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Home My WebLink About5334 PASEO DEL NORTE; ; AS160187; Permit2/15/24, 1:18 PM AS160187 Permit Data City of Carlsbad Sprinkler Permit Permit No: AS160187 5334 PASEO DEL Job Address: Status: APPROVED NORTE Permit Type: SPRINK Applied 6/14/2016 Parcel No: 2110600200 Approved: 8/1/2016 Lot#: 0 Reference No.: Issued: 8/1/2016 PC#: Inspector: Project Title: HOEHN MOTORS SERVICE BLDG NEW BLDG. SERVICE, PARTS, AND PARKING STRUCTURE 74 ,695 SF Applicant: JG TATE FIRE PROTECTION STE F 13771 DANIELSON ST POWAY CA 858-486-0900 Owner: HOEHN ENTERPRISE I L L C PO BOX 789 CARLSBAD CA [_ Fees ($) -=r 618 -~~I 0 618 Balance($) 0 Add'I Fees($) [ Total($) --__ ....__ __ about:blank j 1/1 June 30, 2016 Mr. Keyworth Dennis Grubb and Associates 6550 Van Buren Blvd., Suite E Riverside, CA 92503 RE: Hoehn Buick-Cadillac Parking Structure Carlsbad Permit#: AS160187 Carlsbad, CA W+R Job No.15-075 Dear Mr. Keyworth, ~ WISEMAN +ROHY ~RUCTURAL EN G INEER S JAMES M. WISEMAN, S.E. PRINCIPAL STEVEN 0. ROHY, S.E. PRINCIPAL BRANDON J. DEEMS, S.E A$SO<":IATE Pf<JNCIPAL SlEVEN R. CROOK, S.E. ASSOCIATE DAVID E. MAl:STA3, P.E. ASSOCIATE Attached are the sprinkler line layout drawings for the project indicating the sprinkler lines larger than 2-l /2" in diameter. The concrete structure is designed to support the larger lines in the locations indicated. The attachments and bracing to the structure are designed by the supplier with details shown on the sprinkler drawings. If you have any questions or if we may assist you further, please call us. Sincerely, WISE~-\AN + ROHY Structural Engineers ~w~ {/ James M . Wiseman, S.E. Principal A5160187 5334 PASEO DEL NORTE 9915 MIRA MESA BLVD., SUITE 200 -SAN DIEGO, CA 92 i 31 • TEL 858 536 5166 • FAX 858 536 5163 • WWW.WRENGINEERS.COM . , A8\0O1i+ Hydraulic Calculations For Hoehn Motors Service Building 5334 Paseo Del Norte Carlsbad, CA Submitted By: J.G. Tate Fire Protection Systems Inc. 13771 Danielson St. Suite F Poway CA. 92064 CARLSBAD FIRE DEPARTMENT Fire Prevention Division 1635 Faraday Avenue -Carlsbad, CA 92008 760.602.4665 WATER AVAILABILITY FORM SECTION A: TO BE COMPLETED BY CUSTOMER PROJECT NAME: HOEHN MOTORS SERVICE BU ILDING SR#: 15 -3602 (Assigned upon plan submittal) PROJECT ADDRESS: 5334 PASEO DEL NORTE CITY: Carlsbad PHONE: (858). 486-0900 (J.G. TATE FIRE PROTECTION S'-'-Y"'-ST'-"E""'"M=S..__1 l""""N=C._.__) _________ FAX NUMBEf<: (858) 486-0950 Largest Building (ft. 2): ~7~4~7~0=-0 _______ _ Sprinkled? ---'Y-=E-=-S ____ _ Construction Type: --'-'-11--=B~---- SECTION B: TO BE COMPLETED BY LOCAL WATER COMPANY. CUSTOMER TO PROVIDE RESULTS TO CFO. Water Purveyor: ~C .... it~y_o~f~C~a .... r __ ls ___ b=-ad~------------------- Location of test ( reference map required): --~P=-as~e""'.o~d"'--e ___ l __ N ___ o ___ rt ___ e~so ___ u ___ t ___ h~o .... f~C .... a .... n .... n ___ o ___ n ___ R=o-=a ___ d ______ _ TEST INFORMATION IS VALID FOR 6 MONTHS FROM DATE PERFORMED I Flow Test Results Static pressure: 79 PSI Hydrant Number (if applicable): H60281 Elevation of test: 71.5 {eg) ___ Feet Date/Time ofTest1: 11Pitot Tube P.eading: PSI torrcspcndiM Flow: GPM Total Flow: 6.150 GPM Residual Pressure 38 PSI At peak demand, this wa"Cer system is capable of providing a fire flow discharge of no more than 7,650 gpm @ 20 psi. However. this exceeds the maximum allowable velocity of 15 fps. Therefore, the maximum available fire flow is 6,150 gpm. Analysis assumes that the Canno11 PRS at the intersection of Cannon Road and Legoland Drive is ope:rational and set at 45 psi. 1 Test to be pertormed as close as possible to the time the most conservative flows and pressures are expected. Note: If the water availability information was obtained in a manner other than a flow test (i.e. computer modeling), fill out the information above as applica ble and check here:~ Name:Jenn~-?0 Signature:_7J.7~""----.,,,_,~4----',___ __ __.___ _____ _ Title/Org: bmect Manager Eng. Lie. No. (if applicable):~6960=6 ______ _ Date: 04/05/2016 '-CD :::, :::, f ;u s: I>) -~ :u rn ' s: I ~ I i ~ ./ _.,.,,.,,..- ~#--- . <;;,V/. _,,,/ ✓-,,. ..------ , 1/ /y ,1/, -~-o/(,,.---- ,,,-,,,,; . .-~ ~ \ /.~' ---✓✓ / ,,..... ~ • \ \ ✓-----_.../ .,,,/ / ~-AA ti ■ ,d ". \ \ s \ \ 4 -, ' \_,, " •· I ~--- 0 -----.B 1,\ ',~)• ■ )ocJY, --=--~ :c 0 (D ::r ::::, 3:: 0 -0 I ""I ,~ < c;· (D aJ C: = C. -· ::::, cc 80 70 60 -50 .iii .!:!: CII ... :::, .,, .,, CII ... Cl. 40 ii :::, "C .iii CII a:: 30 20 10 0 Hoehn Motors -Fire Sprinkler Curve --I w. It' I ,I -'-• ...J-I '\ I .... i-.... II 111 \ ..... --. I ''' I \ I ' l I ... -I' I ........ ..... I -I'-r -l ...... POC MDD Pressure ---1. :1, ,__ I I " I --(No fire) ~-- I 1b I I 11 '. ·-· . ' I \ I I Ii -~ ''' ' . ' I I I I I ... I l , ,.__._ ·-"""-•,rr•;~ i,-4 It i I f-....,. ~1 T I ' .. I .. ,..._ ,___ -~•·• ([' l __ ...... fi-h-c-,' I :; ~-' •• 11 ' -'!-I ·-· ;. I I\ -, II ~t I ~ ---r -I 11 L; I .L : I ' ,-... -,-I ~ I 1 Ill! j ,:,: .1 1 l -' i ~- -~ I +--~ I -r-' I I -~-;---£ I 0 1000 2000 ·r---,----I ' I 111 I' ,--- • 11 1\ 11 ·:II,: -4 . '' -l I II',. I I , , ---,., -4"-I ' --+-· I !I I ., I • I I .~ !• I I :, t-,I --"-'-· ~~ l I I I !. Iii ''' ~ --I. ·~. I ' II t Iii I II .... i-~:-• I ''' ii I I, ;1 ~ I ..... .... ll. ;;i1 ,I '-,1 : 11. I .,..11 1: . • ""J ., ' . .. r~ ---1' ; i I I .....,., .. II IL --I I .... .... .' I 1 1: • ~ I. ... . ' .. -·t ~, l I I 1. I +.-• oil ~-r ··· . I , .. , I '-,~ ........ i-- I I I ' I • . : I I i _;_ a--~ I • •' ,...__ ' i ,-111 ' I ''' Minimum 20 psi I System Residual ! I Pressure .. '. .. , , I- I I I I I I 11 I I i ·--·, :--C-i"-..-I I +-,..._ I i-I ·-_l I I -· ,_ I ,__I --------;---· -1-___ J ~ -1--- ---!--,_ '- 3000 4000 Available Flow {gpm) ll I ·t11 !I 1 - L ........ • I 11 -.... ,, ' - J. r-.... -,, ''' r, I I I!. -' I 111 i'-,-. I I 11 I~ I\ I I :; 11: I 11 I ,., ! 11 I' I II I 11 I , I I II 11 ·I . ~ '-- ---+---·-- -+ 5000 6000 - I ...L--+-~ ,. --~ 7 I -~ -+---·~ Fire Flow = 6,150 gpm Max flow at 15 fps I ~--+ --t-- ~ ... -- ' : +--L--.-t I i .. t - 1 + .,. ,. -~ I -+ + I I I I ~±t ·'--I , I ·- ---,---, :_t_: -:~ :-• -: I --"' ~d ~~ t-K - Flow exceeds Criteria -- ...---+ -r---=-=I= +-··-I 7000 8000 ES-A-C300_ C300N Colt™ Series C300, C300N A AMES Double Check Detector Assemblies Sizes: 2W ' -10" (65 -250mm) FIRE & WATERWORKS C300BFG .-. • ··-... , . . , Features • Extremely Compact Design • 70% Lighter than Traditional Designs • 304 (Schedule 40) Stainless Steel Housi!'"lg & Sleeve • Groove Fittings Allow Integral Pipeline Adjustment • Patented Tri-Link Check Provides Lowest Pressure Loss • Unmatched Ease of Serviceability • Available with Grooved Butterfly Volve Shutoffs • May tie UsP.d for Horizontal, Vertical or N Pattern Installations • neplaceabie Check Disc Rubber A WARNING It is illegal to use this product in any plumbing system providing water for human consumption, such a~ dri11k1ng or cJ;shwashing, ;ri the Uniterl St.:tes. Before i1stnlling st:mdard material prod uci, co11suil yuur local water auchority, builu1ng and plL,mb1ng codes I I The Colt C300, C300N Double Check Detector Assemblies are designed to protect drinking water suppiies from dangerous cross-connections in accordance with national plumbing codes and water author:ty requirements for no.1-potable service applications such as irrigation, 1irP. line, or industrial processing. The Colt C300, C300N may be installed under continuous p(essui"G service and may be subjected to backpressure for non-toxic applications. The Colt C300, C300N is used primarily on fire line sprinkler systems when it is necessary to monitor unauthorized use of v;ate:·. For use in n0n-heaith hazard application5. Specifications The Colt C300, C300N Double Check Detector Assemblies shall consist of two independent Tri-Link Check modules within a single housing, sleeve access port, four test cocks and two drip tight shutoff valves. Tri-Link Check shall be removable and serviceable, without the use of special tools. The housing shall be constructed of 304 (Schedule 40) stainless steel pipe with groove end connections. Tri-Link Checks shall have reversible elastomer discs and in operation shall produce dnp tight closure against the reverse tlow of liquid caused by backpressure or bc1cksiphonaye. The L>ypa~s assembly shall consist of a meter, which registers in either gallon or cubic measurement, & doubie check va:ve assembly and required test cocks. Assembly shall be a Colt C300, C300N as manufactured by the Ames Company. The inform8t1or contained herein is not irterciec1 to replace the ful! product installation and safety informatio,, available or the experience of a :rained product :nstai!er. You are required to thoroughly read all installation instructions and product safety information before beginning the 1nslallation of lh1s product Job Name ____________________ Contractor __________________ _ Job Location ____ _ _ ____________ Approval Engineer _____________________ Contractor's P.O. No. _______________ _ Arproval ___________________ _ RepreRentalive _________________ _ Ames Fire & Waterworks prod~ct specifications in U.S. cuslomary unit~ anrl rrnlric are approximate and are ~rovided fnr reference only. For precise measurements, please contact Ames Fire & Waterworks Technical Serv;ce. Ames ~ire & Waterworks reserves the right to change or modify product design, ~onstru~tion, spec!l1cations, or materials withoct pnor notice ?.nd without incurring any obligation to make s•Jch changes and modif1cat1ons en Ames fire & Waterworks products previously or subsequently sold. Configurations • Horizontal • Vertical up • "N" pattern horizontal Materials Available Models Suffix: OSY -UUFM outside stem and yoke resilient seated gate valves BFG -UUFM grooved gear operated butterfly valves with tamper switch • Housing & Sleeve: 304 (Schedule 40) Stainless Steel ·osY FxG -Flanged inlet gate connection and grooved outlet gate connection • Elastomers: EPDM, Silicone and Buna 'N' • Tri-Link Checks: Noryl®, Stainless Steel • Check Discs: Reversible Silicone or EPDM • Test Cocks: Bronze Body Nickel Plated • Pins & Fasteners: 300 Series Stain!ess Steel • Springs: 8tainless Steel Dimensions -Weights C (open) ·-· ····-········-· A ··············-·--······ C300,C300N SIZE (ON) A C (OSY) 0 G in. mm in. mm in. mm in. mm in. ----"-· -2½ 65 30¾ 781 16% 416 3½ 89 291/16 3 80 31 ¾ 806 18¼ 479 311/,6 94 30¼ 4 100 33¾ 857 22¾ 578 4 102 33 6 150 43½ 1105 30-Yi 765 5½ 140 44¾ 8 200 4S3/4 1264 371/, 959 6:\/16 170 54¼ 10 250 57¾ 1467 452/• 1162 83/,6 208 66 -··················••·A ···························· C300BFG, C300NBFG SIZE°(ONj -.. . ... . . , . . . A C D G in. mm In. mm in. mm in. mm in. *OSY GxF -Groo·Jed inlet gate connection and flanged outlet gate connection ·osY GxG -Grooved iniet gate connection and grooved outlet gate connection Available with grooved NRS gate valves -consult factory* Post indicator piate and operating nut available -consult factor/* ·Consult factory for dimensions Pressure -Temperature Temperature Range: 33°r•-140°F (0.5°C -60°C) Maximum Working Pressure: 175psi (12.1 bar) 1························ G ·········-·················· DIMENSIONS H I J mm in. m"!_ in. mm in. ----·-738 21 ½ 546 15½ 393 81½6 768 22¼ 565 171/s 435 91/16 838 23½ 597 18½ 470 913/16 1137 33¼ 845 231/16 589 13Yi6 1375 40¼ 1019 2i½6 697 1511/,6 1675 49½ 1257 32½ 826 171/,s ···•••·••••••••••••••••••• H ·••••••••••••••••••• ··········•······················ G •••••••••••••••••••••••••••• OIMENSIO°N"S . --. ---. --. H I mm in. mm in. mm in. J mm 223 233 252 332 399 440 - mm WEIGHT p C300 C300N in. mm lbs. kgs .. _ _!bs. kgs. 13½6 335 139 63 147 67 14½ 368 159 72 172 78 15½6 386 175 79 198 90 19 483 309 140 350 159 213/16 538 494 :124 569 25& ---- 24 010 795 361 965 438 ·-······· p ......... . . -.. WEIGHT ' • --. p C300BFG C300NBFG in. mm lbs. kgs. lbs. kgs. ~---1----·--------------·------70 32 78 35 2½ 65 273/4 705 8 203 3V2 89 ?9¼ 759 21½ 546 1411/16 379 8131\, 223 13 330 _3___ 80 _ _?fil'4 718 83/is 211 311/,s 94 30''.li6 779 22¼ 565 157/,s 392 931\; 23L ~ 13½ 343 68 _.]l_ 81 37 '---------- _4 __ 1QQ_ 29 737 813/16 227 311/,6 94 31 15A6 811 23½ !i97 16¼ 412 9'1/,s 252 14 356 75 34 98 44 ----~ ------->--- _6_~0 __ 36½ 927 10 254 5 127 433/15 1097 33¼ 845 1911/16 500 131/,6 332 14½ 368 131 59 171 78 -----~-- 8 200 42¾ 1086 12¼ 311 6½ 165 511/,s 1297 40¼ 1019 233/16 592 1511/,6 399 183/,6 462 275 125 351 159 Noryl• is a registered trademark of SABIC Innovative Plastics'". Approvals • Approved by the Foundation for Cross-Connection Control and Hydraulic Research at The University of Southern California (FCCCHR-USC) For additional approval information please contact the factory or visit our website at www.amesfirewater.com @ 104S 864.5 ttc~~~us <@> \!!;I Approved ('""BFG & OSY Only) ___ Horizontal ___ Vertical _______ N -Pattern psi 14 12 ;;; 10 9 8 z 6 ~ <.> ff ,__ ~ 9 z 0 ;: ..... ii: t. ;;; <I) 9 z e <.> ii: t. 4 2 0 psi 12 10 8 6 4 2 0 PSI 24 20 16 12 8 4 0 i,,,,- 0 0 C 0 0 0 I, --- 50 190 100 380 -I- ->-- ,,,.-,, 2½" (65mm) Ser,ice Flow Rated Flow 'UL Rated Flow ...... I , .... .... .... -,-- N V H ~ ~-~ - 100 150 200 250 3BO 570 7cO 950 7.5 15 3" (BOmmj Ser,lce Flow Rated Flow ,_ -- 200 300 /60 1140 7.5 15 4" (100mm) ~P.rvice Flo~: Rated flow -- ->--~ ----1--... I 300 3ti0 gpm 1140 1330 !pm fps 'UL Rated Flow H N V 400 500 gpm 1520 1900 1pm fps •UL Rated now -... ,..__,. -. __,,.,. ~ _/ N V H 100 380 200 760 300 400 500 1140 15,'0 1900 600 700 800 gpm 2280 2660 3040 1pm fps 7.5 13 Capacity UUFM Certified Flow Characteristics Flow characteristics collected using butterfly shutoff valves. Flow capacity chart identifies valve performance based upon rated water velocity up to 25fps • Service Flow is typically determined by a rated velocity of 7.5fps based upon schedule 40 pipe. • Ratad Flow identifies maximum continuous duty perfor- mance determined by AWWA. • UL Flow Rate is 150% of Rated Flow and is not recom- mended for continuous duty. • AWWA Manual M22 [Appendix CJ recommends that the maximum water velocity in services he not more than 10fps. psi 6" (150mm) Ser,ice Flow Rated Flow 'UL Rated Aow 12 N 10 H V ;;; R "' 9 6 z 0 4 ;:: "' if 2 ,__ 0 0 300 600 900 1200 1GCO r,prn 0 1 i40 2280 3420 45GO 5700 1pm 7.5 12 fps psi B'' {200mm) Ser,lce Aow Rated Flow 'UL Rated Flow 12 N -I,., 10 ;;; 8 <I) 9 6 z 0 i= 4 <.> ff: ,__ 2 0 0 0 psi 12 10 ;;; 8 <I) 9 6 z 0 ;:: 4 t 2 0 0 0 H V -----i-------------;~ i:;..:'.e: i;... ,_ ., \ ' --·----- 500 i900 500 1900 1000 3800 __.,.~ ,;: .- 1000 1500 3300 5700 7.5 10 10" (250mm) S:r,ke F•ow ~:ned F!cw 1500 2000 2500 5700 7600 9500 7.5 10 ·----~ 2000 2500 gpm 7600 %00 1pm fps .,,;i Ratc:1 F-low 3000 3500 gpm i 1400 13300 1pm fps Inquire with governing autl1onties for !ocril instailation requirements Job Name Building Location System Contract Data File ... Fire Protection by Computer Design J.G. TATE FIRE PROTECTION SYS C-800609 Hoen PARTS STORAGE MEZZANINE at ROOF SYSTEM FP-2 5334 PASEO DEL NORTE / CARLSBAD CA AREA 1 Hoen Piping Plans Area 2.WXF Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 J.G. TATE FIRE PROTECTION SYS Hoen PARTS STORAGE MEZZANINE at ROOF SYSTEM HYDRAULIC CALCULATIONS for Project name: HOEN BUICK / CADILLAC Location: 5334 PASEO DEL NORTE/ CARLSBAD CA Drawing no: FP-2 Date: 6-8-16 Design Remote area number: AREA 1 Remote area location: PARTS STORAGE AT ROOF SYSTEM Occupancy classification: EXTRA HAZARD 1 Density: .30 -Gpm/SqFt Area of application: 2500 -SqFt Coverage per sprinkler: 100 MAX -Sq Ft Type of sprinklers calculated: GLOBE GL 11.5K SSP No. of sprinklers calculated: 32 In-rack demand: NA -GPM Hose streams: 500 -GPM Total water required (including hose streams): 1604.14 -GPM Type of system: WET GRID Volume of dry or preaction system: NA -Gal Water supply information Date: 4-5-2016 Location: PASEO DEL NORTE SOUTH OF CANNON @ SITE Source: JENNIFER MAEL PE COMPUTER MODEL Name of contractor: J.G. TATE FIRE PROTECTION SYSTEMS lNC Address: C-16 800609 Phone number: 858 486-0900 Name of designer: NICK TOLMAN Authority having jurisdiction: CARLSBAD FIRE DEPARTMENT Notes: (Include peaking information or gridded systems here.) @ 62.84 -Psi Computer Programs by Hydratec Inc. Route 111 Windham N.H. US.A. 03087 Page 1 Date Water Supply Curve C J.G. TATE FIRE PROTECTION SYS Hoen PARTS STORAGE MEZZANINE at ROOF SYSTEM Page 2 Date City Water Supply: C1 -Static Pressure : 71 .1 C2 -Residual Pressure: 34.2 C2 -Residual Flow 6150 150 140 130 p 120 R 110 E 100 S 90 s 80 C1 U 70 --R 60 E 50 40 30 :I 20 10 11 ' D1 750 1500 2250 3000 Demand: 01 -Elevation D2 -System Flow D2 -System Pressure Hose ( Demand ) 03 -System Demand Safety Margin : 8.445 : 1104.14 : 62.848 : 500 : 1604.14 : 5.181 ~·=-.--1 ~---==--=----~t---------4---+------t =====+---~ 7----T - I 3750 4500 5250 6000 6750 FLOW ( N" 1.85) Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Fittings Used Summary . J.G. TATE FIRE PROTECTION SYS Hoen PARTS STORAGE MEZZANINE at ROOF SYSTEM -l:itting Legend Abbrev. Name B NFPA 13 Butterfly Valve E NFPA 13 90' Standard Elbow F NFPA 13 45' Elbow I 90' Grvd-Vic Elbow #10 J 90'Tee-Branch Grv Vic #20 T NFPA 13 90' Flow thru Tee Units Summary Diameter Units Length Units Flow Units Pressure Units ~~ 0 1 1 0 0 3 Inches Feet ~;. 0 2 1 0 0 4 1 1¼ 0 0 2 3 1 1 2 3 4.5 6 5 6 US Gallons per Minute Pounds per Square Inch 1½ 2 2½ 3 3½ 0 6 7 10 0 4 5 6 7 8 2 2 3 3 3 4 3.5 6 5 8 8 8.5 10.8 13 17 8 10 12 15 17 Note: Fitting Legend provides equivalent pipe lengths for fittings types of various diameters. Equivalent lengths shown are standard for actual diameters of Sched 40 pipe and CF actors of 120 except as noted with*. The fittings marked with a* show equivalent lengths values supplied by manufacturers based on specific pipe diameters and CFactors and they require no adjustment. All values for fittings not marked with a * will be adjusted in the calculation for CFactors of other than 120 and diameters other than Sched 40 per NFPA. 4 5 6 8 12 9 10 12 10 12 14 18 4 5 7 9 7 8.5 10 13 16 21 25 33 20 25 30 35 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Page 3 Date 10 12 14 16 18 20 24 19 21 0 0 0 0 0 22 27 35 40 45 50 61 11 13 17 19 21 24 28 17 20 23 25 33 36 40 41 50 65 78 88 98 120 50 60 71 81 91 101 121 Pr,essur~ / Flow Summary -STANDARD J.G:TATE FIRE PROTECTION SYS Page 4 Hoen PARTS STORAGE MEZZANINE at ROOF SYSTEM Date Node Elevation K-Fact Pt Pn Flow Density Area Press No. Actual Actual Reg. 53 17.5 11 .5 7.0 na 30.43 0.3 90 7.0 54 17.5 11 .5 7.08 na 30.61 0.3 90 7.0 55 17.5 11 .5 7.34 na 31.15 0.3 90 7.0 56 17.5 11 .5 7.99 na 32.51 0.3 90 7.0 57 17.5 11 .61 na 58 17.5 12 26 na 59 17.5 12.69 na 60 17.5 13.27 na 61 17.5 14.13 na 62 17.5 15.93 na 63 17.5 19.15 na 64 17.5 19.91 na 65 17.5 20.2 na 66 17.5 20.5 na 67 17.5 20.82 na 68 17.5 20.98 na 69 17.5 21 .3 na 70 17.5 21.66 na 71 17.5 22.04 na 72 17.5 22.28 na TOR 17.5 28.87 na 30R 1.0 38.07 na U1 0.0 39.33 na TEST -2.0 62.85 na 500.0 75 17.5 11.5 7.0 na 30.43 0.3 90 7.0 76 17.5 11.5 7.05 na 30.53 0.3 90 7.0 77 17.5 11 .5 7.26 na 30.99 0.3 90 7.0 78 17.S 8.13 na 79 17.5 8.31 na 80 17.5 8.33 na 81 17.5 8.73 na 82 17.5 9.92 na 83 17.5 10.29 na 84 17.5 10.96 na 85 17.5 11.8 na 86 17.5 12.7 na 87 17.5 13.48 na 88 17.5 14.13 na 89 17.5 14.52 na 90 17.5 14.96 na 91 17.5 1 !;.24 r.a 92 17.5 15.52 na 93 17.5 15.74 na 94 17.5 15.89 na 95 17.5 15.99 na 96 17.5 16.03 na 91 17.5 16.04 na 98 17.5 21.97 na 99 17.5 21.97 na 100 17.5 22.01 na 101 17.5 22.26 na 102 17.5 8.07 na 103 17.5 8.04 na 104 17.5 11.5 7.23 na 30.93 0.3 100 7.0 105 17.5 11.5 7.09 na 30.62 0.3 100 7.0 106 17.5 11.5 7.07 na 30.59 0.3 100 7.0 107 17.5 11.5 7.1 na 30.63 0.3 100 7.0 108 17.5 11 .5 7.23 na 30.92 0.3 100 7.0 109 17.5 11 .5 7.58 na 31.66 0.3 100 7.0 110 17.5 11 .5 8.39 na 33.31 0.3 100 7.0 111 17.5 11 .21 na Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Flow Summary -Standard J.G. TATE FIRE PROTECTION SYS Page 5 Hoen PARTS STORAGE MEZZANINE at ROOF SYSTEM Date Node Elevation K-Fact Pt Pn Flow Density Area Press No. Actual Actual Re . 112 17.5 9.52 na 113 17.5 7.27 na 114 17.5 11.5 7.17 na 30.8 0.3 80 7.0 115 17.5 11 .5 7.09 na 30.62 0.3 80 7.0 116 17.5 11.5 7.09 na 30.62 0.3 80 7.0 117 17.5 11.5 7.15 na 30.76 0.3 80 7.0 118 17.5 11.5 7.41 r.a 31.31 0.3 80 7.0 119 17.5 11.5 7.22 na 30.9 0.3 80 7.0 120 17.5 11.5 7.28 na 31.03 0.3 100 7.0 121 17.5 11.5 7:11 na 30.66 0.3 100 7.0 122 17.5 11.5 7.08 na 30.6 0.3 100 7.0 123 17.5 11.5 7.09 na 30.62 0.3 100 7.0 124 17.5 11 .5 7.2 na 30.86 0.3 100 7.0 125 17.5 11 .5 7.51 na 31 .51 0.3 100 7.0 126 i7.5 11 .5 8.25 na 33.04 0.3 100 7.0 127 17.5 11.5 8.82 na 34.15 0.3 100 7.0 128 17.5 11 .5 8.03 na 32.59 0.3 100 7.0 129 17.5 11.5 7.61 na 31 .72 0.3 100 7.0 130 17.5 11.5 7.44 na 31.37 0.3 100 7.0 131 17.5 11.5 7.42 na 31.32 0.3 100 7.0 132 17.5 11.5 7.43 na 31.35 0.3 100 7.0 133 ~7.5 11.5 7.57 na 31 .64 0.3 100 7.0 138 17.5 13.65 na 139 17.5 11 .5 12.94 na 41 .38 0.3 100 7.0 140 17.5 14.3 na 141 17.5 14.9 na The maximum velocity is 18.05 and it occurs in the pipe between nodes 61 and 62 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Fir,al Calculations -Hazen-Williams J.G: TATE FIRE PROTECTION SYS Hoen PARTS STORAGE MEZZANINE at ROOF SYSTEM Hyd. Ref. Point 53 to 54 54 to 55 55 to 56 56 to 57 57 to fi8 58 to 59 Qa Qt Dia. "C" Pf/Ft 35.30 2.203 120.0 35.3 0.0101 30.61 2.203 120.0 65.9~ 0.0318 3i.15 2.203 120.0 97.06 0.0652 32.50 2.203 120.0 129.56 0.1 112 189.30 4.31 120.0 318.86 0.0224 137.38 4.31 120.0 456.24 0.0435 Fitting or Eqv. Ln. 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 21 9.547 0.0 0.0 J 22.299 0.0 0.0 0.0 0.0 0.0 Pipe Ftng's Total 8.000 0.0 8.000 8.000 0.0 8.000 10.000 0.0 10.000 22.960 9.547 32.507 6.740 22.299 29.039 10.000 0.0 10.000 Pt Pe Pf 7.002 0.0 0.081 7.083 0.0 0.254 7.337 0.0 0.652 7.989 0.0 3.616 11.605 0.0 0.651 12.256 0.0 0.435 59 142.77 4.31 0.0 8.000 12.691 Pt Pv Pn Page 6 Date ******* Notes K Factor= 11.50 Vel = 2.97 K Factor= 11.50 Vel = 5.55 K Factor = 11.50 Vel = 8.17 K Factor= 11.50 Vel = 10.91 Vel = 7.01 Vel = 10.03 to 120.0 0.0 0.0 0.0 60 599.01 0.0719 0.0 8.000 0.575 Vel = 13.17 60 147.92 4.31 0.0 8.000 13.266 ****** to 120.0 0.0 0.0 0.0 _ 61 _______ 746.93 _ 0.1082 _______ 0.0 ___ 8.000 ____ 0.866 ______ _.Y_eJ__=::_ 16.43 ________ _ 61 to 62 62 73.73 4.31 120.0 820.66 0.1288 9.756 0.0 0.0 4.180 9.756 13.936 14.132 0.0 1.795 ----·----------------· 0.0 4.31 0.0 15.927 0.0 Vel = 18.05 to 120.0 0.0 _ §_3 ___ 82_0._66 _ ~0-:....:.1=28::...:8:.... ______ ..::...0:..::.0 __ 25.000 0.0 25.000 ___ 3_.2_21 _______ V~e:....l_=__c_c18:.....0::...:5c...-_ 63 to 64 64 to 65 0.0 820.66 23.86 844.52 6.357 120.0 0.0194 6.357 120.0 0.0204 J 31.433 0.0 0.0 0.0 0.0 0.0 8.000 31.433 39.433 14.000 0.0 14.000 19.148 0.0 0.765 19.913 0.0 0.286 65 22.98 6.357 0.0 14.000 20.199 Vel = 8.30 Vel = 8.54 to 120.0 0.0 0.0 0.0 66 867.5 0.0215 0.0 14.000 0.301 Vel = 8.77 __ _ 66 22.33 6.357 0.0 14.000 20.500 to 120.0 0.0 0.0 0.0 67 ___ 889.83_ 0.0226 _______ 0.0 ____ 14.000 ____ 0.316 ___________ Vel = 8.99 _________ _ 67 21.47 6.357 to 120.0 68 911 .3 0.0236 ------------------ 68 20.99 6.357 to 120.0 69 932.2_9 __ 0_.0_246 ____ _ 0.0 6.910 0.0 0.0 0.0 -·---~-~1;__;:.0 __ 0.0 13.190 0.0 0.0 Vel = 9.21 20.816 0.0 0.163 ---------------------- 20.979 o.o 0.0 13.190 0.324 Vel = 9.42 --'-------- Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Final Calculations -Hazen-Williams J.G. TATE FIRE PROTECTION SYS Hoen PARTS STORAGE MEZZANINE at ROOF SYSTEM Hyd. Ref. Point 69 to 70 Qa Qt 21.21 953.5 Dia. "C" Pf/Ft 6.357 120.0 0.0256 Fitting or Eqv. Ln. 0.0 0.0 0.0 Pipe Ftng's Total 14.000 0.0 14.000 Pt Pe Pf 21 .303 0.0 0.359 Pt Pv Pn Page 7 Date ******* Notes ****** Vel= 9.64 -------70 21.36 6.357 0.0 14.000 21.662 to 120.0 0.0 0.0 0.0 71 974.86 0.0266 0.0 14.000 0.373 Vel = 9.85 71 21.66 6.357 0.0 8.760 22.035 to 120.0 0.0 0.0 0.0 72 996.52 0.0279 0.0 8.760 0.244 Vel = 10.07 72 107.62 6.357 J 31.433 64.130 22.279 to 120.0 81 100.587 132.020 0.0 TOR 1104.14 0.0336 0.0 196.150 6.592 Vel = 11 .16 TOR 0.0 6.357 21 25.147 23.320 28.871 to 120.0 B 12.573 37.720 7.146 BOR 1104.14 0.0336 0.0 61.040 2.051 Vel = 11.16 BOR 0.0 6.16 E 20.084 8.000 38.068 to 140.0 0.0 20.084 0.433 U1 1104.14 0.0294 0.0 28.084 0.827 Vel = 11.89 U1 0.0 6.09 F 10.791 418.000 39.328 to 150.0 4E 136.332 189.622 6.866 * • Fixed Loss = 6 TEST 1104.14 0.0274 2T 92.499 607.622 16.654 Vel = 12.16 500.00 Qa= 500.00 1604.14 62.848 K Factor= 202.35 53 -4.87 2.203 0.0 9.000 7.002 to 120.0 0.0 0.0 0.0 75 -4.87 -0.0002 0.0 9.000 -0.002 Vel= 0.41 75 30.43 2.203 0.0 9.000 7.000 K Factor = 11.50 to 120.0 0.0 0.0 0.0 76 25.56 0.0056 0.0 9.000 0.050 Vel = 2.15 ·------------------------------------------------------------------- 76 30.53 2.203 0.0 9.000 7.050 K Factor= 11.50 to 120.0 0.0 0.0 0.0 77 56.09 0.0236 0.0 9.000 0.212 Vel = 4.72 -----------·--------·--------------------------------------77 30.99 2.203 J 11.593 4.640 7.262 K Factor= 11.50 to 120.0 0.0 11.593 0.0 78 87.08 0.0533 0.0 16.233 0.866 Vel= 7.33 78 92.58 3.314 0.0 6.440 8.128 to 120.0 0.0 0.0 0.0 79 179.66 0.0280 0.0 6.440 0.180 Vel = 6.68 79 -53.96 3.314 0.0 1.560 8.308 to 120.0 0.0 0.0 0.0 80 125.7 0.0141 0.0 1.560 0.022 Vel = 4.68 80 89.93 3.314 0.0 10.240 8.330 to 120.0 0.0 0.0 0.0 81 215.63 0.0391 0.0 10.240 0.400 Vel= 8.02 81 -94.22 3.314 I 7.279 61.900 8.730 to 120.0 J 18.927 26.206 0.0 82 121.41 0.0135 0.0 88.106 1.190 Vel = 4.52 82 53.96 3.314 0.0 14.010 9.920 to 120.0 0.0 0.0 0.0 83 175.37 0.0267 0.0 14.010 0.374 Vel = 6.52 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Final Ca!culations -Hazen-Williams J.G: TATE FIRE PROTECTION SYS Hoen PARTS STORAGE MEZZANINE at ROOF SYSTEM Dia. Page 8 Date Hyd. Ref. Point Qa Qt "C" Fitting or Pipe Ftng's Total Pt Pe Pf Pt Pv Pn ******* Notes •••••• Pf/Ft Eqv. Ln. -·------------------·----------- 83 64.25 3.314 0.0 14.000 10.294 to 120.0 0.0 0.0 0.0 84 239.62 0.0474 0.0 14.000 0.664 Vel = 8.91 -------------------- 84 76.22 3.314 0.0 10.670 10.958 to 120.0 0.0 0.0 0.0 85 315.84 0.0792 0.0 10.670 0.845 Vel= 11.75 85 -32.36 3.314 0.0 13.910 11.803 to 120.0 0.0 0.0 0.0 86 283.48 0.0648 0.0 13.910 0.902 Vel = 10.54 ---------------------------- 86 -23.86 3.314 0.0 14.000 12.705 to 120.0 0.0 0.0 0.0 87 259.62 0.0551 0.0 14.000 0.771 Vel= 9.66 87 -22.98 3.314 0.0 14.000 13.476 to 120.0 0.0 0.0 0.0 88 236.64 0.0464 0.0 14.000 0.650 Vel = 8.80 88 -22.33 3.314 0.0 10.100 14.126 to 120.0 0.0 0.0 0.0 89 214.31 0.0386 0.0 10.100 0.390 Vel= 7.97 89 -21.47 3.314 0.0 13.990 14.516 to 120.0 0.0 0.0 0.0 90 192.84 0.0318 0.0 13.990 0.445 Vel= 7.17 90 ·20.99 3.314 0.0 11 .000 14.961 to 120.0 0.0 0.0 0.0 91 171.85 0.0256 0.0 11 .000 0.282 Vel= 6.39 -------------------------------------------·-----·----- 91 -21 .21 3.314 0.0 14.000 15.243 to 120.0 0.0 0.0 0.0 92 150.64 0.0201 0.0 14.000 0.282 Vel = 5.60 ----------------------------·-------------------------------- 92 -21.36 3.314 0.0 14.000 15.525 to 120.0 0.0 0.0 0.0 93 129.28 0.0151 0.0 14.000 0.212 Vel = 4.8~ 93 -21.66 3.314 0.0 14.000 15.73? to 120.0 0.0 0.0 0.0 94 107.62 0.0108 0.0 14.000 0.151 Vel= 4.00 94 -21.80 3.314 0.0 14.000 15.888 to 120.0 0.0 0.0 0.0 95 85.82 0.0071 0.0 14.000 0.100 Vel = 3.19 ------------------------------------------------------------------- 95 -28.52 3.314 0.0 12.500 15.988 to 120.0 0.0 0.0 0.0 96 57.3 0.0034 0.0 12.500 0.042 Vel = 2.13 ---- 96 -28.51 3.314 0.0 10.000 16.030 to 120.0 0.0 0.0 0.0 97 28.79 0.0009 0.0 10.000 0.009 Vel = 1.07 97 0.0 1.408 21 6.617 77.570 16.039 to 120.0 2J 13.233 19.850 0.0 98 28.79 0.0609 0.0 97.420 5.934 Vel = 5.93 ---------------------- 98 0.0 4.26 0.0 8.000 21.973 to 120.0 0.0 0.0 0.0 99 28.79 0.0002 0.0 8.000 0.002 Vel = 0.65 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Final Calculations -Hazen-Williams J.G. TATE FIRE PROTECTION SYS Hoen PARTS STORAGE MEZZANINE at ROOF SYSTEM Hyd . Ref. Point 99 to 100 100 to 101 101 to 72 78 to 102 102 to 103 103 to 104 104 to 105 105 to 106 106 to 107 107 to 108 108 to 109 109 to 110 110 to 59 57 to 111 111 to 112 Qa Qt 28.51 57.3 28.52 85.82 21.80 107.62 Dia. Pf/Ft 4.26 120.0 0.0010 4.26 120.0 0.0021 4.26 120.0 0.0032 ---- 0.0 107.62 -92.57 3.314 120.0 -92.57 -0.0082 -64.25 3.314 120.0 -156.82 -0.0217 80.92 2.203 120.0 -75.9 -0.0413 30.93 2.203 120.0 -44.97 -0.0158 30.62 2.203 120.0 -14.35 -0.0019 30.59 2.203 120.0 16.24 0.0024 30.63 2.203 120.C 46.87 0.0169 30.93 2.203 120.0 77.8 0.0434 31.66 2.203 120.0 109.46 0.0814 33.31 2.203 120.0 142.77 0.1331 0.0 142.77 -189.30 3.314 120.0 -189.~ -0.0307 0.0 3.314 120.0 -189.3 -0.0307 Fitting or Eqv. Ln. ----- 21 18.434 0.0 0.0 --------- I 9.217 J 21.067 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.774 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 J 11.593 0.0 0.0 7.279 0.0 0.0 j 18.927 0.0 0.0 Pipe Ftng's Total 20.970 18.434 39.404 88.430 30.284 118.714 5.240 0.0 5.240 7.560 0.0 7.560 1.430 0.0 1.430 14.640 4.774 19.414 9.000 0.0 9.000 9.000 0.0 9.000 9.000 0.0 9.000 8.000 0.0 8.000 8.000 0.0 8.000 10.000 0.0 10.000 20.700 11 .593 32.293 5.630 7.279 12.909 36.140 18.927 55.067 Pt Pe Pf 21.975 0.0 0.039 22.014 0.0 0.248 22.262 0.0 0.017 ---- 22.279 8.128 0.0 -0.062 8.066 0.0 -0.031 8.035 0.0 -0.802 7.233 0.0 -0.142 7.091 0.0 -0.017 7.074 0.0 0.022 7.096 0.0 0.135 7.231 0.0 0.347 7.578 0.0 0.814 8.392 0.0 4.299 12.691 11 .605 0.0 -0.396 11.209 0.0 -1.691 Pt Pv Pn Page 9 Date ******* Notes ****** ·-·------------- Vel = 1.29 ------------- Vel= 1.93 Vel= 2.42 ------------ K Factor= 22.80 Vel = 3.44 Vel = 5.83 Vel= 6.39 K Factor= 11 .50 Vel = 3.79 K Factor = 11.50 Vel = 1.21 K Factor = 11 .50 Vel= 1.37 K Factor= 11 .50 Ve!= 3.95 K Factor= 11.50 Vel = 6.55 K Factor= 11 .50 Vel = 9.21 K Factor = 11 .50 Vel = 12.02 K Factor= 40.08 Vel= 7.04 Vel = 7.04 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Final Calculations -Hazen-Williams J.G: TATE FIRE PROTECTION SYS Hoen PARTS STORAGE MEZZANINE at ROOF SYSTEM Hyd. Ref. Point Qa Qt Dia. "C" Pf/Ft Fitting or Eqv. Ln. Pipe Ftng's Total . ·---·------------ 112 94.22 2.203 4.774 7.930 to 120.0 2J 23.186 27.960 113 -95.08 -0.0627 ·-------0.0 35.890 113 30.90 2.203 0.0 3.080 to 120.0 0.0 0.0 114 -64.18 -0.0305 0.0 3.080 114 30.80 2.203 0.0 9.000 to 120.0 0.0 0.0 115 -33.38 -0.0090 0.0 9.000 ---------·------- 115 30.62 2.203 0.0 9.000 to 120.0 0.0 0.0 116 -2.76 -0.0001 0.0 9.000 116 30.62 2.203 0.0 10.000 to 120.0 0.0 0.0 117 27.86 0.0065 0.0 10.000 117 30.76 2.203 0.0 10.000 to 120.0 0.0 0.0 118 58.62 0.0256 0.0 10.000 118 31.31 2.203 J 11.593 4.640 to 120.0 0.0 11.593 80 89.93 0.0566 0.0 16.233 0.0 89.93 119 30.90 2.203 0.0 5.920 to 120.0 0.0 0.0 113 30.9 0.0079 0.0 5.920 0.0 30.90 103 -80.93 2.203 J 11 .593 4.640 to 120.0 0.0 11 .593 Pt Pe Pf 9.518 0.0 -2.252 7.266 0.0 -0.094 7.172 0.0 -0.081 Pt Pv Pn -----------· 7.091 0.0 -0.001 7.090 0.0 0.065 7.155 0.0 0.256 7.411 0.0 0.919 8.330 7.219 0.0 0.047 7.266 8.035 0.0 Page 10 Date ******* Notes ****** ·-·-- Vel = 8.00 Vel = 5.40 K Factor = 11.50 Vel = 2.81 K Factor= ·11 .50 Vel = 0.23 K Factor= 11 .50 Vcl = 2.34 K Factor = 11.50 Vel = 4.93 I< Factor= 11.50 Vel = 7.57 K Factor = 31 . 16 i< Factor= 11 .50 Vel = 2.60 K Factor = 11.46 Vel = 6.81 120 -80.93 -0.0466 0.0 16.233 -0.756 -------·----- 120 31.03 2.203 0.0 9.000 7.279 K Factor= 11.50 to 120.0 0.0 0.0 0.0 121 -49.9 -0.0190 0.0 9.000 -0.171 Vel = 4.20 -------------------------- 121 30.66 2.203 0.0 9.000 7.108 K Factor= 11 .50 to 120.0 0.0 0.0 0.0 122 -19.24 -0.0032 0.0 9.000 -0.029 Vel = 1.62 -----------------------·------------------------------------- 122 30.60 2.203 0.0 9.000 7.079 K Factor= 11 .50 to 120.0 0.0 0.0 0.0 123 11 .36 0.0012 0.0 9.000 0.011 Vel = 0.96 123 30.62 2.203 0.0 8.000 7.090 K Factor= 11.50 to 120.0 0.0 0.0 0.0 124 41 .98 0.0138 0.0 8.000 0.110 Vel = 3.53 124 30.86 2.203 0.0 8.000 7.200 K Factor = 11 .50 to 120.0 0.0 0.0 0.0 125 72.84 0.0384 0.0 8.000 0.307 Vel = 6.13 125 31 .51 2.203 0.0 10.000 7.507 K Factor = 11 .50 to 120.0 0.0 0.0 0.0 126 104.35 0.0745 0.0 10.000 0.745 Vel = 8.78 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Final Calcu lations -Hazen-Williams J.G. TATE FIRE PROTECTION SYS Hoen PARTS STORAGE MEZZANINE at ROOF SYSTEM Hyd. Ref. Point Qa Qt Dia. "C" Pf/Ft Fitting or Eqv. Ln. Pipe Ftng's Total Pt Pe Pf ·-----------·-·---·-·--------- 126 33.03 2.203 J 11.593 20.700 8.252 to 120.0 0.0 11.593 0.0 58 137.38 0.1240 0.0 32.293 4.004 -------- 0.0 137.38 12.256 ·------------- 102 64.25 2.203 2J 23.186 50.100 8.066 to 120.0 0.0 23.186 0.0 83 64.25 0.0304 0.0 73.286 2.228 ------ 0.0 64.25 10.294 79 53.95 2.203 2J 23.186 50.100 8.308 to 120.0 0.0 23.186 0.0 82 53.95 0.0220 0.0 73.286 1.612 0.0 53.95 9.920 60 -147.92 2.203 J 11 .593 19.700 13.266 to 120.0 0.0 1 ·1 .593 0.0 '127 -147.92 -0.1421 0.0 31 .293 -4.447 Page 11 Date Pt Pv ******* Notes ****** Pn -----·- K Factor = 11 .50 Vel= 11.56 --------- K Factor= 39.24 ------ Vel= 5.41 ------- K Factor= 20.03 Vel = 4.54 K Factor = i 7. 13 Vel = 12.45 ----·-----------•-------------------•-----····----------------------------·---- 127 34.15 2.203 0.0 9.000 8.819 K Factor = 11.50 to 120.0 0.0 0.0 0.0 128 -113.77 -0.0876 0.0 9.000 -0.788 Vel = 9.58 ------------· 128 32.59 2.203 0.0 9.000 8.031 K Factor= 11.50 to 120.0 0.0 0.0 0.0 129 -81 .18 -0.0468 0.0 9.000 -0.421 Vel = 6.83 129 31.73 2.203 0.0 9.000 7.610 K Factor= 11 .50 to 120.0 0.0 0.0 0.0 130 -49.45 -0.0188 0.0 9.000 -0.169 Vel = 4.16 130 31 .37 2.203 0.0 9.000 7.441 K Factor = 11 .50 to 120.0 u.O 0.0 0.0 131 -18.08 -0.0029 0.0 9.000 -0.026 Vel = 1.52 131 31.31 2.203 0.0 9.000 7.415 K Factor = 11 .50 to 120.0 0.0 0.0 0.0 132 13.23 0.0017 0.0 9.000 0.015 Vel = 1.11 132 31 .35 2.203 0.0 9.000 7.430 K Factor:: 11 .50 to 120.0 0.0 0.0 0.0 133 44.58 0.0154 0.0 9.000 0.139 Vel = 3.75 133 31 .64 2.203 21 9.547 60.170 7.569 K Factor= 11.50 to 120.0 J 11 .593 2i .140 0.0 84 76.22 0.0417 0.0 81 .310 3.389 Vel = 6.42 0.0 76.22 10.958 K Factor= 23.03 61 -73.73 2.203 J 11 .593 0.700 14.132 to 120.0 0.0 11 .593 0.0 138 -73.73 -0.0392 0.0 12.293 -0.482 Vel = 6.21 ---------------------------·------------------------ 138 0.0 2.203 0.0 18.000 13.650 to 120.0 0.0 0.0 0.0 139 -73.73 -0.0392 0.0 18.000 -0.705 Vel = 6.21 139 41 .38 2.203 21 9.547 11 2.510 12.945 I< Factor = 11 .50 to 120.0 J 11.593 21.140 0.0 85 -32.35 -0.0085 0.0 133.650 -1.142 Vel = 2.72 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Firial Ca[culations -Hazen-Williams J.G'. TATE FIRE PROTECTION SYS Hoen PARTS STORAGE MEZZANINE at ROOF SYSTEM Hyd. Ref. Point Qa Qt Dia. "C" Pf/Ft Fitting or Eqv. Ln. Pipe Ftng's Total Pt Pe Pf ----------·---------- 0.0 -32.35 11.803 ----------- 86 23.86 1.408 T 6.617 30.400 12.705 to 120.0 0.0 6.617 0.0 140 23.86 0.0430 0.0 37.017 1.593 -------- 140 0.0 1.408 0.0 14.000 14.298 to 120.0 0.0 0.0 0.0 141 23.86 0.0430 0.0 14.000 0.602 141 0.0 1.408 T 6.617 109.880 14.900 to 120.0 0.0 6.617 0.0 64 23.86 0.0430 0.0 116.497 5.013 0.0 23.86 19.913 87 22.98 1.408 2T 13.233 154.280 13.476 to 120.0 0.0 13.233 0.0 65 22.98 0.0401 0.0 167.513 6.723 0.0 22.98 20.199 Pt Pv Pn ---------------------·------··-· ~--------------- 88 22.33 1.408 2T 13.233 154.280 14.126 to 120.0 0.0 13.233 0.0 66 22.33 0.0381 0.0 167.513 6.374 ----· ------ 0.0 22.33 20.500 89 21.47 1.408 2T 13.233 158.180 14.516 to 120.0 2E 6.617 19.850 0.0 67 21.47 0.0354 0.0 178.030 6.300 0.0 21.47 20.816 90 20.99 1.408 2T 13.233 157.470 14.961 to 120.0 2E 6.617 19.850 0.0 68 20.99 0.0339 0.0 177.320 6.018 0.0 20.99 20.979 91 21.21 1.408 2T 13.233 155.280 15.243 to 120.0 2E 6.617 19.850 0.0 69 21.21 0.0346 0.0 175.130 6.060 Page 12 Date ******* Notes ****** ----·------- K Factor= -9.42 Vel = 4.92 -------- Vel = 4.92 Vel = 4.92 K Factor= 5.35 Vel = 4.74 K Factor= 5.11 ---------·------ Vel = 4.60 -----·--- K Factor= 4.93 Vel = 4.42 K Factor= 4.71 Vei = 4.33 K Factor= 4.58 Vel = '1.37 ---·-·----------------------------------- 0.0 21 .21 21 .303 K Factor= 4.60 ----------- 92 21.36 1.408 2T 13.233 155.280 15.525 to 120.0 2E 6.617 19.850 0.0 70 21 .36 0.0350 0.0 175.130 6.137 Vel = 4.40 -------------------------------- 0.0 21 .36 21 .662 K Factor= 4.59 93 21 .66 1.408 2T 13.233 155.280 15.737 to 120.0 2E 6.617 19.850 0.0 71 21.66 0.0360 0.0 175.130 6.298 Vel = 4.46 0.0 21.66 22.035 K Factor = 4.61 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Final Calculations -Hazen-Williams J.G. TATE FIRE PROTECTION SYS Hoen PARTS STORAGE MEZZANINE at ROOF SYSTEM Hyd. Ref. Point Qa Qt Dia. "C" Pf/Ft Fitting or Eqv. Ln. Pipe Ftng's Total Pt Pe Pf Pt Pv Pn Page 13 Date ******* Notes ------·---------------94 21.80 1.408 to 120.0 2T 2E _1_0J ______ ~_1_.8 ___ 0_.0~64 ___ _ 0.0 21 .80 95 28.52 1.408 to 120.0 2T 2E 13.233 6.617 0.0 155.280 19.850 175.130 ----------- 15.888 0.0 6.374 22.262 13.233 80.850 15.988 6.617 19.850 0.0 Vel = 4.49 _____ K Factor= 4.62 ****** 100 28.52 ....:.0_;_::.0...;c..5.:c.98=-------. ....:o:....:...o=------=-1-"-oo.7o_o _____ 6._02_6 __ -------'--v -'-'el_=_...;;5..c..c.8:....::8 ___ _ 0.0 28.52 -------- 96 to 99 112 to 28.51 28.51 0.0 28.51 -94.22 22.014 K Factor = 6.08=----- 1.408 2T 13.233 79.570 16.030 120.0 2E 6.617 19.850 0.0 0.0598 0.0 99.420 5.945 Vel = 5.87 21 :J75 K Factor= 6.08 3.314 21 14.559 59.750 9.518 120.0 J 18.927 33.486 0.0 81 -94.22 -0.0085 0.0 93.236 -0.788 Vel = 3.50 -------------·---------· ----------------------------~---·--------- 0.0 -94.22 8.730 K Factor= -31.89 Cornputer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Job Name Building Location System Contract Data File ... Fire P.-otection by Computer Design J.G. TATE FIRE PROTECTION SYS C-800609 Hoen EXTERIOR PARKlt-.JG AREA FP-2 5334 PASEO DEL NORTE / CARLSBAD CA AREA2 Hoen Piping Plans Area 3.WXF Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 J.G. TATE FIRE PROTECTION SYS Hoen EXTERIOR PARKING AREA HYDRAULIC CALCULATIONS for Project name: HOEN BUICK / CADILLAC Location: 5334 PASE=O DEL NORTE / CARLSBAD CA Drawing no: FP-2 Date: 6-8-16 Design Remote area number: AREA 2 Remote area location: EXTERIOR PARKING AREA Occupancy classification: ORDINARY HAZARD GROUP 1 Density: .15 -Gpm/SqFt Area of application: 1500 -SqFt Coverage per sprinkler: 130 MAX -SqFt Type of sprinklers calculated: GLOBE GL 5.6K SSP No. of sprinklers calculated: 12 In-rack demand: NA -GPM Hose streams: 250 -GPM Total water required (including hose streams): 484.9 -GPM Type of system: WET LOOP Volume of dry or preaction system: NA -Gal Water supply information Date: 4-5-201 6 Location: PASEO DEL NORTE SOUTH OF CANNON @ SITE Source: JENNIFER MAEL PE COMPUTER MODEL Name ofcontractar: J.G. TATE FIRE PROTECTION SYSTEMS INC Address: C-16 800609 Phone number: 858 486-0900 Name of designer: NICK TOLMAN Authority having jurisdiction: CARLSBAD FIRE DEPARTMENT Notes: (Include peaking information or gridded systems here.) @ 30.6 -Psi Computer Programs by Hydratec Inc. Route 111 Windham N.H USA 03087 Page 1 Date Water Supply Curve C J.G. TATE FIRE PROTECTION SYS Hoen EXTERIOR PARKING AREA City Water Supply: C1 -Static Pressure 71.1 C2 -Residual Pressure: 34.2 C2 -Residual Flow 6150 150 140 130 p 120 R 110 E 100 S 90 S 80 C1 U 70 r--+-- R 60 E 50 40 D2 30 20 D 10 ( D1 750 1500 2250 3000 ~ --------i_ 3750 4500 5250 FLOW ( N " 1.85 ) Page 2 Date Demand: D1 -Elevation D2 -System Flow D2 -System Pressure Hose ( Demand ) D3 -System Demand Safety Margin : 8.445 : 234.905 : 30.565 : 250 : 484.905 : 40.199 ~:j~ ---r---_ 6000 6750 Computer Programs by Hydratec inc. Route 111 Windham N.H. USA 03087 Fittings Used Summary • J.