Loading...
Specifications (20) 6a1�/ -/ - C �Oo 2 55 .•. :'. :'. :'• •' : : •' :'• G(/2'V�1`).1(./' 54t (/ 0 . • • •• .• • • • • •• ••• •• •• ••• •. •• •• •• • •• •• • •• •• •• • • • • • • • • • • •• V • ••• •• •• •• •• •• • •• •• • •• • • •• • STRUCTURAL :: - .. . •• RECEIVED CALCULATIONS •.• •.• • . •• •• MAR 5 2015 • • • CITY OF TIGARD • "' "' " ' ' BUILDING DIVISION Michael kors 9620 SW Washington Sq Rd Tigard, OR 9223 February 19, 2015 (i- ' ( vp\f‘i PREPARED BY: \, M-ENGINEERINGC . , �' 750 BROOKSEDGE BLVD 311h Nik Op WESTERVILLE, OHIO 43081 (614) 839-4639 I M•Engineering .•• :Srtiuc:ural,hlleohawicals'EVectiicaI:&•Industrial Engineers 0 750 Brooksedge Blvd. ;.; •• • Ptpere: 61484-4639: r 1 Westerville,Ohio 4308?-2$20 : F:lx:: 61080-2222 0-2222:.• Project: MK-Washington Sq OR Job No. 1341-1052 Sht of M-Engineering ' ' ' .• ' ' ' Client: .. • •• 'D e: "Q2-19-15 By: . AC • • • • • • • • • 750 Brooksedge Blvd. • "' "' "' • • • • • •• •• • .' • • • '..• ••• •. .'._. s • • • .' • • • • . • LN't _Q1 -- ‘14 . 70I tu ' l '119r\', 1(010 $V4 P4SIr1 FA ° . C stir 1.0 µ 0 (,6P} 11K ClI1N1 ll/04 Pi °1110 c ulf 1/1. -., 15. V4(0' 15 f° 1I . 1= title rer *14PSS - M•Engineering ••• $troictirrai,dechaoital:EZctiital 'Igdustrial Engineers 750 Brooksedge Blvd. :.: :• :• PCQr e: 614-84-4639• : _ 41 0 Westerville,Ohio 43081:28.20: Fax:: 614-43p-2222 ••• Project: MK-Washington Sc OR Job No. 1341-1052 Sht of M-Engineering Client: : : �• ••D$te: •'Q2-19-15 By: . AC . • • •• • •• • • •• • 750 Brooksedge Blvd. • • ... '•. ... • — - -- • • • . • • . y• • • • •• •• ,r>.,1r., o',q1,1/ or , 1 0 A-31,4,4, 1-A,„... I (pool, ccie) 44. 1. Irh (16 _ . .(1 (.15AA 5) 1 ( 4. 5 I' ) 4 I 10,.... o: s 10 1___- dk gmoti, F ,t, 146/1 4 ' , t —IA trAv t) (AAN arc:_i,Ndei- C4/i..4k ' 4n* tvort4c.,0 fc, •-• 1tztv -1, sok ite 4 Fri 41 d3/41. Dtc,t .(5: v-of i 0 frak.4 , t(01.013--AI Al 4y, 0 c t rG'1. tilAt4rt , 16 ` • •• •• • • • • • •• - • • • • • • • I • • • • • • • •• •• • a • • • ••• • • • • • • • • • • • • • • • • • • • • • • •• Seismic Demands on Non-Structural Components Component aP RP ASCE 7 ••• ••: Irltpriot Wall or Varttttans 1.0 2.5 •• •P apeti0r Cant,Int ten braced below CM 2.5 2.5 SDS 0.722 aP 1.00 •.• ••• Perapiher car tUt wan braced above CM 1.0 2.5 Wp 457 lbs RP 2.50 Exterior non structural wall 1.0 2.5 z 1 ft IP 1.00 •:• •:• Aper •• •• 1.0 2.5 h 1 ft z/h 1.00 : : Ealing. •• • • 1.0 2.5 : •:. tabiiets andSFieaves 1.0 2.5 Fp min 98.99 Appendages and Ornaments 2.5 2.5 Fp 158.38 Signs and Billboards 2.5 2.5 Fp max 527.93 Air Side HVAC-Fans,RTU, Heaters,AHU 2.5 6.0 Wet Side HVAC-Boilers,Chiller,Tanks 1.0 2.5 Pumps,Compressors, Pressure vessels 1.0 2.5 Horizontal Fp 158.38 lbs(Ultimate) Generators, Batteries,Transformers 1.0 2.5 Vertical FP 65.99 lbs(Ultimate) Panel board, Switch Gear 2.5 6.0 Comm. Equip.,Computers,Instrumentation 1.0 2.5 Lighting Fixtures 1.0 1.5 Vibration isolated component 2.5 2.5 Ductwork 2.5 6.0 Electrical Conduits,plumbing,Rigid Cable tray 1.0 2.5 Conveyors(non personnel) 2.5 3.0 Suspended cable tray 2.5 6.0 Connection -Masonry or Concrete 1.0 1.5 • •. •• O. • • • • .• • • • • •• • •• •• •• ••• • •• •• •• • • •• •• • • • • • • III III III ClarkWes#erri duildingsysteNris :•• III III CW Tech Support: (888)437-3244 clarjcwegtgrn.cgm • . ••• • . • • •• • • •• . • • • • • • • •• 2007 North AYn$riF'4i Spe3ification A$D• DATE:2/19/2W5 "' ". ... ... . . .. .. SECTION DESIGNATION: 362S162-54[50] Single: . :.