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Home My WebLink About1958 KELLOGG AVE; ; FPC2018-0099; PermitPERMIT REPORT ('(/r"Z-4 itY of Carlsbad Print Date: 11/03/2021 Permit No: FPC2018-0099 Job Address: 1958 KELLOGG AVE. CARLSBAD, CA 92008-6581 Status: Closed - Finaled Permit Type: FIRE-Construction Commercial Work Class: Underground Fire Parcel #: Track #: Applied: 03/28/2018 Valuation: $0.00 Lot #: Issued: 04/11/2018 Occupancy Group: Project #: Finaled Close Out: 11/03/2021 #of Dwelling Units: Plan #: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check #: Inspector: Plan Check #: Final Inspection: Project Title: Description: 1958 KELLOGG AVE - BACKFLOW REPLACEMENT Applicant: FPContractor: COSCO FIRE PROTECTION INC COSCO FIRE PROTECTION INC HUGO AGUILAR 1075W LAMBERT RD 4990 GREENCRAIG LN BREA, CA 92821-2944 SAN DIEGO, CA 92123-1673 (858) 444-2000 (619) 247-9371 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 San Diego Branch Office cosco 4990 Greencraig Lane I San Diego, CA 92123 '. I.' . 0 Fire r,, Protection )r fo.r'fi (858) 444-2000 fax. 444-2056 I II_ I I CA Lic.: C-16 #577621 www.coscofire.com MATERIAL SUBMITTAL & HYDRAULIC CALCULATIONS Date: 3-27-18 1958 KELLOGG AVE BACKFLOW 1958 KELLOGG AVE CARLSBAD, CA. 92008 JOB # 1O.CD_5838 All material submitted, may be substituted by material of equal performance & design, & shall be deemed acceptable by purchaser. Submitted by: HUGO A. S Los Angeles 0 San Francisco • Orange • Fresno 0 San Diego • Seattle - the 1/4' FLANGE MOUNT BRACKET (3/8" ON PS-300) 3/8" x 2" SADD MOUNT BRACKI (3/8" x 3" ON PS-3( INC-PLATED ALL- THREAD ZINC-PLATED ADJUSTMENT NUT SCH. 40 BLACK-PIPE RISER 6" x 6" x 3/8" BASE PLATE PIPE SUPPORT WITH PIPE SUPPORT WITH FLANGE MOUNT SADDLE TOP TOP VIEW PIPE RISER 6" x 6" x 3/8" BASE PLATE 1/2" ANCHOR BOLT HOLES, 2 PLACES PLEASE SPECIFY: SIZE OF PIPE TO BE SUPPORTED. FLANGE OR SADDLE MOUNT. HEIGHT FROM FLOOR TO BOTTOM OR CENTER OF PIPE.* (APPROX. 6" OF ADJUSTMENT) FINISH: PRIMER, POWDER COAT OR H.D. GALVANIZED. *STOCK RISER HEIGHT IS 30" LONG. THESE CAN EASILY BE CUT DOWN TO REQUIRED LENGTH. - PIPE SUPPORT DIMENSIONS PIPE TO BE SUPPORTED RISER PIPE ALL-THREAD DIMENSIONS SADDLE TOP PART #'S FLANGE TOP PART #'S 111-811 1" 1" x 9" PS-1 00-S PS-i 00-F 10" - 16" 1 1/2" 1 1/2" x 9" PS-200-S PS-200-F 1811- 24" 1 2" 1 2" x 9" PS-300-S PS-300-F DATE: 9/01 DRW: CH PART NUMBER: SEE CHART FILE: PS SUPPORTS 1650 LINDA VISTA DR. PIPE SUPPORTS FAX: 760-744-8949 SAN MARCOS 800-998-1079 SCALE: NTS ..................... KWIK Bolt TZ Expansion Anchor 3.3.5 S 3.3.5.1 KWIK Bolt 12 product description The KWIK Bolt 12 (KB-T 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 12 (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 17. 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 urn. The stainless steel expansion sleeve conforms to type 316. Stainless steel anchor body, nut and washer conform to type 304. Stainless steel expansion sleeve conforms to type 318. 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. 3.3.5.1 Product description 3.3.5.2 Material specifications 1 3.3-6.3 . Technical data .. . 3.3.5.4 .lnstaflatlon Instructions 3.53Orderi inforni Impact section dog point Nut—s. Washer -41 maVrk Anchor - thread Anchor body Stainless steel expansion - sleeve (wedges) Ll Expansion - cone Listinqs/Aiprovals 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 LL.0 Pipe Hanger Equipment for Fire Protection Services for 3/8 through 3/4 I> E Independent code evaluation 113C.fIIRC®2012..... IBc/ lRC2009 IBC!f IRC2O06 S 111111, Inc. (US) 1-800-879-8000 I www.us.hal.com I en eapanall-800-879-5000 I Ililti (Canada) Corp. 1-800-3834458 1 www.hlltl.ca I Mohor Fastening Ted,nlcal Guide 2014 211 3.3.5 kWiK Bolt TZ Expansion Anchor 3.3.5.2 Material specifications Carbon steel with electroplated zinc Carbon steel KB-TZ anchors have the following minimum bolt fracture loads.' Anchor diameter (in.) Shear N. Tension rib) 3J8 .. NA .. 6,744 1,2 7,419 11,240 5/8 11,4.65 17,535 3/4 17,535 2E,853 Carbon steel anchor components plated in accordance with IM..B633.,,19.iminimum thickness of 5p Nuts conform ..otherequire. 63...r Hex. Washers meet the requirements of ASTM F844. ..................______ __________ Expansion sj ed are manufactured from pe 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 fun.) Sheer fb) Tension (Ib) 3/8 5,058 61519 1/2 . 8,543 12,364 5/8 13,938 19,109 3/4 22,481 24,729 All nuts and washers Pi.9Lyp ..31 stainless steel resectiv ______ Nuts meet the dimensional requirements of ASTMF594 Washers meet the dimensional requrements of ANSI B18.gJJypA,pIaln. Exnsion sleeve (Ied e.ae .made from type 316 stainless 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 Hiiti 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-1917 are not contained in this section, but can be found at www.icc.es.org or at www.us.hllti.com. 212 111111, Inc. (US) 1.800-879-8000 1 www.ua.hfltl.com I en espefuol 1-800-879-5000 I HUll (Canada) Corp. 1-800-363-4458 1 www.hlltLca I Anchor Fastening Technical Guide 2014 • KWIK Bolt TZ Expansion Anchor 3.3.5 Table I - KWIK Bolt TZ specifications Setting - Nominal anchor diameter d. information Symbol Units 3/8 1 518 3/4 Nominal bit diameter clII, in. 3/8 1/2 i 5/8 3/4 Minimum nominal h in. 2-5/16 2-3/8 3-5/8 3-9/16 4-7/16 4-5/16 - 5-9/16 embedment (mm) (59) (60) (91) (91) (113) (110) (142).. Effective minimum h in. 2 2 3-1/4 3-1/5 4 33/4 43/4 embedment of (mm) (51) (51) (83) (79) (1 02)._ (95) (121) Mm. hole depth h0 In. 2-5/8 2-5/8 4 3-3/4 4-3/4 ' 4-5/8 (mm) (67) (67) 1 (102) (95) (121) (117) (146) Mm. thickness of fixture' t In. 1/8 1/6 1/8 ' rva rva (mm) (3) (3) (3) (3) Max. thickness of fixture in. 2-1/4 4 2-3/4 5-5/84-3/4 4-5/8 1:13-6/8 (mm) (57) (101) (70) (143) (121) (117) (92) Installation torque Tir.(Mm) ft-lb 25 ' 40 ' ' 60 ' 110 (34) (54) (81) (149) Fixture hole diameter dh In. 7/16 9/18 11/16 (17.5) , . 13/16 (mm) (11.1) (14.3) (20.6) Avaiabieanchor lengths In 3 3-3/41 5 3-3/4 4 1/2 5-1/2 7 4-3/4 fi 8-1/2 10 5 1/2 8 10 (76) (95) (127) jJ.(114) (140) (178) (121) (152) i(254) (140) (203) (254) (mm) Threaded length in. 7/8 1-5/8 2-7/8 1-5/81 2-3/8 3-3/8 4-7/8 1 1/2 23/4 5-1/4 6-3/4 1-1/2 4 6 (22) (41) (73) J41) (60) (86) (1 78): (38) (70) J171) (38) (102) (152) including dog point (mm) Unthreaded length ?~Or (mm) in. 2-1/8 2-1/8 ' ' 3-1/4 4 (54) , (54) , (83) (102) 1 minimum thl0KflSS OT Tixture Is a concern only when the anchor is installed at the minimum nominal embedment. When KWIK Bolt 12 anchors are Installed at this embedment, the anchor threading ends new 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. :3.3:5] Figure I - KWIK Bolt TZ specifications thread d hE €anch eunthr t Hilti, inc. tJSl 1-800-879-8000 1 www.ue.hiW.com I an espatoi 1-800-879-5000 1 Hilti (CanadaQ Corp. 1-800-363-4458 I WWW.hIiti.ce I Anchor Fastening Technical Guide 2014 213 . . . . 3.3.5 KWIK Bolt TZ Expansion Anchor Tshl - I.11itl KWIK Bolt 17 carbon steal deslan strenath with concrete I pullout failure In uncracked concrete' Tension - $N Shear - Nominal Effective Nominal . anchor embed. embed. f' 2500 psi f' 3000 psi 1',,- 4000 psI f' - 6000 psi f, 2500 psi f' 3000 psi f' - 4000 psi I, 6000 psi diameter in. (mm) In. (mm) lb (kN) lb (kM lb (kN' lb (kN) IbW lb (kN) lb (IN) lb (kN) 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 21375 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 6,875 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) (59.5) (68.6) (84.1) 3/ 4-3/4 5-9/16 6,940 7,605 6,780 10,755 17,390 19,050 22,000 26,945 (121) (1 4?) 1 (30.9) (33.8) (39.1) (47.8) (77.4) (84•') (97.9) (119.9) Takla _q - I.IIIti ICWIK Rnit T7 i'arhnn steI dasian strenath with concrete I oullout failure in cracked concrote1'2' Tension - 4N Shear - Nominal Effective Nominal anchor embed. embed. f 2500 psi f' 3000 psi f'0 4000 psi 1',, = 6000 psi f' 2500 psi f'0 = 3000 psi jo 4000 psi ' 6000 psi diameter in. (mm) in,(mm) lb(kN) lb (W) lb(cN) lb(kF') lb(kN) Ib(kN) ib(kN) lb (W) 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) (7.2) (8.3) (10.2) . (7.5) (8.2) (9.5) (11.6) 2 2-3/8 1,565 1,710 1,975 2,420 1,685 1,645 2,130 2,605 (81) (7.0) (7.6) (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) (15.6) (18.0) (22.0) (31.0) (34.0) (39.2) (48.0) 3-1/8 3-9/16 3,050 3,345 3,660 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 4,640 5,590 6,845 9,520 10,430 12,040 14,750 (102) (113) (19.7) (21.5) (24.9) (30.4) (42.3) (48.4) (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 (95) (110) (17.8) (19.5) (22.6) (27.8) (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 ASO 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 6 toll 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. S S 214 hlitl. Inc. (US) 1-800-819-BOOS I www.us.hittLcom I an espa!Ol 1-800-879-5000 1 ff181 (Canada) Corp. 1-800-363-4458 I www.hiitLce I Anchor Fastening Technical GLdde 2014 KWIK Bolt 12 Expansion Anchor 3.3.5 Table 4- Steel strength for Hilti KWIK Bolt TZ carbon steel anchors1'2 Nominal anchor Tensll& 4'N Shear4 $V Seismic shear4 q,v diameter lb QcN) lb (kN) lb (kN) 4,875 2,335 1,465 3i8 (21.7) (iDA) (6.5) 8,030 3,570 . 3,570 1 (35.7) (15.9) (15.9) 12,880 5,260 4,940 5/8 (57.3) (23.4) (22.0) 18,840 8,880 7,635 3/4 (63.8) (39.5) (34.0) 1 See section 3.1.7.3 to convert design strength value to ASD value. 2 t-llltl KWIK Bolt 72 carbon steel anchors are to be considered ductile steel elements. 3 Tensile ON. -4' A f as noted in ACI 318 Appendix D. 4 Shear values determined by static shear tests with <4' 0.60 A.,v f as noted In ACI 318 Appendix D. 5 Seismic shear values determined by seismic shear tests with 4'V <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 2 Anchors not permitted in shaded area Case 2 jcase l Concrete Edge For a specific edge distance, the permitted spacing is calculated as follows: EI (Smini (c - c ) 8t8.,,,, $ Smk2 + (c,,,1 - c 4,2) m1n2 1 c.,,,, at s, 'edga distance o Table 5 - KWIK Bolt TZ carbon steel Installation parameters' Setting Nominal anchor diameter d 3/8 112 5/8 3/4 information Symbol Units Effective minimum in. 2 2 3-1/4 3-1/8 4 3.3/4 4.3/4 embedment ' nm) (51) (51) (83) L (102) (95)(1121) In. 4 —F5 4 6 618 5 6 8 6 8 8 Mm. member thickness h,4, (127) (102) (152) (152) (203) j)_ (152) (03) (152) L (20. in. 2-1/2 2-3/4 2-3/8 3-5/8 3-1/4 . 4-3/4 4-1/8 Casel C.,IM MITI (64) .. (70) ... (80) JL (.83) (121) (105) for In. 5 5-3/4 5-3/4 6-1/8 ./8 "1-1/2 8-7/8 (mm) (127) (146) , . (146) 056) (149) (267) In. 3-5f8 4-1/8 3-112 4-3/4 4-1/4 9-1/2 7.3/4 Jr!!L (9 L_.. . (105).. (89) J1i1• .(108). (241) ii!ZL Case 2 for In. 21/2 2-3/4 23/8 3-1/2 3 5 . 4) (70), (60) J9L (76)______(127)... 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 Cm,,i <c < c, will determine the permissible spacings. HIM, Inc. (US) 1-800479-8000 I www.ue.hlItl.com I an espaflol 1-600-879-5000 I 1-11111 (Canada) Corp. 1-800-363-4458 1 wWw.hlltLca I Anchor Fastening Technical Guide 2014 215 . . . . . NITA 3.3.5 KWIK Bolt TZ Expansion Anchor Table B - Load adjustment factors for 3/8-In, diameter carbon steel KWIK Bolt TZ In ,.nr.rirkd r'vrnnrAt&12 Edge Edge distance in shear Conc. Spacing distance Spacing thickness factor factor in factor iToward factor in 3/8-in. KB-TZ CS in tension tension in shear' edge ii To edge shear4 uncracked concrete f fm fv f 11 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. h,, (mm) (59) (59) (59) (59) (59) (59) 2-1/2 (64) 0.71 0.60 0.60 0.49. 060 3 176) 0.75 0.69 0.62 : 0.94 0.69 n/a § 3-1/2 (89) 0.79 0.80 0.64 0.81 0.81 n/a 3-5/8 L?L 0.80 0.83 0.65 0.65 0.85 n/a 4 (10) 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 _Ji2L 0.92 0.71 ,.0.91 5-1/2 (140) 0.96 ._J0.Th . 0.95 6 (152) 1.00 0.75 1.00 0.79 8 (203) . 0.83 .5?. 