64 0.77 0.66 0.56 0.55 024 0.17 0.48 0.35 n/a n/a 3-1/2 (89) 0.69 1 0.65 0.81 0.69 0.57 0.56 0.27 0.19 0.53 0.39 n/a n/a 4 (102) 0.71 1 0.67 0.89 0.75 0.58 0.56 0.33 0.24 0.65 0.47 n/a n/a E 4-1i2 (114) 0.74 1 0.69 0.97 1 0.81 0.59 0.57 0.39 028 1 0.78 0.56 n/a n/a 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 .E 5-1f2 (140) 0.79 1 0.73 0.93 0.61 0.59 0.52 0.38 1.00 0.76 0.66 n/a 6 (152) 0.82 1 0.75 1.00 0.62 0.60 0.60 0.43 0.87 0.69 0.62 7 (178) 0.87 1 0.79 0.64 0.61 0.75 0.55 1.00 0.74 0.67 8 (203) 0.93 1 0.83 0.66 0.83 0.92 0.67 0.79 0.71 . 10 (254) 1.00 1 0.92 0.70 0.66 1.00 0.93 0.89 0.80 12 (305) 1.00 0.74 0.69 1.00 1 0.97 0.87 14 (356) 0.78 0.72 1.00 0.94 16 (406) 0.82 0.75 1.00 CL ia (457) -0.85 0.79 Cl) 20 (508) 0.89 0.82 22 (559) 0.93 0.85 - >24 (610) 0.97 1 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 Appendix D. 3 Spacing factor reduction in shear, JAy' assumes an influence of a nearby edge. if no edge exists, then JAV - f. 4 Concrete thickness reduction factor in shear, f, assumes an influence of a nearby edge. If no edge exists, then f 1.0. is If a reduction factor value Is in a shaded cell, this indicates that this specific edge distance may not be pennitted with a certain spacing (or vice versa). Check with table 17 and figure 5 of this section to calculate pem,Issable edge distance, spacing and concrete thickness combinations. 224 Hllti, Inc. (US) 1-800-879-8000 1 www.us.hiltl.com I an espanol 1-800-879-5000 1 Hilti (Canada) Corp. 1-800-383-4458 1 www.hlltl.ca I Anchor Fastening Technical Guide 2014 KWIK Bolt TZ Expansion Anchor 3.3.5 Table 24- Load adjustment factors for 3/4-In, diameter stainless steel KWIK Bolt TZ In uncracked concrete' -2 0 Spacing factor Edge distance Spacing factor Edge distance in shear Conc. thickness I toward edge II to edge 3/4-In. KB-TZ Cs in tension factor in tension in shear' factor in shear4 uncracked concrete f fRN ______ f l, fc4,, fW 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. h, (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. h,, (mm) (110) (141) (110) (141) (110) (141) (110) (141) (110) (141) (110) (142) 4 (102) 'Va 0.64 'Va 0.54 'Va 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 'Va 0.56 0.29 0.22 0.46 0.43 n/a n/a 4-1/2 (114) We 0.66 0.48 0.57 n/a 0.56 0.32 0.24 0.48 0.47 'Va n/a 5 (127) 0.72 0.68 0.51 0.61 0.59 0.57 0.86 0.28 0.51 0.55 n/a n/a Q 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 Wa - E 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 7 (178) 0.81 0.75 0.70 0.78 0.62 0.60 0.82 0.46 0.70 0.78 0.70 'Va .E 8 (203) 0.86 0.78 0.80 0.89 0.64 0.61 0.76 0.56 0.80 0.89 1 0.75 0.67 . . 9 (229) 0.90 0.82 0.90 1.00 0.65 0.63 0.91 0.67 0.91 1.00 1 0.79 0.71 9-1/2 (241) 0.92 0.83 0.95 0.66 0.63 0.98 0.72 0.98 0.81 0.73 18D 2D 10 (254) 0.94 0.85 1.00 0.67 0.64 1.00 0.78 1.00 0.83 0.75 115 . 