• ••• •. • • • Section Dimensions: Web Height= 3.625 in Top Flange= 1.625 in Bottom Flange= 1.625 in Stiffening Lip= 0.500 in Inside Corner Radius= 0.0849 in Punchout Width = 1.500 in Punchout Length = 4.000 in Design Thickness= 0.0566 in Steel Properties: Fy= 50.000 ksi Fu = 65.000 ksi Fya= 50.000 ksi ALLOWABLE AXIAL LOADS INPUT PARAMETERS Overall Stud Length = 8 ft Load has not been modified for load type or duration Member Configuration: SINGLE MEMBER K-phi (axial)for Distortional Buckling = 0.00 Ib*in/in TOTAL ALLOWABLE AXIAL LOADS (Ib) WEAK AXIS MAXIMUM CONCENTRIC LOADED BRACING KL/r LOADING THROUGH WEB NONE 159 1729 1174 MID Pt 79 4368 2363 THIRD Pt 67 5564 2785 M•Engineering •'• $tr ic$i?aJ,AQecliapital;EI:ctkical llcdustrial Engineers 750 Brooksedge Blvd. • • • P�Qr1�: 614-3:-4639 Westerville,Ohio 430818 00 • Fax:• 661144133/-24262329 14- 9`2222 ••• 40 ' Project: MK-Washington Sc OR Job No. 1341-1052 Sht of • •• • • • •S0 • -Engineering Client: - • • • • • •Daje: 602-19-15 By: . AC . • • • • • • • 750 Brooksedge Blvd. ' • 00* •• ••• 000 •• • i • • • • • • • • • • , • Y • • • • • • • 1 * (,)1) 0 0 000 0410 00 0 0 P klel 11.1, OA lekr ry: .. / � - 1)x-05' HI" t ^ . _� ,� ‘.41,16.44(.°/(1.1-: 45c11_,0 ' A. '. liAti.A. r„ .46 %7 , <, Py eA , Fv f �.RP._...,... v.._ A. 044. j 14.19- < ttTJF retfire C4. h t 11nw,-4 _ o \ V lAcSVAILA)t v141 lam ` IA1 t TEl PEA DC'Sl 3 ()MSG 1'4thEctition) ... . . .. . . . . Project: MK Washington iq Olj ; : •.• ;_• 441 0 Client: Project No 1341-1052 Design by: AC Chlcby: . AC, I .Sht Nq. i■. Date 02/19/15 M-Engineering . .• • • •: • . •• •■ Element: Beam B1 •• •• ■ • • . I I I I I I I•4•I ••1_ 1,:• :.. .:• .• Type 4 HSS Axis Strong i A 8.03 ®.. I 178 in4 Section HSS14X4X1/4 111 Method •ASD••• Mit •29.E lb/ft ■ Z 33.2 in Span, L 32.00 ft UDL (5.12 :k/1t . :1.11, :.*40 : ksi ■■Q tl25.4 121 Unbraced, Lb 32.00 ft ULL 0.06•• •° f 29000 ksi ■■u 4.71 in Point Load Partial Uniform Load-DL Design Checks ap (ft) I PDL(k) I PLL(k) I I aw(ft) Iwa(k/ft)I bw(ft) Iwb (k/ft).. Actual Allowable ' U26.78 < 76 ok 35% u < 102 ok 3% ADL 0.70 < 1.60 ok 43% ALL 0.26 < 1.07 ok 24% Partial Uniform Load-LL am 0.96 < ok ' 45% aw(ft) Iwa(k/ft)1 bw(ft) limb(k/ft) 1111 _._....� Analysis RL RR I M DL 2.44 2.44 ! 19.48 LL I 0.91 0.91 7.30 I I I 1 II 11 TL 3.35 3.35 26.78 1111111 Lp 10.00 ft i Compact Flange 30 ::i:rrii a...- :.::"-"•4,111:i::E.E11� 0 20 ::::C:::r::�:.`r6� `��:1:":i:iI:I Lr 20.00 ft Compact Web .r ■■ .... . ■ r ...■. ■■.'err: z iiiiiiE::::::: : ::::: ::::: :r .;�:E :E; 0 10 -maim! z 11!:"." hilliii 11:E11.6 ::i: ;a5: 11111 111111 III ii ang Ili ° le?S••?E:r.fl.`Ei1Ei°118111••. E� e 40 1 I II1II 11 5 1111 cc OM im -5 - 1.1111111 1.110111111111r11.111 1 1 1 1 1 1 1 1 IIIII-INIMIMIII IN= 1111111111 111111111111 1.5 arrr: court■=::: p::::: z • 1.,: . :�nr......•55•ri: : lintriegill pinimg I= INEditiFr_TZMIIMELZAHMICEN ma NMI I 1±11 LL.W 0 Go.r : r�Trr".fir r�rrr.i:r� -_ :::::r : rr■r"i...r■r•EE ii iliii' ■■.:irr:i:::uaa.-fl ur.:r r:.■": -0.5 I I I I I I I I M _ ' _�� Structural • Mechanical • Electrical • Technology 750 Brooksedge Blvd., Westerville, Ohio 43081 • 614-839-4639 614-839-2222 Fax www.mengineering.us.com SI'F.EL:MEAN UE:SIP N(AjSG 14th c(f tion) • • •• • • • . 4kProject: MK Washing:op_V Ofd •„• •_• 0 Client: Project No 1341-1052 Design by: AC Chkby: .} AC. .Sht No, ... Date 02/19/15 M-Engineering . . . •• • • •• • Element: Beam B1 (Inntrt • .• • : •• • Type 4 HSS Axis Strong A 8.03 ®_ I 178 3 Section HSS14X4X1/4 Method ,45D•.• tr._ WN •29a lb/ft Z 33.2 • • Span, L 32.00 ft UDL (x07 ;•k/$�. �•P ••v :••'•4Qj ; ksi S 25.4 Nig • Unbraced,Lb 32.00 ft UM 0.06'•k/ftr E •29000 ksi r 4.71 in Point Load Partial Uniform Load-DL Design Checks 1a (ft) PDL(k) 1 PLL(k) I I a.,(ft) lwa(k/ft)I b,.