9(229) 0.87 10 (254) 0.91 CL 11 (279) __ 0.95 Cl) 12 (305) 1 1.00 Table 7 - Load adjustment factors for 3/8-In, diameter carbon steel KWIK Bolt TZ In erkd enncmt&' Edge Edge distance in shear Conc. Spacing distance Spacing thickness factor factor in factor j Toward factor in 3/8-in. KB-TZ CS in tension tension In shear3 edge II To edge shear' cracked concrete fm fm IAV . 1..,., f, _ Effective in. 2 2 2 2 2 2 embed. h,,(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. 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 1.00 062 0.65 1.00 n/a _iE__JL 0.79. 1.00 .065 .0.82 1.00 NO 3_5/8 J) 080 1_00 065 0_86 1_00 n/a I 4(1Q)_ 0.83 .::Q.97 - 1.00 . .. . 0.92 4-1/2_(114) 0.88 0.69 1.00 0.87 5 (127) 0.92 0.71 0.91 5-1/2J11a 0.96 0.73 . . 0.96 6(152) 1.00 0.75 1.00 j_JjZ) 079 8(?0L 0.83 .- 9(229) _____ _____ 0.87 10 (254 0.92 _..0.96 .._ 12(305) . 1.00 1 Linear interpolation not permitted. 2 When combining multiple load adjustment factors (e.g. for a 4 anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use Hilt[ PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318 Appendix D. 3 Spacing factor reduction In shear, fv, assumes an influence of a nearby edge. if no edge exists, then f = f. 4 Concrete thickness reduction factor In shear, fH" 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 permissabie edge distance, spacing and concrete thickness combinations. 215 Hiltl, inc. (US) 1-800-679-8000 1 www.ue.hIIti.com I en espafo 1-800-879-5000 I lflti (Canada) Corp. 1-800-383-4458 I www.hlltLce I Anchor Faatein9 Technical Guide 2014 S S KWIK Bolt TZ Expansion Anchor 3.3.5 Table 8- Load adjustment factors for 1/2-In, diameter carbon steel KWIK Bolt 12 In uncracked concret&.2 1,2-in. KB-fl CS uncracked concrete Spacing factor in tension fm Edge distance factor in tension fR11 'Alt Spacing factor in shear Edge distance in shear C(WIC thickness factor In shear4 -L toward edge frry II to edge Effective in. embed. h.1 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) 2-3/8 (60) rVa 062 rVa 041 054 n/a 013 r'a 026 Wa n/a 2 lfl (64) n/a 063 n/a 042 n/a 055 /a 0 14 n/a 0.28 n/a n/a 2314 J9L 073 064 0.51,044 062 0.55, 0.51 016 051 033 n/a n/a 3 (76) 075 065 055 045 063 0.55. 0.55 019 055 037 n/a n/a 31,2 (89) 079 068 084 051 065 058 084 023 064 0.47 n/a n/a ,±.. .... 19L 083 071 073 056 068 057 073 0.29 073 0.56 084 n/a 4-1/8 (105) 084 071 075 057 068 067 075 0.30. 075 05 085 n/a -E -0 41,2 1114) 088 073 E 0.82 082 061 070 058 034 0.82,0.81 089 n/a 5 (127) 092 076 091 087 0.72,059 0.91 040 091 067 094 n/a 5-1,2 (140) 096 078 1.00 073 074 060 1.00 048 1 00 073 098 n/a 5-3/4 (146) 098 079 077 075 0.60. 0.49 077 100 n/a 6 (152) 100 081 _____ 080 076 081 _____ 0.53 _____ 080 066 7 (178) ______ 086 093 081 063 ______ 066 ______ 0.93 _____ CD . - 8 (203) 091 100 0.85 0.64. :0.81.,______ 100 ______ 076 (229k 0.96 0.89 0.66 .. 0.97 0.81 10 100 _____ 094 068 100 _____ _____ _____ 085 11 (279) 098 070 _______ ______ ______ 0.89 12 (305) 100 072 0.93 (0 14 (358) ______ ______ 0.75 16 (406) . .0.79 18 (457) >20 . (508) 0.86 Table 9 - Load adjustment factors for 1/2-in, diameter carbon steel KWIK Bolt TZ In cracked concret&' 1,2-in. KB-fl CS cracked concrete Spacing factor in tension fm Edge distance factor in tension fHN Spacing factor In shear4 IAV Edge _distance in shear Conc. thickness factor in shear4 J toward edge 11to 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 (8) 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) 2-3rn (60) 3-5/B (92) * 23/8 (60) 0.62,n/a 063 ra 054 n/a 013 iva 026 n/a We 21,2 (64) n/a 063 n/a 065 n/a 055 n/a n/a n/a 23'4 (70) 073 064 0.93. 068 062 055 082 016 n/a n/a W 3 (7 075 065 1.00 071 063 055 071 019 n/is n/a 3 1/2 (69) 079 068 1 00 079 065 0.56 089 0.14 Z.11333 024 Wa (102) 083 0 71 1 00 086 068 n4 0.57 1 00 029 084 n/a 4 1/8 (105) 084 0 71 1 00 088 068 0.58 1 00 030 085 rI/a ' 41/2 (114) 0.88 073 094 070 0.58 034 069 0.89.n/a 5 (127) 0.92 0.76 1.00 0.72 0.591.. 0.40 .0.81 094 n/a. 51/2 (140) 096 078 _____ 074 060 _____ 047 _____ 093 098 n/a 5-314 (146) 0.98. 0.79 _______ ______ 0.75 0.60 . ______ 0.50 ______ 1.00 1.00 . n/a 6 ,(j 100 081 -* 076 061 0.53 1 100 066 7 (178) 086 081 063 067 071 : 03) 0.91. 085 065 082 _____ 076 . 9 (229) . 0.96 0.90 0.68 0.98 ______ _______ 0.81 10 (254) 100 0.94 068 100 065 11 (279) 0.98 070 ______ ______ 090 100 072 094 Y) 14 (356) . 076 100 16 40 . 0.79 0.83 - [ '20 Ism .0.88 . .. . . . I 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 Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318 Appendix 0. 3 Spacing factor reduction In shear, 'Alt' assumes an influence of a nearby edge. if no edge exists, then fw = 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 and figure 2 of this section to calculate pe.mlssable edge distance, spacing and concrete thickness combinations. Huh, Inc. (US) 1-800-879-8000 1 www.us.hSti.com I an español 1.800-879.5000 1 Hiti (Canada) Corp. 1-800-363-4458 1 www.hiiti.co I MthorFesfarfng Technical Guide 2014 217 3.35 KWIK Bolt TZ Expansion Anchor Table 10- Load adjustment factors for 5/8-in, diameter carbon steel KWII( Bolt TZ in uncracked concrete1'2 5/8-In. KB-TZ Cs uncracked concrete Spacing factor in tension Edge distance factor in tension Spacing factor in shear' fv Edge distance in shear conc. thickness factor In shear4 I toward edge It to edge I Effective in. embed. h (mm) 3-1/8 (79) 4 (102) 3-1/8 (19) 4 (9) 3-1/8 (79) 4 (102) 3-1/8 (19) 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) 4-7/18 (113) 3-9/16 (90) 4-7/16 (113) 3-9/16 (90) 4-7/16 (113) 3-9116 (90) 4-7/16 (113) 3-9/16 (90) 4-7/16 (113) 3 178) n/a 063 n/a n/a n/a 055 n/a n/a I1a n/a n/a n/a _iLLJL. n/a 0.64 n/a 0.46: n/a 0.55. n/a 0,17 n/a 0.34 n/a n/a 3.1/2 (88) 0.69 .....65 IVA '0,48 0.57 1 0.56 n/a' 019 IVa 0.38 n n/a e 3-5/8 (92) 0.69 0.65 0.60 0.48 , 0.57 . 016.0.28 020 0.56. , 0.40 n/a n/a 4 (102) 0.71 0.67 0.64 0.51 0.58 0.56 0.32 0.23, 0.6 0.47 n/a n/a 4-1/4 (108) 0.73 . . 0.67 0.53 ' O58 0.57 ' 0.35 026 0.67 0.51 n/ Q 4-1/2 11141 074 .59 0.70.0.56 0590.57.0.38028 O,7.0r. 0.56 rVa 0/a: E 4-314 (121) 075 070 0.73 0.58 0.59 0.58 0.42 ., 0.30 0.73 .0.58 H n/a n/a 5,,. jj7) 0.77 ' 0.71 0.77 0.60 0.60 0.58 0.45 0.33 0.77 0.60 0.83 n/a E 5-1,2 '0.79 0.73 0.850.64.61 0.59 0.52 0.38 0.85064 0.56 n/a' .._. 5-7/8 (149) 0.81 0.74 0.90 0.67 0.62 _.L.. 0.57 0.42 0.900.67. 0.68 n/a.. L~152L 0.82 0.75 0.92 0.69 0.62 0.59 0.59 0.43 0.92 0.69 0.69 042 (156) 0.83 0.76 0.94 0.70 0.62 0.60 0.61 0.44 0.94 0.70 0.69 012 . B (2031 0.93 0.83 1.00 0.91 0.66 0.63 0.91 0.66 1.00 0.91 ,0.79 0.71 10 2~4j 1.00 0.92 1.00 0.70 0.66 .1.00 092 ' 1.00 .0.89 0.80 12 1.00 1.00 0.74 0$9 1.00 ,. 0.97., 0.87 14 1356) 0.77 ' 0.72 - , 1.00 r 0.94 to OL 16 (406) 0.81 0.75 1.00 C/) 18 (457) 0.85 0.78 20 (508) 0.89 0.82 22 I559 ______ _______ ______ - 0.93 0.85 - . >24 (610) . 0,97 1 0.88 Table 11 - Load adjustment factors for 5/8-In, diameter carbon steel KWIK Bolt TZ In cracked concrete1'2 5/8-In. KB-TZ CS cracked concrete Spacing factor in tension Edge distance factor in tension, Spacing factor In shear3 f, Edge distance In shear conc. thickness factor in shear4 . I toward edge IFS, II to edge Effective in. embed. t1 (mm) 3-1/8 (79) 4 (102) 3-1/8 (79) 4 (102) 3-1/8 (79) . 4 (102) 3-1/8 JL 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) 3 176) _ 0.63. n/_ n/a n/a 0.55 n/a n/a . n/a . Na , n/a . , n/a 3-1/4 (83) n/a 0.64 i 0.66. n/a 0.55 ' n/a 0.17 j]/a 0.35. n/a 3-1/2(891 0.69 0.65 , 0.690.57 0.58 pLa 0.19 rVa039 n/an/a. 34/8 (82) 0.69 0.65 0.83 0.71 0.57 0.56 _. 028 0.20 D.56 0.41 n/a n/a 4(102) 0.71 0.67 .0.890.75.0.58 0.58. 0.33 024 0.65 0;47 0 . 4-1/411081 0.73 0.68 0.93 0.78 0.58 ,0.57 1 0.36 026 0.71 0.52 '' n/a n/a , 4-1/2(114) 0.74 0.69 0.97 0.81' 0.59 0.57 0.39' 028., 0.78 0.56 n/a. n/a -E 4.3/4 )jL 0.75 0.70 1.00, 0.84 0.59', 0.58' 0.42. 031 0.84 0.61 n/a n/a 5(127)0.77 P.71 0.87 0.60 0.58 0.45 .0.33 0.91 0.66 0.63 "h/a 5-1/2 (140) .0.79 0.73 0.93 0.61 0.59 0.52 0.38 1.00 0.78 0.66 n/a 5-718 LIM 0.81 0.74 0.98 0.62 D.59 0.58 0.42 0.84 0.68 n/a 6 fl,LO.82 0.75 1.00. 0.62060 :0.600.43 .. 0.87 0.69 . 0.62 5-1/8(156) 0.83 0.76 ' ' 0.62 0.60 0.62 0.45 ' 0.89 0.69 0.62 ' . B203) 0.93 0.83 0.68 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 -'16 0.82 . 0.75 ' ' 1.00 CO 18 (4,57) . 0.85 1 0.19 - 20 (508) ,0.89 0.82 ______ 22 (559) 0.93 0.85 ' >24 _(610) 0.97 0.88 ______ 1 Linear Interpolation not permitted. 2 When combining multiple load adjustment factors (e.g. for a 4 anchor pattern In a corner with thin concrete member) the design can become very conservative. To optimize the design, use Hilti PROMS Anchor Design software or perform anchor calculation using design equations from AOl 318 Appendix D. 3 Spacing factor reduction in shear, f,, assumes an Influence of a nearby edge. If no edge exists, then fA 'NI. 4 Concrete thickness reduction factor in shear, f,, assumes an influence of a nearby edge. If no edge exists, then fw - 1.0. c: 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 permissablé edge distance, spacing and concrete thickness combinations. 218 Hull, Inc. (US) 1-800-879-8000 I www.uahllU.com I an espsflol 1-800-879-5000 I Mliii (0ereds) Corp. 1-800.363-4459 1 www.hfhttca I Anchor Fastening Technical Guide 2014 KWIK Bolt TZ Expansion Anchor 3.3.5 S Table 12. Load adjustment factors for 3/4-1n, diameter carbon steel KWIK Bolt TZ in uncracked concrete'2 3/4-in. KB-TZ Cs uncracked concrete Spacing factor In tension Edge distance factor in tension Spacing factor in shear4 f,.,_____ Edge distance in shear Conc thickness factor in shear4 f -L toward edge 11to edge fRy Effective In. embed,h (rnni) 3-3/4 (95) 4..3/4 (121) 3.3/4 (95) 4.3/4 JL 34/4 (95) 4.3/4 (121) 3.3/4 (95) 44/4 (121) 3.3/4 (95) 43/4 (121) 33/4 (95). 43/4 (121) Nominal in. embed. h, (mm) 4-5/16 (110) 5-9/16 (141) 4-5/16 (110) 5-9/16 (141) 4-5/16 (110) 5-9/16 (141) 4-5/16 (110) 5-9/16 (141) 4-5/16 (j[ 5-9/16 (141) 4-5/16 (110) 5-9/16 (142) - L 4 (102) n/a 084 n/a n/a n/a 056 _ n/a n/a n/a riJa 1 4 1/8 (105) n/a 064 ri/a 055 n/a 0.56.n/a _L n/a 041 We n/a , j.j!jL n/a 066 rive. 057 rya 056 rVa 1 024 _ 047 n/a n/a 8 4-3/4 (121) ri/a 067 049 059 n/a 0.57 0.35 1 0.26 049 051 n/a n/a 5 (127) 072 068 051 061 059 0.57 0.38 0.2 051 055 n n/a 5-1i2 (140) 074 069 055 065 060 0.58 043 032 055 064 n/a n/a 6 (152) 077 071 060 089 0.60.0.58 0.49, 0.311 060 069 065 rija 7 (178) 081 075 070 078 082 0.80 0.62 046 070 078 070 'Va ' 73/4 (197) 0.84 077 078 086 063 081 0.72, 053 078 086 073 ri/a 8 (203) 086 078 080 089 064 061 076 0.58 080 089 0.75.067 8-7/8 (2251 0.89 0.81 0.89 0.99 .0.65 0.63 0.89 0.65 .099. 0;99 0.78 OJI 9 1f2 (241) 092 0 83 095 1 00 066 063 098 072 098 1 00 081 073 10 (254) 0.94 0.85 1.00 0.67 0.64 1.00 0.78 1.00 0.83 0.75 101/8 (267) 097 1 087 0.68 065 084 0.85 077 12 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 0 18 1406) 1.00 078 073 - 1.00 095 18 (457) 081 0.76. _____ _____ 100 20 (508) p.78. 22 (559) 088 ______ - >24 (615) 0:92 0.84... :. .....___ 13-37-5 Table 13. Load adjustment factors for 3/4-In, diameter carbon steel KWIK Bolt TZ In cracked concrete1'2 3/4-In. KB-TZ CS cracked concrete Spacing factor in tension Edge distance factor in tension Spacing factor in shear" Edge nce in shear Conc. thickness factor In shear4 L toward edge (Itoéde RV Effective in. embed. h, (mm) 3-3/4 (95) 4-3/4 (121) 3-3/4 (95) 4-3/4 (121) 3-3/4 (95) 4-3/4 (121) 3-3/4 . (95) 4-3/4 (121) 34/4 (95) 4.3/4 (121) 34/4 (95) 43/4 (121) Nominal in. embed. h,1 (mm) 4-5/16 (110) 59/16 (141) 4-5/16 (110) 5-9/16 (141) 4-5/16 (110) 5-9/16 (141) 4-5/16 (110) 5-9/16 (141) 4-5/16 (110) 5-9/16 (141) . 