-G. TATE FIRE PROTECTION SYS Hoen EXTERIOR PARKING AREA -F.itting Legend Abbrev. Name B NFPA 13 Butterfly Valve E NFPA 13 90' Standard Elbow F NFPA 13 45' Elbow G NFPA 13 Gate Valve I 90' Grvd-Vic Elbow #10 J 90'Tee-Branch Grv Vic #20 T NFPA 13 90' Flow thru Tee Units Summary Diameter Units Length Units Flow Units Pressure Units ½ 0 1 1 0 0 0 3 Inches Feet ¾ 0 2 1 0 0 0 4 1 1¼ 0 0 2 3 1 1 0 0 2 3 4.5 6 5 6 US Gallons per Minute Pounds per Square Inch 1½ 2 2½ 3 0 6 7 10 4 5 6 7 2 2 3 3 0 1 1 1 4 3.5 6 5 e 8.5 10.8 13 8 10 12 15 Note: Fitting Legend provides equivalent pipe lengths for fittings types of various diameters. Equivalent lengths shown are standard for actual diameters of Sched 40 pipe and CFactors 3½ 0 8 .:, 1 8 17 t7 of 120 except as noted with *. The fittings marked with a* show equivalent lengths values supplied by manufacturers based on specific pipe diameters and CFactors and they require no adjustment. All values for fittings not marked with a * will be adjusted in the calculation for CFactors of other than 120 and diameters other than Sched 40 per NFPA. 4 5 6 8 12 9 10 12 10 12 14 18 4 5 7 9 2 2 3 4 7 6.5 10 13 16 21 25 33 20 25 30 35 Computer Programs by Hydratec Inc. Route 11 1 Windham N.H. USA 03087 Page 3 Date 10 12 14 16 18 20 24 19 21 0 0 0 0 0 22 27 35 40 45 50 61 11 13 17 19 21 24 28 5 6 7 8 10 11 13 17 20 23 25 33 36 40 41 50 65 78 88 98 120 50 60 71 81 91 101 121 Pr.essur~ / Flow Summary -STANDARD J.G'. TATE FIRE PROTECTION SYS Page 4 Hoen EXTERIOR PARKING AREA Date Node Elevation K-Fact Pt Pn Flow Density Area Press No. Actual Actual Reg. DP01 13.0 5.6 12.13 na 19.5 0.15 130 7.0 EQ01 17.5 10.91 na DP02 13.0 5.6 12.13 na 19.5 0.15 130 7.0 EQ02 17.5 11.28 na 135 17.5 K= K@EQ02 11.28 na 19.5 136 17.5 12.2 na 112 17.5 12.22 na 137 17.5 12.22 na 142 17.5 12.24 na 143 17.5 12.3 na 111 17.5 12.67 na 57 17.5 13.84 na 58 17.5 13.89 na 59 17.5 13.97 na 50 17.5 14.03 na 61 17.5 14.09 na 62 17.5 14.23 na 63 17.5 14.43 na 64 17.5 14.48 na 65 17.5 14.5 na 66 17.5 14.52 na 67 17.5 14.54 na 68 17.5 14.54 na 69 17.5 14.56 na 70 17.5 14.58 na 71 17.5 14.61 na 72 17.5 14.62 na TOR 17.5 15.0 na BOR 1.0 22.26 na U1 0.0 22.74 na TEST -2.0 30.56 na 250.0 144 17.5 K = K@EQ01 10.96 na 19.55 145 17.5 K = K@EQ01 10.98 na 19.56 146 17.5 K -= K@EQ02 11.3 na 19.51 147 17.5 K = K @EQ01 10.99 na 19.58 148 17.5 K= K@EQ02 11.31 na 19.53 149 17.5 K= K@EQ01 11.05 na 19.63 150 17.5 K= K@EQ02 11.37 na 19.58 151 17.5 K = K@EQ01 11.04 na 19.62 152 17.5 K = K@EQ02 11.36 na 19.57 153 17.5 12.29 na 154 17.5 12.35 na 155 17.5 K = K@EQ01 11.1 na 19.67 156 17.5 K = K@EQ02 11.42 na 19.62 113 17.5 12.92 na 114 17.5 12.97 na 115 11.5 13.12 na 116 17.5 13.26 na 117 17.5 13.43 na 118 17.5 13.6 na 30 17.5 ~3.9 na 81 17.5 13.91 na 82 17.5 13.99 na 83 17.5 14.02 na 84 17.5 14.06 na 85 17.5 14.09 na 86 17.5 14.14 na 87 17.5 14.18 na 88 17.5 14.21 na 89 17.5 14.24 na 90 17.5 14.26 na Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Flow Summary -Standard J.G. TATE FIRE PROTECTION SYS Page 5 Hoen EXTERIOR PARKING AREA Date Node Elevation K-Fact Pt Pn Flow Density Area Press No. Actual Actual Re. 91 17.5 14.27 na 92 17.5 14.29 na 93 17.5 14.3 na 94 17.5 14.31 na 95 17.5 14.31 na 96 17.5 14.32 na 97 17.5 14.32 na 98 17.5 ·14.61 na 99 17.5 14.61 na 100 17.5 14.61 na 101 17.5 14.62 na 79 17.5 13.9 na 78 17.5 13.9 na 102 17.5 13.91 na 103 17.5 13.91 na 104 17.5 13.92 na 105 17.5 13.93 na 106 17.5 13.93 na 107 17.5 13.94 na 108 17.5 13.94 na 109 17.5 13.94 na 110 17.5 ,.,., nr ,.:>.o.J na 56 17.5 13.86 na 55 17.5 13.87 na 54 17.5 13.87 na 53 17.5 ·)3.88 na 75 17.5 13.88 na 76 17.5 13.88 na 77 17.5 13.89 na 126 17.5 13.9 na 125 17.5 13.9 n:-i 124 17.5 13.9 na 123 17.5 13.9 na 122 17.5 13.9 na 121 17.5 13.91 na 120 17.5 13.91 na 127 17.5 14.04 na 128 17.5 14.04 na 129 17.5 14.04 na 130 17.5 14.04 na 131 17.5 14.04 na 132 17.5 14.04 na 133 17.5 14.04 na 134 17.5 14.05 na 138 17.5 14.09 na 139 17.5 14.09 na 140 17.5 14.22 na 141 17.5 14.24 na The maximum velocity is 8.09 and it occurs in the pipe between nodes 156 and 154 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Fir,al Calculations -Hazen-Williams J.G'. TATE FIRE PROTECTION SYS Hoen EXTERIOR PARKING AREA Dia. "C" Fitting or Hyd. Ref. Point Qa Qt Pf/Ft Eqv. Ln. DP01 19.50 1.08 E 2.305 to 120.0 0.0 EQ01 19.5 0.1079 0.0 0.0 19.50 DP02 19.50 1.08 T 5.762 to 120.0 0.0 EQ02 19.5 0.1078 0.0 0.0 19.50 ----·-------- 135 39.05 1.408 T 6.617 to 120.0 0.0 136 39.05 0.1070 0.0 136 0.0 3.26 0.0 to 120.0 0.0 112 39.05 0.0018 0.0 11 2 -46.22 3.26 0.0 to 120.0 0.0 137 -7.17 0.0 0.0 Pipe Ftng's Total 4.500 2.305 6.805 4.500 5.762 10.262 ----- 2.000 6.617 8.617 10.000 0.0 10.000 2.000 0.0 2.000 --------------------- 137 39.08 3.26 0.0 12.000 to 120.0 0.0 0.0 142 31.91 0.0012 0.0 12.000 -------------------- 142 39.10 3.26 0.0 12.000 to 120.0 0.0 0.0 143 71 .01 0.0054 0.0 12.000 143 39.21 3.26 T 20.159 10.140 to 120.0 0.0 20.159 111 110.22 0.0122 0.0 30.299 111 78.47 3.26 E 9.408 5.630 to 120.0 T 20.159 29.567 57 188.69 0.0330 0.0 35.197 57 -7.05 4.31 0.0 6.740 to 120.0 0.0 0.0 58 181.64 0.0080 0.0 6.740 58 -4.39 4.31 0.0 10.000 to 120.0 0.0 0.0 59 177.25 0.0075 0.0 10.000 --- 59 6.90 4.31 0.0 8.000 to 120.0 0.0 0.0 60 184.15 0.0081 0.0 8.000 60 -3.75 4.31 0.0 8.000 to 120.0 0.0 0.0 61 180.4 0.0079 0.0 8.000 61 -0.51 4.31 E 13.937 4.180 to 120.0 0.0 13.937 62 179.89 0.0078 0.0 18.117 62 0.0 4.31 0.0 25.000 lo 120.0 0.0 0.0 63 179.89 0.0078 0.0 25.000 Pt Pe Pf 12.125 -1.949 0.734 ---- 10.910 12.125 -1.949 1.106 11 .282 11 .282 0.0 0.922 12.204 0.0 0.018 12.222 0.0 0.0 12.222 0.0 0.015 Pt Pv Pn ------- Page 6 Date ******* Notes ****** K Factor= 5.60 Vel= 6.83 K Factor = 5.90 K Factor= 5.60 Vel = 6.83 K Factor= 5.81 -·---- K Factor@ node EQ02 Vel = 8.05 Vel = 1.50 Vel = 0.28 --------- Vel= 1.23 -------------------- 12.237 0.0 0.065 Vel = 2.73 12.302 0.0 0.371 Vel = 4.24 12.673 0.0 1.163 Vel = 7.25 13.836 0.0 0.054 Vel = 3.99 13.890 0.0 0.075 Vel = 3.90 13.965 0.0 0.065 Vel = 4.05 ----- 14.030 0.0 0.063 Vel = 3.97 14.093 0.0 0.141 Vel = 3.96 14.234 0.0 0.194 Vel= 3.96 Computer Programs by Hydrate.c Inc. Route 111 Windham N.H. USA 03087 Final Calculations -Hazen-Williams J.G. TATE FIRE PROTECTION SYS Hoen EXTERIOR PARKING AREA Hyd. Ref. Point Qa Qt -------- 63 0.0 to 64 179.89 ---------- 64 4.59 to 65 184.48 65 4.41 to 66 188.89 66 4.29 to 67 193.18 67 4.14 to 68 197.32 68 4.05 to 69 201.37 69 4.10 to 70 205.47 70 4.15 to Dia. "C" Pf/Ft 6.357 120.0 0.0012 6.357 120.0 0.0012 6.357 120.0 0.0013 6.357 120.0 0.0013 6.357 120.0 0.0014 6.357 120.0 0.0014 -----· 6.357 120.0 0.0015 6.357 120.0 Fitting or Eqv. Ln. T 37.72 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ------ 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pipe Ftng's Total Pt Pe Pf Pt Pv Pn ------------ 8.000 14.428 37.720 0.0 45.720 0.054 ----------- 14.000 14.482 0.0 0.0 14.000 0_017 14.000 14.499 0.0 0.0 14.000 0.018 14.000 14.517 0.0 0.0 14.000 0.018 6.910 14.535 0.0 0.0 6.9m 0.010 13.190 14.545 0.0 0.0 13.190 0.019 14.000 14.564 0.0 0.0 14.000 0.021 14.000 14.585 0.0 0.0 71 209.62 0.0016 0.0 14.000 Page 7 Date ******* Notes ****** ---- Vel = 1.82 Vel= 1.86 Vel = 1.91 ------- Vel = 1.95 Vel = 1.99 Vel= 2.04 Vel = 2.08 0.022 Vel= 2.12 ------------------------------------------------------ 71 4.23 6.357 0.0 8.760 14.607 to 120.0 0.0 0.0 0.0 __ 72 ____ 213.85 __ 0.0016 ______ 0.0 ____ 8.760 ____ 0_014 __________ Vel = _2.16 _________ 72 21 .05 6.357 J 31 .433 64.130 14.621 to 120.0 81 100.587 132.020 0.0 TOR 234.9 0.0019 0.0 196.150 0.376 Vel = 2.37 TOR 0.0 6.357 21 25.147 23.320 14.997 to 120.0 B 12.573 37.720 7.146 BOR 234.9 0.0019 0.0 61.040 0.117 Vel = 2.37 BOR 0.0 6.16 E 20.084 8.000 22.260 to 140.0 0.0 20.084 0.433 U1 234.9 0.0017 0.0 28.084 0.048 Vel = 2.53 ·-------------------------~-----------------------~------------------------·-- U1 0.0 6.09 F 10.791 418.000 22.741 to 150.0 4E 86.332 194.247 S.866 * * Fixed Loss = 6 TEST 234.9 0.0016 2T 92.499 612.247 0.958 Vel = 2.59 G 4.625 250.00 Qa = 250.00 484.90 30.565 K Factor = 87.71 144 19.55 1.408 0.0 10.670 10.965 K Factor@ node EQ01 to 120.0 0.0 0.0 0.0 135 19.55 0.0297 0.0 10.670 0.317 Vel = 4.03 ---------------------- 0.0 19.55 11.282 K Factor= 5.82 145 19.56 1.408 0.0 10.670 10.981 K Factor @ riode EQ01 to 120.0 0.0 0.0 0.0 146 19.56 0.0298 0.0 10.670 0.318 Vel = 4.03 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Fir,al Calculations -Hazen-Williams J.G'. TATE FIRE PROTECTION SYS Hoen EXTERIOR PARKING AREA Dia. "C" Fitting or Pt Pv Hyd. Ref. Point Qa Qt Pf/Ft Eqv. Ln. Pipe Ftng's Total Pt Pe Pf Pn --·-·------------------------- 146 19.52 1.408 T 6.617 2.000 11 .299 to 120.0 0.0 6.617 0.0 137 39.08 0.1071 0.0 8.617 0.923 ---------------------------- 0.0 39.08 12.222 -------- 147 19.58 1.408 0.0 10.670 10.994 to 120.0 0.0 0.0 0.0 148 19.58 0.0298 0.0 10.670 0.318 148 19.52 1.408 T 6.617 2.000 11 .312 to 120.0 0.0 6.617 0.0 142 39.1 0.1073 0.0 8.617 0.925 0.0 39.10 12.237 149 19.63 1.408 0.0 10.670 11 .053 to 120.0 0.0 0.0 0.0 150 19.63 0.0300 0.0 10.670 0.320 150 19.58 1.408 T 6.617 2.000 11 .373 to 120.0 0.0 6.617 0.0 143 39.21 0.1078 0.0 8.617 0.929 0.0 39.21 12.302 ------------· 151 19.62 1.408 0.0 10.670 11.042 to 120.0 0.0 0.0 0.0 152 19.62 0.0?99 0.0 10.670 0.319 152 19.57 1.408 T 6.617 2.000 11.361 to 120.0 0.0 6.617 0.0 153 39.19 0.1078 0.0 8.617 0.929 153 0.0 2.635 0.0 12.000 12.290 to 120.0 0.0 0.0 0.0 154 39.19 0.0051 0.0 12.000 0.061 154 39.28 2.635 T 16.474 1.030 12.351 to 120.0 0.0 16.474 0.0 111 78.47 0.0184 0.0 17.504 0.322 0.0 78.47 12.673 155 19.67 1.408 0.0 10.670 11 .097 to 120.0 0.0 0.0 0.0 156 19.67 0.0301 0.0 10.670 0.321 156 19.61 1.408 T 6.617 2.000 11.418 to 120.0 0.0 6.61 7 0.0 154 39.28 0.1083 0.0 8.617 0.933 0.0 39.28 12.351 112 46.22 2.203 E 6.819 7.930 12.222 to 120.0 2T 27.277 34.096 0.0 113 46.22 0.0165 0.0 42.026 0.694 113 0.0 2.203 0.0 3.080 12.916 to 120.0 0.0 0.0 0.0 114 46.22 0.0166 0.0 3.080 0.051 Page 8 Date ******* Notes ****** ---- K Factor@ node EQ02 Vel = 8.05 ------ K Factor = 11 . 18 --------- K Factor@ node EQ01 Vel = 4.03 ----- K Factor @ node EQ02 Vel = 8.06 K Factor = 11.18 K Factor@ node EQ01 Vel = 4.04 K Factor@ node EQ02 Vel = 8.08 K Factor = 11 .18 K Factor@ node EQ01 Vel = 4.04 K Factor@ node EQ02 Vel = 8.08 Vel = 2.31 Vel= 4.62 K Factor= 22.04 K Factor@ node EQ01 Vel = 4.05 K Factor@ node EQ02 Vel = 8.09 K Factor= 11.18 Vel = 3.89 Vel = 3.89 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Final Calculations -Hazen-Williams J.G. TATE FIRE PROTECTION SYS Hoen EXTERIOR PARKING AREA Dia. "C" Fitting or Hyd. Ref. Point Qa Qt Pf/Ft Eqv. Ln. Pipe Ftng's Total 114 0.0 2.203 0.0 9.000 to 120.0 0.0 0.0 115 46.22 0.0166 0.0 9.000 Pt Pe Pf 12.967 0.0 Pt Pv Pn Page 9 Date ******* Notes ------------------0.149 Vel = 3.89 --------------'----- 115 0.0 2.203 to 120.0 116 46.22 0.0166 116 to 117 0.0 2.203 120.0 46.22 0.0165 117 to 118 118 to 80 80 to 0.0 46.22 0.0 46.22 -18.74 81 27.48 ---- 2.203 120.0 0.0165 2.203 120.0 0.0165 3.26 120.0 0.0010 0.0 9.000 13.116 0.0 0.0 0.0 0.0 9.000 0.149 0.0 10.000 13.265 0.0 0.0 0.0 0.0 10.000 0.165 ----------------· T 0.0 0.0 0.0 13.639 0.0 0.0 0.0 0.0 0.0 10.000 13.430 0.0 0.0 10.000 0.165 4.640 13.595 13.639 0.0 18.279 0.302 10.240 13.897 0.0 0.0 10.240 0.010 Vel = 3.89 Vel = 3.89 Vel = 3.89 Vel = 3.89 Vel = 1.06 ****** ---------·--- 81 0.0 to 82 27.48 3.26 120.0 0.0009 T E: 20.159 9.408 0.0 61 .900 13.907 29.567 0.0 91.467 0.085 82 11.31 3.26 0.0 14.010 13.992 to 120.0 0.0 0.0 o.o Vel = 1.06 83 38.79 0.0018 00 14.010 0.025 Vel= 1.49 ------------------------------------------------------ 83 11 .97 3.26 0.0 14.000 14.017 to 120.0 0.0 0.0 0.0 84 50.76 0.0029 0.0 14.000 0.041 Vel = 1.95 ----------·------------------------------------------------------- 84 3.75 3.26 0.0 10.670 14.058 to 120.0 0.0 0.0 C.O 85 54.51 0.0034 0.0 10.670 0.036 Vel = 2.10 85 to 86 86 to 87 0.51 3.26 120.0 55.02 0.0034 -4.59 3.26 120.0 50.43 0.0029 0.0 0.0 0.0 0.0 0.0 0.0 13.910 0.0 13.910 14.000 0.0 14.000 14.094 0.0 0.047 Vel = 2.11 ---------------------------------------------·-------------·--------------- 14.141 0.0 0.040 Vel = 1.94 87 to 88 88 to 89 89 to 90 90 to 91 -4.41 46.02 -4.30 4 1.72 -4.14 37.58 3.26 120.C 0.0024 3.26 120.0 0.0020 3.26 120.0 0.0017 -4.04 3.26 120.0 33.54 0.0014 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 14.000 14.'i81 0.0 0.0 14.000 0.034 Vel = 1.77 10.100 14.215 0.0 0.0 10.100 0.020 Ve!== 1.60 13.990 14.235 0.0 0.0 13.990 0.024 Ve: = 1.44 ----------------- 11.000 0.0 11.000 14.259 0.0 0.015 Vel = 1.29 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Final Calculations -Hazen-Williams J.G: TATE FIRE PROTECTION SYS Hoen EXTERIOR PARKING AREA Dia. "C" Fitting or Hyd. Ref. Point Qa Qt Pf/Ft Eqv. Ln. Pipe Ftng's Total ---·---------------- 91 -4.11 3.26 0.0 14.000 to 120.0 0.0 0.0 92 29.43 0.0010 0.0 14.000 ----------- 92 -4.15 3.26 0.0 14.000 to 120.0 0.0 0.0 93 25.28 0.0009 0.0 14.000 93 -4.23 3.26 0.0 14.000 to 120.0 0.0 0.0 94 21 .05 0.0006 0.0 14.000 ·-------- 94 -4.27 3.26 0.0 14.000 to 120.0 0.0 0.0 95 16.78 0.0004 0.0 14.000 95 -5.58 3.26 0.0 12.500 to 120.0 0.0 0.0 96 11.2 0.0002 0.0 12.500 96 -5.57 3.26 0.0 10.000 to 120.0 0.0 0.0 97 5.63 0.0001 0.0 10.000 ·----- 97 0.0 1.408 2T 13.233 77.570 to 120.0 2E 6.617 19.850 98 5.63 0.0030 0.0 97.420 98 0.0 4.26 0.0 8.000 to 120.0 0.0 0.0 99 5.63 0.0 0.0 8.000 Pt Pe Pf Pt Pv Pn --·-·-- 14.274 0.0 0.014 ·------- 14.288 0.0 0.012 14.300 0.0 0.008 14.308 0.0 0.005 14.313 0.0 C.002 14.315 0.0 0.001 14.316 0.0 0.289 14.605 0.0 0.0 Page 10 Date ******* Notes ****** Vel= 1.13 Vel= 0.97 Vel= 0.81 -------- Vel= 0.64 Vel = 0.43 Vel = 0.22 Vel = 1.16 Ve!= 0.13 ---------------------~------------------------------- 99 5.57 4.26 2E 26.334 20.970 14.605 to 120.0 0.0 26.334 0.0 100 11 .2 0.0001 0.0 47.304 0.003 Vel = 0.25 -----·---·----------·---------------~--------------------·----- 100 5.58 4.26 E 13.167 88.430 14.608 to 120.0 T 26.334 39.501 0.0 101 16.78 0.0001 0.0 127.931 0.013 Ve!= 0.38 101 4.27 6.357 0.0 5.240 14.621 to 120.0 0.0 0.0 0.0 72 21.05 0.0 0.0 5.240 0.0 Vel = 0.21 0.0 21 .05 14.621 K Factor= 5.51 80 18.74 3.26 0.0 1.560 13.897 to 120.0 0.0 0.0 0.0 79 18.74 0.0006 0.0 1.560 0.001 Vei :c 0.72 79 -1 1.31 3.26 0.0 6.440 13.898 to 120.0 0.0 0.0 0.0 78 7.43 0.0 0.0 6.440 0.0 Vel = 0.29 78 7.05 3.26 2T 40.319 7.560 13.898 to 120.0 0.0 40.319 0.0 102 14.48 0.0003 0.0 47.879 0.014 Vel = 0.56 102 -1 1.97 3.26 0.0 1.430 13.912 to 120.0 0.0 0.0 0.0 103 2.51 0.0 0.0 1.430 0.0 Vel = 0.10 103 4.39 2.203 E 6.819 14.640 13.912 to 120.0 0.0 6.819 0.0 104 6.9 0.0005 0.0 21 .459 0.011 Vel = 0.58 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Final Calculations -Hazen-Williams J.G. TATE FIRE PROTECTION SYS Hoen EXTERIOR PARKING AREA Hyd. Ref. Point 104 to 105 105 to 106 106 to 107 107 to 108 108 to 109 109 to 110 110 to 59 57 to 56 56 to 55 55 to 54 54 to 53 53 to 75 75 to 76 76 to 77 77 to 78 Qa Qt 0.0 6.9 0.0 6.9 0.0 6.9 ------ 0.0 6.9 0.0 6.9 0.0 6.9 0.0 6.9 0.0 6.90 7.05 7.05 0.0 7.05 0.0 7 05 0.0 7.05 0.0 7.05 0.0 7.05 0.0 7.05 0.0 7.05 0.0 Dia. "C" Pf/Ft 2.203 120.0 0.0004 Fitting or Eqv. Ln . ------- 0.0 0.0 0.0 -------------- 2.203 0.0 120.0 0.0 0.0006 0.0 2.203 0.0 120.0 0.0 0.0004 0.0 2.203 0.0 120.0 0.0 0.0005 0.0 2.203 0.0 120.0 0.0 0.0005 0.0 2.203 0.0 ~20.0 0.0 0.0005 0.0 2.203 T 13.639 120.0 0.0 0.0005 0.0 2.203 T 13.639 120.0 2E 13.639 0.0005 0.0 2.203 0.0 120.0 0.0 0.0005 0.0 2.203 0.0 ~20.0 0.0 0.0005 0.0 2.203 0.0 120.0 0.0 0.0005 0.0 2.203 0.0 120.0 0.0 0.0006 0.0 2.203 0.0 120.0 0.0 0.0004 0.0 2.203 0.0 120.0 0.0 0.0006 0.0 2.203 T 13.639 120.0 0.0 0.0005 0.0 Pipe Ftng's Total 9.000 0.0 9.000 9.000 0.0 9.000 9.000 0.0 9.000 8.000 0.0 8.000 8.000 0.0 8.000 10.000 0.0 10.000 20.700 13.639 34.339 22.960 27.278 50.238 10.000 0.0 10.000 8.000 0.0 8.000 8.000 0.0 8.000 9.000 0.0 9.000 9.000 0.0 9.000 9.000 0.0 9.000 4.640 13.639 18.279 Pt Pe Pf 13.923 0.0 0.004 13.927 0.0 0.005 13.932 0.0 0.004 ---- 13.936 0.0 0.004 13.940 0.0 0.004 13.944 0.0 0.005 13.949 0.0 0.016 13.965 13.836 0.0 0.026 13.862 0.0 0.005 13.867 0.0 0.004 13.871 0.0 0.004 13.875 0.0 0.005 13.880 0.0 0.004 13.884 0.0 0.005 13.889 0.0 0.009 Pt Pv Pn Page 11 Date ******* Notes ----------- Vel= 0.58 -------- Vel= 0.58 Vel = 0.58 ·---- Vel= 0.58 Vol :-0.58 Vel = 0.58 Vel= 0.58 K Factor= 1.85 Vel = 0.59 Vel = 0.59 Vel ; 0.59 Vel= 0.59 'Je! = 0.59 Vel = 0.59 Vel = 0.59 Vel = 0.59 Computer Programs by Hydratec Inc. Route 11 1 Windham N.H. USA 03087 ****** Final Calculations -Hazen-Williams ' J.G. TATE FIRE PROTECTION SYS Hoen EXTERIOR PARKING AREA Hyd. Ref. Point 58 to 126 126 to 125 125 to Qa Qt 7.05 Dia. "C" Pf/Ft Fitting or Eqv. Ln. Pipe Ftng's Total Pt Pe Pf 13.898 4.39 2.203 T 13.639 20. 700 13.890 120.0 13.639 0.0 4.39 0 .0002 0.0 0.0 34.339 0.007 --- 0.0 4.39 0.0 ·------- 2 .203 0.0 10.000 120.0 0.0 0.0 0.0002 0.0 10.000 ---------------- 2.203 0.0 8.000 120.0 0.0 0.0 13.897 0.0 0.002 13.899 0.0 Page 12 Date Pt Pv ******* Notes ****** Pn K Factor = 1.89 Vel = 0.37 Vel = 0.37 --------------- 124 4.39 ____ 9.:9.02 _________ V~ =_O_J?:._ _______ _ 0.0002 0.0 8.000 ----- 124 0.0 2.203 120.0 0.0002 to 123 4.39 123 to 122 122 0.0 2.203 12C.O 4.39 0.0001 0.0 2.203 0.0 8.000 0.0 0.0 0.0 8.000 0.0 0.0 0.0 9.000 0.0 9.000 0.0 9.000 0.0 0.0 13.901 0.0 0.002 13.903 0.0 0.001 13.904 0.0 Vel = 0.37 Vel = 0.37 to 121 120.0 4.39 0.0002 ----------------0.0 9.000 ----__ Q_.9_02 _________ V_el_= _Q}7 __ _ 121 0.0 2.203 0.0 9.000 13.906 to 120.0 0.0 0.0 0.0 120 4.39 0.0002 0.0 9.000 0.002 Vel = 0.37 ----------------------------------------- 120 0.0 2.203 T to 120.0 103 4.39 0.0002 0.0 13.639 0.0 0.0 4.640 13.639 18.279 13.908 0.0 0.004 Vel = 0.37 ___ __ 4.39 ___________________________ 13.912 _________ K Fa_C!Q! = _ _1.j__? ______ _ 60 3.75 2.203 T 13.639 19.700 14.030 to 120.0 0.0 13.639 0.0 127 3.75 0.0002 0.0 33.339 0.006 Vel = 0.32 127 0.0 2.203 0.0 9.000 14.036 to 120.0 0.0 0.0 0.0 128 3.75 0.0001 0.0 9.000 0.001 Vel = 0.32 128 0.0 2.203 0.0 9.000 14.037 to 120.0 0.0 0.0 0.0 129 ____ 3.75 ___ 0.0001 _________ 0.0 ____ 9.000 ____ 0.001 _________ Vel = 0.31_ _________ _ 129 to 130 130 to 131 131 to 132 132 to 133 0.0 3.75 0.0 3.75 0.0 3.75 2.203 120.0 0.0002 2.203 120.0 0.0001 2.203 120.0 0.0002 0.0 9.000 0.0 0.0 0.0 9.000 0.0 9.000 0.0 0.0 0.0 9.000 0.0 9.000 0.0 0.0 0.0 9.000 --------------------0.0 2.203 0.0 9.000 120.0 0.0 0.0 3.75 0.0001 0.0 9.000 14.038 0.0 0.002 14.040 0.0 0.001 14.041 0.0 0.002 14.043 0.0 0.001 Vel = 0.32 Vel =-0.32 _____ y_el_= _ _Q....:..3_2 __ Vel = 0.32 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Final Calculations -Hazen-Williams J.G. TATE FIRE PROTECTION SYS Hoen EXTERIOR PARKING AREA Hyd. Ref. Point 133 to 134 Qa Qt Dia. "C" Pf/Ft 0.0 2.203 120.0 3.75 0.0002 Fitting or Eqv. Ln. 2E 13.639 0.0 0.0 Pipe Ftng's Total Pt Pe Pf 14.680 14.044 13.639 0.0 28.319 0.005 Pt Pv Pn Page 13 Date ******* Notes ****** Vel = 0.32 -------------134 to 84 61 to 138 138 to 139 139 to 65 0.0 2.203 120.0 3.75 0.0002 0.0 3.75 0.51 2.203 120.0 0.51 0.0 0.0 2.203 120.0 0.51 0.0 0.0 2.203 120.0 0.51 0.0 0.0 T 13.639 0.0 0.0 T 13.639 0.0 0.0 0.0 0.0 0.0 2E 13.639 T 13.639 0.0 45.490 14.049 13.639 0.0 59.129 ___ ...c...0....:..0_;;_09.:,__ ___ _ Vel = 0.32 ______ __;_14....:..:·c::.0::...:58=----·---.:..:K~Factor = 1.00 ___ _ 0.700 13.639 14.339 18.000 0.0 18.000 112.51 0 27.278 139.788 14.093 0.0 0.0 14.093 0.0 0.0 14.093 0.0 0.001 Vel = 0.04 Vel = 0.04 Vel = 0.04 0.51 ____ 14.094 K Factor = 0.14 102 11 .97 2.203 2T 27.277 50.100 13.912 to 120.0 0.0 27.277 0.0 83 11 97 0.0014 0.0 77.377 0.105 Vel ::: 1.01 ------------------------------·-----·----~----------------------------------- 79 to 82 86 to 140 140 to 141 141 to 64 87 to 65 88 to 66 0.0 11 .97 11 .31 11 .31 0.0 11 .31 2.203 120.0 0.0012 4.59 1.408 120.0 4.59 0.0020 0.0 1.408 120.0 4.59 0.0020 0.0 1.408 120.0 4.59 0.0020 0.0 4.59 4.41 1.408 120.0 4.41 0.0019 0.0 4.41 4.29 1.408 120.0 4.29 0.0018 2T 27.277 0.0 0.0 T T 6.617 0.0 0.0 0.0 0.0 0.0 6.617 0.0 0.0 2T 13.233 0.0 0.0 50.100 27.277 77.377 30.400 6.617 37.017 14.000 0.0 14.000 109.880 6.617 116.497 154.280 13.233 167.513 14.017 13.898 0.0 0.094 13.992 14.-141 0.0 0.075 14.216 0.0 0.028 14.244 0.0 0.238 14.482 14.181 0.0 0.318 K Factor= 3.20 Vel = 0.95 K Factor= 3.02 '✓el= 0.95 Vel = 0.95 Vel = 0.95 K Factor = 1.21 Vel = 0.91 14.499 KFactor= 1.16 _________ ____:._.c,:_c__:~------'-'-~ 2T 13.233 0.0 0.0 154.280 13.233 167.513 14.215 0.0 0.302 Vel = 0.88 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Final Calculations -Hazen-Williams ' J.G. TATE FIRE PROTECTION SYS Hoen EXTERIOR PARKING AREA Hyd. Ref. Point Qa Qt Dia. "C" Pf/Ft Fitting or Eqv. Ln. Pipe Ftng's Total Pt Pe Pf ----·---------------- 0.0 4.29 14.517 ------ 89 4.14 1.408 2T 13.233 158.180 14.235 to 120.0 2E 6.617 19.850 0.0 67 4.14 0.0017 0.0 178.030 0.300 ------------ 0.0 4.14 14.535 90 4.05 1.408 2T 13.233 157.470 14.259 to 120.0 2E 6.617 19.850 0.0 68 4.05 0.0016 0.0 177.320 0.286 0.0 4.05 14.545 91 4.10 1.408 2T 13.233 155.280 14.274 to 120.0 2E 6.617 19.850 0.0 69 4.1 0.0017 0.0 175.130 0.290 0.0 4.10 14.564 92 4.15 1.408 2T 13.233 155.280 14.288 to 120.0 2E 6.617 19.850 0.0 70 4.15 0.0017 0.0 175.130 0.297 0.0 4.15 14.585 93 4.23 1.408 2T 13.233 155.280 14.300 to 120.0 2E 6.617 19.850 0.0 71 4.23 0.0018 0.0 175.130 0.307 0.0 4.23 14.607 94 4.27 1.408 2T 13.233 155.280 14.308 to 120.0 2E 6.617 19.850 0.0 101 4.27 0.0018 0.0 175.130 0.313 0.0 4.27 14.621 95 5.58 1.408 2T 13.233 80.850 14.313 to 120.0 2E 6.617 19.850 0.0 100 5.58 0.0029 0.0 100.700 0.295 0.0 5.58 14.608 --------- 96 5.57 1.408 2T 13.233 79.570 14.315 to 120.0 2E 6.617 19.850 0.0 99 5.57 0.0029 0.0 99.420 0.290 0.0 5.57 14.605 Page 14 Date Pt Pv ******* Notes ****** Pn ------------ K Factor= 1.13 Vel = 0.85 K Factor= 1.09 Vel == 0.83 K Factor = 1.06 Vel = 0.84 K Factor= 1.07 Vel = 0.86 K r-actcr == '1.09 Vel = 0.87 K Factor-= 1.11 Vel= 0.88 K Factor= 1.12 Vel = 1.15 I( Factor= 1.46 --------------- Vel = 1.15 K Factor= 1.46 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Job Name Building Location System Contract Data File ... Fire Protection by Computer Design J.G. TATE FIRE PROTECTION SYS C-800609 Hoen 2nd FLOOR PARKING GARAGE FP-2 5334 PASEO DEL NORTE / CARLSBAD CA AREA 1 Hoen Piping Plans Area 1.WXF Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 J.G. TATE FIRE PROTECTION SYS Hoen 2nd FLOOR PARKING GARAGE HYDRAULIC CALCULATIONS for Project name: HOEN BUICK / CADILLAC Location: 5334 PASEO DEL NORTE / CARLSBAD CA Drawing no: FP-2 Date: 6-8-16 Design Remote area number: AREA 1 Remote area location: EXTERIOR CAR SHOW AREA Occupancy classification: ORDINARY HAZARD GROUP 1 Density: .15 -Gpm/SqFt Area of application: 1500 -SqFt Coverage per sprinkler: 196 MAX -SqFt Type of sprinklers calculated: GLOBE GL ECOH 14'x14" 11 .2K No. of sprinklers calculated: 9 In-rack demand: NA -GPM Hose streams: 250 -GPM Total water required (including hose streams): 548.8 -GPM Type of system: WET LOOP Volume of dry or preaction system: NA -Gal Water supply Information Date: 4-5-2016 Location: PASEO DEL NORTE SOUTH OF CANNON @ SITE Source: JENNIFER MAEL PE COMPUTER MODEL Name of contractor: J.G. TATE FIRE PROTECTiON SYSTEMS INC Address: C-16 800609 Phone number: 858 486-0900 Name of designer: NICK TOLMAN Authority having jurisdiction: CARLSBAD FIRE DEPARTMENT Notes: (Include peaking Information or gridded systems here.) @ 48.2 -Psi Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Page 1 Date Water Supply Curve C • J,G. TATE FIRE PROTECTION SYS Hoen 2nd FLOOR PARKING GARAGE City Water Supply: C1 -Static Pressure . 71.1 C2 -Residual Pressure: 34.2 C2 -Residual Flow 6150 150 140 130 p 120 R 110 E 100 s 90 s 80 C1 u 70 R 60 --r--+--- E 50 IE> D2 40 D 30 20 ( 10 n .c 750 1500 2250 3000 -.----+-- 3750 4500 5250 FLOW ( N " 1.85 ) Page 2 Date Demand: D1 -Elevation D2 -System Flow D2 -System Pressure Hose ( Demand ) D3 -System Demand Safety Margin : 13.426 : 298.853 : 48.218 : 250 : 548.853 : 22.460 -CZ ----L.--e-_ I ~ 6000 6750 Computer Programs by Hydratec Inc. Route ~ 11 Windham :-.1.H. USA 03087 - Fittings Used Summary J.G. TATE FIRE PROTECTION SYS Hoen 2nd FLOOR PARKING GARAGE Fitting Legend Abbrev. Name B NFPA 13 Butterfly Valve E NFPA 13 90' Standard Elbow G NFPA 13 Gate Valve T NFPA 13 90' Flow thru Tee Units Summary Diameter Units Length Units Flow Units Pressure Units ½ ¾ 0 0 1 2 0 0 3 4 Inches Feet 1 1¼ 0 0 2 3 0 0 5 6 US Gallons per Minute Pounds per Square Inch 1½ 2 2½ 3 3½ 0 6 7 10 0 4 5 6 7 6 0 1 1 1 1 8 10 12 15 17 Note: Fitting Legend provides equivalent pipe lengths for fittings types of various diameters. Equivalent lengths shown are standard for actual diameters of Sched 40 pipe and CF actors of 120 except as noted with*. The fittings marked with a • show equivalent lengths values supplied by manufacturers based on specific pipe diameters and CFactors and they require no adjustment. All values for fittings not marked with a • will be adjusted in the calculation for CFactors of other than 120 and diameters other than Sched 40 per NFPA. 4 s 6 8 12 9 10 12 10 12 14 18 2 2 3 4 20 25 30 35 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Page 3 Date 10 12 14 16 18 20 24 19 21 0 0 0 0 0 22 27 35 40 45 50 61 5 6 7 8 10 11 13 50 60 71 81 91 101 121 Pressure/ Flow Summary -STANDARD J.G. TATE FIRE PROTECTION SYS Page 4 Hoen 2nd FLOOR PARKING GARAGE Date Node Elevation K-Fact Pt Pn Flow Density Area Press No. Actual Actual Re . 1 29.0 11 .2 7.17 na 30.0 0.15 200 7.0 2 29.0 11.2 7.86 na 31.41 0.15 200 7.0 3 29.0 22.72 na 4 29.0 22.82 na s 29.0 22.94 na 6 29.0 23.05 na 7 29.0 23.17 na 8 29.0 23.3 na 9 29.0 23.46 na 10 29.0 23.6 na 11 29.0 23.78 na 12 29.0 23.97 na 13 29.0 24.14 na 14 29.0 24.23 na J1 17.5 31.18 na TOR 17.5 31.91 Ile! BOR 1.0 39.26 na U1 0.0 39.78 na TEST -2.0 48.22 na 250.0 18 29.0 11 .2 7.18 na 30.0 0.15 200 7.0 19 29.0 11 .2 8.14 na 31 .96 0.15 200 7.0 20 29.0 20.82 na 21 29.0 21.29 na 22 29.0 21 .68 na 23 29.0 21 .98 na 24 29.0 22.2'1 na 25 29.0 22.42 na 26 29.0 22.5 na 27 29.0 22.77 na 28 29.0 22.9 na 29 29.0 23.0 na 30 29.0 23.07 na 31 29.0 23.11 na 32 29.0 23.,4 na 33 29.0 23.15 na 34 29.0 23.15 na 35 20.5 27.89 na 36 20.5 27.89 na 37 29.0 24.22 na 38 29.0 24.23 na 39 29.0 20.71 na 40 29.0 20.72 na 41 29.0 20.73 na 42 29.0 22.34 na 43 28.17 22.89 na 44 28.17 22.89 na 45 28.17 22.92 na 46 29.0 11.2 8.42 na 32.51 0.15 200 7.0 47 29.0 11.2 7.55 nl'I 30.77 0.15 200 7.0 48 29.0 11.2 7.55 na 30.78 0.15 200 7.0 49 29.0 11.2 8.39 na 32.43 0.15 200 7.0 50 29.0 20.52 na 51 29.0 22.08 na 52 29.0 11.2 19.14 na 49.0 0.15 200 7.0 The maximum velocity is 13.35 and it occ;urs in the pipe between nodes 49 and 50 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA. 03087 Final Calculations -Hazen-Williams J.G. TATE FIRE PROTECTION SYS Hoen 2nd FLOOR PARKING GARAGE Hyd. Ref. Point Qa Qt Dia. "C" Pf/Ft 29.21 1.408 120.0 Fitting or Eqv. Ln. Pipe Ftng's Total Pt Pe Pf 11.000 7.175 0.0 0.0 Pt Pv Pn Page 5 Date ******* Notes K Factor= 11.20 1 to 2 29.21 0.0625 0.0 0.0 0.0 11.0 __ 0~0:_ __ _:0:..c...6=--=8c.:.8 ______ \-'-te'-'-l_=---=-6.....:...0-=-2 2 to 3 3 to 4 4 to 5 5 to 6 6 to 7 7 to 8 31.41 1.408 120.0 60.62 0.2414 111 .39 172.01 10.97 182.98 9.85 192.83 9.04 201 .87 8.50 210.37 8.15 218.52 4.31 120.0 0.0071 4.31 120.0 0.0080 4.31 120.0 0.0089 4.31 120.0 0.0096 4.31 120.0 0.0104 4.31 120.0 0.0111 T 6.617 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 54.940 7.863 6.617 0.0 61 .557 14.861 14.000 22.724 0.0 0.0 14.000 0.100 14.000 22.824 0.0 0.0 14.000 0.112 12.830 22.936 0.0 0.0 12.830 0.114 12.000 23.050 0.0 0 0 12.000 0.115 13.000 23.165 0.0 0.0 13.000 0.135 14.000 23.300 0.0 0.0 14.000 0.156 8 to 9 ~---------------------------- 9 8.02 4.31 0.0 12.000 to 120.0 0.0 0.0 ~10=----226.54 _Q.Q1_1!L_______ 0.0 12.000 10 7.90 4.31 0.0 14.000 to 120.0 0.0 0.0 23.456 0.0 0.143 K Factor= 11 .20 Vel = 12.49 Vel = 3.78 Vel = 4.02 Vel = 4.24 Vel = 4.44 Vel = 4.63 Vel = 4.81 Vel = 4.98 ----------· --- ****** _ 1.:.....;1 ____ 234.44 __ o.012L ____ _c:....:o·--=--o ___ .....:..14_:..:·--=--oo=--=o 23.599 0.0 0.178 _______ V_el_= ~--1-=--6 ______ _ 11 8.11 4.31 0.0 14.000 to ·120.0 0.0 0.0 12 242.55 0.0135 0.0 14.000 12 8.53 4.31 0.0 12.000 to 120.0 o.o 0.0 13 251.08 0.0143 0.0 12.000 23.777 0.0 0.189 23.966 0.0 0.172 13 9.04 4.31 0.0 6.000 24.138 Vel = 5.33 Vel = 5.52 to 120.0 0.0 0.0 0.0 14 260.12 0.0155 0.0 6.000 0.093 ___ Vel = 5.72 14 38.73 4.31 2E 27.874 15.333 24.231 to 120.0 2T 55.748 83.622 4.981 J1 ___ -~8.82_ __ Q:91~!L_ _____ ~Q___ _ 98.955 ____ 1.966 ________ ____J'."~I =-~~---------- J1 0.0 6.357 SE 140.822 65.000 31 .178 to 120.0 T 37.72 178.542 0.0 TOR 298.85 0.0030 0.0 243.542 0.730 Vel = 3.02 ----------------------------------------- TOR 0.0 6.357 2E 35.205 22.000 31.908 to 120.0 B 12.573 47.778 7.146 BOR 298.85 0.0030 ___ o._o ___ 69.778 0.209 ___ Vel _= _3_.0_2 _____ _ Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Final Calculations -Hazen-Williams J.G. TATE FIRE PROTECTION SYS Hoen 2nd FLOOR PARKING GARAGE Hyd. Ref. Point SOR to U1 Qa Qt Dia. "C" Pf/Ft 6.16 120.0 0.0035 Fitting or Eqv. Ln. E 15.101 0.0 0.0 Pipe Ftng's Total 8.000 15.101 23.101 Pt Pe Pf 39.263 0.433 Pt Pv Pn Page 6 Date ******* Notes ****** 0.0 298.85 0.0 0.081 Vel = 3.22 _________ _c____cc.c= _____ _ U1 to TEST 1 to 18 298.85 250.00 548.85 0.79 0.79 6.09 150.0 0.0024 1.408 120.0 0.0001 6E 129.498 2T 92.499 G 4.625 0.0 0.0 0.0 418.000 226.622 644.622 14.000 0.0 14.000 39.777 6.866 1.575 48.218 7.175 0.0 0.001 * * Fixed Loss = 6 Vel = 3.29 Qa = 250.00 K Factor = 79.04 Vel= 0.16 18 30.00 1.408 0.0 14.000 7.176 KFactor=11.20 to 120.0 0.0 0.0 0.0 19 30.79 0.0689 0.0 14.000 0.965 Vel = 6.34 19 31.96 1.408 T 6.617 42.670 8.141 KFactor =11.20 to 120.0 0.0 6.617 0.0 20 62.75 0.2573 0.0 49.287 12.683 Vel = 12.93 -------------------·-·----------·------------------------------------------ 20 to 21 21 to 22 22 to 23 53.16 1 i 5.91 -10.97 104.94 -9.85 95.09 2.703 120.0 0.0334 2.703 120.0 0.0279 2.703 120.0 0.0231 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 14.000 0.0 14.000 14.000 0.0 14.000 12.830 0.0 12.830 20.824 0.0 0.468 21 .292 0.0 0.390 21 .682 0.0 0.297 23 -9.04 2.703 0.0 12.000 21.979 to 120.0 0.0 0.0 0.0 Vel = 6.48 Vel = 5.87 Vel = 5.32 --~------86.05 0.0192 _______ 0.0 ____ 12.000 ____ 0.231 ______ Vel = 4.81 _________ _ 24 -8.50 2.703 0.0 13.000 22 .210 to 120.0 0.0 0.0 0.0 25 77.55 0.0159 0.0 13.000 0.207 Vela:. 4.34 25 to 26 26 to 27 27 to 28 28 to 29 29 to 30 30 to 31 -8.15 69.4 2.91 72.31 -13.01 59.3 -8.11 51.19 -8.53 2.703 0.0 14.000 120.0 0.0 0.0 0.0129 0.0 14.000 2.703 0.0 12.000 120.0 0.0 0.0 0.0140 0.0 12.000 2.703 0.0 14.000 120.0 0.0 0.0 0.0096 0.0 14.000 2.703 0.0 14.000 120.0 0.0 0.0 0.0074 0.0 14.000 2.703 0.0 12.000 120.0 0.0 0.0 ___ 4_2_.6:.._:6_--=--o·-=-oo.:....;5c..::3 ____ _.co:._;_.o=-----12.ooo -9.04 2.703 0.0 13.000 120.0 0.0 0.0 33.62 0.0034 0.0 13.000 22.417 0.0 0.181 22.598 0.0 0.168 22.766 0.0 0.135 22.901 0.0 0.103 23.004 0.0 0.064 23.068 0.0 0.044 Vel = 3.88 Vel = 4.04 Vel = 3.32 Vel = 2.86 Vel = 2.39 Vel = 1.88 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Final Calculations -Hazen-Williams . J.G. TATE FIRE PROTECTION SYS Hoen 2nd FLOOR PARKING GARAGE Hyd. Ref. Point Qa Qt Dia. Pf/Ft Fitting or Eqv. Ln. Pipe Ftng's Total ------------ 31 -9.25 2.703 0.0 14.000 to 120.0 0.0 0.0 32 24.37 0.0019 0.0 14.000 Pt Pe Pf 23.112 0.0 0.026 Pt Pv Pn Page 7 Date ******* Notes Vel = 1.36 ---------- 32 -9.11 2.703 to 120.0 33 15.26 0.0007 ------------- 33 -5.09 2.703 to 120.0 34 10.17 0.0004 0.0 0.0 0.0 0.0 0.0 0.0 12.100 0.0 12.100 '13.190 0.0 13.1 90 23.138 0.0 0.009 23.147 0.0 Vel = 0.85 0.005 Vel = 0.57 ****** ---------------------·--------- 34 to 35 35 to 36 36 to 37 37 to 38 0.0 10.17 0.0 10.17 10.20 20.37 9.12 29.49 1.408 120.0 0.0089 4.31 120.0 0.0001 4.31 120.0 0.0001 4.31 120.0 0.0003 2T 13.233 3E 9.925 0.0 0.0 0.0 C.O 95.190 23.158 118.348 13.190 0.0 13.190 3E 41 .811 70.530 T 27.874 69.685 __ o_.o __ 140.2_15.c....__ 0.0 14.000 0.0 0.0 0.0 14.000 23.152 3.681 1.052 Vel = 2.10 27.885 0.0 0.001 27.886 -3.681 Vel"" C.22 0.019 Vel = 0.45 --------- 24.224 0.0 0.004 Vel = 0.65 38 9.24 4.31 0.0 7.000 24.228 to 120.0 0.0 0.0 0.0 14 38.73 0.0004 0.0 7.000 0.003 Vel = 0.85 ------------------------------------------------------ 0.0 38.73 20 to 39 -53.17 2.703 120.0 -53.1 7 -0.0079 39 to 40 40 to 41 41 to 42 42 to 61 .69 8.52 9.41 17.93 0.0 17.93 0.0 43 17.93 ----- 43 0.0 to 44 44 to 45 45 to 3 17.93 28.66 46.59 64.80 111 .39 2.703 120.0 0.0002 2.703 120.0 0.0011 1.408 120.0 0.0254 1.408 120.0 0.0254 4.31 120.0 0.0001 4.31 120.0 0.0006 4.31 120.0 0.0032 T E T 2E 24.231 0.0 14.000 20.824 0.0 0.0 0.0 0.0 14.000 -0.110 0.0 14.000 20.714 0.0 0.0 0.0 0.0 14.000 0.003 0.0 14.000 20.717 0.0 0.0 0.0 0.0 14.000 0.015 6.617 53.500 20.732 3.308 9.925 0.0 0.0 63.425 1.609 6.617 0.830 22.341 0.0 6.617 0.359 _o_.oc___ _ __;7_;._.4.;_47 ___ _;_0.:....;.1_;_s.c_9 ____ _ 0.0 37.370 22.889 0.0 0.0 0.0 0.0 37.370 0.004 0.0 37.370 22.893 0.0 0.0 0.0 0.0 37.370 0.024 27.874 24.140 22.917 0.0 27.874 -0.359 0.0 52.014 0.166 K Factor= 7.87 Vel = 2.97 Vel = 0.48 Vel = 1.00 Vel = 3.69 Vel = 3.69 Vel = 0.39 Vel = 1.02 Vel = 2.45 Compu ter Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Final Calculations -Hazen-Williams J.G. TATE FIRE PROTECTION SYS Hoen 2nd FLOOR PARKING GARAGE Dia. "C" Fitting or Pt Pv Hyd. Ref. Point Qa Qt Pf/Ft Eqv. Ln. Pipe Ftng's Total Pt Pe Pf Pn -------·-·------------- 0.0 11 1.39 22.724 39 -61.69 1.408 T 6.617 42.670 20.71 4 to 120.0 0.0 6.617 0.0 46 -61 .69 -0.2494 0.0 49.287 -12.291 ------- Page 8 Date ******* Notes ****** K Factor= 23.37 Ve!= 12.71 ---------46 32.51 1.408 0.0 14.000 8.423 K Factor= 11.20 to 120.0 0.0 0.0 0.0 47 -29.18 -0.0624 0.0 14.000 -0.874 Vel = 6.01 47 30.77 1.408 0.0 14.000 7.549 K Factor= 11.20 to 120.0 0.0 0.0 0.0 48 1.59 0.0003 0.0 14.000 0.004 Vel= 0.33 48 30.78 1.408 0.0 11 .000 7.553 K Factor= 11.20 to 120.0 0.0 0.0 0.0 49 32.37 0.0756 0.0 11.000 0.832 Vel = 6.67 49 32.43 1.408 E 3.308 41 :130 8.385 K Factor= 11.20 to 120.0 0.0 3.308 0.0 50 64.8 0.2731 0.0 44.438 12.138 Vel = 13.35 50 0.0 1.408 T 6.617 0.830 20.523 to 120.0 0.0 6.617 0.359 45 64.8 0.2733 0.0 7.447 2.035 Vel = 13.35 0.0 64.80 22.917 K Factor = 13.54 -----· --------·----------------------------------------21 10.97 1.408 2T 13.233 136.610 21.292 to 120.0 0.0 13.233 0.0 4 10.97 0.0102 0.0 149.843 1.532 Vel = 2.26 0.0 10.97 22.824 K Factor= 2.30 22 9.85 1.408 2T 13.233 136.610 21.682 to 120.0 0.0 13.233 0.0 5 9.85 0.0084 0.0 149.843 1.254 Vel = 2.03 0.0 9.85 22.936 K Factor= 2.0G 23 9.04 1.408 2T 13.233 136.610 21.979 to 120.0 0.0 13.233 0.0 6 9.04 0.0071 0.0 149.843 1.071 Vel = 1.86 0.0 9.04 23.050 K Factor= 1.88 24 8.50 1.408 2T 13.233 136.610 22.210 to 120.0 0.0 13.233 0.0 7 8.5 0.0064 0.0 149.843 0.955 Vel = 1.75 0.0 8.50 23.165 K Factor= 1.77 25 8.15 1.408 2T 13.233 136.600 22.417 to 120.0 0.0 13.233 0.0 8 8.15 0.0059 0.0 149.833 0.883 Vel = 1.68 0.0 8.15 23.300 K Factor= 1.69 28 8.11 1.408 2T 13.233 136.610 22.901 to 120.0 0.0 13.233 0.0 11 8.1 1 0.0058 0.0 149.843 0.876 Vel = 1.67 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Final Calculations -Hazen-Williams . J.G. TATE FIRE PROTECTION SYS Hoen 2nd FLOOR PARKING GARAGE Hyd. Ref. Point ------ 44 to 51 51 to 52 ---- 52 to 40 40 to 26 26 to 9 -- 29 to 12 Qa Qt 0.0 8.11 -28.66 -28.66 0.0 -28.66 49.00 20.34 -9.41 10.93 -2.91 8.02 0.0 8.02 8.53 8.53 Dia. "C" Pf/Ft 1.408 120.0 -0.0604 1.408 120.0 -0.0604 1.408 120.0 0.0320 1.408 120.0 0.0102 1.408 120.0 0.0057 1.408 120.0 0.0064 ·------------------------- 0.0 8.53 30 9.04 1.408 to 120.0 13 9.04 0.0071 0.0 9.04 31 9.25 1.408 to 120.0 38 9.25 0.0074 0.0 9.25 32 9.11 1.408 to 120.0 37 9.n 0.0072 0.0 9.11 10 -7.90 1.408 to 120.0 27 -7.9 -0.0056 27 13.02 1.408 to 120.0 33 5.12 0.0025 33 5.08 1.408 to 120.0 36 10.2 0.0089 Fitting or Eqv. Ln. Pipe Ftng's Total Pt Pe Pf Pt Pv Pn -------------- 23.777 T 6.617 0.830 22.893 0.0 6.617 -0.359 0.0 7.447 -0.450 -------·- E 3.308 45.480 22.084 0.0 3.308 0.0 0.0 48.788 -2.945 --------- T 6.617 42.670 19.139 0.0 6.6'17 0.0 0.0 49.287 1.578 2T 13.233 148.840 20.717 7E 23.158 36.391 0.0 0.0 185.231 1.881 2T 13.233 136.600 22.598 0.0 13.233 0.0 0.0 149.833 0.858 23.456 2T 13.233 136.610 23.004 0.0 13.233 0.0 0.0 149.843 0.962 Page 9 Date ******* Notes ****** ------ K Factor= 1.66 Vel = 5.91 ----------- Vel = 5.91 K Factor= 11 .20 Vel = 4.19 Vel = 2.25 Vel = 1.65 K Factor = 1.66 Vel = ·t.76 -~------------------------------------- 23.966 K Factor= ·1.74 2T 13.233 136.610 23.068 0.0 13.233 0.0 0.0 149.843 1.070 Vol= 1)36 24.138 K Factor= 1.84 2T 13.233 136.610 23.112 0.0 13.233 0.0 0.0 149.843 1.116 Vel = 1.91 24.228 K Factor= 1.88 2T 13.233 136.610 23.138 0.0 13.233 0.0 0.0 149.843 1.086 Vel = 1.88 24.224 K Factor= 1.85 2T 13.233 136.610 23.599 0.0 13.233 0.0 0.0 149.843 -0.833 Vel = 1.63 2T 13.233 116.690 22.766 7E 23.158 36.391 0.0 00 153.081 0.381 Vel :;:; 1.06 2T 13.233 95.190 23.147 3E 9.925 23.158 3.681 0.0 118.348 1.058 Vel = 2.10 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Final Calculations -Hazen-Williams J.G. TATE FIRE PROTECTION SYS Hoen 2nd FLOOR PARKING GARAGE Hyd. Ref. Point Qa Qt 0.0 10.20 Dia. "C" Pf/Ft Fitting or Eqv. Ln. Pipe Ftng's Total Pt Pe Pf Pt Pv Pn Page Date ******* 10 Notes ****** ·--------------------- 27.885 K Factor = 1.93 ---- Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 AutoPeaking Summary . J.G. TATE FIRE PROTECTION SYS Hoen 2nd FLOOR PARKING GARAGE Auto Peaking Summary -List of Pipes for Area Calculated Left From 2 26 2 26 Area Calculated Right Left Side To 3 9 3 9 Length 54.940 136.600 54.940 136.600 11 .000 11.000 Typical Distance Between Heads From 19 51 19 51 Flow Required 548.382 548.853 547.296 = 11.000 Split Point Used in Worst Area Peaked = 1 Split Point Used in Area Calculated = 1 To 20 52 20 52 Right Side Length 42.670 45.480 42.670 45.480 Safety Margin 22.588 22.460 23.024 Pressure Differential -0.128 0.000 -0.563 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Page 11 Date Job Name Building Location System Contract Data File ... Fire Protection by Computer Design J.G. TATE FIRE PROTECTION SYS C-800609 Hoen First Floor Parts Storage FP-2 5334 PASEO DEL NORTE / CARLSBAD CA AREA4 Hoen Piping Plans Area 4.WXF Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 J.G~TATE FIRE PROTECTION SYS Hoen First Floor Parts Storage HYDRAULIC CALCULATIONS for Project name: HOEN BUICK / CADILLAC Location: 5334 PASEO DEL NORTE / CARLSBAD CA Drawing no: FP-2 Date: 6-8-16 Design Remote area number: AREA 4 Remote area location: PARTS STORAGE ROOM 118 BELOW MEZZANINE Occupancy classification: EXTRA HAZARD 1 Density: .30 -Gpm/SqFt Area of application: 2500 -SqFt Coverage per sprinkler: 100 MAX -Sq Ft Type of sprinklers calculated: GLOBE GL 11.5K SSP No. of sprinklers calculated: 32 In-rack demand: NA -GPM Hose streams: 500 -GPM Total water required (including hose streams): 1604.8 -GPM @ 65.02 -Psi Type of system: WET GRID Volume of dry or preaction system: NA -Gal Water supply information Date: 4-5-2016 Location: PASEO DE=L NORTE SOUTH OF CANNON @ S!TE Source: JENNIFER MAEL PE COMPUTER MODEL Name of contractor: J.G. TATE FIRE PROTECTION SYSTEMS INC Address: C-16 800609 Phone number: 858 486-0900 Name of designer: NICK TOLMAN Authority having jurisdiction: CARLSBAD FIRE DEPARTMENT Notes: (Include peaking information or gridded systems here.) Computer Programs by Hydratec Inc. Route 11 i Windham N.H. USA 03087 Page 1 Date Water Supply Curve C • J,G. TATE FIRE PROTECTION SYS Hoen First Floor Parts Storage City Water Supply: C 1 -Static Pressure : 71.1 C2 -Residual Pressure: 34.2 C2 -Residual Flow 6150 150 140 130 p 120 R 110 E 100 S 90 S 80 U 70 R 60 -,-------r---_ Demand: D 1 -Elevation D2 -System Flow Page 2 Date : 4.548 D2 -System Pressure Hose ( Demand } : 1104.84 : 65.024 : 500 D3 -System Demand Safety Margin : 1604.84 : 3.002 E 50 -====±: I t V I I I I I ==----=--=+--:-.2_ 40 30 20 f, 10 -r---_ .Jl.1 750 1500 2250 3000 3750 4500 5250 6000 6750 FLOW ( N /\ 1.85 } Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 - Fittings Used Summary J.G. TATE FIRE PROTECTION SYS Hoen First Floor Parts Storage Fitting Legend Abbrev. Name B NFPA 13 Butterfly Valve E NFPA 13 90' Standard Elbow F NFPA 13 45' Elbow G NFPA 13 Gate Valve I 90' Grvd-Vic Elbow #10 J 90'Tee-Branch Grv Vic #20 T NFPA 13 90' Flow thru Tee Units Summary Diameter Units Length Units Flow Units Pressure Units ½ ¾ 0 0 1 2 1 1 0 0 0 0 0 0 3 4 Inches Feet 1 1¼ 0 0 2 3 1 1 0 0 2 3 4.5 6 5 6 US Gallons per Minute Pounds per Square Inch 1½ 2 2½ 3 2½ 0 6 7 10 C 4 5 6 7 8 2 2 3 3 3 0 1 1 1 1 4 3.5 6 5 8 8 8.5 10.8 13 17 8 10 12 15 17 Note: Fitting Legend provides equivalent pipe lengths for fittings types of various diameters. Equivalent lengths shown are standard for actual diameters of Sched 40 pipe and CF actors of 120 except as noted with .. . The fittings marked with a * show equivalent lengths values supplied by manufacturers based on specific pipe diameters and CFactors and they require no adjustment. All values for fittings not marked with a * will be adjusted in the calculation for CF actors of other than 120 and diameters other than Sched 40 per NFPA. 4 5 6 8 12 9 10 12 10 12 14 18 4 5 7 9 2 2 3 4 7 8.5 10 13 16 21 25 33 20 25 30 35 Computer Programs by Hydratec Inc. Route i 11 Windham N.H. USA 03087 Page 3 Date 10 12 14 16 18 20 24 19 21 0 0 0 0 0 22 27 35 40 45 50 61 11 13 17 19 21 24 28 5 6 7 8 10 11 13 17 20 23 25 33 36 40 41 50 65 78 88 98 120 50 60 71 81 91 101 121 Pressure / Flow Summary -STANDARD ' J.G. TATE FIRE PROTECTION SYS Page 4 Hoen First Floor Parts Storage Date Node Elevation K-Fact Pt Pn Flow Density Area Press No. Actual Actual Re. 57A 8.5 11.5 7.0 na 30.43 0.3 100 7.0 157 8.5 11.5 7.09 na 30.63 0.3 100 7.0 557 8.5 7.09 na 158 8.5 11.5 7.11 na 30.67 0.3 100 7.0 159 8.5 11.5 7.22 na 30.9 0.3 100 7.0 160 8.5 7.73 na 161 8.5 7.91 na 162 8.5 9.77 na 163 8.5 11 .5 10.04 na 36.44 0.3 100 7.0 164 8.5 11.5 11.72 na 39.38 0.3 100 7.0 165 8.5 12.23 na 166 17.5 12.08 na 78 17.5 13.88 na 79 17.5 14.15 na 80 17.5 14.2 na 81 17.5 14.33 na 82 17.5 15.57 na 83 17.5 15.92 na 84 17.5 16.59 na 85 17.5 17.04 na 86 17.5 17.63 na 37 17.5 16.14 na 88 17.5 18.58 na 89 17.5 18.84 na 90 17.5 19.15 na 91 17.5 19.34 na 92 17.5 19.54 na 93 17.5 19.69 na 94 17.5 19.8 na 95 17.5 19.87 na 96 17.5 19.9 na 97 17.5 19.9 na 98 17.5 24.08 na 99 17.5 24.08 na 100 17.5 24.11 na 101 17.5 24.3 na 72 17.5 24.3 na TOR 17.5 30.9 na BOR 1.0 40.1 na U1 0.0 41.36 na TF.ST -2.0 65.02 na 500.0 167 8.5 11.5 7.12 na 30.68 0.3 100 7.0 168 8.5 7.49 na 169 8.5 11.5 7.75 na 32.02 0.3 100 7.0 669 8.5 11.5 9.18 na 34.84 0.3 100 7.0 170 8.5 10.91 na 171 8.5 11.16 na 172 8.5 11.38 na 173 8.5 11.8 na 62 17.5 17.1 na 63 17.5 20.75 r.a 64 17.5 21 .76 na 65 17.5 22.08 na 66 17.5 22.41 na 67 17.5 22.76 na 68 17.5 22.93 na 69 17.5 23.28 na 70 17.5 23.66 na 71 17.5 24.05 na 174 8.5 11.5 7.48 na 31.45 0.3 '100 7.0 175 8.5 11.5 7.47 na 31.43 0.3 100 7.0 Computer Programs by Hydratec Inc. Route 11 1 Windham N.H. USA 03087 Fl<Jw Sur.nmary -Standard ' J.G. TATE FIRE PROTECTION SYS Page 5 Hoen First Floor Parts Storage Date Node Elevation K-Fact Pt Pn Flow Density Area Press No. Actual Actual Reg. 176 8.5 11.5 7.48 na 31 .45 0.3 100 7.0 177 8.5 11.5 7.54 na 31.58 0.3 100 7.0 178 8.5 11.5 9.59 na 35.62 0.3 100 7.0 179 8.5 11.5 9.63 na 35.69 0.3 100 7.0 180 8.5 9.9 na 181 8.5 10 02 na 182 8.5 11.5 9.37 na 35.2 0.3 100 7.0 183 8.5 11.5 9.22 na 34.92 0.3 100 7.0 184 8.5 11 .5 9.17 na 34.82 0.3 100 7.0 185 8.5 11 .5 9.17 na 34.82 0.3 100 7.0 186 8.5 11 .5 9.19 na 34.87 0.3 100 7.0 187 8.5 11 .5 9.3 na 35.08 0.3 100 70 188 8.5 11 .5 9.55 na 35.54 0.3 100 7.0 189 85 11 .5 9.99 na 36.35 0.3 100 7.0 190 8.5 11 .5 9.66 na 35.75 0.3 100 7.0 ·191 8.5 11.5 9.63 na 35.68 0.3 100 7.0 192 8.5 11 .5 9.63 na 35.69 0.3 100 7.0 193 8.5 11 .5 9.67 na 35.76 0.3 100 7.0 194 8.5 11 .5 9.81 na 36.03 0.3 100 7.0 195 8.5 11 .5 10.12 na 36.57 0.3 100 7.0 196 8.5 11 .5 10.96 na 38.06 0.3 100 7.0 197 8.5 11.5 ~0.99 na 38.13 0.3 100 7.0 198 8.5 11 .5 11.13 na 38.37 0.3 100 7.0 102 17.5 13.0 na 103 17.5 13.02 na 120 17.5 13.71 na 121 17.5 14.05 na 122 17.5 14.39 ;,a 123 17.5 14.72 na 124 17.5 15.02 na 125 17.5 15.32 na 126 17.5 15.7 na 58 17.5 16.99 na 59 17.5 17.0 na 60 17.5 17.02 na 61 17.5 17.04 na 104 17.5 13.81 na 105 17.5 14.14 na 106 17.5 14.47 na 107 17.5 14.8 na 108 17.5 15.09 na 109 17.5 15.38 na 110 17.5 15.75 na 57 17.5 16.98 na 111 17.5 16.86 na 143 17.5 16.75 na 142 17.5 16.71 na 137 17.5 16.66 na 112 17 5 16.66 na 113 17.5 15.64 na 114 17.5 15.56 na 115 17.5 15.34 na 116 17.5 15.13 na 117 17.5 14.88 na 118 17.5 14.64 na 77 17.5 14.35 na 76 17.5 14.58 na 75 17.5 14.81 na 53 17.5 15.04 na 54 17.5 15.24 na 55 17.5 15.45 na Computer Programs by Hydratec lr.c. Route 111 Windham N.H. USA 03087 Flow Summary -Standard J.G. TATE FIRE PROTECTION SYS Page 6 Hoen First Floor Parts Storage Date Node Elevation K-Fact Pt Pn Flow Density Area Press No. Actual Actual Re . 