(ft) Iwb (k/ft) No Actual 1 Allowable M 19.99 _ < 76 ok 26% V 2.50 < 102 ok 2% ADL 0.45 < 1.60 ok 28% ALL 0.26 < 1.07 ok 24%__. Partial Uniform Load-LL III'Ti. 0.71 < 2.13 ok 33% I aW(ft) ;wa(k/ft)I b.,(ft) Iwb (k/ft) E 11111111 Analysis RL RR M I L.- . DL 1.59 1.59 1 12.70 I gg LL 0.91 0.91 7.30 RE 1 1 f 1 I 1 1 1 Iligl2.50 2.50 19.99__ MIN 30 .... .... .. .._ . ..,.,_ Lp 10.00 ft Compact Flange I -----:::::•---CFo Cmtai:E ran p . :: .:. .i. ■,... .. ■ ■:■ Lr : 20.00 ft Compact Web z_ 20 .::.::E-B s�1-0 wal wag....-....Ca iii MI11111111111.11111 Z n.1:tea:gg"�•:::PC1gg1'giEg�� �".ii Z : :r:'E.E::1::::::g 21 . :::::: : 11111 mums III 0 ,. .`I . ..= m :...:.1::i"1:i::::111111di ::gl`1 it -10 ` { 111i1111 _ KIIIIIII6111. 11111 nim NW 4 :1:aE:1:::i:i: i°Ei i ii.iii g°'E a 2 ::a::ep�; 1;r:1 :illpf2.9 E:e:i�i'ge Vf . . mara1::i:i::iigg:i: a4 "-"r' 2;t ll::111:ii1::::g:agi g:g.�::E-:EE 4 ::gi :: I1IIIII II 11111111116111 Mill 11111111 1 rrrIIirammmemiii :: :'-"-.11111111111111rmIUsrrrrworm IN , 1111 11111111! Z rrrr ■ o■ ■ r■ 1111111111111 1111.1111111111... ru rimy:.■U.U.r ■■"' rr ■r °'5 C.GarrC!. ...rr. ■r ,�•UU i��iri E5 i..u,.nrr■■■rr■U.UUUU■rrr■■rrrr■U 25iiiUUU IIIIIII Ill IIII LIII km TJI 0 ■.t...i..r■■■rrrrlr■� _ �� •..U. UUUUIUUU� UUI■Up.... IIMMM 0.5 •rr••�r■r•••i - Vr. M•Engineering .•. $troctVal,Illicjinital:EI:cteal rlpdustrial Engineers 750 Brooksedge Blvd. •.• :• :• POiirt@: 614163 -4639• .. 4 0 Westerville,Ohio 43081•28Q0• • Fax:• 614-839-2222 ••• Project: MK-Washington Sq OR Job No. 1341-1052 Sht of • •• • • • ••• ••• • • •• ••• •• • M-Engineering Client: : : • • • •Dale: •0�-19-15 By: . AC • • • • •- • • • 750 Brooksedge Blvd. ' . •.' ••• • • • • • • + • • • . , • • • • ♦ • • • • •• •• • • •• •• •• • •• •• tik (._. • ••• • • • • •• •._ t [ - L1 ' $. AA•i \ .4, X406 1 .0 .: t e 2. \[ 'Y`t44' 644. _ 'i/ 1 1.4 5-0 F i/, OAS 4. 140 Q ' V-® , 1 : - 0, Ut e,n L4 ) 't1 o ,$), w .. , I _WI . OYI A� k, _'i Iti,1'W.- IL/ t4' 4,t, 6, a _ • •• •• •• • • • • •• • M•Engineering • •Struclurttl,I¢1elha?icaM E�cffical Industrial Engineers 750 Brooksedge Blvd. :•: •• :• pane: 614.830-4639• • _ 41 0 Westerville,Ohio 430n-2$20; : Fix:: 614-3, -2222:•• Project: MK-Washington Sq OR Job No. 1341-1052 Sht of • •• • • • ••• M-Engineering ' •' • • '" '•' '• • Client: • • -• • :• • •• Daae: •0.2-19-15 By: . AC • • •••• •• • • M 750 Brooksedge Blvd. • '•' "•' "' • • • • • • • '• • • • • •••• ••• •• •• • OOOOO • ,rii " q,lica •- a tk,.. ) 14 Aq- t ,f_ ., folo ri L p 4 ,15 i % , 41 ....., CI- - 4Affl.c 6 al m tj"-- t _ M•Engineering •°• .StructFal,Heol anical`EIIctNcal c IQdustrial Engineers I 750 Brooksedge Blvd. ... • •• P6one: 614.83 -4639• • .., 41 Westerville,Ohio 43081:28p; ; Fix:: 614-T331-2222 :.° Project: MK-Washington Sc OR Job No. 1341-1052 Sht of • •• •• • • ••.• • • . . •• • • •• • M-Engineering Client: : : • ° : •° °Dale: °bE-19-15 By: . AC • • . • • •. • 750 Brooksedge Blvd. ••' •.• • • • • • • ••.. ••• ••• . . • ... • • • • • • . • °StP _ cloutJ1 ••• . • • • • .. to) 1pit, i v -, 9 t% - - i . + i. 4, Iii K ffi " O \I owe Tt',,A ) t UU4 (i) , Sit 9610111 . s . 1 p-6 c, ,, Cali Filia t4fMEICIErER bEtI�N IA. tI 2008) ... .. 4 li dt Client Project: MK WashingtcQi 5q Oq .'• 00 • Project No 1341-1052 J btEngfneerfng Design by: AC I Chl4by: •i AC. I••Sht No. E•• Date 02/19/15 • Element: Side StorefroCit: �.if •' : .. • : }". I I -'- :. • :..I •• I Span 14.7 ft Axis Strong I WDL 0.09 k/ft Lb ft Stud 800 S 162 - 54 A 81••in4 • • `: . .