4-57(6 (110) 5-9/16: (142) 064 n/a ri/a 'Va 056 ri/a fl /8 ri/a ri/a ri/a ri/a 41/6 (105) n/a 064 /a 069 ri/a 056 n/a 021 rVe042 ri/a ri/a 4-1/2 (114) rva 068 'Va 073 ri/a 056 n/a 0.24 ri/a 048 'Va n/a 4-3/4 (121) n/a 067 0.88 075 n/a 057 035 028 070 0;52 nJa ri/a 5 11271 072 068 091 077 0.59 057 038 028 076 056 n/a ri/a 5-12 040i 074 069 098 083 060 058 044 032 087 064 ri/a n/a 6 (152) 077 071 100 088 060 069 050 037 073 065 n/a E 7 1178j 0.81 0.75 1.00 099 062 060 063 0.46 1 00 0 92 0 70 ri/a fl/4 (197) 0.84 077 100 100 064 061 073 054 100 A100 074 rta - 8 (203) 086 V8 1.00 064 061 077 056 1 00 _______ 075 067 87/8 (225) 089 081 100 065 063 090 066 1.00 079 071 ) 91/2 (241) 092 083 100 087 064 099 073 100 081 074 10 (254) 0.94,0.85, 067 064 1.00 079 0.84 075 10-1/2 (261) 097 087 068 065 085 _____ 0.86 077 12 05l 100 092 071 067 100 0.92 083 14 (156) 099 074 070 0.99 089 16 (406) 100 * 078 073 1.00 095 0. CI) 18 (457) ______ ______ _____ 081 076 100 20 (508) 0.85 0.78 _IL_ 088 081 - >24 J61 0) 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 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 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 peimisasble edge distance, spacing and concrete thickness combinations. S Huh, Inc. (US) 1-800-879.8000 I www.us.hlltl.com I en espal(oi 1-e00-879-5000 1 Hiti (Canada) Corp. 1-800-383-4458 1 WWw.hfltl.ca I Anchor Fastening Technical Guide 2014 219 ON 3.3.5 KWIK Bolt TZ Expansion Anchor. Table 14- Hiltl KWIK Bolt TZ stainless steel design strength with concrete / pullout failure in uncrackod concrete1 Tension _cpN Shear 4V Nominal Effective Nominal anchor embed. embed. 1 2500 psi 1 3000 psi f' 4000 psi I - 6000 psi f' - 2500 psi 1 3000 psi J' = 4000 psi f' - 6000 psi diameter in. (mm) in. (mm) lb (M) lb (kN) lb (kN) lb (kN) lb (kN) lb (M.) lb (M) lb (kN) 2 2.5/16 1,710 1,875 2,160 2,650 2,375 2,605 3,006 3,680 3/8 () (7.6) (8.3) - . (9.6) (11.8) (10.6) (11.6) (13.4) (16.4) 2 2-3/8 1,865 2,045 2,360 2,890 2,375 2,605 3,005 3,660 (51) (8.3) (9.1) (10.5) (12.9) (10.6) (11.6) (13.4) (16.4) 1/2 31/4 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) 48.9) 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) 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 Tenslon-4iN . Shear__ ______ Nominal Effective Nominal . anchor embed. embed. I' - 2500 psi f' = 3000 psi f - 4000 psi 1 10 = 6000 psi I - 2500 psi f', = 3000 psi 1.- 4000 psi 1 6000 psi diameter In. (mm) in. (mm) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) 2 2-5/16 1,520 1,665 1,925 2,355 1,685 1,845 2,130 2,605 3/B (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) 1 (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 3,660 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) 1 (27.9) 1 (32.2) (39.4) (54.8) 1 (60.0) (69.3) (84.6) See section 3.1.7.3 to convert design strength value to ASO value. Unear Interpolation between embedment depths and concrete compressive strengths Is not permitted. Apply spacing, edge distance, and concrete thickness factors in tables 16 to 25 as necessary. Compare to the steel values in table 16. The lesser of the values is to be used for the design. 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, A0 = 0.60 Tabular values are for static loads only. For seismic loads, multiply cracked concrete tabular values by cx 0.75. See section 3.1.7.4 for additional information on seismic applications. S 220 Hilti, Inc. (Us) 1-800-879-6000 1 www.us.hlftl.com I an espafiol 1-800-879-5000 1 Hflti (Canada) Corp. 1-800.363-4458 1 www.hlltLaa I Anchor Fastening Technical Guide 2014 S EI KWIK Bolt TZ Expansion Anchor 3.3.5 Table 16 - Steel strength for Hilti KWIK Bolt TZ stainless steel anchor"5 Nominal anchor Tensile1 4)N Shear4 4)V,1 Seismic shear5 diameter lb (kN) lb (kN) lb (kN) 4,475 3,070 11835 3/8 (13.7) (8.2) 8,665 4,470 4,470 12 (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 Hllti KWIK Bolt 17 stainless steel anchors are to be considered ductile steel elements. 3 Tensile 4)N 4) A f as noted in AOl 318 Appendix D. 4 Shear values determined by static shear tests with 4)VM < (P0.60 A f as noted In ACI 318 Appendix D. 5 Seismic shear values determined by seismic shear tests with 4) <4)0.60 A_ ft f, as noted in Ad 318 Appendix D. See section 3.1.7.4 for additional Information on seismic appllcá(Tons. S Figure 3 Anchors not permitted in shaded area a Case 2 Case 1 Concrete Edge For a specific edge distance, the permitted spacing is calculated as follows: _______ I (s ,1 s,.,2)(a -Cmir )'c, at I c 2 at s,,,, edge distance c Table 17 - Stainless steel KWIK Bolt 12 Installation parameters' Setting Nominal anchor diameter d 3/8 1/2 58 - 3/4 Information Symbol Units Effective minimum h in. 2 2 3-1/4 3-1/8 4 3.3/4 43/4 embedment' " . (51) - (83) . (102) (95) (121) Mm. member thickness hrn In. ~ (14 4 6 6 8 56 8 6 8 102) (152) (152) . (203) (127),(1.52) (203) .(152) In. 2.1/2 2-7/8 2-1/8 3-1/4 2-3/8 4-1/4 4 Case 1 Cflfl1 (mm) (64) (73) (54) JL (60) (108) J9j. for In. 5 5-3/4 5-1/4 5-1/2 5-1/2 10 8-1/2 (mm) (127) (146) . (133) j49 (140).... (254) Jj in. 3.1/2 4-1/2 3-1/4 4-1/8 4-1/4 9-1/2 7 Case 2 (mm) (89) (114) (83) Jj.9 (1 08) . (241). for In. 2-1/4 2-7/8 2 2-3/4 23/8 5 J78) 4 S,rn%23~ JL (57) (73) .(51) JL (60) (127) 02) Unear interpolation Is permitted to establish an edge distance and spacing combination between Case 1 and Case 2. Unear interpolation for a specific edge distance c, where cmii <c <c,,,, will determine the permissible spacings. S I-till, inc. (US) 1-800-879-8000 I www.us.hiti.com I en espanol 1-800-879-5000 I Hull (Caned Corp. 1-800-363-4458 I www.hilU.ca I Anchor Fastening Technical Guide 2014 221 S ___________________________________________ • . . 3.3.5 KWIK Bolt TZ Expansion Anchor Table 18 - Load adjustment factors for 3/8-In, diameter stainless steel KWIK Bolt TZ in uncracked concrete1'2 Edge Edge distance In shear Conc. Spacing distance Spacing thickness factor factor In factor I toward factor in 3/8-in. KB-TZ SS in tension tension In shear3 edge Ito edge shear4 uncracked concrete fAl f. 1R4 . IHV Effective in. 2 2 2 2 2 2 embed. h,1 (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. h,0,,, (mm) (59) (59) (59) (59) (59) (59) 2-1/4 57) . 0.69 T . 0.59 rya ___ ___Nla _____ oo .0.49 On 2-1j2 J64) 0.71. 0.60 . n/a 3 (16). : 0.75 0.69 0.62 . 0.64 0.69 n/a 3-IL2 L89) .0.79 _080 0.64 . 0.81 • r'a 4 (102) 0.83 0.91 0.61 0.99 . 0.99 0.81 4-1/2 (114) 0.88 1,00 0.69 1.00 1.00 0.86 5 1127). 0.92 0.71 0.91 5-1/2 (1 40 0.96 0.73 0.95 i 6 (152) 1.00 0.75 1.00 0.79 8 (203) 0.83 9 (229) 0.87 .' 10 (254) 0.91 CL 11 (279) 0.95 Cl) 12 (305) Table 19. Load Adjustment Factors for 3/8-In. Diameter Stainless Steel KWIK Bolt TZ in Cracked Concretel'2 Edge Edge distance In shear Conc. Spacing distance Spacing thickness factor factor in factor .1. toward factor in 3/8-in. KB-TZ SS in tension tension in shear3 edge II to edge shear" cracked concrete f. f m f. fW f fW Effective in. 2 2 2 2 2 2 embed. h,,, (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. h,.,,,,, (mm) (59) (59) (59) .JL_ (59) (59) 2-1/4 (57) 0.69 rva . 0.59 n/a rà rVa 2-1,2 (64) 0.71 0.87 0.60 . 0.49 0.87 n/a 3JZL 0.75 1.00 0.62 0.65 . 1.00. ra 3-1/2 (89) 0.79 1.00 0.65 0.82 1.00 nja 4 t102j . 083 0.67 • 1.00 - 0.82 1 4-1/2 J1 14) 0.88 .0.69 . 0.87 5 (I 2D 0.92 0.71 g 5-1/2 (14Q 0.96 0.73 - 096 10 _6 (152) 1.00 0.75 1.00 117 _7 . 0.79 -9 8 (203) 0.83 9 (229) 0.87 10(254) 0.92 11(279) _________ __________ 0.96 " 12 (3051 1.00 I 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 1-lilti PROFIS Anchor Design software or perform ancior calculation using design equations from ACI 318 Appendix C. 3 Spacing factor reduction in shear, j, assumes an influence of a nearby edge. If no edge exists then 1AVf. 4 Concrete thickness reduction factor In shear, f,, assumes an Influence of a nearby edge. If no edge exists, then f - 10. 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 w)th table 17 and figure 3 of this section to calculate permiesable edge distance, spacing and concrete thickness combinations. 222 Hilti, Inc. (US) 1-800-879-8000 1 www.ua.hiltl.com I en español 1-800-879.5000 I I-Iilti (Canada) Corp. 1-800-363-4458 1 www.hlltl.ca I Anchor Fastening Technical GuIde 2014 MOW KWIK Bolt TZ Expansion Anchor 3.3.5 Table 20 . Load adjustment factors for 1/2-in, diameter stainless steel KWII( Bolt 12 in uncracked concrete12 1/2-in. KB-TZ SS uncracked concrete Spacing factor in tension Edge distance factor In tension f_____ Spacing factor In shear AS_____ Edge distance In shear Cone. thickne 1. ss factor in shear4 .1. toward edge f______ ii to edge f Effective in. ambed.h_mm)_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 (63) 2 _JiL•. 3-1/4 (83) Nominal in. embed. h (mm) 2-3/8 (60) 3-5/8 (82) 2-3/8 (60) 3-5/8 (92) 2-3/8 (60). 3-5/8 (92) 2-3/8 0) 3-5/8 (82) 2-3/8 (60) 3-5/6 (92) 2-3/8 (60) 3-5/8 (82) - 2 J1) n/a 060 n/a fl/a na 054 n/a n/a ra rn/a ::: n/a 21/8 (54) n/a 081 nJa 039 rn/a F 0,54.No 011 rn/a 022 nle_ n/a 27/8 (73) 074 OJMII 0.53.045 O.W. 055 053 017 053 0.35 _ rn/a . _JZL 075 065 055 0,46,063 055 . 055 019 055 037 y_ n/a 3-1/4 (83j 077 067 059 049 084 058 059 021 059 042 _ in/a 3-19 (59) 079 068 064 051 066 0.55 064 023 064 047 ra 4 002) 083 071 073 056 068 0.57 073 029 073 0.60, 084 n/a -bE 4.1/2 (114) 088 073 082 061 070 0.58 082 034 0.82 081 0.89 nLa .- 5 1127) 092 078 091 067 072 055':091 040 0.91 0.87 094 n/a 5.1/4 033i 094 077 095 070 073 060 095 043 0.95 070 096 rn/a 5-112 j140) 0.96 078 1.00 073 074 0.60.1.00 046 1.00 073 098 rn/a _J1.?L 1.00 0.81 0.80 0.76 0.61 0.53 0.80. 1.00 068 con 7 (178) 086 093 081 063 068 093 071 . -8 (203) - 091 1.00 085 064 0.81 1.00 076 - (229) 096 089 066 0.97 10 (254) 100 0.94 068 1.00 0.85 11 (279) 098 070 0.89 CL 12 (305) 100 072 0.93. (0 14 (356) 0.75 . 1.00 16 (406) 079 18 (457) 083 >20 (508) 0.86 Table 21 - Lead adjustment factors for 1/2-in, diameter stainless steel KWIK Bolt 12 In cracked concrete'. 112-in. KB-TZ SS cracked concrete Spacing factor in tension fm Edge distance factor In tension fAN . Spacing factor In shear1 Edge _distance in shear Conc. thickness factor in shear4 .1. toward edge re 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 (1)."(83.),:. 3-1/4 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 _ 2-3/8 (80) 3-5/8 (82) 2-3/8 (60) 3-5/8 (92) 2.3/8 (60) .. (92) 2-38 . (60) . 3-5/8 . (92). n/a 060 rn/a n/a tn/a 054 rn/a n/a nj rW n/a rn/a 2-1/8 n/a n/a 061 n/a 060 n/a 054 n/a 0_11 ri/a 0.22 n/a rn/a 27/8(73) 074 0.65,097 070 060 055 0.47.018 094 035 n/a rn/a a 3(76) 075 065 100 071 060 055 0.50 019 100 038 t n/a 3_1/4 (831 077 0.67,100 075 061 0.56 0.56 I 021 1.00.042 n/a n/a 3_1/2(89) 079 068 1__00 079 0.152 056 063 024 100 047 0- n/a A_ (1021 083 071 100 086 064 0.57 077 029 100 0.58 075 n/a -E 4jJjjj, 088 073 100 094 066 0.58 0.92 034 100 069 079 ri/a 092 076 1_00 067 0.59 1_00 040 0.81 084 rn/a 0.94. 0.77 0.68 0.60. ___ 0.43 0.87 ñ/a 040 098 078 0.86 5.112 069 060 047 0.93 088 n/a 6 1152)_ 100 081 071 092CD 061 0.53. 100 066 7 (178) 086 074 063 067 099 071 (203) 091 078 065 0.82 100 076 ______ 096 ______ ______ 081 066 ______ 0.98, ______ ______ _____ 0.81 ; _19 100 085 068 100 11 _(279) ______ ______ 088 070 090 a _iL____•jQ)._.___ 092 0.72. 0.94 (.0 14_(356) ____ ____ ____ 099 076 100 16(406) ______ 100 079 18(457) _______. • _______ ._______ . ..•. 0.83. >20 _i508) 0.86 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 Hilti PROFIS 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 f f. 4 Concrete thickness reduction factor in shear, f, assumes an influence of a nearby edge. If no edge exists, then J 1.0. S 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 vars. Check with table 17 and figure 3 of this section to calculate perrnissable edge distance spacing and concrete thicleiess combinations. Huh, Inc. (US) 1-800-8794000 ( www.us.hati.com I an espaitdl 1 -800-819-5000 i Huh (Canada) Corp. 1-800-363-4458 1 wwwjiiltLca I Anchor Fastening Technical Guide 2014 223 S S 3.3.5 KWIK Bolt TZ Expansion Anchor Table 22- Load adjustment factors for 5/8-in, diameter stainless steel KWIK Bolt TZ in uncracked concret&' 5/8-in. KB-TZ SS uncracked concrete Spacing factor In tension fAN Edge distance factor in tension 'RN Spacing factor in shear' lAy Edge distance in shear Conc thickness factor In shear4 ire .1. toward edge fp II to edge Ire •. Effective in. embed. h (mm) 3-1/8 (79) 4 (102). 