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6965 EL CAMINO REAL; ; AS130208
9/19124, 2:24 PM AS130208 Permit Data City of Carlsbad Sprinkler Permit 6965 EL CAM INO Job Address: REAL Permit Type: SPRINK Parcel No: 2150507500 Lot #: 0 Reference No.: Permit No: AS130208 Status: ISSUED Applied 11/21/2013 Approved: 12/3/2013 Issued: 12/3/2013 PC #: Inspector: Project Title: WINDERMERE HOMES INSTALLATION OF NEW FIRE SPRINKLER HEADS IN PREPARATION FOR NEW WALLS. FIRE SPRINKLERS WILL BE SUPPLIED FROM EXISTING FIRE SPRINKLER PIPING ABOVE SUSPENDED CEILING. Applicant: A& D FIRE SPRINKLERS 11465 WOODSIDE AV SANTEE, CA 619-448-1962 Owner: THE VONS COMPANIES INC PLAZA PASEO REAL ASS C/O MADISON MARQUETTE 2001 PENNSYLVANIA NW 10TH FLOOR WASHINGTON DC Fees ($) Add'l Fees ($) Total ($) Balance ($) 268 0 268 I 0 about:blank 1/1 From: 01/13/2014 17:50 #129 P.002/007 ASO20 1LE COPY Contractor's Material and Test Certificate for Aboveground Piping PROCEDURE Upon completion of work, Inspection and tests shall be made by the contractor's representative and witnessed by an owner's representative. All defects shall be corrected and system left In service before contractor's personnel finally leave the Job. A certificate Shall be filled out and signed by both representatives. Copies shall be prepared for approving authorities, owners, and contractor. It Is understood the owner's representative's signature in no way prejudices any claim against contractor for faulty material, poor workmarahlp, or failure to comply with approving authority's requirements or local ordinances. Propartyname L i )i' c .c- -lO(l9'tLS Date I I Ijit4 Propertyaddress ( (o5 El Qtp.J k b' 107 Accepted by approving authorities (names) /1 L.acLS Address Plans Installation conforms to accepted plans Yes LJ No Equipment used Is approved GXYes 0 No It no, explain deviations Has person In charge of fire equipment been Instructed as ("Yee E No to location of control valves and care and maintenance of this new equipment? If no, explain? Instructions Have copies of the following been left on the premises? 0 Yes CJ No System components instructions D Yes 0 No Care and maintenance Instructions U Yes U No NFPA 25 0 Yes U No Location of system Supp as buildings Make Model Year of manufacture Orifice size Quantity Temperature rating Vie . IO2 2bt _____ 3O ISS . Sprinklers Pipe and fittings Type of 5C.'i. 3O kL pipe Type of fittings D1611112KI1,11 \c'o." r-'4 . Maxlnw time to operate Alarm valve or flow Alarm devise through teat connection Type Make Model Minutes Seconds Indicator Div valve Q.O.D. Make Model Serial no. Make Model -Serial no. Dry pipe operating test - - lime to trip through test connection1 Water pressure Air pressure Trip point air pressure Time water reached test outlett Alarm operated property - Minutes Seconds pal pal PSI Minutes Seconds Yes I No Without 0.0.0. With If no, explain FIRF PRflT!rTIflJl irir. Froif 01/13/2014 17:50 #129 P.003/007 Operation El Pneumatic D Electric 0 Hydraulics Piping supervised D Yes 0 No J Detecting media supeivised El Yes 0 No Does valve operate from the manual hip, remote, or both El Yes D No control stations? Preactlon Is Deluge and there an accessible facility In each dircult If no, explain valves for testing? El Yes Q No - Does each circuit operate DoeS each chauft operate Maximum time to Make Model supervIsion loss alarm? valve release? operate release Yes No Yes No Minutes Seconds Location Make and Setting Static pressure Residual pressure Flow rate Pressure and floor model (flowing) reducing -. Inlet (psi) Outlet (pal) Inlet (pal) Ouflet (psi) Flow (ppm) valve test Hydrostatic Hydrostatic tests shall be made at not toss than 200 Psi (13.6 bar) for 2 hours or 50 psi (3.4-bar) above static pressure In excess of 160 psi (10.2 bar) for 2 hours Differential dry.plpe valve clappers shall be-left Test open during the test to prevent damage. All aboveground piping leakage shall be stopped. description Pneumatic: Establish 40 psi (2.7 bar) air pressure and measure drop. Which shall not exceed 1 Vi psi (0.1 bar) in 24 hours. Test pressure tanks at normal water level and air pressure and measure air pressure drop, which shalt not exceed IVi pSI (0.1 bar) In 24 hours. is Al) piping hydrostatically tested at ..psf (__ bar) for ...L_howa If no, state reason Dry piping pneumatically tasted 0 Yes El No Equipment operates properly El Yes jJ No Do you certify as the sprinkler contractor that additives 9nd corrosive chemicals, sodium silicate orrierivatives of sogkrm silicate, brie, or other corrosive chemicals were not used for testing systems or stopping leaks? Yes No Drain I Reading of gauge located near water Residual pressure with valve in test Tests test supply test connection:, psi (__bar). connection OPfl wide:.psi (_bar) Underground mains and lead In connections to system risers flushed before connection made to sprinkler piping Verified by copy of the U Form No. 868 D Yes El No Other Explain flushed by Installer of underground sprlrtider piping El Yes 0 No If powder-driven fasteners are used In concrete, has El Yes 0 No it no, explain representative sample testing be satisfactorily completed? Blank testing Number used Locations Number removed gaskets / Welding piping D Yea !' Na If yes... Do you certify as the sprinkler contractor that welding procedures comply Yes 0 No with the requirements of at leAst AWS 82.1? Welding Do you certify that the welding was performed by welders qualified in El Yes 0 No rg compliance with the requirements of at least AWS B2.1? Do you certify that the welding was carried out In compliance with a documented El Yes No quality control procedure to ensure that all dlscè are retrieved, that openings In piping are smooth, thAt slag and other welding residue are removed, and that the Internal diameters of piping are not pene'trated? Cutouts Do you certify that you have a control feature to ensure that dYes El No (discs) all cutouts (dibcs) are retrieved? r. r - n n r% - fl • = = • a From: 01/13/2014 17:50 #129 P.004/007 Hyd ra.i data namapile Nameplate provided Yes El No I it no, explain I Aerilats Date left In service with all control valves open Signatues Name of sprinkler contractor f 4 ) Vice, 50r'i n kAAX Tests witnessed by For property owner (signed) flhle Date tie Date //ILI Additional eplanallons d notes FIRE PROTECTION INC. 11465 WoodSide Ave. 1st. Floor Santee, CA 9071 Office (619) 448-1962 Fax (619) 448-1265 € Man: andcorpt@aoLcorn FIRE SPRINKLERS INC. WINDERMERE HOMES 6949 ELCAMINO REAL SUITE D-107 CARLSBAD, CA FIRE SPRINKLER SUBMITTAL MANUFACTURER'S DATA SHEETS ** Materials of equal design, utility, and performance may be substituted for submitted materials so as to avoid delays in the construction schedule and shall be deemed accepted by the Purchaser. A5130208 FIRE SPRINKLER SUBMITTAL TABLE OF CONTENTS FIRE SPRINKLERS. PIPE. HANGERS. 1).- FIRE SPRINKLERS June 28, 2013 Sprinkler ha MICROMATIC® AND MicromaticHP® STANDARD I:II['u.Lv. RESPONSE PENDENT SPRINKLERS The Viking Corporation, 210 N Industrial Park Drive, Hastings Ml 49058 Telephone: 269-945-9501 Technical Services: 877-384-5464 Fax: 269-818-1680 Email: techsvcs@vikingcorp.com 1. DESCRIPTION Viking Micromatic® and MicromaticHP® Standard Response Pendent Sprinklers are small, thermosensitive, glass-bulb spray sprinklers available in several differ- ent finishes, temperature ratings, and K-Factors to meet design requirements. The special Polyester, Polytetrafluoroethylene (PTFE), and Electroless Nickel PTFE (ENT) coatings can be used in decorative applications where colors are desired. In addition, these coatings have been investigated for installation in corrosive atmos- pheres and are listed/approved as corrosion resistant as indicated in the Approval Charts. (Note: FM Global approved the ENT coating as corrosion resistant. FM Global has no approval classification for PTFE and Polyester coatings as corrosion resistant.) Viking standard response sprinklers may be ordered and/or used as open sprinklers (glass bulb and pip cap assembly removed) on deluge systems. Refer to Ordering Instructions on page lib. 2. LISTINGS AND APPROVALS c®us cULus Listed: Category VNIV FM Approved: Classes 2001, 2002, 2015, 2017, 2043 NYC Approved: MEA 89-92-E, Volume 12 ABS Certified: Certificate 04-HS407984A-PDA [} VdS Approved: Certificate G4040096, G4040098, G4060058, G4060059, G4980001, G4980002, G4980005, and , G4980007 LPB LPC Approved: Ref. No. 096e/06 and 167a/04 CE Certified: Standard EN 12259-1, EC-certificate of conformity 0786-CPD-40181, 0832-CPD-2001, and 0832-CPD-2003 MED Certified: Standard EN 12259-1, EC-certificate of conformity 0832-MED-1003 and 0832-MED-1008, and RINA Certificate No. MED497705C5 NOTE: Other International approval certificates are available upon request. Refer to Approval Charts 1-3 and Design Criteria on pages lid-f for cULus Listing requirements, and refer to Approval Charts 4-5 and Design Criteria on pages hg-h for FM Approval requirements that must be followed. 3. TECHNICAL DATA Specifications: Available since 1997. Minimum Operating Pressure: 7 psi (0.5 bar)t Maximum Working Pressure: Sprinklers VK023 and VK122 are rated for use with water working pressures ranging from the minimum 7 psi (0.5 bar) up to 250 psi (17 bar) for high-pressure systems. High-pres- sure (HP) sprinklers can be identified by locating "250" stamped on the deflector. All other Part Nos. not mentioned above are rated to a maximum 175 psi (12 bar) wwp. Factory tested hydrostatically to 500 psi (34.5 bar) Thread size: Refer to the Approval Charts Nominal K-Factor: Refer to the Approval Charts Glass-bulb fluid temperature rated to -65 °F (-55 °C) Viking Technical Data may be found on The Viking Corporation's Web site at http://www.vikinggroupinc.com. The Web site may include a more recent edition of this Technical Data Page. Overall Length: Refer to the Approval Charts t cULus Listing, FM Approval, and NFPA 13 installs require a minimum of 7 psi (0.5 bar). The minimum operating pressure for LPCB and CE Approvals ONLY is 5 psi (0.35 bar). Material Standards: Frame Casting: Brass UNS-C84400 or QM Brass for Sprinkler 12987. Brass UNS-C84400 for all other sprinklers. Deflector: Phosphor Bronze UNS-051000ff or Copper UNS-C19500 for Sprinklers 12987, 10142, 10170, 10173, and 10223. Brass UNS-C26000 for all other Sprinklers. Form No. F100397 Replaces page ila-j, dated June 5, 2013. (ENT finish is now approved as corrosion resistant.) Sprinkler 11 June 28, 2013 MICROMATIC® AND MicromaticHP® STANDARD /4J II(III® l:II[.iu'1fiV RESPONSE PENDENT SPRINKLERS The Viking Corporation, 210 N Industrial Park Drive, Hastings MI 49058 Telephone: 269-945-9501 Technical Services: 877.384-5464 Fax: 269-818-1680 Email: techsvcs@vikingcorp.com Bushing (for Sprinklers 09994, 10189, 10221, and 10222): Brass UNS-C36000 Bulb: Glass, nominal 5 mm diameter Belleville Spring Sealing Assembly: Nickel Alloy, coated on both sides with PTFE Tape Screw: Brass UNS-C36000 Pip Cap for Sprinklers 09994: Brass UNS-C31400 or UNS-C31600 Pip Cap and Insert Assembly for all other Sprinklers: Copper UNS-C11000 and Stainless Steel UNS-S30400 Pip Cap Attachment (for Sprinklers 10189 and 10221): Brass UNS-C36000 For PTFE Coated Sprinklers: Belleville Spring-Exposed, Screw-Nickel Plated, Pip Cap-PTFE Coated For Polyester Coated Sprinklers: Belleville Spring-Exposed For ENT coated Sprinklers: Belleville Spring - Exposed, Screw and Pipcap - ENT plated. ttNot for FM Approval. Ordering Information: (Also refer to the current Viking price list.) Order Micromatic® and MicromaticHP® Standard Response Pendent Sprinklers by first adding the appropriate suffix for the sprin- kler finish and then the appropriate suffix for the temperature rating to the sprinkler base part number. Finish Suffix: Brass = A, Chrome = F. White Polyester = M-/W, Black Polyester = M-/B, Black PTFE = N, Wax Coated = C, Wax Over Polyester = V-/W, ENT = JN Temperature Suffix: 135 °F (57 "C) = A, 155 °F (68 "C) = B, 175 "F (79 °C) = D, 200 °F (93 "C) = E, 212 "F (100 "C) = M, 286 "F (141 "C) = G, 360 °F (182 "C) = H, 500 "F (260 "C) = L, OPEN = Z (PTFE only). For example, sprinkler VK102 with a 1/2" thread, Brass finish and a 155 "F (68 "C) temperature rating = Part No. 12987AB Available Finishes And Temperature Ratings: Refer to Table 1. Accessories: (Also refer to the 'Sprinkler Accessories" section of the Viking data book.) Sprinkler Wrenches: Standard Wrench: Part No. 10896W/B (available since 2000). Wrench for Recessed Pendent Sprinklers: Part No. 16036W/B* (available since 2011) Optional Protective Sprinkler Cap Remover/Escutcheon Installer Tool** Part No. 15915 (available since 2010.) Wrench for Wax Coated Sprinklers: Part No. 13577W/B* (available since 2006) "A 1/2" ratchet is required (not available from Viking). ""Allows use from the floor by attaching a length of 1" diameter CPVC tubing to the tool. Ideal for sprinkler cabinets. Refer to Bulletin F_051808. Sprinkler Cabinets: Six-head capacity: Part No. 01724A (available since 1971) Twelve-head capacity: Part No. 01725A (available since 1971) INSTALLATION Refer to appropriate NFPA Installation Standards. OPERATION During fire conditions, the heat-sensitive liquid in the glass bulb expands, causing the glass to shatter, releasing the pip cap and sealing spring assembly. Water flowing through the sprinkler orifice strikes the sprinkler deflector, forming a uniform spray pattern to extinguish or control the fire. INSPECTIONS, TESTS AND MAINTENANCE Refer to NFPA 25 for Inspection, Testing and Maintenance requirements. 7. AVAILABILITY The Viking Micromatic® and MicromaticHP® Standard Response Pendent Sprinklers are available through a network of domestic and international distributors. See The Viking Corporation web site for the closest distributor or contact The Viking Corporation. GUARANTEE For details of warranty, refer to Viking's current list price schedule or contact Viking directly. June 28, 2013 Sprinkler 11 MICROMATIC AND "4iI 11(1 I"1 MicromaticHP® STANDARD RESPONSE PENDENT SPRINKLERS The Viking Corporation, 210 N Industrial Park Drive, Hastings Ml 49058 Telephone: 269-945-9501 Technical Services: 877-384-5464 Fax: 269-818-1680 Email: techsvcs@vikingcorp.com K iii -1 ai 77 , Bulb Color re 1t1ng1 Ceiling Temperature2 Ordinary 135 F (57 °C) 100 F (38 °C) Orange Ordinary 155 ¶ (68 °C) 100 ¶ (38 C) Red Intermediate 175 °F (79 °C) 150 °F (65 °C) Yellow Intermediate 200 ¶ (93 °C) 150 °F (65 °C) Green Intermediate 212 °F (100 °C) 150 °F (65 °C) Green High 286 °F (141 °C) 225 °F (107 °C) Blue Extra High 360 °F (182 °C) 300 °F (149 °C) Mauve Ultra High 500 °F (260 °C) 465 °F (240 °C) Black Sprinkler Finishes: Brass, Chrome, White Polyester, Black Polyester, Black PTFE, and ENT Corrosion-Resistant Coatings4: White Polyester, Black Polyester, and Black PTFE in all temperature ratings. ENT in all tempurature ratings except 135 °F (57 °C). Wax-Coated Brass and Wax over Polyester5 for sprinklers with the following temperature ratings: 135 °F (57 °C) Off-White Wax 155 °F (68 °C) Lt. Brown Wax 175 °F (79 °C) Brown Wax 200 °F (93 °C) Brown Wax 212 °F (100 °C) Dk. Brown Wax6 286 °F (141 °C) Dk. Brown Wax6 Footnotes 1 The sprinkler temperature rating is stamped on the deflector. 2 Based on NFPA-13. Other limits may apply, depending on fire loading, sprinkler location, and other requirements of the Authority Having Jurisdiction. Refer to specific installation standards. Sprinklers of Ultra-High temperature rating are intended for use inside ovens, dryers, or similar enclosures with normal operating temperatures above 300 °F (149 °C). Where the ambient temperature around the Ultra-High temperature rated sprinkler is significantly reduced below 300 °F (149 °C), response time may be severely retarded. 4 The corrosion-resistant coatings have passed the standard corrosion test required by the approving agencies indicated in the Approval Charts. These tests cannot and do not represent all possible corrosive environments. Prior to installation, verify through the end-user that the coatings are compat- ible with or suitable for the proposed environment. For automatic sprinklers, the coatings indicated are applied to the exposed exterior surfaces only. Note that the spring is exposed on sprinklers with Polyester, ENT, and PTFE coatings. For PTFE coated open sprinklers only, the waterway is coated. For ENT coated automatic sprinklers, the waterway is coated. Wax Over Polyester is unavailable for Sprinklers VK023 and VK122. 