12 (305) 1.00 0.92 0.71 0.67 1.00 0.91 0.82 14 (356) 0.99 0.74 0.70 _______ 0.99 0.89 18 (406) 1.00 0.78 0.73 _______ ______ 1.00 0.95 18 (457) 0.81 0.75 - 1.00 20 (508) _______ 0.85 0.78 0 22 (559) 0.88 1 0.81 - >24 (610) 0.92 1 0.84 Table 25- Load adjustment factors for 3/4-In. diameter stainless steel KWIK Bolt TZ in cracked concrete'2 Spacing factor Edge distance Spacing factor Edge distance in shear conc. thickness J. toward edge II to edge 3/4-in. KB-TZ SS in tension factor in tension in shear3 factor in shear' cracked concrete f. fAN 'AV IRV Ire,______ fW 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 33/4 43/4 3.3/4 4..3/4 embed. h,1 (mm) (95) (121) (95) (121) (95) (121) (95) (121) (95) (1 21) (95) (121) Nominal in. 4-5/16 5-9/16 4-5/18 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. h,,,,, (mm) (110) (141) (110) (141) (110) (141) (110) (141) (110) (141) (110) (142) 4 (102) n/a 0.64 'Va 0.68 'Va 0.56 'Va 0.20 n/a 0.40 n/a n/a 4-1/4 (108) n/a 0.65 0.81 0.70 'Va 0.56 0.21 0.22 0.42 0.44 n/a 'Va 4.1/2 (114) n/a 0.66 0.85 0.73 We 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 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 __ E 81 E 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 7 (178) 0.81 0.75 1.00 0.99 0.60 0.60 0.44 0.46 0.89 0.92 0.62 'Va . 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 . . 1 0.67 1.00 0.71 0.72 (241) 0.92 0.83 1.00 0.63 0.64 0.70 1 0.73 1.00 0.73 0.74 CM 0 10 (254) 0.94 0.85 0.64 0.64 0.76 0.79 0.74 0.75 . 12 (305) 1.00 0.92 ______ _______ 0.67 0.67 1.00 1.00 ______ ______ 0.82 0.83 14 (356) 0.99 0.69 0.70 0.88 0.89 - 16 (406) 1.00 _______ _______ 0.72 0.73 _______ _______ _______ _______ 0.94 0.95 16 (457) 0.75 0.78 1.00 1.00 a 1 20 (508) _______ 0.78 0.78 Cl) 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 PROMS Anchor Design software or perform anchor calculation using design equations from ACI 318 Appendix D. 3 Spacing factor reduction in shear, fAv, assumes an influence of a nearby edge. If no edge exists, then lAy = f,,. 4 Concrete thickness reduction factor in shear, f e,, assumes an influence of a nearby edge. If no edge exists, then 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. C Hilti, Inc. (US) 1-800-879-8000 1 www.us.hilti.com I en espahol 1-800-879.5000 1 Hilti (Canada) Corp. 1-800-363-4458 1 www.hlltl.ca I Anchor Fastening Technical Guide 2014 225 3.3.5 KWIK Bolt TZ Expansion Anchor Minimum 5/8" typical Minimum 20 gauge steel deck I I \L Lower -flute Max. 1' offset typical I (ridge) Figure 4- Installation of KWIK Bolt TZ in the soffit of concrete over metal deck floor and root assemblies - W Deck Minimum 5/8" typical Minimum 20 gauge steel deck Min. 6" typical Figure 5 - Installation of KWIK Bolt TZ In the soffit of concrete over metal deck floor and root assemblies - B Deck 226 HIItl, Inc. (US) 1-800-879-8000 I www.us.hflU.com I en espaflol 1-800-879-5000 1 1-lifti (Canada) Corp. 1-800-363-4458 I www.hlltl.ca I Anchor Fastening Technical Guide 2014 I Mechanical Anchoring Systems KWIK Bolt TZ Expansion Anchor 33.5 Table 26 - Hiltl KWIK Bolt 12 carbon steel design strength in the soffit of uncracked lightweight concrete over metal deck"" Loads according to Figure 4 Loads according to Figure 5 Tension - qN Shear - OVn Tension - 4N,, Shear - ipVn Nominal Effective Nominal embed. f', 3000 psi f 'c = 4000 psi f 3000 psi f' = 4000 