56 17.5 15.7 na 127 17.5 16.94 na 128 17.5 16.92 na 129 17.5 16.89 na 130 17.5 16.87 na 131 17.5 16.85 na 132 17.5 16.83 na 133 17.5 16.81 na 134 17.5 16.74 na 138 17.5 17.04 na 139 17.5 17.04 na 140 17.5 18.55 na 141 17.5 18.89 na The maximum velocity is 19.34 and it occurs in the pipe between nodes 62 and 63 Computer Programs by Hydratec Inc. Route 11 ·1 Windham N.H. USA 03087 Fir-:al Ca.l.culations -Hazen-Williams J.G. TATE FIRE PROTECTION SYS Hoen First Floor Parts Storage Hyd. Ref. Point 57A to 557 157 to 557 557 to 158 158 to 159 159 to Qa Qt 30.43 30.43 0.0 30.43 1.67 1.67 30.42 32.09 30.67 62.76 30.90 Dia. "C" Pf/Ft 2.703 120.0 0.0028 2.703 120.0 0.0 2.703 120.0 0.0030 2.703 120.0 0.0108 2.703 120.0 Fitting or Eqv. Ln. E 9.325 T 18.651 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 T 18.651 0.0 Pipe Ftng's Total 5.250 27.976 33.226 4.000 0.0 4.000 6.000 0.0 6.000 10.000 0.0 10.000 3.890 18.651 Pt Pe Pf 7.000 0.0 0.094 7.094 7.094 0.0 0.0 7.094 0.0 0.018 7.112 0.0 0.108 7.220 0.0 160 93.66 0.0225 0.0 22.541 0.508 Page 7 Date Pt Pv ******* Notes ****** Pn K Factor= 11.50 Vel = 1.70 K Factor= 11.43 K Factor= 11 .50 Vel = 0.09 Vel = 1.79 K Factor= 11 .50 Vel = 3.51 K Factor = 11 .50 Vel= 5.24 -------------------------------------------------------------------------- 160 0.0 2.703 0.0 7.870 7.728 to 120.0 0.0 0.0 0.0 161 93.66 0.0225 0.0 7.870 0.177 Vel = 5.24 161 78.25 2.703 T 18.651 8.180 7.905 to 120.0 0.0 18.651 0.0 162 171.91 0.0693 0.0 26.831 1.860 Vel = 9.61 162 6945 2.703 0.0 2.110 9.765 to 120.0 0.0 0.0 0.0 163 241 .36 0.1299 0.0 2.110 0.274 Vel = 13.49 163 36.44 2.703 0.0 10.000 10.039 K Factor = 11 .50 to 120.0 0.0 0.0 0.0 164 277.8 0.1685 0.0 10.000 1.685 Vel = 15.53 -------------------------------------------------------------- 164 39.37 2.703 0.0 2.350 11 .724 K Factor= 11 .50 to 120.0 0.0 0.0 0.0 165 317.17 0.2149 0.0 2.350 0.505 Vel = 17.73 ------------------------------------------------------- 165 182.24 4.31 4E 55.748 17.190 12.229 to 120.0 0.0 55.748 -3.898 166 499.41 0.0514 0.0 72.938 3.749 Vel = 10.98 166 -215.26 3.314 T 21.838 5.830 12.080 to 120.0 0.0 21.838 0.0 78 284.15 0.0651 0.0 27.668 1 801 Vel = 10.57 78 -58.49 3.314 0.0 6.440 13.881 to 120.0 0.0 0.0 0.0 79 225.66 0.0425 0.0 6.440 0.274 Vel = 8.39 --------- 79 -48.86 3.314 0.0 1.560 14.155 to 120.0 0.0 0.0 0.0 80 176.8 0.0269 0.0 1.560 0.042 Vel = 6.58 ao -56.87 3.314 00 10.240 14.197 to 120.0 0.0 0.0 0.0 81 119.93 0.0132 0.0 10.240 0.135 Vel = 4.46 81 0.0 3.314 T 21 .838 61.900 14.332 to 120.0 E 10.191 32.029 0.0 82 119.93 0.0132 0.0 93.929 1.240 Vel = 4.46 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Final Calculations -Hazen-Williams J.G. TATE FIRE PROTECTION SYS Hoen First Floor Parts Storage Dia. "C" Fitting or Hyd. Ref. Point Qa Qt Pf/Ft Eqv. Ln. Pipe Ftng's Total Pt Pe Pf 82 48.86 3.314 0.0 14.010 15.572 to 120.0 0.0 0.0 0.0 83 168. 79 0.0248 ---------------0.0 _ ____;_14.010 0.348 83 72.26 3.314 0.0 14.000 15.920 to 120.0 0.0 0.0 0.0 Pt Pv Pn 84 241 .05 0.0480 __ o_._0 ___ 1_4_;.o_o_o ___ ____;_o_;.6-'-1=-2 ___ _ 84 -16.45 3.314 0.0 10.670 16.592 to 120.0 0.0 0.0 0.0 Page 8 Date ******* Notes Vel = 6.28 Vel = 8.97 ****** 85 224.6 0.0422 ------0.0 10.670 0.450 -----------'----Vel = 8.35'------- 85 to 86 86 to 87 87 to 88 0.97 3.314 0.0 13.910 120.0 0.0 0.0 225.57 0.0425 0.0 13.910 17.042 0.0 0.591 -17.66 3.314 0.0 14.000 17.633 0.0 0.511 120.0 0.0 0.0 207.91 0.0365 0.0 14.000 -17.21 3.314 0.0 14.000 18.144 120.0 0.0 0.0 0.0 190.7 0.0311 0.0 14.000 0.436 ------~__:c__--~...:....::....:=----- 88 -16.96 3.314 0.0 10.100 18.580 to 120.0 0.0 0.0 0.0 89 173.74 0.0261 0.0 10.100 0.264 89 -1 6.60 3.314 0.0 13.990 18.844 to 120.0 0.0 0.0 0.0 Vel = 8.39 Vel = 7.73 Vel = 7.09 ------------·-- Vel = 6.46 90 157.14 0.0218 0.0 13.990 0.305 Ve!== 5.84 ---------------------------------------------------- 90 -16.33 3.314 0.0 11.000 19.149 to 120.0 0.0 0.0 0.0 91 140.81 0.0177 0.0 11 .000 0.195 Vel = 5.24 ---·--------------------------------·---------------·----------- 91 -16.79 3.314 0.0 14.000 19.344 to 120.0 0.0 0.0 0.0 92 124.02 0.0141 0.0 14.000 0.197 \/el= 4.61 92 -17.21 3.314 0.0 14.000 19.541 to 120.0 0.0 0.0 0.0 93 106.81 0.0106 0.0 14.000 0.149 Vel = 3.97 93 -17.74 3.314 0.0 14.000 19.690 to 120.0 0.0 0.0 0.0 _94 _____ ~9.07 ____ 0.0076 ________ 0.0 ___ 14.000 ___ 0.107 ___________ Vel = 3.31 ________ _ 94 to 95 95 to 96 96 to 97 97 to 96 -18.06 71 .01 -23.61 47.4 -23.58 23.82 0.0 23.82 3.314 120.0 0.0050 3.314 120.0 0.0023 3.314 120.0 0.0007 1.408 2T 120.0 2E 0.0429 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 13.233 6.617 0.0 14.000 0.0 14.000 12.500 0.0 12.500 10.000 0.0 10.000 77.570 19.850 97.420 19.797 0.0 0.070 19.867 0.0 0.029 19.896 0.0 0.007 19.903 0.0 4.178 Vel = 2.64 Ve!:-: 1.76 ______ Vel_= _o_.8....c9 ___ _ Vel = 4.91 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 FiRal Ca'culations -Hazen-Williams J.G. TATE FIRE PROTECTION SYS Hoen First Floor Parts Storage Hyd. Ref. Point Qa Qt Dia. "C" Pf/Ft Fitting or Eqv. Ln. ------------- 98 0.0 4.31 0.0 to 120.0 0.0 99 23.82 0.0001 0.0 ---------- 99 23.58 4.31 2E 27.874 to 120.0 0.0 100 47.4 0.0007 0.0 100 23.61 4.31 E 13.937 to 120.0 T 27.874 101 71 .01 0.0014 0.0 -------------- 101 18.06 6.357 0.0 to 120.0 0.0 72 89.07 0.0004 0.0 72 1015.77 6.357 J 31.433 to 120.0 81 100.587 TOR 1104.84 0.0236 0.0 TOR 0.0 6.357 21 25.147 to 120.0 B 12.573 BOR 1104.84 0.0337 0.0 BOR 0.0 S.16 E 20.084 to 140.0 0.0 U1 1104.84 0.0295 0.0 U1 0.0 6.09 4E 86.332 to 150.0 2T 92.499 TEST 1104.84 0.0274 F 10.791 G 4.625 500.00 1604.84 Pipe Ftng's Total 8.000 0.0 8.000 20.970 27.874 48.844 88.430 41.811 Pt Pe Pf 24.081 0.0 0.001 24.082 0.0 0.032 24.114 0.0 130.241 0.182 Page 9 Date Pt Pv ••••••• Notes ****** Pn ------------ Vel= 0.52 Vel= 1.04 Vel = 1.56 -----------·---------- 5.240 24.296 0.0 0.0 5.240 0.002 Vel= 0.90 64.130 24.298 132.020 0.0 196.150 6.599 Vel = 11.17 23.320 30.897 37.720 7.146 61.040 2.054 Vel = 11 .17 -----·- 8.000 40.097 20.084 0.433 28.084 0.828 Vel = 11 .89 418.000 41 .358 194.247 6.866 * * Fixed Loss = 6 612.247 16.800 Vel = 12.17 Qa = 500.00 -· -----------------------------___ 65.024 ________ K Factor= 199.02 ____ 157 28.96 2.703 0.0 9.000 7.094 to 120.0 0.0 0.0 0.0 167 28.96 0.0026 0.0 9.000 0.023 Vel = 1.62 167 30.68 2.703 E 9.325 9.700 7.117 K Factor = 11 .50 to 120.0 T 18.651 27.976 0.0 168 59.64 0.0098 0.0 37.676 0.368 Vel= 3.33 168 47.67 2.703 0.0 9.170 7.485 to 120.0 0.0 0.0 0.0 169 _107.31 __ 0.0290 ______ 0.0 ____ 9.170 ____ 0.266 __________ Vel =_6.0_Q _________ ----- 169 32.01 2.703 2E 18.651 ·11 .100 7.751 K Factor = 11 .50 to ·120.0 0.0 18.651 0.0 669 139.32 0.0470 0.0 30.351 1.426 Vel= 7.79 ---- 669 34.84 2.703 T 18.651 5.708 9.177 K Factor = 11 .50 to 120.0 0.0 18.651 0.0 170 174.16 0.0710 0.0 24.359 1.730 Vel = 9.74 170 0.0 4.31 T 27.874 6.470 10.907 to 120.0 0.0 27.874 0.0 171 174.16 0.0073 0.0 34.344 0.251 Vel = 3.83 -----------4--------------- 171 146.04 4.31 0.0 9.990 11 .158 to 120.0 0.0 0.0 0.0 172 320.2 0.0226 0.0 9.990 0.226 Vel = 7.04 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Final Calculations -Hazen-Williams "' • • J.G. TATE FIRE PROTECTION SYS Page 10 Hoen First Floor Parts Storage Date Hyd. Qa Dia. Fitting Pipe Pt Pt Ref. "C" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/Ft Eqv. Ln. Total Pf Pn --·------------------172 170.66 4.31 0.0 8.320 11 .384 to 120.0 0.0 0.0 0.0 173 490.86 0.0498 0.0 8.320 0.414 Vel = 10.79 --------------173 114.57 4.31 5E 69.685 27.750 11.798 to 120.0 T 27.874 97.559 -3.898 62 605.43 0.0734 0.0 125.309 9.195 Vel = 13.31 62 273.84 4.31 0.0 25.000 17.095 to 120.0 0.0 0.0 0.0 63 879.27 0.1464 0.0 25.000 3.659 Vel = 19.34 -----------· -------------------63 0.0 6.357 T 37.72 8.000 20.754 to 120.0 0.0 37.720 0.0 64 879.27 0.0220 0.0 45.720 1.008 Vel= 8.89 64 17.66 6.357 0.0 14.000 21.762 to 120.0 0.0 0.0 0.0 65 896.93 0.0229 0.0 14.000 0.320 Ve!= 9.07 65 17.21 6.357 0.0 14.000 22.082 to 120.0 0.0 0.0 0.0 66 914.14 0.0237 0.0 ~4.000 0.332 Vel = 9.24 ·-------· 66 16.96 6.357 0.0 14.000 22.414 to 120.0 0.0 0.0 0.0 67 931 .1 0.0245 0.0 14.000 0.343 Vel= 9.41 67 16.60 6.357 0.0 6.910 22.757 to 120.0 0.0 0.0 0.0 68 947.7 0.0253 0.0 6.910 0.175 Vel = 9.58 -------------------------------------------------68 16.33 6.357 0.0 13.190 22.932 to 120.0 0.0 0.0 0.0 69 964.03 0.0262 0.0 13.190 0.345 Vel= 9.74 ·-----------------------·------------·----------69 16.79 6.357 0.0 14.000 23.277 to 120.0 0.0 0.0 0.0 70 980.8?. 0.0270 0.0 14.000 0.378 Vel= 9.91 70 17.21 6.357 0.0 14.000 23.655 to 120.0 0.0 0.0 0.0 71 998.03 0.0279 0.0 14.000 0.390 Vel = 10.09 71 17.74 6.357 0.0 8.760 24.045 to 120.0 0.0 0.0 0.0 72 1015.77 0.0289 0.0 8.760 0.253 Vel = 10.27 ----------------------------·-----------------------------------------·----- 0.0 101 5.77 24.298 K Factor= 206.07 168 -47.67 2.703 0.0 0.830 7.485 to 120.0 0.0 0.0 0.0 174 -47.67 -0.0060 0.0 0.830 -0.005 Vel = 2.67 174 31.45 2.703 0.0 10.000 7.480 K Factor= 11.50 to 120.0 0.0 0.0 0.0 175 -16.22 -0.0009 0.0 10.000 -0.009 Vel = 0.91 175 31.44 2.703 0.0 10.000 7.471 K Factor = 11 .50 to 120.0 0.0 0.0 0.0 176 15.22 0.0008 0.0 10.000 0.008 Vel = 0.85 176 31.45 2.703 0.0 10.000 7.479 K FactOi = 11.50 to 120.0 0.0 0.0 0.0 177 46.67 0.0062 0.0 10.000 0.062 Vel = 2.61 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Fililal Ca.~ulations -Hazen-Williams J.G. TATE FIRE PROTECTION SYS Hoen First Floor Parts Storage Hyd. Ref. Point Qa Qt Dia. "C" Pf/Ft Fitting or Eqv. Ln. Pipe Ftng's Total ---·---·-·-· -------- 177 31 .57 2.703 T 18.651 3.890 to 120.0 0.0 18.651 161 78.24 0.0161 0.0 22.541 -------- 0.0 78.24 ------·------ 178 35.62 2.703 0.0 10.000 to 120.0 0.0 0.0 179 35.62 0.0038 0.0 10.000 ----· 179 35.69 2.703 T 18.651 1.280 to 120.0 0.0 18.651 180 71 .31 0.0136 0.0 19.931 180 0.0 2.703 0.0 8.490 to 120.0 0.0 0.0 181 71 .31 0.0137 0.0 8.490 181 110.93 2.703 T 18.651 9.990 to 120.0 0.0 18.651 165 182.24 0.0772 0.0 28.641 0.0 182.24 181 -110.93 2.703 T 18.651 2.350 to 120.0 0.0 18.651 Pt Pe Pf 7.541 0.0 0.364 7.905 9.593 0.0 0.038 9.631 0.0 0.271 9.902 0.0 0.116 10.018 0.0 2.211 12.229 10.018 0.0 Pt Pv Pn Page 11 Date ••••••• Notes ****** ------------ K Factor = 11.50 Vel = 4.37 ---- K Factor= 27.83 ------ K Factor= 11 .50 Vel = 1.99 K Factor = 11 .50 Vel = 3.99 Vel= 3.99 Vel = 10.19 K Factor= 52.11 18?. -1 10.93 -0.0309 ----·--·---0.0 _____ 21 .001 ___ -0.648 Vel = 6.20 -----·---· ------------------- 182 35.20 2.703 0.0 10.000 9.370 K Factor= 11.50 to 120.0 0.0 0.0 0.0 183 -75.73 -0.0152 0.0 10.000 -0.152 Vel = 4.23 183 34.91 2.703 0.0 10.000 9.218 K Factor= 11.50 to 120.0 0.0 0.0 0.0 184 -40.82 -0.0048 0.0 10.000 -0.048 Vel = 2.28 184 34.83 2.703 0.0 10.000 9.170 K Factor = 11 .50 to 120.0 0.0 0.0 0.0 185 -5.99 -0.0002 0.0 10.000 -0.002 Vel = 0.33 -------------- 185 34.82 2.703 0.0 10.000 9.168 K Factor :.: 11.50 to 120.0 0.0 0.0 0.0 186 ---28.83 _ 0.0026 ------0.0 ---10.000 --0.026 ------Vel = 1.61 ------------- 186 34.87 2.703 0.0 10.000 9.194 K Factor= 11 .50 to 120.0 0.0 0.0 0.0 187 63.7 0.0110 0.0 10.000 0.110 Vel= 3.56 ---------------·----------------------. 187 35.08 2.703 0.0 10.000 9.304 K Factor= 11 .50 to 120.0 0.0 0.0 0.0 188 98.78 0.0249 0.0 10.000 0.249 Vel = 5.52 -- 188 35.54 2.703 0.0 10.000 9.553 K Factor = 11 .50 to 120.0 0.0 0.0 0.0 189 134.32 0.0439 0.0 10.000 0.439 Vel= 7.51 189 36.35 2.703 T 18.651 1.700 9.992 K Factor= 11 .50 to 120.0 0.0 18.651 0.0 172 170.67 0.0684 0.0 20.351 1.392 Vel = 9.54 0.0 170.67 11.384 K Factor= 50.58 Computer Programs by Hydratec !nc. Route 111 Windham N.H. USA 03087 Final Calculations -Hazen-Williams . "' J.G. TATE FIRE PROTECTION SYS Page 12 Hoen First Floor Parts Storage Date Hyd. Qa Dia. Fitting Pipe Pt Pt Ref. "C" or Ftng's Pe Pv • •••••• Notes ****** Point Qt Pf/Ft Eqv. Ln. Total Pf Pn --------------·-------------- 162 -69.45 2.703 0.0 7.890 9.765 to 120.0 0.0 0.0 0.0 190 -69.45 -0.0129 0.0 7.890 -0.102 Vel = 3.88 --------------- 190 35.75 2.703 0.0 10.000 9.663 K Factor= 11.50 to 120.0 0.0 0.0 0.0 191 -33.7 -0.0034 0.0 10.000 -0.034 Vel= 1.88 --- 191 35.68 2.703 0.0 10.000 9.629 K Factor= 11 .50 to 120.0 0.0 0.0 0.0 192 1.98 0.0 0.0 10.000 0.0 Vel = 0.11 -------------------------------- 192 35.69 2.703 0.0 10.000 9.629 K Factor= 11 .50 to 120.0 0.0 0.0 0.0 193 37.67 0.0042 0.0 10.000 0.042 Vel= 2.11 193 35.76 2.703 0.0 10.000 9.671 K Factor = 11 .50 to 120.0 0.0 0.0 0.0 184 73.43 0.0143 0.0 10.000 0.143 Vel = 4.11 194 36.03 2.703 0.0 10.000 9.814 K Factor= 11 .50 to 120.0 0.0 0.0 00 195 109.46 0.0301 0.0 10.000 0.301 Vel = 6.12 ----- 195 36.57 2.703 T 18.651 1.700 10.115 K Factor= 11 .50 to 120.0 0.0 18.651 0.0 171 146.03 0.0513 0.0 20.351 1.043 Vel= 8.16 0.0 146.03 11 .158 K Factor = 43.72 196 38.06 2.703 0.0 9.000 10.955 K Factor = 11.50 to 120.0 0.0 0.0 0.0 197 38.06 0.0043 0.0 9.000 0.039 Vel= 2.13 197 38.13 2.703 0.0 9.000 10.994 K Factor= 11 .50 to 120.0 0.0 0.0 0.0 198 76.19 0.0153 0.0 9.000 0.138 Val = 4.26 198 38.37 2.703 T 18.651 1.700 11 .132 K Factor= 11 .50 to 120.0 0.0 18.651 0.0 173 114.56 0.0327 0.0 20.351 0.666 Vel = 6.41 0.0 114.56 11 .798 K Factor = 33.35 ---------------------------------· 166 215.26 3.314 T 21.838 1.730 12.080 to 120.0 0.0 21.838 0.0 102 215.26 0.0390 0.0 23.568 0.918 Vel = 8.0'1 --------------------·------------------- 102 -72.25 3.3i4 0.0 1.430 ·]2.998 to 120.0 0.0 0.0 0.0 103 143.01 0.0182 0.0 1.430 0.026 Vel = 5.32 103 -70.99 2.203 T 13.639 4.640 13.024 to 120.0 0.0 13.639 0.0 120 72.02 0.0375 0.0 18.279 0.686 Vel = 6.06 120 0.0 2.203 0.0 9.000 13.710 to 120.0 0.0 0.0 0.0 121 72.02 0.0376 0.0 9.000 0.338 Vel = 6.06 121 0.0 2.203 0.0 9.000 14.048 to 120.0 0.0 0.0 0.0 122 72.02 0.0376 0.0 9.000 0.338 Vel = 6.06 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 FiQal Calculations -Hazen-Williams J.G. TATE FIRE PROTECTION SYS Hoen First Floor Parts Storage Dia. "C" Fitting or Hyd. Ref. Point Qa Qt Pf/Ft Eqv. Ln. --------- 122 0.0 2.203 0.0 to 120.0 0.0 123 72.02 0.0376 0.0 Pipe Ftng's Total Pt Pe Pf ----------- 9.000 14.386 0.0 0.0 9.000 0.338 Pt Pv Pn Page 13 Date ******* Notes •••••• ·------------· Vel = 6.06 ------------------------- 123 0.0 2.203 0.0 8.000 14.724 to 120.0 0.0 0.0 0.0 124 72.02 0.0375 0.0 8.000 0.300 Vel= 6.06 124 0.0 2.203 0.0 8.000 15.024 to 120.0 0.0 0.0 0.0 125 72.02 0.0375 0.0 8.000 0.300 Vel = 6.06 --------· -----------·------- 125 0.0 2.203 0.0 ·10.000 15.324 to 120.0 0.0 0.0 0.0 126 72.02 0.0375 0.0 10.000 0.375 Vel = 6.06 126 0.0 2.203 T 13.639 20.700 15.699 to 120.0 0.0 13.639 0.0 58 72.02 0.0375 a.o 34.339 1.289 Vel = 6.06 58 115.35 6.357 0.0 10.000 16.988 to 120.0 0.0 0.0 0.0 59 187.37 0.0013 0.0 10.000 0.013 Vel = 1.89 --·-- 59 70.99 6.357 00 8.000 17.001 to 120.0 0.0 0.0 0.0 60 258.36 0.0022 0.0 8.000 0.018 Vel = 2.61 60 16.45 6.357 0.0 8.000 17.019 to 120.0 0.0 0.0 0.0 61 274.81 0.0026 0.0 8.000 0.021 Vel = 2.78 ---------------------------------------------------- 61 -0.97 6.357 E 17.603 4.180 17.040 to 120.0 0.0 17.603 0.0 62 273.84 0.0025 0.0 21 .783 0.055 Vel= 2.77 --------------·------------·------------------·--------------- 0.0 273.84 17.095 K Factor = 66.23 102 72.26 2.203 2T 27.277 50.100 12.998 to 120.0 0.0 27.277 0.0 83 72.26 0.0378 0.0 77.377 2.922 V~I= 6.08 0.0 72.26 15.920 K Factor= 18.11 ----------------·---------·----------- 103 70.99 2.203 E 6.819 14.640 13.024 to 120.0 0.0 6.819 0.0 104 70.99 0.0365 0.0 21.459 0.784 Vel= 5.98 ------------------------------------------------ 104 0.0 2.203 0.0 9.000 13.808 to 120.0 0.0 0.0 0.0 105 70.99 0.0366 0.0 9.000 0.329 Vel = 5.98 ---- 105 0.0 2.203 0.0 9.000 14.137 to 120.0 0.0 0.0 0.0 106 70.99 0.0366 0.0 9.000 0.329 Vel = 5.98 106 0.0 2.203 0.0 9.000 14.466 to 120.0 0.0 0.0 0.0 107 70.99 0.0366 0.0 9.000 0.329 Vel = 5.98 107 0.0 2.203 0.0 8.000 14.795 to 120.0 0.0 0.0 0.0 108 70.99 0.0366 0.0 8.000 0.293 Vel = 5.98 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Final Calculations -Hazen-Williams J.G. TATE FIRE PROTECTION SYS Hoen First Floor Parts Storage Hyd. Ref. Point Qa Qt Dia. "C" Pf/Ft Fitting or Eqv. Ln. -------·--------- 108 0.0 2.203 0.0 to 120.0 0.0 109 70.99 0.0365 0.0 ---- 109 0.0 2.203 0.0 to 120.0 0.0 110 70.99 0.0366 0.0 110 0.0 2.203 T 13.639 to 120.0 0.0 59 70.99 0.0365 0.0 ----· ----- 0.0 70.99 58 -115.36 6.357 0.0 to 120.0 0.0 57 -115.36 -0.0004 0.0 57 58.49 3.26 T 20.159 to 120.0 E 9.408 111 -56.87 -0.0036 0.0 111 0.0 3.26 T 20.159 to 120.0 0.0 143 -56.87 -0.0036 0.0 143 0.0 3.26 0.0 to 120.0 0.0 142 -56.87 -0.0036 0.0 ~42 0.0 3.26 0.0 to 120.0 0.0 137 -56.87 -0.0036 0.0 137 0.0 3.26 0.0 to 120.0 0.0 112 -56.87 -0.0035 0.0 112 0.0 2.203 E 6.819 to 120.0 2T 27.277 113 -56.87 -0.0243 0.0 113 0.0 2.203 0.0 to 120.0 0.0 114 -56.87 -0.0240 0.0 114 0.0 2.203 0.0 to 120.0 0.0 115 -56.87 -0.0242 0.0 115 0.0 2.203 0.0 to 120.0 0.0 116 -56.87 -0.0243 0.0 116 0.0 2.203 0.0 to 120.0 0.0 117 -56.87 -0.0242 0.0 117 0.0 2.203 0.0 to 120.0 0.0 118 -56.87 -0.0243 0.0 118 0.0 2.203 T 13.639 to 120.0 0.0 80 -56.87 -0.0242 0.0 Pipe Ftng's Total Pt Pe Pf Pt Pv Pn --·---·-·-- 8.000 15.088 0.0 0.0 8.000 0.292 --------------- 10.000 15.380 0.0 0.0 10.000 0.366 20.700 15.746 13.639 0.0 34.339 1.255 17.001 6.740 16.988 0.0 0.0 6.740 -0.003 5.630 16.98:, 29.567 0.0 35.197 -0.127 10.140 16.858 20.159 0.0 30.299 -0.109 12.000 16.749 0.0 0.0 12.000 -0.043 12.000 16.706 0.0 0.0 12.000 -0.043 2.000 16.663 0.0 0.0 2.000 -0.007 7.930 16.656 34.096 0 .0 4?..026 -1 .020 3.080 15.636 0.0 0.0 3.080 -0.074 9.000 15.562 0.0 0.0 9.000 -0.218 9.000 15.344 0.0 0.0 9.000 -0.219 10.000 15.125 0.0 0.0 10.000 -0.242 10.000 14.883 0.0 0.0 10.000 -0.243 4.640 14.640 13.639 0.0 18.279 -0.443 Page 14 Date ******* Notes ****** Vel::: 5.98 Vel = 5.98 Vel = 5.98 --------- K Factor = 17.22 Vel = 1.17 Vel = 2.19 Vel= 2.19 Vel = 2.19 Vel= 2.19 Vei = 2.19 Vel = 4.79 Vel = 4.79 Vel:...: 4.79 Vel = 4.79 Vel = 4.79 Vel = 4.79 Vel = 4.79 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Fi~al GaLculations -Hazen-Williams J.G. TATE FIRE PROTECTION SYS Hoen First Floor Parts Storage Dia. "C" Fitting or Hyd. Ref. Point Qa Qt Pf/Ft Eqv. Ln. ----------------- 0.0 -56.87 78 58.49 2.203 T 13.639 to 120.0 0.0 77 58.49 0.0255 0.0 Pipe Ftng's Total 4.640 13.639 18.279 Pt Pe Pf Pt Pv Pn Page 15 Date ******* Notes -------------- 14.197 K Factor= -15.09 13.881 0.0 0.467 Vol = 4.92 ****** -------------·------ 77 0.0 2.203 0.0 9.000 14.348 to 120.0 0.0 0.0 0.0 76 58.49 0.0256 0.0 9.000 0.230 Vel = 4.92 ---------- 76 0.0 2.203 0.0 9.000 14.578 to 120.0 0.0 0.0 0.0 75 58.49 0.0256 0.0 9.000 0.230 Vel = 4.92 75 0.0 2.203 0.0 9.000 14.808 to 120.0 0.0 0.0 0.0 53 58.49 0.0256 0.0 9.000 0.230 Vel= 4.92 53 0.0 2.203 0.0 8.000 15.038 to 120.0 0.0 0.0 0.0 54 58.49 0.0255 0.0 8.000 0.204 Vel= 4.92 54 0.0 2.203 0.0 8.000 15.242 to 120.0 0.0 0.0 0.0 55 58.49 0.0255 0.0 8.000 0.204 Vel= 4.92 55 0.0 2.203 0.0 10.000 15.446 to 120.0 0.0 0.0 0.0 56 58.49 0.0256 0.0 10.000 0.256 Vel = 4.92 56 0.0 2.203 21: 13.639 22.960 15.702 to 120.0 T 13.639 27.278 0.0 57 58.49 0.0255 0.0 50.238 1.283 Vel = 4.92 0.0 58.49 16.985 KFactor= 14.19 79 48.86 2.203 2T 27.277 50.100 14.155 to 120.0 0.0 27.277 0.0 82 48.86 0.0183 0.0 77.377 1.417 Ve!= 4.11 ·--------·---- 0.0 48.86 15.572 K Factor = 12.38 60 -16.44 2.203 T 13.639 19.700 17.019 to 120.0 0.0 13.639 0.0 127 -16.44 -0.0024 0.0 33.339 -0.081 Vel = 1.38 127 0.0 2.203 0.0 9.000 16.938 to 120.0 0.0 0.0 0.0 128 -16.44 -0.0024 0.0 9.000 -0.022 Vel = 1.38 -- 128 0.0 2.203 0.0 9.000 16.916 to 120.0 0.0 0.0 0.0 129 -16.44 -0.0024 0.0 9.000 -0.022 Vel = 1.38 129 0.0 2.203 0.0 9.000 16.894 to 120.0 0.0 0.0 0.0 130 -16.44 -0.0024 0.0 9.000 -0.022 Vel = 1.38 --------------·---------------- 130 0.0 2.203 0.0 9.000 16.872 to 120.0 0.0 0.0 0.0 131 -16.44 -0.0024 0.0 9.000 -0.022 Vel= 1.38 Computer Programs by Hydratec Inc. Route 111 Windham NH. USA 03087 Final Calculations -Hazen-Williams . a, ., J.G. TATE FIRE PROTECTION SYS Page 16 Hoen First Floor Parts Storage Date Hyd. Qa Dia. Fitting Pipe Pt Pt Ref. "C" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/Ft Eqv. Ln. Total Pf Pn -------------·-------------131 0.0 2.203 0.0 9.000 16.850 to 120.0 0.0 0.0 0.0 132 -16.44 -0.0024 ----------------------0.0 9.000 -0.022 Vel = 1.38 -----------132 0.0 2.203 0.0 9.000 16.828 to 120.0 0.0 0.0 0.0 133 -16.44 ----0.0024 0.0 9.000 -0.022 Vel = 1.38 133 0.0 2.203 2E 13.639 14.680 16.806 to 120.0 0.0 13.639 0.0 134 -1 6.44 -0.0024 0.0 28.319 -0.069 Vel= 1.38 ------------------------ 134 0.0 2.203 T 13.639 45.490 16.737 to 120.0 0.0 13.639 0.0 84 -16.44 -0.0025 0.0 59.129 -0.145 Vel = 1.38 0.0 -16.44 16.592 K Factor= -4.04 61 0.97 2.203 T 13.639 0.700 17.040 to 120.0 0.0 13.639 0.0 138 0.97 0.0 0.0 14.339 0.0 Vel= 0.08 138 0.0 2.203 0.0 18.000 '17.040 to 120.0 0.0 0.0 0.0 139 0.97 0.0 0.0 18.000 0.0 Vel = 0.08 139 0.0 2.203 2E 13.639 112.510 17.040 to 120.0 T 13.639 27.278 0.0 85 0.97 0.0 0.0 139.788 0.002 Vel = 0.08 0.0 0.97 17.042 K Factor= 0.23 86 17.66 1.408 T 6.617 30.400 17.633 to 120.0 0.0 6.617 0.0 140 17.66 0.0246 0.0 37.017 0.912 Vel = 3.64 140 0.0 1.408 0.0 14.000 18.545 to 120.0 0.0 0.0 0.0 141 17.56 0.0246 0.0 14.000 --------0.345 Ve!= 3.64 ---------141 0.0 1.408 T 6.617 109.880 18.890 to 120.0 0.0 6.617 0.0 64 17.66 0.0247 0.0 116.497 2.872 Vel = 3.64 ---------·----------------- 0.0 17.66 21.762 K Factor = 3.79 87 17.21 1.408 2T 13.233 154.280 18.144 to 120.0 0.0 13.233 0.0 65 17.21 0.0235 0.0 167.513 3.938 Vel = 3.55 0.0 17.21 22.082 K Factor = 3.66 88 16.96 1.408 2T 13.233 154.280 18.580 to 120.0 0.0 13.233 0.0 66 16.96 0.0229 0.0 167.513 3.834 Vel = 3.49 -----------------------------------------------------------0.0 16.96 22.414 K Factor= 3.58 89 16.60 1.408 2T 13.233 158.180 18.844 to 120.0 2E 6.617 19.850 0.0 67 16.6 0.0220 0.0 178.030 3.913 Vel = 3.42 Computer Programs by Hydratec Inc. Route 11 1 Windham N.H. USA 03087 Fitial.Calculations -Hazen-Williams J.G. TATE FIRE PROTECTION SYS Hoen First Floor Parts Storage Dia. "C" Fitting or Hyd. Ref. Point Qa Qt Pf/Ft Eqv. Ln. ---------------- 0.0 16.60 90 16.33 1.408 2T 13.233 to 120.0 2E 6.617 68 16.33 0.0213 0.0 Pipe Ftng's Total Pt Pe Pf Pt Pv Pn ------------------ 22.757 157.470 19.149 19.850 0.0 177.320 3.783 ------------------ 0.0 16.33 22.932 91 16.79 1.408 2T 13.233 155.280 19.344 to 120.0 2E 6.617 19.850 0.0 69 16.79 0.0225 0.0 175.130 3.933 --------------- 0.0 16.79 23.277 92 17.20 1.408 2T 13.233 155.280 19.541 to 120.0 2E 6.617 19.850 0.0 70 17.2 0.0235 0.0 175.130 4.114 0.0 17.20 23.655 93 17.74 1.408 2T 13.233 155.280 19.690 to 120.0 2E 6.617 19.850 0.0 71 17.74 0.0249 0.0 175.130 4.355 0.0 17.74 24.045 94 18.06 1.408 2T 13.233 155.280 19.797 to 120.0 2E 6.617 19.850 0.0 101 18.06 0.0257 0.0 175.130 4.499 0.0 18.06 24.296 95 23.61 1.408 2T 13.233 80.850 19.867 to 120.0 2E 6.617 19.850 0.0 100 23.61 0.0422 0.0 100.700 4.247 0.0 23.61 24.114 96 23.58 1.408 2T 13.233 79.570 19.896 to 120.0 2E 6.617 19.850 0.0 99 23.58 0.0421 0.0 99.420 4.186 0.0 24.082 Page 17 Date ******* Notes ****** --- K Factor= 3.48 Vel= 3.36 -------- K Factor= 3.41 Vel= 3.46 K Factor= 3.48 Vel = 3.54 K Factor= 3.54 Vel = 3.66 K Factor= 3.62 Vel = 3.72 K Factor= 3.66 Vel = 4.86 K Factor= 4.81 Vel = 4.86 K Factor= 4.81 23.58 ----------·-·--------------------------------------------- Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 .,. ' Aslwlit Material Submittal For Hoehn Motors Service Building 5334 Paseo Del Norte Carlsbad, CA Submitted By: J.G. Tate Fire Protection Systems Inc. 13771 Danielson St. Suite F Poway CA. 92064 Bulletin 013 Rev. M Reliabld Models F1 Series Standard Response Sprinklers Model F156 Sprinkler Types --->-~ Standard Upright Standard Pendent Conventional Vertical Sidewnll Horizontal Sidewall Model F156 Recessed Sprinkler Types PendenVF1/F2/FP Horizontal S1dewail Model F142, F1 XLH & F128 Sprinkler Types Standard Upright Standard Pendent Mort~, F14?, F1XI H It F12A Rece sed Sprinkler Types PendenVF1/F2/FP Approval Organizations 1 Undmwritors Lao.:-ratories inc Rnd certified for Canada (cULus) 2. Factory Mutual Approvals (FM) 3. Loss Prevention Council (LPCB, UK) 4. VdS SchadenverhOtung GmbH 5. EC Cert1f1catG: 0786-CPD-40237 (RA1 314) 0786-CPD-40253 (RA 1325) 0786-CPD-40254 (RA 1375) UL Listing Category Sprinklers, Automatic & Open (VNIV) Product Description The F156, F142, F1XLH & F128 Series Glass Bulb Sprinkler combines the durability of a standard sprinkler with the attractive low profile of a decorative sprinkler. Whether installed on exposed piping or in an office ceil- ing, it is functional and attractive . Beautifully versati!e is the description for the Reliable Models Fl 56, F 142, Fi XLH & F 128 Series Recessed glass bulb sprinkler Recessing the F156, F742 F1XL H & F 1 ?8 Series enhances ,ts already low profile docorat1vo appearance, and facilitates a rapid and perfect 1nstalla ti0n. The recessed escutcheon of the Models F156, F142, F1XLH & F128 are highly adjustable. The two piece con- struction makes fie!d installation a very easy and rapid task. This also allows ceiling panels to later be removed without shutting down the fire protection system, thus fa- cilitating maintenance of above ceiling se,v,ces. Upright Pendmt Vertical Sidewall Horizontal ~Idewall Recessed Recessed Honzontai Sidewall Pender.r/FP Conventional Recessed Pendent/F1/F2 XLH Upright XLH Pendent --------XL~IRflCessed XLHRecessed PenaentF1/F2 PendentrP The F156, F142, F1XLH & F128 Series Automatic Sprin- kler utilizes a 5.0 mm frangible glass bulb. The glass bulb consists of an accurately controlled amount of special fluid hermetically sealed ins:de a precisely manufactured glass c3ps1Jle This glass bulb Is specially constructed to provide fast thermal response At normal temperatures, the glass bulb contains tile fluid in both t11e liquid pl1ase and In the vapor phase Tl1e vapor phase can be seen as a smRII bubble As heat Is applied, the liquid expands forcing the bubble s~aller and smaller as the liquid pressure increases. Continued heating forces the liquid to push out against the bulb, causing the glass tG shatter, opening the waterway and allowing th e deflector to distribute the dischA.rging water. The F1 56, F"142, F1XLH & F128 Series Sprinkler tem- perature rating is identified by the color of tho glass bulb capsule as well as frame color where applicable. Reliable Automatic Sprinkler Co., Inc., 103 Fairview Park Drive, Elmsford, New York 10523 '-· P/ntle (XLH Only) Deflector Wosher ----~ Frame ~ 013FG04 Technical data: Models Nominal K-Factor Response :)-F156 S.R (80 Metric) F142 F1XLH 4.2 (60 Metr,c) F128 ? 8 (,10 Metrir~) Material Data: Frame DZR Brass QM Brass Deflector CDA Alloy 260, CDA Alloy 220 or CDA Alloy 510 3tandarci - - Load Screw CDA /\l!oy 360 or CDA Alloy 544 -Load :;ere✓' w -----Bulb Cup u, r-, __ y lv1odel F-142, F1XLH Upright Thread Max. Min. Working Working Size Pressure Pressure W'NPT Temperature Rating See Finish See (R½) 175 F'SIPI 7 PSi ll ''Temperature "Finish Table" Ratings" Table Pintle Cup 1 CDA Alloy 360 CD/\ ,11,lloy 651 or or CDA Alloy 544 CDA Alloy 693 Washer Nier.el .Alloy 440 or Alloy 360 coated with PTFE Adl1esive Tape - Bulb Glass Cli Model F156 upright, pendent, and recessed pendent sprinklers (SIN RA 1325 and RA 1314) are cULus Listed for 250 psi(17bar). 2. Mddel F156, Upright, Pendent & Conventional Sprinklers Model F142, F1 XLH & F128 Upright & Pendent Sprinklers Installation Wrench: Model D Sprinkler Wrench Installation Data: Nominal Orifice Sprinkler Identification Number Thread Nominal K-Factor Sprinkler Approval (SIN) Size US Metric Height Organization Uorinht I Pendent Standard-Uorinht <SSU) and i►endent Deflectors Marked to Indicate Position ---- ----,+ ½"(15mml<1l ½"NPT/R½) 5.6 80 2.25"(57mml 1 2 3 4 5 RA1325(2X3xsxsi ~ RA1 314(2l(3X5l(5) 7/,s"!10mm\ W'NPT/R½\ 4.2 60 225"(57mm\ 1 RA1323•2li6l '1 RA131316l __ J"(10mmj__ ½"~PT/R½\ 28 -'--40 225''....19~ ___ l R/\1321'2l(6) _,__ RA1311(61 7 ~------~·_C __ o:...n_· ventional-lnstall in Upright or Pendent Position ---~ =--1§D1m (1l _ l _jl2" NPT (R½) I 5&__L__§Q___I 57rnrn ___j ___ 3.,_j.,l5 I ·-RA_1375~ _ __J (11 Refer to Bulletin 02'1 for Special Response Sprinklers (F1S5-56) 12> cULus Listed corrosion r~sistant (Polyester coated) ~prinl<.ler. 13> Polyester coated FM Approved spri11kler. 14) ----- 15) Polyester coated LPCB & VdS approved sprinkler RA 1325. RA 131'1 & RA 1375. 15, Electroless Nickel PTFE Plated -UL listed Corrosion Resistant Upright Pendent Model F156, F142, F1 XLH & F128 Recessed Pendent Sprinklers<1J Installation Wrench: Model GFR2 S;,rinkler Wrench Installation Data: Conventional Nominal Thread Nominal K-Factor Sprinkler S:,rinkler Identification Numbqr -- Orifice Size us Metric ½" 115mml ½" NPT(R½\ 5.6 80 ___ ¼'.'._{l0m_rnj_ _1/.i'....t:JPJ_IB.Y.~L _ 4.2 ----_60 _ ¾" (10mml ½" NPT /R½\ 2.8 40 11i Refer to escutchP-on data table for approvals fl.. dimP-ns!ons 12i Electroless Nickel PTFE Plated -cULus listed Corrosion Resistant RECESSED PENDENT W/FJ OR F2 ESCUTCHEON ~r,, NM A4 ~O llo'IH r1 rsr.vTCHCOH Heiaht (SIN\ 2.25" 157mml RA1314(2l ..21.9.'.'...(§ 7mml_ RA 1313(2) ----------------- 2.25" !57mml 2 ~/tr Dil,4, {66.1mm} HOtC IN CEIUHC RA1311(2) :> 5/r6° DR {58.Jmm/ -H,---'---,-_,_---i CI/P !>750/Jmm/ J ADJUSIAIEIY RECESSED PENDENT W /FP ESCUTCHEON .,,,..,. ~SPRINKICR N()r 111 A.Df'ROVFD '111TH f:P f'$CUrcH£Ql'I ~---~ L-------------Model F156, F142, t=1XLH & F128 FP r-.1.odel F156, F142, F1XLH & F128 Fi or F2 3. Model F156 Vertical Sidewall Sprinkler Installation Wrench: Model D Sprinkler Wrench Installation Position: Upright or Pendent Approval Type: Light Hazard Occupancy U.S. Patent No. 6,374,920 I Sprinkler Type Deflector to Ceiling Distance (Min. -Max.) ri_g_h_t----+---4·"--(·10--2--m-.m--) --12·-.. -(-3'-05_m_m_) __ I 1dent 4" (102mm)-12" (305mm) ________ , ______ __, ____________ ------ Installation Data: I -·------------ Norn!na! Nominal K Factor Sprinkler Orifice Thread Size us ½" (15mm) ½" NPT (R½) 5.6 -- ''' LPC Approval is pendent only, 57°C th1 ough 141°C ratir,gs '2' cULus Listed corrosion resistant (Polyester coated} sprinkler. Metric Height 80 2.25" (57mm) '3'cULus Listed & FM Approved corrosion resistant for lead, wax and wax over lead. ''' Electroless Nickel PTFE Plated • cULus listed Corrosion Resistant Model F156 Horizontal Sidewall Sprinkler Deflector: HSW !nstallation Wrench: Model D Sprinkler Wrench F4CC OF FlmNC m FAC£ or CEIUNC DlM[N";ION £.J_~v_r,.~ Al >.IAXIMUM Rt"CESS : I ''{20.•mm] AT MINIMUM RECESS % J/B19.5mm] F2 ESCUTCHCON AT M41(tMU4' PCC£SS •. ,J/4[19mm} Ai" M,MAIVM RC('C'3S ..,. 3/819.:imn,! (URN COLLAR UN Ill TICHr ACAINST SPRINKLER WR!NCH OOSS. Vertical Sidewall Approval 111 Organizations 1, 2, 3 I El fSCU[CHfON I-3/4"{19mM} AGJUSrMENr f2 ESCU[CHfON 1/2112.lmm] AD.JUSrMENr R::CESSC:D HSV/ W /r"1 OR F2 ESCUTCHEON Sprinkler---, Identification Numbers (SIN) nA 1385' ,x2x3x4, ------- (t) 4--12M {IO l.6mm-J04.8mm] C(ILJNG ro OffLECroR (I) FM APPROVED FOR 4• • 6" [10t.6MM -152.4MM] CEIL/NC ro OEFI.EcroR. Horizontal Sidewall Note: For Recessed HSW Sprinklers use installation wrench GFR2. Installation Data:Hori1ontal Sidewall Frv'! and cULus permits use with F1 er F2 escutcheons for "Light Hazard" only. Nominal K Factor Sprinkler Height Nominal Orifice Thread Size us Metric 1/,'' (15mm) W' NPT (R1/2) 5.6 80 2.63" (67mm) 11,cULus Listed corrosion re$iSlant (Polyester coated) sprinkler. t2lcULus Listed & FM Approved corrosion resistant for lead, wax and wax over lcc:d. t3J Poly%ter coated FM approved sprinkler. t•l Electroless Nickel PTFE P!ated • cULus listed Corrosion Resistant 4. Approval Organizations Sprinkler ldenUtication Light Hazard Ordinary Numbers (SIN) Hazard 1, 2 1 RA 13.J51Wl!3l(•i Application Model F156, F142, F1XLH, F128 & Model F156, F142, F1XLH & F 128 Recessed sprinklers are used in fixed fire protection systems: Wet, Dry, Deluge or Preaction. Care must exercised that the orifice size, temperature rating, deflector style and sprinkler type are in ac- cordance with the latest published standards of the National Fire Protection Association or the approving Authority Having Jurisdic- tion Installation. Installation Mooe/ F156, F142, F1XLH & F128 Series sprinklers are standard response sprinklers intended for installation as specified in NFP.A. 13. They must also be installed ·.;.,ith the ~-Aodc! D Sprinkler Wrench specifically designed by Reliable for use with these sprinklers. The fv1odel F156, F142, F1XLH & F128 Recessed Sprinklers are to be installed 'Nith a maximum recess of¾ inch (19mm). l he Mooe! F1, F2, and FP Escutcheon illustrated are the only recessed escutcheon to be used with the Model F156, F142, F1XLH & F128 Recessed Sprinklers. The use of any other recessed escutcheon will void ali approvals and negate all warranties. When installing Model F156, F142, F1XLH & F128 Recessed Sprinklers use the Model GFR2 Sprinkler Wrench. Any other type of wrench may damage these sprinklers. Note: A leak tight½" NPT (R½) sprinkler joint can be obtained 'Nith a torque of 8 -18 ft-lbs ( 11 -24 N-m). Do not tighten sprinklers over maximum recommended torque. It may cause leakage or impair- ment of the sprinklers. Glass bulb sprinklers have orange covers to protect the bulb dur- ing the installation process. REMO\/[ THIS PROT(CTION O!\JL Y AFTER THE SYSTEM HAS BEEN HYDROSTATICALLY TESTED AND, Wl-lEN APPLICABl£. THE ESCUTCHEONS HAVE BEEN INSTALLED. RASCO vvrenches are JesignGd to install sp1inkiers when covers are in place Ordering ;nformation Specify: 1. Sprinkler Model 2. Sp; ink!er Typo 3. Nominal K-Factor 4. Ternpe1at:.ire Rating 5. Sprinkler Finish 6. Thread Type: [½" NPT] [ISO 7-1 R½] 7. Fscutcheon Finish (where applicable) Note: When Models F156, F142, F1XLH & F128 Recessed Sprinklers are ordered, the sprinklers and escutcheons are packaged separately Escutcheon Data <1> 11> SIN: Ri\1335 -cULus a'ld FM permits use with F1 or F2 P.scutcheon!': tor Iight Mzardonly. 5. Maintenance The Model F156, F142, F1XLH & Model F156, F142, F1X- LH & F128 Recessed Sprinklers should be inspected and the sprinkler system maintained in accordance with NFPA 25. Do not clean sprinklers with soap and water, ammonia or any other cleaning fluid. Replace any sprinkler which has been painted (other than factory applied) or damaged in any way. A stock of spare sprinklers should be maintained to allow quick replacement of damaged or operated sprin- klers. Prior to installation, sprinklers should be maintained in the original cartons and packaging unti1 used to minimize the potential tor damage to sprinklers that would cause im- proper operation or non-operation. Temperature Ratings Sprinkler Mal<. Ambient I Bulb Classification _.I,e_1!1~er11tu~ Temp. Color •c •F - Ordinary 57 135 100°F (38°C) Orange Ordinary 68 155 I 00°F (38°C) Red Intermediate 79 175 1so°F (66°C) Yeilow Intermediate 93 200 150°F (66°C) Green HighI1J 141 286 225°F (107°C) Blue Extra HighPl 182 360 300°F (149°C} MatJve Ultra Hinh I1lI2> 260 500 475°F r246°Cl Black 11> Nol ,w,iilahli> f0r recesserl SrrinklP.rf: 12> cULus listed for SIN RA 1325 and RA 1314 only. Maximum Working Pressure 175 psi (12 bar) SiN RA 1325 & RA 1314 cULus listed for 250 rsi (17 bar) 1 CC% f.:adory tested hydrostaticaiiy to 500 psi (34.o ba1) Finish<1> ________ SWlllilJ' Bronze Ch;ome I i Electroless Nickel PTFE<3X10l Bright Brass12l Black Plated Olack raintl3>I9l Off WhiteI3>19> Chrome Dull Lead Plated<3X4ll8> Wax CoatedI3>1•x5,1a> Wax Over Leadl3>I4X5>1a1 Brass Electroless NicKel P rFE Bright Brass Black Plated Biz.ck Paint Off White Chrome Duil 11> Other colors and finishes are available on special order. Consult factory for detailR Custom color rainted sprinklers m-,y not retain their UL Corros1or, resIs1ance listing. I2>2()(J°F (9.'3°C) maximum. 13> UL and ULC hsted only <•> 1:Jo°F to 200°F (68°C lo 93°C) ratings only 15> 286°F ( 111 °C) spnr ,kh;rs may L,., ,,ci..1t..JJ lur amb,c:ril c0I1l111iuI ,,, nut exceeu111q 1so°F (66°C) 16> cUl us listed "corrosion resistant" applies to SIN Nurnber RA 1325 (lJonghl) RA 1323 (upright}, RA 1321(Upright}, RA 1335 (HSW}, RA 1385(VSW) and RA 1314 (Pendent) in standard black or white. Corrosion resistance in other polyester colors is available upon request. 17) FM Approved i1n1sh as "Polyester Coated'' appiiec to SIN number R.f.\ 1314, RA 1335 & RA 1~25 in sta11uard t.Jlack onvhite. Ia> FM Approved finish applies only to SIN number RA 1 C<35 & RA 1385 19> LPCB and VdS Approved fin~h applies only to RA 1325. RA 1314 and RA 137$. I10>cULus listed Corrosion Resistant applies to SIN RA1325 ,RA 1314 ,RA1323, RA1313 ,l·l,l\1321, RA1311, RA 1385 and RA1335 Reliable ... For Complete Protection Reliable offers a wide selection of sprinkler components. Following are some of the many precision-made Reliable products that guard life and property from fire around the clock. • Automatic sprinklers • Deluge valves • Flush automatic sprink:lers ~ Detector check valves • Recessed automatic spri nklers • Check valves • Concealed automati c sprinklers • Electrical system • Adjustable automatic sprinklers • Sprinkler emergency cabinets • Dry automatic sprinklers • Sprinkler wrenc hes • Intermediate level sprinklers • Sprinkler escutcheons and guards • Open sprinklers • In spectors test connections • Spray nozzles • Sight drains • Alarm valves • Bal! drips and drum drips • Retarding c hambers • Control valve seals • Dry pipe valves • A.ir maintenance devices • ,L\ccelerators for dry pipe valves t9 Air compressors • Mechanical sprinkler alarms • Pressure gauges • Electrical sprinkle r alarm switc hes • Identifi cati on signs • VVater flow detectors • Fire department connection The equipment presented in this bulletin is to be installed in accordance with the latest published Standards of the National Fire Protection Association. Factory Mutual Research Corporation, or other similar organizations and also with the provisions of governmental codes or ordinances whenever applicable. Products manufactured and distributed by Reliable have been protecting life and property for over 90 years, and are installed and serviced by the most highly qualified and reputable sµrink!er contractors located throughout thP. Uniteei States, Car:ada and fore1g11 countr:es. Manufactured by Reliable ·-------------- Reliable Automatic Sprinkler Co., Inc. (800) 431-1588 Sal0s Offices (800) 848-6051 Sales Fax (914) 829-2042 Corporate Offices www.reliablesprinkler.com Internet Address ~ Recycled \J:I :>aper Revision lines ,ndic~te ui::dated or new data. E:G Printed ,n US A 12/15 P/N 9999970299 STANDARD RESPONSE UPRIGHT • PENDENT AUTOMATIC SPRINKLERS FIRE SPRINKLER CORPORATION FOR USE IN NFPA 13 CMDA STORAGE APPLICATIONS DESCRIPTION AND OPERATION The Globe Standard Response Model GL 1160 Pendent and GL 1167 Upright Sprinklers are intended for use in NFPA 13 Systems when installed in accordance with Control Mode Density Area protection criteria as specified in the NFPA 13 standard. The Model GL 11 60 and GL.1167 have a low profile yet durable design which utilize a 5mm frangible glass ampule as the thermosensitive element. While the sprinklers provide an aesthetically pleasing appearance, they serve to protect various area coverages. This sprinkler series Is avaIIaoIe in pendent, ana upright styIes, ana several temperature ratings and finishes to meet va rying design requirements. The heart of Globe's Model GL 1160 and GL ·l 167 sprinklers proven actuating assembly is a hermetically sealed frangihle glass ampule that contains a precisely measured amount of fluid. When heat is absorbed, the liquid wi thin the bulb expands increrising tl1e internal pressure At the p1escribfld temperature the internal pressure within the ampule exceeds the strength of the glass causing the glass to shatter. Tl1is results :n water discharge which is distributed in an approved pattern. TECHNICAL DATA 0 See reverse side for Approvals and Specifications . • Temperature Ratings - 155°F (68°C), 175°F (79°C), 200°F (93°C), 286°F (141 °C) •Water Worki ng Pressure Rating -175 psi (12 Bars) •Factory tested hydrostatically to 500 psi (34 Bars) •Maximum low temperature glass bulb rating is -67°F (-55°C) • Frame -bronze • Deflector -brass • Screw -brass •Bulb seat -copper • Sµring -nickel alloy• Seai -tefion •Bulb -glass with glycerin solution, 5mm size STANDARD RESPONSE UPRIGHT GL1167 STANDARD RESPONSE PENDENT GL 1160 •SPRINKLER TEMPERATURE RATING/CLASSIFICATION and COLOR CODING CLASSIFICATION MARCH 2016 ORDINARY INTERMEDIATE hlGH A-80 BULB COLOR RED YELLOW/GREEN BLlJE N.F.P.A. MAXIMUM BULLETIN GL 1160, REV f/5 STANDARD RESPONSE UPRIGHT • PENDENT AUTOMATIC SPRINKLERS FOR USE IN NFPA 13 CMDA STORAGE APPLICATIONS SPECIFICATIONS r----- I NOMINAL "K" FACTOR 1HREAO SIZE LENGTH FINISHES ------------------------7 Factory Bronze 11.5 (166 metric) 3/4"NPT (20mm) 2 7/16" (6.2cm) Chrome White Polyester3 I Black Poiyester2•3 NOTE: METRIC CONVERSIONS ARE APPROXIMATE. 