�i�. .t�04 k/ft Track 362 T 125 - 54 I 2109 :ell*• •.- : K L ft • 1 • • ♦ • �- • _• • x Type Boxed wt 6.83 lb/ft S 5'20''111 ' ` 'P« ' .. K Ly ;ft Point Load Partial Uniform Load-DL ap (it) I PDL(k) I PLL(k) L 1 aw(it) Iwa(k/tt)I bw(it) Iwb(lc/MI Design Checks M 4 < 14 ok 25% V 1 < 40 ok 2% ADL 0.15 < 0.74 ok 21% ALL 0.07 lil 0.49 ok 14% Partial Uniform Load:CET A11 0.22 0.98 ok 23% i aw(ft) Iwa(k/ft)I by,(ft) IWb(k/ft)' IIIII Analysis RL RR M DL 0.66 0.66 2.43 LL 0.29 0.29 1.08 i I1 i I r-1 I I I UM 1______ ir __. 1111 4 uuuniu10uiuuiuunuuu um ::m:nnunr'!-n. .. 't!u: uuuuu m _z .i111111nii � ' u 'C _ ::uua . Ii� Cu;Cu � G 2 .wI.0 .r. 1Iaur.1111111M.11111111 W nn::NII :::C:nu : ::n C�0 r u .u�..011C1u .C1u�� ur1C1Up1 �I ��11 co . . IufuIII MII U u 0 VIIICCIm : .:AIIII : : : RIliil11:: NI MN IIIIIIII _ : . ..p. T . II +I; 2 - ;C:::C C C..,...-..,1.�::-',�.,iiiimurril nstugumn LY▪ 0 --o--.:E;: .i.— a,,p-!::::::••••••RRir. ara N 1 :•'C-.o..-rr-o..::::i-�iiiC2.�i� !: . al I 2 12:::-a-■.-.C: .r...owl C ' :'.:�� .... :m 0.3 •........ e.r... ■rrrrrr.rrirMe iirur. a Z orneemell Mom mamma ■.. p ur..:r.rrrrrr.rp.-■■v :. ...rr... - - 0.2 -.....:• 111 0.1 n■ in r. ■ U�Unn•.■ .ii lw:UUr � z w •i _ M•Engineering ••$trSdtura( t`_lectrical&•In&stria)Engineers 750 Brooksedge Blvd. .•.; :• Yhon�:•Q14-839;46,:9 Westerville,Ohio 43081-28!0. • fax: • 914-839-422 2 .•• I ' Project: MK-Ktk$t-to000h1 00- Job No. Mt 6o SI- Sht - of M En ineerin g g Client: .9�te:�2�t'iB6 re S By:_ AC • • • • • • • • 750 Brooksedge Blvd. ' ' "' "' "' • .•• •i. • • ••j• ••.• i • . • • . • Act, it if-12,7i( 5,V141 460,16 . . . '." t-,1._, __-r, n4.- O..,(,,- . ... 144 ``q .._d ppppp .. • . PJ 1,04- ::OAS \ _;.-_ 0,65 1,1-)c1.4 0.0-4 Ogos �� Q, .. S r4ciA- -4. 141,-,64hr'a i C , Fasteners-allowable loads ClarkWestern 148 Allowable loads Fastener design criteria Hilti anchors(PDF in steer allowable loads(lbs.) The following information is provided to assure that framing components you select can be fastened Hilt X-EDNI(dia=0.145") Hilti X-DNI(dia:0.145") Hill)X-DS(dia=0.177") Macorrectly.Your selection of fasteners or welds will depend on the members selected and the load thickness Yield Y p thickness strength 3/16" 1/4" 3/16" 1/4" 3/16" 1/4" requirements you anticipate. (rots) Fy(ksi) Shear Tension Shear Tension Shear Tension Shear Tension Shear Tension Shear Tension AISI calculated allowable loads for screw connection 33 33 203 234 203 234 203 234 203 234 248 234 248 234 Material Design Material strength #8-18 HWH screw #10-16 HWH screw #12-14 HWH screw 1/4"-14 HWH screw 43 33 265 304 265 304 265 304 265 304 323 304 323 304 9 dia=0.16" dia=0.190" dia=021" dia.0.240" thickness thickness 33 332 382 332 382 332 360 332 382 406 382 406 382 mils in Fy Fu Shear Tension Shear Tension Shear Tension Shear Tension 54 (ksi) (ca) (lbs) (lbs) (ibs) (Ms) (lbs) (lbs) (lbs) (lbs) 50 425 455 480 552 480 360 480 510 586 390 586 552 33 �q�� 0.0346 33 45 162 71 177 84 186 93 199 106 33 419 455 419 481 419 360 419 481 511 390 511 481 43 VX 0.0451 33 45 241 92 263).1 109 277 121 296 138 68 50 425 455 605 695 490 360 590 510 738 390 625 620 54 ,v 0.0566 33 45 333 115 370 137 389 152 416 173 33 425 455 597 686 490 360 590 510 729 390 625 620 ___ `'" 0.0566 50 65 333 167 467 198 562 219 600 250 97 50 425 455 620 800 490 360 590 510 795 390 625 620 6a '25 0.0713 33 45 n/a n/a 467 173 550 191 588 218 33 425 455 620 800 490 360 590 510 795 390 625 620 .e`'i 0.0713 50 65 n/a n/a 467 249 625 276 849 315 118 50 425 455 620 800 490 360 590 510 795 390 625 620 ,�, 0.1017 33 45 n/a n/a 467 246 625 272 863 311 97 io , 0.1017 50 65 n/a n/a 467 356 625 393 B63 450 . 