psi f' = 3000 PSI IC 4000 psi f', = 3000 psi f' 4000 psi anchor embed. diameter in. (mm) in. (mm) lb (kN) lb (N) lb (kN) lb (kN) lb (N) lb (kN) lb (cN) lb (kN) 2 2-5/16 1340 1,545 1,385 1,385 1,200 1.385 11850 1,850 3/8 (51) (6.0) (6.9) (6.2) (6.2) (5.3) (6.2) (8.2) (8.2) 2 2-3/8 1,340 1,545 1,950 1,950 1,210 1,395 1,680 1,680 (51) (6.0) (6.9) (8.7) (8.7) (5.4) (6.2) (7.5) (7.5) 1 /2 3-1/4 3-5/8 2,400 2,770 3,215 3,215 2,195 2,535 2,565 2,565 (83) (92) (10.7) (12.3) (14.3) (14.3) (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 (79) (90) (8.2) (9.4) (13.3) (13.3) (11.7) (13.6) (13.6) (13.6) 5/8 4 4-7/16 4,260 4,920 3.925 3,925 n/a n/a n/a n/a (102) (113) (18.9) (21.9) (17.5) (17.5) Table 27 - Hilti KWIK Bolt TZ carbon steel design strength in the soffit of cracked lightweight concrete over metal dock'-"A-"AT Loadsaccording to Figure 4 Loads according to Figure 5 Tension - ONn Shear - Tension - 4N Shear - Nominal Effective Nominal f'© - 3000 psi f', 4000 psi I = 3000 psi 1 4000 psi I = 3000 psi f',= 4000 psi f = 3000 psi f' 4000 psi anchor embed. embed. diameter in. (mm) in. (mm) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) 3/8 2 (51) 2-5/16 950 (4.2) 1,095 (4.9) 1,3858 (62) 1,3858 (6.2) 1,080 (4.8) 1,245 (5.5) 1,8508 (8.2) 1,8508 (8.2) 2 2-3/8 950 1,095 1,950 1,950 860 995 1,680 1,680 (51) (4.2) (4.9) (8.7) (8.7) (3.8) (4.4) (7.5) (7.5) 1/2 3-1/4 3-5/8 1,705 1,970 3,215 3,215 1,955 2,255 2,565 2,565 (83) (92) (7.6) (8.8) (14.3) (14.3) (8.7) (10.0) (11.4) (11.4) 3-1/8 3-9/16 1,300 1,500 2,9908 2,9908 1,875 2,165 3,0608 3,0608 (79) (90) (5.8) (6.7) (13.3) (13.3) (8.3) (9.6) (13.6) (13.6) 5/8 4 (102) 4-7/16 (113) 3,020 (13.4) 3,485 (15.5) 3,9258 (17.5) 3,9258 n/a (17.5) n/a n/a n/a 1 See section 3.1.7.3 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 h,4 (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 26 and 27 control. 7 Tabular values are for static loads only. For seismic loads, multiply cracked concrete tabular values by 0.75. See section 3.1.7.4 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 conditions: 3/8-inch diameter - 0.63 5/8-inch diameter - = 0.94 Hilti, Inc. (US) 1-800.879-8000 1 www.us.hiltl.com I on espetol 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 1 www.hlltl.ca I Anchor Fastening Technical Guide 2014 227 3.3.5 KWIK Bolt TZ Expansion Anchor A i -Min 3 -lightweight 1, 1v 000 psi sand d 0 [-weight concrete or norma 3, ___ ' Q .) - A - t Upper flute Minimum 20 gauge Typical steel deck Lower '- flute (ridge) Figure 6- Installation of the KWIK Bolt TZ on the top of sand-lightweight concrete over metal deck floor and roof assemblies Table 28 - Hilt! KWIK Bolt TZ carbon steel design strength in the top of uncracked concrete over metal deckM Tension - Shear - Nominal Effective Nominal anchor embed. embed. f' = 3000 psi 1 4000 psi I = 3000 psi I - 4000 psi diameter in. (mm) in. (mm) lb (kh lb (kN) lb (kN) lb (kN) 2 2-5/16 1,790 2,070 2,605 3,005 3/8 (51) (8.0) (9.2) (11.6) (13.4) 2 2-3/8 2,415 2,790 2,605 3,005 1/2 (51) (10.7) (12.4) (11.6) (13.4) Table 29 - Hilt! KWIK Bolt 12 carbon steel design strength in