'FINISHES AVAILABLE ON SPECIAL ORDER. 'AVAILABLE AS cULus LISTED COROSION RESISTANT WHEN SPECIFIED ON ORDER. A PPROVALS -,--I --r--...,,N. NYC -O0B DISTANCE: *FM MEA BETWEEN 101-92-E SPRINKLERS Feei (Meter~) ------4~ PENDENT GL 1160 STORAGE X X X X X X 'SPRINKLERS SHALL BE LIMITED AS PER THE REQUIREMENTS OF NFPA13 AND ANY OTHER RELATED DOCUMENTS. *NO FM APPROVALS FOR 175°F (79'C) ORDERING INFORMATION SPECIFY •Quantity • Model Number • Style • Orifice •Thread Size •Temperature• Finishes desired •Quantity -Wrenches -P/N 333010 G LOBE® PRODUCT WARRANTY Globe agrees to repair or replace any of its own manufactured proriuc:ts found to be defective in material or workmanship for a period of one year from date of shipment. For specific details of our warranty please refer to Price List Terms and Coilditions of Sale (Our Price List). 4077 AIRPARK DRIVE, STANDISH, MICHIGAN 48653 989-846-4583 FAX 989-846-9231 1-800-248-0278 www.globesprinklPr.com PR:NTED U.S.A. BULLETIN GL 1160, REV. #5 EXTENDED COVERAGE ORDINARY HAZARD AUTOMATIC SPRINKLERS MODELS GL 1121 & GL 1113 UPRIGHT• PENDENT RECESSED PENDENT DESCRIPTION AND OPERATION The Globe GL Series Extended Coverage Ordinary Hazard Extra Large Orifice Sprinkler is a low profile yet durable design which utilizes a 3mm frangible glass ampule as the thcrmosensitive element. While the sprinkler provides an aesthetically pleasing appearance, it serves to protect various areas of coverage. This sprinkler series is available in various styles, temperature ratings and severai finishes to meet many varying design requirements. The Globe GL Series Extended Coverage Ordinary Hazard Extra Large Orifice Sprinkler is to be installed per NFPA 13 guidelines. Ti ,e i Iec:2r i ui' Giuue'::, GL Series sprinkler pruven c:21,,;iuai- ing assembly is a hermetically sealed frangible glass ampule that contains a precisely measured amount of fluid . When heat is absorbed, the liquid within the bulb expands increasing the internai pressure. At the prescribed tsrnperature the internai pressure within the ampule exceeds the strength of the glass causing the glass to shatter. This results in water discharge which is distributed in an approved pattern depending upon the deflector style used. TECHNICAL DATA •See reverse side for Approvals and Specifications. • Temperature Ratings - 155°F (68°C), 175°F {79CC), 200UF (93QC), 286°F (i41 'C) ·Water Working Pressure Rating -175 psi (12 Bars) •Factory tested hydrostatically to 500 psi (34 Bars) •Maximum low cemperature glass bulb rating is -67°F (-55°C) • Frame -bronze • Deflector -brass • Screw -brass •Bulb seat -coppei • Spring -nickel alloy· Seal -teflo:1 ·Bulb · glass with alcohol based solution, 3mm size • Escutcheon Assembly -steel / I EXTENDED COVERAGE ORDINARY HAZARD UPRIGHT GL1121 EXTENDED COVERAGE ORDINARY HAZARD PENDENT • RECESSED PENDENT GL 1113 •SPRINKLER TEMPERATURE RATING/CLASSIFICATION and COLOR CODING CLASSIFICATION ORDINARY INTERMEDIATE HIGH NOVEMBER 2013 AVAILABLE SPRINKLER TEMPERATURES A-79 BULB COLOR RED YE:LLOW/GREEN BLUE N.F.P.A. MAXIMUM CEILING TEMPERATURE BULLETIN GL 1113, REV.# EXTENDED COVERAGE ORDINARY HAZARD EXTRA LARGE ORIFICE AUTOMATIC SPRINKLERS MODELS GL 1121 & GL 1113 UPRIGHT • PENDENT • PENDENT RECESSED RESPONSE QUICI< RESPONSE ..... / STANDARD ;{1:SFONSE SPECIFICATIONS AND APPROVALS NOMINAL THREAD SIZE "K" FACTOR 1 i .2 (160 metric) 3/4"NPT (20mm) tJOTE: METRIC CONVERS!ONS ARE .'-IPPROXIMATE. 'FINISHES AVAILABLE ON SPECIAL ORDER. LENGTH FINISHES Factory Bronze Chrome 2 7/16" (6.2cm) White Polyester3 Black Polyester2·3 3 AVAILABLE AS cULus LISTED CORROSION RESISTANT WHEN SPECIFIED ON ORDER. cULus I X cULus LISTING DESIGN -USE REQUIREMENTS FOR ORDINARY HAZARD ONLY TEMPERATURE ORDINARY GROUP 1 ORDINARY GROUP 2 ---MAX.AREA OF -··-·----. --· SIN STYLE COVERAGE MIN. MIN. MIN. MIN. MODEL 155•F 175°F 200'F 286'F LENGTH x WIDTH PRESSURE FLOW PRESSURE FLOW (68°C) (79°C) (93'C) (141"C) Feet /¼ters) P.S.I. /bai,/ G.P.•~. /Umin./ P.:I.I. (bars) G.P.M. (Umm./ GL1 121 UPRIGHT I X -X ... 14 (4.3) X 14 (4.~) 7(.48) 30(114) "' ~, 39(14~) ..... . GL1 113 PENDENT RECESSED PENDENT GL 1121 UPRIGHT 16 (4.9) X 1◊ (4.9) 12 {.83) 39 (148) 21 (1.45i 51 (193) --X X X X 18 (5.5) X 1B (5.5) 19 (1.31) 49 (195) 34 (2.34) 55 (?.46) GL1113 PENDENT RECESSED PENDENT 20 (6.1) X 20 (6.1) 29(2.0) 60 (227) 51 (3.52) BO (303) NOTE: METRIC CONVERSIONS ARE APPROXIMATE. SPRiNKU::RS SHALL BE LIMITED /1.S PER THE REQU:REMl::NTS OF NFP/\ n AND ;,NY OTHER RELATED DOCUtv.ENTS. FOR COVERAGE AREA DIMENSIONS LESS THAN OR BETWEEN THOSE INDICATED, USE THE MINIMUM FLOW FOR THE NEXT HIGHEST COVERAGE AREA FOR WHICH HYDRAULIC DESIGN CRITERIAARE STATFD. MINIMUM DISTANCE BETWEEN UPRIGHT SPRINKLERS {GL 1121) IS 11 FEET (3.4 METERS). MiNIMUM DISTANCE BETWEEN PENCHJT SPRINKLERS {GL 1113) IS '., fEET (2. 7 METERS). I" x 3/4" REDUCER r I" MIN. 1 3/4 .. r-tAX. """"""51:es=<=c. _l CROSS SECTION ORDERING INFORMATION SPECI FY •Quantity• Model Number• Style • Orifice •Thread Size • Temperature • Finishes desired •Quantity -Wrenches -P/N 333010 •Quantity -Recessed Wrenches -P/N 333011 GLOBE® PRODUCT WARRANTY Globe agrees to repair or replace any of its own manufactured p;oducts fm;r:d to bz defective in material or workmanship for a period of one year from date of shipment. For specific details of our warranty please refer to Price List Terms and Conditions of Sale (Our Price List). 4077 AIRPARK DRIVE, STAND!SH, MICHIGAN 48658 989-846-4583 FAX 989-846-9231 PRINTED U.S.A. 1-800-248-0278 WV1W.9lobesprinklar.com BULLETIN GL 1113, REV.# BE QUICK RESPONSE AUTOMATIC SPRINKLERS GL SERIES FIRE SPRINKLER CORPORATION UPRIGHT• PENDENT VERTICAL SIDEWALL HORIZONTAL SIDEWALL CONVENTIONAL {OLD STYLE) DESCRIPTION AND OPERATION The Globe Quick Response GL Series Sprinklers are a low profile yet durable design which utilizes a 3mm frangible glass ampule as the thermosensitive element. This provides sprinkler operation approximately six times faster than ordinary sprinklers. While the Quick Response Sprinkler provides an aesthetically pleasing appearance, it can be installed wherever standard spray sprinklers are specified when allowed by the applicable standards. It offers the additional feature of greatly increased safety to life and is available in various ::;lyies, orifices, temperature ratings and finishes to meet many varying design requirements. Quick Response Sprinklers should be used advisedly and under the direction of approving authorities having jurisdiction. The heart of Globe's GL Series sprinkler proven actuating assembly is a hermetically sealed frangible glass ampule that contains a precisely measured am ount of fluid. When heat is absorbed, the liquid within the bulb expands increasing the internal pressure. At the prescribed temperature the internal pressure within the ampule exceeds the strength of the glass causing the glass to shatter. This results in water discharge which is distributed in an approved pattern depending upon the deflector style used. TECHNICAL DATA • See reverse side for Approvals and Specifications. • Temperature Ratings -135°F (57°C), 155°F (68°C), 175°F (79°C), 200°F (93°C), 286°F (141 °C) • W ater Working Pressure Rating -175 psi (12 Bars) • Factory tested hydrostatically to 500 psi (34 Bars) • Maximum low temperature giass bulb rating is -67°F (-55°C) • Frame -bronze • Deflector -brass • Screw -brass • Lodgement Wire -stainless steel • • Bulb seat -copper • Spring -nickel alloy • Seal -teflon QUICK RESPONSE UPRIGHT CONVENTIONAL QUICK RESPONSE PENDENT VERTICAL SIDEWALL QUICK RESPONSE HORIZONTAL LPC/CE SIDEWALL HORIZONTAL SIDEWALL • Bulb -glass with alcohol based solution, 3mm size •SPRINKLER TEMPERATURE RATING/CLASSIFICATION and COLOR CODING CLASSIFICATION ORDINARY INTERMEDIATE HIGH AVAILABLE SPRINKLER TEMPERATURES 4077 AIRPARK DRIVE, STANDISH, MICHIGAN 48658 JULY 201 2 A-20 BULB COLOR ORANGE/RED YELLOW/GREEN BLUE N.F.P.A. MAXIMUM CEILING TEMPERATURE 989-846-4583 • FAX.989-846-9231 BULLETIN GL5615, REV. #9 QUICK RESPONSE AUTOMATIC SPRINKLERS GL SERIES UPRIGHT . PENDENT • VERTICAL SIDEWALL HORIZONTAL SIDEWALL • CONVENTIONAL (OLD STYLE) SPECIFICATIONS NOMINAL "K" FACTOR THREAD SIZE LENGTH1 FINISHES 2 .8 (39 metric) 1/2" NPT 2 1/4" (5.7cm) 4.2 (59 metric) ·1/2" NPT 2 1i4 " (5.7cm) Factory Bronze Chrome ' 5.6 (80 metric) 1/2" NPT 2 1 /4" (5.7cm) / W hite Polyester 3 7.8 (111 metric) 1/2" NPT 2 1/4" (5.7cm) 8.1 (116 metric) 3/4" NPT 2 7/16" (6.2cm) Black Polyester 2•3 METRIC CONVERSIONS ARE APPROXIMATE. 1 HORIZONTAL SIDEWALL IS 2 9/16". 2 FINISHES AVAILABLE ON SPECIAL ORDER. 3 AVAILABLE AS cULus LISTED CORROSION RESISTANT WHEN SPECIFIED ON ORDER. APPROVALS STYLE SIN K HAZARD1 135"F 155"F 175°F 2oo·F 286°F cULus FM LPG CE NYC -DOB MODEL FACTOR 57'C 68'C 79'C 93'C 141'C MEA 101-92-E GL2815 2.8 LH X X X X X X ----X GL4215 4.2 LH X X X X X X -----X UPRIGHT GL5615 fi.6 LH/OH X X X X X X X X X X GL811ii 7.8' LH/OH X X :( X X X -· ·---X GL8118 8.1 LH/OH X X X X X X X X X X Gl.2801 2.8 LH X X X X X X ---X GL4201 4.2 LH V X X X X X -----X ,. " PENDENT ' i,-GL5601 5.6 LH/OH X X X X X X X X X X V :~ L..---GLe101 7.8' LH/OH X X X X X X X ---X ----GL8106 8.1 LH/OH X X X X X X X X X X VERTICAL GL5632 5.6 LH X X X X X X X --- SIDEWALLt GL8133 8.1 LH X X X X X X ----·-,_ --i-------·-GL2826 § 2.8 LH X X X X X X ----X HORIZONTAL GL4226 § 4.2 LH X X X X X X ---X SIDEWALL GL5o26 § 5.6 LH/OH X X X X X X X --X GL5627n 5.6 LH/OH " X X X X -· -X X -A GL8127 § 8.1 LH/OH X X X X X X -· --- CONVENTIONAL GL5624 5.6 LH/OH X X X i X X --X X -- (OLD STYLE) GL8125 8.1 LH/OH X X X X X --X X - 1SPRINKLERS SHALL BE LIMITED AS PER THE REQUIREMENTS OF NFPA13 AND ANY OTHER RELATED DOCUMENTS. §HORilONTAL SIDEWALL cULus LISTED FOR DEFLECTOR 4" TO 12" Bi::LOW THE CEILING, FM APPROVED 4" TO 6" BELOW THE CEILING. alNSTALL IN ACCORDANCE TO BS5306 AND ANY OTHER RELATED DOCUMENTS. 'PENDENT VERTICAL SIDEWALL cULus LISTED FOR 6' MIN. SPACING. tUPRIGHT VERTICAL SIDEWALL cULus LISTED FOR 9' MIN. SPACING. OH: ORDINARY HAZARD LH: LIGHT HAZARD '1/2" NPT ORDERING INFORMATION SPECIFY • Quantity • Model Number • Sty!e • Orifice • Thread Sizes • Temperature • Finishes desired • Quantity -Wrenches -PIN 325390 (1/2"); P/N 312366 (L.O.) GL{~~;BE GLOBE® PRODUCT WARRANTY Glohe agrees to repair or replace any of its own manufactured products found to be defective in material or workmanship for a period of one year from date of shipment. For specific details of our warranty please refer to Price List Terms and Conditions of Sale (Our Price List). 4077 AIRPARK DRIVE, STANDISH, MICHIGAN 48658 989-846-4583 FAX 989-846-9231 1--800-248-0278 www.globesprinkler.com FIRE SPRINKLER CORPORATION JUNE2012 PRINTED U.S.A. BULLETIN GL5615, REV. #9 STANDARD RESPONSE AUTOMATIC SPRINKLERS GL SERIES INTERMEDIATE LEVEL UPRIGHT •PENDENT DESCRIPTION AND OPERATION The Globe GL Series Intermediate Level Sprinklers are primarily designed for use in rack storage sprinkler systems, where their th ermosensitive elements must be shielded from the water spray of higher elevation sprinklers which could operate earlier during a fire. The Globe GL Series Sprinkler is a !ow profile yet durable design which utilizes a frangible glass ampule as the thermosensitive element. The Globe Intermediate Levei Sprinklers are available in either upright or pendent styles, with 5.6, 7.8 .. , 8.1, or 11.5 K-factor orifices, in several temperature ratings and with various finishes to meet customer requirements. The Upright style is factory fitted with a water shield having a 3 3/4" diameter. The water shield for the pendent may be either fact~ry ff!!~-:!:;~!~~~=!!~-:! f~ !h~ field (sec shield part numbers below/. Either style ca n be provided with sprinkler guards for use where mechanical injury might be expected. The Upright sty!e may be provided with a one piece head guard and shield; when ordered as such (order as Gl.5661, GL81 ti1 , GL8164, or GL 1167 with SJ:>rinkler guard part number 32i40o (red) or 32140/ (chrome)). The heart of Globe's GL Series Sprinkler proven actuating assembly is a hermetically sealed frangible glass ampule that con- tains a precisely measured amount of fluid. When heat is absorbed, the liquid within the bulb expands increasing the internal pressure. At theprescribed temperature the internal pressure within the ampule exceeds the strength of the glass causing the glass to shatter. This results in water discharge which is distributed in an approved pattern depending upon the. def!ector style used. TECHNICAL DATA .see reve~se side for Approvals and Specifications. • Temperature Ratings - 135°F (57°C), 155°F (68°C), 175°F (79°C), 200°F (93°C), 286°F (141 °C) • Water Working Pressure Rating -175 psi ( 12 Bars) •Factory tested hydrostatically to 500 psi (34 Bars) •Maximum low temperature glass buib rating is -67°F (-5SnC) •Frame -bronze • Deflector -brass • Screw -brass •Bulb seat -copper • Spring -nickel alloy• Seal -teflon •Bulb -glass wi th glycerin solution, 5mm size ·Shield -steel -3 3/4" diameter STANDARD RESPONSE Ut-K1ut-11 STANDARD RESPONSE PEtmENT SHIELD PART NUMBERS 1/2"NPT 325706 3/4"NPT 325707 •SPRINKLER TEMPERATURE RATING/CLASSIFICATION and COLOR CODING CLASSIFICATION ORDINARY INTERMEDIATE HIGH MARCH 2016 A-75 BULB COi..CR ORANGE/RED YELLOW/GREEN BLUE BULLE flN GL56ti3, REV. #9 STANDARD RESPONSE AUTOMATIC SPRINKLERS GL SERIES INTERMEDIATE LEVEL UPRIGHT • PENDENT SPECIFICATIONS NOMINAL "K" FACTOR ----5.6 (80 metric) 7.e (111 metric:) 8.1 (116 metric) THREAD SIZE 1/2"NPf (1!imm) 1/2"NPT (15mm) 3/4"NPT (20mm) LENGTH ------ 2 1i4" (5.7cm) 2 1/4" (5.7cm) 2 7/16" (6.2cm) FINISHES Factory Bronze' -------+--::i. 11.5 (166 metric} 3/4"NPT (20mm) 2 7/16" (6.2cm) _:.,. __ L,__ ___ __;__ _ __;_ _ _J.,. ________ ___J NOTE: METRIC CONVERSIONS ARE APPROXIMATE '01HERFINISHESAVAILABLE ON SPECIAL ORDER. APPROVA LS STYLE SIN MODEL "K" HAZARD' 135°F 1ss°F 175°F 200°F 2as°F cULus FM SHIELD (previous SIN Model) FACTOR (57°c) (68°C) (79°C) (93°C) (141°C) P/N GL5663 5.6 X X X X X X X GL8163 7.8* X X X X X X ---UPRIGHT ALL N/A GL8166 8.1 X X X X X X X I GL 1168 11.5 •·•~ X X X X X **X GL5651 (GLS672) 5.6 X X X >: X X X ALL 325706 GL8151 (GL8172) 7.8* X X X X X X X $PENDENT GL8156 (GL8158) 8.1 X X X X X X X ➔ A.LL 3:?5707 GL1160 (GL1161) 11.5 ---X X X X X -·- $THE WATER SHIELD FOR THE PENDENT MAY BE EITHER FACTORY FITTED OR INSTALLED IN THE FIELD, PLEASE SPECIFY ON ORDER. 1SPklNl<LERS SHALL BE LIMITED AS PER THI:: Rl::QUIRE:v!ENTS OF NFPA13 hNLl ANf OiHER RELATED DOCUMENTS. **No FM APPROVALS FOR 175°F (79'C) *1/2"NPT; RETRO-FIT ONLY ALL: ALL HAZARDS ji'~-~~77 g~~~t ~;;;~L I I" x 1/2"_/'\ I ~I \ L I REDUCER J /_ _ ~ .....---\_ 0 to ONE-HALF I_ v'f I -I,--~ THREAD MAX. <====;==:;j '=F==~ ADHERE RACK SHIELD INTO PLACE AS SHOWN, USING LOCTITE OR EQUIVALENT. NOTE: INSTALL RACK SHIELD ONTO SPRINKLER THREADS BEFORE SYSTEM INSTALL. ORDERING INFORMATION SPECIFY •Quantity • Model Number • Style • Orifice •Thread Size • Temperature • Finishes desired •Quantity -Wrenches -P/N 325390 (1/2"); P/N 312366 (L.O.); P/N 333010 (E.L.O.) GLt~~;BE FIRE SPRINKLER CORPORATION MARCH 2016 GLOBE® PRODUCT WARRANTY Globe agrees to repair or replace any of its own manufactured products found to be defective in material or workmanship for a period of one year from date of shipment. For specific details of our warranty please refer to Price List forms and Conditions of Sale (Our Price List). 4077 AIRPARK DRIVE, STANDISH, MICHIGAN 48658 989-846-4583 FAX 989-846-923 1 1-800-248-0278 www.globesprinkler.com PRINTED U.S.A. BULLETIN GL5663, REV. #9 Model:DG 175 PSI Butterfly Valve I Grooved Technical Features • Connections: Grooved Ends, AWWA C606 , Sizes: 2-1 /2~ 3: 4~ 6: a• • Approvals: UL, ULC, FM, and California State Fire Marshal • Maximum Working Pressure: 175 PSI (Mox. Test Pressure: 350 P$I) • Maximum Working Temperature: 250°1' (12o·ci • Application: Indoor and Outdoor Use ----~ • Factory Installed Supervisory Tamper Switch Assembly Ductl~ Iron Ductile Iron Ductile l;on ~JISTMA536 Ductile Iron ASTMAS36 Statnleu Steel AlSI ◄20 Stainless Steel AISl410 Slffl ASTMA510 bear ~egment llrass I A~IM ~~M '-Housing Gasket EPDM I EPDMGndeE 0 Ring (All) fPD/1.' i [~DM Gr~d,, E ~c@us i LISTEI ~ Fireriser• Model: OG F 59" rrr~ I I ~---t::rt-' --! ::., " <'i UJ < "' Dimensions: Inches (Millimeters) 21/2" z;,n 4·• 5.7 (i4S) 4.3 (108) 4.5 \115.4i ) 6" 7.0 (179) 5.7 (146) 5.2 (132.4) 8" 8.0 (204) 6.7 (170) 5.8 (147A) H: Dis~ C:eordroce ol body surface through end uf u,sc ,n open pus1110n. FIVALCO ~ <.:J H 4.S (Ii 4.3/ 6.\1 (175) 66(168) 8.2 (209) 8.6(219.1) 9.2 (234) II i C S.3 (135) 7.6(193) 7.6 (193) 5.0 (128) 8.7 (220) 0.3 (6.8) 8.7 (220) 1 0 (24.2) www.fivalcoinc.com .. : ___ ·-.· ~ .• : ·. r. • .• ... -,._ .... -.· -...· ~ • . ·-,· •. : ..• : ~ .. :~. · .... • .t { .... "-: •:• .. • .!'::·.~ .-• . ."•._:: ••.. .' • .·.·:·:!"'-.·: ,·-,: .. :-..-~: .. -::1.~•--L •:•_ .. ,r~:~ .. ~·. • •_.,:• .. _:: •• ,.• -~--·.-·:.·:..._""'-.•:-,··-, • .:.•':_";..·c-'.~ ........ •:•-·;: . -. . -. -. --. . . - 6" BELL SHOWN BELLS PBA-AC & PBD-DC UL Listed Sizes Available: 6" (150mm), 8" (200mm) and 1 O" (250mm) Voltages Available: 24VAC 120VAC 12VDC (10.2 to 15.6) Polarized 24VDC (20.4 to 31.2) Polarized Service Use: Fire Alarm General Signaling Burglar Alarm Environment: Indoor or outdoor use (See Note 1) -40° to 150°F (-40° to 66°C} (Outdoor use requires weatherproof backbox.) Termination: 4 No. 18 AWG stranded wires Finish: Red powder coating Optionai: Modei BBK-i weatherproof backbox These vibrating type bells are designed for use as fire, burglar or general signaling devices. They have low power con- sumption and high decibel ratings. The unit mounts on a standard 4" (101 mm} square electrical box for indoor use or on a rnodei BBK-1 wedlherproof backbox for outdoor applications. Weatherproof bad~box model BBK-1 , StocK No. 1500001. ALL DC BELLS ARE POLARIZED AND HAVE BUILT-IN TRANSIENT PROTECTION: SIZE CUF!RENT TYPICAL dB MINIMUM dB INCHES VOLTAGE. MODcL NO. STOCK NO. (MAX.) AT 10 Fi. AT 10 FT. (mm) (3m)(2) (3m)(1) 6 (15U) 12vac P8D12C 1705012 •2A 35 76 8 (200) ,2vcc PSD126 1,08012 .1c!.h so n 10 (250) 12VDC, PBD1210 1710012 12A 92 76 6 (150) 24VDC PBD246 17D6024 .06A 87 i7 8(200) 24VDC PBD248 1708024 .06A 91 79 10 (250) 24VuC PEID2410 1710024 .06A 94 80 6 (150) 24VAC PBA246 1806024 .17A 91 78 8 (200) _!~VAC ___ ~ re~~~-L~~2~ -~:}_7A __ _J_ __ ~---77 1---·-~---- 10 {:?50) 24VA.C PDA24,C, I ,81002~ 17A 94 73 fi (150) 120VAC PBA 1206 1806120 05A 92 83 -1--~ -8 (200) i2WAC PBA 1208 1808120 05A 99 84 - 10 (250) 120VAC PBA12010 1810120 05A 99 86 Notes: '- 1. Minimum dB ratings are calculated from integrated sound pressure measurements made at Underwriters Laboratories as specified in UL Standard 464. UL temperature range is -30° to 150°F (-34° to 66°C). 2. Typical dB ratings are calculated from measurements made with a conventional sound level meter and are indicative of output levels in an actual installation. Potter Electric Signai Company • 2081 C;raig Road, St. Louis, MO, 63146-4161 • Phone: 800-325-3936/Canada 888-882-1833 • www.pot1ersignal.com PRINTED IN USA MKT. #8850001 -REVS MFG. 115400776 -5/05 i>I\GE 1 OF 2 FIG.1 BELLS I 10· (250) a· (200) 6" (150) ~2 11/16"~ (68} OWG. 1776-1 FIG. 3 DIMENSIONS INCHES (mm) FIG.2 BELLS PBA-AC & PBD-DC WEATHERPROOFBACKBOX BOX HAS ONE n IREADED 1/2" CONDUIT ENTRANCE r 5 .J/,." (146) L --l1 5/8" (41) WIRING (REAR VIEW) 0 t 3 3/8" j (86) 4 1/4" (108) 3 3/8" (86i 5• (127) D.C. BELLS (OBSERVE POLARITY) A.C. BELLS fllOIA CONTROL PANEL vR PRECEDING BELL ~ REO (lr<j TO N(XT BEU. ')R ENO-.Jf-LINE RESISTOR F'lOU ~OIITROL PAN[L O,l PRECEDING BELL ~ "HITE (OUT) BLACK (OUT) WHEN ELECTRICAL SUPERVISION IS REOUIREO USE IN ANO OUT LEADS AS SHOWN. WHEN ELECTRICAL SUPERIIISION IS REQUIRED USE IN ANO OUT LEADS AS SHOWN. NOTES: 1, OBSERVE POLARITY TO RING O.C. BELLS, 2. RED W'RES POSITIVE ( +) 3. BLACK WIRES NECATIVE (-) INSTALLATION DWG. #776-3 NOTE5: I. WHEN USING A.C. BELLS, TERMINATE EACH EXTRA WIRE SEPARATELY AFTER LAST BELL. 2. END-Of-LINE RESISTOR IS NOT REQUIRED ON A,C. BELLS. 1. The bell shall be installed in accordance with NFPA 72 or local Ahj The top of the device shall be no less than 90" Aft and not less than 6" below the ceiling. 2. Removethegong. 3. Connect wiring (see Fig. 3). 4. Mount bell mechanism to backbox (bell mechanism must be mounted with the striker pointing down). 5. Reinstall the gong (be sure that the gong positioning pin, 1n the mechanism housing, is in the hole in the gong). 6. Test all bells tor proper operation and observe that they can be heard where required (beils must be heard in all areas as designated by the authority having jurisdiction). PRINTED •N USA MKT #8850001 ·REVS MFG. #5400776 5/05 PAGE 2 OF 2 Specifications subject to change without notice. Ordenng lnfonuation "lamina: Pipe Size : Mr.de! Part '.'lumber 2" DN50 VSR-2 1144402 2 1/2" 0~65 VSR-2 112 1144425 3" DN80 VSR-3 1144403 3 l/2" VSR-3 1/2 1144435 4" DNlOO VSR-4 1144404 5" -VSR-5 1144405 6" DN!50 V$R-6 1144406 8" DN200 VSR-8 1144408 Optional: Cover Tamper Switch Kit, stock no. 0090148 Replaceable Components: Retard/Switch Assembly, stoek no. 1029030 General lnformatior. The Model VSR ts a vane type waterflow ;witch for use on wd sp1inkler systems It is UL Listed and FM Approved for use on steel pipe; schedules 10 through 40, s11.es 2" thm 8" (.50 mm lhru 200 mm) LPC approved sizes are 2" thru 8" (50 mm thru 200 mm). See Ordenng Information chart. The VSR may also be used as a sectional waterflow detector on large systems. The VSR contains two single pole, double throw, snap action switches and an adjustable, instantly recycling pneumatic retard. The switches arc ac.t11ated whtn a flow of l O GPM (31> LPM) or more occurs downstream of the device. The flow condition must exist for a period of time necessary to overcome the sele(;ted retarcl perioll. VSR VANE TYPE WATERFLOW ALARM SWITCH WITH RETARD UL, CUL and CSFM Listed, FM Approved,LPCBApproved,For CE Marked (ENI 2259-5) / V dS Approved model use VSR-EU Service Pressure: 450 PSI (31 BAR) -UL Flow Sensitivity Range for Signal: Maidmum Surge: Contact Ratings: 4-10 GPM (15-38 LPM)-UL 18 FPS (5.5 nt/s) Two sets ofSPDT (Form C) 10.0Ampsat 1251250VAC 2. 0 Amps at 3UVDC Resistive 10 mA.mps min. at 24VDC Conduit Eutrauces: Two knockout$ provided for 1/2" conduit. Individual ~witch compartments suitable for dissimilar voltages. Environmental Specifications: NEMA 4/IP 54 Rated Enclosure suitable for indoor or outdoor use with factory installed gasket and die-cast housing when used with appropriate conduit fitting. Temperature Range: 40°F -120°F, (4.5°C -49°C)-UL Non-corrosive sleeve factory installed in saddle. Service Use: Automatic Sprinkler NFPA-13 One or two Cami ly dwelling NFPA-131) Residential occupancy up to fou1 stories NFPA-13R Nati om! ~'ire Alarm Code NFPA-72 • Installation must be performed by qualified personnel and in accordance with all national and local codes and ordinances. • Shock hazard. Disconnect power ~ource before se.v1cing. Serious injury or death could result. • Risk of explosion. Not for use in hazardous locations. Serious injury or death could result. CAUTION Waterflow switches that an; monitoring wet pipe spriakltrsystems shall not be used as the sole initiatinp, device to discha,.ge AFFF, deluge, or chemical suppression systems. Waterflow switches used for this application may result in unintended discharges caused by surges, trapped air, or short retard times. Enclosure The VSR. swilchts an<l rttard device a1e enclosed in a general purpose, die-cast housing. The cover is held in place with two tamper resistant screws which require a special key for removal. A field mstallable cover tamper switch 1s available as an option which may be used to md1cate unauthorized removal of the cover. See bulletin number 5401103 for installation instructions of this switch. Potter Electric Sign,i,l Company, LLC • St. Loui5, MO • Phone. 866-956-1211/Can'l.da 888-882-1833 • www.pottersignal.com PRINTED IN USA MFG.rl5401146 -RE\/ L 3/09 PAGE I OF4 Installation (see Fig. I) VSR VANE TYPE WATERFLOW ALARM SWITCH WITH RETARD These devices may be mounted on horizontal or vertical pipe. On horizontal pipe they shall be installed on the top side of the pipe where they will be accessible. The device should not be installed within 6" ( 15 cm) of a fitting which changes the direction of the waterflow or within 24" t60 cm) of a valve or drain. NOTE: Do not leave cover off for an extended period of time. Dram the system and drill a hule in the pipe using a hole saw in a slow speed drill (see Fig. 1 ). Clean the inside pipe of all growth or oilier material for a distance r.qual to the pipe diameter on either side of the hole. Roll the vane so that it may be inserted into the hole; do not bend or crease it. Insert the vant: so that the aJTOW 0 ,1 the saddle points in the direction of the waterflow. Ta.Ice care not to damage the non-conosive bushing in the saddle. The bu:;hing should fit inside the hole ir. the pipe. Install the saddle strap and tighten nu!s alternately to required torque (see the chart m Fig. I). The vane must not rub the inside of the pipe or bmd many way. A CAUTION Do not trim the paddle Failure-to follow these instructions may prevent the device from operating and will void the warranty. Fig. l l)lilEC fl WATERFLO \ Model VSR 2 VSR 2 1/2 VSR 2 112 VSR-3 VSR-3 1/2 VSR 4 VSR-5 VSR-6 VSR-8 I Nominal Pipe s,~e inch mrn 2 D:--150 2.5 DN65 3 DN80 3.5 4 DNIOO 5 - 6 DNISO 8 DN200 Nominal Pipe O.D. inch mm 2.r5 60.3 2.875 13.0 3.000 76.1 3.500 88.9 4.000 101.6 4 500 111\.3 5.563 141.3 6.625 1~8.3 S.625 219.[ DO NOT LEAVE COVER OFF FOR AN EXTENDED PERIOD OF TIME TIGHTEN NUTS ALTERNATELY ~ @) MOUNTON PIPESO ARROW ON SADDLE -I --POINTS [N DIRJK'TI0N ' OF WATERfLOW Retard Adjustment The delay can be adjusted by rotating the retard adjustment knob from 0 to the max setting (60-90 seconds). The time delay ~hould be set at the minimum required to prevent false alarms CAUTION Hole must be dnlled perpendicular to the pipe Md vertically centered Ref1:r co the Compatible Pipe/l:1~tallatio1, Requirement~ chart for size. ·-------·-Correct Incorrect t2 0-n--_ _(Lg ) ( 0 ROLL PADDLE IN OPPOSITE DIRECTION OF WATE.RFL0W (f;'!tJwing water acti11aMs J el1h.t! ii: Ot!e d:i-ection only.) nwr. 1146-11 DNSO ONLY USE (2) 5180162 ADAPTERS AS SHOWN ABOVE OW0,114-IF' Compatible Pipe/ Installation Requirements Pipe Wall Thickness Hole Size Schedule 10 (UL) Schedule 40 (UL) BS-1387 (LPC) DN (VIJS) onch mm mch mm inch mm inch mm inch mm 0.109 2.--0.154 3.91 0.142 3.6 0.091 2.3 0.120 3.05 0.203 5.16 1.25 I .125 .062 33.0,c ?..O 0.142 3.6 0.102 2.6 0.120 3.05 0.216 5.49 0.157 4.0 0.114 2.9 0.120 3.05 0.226 5.74 - 0.120 3 OS 0.237 6 02 0.1 77 1\.5 0.!26 3.2 2.00 ± .125 50.8 ± 2.0 0.134 3.40 0.258 6.55 -- 0.134 3.40 G.280 7.11 0.197 5.0 0.157 4.0 0.148 U6 0.322 8.18 0.248 6.3 0.177 •).5 I U-Bolt Nuts Torque ft-lb n-m 20 27 NOTE: For coppe1 or plastic pipe use Model VSR-CF. PRINTED IN USA MFG. #5401146 -REV L 3/0!1 PAGE 2 OF 4 Fig. 2 Fig. 3 To remove knockouts: Place screwdriver at Break out thin section of cover when inside edge of knockouts, not in the center. lk•)itii Do not drill into the base as this creates metal shavings which can create electrical hazards and damage the -:Je,,i,..e Drilling voids the warr2.nt)' wiring both switches from one conduit entrance. Fig. S Typical Elect1·ical Connections Notes: 1. The Model VSR has two switches, one can be used ro operate a central station, proprietary or remote signaling unit, while the other contact i.~ used to operate i> local at11ible or vi$ual annunciator. 2. A condition of LPC Approval of this product is that the electrical entry must be sealed to exclude moisture. 3. For supervised circuits, see "Switch Terminal Connections" drawing and warning note (Fig. 4 ). Testing Fig. 4 VSR VANE TYPE WATERFLOW ALARM SWITCH WITH RETARD Switch Terminal Connections Clamping Plate Terminal An uninsulated section ofa single co11ductor should not be loopeJ around the terminal and serve as two separate connectior,s. The wire must be severed, thereby providing supervision of the connecllon in the event that the wire become d1slvdgcd from under the terminal. Failure to sever the wire may render the device inoperable risking severe property damage and loss of life. Do not strip wire beyond 3/8" of length or expose an uninsulated conductor beyond the edge of the terminal block. When using stranded wire. capture all strand~ under the clampin11 olate. WATERfLOW ZONC ON FIRE f'ANEL The frequency of inspection and testing for the Model VSR and its associated protective momtoring system shall be in accordance with applicable NFPA Codes and Standards and/or the authority havmgjurisdiction (manufacturer recommends quarterly or more frequentiy). ffprovicled. the inspector's test valve shall always be used for test purposes. If there are no provisions for testing the operati0n of the flow detection device on the system, application of the VSR is not recommended or advisable:. A min imum flow of 10 GPM (38 LPM) is required to activate this device. lmlll#-Advlse the p_erson responsible for testing of the fi re protection system thz.t this system must be tested in acco:·dance -■■•-••--with the testmg mstruct10ns. Fig. 7 .Mounting Dimensio,1s PIPE DIA. + 5.15 in --,,.,...C....--f--==-+-..c,;o,,""'+-(+ 133.4 nun) PIPE SADDLE l! BOLT PRrNTED lN USA tlOMINAL P!Pll DIA. +1.75 in (+44 5 MM) FOR DN 50-DN 65 2-2.5 in NOMINAL PlPE DIA. +2.125 in (+54.0 MM) fOR DN eo-ON 200 J-8 in MFG. #5401146 -REV L J/09 Fig. 8 GRhEN Gl<.OuND SCRcWS PAGE30F4 VSR ® PqJsrl!Ection VANE TYPE WATERFLOW ALARM SWITCH WITH RETARD Maintenance Inspect detectors monthly. If leaks are found, replace the detector. The VSR waterflow switch should provide years of trouble-free service. The retard and switch assembly are easily field replaceable. In the unlikely event that either component does not perform properly, please order replacement retard switch assembly stock #1029030 (see Fig. 6). There is no maint\!nance required, only periodic testing and inspection. Retard/Switch Assembly Replacement (See Fig. 6) • NOTICE The Retard/Switch Assembly is fie:d-replaceable without draining the system or removing the watrrflow switch from lhe pipe I. Make sure the fire ala1m zone or circuit connected to the waterflow switch is bypassed or otherwise taken out of service 2. Disconnect the power source for local bell tif applicable). 3. Identify and remove all wires from the waterflow switch. 4. Remove the t2) mounting screws holding retard/~witc:h assembly to the base. Do not remove the (2) retard housing screws. 5. Remove the retard assembly by lifting it straight up over the tripstem. 6. Install the new retard assembly. Make sure the locating pins on the retard/switch assembly fit into the locating pin bosses on the base. 7. Re-install the (2) original mounting screws. 8. Reconnect all wires. Perform a flow test and place the system back in service. SCREWS HOLDING RETARD/SWITCH ASSEMBLY TO BASE BREAK OUT THIN SECTION OF COVER WliF.N WIRING 80TH SWITCHES FROM ONE CONDUIT ENTRANCi:'. (2) ORIGINAL MOlfNTING / ,,1mws ,e;-,,u,,;wffCHASSCM\' , r "''=™§w D. • I DWG# 1146-10 Removal ofWaterflow Switch • To prevent accidental water damage, all control valves should be shut tight and the system completely drained before waterflow detectors are removed or replaced. • Turn off electrical power to the detector, then disconnect wiring. • Loosen nuts anc! remove U-bolts. Gently lift the saddle far enough to get your fingers under it. With your fingers, roll the vane so 1t will fit through the hole whiie continuing to lift the waterflow detector saddle. • Lift detector clear of pipe. PRINTED IN USA MFG. #5401146-REV L 3/09 PAGE4 Of 4 • The AGF Manufacturing Inc. Model 1011A TESTANDRAIN® matches all the features and benefits of our Model 1000 by providing both the test function and the express drain function in a multistory installation for a wet fire sprinkler system, with the added feature of an integral Model 7000 Pressure Relief Valve with drainage piping. • The Model 1011A complies with the requirements of NFPA-13 that stipulate a pressure relief valve be installed on all gridded systems and downstream of all pressure reducing valves (see reverse). • The Model 1011A TESTANDRAIN® is a compact single handle ball valve which includes a tamper resistant test orifice and integral tamper resistant sight glasses, and is 300 PSI rated. • Availahle in a ful! range of sizes from¾" to 2" NPT and BSPT, with all specifiable orifice sizes 3/a" (2.8K), 7/,s" (4.2K). Y2'' (5.6K). 1%2" (8.0K), 5/a" (1 1.2K, ELO), ¾" (14.0K, ESFR), and K25 as required by NFPA 13, 2007 Edi- tion (see reverse). • The included UUFM Model 7000 Pressure Relief Valve features a flushing handle and is factory rated for 175 PSI. Other pressure settings are available and may be substituted. • Designed to relieve excess system pressure caused by surges or temperature changes as well as solve the dif- ficult prob!em of providing the relief va!ve with a convenient drainage-piping outlet. • Shipped with relief valve and bypass drain ports plugged to expedite pressure testing the system. • A locking kit is available and can be ordered with the valve to provide vandal resistance or prevent uninten- tional alarm activation. • Repair kits including (1) adapter gasket, (1) ba!I, (2) valve seats, (1) stem packing, and (1) stern washer are avail- able for all TESTANDRAIN® valves. Valve and orifice size must be specified when ordering. NOTE: !t is important to note that the pressure rating of the relief valve indicates an operating range of pressure for both opening and closing of the valve. Standard relief valves are required to OPEf\1 in a range of pressure between 90% and 105% of their rating. The valves are required to CLOSE at a pressure above 80% of that rating. The relief valve should be installed where it is easily accessible for main- tenance. Care should be taken that the relief valve CANNOT be isolated from the system when the system is operational. A relief valve should NEVER have a shutoff valve or a plug downstream of itii outlet. \· >:-~'-· :--~ :-:~ ~. <_· ~kei,a'b';i;iy;~ ·vtirst1ti1ity,: ~coc:1_e ~~o6nrpiitib;i;iy_-~ ·· :_ ,_:_; , :-~--• ~,-_·_..\ ~ ---• ----:c---• -!... -• TESTANDRAIN Is a registered trademark of AGF Manufacturing Inc. CS1011A 10/09 DIMENSIONS Orifice Size Available: 3/s", 7/16", ½". 17/32", ELO (%")*, ESFR (¾")', & K2G** SIZE A 8 C D E F G H ¾" 71/16" 1½" 2¥16" 3¾" 3¾" 111/1511 4o/1s" 6¾" (19i mm) (37.5 mm) (57 mm; (93mm) (85mm) (4Smm) (117mm, (162.5 mm) 1" 7!¥16" 1½" 2¥1611 3!¥8" 3¾" 111/1511 41/16" 6¾" (191 mm) (37.5 mm) (57mm) (93mm) (86mm) (46mml (117mm) (162.5 mm) 1¼" 71¥16" 111/1511 2o/1G" 4¼" 3¥8" 11 o/,5" 59As" 5½" (201 mm) (43mm) (65mm) (108 mm) (91 mm) (51 mm) (141 mm) (192mm) 1½" 81¥1611 111/15" 3¼" 51/16" 37/s'' 2!¥8" 8¼" 107/8" (227 mm) (45mm) (81.5 mm) (127 mm) (99mm) (67mm) (207 mm) (274 mm) 2" 81¥16" 111/1511 3¼" 51/16" 37/s" 2!¥8" 8¼" 1O7/s'' 1227 mm) (45mm) (81.5 mm) (127 mm) (99mm) 167mm\ (207 mm\ (274 mm) • Available on 1 ¼" to 2" size units only •• Available on 1 ½" and 2" size units only THE MODEL 1011A PROVIDES ALL OF THE FOLLOWING ... From the 2007 Edition of NFPA 13 Chapter 8.16.2.4.1 * Chapter 8.16.2.4.2 & 8.16.2.4.3 Chapter 8.16.2 .4.4 Chapter A.8.17 .4.2 Chapter 8.17.4.2.2 Chapter 8.17.4.2.4 Chapter 8.17.4.3.1 Chapter A.17.4.3.2 Chapter 7 .1.2 Chapter 8.16.1 .2.➔ Chapter A.8.16.1 .2 .3 Provisions shall be made to proµarly drain all parts of the system. Drain connections, interior sectional or floor control valve(s) - shall be provided with a drain connection having a minimum size as shown in Table 8.16.2.4.2. Drains shall discharge outside or to a drain capable of handling the flow of the drain. r,Net Pipe System) test connection is permitted to terminate into a drain capable of accepting full flow ... using an approved sight test connection containing a smooth bore corrosion-resistant orifice giving a flow equivalent to one sprinkler ... The test conner.tier. valve shall be readily accessible. shall be permitted to be installed in any location ... downstream of the waterflow alarm. (Dry Pipe System) a trip test connection not less than 1 " in diameter, terminating in a smooth bore corrosion-resistant orifice, to provide a flow equivalent to one sprinkler ... The trip test connection ... with a shutoff va!ve and plug not !ess than 1 ", at least one of which shall be brass. -a gridded wet pipe system shall be provided with a relief valve set to operate at 175 PSI or 1 O PSI in excess of the maximum system pressure, whichever is greater. A relief valve of not less than ½" in size shall be provided on the discharge side of the pressure-reducing valve set to operate at a pressure not exceeding 175 PSI. -consideration should be given to piping the discharge from the (pressure relief) valve USA Patent# 4741361 and Other Patents Pending M ODEL 1011 A -FRONT V1EW MODEL 1011 A -PLAN VIEW it I TO B DRAIN + +-o l i M ,'\TERl.~LS Handle: Steel St0m: Rod Brass Ball: C.P. Brass Body: Bronze Valve Seat: Impregnated Teflon~ Indicator Plate: Steel Relief Valve: Bronze Bypass Fittings: Brass Bypass Tubing: Nylobraid APPROVALS UL and ULC Listed: (EX4019 & EX4533) FM Approved NYC-BSA No. 720-87 -SM ~a ~~ MADE IN U.S.A. AGF Manufacturing Inc. 100 Quaker Lane, Malvern, PA 19355 Job Name: _____________ _ Phone:610-240-4900 Fax:610-240-4906 www.testandrain.com Architect: ______________ _ Engineer: _______________ _ Contractor: ______________ _ TC LCD www.tolc~com NIBCD Rev1s1on 12/18/2008 Fig. 200 -"Trimline" Adjustable Band Hanger Fig . 200R (Import) -"Trimline" Adjustable Band Hanger w/Retainer Ri ng Size Range -1/2" thru 8" pipe Material -Carbon Steel, Mil. Galvanized to G90 specifications Function -For fire sprinkler and other general piping purposes. Knurled swivel nut design permits hanger adjustment after instailation . Features - • (1 /2 " thru ?.") Flared edges ease installation for all pipe types and protect CPVC plastic pipe from abrasion. Captured design keeps adjusting nut from separating with hanger. Hanger is eas- ily installed around pipe. • (2½" thru 8") Spring tension on nut holds it securely In hanger Detore InstallatIon. AdJust1ng nut is easily removed. Approvals -Underwriters' Laboratories listed (1/2 " thru 8") in the USA (lJL) and Canada (cUL) for steel and CPVC p!astic uipe and Factor/ Mutual Engineering Approved (3/4" thru 8"). Conforms to Federal Specifications WW-H-171 E, Type 1 0 and Manufacturers Standardization Society SP-69, Type 10. Maximum Temperature •-650°F Finish -Mil. Galvanized. Stainless Steel materials will be supplied with (2) hex nuts in place of a knurl nub. Order By -Figure number and pipe size Fig. 200 1" • 2" ' ' ' ' 't '' t t t t '' ' ' : ' • ' ...... 