118 0.1242 33 45 n/a n/a n/a n/a 625 333 863 380 Hilti anchors(PDF in concrete)allowable loads(lbs.)Hilt X-DNI(dia.=0.145") 0.1242 50 65 n/a n/a n/a n/a 625 480 863 549 Material Yield Min.embedment 3/4" Min.embedment 1" I AISI allowable loads for welded connections(lbs.) Minimum required allowable load for screws thickness strength 2000 psi 3000 psi 4000 psi 2000 psi 3000 psi 4000 psi Material #12-24 HWH #1/4-28 HWH (rails) Fy(ksi) shear Tension Shear Tension Shear Tension Shear Tension Sheer Tension shear Tenslin•••• Material Design Fillet weld Groove weld ••.••• • • strengthscrew screw thickness thickness Material Design 33 33 95 70 110 90 125 110 140 90 •160' 420 115 151r•••• (mils) (in) Fy Fu Long. Trans. Trans. Long. thickness thickness dia=0.21" dia=024" (ksi) (ksi) (lbs) (lbs) (lbs) (lbs) (mils) in lbs Shear Tension Shear Tensi43 33 95 70 110 90 125 110 140 •to •160 12.0....185 15S on 1 inch total weld (lbs) (lbs) (lbs) (lbs) 54 33 95 70 110. 90 125 110 140 • 90 •160 12b *Iv 155 ••• 0.0451 33 45 619 864 663 544 0.1875 725 1042 957 1100 50 95 70 110 90 125 110 140 ••110•••160 144 •1✓i5 155 43 0.0451 50 65 895 1247 958 785 Steel 0.25 725 _:1063% 957 1425 gg 33 95 70 110 90 125 110 140 • 90 •160 120 • 185 155• • • 0.0566 33 45 822 1064 832 682 50 95 70 110 90 125 110 140 •104• 160 120 185 155 • 54 0.0566 50 65 1188 1566 1202 985_ Screw table notes: 97 33 95 70 110 90 125 110 140 r a0 ••160 =7{I••iV 156• 68 0.0713 33 45 '1082 1365 1048 859 1.All values were calculated using the 2001 AISI •• ••50 95 70 110 90 125 110 140 90 160 420 185 155 ••••• 0.0713 50 65 1563 1972 1514 1241 33 95 70 110 90 125 110 140 •160 1? •185 155• specification w/2004 supplement. 118 97 0.1017 33 45 1480 1480 1480 1480 2. Shear values were based on the tilting and bearing 50 95 70 110 90 125 110 140 ••110•• 160 •20•• 116• 155 •• • 0.1017 50 65 1480 1480 1480 1480 modes of failure Eq.E4.3.1-1,E.4.3.1-2. 118 0.1242 33 45 1808 1808 1808 1808 3. Minimum spacing of screws is determined by E4.1 Hilt •anchors(PDF in concrete)allowable loads(lbs.)Hilti X DNI(dia.=0.145") • •• • 0.1242 50 65 1808 1808 1808 1808 •- •• • stating spacing shall not be less than 3d. I Min.edge Mi. &lin.material 2 inch total weld Min.embedment 1-1/2" Mat�t�l•tiltstice spat!•••thickness 4. Edge distance is determined by E4.2 stating that Material Yield • • • • 43 0.0451 33 45 998 1727 1326 1087 edge distance shall not be less than 3d. thickness strength 2000 psi 3000 psi 4000 psi Steel ••••114" 1" 1/8" • 0.0451 50 65 1442 2495 1915 1570 (mils) Fy(ksi) shear Tension Shear Tension Shear Tension • ••• 5.Allowable loads are based on a safety factor of 3.0. Concrete 2" 31 di x Embedment 54 0.0566 33 45 1253 2168 1664 1364 6. E4.3.2 states that the bearing 33 33 203 165 203 190 203 215 •• • • • 0.0566 50 65 1809 3131 2404 1971 ••••stren strength<Pns=t*e*Fu. 9 43 33 230 165 265 190 265 215 68 0.0713 33 45 1578 2731 2096 1719 7. For the screws into structural Hilti table notes: 0.0713 50 65 2279 3944 3028 2493 '- 33 230 165 280 190 332 215 54 steel,the shear values are for o 1.All values were calculated using the 0.1017 33 45 2961 2961 2961 2961 50 230 165 280 190 335 215 P001 AISI specification w/2004 supplement. 97 the failure of the screw itself. 