6 Wax melting point is 170 °F (76 °C) for 212 F (100 °C) and 286 F (141 °C) temperature rated sprinklers. Wrench Flat Protective Sprinkler aw Protective Cap Sprinkler ShieH ID: 10896 Figure 1: Standard Sprinkler Wrench 10896W/B Sprinkler lid June 28, 2013 MICROMATIC® AND MicromaticHP® STANDARD NIKI 0 l.l:II[1'yM RESPONSE PENDENT SPRINKLERS The Viking Corporation, 210 N Industrial Park Drive, Hastings Ml 49058 Telephone: 269-945-9501 Technical Services: 877-384-5464 Fax: 269-818-1680 Email: techsvcs@vikingcorp.com ArovaI Ohat I (UL) KEY Finish Micro I adrd éôhe endent Sprinklers ximurn 175 P6SI (12 bar) wWP Sprinkler Thread Size I Overall Length Listings and Approvals3 Base Part SIN I Factor (Refer also to Design Criteria on page lIt.) Number1 NPT BSP U.S. metric2 Inches mm cULus4 NYC7 VdS LPCB ICE Standard Orifice 12987 VK102 1/2" 15 m 5.6 80.6 2-1/4" 57 Al, 64, C5, D3, F6 Al, B41 C5 - -- -- -- 1017312 VK102 -- E15mmm 5.6 80.6 2-3/16" 56 Al, B4, C5, D3, F6 Al, 64, C5 A2 A2, B4 -- -- 18020 VK102 1/2" 5.6 1 80.6 2-3/16" 56 Al, 64, C5, D3 Al, B4, C5 A2 A2, B4 E213 E214'15 Large Orifice 10223 VK202 1/2" 15 mm 8.0 115.2 2-3/8" 60 Al, 64, C5, D3, F6 Al, B4, C5 A2 -- -- -- 10142 VK202 3/4" 20 mm 8.0 1 115.2 2-5/16" 59 Al, 64, C5, D3, F6 Al, 64, C5 A2 A2 E313 E314 1017016 VK202 -- 20 mm 8.0 115.2 2-3/8" 60 Al, B4, C5, F6 -- A2 A2 E313 E314 Small Orific&° 1022111 VK003 1/2" 15 mm 2.8 40.3 2-3/16" 56 Al, B4, C5 See Footnote 8. -- - -- -- 1018911,12 VK003 -- 15 mm 2.8 40.3 2-3/16" 56 Al, B4, CS -- -- - -- -- 1022211 VK004 1/2" 15 mm 4.2 57 2-1/4" 58 Al, 64, CS See Footnote 8. -- -- -- -- Approved Temperature Ratings A- 135°F (57 °C), 155°F (68 °C), 175°F (79 °C), 200°F (93 °C), 286 Approved Finishes °F (141 °C), and 360 °F (182 °C) - Brass, Chrome, White Polyester56, Black Polyester", and Black PTFE5 B - 135 °F (57 °C), 155 °F (68 °C), 175 °F (79 °C), and 200 °F (93 2 - Brass, Chrome, White Polyester6, and Black Polyester6 °C) 3 - Brass and Chrome C - 286 °F (141 °C) 4 - Wax-Coated Brass and Wax Over Polyesters D - 500 °F (260 °C)9 5 - High Temperature 200 °F (93 °C) Wax Coating (corrosion resistant); maxi- °F °C), E - 155 °F (68 °C), 175 °F (79 °C), 200 °F (93 °C), 286 (141 mum ambient temperature allowed at ceiling = 150 °F (65 °C) and 360 °F (182 °C) 6- ENT5 F- 155 °F (68 °C), 175 °F (79 °C), 200 °F (93 °C), 286 °F (141 °C), 360 °F (182 °C), and 500 °F (260 °C)9 Footnotes 1 Base part number is shown. For complete part number, refer to Viking's current price schedule. 2Metnc K-factor shown is for use when pressure is measured in bar. When pressure is measured in kPa, divide the metric K-factor shown by 10.0. 'This table shows the listings and approvals available at the time of printing. Check with the manufacturer for any additional approvals. 4 Listed by Underwriters Laboratories Inc. for use in the U.S. and Canada. cULus Listed as corrosion resistant. 6 Other colors are available on request with the same Listings and Approvals as the standard colors. Accepted for use, City of New York Department of Buildings, MEA Number 89-92-E, Vol. 12, Meets New York City requirements, effective July 1, 2008. Sprinklers of Ultra-High temperature rating are intended for use inside ovens, dryers, or similar enclosures with normal operating temperatures above 300 °F (149 °C). Where the ambient temperature around the Ultra-High temperature rated sprinkler is significantly reduced below 300 °F (149 °C), the response time of the Ultra-High temperature rated sprinkler may be severely retarded. 101-istings and Approvals limited to Light Hazard Occupancies where allowed by the installation standards being applied, with hydraulically calculated wet systems only. Exception: 4.2K sprinklers may be installed on hydraulically calculated dry pipe systems where piping is corrosion resistant or internally galvanized. The sprinkler orifice is bushed. 12SprinkIers 10173 and 10189 are available on special order. 13 CE Certified, Standard EN 12259-1, EC-certificate of conformity 0832-CPD-2001 and 0832-CPD-2003. 14 MED Certified, Standard EN 12259-1, EC-certificate of conformity 0832-MED-1003 and 0832-MED-1008. 15 ) MED Certified, RINA Certificate No. MED497705C5. 16 The 1/2" NPT Extra-Large Orifice Sprinkler is Listed and Approved for retrofit only. June 28, 2013 Sprinkler lie CR MICROMATIC® AND MicromaticHP® STANDARD ".J IIIIs1G III[..1UsJM RESPONSE PENDENT SPRINKLERS The Viking Corporation, 210 N Industrial Park Drive, Hastings Ml 49058 Telephone: 269-945-9501 Technical Services: 877-384-5464 Fax: 269-818-1680 Email: techsvcsvikingcorp.com royal chart 2 (UL) KEY Sprinklers %Leon A&' (if applicable) 1 Lim 175 Al (k2 bar) WVVP Sprinkler Thread Size Nominal K-Factor Overall Length Listings and Approvals3 (Refer also to Design Criteria on page 111.) Base Part SIN __ _________________ Number' NPT BSP U.S. metric2 Inches mm cULus4 I NYC7 I VdS I LPCB I ( E 12 10 Installed with the Viking E-1 RecessedEscutcheon _Micromatic®_Model 12987 VK102 1/2" 15 mm 5.6 80.6 2-1/4" 57 B3 - -- -- -- -- 1017311 VK102 -- 15 mm 5.6 80.6 2-3/16" 56 133 -- -- -- -- -- 1022312 VK202 1/2" 15 mm 8.0 115.2 2-3/8" 60 B3 - -- -- -- -- 10142 VK202 3/4" 20 mm 8.0 115.2 2-5/16" 59 B3 - -- -- - - 10170 VK202 -- 20 mm 8.0 115.2 2-3/8" 60 B3 -- -- -- -- - Installed with the Viking Micromatic® Model E-1 or E-2 Recessed Escutcheon 12987 VK102 1/2" 15 mm 5.6 80.6 2-1/4" 57 Al Al -- -- -- - 1017311 VK102 -- 15 mm 5.6 80.6 2-3/16" 56 Al -- - A2 - - 18020 VK102 1/2" 15 mm 5.6 80.6 2-3/16" 56 Al Al -- A2 B2 -- 1022312 VK202 1/2" 15 mm 8.0 115.2 2-3/8" 60 Al Al -- -- - -- 10142 VK202 3/4" 20 mm 8.0 115.2 2-5/16" 59 Al Al -- A2 B2 10170 VK202 -- 20 mm 8.0 115.2 2-3/8" 60 Al -- -- A2 B2 - 102219.10 VK003 1/2" 15 mm 2.8 40.3 2-3/16" 56 Al Al -- -- - -- 102229,10 VK004 1/2" 15 mm 4.2 57 2-1/4" 58 Al Al -- -- - - Installed with the Viking Microfast® Model F-I Adjustable Escutcheon 12987 VK102 1/2" 15 mm 5.6 80.6 2-1/4" 57 Al Al -- A2 - -- 1022312 VK202 1/2" 15 mm 8.0 115.2 2-3/8" 60 Al Al -- -- - -- 10221910 VK003 1/2" 15 mm 2.8 40.3 2-3/16" 56 Al Al -- -- - Approved Temperature Ratings Approved Finishes A- 135°F (57 °C), 155°F (68 °C), 175°F (79 °C), and 200 °F(93 °C) 1 - Brass, Chrome, White Polyester-1.6, Black Polyester56, and Black PTFE5 B - 155 °F (68 °C), 175 °F (79 °C), and 200 °F (93 °C) 2 - Brass, Chrome, White Polyester6, and Black Polyester5 C-286°F(141°C) 3-ENT5 Footnotes 1 Base part number is shown. For complete part number, refer to Viking's current price schedule. 2Metijc K-factor measurement shown is when pressure is measured in Bar. When pressure is measured in kPa, divide the metric K-factor shown by 10.0. 3This table shows the listings and approvals available at the time of printing. Check with the manufacturer for any additional approvals. "Listed by Underwriters Laboratories Inc. for use in the U.S. and Canada. 5 cULus Listed as corrosion resistant. 6 Other colors are available on request with the same Listings and Approvals as the standard colors. Accepted for use, City of New York Department of Buildings, MEA Number 89-92-E, Vol. 12. Listings and Approvals limited to Light Hazard Occupancies where allowed by the installation standards being applied, with hydraulically calculated wet systems only. Exception: 4.2K sprinklers may be installed on hydraulically calculated dry pipe systems where piping is corrosion resistant or internally galvanized. The sprinkler orifice is bushed. "Sprinkler 10173 is available on special order. 11 CE Certified, Standard EN 12259-1, EC-certificate of conformity 0786-CPD-40181, 0832-CPD-2001, and 0832-CPD-2003. 12 The 1/2" NPT Extra-Large Orifice Sprinkler is Listed and Approved for retrofit only. Sprinkler hf June 28, 2013 MICROMATIC0 AND \i 11(1 I%16 i:liI.1u'Lf. MicromaticHP® STANDARD RESPONSE PENDENT SPRINKLERS The Viking Corporation, 210 N Industrial Park Drive, Hastings Ml 49058 Telephone: 269-945-9501 Technical Services: 877-384-5464 Fax: 269-818-1680 Email: techsvcs©vikingcorp.com rovai Chart 3 (UL) °Temeretup - KEY r- Pendent Sprinklers Pressure) (High A1X4 EtchcorIepIrcabIe) .' - .MThiurn 250 PSI (17 bar) WWP Sprinkler Thread Size Nominal Overall Length Listings and Approvals3 Base Part IN K-Factor (Refer also to Design Criteria below.) Number' NPT I BSP U.S. metric2 Inches mm I cULus' I NYC VdS LPCB CE Standard Orifice 09992 VK122 1/2" 1 15 mm 1 5.6 1 80.6 1 2-1/4" 58 Al, D2 I See Footnote 5. -- I -- -- -- Small Orifice' 099948.9 VK023 1/2" 115mm I 2.8 40.3 2-1/4" 1 58 Al See Footnote 5.I -- I -- -- -- Installed with the Viking Micromatic® Model E-I or E-2 Recessed Escutcheon 09992 VK122 1/2" 15 mm 5.6 80.6 2-1/4" 58 Cl See Footnote 5. -- -- -- 099948,9 VK023 1/2" 15 mm 2.8 40.3 2-1/4" 58 Cl See Footnote 5. -- -- -- -- Installed with the Viking Microfast® Model F-I Adjustable Escutcheon 09992 VK122 1/2" 15 mm 5.6 80.6 2-1/4" 58 B1 See Footnote 5. -- -- -- 099948.9 VK023 1/2" 15 mm 2.8 40.3 2-1/4" 58 BI See Footnote 5. -- -- -- -- Approved Temperature Ratings A- 135°F (57 °C), 155°F (68 °C), 175°F (79 °C), 200 °F (93 °C), 286°F (141 °C), and Approved Finishes 360 °F (182 °C) 1 - Brass, Chrome, White Polyester6'7, Black Polyester6'7, B - 135°F (57 °C), 155°F (68 °C), 175 °F (79 °C), 200 °F (93 °C), and 286 °F (141 °C) and Black PTFE8 C - 135 °F (57 °C), 155 °F (68 °C), 175 °F (79 °C), and 200 °F (93 °C) 2- Brass and Chrome D - 500 °F (260 °C)10 Footnotes Base part number is shown. For complete part number, refer to Viking's current price schedule. 2 Metric K-factor shown is for use when pressure is measured in bar. When pressure is measured in kPa, divide the metric K-factor shown by 10.0. This table shows the listings and approvals available at the time of printing. Check with the manufacturer for any additional approvals. Listed by Underwriters Laboratories Inc. for use in the U.S. and Canada. Meets New York City requirements, effective July 1, 2008. 6 cULus Listed as corrosion resistant. Other colors are available on request with the same Listings and Approvals as the standard colors. 8 Listings and Approvals limited to Light Hazard Occupancies where allowed by the installation standards being applied, with hydraulically calculated wet systems only. The sprinkler orifice is bushed. 10Sprinklers of Ultra-High temperature rating are intended for use inside ovens, dryers, or similar enclosures with normal operating temperatures above 300 °F (149 °C). Where the ambient temperature around the Ultra-High temperature rated sprinkler is significantly reduced below 300 °F (149 °C), the response time of the Ultra-High temperature rated sprinkler may be severely retarded. cULus Listing Reciuirements: Micromatic® and MicromaticHP® Standard Pendent Sprinklers are cULus Listed as indicated in Approval Charts 1-3 for installation in accordance with the latest edition of NFPA 13 for standard spray sprinklers. Designed for use in Light, Ordinary, and Extra Hazard occupancies. (Small orifice sprinklers are limited to Light Hazard where allowed by the installation standards being applied, with hydraulically calculated wet systems only. Exception: 4.2K sprinklers may be installed on hydraulically calculated dry pipe systems where piping is corrosion resistant or internally galvanized.) The sprinkler installation rules contained in NFPA 13 for standard spray pendent sprinklers must be followed. IMPORTANT: Always refer to Bulletin Form No. F_091699 - Care and Handling of Sprinklers. Also refer to page SRI-3 for general care, installation, and maintenance information. Viking sprinklers are to be installed in accor- dance with the latest edition of Viking technical data, the appropriate standards of NFPA, LPCB, APSAD, VdS or other similar organizations, and also with the provisions of governmental codes, ordinances, and standards, whenever applicable. June 28, 2013 Sprinkler hg MICROMATIC® AND NIKI 60 I:II[.1u'7M MicromaticHP® STANDARD RESPONSE PENDENT SPRINKLERS The Viking Corporation, 210 N Industrial Park Drive, Hastings MI 49058 Telephone: 269-945-9501 Technical Services: 877-384-5464 Fax: 269-818-1680 Email: techsvcs@vikingcorp.com '17'-T--,4i"cT~maticM~ . tare~~6rd Res. Pendent Sprinklers (if applicable) MaxKuni 175 PSI (12 bar) WWP Sprinkler Base Thread Size Nominal K-Factor Overall Length FM Approvals3 Part Number1 SIN (Refer also to Design Criteria below.) NPT BSP U.S. I metric2 I Inches mm Standard Orifice 12987 VK102 1/2" 15 mm 5.6 80.6 2-1/4' 57 Al C3, E4, Fl, G5 101738 VK102 -- 15 mm 5.6 80.6 2-3/16" 56 Al, C3 E4, Fl, G5 18020 VK102 1/2" 15 mm 5.6 80.6 2-3/16" 56 Al C3, E4, Fl Large Orifice 10223 VK202 1/2" 15 mm 8.0 115.2 2-3/8" 60 BI, D3, Fl, G5 10142 VK202 3/4" 20 mm 8.0 115.2 2-5/16" 59 BI, D3, Fl, G5 10170 VK202 -- 20 mm 8.0 115.2 2-3/8" 60 Bi, D3, Fl, G5 Small Orifice4 10221 VK003 1/2" 15 mm 2.8 40.3 2-3/16" 56 D2 1018978 VK003 -- 15 mm 2.8 40.3 2-3/16" 56 D2 Approved Temperature Ratings A - 135 °F (57 "C), 155 OF (68 "C), 175 OF (79 °C), 200 OF (93 °C), 212 OF (100 °C), 286 OF (141 °C), and 360 OF (182 "C) Approved Finishes B - 135 OF (57 °C), 155 OF (68 °C), 175 OF (79 °C), 200 OF (93 °C), 286 OF (141 °C), and 1 - Brass, Chrome, White Polyester5, and Black Poly-ester' 360 OF (182 °C) 2 - Brass and Chrome C - 135 OF (57 °C), 155 OF (68 °C), 175 OF (79 °C), 200 OF (93 °C), and 212 OF (100 "C) 3 - Wax-Coated Brass (corrosion resistant) D - 135 OF (57 "C) 155 OF (68 "C), 175 OF (79 "C), and 200 OF (93 "C) 4 - Nigh Temperature 200 OF (93 "C) Wax Coating (corrosion E - 286 OF (141 "C) resistant); maximum ambient temperature allowed at F - 500 OF (260 °C)6 the ceiling = 150 OF (65 "C) G - 155 OF (68 °C), 175 OF (79 "C), 200 OF (93 °C), 286 OF (141 °C), 360 OF (182 °C), 5- ENT1° and 500 OF (260 "C)6 Footnotes Base part number is shown. For complete part number, refer to Viking's current price schedule. 2 Metric K-factor shown is for use when pressure is measured in bar. When pressure is measured in kPa, divide the metric K-factor shown by 10.0. This table shows the listings and approvals available at the time of printing. Check with the manufacturer for any additional approvals. FM Approved as standard response Non-Storage pendent sprinklers. For specific application and installation requirements, reference the latest ap- plicable FM Loss Prevention Data Sheets (including Data Sheet 2-0). Other colors are available on request with the same Approvals as the standard colors. 6 Sprinklers of Ultra-High temperature rating are intended for use inside ovens, dryers, or similar enclosures with normal operating temperatures above 300 OF (149 "C). Where the ambient temperature around the Ultra-Nigh temperature rated sprinkler is significantly reduced below 300 OF (149 "C), the response time of the Ultra-High temperature rated sprinkler may be severely retarded. The sprinkler orifice is bushed. Sprinklers 10173 and 10189 are available on special order. The 1/2" NPT Large Orifice Sprinkler is Listed and Approved for retrofit only. 11 FM approved as corrosion resistant. Sprinkler 11 June 28, 2013 MICROMATIC® AND MicromaticHP® STANDARD RESPONSE PENDENT SPRINKLERS The Viking Corporation, 210 N Industrial Park Drive, Hastings MI 49058 Telephone: 269-945-9501 Technical Services: 877-384-5464 Fax: 269-818-1680 Email: techsvcsvikingcorp.com IzPle 'KEY Sprinklers _____ ii (ff um 175 PSI (12 bar) WWP Sprinkler Base Thread Size I Nominal K-Factor I Overall Length FM Approvals3 Part Number1 SIN NPT BSP (Refer also to Design Criteria on page lii.) U.S. I metric, Inches mm Installed with the Viking Micromatic® Model E-1 Recessed Escutcheon 12987 VK102 1/2' 15 mm 5.6 80.6 2-1/4" 57 C3 10173 VK102 -- 15 mm 5.6 80.6 2-3/16" 56 C3 10223 VK202 1/2" 15 mm 8.0 115.2 2-3/8" 60 C3 10142 VK202 3/4" 20 mm 8.0 115.2 2-5/16" 59 C3 10170 VK202 -- 20 mm 8.0 115.2 2-3/8" 60 C3 Installed with the Viking Micromatic® Model E-1 or E-2 Recessed Escutcheon 12987 VKIO2 1/2" 15 mm 5.6 80.6 2-1/4" 57 Cl 101737 VKIO2 -- 15 mm 5.6 80.6 2-3/16" 56 Cl 18020 VKIO2 1/2" 15 mm 5.6 80.6 2-3/16" 56 Cl 10223 VK202 1/2" 15 mm 8.0 115.2 2-3/8" 60 BI 10142 VK202 3/4" 20 mm 8.0 115.2 2-5/16" 59 Bi 10170 VK202 -- 20 mm 8.0 115.2 2-3/8" 60 Bi 102216 VK003 1/2" 15 mm 2.8 40.3 2-3/16" 56 A24 Approved Temperature Ratings Approved Finishes A- 135 °F(57 °C), 155 "F(68 °C), 175 "F(79 "C), 200 "F (93'C), and 212 "F (100 °C) 1 - Brass, Chrome, White Polyester5, and Black Polyester5 B - 135 "F (57 °C), 155 F (68 "C), 175 °F (79 °C), and 200 F (93 "C) 2 - Brass C - 155 °F (68 "C), 175 "F (79 °C), and 200 "F (93 "C) 3 - ENT8 Footnotes Base part number is shown. For complete part number, refer to Viking's current price schedule. 2 Metric K-factor measurement shown is when pressure is measured in Bar. When pressure is measured in kPa, divide the metric K-factor shown by 10.0. This table shows the listings and approvals available at the time of printing. Check with the manufacturer for any additional approvals. FM Approved as standard response pendent Non-Storage sprinklers. For specific application and installation requirements, reference the latest ap- plicable FM Loss Prevention Data Sheets (including Data Sheet 2-0). Other colors are available on request with the same Listings and Approvals as the standard colors. 