3-1/8 (79) 4 J9L ..(79)(102L 3-1/8 4 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 JiL 3-9J16 (90) 4-7/16 (113) 3-9/16 JL 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) rife 060 _j 0.39 n/a 054 ri/a 0,11.n/a 021 nfa ri/a 065 061 n/a 041 055 054 ri/a 0.13 n/a 027 n/a n/a a3 _L 066 063 ri/a 043 056 055 n 015 n/a 030 n/a n/a 31/4 1831 067 064 051 045 056 055 024 9.117 OAV 0.04.ri/a n/a 3112 (89) 069 065 1 054 047 057 0.56 026 019 053 038 n/a n/a 4 (.02) 071 067 1 059 051 068 0.58 032 0.23 0.59 047 n/a ri/a .E 41/2 (114) 074 069 065 055 059 0.57 0.38. 028 065 055 n/a ri/a 5 11271 077 071 071 059 060 0.58 045 033 071 059 0.63, 5-1/2 (140) 079 073 079 063 061 0.59 052 038 079 063 066 ri/a 6 (15k 082 075 086 068 062 059 059 048 0.86 068 069 062 7 (178) 087 079 100 079 064 061 075 054 100 079 074 067 8 1203) 093 083 090 066 063 091 066 090 079 071 . 10 (2541 1.00 1 0.92 1.00 0.70 0.66 100 0.92 1.00 0.89 0.80 12 1.00 0.74 0.69 1.00 0.97 0.87 14(356) 0.77 0.72 1.00 0.94 16 (406) 0.81 0.75 i:oo 18 _(457) 0.85 0.78 0) 20(508) 089 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 TZ in cracked concrete13 5/8-in. KB-TZ SS cracked concrete Spacing factor in tension f Edge distance factor In tension I Spacing factor In s)rear3 iy Edge distanceinshear Conc. thickness factor In shear" I toward edge ire II to edge 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) 31/8 (79) 4 (102) 3-1/8 (79) 4 (102) Nominal in. embed. h m (mm) 3-9/16 (90) 4-7/16 (113) 3-9/16 (90) 4-7/18 3-9/16 (90) 4-7/16 (113) 1 J)_ 3-9/16 4-7/16 (113) 3-9/16 (90) 4-7/16 (113) 3-9/16 (90) 4-7/16 (113) 2_3/8(60L n/a 060 n/a 0_57 ri/a 0_54 J n1a_ 011 ri/a 022 ri/a ri/a 2-314 n/a 081 n/a 061 ri/a 054 n/a 013 ri/a 0.27 ri/a n/a 3 (!L 066 063 ri/a 064 056 0.55 na 015 _j 031 n/a ri/a 31/4(83) 067 064 077 066 056 0.55 024 017 048 035 ri/a n/a 3_1/2(89) 069 085 081 069 057 056 0.27 0.19. 053 039 n/a n/a 411021 071 067 089 075 058 056 0.33,024 065 047 n/a ri/a - E 4-1/2 (114) 074 069 097 081 059 0.57 039 028 078 058 n/a n/a .g. _(127) 077 071 1_00 087 060 O.M.045 1 033 091 1 086 063 1 ri/a 5-1/2 (140) 079 073 093 061 059 052 038 1__00 076 066 1 ri/a ca 6(152) 082 075 100 082 060 060 043 0.87 069 062 TI _L......J1ZL 087 079 - _____ 064 061 075 055 100 0..74 067 8p03) 093 083 066 063 092 Q. 079 071 104L 100 092 070 066 100 093 089 080 12 (305) 100 _____ _____ 074 069 100 097 087 14(356) _____ 0.78 032 1.00 0.94 16 (406) 082 075 100 CL 18 (45Z) 085 079 ('3 20(508) . . -- 0.89 0.82 0.93 0.85 >24(610) 0.97 0.88 1 Linear interpolation not permitted. 2 When combining multiple load adjustment factors (e.g. for a 4 anchor pattern in a corner with thin concrete member) the design can become very conservative. To optimize the design, use 1-11111 PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318 Appendix D. 3 Spacing factor reduction in shear. IM(' 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 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 17 and figure 3 of this section to calculate permissabie edge distance, spacing and concrete thickness combinations. S S 224 HIM, Inc. (US) 1.800-879-8000 1 www.us.hiitl.com I on espofiol 1.800-879-5000 1 hilti (Canada) Corp. 1.800-363.4456 1 www.hiltl.cl 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 KINK Bolt TZ in uncracked concrete'2 3/4-in. KB-TZ çS uncracked concrete Spacing factor In tension Edge distance factor in tension Spacing factor In shears 1AV Edge distance In shear Conc. thickness factor In shear' .L toward edge f II to edge Effective in. embed. h•, (mm) 3-1/8 (79) 4 JiL 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 m (mm) 4-5/16 (110) 5-9/16 (141) 4.5/16 (110) 5-9/16 (141) 4-5/18 (11 0) 5-9/16 (141) 4-5/16 (110) 1 5-9/16 (141) 4-5/16 (110) 5-9/16 (141) 4-5/16 (110) 5-9/16 (142) 4 (10,j 064 n/a 054 n/a 056 n/a 0.20 n/a 040 IVa n/a 4-1/4 (108) n/a 065 046 056 n/a 0.56.,0.29 0.22 045 043 n 4-1/2 (114) n/a 066 048 057 n/a 056 032 024 048 047 _ 5 (127) 072 068 0.51 061 0.59 0.57 038 0.28 051 035 n/a n/a 5-1j2 (140) 074 069 0.55 085 060 058 043 o-327 7775.53 Oi rye ca ,,,j (152) 077 071 060 069 060 058 049 060 069 065 7 (178) 0.81 075 070 078 062, 060 062 046 070 078 070 rVa - (205) 0.88 078 080 089 084 081 078 056 080 089 075 067 9 (229) 0.90 082 0.00.1.00 066 063 091 067 091 1 00 079 071 9112 t241) 092 083 095 066 063 098 072 098 081 073 10 (254) 0.94 0.85 1.00 0.67..0.&4 1.00 0.78 1.00 0.83 0.75 ' . 12 (305) 1.00 0.92 0.71 0.67 1.00 0.91 0.82 zo 14 (356) 0.99 0.74 0.70 ______ 0.99 0.89 16 (406) 1.00 0.78 .0.73 ______ 1(0 0.95 18 (457) _______ _______ _______ _______ 0.81 0.75 too CL 20 (508) ______ _______ ______ ______ 0.85 0.78 (0 22 (559) 088 081 - >24 (610) 1 0.92 0.84 El o Table 25 - Load adjustment factors for 3/4-in. diameter stainless steel KWIK Bolt TZ in cracked concrete'-' 3/4-In. KB-TZ SS Spacing factor in tension Edge distance factor In tension cracked concrete Spacing factor In aheá Edge distance in shear Conc. thickness factor in shear' .L toward edge II to edge Effective In. embed. h, (mm) 3-3/4 4-3/4 (121) 3-3/4 (95) 4.3/4 (121) 3-3/4 (9 4-3/4 (121) 3-3/4 (95) 4-3/4 (121) 3-3/4 (95) 4-3/4 (121) 3-3/4 _JL 4-3/4 (121) Nominal in. embed. h,,, (mm) 4-5/16 (110) 5-9/16 (141) 4-5/16 (110) 5-9/16 (141) 4-5/16 (110) 5-9116 (141) 4-5/16 (110) 5-9/16 (141) 4-5/16 (110) 5-9/16 4-5/18 (110) 5-9/16 (142) - 4 (102) n/a 064 n/a 068 n/a 058 nJa 020 n/a CÁO n/a n1i_ 41/4 (108) n/a 085 0.81L 070 n/a .0.5V 0.21. 022 042 0.44 n/a 41(2 11141 ,j 088 0.85 073 _flj_ 066 023 024 046 048 n/a _ .!L 072 091 077 057 0.57 027 0.28 054 056 n/a _, n/a 5112 (140) 074 069 0.98 083 058 058 031 032 062 O&4 ra n/a - (152) 077 071 100 088 058 0.59 035 _Q7 071 073 058 7 (178) - 0.81 075 1000.99 060 060 044 0.46 089 092 062 (203) 088 078 1.00, 056CO . 1.00 081 061 054 1 00 1 00 087 067 15 9- (229) 090 082 1.009 0.62 063 0.65, 0.67 1.00 071 072 '5 91/2 (241) 092 083 100 063 064 070 073 100 ______ LL 073 074 10 (254) 0.94 0.85 0.64 0.64 0.76 0.79 0.74 0.75 12 (305) 1.00.092 067 067 100 100 082 083 14 (356)! 099 069 070 ______ 088 089 16 (405) 1.00 0.72 0.73 . _______ 0.94 0.95 • !L . 0.75 0.76 1.00 1.00 20 (508) 078. 0.78 22 (559) 0,81 0.81 - >24 610) 083 084 1 Linear interpolation not permitted. 2 When combining multiple load adjustment factors (e.g. for a 4 anchor pattern in a caner 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 AC) 318 Appendix D. 3 Spacing factor reduction in shear, JAY' 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. 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 pennlssable edge distance, spacing and concrete thickness combinations. 111111, inc. (US) 1-800-879-8000 1 www.ue.hiiti.com i an espaltei 1-800-879-5000 i HUti (Canada) Corp. 1-800-583-4458 1 wwwAird.ca I Anchor Fastening Technical Guide 2014 026 S 3.3.5 KWIK Bolt TZ Expansion Anchor S Minimum 20 gauge steel deck 4.1/21 S 't' Min. 4-1/2' .1 I I I Lower Lflute Max. 1 offset typical (ridge) Figure 4 - Installation of KWIK Bolt TZ In the soffit of concrete over metal deck floor and roof assemblies - W Deck Minimum 5/8" typical 77 7- Mm. 3,000 psi sand-lightweight or normal-weight concrete Upper \nirnum flute __ gauge Mn. I steel deck Max 3-1F2 1-3/4 Lower flute Min. 2-1/2" Mm. 3/4 -I Mm. 6" typical (ridge) Figure 5- Installation of KWIK Bolt TZ In the soft It of concrete over metal deck floor and roof assemblies- B Deck S 226 Hilti. Inc. (US) 1-800-879-8000 1 wwwu.hHU.com I en español 1-600-879-5000 I HIM (Canada) Corp. 1-800-363-4458 I www.hiltLca I Anchor Fastening Technical Guide 2014 KWIK Bolt TZ Expansion Anchor 3.3.5 S Table 26 - Hilti KWIK Bolt 12 carbon steel design strength in the soffit of uncracked lightweight concrete over metal deck1''° Loads according to Figure 4 Loads according to Figure 5 Tension 4N Shear •V Tension Shear Nominal Effective Nominal anchor embed, embed. 1 3000 P8 f' = 4000 psi f' 3000 psI f',, 4000 psi I',, 300 pal f 4000 psI I = 3000 Psi f' - 4000 pal diameter in. (mm) in. (mm) lb (kN) lb (kN) lb (1(N) lb (N) lb (1(N) lb (1(N) lb (kf lb (kN) 3/8 2 2-5/16 1,340 1,545 1,385 1,385 1,200 1,385 1,850 1,850 (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 1/2 (51) (6.0) (6.9) (87) (8.7) (5.4) (6.2) (7.5) (7.5) 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 /8 (79) (90) (8.2) (9.4) (13.3) (13.3) (11.7) (13.6) (13.6) (13.6) 4-7/16 4,260 4,920 3,925 3,925 - (102) (113) (18.9) (21.9) (17.5) (17.5) n/a n/a r%/a n/a EE • Table 27- Hilt! KWIK Bolt TZ carbon steel design strength In the soffit of cracked lightweight concrete over metal deck1''°°" Loads according to Figure 4 Loads according to Figure 11 s Tension - N,, She - OVn TensIon - $N ShT -qv. Nominal Effective Nominal f' = 3000 psi f' 4000 pal f' - 3000 psi f' 4000 psi I 3000 psi f' 4000 psi f, - 3000 psI 1 k. 4000 psi anchor embed. embed. diameter in. (mm) in. (mm) lb (kN) lb (1cN) lb (1(N) lb (kN) lb (1(N) lb (kN) lb (1(N) lb (1(N) 2 2-5/16 950 1,095 1,3858 1,3858 1,080 1,245 1,8508 1,8508 3/8 (51) (4.2) (4.9) (6.2) (6.2) (4.8) (5.5) (82) (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) (82) (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 2,990° 2,9908 1,875 2,165 3,0604 3,0608 (79) (90) (5.8) (6.7) (13.3) (13.3) (8.3) (9.6) (13.6) (13.6) 5/8 4 4-7/16 3,020 3,485 3,9256 3,9258 (102) (113) (13.4) (15.5) (17.5) n/a (17.5) n/a n/a n/a See section 3.1.7.3 to convert design strength value to P80 value. Linear interpolation between embedment depths and concrete compressive strengths is not permitted. Tabular value Is for one anchor per flute. Minimum spacing along the length of the flute is 3 x h,1 (effective embedment). Tabular values are lightweight concrete and no additional reduction factor is needed. No additional reduction factors for spacing or edge distance need to be applied. Comparison to steel values In table 4 is not required. Values In tables 26 and 27 control. Tabular values are for static loads only. For seismic loads, multiply cracked concrete tabular values by e,,, 0.75. See section 3.1.7.4 for additional information on seismic applications. 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 - 0.83 5/8-Inch diameter - -0.94 11181, Inc. (US) 1-800-879-8000 1 www.us.hllti.com I en españoi 1-800-879-5000 I 11181 (Canada) Corp. 1-80O368-4458 1 WWW.tiiItica I Anchor Fastening Technical Guide 2014 227 S Table 28- HiltI KWIK Bolt TZ carbon steel design strength In the top of uncracked concrete avr metal dck12'3'4 Tension - q,N,, Shear - 4V Nominal Effective Nominal anchor embed. embed. f' 3000 psi I' -4000 psi I' 3000 psi f -4000 psi diameter In. (mm) In. (mm) lb N) lb (kN) lb (kN) lb (kN) 2 2-5/16 1,790 2,070 2,605 3,005 3/B (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 - Hilti KWIK Bolt TZ carbon steel design strength In the top of cracked concrete nvr metal dAk"2' Tension - ON Shear - 4V Nominal Effective Nominal anchor embed. embed. f 3000 psi f, 4000 psi f' = 3000 psi "a - 4000 psi diameter In. (mm) in. (mm) lb (kN) lb (kN) lb (kN) - lb (N) 2 2-5/16 1,615 1,865 1,845 2.130 3/8 51) 59 (7.2) (8.3) (82) 2 2-3/8 1,710 1,975 1,845 2,130 1/2 (51) 1 (60) 1 (7.6) (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 Aa 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 u 0.75. See section 3.1.7.4 for additional information on seismic applications. S 228 Hllli. Inc. (US) 1-800-879-8000 1 www.us.hlltl.com I an espaifol 1-800-879-5000 1 Hitti (Canada) Corp. 1.800-363-4458 I www.hlltLoa I Mchor Fastening TechnIcal Guide 2014 S KWIK Bolt TZ Expansion Anchor 3.3.5 Table 30- Load adjustment factors for carbon steel KWIK Bolt 1Z In the top of uncracked concrete over metal dRekia 3/8-In, and 1/2-In. KB-TZ CS uncracked concrete over metal deck Spacing factor in tension Edge distance factor in tension f AN Spacing factor In shear° fAV ______ Edge distance in shear Conc. thickness factor In shear' I toward edge - If to edge Anchor in. dlam star d1 ON 3/8 (9.5) i J?L 3/8 (9. 