1 1. -.... I 1. , ' '' '' ,.""1.1. A Note -Figure 200R (import) with retainer ring and non-captured knurl nut. A ,... .,.,.,,. ",. v:f ::R 2½" • 8' _Dimensions • Wei_ghts Pipe Rod Size Max. Rec. Size inch Metdc A B Load Lbs. 1/2 3/8 8mm or 10mm 31/s 2% 400 3/4 3/8 8mm or 10mm 31/~ 21,, 400 1 3/8 8mm or 10mm 33/a 2% 400 1¼ 3/8 8mm or 10mm 3¾ 27/a 400 1½ 3/8 8mm or 10mm 37/4 27/s 400 2 3/8 8mm or 10mm 4½ 3 400 2½ 3/8 10mm 55/s 4¼ 600 3 3/8 10mm 51/s 4 600 3V2 3/8 10mm 7% 51/: 600 4 3/8 10mm 7% 5 1000 5 1/2 12mm 91/e 6\14 1250 6 1/2 12mm 101/s G¾ 1250 8 1/2 12mm 13va 8% 1250 ' ' ' ' ' ' ' / B t \, ',, A'', Approx. Wi./100 11 11 12 13 14 15 27 29 34 35 66 73 136 OFFICE/MANUFACTURING FACILITY• 1375 SAMPSON AV[ •CORONA.CA 92879 • PH 551 737 5599 • FAX. 951 737 0330 CUSTOMEP. SERVICE• 800.786 'i266 www.to/r.o com c@ususno <8> -- /4. 200 2½" • 8" ./ ~ 200R 1/2" • 2" m TD LCD www.tolco.com NIBCO Rev1s1on 4/7/2011 Fig. 4L Longitudinal "In-Line" Sway Brace Attachment Size Range -2" through 8" IPS. Material -Carbon Steel Function -For bracing pipe against sway and seismic disturbance. Approvals -Underwriter's Laboratories Listed in the USA (UL) and Canada (cUL) 2" -8". Approved by Factory Mutual Engineering (FM), 2½" -8" pipe. Installation Instructions -The Fig. 4L is the "braced pipe" attachment component of a longitudinal sway brace assembly. It is intended to be combined with the "bracing pipe" and TOLCO structural attachment component to form a complete bracing assembly. NFPA 13 and/or OSHPD guidelines should be followed. To Install -Place the Fig. 4L over the pipe to be braced and tighten bolts. Then engage "bracing pipe" into jaw opening and tighten set bolt untii ilex nea<.i snaps ufi. Jaw aitachment can pivot for adjusunem to proper brace angle. Finish -Plain Note -Available in Electro-Galvanized and HOG finish. Order By -Figure number, pipe size and finish. 4-Way Riser Brace (Plan view) Dimensions • Weights 0 Sizes A Bolt Max. Rec. C D Load Lbs. Size (cULu&_ ---- Lon~Jitudinai Brace 21/2 67/1J 3 7 2½ 2% 1/2 2015 2¾ 3V,s 1/2 2015 4 8½ 3% 311/16 1/2 2015 5 9-V· 37/R 4"b 1/2 2015 6 11V? 5 511s 1/2 2015 8 13¼ 5;/s 5% 1/2 2015 c@ususnn <8> -· *Max Rec. Approx. Load Lbs. (FML_ Wt./100 3000 253 7550 268 1550 348 1450 380 1450 640 1450 728 * Load shown is allowable with brace installed, between 30° -90°. No reduction of load based on brace angle is required. FM approved when used with 1 ", 1 ¼", 1 ½" or 2" Sch. 40 brace pipe. TOLCO® brand bracing components are designed to be compatible ONLY with other TOLCO® brand bracing components, rE·sulting in a Li~ted seismic bracing assP.mbly. o:SCLAIMER -NIBCO does NOT warrant aaainst the failure of 7 OLCO"" brand bmcing components, in the instance that such TOL COq!) brand bracing components are used in combination with products, parts or syste;ns whicll are not manufactured or sold under the TOLCO~.\ brand. NIBCO shall NOT be liable under any circumstance for any direct or indirect, inciuenta! or consequential dam;iges of any kind, including but not limited to loss of business or profit, where non-TOLCO brand bracing components have been, or are used. II OFFICE/MANUFACTURING FACILITY• 1375 SAMPSON AV[ • CORONA, CA 92879 • PH 951 737 5599 • FAX 951 737 0330 CUSTOMER SERVICE • ?00.786 5256 www.tolco.com TOLCO www.tolco.com NIBCO Rev1s1on 12/3/2008 Fig. 6 -Riser Clamp Fig. 6F -Felt Lined Riser Clamp Fig. 6PVC -PVC Coated Riser Clamp Size Range -(Fig. 6) 1/2" thru 20" pipe (Fig. 6F) 1/2" thru 2½" copper t ubing (Fig. 6PVC) 1/2" thru 6" pipe Material -Carbon Steel Insulation Material -(Fig. 6F) 3/16" felt. Function -Used for supporting vertical piping. Approvals -Underwriters' Laboratories Listed in the USA (UL), Canada (cUL) i/2" -8". Factory Mutual Engineering Approved, 3/4" tl',ru 8". Conforms to Federal Specification WW-H-171 E, Type 8, 3/4" thru 20" and Manufacturers Standardization Society SP-69, Type 8. Maximum Temperature -650°F Finish -Plain Note -Available in Electro-Galvanized and HOG finish or Stainless Steel materials. Order By -(Fig. 6 and Fig. 6PVC) pipe size and finish. (F:g. 6F) copper tube size and finish. (Fig. 6F is avail able for Iron Pipe Size, consult factory. I I / i ,,.. Fig. 6PVC Dimensions • Weights Pipe Size A B C Bolt Size 11?. 3/4 1 1¼ 1½ 2 2½ 3 3½ 4 5 6 8 10 12 14 16 18 20 9¼ 9¼ 99As 911/,s 101/s ·\O¾ 11 12 13 13\,' 14½ 151/s 18½ 20¼ 223/, 24 26 28 30 1/2 1/2 1/2 1/2 1/2 1/2 !'i/8 5/8 5/8 3/4 3/4 7/8 1 Vs 1Vs 1¼ 1% H 'a ~/8 11/a 3/8 11;'4 3/8 13/a 3/8 1½ 3/8 2 3/8 2\1, 3/8 3 3/8 3¼ 1/2 33/a 1/2 43/a 1/2 47/a 1/2 5¾ 5/8 7¼ 5/8 8¼ 5/8 9 5/8 10¼ 3/4 11 1/2 3/4 12½ 3/4 c®us llSTED <8> -· Fig. 6 _.,,..... -..... (/ ',.~ ', .. ,_ J I Fig. 6F Max. Rec. Approx. Load Lbs. Wt./100 255 144 255 144 255 147 255 150 255 153 255 i65 380 228 530 246 670 264 810 347 1160 385 1570 564 2500 101 7 2500 1138 2700 1759 2700 1922 2900 3245 2900 3372 2900 3,199 II OFFICE/MANUFACTURING FACILITY• 1375 SAMPSON AVE • COHONA, CA 92879 • PH. 951 737 5599 • FAX 951 737 0330 CUSTOMER SERVICE• 800 786 5265 www.tolco.com TD LCD www.tolco.com NIBCD Rev1s1011 5/27/2008 Fig. 1000 -"Fast Clamp" Sway Brace Attachment Component of State of California OSHPD Approved Seismic Restraints System Size Range -Pipe size to be braced: 1" thru 6" Schedule 1 O thru 40 IPS.* Pipe size used for bracing: 1" and 1 ¼" Schedule 40 IPS. c@us LISTED * Additionally (UL) approved for use to brace Schedule 7 sprinkler pipe up to 4" (maximum horizontal design loc:d 655 lbs.) Torque requirement 6 -8 ft. lbs. Material --Carbon Steel Function -For bracing pipe against sway and seismic disturbance. Tt1e pipe attachment component of a sway brace sys- tem: Fig. 1000 is used in conjunction 'Nith a TOLCO Fig. 900 Series Fitting and joined together with bracing pipe per NFPA 13* or TOLCO OSHPD Approved Seismic Manual, forming a complete swcJ.y brace assembly. Features -Field adjustable, mal<.ing critical pre-engineering of bracing pipe unnecessary. Unique design requires no threading of bracing pipe. Can be used as a component of a 4-way riser brace. Can be used as longitudinal brace with Fig. 907. Comes assembled and individually packaged with illustrated installation instructions -sizes are clearly marked. ~teel leat spring insert provided to assure installer and inspector necessary minimum torque has been achieved. Installation -The Fig. 1000 is the "braced pipe" attachment component of a lateral sway brace assembiy. It is intended to be combined with the "bracing pipe'' and TOLCO structural attach- ment component, Fig. 980, 91 O or 909 to form a complete bracing assGrnbly. Fol!ow NFPA 13 and/or OSHPD guide!ines. To Install -Place the Fig. 1000 over the pipe to be braced, insert bracing pipe through openinq leaving a minimum of 1" extension. Brace pipe can be installed on top or bottom of pipe to be braced. Tighten hex nuts until leaf spring is flat. It is recommended that the brace angle be adjusted before hex nuts are fully tightened. Approvals -Underwriters Laboratories Listed in the USA (UL) and Canada {cUL). Approved by Factory Mutual Engineering (FM). Included in our Seismic Restraints Catalog approved by the State of California Office of Statewide Health Planning and Development (OSHPD). For additional load, spacing and placement informa- tion relating to OSHPD projects, please refer to the TOLCO Seismic Restraint Systems Guidelines. Appiication Note -Positio,, Fast Clamp and tighten two hex nuts until leaf spring flattens. A minimum of 1 " pipe extension beyond the Fig. 1000 is rcccmmended. Finish -Plain Note -Available in Electro-Galvanized and HOG finish or Stainless Steel materials. Order By -Order first by pipe size to be braced, followed by pipe size used for bracing, figure number and finish. <8> -· Maximum Oes:gn Load 1" thru 4" pipe size -2015 lbs. 6 " size -1265 lbs. '---- FM Approved Design Loads* 1" -2½" -600 lbs. 3" -4" -700 lbs. Lateral Brace TOLCO® brand bracing components are desgined to be compatible ONLY with olher TOLCOOv brand bracing components, resulting in a Listed seismic bracing assembly DISCLAIMER -· NIBCO does NOT warrant against the failure of TOLCO® brand bracin9 components, in the instance that such TOLCO® brand bracing components am used in combination with products, parts or systems wllich are not manufactured or sold under the TOLCO® brand. N!BCO shall N.QT be liable under any circumstance for any direct or indirect, incidental or consequential damages of any kind, including but not limited to loss of business or profit, where non-TOLCO brand bracing corPponents have been, or are used. ------------ OFFICE/MANUFACTURING FACILITY• 1375 SAMPSON AVE • CORONA, CA 92879 • PH 951 737 5599 • FAX 951 737.0330 CUSTOMER SERVICE• 800 786 ~2!i'l www.tolco.com II (r)TCLCO Fig. 1001 -Sway Brace Attachment Size Range -Pipe size to be braced: 2½" thru 8" IPS.* Pipe size used for bracing: 1" and 1 ¼" Schedule 40 IPS. Material -Carbon Steel Function -For bracirig pipa against sway and 5eismic disturbance. The pipe attachment component uf a sway brace system: The Fig. 1001 is used in conjunction with a TOLCO 900 Series fitting and joined together with bracing pipe per NFPA 13, forming a complete sway brace assembly. Features -Can be used to brace schedules 7 through 40 IPS. Field adjustable, making critical pre-engineeriny of brac:ng pipe length unrn~ces- sary. Unique design requires no threading of bracii1g pipe. Can be used as a component of a four-way riser brace. Comes assembled and ready for instaliation. Fig. 1001 has built-in visual varificatio,1 of correct installation. See insta!lation note below. Installation Note -Position Fig. 1001 over the pipe to be braced and tighten two hex head cone point set bolts until heads bottom out. A mini- mum of 1" pipe extension is recommended. Brace pipe can be installed on top or bottom of pipe to be braced. Approvals -Underwriters Laboratories Listed in the USA (U L) and Canada (cUL). Approved by Factory Mutual Engineering (FM).lnr.luded in our Seismic Restraints Catalog approved by the State of Caiifornia Office of Statewide Health Planning and Development (OSHPD). For add1t1onal load, spacing and placem,snt information reiating to ·:JSHPD projects, please refer to the TOLCO Seismic Restraint Systems Guidelines. Finish -Plain Note -Available in Electro-Galvanized and HOG finish. Order By -Indicate pip,s si?e to be braced followed by pipe si7.e used for bracing, figure number and finish. Important Note -The Fig. 1001 is precision manufactured to perform its function as a critical component of a complete bracing assembly. To ensure performance, the UL Listing requires that the Fig. 1001 must be used only with other TOLC:O bracing products Component of State of California OSHPD Approved Seismic Restraints System c®us <§> LISTED APPROVED Maximum Design Load 2-1 /2" -6" Allied DynaFlow (Sch. 7) -1600 lbs. 2-·J/2" -6" Sch. i0 & 40 -2015 lbs. 8" Sch. 10 & 40 -2765 :b3. FM Approved Design Loads* 21;2 '' -2400 lbs. 3" -4" -2500 lbs. 5" -8" -1500 lbs. ~---<1--------- .,,,-=---------- COOPER B-LINE 1375 Sampsor. Ave • Corona, CA 92879 • 800.786.5266 • FAX: 9S1 .737.0330 ,,,, COOPER 8-Line OJ MATERIAL: CARBON STEEL. [2J MATERIAL: PLASTIC, COLOR-BLUE. INl ERNALLY MUL Tl-THREADED FOR 1/4', 3/8' OR 1/2' DIA. 1<--1.62-, I i 7 2.00 (3X) 2.70 I ALI T'..JnrAn nl'"'ln L.-II 1L L.I I tVU , ~ ~ 1-9"--+---Y-IH'u:-,.,_ ~ --.., 0.88:? l n -~,_J ----+-'-:j SECTION A-A APPROVALS ESR-3599 OSHPD OPA-0485-07 LARR#26013 A --162 AVAILABLE AS "BUY AMERICA" AND "BUY AMERICAN" COMPLIANT. 11PIP14381211 BLUE BANGER HANGER SEISMICALLY QUALIFIED DECK INSERT FOR FORM POUR SLABS AND WALLS IIIISllf'~~~ International Seismic Application Technology j 14848 Northam Street, La Mirada, CA 90638 877-999-4 728 (Toll Free) 714-523-0845 (fox) wv:w.isatsb.com A Division nf Tomarco Contractor Specialties Rev. 3 01/18/16 Page F 10.1 OJ MATERIAL: CARBON STEEL. [I] MATERIAL: PLASTIC, COLOR-BLUE. INTERNALLY MUL Tl-THREADED FOR 3/8", 1/2" OR 5/8" DIA. ALL-I HREAO ROD. 0.882 SECTION A-A APPROVALS ICC~ @ j ESR-3599 OSHPD OPA-0485-07 LARR#26013 /'l.Y\? 7() ' ·1 L.,.,.. A .. --1.62-- AVAILABLE AS "BUY AMERICA" AND "BUY AMERICAN" COMPLIANT. "PIP381258" BLUE BANGER HANGER SEISMICALLY QUALIFIED DECK INSERT FOR FORM POUR SLABS AND WALLS Rev. 3 01/1811 6 Page F10~2 OJ MATERIAL: CARBON STEEL. [?J MATERIAL: PLASTIC, COLOR -BLUE. INTERNALLY MUL Tl-THREADED FOR 5/8", 3/4' DIA. ALL-THREAD ROD. SECTiON A -A APPROVALS ICC~ ~; f'SR-3599 OSHPD OPA-0485-07 LARR#26013 A ··~ I 0 AVAILABLE AS "BUY AMERICA" AND "BUY AMERICAN" COMPLIANT. "PIP5834" BLUE BANGER HANGER SEISMICALLY QUALIFIED DECK INSERT FOR FORM POUR SLABS AND WALLS IUSAJ'~-~ International Seismic Application Technology 14848 Northam Street, La Miracla, CA 90638 877-999-4728 (Toll Free) 714-523-0845 (fax) www.isatsb.com A Division of Tomarco Contractor Spcclaities Rev. 3 01/18/16 Page F1 0.3 MIN. IEDGEDIST. INSERT SPACING FORM POUR SLAB WITH 3,000 PSI MIN. NORMAL WEIGHT CONCRETE PIP HEAD STAMP r-5 1/2' MINIMUM CONCRETE THICKNESS L_ <] 4 ,1 <] !SM SE:SMIC BRACKET, - iviA y Bi: ROTATED TO ANY ANGLE h " . AROUND ANCHOR TYP. P ATTACHED VIA !SAT SUPPLIED THREADED ROD, HEX NUT 4 <] <] <] 4 4 <] 4 4 <] 4 I 5 1/2' MIN -,.CONCRETE "P' - TfilCK~1i:SS Blue Banger Hanger Poured-In-Place (PIP) Insert Seismically Qualified for Anchorage In Cracked Concrete Seismic Design Categories C. D. E and F ICC Report No. ESR-3599 (October, 2014), Table 1 Brace Deck All Thread Mnim:.im Maximum Brace Reaction (Fp) 1 Nominal Anchorage Insert Rod Dia. Concrete Insert Designation Part No. (ATR) Strength 6" M n. 2 5" rv'in. 7 4·• Mn. 7 Height lnc.h PSI Lbs Lbs Lbs Inch N5B3 PIP143812-2 1/2 587 555 503 NS.1 B2 PIP38125!!-2 5/8 3,000 ~?~ 579 526 o~o ----------.... -----N5B4 PIP143812-2 1/2 678 641 580 N6B4 PIP381258-2 518 4,000 722 669 607 2 N6B5 PIP143812-2 1/2 758 716 649 PIP381258-2 518 5,000 807 747 679 N6.1B5 N7B6 PIP143812-2 1/2 831 785 711 FIP381258-2 5/8 6,000 884 819 743 N7.rn6 1. BRACE LOAD VALU[:5 SHOWN AR[ ALLOWABLE smESS DESIGN (ASD). CAP.A.CITIES Di::R!VED !N CONFORMANCE WITH ASCE-7 ANO ACl318, APPENDIX 0. 2. MINIMUM IMSERT SPACING SINGLE BLUE BANGER HANGER 11PIP11 INSERT SEISMIC BRACE CONNECTION A Division of Tomarco Contractor Specialties internaUonal Seismic Application Technology 14848 Northam Street, La Mirada, CA 90638 877-999-4728 (Toll Free) 71-1-523-0845 (fax) www isatsb com i MINIMUM EDGE D!STANCE t f I 60'MAX. TYP Mr.in1um,, Edge Distancej lnc!1 6 Rev. 2 11/01/15 Page D1.18 PIP HEAD ST AMP EDGE OF SLAB OR SLAB OPENING EDGE ·1 MIN. 3,000 PSI IE DISTANCE ~ NORMAL WEIGHT CONCRETE I <] I t = ~ ~ <i t 5 1/2' MINIMUM < CONCRETE INSERT '1 <l LI THICKNESS HEIGHT <i i 'I BLUE BANGER PIP TYP. NUT & WASHER (OPTIONAL)_/ MAX. 15 DEG. OFF ANGLE ALLOWED ALL THREAD ROD -WlTHOuT CAPACiTY REDUCTION Blue Banger Hanger Poured-In-Place (PIP) Insert Seismically Qualified for Anchorage In Cracked Concrete Seismic Design Categories C, D, E and F ICC Report No. ESR-3599 (October, 2014), Table 1 Deck I All Thread Rod Dia. 1 Maximum Tension Value Nominal Mnimum l'\'1inim ur nl I !nsert See Page H1 or H1 .1 At Minimum Concrete Siren ~lh Insert Edge Part No. I For Design Values 3,000 psi 4,000 psi 5,000 psi 6,000 psi Height Distance Spacing Inch Lbs Lbs Lbs Lbs Inch Inch Inch PjP143812-2 ' 1/4, 3/8, 1/2 1,230 ·1 ,425 1,590 1,740 PIP381258-2 3/8, 1/2, 5/8 1,310 1,515 1,690 1,855 .. 2 6 6 PIP5834-2 5/8, 3/4 1,230 I 1,425 I 1,590 1,740 7/8, 1 w/ Rod Coupler I i 1. VALUES SHOWN ARE EXCLUSIVE OF THREADED ROD CAPACITY. 2. ROD LOCATIONS WITH SINGLE, RIGID BRACE CONNECTIONS REQUIRE ADDITIONAL SEISMIC LOAD CONSIDERATIONS BEFORE APPL YING THE ABOVE VALUES. REFER TO PROJECT SPECIFIC ISA T BRACING LEGEND. THIS LOAD INCREASE DOES NOT APPLY TO CABLE BRACES OR WHERE TWO RIGID BRACES CONNECTED TO A COMMON ROD ARE INSTALLED IN OPPOSING DIRECTIONS. 3. VALUES SHOWN ARE ALLOWABLE STRESS DESIGN (ASD). SINGLE BLUE BANGER HANGER PIP INSERT VERTICAL SUPPORT CONNECTION fb~~l!,, JliiSIII Rev. 2 .~»#. r-. (,<: International Seismic Application Technology 11/01/15 -~ ~ ~ ~~ ~>< 14848 i'lortham Street, La Mirnda, CA 90638 ~~ S 4710 i; ::: 877-999-4728 (Toll Free) 714-523-0845 (fax) Page n, ~ ~ .. ,d".I' ~~· www.isatsb.com GS.18 ,.,, ? -9uc1-v<?-#' A Division of Tomarco Contractor SpP.cialties t OF C ?_l_\" .. t DIVISION: 03 00 00-CONCRETE SECTION: 0316 00-CONCRETE ANCHORS REPORT HOLDER: TOMARCO CONTRACTOR SPECIALTIES, INC. OBA ISAT 14848 NORTHAM STREET LA MIRADA, CALIFORN IA 90638 EVALUATION SUBJECT: ISAT "BLUE BANGER HANGER" HEADED, CAST-IN-PLACE DECK INSERTS: PIP POURED-IN-PLACE AND SDI STEEL DECK INSERTS IN CRACKED AND UNCRACKED CONCRETE f~@ @ ~ c PMG LISTED Look for the trusted marks of Conformity! "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC} Award in Excellence" ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifica!Zv 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 01 implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2016 ICC Evaluation Service, LLC. All rights reserved. • II 9a . . lli!ERNA r,mw. A Substdtaty of CODECOU!mr ---l'IIOOUCTC81Tn:Al1011 9CCA«.,Hibc:1 0 AulOdtttCQJ Es ICC EVALUATION ~ SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report www.icc-es.org I (800) 423-6587 I (562) 699-0543 CIVISION: 03 00 CO-CONCRETE Section: 03 16 00-Concrete Anchors REPORT HOLDER: TOMARCO CONTRACTOR SPECIALTIES, INC., dba ISAT 14848 NORTHAM STRF.ET LA MIRADA, CALIFORNIA 90638 (714) 523-1771 www.isatsb.com alaroche@isatsb.com EVALUATION SUBJECT: ISAT "BLUE BANGER HANGER" HEADED, CAST-IN- PLACE DECK INSERTS: PIP POURED-IN-PLACE AND SDI STEEL DECK INSERTS IN CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2015, 2012, 2009 and 2006 International Building Code® (IBC} ■ 2015, 2012, 2009 and 2006 International Residential Code® (IRC) Properties evaluated: Structural 2.0 USES The ISAT PIP concrete inserts are used to resist static, wind, and seismic tension and shear loads in cracked and uncracked normal-weight concrete and sand-lightweight concrnte having a specified compressive strength, f c, of 3,000 psi to 10,000 psi (20.7 MPa to 68.9 MPa). The ISAT SDI stael deck concrete inserts are used to resist static, wind, and seismic tension and shear loads in the soffit of cracked and uncracked normal-weight concrete and sand-lightweight concrete on metal deck having a specified compressive strength, fc, of 3,000 psi to 10,000 psi (20.7 MPa to 68.9 MPa). There are three models for the PIP inserts: PIP143812-2, PIP381258-2, and PIP5834-2. The PIP143812-2 is used with a threaded rod size of 1/4 inch, 3/8 inch, or ½ inch; the PIP381258-2 is used with a threaded rod size of 3/8 inch, ½ inch, or 5ts inch; and the PIP5834-2 is used with a threaded rod size of 5/8 inch or¾ inch. ESR-3599 Reissued November 2015 Revised January 2016 This report is subject to renewal November 2017. A Subsidiary of the International Code Council® There are three models for the SDI inserts: SDl143812, SDl381258, and SDl5834. The SDi143812 is used with a threaded rod size of ¼ inch, 3ta inch, or ½ inch; the SDl381258 is used with a threaded rod size of 3/8 inch, ½ inch, or 5/8 inchi and the SDl5834 is used with a threaded rod size of /8 inch or¾ inch. For any application that includes shear loads, the largest size of threaded rod specified for each insert must be used. Reference to "inserts" in this report refers to the manufactured specialty anchorage products {PIPs and SOis) used in concrete; reforer.ce to "anchors" in this report refers to the installed inserts in concrete with threaded rods. This report only covers the properties of the inserts. The inserts are alternatives to cast-in anchors described in Section 1901 3 of the 2015 IBC, Sections 1908 and 1909 of the 2012 IBC and Sections 1911 and 1912 of the 2009 and 2006 IBC. The anchors may be used where an engineered design is subm:tted in accordance with Section R301 .1.3 of the IRC. 3.0 DESCRiPTION 3.1 PIP and SDI Inserts: The PIP inserts are cast-in concrete inserts. The insert consists of a steel internally threaded headed insert (anchor body}, an outer plastic sleeve, and nails used to attach the insert to the inside surface of concrete torn.work. The insert is illustrated in Figure 1. The internally threaded insert is manufactured from carbon steel GB/T 6478 Grade U40088 (ML08A1), GB/T 700 Grade 0195, or JIS G3507-1 Grade SWRCH8A. The PIP inserts have a minimum 5.1 µm (0.0002-inch} zinc plating. The plastic sleave is fabricated from high-impact Type J340 PP (polypropylene) or equivalent. The plastic sleeve thickness is a maximum of 0.053 inch (1.35 mm). The SDI inserts are cast-in concrete inserts. The insert consists of a steel iniernally threaded headed insert (anchor body), an outer spring, a plastic sleeve, and a washer (base plate). The insert is illustrated in Figure 2. The internally threaded insert and washer are manufactured from carbon steel GB/T 6478 Grade U40088 (ML08A1), GB/T 700 Grade 0195, or JIS G3507-1 Grade SWRCH8A. The SDI inserts have a minimum 5.1 µm (0.0002-inch) zinc plating. The spring is manufactured from #72A or .JISG3521-91 spring steel. The plastic sieeve is fabricated from high-impact Type J340 PP (polypropylene) or equivalent. ICC-ES E1•alu111ion Reports are not tn be con'ltmed as represellting ae.,·thetics or any other attribute.t 1101 sperifk ally addressed, nor arc they tn be cons1r11ed as an endorsement of the subject of the report nr a rr1con,mendatianfnr its use. There is no warranty by ICC Evaluation Service, LLC. express or iu1plied. a.t to unyfinding or other malt(-r in 1his report, or as to any producl covered by lhc report. Copyright© 2016 ICC Evaluation Ser✓Ice, L LC. All rights reserved. Page 1 of 11 ES~-3599 I Most Widely Accepted and Trusted The anchor assembly is comprised of a PIP or SDI insert with a threaded rod. The PIP insert is installed on the inside surface of wood formwork and the nails driven into the form until the insert base sits flush on the form. The SDI insert is installed in a predrilled hole in the topside of the metal deck, and impacted with sufficient force to compress the spring and drive the flared plastic fins completely through the hole. Concrete can then be cast over the insert. 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 Figure 4 and have a minimum base steel thickness of 20 gage (0.035 inch (0.899 mrn)]. 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: For any application that includes shear loads, the largest size of threaded rod specified for each insert must be used, that is: 1/2-inch threaded rod only for PIP143812-2 and SDl143812; 5/8-inch threaded rod only for PIP381258-2 and SDl381258; and ¾-inch threaded rod only for PIP5834-2 and SDl5834. Smaller diameter threaded rods are permitted to resist tension loads only. 4.1.1 General: Design strength of anchors complying with the 2015 IBC as well as Section R301.1.3 of the 2015 IRC must be determined in accordance with ACI 318-14 Chapter 17 and this report. 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 AC! 318-11 Appendix D and this report. Design strength of anchors complying with the 2009 IBC and Sectio11 R301 .1.3 of the 2009 IRC must be determined in accordance with ACI 318-08 Appendix D and this report. Design strength of anchors complying with the 2006 IBC and Section R301.1.3 of the 2006 !RC must be in accordance with ACI 318-05 Appendix D and this report. Design parameters provided in Tables 1 and 2 of this report are based on the 2015 IBC (ACI 318-14) and the 2012 IBC (ACI 318-11 ), as applicable, unless noted otherwise in Sections 4.1.1 through 4.1.12. The strength design of anchors must comply with ACI 318-14 17.3.1 or ACI 318-11 D.4.1, as applicable, except as required in ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as ap!)licable Strength reduction factors, ¢, as given in ACI 318-14 17.3.3 and ACI 318-11 D.4.3, as applicable, for cast-in headed anchors, must be used for load combinations calculated in accordance with Section 1605.2 of the IBC, Section 5.3 of .A.Cl 318-14 and Section 9.2 of ACI 318-11 . Strength reduction factors,¢, as given in ACI 318-11 D.4.4 must be used for load combinations calculated in accordance with AC! 318-11 Appendix C. An example calculation in accordance with the 2012 IBC is provided in Figure 7. The value of f c used in the calculations must be limited to a maximum of 10,000 psi (68.9 MPa), in accordance with ACI 318-14 17.2.7 or ACI 318-11 D.3.7, as applicable. The pullout strength in tension is not decisive for design and does not need to be evaluated. Page 2 of 11 4.1.2 Requirements for Static Steel Strength in Tension: The nominal static steel strength in tension, N sa, of a single anchor must be calculated in accordance with ACI 318-14 17.4.1 or ACI 318-11 D.5.1, as applicable, for the threaded rod, not to exceed the values of N sa,insert in Tables 1 and 2 of this report. Strength reduction factors, ¢, corresponding to non-ductile steel shall be used when ¢NsaJnsert controls the design strength. When the threaded rod strength controls, the strength reduction factor, ¢, corresponding to the threaded rod shall be used. 4.1.3 Requirements for Static Concrete Breakout Strength in Tension: For the PIP and SDI anchors, the ncminal concrete breako•Jt strength of a single anchor or group of anchors in tension. Neb or Ncbg, respectively, must be calculated in accordance with ACI 318-14 17.4.2 er ACI 318-11 D.5.2 as applicable for cast-in bolts, with modifications as described in this section, and with Figures 1 and 2 of this report. The basic concrete breakout strength in tension, Nb, must be calculated in accordance with ACI 318-14 17.4.2.2 or ACI 318-11 D.5.2.2, as applicable, using the values of her given in Tables 1 and 2, and kc = 24. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI 318-14 17.4.2.6 or ACI 318-11 D.5.2.6, as applicsble, must be calculated with '+'c,N = 1.25. For the SDI inserts installed in the soffit of sand-lightweight or normal-weight concrete on steel deck, the contribution of the metal deck strength must be ignored and the calculations of ANc I ANco and Ca.min {minimum edge distance) must be based on Figure 5. 4.1.4 Requirements for Static Side-Face Blowout Strength in Tension: For the PIP anchors, the nominal side-face blowout strength of a headed insert, N sb, must be calculated in accordance with ACI 318-14 17.4.4.1 or ACI 318-11 D.5.4.1, as applicable, for the cast-in headed insert, in cracked and uncracked concrete, as applicable. For the SDI inserts installed in the soffit of sand- lightweight or normal-weight concrete on steel deck floor and roof assemblies as shown in Figure 4, calculation of the concmte side b:owout strength is not required. 4.1.5 Requirements for Static Steel Strength in Shear: For any applications having a shear component, the largest size of threoded rod specified for each insert must be used. For PIP anchors, the nominal steel strength in shear, Vsa, of a single PIP insert is given in Table 1 and must be used in lieu of the values derived by calculation from ACI 318-14 Eq. 17.5.1.2a or 17.5.1.2b; orACI 318-11 Eq. D-28 or D-29, as applicable. For SDI anchors, the nominal steel strength in shear, Vsa.dec!c.lower and V,a.d;,ck,up~er, of a single SDI insert, at lower flute and upper flute, respectively, are given in Table 2 of this report and must be used in lieu of the values derived by calculation from ACI 318-14 Eq. 17.5.1.2a or 17.5.1.2b; or ACI 318-11 Eq. D-28 or D-29, as applicable. 4.1 .6 Requirements for Static Concrete Breakout Strength in Shear: For PIP anchors, the nominal concrete breakout strength of a single anchor or group of anchors in shear, Vcb or \/cog, respectively, must be calculated in accordance with ACI 318-14 17.5.2 or ACI 318-1 1 D.6.2, as applicable. The basic concrete breakout strength, V b, must be calcuh=1ted in accordance with ACI 318-14 17.5.2.2 or ACI 318-11 D.6.2.2, as applicable, based on the values provided in Table 1. The value of fe used in ACI 318-14 Eq. 17.5.2.2a or ACI 318-11 Eq. D-33. as applicable, must be taken as no greater than the lesser of her or 8da. ESR-3599 I Most Widely Accepted and Trusted For the SDI inserts installed in the soffit of sand- lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figure 4, calculation of the concrete breakout strength in shear is not required. 4.1.7 Requirements for Static Concrete Pryout Strength in Shear: For PIP anchors, the nominal concrete pryout strength of a single anchor or group of anchors, Vcp or Vcpg, respectively, must be calculated in accordance with ACI 318-14 17.5.3 or ACI 318-11 D.6.3, as applicable. For the SDI inserts installed in the soffit of sand- lightweight or normal-weight concrete ove; profile steel deck floor and roof assemblies, as shown in Figure 4, calculation of the concrete pry-out strength in accordance with ACI 318-14 17.5.3 or ACi 318-11 D.6.3, as applicable, is not required. 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- 14 17.2.3 or ACI 318-11 D.3.3, as applicable. Modifications to ACI 318-14 17.2.3 shall be applied under Section 1905.1.8 of the 2015 IBC. For the 2012 IBC, Section 1905.1.9 shall be omitted. Modifications to ACI 318-08 and -05 D.3.3 shall be applied under Section 1908.1.9 of the 2009 IBC, or Section 1908.1.16 of the 2006 IBC, as applicable. The nominal concrete b•eal.;out s~rength (for PIP and SDI anchors) and nominal concrete side-face blowout strength (for PIP anchors only} for anchors in tension, and the nominai concrete breakout strength and pryout strength (for PIP and upper flute SDI anchors) for anchors in shear, must be calculated in accordance with ACi 318-14 17.4 and 'i7.5 or ACI 318-i1 D.5 and D.6, as applicable. The anchors may be installed in Seismic Design Categories A through F of the IBC. The anchors comply with ACI 318-14 2.3 o; ACi 318-11 D.1, as applicable, as brittle steel elements and must be designed in accordanc,e with ACI 318-14 17.2.3.4, 17.2.3.5, 17.2.3.6, or 17.2.3.7; ACI 318-11 D.3.3.4, D.3.3.5, D.3.3.6 or D.3.3.7; ACI 318-08 D.3.3.4, D.3.3.5 or D.3.3.6; or ACI 318-05 D.3.3.4 or D.3.3.5, as applicable. 4.1.8.2 Seismic Tension: For PIP anchors, the nominal steel strength in tensicn, N sa, of a s!ng!e anchcr must be calculated in accordance with ACI 318-14 17.4.1 or ACI 318-11 D.5.1, as applicable, for the threaded rod, not to exceed the nominal steel strength, N saJnsert.eq, provided in Table 1; tile nominal concrete breakout strength fer anchors in tension must be calculated in accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, as described in Section 4.1.3 of this report; the nominal concrete side-face blowout strength must be calculated in accordance with ACI 318-14 17.4.4.1 and 17.4.4.2, or A.Cl 318-11 D.5.4.1 and D.5.4.2, as applicable, and Section 4.1.4 of this report. For SDI anchors, the nominal steel strength in tension, Nsa, of a single anchor must be calculated in accordance withACI 318-1417.4.1 orACI 318-11 D.5.1 , as applicable, for the threaded rod, not to exceed the nominal $!eel strength, N sa.insert,eq, provided in Table 2; the nominal concrete breakout strength for anchors in tension must be calculated in accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, as desr.ribed in Section 4.1.3 of this report; the nominal concrete pullout strength calculations in accordance with ACI 318-14 17.4.3.1 and 17.4.3.4 or ACI 318-11 D.5.3.1 and D.5.3.4, as applicable, are not required. 4.1.8.3 Seismic Shear: For PIP anchors. the nominal concrete breakout strength and pryout strength in shear Page 3 of, 11 must be calculated in accordance with ACI 318-14 17.5.2 and 17.5.3, or ACI 318-11 D.6.2 and D.6.3, as applicable, as described in Sections 4.1.6 and 4.1.7 of this report. In accordance with ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable,the appropriate value for nominal steel strength for seismic loads, Vsa,eq, described in Table 1 must be used in lieu of Vsa, as applicable. For SDI anchors, the nominal concrete breakout strength and pryout strength in shear, calculations in accordance with ACI 318-14 17.5.2 and 17.5.3 or ACI 318-11 D.6.2 and D.6.3, as applicable, as described in Sections 4.1.6 and 4.1. 7 of this report. are not required. !n accordance with ACI 318-14 17.5.1 .2 or ACI 318-11 D.6.1.2, as applicable, the appropriate value for nominal steel strength for Seismic loads, Vsa,deck.lower,eq or Vsa,dock.Upi)8r,eq, described in Table 2, for lower flute or upper flute, respectively, 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 influence of bending on tension values when loaded in shear must be considered. The design engineer must verify the validity of the interaction equation in ACI 318-1417.6 or ACI 318-11 D.7, as applicable. 4.1 .10 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: Requirements on headed cast-in specialty anchor edge distance, spacing, member thickness, and concrete strength must be in accordance with the requirements in ACI 318 as applicable for cast-in bolts. For SDi inserts 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 4 and shall have a minimum axial spacing along the flute equal to 3h8,. 4.1.11 Requirements for Critical Edge Distam..:e: The critical edge distance, Cac, must be calculated in accordance with ACI 318-14 17.7.2 or ACI 318-11 D.8.2, as applic:;iblP.. The modification factor 'Pr.p,N "' 1.0 in accordance with ACI 318-14 17.4.2.5 or ACI 318-11 D.5.2.5, as applicable. 4.1.12 Sand-lightweight Concrete: For ACI 318-14, 318- 11 and 318-08, when the PIP anchors are used in sand- lightweight concrete, the modification factor Aa or A, respectively, for concrete breakout strength must be taken as 0.85 according to ACI 318-14 17.2.6 (2015 IBC}, ACI 318-11 D.3.6 (2012 IBC) or AC! 318-08 D.3.4 (2009 IBC). For ACI 318-05, the values of N b and Vb determined in accordance with this report must be modified in accordance with the provisions of ACI 318-05 D.3.4. For SDI inserts installed in the soffit cf sand-lightweight concrete-filled steel deck and floor and roof assemblies, this reduction is not required. Values are presented in Table 2 and installation details are show in Figure 4. 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: Tallowable.ASD ::: ¢Nn a Vallowable,ASO = ¢Vn a ES~-3599 I Most Widely Accepted and Trusted where: Tal/owable,ASD V allowable,ASD = Allowable tension load (lbf or kN). = Allowable shear load (lbf or kN). = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318-14 Chapter 17 and 2015 IBC Section 1905.1.8, ACI 318-11 , -08, -05 Appendix D, and 2009 IBC Section 1908.1.9 or 2006 IBC Section 1908.1.16, as applicable (lbf or N). = Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318-14 Chapter 17 and 2015 IBC Section 1905.1.8, ACI 318-11 , -08, -05 Appendix D, and 2009 IBC Section 1908.1.9 or 2006 IBC Section 1908.1.16, as applicable (lbf or N). = Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, a must include all applicable factors to ar.crnmt for non-ductile failure modes and required over- strength. The requirements for member thickness, edge distance and spacing, described in this report, must apply. Examples of allowable stress design vaiues for tension and shear for illustrative purposes are shown in Tables 3 and 4. 4.2.2 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 influence of bending on tension values when leaded in shear must be considered. The design engineer must verify the validity of the interaction equation in ACI 318-14 17.6 or ACI 318-11 , -08, -05 D.7, as applicable, as follows: For shear loads Vapplied :S 0 .2Va11owable,ASD, the full allowable load in tension must be permitted. For tension !oads Tapplied :S 0.2Ta!!owa:,19,ASD, the full allowable load in shear must be permitted. For all other cases: T applied + V applied ----'-'='---S1.2 T allowablc,.JISD V attowahle,ASD 4.3 Installation: (Eq-1) Fer the PIP inserts, installation parameters are provided in Table 1 and in Figure 3 and Figure 6A. PIP inserti; n1ust be positioned on wood formwork with all three nails in contact with the form. The head of the PIP must be impacted with sufficient force to drive nails all the way into the wood until the plastic base sits flush and tight against the form. From beneath the deck, following the concrete pour and wood form removal, exposed nails must be broken away and an all-thread rod must be screwed into the internal threads of the PIP. The rod must be tightened until fully seated in the insert which will result in a minimum thread engagement equal to one rod diameter. For the SDI inserts, installation parameters are provided in Table 2 and in Figure 4 and Figure GB. A hole must be made in the metal deck using a step-drill, hole saw, or deck punch in accordance with the following hole diameters: SDl14381 2 (7I8-inch diameter), SDl381258 Page 4 of 11 (13/,s-inch diameter), and SDl5834 (11/4-inch diameter). The SDI must be placed in the hole, then the head of the insert must be impacted with sufficient force to compress the outer spring and drive the flared plastic fins completely through the hole in the metal deck. The SDI metal base plate may be screwed to the deck for additional stability (optional). Before or after SDI insertion in deck, a threaded rod must be inserted through the plastic thread protector nozzle until contact is made with the inner steel barrel. The threaded rod must then be screwed into the SDI internal threads. The rod must be tightened until fully seated in the insert, which will result in a thread engagement equal to a minimum of on~ rod diameter. SDI inserts are permitted to be installed in either the upper or lower flute of the metal deck. For installation in the lower flute, the maximum offset from the flute centerline to the SDI centerline must be no greater than 11 /4 inches. The SDI inserts are suitable for installation anywhere across the upper flute. Installation of PIP and SDI inserts must be in accordance with this evaluation report and the manufacturer's published installation instruction (MPII) depicted in Figures 6A and 6B. In the event of a conflict between this report and the MPII, this report governs. 4.4 Special Inspection: Periodic special inspection is requi1 ed i11 c:11;1;orda11ce with Section 1705.1.1 and Table 1705.3 of the 2015 or 2012 IBC, or Section 1704.15 and Table 1704.4 of the 2009 !BC, or Section 1704.13 of the 2006 IBC. as applicable. For each type of headed cast-in specialty insert system, the manufacturer must submit inspection procedures to verify proper usage. The special inspector must make periodic inspections during installation of the hP.adcd cast-in specialty iriserts to verify insert type, insert dimensions, concrete type, concrete compressive strength, insert spacing , edge distances, concrete member thickness, insert embedment, threaded rod fully seated into insert, 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 PIP and SDI concrete specialty anchors described in this report are acceptable alternatives to what is specified in the codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 Specialty inserts are limited to dry interior locations. 5.2 Specialty insert siz.es, dimensions, minimum embedment depths, and other installation parameters are as set forth in this report. 5.3 Specialty inserts must be installed in accordance with the manufacturer's published instructions anrl this report. In case of conflict, this report governs. 5.4 Specialty inserts must be limited to use in cracked and uncracked normal-weight concrete and sand- lightweight concrete having a specified compressive strength, f c, of 3,000 psi to 10,000 psi (20. 7 MPa to 68.9 MPa) for the PIP inserts, and in cracked and uncracked normal-weight or sand-lightweight concrete over metal deck having a minimum specified compressive strength, fc, of 3,000 psi (20.7 MPa) for the SDI inserts. ESR-3599 I Most Widely Accepted and Trusted 5.5 The values of f c used for calculation purposes must not exceed 10,000 psi (68.9 MPa). 5.6 Strength design values must be established in accordance with Section 4.1 of this report. 5.7 Allowable design values are established in accordance with Section 4.2. 5.8 Specialty insert spacing and edge distance as well as minimum member thickness must comply with ACI 318 Section D.8 for cast-in-place headed anchors 5.9 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 cf the jurisdiction in which the project is to be constructed. 5.10 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of the specialty inserts subjected to fatigue or shock loading is unavailable at this time, the use of these inserts under such conditions is beyond the scope of this report. 5.11 Specialty inserts may be installed in regions of concrete where analysis indicates cracking may occur (f1 > f,), subject to the conditions of this report. 5.12 Specialty inserts 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. 