6 The sprinkler orifice is bushed. Sprinkler 10173 is available on special order. FM approved as corrosion resistant. CRITERIA FM . CIi9ft4Ihd 5 on pages hg-h.) FM Aniroval Requirements: The sprinklers indicated in Approval Charts 4 and 5 are FM Approved as standard response Non-Storage pendent sprinklers as indicated in the FM Approval Guide. For specific application and installation requirements, reference the latest applicable FM Loss Prevention Data Sheets (including Data Sheet 2-0). FM Global Loss Prevention Data Sheets contain guidelines relating to, but not limited to: minimum water supply requirements, hydraulic design, ceiling slope and obstructions, minimum and maximum allowable spacing, and deflector distance below the ceiling. NOTE: The FM installation guidelines may differ from cULus and/or NFPA criteria. IMPORTANT: Always refer to Bulletin Form No. F_091699 - Care and Handling of Sprinklers. Also refer to page SRI-3 for gen- eral care, installation, and maintenance information. Viking sprinklers are to be installed in accordance with the latest edition of Viking technical data, the appropriate standards of NFPA, FM Global, LPCB, APSAD, VdS or other similar organizations, and also with the provisions of governmental codes, ordinances, and standards, whenever applicable. June 28, 2013 Sprinkler 11 CR MICROMATIC AND MicromaticHP STANDARD N4 I I(II'1G i:II[.iu.Jv.. RESPONSE PENDENT SPRINKLERS The Viking Corporation, 210 N Industrial Park Drive, Hastings MI 49058 Telephone: 269-945-9501 Technical Services: 877-384-5464 Fax: 269-818-1680 Email: techsvcs@vikingcorp.com I I Carefully slide the I wrench sideways I around the protective cap, ensuring engage- ment with the sprinkler wrench flats. II Sprinkler Wrench 16036//B for recessed pendent sprink(ers 1/2' ratchet is required ot available from Viking). Figure 2: Wrench 16036W1B for Recessed Pendent Sprinklers (fto]1\ Lgm a L'J1' Sprinkler Wrench 13577V/Ds* for installing wax coated sprinklers 4 Step 1: Carefully slide the / wrench sideways around ,l Wax Coated 1' the sprinkler deflector. Pendent Sprinkler Step 2: CarefuLly press **A 1/2k ratchet is required the wrench upward and (not available from Viking). ensure engagement with the sprinkler wrench flats, Figure 3: Wrench 13577W1B for Wax Coated Sprinklers Sprinkler 1 1 June 28, 2013 CFt MICROMATIC® AND "I II(IIs1Gi l:II[.u'7M MicromaticHP® STANDARD RESPONSE PENDENT SPRINKLERS The Viking Corporation, 210 N Industrial Park Drive, Hastings MI 49058 Telephone: 269-945-9501 Technical Services: 877-384-5464 Fax: 269-818-1680 Email: techsvcsvikingcorp.com Ceiling Opening Size 2-1/8" I H 2-5/16" (58.7 mm) I (54 mm) I 2-1/2" (63.5 mm) maximum Installed with a Pendent Sprinkler standard 1/8" surface- mounted escutcheon, 2" 1-1/2" (38 mm) (51 mm) / Minimum imum Max ! 1 Installed with a Microf'ast Model F-i Adjustakle Escutcheon 1/2' (15 mm) NPT 2-1/4" (58mm) w Note: At maximum, adapter- is exposed 1/2" (12.7 mm) From Lace of ceiling. Figure 4: Sprinkler Dimensions with a Standard Escutcheon and the Model F-I Adjustable Escutcheon Ceiling Opening Size: 2-5/16" (58.7 mm) minimum I 2-1/8" ,j 2-1/2" (63.5 mm) maximum l 2-1/8" (54 mm) (54 mm) 1-3/4" Minimum I 1-1/8" (28.6 mm) (44.5 mm) Maximum Installed with a Micromatic Model E-1 Recessed Escutcheon 2" 1-1/8" (28.6 mm) (51 mm) Minimum Maximum t__2 __________ - Installed with a Model E-2 Thread-on Recessed Escutcheon Figure 5: Sprinkler Dimensions with the Model E-1 and E-2 Recessed Escutcheons Form No. F_100397 Replaces page lla-j, dated June 5, 2013. (ENT finish is now approved as corrosion resistant.) 2).- PIPE AND FITTINGS IT IM-COAT Specif NPS Nominal I.D. Wt. Wt. (H20 Filled) CRR CRR In; mm In; mm Lbs/Ft kg/rn Lbs/Ft kg/rn Unthreaded Threaded 1.080 1.330 1.75 11.39 1.00 25 27.4 2.0 2.60 - - 1¼" 1.408 1.870 2.54 9.50 1.00 32 35.8 2.8 3.78 - - 11/2" 1.639 2.290 3.22 9.14 1.00 40 41.6 3.4 4.79 - - 2.104 3.050 4.57 8.41 1.00 50 53.4 4.5 6.80, - - FBe @ c@ <~> APPROVED M _#_AA VA JZZ WTA V Dyna-Thread® — M-COAT® Submittal Data Sheet ) Full Line Sch-40 Replacement Dyna-Thread® - M-COAT® sprinkler pipe represents an engineering advancement for the sprinkler pipe industry. It combines the safety and longevity of traditional Sch-40 pipe with quality and superior hydraulic advantages. > Comparison to Schedule 40 Dyna-Thread — M-COATs inside diameter is up to 3.6% larger than Sch-40 giving it superior hydraulics. Also, when used in combination with Dyna-Flow - M-COAT pipe, down sizing often occurs. Dyna-Thread - M-COAT is fully listed and approved UL, ULC, and FM for fire sprinkler applications. The life expectancy of Dyna-Thread - M-COAT and Sch-40 are equal based on the calculated wall thicknesses per UL. The consistent quality of steel used to make Dyna-Thread - M-COAT facilitates smooth threading and lower maintenance costs. The exterior of Dyna-Thread - M-COAT is protected by a clean, durable mill coating for extended shelf life and easy paint application. With its increased strength and lighter weight, Dyna-Thread - M-COAT reduces installation fatigue and is ideal for retro-fit applications. Corrosion Resistance Ratio (CRR) is a UL (Underwriters Laboratory) term for the estimated life expectancy of a pipe joint. This is based on the calculated wall thickness at the base of the first exposed thread, assumed to be the weakest point of the pipe length. Dyna-Thread - M-COAT and Sch-40 have the same calculated wall thicknesses at this point and are both assigned the same CRR of 1.00. Comparison to L.W.T. Pipe More wall thickness at the thread (CRR=1.00) gives Dyna-Thread - M-COAT better life expectancy than lightwall threadable pipe joints. Dyna-Thread - M-COAT is approved for standard hanger spacing (15 ft. D.C.), can be used as earthquake sway bracing, and is safe to use as drops. Dyna-Thread - M-COAT is safer to weld on than many zinc coated lightwall threadable pipe products. Dyna-Thread - M-COAT is more widely accepted than lightwall threadable where Sch-40 is specified. > American Made Able to meet "BuyAmerican" requirements, and is available through distributors in the USA, Canada, Mexico and Latin America. > Specifications & Approvals Dyna-Thread - M-COAT pipe is manufactured to meet: ASTMA 135, Type E Grade A, and is in compliance with NFPA-13. All sizes of Dyna-Thread - M-COAT are rated at 300 psi working pressure. Dyna-Thread - M-COAT is UL and ULC Listed for wet, dry and pre-action sprinkler systems and FM Approved for use in wet systems. Dyna-Thread - M-COAT can be "hot- dip" galvanized* to meet FM requirement for dry systems. Dyna-Thread - M-COAT is approved for all threaded couplings and welded outlets and is suitable for all roll-grooved, and plain-end fittings. (See listing information). * Must be ordered in 10 bundle increments. Project: Sprinkler Contractor: Date: Engineer: Specification Reference: System Type: )cations: Comments: .,*.. Customer Service (800) 882-5543 Fax: (800) 659-7730 www.alliedtube-sprinkler.com (70"Y allied • 16100 S Lathrop Ave. • 11350 Norcorn Rd. • 2525 N 27th Ave. • 600 Dean Sievers Place TUBE & CONDUIT Harvey, IL 60426 Philadelphia, PA 19154 Phoenix, AZ 85009 Morrisville, PA 19067 RDOF4 , ----,-'-,---.--,,.-- - I F/ I - I, P, -z_---- - - F j f•i I - v- - GU1(.xl a!awia ALEtar C'NVILAOA Z.1 MERM ((_ bN s1TIJ Anvil's Unmatched Piping Prds log ivy llndusftry Anvil provides the most comprehensive line of innovative, durable, and reliable pipe connections, support systems, and customer service. For more than 150 years, Anvil has provided integrated, reliable piping solutions for a variety of applications. With the most complete line of piping products, expert design services, and a responsive customer service team, Anvil's total package is unmatched throughout the industry. Our professionals will work with you to develop innovative solutions that meet your demands and exceed your expectations. From HVAC, plumbing and mechanical to fire protection, mining, oil and gas, and gas utilities, Anvil covers all markets. Our extensive product line includes grooved couplings, fittings, and valves; cast and malleable pipe fittings; forged steel fittings and unions; steel pipe nipples and couplings; pipe hangers and supports; strut and channel; oil country fittings; and valves. Our exceptional market-specific expertise ensures you always get the best solution for your unique application. In addition to Anvil's extensive line of domestically manufacture products, Anvil also offers a full line of Globally manufactured malleable iron fittings and steel pipe nipples. These products are manufactured within ISO 9001:2000 facilities where Anvil's quality control engineers oversee the entire process. Anvil is committed to providing the finest quality pipe fittings available, which we believe only a true manufacturer can provide. Engineered drawings of fittings and nipples along with detailed inspection procedures, leave no questions regarding Anvil's commitment to quality imported products. With 150 years of manufacturing expertise, Anvil is in a unique position to set the highest quality standard for both domestic and import products. Anvil's specifications for SPF malleable fittings and pipe nipples are higher than typical ANSI specification. The SPF malleable fittings are UL Listed and FM Approved. SPF ST.E.EkMPE NIPPLES I, Standard Welded Anvil International is the only manufacturer where you can combine your import and U.S. Manufactured product requirements. STAN DARDSIJf:1SPECIFICATIONSI Dimensional: ASTM A733 Standard End Finish Tapered Pipe Thread (NPT) Material: ASTM A53 Type F or Type E rqn —r Galvanizing: Hot Dip Galvanizing Threading:** ASME B 1.20.1 *Galvanized nipples are manufactured from pipe coated on the inside and outside by hot dip process. **British Standard threading per BS 21 available upon request. Ends are cut square to the central axis. All burrs on Also available: the inside are removed. The ends of the pipe nipples • Ready Cut Pipe, Standard - Schd. 40 (black and galvanized) are chamfered on the outside at an angle of 35 +1- Pipe Size: /2", 3/4', 1", 11 /4", 172", 2" 10 to the central axis. Pipe Length: 8", 24", 30", 48", 60", 72" "66" Packs, Standard - Schd. 40 (black and galvanized) Pipe nipples are threaded on both ends with Nipple Size: 1/2", 3/41 1", 11/411, 1/2, 2" standard NPT tapered threads. Threads are right • Single Run Nipple Packs (black and galvanized) hand on both ends. Pipe Size: 1/2", 3/4', 1, 174, 11/2, 2" Pipe Size 1/8 Pipe O.D. .405 Length Close 3/4 2 II Pipe 3 Nipple Lengths II (Black and galvanized) I 'I 6 I I 8 9 II 10 11 I 12 1/4 .540 7 /8 1 1/2 2 21/2 3 31/2 4 41/2 5 51/2 6 7 8 9 10 11 12 .675 1 1 1/2 2 21/2 3 31/2 4 41/2 5 5 '/2 6 7 8 9 10 11 12 1/2 .840 1 1/8 1 1/2 2 21/2 3 31/2 4 41/2 5 51/2 6 7 8 9 10 11 12 3/4 1.050 1 /8 1 1/2 2 21/2 3 31/2 4 41/2 5 51/2 6 7 8 9 10 11 12 1 1.315 1 1/2 2 21/2 3 31/2 4 41/2 5 j 51/2 6 7 8 j 9 10 11 12 1'/4 1.660 1 /8 2 21/2 3 31/2 4 41/2 5 5'/2 6 7 8 9 10 11 12 1 1/2 1.900 1 3/4 2 21/2 3 31/2 4 41/2 5 51/2 6 7 8 9 10 11 12 2 2.375 2 2 1/2 3 3'/2 4 41/2 5 5'/2 6 7 8 9 10 11 12 2 '/2 2.875 2 1/2 3 31/2 4 41/3 5 5 '/2 6 7 8 9 10 11 12 3 3.500 2 /8 3 31/2 4 4 1/2 5 5 '/2 6 7 8 9 10 11 12 4 1 4.500 j 2/8 j 4 41/2 5 51/2 6 7 8 9 10 11 12 6 6.625 3 1/8 4 4'/2 5 51/2 6 7 8 1 9 10 11 12 ANVIL Witting Cond1an,Th.ULost SPF STEEL PIPE NIPPLES 1 Extra Heavy - SCH. 80 Welded Anvil International is the only manufacturer where you can combine your import and U.S. Manufactured product requirements. .1 f1 I 'U 1'J.1:.1 J I I.fi liii - Dimensional: ASIM A733 Tapered Pipe Thread (NPT) Standard End Finish - a-n Material: ASTM A53 Type F or Type E Galvanizing Hot Dip Galvanizing* ASME B 1.20.1 Threading: *Galvanized nipples are manufactured from pipe coated on the inside and outside by hot dip process. Ends are cut square to the central axis. All burrs on the inside are removed. The ends of the pipe nipples are chamfered on the outside at an angle of 35 +1- 10 to the central axis. Pipe nipples are threaded on both ends with standard NPT tapered threads. Threads are right hand on both ends. Pipe Size 1/8 Pipe . O.D. .405 Length Close I 3/4 1 1/2 2 21/2 Pipe 3 31/2 4 "I171r and i'711I I I I I 41/2 5 51/2 6 7 I I 8 9 I 10 I 11 I 12 1/4 .540 /8 1 1/2 2 21/3 3 31/2 4 41/2 5 5V2 6 7 8 9 10 11 12 .675 1 1 1/2 2 21/2 3 31/2 4 41/2 5 51/2 6 7 8 9 10 11 12 1/3 .840 1 1/8 1 1/2 2 21/2 3 31/2 4 41/2 1 5 51/2 1 6 7 8 9 10 11 12 3/4 1.050 1 /8 1 1 1/2 2 1'2 1/2 3 31/2 4 4 1/2 51/2 6 7 8 9 10 fl 12 1 1.315 1 1/2 2 21/2 3 31/2 1 4 41/2 5 51/2 6 7 8 9 10 11 12 1 1/4 1.660 1 /8 2 21/2 3 31/2 4 41/2 5 51/2 6 7 8 9 10 11 12 1 1/2 1.900 1 3/4 2 21/2 3 31/2 4 41/2 5 51/2 6 7 8 9 10 11 12 2 2.375 2 1 1 21/2 3 31/3 4 41/2 5 51/3 6 1 7 1 8 9 10 11 12 21/2 2.875 2 1/2 3 31/2 4 41/2 1 5 51/2 6 7 8 9 10 11 12 3 3.500 2 /8 3 31/2 4 41/2 5 51/2 6 7 8 9 10 11 12 3 1/2 4.000 2/4 4 41/2 5 51/2 6 7 8 9 10 11 12 4 4.500 2/8 4 41/2 5 51/3 6 7 8 9 10 11 12 5 5.563 3 4 41/2 5 51/2 6 7 8 9 10 11 12 6 6.625 3 1/8 4 41/2 5 5'/2 6 7 8 9 10 11 12 ThtLt SPFST?!PE NIPPLES Extra Heavy Seamless Anvil International is the only manufacturer where you can combine your import and U.S. Manufactured product requirements. 1 f. I '17.1:1 1J.'f:SPECIFICATIONSII - Dimensional: ASTM A733 Standard End Finish Tapered Pipe Thread (NPT) 4 Material: ASTMA1O6 Grade B Galvanizing: Hot Dip Galvanizing* ASME B 1.20.1 Threading: *Galvanized nipples are manufactured from pipe coated on the inside and outside by hot dip process. Ends are cut square to the central axis. All burrs on the inside are removed. The ends of the pipe nipples are chamfered on the outside at an angle of 35' +1- 10" to the central axis. Pipe nipples are threaded on both ends with standard NPT tapered threads. Threads are right hand on both ends. Pipe Pipe .405 Length I 3/4 I 1 1/2 I 2 I 21/2 21T1 I 3 31/2 ITIrI I (Black.i I I I I I I 4 41/2 5 51/2 6 7 8 9 10 11 12 1/8 1/4 .540 7/8 1 1/2 2 21/2 3 31/2 4 41/2 5 51/2 6 7 8 9 10 11 12 .675 1 1 1/2 2 21/2 3 31/2 4 41/2 5 51/2 6 7 8 9 10 11 12 1/2 .840 1'/B 1 1/2 2 21/2 3 31/2 4 4'/2 5 51/2 6 7 8 9 10 11 12 3/4 1.050 1 /8 11/2 2 21/2 3 31/2 4 41/2 5 51/2 6 7 8 9 10 11 12 1 1.315 1 1/2 2 21/2 3 31/2 4 41/2 5 51/2 6 7 8 9 10 11 12 ]1/4 1.660 1 5/8 2 2 '/2 3 31/2 4 4 '/2 5 51/2 6 7 8 9 10 11 12 1 1/2 1.900 1 3/4 2 21/2 3 31/2 4 41/2 5 51/2 6 7 8 9 10 11 12 2 2.375 2 2 1/3 3 31/2 4 41/2 5 5'/2 6 7 8 9 10 11 12 2 1/2 2.875 2 1/2 3 31/3 4 41/3 5 5'/3 6 7 8 9 10 11 12 3 3.500 2/8 3 3 '/2 4 41/2 5 5'/2 6 7 8 9 10 11 12 4 4.500 2/8 4 41/ 5 51/2 6 7 8 9 10 11 12 5 5.563 3 4'/2 5 51/2 6 7 8 9 10 11 12 6 6.625 3 1/8 41/2 5 5'/2 6 7 8 9 10 11 12 www.anvilintl.com I SPF MALLEABLE IRON FITTINGS Class 150 (Standard) STAN DARDS &SPECIFICATIONS "U,D3o Dimensional: Fittings: ASME B16.3 Unions: ASME B 16.39 Bushings/Plugs: ASME B 16.14 Material: ASTM A-i 97 Galvanizing: ASTM A-i 53 (Hot Dip Galvanizing) Threading:* ASME B 1.20.1 Pressure Rating: Fittings: ASME B 16.3 Unions: ASME B 16.39 Bushings/Plugs: ASME B 16.14 Pressure Testing: All malleable iron fittings are tested for through wall porosity using an air under water process. Agency Approvals: All malleable iron fittings and unions are UL Listed and FM Approved. *British Standard threading per BS 21 available upon request. 900 REDUCING ELBOW I I TLTLt11 I B .... 1/4 x /a 0.74 0.76 0.08 X 1/8 0.81 0.85 0.11 3/8 xY4 0.88 0.90 0.13 V2 X 1/4 0.97 0.98 0.16 1/2 x 3/8 1.04 1.03 0.19 3/4 x 3/8 1.12 1.13 0.26 3/4 x 1/2 1.20 1.22 0.29 1 x 1/2 1.26 1.36 0.42 1 x 3/4 1.37 1.45 0.47 1 x 1/2 1.34 1.53 0.54 1 1/4 x 3/4 1.45 1.62 0.62 1 1/4 X 1 1.58 1.67 0.73 1 1/2 x 3/4 1.52 1.75 0.74 1 1/2 x 1 1.65 1.80 0.88 1 '/2 x 1 1/4 1.82 1.88 1.03 2x 3/4 1.60 1.97 1.04 2x 1 1.73 2.02 1.28 2 x 1 1/4 1.90 2.10 1.36 2 x 1 1/2 2.02 2.16 1.51 2 1/2 x 1 1/2 2.16 2.51 2.20 2 1/2 x 2 2.39 2.60 2.55 3 x 2 2.52 2.89 3.35 3 x 2 1/2 2.83 1 2.99 4.12 4 x 3 1 3.30 1 3.60 1 6.65 SPF MALLEABLEjWON FITTINcLJI Class 150 (Standard) 900 ELBOW I Size A I I Weight - 1" - 1/8 0.69 0.06 ½ 0.81 0.10 /8 0.95 0.15 ½ 1.12 0.22 3/4 1.31 0.36 1 1.50 0.57 1 1/4 1.75 0.87 1½ 1.94 1.16 2 2.25 1.81 2 1/2 2.70 3.23 3 3.08 4.82 4 3.79 8.41 6 5.13 19.96 450 ELBOW 1tP4- A Weight - / 1/8 0.63 0.06 0.11 E E 0.14 0.20 3/4 0.98 0.32 1 1.12 0.50 1 ½ 1.29 0.76 1 ½ 1.43 1.00 2 1.68 1.61 2 1/2 1.95 2.77 3 2.17 4.03 4 2.61 6.92 6 3.46 16.31 ~)4N.1P BUIldingCoMecdomrhWLaft SPF MALLEABLE IRON F II TINGS. JLJ Class 150 (Standard) 90° STREET ELBOW Size A I B Weight I -I- 1/8 0.69 1.00 0.05 ¼ 0.81 1.19 0.09 0.95 1.44 0.15 1/2 1.12 1.63 0.20 3/4 1.31 1.89 0.34 1 1.50 2.14 0.58 1 1/4 1.75 2.45 0.84 1 1/2 1.94 2.69 1.12 2 2.25 3.26 1.85 2 1/2 2.70 3.86 3.28 3 3.08 4.51 5.00 4 3.79 5.69 9.18 450 STREET ELBOW 11'4- 1/8 0.63 0.83 0.05 ¼ 0.73 0.94 0.08 0.80 1.03 0.12 ½ 0.88 1.15 0.18 3/4 0.98 1.29 0.27 1 1.12 1.47 0.44 1 ¼ 1.29 1.71 0.70 1 1/2 1.43 1.88 0.92 2 1.68 2.22 1.50 CROSS Size A I Weight ! A A Al A ¼ 0.81 0.17 0.95 0.26 ½ 1.12 0.38 3/4 1.31 0.61 1 1.50 0.95 1 ½ 1.75 1.42 1 ½ 1.94 1.86 2 2.25 2.83 *Building Connectio,, ThtLfl SPF MALLEABLE UWDN FITTINGS. kl- Class 150 (Standard) CAP Size A Weight I - I'll f 1/8 0.53 0.03 1/4 0.63 0.05 0.74 0.07 1/2 0.87 0.11 0.97 0.18 3'4 1.16 0.30 1 1/4 1.28 0.44 1 1/2 1.33 0.55 2 1/2 1.70 1.49 3 1/2 1.90 3.02 4 2.08 3.79 6 2.55 8.77 TEE I Size I A TATITl1 c1ThTT1 Lj 3 1/8 0.69 0.09 1/4 0.81 0.14 0.95 0.21 1/2 1.12 0.31 J 3/4 1.31 0.50 1 1.50 0.79 1 1/4 1.75 1.19 1 1/2 1.94 1.57 2 2.25 2.43 2 1/2 2.70 4.33 3.08 6.37 4 3.79 11.03 AWIL 8oildi,,gCO,,,,ion ThLt SPF MALLEABLE IRON FITTINGS Class 150 (Standard) REDUCING TEE Size I I I I -AB Ic CONTINUED ON NEXT PAGE. 1/2 ½ 1/4 0.97 0.97 0.98 0.24 1.04 1.04 1.03 0.27 3/4 1.22 1.22 1.20 0.37 1 1.36 1.36 1.26 0.49 ½ 1/2 1.20 1.12 1.22 0.38 3/4 1.31 1.22 1.31 0.45 3/4 Y4 1.05 1.05 1.08 0.36 1.12 1.12 1.13 0.39 ½ 1.20 1.20 1.22 0.43 1 1.45 1.45 1.37 0.62 1 1/4 1 1.50 1.18 1.50 0.63 1/2 ½ 1.26 1.12 1.36 0.48 3/4 1.37 1,22 1.45 0.56 1 1.50 1.36 1.50 0.67 3/4 ½ 1.26 1.20 1.36 0.53 3/4 1.37 1.31 1.45 0.61 1 1.50 1.45 1.50 0.71 1.18 1.18 1.27 0.57 ½ 1.26 1.26 1.36 0.62 3/4 1.37 1.37 1.45 0.69 1 1/4 1.67 1.67 1.58 0.94 1 1/2 1.80 1.80 1.65 1.07 2 2.02 2.02 1.73 1,45 1 1/4 ½ 1 1.58 1.36 1.67 0.82 1 1/4 1.75 1.53 1.75 0.95 3/4 3/4 1.45 1.31 1.62 0.75 1 1.58 1.45 1.67 0.87 1 1/4 1.75 1.62 1.75 1.00 1 1/3 1.34 1.26 1.53 0.74 3/4 1.45 1.37 1.62 0.82 1 1.58 1.50 1.67 0.94 1 1/4 1.75 1.67 1.75 1,08 1 1/4 ½ 1.34 1.34 1.53 0.84 3/4 1.45 145 1.62 0.92 1 1.58 1.58 1.67 1.04 1 1/2 1.88 1.88 1.82 1.34 2 2.10 2,10 1.90 1.65 BIldbgCon,.io..Th.tLost SPF MALLEABLE1iON FITTINGSJI Class 150 (Standard) REDUCING TEE Size A Weight E I 167 1 Y2 ½ 1 1/2 1.94 1.66 1.94 1.24 3/4 3/4 1.50 1.26 1.69 0.86 1 1/2 1.94 1.75 1.94 1.29 1 1 1.65 1.50 1.80 1.08 1 1/4 1.82 1.67 1.88 1.23 1 ½ 1.94 1.80 1.94 1.35 1 /4 3/4 1.52 1.45 1.75 1.04 1 1.65 1.58 1.80 1.17 1 1/4 1.82 1.75 1.88 1.32 1 ½ 1.94 1.88 1.94 1.45 1 ½ ½ 1.41 1.41 1.66 1.04 3/4 1.52 1.52 1.75 1.14 1 1.65 1.65 1.80 1.27 1 ½ 1.82 1.82 1.88 1.43 2 2.16 2.16 2.02 1.89 2 ½ 2 2.25 1.88 2.25 1.89 3/4 2 2.25 1.97 2.25 1.93 1 2 2.25 2.02 2.25 2.00 1 ½ 1 ½ 1.90 1.75 2.10 1.64 1 1/2 2.02 1.88 2.16 1.80 2 2.25 2.10 2.25 2.09 1½ 1 1.73 1.65 2.02 1.57 1 ½ 1.90 1.82 2.10 1.71 1 1/2 2.02 1.94 2.16 1.88 2 2.25 2.16 2.25 2.21 ½ 1.49 1.49 1.88 1.53 3/4 1.60 1.60 1.97 1.63 1 1.73 1.73 2.02 1.78 1 ½ 1.90 .90 2.10 1.97 1 1/2 2.02 2.02 2.16 2.12 2 ½ 2.60 2.60 2.39 3.15 2 1/2 2 ½ 3/4 1.74 1.74 2.32 2.67 1 1.87 1.87 2.37 2.84 1 ½ 2.04 2.04 2.45 3.09 1 ½ 2.16 2.16 2.51 3.29 2 2.39 2.39 2.60 3.65 3 3 1 2.00 2.00 2.66 3.96 1 1/4 2.17 2.17 2.74 4.23 1 1/2 2.29 2.29 2.80 4.45 2 2.52 2.52 2.89 4.90 2 1/2 2.83 2.83 2.99 5.69 4 4 2 2.74 2.74 3.41 7.52 2 ½ 3.05 3.05 3.51 8.51 3 3.30 3.30 3.60 9.25 AWIL BdldingC,,o.dio. ThotLAt I SPF MALLEABLE IRON FITTINGS Class 150 (Standard) Size in Dia. Flange in -Circ Diciof1 Bolt in ci Di:1f es Bolt in Weight I. COUPLING Size I A I Weight . 