1/2 (12.7) 3/3 (9.5) 112 (12.7) 3/8 (9.5) 1/2 (12.7) /8 (95) 1,2 7) 3/8 (95) 1/2 (127) Effective in. embed. h, (mm) 2 (51) 2 (51) 2 (51) 2 (51) 2 (51) 2 (51) 2 (51) 2 (51) 2 (51) 2 (51) 2 (51) 2 (51) Nominal In. embed. h (mm) 2-5/16 (59) 2-3/8 (60) 2-5/16 (59) 2-3/8 (60) 2-5/16 (59) 2-3/8 (60) 2-5/16 (59) 2-3/6 (60) 2-5/16 (59) 2-3/8 (60) 2-5/16 (59) 2-3/8 (60) 3 (75) n/a n/a 0.33 nj% n/a nA 0.64 nfa 10.64 1 n/a n/a I n/a 3-1/4 (83) n/a n/a 0.36 n/a n/a n/a 0.72 rlLa .0.72 0.73 0.75 3-1(1 (89) fa n/a 039 rVa nJa n/a 0.81 . n/a n/a . 0.76 0.78 4 (102) 0.83 nj's 0.44 n/a 0.67 n/a 0.99 n/a 0.99 We 0.81 0.84 4.1/2 (114) 0.88 n/a 0.50050 0.69 fl/a tOO 1.00 1.00 1.00. 5. (127) 0.92 f ri/a ...L 0.58 0.71 n/a 7 5-1j2 (140) 0.96 We 0.61 0.61 0.73 n/a 6 (152) .7 1.00 n/a 0.67 0.67 0.75 rLJa ' . 8-1/2 (165) 1.00. 0.72 0.72 . 0.77 0.78 - (178) 0.78 0.78 0.79 0.81 ( 0.89 0.89 0.83 0.85 (229) 1.00 1.00 0.87 0.89 10 (254) 0.91 0.94 11 12791 . 0.95 0.98 1.00 1.00 Table 31 - Load adjustment factors for carbon steel KWIK Bolt TZ In the top of cracked concrete over metal deck1'2 3/8-In, and 1/2-in. KB-TZ CS cracked concrete over metal deck Spacing factor in tension Edge distance factor in tension f Spacing factor In shear5 lAy Edge distance in shear, I Conc. thickness factor in shear' -L toward edge II to edge lie______ Anchor In. diameter d. (mm) 3/6 (95) 1/2 (12.7) 3/8 (9.5) 1/2 (12.7) 3/8 . (95) 1/2 (12.7) 3/8 (9.5) 1/2 (12.7) /8 (9.5) 12 (12.7) 3,8 (9.5) 1/2 (12.7) Effective In. embed. h, (mm) 2 . (51) 2 (51) 2 (51) 2 (51) 2 (51) . 2 (51) 2 (51) 2 (51) 2 (51) 2 (51) 2 (51) 2 (51) Nominal In. embed. h (mm) 2-5/16 (59) 2-3/8 (60) 2-5/16 (59J . 2-3/8 (60) 2-5/16 (59) 2.3/8 (60) 2-5/16 (59) 2-3/8 . (60) 2-5/16 (59) 2-3/8 j_ 2-5/16 (59) 2-3/6 (60) 3 (76) n/a n/a 1.00 n/a n/a ry'a 0.65 n/a 1.00 We n/a n/a 3.1/4 (83) n/a n/a n1a n/a rye 0.73 n/a 0.74 3.1(1 (89) n/a n/a n/a rye n/a. 0.82 n/a . n/a ..: 0.76 0.79 -. J9L 0.83 n/a ______ n/a 0.67 n/a 1.00 ri/a ri/a 0.82 0.84 4-1/2 (114) 0.88 n/a 1.00 069..rVa 100 1.00 :.• a' 5 (127) 0.92 ri/a . 0.71 n • 7 5-1/2 (140) 0.96 rile 0.73 n/a g 8 (152) 1.00 ri/a 0.75 ri/a Z 6-112 (165) - 1.00 0.77 0.79 . _7 _(178) _.979 .. 0.81 ____ 0.83 0.85 _9 p29) . 0.87 0.90 1012541 0.92 _. 0.94 . ______ f7777+-- _______ 0.96 11 0.98 ______ 12 J305) 1.00 1.00 1 Linear interpolation not permitted. 2 When combining multiple load adjustment factors (e.g. for a 4 anchor pattern In a corner with thin Concrete member) the design can become very conservative. To optimize the design, use Hilti PROMS Anchor Design software or perform anchor calculation using design equations from ACI 818 Appendix D. 3 Spacing factor reduction in shear, JAY' 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 - 1.0. - 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 3.3.5 1 S Hilti, Inc. fJSi 1-800-879-8000 1 www.ue.hlItl.com I en espanol 1-800-879-5000 1 Huh (Carrad$ Corp. 1-800-353-4458 1 www,trilttca I Mthcr Fastening Technical Guide 2014 229 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.usjiiltl.com (US) and wwwMllti.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 Hilti Technical Services for applications and conditions not addressed in the IFU. 3.3.5.5 Ordering information' Description Length Threaded length Box quaMity KB-TZ 3/8x3 KB-TZ SS304 3/8x3 KB-TZ SS316 3/8x3 3 7/8 50 KB TZ 3/8x3-3/4 KB TZ S8304 3/8x3 3/4 KB 12 SS316 3/8x3-3/4 3-3/4 1 5/8 50 KB-TZ 3/84 KB-TZ SS304 3/8x5 5 2-7/8 50 KB TZ 1/24-3/4 KB 12 SS304 1/2x3-3/4 KB 17 SS316 1/2x3-3/4 3-3/4 1-5/8. 20 KB-TZ 1/2x4-1/2 KB-TZ S8304 1/2x4.1/2 KB-TZ SS316 1/2x4-1/2 4-12 2-3/8 20 KB 12 1/2x5-1/2 KB 12 S5304 1/2x5-1/2 KB 12 SS316 1/2X571/2 51/2 33/8 20 KB-TZ 1/2x7 KB-TZ SS304 1/2x7 7 4-7/8 20 KB TZ 5/803/4 KB TZ SS304 5/8x4-3/4 K13-TZ SS316 5/15M-3/4 4m3/4. 1-1/2 15 KB-TZ 5/84 KB-TZ 8S304 5/8x6 KS-TZ SS316 5/8x6 6 2.3/4 15 KB-TZ 5/8x8-1/2 KB-TZ SS304 5/8x8-1/2 6.1/2 5-1)4 . 15 KB-TZ 5/8x10 KB-TZ SS304 5/8x10 10 6.3/4 15 KB-TZ 3/46.1/2 KB-TZ SS304 3/4x5-1/2 KB-TZ S5316 3/4x5-1f2 51/2 1-1f2 : 10 KB-TZ 3/4x8 KB-TZ SS304 3/48 B 4 10 KB-TZ 3/410 KB-1Z SS304 3/410 KB-TZ SS316 3/410 10 6 .. . 10. All dimensions in inches TnhIs %2 - KWIK Bolt TZ lanoth Identification system Length ID marking on A B C D E F C H I J K I M N 0 P 0 R S I U V W bolt head Length From 1 /2 2344 L i .15 of anchor, Up to , 'butnot 221,3 31/441/5 51/6 61/7 7y881/9 9'/101112 13141518 jlncluding Figure 7 - Bolt head with length identification mark and KWIK Bolt TZ head notch embossment 230 HUll, Inc. (US) 1-800-87 9-8000 1 www.ua.hUtl.com I on espafiol 1-800-879-5000 1 HUll (Canada) Corp. 1-800-383-4458 1 www.hlltica I Anchor Fastening Technical GuIde 2014 S (E)POTTER The Symbol of Protection OSYSU Series Outside Screw and Yoke Vqlv Supervisory Switch Features NEMA 4X* (IP 65) and 6P (IP 67) *Enclosure is 4X For additional corrosion protection of mounting hardware, use model OSYSU-2 CR1-I -40° to 140° (-40°C to 60°C) operating temperature range Visual switch indicators Two conduit entrances Adjustable length trip rod Accomodates up to I2AWG wire Three position switch detects tampering and valve closure Knurled mounting bracket prevents slipping Fine adjustment feature for fast, easy installation RoHS compliant One or two SPDT contact models (-1,-2) I Before any work is done on the fire sprinkler or fire alarm system, the building owner or their authorized representative shall be notified. Before opening any closed valve, ensure that opening the valve will not I SIGNALING I I C®US :- <> ( E cause any damage from water flow due to open or missing sprinklers, I LISTED ' APPROVED piping, etc. I S Important: This document contains important information on the installation and operation of OS&Y valve supervisory switches. Please read all instructions carefully before beginning installation. A copy of this document is required by NFPA 72 to be maintained on site. Description The OSYSU is used to monitor the open position of an OS&Y (outside screw and yoke) type gate valve. This device is available in two models; the OSYSU-1, containing one set of SPDT (Form C) contacts and the OSYSU-2, containing two sets of SPDT (Form C) contacts. These switches mount conveniently to most OS&Y valves ranging in size from 2" to 12" (50mm to 300mm). They will mount on some valves as small as Y2" (12,5mm). The cover is held in place by two tamper resistant screws that require a special tool to remove. The tool is furnished with each device. Testing The operation of the OSYSU and its associated protective monitoring system shall be inspected, tested, and maintained in accordance with all applicable local and national codes and standards and/or the Authority Having Jurisdiction (manufacturer recommends quarterly or more frequently). A minimum test shall consist of turning the valve wheel towards the closed position. The OSYSU shall operate within the first two revolutions of the wheel. Fully close the valve and ensure that the OSYSU does norestore. Fully open the valve and ensure that the OSYSU restores to normal only when the valve is fully opened. A CAUTION Close the valve fully to determine that the stem threads do not activate the switch. The switch being activated by the stem threads could result in afalse valve open indication. Technical Specifications Dimensions See Fig 8 Weight 1.6 lbs (0,73 kg) Cover Die Cast Finish Red Powder Coat Enclosure Base: Die Cast Finish: Black Powder Coat All parts have corrosion resistant finishes Tamper Resistant Screws Cover Tamper Optional Cover Tamper Switch Available OSYSU-l: One Set of SPDT (Fonn C) OSYSU-2: Two Sets of SPDT (Form C) Contact 10.0 Amps at 125/250 VAC Ratings 2.0 Amps at 30VDC Resistive lOmAmps minimum at 24 VDC -40° F to 140°F (-40°C to 60°C) Environmental NEMA 4X (IP 65) and NEMA 6P (IP 67) Enclosure Limitations (Use suitably rated conduit and connector) Indoor or Outdoor Use (See OSYSU-EX Bulletin 5400705 for Hazardous locations) Conduit Two Knockouts for 1/2" conduit provided Entrances (See Notice on Page 6 and Fig. 9 on Page 5) Service Use NFPA 13,13D, 13R, 72 Specifications subject to change without notice 5 Potter Electric Signal Company, LLC • St. Louis, MO Tech Support: 866-956-0988 / Customer Service: 866572:3005 www.pottersignal.com 5401525-REVE - 8/15 PAGE 10F6 OSYSU Series (E)POTTER Outside Screw and Yoke Vqlv The Symbol of Protection Supervisory Swztc Theory of Operation The OSYSU is a 3 position switch. The center position is the normal installation position. Normal is when the switch is installed on the OS&Y valve, the valve is fully open and the trip rod of the OSYSU is in the groove of the valve stem. Closing the valve causes the trip rod to ride up out of the groove and activates the switches. Removing the OSYSU from the valve causes the spring to pull the trip rod in the other direction and activates the switches. Visual Switch Status Indication There are 3 visual indicators to determine the status of the switches. Fig 1; the actuator button of the micro switches are on the raised section of the switch actuator. Fig 2; the trip rod is perpendicular to the base and lined up with the alignment mark on the mounting bracket. Fig 3; the white visual indicator is visible through the window on the back of the switch actuator. A final test is to meter the contacts marked COM and N.O. to ensure they are an open circuit when the valve is open and that they close and have continuity within 2 revolutions of turning the valve handwheel towards the closed position and the contacts remain closed as the valve is completely closed and until the valve is completely opened when the trip rod drops back into the groove in the valve stem. Potter Electric Signal Company, LLC St. Louis, MO Tech Support: 866-956-0988 / Customer Service: 866-572-3005 www.pottersignal.con 5401525- REV E • 8/15 PAGE 2OF6 OSYSU Series () POTTER Outside Screw and Yoke Vqlvç The Symbol of Protection Supervisory Swztctz Small Valve Installation - 1/2" Through 2 1/2" Sizes Fig 6 U JLI111Ii Slotted mounting holes and micro-adjustment feature may be used for fine adjustment of switch assembly to mounting bracket. Re-tighten screws to 20 in-lbs minimum. Small Valve Installation make it easier to installthe OSYSU so that it does not restore as it rolls over by the threads of the valve stem. !VOTE: If the valve stem is pre-grooved at 1/8" minimum depth; proceed to step 7. 