0.1017 50 65 2961 2961 2961 2961 a_ 33 230 165 280 190 335 215 0.1242 33 45 3616 3616 .3616 3616 Look at bearing of clip 68 to 2.Shear values were based on the tilting 50 230 165 280 190 335 215 118 determine minimumand bearing modes of failure Eq.E4.3.1-1, 0.1242 50 65 3616 3616 3616 3616 1'11 33 230 165 280 190 335 215 value of shear, r4,e llreasoor,� 97 E 4.3.1-2. , Weld table notes: B. Bearing or pullover • SHEAR 50 230 165 280 190 335 215 3.Allowable loads are based on a safety 1.All values were calculated using the 2001 AISI specification values do not control in 118 33 230 165 280 190 335 215 factor of 3.0. w/2004 supplement. the above cases. 1 50 230 165 280 190 335 215 4.E4.3.2 states that the bearing 2. Roc values were based off of Fxx>=7oksi and that strength<Pns=t*e*Fu. Fxx>Fu from the 2001 AISI specification code. 3.Values are based on AISI Specification Section E2. 1 4.Values include a factor of safety that varies per AISI code. • •. .. •. . • • • •• - ••• ••• . • ••• • • • • • • iz ; 7 q iw s e; slas g_ • • f . _,. * ,* ,r k� � firi , i,11 *.* - Mechanical Anchoring Systems _ KWIK HUS-EZ (KH-EZ) Carbon Steel Screw Anchor 3.3.6 3.3.6.1 Product description. . ... • •; •.. • •. ;;3p 8. .6.1 Product description Hilti KWIK HUS-EZ(KH-EZ)anchors are Product1gatutgs• •;. ••• ••• $.3.6.2 Material specifications comprised of a body with hex washer • Suitable for seismic and 3.3.6.3 Technical data head.The anchor is manufactured nonse1ic.140s.• • •• •. 3.3.6.4 Installation instructions from carbon steel and is heat treated. • Quick and eas to install.• ° ° • • .Y •.. •.. •• • •3.3.6.5 Ordering information It has a minimum 0.0003 inch(8 pm) • • Length nd dArnet,icon:filatl'pn:•• zinc coating in accordance with DIN clearly stamped on head facilitates EN ISO 4042.The KWIK HUS-EZ(KH- quality control and inspection after EZ)system is available in a variety of installation. t,4r +41-a,` lengths with diameters of 1/4-,3/8-, • Through fixture installation `'!wtk3 Aq 1/2-,5/8-and 3/4-in.The hex head is improves productivity and larger than the diameter of the anchor accurate installation. and is formed with serrations on the • Thread design enables quality i ... _i setting and exceptional load underside.The anchor body is formed ' values in wide variety of base , with threads running most of the material strengths. I length of the anchor body.The anchor • Anchor is fully removable I t is installed in a predrilled hole with • Anchor size is same as drill bit -1` a powered impact wrench or torque size and uses standard diameterI wrench.The anchor threads cut into the drill bits. 3.3.6 concrete on the sides of the hole and • Suitable for reduced edge interlock with the base material during distances and spacing. 14;` s d installation. Applicable base materials 3.3.6.2 Material � include normal-weight concrete, .. structural lightweight concrete, specifications ) lightweight concrete over metal deck, Hilti KWIK HUS-EZ anchors are and grout-filled concrete masonry. manufactured from carbon steel. The anchors are bright zinc plated to Guide specifications f' a minimum thickness of 8 pm. '= Screw anchors shall be 3.3.6.3 Technical KWIK HUS-EZ as supplied by data Hilti, Inc.Anchors shall be Listings/Approvals manufactured from heat treated The technical data contained in this ICC-ES(International Code Council) carbon steel material,zinc plated section are Hilti Simplified Design ESR-3027 Tables. The load values were Cracked and Uncracked Concrete to a minimum thickness of 8 pm. ESR-3056 Anchor head shall display name of developed using the Strength Design Grout-filled concrete masonry manufacturer,product name,diameter parameters and variables of ESR-3027 City of Los Angeles and length.Anchors shall be installed and the equations within ACI 318 Research Report No.25897 using a drill bit of same nominal Appendix D. For a detailed explanation €LA DBS diameter as anchor. of the Hilti Simplified Design Method, !? refer to section 3.1.7.Data tables from ESR-3027 are not contained in this Independent code evaluation section,but can be found on www.icc- IBC®/IRC®2012 es.org or at www.us.hilti.com. IBC /IRC2009 IBC® /IRC® 2006 IBC®/IRC®2003 �_4.