the top of cracked concrete over metal deck15 Tension - Shear - Nominal Effective Nominal anchor embed. embed. f' 3000 psi f = 4000 psi f 1= 3000 psi f = 4000 psi diameter In. (mm) in. (mm) lb (kW) lb (kt lb (kN) lb (N) 2 2-5/16 1,615 1,865 1,845 2,130 3/8 (51) (7.2) (8.3) (8.2) (9.5) 2 2-3/8 1,710 1,975 1,845 2,130 1/2 (51) (7.6) (8.8) (8.2) (9.5) 1 See section 3.1.7.3 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 30 and 31 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 As as follows: for sand-lightweight, A = 0.68; for all-lightweight, A, - 0.60 5 Tabular values are for static loads only. For seismic loads, multiply cracked concrete tabular values by a,,, = 0.75. See section 3.1.7.4 for additional information on seismic applications. S 228 Hilti, Inc. (US) 1-800-879-8000 1 www.us.hllU.com I en espafoI 1-800-879-5000 I Hilti (Canada) Corp. 1-800.363-4458 1 www.hiltLca I Anchor Fastening Technical Guide 2014 S KWIK Bolt TZ Expansion Anchor 3.3.5 Table 30- Load adjustment factors for carbon steel KWIK Bolt 17 in the top of uncracked concrete over metal deck'-2 3/8-in, and 1/2-in. Edge distance in shear KB-1Z Cs Spacing factor Edge distance Spacing factor Conc. thickness uncracked concrete in tension factor in tension in shear3 .L toward edge II to edge factor in shear4 over metal deck IAN f f Anchor In. 3/8 1,2 3/8 1/2 3/8 1,2 3/8 1/2 /8 1/2 3/8 1f2 diameter d.(mm) (9.5) (12.7) (9.5) (12.7) (9.5) (12.7) (9.5) (12.7) (9.5) (12.7) (9.5) (12.7) Effective in. 2 2 2 2 2 2 2 2 2 2 2 2 embed. h, (mm) (51) (51) (51) (51) (51) (51) (51) (51) (51) (51) (51) (51) Nominal in. 2-5/16 2-3/8 2-5/16 2-3/8 2-5/16 2.3/8 2-5/16 2-3/8 2-5/16 2-3/8 2-5/16 2-3/8 embed. hmm (mm) (59) (60) (59) (60) (59) (60) (59) 1 (60) (59) 1 (60) (59) (60) 3 (76) n/a n/a 0.33 n/a n/a n/a 0.64 n/a 0.64 1 n/a n/a n/a 3.1/4 (8 n/a n/a 0.36 n/a n/a I n/a 0.72 n/a 0.72 rVa 0.73 0.75 3-1/2 (89) r,'a n/a 0.39 n/a n/a n/a 0.81 n/a 0.81 n/a 0.76 0.78 - 4 (102) 0.83 n/a 0.44 n/a 0.87 ri/a 0.99 ri/a 0.99 n/a 0.81 0.84 4.1,2 (114) 0.88 rya 0.50 0.50 0.69 ri/a 1.00 1.00 1.00 1.00 5 (121) 0.92 n/a 0.56 0.56 0.71 n/a 49 5-1/2 (140) 0.96 n/a 0.61 0.61 0.73 ri/a 6 (152) 1.00 n/a 0.67 0.87 0.75 n/a 6-1i2 (165) 1.00 0.72 0.72 0.77 0.78 7(178) 0.78 0.78 0.79 0.81 . 8(203) 0.89 0.89 0.83 0.85 9 (229) 1.00 1.00 0.87 0.89 - 10 (254) 0.91 0.94 1 CO CL 11(279) 1 0.95 0.98 12 (305) 1.00 1 1.00 Table 31 - Load adjustment factors for carbon steel KWlK Bolt TZ in the top of cracked concrete over metal deck12 3/8-in, and 1/2-in. Edge distance in shear KB-TZ CS Spacing factor Edge distance Spacing factor Conc. thickness cracked concrete in tension factor in tension in shear" i toward edge II to edge factor in shear4 over metal deck IAV 'RV IIW f W ______ Anchor in. 3/8 1/2 3/8 1/2 3/8 1/2 3/8 1/2 /8 1,2 3/8 1/2 diameter d. (MM) (9.5) (12.7) (9.5) (12.7) (9.5) (12.7) (9.5) (12.7) (9.5) (12.7) (9.5) (12.7) Effective in. 2 2 2 2 2 2 2 2 2 2 2 2 embed. h(mm) (51) (51) (51) (51) (51) (51) (51) (51) (51) (51) (51) (51) Nominal in. 2-5/16 2-3/8 2.5/16 2-3/8 2-5/16 2-3/8 2-5/16 2-3/8 2-5/16 2-3/8 