1/8 0.96 0.05 1/4 1.06 0.08 1.16 0.12 1/2 1.34 0.17 3/4 1.52 0.27 1 1.67 0.43 1 1/4 1.93 0.65 1 1/2 2.15 0.86 2 2.53 1.35 2 1/2 2.88 2.33 3 3.18 3.36 4 3.69 5.59 UNIONS (BRASS SEAT) Size Weight (Ibs) J1_I_kt J J 1/8 1.26 - 0.16 - 1/4 1.46 1.65 0.23 0.23 1/8 1.61 1.77 0.33 0.29 1/2 1.73 1.89 0.41 0.43 3/4 1.95 2.05 0.60 0.64 1 2.07 2.28 0.89 0.80 1 1/4 2.26 2.56 1.25 1.40 1 1/2 2.42 2.76 1.76 1.69 2 2.75 3.07 2.44 2.66 2 1/2 3.23 3.35 3.52 3.87 3 3.50 3.74 4.34 5.81 lIdlgC..ikn,Th.tL,,i SPF MALLEABLE IRON FITTINGS Class 150 (Standard) REDUCING COUPLINGS Size A 'AT1TIT II <. LL • ¼x'/B 1.00 0.07 %x¼ .13 0.09 3/8 x'/4 1.13 0.10 ½xVa .25 0.13 ½x¼ 1 .25 0.13 ½x 3/8 .25 0.14 3/4 X 1/8 .44 0.18 3/4 x¼ .44 0.20 3/4 x 3/8 .44 0.21 %x½ .44 0.22 1 X 1/2 .69 0.34 1 X 3/4 .69 0.36 1 '/4X½ . 2.06 0.47 1 ¼x 3/4 2.06 0.51 1 1/ x 1 2.06 0.57 1 '/2 x ½ 2.31 0.62 1 '/2X 3/4 2.31 0.66 1 '/2X1 2.31 0.73 /4 1 1/2 x1' 2.31 0.80 2x'/2 2.81 0.94 2x 3/4 2.8 0.99 2 x 1 2.8 1.03 2 x 1 1/4 2.8 1.17 2 x 1 1/2 2.81 1.25 2½x1'/4 3.25 1.81 2½x1½ 3.25 1.90 2 V2x2 3.25 2.04 3 x 1 3.69 2.48 3 x 1 ¼ 3.69 2.55 3x1½ 3.69 2.67 3 x 2 3.69 2.78 3 x 2 ½ 3.69 3.23 4 x 2 1 4.38 4.43 4 x 2 ½ 1 4.38 4.87 4 x 3 1 4.38 5.29 PLUGS fr4 Solid 1/4 0.44 0.28 0.38 0.04 Solid /8 0.48 0.31 0.44 0.06 Cored 1/2 0.56 0.38 0.56 0.08 Cored 3/4 0.63 0.44 0.63 0.13 Cored 1 0.75 0.50 0.81 0.20 Cored 1 ¼ 0.80 0.56 0.94 0.32 Cored 1 ½ 0.83 0.62 1.13 0.43 Cored 2 0.88 0.68 1.31 0.67 Cored 2½ 1.07 0.74 1.50 1.11 Cored 3 1.13 0.80 1.69 1.53 Bar Plug 4 1.22 1.00 - 2.71 Bar Plug 6 1.40 1.25 - 4.00 4N1L ThULt SPF MALLEABLE IRON FITTI.k J. Class 150 (Standard) HEX BUSHING - : ex I K) 3/4 X 1/2 0.63 0.22 1.15 0.11 outside 1 X 1/8 0.75 0.30 1.12 0.18 inside 1 x 1/4 0.75 0.30 1.12 0.21 inside 1 x% 0.75 0.30 1.12 0.20 inside 1 x ½ 0.75 0.25 1.42 0.22 outside 1 x% 0.75 0.25 1.42 0.18 outside 1 1/4 x 1/2 0.80 0.34 1.34 0.32 inside outside 1/4 x 3/4 0.80 0.28 1.76 0.37 1 1/4 x 1 0.80 0.28 1.76 0.30 outside 1 V2x 1/4 0.83 0.37 1.12 0.38 inside 1 ½x 3/s 0.83 0.37 1.12 0.38 inside 1 1/2 x ½ 0.83 0.37 1.34 0.40 inside 1 ¼x 3/4 0.83 0.37 1.63 0.45 inside 1 1/2 x 1 0.83 0.31 2.00 0.46 outside 1 ½ x 1 1/4 0.83 0.31 2.00 0.31 outside 2x½ 0.88 0.41 1.34 0.56 inside 2x 3/4 0.88 0.41 1.63 0.61 inside 2 x 1 0.88 0.41 1.95 0.65 inside 2 x 1 1/4 0.88 0.34 2.48 0.80 outside outside 2 x 1 1/2 0.88 0.34 2.48 0.66 2 ½ x 3/4 1.07 0.44 1.63 0.98 inside 2 ½ x 1 1.07 0.44 1.95 1.04 inside 2 ½x 1 ¼ 1.07 0.44 2.39 1.10 inside 2 ½ x 1 ½ 1.07 0.44 2.68 1.38 outside 2 ½ x 2 1.07 0.37 2.98 0.97 outside 3 x 1 1.13 0.48 1.95 1.48 inside 3x 1 1/4 1.13 0.48 2.39 1.57 inside 3 x 1 ½ 1.13 0.48 2.68 1.62 inside 3 x 2 1.13 0.48 3.28 2.10 outside 3 x 2 ½ 1.13 0.40 3.86 1.84 outside 3 ½x3 1.18 0.43 4.62 2.10 outside 4 x 1 1.22 0.60 1.95 2.60 inside 4 x 1 ¼ 1.22 0.60 2.39 2.74 inside 4 x 1 ½ 1.22 0.60 2.68 2.81 inside 4 x 2 1.22 0.60 3.28 2.91 inside 4 x 2 ½ 1.22 0.60 3.86 2.98 inside 4 x 3 1.22 0.50 4.62 2.93 outside ThtLt ANVIL Corporate Offices Anvil International 110 Corporate Drive, Suite 10 Worldwide Customer Service Center Building Connections That Last P.O. Box 3180 Portsmouth, NH 03802-3180 Tel: 708-885-3000 Tel: 603-422-8000 Fax: 708-534-5441 Fax: 603-422-8033 E-mail: webmaster@anvilintl.com Eastern Region Anvil International Canada Europe & Middle East Region SERVICING: Connecticut, Delaware, Florida, MichaelJ. Warne, General Manager Rick van Meesen, Sales Director Georgia, Maine, Maryland, Massachusetts, New Hampshire, Tormentil 1 5 New Jersey, New York, North and South Carolina, 390 Second Avenue 7483 BR Haaksbergen East Pennsylvania, Rhode Island, Vermont, Virginia P.O. Box 40 The Netherlands 800 Malleable Road Simcoe, Ontario N3Y 4K9 Tel: +31-53-5725570 Columbia, PA 17512 Tel: 519-426-4551 Fax: +31-53-5725579 Tel: 708-534-1414 Fax: 519-426-5509 U.S. Customer Service Fax: 708-534-5441 E-mail: rnwarne@anivilintl.com Tel: +1-708-885-3000 Toll Free: 1-800-301-2701 Fax: +1-708-534-5441 Western E-mail: rvanmeesen@anvilintl.com Northern Region SERVICING: Illinois, Indiana, Iowa, Kentucky, Michigan, 5506-48 St. NW Mexico & Latin America Minnesota, Nebraska, North and South Dakota, Ohio, Edmonton, T613 2Z1t Alberta, Abraham Qui)ada, Sales Manager West Pennsylvania, West Virginia, Wisconsin Tel: 780-413-8274 Tel +1-281-590-4600 750 Central Avenue Central U.S. Customer Service rsity Park, IL 60466 Tel: +1-708-885-3000 let: i'08-885-3000 390 Second Avenue Fax: +1-708-534-5441 Fax: 708-534-5441 Simcoe, Ontario N3Y 4K9 Toll Free: 1-800-451-2935 Tel: 519-426-4551 Puerto Rico Southern Region SERVICING: Alabama, Arkansas, Kansas, Louisiana, Mississippi, Missouri, Oklahoma, Tennessee, Texas 1313 Avenue R Grand Prairie, TX 75050 Tel: 972-343-9206 Fox: 972-641-8946 Toll Free: 1-800-451-4414 Eastern 2615-25 Brabant-Marineau. (Saint-Laurent) Montreal, Quebec, H4S 1 R8 Tel: 514-745-3835 R.R. Barril, Inc. Tel: +1-787-982-1550 Fax: + 1-787-982-1570 U.S. Customer Service Tel: +1-708-885-3000 Fax: +1-708-534-5441 Western Region SERVICING: Alaska, Arizona, California, Colorado, Hawaii, Idaho, Montana, Nevada, New Mexico, Oregon, Utah, Washington, Wyoming 1 385 Greg Street Sparks, NV 89431 Tel: 775-331-7029 Fax: 775-331-5075 Toll Free: 1-800-572-0051 #622/Printed in IJsA/RPI/3.07/5M/© Copyright 200 BUILDING CONNECTIONS THAT LAST UV1 Catawsa- iN1&Star JVft. 4 ( bN -J www.anvilinticom FireLock® Outlet-T STYLE 922 I ® ILPCBI [ SEE VICTAULIC PUBLICATION 10.01 FOR DETAILS The Style 922 Outlet-T provides a convenient method of incorporating ½, 3%, and 1715, 20 and 25mm outlets for directly connecting sprinklers, drop nipples, sprigs, gauges, drains and other outlet products. Available for 11/4 through 76.1 mm/32 to 76.1 mm piping systems, Style 922 outlets are UL/ULC Listed, LPCB and FM Approved for branch connections and VdS Approved for direct sprinkler connection only on wet and dry systems. The locating collar engages into the hole prepared in the pipe. When tightened, the assembly compresses the gasket onto the OD of the pipe. The Style 922 Outlet-T is UL/FM rated up to 300 psi/2068 kPa and VdS rated up to 16 bar at the ambient temperatures typical for fire protection systems. Style 922 is suitable for use on standard, lightwall, Schedule 5 and other specialty pipes.* Contact Victaulic for other optional coatings. *Consult Section 10.01 for specific listings/approvals MATERIAL SPECIFICATIONS Housing: Ductile iron conforming to ASTM A-536, grade 65-45-12. Ductile iron conforming to ASTM A-395, grade 65-45-15, is available upon special request. Gasket: Grade "E" EPDM - Type A (Violet color code). FireLock products have been Listed by Underwriters Laboratories Inc. and Approved by Factory Mutual Research for wet and dry (oil free air) sprinkler services up to the rated working pressure using the Grade E' Type A Gasket System. Bolts/Nuts: Heat-treated plated carbon steel, trackhead meeting the physical and chemical requirements of ASTM A-449 and physical requirements of ASTM A-183. Housing Coating: Orange enamel (North America, Latin America, Asia Pacific) Red enamel (Europe) JOB/OWNER CONTRACTOR ENGINEER System No. Submitted By Spec Sect Para__________ Location Date Approved www.victaulic.com tauIic vICTAULIC IS REGISTERED TRADEMARK OF VICTAULIC COMPANY. © 2009 vICTAULIC COMPANY. ALL RIGHTS RESERVED. 0 AC lFVC 1052 1 IPS CARBON STEEL PIPE - HOLE CUT PRODUCTS FireLock® Outlet-T STYLE 922 DIMENSIONS __ __ j j II.... 1L 1 1/4 X r-F Ll 32 15 33.0 46.5 27.9 98.3 65.0 0.45 T 3/4 1 3/16 1.28 1.83 1,10 3.87 2.56 1.1 20 30.2 32.5 46.5 27.9 98.3 65.0 0.50 w 1 1 1 3A6 1.52 2.18 1.10 3.87 2.56 1.2 25 30.2 38.6 55.4 27.9 98.3 65.0 0.54 11/2 1/2 1 3A6 1.42 1.95 1.22 4.08 2.56 1.2 40 15 30.2 36.1 49.5 31.0 103.6 65.0 0.54 3% 13A6 1.40 1.95 1.22 408 2.56 12 20 30.2 35.6 49.5 31.0 103.6 65.0 0.54 1 3/16 1.64 2.30 1.22 4.08 2.56 1.3 25 30.2 41.7 58.4 31.0 103.6 65.0 0.59 2 1/2 1°/6 1.66 2.19 1.46 4.60 2.56 1.3 50 15 30.2 42.2 55.6 37.1 116.8 65.0 0.59 3/4 1,i6 1.64 2.19 1.46 4.60 2.56 1.4 20 30.2 41.7 55.6 371 116.8 65.0 0.64 1 . 13/16 1.88 2.54 1.46 4.60 2.56 1.5 25 30.2 478 64.5 37.1 116.8 65.0 0.68 2½ 1/2 1/6 1.91 2.44 1.71 5.40 2.56 1.6 65 15 30.2 48.5 62.0 43,4 1372 65.0 0.73 3% 1 3A6 1.89 2.44 1.71 5.40 2.56 1.6 20 30.2 48.0 62.0 43.4 137.2 65.0 0.73 1 13Ao 2.13 2.79 1.71 5.40 2.56 1.6 25 30.2 541 70.9 43.4 137.2 65.0 0.73 ½ 1/6 1.91 2.44 1.71 5.50 2.56 1.6 X 76.1 mm 15 30.2 48.5 62.0 43.4 139.7 65.0 0.73 3% , 1/16 1.89 2.44 . 1.71 5.50 2.56 1.6 20 30.2 48.0 62.0 43.4 139.7 65.0 0.73 1 13A6 2.13 2.79 1.71 5.50 2.56 1.7 25 30.2 54.1 70.9 43.4 1397 65.0 0,80 t Victaulic female threaded products are designed to accommodate standard NFl or BSPT (optional) male pipe threads only. Use of male threaded products with special features, such as probes, dry pen- dent sprinklers, etc., should be verified as suitable for use with this Victaulic product. Failure to verify suitability in advance may result in assembly problems or leakage. *Center of run to engaged pipe end for NPT threads (dimensions are approximate). www.victaulic.com \,tauIiC VICTAULIC IS REGISTERED TRADEMARK OF vicTAuLic COMPANY. © 2009 VICTAULIC COMPANY. ALL RIGHTS RESERVED. RFV( IRS CARBON STEEL PIPE HOLE CUT PRODUCTS FireLock® Outlet-I STYLE 922 PERFORMANCE Hazen-Williams coefficient of friction is 120 www.victaulic.com VICTAULIC IS A REGISTERED TRADEMARK OF VICTAULIC COMPANY. © 2009 VICTAULIC COMPANY. ALL RIGHTS RESERVED. RFV 1 jtauIicr ffl S2 jLPRQDUCIS FireLock® Outlet-T STYLE 922 INSTALLATION Reference should always be made to the -100 Victaulic Field Installation Handbook for the product you are installing. Handbooks are included with each shipment of Victaulic products for complete installation and assembly data, and are available in PDF format on our website at www.victaulic.com. WARRANTY Refer to the Warranty section of the current Price List or contact Victaulic for details. NOTE This product shall be mnufactured by Victaulic or to Victaulic specifications. All products to be installed in accordance with current Victaulic installation/assembly instructions. Victaulic reserves the right to change product specifications, designs and standard equipment without notice and without incurring obligations. For complete contact information, visit www.victaulic.com 10.52 3355 REV G UPDATED 12/2009 IctauIIc VICTAULIC IS REGISTERED TRADEMARK OF vicTAuLic COMPANY. © 2009 vIcTAuLIC COMPANY. ALL RIGHTS RESERVED. 0 52 3).- HANGERS mom 11 Submittal E Substitution Request To: Firm: Project: Product Specified: Specified Location: Attached information includes product description, installation instructions and technical data needed for review and evaluation of the submittal request. Submitted By: Name: Signature: Firm: - Address: Phone: Fax: Email: Submittal Date: For Architect I Engineer Use: Reviewed, Accepted - No Exceptions: Make Corrections as Noted: Revise and Resubmit: Rejected: Brief explanation for corrections needed, revisions needed or why rejected: KWIK Bolt TZ Expansion Anchor 3.3.4 3.3.4.1 KWIK Bolt TZ Product Description The KWIK Bolt TZ (KB-TZ) is a torque controlled expansion anchor which is especially suited to seismic and cracked concrete applications. This anchor line is available in carbon steel, type 304 and type 316 stainless steel versions. The anchor diameters range from 3/8- and 3/4-inch in a variety of lengths. Applicable base materials include normal-weight concrete, structural lightweight concrete, and lightweight concrete over metal deck. Guide Specifications Torque controlled expansion anchors shall be KWIK Bolt TZ (KB-TZ) supplied by Hilti meeting the description in Federal Specification A-A 1923A, type 4. The anchor bears a length identification mark embossed into the impact section (dog point) of the anchor surrounded by four embossed notches identifying the anchor as a Hilti KWIK Bolt TZ in the installed condition. Anchors are manufactured to meet one of the following conditions: The carbon steel anchor body, nut, and washer have an electro- plated zinc coating conforming to ASTM B633 to a minimum thick- ness of 5 pm. The stainless steel expansion sleeve conforms to type 316. Stainless steel anchor body, nut and washer conform to type 304. Stainless steel expansion sleeve conforms to type 316. Stainless steel anchor body, nut, washer, and expansion sleeve con- form to type 316 stainless steel. Product Features Product and length identification marks facilitate quality control after installation. Through fixture installation and variable thread lengths improve productivity and accommodate various base plate thicknesses. Type 316 Stainless Steel wedges provide superior performance in cracked concrete. Ridges on expansion wedges provide increased reliability. Mechanical expansion allows immediate load application. Raised impact section (dog point) prevents thread damage during installation. Bolt meets ductility requirements of ACI 318 Section Dl. Installation Drill hole in base material to the appropriate depth using a Hilti carbide tipped drill bit. Drive the anchor into the hole using a hammer. A minimum of four threads must be below the fastening surface prior to applying installation torque. Tighten the nut to the installation torque. 3.3.4.1 Product Description 3.3.4.2 Material Specifications 3.3.4.3 Technical Data 3.3.4.4 Installation Instructions 3.3.4.5 Ordering Information Impact Section (Dog Point) Nut - Washer - - - Red Mark Anchor - Thread Anchor Body Expansion Cone Listinas/Aoorovals ICC-ES (International Code Council) ESR-1917 FM (Factory Mutual) Pipe Hanger Components for Automatic Sprinkler Systems (3/8" - 3/411) UL (Underwriters Laboratories) Pipe Hanger Equipment for Fire Protection Services (3/8" - 3/4' cus M-11LI-Y <S> APPROVED USTIED Independent Code Evaluation IBC®/ IRC®2009(AC 193/ACI 355.2) IBC®/ IRC® 2006 Supplemental Design Provisions for ACI 318 Appendix D Design strengths are determined in accordance with ACI 318 Appendix D and ICC Evaluation Service ESR-1917 Hilti KWIK Bolt TZ Carbon and Stainless Steel Anchors in Concrete. The relevant design parameters are reiterated in Tables 1, 2, and 3 of this document. Supplemental provisions required for the design of the KB-TZ are enumerated in Section 4.0 of ESR-1917 (DESIGN AND INSTALLATION). Note that these design parameters are supplemental to the design provisions of ACI 318. Stainle: StE Expansi Slee (WedgE Hilti, Inc. (US) 1-800-879-8000 1 www.us.hilti.com I en espanol 1-800-879-5000 1 Hilti (Canada) Corp. 1-800-363-4458 1 www.hilti.ca I Anchor Fastening Technical Guide 2011 267 3.3.4 KWIK Bolt TZ Expansion Anchor 3.3.4.2 Material Properties Carbon steel with electroplated zinc Carbon steel KB-TZ anchors have the following minimum bolt fracture loads' Anchor Diameter (in.) Shear (Ib) Tension (Ib) 3/8 NA 6,744 1/2 7,419 11,240 5/8 11,465 17,535 3/4 17,535 1 25,853 Carbon steel anchor components plated in accordance with ASTM B633 to a minimum thickness of 5pm. Nuts conform to the requirements of ASTM A 563, Grade A, Hex. Washers meet the requirements of ASTM F 844. Expansion sleeves (wedges) are manufactured from type 316 stainless steel. Stainless steel Stainless steel KB-TZ anchors are made of type 304 or 316 material and have the following minimum bolt fracture loads' Anchor Diameter (in.) Shear (lb) Tension (lb) 3/8 5,058 6,519 1/2 8,543 12,364 5/8 13,938 19,109 3/4 22,481 24,729 All nuts and washers are made from type 304 or type 316 stainless steel respectively. Nuts meet the dimensional requirements of ASTM F 594. Washers meet the dimensional requirements of ANSI B18.22.1, Type A, plain. Expansion Sleeve (wedges) are made from type 316 stainless steel. 