1. Remove and discard "E" ring and roller from the trip rod. 2. With the valve in the FULL OPEN position, locate the OSYSU across the valve yoke as far as possible from the valve gland so that the spring loaded trip rod of the OSYSU is pulled against the non threaded portion of the valve stem. Position the OSYSU with the bracket near the handwheel as shown in Fig. 6 if possible to avoid creating a pinch point between the wheel and the OSYSU. Loosen the locking screw that holds the trip rod in place and adjust the rod length (see Fig. 5). When adjusted properly, the rod should extend past the valve screw, but not so far that it contacts the clamp bar. Tighten the locking screw to 5 in-lbs minimum to hold the trip rod in place and properly seal the enclosure. NOTE: If trip rod length is excessive, loosen the locking screw and remove the trip rod from the trip lever. Using pliers, break off the one (1) inch long notched section (see Fig. 10). Reinstall trip rod and repeat Step 3 procedure. Mount the OSYSU loosely with the carnage bolts and clamp bar supplied. On valves with limited clearance use J-hooks supplied instead of the carriage bolts and clamp bar to mount the OSYSU. Mark the valve stem at the center of the trip rod. Remove the OSYSU. Utilizing a 3/16" or 1/4" diameter straight file, file a 1/8" minimum depth groove centered on the mark on the valve stem. Deburr and smooth the edges of the groove to prevent damage to the valve packing and to allow the trip rod to move easily in and out of the groove as the valve is operated. NOTE: A groove depth of up to approximately 3/16" can Mount the OSYSU on the valve yoke with the spring loaded trip rod of the OSYSU pulled against the valve stem and centered in the groove of the stem. If possible, position the OSYSU with the flat side of the bracket toward the hand wheel, as shown in Fig. 6, to help avoid creating a pinch point between the wheel and OSYSU. When in this preferred mounting position, it is usually best to use the white indicator visible through the window, as illustrated in Fig. 3, to aid in initially locating the OSYSU in the correct position on the yoke. If the unit must be installed inverted with the white indicator no longer easily visible, use the visual indicators of the actuator buttons on the micro-switches, as illustrated in Fig. 1, or the trip rod alignment mark on the bracket, as illustrated in Fig. 2 , to aid in initially locating the OSYSU. & Final adjustment can be made by slightly loosening the two screws on the bracket and using the fine adjustment feature (see Fig. 5). The adjustment is correct when the plungers on the switches are depressed by the actuator and there is no continuity between the COM and NO terminals on the switches. Tighten the adjustment screws and all mounting hardware securely (20 in-lbs minimum). Check to insure that the rod moves out of the groove easily and that the switches activate within two turns when the valve is operated from the FULL OPEN towards the CLOSED position. Reinstall the cover and tighten the cover screws to 15 in-lbs minimum to properly seal the enclosure. A CAUTION Close the valve fully to determine that the stem threads do not activate the switch. The switch being activated by the stem threads could result in afuise valve open indication. Potter Electric Signal Company, LLC • St. Louis, MO • Tech Support: 866-956-0988 / Customer Service: 866-572-3005 • www.pottersignal.com 5401525- REV E • 8/15 PAGE 3OF6 OSYSU Series () POTTER Outside Screw and Yoke Vqlv The Symbol of Protection Supervisory Swztc Fig 7 Large Valve Installation -3" Through 12" Sizes 011 d Slotted mounting holes and micro- adjustment feature may be used for fine adjustment of switch assembly to mounting bracket. Re-tighten screws to 20 in-lbs minimum. Large Valve Installation NOTE: If the valve stem is pre-grooved at 1/8" minimum depth; proceed to step 6. With the valve in the FULL OPEN position, locate the OSYSU across the valve yoke as far from the valve gland as possible so that the spring loaded trip rod of the OSYSU is pulled against the non threaded portion of the valve stem. Position the OSYSU with the bracket near the handwheel as shown in Fig. 7 if possible to avoid creating a pinch point between the wheel and the OSYSU. Mount the OSYSU loosely with the carriage bolts and clamp bar supplied. Loosen the locking screw that holds the trip rod in place and adjust the rod length (see Fig. 5). When adjusted properly, the rod should extend past the valve screw, but not so far that it contacts the clamp bar. Tighten the locking screw to 5 in-lbs minimum to hold the trip rod in place and properly seal the enclosure. NOTE. If trip rod length is excessive, loosen the locking screw and remove the trip rod from the trip lever. Using pliers, break off the one (1) inch long notched section (see Fig. 10). Reinstall trip rod and repeat Step 3 procedure. Mark the valve stem at the center of the trip rod. Remove the OSYSU. Utilizing a 3/8" or '/2" diameter straight file, file a 1/8" minimum depth groove centered on the mark on the valve stem. Deburr and smooth the edges of the groove to prevent damage to the valve packing and to allow the trip rod to move easily in and out of the groove as the valve is operated. NOTE: A groove depth of up to approximately 3/16" can make it easier to install the OSYSU so that it does not restore as it rolls over by the threads of the valve stem. Mount the OSYSU on the valve yoke with the spring loaded trip rod of the OSYSU pulled against the valve stem and centered in the groove of the stem. If possible, position the OSYSU with the flat side of the bracket toward the hand wheel, as shown in Fig. 7, to help avoid creating a pinch point between the wheel and OSYSU. When in this preferred mounting position, it is usually best to use the white indicator visible through the window, as illustrated in Fig. 3, to aid in initially locating the OSYSU in the correct position on the yoke. If the unit must be installed inverted with the white indicator no longer easily visible, use the visual indicators of the actuator buttons on the micro-switches, as illustrated in Fig. 1, or the trip rod alignment mark on the bracket, as illustrated in Fig. 2 , to aid in initially locating the OSYSU. Final adjustment can be made by slightly loosening the two screws on the bracket and using the fine adjustment feature (see Fig. 5). The adjustment is correct when the plungers on the switches are depressed by the actuator and there is no continuity between the COM and NO terminals on the switches. Tighten the adjustment screws and mounting hardware securely (minimum 20 in-Ibs). Check to insure that the rod moves out of the groove easily and that the switches activate within two turns when the valve is operated from the FULL OPEN towards the CLOSED position. Reinstall the cover and tighten the cover screws to 15 in-lbs minimum to properly seal the enclosure. A CAUTION Close the valve fully to determine that the stem threads do not activate the switch. The switch being activated by the stem threads could result in afalse valve open indication. Potter Electric Signal Company, LLC - St. Louis, MO • Tech Support: 866-956-0988 /Customer Service: 866-572-3005 www.pottersignal.com -. ..... ....... ............ ...................... ......... ............................................ . .... ... .... 4--...44..-..-....-.-..-.+..--4.4 - ......- ....- .................. .................... ..........- ....................-rn--- . - - 5401525- REV E • 8/15 PAGE40F6 [1.1.442) EM Knockout Removal Fig 9 To remove knockouts: Place screwdriver at inside edge of knockouts, not in the center. NOTE: Do not drill into the base as this creates metal shavings which can create electrical hazards and damage the device. Drilling voids the warranty. EO Rod retracted and 1.17 breakaway section removed [20.72 ) ved 101 (93.26 Rod fully extended (2)o.886 Knockouts For I Electrical Condo Connections Ground 114"-20 Hardw Clamp Ba 3.05 (72.47) 2.25 C57.13 1 Cover Tamper Switch OSYSU Series () POTTER Outside Screw and Yoke Vqlvç The Symbol of Protection Supervisory Swztciz Dimensions Fig 8 Potter Electric Signal Cornpan)LLC St. Louis, MO • Tech Support: 866-956-0988/ Customer Service: 866-572-3005 • www.pottersignal.com 5401525-REVE • 8/15 PAGE SOF6 OSYSU Series nP POTTER Outside Screw an Yoke Vqlvç The Symbol of Protection Supervisory Switch Breaking Excessive Rod Length Fig 10 Switch Terminal Connections Clamping Plate Terminal Fig 11 11* I :.AWARNING:' An uninsulated section of a single conductor should not be looped around the terminal and serve as two separate connections. The wire must be severed, thereby providing supervision of the connection in the event that the wire become dislodged from under the terminal. Failure to sever the wire may render the device inoperable risking severe property damage and loss of life. Do not strip wire beyond 3/8 of length or expose an uninsulated conductor beyond the edge of the terminal block. When using stranded wire, capture all strands under the clamping plate. All conduit and connectors selected for the installation of this product shall be suitable for the environment for which it is to be used and shall be installed to the manufacturer's installation instructions. For NEW 4, 4X, 6, 6P installations, the cover screws are recommended to be tightened to 15 in- lbs minimum and the trip rod locking screw tightened to 5 in-lbs minimum to properly seal the enclosure. Typical Electrical Connections Fig 12 EOLR CMNC N NONCCOM Ordering Information Model Description Stock No: OSYSU-1 Outside Screw & Yoke 1010102 Supervisory Switch (Single switch) OSYSU-2 Outside Screw & Yoke 1010202 Supervisory Switch (Double switch) OSYSU-2 Outside Screw & Yoke Supervisory 1010210 CRH Switch (Double Switch). Corrosion resistant hardware of 316 stainless steel & nickel plated to AS1'M B377 Type V Brackets Cover Screw 5490424 Hex Key for Cover Screws and 5250062 Installation Adjustments Optional Cover Tamper Switch Kit 1 0090200 Engineering Specifications: OS&Y Valves UL, CUL Listed / FM Approved and CE Marked valve supervisory switches shall be furnished and installed on all OS&Y type valves that can be used to shut off the flow of water to any portion of the fire sprinkler system, where indicated on the drawings and plans and as required by applicable local and national codes and standards. The supervisory switch shall be NEMA 4X and 6P rated and capable of being mounted in any position indoors or out and be completely submerged without allowing water to enter the enclosure.. The enclosure shall be held captive by tamper resistant screws. The device shall contain two V2" conduit entrances and one or two Single Pole Double Throw (SPDT) switches. There shall be a visual indicator to display the status of the switches. To aid in installation, it shall be possible to make fine adjustments to the position of the switch on the valve without loosening the mounting bracket from the valve. The device shall contain an adjustable length trip rod and roller, the trip rod shall be held captive by a set screw accessible upon removal of the cover. The switch contacts shall be rated at bA, 125/250VAC and 2A, 30VDC. OS&Y Valve supervisory switch shall be model OSYSU-1 for the single switch model and OSYSU-2 for the two switch model manufactured by Potter Electric Signal Company LLC [i I iii Supervisory switches have a normal service life of 10-15 years. However, the service life may be significantly reduced by local environmental conditions. TO FIRE ALARM PANEL Potter Electric Signal Company, LLC • St. Louis, MO • Tech Support: 866-956-0988 / Customer Service: 866-572-3005 www.pottersignal.com ISO 8001:2008 DESIGNING, MANUFACTURING, & DISTRIBUTING QUALITY SYSTEMS 5401525 -REVE • 8/15 PAGE 6OF6 Nominal Diu. of Flange Pipe Size Flange Bolt Thickness Bolt Hole Number Bolt Dia. Inch O.D. Circle T Diameter of Bolts and Lengths 2 6 4.75 .62 .75 4 % x 21/4 3 7.5 6 .75 .75 4 x 21/2 4 9 7.5 .94 .75 8 5/a x3 6 11 9.5 1.00 .875 8 3/4 x 31/2 8 13.5 11.75 1.12 .875 8 %x3½ 10 16 14.25 1.19 1.00 12 %x4 12 19 17 1.25 1.00 12 14 21 18.75 1.38 1.125 12 1x4½ 16 23.5 21.25 1.44 1.125 16 1 x4½ 18 25 22.75 1.56 1.25 16 1Y8x5 20 27.5 25 1.69 1.25 20 1 VBx 5 24 32 29.5 1.88 1.375 20 11/4 x 5½ 30 38.75 36 2.12 1.375 28 11/4 x6½ 36 46 42.75 2.38 1.675 32 1½x7 42 53 49.50 2.62 1.625 36 1½x7½ 48 59.50 56.00 2.75 1.625 44 1½x8 S NOTE: No flange joint material furnished. . DUCTILE FLANGED FITTINGS TYLER UNION Sizes 3" thru 2" UL Listed for Fire Main Equipment SAMPLE SPECIFICATION (Current ANSI/AWWA revisions apply) Flanged fittings, 2' through 48" shall be manufactured of ductile Iron in accordance with all applicable terms and provisions of standards ANSI/AWWA C1 0/A2 1.10. Flange surfaces shall be faced and drilled in accordance with ANSI Class 125, B16. 1. All ductile iron flanged fittings shall be rated for water pressure of 250 PSI. Flanged ductile-iron fittings in 24-in. (610 mm) and smaller sizes may be rated for 350 psi (2,413 kPa) with the use of special gaskets. NOTE: Fittings are cement lined and seal coated in accordance with ANSI/AWWA C104/A21.4. Fittings are also available prime coated, bare or epoxy coated. All coated fittings meet requirements of NSF-61. Interiors of fittings shall be lined and seal coated in accordance with ANSI/AWWA C1 04/A21.4. Cement mortor lining for ductile iron pipe and fittings for potable water unless otherwise specified. Installation of fittings shall be per AWWA Cli 0. FLANGE DETAILS 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. S 30 256772_,iI1Ilyca1,o9.pd1 30 12/15/08 9:2426 AM DUCTILE IRON C1 10 FLANGED FITTINGS TYLER UNION Sizes 3 thru 12 UL Listed for Fire Main equipment 2, 3° 4",6',8" 10°, 12", 14° 16°, 18° 20',24- 30° BENDS Note: Base Bends are on page 33 and 34, reducing and long radius 90° bends are on page 33. 