5.13 Where r.ot otherwise prohibited in the code, PIP and SDI inserts are permitted for use with fire-resistance- rated construction provided that at least one of the fo!lowing conditions is fulfilled: • Headed cast-in specialty inserts that support a fire-resistance-rated envelope or a fire- OJ HEADED BARREL: CARBON STEEL [Ij NAIL: CARSON STEEL @J PLASTIC SLEEVE: POLYPROPYLENE 0.053 IN THICKNESS Aj'+- Page 5 of,11 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. • Headed cast-in specialty inserts are used to resist wind or seismic forces only. • Headed cast-in specialty inserts are used to support nonstructural elements. 5.14 Use of zinc-coated carbon steel anchors is limited to dry, interior locations. 5.15 Special inspection must be provided in accordance with Section 4.4. 5.16 Specic.1lty inserts are manufactured under an approved quality control program with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the :cc-ES Acceptance Criteria for Headed Cast-in Specialty ln5erts in Concrete (AC446), dated February 2015 (editorially revised January 2016). 6.2 Quality control documentation. 7.0 IDENTIFICATION The inserts are identified by packaging labeled with the manufacturer's name (ISAT) and contact information, insert name, insert size, and evaluation report number (ESR-3599). The inserts have the letters ISAT PIP or ISAT SDI and the specific part number size embossed atop the head of the insert, and these are visible for verification. T I @_,'------FOR 3/6". 1/2' 2.09 OR 5/6" DIA. I FOR 5/6". 3/4" OIAMETER ALL-THREAD ROD. A! . .._ FOR 1/4". 3/6" OR 1/2"DIA ALL-THREAD ROD. PIP143812 -2 ALL-THREAD ROD. .. , C ll~ PIP381258 -2 SECTION A -A FIGURE 1-PIP CAST-IN-PLACE INSERTS, FORM POUR CONCRETE ESli-3599 I Most Widely Accepted and Trusted (I) HEADED BARREL: CARBON STEEL [I) PLASTIC SLEEVE: POL YPAOPYLENE (I] BASE PlATE: CARBON STEEL A r- A T 2.10 SDl143812 FOR 3/8", 1/Z'--. OR5il!"DIA ALL•THREAD ROD SDl381258 SECTION A -A FOA~,3(4" DIAMETER ALL-THREAD ROD. Page 6 of 11 5015834 FIGURE 2-SDI CAST-IN-PLACE INSERTS, CONCRETE OVER METAL DECKS ~rm FIGURE 3-PIP INSERT INSTALLED IN SOFFIT OF FORM POUR CONCRETE FLOOR AND ROOF ASSEMBLIES SAND-LIGHT WEIGHT OR NORMAL /,,-WE~Hr CONCHETE (MIN. re = 3,0CX) PSI) 1 ,----...,.._....,,--~~-----_jl_ ! .. 4 .. 4 4 4 • MIN. 12'TYP 4 4 4 ~ ~, .. .. £ MIN. 4-1/2' 7 M z ~ '-..__ MIN. 20. GA METAL I DECK. s· MAX. ~ FLUTE ~EIGHT FIGURE 4-SDI INSERTS INSTALLED IN 5OFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES''-·?,• 'Deck inserts may be placed in the upper flute or lower flute of the steel deck assembly. Upper flute installations require a minimum ¾" concrete cover above the head of the insert. Inserts in the lower flute may be installed with a maximum 1 ¼" offset in either direction from the center of the flute. Inserts in upper flute may be installed anywhere across upper flute. 2Axial spacing along the flute length shall be minimum 3h.,. 3Upper flute SDI inserts not subject to metal pan deck dimension limitations or minimum gauge (tension only) limitations. 4Lower flute installations In flute widths less than 4 1/." allowed if the following three conditions are met: 1) the application is limited to tension only; 2) insert meets coverrequirements in AC! 318-14 Section 20.6.1 or AC! 318-11 , Section 7.7; 3) applicable edge effects (CJ-1.,,_N) are considered. ESR-3599 I Most Widely Accepted and Trusted Page 7 o( 11 FIGURES-IDEALIZATION OF CONCRETE ON DECK FOR DETERMINATION OF CONCRETE BREAKOUT STRENGTH IN ACCORDANCE WITH ACI 318 TABLE 1-PiP ANCHOR DESIGN INFORMATION1•2•3•4•5•c,7,a DESIGN INFORMATION SYMBOL UNITS PIP143812-2 PIP381258-2 PIP5834-2 Insert 0 .0. d.(do) in. 0.811 1.000 1.102 (mm) (20.6) (25.4) (28.0) Effective embedme!1t depth h., in. 1.875 1.954 1.875 (mm) (47.6) (49.6) (47.6) Insert steel cha;&cterization --Non-ductile Non-ductile Ncn-ductile Modification factor for insert tension strength for inserts loc11ted in a ,egion of a concrete member '-l'c,N -1.25 1.25 1.25 where analysis indicates no cracking at service load levels. ~ -----------------------·------·- Nominal tension strength of single insert in tension N sa,insert lb 8,41 5 16,755 18,685 as governed by steel strength (kN) (37.4) (74.5) (83.1) Nominal seismic tension strength of single insert in f'isa,lnsert.eq lb 7,695 8,195 7.695 tension as governed by steel strength (kN) (34.2) (36.4) (34.2) Nominal :.teel shear strength of single insert v •• lb 6,810 8,210 8,760 (kN) (30.3) (36.5) (39.0) Nominal steel shear strength of single insert for V sa,eq lb 6,810 8,210 8,760 seismic loading (KN) (30.3) (36.5) (39.0) -----------~------·-For SI: 1 inch= 25.4 mm, 1 pound = 4.45 N, 1 psi = O.C06895 MPa. For pound-inch unit: 1 mm= 0.03937 inches. 'Concrete must be normal weight concrete with fc of 3,000 psi minimum. Installation must comply with Sections 4.1.1 O and 4.3, and Figure 3 of this report. 20nly the largest size of threaded rod specified for each insert must be used for applications resisting shear loads. 30esign of headed cast-in specialty inserts shall be in accordance with the provisions of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D for cast-in headed anchors. The value of kc shall be in accordance with the value for cast-in anchors in ACI 318-14 17.4.2.2 or ACI 318-11 0 .5.2.2. 4Strength reduction factors shall be taken from ACI 318-14 17.3.3 or ACI 318-11 D.4.3 for cast-in headed anchors. 5Strength reduction factor for load combinations of ACI 318-14 5.3 or ACI 318-11 9.2 governed by steel strength shall be taken as 0.65 for tension and 0.60 for shear. "The concrete tension strength of headed cast-in specialty inserts shall be calculated in accordance wiih ACI 318-14 Chapt6r 17 or ACI 318-11 Appendix D and Figure 1. 7Insert OD is the outside diameter of th~ plastic sleeve. 8The strengths shown in the table are for inserts only. Design professional is re~ponsible for checking threaded rod strength in tension, shear, and combined tension and shear, as applicable. ESij-3599 I Most Widely Accepted and Trusted Page 8 of 11 TABLE 2-SDI ANCHOR DESIGN INFORMATION1•2•3•4•5•1•I DESIGN INFORMATION SYMBOL UNITS SDl1438129 SDl381258 SDl5834 Insert 0 .0.7 d.(do) in. 0.940 1.160 1.290 (mm) (23.9) (29.5) (32.8) Effective embedment depth h., in. 1.980 1.980 1.980 (mm) (50.3) (50.3) (50.3) Insert steel characterization --Non-ductiie Non-ductile Non-ductile Modification factor for insert tension strength fot inserts located in a region of a concrete member 'Pc,N 1.25 1.25 1.25 where analysis indicates no cracking at service - load levels. Nominal tension strength of single i sert in tension N,a.1n,or1 lb 10,085 16,655 14,200 as governed by steel strength (kN) (44.9) (74.1) (63.2) Nominal seismic tension strength of single insert in N ... 1n .. r1,eq lb 7.920 7.920 7,920 tension as governed by steel strength (kN) (35.2) (35.2) (35.2) Nominal steel shear strength of single insert in the lb 3,105 2,610 3,345 soffit of concrete on metal deck, lower Hute V,a,dt<k,.,_,. (kN) (13.8) (11.6) (14.9) Nominal steel shear strength of single insert in the lb 3,500 1,710 5,565 scffit of concrete on metal deck, upper flute V.sa,'1Kkupper (kN) (15.6) (7.6) (24.8) Nominal steel shear strength of single insert in the lb 3.105 2.610 3,34G sofflt of concrete on metal deck, for seismic V&a,cht<;k,k)wer,eq (kN) (13.8) (1 1.6) (14.9) loading, lower flute Nominal steel shear strength of single insert in the lb 3,500 l 1,710 5,565 soffit of concrete on metal deck, for seismic V,a,dt<k,upper,eq (kN) ----(~6_) _ (7.6) (24.8) loading, upper flute ~-·- For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N, 1 psi = 0.006895 MPa. For pound-inch unit: 1 mm = 0.03937 inches. 'Concrete must be normal weight or light weight concrete with fc of 3,000 psi minimum. Installation must comply with Sections 4.1.10 and 4.3, and Figure 4 of this report. 2Only the largest size of tha threaded rod specified for each insert must be used for applications resisting shear loads. 3Oesign of headed cast-in specialty inserts shall be in accordance with the provisions of ACI 318-14 Chapter 17 or ACI 318-11 Appendix O for cast-in headed anchors. The value of kc shall be in accordance with the value for cast-in anchors in ACI 318-14 17.4.2.2 or ACI 318-11 D.5.2.2. 4Strength reduction factors shall be taken from ACI 318-14 17.3.3 or ACI 318-11 0.4.3 for cast-in headed anchors. 5Strength reduction factor for load combinations of ACI 318-14 5.3 or ACI 318-11 Section 9.2 governed by steel strength shall be taken as 0.65 for tension and 0.60 ror shear. 6-rhe concrete tension strength of neaded cast-in specialty inserts in the soffit of concrete on metal deck r1ssemblies shall be calcula\ed in accordance with ACI 318-14 Chapter 17 or ACI 318-11 Appendix D and Figure 5. 71nsert OD is the outside diameter of the spring. 8The strengths shown in the table are for inserts only. Design professional is responsible for checking threaded rod strength in tension, shear, combined tension and shear, and with the influence of bending on tension values when loaded in shear, as applicable. 'Threaded rods used with the SDl143812 in tension shall have maximum tensile strengths, fu1.,as follows: 3/8 -inch diameter 105,000 psi (725 MPa); ½-inch diameter 60,000 psi (415 MPa). ESR-3599 I Most Widely Accepted and Trusted Page 9 o( 11 TABLE 3-EXAMPLE ASD ALLOWABLE TENSION DESIGN VALUES FOR ILLUSTRATIVE PURPOSES1•2•3•4•5•8•7•8•9•10•11•12 THREADED ROD PIP143812-2 PIP381258-2 PIP5834-2 501143812 SDl381258 5015834 DIAMETER (in.) (lbsl (lbs) (lbs) llbsl (lbs) llbsl ¼ 1,820 NA NA 985 NA NA J/a 1,820 1,935 NA 985 985 NA ½ 1,820 1,935 NA 985 985 NA sis NA 1,935 1,820 NA 985 985 3/4 NA NA 1,820 NA NA 985 For SI: 1 pound = 4.45 N, 1 psi = 0.00689 MPa, 1 psi = 0.00689 MPa. For pound-inch unit· 1 inch = 25.4 mm. 'Concrete f'c = 3000 psi normal weight concrete for PIP anchors; fc = 3000 psi light weight or normal concrete for SDI anchors at lower flute. 2Single anchors with static t~nsion !oad. Installation must be in accordance to Figures 3 for PIP inserts and Figure 4 for SDI anchors. 3Concrete determined to remain uncracked for the life of the anchorage. 4Load combinations from ACI 318-14 5.3 or ACI 318-11 9.2 (no seismic loading). 530% dead load and 70% live load, controlling load combination 1.2D + 1.6 L. 6Ca!culation of the weighted average for a= 0.3*1.2 + 0.7*1.6 = 1 .48. 'Assuming no edge distance influence with tµo<1.N = 1.0 and no side-face blowout in tension for PIP and upper flute SDI anchors. 8Edge distance 'l-'o<1.N = 0.7+0.3ca.m;./1.5h., = 0.8 for lower flute SDI anchors, see Figure 5. 9h .!: hm1n according to ACI 318-1417.7 or ACI 318-1 1 D.8. '°values are for Condition B where supplementary reinforcement in accordance with ACI 318-14 17.3.3 or ACI 318-1 1 D.4.3 is not p,rovided. 1NA (not applic::,ble) rlpnotes '""' thi5 v::,h •e is not applicable for design. 12The allowable loads shown in the table are for inserts only. For PIP anchors, design professional is responsible for checking threaded rod strength in tension, shear, and combined tension and shear, as applicable. For SDI anchors, design professional is responsible for c:hecking threaded rod in tension, shear, and with the influence of bending on tension values when loaded in shear, additionally. TABLE 4-EXAMPLE ASD ALLOWABLE SHEAR DESIGN VALUE FOR ILLUSTRATIVE PURPOSES'•u4,s.G,t,s.9,10•11•12 THREADED ROD PIP143812-2 PIP381258-2 PIP5834-2 S0I143812 S0!~81258 S0I5834 DIAMETER (in.) (lbs\ !lbs\ !lbs\ !lbs) !lbs\ !lbs) ¼ NA NA NA NA NA NA J/a NA NA NA NA NA NA ½ 1,8~0 NA NA 1,260 NA NA % NA 1,940 NA NA 1,060 NA 3,. NA NA 1.820 NA NA 1,355 --For SI: 1 pound = 4.45 N, 1 psi = 0.00689 MPa, 1 psi = 0.00689 MPa. For pound-inch unit: 1 inch = 25.4 mm. 'Concrete fc = 3000 psi normal weight concrete for PIP anchors; fc = 3000 psi light weight or normal concrete for SDI anchors at lower flute. 2Single anchors with static shear load. Installation must be in accordance to Figure 3 for PIP anchors and Figure 4 for SDI anchors. 3For shear application, the largest size of threaded rod specified for each insert must be used. 4Concrete determined to remain uncracked for the life of the anchorage. 5Load combinations from ACI 318-14 5.3 or AC! 318-11 9.2 (no seismic loading). 630% dead load and 70% live load, controlling load combination 1.2D + 1.6 L. 7Calculation of the weighted average for a = 0.3*1.2 + 0.7*1.6 = 1 .48. 8Assuming no need for checking concrete breakout in shear for PIP with edge distance c., larger enough so V b does not control. 9h .!: hm;n according to ACI 318-14 17.7 or ACI 318-11 D.8. '°values are for Condition B where supplementary reinforcement in accordance with ACI 318-14 17.3.3 or ACI 318-11 D.4.3 is not p,rovided. 'NA (Not applicable) denotes that this value is not applicable for design. 12The allowable loads shown in the table are for inserts only. For PIP anchors, design professional is responsible for checking threaded rod strength in tension, shear, and combined tension ::md shear, as applicable. For SDI anchors, design professional is responsible for checking threaded rod strength in tension, shear, combined tension and shear, and with the influence of bending on tension values when loaded in shear, as applicable. ESR-3599 I Most Widely Accepted and Trusted Page 10 of 11 1. Position on wood form. Impact PIP driving nails all the way into wood untii plastic base sits flush and tight against form. 2. After concrete pour and wood form removal, break away exposed nails. 3. Vertical Support Anchorage: Screw threaded rod Into PIP and tighten rod until fully seated. 4. Seismic Restraint Anchorage: Using the largest rod diameter that the insert will accept, insert threaded rod fastener into threads of steel barre!. Tighten rod until ful!y seated. Mount seismic bracket on exposed rod and flush with underside of deck. Install hex nut hand tight plus ½ turn minimum. FlGURE 6A-PIP INSTALLATION INSTRUCTIONS 1. Make hole In metal deck of following diameter using step-driller, hole saw or deck punch: SDl143812 (7/8" dia.), SDl381258 (1 3/16" dia.), SDl5834 (1 ¼" dia.). 2. Position SDI In hole. Impact head with ~ufficient force to compress spring and drive flared plastic flns completely thru hole. Screw attach SO: metal base plate to dock for additional stability (optional). 3. Vertical Support Anchorage: Insert threaded rod through finned plastic nozzle until contact with steel barrel. Engage SDI internal threads. Tighten rod until fully seated. 4. Seismic Restraint Anchorage: From beneath deck, trim away plastic nozzle flush with projecting ¼" long metal barrel of SDI. Using the largest rod diameter that the insert will accept, insert threaded rod fastener into threads of steel barrel. Tighten rod until fully seated. Mount seismic bracket on exposed rod and up against insert barrel. Install hex nut hand tight plus ½ turn minimum. FIGURE 68-SDI INSTALLATION INSTRUCTIONS ESR-3599 I Most Widely Accepted and Trusted Page 11 of 11 ,- Given: -----A,, 1 .5 het Two 1/2-inch ASTM A193 87 threaded rods with PIP143812-2 under s ., .tJ ., $ " 4 6 tension load. ., 4 Normal weight concrete, fe = 3,000 psi <J ~ 1.--- No supplementary reinforcement (Condition B per ACI 318-11 <J \() ~ ____ ... 7 S = 6' ;:n· It :p ~ 0.4.3 c) 4 --<:: <1 Assume cracked concrete since no other information is available. .Ji 4 I $1--<1 I -----1-~ 1.5 h01 Needed: Using Allowable Stress Design (ASD) calculate the -~- allowable tension load for this configuration. l~ I ' j-I 1.5 he, I C =4' A t l To!ow t A l, A-A - Calculation per ACI 318-11 Appendix D and this report. Code Ref. Report Ref. Step 1. Calculate steel capacity: 0N,. = 0A,e.N fu,, x 2= 0.65 x 0.142 in. 2 x 125 ksi x2 = 23,075 lb for (2) anchors §4.1.2 Not to exceed 0N ... Inse,1 = 0.65 x 8415 lb x 2 = 5,4?0 lb x 2 = 10,940 for (2) anchors Table 1 Step 2. Calculate concrete breakout strength of anchor in tension: A N § 4.1.3 N cbg = ~lj/ ec,NI// ed,Nlj/ c,NI// cp,N N b 0.5.2.1 Nco Step 2a. Verify minimum member thickness, spacing, and edge distance: h0, = 1.874 in.~ 6 in. -concrete clear cover= 6" -¾" = 5 ¼" :. ok 0.8 Table 1 Spacing (s) = 6 in. > 4d0 = 4 x 0.811 in. = 3.2 in. :. ok Fig. 3 Edge distance = 4 in. > cover distance required for the ccr;esponding rebar .. •. ok Step 2b. Calculate ANro and ANe for the anchorage: ANco = 9h!1 = 9 x (1.874 in. )2 = 31.6 in.2 0.5.2.1 No overlapping breakout cone: ANc = 2ANco t--· Step 2c. Determine \If ec ,N : e~ = 0:. 1/fec,N = 1.0 0 .5.2.4 -----------,---Step 2d. Calculate Nb:Nb = k,,.A.0Jl1h!J = 24 x 1.0 x -./3,000 x 1.8741•5 = 3,372 lb 0.5.2.2 Step 2e. Calculate modification factor for edge distance: Co.min = 4 in. > 1.5 h.,. so I/fed, N = 1.0 D.5.2.5 Step 2f. Calculate modification factor for cracked concrete: If/ c,N = 1.0 (cracked concrete) 0 .5.2.6 Siep 2g. Calcuiate modif1caiion factor for splitting: If/ cp.N =-1.0 (for cast-in anchor) 0.5.2.7 63.2 § 4.1.3 Step 2h Calculate ¢ Net,g: ,/; Net,g =0.7 x ->< 1.0 x 1.0 x 1 .0 x 3,372 = 4,721 lb D.5.2.1 31.6 Step 3. Check face-side breakout strength: h., < 2.5 c.,. no check required. 0.5.4 § 4.1.4 Step 4. Controlling strength:¢ Net,g = 4721 lb < ¢N •• :. ¢Net,g controls Step 5. To convert to ASD, assume LI = 1.?D + 1.€L· TAso = 4.:~1 = 3,190 lb I § 4.2 FIGURE'. ?-EXAMPLE CALCULATION Power-Stud+" 5D1 PRODUCT INFORMATION Power-Stud+"' 5D1 Wedge Expansion Anchor PRODUCT DESCRIPTION The Power-Stud+ SD1 anchor is a fully threaded, torque-controlled, wedge expansion anchor which is designed for consistent performance in cracked and uncracked concrete. Suitable base materials include normal-weight concrete, structural sand-lightweight concrete and concrete over steel deck. The anchor is manufactured with a zinc plated carbon steel body and expansion clip. Nut and washer are included. GENERAL APPLICATIONS AND USES • . • • Structural connectioils, i.e., beam and column anchorage • Safety-related attachments • Interior applications / low level corrosion environment • Tension zone applications, i.e., cable trays anrJ strut. pipe supports, tire sprinklers • Seismic and wind loading FEATURES AND BENEFITS + Consistent performance in high and l_ow strength concrete + Nominal drill bit size is the same as the anchor diameter + Anchor can be installed through standard fixture holes + Length ID code and identifying marking stamped ori head of each anchor + Anchor design allows for follow-up expansion after setting under tensile loading • APPROVALS AND LISTINGS • • • " • •• • · • • • lntemntional Code Council, Eva!uation Se!vice (ICC-ES), E5R-2818 for concrete Code compliani vvith the 2009 iBC, 2009 IRC, 2006 ISC, 2006 !RC, 2003 !BC, 2003 IRC and 199i' UBC International Code Council, Evaluation Service (ICC-ES), ESR-2966 for masonry Code compliant with the 2OCl6 !BC, 2006 !RC, 2003 !BC, 2003 iRC, 2000 IBC, and 1997 UBC. Tested in accordance with ACI 355.2 and ICC-ES AC193 for use in structural conaete under the design provisions of ACI 318 (Strength Design method using Appendix D) Evaluated and qualified by an accredited independent testing laboratory for recognition in cracked and uncracked concrete including seismic and wind loading (Category 1 anchors) FM G!oba! (Fact.cry M11tua0-File No. 3033795, 3/8" and 1/2" diameters Pipe hanger components for automatic sprinkler systems Underwriter; Laboratories (UL Listed)-File No. tX1289. See listing for sizes. GUIDE SPECIFICATIONS . -·-• • • · • - CSI Divisions: 03151-Conaete Anchoring, 04081-Mmnry /lJ1chorage and 05090-Meta/ Fastenings. Expansion anchors shall be Power-Stud+ 5D1 as suppiied by Powers Fa~teners, Inc.. Brewster, NY. Anchors shall be installed in accordance with published instructions and the Authority Having Jurisdiction. MATERIAL SPECIFICATIONS • • • • - Anchor component Specification Anchor body Medium carbon steel ----Hex nut Carbon steel, ASTM A 563, Grade A Washer Carbon steel, ASTM F 844; meets dimensional requirements of ANSI B18.22.2, Type A plain Expansion wedge (clip) Carbon steel Platfng Zinc pldting according to ASTM B 633, SCl, Type :II (Fe/Zn 5) Minimum plating requirement for Mild Service Condition ◄;towers FASTENERS SECTION CONTENTS Page No. General Information .................... 1 Material Specifications ................ 1 Installation Specifications ........... 2 Installation Instructions ............... 3 SD Performance Data .................. 4 Reference Performance Data ....... 5 ASD Performance Data ................ 6 Strength Design lnfomation ...... 10 Ordering Information ................ 12 Power-Stud+ 501 Assen·,bly THREAD VERSION UN( threaded stud ANCHOR MATERIALS Zinc plated carbon steel body and expansion clip, nut and washer ANCHOR SIZE RANGE (TYP.) 1/4' diameter (uncracked concrete only) 3/8" diameter through 1-1 /4 • diameter SUITABLE BASE MATERIALS Normal -weight concrete Structural sand-lightweight concrete Concrete over steel deck Grouted concrete masonry (CMU) This Product Available In -~•:hi Powers Design Assist Real Tirr.e Anchor Design Software www.powersdesi9lli'ssistcom G www.powers.com Canada: (905) 673-7295 or (514) 631-4216 Powers USA: (800) 524-3244 or (914) 235-6300 ◄,owers FASTENERS PRODUCT INFORMATION Power-Stud+"' SD1 INSTALLATION SPECIFICATIONS Installation Table for Power-Stud+ 5D11•2•3 Anchor Property/Setting Notation Units Nominal Anchor Diameter Information 1/4 3/8 1/2 5/8 3/4 7/8 1 1-1/4 Anchor diameter do in. 0.25 0.375 0.500 0.625 0.75 0.875 1 1.25 (mm) (6.4) (9.5) (12.7) (15.9) (19.1) (22.2) (25.4) (31.8) Minimum diameter of hole dh in. 5/16 7/16 9/16 11/16 13/16 15/16 1-1/8 1-3/8 clearance in fixture (mm) (7.5) (11.1) (14.3) (17.5) (20.6) (23.8) (28.6) (34.9) Nominal drill bit diarneter dbit in. 1/4" 3/8" 112· 5/8" 314 • 7/8" 1. 1-1/4 • (mm) ANSI ANSI ANSI ANSI ANSI ANSI ANSI ANSI Minimum nominal hnom in. 1-3/4 2-3/8 2 1/2 3·3/4 3-3/8 4·5/8 4 4·1/2 5· 1/2 5·1/2 embedment depth (mm) (44) (60) (64) (95) (86) (117) (102) (114) (140) (165) Effective embedment hef in. 1.5 2 2 3.25 2.75 4 3.125 3.5 4.375 5.375 (rnm) (38) (Sl) (51) (83) (70) (102) (79) (89) (111) (137) Minimum hole depthl ho in. 2 2·5/8 2·3/4 4 3·3/4 5 4·1/4 4-13/16 4·7/8 7-1/4 (mm) (51) (67) (70) (102) (95) (127) (108) (122) (124) (184) Minimum member hmin in. 4 4 5 6 6 7 6 10 10 12 thicknessl (mm) (102) (102) (127) (1 52) (152) (178) (152) (254) (254) (305) -Minimum overall anchor lanch in. 2·1/4 3 3-3/4 5-1/2 4·1/2 6 5·1/2 6 9 9 length (mm) (57) (76) (95) (140) (114) (152) (140) (152) (229) (229) Minimum edge distanc~l 'min in. 1·3/4 2-1/4 5·1/4 4 5· 1/2 4·1/4 5 7 8 8 (mm) (44) (57) (133) (102) (140) (108) (127) (178) (203) (203) Minimum spacing distancel 5min in. 2-1/4 3·3/4 7-1/4 5 11 4-114 6 6·1'2 8 8 (mm) (57) (95) (184) (127) (279) (108) (152) (165) (203) (203) Critical edge distanc~2 Cac ln. ~-1/2 6-10 8·1/J. 8 6 10 11 12 12 15 (mm) (89) tHi5) (216i (203) (i52i i254) (279) (305) (305) (381) Installation mrque3 7inst ~-!bf. 4 20 40 80 110 175 225 375 I (N·m) (5) (27) (54) (108) (149) (237i (305) (508) Torque wrench/socket size in. 7/16 9/16 3/4 15/16 1-1/8 1·5/16 1-1/2 1·7/8 Nut height In. 7/32 21/64 7/16 35/64 41/64 3/4 55/64 1-1/16 for SI: 1 Inch = 25.4 mm, 1 ft-lbf = 1.356 N·m. 1. The informa1ion presented in this table is to be used In conjunaion with the design criteria of ACl 318 Appendix D. 2. For installations through the softit of steel into concrete, see the Installation oetail. Anchors In the lower flute may be installed wiih • maximum Hnch off;r,t In either diret,ior. Imm :he center of the !lute. In add!tlcn, ,mchors must have an axial spacing along the flute equal to the gremr ol 3heror 1.5 tim~s the flute width. 3. For installation of 5/8-inch diameter anchor through the solfn of the steel dedc into struaural sand-lightweight concrete, Installation torque is 50 lt.-lbf. For installation ol 314-lnch diameter anchor through the soffit of the steel deck Into structural sand-lightweight concrete, installation torque is 80 lt.-lbl. Head Marking Legend Power-Stud+ SD1 Anchor Detail @ Letter Code = Length Identification Mark '+'Symbol= Strength ~esign,Comp!iant Anchor (see ordering 1mormat1on) Number Code= Camon s~ ~ and Expansion Clip Length Identification (not on 114 diametE>r ancticxs) Mark A B C D E F From 1-1 /2" 2" 2-1 /2" 3" 3-1 /2" 4" Up to but not irduding 2" 2-1 /2" 3" 3-1 /2" 4• 4-1 /2" Mark G i1 I J K L From 4-1/2" 5" 5-1 /2" 6" 6·1/2" 7" Up to but c• 5-1 /2 • 6" 6-1 /2" r 7-1/2" not J irdudina Mark M N 0 p Q R s i From 7-1 /2" 8" 8-1 /2" 9• 9-1/2 " 10· 11" 12" Up to but indl~/ing 8" 8-1/2" g• 9-1/2" 10· 11 · 12" 13" . . Length 1dent1ficat1on mark indicates overall length of anchor . Powers USA: (800) 524-3244 or (914) 235-6300 Canada: (905) 673-7295 or (514) 631-4216 www.powers.com G 2 3 ◄;towers. Power-Stud+" 5D1 PRODUCT INFORMATION FASTENERS INSTALLATION INSTRUCTIONS Installation Instructions for Power-Stud+™ SD1 . . , . ' .. t ' . ,, .. 1.) Using the proper drill bit size, drill a hole into the base material to the required depth. The tolerances of the drill bit used should meet the requirements of ANSI Standard 8212. 15. 2.) Remove dust and debris from the hole using a hand pump, compressed air or a vacuum. . . , I J lL_il • ) . 3.) Positior. the washer on the anchor and thread on the nut. if installing through a fixture, drive the anchor through the fixture into the hole. Be sure the anchor is driven to the minimum required embedment depth, hnom . C 4.) Tighten the anchor with a torque wrench hy applying the required installation torque, Tmst . Installation Detail Power-Stud+ SD1 Installed Through Soffit of Steel Deck into Concrete www.powers.com STRUCTURAi. SANO-LIGHTWEIGHT CONCAOE OR. NORMAl WEIGHT .:ONCR.ETt OVER STER OECK {MINIMUM 3,000 PSI) 3/4" CU<. MIN. Canada: (905) 673-7295 or (514) 631 -4216 UPPER FLUTE (VAi.LEY) G Powers USA: (800) 524-3244 or (914) 235-6300 ◄;towers FASTENERS PRODUCT INFORMATION Power-Stud+"' 5D1 STRENGTH DESIGN PERFORMANCE DATA Factored des ign strength tf>Nn and ef>Vn Calculated in accordance with ACf 318 Appendix D Compliant with the International Building Code OODEUS11tl tCC•ES tU•1'11 Tension and Shear Design Strengths for Power-Stud+ SD1 in Cracked Concreteu Nominal Nominal Minimum Concrete Com si) Anchor Embed. 2.~00 3,000 4,000 6,000 Diameter hnom Nn Vn Nn Vn Nn Vn Nn Vn (in.) (in.) Tension Shear Tens!on She11r Tension Shear Tension Shear (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) 1/4 1-314 3/8 2-3/8 1 325 i/2 2-1/4 1,565~- 1/2 3-3/4 1 630 5/8 3-3/8 .2 520 5/8 4-5/8 2 895 3/4 4 4,135 7/8 4-1/2 3 620~ 5-1/2 . 7, 140,-. 1 1/4 6-1/2 9 720 Tension and Shear Design Strengths for Power-Stud+ SD1 in Uncracked Concreteu Nominal Nominal Anchor Embed. 2,500 3,000 4,000 6,000 Diameter hnom Nn (i11.) (in.) Tension (lbs.) 1/4 1-314 1 4]_5 3/8 2-3/8 1,860 1/2 2-1/4 2 095 1/2 3-3/4 3 590 5/8 3-3/8 '3 555:, 5/8 4-5/8 6,240' 3/4 4 -4 310 7/8 4-1/2 . 5 105 5-1/2 '7,140 1 1/4 6-1/2 9720. 8,000 Nn Tension (lbs.) 8,000 Legend Steel Strength Controls ..__ _ __.I Concrete Breakout Strength Controls ..__ __ I Anchor Pullout/Pryout Strength Controls 1. Tabular values are provided for illustration and are applicable for single anchors installed in normal-weight-concrete with minimum slab thickness, h8 = hrrin, and with the following conditions: -Ca1 is greater than or equal to the critical edge distance, ccl!: (table values based on 'ar = 'ac). -'a2 is greater than or equal to 1. 5 C"a1. 2. Calculations were performed according to ACI 318-05 Appendix D. The load level corresponding to the controlling failure roode is listed. (e.g. For tension: steel, concrete breakoot and pullout; for shear: steel, concrete breakout and ~-Furthermore, the capacities for concrete breakout~ in tensioo and p,yclJt ~ in shear are c.alcuated using the effective embedment values. he,, for the selected anchors as noted in the design information tables. fll.ea:;e also reference tr.e installation specificaticns for more information. 3. Strength reduction factors (q,) were based on ACI 318 Section 9.2 for load combinatio11s. Condition Bis assumed. 4. Tabular values are permitted for static loads only, seismic loading is not considered with these tables. Vn Shear ilbs.) 5. For designs that include combined tension and shear, the interaction of tension and shear loads must be calculated in accorriance with ACI 318 Appendix D. 6. Interpolation is not permitted to be used with the tabular values. For intermediate base material compressive strengths please see ACI 318 Appendix D. For other design conditions including seismic considerations please see ACI 318 Appendix D. Powers USA: (800) 524-3244 or (914) 235-6300 Canada: (905) 673-7295 or (514) 631-4216 www.powers.com G 4 . Power-Stud+" 5D1 PRODUCT INFORMATION ◄;towers FASTENERS REFERENCE PERFORMANCE DATA Ultimate Load Capacities for Power-Stud+ 5D1 in Normal-Weight Conuete1 Anchor Minimum Minimum Concrete Compressive Strength Diameter Embedment f'c = 2,500 psi (17.3 MPa) f'c = 3,000 psi (20.7 MPa) f'c = 4,000 psi (27.6 MPa) f'c = 6,000 psi (41.4 MPa) d Depth Tension Shear Tension Shear Tension Shear Tension Shear in. in. lbs. lbs. lbs. lbs. ibs. lbs. lbs. lbs. (mm) (mm) (kN) (kN) (kN) (kN) (kN) (kN) (kN) (kN) 1 1/8 1,435 1,255 1,660 1,255 1 /4 (28) -(6.4) (5.6) (7.4) (5.6) -- (6.3) 1 3/4 2,775 1,255 2,775 1,255 2,775 1,255 2,775 i,255 (44i (12.4) (5.6) (12.4) (5.6) (12.4) (5.6) (12.4) (5.6) 1 5/8 2,685 3) 3,100 3) (48) --(12) (13.8) --3/83 (9.5) 23/8 3,485 3) 3,815 3) 4,410 3) 5,400 3) (60) (15.5) (17) (19.6) (24) 2 1/4 4,155 4,195 4,800 4,195 (57) -(18.5) (18.7) (21.4) (18.7) -- i/2 2 1/23 3,910 4,195 4,285 4,195 4,950 4,195 6,060 4,195 (12.7) (64) (17.4) (18.7) (19.1) (18.7) (22) (18.7) (27) (18.7) 3 3/4 7,955 4,195 8,71 S 4,195 10,065 4,195 12,325 4,195 (95) (35.4) (18.7) (38.8) (18.7) (44.8) (18.7) (54.8) (18.7) 2 3/4 5,440 6,815 6,285 6,815 (70) -(24.3) (30.3j (28) (30.3) -- 5/8 33/8 6,625 6,815 7,260 6,815 8,380 6,81 5 10,265 6,815 (15.9) (86) (29.5) (30.3\ (32.3) (30.3) (37.3) (30.3) (45.7) (30.3) 4 5/83 11,260 6,815 12,335 6,815 14,245 6,815 14,465 6,815 (11 7) (50.1) (30.3) (54.9) (30.3) (63.4) (30.3) (64.3) (30.3) 33/8 7,860 12,685 9,0'15 '12,685 (86) --(32.2) (56.4) (40.5) (56.4) -3/4 (19.1) 43 9,530 12,685 10,440 12,685 12,060 12,685 14,770 12,685 (102) (42.4) (56.4) (46.5) i56.4) (53.6) (56.4) (65.7j (56.4i 7/8 3 1/2 11,320 11,690 12,405 11,690 15,125 i 1,690 19,470 11,690 (22.2) (89) (50.4) (52.0) (55.2) (52.0) (67.3) (52.0) (86.6) (52.0) 41/2 13,850 21,155 20,915 21,155 (114) --(61.8) (94.1) (93.4) (94.1) 1 (25.4) 5 1/2 16,535 21,155 18,115 21,155 20,915 21,155 25,615 21,155 (140) (73.6) (94.1) (80.6) (94.1) (93) (94.1) (11it) (94.1) 1-1 /4 5 3/8 22,485 29,105 24,630 29,105 28,440 • 29,165 37,360 29,165 (31.8) (140) (100.0) (129.4) (109.6) (129.4) (126.5) (129.4) (166.2) (129.4) 1. The tabulated load values are applicable to single anchors installed in uncracked concrete with no edge or spacing considerations G 5 www.powers.com Canada: (905) 673-7295 or (514) 631-4216 Powers USA: (800) 524-3244 or (914) 235-6300 ◄,owers FASTENERS PRODUCT INFORMATION Power-Stud+"' 5D1 ALLOWABLE STRESS DESIGN (ASD) PERFORMANCE DATA Allowable Load Capadties for Power-Stud+ SD1 in Normal-Weight Conaete1.2 -Nominal Minimum Minimum Concrete Compressive Strength -f'c (psi) Anchor Embedment 2,500 3,000 4,000 6,000 8,000 Diameter d Depth Tension Shear Tension Shear iension Shear Tension Shear Tension Shear (in.) (in.) (lbs.} (lbs.) (!bs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) 1/4 1 3/4 895 370 980 370 1,055 370 1,055 370 1,055 370 3/8 2 3/8 1,165 640 1,275 700 1,470 810 1,805 860 2,080 860 1/2 2 1/2 1,310 915 1,435 1,005 1,655 1,160 2,025 1,420 2,340 1,430 1/2 33/4 2,245 1,430 2,460 1,430 2,840 1,430 3,480 1,430 4,020 1,430 5/8 33/8 2,225 1,990 2,435 1,990 2,810 1,990 3,445 1,990 3,975 1,990 5/8 4 5/8 3,900 1,990 4,270 1,990 4,935 1,990 6,040 1,990 6,780 1,990 3/4 4 2,695 2,210 2,950 2,420 3,405 2,785 4,170 2,785 4,820 2,785 7/8 4 1/2 3,190 3,585 3,4!)5 3,585 4,040 3,585 4,945 3,585 5,710 3,585 1 5 1/2 4,460 4,440 4,885 4,440 5,645 4,440 6,910 4,440 7,980 4,440 1 1/4 6 1/2 6,075 7,210 6,655 7,210 7,685 7,210 9,41 0 7,210 10,865 7,210 1. Tabulated load values are for anchors installed in concrete. Concrete compresive strength must be at the specified minimum at the time of installation. 2. Allowable load capacities are multiplied by reduction factors when anchor spacing or edge distances are less than critical distances. ALLOWABLE STRESS DESIGN (ASD) DESIGN CRITERA Edge Distance and Spacing Distance Adjustment factors for Normal-Weight Conaete Dia. (in) 1/4 3/8 1/2 1/2 5/8 5/8 3/4 7/8 1 i 1/4 Dia. (in) 1/4 3/8 1/2 1/2 5/8 5/8 3/4 7/8 1 1 1/4 hef (in.} 1 3/4 23/8 2 1/2 3 3/4 33/8 4 5/8 4 4 1/2 5 1/2 6 1/2 hnom (in.) 1 3/4 23/8 2 1/2 33/4 33/8 4 5/8 4 4 1/2 5 1/2 6 1/2 smin (in.) 2 1/4 3 3/4 7 1/4 5 11 4 1/4 6 6 1/2 8 8 cac (in.) 3 1/2 6 1/2 8 1/2 8 6 10 11 12 12 12 ·-- 2 1/4 0.75 ---------cmin (in.l 2 3/4 2 3/4 5 1/4 4 5 1/2 4 3/4 5 7 8 8 2 1i2 0.78 ---. . --2 3/4 0.79 0.43 . . -. . 3 0.83 . . . . . --. . 3 0.86 0.46 . . . . . . . 3 1/2 0.89 . -. . . . . . . 3 1/2 1.00 0.54 . -. . . . -- 4 0.95 0.83 . . ----. 4 -0.62 . 0.52 . . . . . 4 1/2 1.00 0.88 . . 0.69 . . -4 1/2 -0.69 -0.57 . . . . 5 . 0.92 . 0.76 -0.71 . . . -4 3/4 -0.73 . 0.60 . 0.50 . . . 5 1/2 0.96 . 0.78 . 0.73 . . . 5 . 0.77 . 0.62 -0.52 0.45 -. 'vi 6 1.00 0.81 0.75 0.82 a., . . . . . ..c::. V 6 1/2 0.83 0.77 0.85 0.81 g . . . . -. 5 1/4 . 0.81 0.62 0.66 . 0.54 0.48 . . . -VI 5 1/2 0.85 0.65 0.69 0.92 0.56 0.50 a., . . -. ..c::. u a., 7 . . 0.86 . 0.79 0.87 0.83 -. V c:: (ti 7 1/2 . -. 0.89 . 0.81 0.90 0.36 . . ....., VI ci 8 . -. 0.91 0.83 fl.93 0.88 081 0.75 Cl c:: 8 1/2 0.94 0.85 0.95 0.91 0.82 0.76 ·;:; . . . . ro a. 9 . -0.96 0.88 0.98 0.93 0.84 0.78 VI :5 6 . 0.92 0.71 0.75 1.00 0.60 0.55 . . a., 6 1/2 1.00 0.76 0.81 . 0.65 0.59 . . . '-' c:: (ti 7 0.82 0.88 0.70 0.64 0.58 ....., . -. . . V, ci 7 1/2 0.88 0.94 0.75 0.68 0.62 a., . . . . . Cl 0.80 0.67 0.67 0.67 "'C 8 . . 0.94 1.00 . 0.73 LU 9 1/2 . . . 0.99 . 0.90 . 0.95 0.86 0.80 8 1/2 . -1.00 . 0.85 0.77 0.71 0.71 0.71 10 . . -. 0.92 . 0.98 0.88 0.81 9 . . . -0.90 0.82 0.75 0.75 0.75 10 1/2 -. -. . 0.94 . 1.00 0.90 0.83 9 1/2 -. . . 0.95 0.86 0.79 0.79 0.79 11 . . . -. 0.96 -0.92 0.84 10 . -. . . 1.00 0.91 0.83 Q.83 0.83 11 1/2 . . . . . 0.98 . . 0.94 0.86 10 1/2 . . . . . 0.95 0.88 0.88 0.88 12 . . . . . 1.00 --0.96 0.87 11 -. . . . -1.00 0.92 0.92 0.92 12 1/2 . . . . . . -. 0.98 0.89 11 1/2 . . . . . . . 0.96 0.96 0.% 13 . . . . . . . . 0.00 0.90 12 --. . . 1.00 1.00 i.00 G Powers LISA: (800) 524-3244 or (914) 235-6300 Canada: (905) 673-7295 or (514) 63'1 -4216 www.powers.com 6 ◄;towers Power-Stud+'" SD1 PRODUCT INFORMATION FASTENERS ALLOWABLE STRESS DESIGN (ASD) DESIGN CRITERA Edge Distance and Spacing Distance Adjustment Factors for Normal-Weight Concrete ·Dia. (in) 1/4 3/8 1/2 • 1/2 5/8 5/8 3/4 7/8 1 1 1/4 hnom (in.) 1 3/4 2 3/8 2 1/2 33/4 33/8 4 5/8 4 4 1/2 5 1/2 6 1/2 Smin (in.) 2 l/4 3 3/4 7 1/4 5 11 41/4 6 6 112 8 8 2 1/4 0.64 . . 2 112 0.65 . . . 3 0.68 . 3 112 0.71 . • . . . . 4 0.74 0.74 . . 4 1/2 0.77 0.77 . . 0.66 . . . 5 0.80 0.80 . 0.71 . 0.68 . . 5 1/2 0.83 0.83 0.73 0.69 . . 6 0.86 0.86 0.75 0.71 0.70 6 112 0.89 0.89 0.77 . 0.73 0.72 0.65 . 7 0.92 0.92 0.79 0.75 0.73 0.67 . 7 114 0,94 0.94 0.73 0.80 0.75 0.74 0.67 . 7 112 0.95 0.95 0.74 0.81 0.76 0.75 0.68 8 0.98 0.98 0.75 0.83 0.78 0.77 0.69 0.67 0.67 8 1/2 . 0.77 0.85 0.80 0.78 0.70 0.68 0.68 V, a., 9 0.79 0.88 0.82 0.80 0.71 0.69 0.b9 .c u 9 1/2 0.80 0.90 0.83 0.82 0.73 0.70 0.70 :§. 10 0.82 0.92 0.85 0.83 0.74 0.71 0.7 l a., 10 1/2 u C: 0.83 0.94 0.87 0.85 0.75 0.72 0.72 n:l 11 . 0.85 0.96 0.83 • 0.89 0.87 0.76 0.73 0.73 ..... v·: i5 11 112 0 87 0.98 0.85 0.90 0.88 0.77 0.74 0.74 Cl 12 C: . 0.88 1.00 0.86 0.92 0.90 0.79 0.75 0.75 ·;:; 12 112 . 0.90 0.88 0.94 C.92 0.80 0.76 0.76 n:l Cl. 13 0.91 0.89 0.96 0.93 0.81 0.77 0.77 V') . . 13 1/2 . . 0.93 . 0.91 0.97 0.95 0.82 0.78 0.78 14 0.91 . 0.92 0.99 0.97 0.83 0.79 0.79 14 1/2 0.96 0.94 0.98 0.85 0.80 0.80 15 . . 0.98 0.95 1.00 0.86 0.81 0.81 15 112 -0.99 0.97 0.87 0.82 0.82 16 0.98 . . 0.88 0.83 0.83 16 1/2 . . 1.00 0.89 0.84 0.84 17 0.90 0.85 0.85 18 . 0.93 0.88 0.88 19 . . 0.95 0.90 0.90 20 . . 0.98 0.92 0.92 21 . . 1.00 0.94 0.94 22 . -. . I 0.96 0.96 23 -. 0.98 0.98 24 . . . 1.00 100 N N G 7 www.powers.com Canada: (905) 673-7295 or (514) 631-4216 Powers USA: (800) 524-3244 or (914) 235-6300 ◄;towers FASTENERS PRODUCT INFORMATION Power-Stud+" 5D1 ALLOWABLE STRESS DESIGN (ASD) PERFORMANCE DATA Ultimate and Allowable Load Capacities in Tension for Power-Stud+ 5D1 in Grout Filled Conaete Masonry Wall Faces1,u.4,s Grout-Filled Concrete Masonry Anchor Minimum Min. Min. fm = 1,500 psi f'm = 2,000 psi Embedrnent Edge End Diameter Depth Distance Distance Ultimate Allowable Ultimate Allowable in. in. in. in. Load Load Load Load (mm) (mm) (mm) (mm) Tension Tension Tension Tension lbs. lbs. lbs. lbs. (kN) (kN) (kN) (kN) 3/8 2 3/8 2,225 445 2,600 520 (9.5) (60.3) (10.0) (2.0) (11.6) (2.3) 1/2 2 1/2 4 4 2,650 530 3,075 61 5 (12.7) (63.5) (101.6) (101.6) (1 i .8) (2.4) ( 13. 7) (2.7) 5/8 33/8 3,525 705 4,100 820 (15.9) (85.7) (15.7) (3.2) (i8.3) (3.7) 1. Taiulated load vakies are for .nl1ors nstaled i1 nrirun &inch 'Mde, ntiinun Gade N, T~ 11, lightv,,eicft. meoom-weicjlt or roonal-v.ajlt coocrete rnasooy units confoonilg to ASTM C 90. Mortar rrust be mi1irun T~ N. MasoryY ~ strmJII, rrust be at the specifiE.,d mi1irun at the tine of ilstalatioo. 2. Allov.oole load aipacities listed a-e calculated usi1g cnJ awf'ied safety faaor of 5.o. Consideration of safety factors of 10 or flg1E!t' l11a'f be ~ deperdng upor1 the appl'ICiltion 5001 as rrre safety. 3. 1he ~ vakJes a-e awicable for cnfm i1staled i1 gouted rnasooy v.al fares at a aitkal spacing dist:rKe, Ser bet-M!er'I cnfm of 161ines the and-or <irneter. 1he spacing cflS!Mce between ~:r. Zl&.)15 r.-=; bi rl~ to a r.i~mu:n d'istance s,,~'), rJ. 8 tines the ancror cfianetef p-CM:led the albMlblt> ~ b:lris ;ire 1111 lftrliM l"f ~ rerh:oon facto-of 0.80 cnl allowable sheer loads a-e rrultipied ~ a reduction factor of 0.90. l..i1ea' i1tetJX)lation for cawlation of a~ loads l11a'f be used for ntermecfiate anctu spacing dstcllCES. 4. Ardlas l11a'f be i1staled n the gruec1 ce11s cnJ n ce1 -M!bs crid bed jam rot ooser 11m 1-318· from head pro. The milrnun edge crid t'!ll cflStillces rrust aso be marnailed. 5. Allo,,,oole teiw11Gkies fur cW1d'CrS nlStaroecJ into bed pin15 of gouted masooy wal faces ·Mth a minirrn.rn d 12" edge cflstance ~ tnd <.istrro? miJf be i1c:a1Sed ~ 20 pe!CEllt for ~ie 1/2ro d'iameter cnl 10 pe,'(Bltforthe 5l8-i1d1 cmete: Ultimate and AUowable Load Capacities in Shear for Power-Stud+ SD1 in Grout Filled Conaete Masonry Wall Faces1.2.3.4.s Grout-Filled Concrete Masonry Anchor Minimum Min. Min. f'm = 1,500 psi f' m = 2,000 psi Embedmcnt Edge End Diameter Depth Distance Distance Direction of Loading Ultimate Allowable Ultimate Allowable in. in. in. in. Load Load Load Load (mm) (mm) (mm) (mm) Shear Shear Shear Shear lbs. lbs. lbs. lbs. (kN) (kN) (kN) (kN) 3/8 23/8 4 4 Perpendicular or parallel to 2,875 575 3.490 665 (9.5) (60.3) (101.6) (101.6) wall edge or end (12 8) (2.6) (15.6) (3.0) 4 12 Perpendicular or parallt>I to 2,875 565 4,940 655 (i01.6) (304.8) wall edge or end (12.8) (2.7) (22.1) (2.9) 1/2 2 1/2 12 4 Parallel to wall edge (12.7) (63.5) (304.8) (101.6) 4,050 810 3.435 940 4 12 Parallel to wall end (18.1) (3.6) (15.3) (4.2) (101.6) (304.8) 4 4 Per~endicu:;ir or parallel to 3,42'i 685 4,300 795 (101.6) (101.6) wall edge or end (15.3) (3.1) (19.2) (3.5 5/8 33/8 12 4 Parallel to wall edge (15.9) (85.7) (304.8) (101.6) 5,350 1,Q70 6,530 1,240 4 12 Parallel to wall end (23.9) (4.85) (29.2) (5.5) (101.6) (304.8) 1. TiD.llated load valoes a-e ltr mm i1staled in mi1irum 6-ind'I 'Mde, mmun Grade N. T~ I~ ighlweig1t. mecfun-v.eight or raTTlil-Weg1t ancrete rnasooy uiits cmforming toASTM C 90. M:lltlr rrust be minlrn.m T~ N. Masooy CDrll)les.sive strength must be at the specffied mi1i1TUTI at the time of instaDaoon. 2. AlloY..oole load ~ isted a-e calcuated usi1g cnl awf'ied safety faaor ci 5.0. CMSideratioo of safety factors d 10 ex flg1E!I' may be ~ depending upon the applicatioo 5001 as fife safety. 3. lhe taWlated values are ;;ppicab!e for andxinstalled in groute,j masor,ry ,,all faces at a critical :;pac1'g cftslance. 