1 Bolt fracture loads are determined by testing in jig as part of product QC. These loads are not intended for design purposes. See Tables 2 and 3. 268 Rilti, Inc. (US) 1.800-879-8000 1 www.us.hilti.com I en español 1-800-879-5000 1 Huh (Canada) Corp. 1-800-363-4458 1 www.hitti.ca I Anchor Fastening Technical Guide 2011 KWIK Bolt TZ Expansion Anchor 3.3.4 3.3.4.3 Technical Data Table 1 - KWIK Bolt TZ Specification Table Setting Nominal anchor diameter (in.) __________________ Information Symbol Units 3/8 1/2 5/8 3/4 in. 0.375 0.5 0.625 0.75 AnchorO.D. d0 (95) (12.7) (15.9) (19.1) Nominal bit diameter dbit in. 3/8 1/2 5/8 3/4 Effective minimum in. 2 2 3-1/4 3-1/8 4 3-3/4 4-3/4 embedment h of (mm) (51) (51) (83) (79) (102) (95) (121) in. 2-5/8 2-5/8 4 3-3/4 4-3/4 4-5/8 5-3/4 Mm. hole depth h0 (mm) (67) (67) (102) (95) (121) (117) (146) in. 1/4 3/4 1/4 3/8 3/4 1/8 1-5/8 Mm. thickness of fixture t,, ,, (mm) (6) (19) (6) (9) (19) (3) (41) in. 2-1/4 4 2-3/4 5-5/8 4-3/4 4-5/8 Max. thickness of fixture 1 3-5/8 (mm) (57) (101) (70) (143) (121) (117) (92) ft-lb 25 40 60 110 Installation torque _it 1lT) (34) (54) (81) (149) Minimum diameter in. 7/16 9/16 11/16 13/16 of hole d (mm) (11.1) (14.3) (17.5) (20.6) in. 3 I33/4i 5 3-3/414-1/215-1/21 7 -3'I 6 18-1/21 10 5-1/21 8 I 10 Available anchor lengths 1-Ch (mm) (76) (95) (127) (95) (114) (140) (178) (121) (152) I (216) (254) (140) (203) I (254) Threaded length in. 7/8 1-5/812-7/8 15/812-3/8133/8147/8 1-1/212-31415-1/416-3/4 11/21 4 6 including dog point (mm) (22) (41) (73) (41) (60) (86) (178) (38) (70) (133) (171) (38) (102) 1 (152) in. 2-1/8 2-1/8 3-1/4 4 Unthreaded length lunthr (mm) (54) (54) (83) (102) in. 2-1/4 2-3/8 I 3-5/8 3-5/8 I 4-1/2 4-3/8 15-3/8 Installation embedment h I I nom (mm) (57) (60) I (92) 1 (92) I (114) 1 (111) 1(137) 1 The minimum thickness of the fastened part is based on use of the anchor at minimum embedment and is controlled by the length of thread. If a thinner fastening thickness is required, increase the anchor embedment to suit. Figure 1 - KWIK Bolt TZ Installed ethread anch eunthr Huh, Inc. (US) 1-800-879-8000 1 www.us.hilti.com I en espanol 1-800-879-5000 1 Hilti (Canada) Corp. 1-800-363-4458 1 www.hilti.ca I Anchor Fastening Technical Guide 2011 269 3.3.4 kWIK Bolt TZ Expansion Anchor Table 2 - Carbon Steel KWIK Bolt TZ Strength Design Information Setting Nominal anchor diameter ____________ Information Symbol Units 3/8 1/2 5/8 3/4 in. 0.375 0.5 0.625 0.75 Anchor O.D. d0 (mm) (9.5) (12.7) (15.9) (19.1) Effective minimum h01 in. 2 2 3-1/4 3-1/8 4 3-3/4 4-3/4 embedment' (mm) (51) (51) (83) (79) (102) (95) (121) in. 415 416 618 5 618 618 8 Mm. member thickness hmin (mm) (102) I I (127) (102) I I (152) (152) I I (203) (127) (152) I I (203) (152) I (203) (203) in. 4-3/8 I 4 5-1/2 I 4-1/2 7-1/2 I 6 6-1/2 8-3/4 I 6-3/4 10 8 9 Critical edge distance c (mm) (111) I (102) (140) I (114) (191) I (152) (165) (222) I (171) (254) I (203) (229) in. 2-1/2 2-3/4 2-3/8 3-5/8 3-1/4 4-3/4 4-1/8 Capin (mm) (64) (70) (60) (92) (83) (121) (105) Mm. edge distance in. 5 5-3/4 5-3/4 6-1/8 5-7/8 10-1/2 8-7/8 for s ~ (mm) (127) (146) (146) (156) (149) (267) (225) in. 2-1/2 2-3/4 2-3/8 3-1/2 3 5 4 sn,n (mm) (64) (70) (60) (89) (76) (127) (102) Min. anchor spacing in. 3-5/8 4-1/8 3-1/2 4-3/4 4-1/4 9-1/2 7-3/4 for c (mm) (92) (105) (89) (121) (108) (241) (197) Mm. hole depth in h0 in. 2-5/8 2-5/8 4 3-7/8 43/4 4-5/8 53/4 concrete (mm) (67) (67) 1 (102) (98) 1 (121) (117) (146) Mm. specified yield 1 1b11n2 100,000 84,800 84,800 84,800 strength (N/mm2) (690) (585) (585) (585) lb/in2 115,000 106,000 106,000 106,000 Mm. specified ult. strength I , (N/mm2) (793) (731) (731) (731) Effective tensile in .2 0.052 0.101 0.162 0.237 stress area (mm2) (33.6) (65.0) (104.6) (152.8) Steel strength lb 6,500 10,705 17,170 25,120 in tension (kN) (28.9) (47.6) (76.4) (111.8) Steel strength lb 3,595 5,495 8,090 13,675 in shear V. (kN) (16.0) (24.4) (36.0) (60.8) Steel strength in lb 2,255 5,495 7,600 11,745 shear, seismic V (kN) (10.0) (24.4) (33.8) (52.2) Steel strength in shear, lb 2,13010 3,000 4,945 4,60010 I 6,04010 I NP concrete on metal deck2 Vs0ds0k (kN) (9.5) (13.3) (22) (20.5) (26.9) Pullout strength N lb 2515 NA 5,515 NA I 9,145 I 8,280 I 10,680 uncracked concrete' p.uncr (kN) (11.2) (24.5) I (40.7) (36.8) I (47.5) Pullout strength Nper lb 2270 NA 4,915 NA NA cracked concrete' (kN) (10.1) (21.9) Pullout strength concrete N46 lb 1,460 1,460 2,620 2,000 I 4,645 NP on metal deck' (kN) (6.5) (6.5) (11.7) (8.9) (20.7) Anchor category5 1 Effectiveness factor k, uncracked 24 concrete Effectiveness factor k, cracked concrete" 17 qi=k,/tç7 1.41 Coefficient for pryout strength, krn,, 1.0 I 2.0 Strength reduction factor T) for tension, steel 0.75 failure modes' Strength reduction factor cT) for shear, steel 0.65 failure modes' Strength reduction factor cT) for tension, con- 0.65 crete failure modes, Condition B9 Strength reduction factor cT) for shear, 0.70 concrete failure modes 1 See Fig. 1. 2 NP (not permitted) denotes that the condition is not supported. 3 NA (not applicable) denotes that this value does not control for design. 4 NP (not permitted) denotes that the condition is not supported. Values are for cracked concrete. Values are applicable to both static and seismic load combinations. 5 See ACI 318 D.4.4. 6 See ACI 318 0.5.2.2. 7 See ACI 318 0.5.2.6. 8 The KB-TZ is a ductile steel element as defined by ACI 318 D.1. 9 For use with the load combinations of ACI 318 Chapter 9 Section 9.2. Condition B applies where supplementary reinforcement in conformance with ACI 318 D.4.4 is not provided, or where pullout or pryout strength governs. For cases where the presence of sup- plementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. 10 For seismic applications, multiply the value of Vs0d1 for the 3/8-inch-diameter by 0.63 and the 5/8-inch-diameter by 0.94. 270 Hilti, Inc. (US) 1-800-879-8000 1 www.us.hilti.com I en espanol 1-800-879-5000 1 Hilti (Canada) Corp. 1-800-363-4458 1 www.hiltica I Anchor Fastening Technical Guide 2011 KWIK Bolt TZ Expansion Anchor 3.3.4 Table 3 - Stainless Steel KWlK Bolt TZ Strength Design Information Setting Symbol Units Nominal anchor diameter _____________ 3/8 1/2 5/8 3/4 Information Anchor O.D. d 0 in. 0.375 0.5 0.625 0.75 (mm) (9.5) (12.7) (15.9) (19.1) Effective minimum hel in. 2 2 3-1/4 3-1/8 4 3-3/4 4-3/4 embedment' (mm) (5 1) 1 (51) (83) (79) (102) (95) I (121) Mm. member thickness h. in. 415 I 416 I 618 I 5 6 8 61 8 I (mm) (102) (127) (102) I (152) (152) (203) (127) (152) (203) (152) I (203) edge distance in. :4-3/8 I(mm) I 3-7/8 5-1/2 ICritical 4-1/2 7-1/2 I 6 7 8-7/8 6 10 111) I (98) (140) I (114) (191) I (152) (178) (225) (152) (254) I (178) (229) in. 2-1/2 2-7/8 2-1/8 3-1/4 2-3/8 4-1/4 4 ca (mm) (64) (73) (54) (83) (60) (108) (102) Min. edge distance for s ~ in. 5 5-3/4 5-1/4 5-1/2 5-1/2 10 8-1/2 (mm) 1 (127) (146) (133) (140) (140) 1 (254) (216) in. 2-1/4 2-7/8 2 2-3/4 2-3/8 5 4 Mm. snsn ______ (mm) (57) (73) (51) (70) (60) (127) (102) anchor spacing for c ~ in. 3-1/2 4-1/2 3-1/4 4-1/8 4-1/4 9-1/2 7 (mm) (89) (114) (83) (105) (108) (241) (178) Mm. hole depth in h 0 in. 2-5/8 2-5/8 4 3-3/4 4-3/4 4-5/8 5-3/4 concrete (mm) (67) (67) (102) (95) (121) (117) (146) Mm. specified yield lb/in2 92,000 92,000 92,000 76,125 strength (N/mm2) (634) (634) (634) (525) Mm. specified ult. strength f lb/in2 115,000 115,000 115,000 101,500 (N/mm2) (793) (793) (793) (700) Effective tensile in2 0.052 0.101 0.162 0.237 stress area A (mm2) (33.6) (65.0) (104.6) (152.8) Steel strength N lb 5,980 11,615 18,630 24,055 in tension (kN) (26.6) (51.7) (82.9) (107.0) Steel strength V lb 4,870 6,880 9,350 12,890 in shear (kN) (21.7) (30.6) (41.6) (57.3) Steel strength in N lb NA 2,735 I NA NA NA tension, seismi& (kN) (12.2) Steel strength in V0q lb 2,825 6,880 11,835 14,615 shear, seismic2 (kN) (12.6) (30.6) (52.6) (65.0) Pullout strength IN lb 2,630 NA 5,760 NA NA I 12,040 uncracked concrete 2 (kN) (11.7) (25.6) (53.6) Pullout strength Nper lb 2,340 3,180 NA NA I 5,840 8,110 I NA cracked concrete (kN) (10.4) (14.1) (26.0) (36.1) Anchor category' 1 2 1 Effectiveness factor kn0r uncracked 24 concrete Effectiveness factor k, cracked concrete 17 I 24 17 I 17 I 17 I 24 I 17 1.41 1 1.00 1.41 1 1.41 1.41 1.00 1.41 Coefficient for pryout strength, k,,, 1.0 2.0 Strength reduction factor CD for tension, steel 0.75 failure modes6 Strength reduction factor CD for shear, steel 0.65 0.55 0.65 failure modes6 Strength reduction factor CD for tension, con- 0.65 crete failure modes, Condition 131 Strength reduction factor CD for shear, 0.70 concrete failure modes 1 See Fig. 1. 2 NA (not applicable) denotes that this value does not control for design. 3 See ACI 318D.4.4. 4 See ACI 318 D.5.2.2. 5 See ACI 318 D.5.2.6. 6 The KB-TZ is a ductile steel element as defined by ACI 318 D.1. 7 For use with the load combinations of ACI 318 Chapter 9 Section 9.2. Condition B applies where supplementary reinforcement in conformance with ACI 318 D.4.4 is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. Hilti, Inc. (US) 1-800-879-8000 1 www.us.hilti.com I en español 1-800-879-5000 1 Huh (Canada) Corp. 1-800-363-4458 1 www.hilti.ca i Anchor Fastening Technical Guide 2011 271 3.3.4 kWIK Bolt TZ Expansion Anchor Figure 2 - Interpolation of Minimum Edge Distance and Anchor Spacing Sdesign Cdesigrl - caminats - Sdesgn ~:s nat C? h~hmin C design edge distance c Table 4— Mean Axial Stiffness Values (1,000 lb/in.) for KWIK Bolt TZ Carbon and Stainless Steel Anchors in Normal-Weight Concrete' Concrete condition carbon steel KB-TZ, all diameters stainless steel KB-TZ, all diameters uncracked concrete 700 120 cracked concrete 500 90 1 Mean values shown. Actual stiffness may vary considerably depending on concrete strength, loading and geometry of application. Figure 3 - Installation in Concrete over Metal Deck Floor Mm. 5/8 Typical Minimum No. 20 Gauge Steel Deck Lower Flute Max. 1 Offset Typical (Ridge) 272 Hilti, Inc. (US) 1-800-879-8000 1 www.us.hilti.com I an espanol 1-800-879-5000 1 Hilti (Canada) Corp. 1-800-363-4458 1 www.hilti.ca I Anchor Fastening Technical Guide 2011 KWIK Bolt TZ Expansion Anchor 3.3.4 Allowable Stress Design Design values for use with allowable stress design (working stress design) shall be established as follows: RaIowASD= where Rd = D R represents the limiting design strength in tension () N0 ) or shear (D V0 ) as calculated according to ACI 318 D.4.1.1 and D.4.1.2 Table 5 - KWIK Bolt TZ Carbon and Stainless Steel Allowable Nonseismic Tension (ASD), Normal-Weight Uncracked Concrete (lb)' .2.3,4,5.6 Diameter h (in.) of Concrete Compressive Strength = 2,500 psi = 3,000 psi = 4,000 psi = 6,000 psi Carbon Steel Stainless Steel Carbon Steel Stainless Steel Carbon Steel Stainless Steel Carbon Steel Stainless Steel 3/8 2 1,168 1,221 1,279 1,338 1,477 1,545 1,809 1,892 2 1,576 1,576 1,726 1,726 1,993 1,993 2,441 2,441 1/2 3-1/4 2,561 2,674 2,805 2,930 3,239 1 3,383 3,967 4,143 3-1/8 3,078 3,078 3,372 3,372 3,893 3,893 4,768 4,768 5/8 4 4,246 4,457 4,651 4,883 5,371 5,638 6,578 6,905 3-3/4 3,844 4,046 4,211 4,432 4,863 5,118 5,956 6,268 / 4-3/4 1 4,959 1 5,590 5,432 6,124 6,272 7,071 1 7,682 1 8,660 1 Single anchors with no edge or anchor spacing reductions and no supplementary reinforcement (Condition B). 2 Concrete determined to remain uncracked for the life of the anchorage. 3 Strength design load combinations from ACI 318 Section 9.2. ASD load combinations from ASCE 7-05, Section 2. 4 For strength design, the required strength = 1.6D + 1.2L. For ASD, the factored load = 1 .OD + 1.OL. Conversion factor a is calculated by dividing the ACI 318 required strength by the ASCE 7 factored load. 5 Assuming a 50% dead and 50% live contributions, a = (1.6. 0.5 + 1.2 . 0.5) /(1.0 0.5 + 1.0. 0.5) = 1.4 6 ASD = concrote Npn /c(= 0.65 Npuncr /1.4 Table 6 - KWIK Bolt TZ Carbon and Stainless Steel Allowable Nonseismic Tension (ASD), Normal-Weight Cracked Concrete (lb)1'2'3'4'5 Diameter h (in.) Concrete Compressive Strength = 2500 psi Ic = 3000 psi = 4000 psi Ic = 6000 psi Carbon Steel Stainless Steel Carbon Steel Stainless Steel Carbon Steel Stainless Steel Carbon Steel Stainless Steel 3/8 2 1,054 1,086 1,155 1,190 1,333 1,374 1,633 1,683 2 1,116 1,476 1,223 1,617 1,412 1,868 1,729 2,287 1/2 3-1/4 2,282 2,312 2,500 2,533 2,886 2,886 3,535 3,582 3-1/8 2,180 2,180 2,388 2,388 2,758 2,925 3,377 3,377 5/8 4 3,157 2,711 3,458 2,970 3,994 3,430 4,891 4,201 3-3/4 2,866 3,765 3,139 4,125 3,625 4,763 4,440 5,833 / 4-3/4 1 4,085 4,085 4,475 4,475 1 5,168 5,168 6,329 6,329 1 Single anchors with no edge or anchor spacing reductions and no supplementary reinforcement (Condition B). 2 Strength design load combinations from ACI 318 Section 9.2. ASD load combinations from ASCE 7-05, Section 2. 3 For strength design, the required strength = 1.6D + 1.2L. For ASD, the factored load = 1.OD + 1.OL. Conversion factor a is calculated by dividing the ACI 318 required strength by the ASCE 7 factored load. 4 Assuming a 50% dead and 50% live contributions, a = (1.6 . 0.5 + 1.2 . 0.5)/(1.0 0.5 + 1.0 . 0.5) = 1.4 5 ASD = concroto Nper / a = 0.65 Nper / 1.4 Hilti, Inc. (US) 1-800-879-8000 1 www.ushilti.com I an espanol 1-800-879-5000 1 Huh (Canada) Corp. 1.800-363-448 1 www.hilti.ca I Anchor Fastening Technical Guide 2011 273 3.3.4 kWIK Bolt TZ Expansion Anchor Table 7 - KWIK Bolt TZ Carbon and Stainless Steel Allowable 'lonseismic Shear (ASD), Steel (lb)"23'4'5'6 Diameter (in.) Allowable Steel Capacity, Shear Carbon Steel Stainless Steel 3/8 1,925 2,530 1/2 2,945 3,685 5/8 4,335 51290 3/4 1 7,325 8,415 1 Single anchors with no edge or anchor spacing reductions and no supplementary reinforcement (Condition B). 2 Strength design load combinations from ACI 318 Section 9.2. ASD load combinations from ASCE 7-05, Section 2. 3 For strength design, the required strength = 1.6D + 1.21L. For ASD, the factored load = 1 .OD + 1.01L. Conversion factor a is calculated by dividing the ACI 318 required strength by the ASCE 7 factored load. 4 ASD =l .V/a=0.75.V/1.4 Table 8 - KWlK Bolt TZ Carbon and Stainless Steel Allowable Seismic Tension (ASD), Normal-Weight Cracked Concrete (lb)' 2,3,4,5 Diameter h (in.) ConcreteCompressive Strength' = 2500 psi f' = 3000 psi = 4000 psi Ic = 6000 psi Carbon Steel Stainless Steel Carbon Steel Stainless Steel Carbon Steel Stainless Steel Carbon Steel Stainless Steel 3/8 2 774 882 937 966 1,082 1,115 1,225 1,366 2 906 1,198 992 1,312 1,146 1,515 1,297 1,856 1/2 3-1/4 1,852 1,876 2,028 2,055 2,342 2,373 2,651 2,907 3-1/8 1,769 1,769 1,938 1,938 2,238 2,238 2,533 2,741 5/8 4 2,562 2,200 2,806 2,410 3,240 2,783 3,668 3,408 3-3/4 2,325 3,055 2,547 3,347 2,941 3,865 1 3,330 4,733 3/4 4-3/4 1 3,315 3,315 3,632 3,632 1 4,193 4,193 1 4,747 5,136 1 Single anchors with no edge or anchor spacing reductions and no supplementary reinforcement (Condition B). 2 Strength design load combinations from ACI 318 Section 9.2. ASD load combinations from ASCE 7-05, Section 2. 3 For strength design, the required strength = 1.2D + 1.0E. For ASD, the factored load = 1 .OD + 0.7E. Conversion factor a is calculated by dividing the ACI 318 required strength by the ASCE 7 factored load. 4 Assuming a 50% dead and 50% earthquake contributions, a = (1.2 . 0.5 + 1.0. 0.5)1 (1.0. 0.5 + 0.7 . 0.5) = 1.294 5 ASD = concrete Npncr / a = 0.65 . 0.75. Npuncr / 1.294 Table 9 - KWlK Bolt TZ Carbon and Stainless Steel Allowable Seismic Shear (ASD), Steel (lb)"2'3'4'5 Diameter (in.) Allowable Steel Capacity, Shear Carbon Steel Stainless Steel 3/8 1,565 1,915 1/2 2,390 2,590 5/8 1 3,515 4,005 3/4 1 5,945 16,375 1 Single anchors with no edge or anchor spacing reductions and no supplementary reinforcement (Condition B). 2 Strength design load combinations from ACI 318 Section 9.2. ASD load combinations from ASCE 7-05, Section 2. 3 For strength design, the required strength = 1.2D + 1.OE. For ASD, the factored load = 1.OD + 0.7E. Conversion factor a is calculated by dividing the ACI 318 required strength by the ASCE 7 factored load. 4 Assuming a 50% dead and 50% earthquake contributions, a = (1.2 0.5 + 1.0. 0.5) / (1.0. 0.5 + 0.7 . 0.5) = 1.294 5 Seismic ASD = stee seisnc V q / a = 0.75 . 0.75 . Veq / 1.294 274 Hilti, Inc. (US) 1-800-879-8000 1 www.us.hilti.com I an espanol 1-800-879-5000 1 Huh (Canada) Corp. 1.800-363.4458 1 www.hilti.ca I Anchor Fastening Technical Guide 2011 KWIK Bolt TZ Expansion Anchor 3.3.4 Table 10. KWIK Bolt TZ Allowable Tension and Shear Loads (ASD), Installed into the Underside of Lightweight Concrete over Metal Deck Slab1'2 Nominal Anchor Diameter Embedment Depth h (in.) Tension Nonseismic3'4'5 (lb) Tension Seismic78'9 (lb) Shear Nonseismic3'4'6 (lb) Shear Seismic7'8'10 (lb) 3/8 2 680 50 1,140 930 1/2 2 680 550 1,607 1,310 1/2 31/4 1,215 990 2,650 2,155 5/8 31/8 929 755 2,465 2,005 5/8 4 2,157 1,755 3,235 2,635 1 Single anchors with no edge or anchor spacing reductions and no supplementary reinforcement (Condition B). 2 Strength design load combinations from ACI 318 Section 9.2. ASD load combinations from ASCE 7-05, Section 2. 