embed. h(mm) (59) (60) (59) (60) (60) (60)3(76) (59) (60) (59) (60) (59) n/a n/a 1.00 2-3/8W (59) n/a n/a 0.65 n/a 1.00 n/a n/a n/a 3-1/4(83) n/a ri/a ri/a n/a 0.73 n/a ri/a 0.74 0.76 3-1/2 (89) n/a n/a n/a ri/a 0.82 n/a ri/a 0.76 0.79 4(102) 0.83 n/a n/a . ri/a 1.00 n/a n/a 0.82 0.84 4-1/2(114j 0.88 n/a 1.00 0.69 1 n/a 1.00 1.00 5(127) 0.92 ri/a 0.71 n/a '7 5-1/2(140) 0.96 n/a 0.73 n/a 60521 1.00 n/a 0.75 n/a 41 2 6-1/2(165) 1.00 0.77 0.79 7 (178) 0.79 0.81 . _8 (203) 0.83 0.85 CD 9 (229) 0.87 0.90 . 10(254) 0.92 0.94 a CO 1 11(2791 0.96 0.98 12 (305) 1.00 1.00 I 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 Hull PROMS Anchor Design software or perform anchor calculation using design equations from ACI 318 Appendix D. 3 Spacing factor reduction in shear, 'AV' assumes an influence of a nearby edge. If no edge exists, then fAV = 4 Concrete thickness reduction factor in shear, f, assumes an Influence of a nearby edge. If no edge exists, then - 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. S Hilti. Inc. (US) 1-800-879-8000 I www.us.hilti.com I en espaflol 1-800-879-5000 1 Hitti (Canada) Corp. 1-800-363-4468 1 www.hulti.ca I Anchor Fastening Technical Guide 2014 229 Mechanical Anchoring SysLerns 3.3.5 KWIK Bolt TZ Expansion Anchor 3.3.5.4 Installation instructions Installation Instructions For Use (IFU) are included with each product package. They can also be viewed or downloaded online at www.us.hllti.com (US) and www.hilti.ca (Canada). 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 Hilt! Technical Services for applications and conditions not addressed in the IFU. 3.3.5.5 Ordering information' Description Length Threaded length Box quantity KB-TZ 3/8x3 KB-TZ SS304 3/8x3 KB-TZ SS316 3/84 3 7/8 50 KB-TZ 3/8x3-3/4 KB-TZ SS304 3/8x3-3/4 KB-TZ SS316 3/8x3-3/4 3-3/4 1-5/8 50 KB-TZ 3/84 KB-TZ SS304 3/84 5 2-7/8 50 KB-TZ 1/2x3-3/4 KB-TZ SS304 1j24-3/4 KB-TZ SS316 1/2x3-3/4 3-3/4 1-5/8 20 KB-TZ 12x4-1,2 KB-TZ SS3D4 112x4-1J2 KB-TZ SS316 1/2x4-1,2 4-1t2 2-3/8 20 KB-TZ 1/24-1/2 KB-TZ S5304 1/2x5-1/2 KB-TZ SS316 1/2x5-1/2 5-1f2 3-3/8 20 KB-TZ 12x7 KB-TZ S5304 1/2x7 7 4-7/8 20 KB-TZ 5/8x4-3/4 KB-TZ S8304 5/8x4-3/4 KB-TZ SS316 5/8x4-3/4 4.3/4 1-112 15 KB-TZ 5/8x6 KB-TZ SS304 5/84 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 KB-TZ S5304 3/44-1/2 KB-TZ SS316 3/45-1/2 51/2 1-1/2 10 KB-TZ 3/4x8 KB-1Z SS304 3/4x8 8 4 10 KB-TZ 3/4x10 KB-TZ SS304 3/4x10 KB-1Z SS316 3/4x10 10 6 10 All dimensions in inches Table 32 - KWIK Bolt TZ length Identification system Length ID marking on A B C D E F G H I J K L M N 0 P 0 R $ I U V W bolt head Length From 42233l4441455 1/2 66 1/2 77l4881499Y2 1Q 11 12131415 Of anchor Up to but not 22143314441455t4661477148814991410111213141516 including Figure 7 - Bolt head with length Identification mark and KWIK Bolt TZ head notch embossment 230 HIlti, Inc. (US) 1-800-879-8000 1 www.us.hilti.com I en espaiiol 1-800-879-5000 1 Mliii (Canada) Corp. 1-800-363-4458 1 WWW.hllti.ca I Anchor Fastening Technical Guide 2014 - - - Fire Protection by Computer Design COSCO FIRE PROTECTION 4990 GREENCRAIG LANE SAN DIEGO, CA 92123 (858) 444-2000 Job Name : LAGUNA