5c-,. between cOOlO(S of 16 tines the anchor diarnt>ter. 1he sr;aorg distilncc between \'Ml iJ1Chors l11a'f be reduced to a mml'.JTI cfistance. ~ of 8 tines the and-or rlidrreter prO'lided the allowable tension loads are multipfied ~ a reduction factor of 0.80 am alkMeble shear klads .xe rrultipied ~ a re<imln al'l' of 0.90. Lim' i1terpolatiC11 for c.ilculation of alkMeble loads rTlil'f be used b-intefme<iate andu spacing OJStir1a!S. 4.Anchors l11a'f be malled in the !1CllJ!ed cells aoo in CE!I-M!bs ~ bed joints not ooserthan 1-3/8" from head joilts. lhe milimum edge and erd cfistances rrust also be mailtained. ~-AllcJo.t..oole sheer loads for ndm installed ilto gouted masorvy wall faces may be awlied in ¥r'/ dire<fun. Powers USA: (800) 524-3244 or (914) 235-6300 canada: (905) 673-7295 or (514) 631-4216 www.powers.com G 8 9 Power-Stud+" 5D1 ◄;towers PRODUCT INFORMATION FASTENERS ALLOWABLE STRESS DESIGN (ASD) PERFORMANCE DATA Ultimate and Allowable Load capacities in Tension for Power-Stud+ SD1 in Grout Filled Concrete Masonry Wall Tops1.2.3,4 Grout-Filled Concrete Masonry Anchor Minimum Min. Min. fm = 1,500 psi fm = 2,000 psi Diameter Embedment fdge End Allowable Depth Distance Distance Ultimate Allowable Ultimate in. • in. in. in. Load Load LtJad Load (mm) (mm) (mm) (mm) Tension Tension Tension Tension lbs. lbs. lbs. lbs. (kN) (kN) (kN) (kN) 3/8 2 3/8 1 3/4 1,500 300 1,725 345 (9.5) (60.3) (44.5i (6.7) (1.3) (7.7) (1.5) 2 1/2 2,225 445 2,575 51 5 1/2 (63.5) 12 (9.9) (2.0) (11.5) (2.3) (12.7) 5 2 /14 (304.8) 3,400 680 3,925 785 (127) (57.1) (15.1) (3.0) (17.5) (3.5) 5/8 3 3/8 "3,825 765 4,425 885 (15.9) (85.7) (1 7.1) (3.4) (19.7) (3.9) CCll►E I.ISTJ!D ,l((,gs Ull•2iC& 1. Tabulated load values are for anchors installed in minimum 8-inch wide, minimum Grade N, Type 11, lightweight, medium-weight or normal-weight concrete masonry units conforming to ASTM L 90. lvio1tdr 11Mt u~ 01i11imu1n Type N. Masonry compressive strength must be at the specified m;n;n,wn iJ\ ::,.; limf of :r,;tallation. 2. Allowable load capacities listed are calculated using and applied safety factor of 5.0. Consideration of safety factors of 10 or higher may be necessary depending upon the application such ~s life safety. 3. Anchors must be installed in the grouted cells and the minimum edge and end distances must be maintained. 4. The tabulated values are applicable for anchors installed in top of grouted masonr1 walls at a critical spacing distance, s"' between Jnchors of 16 times the anchor diameter. Ultimate and Allowable _Load Capacities in Shear for Power-Stud+ SD1 in Grout Filled Conaete Masonry Wall Tops1,2.3.4 Grout-Fi!led i:oncrete Masonry Anchor Minimum Min. Min. f'm = 1,500 psi fm = 2,000 psi Diameter Embedment Edge End Ultimate Allowable Ultimate Allowable Depth Distance Distance Direction of Loading in. Lead load load lead (mm) in. in. in. Shear Shear Shear Shear (mm) (mm) (mm) lbs. lbs. lbs. lbs. (kN) (kNi (kN) (kN) Perpendicular to wall toward 1,075 21 5 1,250 250 3/8 23/8 1 3/4 12 minimum edge (4.8) (1.0) (5.6) (1.3) (9.5) (60.3) (44.:i) (304.8) Parallel to wall edge 2,300 460 2,650 530 (1 0.3) (2.0) (11.8) (2.4) 2 1/2 Any 1,Q75 215 1,250 250 (63.5) (4.8) (1.0) Ci.6) (1.3) 1/2 2 1/4 12 Perpendicular to wall toward 1,400 280 1,625 325 (12.7) 5 (57.1) (304.8) minimum edgi, (6.2) (1. 2) (7.2) (1.4) (127) Parallel to wall edge 2,800 560 3,250 650 12.5 (2.5) (14.5) (2.9) 33/8 Any 1,075 215 1,250 250 (85.7) (4.8) (1.0) (5.6) (1.3) 5/8 2 1/4 12 Perpendicular to wall toward 2,350 470 2,725 545 (15.9) 6 1/4 (57.1) (301\.8) minimum erlge (10.5) (2.1) (12.1) (2.4) (158.8) Parallel to wall edge 3,500 700 4,075 815 (15.6) (3.1) (18.2) (3.6) 1. Tabulated !oad values are for anchors insta!led in minimum 8-ir.ch wide, minimum Grade N, Type II, lightweight, medium-weight or normal-weight concrete masonry units confo;ming to ASTM <: 90. Mortar must be minimum Type N. Masonry compressive strength must be at the specified minimum at the time of installation. 2. Allowable load capacities listed are calculated using and applied safety factor of 5.0. Conslderation of safety factors of 10 or higher may be necessary dep~nding upon the application such as life safety. 3. Anchors must be inst311ed in tile grouted cells end the minimum edge ar.d end distances must be maintained. 4. The ta!Julated values are Jpplirable for anchors installed in top of grouted masonry walls at a critical spacing distance, ~,:p between anchors of 16 times the anchor diameter. G www.powers.com Canada: (905) 673-7295 or (514) 631-4216 Powers USA: (800) 524-3244 or (914) 235-6300 ◄,owers FASTENERS PRODUCT INFORMATION Power-Stud+"' 501 STRENGTH DESIGN INFORMATION Tension Design Information for Power-Stud+ S01 Anchor in Conaete (for use with load combinations taken from AO 318. Section 9.2)1.2.3 Nominal Anchor Diameter Design Characteristic Notation Units 1/4 3/8 1/2 5/8 3/4 7/8 1-1/4 Anchor category 1,2 or 3 1 Nominal embedment depth h{l(j/TI in. 1-3/4 ]-3/8 2-1i2 3-3/4 -318 4-5/8 4 4-1/2 5-1/2 6-1/2 STEEL STRENGTH IN TENSION4 Minimum specified yield strength fy ksl 88 88 80 80 58 58 5a ~6 (N/mm2) (606) (606) (551) (551) (400) (400) (400) (400) Minimum specified ultimate tensile fut~•• ksi 110 110 100 100 7~ 75 75 75 !trrngth (neck) (N/mm2) (758) (758) (689) (689) (517) (517) (517) (517) Effective tensile Wess area (necl:) Ase 1n2 0.022 0.0531 0.1018 0.1626 0.2376 0.327 0.4:J 0.762 (mm2) (14.2) (34.3) (65.7) (104.9) (150.9) {207.5) (273.1) (~84) Steel wength in tension Nsall lb 2,255 ~.455 9,0&0 14,465 17,820 24,503 32,250 56,202 (kN) ()0) (l4.3) (40.4) (64.3) (79.3) (109.0) (143.5) (250) Reduction factor for steel strength3 ¢ 0.75 CONCRETE BREAKOUT STRENGTHIN TENSIONS Effective embedment hef In. 1.5 2 2 3.25 2.75 4 3.125 3.5 4.375 5.375 (mm) (38) (51) (51) (83) (70) (102) (79) (89) (111) (137) Effectiveness faaor for uncracl:ed concrete kuncr 24 24 24 24 24 24 24 24 Effectiveness faaor for craclced concrete kc, Not 17 17 17 24 17 24 24 P.pplical>lc Modificaticn faaor for crac'ted and c,N" 1 1 1 1 1 1 1 1 uncracl:ed concretes ~note 5 See noie 5 ~ee n,te 5 See r.01e 5 See no1e s See note 5 'iee r,c,te ~ See noie 5 Critical edge distance 'ac Ir,. 4 6-1/2 8-1/2 8 11 12 11 !2 12 15 (mm) (102) (165) (216) (203) (280) (305) (280) (305) (305) (381) Redu<1ion faaor for concrete breakout stre~ath3 ¢ 0.65 (Conditicn B) PULLOUT STRENGTH IN TENSION (NON-SEISMIC APPUCATIONSJ8 Cha:oaetislic pulloL1 strelll,th, ur.crad:ed Np,uncr I~ See note 7 2,865 3,2]0 ~.530 See note 7 See note 7 See note 7 See note 7 See note 7 See note 7 concrete (2,500 psi)6 (kN) (12.8) (14.3) (24.6) Characteristic pullout strength, cracked Np,a lb Not 2,035 See note 7 2,505 See note 7 4,450 See note 7 See note 7 See note 7 See note 7 concrete (2 500 psi)& (l:N) Applicable (9.1) (11.2) (19.8) Reduction factor for pullout strength3 ¢ 0.65 (Condition B) f'Ui.LOUT S fflEtJGTH IN TENSION FOR SCl~MIC APPLICAliONS3 Charactenstlc pullout strength, seisn,ic Neq 11 lb Nut 2,035 See note 7 2,505 See note 7 4,450 5,965 See note 7 See note 7 See note 7 (2,500 psi)6,9 (l:N) Applicable (9. ll (11. ll (19.8) (26.5) Rl.'dua:on factor for p'Jllo-Jt strength3 ¢ 0.65 (Condition 8) PULLOUT STRENGTH IN TENSION FOR STRUCTURAL SAND-UGHlWEIGHT AND NORMAL-WEIGHT CONCRETE OVER STEEL DECK Ch~r~aeristic pullout strength. uncrarked Np,dedr,tna lb ~ut 1,940 J,205 2,795 3,230 Nol Not Not concrete over steel d&'k. according to (kN) Applicable (8.6) (14.2 (12.4) (14.4) Applicable Applicable Applicable Installation Detail 6, t Characteristi~ pullout strength, cracked Np.deck.a .~ IJot 1375 2,390 1,980 3,230 Noi No, Not concrete over steel d~ck, according to (kN) Applirable (6.1) (10.6\ (8.8) (14,4) Applicable Aoplicable Applicable ln,talla,ioo De,a,I 6, i Reduction factor for pullout strength3 0.65 (Condition 8) 1. The data in this table is intended to be used with the design provisions of ACI 318 Appendix D; for anchoo resisting seismic load combinations the adcfnlonal requirements d ACI 318 D.3.3 must apply. 2. Installation must comply with published instructions and details. 3. All wluesd ¢a~to the load canooationscl IBC Seaion HiOS.2.1, UBC Seaion 1612.2.1, CJ' ACI 318 Seaion 9.2. ~ the load axnbinatioos of UBC Section 1902.2 CJ'ACI 318Appeoox Care uled, the app,'q)liate wkJe ol ipms be detlmiled in acoordiJlCewithAO 318 D.4.5. fa reriforcernBlt that axT1)ies with AO 318Awelfx D req.ireneits for CD'rltm A, the appqiriate ¢faaor ms be dettmined in acmdana! with ACI 318 D.4.4. 4. The Power-Stud+ SD1 Is considered a ductile steel element as defined b-t ACI 318 D.1. Tabulated values for steel strength in tension must be used for design. 5. fa all design c.ases use "'.N = 1.0. The appropriate effectiveness factor for craclced COflO'ete (kc,) or uncracked concrete (kuncrl must be used. 6. fa afl de5i}l cases use C/J"°= 1.0. facoocrete~strBl(Jh !Jeilta-than 2,500 psi, N,,. = {0tJout ~• fTtm ~•(specified arol'!f CDrflJ'~strengtlv2500)a5• faconcreie IM!f stee declc the vakJe cl 2500 ms tie re,:ked l'ltti the \.Ji,e cl 3roJ Y. Pullout strength will not control design of Indicated anchors. Do not calculate pullout strength for irMJilated anchor size and ernbedment. 8. Anchoo are pemiltted to be used In stnrcl\Jral sand-lightweight concrete provided that Nb, N,. and N,,.ilre mul11plied b-t a factor of 0.60. 9. Tabulated va!ues for charaaelistic pvllout strength in tension aie for seismic a;,p!icatioos and based on test re-..ults in at(D(dance with ACI 355.2, Seclion 9.5. 10. Values for N;,. ""-I are for stnraural sand-fightweigit concrete (f ~ s 3,000 psi) arid additional lightweight arueie reduction factors r~ noi be aP,Jlied. In addition, e-.dluation for 1:ie ,OIK1ell? breakout capacity"' accordance with ACl 318 C'.5.2 is not required for anchors installed in the decl: solfit (!Me). 11. for 2003 IBC. ,.,, replaces f,,: N,. replaces N,; Y',H replaces Y'l dnd N,q replaces N~sds. Powers USA: (800) 524-3244 or (914) 235-6300 Canada: (905) 673-7295 or (514) 631-4216 www.powers.com G 10 11 ◄i'owers. Power-Stud+"' 5D1 PRODUCT INFORMATION FASTENERS STRENGTH DESIGN INFORMATION Shear Design lnfonnation for Power-Stud+ 5D1 Anchor in Conaete (For use with load combinations taken from ACI 318, Section 92)1.2 Nominal Anchor Diameter Design Characteristic Notation Units 1/4 3/8 1/2 5/8 3/4 7/8 1 Anc.hor categO<Y 1, 2 or 3 1 1 1 1 1 1 1 Nominal embedment depth hnom in. 1-3/4 2-318 2-1/2 3-3/4 3-3/8 4-5/8 4 4-1/2 5-1/2 STEFL STRENGTH IN SHEAR4 Minimum specified yield strength 'r ksi 70 70 64 64 58 58 58 (thre~ds) (Nlmm2) (482) (482) (44:) (441) (400) (400) (400) Minimum specified ultimate strength fu1)0 ksl 88 88 80 80 75 75 75 (threads) (N/mm2) (606) (606) (503) (503) (517) (517) (517) Effective tensile stress area (threads) Ase in2 0.0318 0.0775 0.1419 0.226 0.3345 0.462 0.606 (mm2) (20.S~ (50) (91.5) (145.8) (212.4) (293.4) (384.8) Steel strength in shear> V 10 lb 915 2,120 3.520 4,900 5,860 8,819 10,935 sa (kN) (4.1) (9.4) (15.6) (21.8) (30.5) (39.2) (48.6) Reduction factor for steel strength3 ¢ 0.65 CONCRETE BREAKOUT STRENGTH IN SHEAR6 Load bearing length of anchor e10 in. 1.5 2 2 3.25 2.75 4 3.125 3.5 4.375 \nei or 8do, whichever ,s less) (mm) (38) (:i1) \:iii \d3) (70) (102) (79) (88.9) (111) Nominal anchor diameter do in. 0.25 0.375 0.5 0.625 0.75 0.875 1 (mm) (64) (95) (12.7) (15.9) (19.1) (22.2) (25.4) Reduction factor for cMcrete ¢ 0.70 (Condition B) bfe3kout3 CONCRETE PRYOUT STRlNGTH iN S~EAR6 Coefficient for pryout strength kcp 1 1 I 2 2 2 2 2 2 (1.0 for hef < 2.5 in., 2.0 for hef.? 2.5 in.) Effective embedment hef in. 1.5 2 2 3.25 2.i5 4 3.125 3.5 4.375 (mm) (38) (51) (51) (83) (70) (102) (79) (88.9) (111) Reduction factor for prycut stre11gth3 !p 0. 70 (Cond~lon B) STEEL STRENGTH IN SHEAR FOR SEISMIC APPLICATIONS s:ee! ;trengt~ in shear, seismic7 Veq 10 lb Not 2,120 3,520 4,900 5,695 8,819 9,845 (kN) Appil,able (9.4) i15.6) (21.8) (25.3) (39.2) (43.8i Reduction factor for steel strength in shear for seismic3 "' 0.65 STEEL STRENGTH IN SHEAR FOR STRUCTURAL SAND-LIGHTWEIGHT AND NORMAL-WEIGHT CONCRETE OVER STEEL DECK9 Steel strroqth in m,; concre1e C>l€f steel Vso,deck lb Not 2,120 2,290 3,710 5,505 Not Not ded<. acaxmg to Installation De1ai B.9 (kN) Applicable (9.4) (10.2) (15.6) (24.5) Applicable Applicable Reduction factor for steel strength in shear for ror.cret~ over steel de(l:3 ¢, 0.65 1. The data in this table is intended to be used with the design provisions of ACI 318 Appendix D; for anchors resisting seismic load combinations the additional requirements of ACI 318 D.3.3 must apply. 1-1/4 1 6-1/2 58 (400) 75 (517) 0.369 (615) ;7,750 (79) 5.375 (B:'~ 1.25 (31.8) 2 S.3i~ (137) 17,750 (79) Not Appilcable 2. lnstailation must comply with published instructions and details. 3. All values of¢ apply to the load combinations of iBC Sectic,n i605.2.1, UOC Section 1612.2.1, or ACi 318 Section 9.2. If the load combinations of UBC Section 1902.2 o; ACI 318 Appendix Care used, the appropriate value of¢ must be determined in accordance withACl 318 D.4.~. For reinforcement that complies withACI 318Appendix D requiremen\S for Condition A. the appropriate ¢ factor must be detenmined in accordance with ACI 318 D.4.4. 4. The Power-Stud+ SD 1 is considered a ductile steel element as defined by ACI 318 D.1. 5. Tabulated values for steel strength in shear must be used for design. These tabulated values are lower than calculated results using equation D-20 in ACI 318-05, ACI 318 D.6.1.2 and D- 18 inACI 318-02, D.6.1.2. 6. Anchors are permitted to be used in stnicturd sand-lightweight concrete provided that vb, and v,p ~nd v,p9 are multiplierl by a factor of 0.60. 7. Tabulated values for steel strength in shear are for seismic applications and based on test results in accordance with ACI 355.2, Section 9.6. 8. Tabulated values for V"I de<Jc are for structural sand-lightweight concrete (f'~ min = 3,000 psi) and additional lightweight concrete reduction factors need not be applied. In addition. evaluation for the concrete breakout capacity in accordance with ACI 318 D.6.2 and the pryoot capacity in accordance with Section D.6.3 are not required for anchors installed in the deck so~lt (flute). 9. Shear loads for anchors installed 1hrough steel deck into concrete may be applied in any direction. 10. For the 2003 IBC f111a replace, fu1; Vsa replaces V,; fe replaces e, and V,qr~places V54,,;,. www.powers.com Canada: (905) 673-7295 or (514) 631-4216 G Powers USA: (800) 524-3244 or (914) 235-6300 . ◄;towers. FASTENERS PRODUCT INFORMATION Power-Stud+'" S01 ORDERING INFORMATION Power-Stud+ SD1 (Carbon Steel Body and Expansion Clip) Cat. No. Anchor Size Thread Box Carton Wt./100 length Qty. Qty. (lbs) 7400SDi 1/4" X 1-3/4" 3/4" 100 600 3 74025D1 1/4" X 2-1/4" 1 • 1 /4 H 100 600 4 --·-7404$D1 1/4" X 3-1/4" 2-1/4" 100 600 5 ------74105D1 3/8" X 2· 1/4 • 7/8" so 300 8 7412Sp1 • 3/8" X 2-3/4" 1-3/8 • so 300 9 ·----·--74135D1 3/8" X 3" 1-5/8" so 300 10 7414$D1 3/8" X 3-1/2" 2-1/8" so 300 12 -74155D1 3/8" X 3-3/4" 2-3/8" 50 300 13 -74165D1 3/8" X 5" 3-5/8" 50 300 15 74175D1 3/8" X 7" 5-5/8" so 200 21 74205D1 1/2" X 2-3/4" 1" 50 200 19 74225D1 1/2" X 3-3/4" 2" 50 200 23 7423$D1 1/2" X 4-1/2" 2-3/4 • 50 200 27 7424$D1 1/2" X 5-1/2 " 3-3/4 H 50 150 30 74265D1 1/2" X 7" 5-1/4" 25 100 38 74275D1 1 /2" X 8-1 /2" 6-3/4" 25 100 44 ----, 74305D1 5/8" X 3-1/2" 1 • 1 /2 H 25 100 37 7432$D1 5/8" X 4-1/2" 2-1/2" 25 100 43 ---------·--------------1----------7433$D1 5/8" X 5" y 25 100 47 74345D1 5/8" X 6" 4• 25 75 53 -· --------7436$D1 5/8" X 7" s· 25 75 60 7438$D1 5/8" X 8-1/2" 6-1 /2" 25 50 70 74395D1 5/8" X 10" 8-1/2" 25 75 87 7440S01 3/4" X 4-1/4" 2-3/8" 20 60 63 74415D1 3/4" X 4-314" 2-7/8" 20 60 68 7442$D1 3/4 • X 5-1/2" 3-5/8. 20 60 76 7444$D1 3/4" X 6-1/4" I 3-3/8" 20 60 83 74465D1 3/4" X 7" 3-3/8" 20 60 91 7448$D1 3/4 • X 8-1/2" 3-3/8" 10 40 107 74495D1 3/4" X 10" 3-3/8" 10 30 123 74515D1 3/4 • X 12" 3-3/8" 10 30 144 ----------------. 7450$D1 7/8" X 5• 2-3/4" 10 I 7.0 _1~_ --·- 74525D1 7/8" X 8" 4-3/4" 10 40 161 7454$D1 7/8" X 10" 6-3/4 • 10 30 187 74615D1 1" X 6" 4-1/2" 10 30 168 --74635D1 1" X 9" 4-1 /2" 10 30 234 ---·-----------·-------- 74655D1 1" X 12" 4-1 /2" 5 15 307 74735D1 1-1/4" X 9" 4-3/4" 5 15 374 747:-5D1 1-1/4" X 12' 7-3/4" 5 15 I 476 Installation Accessories Cat. No. Description Adjustable torque 08466 wrench with 1 r2." :;qva~~ d:ivc (25 to 250 ft.-lbs.) 08280 Hand pump / dust blower ( ,rfitiitMJ )II I CC-ES P,nding CC-ES Pending I I CC·ES Pending CC -CS Per,ding I Shaded catalog numbers denote sizes which are less than the minimum standard anchor length for strength design. The published size includes the diameter and the overall length of the anchor. All anchors are packaged .,.,ith nuts and washers. C 2010 Poi.ffi Fasteners. Inc. All Rigits Resetved. Po,;er-Stu:i+ is a T.-aden,ar'tc of Poi.ffi Fastene,s, Inc. For the most rurrem infoonatlon !)lease -.isit www.powro.rom Box Qty. 1 1 I Pow.ers USA: (800) 524-3244 or (914i 235-6300 Canada: (905) 673-7295 or (514) 63i-4216 www.powers.com G 12 DIVISION: 03 00 00-CONCRETE SECTION: 0316 00-CONCRETE ANCHORS DIVISION: OS 00 00-METALS SECTION: OS 0519-POST-INSTALLED CONCRETE ANCHORS REPORT HOLDER: POV'1ERS FASTENERS, INC. 701 EAST JOPPA ROAD TOWSON, MARYLAND 2 1286 EVALUATION SUBJECT: POWERS POWER-STUD+ SDl EXPANSION ANCHORS FOR CRACKED AND UNCRACKED CONCRETE ICC ~ ICC ~ ICC ~· 'Fs'~' Fs-, ~ c PMG ~ LISTED Look for the trusted marks of Conformity! "2014 Recipient of Prestigious Western States Seismic Policy Council {WSSPCj Award in Excellence" 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 to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2016 ICC Evaluation Service, LLC. All rights reserved. • !! . . INTERtlATIO!IAl A Subs1d1ary of CODECOUNClt ---... l'ftOOOCT CSlfP.CATIOH ..... scc....- 0 Acer6CliltCCN Es ICC EVALUATION ~ SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report www.icc-es.org I (800) 423-6587 I (562) 699-0543 DIVISION: 03 00 00-CONCRETE Section: 03 16 00-Concrete Anchors DIVISION: 05 00 00-METALS Section: 05 05 19-Post-lnstalled Concrete Anchors REPORT HOLDER: POWERS FASTENERS, INC. 701 EAST JOPPA ROAD TOWSON, MARYLAND 21286 (800) 524-3244 www .o_qwergQ.rr1 engineering@powers.com ADDITIONAL LISTEES: COOPER B-LINE, INC. 509 WEST MONROE STREET HIGHLAND, ILLINOIS 62249 blineus@cooperindustries.com DEWALT (ST AN LEY BLACK & DECKER) 701 EAST JOPPA ROAD TOWSON, MARYLAND 21286 (800) 433-9258 www .dewalt.com L. H. DOTTIE COMPANY 6131 SOUTH GARF!ELD AVENUE COMMERCE, CALIFORNIA 90040 lane@lhdottie.com THE HILLMAN GROUP 10590 HAMILTON AVENUE CINCINNATI, OHIO 45231 info@hilimangroup.com EVALUATION SUBJECT: POWERS FOWER-STUD+ SD1 EXPANSION ANCHORS FOR CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2015, 2012, 2009 and 2006 International Building Code® (IBC) ■ 2015, 2012, 2009 and 2006 International Residential Code® {IRC) ESR-2818 Reissued December 2015 Revised February 2016 This report is subject to renewal December 2016. A Subsidiary of the International Code Council® ■ 2013 Abu Dhabi International Building Code {ADIBC)1 tn,e ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced ;n this rsport are the same sections in the ADIBC. Properties evaluated: Structural 2.0 USES The Powers Power-Stud+ SD1 expansion anchors are used to resist static, wind and seismic tension and shear loads in cracked and uncracked normal-weight concrete and lightweight concrete having a specified compressive strength, f~. of 2,500 psi to 8,500 psi {17.2 MPa to 58.6 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1 .1 ). The %-inch-and 1/2-inch-diameter {9.5 mm and 12.7 mm) anchors m::iy be installer! in the topside of cracked and uncracked normal-weight or sand-lightweight concrete- filled steel deck having a specified compressive strength, f~. of 2,500 psi to 8,500 psi {17.2 MP;;i to 58.6 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1). The 3/a-inch-to 3/4-inch-diameter {9.5 mm to 19.1 mm) anchors mar be installed in the soffit of cracked and uncracked [ /4-inch {6.4 mm) uncracked only) normal- weight or sand-lightweight concrete-filled steel deck having a minimum specified compressive strength, f~. of 3,000 psi (20.7 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. The anct!Ors comply with Section 1901.3 of the 2015 IBC, Section 1909 of the 2012 IBC and Section 1912 of the 2009 and 2006 IBC. The anchors are alternatives to cast-in-place anchors described in Section 1908 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. Installation instructions ;:ind information are set forth in Section 4.3, Table 1 and Figures 1 3, 4, SA and 58. 3.0 DESCRIPTION 3.1 Power-Stud+ SD1: Power-Stud+ SD1 expansion anchors are torque- controlled, mechanical expansion anchors comprised of an anchor body, expansion wedge {clip), washer and hex nut. Product names corresponding to report holder and additional listees are presented in Table A of this report. ICC-ES Evaluation Reports are nnt to be cnns1rued as representing aesthetics or any 01hcr attrihutes not speqfica/ly tu/dressed, ,wr are lhcy tn hP constntcd as an endorsement of the .rnbjecr of/he repon or a recommendationfnr its use. There i.f uo 1v«rranty by ICC Evaluatim, Service, LLC, express or implied, as to any finding or other matter in thix report, or as to any product rovered by the report. Copyright© 2016 ICC Evaluation Service, LLC. All rights reserved. Paga 1 of 14 ESR-2818 I Most Widely Accepted and Trusted Available diameters are 1/4 inch, 3/8 inch, 1'2 inch, 5ta inch, 3/4 inch, 7/a inch, 1 inch, and 11/4 inch (6.4 mm, 9.5 mm, 12.7 mm, 15.9 mm, 19.1 mm, 22.0 mm, 25.4 mm and 31 .8 mm). The anchor body and expansion clip are manufactured from medium carbon steel complying with requirements set forth in the approved quality documentation, and have minimum 0.0002-inch-thick (5 µm) zinc plating in accordance with ASTM B633, SC1, Type Ill. The washers comply with ASTM F844. The hex nuts comply with ASTM A563, Grade A. The Power-Stud+ SD1 expansion anchor is illustrated in Figure 2. The anchor body is comprised of a high-strength threaded rod at one end and a tapered mandrel at the other end. The tapered mandrel is enclosed by a three- section expansion clip that freely moves around the mandrel. The expansion clip movement is restrained by the mandrel taper and by a collar. The anchors are installed in a predrilled hole with a hammer. When torque is applied to the nut of the installed anchor on the threaded end of the anchor body, the mandrel at the opposite end of the anchor is drawn into the expansion clip, forcing it outward into the sides of the predrilled hole in the base material. 3.2 Concrete: Normal-weight and lightweight concrete must comply with Sections 1903 and 1905 of the IBC as applicable. 3.3 Steel Deck Panels: Steel deck panels must comply with the configuration in Figure 4, Figure SA and Figure 5B and have a minimum base steel thickness of 0.035 inch (0.889 mm) (No. 20 gage]. Steel must comply with ASTM A653/A653M SS Grade 33, and have a minimum yield strength of 33 ksi (228 MPa). 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Design strength of anchors complying with the 2015 IBC, as well as Section R301 .3 of the 2015 IRC must be determined in accordance with ACI 318-14 Chapter 17 and this report. Design strength of c1nchors 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, as well as Section R301.1.3 of the 2009 IRC, must be determined ir. accordance with ACI 318-08 Appendix D and this report. Design strength of anchors complying with the 2006 IBC and Section R301 .1.3 of the 2006 IRC must be determined in accordance with ACI 318-05 Appendix D and this report. Design examples according to the 2015 IBC and 2012 IBC are given in Figures 7, 8 and 9 of this report. Design parameters provided in Tables 1, 2, and 3 and references to ACI 318 are based on the 2015 IBC (ACI 318-14) and on the 2012 IBC (ACI 318-11) unless noted otherwise in Sections 4.1.1 through 4.1.12 of this report. The strength design of anchors must comply with AC I 318-14 17.3.1 or ACI 318-11 D.4.1, as applicable, except as required in ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. Strength reduction factors, ¢, as given in ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, and noted in Tables 2 and 3 of this report, must be used for load combinations calculated in accordance with Section 1605.2 of the IBC and ACI 318-14 Section 5.3 or ACI 318-11, Section 9.2, as applicable. Strength reduction Page 2 of 14 factors, ¢, described in ACI 318-11 D.4.4, must be used for load combinations calculated in accordance with ACI 318-11 Appendix C. Strength reduction factors, ¢, corresponding to ductile steel elements are appropriate. 4.1.2 Requirements for Static Steel Strength in Tension, Nsa: The nominal static steel strength of a single anchor in tension, Nsa, calculated in accordance with ACI 318-14 17.4.1 .2 or ACI 318-11 D.5.1.2, as applicable, is given in Table 2 of this report. Strength reduction factors, ¢, corresponding to ductile steel elements may be used. 4.1.3 Requirements for Static Concrete Breakout Strength In Tension, N.,b or Ncbg: The nominal concrete breakout strength of a single anchor or a yroup of anchors in tension, Nco and N.bg, respectively must be calculated in accordance with ACI 318-14 17.4.2 or ACI 318-11 0.5.2, as applicable, with modifications as described in this section. The basic concrete breakout strength in tension. No, must be calculated in accordance with ACI 318-14 17.4.2.2 or ACI 318-11 D.5.2.2, as applicabie, usirig the values of h0, and kc, as given in Table 2 of this report. The nominai concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI 318-14 17.4.2.6 or ACI 318-11 D.5.2.6, as applicable, must be calculated with the value of kuncr as given in Table 2 and with (/Jc,N = 1.0. For anchors installed in the soffit of sand-lightweight or normal-weight concrete-filled steel deck floor and roof assemblies, as shown in Figure SA and Figure 58, calculation of the concrete breakout strength in accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as app!icable, is not required. 4.1.4 Requirements for Static Pullout Strength in Tension, Npn: The nominal pullout strength of a single anchor in accordance with ACI 318-14 17.4.3 or ACI 318-11 D.5.3, as applicable, in cracked and uncracked concmte, Np.er and Np,uncr, respectively, is given in Table 2. In lieu of ACI 318-14 17.4.3.6 or ACI 318-11 D.5.3.6, as applicable, (/Jc,P = 1.0 for all design cases. The nominal pullout strength in cracked concrete may be adjusted by calculations according to Eq-1 : ( t,' )0.5 N ,=N -'-pn.t, P-er 2,500 (lb, psi) (Eq-1) ( t.' )0.5 N ,=N -'-pn.fc p,cr 17.2 (N,MPa) where f ~ is the specified concrete compressive str&ngth. In regions where analysis indicates no cracking in ac;co;da;~ce with ACI 318-14 17.4.3.6 or ACI 316-11 D.5.3.6, as appiicable, the nominal pullout strength in tension can be adjusted by calculations according to Eq-2: ( t.' )0.5 N ·=N -'-pn.f, p, uncr 2_500 (lb, psi) (Eq-2) ( r.' )0.5 N pn.ff = N p,uncr 1;2 (N,MPa) where f~ is the specified concrete compressive strength. Where values for Np.er or Np,uncr are not provided in Table 2 of this report, the pullout strength in tension need not be evaluated. The nominal pullout strength in tension for anchors installed in the soffit of sand-lightweigl1t or normal weight concrete-filled steel deck floor and roof assemblies, as shown in Figure 5A and Figure 5B, is provided in Table 2. In accordance with ACI 318-14 17.4.3.2 or ACI 318-11 ESR-2818 I Most Widely Accepted and Trusted 0.5.3.2, as applicable, the nominal pullout strength in cracked concrete must be calculated according to Eq-1 , whereby the value of N p,deek,er must be substituted for Np.er 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 318-14 17.4.3.6 or ACI 318-11 0.5.3.6, as applicable, the nominal strength in uncracked concrete must be calculated according to Eq-2, whereby tile value of N p,daek,uner must be substituted for Np,uncr and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. 4.1.5 Requirements for Static Steel Strength in Shear, Vu: The nominal steel strength in shear, Vsa, of a single anchor in accordance with ACI 318-14 17.5.1.2 or ACI 318-11 0 .6.1.2, as applicable, is given in Table 3 of this report and must be used in lieu of the values derived by calculation from ACI 318-14 Eq. 17.5.1.2b or ACI 318-11 Eq. 0-29. The strength reduction factor,¢, corresponding to a ductile steel element must be used for all anchors, as described in Table 3 of th,s report. The shear strength Vsa,deek of anchors installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figure 5A and Figure 58, is given in Table 3 of this report in lieu of the values derived by calculation from ACI 318-14 17.5.1 .2b or ACI 318-11 Eq. 0-29, as applicable. 4.1.6 Requirements for Static Concrete Breakout Strength in Shear, Vcb or Vcbg: The nominal concrete breako'.lt strength of a single anchor or group of anchors in shear, Veb or Vcbg, respectively, must be calcuiated ;n accordance with ACI 318-14 17.5.2 or ACI 318-11 0.6.2, as applicable, with modifications as described in this section. The basic concrete breakout strsngth in shear, VD, must be calculated in accordance with ACI 318-14 17.5.2.2 or ACI 318-11 D.6.2.2. as applicable, using the values of le and da (do) given in Table 3 of this report. For anchors installed in the topside of concrete-filled steel deck assemblies, the nominal concrete breakout strength of a single anchor or group of anchors in shear, Vee or Vecg, respectively, must be calculated in accordance with ACI 318-14 17.5.2.1 or ACI 318-11 0.6.2.1 , as applicable, using the actual member topping thickness, h m;n,daek, in the determination of A ve-Minimum mt:lmber topping thk::kness for anchors in the topside of concrete- filled steel deck assemblies is given in Table 1 of this report. For anchors installed in the soffit of sand-lightweight or normal-weight concrete-filled steel deck floor and roof assemblies, as shown in Figure 5A and Figure 58, calculation of the concrete breakout strength in accordance with ACI 318-14 17.5.2 or ACI 318-11 0 .6.2, as applicable, is not required. 4.1. 7 Requirements for Static Concrete Pryout Strength in Shear, Vcp or Vepg: The nominal concrete pryout strength of a single anchor or group of anchors in shear, Vep or Vepg, respectively, must be calculated in accordance with ACI 318-14 17.5.3 or ACI 318-11 0 .6.3, as applicable, modified by using the value of kep provided in Table 3 and the value of N eb or N ebg as calculated in Section 4.1.3 of this report. For anchors installed in the soffit of sand-lightweight or normal-weight concrete-filled steel deck floor and roof assemblies, as shown in Figure 5A and Figure 58, calculation of the conc;ete pryout strength in accordance with ACI 318-14 17.5.3 or ACI 318-11 0.6.3, as applicable, is not required. Page 3 of.14 4.1.8 Requirements for Seismic Design: 4.1.8.1 General: For load combinations including seismic loads, the design must be performed in accordance with ACI 318-14 17.2.3 or ACI 318-11 0.3.3, as applicable. Modifications to ACI 318-14 17.2.3 shall be applied under Section 1905.1.8 of the 2015 IBC. For the 2012 IBC, Section 1905.1.9 must be omitted. Modifications to ACI 318 (-08, -05) 0.3.3 shall be applied under Section 1908 .1 . 9 of the 2009 I BC or Section 1908 .1 . 16 of the 2006 IBC, as applicable. The anchors comply with ACI 318-14 2.3 or ACI 318 (-11. -08, -05) D .1, as applicable, as ductile steel elements and must be designed in accordance with ACI 318-14 17.2.3.4, 17.2.3.5, 17.2.3.6 or 17.2.3.7; AC! 318-11 0.3.3.4, D.3.3.5, 0 .3.3.6 or D.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. Strength reduction factors,¢, are given in Tables 2 and 3 of this report. The 1/4-inch-diameter {6.4 mm) anchors must be limited to installation in structures assigned .to IBC Seismic Design Categories A and B only. The %-inch-diameter (9.5 mm), 1/2-inch- diameter (12.7 mm), %-inch-diameter (15.9 mm), 3/4-inch- diameter (19.1 mm), 7/8-inch-diameter (22.2 mm), 1-inch- diameter (25.4 mm) and 11/4-inch-diameter (31 .8 mm) anchors may be installed in structures assigned to IBC Seismic Des:gn Categor:es A to F. 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 318-14 17.4.1 and 17.4.2 or ACI 318-i1 D.5.1 and 0.5.2, respectively, as .ippiicable, as described in Sections 4. 1.2 and 4.1.3 of this report. In accordance with ACI 318-14 17.4.3.2 or ACI 318-11 0.5.3.2, as applicable, the appropriate value for pullout strength in tension for seisrr,ic ioads, N p,eq, described in Table 2 must be used in lieu of N p. Np,eq may be adjusted by calculations for concrete compmssive strength in accordance with Eq-1 of this report. For anchors installed in the soffit of sand-lightweight or normal-weight concrete-filled steel deck floor and roof assemblies, the nominal pullout strength in tension for seismic loads, N o,deek,eq, is provided in Table 2 and must be used in lieu of N p.er• Np,deek.eq may be adjusted by calculations for concrete compressive strength in accordance with Eq-1 of this report where 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. Where values for Np,eq or N p,deek,eq, are not provided in Table 2 of this report, the pullout strength in tension for seismic loads does not govern and need not be evaluated. 4.1.8.3 Seismic Shear: The nominal concrete breakout strength and concrete prycut strength for anchors in shear must be calculated according to ACI 318-14 17.5.2 and 17.5.3 or ACI 318-11 D.6.2 and 0.6.3, respectively, as applicable, as described in Sections 4.1 .6 and 4.1.7. In accordance with ACI 318-14 17.5.1.2 or ACI 318-11 0.6.1.2, as apµlicable, the appropriate vaiue for nominal steel strength in shear for seismic loads, Vsa,eq, described in Table 3 must be used in lieu of Vsa- For anchors installed in the soffit of s;md-lightweight or normal-weight concrete-filled stee! deck floor and roof assemblies, as shown in Figure 5A and Figure 58, the appropriate value for nominal steel strength in shear for seismic loads, Vsa,deek.eq, described in Table 3 must be used in lieu of Vsa, 4.i.9 Requirements for Interaction of Tensile and Shear Forces: Anchors or groups of anchors that are subject to the effects of combined axial (tensile) and shear ESB-2818 I Most Widely Accepted and Trusted forces must be designed in accordance with ACI 318-14 17.6 or ACI 318-11 D.7, as applicable. 4.1.10 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 according to ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, must be further multiplied by the factor IJ)cp,N given by Eq-3: tµ =~ (Eq-3) cp,N Cac 1.5h8r where the factor 1/lcp,N need not be taken as less than --. Cac For all other cases, IJJcp.N = 1.0. In lieu of using ACI 318-14 17.7.6 or ACI 318-11 D.8.6, as applicable, values of Cac must comply with Table 1 of this report. 4.1 .11 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318-14 17.7.1 and 17.7.3; or ACI 318-11 D.8.1 and D.8.3, respectively, as applicable, values of Cmin and Smin must comply with Table 1. In lieu of ACI 318-14 17.7.5 or ACI 318-1 1 D.8.5, as applicable, minimum member thicknesses, hm;n or h m;n,deck, must comply with Table 1. Additional combinations of minimum member thickness, hm;n, and spacing, Smin, may be derived by linear interpolation between the given boundary values as described in Figure 6. For anchors installed in the topside of concrete-filled steel deck assemblies, the anchors must be installed in accordance with Table 1 and Figure 4 of this report. For anchors installed through the soffit of steel deck assemblies, the anchors must be installed in accordance with Figure 5A and Figure 5B and must have an axial spacing along the flute equal to the greater of 3her or 1.5 times the flute width. 4.1 .12 Lightweight Concrete: For the use of anchors in lightweight concrete, the modification factor Aa equa! to 0.8>. is applied to all values of .f]; affecting Nn and Vn. For ACI 318-14 (2015 IBC), ACI 318-11 (2012 IBC) and ACI 318-08 (2009 IBC), 'A shal! be determined in accordance with the corresponding version of ACI 318. For ACI 318-05 (2006 IBC), 'A shall be taken as 0.75 for all lightweight concrete and 0.85 for sand-lightweight concrete. Linear interpolation shall be permitted if partial sand replacement is used. In addition, the pullout strengths Np,c,, Np,.,ncr, and Neq shall be multiplied by the modification factor, ).8, as applicable. For anchors installed in the soffit of sand-lightweight concrete-filled steel deck and floor and roof assemblies, further reduction of the pullout values provided in this report is not required. 4.2 Allowable Stress Design (ASD): 4.2.1 General: Where design values for use with allowable stress design (working stress design) loc1d combinations in accordance with Section 1605.3 of the !BC are required these are calculated using Eq-4 and Eq-5 as follows: Ta11owable,ASD = 4>'•n (Eq-4) a V allowable,ASD = <f,Vn (Eq-5) a where: Page 4 of 14 Ta//owable,ASD = Allowable tension load (lbf or kN) = Allowable shear load (lbf or kN) Va11owable,ASD C( = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318-14 Chapter 17 and 2015 Section 1905.1.8, ACI 318-1 1 Appendix D, ACI 318-08 Appendix D and 2009 IBC Section 1908.1.9, ACI 318-05 Appendix and 2006 IBC Section 1908.1.16 and Section 4.1 of this report, as applicable (lbf or N). = Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318-14 Chapter and 2015 IBC Section 1905.1.8, ACI 318-1 1 Appendix D, ACI 318-08 Appendix D and 2009 IBC Section 1908.1.9, ACI 318-05 Appendix D and 2006 IBC Section 1908.1.16, and Section 4.1 of this report, as applicable (lbf or N). = Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, C( must include all applicable factors to account for nonductile failure modes and required over- strength. The requi1 ernents for member thickness, edge distance and spacing, described in this report, must apply. An example of allowable stress design values for illustrative purposes is shown in Table 4 and Figures 7, 8 and 9. 4.2.2 Interaction of Tensile and Shear Forces: The intt::raction must be calculated and consistent with ACI 318-14 17.6 or ACI 318 (-11, -08, -05) D.7 as follows: For shear loads Vapplied $ 0.2Va11owable,ASD, the full allowable load in tension shaii be permitted. For tension loads Tapp'ied S 0.2 T a:1owable,ASD. the full allowable load in shear shall be permitted. For all other cases Eq-6 applies: T appli~d + V applied ~ 1.2 (E:q-6) Tallowable,ASD Va/lowable,ASD 4.3 Installation: Installation parameters are provided in Table 1 and Figures 1, 3, 4, 5A and 5B of this report. Anchor locations must comply with this report and the plans and specifications approved by the code official. The Power-Stud+ S01 expansion anchors must be installed in accordance with the manufacturer's published installation instructions and this report. Anchors must be installed in holes drilled into the concrete using carbide-tipped masonry drill bits complying with ANSI 8212.15-1994. The nominal driil bit diameter must be equal to that of the anchor. The minimum drilled hole depth is given in Table 1, Figure 4, Figure 5A and Figure 58. Prior to anchor installation, the dust and debris must be removed from the predrilled hole using a hand pump, compressed air or vacuum. The anchor must l.Je hammered into the predrilled hole until the proper nominal embedment depth is a,:;hieved. The nut must be tightened against the washer until the torque values specified in Table 1 are achieved. For installation in the topside of concrete-filled steel deck assemblies, installations must comply with Figure 4. ESR-2818 I Most Widely Accepted and Trusted For installation in the soffit of concrete on steel deck assemblies, the hole diameter in the steel deck must be no more than 1/8-inch (3.2 mm) larger than the diameter of the hole in the concrete. Member thickness and edge distance restrictions for installations into the soffit of concrete on steel deck assemblies must comply with Figure 5A and Figure 58. 4.4 Special Inspection: Periodic special inspection is required in accordance with Section 1705.1.1 and Table 1705.3 of the 2015 I8C and 2012 IBC, Section 1704.15 and Table 1704.4 of the 2009 IBC, or Section 1704.13 of the 2006 IBC, as applicable. The special inspector must make p~riodic inspections during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, drill bit type, hole dimensions, hole cleaning procedure, concrete: member thickness, anchor embedment, anchor spacing, edge distances, tightening torque 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". 5.0 CONDITIONS OF USE The Powers Power-Stud+ SD1 expansion anchors described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The anchors must be installed in accordance with the manufacturer's published installation instructions and this report. In case of confiict, this report governs. 5.2 Anchor sizes, dimensions, and minimum embedment depths are as set forth in this report. 5.3 The ;/4-in:-:h (6.4 mm) anchors m1Jst be installed in uncracked normal-weight or lightweight concrete; 3/8-inch to 11/4-inch anchors (9.5 mm to 31 .8 mm) must be installed in cracked or uncracked normal- weight or lightweight concrete having a specified compressive strength, f~, of 2,500 psi to 8,500 psi (17.2 MP2 to 58.6 MPa) [minimum of 24 MPa is required under ADl8C Appendix L, Section 5.1 .1]. 5.4 The 3/8-ir,ch and 1i2-inch (9.5 mm to 12.7 mm) anchors must be installed in the topside of cracked and uncrackP.d normal-weight or sand-lightweight concrete-filled steel deck having a specified compressive strength, f~. of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. 5.5 The 3/s-inch to 3/4-inch anchors (9.5 mm and 19.1 mm) must be installed in the soffit of cracked and uncracked normal-weight or sand-lightweight concrete-filled ste&I deck having a minimum specified compressive strength, f~. of 3,000 psi (20.7 MPa) [minimum of 24 MPa is required under ADl8C Appendix L, Section 5.1.1]. 