3 For strength design, the required strength = 1.6D + 1.2L. For ASD, the factored load = 1.01D + 1.01L. Conversion factor a is calculated by dividing the ACI 318 required strength by the ASCE 7 factored load. 4 Assuming a 50% dead and 50% live contributions, a = (1.6. 0.5 + 1.2 . 0.5)/(1.0. 0.5 + 1.0. 0.5) = 1.4 5 ASD = concre8e NPdk /a = 0.65. NPdk, /1.4 6 7 For strength design, the required strength = 1.2D + 1.OE. For ASD, the factored load = 1.OD + 0.7E. Conversion factor a is calculated by dividing the ACI 318 required strength by the ASCE 7 factored load. 8 Assuming a 50% dead and 50% earthquake contributions, a = (1.2 . 0.5 + 1.0. 0.5) / (1.0 0.5 + 0.7 . 0.5) = 1.294 9 ASD = concrete seisnic NPdk, / a = 0.65 0.75. NPdk, /1.294 10 10. Seismic ASD = co,,crete / a = 0.75 0.75 . VSdk / 1.294 Table 11 - KWIK Bolt TZ Length Identification System Length ID marking on A B C D E F G H I J K L M N 0 P Q R S I U V W bolt head Length From 114 2 214 3 314 4 414 5 514 6 614 ± 714 8 814 9 914 10 11 12 13 14 15 of anchor, Up to lanch but not 2 214 3 314 4 414 5 514 6 614 7 714 8 814 9 914 10 11 12 13 14 15 16 (in.) including Figure 4 - Bolt Head with Length Identification Mark and KWIK Bolt TZ Head Notch Embossment Hilti, Inc. (US) 1-800-879-8000 1 www.us.hilti.com I en español 1-800-879-5000 1 Hilti (Canada) corp. 1-800-363-4458 1 www.hilti.ca I Anchor Fastening Technical Guide 2011 275 3.3.4 KWIK Bolt TZ Expansion Anchor TABLE 12 - KWIK Bolt TZ Design Information in accordance with CSA A23.3-04 Annex D1 .14 Design Nominal anchor __________ diameter Ref. Parameter Symbol Units 3/8 1/2 5/8 3/4 A23.3-04 mm 9.5 12.7 15.9 19.1 Anchor O.D. d. (in.) 0.375 05 0.625 0.75 Effective mm. mm 51 51 83 79 102 95 121 embedment depth ef, rnin (in.) 2 2 3-1/4 3-1/8 4 3-3/4 4-3/4 Mm. member thickness hmn mm 102 I 127 102 I 152 152 I 203 127 152 I 203 152 I 203 203 Critical edge distance ac mm 111 102 140 114 191 152 165 222 171 254 203 229 cpç mm 64 70 60 92 83 121 105 Minimum edge distance for s> mm 1 127 146 146 156 1 149 267 225 Srnn mm 64 70 60 89 76 127 102 Minimum anchor spacing for c> mm 92 105 89 121 108 241 197 Minimum hole depth h0 mm 67 67 102 98 121 117 146 in concrete Mm. edge distance 1, 2 or 3 1 D.5.4c Concrete material resis- 0.65 8.4.2 tance factor for concrete Steel embedment material resistance 0.85 8.4.3 factor for reinforcement Strength reduction factor for tension, steel failure R 0.80 D.5.4a modes Strength reduction factor for shear, steel R 0.75 D.5.4a failure modes Strength reduction R Cond. A 1.15 D.5.4c factor for tension, R Cond. B Con 1 00 . D.5.4c concrete failure modes Strength reduction R Cond. A 1.15 D.5.4c factor for shear, R Cond. B 1.00 D.5.4c concrete failure modes Yield strength of fy MPa 690 585 585 585 anchor steel Ultimate strength of f MPa 862 731 731 731 anchor steel Effective cross-sectional A mm, 33.6 65.0 104.6 152.8 area Coefficient for factored concrete breakout k 7 D.6.2.6 resistance in tension Modification factor for resistance in tension to 4)C.N 1.4 D.6.2.6 account for uncracked concrete Factored Steel N, kN 19.7 32.3 52.0 76.0 D.6.1.2 Resistance in tension Factored Steel Vsr kN 10.2 18.2 29.9 45.2 D.7.1.2c Resistance in shear Factored Steel Resistance in shear, V kN 6.4 18.2 29.9 40.4 seismic Factored Steel Resistance in shear, V sr, dk kN 6.0 8.5 14.0 13.0 17.1 Not Permitted concrete on metal deck Factored pullout resistance in 20 MPa N pr, un kN 7.8 N/A 17.1 N/A 28.4 25.7 33.2 D.6.3.2 uncracked concrete Factored pullout resistance in 20 MPa N5, kN 7.1 N/A 15.3 N/A N/A D.6.3.2 cracked concrete 20 MPa cracked Nprdkcr, kN 4.5 4.5 8.1 6.2 I 14.4 Not Permitted D.6.3.2 concrete 1 For more information, please visit www.hiltm.ca and navigate Service/Downloads, then Technical Downloads and open the Limit States Design Guide. 276 Hilti, Inc. (US) 1-800-879-8000 1 www.us.hilti.com I en espanol 1-800-879-5000 1 Huh (Canada) Corp. 1-800-363-4458 1 www.hilti.ca I Anchor Fastening Technical Guide 2011 KWIK Bolt TZ Expansion Anchor 3.3.4 TABLE 13 - KWIK Bolt RTZ Design Information in accordance with CSA A23.3-04 Annex D1 Design Nominal anchor __________ diameter Ref. Parameter Symbol Units 3/8 1/2 5/8 3/4 A23.3-04 mm 9.5 12.7 15.9 19.1 AnchorO.D. d. (in.) 0.375 0.5 0.625 0.75 Effective nun. mm 51 51 83 79 102 95 121 embedment depth h f I (in.) 2 2 3-1/4 3-1/8 4 3-3/4 4-3/4 Mm. member thickness min mm 102 I 127 102 I 152 152 I 203 127 152 I 203 152 203 203 Critical edge distance cpc mm 111 98 140 114 191 152 178 225 152 254 178 229 c mm 64 73 54 83 60 108 102 Minimum edge distance for s> mm 127 146 133 140 140 254 216 . S mm 57 73 51 70 60 127 102 Minimum anchor spacing for c> mm 89 114 83 105 108 241 178 Minimum hole depth in h0 mm 67 67 102 98 1 121 117 146 concrete Anchor category 1, 2 or 3 1 D.5.4c Concrete material resis- 0.65 8.4.2 tance factor for concrete Steel embedment mate- rial resistance factor for p8 0.85 8.4.3 reinforcement Strength reduction factor for tension, steel failure R 0.80 D.5.4a modes Strength reduction factor for shear, steel R 0.75 D.5.4a failure modes Strength reduction R Cond. A 1.15 D.5.4c factor for tension, R Cond. B 1.00 D.5.4c concrete failure modes Strength reduction factor R Cond. A 1.15 D.5.4c for shear, concrete failure R Cond. B 1.00 D.5.4c modes Yield strength of anchor fy MPa 634 634 634 525 steel Ultimate strength of f MPa 793 793 793 700 anchor steel Effective cross-sectional A mm2 33.6 65.0 104.6 152.8 area Coefficient for factored concrete breakout k 7 10 7 7 10 7 D.6.2.6 resistance in tension Modification factor for resistance in tension to 4C,N 1.40 1.00 1.40 1.40 1.00 1.40 D.6.2.6 account for uncracked concrete Factored Steel Nsr kN 18.1 35.1 56.4 72.7 D.6.1.2 Resistance in tension Factored Steel Vsr kN 13.8 19.5 33.6 56.9 D.7.1.2c Resistance in shear Factored Steel Resistance in shear, Vsrsejs jc kN 8.0 19.5 33.6 41.4 seismic Factored pullout I resistance in 20 MPa N pr, cr kN 8.2 N/A I 17.9 N/A N/A I 37.4 D.6.3.2 uncracked concrete I Factored pullout I I I resistance in 20 MPa N kN 7.3 9.9 N/A N/A 18.1 25.2 N/A D.6.3.2 cracked concrete 1 For more information, please visit www.hilti.ca and navigate Service/Downloads, then Technical Downloads and open the Limit States Design Guide. Hilti, Inc. (US) 1-800-879-8000 1 www.us.hilti.com I en español 1-800-879-5000 1 Hilti (Canada) Corp. 1-800-363-4458 1 www.hilti.ca I Anchor Fastening Technical Guide 2011 277 2. Clean hole. 3.3.4 KWIK Bolt TZ Expansion Anchor 3.3.4.4 KWIK Bolt TZ Anchor Installation Instructions into normal-weight and lightweight concrete .4. c -.-(A• V --: 1. Hammer drill a hole to the same nominal diameter as the KWIK Bolt TZ. The minimum hole depth must conform with the instructions for use adhered to the packaging and the ICC-ES evaluation report, if applicable. The fixture may be used as a drilling template to ensure proper anchor location. 12) uO :'-.- dc ••~: ,- -__) - ' 3. Drive the KWIK Bolt TZ into the hole using a hammer. The anchor must be driven until at least 4 threads are below the surface of the fixture. 0 4. Tighten the nut to the installation torque. 278 Hilti, Inc. (US)1-800-879-8000 I www.us.hilti.com I en espanol 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 1 www.hilti.ca I Anchor Fastening Technical Guide 2011 KWIK Bolt TZ Expansion Anchor 3.3.4 3.3.4.5 KWIK Bolt TZ Anchor Ordering Information Description Length (in.) Threaded Length (in.) Box Quantity KB-TZ 3/8x3 3 7/8 50 KB-TZ 3/80-3/4 3-3/4 1-5/8 50 KB-TZ 3/8x5 5 2-7/8 50 KB-TZ 1/2x3-3/4 3-3/4 1-5/8 20 KB-TZ 1/2x4-1/2 4-1/2 2-3/8 20 KB-TZ 1/2x5-1/2 5-1/2 3-3/8 20 KB-TZ 1/2x7 7 4-7/8 20 K13-TZ 5/8x4-3/4 4-3/4 1-1/2 15 KB-TZ 5/8x6 6 2-3/4 15 KB-TZ 5/8x8-1/2 8-1/2 5-1/4 15 KB-TZ 5/8x10 10 6-3/4 15 KB-TZ 3/4x5-1/2 51/2 1-1/2 10 KB-TZ 3/4x8 8 4 10 KB-TZ 3/4x10 10 6 10 KB-TZ SS304 3/8x3 3 7/8 50 KB-TZ SS304 3/8x3-3/4 3-3/4 1-5/8 50 KB-TZ SS304 3/8x5 5 2-7/8 50 KB-TZ SS304 1/2x3-3/4 3-3/4 1-5/8 20 KB-TZ SS304 1/2x4-1/2 4-1/2 2-3/8 20 KB-TZ SS304 1/2x5-1/2 5-1/2 3-3/8 20 KB-TZ SS304 1/2x7 7 4-7/8 20 KB-TZ SS304 5/8x4-3/4 4-3/4 1-1/2 15 KB-TZ SS304 5/8x6 6 2-3/4 15 KB-TZ SS304 5/8x8-1/2 8-1/2 5-1/4 15 KB-TZ SS304 5/8x10 10 6-3/4 15 K13-TZSS3043/4x5-1/2 5-1/2 1-1/2 10 KB-TZ SS304 3/4x8 8 4 10 KB-TZ SS304 3/4x10 10 6 10 KB-TZ SS316 3/8x3 3 7/8 50 KB-TZ SS316 3/8x3-3/4 3-3/4 1-5/8 50 KB-TZ SS316 1/2x3-3/4 3-3/4 1-5/8 20 KB-TZ SS316 1/2x4-1/2 4-1/2 2-3/8 20 KB-TZ SS316 1/2x5-1/2 5-1/2 3-3/8 20 KB-TZ SS316 5/8x4-3/4 4-3/4 1-1/2 15 KB-TZ SS316 5/8x6 6 2-3/4 15 K13-TZSS3163/4x5-1/2 5-1/2 1-1/2 10 K13-TZSS3163/4x10 10 6 10 Huh, Inc. (US) 1-800-879-8000 1 www.us.hilti.com I an español 1-800-879-5000 1 Huh (Canada) Corp. 1-800-363-4458 1 www.hilti.ca I Anchor Fastening Technical Guide 2011 279 ICC-ES Evaluation Report ESR1917* Reissued May 1, 2011 This report is subject to renewal May 1, 2013. www.icc-es.org I (800) 423-6587 I (562) 699-0543 DIVISION: 03 00 00—CONCRETE Section: 03 16 00—Concrete Anchors REPORT HOLDER: HILT[, INC. 5400 SOUTH 122N0 EAST AVENUE TULSA, OKLAHOMA 74146 (800) 879-8000 www.us.hilti.com HiItiTechEncitus.hiIti.com EVALUATION SUBJECT: HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL ANCHORS IN CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009 and 2006 International Building Code® (lBC) 2012, 2009 and 2006 International Residential Code® (IRC) Property evaluated: Structural 2.0 USES The Hilti Kwik Bolt TZ anchor (KB-TZ) is used to resist static, wind, and seismic tension and shear loads in cracked and uncracked normal-weight concrete and sand- lightweight concrete having a specified compressive strength, f's, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). The 3/8-inch- and 1/2-inch-diameter (9.5 mm and 12.7 mm) carbon steel KB-TZ anchors may be installed in the topside of cracked and uncracked normal-weight or sand- lightweight concrete-filled steel deck having a minimum member thickness, hmin,deck, as noted in Table 6 of this report and a specified compressive strength, f's, of 3,000 psi to 8,500 psi (20.7 MPa to 58.6 MPa). The 3/8-inch-, 1/2-inch- and 5/5-inch-diameter (9.5 mm, 12.7 mm and 15.9 mm) carbon steel KB-TZ anchors may be installed in the soffit of cracked and uncracked normal- weight or sand-lightweight concrete over metal deck having a minimum specified compressive strength, r, of 3,000 psi (20.7 MPa). The anchoring system complies with anchors as described in Section 1909 of the 2012 113C and Section 1912 of the 2009 and 2006 IBC. The anchoring system is an alternative to cast-in-place anchors described in A Subsidiary of the International Code Council ® Section1908 of the 2012 IBC and Section 1911 of the 2009 and 2006 IBC. The anchors may also be used where an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 KB-TZ: KB-TZ anchors are torque-controlled, mechanical expansion anchors. KB-TZ anchors consist of a stud (anchor body), wedge (expansion elements), nut, and washer. The anchor (carbon steel version) is illustrated in Figure 1. The stud is manufactured from carbon steel or AISI Type 304 or Type 316 stainless steel materials. Carbon steel KB-TZ anchors have a minimum 5 pm (0.0002 inch) zinc plating. The expansion elements for the carbon and stainless steel KB-TZ anchors are fabricated from Type 316 stainless steel. The hex nut for carbon steel conforms to ASTM A563-04, Grade A, and the hex nut for stainless steel conforms to ASTM F594. The anchor body is comprised of a high-strength rod threaded at one end and a tapered mandrel at the other end. The tapered mandrel is enclosed by a three-section expansion element which freely moves around the mandrel. The expansion element movement is restrained by the mandrel taper and by a collar. The anchor is installed in a predrilled hole with a hammer. When torque is applied to the nut of the installed anchor, the mandrel is drawn into the expansion element, which is in turn expanded against the wall of the drilled hole. 3.2 Concrete: Normal-weight and sand-lightweight concrete must conform to Sections 1903 and 1905 of the IBC. 3.3 Steel Deck Panels: Steel deck panels must be in accordance with the configuration in Figures 5A, 513 and 5C and have a minimum base steel thickness of 0.035 inch (0.899mm). Steel must comply with ASTM A653/A653M SS Grade 33 and have a minimum yield strength of 33,000 psi (228 MPa). 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Design strength of anchors complying with the 2012 IBC as well as Section R301.1.3 of the 2012 IRC, must be determined in accordance with ACI 318-11 Appendix D and this report. Design strength of anchors complying with the 2009 IBC and Section R301.1.3 of the 2009 IRC must be determined in accordance with ACI 318-08 Appendix D and this report. *Revised August 2012 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as &-- mill. to any finding or other matter in this report, or as to any product covered by the report. Copyright© 2012 Page 1 of 12 ESR-1917 I Most Widely Accepted and Trusted Page 2 of 12 Design strength of anchors complying with the 2006 IBC and Section R301.1.3 of the 2006 IRC must be in accordance with ACI 318-05 Appendix 0 and this report. Design parameters provided in Tables 3, 4, 5 and 6 of this report are based on the 2012 IBC (ACI 318-11) unless noted otherwise in Sections 4.1.1 through 4.1.12.The strength design of anchors must comply with ACI 318 0.4.1 except as required in ACI 318 D.3.3. Strength reduction factors, 0, as given in ACI 318-11 D.4.3 and noted in Tables 3 and 4 of this report, must be used for load combinations calculated in accordance with Section 1605.2 of the IBC and Section 9.2 of ACI 318. Strength reduction factors, 0, as given in ACI 318-11 D.4.4 must be used for load combinations calculated in accordance with ACI 318 Appendix C. An example calculation in accordance with the 2012 IBC is provided in Figure 7. The value of f'0 used in the calculations must be limited to a maximum of 8,000 psi (55.2 MPa), in accordance with ACI 318-11 D.3.7. 4.1.2 Requirements for Static Steel Strength in Tension: The nominal static steel strength, Nsa, of a single anchor in tension must be calculated in accordance with ACI 318 D.5.1.2. The resulting N 5 values are provided in Tables 3 and 4 of this report. Strength reduction factors 0 corresponding to ductile steel elements may be used. 4.1.3 Requirements for Static Concrete Breakout Strength in Tension: The nominal concrete breakout strength of a single anchor or group of anchors in tension, Nb or Ncbg, respectively, must be calculated in accordance with ACI 318 D.5.2, with modifications as described in this section. The basic concrete breakout strength in tension, Nb, must be calculated in accordance with ACI 318 D.5.2.2, using the values of hef and kcr as given in Tables 3, 4 and 6. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI 318 D.5.2.6 must be calculated with kuncr as given in Tables 3 and 4 and with tPC,N = 1.0. For carbon steel KB-TZ anchors installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A and 513, calculation of the concrete breakout strength is not required. 4.1.4 Requirements for Static Pullout Strength in Tension: The nominal pullout strength of a single anchor in accordance with ACI 318 D.5.3.1 and D.5.3.2 in cracked and uncracked concrete, Np,r and Np,uncr, respectively, is given in Tables 3 and 4. For all design cases Y-',p = 1.0. In accordance with ACI 318 D.5.3, the nominal pullout strength in cracked concrete may be calculated in accordance with the following equation: = Np,cr,/0 (lb, psi) (Eq-1) 2,50 Nf = Np,cr f c \J 2 (N, MPa) In regions where analysis indicates no cracking in accordance with ACI 318 D.5.3.6, the nominal pullout strength in tension may be calculated in accordance with the following equation: = Np.uncr\J OO (lb, psi) (Eq-2) 2,5 Nf = Np,uncr,,j (N, MPa) Where values for Np,cr or Np,uncr are not provided in Table 3 or Table 4, the pullout strength in tension need not be evaluated. The nominal pullout strength in cracked concrete of the carbon steel KB-TZ installed in the soffit of sand- lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A and 513, is given in Table 5. In accordance with ACI 318 D.5.3.2, the nominal pullout strength in cracked concrete must be calculated in accordance with Eq-1, whereby the value of Np,deck,or must be substituted for Nper and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. In regions where analysis indicates no cracking in accordance with ACI 318 5.3.6, the nominal strength in uncracked concrete must be calculated according to Eq-2, whereby the value of Np,deck,uncr must be substituted for Npuncr and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. The use of stainless steel KB-TZ anchors installed in the soffit of concrete on steel deck assemblies is beyond the scope of this report. 4.1.5 Requirements for Static Steel Strength in Shear: The nominal steel strength in shear, V 0, of a single anchor in accordance with ACI 318 0.6.1.2 is given in Table 3 and Table 4 of this report and must be used in lieu of the values derived by calculation from ACI 318-11, Eq. D-29. The shear strength Vsa,deck of the carbon-steel KB-TZ as governed by steel failure of the KB-TZ installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A and 513, is given in Table 5. 