11 A % 1-4 ~4-1 t-4- tA A 90° Bends (1/4) 45° Bends (1/8) 221/2° Bends (1/16) 11/4 Bends (1/32) Dimensions Dimensions Dimensions Dimensions Size R A Weight R A Weight R A Weight R A Weight 2 3.0 4.5 14 ... ;.. ... ... ... ... 3 4 5.5 26 3.62 3 20 7.56 3 22 15.25 3 20 4 .4.5 6.5 44 4.81 4 36 10.06 4 35 20.31 4 40 6 6 8 67 7.25 5 57 15.06 5 64 30.5 5 56 8 7 9 115 8.44 5.5 105 17.62 5.5 90 35.5 5.5 90 10 9 11 164 10.88 6.5 131 22.62 6.5 130 45.69 6.5 130 12 10 12 236 13.25 7.5 196 27.67 7.5 194 55.81 7.5 193 14 11.5 14 330 12.06 7.5 245 25.12 7.5 250 50.75 7.5 245 16 12.5 15 478 13.25 8 315 27,62 8 315 55.81 8 315 18 14 16.5 527 14.5 8.5 422 30.19 8.5 402 60.94 8.5 385 20 15.5 18 878 16.88 9.5 485 35.19 9.5 505 71.06 9.5 505 24 18.5 22 1085 18.12 11 730 37.69 11 528 76.12 11 760 30 21.5 25 1755 27.75 15 1355 57.81 15 1385 116.75 15 1395 36 24.5 28 2135 35.00 18 1755 72.88 18 1790 147.25 18 1805 42 27.5 31 3055 42.25 21 2600 88.00 21 2665 177.69 21 2680 48 30.5 34 4095 49.50 24 3580 103.06 24 3665 208.12 24 3695 31 S S 256772_ut11ity caialog.pdf 31 12/15/08 6:2426 Ni O TYLER UNION DUCTILE IRON C1 10 FLANGED FITTINGS TEES, REDUCING TEES, CROSSES Straight Tees, Reducing 'Reducing on Branch Tees on Run 'Reducing on 'Bullhead Run and Branch Tees Straight and Reducing Crosses Size Dimensions Weights Run Run Branch H J Tee Cross 2 2 2 4.5 4.5 20 3 3 2 5.5 5.5 35 3 3 3 5.5 5.5 42 51 4 3 3 6.5 5.5 53 '4 4 2 6.5 6.5 55 4 4 3 6.5 6.5 54 76 4 4 4 6.5 6.5 60 87 '4 4 6 8.0 8.0 88 *6 4 4 8.0 8.0 96 '6 4 6 8,0 8.0 100 '6 6 2 8.0 8.0 85 6 3 8.0 8.0 85 96 S o o 4 8.0 8.0 90 112 6 6 6 8.0 8.0 98 141 6 6 8 9.0 9.0 138 *8 6 4 9.0 9.0 130 '8 6 6 9.0 9.0 148 *8 6 8 9.0 9.0 154 8 8 3 9.0 9.0 128 140 8 8 4 9.0 9.0 155 155 8 8 6 9.0 9.0 148 172 8 8 8 9.0 9.0 179 195 *8 8 10 11.0 11.0 225 *8 8 12 12.0 12.0 277 *t1 0 6 6 13.0 13.0 278 *t10 6 10 13.0 13.0 308 '110 8 6 13.0 13.0 298 'j'lO 8 8 13.0 13.0 278 *t10 8 10 13.0 13.0 325 10 10 4 11.0 11.0 239 220 10 10 6 11.0 11.0 215 242 10 10 8 11.0 11.0 254 294 10 10 10 11.0 11.0 265 330 10 10 12 12.0 12.0 337 't12 6 6 14.0 14.0 346 't12 6 8 14.0 14.0 362 'f12 8 6 14.0 14.0 355 Size Dimensions Weights Run Run Branch H J Tee Cross *12 8 8 12.0 12.0 375 '12 8 12 12.0 12.0 420 't12 10 6 14.0 14.0 390 12 10 8 12.0 12.0 400 12 10 10 12.0 12.0 420 12 10 12 12.0 12.0 440 12 12 4 12.0 12.0 322 310 12 12 6 12.0 12.0 297 326 12 12 8 12.0 12.0 346 351 12 12 10 12.0 12,0 394 415 12 12 12 12.0 12.0 369 438 '14 14 4 14.0 14.0 410 14 14 6 14.0 14.0 420 450 14 14 8 14.0 14.0 435 475 14 14 10 14.0 14.0 450 14 14 12 14.0 14.0 470 555 14 14 14 14.0 14.0 500 595 '16 16 4 15.0 15.0 525 16 16 6 15.0 15.0 573 565 16 16 8 15.0 15.0 555 590 16 16 10 15.0 15.0 565 620 16 16 12 15.0 15,0 590 665 16 16 14 15.0 15.0 610 16 16 16 15.0 15.0 635 755 18 18 6 13.0 15.5 780 18 18 8 13.0 15.5 609 18 18 10 13.0 15.5 585 18 18 12 13.0 15.5 638 706 18 18 14 16.5 16.5 808 18 18 16 16.5 16,5 760 18 18 18 16.5 16.5 865 915 Not included in AWWA Cl 10 f H and J dimensions are two-inches longer than straight tees, S 32 256772_*ti1ftycata1og.pdf 32 12/15/08 8:24:27 AM DUCTILE IRON C1 10 FLANGED FITTINGS TYLER UNION TEES, REDUCING TEES, CROSSES (Cont) FLANGE AND FLARE Size Dimensions Weights x-1 Run Run Branch H J Tee Cross 20 20 6 14.0 17.0 773 20 20 8 14.0 17.0 720 20 20 10 14.0 17.0 735 20 20 12 14.0 17.0 816 820 20 20 14 14.0 17.0 770 20 20 16 18.0 18.0 950 1065 20 20 18 18.0 18.0 965 L-_- 20 20 20 18.0 18.0 1005 1175 D 24 24 6 15.0 19.0 1089 ... 'Flange and Flare 900 Eli 24 24 8 15.0 19.0 1060 Dimensions 24 24 10 15.0 19.0 1020 ... Size D X Y Weight 24 24 12 15.0 19.0 1125 1100 3 75 55 8.5 26 24 24 14 15.0 19.0 1050 1125 4 9.0 6.5 9.5 39 24 24 16 15.0 19.0 1070 1160 6 11.0 8.0 12.0 73 24 24 18 22.0 22.0 1534 ... 8 13.5 9.0 13.0 110 24 24 20 22.0 22.0 1510 1695 10 16.0 11.0 15.0 171 24 24 24 22.0 22.0 1685 1850 12 19.0 12.0 16.0 253 *30 30 6 18.0 23.0 1725 14 21.0 14.0 22.0 450 30 30 12 18.0 23.0 1801 ... 16 23.5 15.0 23.0 545 30 30 18 18.0 23.0 1852 . 18 25.0 16.5 24.5 675 30 30 24 25.0 25.0 2475 2695 20 27.5 18.0 26.0 860 30 30 30 25.0 25.0 2615 2985 24 32.0 22.0 30.0 1195 36 36 24 20.0 26.0 2255 * Not included in AWWA C11O 36 36 30 28.0 28.0 3000 36 36 36 28.0 28.0 3160 6740 42 42 24 23.0 30.0 3245 42 42 30 31.0 31.0 4125 42 42 36 31.0 31.0 5360 42 42 42 31.0 31.0 5580 48 48 24 28.0 34.0 4385 48 48 30 26.0 34.0 4455 48 48 36 34.0 34.0 5555 'Flange and Flare Piece 48 48 42 34.0 34.0 7195 ... Dimensions 48 48 48 34.0 34.0 7385 Size D I Weight * Not included in AWWA C11O 3 7.25 8 21 4 9.00 8 30 6 11.00 8 44 8 13.50 10 75 10 16.00 10 113 12 19.00 12 155 14 21.00 16 225 16 23.50 16 330 18 25.00 16 355 20 27.50 18 465 24 32.00 18 598 S 33 S 56772_otlIily catolog.pdf 33 12/15/08 8:2427 AM PATENT NO. 8,997,772 ZURN Model 350ADAR WILKINS Replacement Double Check Detector Assembly S Application Designed for drop-in replacement of existing longer lay length as- semblies without the need for additional spools or spacers, saving 2 to 6 hours of installation labor and up to 2 machine hours per backflow replacement. A custom sized grooved spool installed between the backflow body and downstream shut-off valve al- lows customer specified assembly lengths to be shipped directly from the factory. Designed for installation on water lines in fire protection systems to protect against both backsiphonage and backpressure of polluted water into the potable water supply. Model 350ADAR 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 0511 (with gates only), and C550 CSA® Certified B64.5 UL® Classified C-UL® Classified FM® Approved Approved by the Foundation for Cross Connection Control and Hydraulic Research at the University of Southern California. Meets the requirements of NSF/ANSI 61* *(0.25% MAX. WEIGHTED AVERAGE LEAD CONTENT) By-Pass Backtlow Assembly 3/4 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 Dimensions & Weights (do not include pkg.) MODEL 350ADAR SIZE in. mm WEIGHT WIMAX. SPOOL LEt'IGTH os&'' GATES VALVES FLANGED lbs. kg GATE VALVES GROOVED lbs. kg BUTTERFLY VALVES FLANGED lbs. I kg GROOVED BUTTERFLY VALVES ths kg 1/2 65 228 104 218 99 208 95 198 90 -- -- -- 248 112 -- 236 107 r i 05 93 --100 285 9 119 4 88 171 77 N 2 6 150 443 201 421 191 288 131 257. 117 8 200 874 396 820 372 620 281 574 260 10 250 1156 524 1098 498 792 359 734 333 Options (Suffixes can be combined) El - with flanged end OS & Y gate valves (standard) E LM - less water meter - with remote reading meter Li - with gallon meter (standard) CFM - with cu ft meter CMM - with cu meter meter Li P1 - with Post Indicator Gate Valves LI G - with grooved end OS&Y gate valves IJ BG - with grooved end butterfly valves with integral supervisory switches BF - with flanged end butterfly valves with integral supervisory switches Li —509 - with AWWA 0509 gate valves Accessories Li Repair kit (rubber only) Li Thermal expansion tank (Model XT) E] OS & Y Gate valve tamper switch (OSY-40) Features Sizes: 2 1/2*, 30* 40, 6°, 8', 10" Maximum working water pressure 175 PSI Maximum working water temperature 140°F Hydrostatic test pressure 350 PSI End connections - Flanged ANSI Bi 6.1 Class 125 *2 1/2' & 3" sizes use 4° body & reducer couplings DIMENSION (approximate) 350ADAR A MODEL B E E 0 SIZE WITH GATE VALVES WITH BUTTERFLY OS&Y OS&Y BUTTERFLY F SPOOL VALVES B C 0 OPEN CLOSED VALVE LENGTH In rem in mm in. mm mm max mm max min max mm max In. mm 1,, mm In. mm in. mm In. mm in. mm In. -I max min max 21/2 65 371/8 471/8 943 1197 341/8 441/8 867 1121 20 1/8 511 41/2 114 9 229 173/4 451 153/8 391 61/4 12 51 80 381/8 481/8 968 1222 345/8 445/8 8791133 201/8 511 41/2 305 3 114 9 229 201/4 514 17 432 81/2 216 In.J 1782 12 51 100 401/2 621/4 1029 1561 353/4 571/2 908 1461 191/8 505 41/2 305 4 114 9 229 221/2 572 181/4 464 9 210E 229 4 24 57 150 491/2 711/4 1257 1810 42 1/2 641/4 1080 1632257/8 657 51/2 610 6 140 10 1/2 267 301/2 775 241/4 616 10114 260 4 24 57 200 647/8 86 1648 2184 57718 79 1470 2007 381/2 978 10 610 8 254 12 305 37 940 281/2 724 12 305 8 24 73 610 10 250 673/8 1005/8 1711 2556 161 3/8 945/8 1559 2403 381/2 978 10 254 12 305 455/8 1159 343/4 883 13 330 81/2 216 23/4 36 70 914 Zurn Industries, LLC I Wilkins 1747 Commerce Way, Paso Robles, CA U.S.A. 9344 In Canada I Zurn Industries Limited 3544 Nashua Drive, Mississauga, Ontario MV I L2 www.zurn.com Ph. 855-663-9876, Fax 805-238-5766 Ph. 905-405-8272, Fax 905-405-1292 Rev. Date: 1/17 Document No. BF-350ADAR Patent No. 8,997,772 Product No. Model 350ADAR Page 1 of 2 15 U) 0. Flow Characteristics ORated Flow (established by approval agencies) MODEL 350ADAR 2112",3" &4" (STANDARD & METRIC) FLOW RATES (I/s) 0.0 12.6 25.2 37.9 50.5 104 - 69 ,-- — NINON — 35 0 200 400 600 800 FLOW RATES (GPM) MODEL 350ADAR 6", 8" & 10" (STANDARD & METRIC) FLOW RATES (us) 0.0 63.1 1 126.2 189.3 252.4 15 104w SMEMNONNT — IE - - --------- .—=..—. — a — 1000 2000 3000 FLOW RATES (GPM) ZURN WILKINS MODEL 350ADAR 69 35 Oa. 4000 Typical Installation Local codes shall govern installation requirements. Unless otherwise specified, the assembly shall be mounted at a minimum of 12" (305mm) and a maximum of 30" (762mm) above adequate drains with sufficient side clearance for test- ing and maintenance. The installation shall be made so that no part of the unit can be submerged. Order Configuration - Exact in field measurements are required when ordering the assembly. Please have the assembly length ready when ordering. - All assemblies are custom made to order and all sales are final. - Lead time is approximately one week. Generic part number used for ordering: X350ADAR*Y where X= NOMINAL VALVE SIZE (212 REPRESENTS 2-1/2) Y= ASSEMBLY LENGTH SUFFIX: choose A-C from table at right (exact in field measurements must be given to customer service representative) ADDED OPTIONS (use suffixes designated in OPTIONS section on previous page) Example To order a 4" Model 350ADAR with OS&Y gate valves and an assembly length of 52 3/8, the part number would be 4-350ADAR-B. The length of 52 3/8 would be given to Customer Service. — A ASSEMBLY LENGTH SUFFIX B C Size Range From I To Size. Range From I To Size Range From I To NPS 2-1/2" 34 1/8" 47 1/8" 50 1/16' 62 1/4' 59 1/16' 71 1/4" 74 1/16" 86" 3" 35 5/8' 481/8-1 4" 35 3/4" 50" 6" 42 1/2' 59" 8" 157 7/8' 74" 10" 161 3/8" 77" 77 1/16" 89" 89 1/16" 1100 5/8" S Specifications The Double Check Detector Backflow Prevention Assembly shall be certified to NSF/ANSI 61, ASSES 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, 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 350ADAR. 