5.6 The values of f~ used for c;ilculation purposes must not exceed 8,000 psi (55.2 MPa). 5. 7 Strength design values must be established in accordance with Section 4 1 of this report. 5.8 Allowable stress design values must be established in accordance with Section 4.2 of this report. 5.9 Anchor spacing(s) and edge distance(s), as well as minimum member thickness, must comply with Table 1. Figure 4, Figure SA and Figure 58 of this report, unless otherwise noted. 5.10 Prior to installation, calculations and details demonstrating compliance with this report must be Page 5 of.14 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. 5.11 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of 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. 5.12 Anchors [except 1/4-inch-diameter (6.4 mm)] may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (ft > f,), subject to the conditions of this report. 5.13 The 1/4-inGh-diameter (6.4 mm) anchors may be used to resist short-term loading due to wind forces, and for seismic load combinations limited to structures assigned tc Seismic Design Categories A and B, under the I8C, subject to the conditions of this report. The 3/8-inch-to 11/4-inch-diameter (9.5 mm to 31.8 mm) anchors may be used to resist short-term loading due to wind or seismic forces in structures assigned to Seismic Design Categories A through F, under the I8C, subject to the conditions of this report. 5.14 Where not otherwise prohibited in the code, Power- Stud+ SD1 expansion anchors are permitted for use with fire-resistance-rated construction provided that at least one of the following conditions is fulfilled : ■ The anchors are used to resist wind or seismic forces only. • Anchors that support a fire-,esistanr.o-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. 5.15 Use of carbon steel anchors is limited to dry, interior locations. 5.16 Speciai inspection must be providtld in accordance with Section 4.4 of this report. 5.17 Anchors are manufactured under an approved quality control program with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated October 2015, which incorporates requirements in ACI 355.2-07 / AC! 355.2-04, for use in cracked and uncracked concrete; including optional service-condition Test 18 and Test 19 (AC193, Annex 1, Table 4.2) for seismic tension and shear; and quality control documentation. 7.0 IDENTIFICATION The Power-Stud+ SD1 expansion anchors are identified by dimensional characteristics and packaging. A length letter code is stamped on each anchor on the exposed threaded stud end which is v!sib!e after instaliation. Table C summarizes the length code identification system. A plus sign "+" is also marked with the number "1" on all anchors with the exception of the 1/4-inch-diameter (6.4 mm) anchors. Packages are identified with the product name, type and size, the company name as set forth in Table A of this report, and the evaluation report number (ESR-2818). ESS-2818 I Most Widely Accepted and Trusted TABLE A-CROSS REFERENCE OF PRODUCT NAMES TO COMPANY NAMES COMPANY NAME PRODUCT NAME Powers Fasteners, Inc. Power-Stud+ SD1 Cooper B-Line Cooper B-Line Wedge Anchor DEWALT (Stanley Black & Decker) Power-Stud+ SD1 L. H. Dottie Co. Dottie Wedge SD1 The Hillman Group Hillman Power-Stud+ SD1 TABLE B-MEAN AXIAL STIFFNESS VALUES,~. FOR POWER-S'fUD+ SD1 EXPANSION ANCHORS IN NORMAL-WEIGHT CONCRETE1 NOMINAL ANCHOR DIAMETER CONCRETE STATE UNITS 11. Inch 3/8 Inch 112 Inch 5/e Inch 3/4 inch 7/1 inch 1 inch Uncracked concrete 103 lbf/in. 110 188 141 200 200 1,500 600 (kN/mm) (19) (33) (25) (35) (35) (263) (103) Cracked concrete 103 lbf/in. 26 30 50 51 360 129 /kN/mm) -(4) (5) (9) (9) /63) (23) 'Mean values shown; actual stiffness varies considerably depending on concrete strength, loading and geometry of application. Page 6 of 14 ·-11/4 inch 920 (161) 450 (79) ESR-2818 I Most Widely Accepted and Trusted Page 7 of.,14 , TABLE 1-POWER-STUD+ SD1 ANCHOR INSTALLATION SPECIFICATIONS IN CONCRETE1 Anchor Property/Setting Nominal Anchor Diameter Information Notation Units ,,. ,,. ,,, . ,. ,, . ,,. 1 Inch inch Inch Inch Inch Inch Inch Anchor diameter d. (do)1 in. 0.250 0.375 0.500 0.625 0.750 0.875 1.000 (mm) (6.4) (9.5) (12.7) (15.9) (19.1) (22.2) (25.4) Minimum diameter of hole clearance in. .,,. ,,,. 9,,. "1,. 13/16 1 11/a in fixture d• (mm) (7.5) (11.1) (14.3) (17.5) (20.6) (25.4) (28.6) Nominal drill bit diameter d.,, in. ,,. 't, '12 .,. 'I, ,,. 1 ANSI ANSI ANSI ANSI ANSI ANSI ANSI in. 1 ,,. 23/a 21/2 33/, I 33/s 45!. 4 5•i. 4'1, 51/2 Nominal embedment depth hnom (mm) (44) (60) (64) (95) (86) (117) (102) (143) (114) (140) Effective embedment depth in. 1.50 2.00 2.00 3.25 2.75 4.00 3.125 4.75 3 50 4.375 h., (mm) (38) (51) (51) (83) (70) (102) (79) (114) (89) (111J.. ----------in. 111. 211, 23/, 4 33, 5 41/, 5'/• 47/a 5'1. Minimum hole depth h1io1e (4 mm (48) (64) (70) (102) (95) (127) (106) (149) (~~ ~~ -·---- Minimum overall anchor length2 in. 211. 3 3'/, 41/, 4'12 6 51 /2 7 8 9 t.,.,,,, (57) (76) (95) (114) (114) (152) (140) (178) (203) (229) mm Installation torque• ft.-lbf. 4 20 40 80 110 175 225 T'rl$t (N-m) (5) (27) (54) (108) (149) (237) (305) Torque wrench/socket size . in . ,,,. . ,,. '1, --·-,.,,. 1 ,,. 1•,, • 1 '12 Nut height . in. 7/n "1 .. '1,. "1 .. "1 .. ,,. .., .. Anchors Installed In Concrete Construction Minimum member thickness in. I 3'1. I 33/, 4 4 6 6 7 6 10 10 10 hm;n {mm) {83) !aS) (102) (102) (152) (152; (178: ~152) (2~4) (254) (251) in. 13/, 6 231, 211. 6 311, Minimum edge distance Cmin 4 23/, 6 51/2 4'!, 5 6 7 8 (mm) (44) (152) (70) (57) (152) (95) (102) (70) (152) (140) (108) (127) {152) (178i {203) Minimum sp3cing distance in. 21/4 31/, 9 3'/, 41/2 10 5 6 6 11 41/4 6 61/, 6'!, 8 Sm:n (mm) (57) (89) (22:l) {95) (114) (254) (122)_ {152) {152) (270) (108) (152) (165) (165) (203) ~ I Crilical edge distance m. 31/2 6'/, 8 8 6 10 ·11 16 111/, 12 (uncracked concrete only) Coe (mm) (89) (165) (203) (203) (152) (254) (279) (406) (292) (305) Anchors installed in the Topside of Concrete-filled Steel Deck Assemblies'·• Minimum member topping thickness in. 31/4 3'/, 31/, hmin,chlck (mm) (83) (95) ._~L-.__ ____ in. 1Y; t----2¾--41/2 (") (") (") (") (") Minimum edge distance Cm1n,df;Clf.,top (mm) (44) (70) (114) fg fg Cl) fg Cl) 0 0 in. A 4 6'/, z z z z z Cl) Cl) Cl) Cl) Cl) Minimum spacing distance S.,,,;n,doclf..top Cl) Cl) Cl) Cl) Cl) (mm) (57) (102) (165) (/) (/') (/') (/') (/) Critical edge distance in. 31/2 6'/, 6 Coc.:leclt,t~p t---(uncracked concrete only) (mm) (89) (165) (152) Anchors Installed Through the Sofilt of Steel Deck Assemblies Into Concrete' Minimum member topping thickness in. 31/., 3'/, 3'1, 31/, Cl) hf'lin,declf. Cl) (3ee detail ir. Figure 51'-.) (rnm) {95) (95) (95) (95) :0 0 Minimum edge distance, lower flute in. 11/, 11/, 1 'i, 11/, -~ rl c""' a. a (see detail in Figure SA) (mm) (32) (32) {32) (32) C. ~ ~ Minimum axial spacing distance in. Cl) 6''4 63/, 93/4 8'1, 12 93/a ~41/, 0 0 Smin :0 z z along flute (see detail in Figure 5A) (mm) rl (171) (171) (248) (210) (305) (238) (362) Minimum member topping thickness i'1, "a 211. 2'/, hm,n,deck ("~ (see detail in Figure SB) (mm) ~ (57) (57) Cl) Cl) Cl) Cl) in. 0 't, ,, :0 :0 ..0 :0 Minunum edge distance, lower f.ute z -~ .J -~ <1l •4 ,!,! (see detail in Figure 5B) Cmin (mm) (19) (19) a. a. a. a. C. C. C. C. in. 6 6 93/, ~ ~ ~ ~ Minimum axial spacing distance 0 0 0 0 along flute (see detail in Figure 5B) Smm z z z z (mm) (152) (152) (248) For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1 .J56 N-m. 'The information presented in this table is to be used in conjunction with the design criteria of ACI 318-14 Chapter 17 or ACI 318-11 Appendix 0, as applicable. 2The listed minimum overall anchor length is based on anchor sizes commercially available at the time of publication compared with the requirements to achieve the minimum nominal embedment depth, nut height and washer thickness, and consideration of a possible fixture attachment. 'The 1/,-inch-diameter (6.4 mm) anchors may be installed in the topside of uncracl<ed concrete-filled steel deck assemblies where concrete th;ckness i:bove the uppar flute meets the minimum member thicknesses specified in this table. The 3/8-inch (9.5 mm) through 11/4-inch-diameter (31.8 mm) anchors may be installed in the topside of cracked and uncracked concrete-filled steel deck assemblies where concrete thickness above the upper flute meets the minimum member thicknesses specified in this tab1e under Anchors :nstalled in Ccncrete Construction. 'For installations in the topside of concrete-filled steel deck assemblies, see the installation detail in Figure 4. 5For installations through the soffit of steel deck assemblies into concrete, see the installation details in Figures SA and 5B. In accordance with the figures, anchors shall have an axial spacing along the flute equal :o the greater of 3h., or 1.5 times the flute width. 6For installation of 5/8-inch-diameter anchors through the soffit of the steel deck into concrete, the installntion torque is 50 ft.-lbf. For installation of 3/,-inch-diameter anchors through the soffit of the steel deck into concrete, installation torque is 80 rt.-lbf. 7The notation in brackets is for the 2006 IBC. 1',. Inch 1.250 (31.8) 13/a (34.9) 1 ',. ANSI 6,, ,, (165) 5.375 (137) 7,, ,. (184) 9 (229) 375 (508) 17/a 111,. 12 (305) 8 (203) 8 (203i 20 (508) (") fg z Cl) Cl) (f, Cl) :0 -~ a. ~ 0 z Cl) :0 -~ a. C. ~ 0 z -ESR-2818 I Most Widely Accepted and Trusted lanch I FIGURE 1-POWER-STUD+ SD1 ANCHOR DETAIL Bef,>re (Left Picture) and After (Right Picture) Application of Installation Torque ,-,---1.) Using the ~] I 2.) Remove ' proper drill bit dustar.d \ _ .. , size, drill a hole debris from into the base . the hole using material to the ' a hand pump, ~ .. required depth. compressed The tolerances . ' air or a of the drill hit V/ICUUm to l :~~ :-:•j:. l . ·.~:· . used should -:_·:mrt>-1 remove loose maet the particles left . . . . requirements of from drilling. ' ,· '. •• I ,·'"I L ... --·: . ·. . ANSI Standard f • •. I , ·. ~ . . • .. B212.15. l ·. : . • • • ) ·. ~ . . .. ------ Expansion Wedge(Chp) Mandrel UNC Threaded Stud Page 8 of 14 FIGURE 2-POWER-STUD+ SD1 ANCHOR ASSEMSL Y 3.) Position the 4.) Tighten the wesher on the anchor with a anchor and torque wrench by thread on the nut. applying the If installing required installation through a fixture, torque, Tin,,. (See drive the anchor Tablet. Note: The through the threaded stud will fixture into the i:::.-:B~->.'. draw up during Iha hole. Ba sure the tightening of the anchor is driven nut; the expansic-n l : ·. ·: to the minimum clip (wedge) required l ·. . .. ·. remains in original embedment position.) depth, hnom- FIGURE 3-POWER-STUO+ SD1 INSTALLATION INSTRUCTIONS TABLE C-POWER-STUD+ SD1 ANCHOR LENGTH CODE IDENTIFICATION SYSTEM Length ID marking on A B C D E F G a threaded stud head I J K L M N 0 p Q R Overall anchor From 11/2 2 21/i 3 3'!, 4 4'!, 5 51/2 6 6'/, 7 7'!, 8 81/2 9 9'!, 10 length, lanch, Up to but 2 2'1, ~ 31/2 4 41/2 5 (inches) not including 51/2 6 61/2 7 71/2 8 81/2 9 91/, 10 11 For SI: 1 inch = 25.4 mm. \ S"RUCTURAL SAN[).ll(HTWEIGHT CONCRElE OR NORMAL-WEIGIIT CONCRETE \ OVER STEEL DECK (MINl~UM 2,500 PSI) A UPPER FLUTE (VAl1EY) LOWER FLUTE (RIDGE) ---' NO. 20 GAGE STEEL OECK MIN 4-1/2' MIWTYP ~----,--ANCHO~~ ./ 7 A <l 4·1/'Z' M!NTYP 12' C.C. TYP • <lj3-114" • /J. Mir! A 3' MAX '\,.;-,:--J--- FIGURE 4--POWER-STUD+ SD1 INSTALLATION DETAIL FOR ANCHORS IN THE TOPSIDE OF CONCRETE-FILLED STEEL DECK FLOOR AND ROOF ASSEMBLIES (SEE DIMENSIONAL PROFILE REQUIREMENTS)' s 11 12 'Anchors may be placed in the top~ide of steel dee~ profiles in accordance with Figure 4 provided the minimum men1ber topping thickness, minimum spacing distance and minimum edge distance are satisfied as given in Table 1 of this report. T 12 13 ESR-2818 I Most Widely Accepted and Trusted STRUCTURAL SNID-WHTWEIGHT CONCRETE OR NORMAL-WEIGfT CONCRETE O\ER STER DECK (Mltt\lUM 3,000 PSI) ~INlYP 3/4'MINCLR 1-1/4' MIN 12' c.c. TY? 4-1/2' Page 9 ol 14·- <I I, ~-• 1 3-1/4' ·j , t, <I •. I . -tMN U'PER FLUTE (VALi.EV) LOWER FLUTE (RIDGE) NJ. 20 ~GE srat. !EK MIN <I "----ANCHOR ! b F)X I. FIGURE SA-POWER-STUD+ SD1 INSTALLATION DETAIL FOR ANCHORS !N THE SOFFIT OF CONCRETE OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES (SEE DIMENSIONAL PROFILE REQUIREMENTS)1 'Anchors may be placed in the upper flute or lower flute of the steel deck P'Ofiles in accordance with Figure 5A provided the rninimum hole cl&arance is ::atisfied. Anchors in the lower flute of Figure 5A profiles may be installed with a maximum 1-inch offset in either direction from the center of the flute. rhe offset distance may be increased proportionally for profiles with lower flute widths greater than tno~e shown provided the minimum lower flute edga distance is also satisfied. In addition, the anchors must have an axial spacing along the flute equal to the greater of 3h,,or 1.5 times the flute width. STRUCTURAL SANl}LrnJWEIGITT CONCRF11= OP NOPIA.AL-WEIGHT CONCRETE OVER STEEL DECK (MINIMUM 3,(XX) PSI) ' 1 2-1/4' MIN ' 1-112' MAX FIGURE 58-POWER-STUD+ SD1 INSTALLATION DETAIL FOR ANCHORS IN THE SOFFIT OF CONCRETE OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES (SEE DIMENSIONAL PROFILE REQUIREMENTS)1•2 'Anc!1ors m:;iy be placed in !he Iowa, flute of the steel deck ;,rofiies in accordance with Figure 58 provided the minimum hcle ciearar.~ is satisfied. Anchors !n the lower flute of Figure 5B profiles may be installed with a maximum '!.-inch offset in either direction from the center of the flute. The offset distance may be increased proportionally for profiles with lower flute widths greater than those shown provided the minimum lower flute edge distance ,s also satisfied. In addition, the anchors must have an axla! spacing along the flute equal to t~e greater of 3h., or 1.5 timss thA flute width. 2 An.;hors may be placed in the upper flute of the ~tee I deck profiie:; in accordance with Figure 5B provided the concrete thick1 ,ess abovE< the upper flute is minimum 311.-inch and a minimum hoie clearance oi 3/4-inch is satisfied. "' en C ·u (U a. en l Cdoslgn edge distance c FIGURE 6--INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING' 'This interpolation applies to the cases when two sets of minimum edge distances, cm,n• and minimum spacing distances, Sn,n, are given in Table 1 for a given anchor diameter under the same effective embedment depth, h.,. and corresponding minimum member thickness, h,n;n. -ESR-2818 I Most Widely Accepted and Trusted Page 10 of 14 TABLE 2-TENSION DESIGN INFORMATION FOR POWER-STUD+ SD1 ANCHOR IN CONCRETE (For use with load combinations taken from ACI 318-14 Section 5.3 or ACI 318 -11 Section 9.2)1'2 I Nominal Anchor Diameter Design Characteristic Notation Units 1/4 Inch 3/1 Inch 1/2 Inch 5/1 Inch 3/4 inch Anchor category 1, 2 or 3 . 1 1 1 1 1 I STEEL STRENGTH IN TENSION4 Minimum specified yield strength (neck) fya ksi 88.0 88.0 80.0 80.0 64.0 (N/mm2) (606) (606) (551) (551 ) (441) Minimum specified ultimate tensile strength fu1. 12 ksi 110.0 110.0 100.0 100.0 80.0 (neck) (N/mm2l (758) (758) (689) (689) (552) A,.,,, in2 0.0220 0.0531 0.1018 0.1626 0.2376 Effective tensile stress area (neck) [A,.]'2 (mm2) (14.2) (34.3) (65.7) (104.9) (150.9) Steel strength in tension• N,. lb 2,255 5,455 9,080 14,465 19,000 (kN) I (10.0) (24.3) (40.4) (64.3) (84.5) Reduction factor for steel strength3 ¢, -0.75 CONCRETE BREAKOUT STRENGTH IN TENSION' Effective embedment depth her in. I 1.50 2.00 2.00 3.25 2.75 4.00 3.125 4.?5 (mm) • (38) (51) (51 ) (83) (70) (102) (79) (114) Effectiveness factor for uncracked concrete k.,,,.,, -24 24 24 24 24 24 Effectiveness factor for cracked concrete kcr Not 17 17 17 21 17 . Applicable Modification factor for cracked and uncracked '#c.N 1.0 1.0 1.0 1.0 1.0 concrete5 - Critical edge distance (uncracked concrete ,n. only) Coe (mm) See Table 1 Reduction factor for concrete breakout strength3 ¢ -0.65 (Condition B) PULLOUT STRENGTH IN TENSION (NON SEiSMIC-APPLICATIONS)1•9 7/1 Inch 1 Inch 11/4 Inch 1 1 1 58.0 58.0 58.0 (400) (400) (400) 75.0 75.0 75.0 (517) (517) (517) 0.327 0.4300 0.762 (207.5) (273.1) (484) ·-24,500 32,250 56,200 (109.0) (143.o) (250) 3.50 4.375 5.375 (89) ~1) (137) 24 24 27 21 24 24 1.0 1.0 1.0 Characteris!ic pu!lout strength, uncracked Np.una II:> concrete (2,500 psi)6 See 12,865 3,?.20 5,530 Sec See See See See i~ (kN) note 7 (12.8) (14.3) (24.6) note 7 note 7 note 7 note 7 note 7 note 7 Characteristic pullout strength, cracked lb Not 2,035 See 2,505 See 4,450 See See See 11 ,350 Npcr concrete (2,500 psi)6 (kN) Appllc..ibl/3 _J~~ l2_1.2J1note_~ (19.82 note 7 note 7 note 7 _JS0.5) ·-1-------~------- Reduction factor for pullout strength3 ; -0.65 (Condition B) PULL.OUT STRENGTH IN TENSION FOR SEISMIC APPL!CATIONS3•9 Characteristic pullout strength, seismic Np,eq lb Not 2,035 See 2,505 See 4,450 See See See 11 ,350 (2,500 psi)1·'0 (kN) Applicable (9.1) note 7 ( 11.1) note 7 (19.8) note? note 7 note 7 (50.5) Reduction factor for pllllout strength, seism!c3 IP -O 65 (Condition B) PULLOUT STRENGTH IN TENSION FOR ANCHORS INSTALLED THROUGH THE SOFFIT OF SAND-LIGHTWEIGHT AIIID NORMAL-WEIGHT CONCRETE OVER STEEL DECK -------.---·-,-Characteristic pullout strength, uncracked Np,Joc1<..u::..1 lb 1,940 3,205 2,795 3,230 concrete over steel deck(Figure 5A)6-" (kN) (8.6) (14.2) (12.4) (14.4) Characteristic pullout strangth, cracked it 1,375 2,390 1,980 2,825 concrete over steel deck(Figure 5A)6•11 Np.~h.cr (kN) (6.1) (10.6) (8.8) (12.4) ., Q) Q) Characteristic pullout strength, cracked lb Zi 1,375 2,390 1,980 2,825 Zi :0 concrete over steel deck, seismic (Figure 5A)6• 11 Np.tt.c1<,eq (kN) .!:l (6.1) (10.6) (8.8) (12.4) .!:l .!:l a. a. a. Char11cteri!:tic pullout strnngth, uncrackerl lh a. 1,665 1,900 C:• a. a. Np,CHCk,uncr < ... <l'. concrete over steel deck (Figure 58)6•11 (kN) 0 (7.4) (8.5) Q) :JS 0 0 Zi .!:l Characteristic pullout strength, cracked lb z 1,180 1,420 c5l'j z z N p,dAC~.rr a. concrete over stl:lel deck (Figu,e 5B)6•11 (kN) (5.2) (6.~) z ,:: a. a. <:( Charact6ristic puliout strength, cracked Np-,eq lb 1,180 1,420 :t 0 concrete over steel deck, seismic (Figure 56)6-11 (kNJ (5.2) (6.3) z Reduction factor for pullout strength, steel deck3 ; -0.65 (Condition B) For SI: 1 inch = 25.4 mm; 1 ks, = 6.894 N/mm2; 1 lbf = 0.0044 kN. 'The data in this table is intended to be used with the design provisions of ACI 318-14 Chapter 17 or ACI 318 -11 Appendix D. as applicable; for anchors resisting seismic load combinations the additional requirements of ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable, must apply. 21nstallation must comply with published instructions and oetails. 3AII values of; apply to the load combinations of IBC Section 1605.2, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable. If the load combinations of ACI 318- 11 Appendix C are used, then the appropriate value of; must be determined in accordance with ACI 318-11 04.4. For reinforcement that meets ACI 318-14 Chapter 17 or ACI 318-11 Appendix D requirements for Condition A, see ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for the appropriate ; factor when the load ..:ombindtions of IBC Section 1605.2, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2. as applicable, are user!. "The Power-Stud+ SD1 is considered a ductile steel eleme!lt as definad by ACI 318-14 2.3 or ACI 318-11 0.1, as applicable. Tabulated vaiues for steel strength in tension are based on test results per ACI 355.2 and must be used for design. 5For ail design cases use '#c.N = 1.0. The appropriate effectiveness factor for cracked concrele (kc,) or uncracked concrete (ku,.,,) must be used. 6For a!I design cases use '#~,, = 1.0. For the calculation of N,,,. see Section 4.1.4 of this repo:-t. 'Pullout strength does not control design of in;Jicated anchors. Do not calculate pullout strength for indicated dnchor size and arnbe<:ment. 8Anchors are permitted to be used In lightweight concrete in accordance with Section 4.1. 12 of this repor1. 9 For anchors in the topside of concrP.te-filled steel deck assemblies, see Figure 4. '°Tabulated values for characteristic pullout strength ,n tension are for seismic app!ications and based on test results in accordance with ACI 355.2, Section 9.5. "Values for N._. are for sand-lightweight concrete (fc ...., = 3,000 psi) and additional lightweight concrete reduction factors need not be applied. In addition, evaluation for the concrete breakout capacity in accordance with ACI 318-14 17.4.2 or ACI 318-1 1 D.5 2. as applicable, is not required for anchors installed in the deck soffit (flute). '2The notation in brackets is for the 2006 IBC Q) Zi .!:l a. a. < 0 z ESR-2818 I Most Widely Accepted and Trusted Page 11 of .14 • .. TABLE 3-SHEAR DESIGN INFORMATION FOR POWER-STUD+ SD1 ANCHOR IN CONCRETE (For use with load combinations taken from ACI 318-14 Section 5.3 or ACI 318-11, Section 9.2)1'2 Nominal Anchor Diameter Design Characteristic Notation Units 1/4 Inch 3/8 Inch 1/2 inch 5/8 Inch ''• Inch 7/8 Inch Anchor category 1, 2 or 3 . 1 1 1 1 1 1 STEEL STRENGTH IN SHEAR4 Minimum specified yield strength (threads) ,,. ksi 70.0 80.0 70.4 70.4 64.0 58.0 (N/mm2) (482) (552) (485) (485) (441) (400) " ksi 88.0 100.0 88.C 8a.o 80.0 75.0 Minimum spe<:ified ultimate strength (threads) futa (N/mm2) (606) (689) (607) (607) (552) (517) Effeclivtt tensile stress area (threads) A.,., V [A.«l" in2 0.0318 0.0775 0.1419 0.2260 0.3345 0.462 -(mm2) (20.5) (50.0) (91.!i) (145.8) (212.4) (293.4) Steel strength in shear~ Vu ,1 lb 925 2,990 4,620 9,030 10,640 11,655 8,820 (kN) (4.1) (13.3) (20.6) ~2) (47.3) (54.8) (39.2) Reduction factor for steel strength3 ¢ . 0.65 CONCRETE BREAKOUT STRENGTH IN SHEAR'·' ,-. Load bearing length of anchor ,r:1 in. 1.50 2.00 2.00 , 3.25 ,~.75 4.00 3.125 4.75 3.50 ~•• whichever is less) (mm) (38) (51) (51) (83) (70) (102) (79) (114) (88.9) Nominal ancnor diameter d. [d.)'2 in. 0.250 ! 0.375 0.500 '0.625 0.750 0.875 (mm) (6.4) (9.5) (12.7) (15.9) (19.1) (22.2) Reduction factor for concrete breakout' ¢ . 0.70 (Condition B) PRYOUT STRENGTH IN SHEAR8•7 Coefficient for pryout strength kcp . 1.0 1.0 1.0 j 2.0 2.0 2.0 2.0 2.0 2.0 (1.0 for h.1 < 2.5 in., 2.0 for h,,;,, 2.5 in.) in. 1.50 2.00 2.00 l 3.25 2.75 4.00 3.125 4.75 3.50 Effective embedment h,1 (mm) (38) (51) (51) (83) (70) (102) (79) (114) (88.9) Reduction factor fer pryout strength' ¢ . 0.70 (Condition B) STEEL STRENGTH IN SHEAR FOR SEISMIC APPLICATIONS Steel strength ir. she:ir. seismic8 v ..... 11 lb Not 2,440 ! 3,960 ! G,000 18,580 &,635 8,820 (kN) Applicable (10.9) j__J_!_,'.6) _ _j_~t (38.2) 142.9) (39.2) Reduction factor for steel strength in shear for ¢ 0.65 seismic3 STEEL STRENGTH IN SHEAR FOR ANCHORS INSTALLED THROUGH THE SOFFIT OF SAND-LIGHTWEIGHT AND NORMAL-WEIGHT CONCRETE OVER STEEL DECK9•10 Steel stren~th in shear, concrete over steel deck V~s.iJ.c.11 lb 2,120 2,290 3,710 5,505 (Figure SA.) (kN) (9.4) (10.2) (16.~) (24.5) -------------,-------------Steel strength in shear, concrete over steel deck, lb (I) 2,120 2,290 3,710 4,570 (I) Vsa.dltck,9q :0 :0 seismic (Figure 5A)9 (kN) ~ (9.4) (10.2) (16.5) (20.3) -~ a a. Steel strenatt> in shear, concrete over steel deck lb a. 2.120 2,785 a. Vsa,d6ck <( ., ., < (Figure 5Bf (kN) 0 (9.4) (12.4) :0 :0 0 z 0 ~ 0~ z z C: z C: Siee! strer.gth in shea1, cor.crete over ~!eel deck, lb 2,120 2,785 a. a. Vsa,d.ck.~ a. a. seismic (Figure 5B)9 (kN) (9.4) (12.4) <( <( Reduction factor for steel strength in shear, steel ¢ . 0.65 ~J For SI: 1 inc11 "'25.4 mm, 1 ~~i = 6.894 N/mm2; 1 lb/= 0.0044 kN. 1',. 1 Inch inch 1 1 58.0 58.0 (400) (400) 75.0 75.0 (517) (517) 0.6060 0.969 (384.8) (615) 10,935 17,750 (48.6) (79.0) --4.375 5.375 (111) (137) 1.000 1.25 (25.4) (31.8) 2.0 2.0 4.375 5.375 (111) (137) 9,845 17,750 (43.8) (?9.0) (I) (I) :0 :0 "' ~ u a a a. a. < <( 0 0 z z ·- 'The data in this table is intended to be used with the design provisions of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable; for anchors resisting seismic load combinations the additional requirements of ACI 318-14 17.2.3 or ACI 318-11 0.3.3, as applicable, must apply. 21nstallation must comply with published instructions and details. 3AII values of¢ were determined from the load combinations of IBC Section 1605.2, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2. If the load combinations of ACI 318-11 Appendix Care used, then the appropriate value of¢ must be determined in accordance with ACI 318-11 0.4.4. For reinforcement that meets ACI 318-14 Chapter 17 01 ACI 318-11 Appendix D requiremi,nts for Co;,dition A, see ACi 318-14 17.3.3(c) or AC: 31e-11 D.4.3(c), as applicdble, for the approp1 iate ¢ factor wh.:m tt,e iodd combi,1a:ions of IBC Section 1605.2, AC! 318-14 3ection 5.3 or AC! 318-11 Se~t,or, 9.2, as applicab/r,, a;e useC:. "The Power-Stud+ SD1 is considered a ductile steel element ;is defined by ACI 318-14 2.3 or ACi 31a-1 ·1 D.1, as applicabie. 'Tabulated values for steel strength in shear must be used for design. These tabulated values are lower than calculated results using equation 0-20 in ACI 318 1-08, -05). Anchors are permitted to be used in lightweight concrete in accordance with Section 4.1.12 of this report. 7For anchors in the topside of concrete-filled steel deck assemblies, see Figure 4. "Tabulated values for steel strength in shear are for seismic applications and based on test results in accordance with ACI 355.2, Section 9.6. "Tabulated values for v ... dec, and v,.,,,.. •. "" are for s,md-lightweight concrete (fc, ,,.,0 = 3,COO psi); additional li~htweight co11c.rete reduGlion filctors m,ed not be appli&d. In addition, evaluation for the concrete breakout capacity in accordance with ACI 318-14 17.5.2 or ACI 318-1 1 D.6.2, as applicable, and the pryout capacity in accordance with ACI 318-14 17.5.3 or ACI 318-11 0.6.3, as applicable, are not required for anchors installed in the deck soffit (flute). ' 0Shear loads for anchors installed through steel deck into concrete may be applied in any direction. 11The notation in brackets is for the 2006 IBC. -ESR-2818 I Most Widely Accepted and Trusted Page 12 of 14 TABLE 4-EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES1•2•3•4•5•6•7•8•9 Anchor Diameter Nominal Embedment Depth Effective Embedment Allowable Tension Load (Inches) (inches) 1/4 13,. 3ts 23/s 1/2 21/2 33/4 331 •8 s/e 45/a ------4 3/,1 -- 55/a 7/s 41/2 1 51/2 11,. 61/2 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N. 1Sin9ie anchor with static tension load only. 2Concrete dete1mined to remain uncracked for the life of the ancho~age. (Inches) 1.50 2.00 2.00 3.25 2.75 4.00 -3.125 4.75 3.50 4.375 5.375 3Load combinations are taken from ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable 1no seismic loading). 430% dead load and 70% live load, controlling load combination 1.20 + 1.6L. 5Calculation of weighted average for conversion factor a = 1.2(0.3) + 1.6(0. 7) = 1.48. : r, = 2,500 psi (normal weight concrete). (pounds) 970 1,260 1,41 5 2,425 2,405 4,215 2,910 5,455 3,450 4,820 7,385 Ca1 = Ca2 ~ Cac, 8 h 2: h,.,,,. "'.'::l ... es .i~e fer Condition B where supplementary reinforcement in :iccordon:e w:th l .'.::! 3~3 1,1 H .3.3 or .".Cl 318-11 D.4.3, as applicable, is not providec. ! -/ I , _j / ,A,ic/ // Given: Calculate the factored resistance strength, <f,Nn, and the allowable stress design value, 7/'I T a11owable,ASD, for a %-inch-diameter Power-Stud+ SD1 anchor assuming the given conditions in ) , c,, // h1/ Table 4. 1-r ) L _/ Calculation in accordance w!th ACI 318-14, ACI 318-11 Appendix D and th:s report: 318-14 318-11 Report Ref. Ref. Rof. Step 1. Calculate steel strength of a single anchor in tension: 17.4.1.2 0.5.1.2 Table 2 q,N,a = (0.75)(5,455) = 4,091 lbs. Step 2. Calculate concrete breakout strength of a Gingla anchor in tension: ANc <J>Nrb = </JA-1/J,d,Nt/Jc,N1/icp,NNb NcO Nb = kc Aa .,/ f' c(h,r )1.s 17.4.2.1 0 .5.2.1 Table 2 Nb = (24)(1.0)✓2,500(2.0)15 = 3,3941/Js. (36.0) t/>Ncb = (0.65) (36_0) (1.0)(1.0)(1.0)(3,394) = 2,206 lbs. Step 3. Calculate pullout strength of a single anchor: ( f'c.art)" <J,Nµn = </>f✓p,uncr'-P,,P Z,SOO 17.4.3.2 D.5 3 2 Table 2 q,N P" = (0.65)l2,865)(1.0)(1.0)0•0 = 1,862 lbs. Step 4. Determine controlling factored resistance strength in tension: 17.3.1.1 D.4.1.1 <f>Nn = minl<f>Nsa,tf>Ncb,</>Npnl = </>Np,.= 1,862 lbs. . Step 5. Calculate allowable stress design conversion factor for loading condition: Controlling load combination: 1.20 + 1.6L 5.3 9.2 . a= 1.2(30%) + 1.6(70%) = 1.48 Step 6. Calculate the converted allowable stress design value· t/>Nn 1,862 . . Section 4.2 Tauowablt.ASD = 7 = l . 48 = 1,258 lbs. ---- FIGURE 7-EXAMPLE STRENGTH DESIGN CALCULATION INCLUDING ASD CONVERSION FOR ILLUSTRATIVE PURPOSES ESR-2818 I Most Widely Accepted and Trusted Page 13 of,14, ., Given: !1JNn. Two 1/i" Power-Stud+ SDl anchors Ta11ow ~ --A;c --~ 7" Concrete compressive strength: I m.1 t'-(/',) = 4,000 psi I No supplemental reinforcement: t',, ANc ,:::J l I (Condition B per A C/ 318-14 17.3.3 c h., '-...._ = I or A C/ 318-11 0.4.3 c) ! ', ..... =-tltr·: ~- Assume cracked concrete, no seismic, I no loading eccentricity and a rigid ,...-h, plate ( I--1.Sh,, I I __ I c, 1 I I _l I I l.?h,1 h0 = 4.0 in. I Ca1 i h,1= 2.0 in. I L ---.---.J _j_ S0 = 4.5 in. C01 = Ca,min = 6.0 in. C01"?: l.5c0, I Calculate the factored resistance design strength in tension and equivalent allowable stress design ioad for the configuration. Calculation in accordance with ACI 318-14, ACI 318-11 and this report: 318-14 Ref. 318-11 Report Ref. Ref. Step 1. Verify minimum member thickness, spacing and edge distance: h0 = 4.0 in. "?: hm,n = 4.0 in. :. OK 17.7 D.8 Table 1 S0 = 4.5 in. 2 Smin = 4.5 in. :. OK C0 min= 6.0 in. "?: Cmin = 6.0 in. :. OK Step 2. Calculate steel strength of anchor group in tension: N,ag = n,N,0 = 2,9,080 lbs.= 18,160 lbs. 17.4.1.2 D.5.1.2 §4.1.2 Calculate ;~eel ~apacit-;. ¢N,ag = 0.75. 18,160 lbs.= 13,620 lbs. Table 2 Step 3. Calculate concrete breakout strength of anchor group in tension: AN, 17.4.2.1 (b) D.5.2.1 (b) §4.1.3 N,bg = AiJ!ec,NiJ!ed,Nt/Jc,Nt/Jcp,NNb Nc0 ·-Step 3a. Calculate A Nco and ANc 2 2 • ~ A Nco = 9h,t = 9 • (2.0) = 36.0 In. Anc = (3.0 h,,) • (3.0 h,1+ s0) = (3.0 • 2.0),((3.0 • 2.0) + 4.5) = 63.0 in.2 .: ANc = 63.0 in.2 17.4.2.1 (b) D.5.2.1 (b) Table 1 Step 3b. C;ilcul;,te i/J,c,N = ----:;, ~ 1.0; e'N = 0 :. tJ;,,."I = 1.0 (1+~) 17.4.2.4 D.5.2.4 - S 3 C I I ' 1 0 'f J SI (/J O 7 ' 0 ., c •• ,,,in ·t· · 1 Sh tep C. a CU.ate 'il,d,N =-• I C ,,mir. 2 .. le/, . ,d,11 = . -~ ,;:, l.Sn,f I Ca.min<. •. ef 17.4.2.5 D.5.2.5 Table 1 C0 min= 6.0 in. "?: l .5h,, = 3.0 in. :. </led N = 1.0 Step 3d. Calculate <lic.N = 1.0 17.4.2.6 D.5.2.6 Table 2 Step 3e. Calculate 1/Jcp,N = 1.0 (cracked concrete) 17.4.2.7 D.5.2.7 - Step 3f. Calculate Nb= kc,-Aa JTc he/5 " 17 (1.0)✓4,000 , 2.01•5 = 3,041 lbs. 17.4.2.2 I D.5.2.2 Table 2 Step 3g. Calculate concrete breakout strength of anchor grnup in tension: N,bg = (63.0/36.0), 1.0 , 1 0 , 1.0, 1.0, 3,041 = 5,321 lbs. 17.4.2.1 (b) D.5.2.1 (b) §4.1.3 Cakulate concrete breakout capacity = ¢N,bg = 0.65 • 5,321 "3,459 lbs. Step 4. Calculate nominal pullout strength of a single anchor in tension: 17.4.3.1 D.5.3.1 §4.1.4 Npn = ~:.!iP!:&.. __ -------1-Table.1.._ Step 4a. Calculate 1/Jc.P= 1.0 (cracked concrete) 17.4.3.6 D.5.3.6 §4.1.10 Table 2 ( f'c • 0.5 §4.1.4 Step 4b. CalculatP Np,,•c = NP" -) -= per Table 7. of the report, pullout does not control; l'/.43.2 D.5.3.2 '' • \2500 Table 2 Do not calcu late pullout capacity Step 5. Determine controlling resistance strength of the anchor group in tension: 17.3.1.1 D.4.1.1 §4.1.1 ¢Nn= minl¢Nsae, ¢Ncba, n¢Nvnl = ¢Ncbg = 3,459 lbs. Step 6. Calculate allowable stress design conversion factor for loading condition: Assume controliing load combination: 1.20 -r l.6L; 50% Dead Load, 50% live Load ~.3 9.2 §4.2.1 a= 1.2(50%) + 1.6(50%) = 1.40 Step 7. Calculate allowable stress design value: T </JNn 3,459 lb allowable,ASD = -;-= 1.40 = 2,470 S. 5.3 9.2 §4.2.1 FIGURE 8-EXAMPLE STRENGTH DESIGN CALCULATION FOR TENSION CAFACITY <ES!it-2818 I Most Widely Accepted and Trusted Page 14 of 14 Given: IIIV., ""-,w Two 1/z" Power-Stud+ SDl anchors r~'."l I t Concrete compressive strength: I I 1.sc.1 (f',) = 4,000 psi V// ,.:; [/ /0 I t No supplemental reinforcement: Av, Si 7 --t ;;;;; r,, (Condition 8 per AC/ 318-14 17.3.3{ c) 't' Ave or AC/ 318-11 0.4.3 (c) "" I Assume cracked concrete, no seismic, ~ !-,..,_ i ....., ha I no loading eccentricity and a rigid r I r· c.:i ,l.. plate . -., ,--. I ha= 4.0 in. I \ ' l .Sc., h,1= 2.0 in. ' '•2 ' I Sa= 4.5 in. ! _i_ Cai= Ca,min = 6.0 in. Cai 2: l.SC01 I Calculate the factored resistance design strength in shear and equivalent allowable stress design load for the configuration. Calculation in accordance w!th ACI 318-14, ACI 318-11 and this report: 318-14 Ref. 318-11 Report Ref. Ref. Step 1. Verify minimum member thi,:kness, $pacing and edge distance: ha= 4.0 in. 2: hmin = 4.0 in. :. OK 17.7 D.8 Table 1 S0 = 4.5 in. 2: Smin = 4.5 in. :. OK Ca min= 6.0 in. 2: Cmin = 6.0 in. :. OK Step 2. Calculate steel strength of anchor group in shear: V,ag = n, V,a = 2 . 4,620 lbs. = 9,240 lbs. 17.5.1.2 D.6.1.2 §4.1.5 Calculate steel capacity· ,j,V,J~ -0.65 • 9,240 lbs.= 6,006 lbs. Table 3 Step 3. Calculate concrete breakout strength of anchor group in shear: Ave . 17.5.2.1 (bl D.6.2.1 (b) §4.1.6 Vcbg = -4-1/Jec,vl/Jed,Vll'c,vl/Jh,VVb • vco Step 3a. Calcu!ate Av,a and A!,, Avco= 4.S (c,i)2::: 4.5 • (6.0)2 = 162.0 in.2 17.5.2.1 D.6 . .2.1 Table 1 Av,= (ho)• (3 Cat+ S0) = (4.0)((3 • 6.0) + 4.5) = 90.0 in.2 , Step 3b. Calculate I/Jee v =--1-,-::; 1.0 ; e'v= 0 :. ,j;ec v = 1.0 • (1+~) • 17.5.2 5 D.6.2.5 - Step 3c. Calculate I/Jed v = 1.0 if c02 2: l.5C0 ;; r/1,n v= 0.7 + 0.3-.:il.. if c,2 < 1.Sca1 ' ' l.Sc,n 17.5.L.6 D.6.2.6 T2bl::! 1 Cal 2: 1.5 Col :. r/Jed V = 1.0 Step 3d. Calculate 1/J, v = 1.0 (cracked concrete, no supplemental or edge reinforcement) 17.5.2.7 D.6.2.7 - Step 3e. Calculate r/Jh,v = J1.~:a• ; for members where ha < 1.'.ic01 17.5.2.8 D.6.2.8 - h0 = 4.0 < 1.5CaJ = 9.0 :. c/Jh,v = J¥o = 1.5 ( ( / )0.2 /d:,) (2 o)0.2 Step 3f. Calculate V~ = 7 ..!.. , da A" ff'c' Cca1)1•5 = 7 ....:.... ill (1.0)✓4000(6.0)1.s da • I c 0.5 17.~.2.2 D.6.2.2 Table 2 = 6,071 lbs. Step 3g. Ca lculate concrete breakout strength of anchor group in shear: v,bg = (90.0/162.0) • 1.0 • l .0 • l .0 • 1.5 • 6,071 =5,059 lbs. 17.S.2.1 {b) D.6.2.1 (b) §4.1.6 Calculate concrete breakout capacity= ¢V,bg = 0.70 . 4,641 = 3,S42 lbs. Step 4. Calculate nominal pryout strength of an anchor group in shear: §4.1.7 Vc,,c = k,pN cb11 = 1.0 • 5,321 lbs= 5,321 lbs. 17.5.3.1 (b) D.6.3.1 (bl Table 3 Calculate pryout capacity: ¢>'./,pg= 0.70 • 5,321 lbs.= 3,724 lbs. Step 5. Determine controlling resistance strength in shear: 17.3.1.1 D.4.1.1 §4.1.1 ¢Vn= minl¢V.ae• ¢Vcba• ¢Vcva I= ¢V,bg = 3,542 lbs. Step 6. Calculate allowable stress design conversion factor for loading condition: As$ume controlling load combination: 1.20 + 1.6L; 50% Dead Load, 50% live Load 5.3 9.2 §4.2.1 a= 1.2(30%) + 1.6(70%) = 1.40 Step 7. Calculate allowable stress design value: V -¢1',, -3'512 -2 530 lb 5.3 9.2 §4.2.1 allowable.ASD -,. -1 ,n -, S. FIGURE 9-EXAMPLE STRENGTH DESIGN CALCULATION FOR SHEAR CAPACITY Es ICC EVALUATION '-.,;::= SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-2818 FBC Supplement Reissued December 2015 This report is subject to renewal December 2016. www.icc-es.org I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 03 00 00-CONCRETE Section: 0316 00-Concrete Anchors DIVISION: 05 00 00-METALS Section: 05 05 19-Post-lnstalled Concrete Anchors REPORT HOLDER: POWERS FASTENERS, INC. 701 EAST JOPPA ROAD TOWSON, MARYLAND 21286 ( 800) 524-3244 www.powers.com engineerinq@powers. ('O!!l EVALUATION SUBJECT: POWERS POWER-STUD+ SD1 EXPANSION ANCHORS FOR CRACKED AND UNCRACKED CONCRETE 1.0 REPORT PURPOSE AND SCOPE Purpose: Ths purpose cf this e:valuation report supplement is to indicate that the Powers Powe;·-Stud+ SD1 Expansion Anchors in uncracked concrete only [114 inch (6.4 mm)] and in cracked and uncracked concrete [3/8 inch to 11/4 inches (9.5 mm to 31.8 mm)]. recognized in ICC-ES master evaluation report ESR-2818, have also been i:lvaluated for compliance with the codes noted below. Applicable code editions: ■ 2014 and 2010 Florida Building Code-Building ■ 201 4 and 2010 Florida Bvilding Code-Residential 2.0 CONCLUSIONS The Powers Power-Stud+ SD1 Expansion Anchors in uncracked concrete only [1/4 inch (6.4 mm)] and in cracked and t.mcracked concrete [3/ij inch to 11/4 inches (9.5 mm to 31.8 mm)). described in master evaluation report ESR-2818, comp!y with the 2014 and 2010 Florida Building Code-Building and the 20·14 and 2010 Florida Building Code-Residential, when designed and installed in accordance with the 2012 International Building Code® provisions noted in the master report, and under the following conditions: • Design wind loads must be based on Section 1609 of the 2014 and 2010 Florida Building Code-Building or Section R301 .2.1.1 of the 2014 and 2010 Fiorida Building Code-Residential, as applicable. • Load combinations must be in accordance with Section 1605.2 or Section 1605.3 of the 2014 and 20"10 Florida Building Code-Building, as applicable. Use of the Powers Power-Stud+ SD1 Expansion Anchors in uncracked concrete only [1/4 inch (6.4 mm)] and in cracked and uncracked concrete [318 inch to 11/4 inches (9.5 mm to 31.8 mm)], for compliance with the High-Velocity Hurricane Zone Provisions of the 2014 and 201 0 Florida Building Code-Building and the 2014 and 2010 Florida Building Code-- Residential, has not been evaluated, and is outside the scope of this supplement. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality-assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the r;ode official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report reissued December 2015 and revised February 2016. lCC-ES Evaluation Reports are 1101 to be construed as representing aesthetics or any other attribute., 1101 specifically addressed, 11or are they to be constn1ed as an endorsement of the subject of the reptwt or a recommenda,ionfor its use. There is no warranty by ICC Evaluatinn Service, LLC. express 01· implied, as to any finding or other matter in thLi;; report, or as to any product covered by the report. Copyright © 2016 ICC Evaluation Service, LLC All r;ghts rnservAd. ---~· 1000 Page 1 of 1 SIDEWINDER"' FORS TEEL -Horizontal Application #i4 SW Red u nver Part# 8114910 • Installs into steel range from 20 gauge -1/2" thickness"s • A standard screwgun with a depth sensitive nosepiece should be used to install Teks. For optimal fa~tener pe1formance, the screwgun should be a minimum of 6 amps and hc:ve an RPM range of 0-2500. • Saves time from t:aditional metnods. • R.educes installation r.osts. • Quick to install using the Sammys Nut Driver with an 18V cordle~s drill/dri·,er. ---- , Manufactured in !he U.S.A. . . . ,A I~ • RQd Part M .d I • Screw . • • '· Uftlf!lat~ UL Test . Ffl!} last , _' ,Min• Max • Sox Cttsc . Jlprov~ Size t,/ull)bet : 0 e . . Desqipt1ons •.. . Pull.oul{~bs) Coa~ (l~s)'. • tQ~(lbsl •• Thicknes§ Th,~kness _Qty·. Oty · 1-10Fut6NTALMOi.fNT~-~~·:.·_ ~-~ ..,.~ r;-:· ...... ...,-.. }.~•:: .. d .......... ,;. ~.-~ ...... .....-~,. ...... H~.-~:·--··-::: :::::. ~-~ .,...~ :--z;-~ .. -"°' 1/4" 8047957 SWD 100 1/4-14 x 1" TEKS 3 1477 (16 ga.) 060"-16 ga 3116" 25 125 1/4" 8049957 SWOR 100' 1/4-20 x 1' TEKS 3 1900 (20 ga.) .036"-20 ga 3/16' 25 125 318' 8050957 SWD10 1/4-14 x 1' TEKS 3 1477 (16 ga.) .060"-16 ga 3116' 25 125 318' 8080925 SWO 10-SS 1/4-14 x 1' TEKS 3 1477 (16 ga.) 060'-16ga 3116' 25 125 J/0 6UO.!~Of ::OYYU LV 114-14 XL I t:l\o, J 1411 (1b ga./ .VOU • lb ga J/10 £0 1;6 ~-~ 318" 8055957 SWOR1' 114·20 x 1" TEKS 3 1900 (20 ga.) 1500 1475 .036'-20ga 3116' 25 125 0 ... 3/S" 8054957 SWDR1-1/2 ' 1?-24x1-1l<"TEKS5 2375 (3/W ) 1500 ~47f 188'-3/16" 1!2' 25 125 ~-~ 3/8' 8056957 SWOR516' 5/16-18 x 1-1/4"TEKS 3 2480 (20 ga.) 1500 1475 .036'-20 ga 3116' 25 125 3/8" 8057957 SWT1'> 12-24 i 1-1/~" TEKS S 2375 (3116') 188'-1/16' 1/2' 25 125 •inrJud~s reta,:img nut Application Product Features • Eliminates distortion of threaded rod in sloped roof applications. • Accon:mod~tes 3-1/L >-12 pitch. • Installs into angled z-purlin; allows threaded rod to hang plumb. • Allows 1 T deflection from vertical. • Manufactured in the U.S.A. ' #14 Black { ,('_I) ,. Nut Driver Part# 8113910 3/8" 8137957 SH-DSTR 1' 1/4-20 X 1· TEKS 3 3220 (3116') 1500 1475 .035' 3116" 25 125 r ® I #>'5H o,a,..l 3/8" 8268957 SH-TEK 50 12-24 X 1-314" TEKS 5 1/2' 82709S7 SH-TEK 5.0 12"24 x 1•314" TEKS 5 Nut Driver "Ov6S not co,oply w,th ROHS reauimments / lrciudM rPlaining n11t 2368 (112" steel Vertical) 1306 (45• off Vertical) 2281 (3/16" HSS) 1585 (3/16" .;ss 65' oft VerJcal) 2368 (1/2' stwl Vertical) 1306 (45• off Vertical) 2281 {3116' HSS) 1585 (3116" HSS 45" off Vertical) 1500 (Vertical) 4' 3/16" 1/2" 25 125 850 (d5' off Vertit<\i) ?-1/2' 3116" 1/2" ?5 125