TERRACE Building Location System Contract Data File : LAGUNA TERRACE BF.WXF Computer Programs by Hydratec Inc. Revision: 50.52.1 Water Supp urveC COSCO FIRE OTECTION Page LAGUNA TERRACE Date 12-15-17 City Water Supply: Demand: Cl - Static Pressure : 76 Dl - Elevation : 1.299 C2 - Residual Pressure: 36 D2 - System Flow :301 C2 - Residual Flow : 1520 02 - System Pressure : 56.828 Hose ( Demand) D3 - System Demand :301 Safety Margin : 17.172 150 140 130 120 R110 E10° S90 s 80 u 70 60 50 - _______ _____ 40 30 - 20 10 20400 600 800 1000 1200 1400 1600 1800 FLOW ( N A 1.85) Computer Programs by Hydratec Inc. Revision: 50.52.1 Fittings Used Summary COSCO FIRE PROTECTION Page 2 LAGUNA TERRACE Date 12-15-17 Fitting Legend Abbrev. Name % % 1 1% 1% 2 2% 3 31/2 4 5 6 8 10 12 14 16 18 20 24 G NFPA 13 Gate Valve 0 0 0 0 0 1 1 1 1 2 2 3 4 5 6 7 8 10 11 13 L NFPA 13 Long Turn Elbow 0.5 1 2 2 2 3 4 5 5 6 8 9 13 16 18 24 27 30 34 40 I NFPA I39O Flow thruTee 3 4 5 6 8 10 12 15 17 20 25 30 35 50 60 71 81 91 101 121 Unit Summary Diameter Units Inches Length Units Feet Flow Units US Gallons per Minute Pressure Units Pounds per Square Inch Note: Fitting Legend provides equivalent pipe lengths for fittings types of various diameters. Equivalent lengths shown are standard for actual diameters of Sched 40 pipe and CFactors of 120 except as noted with * The fittings marked with a * show equivalent lengths values supplied by manufacturers based on specific pipe diameters and CFactors and they require no adjustment. All values for fittings not marked with a * will be adjusted in the calculation for CFactors of other than 120 and diameters other than Sched 40 per NFPA. 0 Computer Programs by Hyde. Inc. Revision: 50.52.1 0 Pressure / Flow Summary - STANDARD COSCO FIRE PROTECTION Page 3 LAGUNA TERRACE Date 12-15-17 e Elevation K-Fact Pt Pn Flow Density Area Press Actual Actual Req. BOR 3.0 48.14 na 301.0 UGI -3.0 51.08 na UG2 -3.0 51.63 na BF1 3.0 49.86 na BF2 3.0 53.94 na tJG3 -3.0 56.97 na TEST 0.0 56.83 na The maximum velocity is 7.31 and it occurs in the pipe between nodes BOR and UG1 L.] Computer Programs by Hydratec Inc. Revision: 50.52.1 Final Calculations - Hazen-Williams - 2007 COSCO FIRE PROTECTION Page 4 LAGUNA TERRACE Date 12-15-17 Hyd. Qa Dia. Fitting Pipe Pt Pt Ref. "C" or Ftng's Pe Pv ******* Notes ****• Point Qt Pf/Ft Eqv. Ln. Total Pf Pn BOR 301.00 4.1 L 8.72 9.000 48.140 Qa= 301.00 to 140.0 0.0 8.720 2.599 UGI 301.0 0.0193 0.0 17.720 0.342 Vel = 7.31 UGI 0.0 4.23 L 11.534 26.000 51.081 to 150.0 0.0 11.533 0.0 UG2 301.0 0.0146 0.0 37.533 0.548 Vet = 6.87 UG2 0.0 4.1 L 8.72 5.000 51.629 to 140.0 T 29.067 37.787 -2.599 BFI 301.0 0.0193 0.0 42.787 0.827 Vel = 7.31 BF1 0.0 4.1 0.0 4.158 49.857 to 140.0 0.0 0.0 4.000 * Fixed Loss 4 BF2 301.0 0.0192 0.0 4.158 0.080 Vel = 7.31 BF2 0.0 4.1 2L 17.44 5.000 53.937 to 140.0 0.0 17.440 2.599 UG3 301.0 0.0193 0.0 22.440 0.433 Vel = 7.31 UG3 0.0 4.23 G 3.845 37.000 56.969 to 150.0 T 38.446 42.290 -1.299 TEST 301.0 0.0146 0.0 79.290 1.158 Vel = 6.87 0.0 301.00 56.828 K Factor = 39.93 Or Computer Programs by Hydratec Inc. Revision: 50.52.1