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.zurn.com Page 2 of 2 S No. 140 11 CARLSBAD FIRE DEPARTMENT Fire Prevention Division 1635 Faraday Avenue - Carlsbad, CA 92008 760.602.4665 WATER AVAILABILITY FORM SECTION A: TO BE COMPLETED BY CUSTOMER PROJECT NAME: SR#: (Assigned upon plan submittal) PROJECT ADDRESS: 1958 Kellogg Ave CITY: Carlsbad PHONE: ( 858) 444-2000 (Cosco Fire Protection) FAX NUMBER: (858) 444-2056 Largest Building (ft.2): Sprinkled? Construction Type: SECTION B: TO BE COMPLETED BY LOCAL WATER COMPANY. CUSTOMER TO PROVIDE RESULTS TO CFD. Water Purveyor: City of Carlsbad Location of test (reference map required): TEST INFORMATION IS VALID FOR 6 MONTHS FROM DATE PERFORMED Flow Test Results Static pressure: 106 PSI Hydrant Number (if applicable):H60466 Elevation of test: 306 Feet Main Size: 10 INCH Pressure Zone: 550 Feet Date/Time of Test: Pitot Tube Reading:--- PSI Corresponding Flow Total Flow: 4,225 GPM Residual Pressure 81 PSI At peak demand , this water system is capable of providing a fire flow discharge at 20 psi in excess of 8,000 gpm. However, this flow exceeds the District's maximum pipeline velocity of 10 fps. The maximum fire flow that meets both the velocity and pressure criteria is 4,225 gpm. There was no specific request for fire flow from the Client or Fire Department. Note: If the water availability information was obtained in a manner other than a flow test (i.e. computer modeling), fill out the information above as applicable and check here: Name: Jennifer_R.Mael,P.E. Eng. Lic. No. (if applicable): C69606 S Title/OrgPJ6iectManager Date: 03/06/2018 S 0 0 1958 Kellogg Ave - Fire Flow 4 F Iysis F~~W~1~1 E~ I - - Fire Protection by Computer Design COSCO FIRE PROTECTION 4990 GREENCRAIG LANE SAN DIEGO, CA. 92123 (858) 444-2000 Job Name : 1958 KELLOGG AVE. BACKFLOW Drawing : FP1 Location : 1958 KELLOGG AVE BACKFLOW CARLSBAD, CA. 92008 Remote Area MEZZANINE AREA 1 Contract 10.CD_5838 Data File : Proof Calc -Mezzanine Area 1 .WXF S Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 COSCO FIRE PROTECTION 1958 KELLOGG AVE. BACKFLOW HYDRAULIC CALCULATIONS for Project name: 1958 KELLOGG AVE BACKFLOW Location: 1958 KELLOGG AVE BACKFLOW CARLSBAD, CA. 92008 Drawing no: FPI Date: 3-27-18 Design Remote area number: MEZZANINE AREA I Remote area location: Occupancy classification: LIGHT HAZARD Density: .1 - Gpm/SqFt Area of application: 1500 - SqFt Coverage per sprinkler: N/A - SqFt Type of sprinklers calculated: VIKING VK200 No. of sprinklers calculated: N/A In-rack demand: N/A - GPM Hose streams: 100 -GPM Total water required (including hose streams): 632.8 - GPM Type of system: WET Volume of dry or preaction system: N/A - Gal Water supply information Date: 3-6-18 Location: JOB SITE Source: STATIC: 106 PSI, RES.: 81 PSI, FLOW 4225 GPM Name of contractor: COSCO FIRE PROTECTION Address: 4990 GREENCRAIG LANE SAN DIEGO, CA. 92123 Phone number: (858) 444-2000 Name of designer: H.A. Authority having jurisdiction: CARLSBAD FIRE PREVENTION Notes: (Include peaking information or gridded systems here.) Page 1 Date 3-27-18 © 90.961 -Psi Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Water CurveC COSCO* 1y PROTECTION Page 1958 KELLOGG AVE. BACKFLOW Date 3-27-18 City Water Supply: Demand: Cl - Static Pressure : 106 Dl - Elevation : 1.083 C2 - Residual Pressure: 81 D2 - System Flow : 532.8 C2 - Residual Flow : 4225 D2 - System Pressure : 90.961 Hose ( Demand) :100 D3 - System Demand : 632.8 Safety Margin : 14.293 150 140 130 120 R11° E 100 D 90 S 80 C2 - u 70 R6° E5° 40 30 20 10 0000 150 50 3000 3500 4000 4500 FLOW (N"1.85) Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Fittings Used Summary COSCO FIRE PROTECTION Page 3 1958 KELLOGG AVE. BACKFLOW Date 3-27-18 Fitting Legend Abbrev. Name 1,4 ~ 1 1Y4 1% 2 2% 3 31,4 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 T NFPA 13 90' Flowthru Tee 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. . . . Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Pressure / Flow Summary - STANDARD COSCO FIRE PROTECTION Page 4 1958 KELLOGG AVE. BACKFLOW Date 3-27-18 Node Elevation K-Fact Pt Pn Flow Density Area Press o. Actual Actual Req. BOR 1.5 83.38 na 532.8 UG1 -3.0 85.47 na BF1 -3.0 86.25 na BF2 -3.0 90.85 na UG2 -3.0 91.55 na TEST -1.0 90.96 na 100.0 The maximum velocity is 5,87 and it occurs in the pipe between nodes UGI and BFI S Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 COSCO FIRE PROTECTION Page 5 1958 KELLOGG AVE. BACKFLOW Date 3-27-18 Nodel Elevi K Qa Nom Fitting Pipe CFact Pt to or Ftng's Pe ******* Notes Node2 Elev2 Fact Qt Act Eqv. Ln. Total P1/Ft P1 BOR 1.500 + 532.80 532.80 6 L 12.911 4.500 140 83.384 to 0.0 12.911 1.949 UG1 -3 532.8 6.16 0.0 17.411 0.0076 0.133 Vel = 5.74 UGI -3 0.0 6 3L 41.624 68.500 150 85.466 to 0.0 41.625 0.0 BF1 -3 532.8 6.09 0.0 110.125 0.0071 0.784 Vel = 5.87 BF1 -3 0.0 6 T 43.037 10.000 140 86.250 to 2L 25.822 68.859 4.000 * Fixed Loss = 4 BF2 -3 532.8 6.16 0.0 78.859 0.0077 0.604 Vel = 5.74 BF2 -3 0.0 6 2L 27.75 19.500 150 90.854 to G 4.625 78.623 0.0 UG2 -3 532.8 6.09 T 46.249 98.123 0.0071 0.698 Vel = 5.87 UG2 -3 0.0 8 T 52.855 91.500 150 91.552 to 0.0 52.855 -0.866 TEST -1 532.8 7.98 0.0 144.355 0.0019 0.275 Vel = 3.42 100.00 Qa = 100.00 TEST 632.80 90.961 K Factor= 66.35 S S Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 -. Fire Protection by Computer Design COSCO FIRE PROTECTION 4990 GREENCRAIG LANE SAN DIEGO, CA. 92123 (858) 444-2000 Job Name : 1958 KELLOGG AVE. BACKFLOW Drawing FPI Location : 1958 KELLOGG AVE BACKFLOW CARLSBAD, CA. 92008 Remote Area MEZZANINE AREA 2 Contract : 10.CD_5838 Data File : Proof Caic -Mezzanine. Area 2.WXF Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 S C COSCO FIRE PROTECTION Page 1 1958 KELLOGG AVE. BACKFLOW Date 3-27-18 HYDRAULIC CALCULATIONS for S Project name: 1958 KELLOGG AVE BACKFLOW Location: 1958 KELLOGG AVE BACKFLOW CARLSBAD, CA. 92008 Drawing no: FP1 Date: 3-27-18 Design Remote area number: MEZZANINE AREA 2 Remote area location: Occupancy classification: LIGHT HAZARD Density: .1 &.15 - Gpm/SqFt Area of application: 1500 - SqFt Coverage per sprinkler: N/A - SqFt Type of sprinklers calculated: VIKING VK200, VK202 No. of sprinklers calculated: N/A In-rack demand: N/A - GPM Hose streams: 250 - GPM Total water required (including hose streams): 692.65 - GPM @ 86.441 -Psi Type of system: WET Volume of dry or preaction system: N/A - Gal Water supply information Date: 3-6-18 Location: JOB SITE Source: STATIC: 106 PSI, RES.: 81 PSI, FLOW 4225 GPM Name of contractor: COSCO FIRE PROTECTION Address: 4990 GREENCRAIG LANE SAN DIEGO, CA. 92123 Phone number: (858) 444-2000 Name of designer: H.A. Authority having jurisdiction: CARLSBAD FIRE PREVENTION Notes: (Include peaking information or gridded systems here.) Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 S S Water CurveC COSCOO ly PROTECTION Page 1958 KELLOGG AVE. BACKFLOW Date 3-27-18 City Water Supply: Demand: CI - Static Pressure : 106 Dl - Elevation : 1.083 C2 - Residual Pressure: 81 D2 - System Flow : 442.6 C2 - Residual Flow : 4225 D2 - System Pressure : 86.441 Hose ( Demand) : 250 03 - System Demand : 692.6 Safety Margin : 18.678 150 - 140 130 120 R11° -_ E 100 - - S - - C2 u 70 R6° E5° 40 30 20 10 506" 1000 1500 2000 2500 3000 3500 4000 4500 FLOW(N A 1.85) Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Fittings Used Summary COSCO FIRE PROTECTION Page 3 1958 KELLOGG AVE. BACKFLOW Date 3-27-18 Fitting Legend Abbrev. Name % ~ 1 1% 11/2 2 21/2 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 T NFPA 13 90' Flowthru Tee 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. .. . . Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Pressure / Flow Summary - STANDARD COSCO FIRE PROTECTION Page 4 1958 KELLOGG AVE. BACKFLOW Date 3-27-18 Node Elevation K-Fact Pt Pn Flow Density Area Press jj Actual Actual Req. BOR 1.5 79.59 na 442.65 UG1 -3.0 81.63 na BFI -3.0 82.19 na BF2 -3.0 86.62 na UG2 -3.0 87.11 na TEST -1.0 86.44 na 250.0 The maximum velocity is 4.87 and it occurs in the pipe between nodes UGI and BFI Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 LS]R COSCO FIRE PROTECTION Page 5 1958 KELLOGG AVE. BACKFLOW Date 3-27-18 Nodel EIev1 K Qa Nom Fitting Pipe CFact Pt to or Ftng's Pe ******* Notes Node2 Elev2 Fact Qt Act Eqv. Ln. Total Pf/Ft Pf BOR 1.500 + 442.65 442.60 6 L 12.911 4.500 140 79.588 to 0.0 12.911 1.949 UG1 -3 442.6 6.16 0.0 17.411 0.0055 0.095 VeI= 4.76 UGI -3 0.0 6 3L 41.624 68.500 150 81.632 to 0.0 41.625 0.0 BF1 -3 442.6 6.09 0.0 110.125 0.0050 0.556 Vel = 4.87 BFI -3 0.0 6 1 43.037 10.000 140 82.188 to 2L 25.822 68.859 4.000 * Fixed Loss = 4 BF2 -3 442.6 6.16 0.0 78.859 0.0054 0.428 Vel = 4.76 BF2 -3 0.0 6 2L 27.75 19.500 150 86.616 to G 4.625 78.623 0.0 UG2 -3 442.6 6.09 T 46.249 98.123 0.0051 0.496 Vel = 4.87 UG2 -3 0.0 8 T 52.855 91.500 150 87.112 to 0.0 52.855 -0.866 TEST -1 442.6 7.98 0.0 144.355 0.0014 0.195 Vel = 2.84 250.00 Qa = 250.00 TEST 692.60 86.441 K Factor= 74.49 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 - - - Fire Protection by Computer Design COSCO FIRE PROTECTION 4990 GREENCRAIG LANE SAN DIEGO, CA. 92123 (858) 444-2000 Job Name : 1958 KELLOGG AVE. BACKFLOW REPLACEMENT Drawing : FP1 Location : 11958 KELLOG AVE. CARLSBAD, CA. 92008 Remote Area : CALC AREA #1 Contract 10.CD 5838 Data File Proof Caic- Roof Area 1 .WXF Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 S S COSCO FIRE PROTECTION 1958 KELLOGG AVE. BACKFLOW REPLACEMENT HYDRAULIC CALCULATIONS for Project name: 1958 KELLOG AVE. BACKFLOW REPLACEMENT Location: 11958 KELLOG AVE. CARLSBAD, CA. 92008 Drawing no: FPI Date: 3-27-18 Design Remote area number: CALC AREA #1 Remote area location: ROOM AREA I Occupancy classification: ORDINARY HAZARD Density: .33 - Gpm/SqFt Area of application: 3000 - SqFt Coverage per sprinkler: N/A - Sq Ft Type of sprinklers calculated: N/A No. of sprinklers calculated: N/A In-rack demand: N/A - GPM Hose streams: 500 - GPM Total water required (including hose streams): - GPM Type of system: WET Volume of dry or preaction system: N/A - Gal Water supply information Date: 3-6-18 Location: JOB SITE Source: STATIC: 106 PSI, RES.: 81 PSI, FLOW 4225 GPM Name of contractor: COSCO FIRE PROTECTION Address: 4990 GREENCRAIG LANE SAN DIEGO, CA. 92123 Phone number: (858) 444-2000 Name of designer: H.A. Authority having jurisdiction: CARLSBAD FIRE PREVENTION Notes: (Include peaking information or gridded systems here.) Page 1 Date 3-8-18 S @ -Psi Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 S Water ly Curve C COSCO PROTECTION 1958 KELLOGG AVE. BACKFLOW REPLACEMENT . Page Date 3-8-18 City Water Supply: Demand: Cl - Static Pressure : 106 Dl - Elevation : 1.083 C2 - Residual Pressure: 81 02- System Flow :1127 C2 - Residual Flow : 4225 02 - System Pressure : 98.958 Hose ( Demand) : 500 03 - System Demand : 1627 Safety Margin : 2.764 150. 140 130 p120 R11° E 100 S 90 1 - - S 80 U 70 R6° E5° 40 30 20 10 pi 500001500 2000 2500 3000 3500 4000 4500 FLOW (N ' 1.85) Computer Programs by Hvdratec Inc. Route 111 Windham N.H. USA 03087 Fittings Used Summary COSCO FIRE PROTECTION Page 3 1958 KELLOGG AVE. BACKFLOW REPLACEMENT Date 3-8-18 Fitting Legend Abbrev. Name % % 1 1% 11/2 2 21,4 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 T 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. . . Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 lressure I I- low Summary - S IANL)AI(D COSCO FIRE PROTECTION Page 4 1958 KELLOGG AVE. BACKFLOW REPLACEMENT Date 3-8-18 Node Elevation K-Fact Pt Pn Flow Density Area Press No. Actual Actual Req. MR 1.5 81.9 na 1127.7 UG1 -3.0 84.38 na BF1 -3.0 87.52 na BF2 -3.0 95.93 na UG2 -3.0 98.72 na TEST -1.0 98.96 na 500.0 The maximum velocity is 12.41 and it occurs in the pipe between nodes UGI and BFI 11 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 EOD COSCO FIRE PROTECTION Page 5 1958 KELLOGG AVE. BACKFLOW REPLACEMENT Date 3-8-18 Nodel Elevi K Qa Nom Fitting Pipe CFact Pt to or Ftng's Pe ******* Notes Node2 EIev2 Fact Qt Act Eqv. Ln. Total Pf/Ft Pf BOR 1.500+1127.70 1127.00 6 L 12.911 4.500 140 81.900 to 0.0 12.911 1.949 UG1 -3 1127.0 6.16 0.0 17.411 0.0306 0.533 VeI= 12.13 UGI -3 0.0 6 3L 41.624 68.500 150 84.382 to 0.0 41.625 0.0 BFI -3 1127.0 6.09 0.0 110.125 0.0285 3.134 Vel = 12.41 BFI -3 0.0 6 T 43.037 10.000 140 87.516 to 2L 25.822 68.859 6.000 *Fixed Loss ....6 BF2 -3 1127.0 6.16 0.0 78.859 0.0306 2.413 Vel = 12.13 BF2 -3 0.0 6 2L 27.75 19.500 150 95.929 to G 4.625 78.623 0.0 UG2 -3 1127.0 6.09 T 46.249 98.123 0.0285 2.793 Vel = 12.41 UG2 -3 0.0 8 T 52.855 91.500 150 98.722 to 0.0 52.855 -0.866 TEST -1 1127.0 7.98 0.0 144.355 - 0.0076 1.102 Vel = 7.23 500.00 Qa= 500.00 TEST 1627.00 98.958 K Factor = 163.55 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087