4.1.6 Requirements for Static Concrete Breakout Strength in Shear: The nominal concrete breakout strength of a single anchor or group of anchors in shear, Vcb or Vcbg, respectively, must be calculated in accordance with ACI 318 D.6.2, with modifications as described in this section. The basic concrete breakout strength, Vb, must be calculated in accordance with ACI 318 D.6.2.2 based on the values provided in Tables 3 and 4. The value of f used in ACI 318 Eq. D-24 must be taken as no greater than the lesser of hei or 8da. For carbon steel KB-TZ anchors installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A and 513, calculation of the concrete breakout strength in shear is not required. 4.1.7 Requirements for Static Concrete Pryout Strength in Shear: The nominal concrete pryout strength of a single anchor or group of anchors, Vp or V, respectively, must be calculated in accordance with ACI 318 D.6.3, modified by using the value of k p provided in Tables 3 and 4 of this report and the value of Ncb or Ncbg as calculated in Section 4.1.3 of this report. For carbon steel KB-TZ anchors installed in the soffit of sand-lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, as shown in Figures 5A and SB, calculation of the concrete pry-out strength in accordance with ACI 318 D.6.3 is not required. ESR-1 917 I Most Widely Accepted and Trusted Page 3 of 12 4.1.8 Requirements for Seismic Design: 4.1.8.1 General: For load combinations including seismic, the design must be performed in accordance with ACI 318 D.3.3. For the 2012 IBC, Section 1905.1.9 shall be omitted. Modifications to ACI 318 D.3.3 shall be applied under Section 1908.1.9 of the 2009 IBC, or Section 1908.1.16 of the 2006 IBC. The nominal steel strength and the nominal concrete breakout strength for anchors in tension, and the nominal concrete breakout strength and pryout strength for anchors in shear, must be calculated in accordance with ACI 318 0.5 and D.6, respectively, taking into account the corresponding values given in Tables 3, 4 and 5 of this report. The anchors may be installed in Seismic Design Categories A through F of the IBC. The anchors comply with ACI 318 0.1 as ductile steel elements and must be designed in accordance with ACI 318-11 0.3.3.4, D.3.3.5, D.3.3.6 or 0.3.3.7, ACI 318-08 D.3.3.4, 0.3.3.5 or 0.3.3.6, or ACI 318-05 0.3.3.4 or 0.3.3.5, as applicable. 4.1.8.2 Seismic Tension: The nominal steel strength and nominal concrete breakout strength for anchors in tension must be calculated in accordance with ACI 318 0.5.1 and ACI 318 D.5.2, as described in Sections 4.1.2 and 4.1.3 of this report. In accordance with ACI 318 D.5.3.2, the appropriate pullout strength in tension for seismic loads, described in Table 4 or Np,d,cr described in Table 5 must be used in lieu of N, as applicable. The value of or Np,decl(,cr may be adjusted by calculation for concrete strength in accordance with Eq-i and Section 4.1.4 whereby the value of Np,deckcr must be substituted for Np,cr and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. If no values for Np,,q are given in Table 3 or Table 4, the static design strength values govern. 4.1.8.3 Seismic Shear: The nominal concrete breakout strength and pryout strength in shear must be calculated in accordance with ACI 318 0.6.2 and D.6.3, as described in Sections 4.1.6 and 4.1.7 of this report. In accordance with ACI 318 0.6.1.2, the appropriate value for nominal steel strength for seismic loads, Vsaeq described in Table 3 and Table 4 or V 0 deck described in Table 5 must be used in lieu of Vsa, as applicable. 4.1.9 Requirements for Interaction of Tensile and Shear Forces: For anchors or groups of anchors that are subject to the effects of combined tension and shear forces, the design must be performed in accordance with ACI 318 D.7. 4.1.10 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318 0.8.1 and D.8.3, values of 5mm and cmjn as given in Tables 3 and 4 of this report must be used. In lieu of ACI 318 0.8.5, minimum member thicknesses hmin as given in Tables 3 and 4 of this report must be used. Additional combinations for minimum edge distance, cm,n, and spacing, Smin, may be derived by linear interpolation between the given boundary values as described in Figure 4. For carbon steel KB-TZ anchors installed on the top of normal-weight or sand-lightweight concrete over profile steel deck floor and roof assemblies, the anchor must be installed in accordance with Table 6 and Figure 5C. For carbon steel KB-TZ anchors installed in the soffit of sand-lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, the anchors must be installed in accordance with Figure 5A or 5B and shall have an axial spacing along the flute equal to the greater of 3hef or 1.5 times the flute width. 4.1.11 Requirements for Critical Edge Distance: In applications where c < cac and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for uncracked concrete, calculated in accordance with ACI 318 0.5.2, must be further multiplied by the factor Pcp,N as given by Eq-1: 1cp,N = C (Eq-3) whereby the factor PCp,N need not be taken as less than I_!± . For all other cases, 14cpN = 1.0. In lieu of Cac using ACI 318 D.8.6, values of Cac must comply with Table 3 or Table 4 and values of Cac,deck must comply with Table 6. 4.1.12 Sand-lightweight Concrete: For ACI 318-11 and 318-08, when anchors are used in sand-lightweight concrete, the modification factor Aa or A, respectively, for concrete breakout strength must be taken as 0.6 in lieu of ACI 318-11 D.3.6 (2012 IBC) or ACI 318-08 0.3.4 (2009 IBC). In addition the pullout strength Np,cr, Npuncr and Np,eq must be multiplied by 0.6, as applicable. For ACI 318-05, the values Nb, Np,cr, Np,uncr, Npeq and Vb determined in accordance with this report must be multiplied by 0.6, in lieu of ACI 318 D.3.4. For carbon steel KB-TZ anchors installed in the soffit of sand-lightweight concrete-filled steel deck and floor and roof assemblies, this reduction is not required. Values are presented in Table 5 and installation details are show in Figures 5A and 5B. 4.2 Allowable Stress Design (ASD): 4.2.1 General: Design values for use with allowable stress design (working stress design) load combinations calculated in accordance with Section 1605.3 of the IBC, must be established as follows: Taitowa bIeASD = a Va//owableAsO - - øv a where: Ta//owab/eASD = Allowable tension load (lbf or kN). Vaijowa bIeAsD = Allowable shear load (lbf or kN). ØN,, = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318 D.4.1, and 2009 IBC Section 1908.1.9 or 2006 IBC Section 1908.1.16, as applicable (Ibf or N). = Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318 0.4.1, and 2009 IBC Section 1908.1.9 or 2006 IBC Section 1908.1.16, as applicable (lbf or N). ESR-1917 I Most Widely Accepted and Trusted Page 4 of 12 = Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, must include all applicable factors to account for nonductile failure modes and required over- strength. The requirements for member thickness, edge distance and spacing, described in this report, must apply. An example of allowable stress design values for illustrative purposes in shown in Table 7. 4.2.2 Interaction of Tensile and Shear Forces: The interaction must be calculated and consistent with ACI 318 D.7 as follows: For shear loads Vappijerj :5 0.2 Vallowable,ASD, the full allowable load in tension must be permitted. For tension loads Tappiled 0.2Ta//owab/eASD, the full allowable load in shear must be permitted. For all other cases: Tappued + Vappited < 1.2 (Eq-4) TaltowableASD VaziowabteAsD 4.3 Installation: Installation parameters are provided in Tables 1 and 6 and Figures 2, 5A, 5B and 5C. Anchor locations must comply with this report and plans and specifications approved by the code official. The Hilti KB-TZ must be installed in accordance with manufacturer's published instructions and this report. In case of conflict, this report governs. Anchors must be installed in holes drilled into the concrete using carbide-tipped masonry drill bits complying with ANSI B212.15-1994. The minimum drilled hole depth is given in Table 1. Prior to installation, dust and debris must be removed from the drilled hole to enable installation to the stated embedment depth. The anchor must be hammered into the predrilled hole until hnom is achieved. The nut must be tightened against the washer until the torque values specified in Table 1 are achieved. For installation in the soffit of concrete on steel deck assemblies, the hole diameter in the steel deck not exceed the diameter of the hole in the concrete by more than 1/8 inch (3.2 mm). For member thickness and edge distance restrictions for installations into the soffit of concrete on steel deck assemblies, see Figures 5A and 5B. 4.4 Special Inspection: Periodic special inspection is required in accordance with Section 1705.1.1 and Table 1705.3 of the 2012 IBC, or Section 1704.15 of the 2009 IBC and Table 1704.4 or Section 1704.13 of the 2006 IBC, as applicable. The special inspector must make periodic inspections during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, anchor spacing, edge distances, concrete member thickness, tightening torque, hole dimensions, anchor embedment and adherence to the manufacturer's printed installation instructions. The special inspector must be present as often as required in accordance with the "statement of special inspection." Under the IBC, additional requirements as set forth in Sections 1705, 1706 and 1707 must be observed, where applicable. 5.0 CONDITIONS OF USE The Hilti KB-TZ anchors described in this report comply with the codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 Anchor sizes, dimensions, minimum embedment depths and other installation parameters are as set forth in this report. 5.2 The anchors must be installed in accordance with the manufacturer's published instructions and this report. In case of conflict, this report governs. 5.3 Anchors must be limited to use in cracked and uncracked normal-weight concrete and sand- lightweight concrete having a specified compressive strength, f, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa), and cracked and uncracked normal- weight or sand-lightweight concrete over metal deck having a minimum specified compressive strength, f, of 3,000 psi (20.7 MPa). 5.4 The values of f c used for calculation purposes must not exceed 8,000 psi (55.1 MPa). 5.5 Strength design values must be established in accordance with Section 4.1 of this report. 5.6 Allowable design values are established in accordance with Section 4.2. 5.7 Anchor spacing and edge distance as well as minimum member thickness must comply with Tables 3, 4, and 6, and Figures 4, 5A, 513, and 5C. 5.8 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.9 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of expansion anchors subjected to fatigue Or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report. 5.10 Anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (f > fr) subject to the conditions of this report. 5.11 Anchors may be used to resist short-term loading due to wind or seismic forces in locations designated as Seismic Design Categories A through F of the IBC, subject to the conditions of this report. 5.12 Where not otherwise prohibited in the code, KB-TZ anchors are permitted for use with fire-resistance- rated construction provided that at least one of the following conditions is fulfilled: Anchors are used to resist wind or seismic forces only. Anchors that support a fire-resistance-rated envelope or a fire- resistance-rated membrane are protected by approved fire-resistance- rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. Anchors are used to support nonstructural elements. 5.13 Use of zinc-coated carbon steel anchors is limited to dry, interior locations. 5.14 Special inspection must be provided in accordance with Section 4.4. ESR-1917 I Most Widely Accepted and Trusted Page 5 of 12 5.15 Anchors are manufactured by Hilti AG under an approved quality control program with inspections by UL LLC (AA-668). 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated March 2012 (ACl 355.2-07). 6.2 Quality control documentation. 7.0 IDENTIFICATION The anchors are identified by packaging labeled with the manufacturers name (Hilti, Inc.) and contact information, anchor name, anchor size, evaluation report number (ICC-ES ESR-1917), and the name of the inspection agency (UL LLC). The anchors have the letters KB-TZ embossed on the anchor stud and four notches embossed into the anchor head, and these are visible after installation for verification. TABLE 1—SETTING INFORMATION (CARBON STEEL AND STAINLESS STEEL ANCHORS) SETTING Nominal anchor diameter (in.) INFORMATION Symbol Units 318 1/2 518 3/4 de In. 0.375 0.5 0.625 0.75 AnchorO.D. (d0)2 (mm) (9.5) (12.7) (15.9) (19.1) Nominal bit diameter dblt In. 3/8 1/2 5/8 3/4 Effective mm. In. 2 2 3-1/4 3-1/8 4 33/4 43/4 embedment hef (mm) (51) (51) (83) (79) (102) (95) (121) Nominal in. 2-5/16 2-3/8 3-5/8 3-9/16 4-7/16 4-5/16 5-9/16 embedment hnom (mm) (59) (60) (91) (91) (113) (110) (142) In. 2-5/8 2-5/8 4 3-3/4 4-3/4 4-1/2 5-3/4 Mm. hole depth h0 (mm) (67) (67) (102) (95) (121) (114) (146) Mm. thickness of In. 1/4 3/4 1/4 3/8 3/4 1/8 15/8 fastened part' tmin (mm) (6) (19) (6) (9) (19) (3) (41) Required ft-lb 25 40 60 110 Tine Installation torque (Nm) 1 (34) 1 (54) (81) (149) Min. dia. of hole in In. 7/16 9/16 11/16 13/16 fastened part dh (mm) (11.1) (14.3) (17.5) (20.6) Standard anchor In. 3 I I 5 I 3-3/4 I I 4-1/2 I I 5-1/2 7 I 4-3/4 I 6 I I 8-1/2 I I 10 I 5-1/2 I 8 I I 10 I lengths fanch (mm) (76) I (95) I (127) (95) ((114) I (140) 1(178) (121) I (152) I (216) (254) (140) I (203) I (254) Threaded length In. 7/8 1-5/8 I 2-7/8 I 1-5/8 I I 2-3/8 I I 3-3/8 4-7/8 I 1-1/2 I I 2-3/4 I 5-1/4 I 6-3/4 I 1-1/2 I4 I 6 I (incl. dog point) fthread (mm) (22) (41) (73) (41) (60) (86) (124) (38) (70) I (133) (171) (38) (102) (152) In. 2-1/8 2-1/8 3-1/4 4 Unthreaded length funft (mm) (54) (54) (83) 1 (102) 1The minimum thickness of the fastened part is based on use of the anchor at minimum embedment and is controlled by the length of thread. If a thinner fastening thickness is required, increase the anchor embedment to suit. 2The notation in parenthesis is for the 2006 IBC. ESR-1917 1 Most Widely Accepted and Trusted Page 6 of 12 UNC thread expansion collar bolt ...._.J washer—' I hex nut element FIGURE 1—HILTI CARBON STEEL KWIK BOLT TZ (KB-TZ) (a! h0 FIGURE 2—KB-TZ INSTALLED TABLE 2—LENGTH IDENTIFICATION SYSTEM (CARBON STEEL AND STAINLESS STEEL ANCHORS) Length ID marking A B C D E F G H T 7 T 7 7 on bolt head Length ofFrom 1Y22 2% 3 3 % 44%5 5%66%7 7% 8 8% 991O % 11 12 13 14 15 anchor, tanrM Up to but not 2 2% 3 31/2 4 4% 5 51/2 6 6% 7 7% 8 81/2 9 9% 10 11 12 13 14 15 16 (inches) _including FIGURE 3—BOLT HEAD WITH LENGTH IDENTIFICATION CODE AND KB-TZ HEAD NOTCH EMBOSSMENT ESR-1917 I Most Widely Accepted and Trusted Page 7 of 12 TABLE 3-DESIGN INFORMATION, CARBON STEEL KB-TZ Nominal anchor diameter DESIGN INFORMATION Symbol Units 3/8 1/2 5/8 3/4 AnchorO.D. da(do) in. 0.375 0.5 0.625 0.75 (9.5) (12.7) (15.9) (19.1) Effective mm. embedment' he in. 2 2 3-1/4 3-1/8 4 3-3/4 4-3/4 (mm) (51) (51) (83) _(7) (102) (95) (121) Mm. member thickness2 hmjn I 6 6 I 8 5 6 I 8 8 (mm) (102) 1(127) (102) 1(152) (152) 1(203) (152 3) (152) 1(203) (203) Critical edge distance Cac in. 4-3/8 I 4 5-1/2 I 4-1/2 7-1/2 I 6 6-1/2 6j 8-3//4 10 I 8 9 (mm) (111) 1(102) (140) 1(114) (191) I (152) (2221) (254) 1(203) (229) In. 2-1/2 2-3/4 2-3/8 3-5/8 3-1/4 4-3/4 4-1/8 Mm. edge distance Cm,,, (mm) (64) (70) (60) .1L (83) (121) (105) for s> in. 5 5-3/4 5-3/4 6-1/8 5-7/8 10-1/2 8-7/8 - (mm) (127) (146) (146) (149) (267) (225) in. 2-1/2 2-3/4 2-3/8 3-1/2 3 5 4 Mm. anchor spacing Smin (mm) (64) (70) (60) _L (76) (127) (102) for c> In. 3-5/8 4-1/8 3-1/2 4-3/4 4-1/4 9-1/2 7-3/4 - (mm) (92) (105) (89) fljJ (108) (241) (197) Mm. hole depth in concrete in. 2-5/8 2-5/8 4 3-3/4 4-3/4 4-1/2 5-3/4 (mm) (67) (67) (102) ._(L (121) (117) (146) Mm. specified yield strength fy lb/in" 100,000 84,800 84,800 84,800 (N/mm2) (690) (585) (585) (585) Mm. specified ult. strength f,,,,, lb/in2 115,000 106,000 106,000 106,000 (N/mm2) (793) (731) (731) (731) Effective tensile stress area AS,,N In1 0.052 0.101 0.162 0.237 2) (mm (33.6) (65.0) (104.6) (152.8) Steel strength in tension N,,,, lb 6,500 10,705 17,170 25,120 (kN) (28.9) (47.6) (76.4) (111.8) Steel strength in shear V,,,, lb 3,595 5,495 8,090 13,675 (kN) (16.0) (24.4) (36.0) (60.8) Steel strength in shear, Vsa,eq lb 2,255 5,495 7,600 11,745 seismic3 (kN) (10.0) (24.4) (33.8) (52.2) Pullout strength uncracked lb 2,515 I 5,515 I 9,145 8,280 110,680 concrete4 Np,uncr (kN) (11.2) NA I I (24.5) NA I I (40.7) (36.8) I I (47.5) Pullout strength cracked lb 2,270 NA 4,915 NA I NA NA NA concrete Nper (kN) (10.1) (21.9) I I Anchor category5 Effectiveness factor uncracked concrete 24 Effectiveness factor kcr cracked concrete6 17 l.Pcj,j= kunc/kcr 7 1.0 Coefficient for pryout strength, k, 1.0 2.0 Strength reduction factor Øfor tension, steel failure 0.75 modes8 Strength reduction factor Øfor shear, steel failure 0.65 modes Strength reduction Øfactor for tension, concrete 065 failure modes or pullout, Condition B9 Strength reduction Øfactor for shear, concrete 0.70 failure modes, Condition B9 Axial stiffness in service load I I lb/in. 700,000 range1° fl,,. 1 lb/in. 500,000 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 psi = 0.006895 MPa. For pound-inch units: 1 mm = 0.03937 inches. 'See Fig. 2. 2 For sand-lightweight concrete over metal deck, see Figures 5A, 5B and 5C and Table 6. 3See Section 4.1.8 of this report. For all design cases Pp=1.0. NA (not applicable) denotes that this value does not control for design. See Section 4.1.4 of this report. 5SeeACl 318-11 D.4.3. 6SeeACl 318 D.5.2.2. For all design cases 1PCN =1.0. The appropriate effectiveness factor for cracked concrete (k,,,) or uncracked concrete (k,,,,,.) must be used. 0The KB-TZ is a ductile steel element as defined by ACI 318 Dl. 9For use with the load combinations of ACI 318 Section 9.2. Condition B applies where supplementary reinforcement in conformance with ACI 318-11 D.4.3 is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. 10 Mean values shown, actual stiffness may vary considerably depending on concrete strength, loading and geometry of application. ESR-1917 I Most Widely Accepted and Trusted Page 8 of 12 TABLE 4-DESIGN INFORMATION, STAINLESS STEEL KB-TZ Nominal anchor diameter DESIGN INFORMATION Symbol Units 3/8 1/2 5/8 3/4 in. 0.375 0.5 0.625 0.75 AnchorO.D. da(do) (mm) (9.5) (12.7) (15.9) (19.1) in. 2 2 3-1/4 3-1/8 4 3-3/4 4-3/4 Effective mm. embedment' h,,f (mm) (51) (51) (83) JL (1 2) (95) (121) in. 415 416 618 5 618 618 8 Mm. member thickness hmin (mm) (102) I (127) (102) 1(152) (152) 1(203) (1) (152) I (203) (152) (203) (203) in. 4-3/8 I 3-7/8 5-1/2 I 4-1/2 7-1/2 I 6 7 8-7/8 I 6 10 7 Critical edge distance c0 (mm) (111) I (98) (140) I (114) (191) I (152) fl7 (225) I (152) (254)1 (178) (229) in. 2-1/2 2-7/8 2-1/8 3-1/4 2-3/8 4-1/4 4 Cm/n (mm) (64) (73) (54) (60) (108) (102) Mm. edge distance in. 5 5-3/4 5-1/4 5-1/2 5-1/2 10 8-1/2 for s > (mm) (127) (146) (133) (140) (254) (216) in. 2-1/4 2-7/8 2 2-3/4 2-3/8 5 4 Smin _______ (mm) (57) (73) (51) JL (60) (127) (102) Mm. anchor spacing 3-1/2 4-1/2 3-1/4 4-1/8 4-1/4 9-1/2 7 for c 2!in. (mm) (89) (114) (83) (108) (241) (178) in. 2-5/8 2-5/8 4 3-3/4 4-3/4 4-1/2 5-3/4 Mm. hole depth in concrete ho (mm) (67) (67) (102) JL (121) (117) (146) lb/in2 92,000 92,000 92,000 76,125 Mm. specified yield strength (N/mm) (634) (634) (634) (525) Mm. specified ult. Strength fy10 lb/in2 115,000 115,000 115,000 101,500 (N/mm2) (793) (793) (793) (700) Effective tensile stress area ASO,N in2 0.052 0.101 0.162 0.237 (mm2) (33.6) (65.0) (104.6) (152.8) l b 5,968 11,554 24,055 17,880 Steel strength in tension N28 (kN) (26.6) (51.7) (82.9) (107.0) Steel strength in shear VS. l b 4,720 6,880 15,711 9,870 (kN) (21.0) (30.6) (43.9) (69.9) Pullout strength in tension, Np.eq lb NA 2,735 I NA NA NA seismic2 (kN) (12.2) Steel strength in shear, Vsa,eq lb 2,825 6,880 9,350 12,890 seismic2 (kN) (12.6) (30.6) (41.6) (57.3) Pullout strength uncracked N,22 lb 2,630 NA 5,760 NA I NA 12,040 concrete (kN) (11.7) (25.6) (53.6) Pullout strength cracked lb 2,340 3,180 NA NA I 5,840 8,110 I NA concrete (kN) (10.4) (14.1) I (26.0) (36.1) Anchor category4 1 2 1 Effectiveness factor kun uncracked concrete 24 Effectiveness factor kcr cracked concrete5 17 24 17 17 17 24 17 141C,N = kunlka6 1.0 Strength reduction factor Øfor tension, steel 075 failure modes7 Strength reduction factor 0 for shear, steel failure 0.65 modes7 Strength reduction Øfactor for tension, concrete 0.65 I 0.55 0.65 failure modes, Condition B8 Coefficient for pryout strength, k2 1.0 2.0 Strength reduction Øfactor for shear, concrete 0.70 failure modes, Condition B8 Axial stiffness in service load I /3unc I lb/in. 120,000 range9 lb/in. 90,000 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 psi = 0.006895 MPa For pound-inch units: 1 mm = 0.03937 inches. 'See Fig. 2. 2See Section 4.1.8 of this report. NA (not applicable) denotes that this value does not control for design. 3For all design cases P2,p=1 .0. NA (not applicable) denotes that this value does not control for design. See Section 4.1.4 of this report. 4 See ACI 318-11 0.4.3. 'See ACI 318 D.5.2.2. 6For all design cases 5PC,N =1.0. The appropriate effectiveness factor for cracked concrete (kc) or uncracked concrete (kuncy) must be used. 7The KB-TZ is a ductile steel element as defined by ACI 318 Dl. 8For use with the load combinations of ACI 318 Section 9.2. Condition B applies where supplementary reinforcement in conformance with ACI 318-11 0.4.3 is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. °Mean values shown, actual stiffness may vary considerably depending on concrete strength, loading and geometry of application. ESR-1 917 I Most Widely Accepted and Trusted Page 9 of 12 4 Sdesign Cdesign U) 0) c h. mm cmin ats~ Sdesigfl - c 2t h2!hmin I I I I I Cdesign edge distance c FIGURE 4-INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING TABLE 5-HILTI KWIK BOLT TZ (KB-TZ) CARBON STEEL ANCHORS TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE UNDERSIDE OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES1'6'18 DESIGN INFORMATION Symbol Units Loads According to Figure 5A Loads According to Figure 5B Anchor Diameter Anchor Diameter 318 1/2 5/8 318 1/2 5/8 Effective Embedment Depth h0f in. 2 2 3-1/4 3-1/8 4 2 2 3-1/4 3-1/8 Minimum Hole Depth h0 in. 2-5/8 2-5/8 4 3-3/4 4-3/4 2-5/8 2-5/8 4 3-3/4 Pullout Resistance, (uncracked concrete) Np,decI.uncr lb. 2,060 2,060 3,695 2,825 6,555 1,845 1,865 3,375 4,065 Pullout Resistance (cracked concrete)3 NP,dem.m. lb. 1,460 1,460 2,620 2,000 4,645 1,660 1,325 3,005 2,885 Steel Strength in Shear4 V.,.,dea lb. 2,130 3,000 4,945 4,600 6,040 2,845 2,585 3,945 4,705 Steel Strength in Shear, Seismic' Vsadeckeq lb. 1,340 3,000 4,945 4,320 1 5,675 1 1,790 2,585 3,945 4,420 'Installation must comply with Sections 4.1.10 and 4.3 and Figure 5A and SB of this report. 2The values listed must be used in accordance with Section 4.1.4 of this report. 3 The values listed must be used in accordance with Section 4.1.4 and 4.1.8.2 of this report. 4The values listed must be used in accordance with Section 4.1.5 of this report. 5The values listed must be used in accordance with 4.1.8.3 of this report. Values are applicable to both static and seismic load combinations. 6The values for op in tension and the values for ØSa in shear can be found in Table 3 of this report. 7me characteristic pullout resistance for concrete compressive strengths greater than 3,000 psi may be increased by multiplying the value in the table by (fJ3,000) for psi or (f,120.7)"2 for MPa. Evaluation of concrete breakout capacity in accordance with ACI 318 D.5.2, D.6.2, and D.6.3 is not required for anchors installed in the deck soffit. TABLE 6-HILTI KWIK BOLT TZ (KB-TZ) CARBON STEEL ANCHORS SETTING INFORMATION FOR INSTALLATION ON THE TOP OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES ACCORDING TO FIGURE 5C1'2'3'4 DESIGN INFORMATION Symbol Units Nominal anchor diameter 3/8 1/2 Effective Embedment Depth hef in. 2 2 Minimum concrete thickness5 h,fljfl,dC in. 3-1/4 3-1/4 Critical edge distance Cac,deck,p in. 9 9 Minimum edge distance C,I,n,decI,top in. 3 4-1/2 Minimum spacing Smjn,deck,top in. 4 6-1/2 1 Installation must comply with Sections 4.1.10 and 4.3 and Figure SC of this report. 2 For all other anchor diameters and embedment depths refer to Table 3 and 4 for applicable values of hmjn, c,, and Smin. Design capacity shall be based on calculations according to values in Table 3 and 4 of this report. Applicable for 3114-in 5 hmin deck <4-in. For hmjfl,deck 2: 4-inch use setting information in Table 3 of this report. Minimum concrete thickness refers to concrete thickness above upper flute. See Figure 5C. ESR-1 917 I Most Widely Accepted and Trusted Page 10 of 12 MIN. 2DGAUGE STEEL W-DECK I MIN. ]z ITI - k- OFFSET. .WER FLUTE (RIDGE) FIGURE 5A—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES' 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. Anchors in the lower flute may be installed with a maximum 1-inch offset in either direction from the center of the flute. u,O zo- ,, --f-- MIN. 3,000 PSI NORMAL OR SAND- LIGHTWEIGHT CONCRETE FLUTI h•4 1 I ., I UPPER I- MINJl I LJr3J GUAGE STEEL W.DECK I L '' MIN. 20 MAX 3-112" N.2-1 3/4" MIN. MIN 6 P J LOWER FLUTE (RIDGE) FIGURE 513—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES - B DECK' 2 1 Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. Anchors in the lower flute may be installed with a maximum 118-inch offset in either direction from the center of the flute. The offset distance may be increased proportionally for profiles with lower flute widths greater than those shown ?roided the minimum lower flute edge distance is also satisfied. Anchors may be placed in the upper flute of the steel deck profiles in accordance with Figure 5B provided the concrete thickness above the upper flute is minimum 31/4-inch and the minimum hole clearance of 518-inch is satisfied. .1 MIN. 3,000 PSI NORMAL OR SAND- LIGHTWEIGHT CONCRETE UPPER fl FLUTE I MIN (VALLEY) '- MIN. 2OGUAGE STEEL W-DECK MIN. 2-1/2" L MIN 6" TYP . - - - - - -- - -- - - LOWER FLUTE (RIDGE) FIGURE 5C—INSTALLATION ON THE TOP OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES' .2 'Refer to Table 6 for setting information for anchors in to the top of concrete over metal deck. 2Applicable for 3-1/4-in :5 h <4-in. For hmn 2: 4-inch use setting information in Table 3 of this report. ESR-1917 I Most Widely Accepted and Trusted Page 11 of 12 TABLE 7—EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES Allowable tension (lbf) Nominal Anchor diameter (in.) Embedment depth (in.) Carbon Steel Stainless Steel f = 2500 psi Carbon Steel Stainless Steel 3/8 2 1105 1155 2 1490 1260 1/2 3-1/4 2420 2530 3-1/8 2910 2910 5/8 4 4015 4215 3-3/4 3635 3825 3/4 4-3/4 4690 5290 For SI: 1 lbf = 4.45 N, 1 psi = 0.00689 MPa 1 psi = 0.00689 MPa. 1 inch = 25.4 mm. 'Single anchors with static tension load only. 2Concrete determined to remain uncracked for the life of the anchorage. 3Load combinations from ACI 318 Section 9.2 (no seismic loading). 30% dead load and 70% live load, controlling load combination 1 .2D + 1.6 L. 5Calculation of the weighted average for a = 0.3*1.2 + 0.7*1.6 = 1.48. 6 = 2,500 psi (normal weight concrete). 7 Cal = Ca2 2: cac 8h 2: hmin 9Values are for Condition B where supplementary reinforcement in accordance with ACI 318-11 D.4.3 is not provided -:..;;1 I 1. Hammer drill a hole to the same nominal 2. Clean hole. diameter as the Kwik Bolt 17. The hole depth must equal the anchor embedment listed in Table 1. The fixture may be used as a drilling template to ensure proper anchor location. 3. Drive the Kwik Bolt 12 into the hole using 4. Tighten the nut to the required a hammer. The anchor must be driven installation torque. until the nominal embedment is achieved. FIGURE 6—INSTALLATION INSTRUCTIONS ESR-1 917 I Most Widely Accepted and Trusted Page 12 of 12 A TgA Given: Two 1/2-inch carbon steel KB-TZ anchors under static tension AN - load as shown. 1ef=3.25in. I 1.5h Normal weight concrete, f'0 = 3,000 psi supplementary (Condition per No reinforcement B ACI 318-11 $ = Assume cracked concrete since no other information is available. 1 h ef Needed: Using Allowable Stress Design (ASD) calculate the - allowable tension load for this configuration. l.5 hr c=4 A-A Calculation per ACI 318-11 Appendix D and this report. Code Ref. Report Ref. Step 1. Calculate steel capacity: ON = ØnAf = 0.75 x 2 x 0.101 x 106,000 = 16, 0591b D.5.1.2 §4.1.2 Check whether futa is not greater than 1.9fya and 125,000 psi. D.4.3 a Table 3 Step 2. Calculate concrete breakout strength of anchor in tension: AN Ncbg - D.5.2.1 § 4.1.3 A Nco Step 2a. Verify minimum member thickness, spacing and edge distance: hmin = 6 in. :5 6 in. .. ok 5m,n ¶ 2.375, 5.75 0.8 Table 3 slope = 2.375-5.75 = -3.0 \ Fig. 4 3.5-2.375 For c5,1 =4in= 2.375 controls 3.5,2.375 Smin = 5.75- [(2.375 - 4.0)(-3.0)1 = 0.875 < 2.3751n < 6in :. ok 0.875 _ Cin Step 2b. For AN check 1.5h f =1.5(3.25)=4.88in>C 30hef =3(3.25)=9.751n>s 0.5.2.1 Table 3 Step 2c. Calculate AN and AN, for the anchorage: ANCO = 9h f = 9 x (325)2 = 95.lin.2 0.5.2.1 Table 3 A 0 = (1.5hef + c)(3h0, + s) = [1.5 x (3.25) + 4][3 x (3.25) + 6] = 139.8tn.2 < 2A c .. ok Step 2d. Determine Wec,N: eN = 0.. 1/1ec,N = 1.0 D.5.2.4 - Step 2e. Calculate Nb:Nb = ktaJ7Jh = 17 x 1.0 x V'T X 3.25 = 5,456 lb 0.5.2.2 Table 3 Step 2f. Calculate modification factor for edge distance: Wecl,N = 0.7+0.315(325) =0.95 0.5.2.5 Table 3 Step 2g. Calculate modification factor for cracked concrete: Vc,N =1.00 (cracked concrete) D.5.2.6 Table 3 Step 2h. Calculate modification factor for splitting: ,cp,N1°° (cracked concrete) - § 4.1.10 Table 3 Step 2i. Calculate 0 N 0 : 0 N,,0 =0.65 x 1398 x 1.00 x 0.95 x 1.00 x 5,456 = 4,952 lb §4.1.3 3000 Step 3. Check pullout strength: Table 3, çbnNp0,r0 = 0.65 x 2 x 5,515 lb x = 7,852 lb >4,952 .. OK D.5.3.2 D.4.3 c) §4.1.4 Table 3 Step 4. Controlling strength: ØN 5 = 4,952 lb < OnN, <ØN0 .. ONcg controls D.4.1.2 Table 3 Step 5. To convert to ASD, assume U = 1.21) + 1.6L: T0110 = = 3,346 lb. - § 4.2 1 1.48 FIGURE 7-EXAMPLE CALCULATION P.O. Box 3365 South El Monte, CA 91733 626.444.0541 Fax 626.444.3887 www. Afcon.org 100 REVERSIBLE BEAM CLAMP 3/4" MOUTH SIZE - ROD: 3/8' SIZE - SYSTEM PIPE: 4" max. SIZE - ROD: 1/2" SIZE - SYSTEM PIPE: 8" max. MATERIAL - Ductile iron. FINISH - Plain, E.G. and H.D.G. LISTING/APPROVAL - cu8203EX 2551 FM Approved FUNCTION - Attachment component of an AFCON hanger. To support horizontal piping. INSTALLATION - Per NFPA 13 and these instructions. Install on steel flange - thickness less than 3/4". Set bolt up or down. ASSEMBLY/ATTACHMENT - See drawing. Torque - 318"= 60 inch lbs. or 1/2= 125 inch lbs. In the absence of a torque wrench, engage set bolt finger tight then additionally tighten 1/4 turn. Caution - Do not over tighten set bolt. FEATURES * Maintains CONSTANT HANGER CENTER-LINE, with set bolt up or down. * Flat throat back to prevent twisting on structure during installation. ORDERING - Part #, rod size and finish. 11/09 W/AcSn P.O. Box 3365 South El Monte, CA 91733 626.444.0541 Fax 626.444.3887 www. Afcon.org 300 RING HANGER I thru 4 inch pipe LISTED FOR STEEUCPVC 112&314 inch pipe 5 thru 8inch pipe SIZE - ROD- 3/8" or 1/2" SIZE - SYSTEM PIPE - 1/2" thru 8" MATERIAL - Carbon Steel, Mu. Galvanized to G-90 spec. LISTING/APPROVAL - c®Us USIED 203-EX 2551 1"- 8" .Approval guide - 1"- 8" OSHPD OPA-0601 See Website. CONFORMS WITH: Federal Specification WW-H-171E, Type 10. Manufacturers Standardization Society ANSI/MSS-SP-58 Type 10. MAXIMUM TEMPERATURE - 650°F. FUNCTION - Pipe hanger component of an AFCON hanger. To support steel, CPVC or copper pipe. INSTALLATION - Per NFPA 13, 13R, 13D, these instructions and the CPVC or copper pipe manufacturers instructions. FEATURES - * Sized and listed exclusively for use with #310 Surge Restrainer. * Band edge is offset for EASY pipe insertion. * Custom fit swivel nut for better retention in ring. ORDERING - Part #, pipe size. 11/09 NF PA 13 PIPE ROD I WI. 5 WT.+250 UL TEST LOAD 1 3/8 3075 403.75 750 1 1/4 3/8 43.95 469.75 750 11/2 3/8 54.15 520.75 750 2 3/8 76.95 1 634.75 750 21/2 3/8 118.35 841,75 850 3 3/8 162.30 1061.50 1050 4 3/8 246.00 1480.00 1500 5 1/2 349.45 1996,75 2000 1/2 476,35 2631.75 2650 8 1/2 711.00 3805.00 4050 SIZE - One size fits 3/4 thru 2 inch AFCON #300 Ring Hanger. 551 t Restraint P.O. Box 3365 South El Monte, CA 91733 626.444.0541 Fax 626.444.3887 www. Afcon.org 310 RING RESTRAINER MATERIAL - Carbon Steel. FINISH - Mu. Galvanized. LISTINGS - Yi. us 203-EX 2551 Listed only for use with AFCON#300 Ring Hanger. FUNCTION - To restrain movement of sprinkler pipe toward the knurl nut of the ring hanger. To prevent upward movement of pipe that supplies a pendent sprinkler below the ceiling. INSTALLATION - Per NFPA 13 and CPVC manufacturers instructions on steel, CPVC, or copper pipe. Snap into locking position on swivel nut of AFCON #300 Ring Hanger. SPECIAL NOTE: When installing on CPVC sprinkler system pipe: Verify that all assembly components are cleaned of any surface oil. FEATURES - * Listed only for use with AFCON #300 Ring Hanger. ORDERING - Part # and size. - Specific AFCON products are exclusively designed to be compatible ONLY with other AFCON products including parts and fasteners, resulting in a listed sway brace, restrainer or hanger assembly. Be advised the fallowing warranty restriction will apply. DISCLAIMER - AFCON wilt NOT warrant against the failure of its products when used in combination with other products, parts or systems not manufactured or sold by AFCON. AFCON shall NOT be liable under any circumstances whatsoever for any direct or indirect, incidental or consequential damages of any kind, including but not limited to toss of business or profit, when non-AFCON products have been, or are used. 1/08 W'/icSn P.O. Box 3365 South El Monte, CA 91733 626.444.0541 Fax 626.444.3887 www. Afcon.org 650 ALL THREADED ROD 10'- O' LENGTHS ROD SIZE MAX. REC. LOAD LBS. FOR SERVICE TEMP. 650°F 750°F 1/4 240 215 3/8 610 540 1/2 1130 1010 5/8 1810 1610 3/4 2710 2420 7/8 3770 3360 1 4960 4420 1 1/4 8000 7140 11/2 11630 10370 NOTE; maximum Temperature: 750°F SIZE - 1/4 thru 1 1/2 inch rod in 10'- 0" lengths. MATERIAL - Carbon Steel. FINISH - Plain and E.G., ORDERING - Part #, rod diameter and finish. 12/10