�'-.�.�mif .€,<<..,".....,:- s -zat�..£.<*d'�•:.�r._xz..v�.,s nv;rw;-+..,v**> '�,�.u. �;*n�i.fr� ,... .: .� _.�a. .r.'**,,, :.� ,a,...,s g Hilti,Inc.(US)1-800-879-8000 I www.us.hilti.com I en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014 231 • •• •• •• • . . • •. . x •` •• •.?TIN. • •e 9 �,� t. a / r Y t . Mechanical Anchoring Systems �` r. • • ;.,°;,. r1 .� S S . - I I , f _, ...r__ r •„•,. .0;.. '-6 # � %+r �•w � .-' _ _ .,n 3.3.6 KWIK HUS-EZ (KH-EZ) Carbon Steel Screw Anchor •Table 1 -KWIK HUS-EZ specifications' . • ••• •4 •••• •. .•• • Setting a • „ a Vorryr}al anchor diarotC- information Symbol Units 1/4 • •3/8 ••• ••• •1/4 • 5/8 3/4 Nominal bit diameter dm 1/4 3/8 1/2 5/8 3/4 Minimum nominal ••• ••• • • •• •• embedment heem in. 1-5/8 2-1/2 1-5:8 2:1/2 3-01/z: :-1=4 : '; : 4-1/4 3-1/4 5 4 6-1/4 • • .. ... .. • • Minimum effective her in. 1.18 1.92 1.101 01!86 2.50• 1.50 •2!16 3.22 2.39 3.88 2.92 4.84 embedment Minimum hole depth ho in. 2 2-7/8 1-7/8 2-3/4 3-1/2 2-5/8 3-3/8 4-5/8 3-5/8 5-3/8 4-4/8 6-5/8 Fixture hole diameter dh in. 3/8 1/2 5/8 3/4 7/8 Anchor Length=hnam+t I See ordering information , ft-lb 18 19 40 45 85 115 Installation torque Tinct (Nm) (24) (26) (54) (61) (115) (155) Maximum impact wrenchft-lb 114 137 114 450 137 450 450 450 torque rating2 TimPact'mex (Nm) (154) (185) (154) (608) (185) (608) (608) (608) Wrench size in. 7/16 9/16 3/4 15/16 1-1/8 1 T,nst is the maximum installation torque that may be applied with a torque wrench. 2 Because of variability in measurement procedures,the published torque of an impact tool may not correlate properly with the above setting torques. Over torquing can damage the anchor and/or reduce its holding capacity. Figure 1 -KWIK HUS-EZ specifications dh fA t Air .•atilliiiilly0j lib hef hno miii. ho . OP Ili.r • 4/ r arc 1111 • • �r dbit :111 • • 232 Hilti,Inc.(US)1-800-879-8000 I www.us.hilti.com I en esparto)1-800-879-5000 I Hilti(Canada)Corp.1--800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014 • •• •• •• • • • • •• • • • • • • • • • • • • • • ( ,,, r ..,-;-, -.4;,IK'` Mechanical AnchoringSystems KWIK HUS-EZ (KH-EZ) Carbon Steel Screw Anchor 3.3.6 Table 2-Hilti KWIK HUS-EZ design strength with oonereto/pulloiit failurein tJi craNced concrete12,3,4 Nominal Nominal Tension-RNs • • • • • • : • s Shear-<Vs anchor embed. f'c=2500 psi ins=3000 psi f's=400!psi •f's=60l !i 1'f•= 2503(7sI pc=3000 psi f'c=4000 psi f'�=6000 psi diameter in.(mm) lb(kN) lb(kN) lb(kN) lb(kN) lb (kN) lb(kN) lb(kN) lb (kN) 1-5/8 585 620 675 765 1,075 1,180 1,360 1,670 (41) (2.6) (2.8) (3.0)•:• •:• (3.4 � ' (I.8 :•• (5.2) (6.0) (7.4) 1/4 2-1/2 1,525 1,670 1,930 : : 2,n. :•: :05 : : 2,450 2,825 3,460 (64) (6.8) (7.4) (8.6) : •:.04. a i i(9.2) i•• (10.9) (12.6) (15.4) 1-5/8 910 1,000 1,155 1,415 980 1,075 1,245 1,520 (41) (4.0) (4.4) (5.1) (6.3) (4.4) (4.8) (5.5) (6.8) 3/8 2-1/2 1,980 2,165 2,505 3,065 2,130 2,335 2,695 3,300 (64) (8.8) (9.6) (11.1) (13.6) (9.5) (10.4) (12.0) (14.7) 3-1/4 3,085 3,375 3,900 4,775 6,640 7,275 8,400 10,290 (83) (13.7) (15.0) (17.3) (21.2) (29.5) (32.4) (37.4) (45.8) 2-1/4 1,645 1,800 2,080 2,550 1,770 1,940 2,240 2,745 (57) (7.3) (8.0) (9.3) (11.3) (7.9) (8.6) (10.0) (12.2) 1/2 3 2,785 3,050 3,525 4,315 3,000 3,285 3,795 4,645 (76) (12.4) (13.6) (15.7) (19.2) (13.3) (14.6) (16.9) (20.7) 4-1/4 5,070 5,555 6,415 7,855 10,920 11,965 13,815 16,920 (108) (22.6) (24.7) (28.5) (34.9) (48.6) (53.2) (61.5) (75.3) 3-1/4 3,240 3,550 4,100 5,025 3,490 3,825 4,415 5,410 5/8 (83) (14.4) (15.8) (18.2) (22.4) (15.5) (17.0) (19.6) (24.1) 5 6,705 7,345 8,485 10,390 14,445 15,825 18,270 22,380 (127) (29.8) (32.7) (37.7) (46.2) (64.3) (70.4) (81.3) (99.6) 3.3.6 4 4,380 4,795 5,540 6,785 9,430 10,330 11,930 14,610 3/4 (102) (19.5) (21.3) (24.6) (30.2) (41.9) (45.9) (53.1) (65.0) 6-1/4 9,345 10,235 11,820 14,475 20,125 22,045 25,455 31,175 (159) (41.6) (45.5) (52.6) (64.4) (89.5) (98.1) (113.2) (138.7) Table 3-Hilti KWIK HUS-EZ design strength with concrete/pullout failure in cracked concretet'2,3,4,5 Nominal Nominal Tension-4 Ns Shear-CVs anchor embed. f'c=2500 psi f's=3000 psi f'.=4000 psi f'.=6000 psi f'�=2500 psi f'�=3000 psi f'.=4000 psi f's=6000 psi diameter in.(mm) lb(kN) lb(kN) lb(kN) lb(kN) lb (kN) lb(kN) lb(kN) lb (kN) 1-5/8 300 315 345 390 765 835 965 1,180 (41) (1.3) (1.4) (1.5) (1.7) (3.4) (3.7) (4.3) (5.2) 1/4 2-1/2 760 830 960 1,175 1,585 1,735 2,000 2,450 (64) (3.4) (3.7) (4.3) (5.2) (7.1) (7.7) (8.9) (10.9) 1-5/8 475 520 600 730 695 760 880 1,080 (41) (2.1) (2.3) (2.7) (3.2) (3.1) (3.4) (3.9) (4.8) 3/8 2-1/2 1,400 1,535 1,775 2,170 1,510 1,655 1,910 2,340 (64) (6.2) (6.8) (7.9) (9.7) (6.7) (7.4) (8.5) (10.4) 3-1/4 2,185 2,390 2,765 3,385 4,705 5,155 5,950 7,285 (83) (9.7) (10.6) (12.3) (15.1) (20.9) (22.9) (26.5) (32.4) 2-1/4 1,035 1,135 1,310 1,605 1,115 1,220 1,410 1,725 (57) (4.6) (5.0) (5.8) (7.1) (5.0) (5.4) (6.3) (7.7) 1/2 3 1,755 1,920 2,220 2,715 1,890 2,070 2,390 2,925 (76) (7.8) (8.5) (9.9) (12.1) (8.4) (9.2) (10.6) (13.0) 4-1/4 3,190 3,495 4,040 4,945 6,875 7,530 8,695 10,650 (108) (14.2) (15.5) (18.0) (22.0) (30.6) (33.5) (38.7) (47.4) 3-1/4 2,040 2,235 2,580 3,165 2,200 2,410 2,780 3,405 5/8 (83) (9.1) (9.9) (11.5) (14.1) (9.8) (10.7) (12.4) (15.1) 5 4,225 4,625 5,340 6,540 9,095 9,965 11,505 14,090 (127) (18.8) (20.6) (23.8) (29.1) (40.5) (44.3) (51.2) (62.7) 4 2,755 3,020 3,485 4,270 5,940 6,505 7,510 9,200 3/4 (102) (12.3) (13.4) (15.5) (19.0) (26.4) (28.9) (33.4) (40.9) 6-1/4 5,885 6,445 7,440 9,115 12,670 13,880 16,030 19,630 (159) (26.2) (28.7) (33.1) (40.5) (56.4) (61.7) (71.3) (87.3) 1 See section 3.1.7.3 to convert design strength value to ASD value. 2 Linear interpolation between embedment depths and concrete compressive strengths is not permitted. 3 Apply spacing,edge distance,and concrete thickness factors in table 6 to 15 as necessary. Compare to the steel values in table 4. The lesser of the values is to be used for the design 4 Tabular values are for normal weight concrete only.For lightweight concrete multiply design strength by Aa as follows: for sand-lightweight,Aa=0.68;for all-lightweight,Aa =0.60 5 Tabular values are for static loads only. For seismic loads,multiply cracked concrete tabular values by the following reduction factors: 1/4-in diameter by 1-5/8-in nominal embedment depth- s =0.60 All other sizes-as,=0.75 See section 3.1.7.4 for additional information on seismic applications. ,.Le +e.'? Arrn ilWAL..224..0 at- r... a'2,_r..c'e, 3Lz,1,,.. ...._L.,...a.__„1za..0 :ea:Zil,1"x.......�:.,..:_ :.?r..,..."Z' zm,lz f, :. 2.,,;E:,,.ri,r.. va.r;o,;sx.ter:✓` Hilti,Inc.(US)1-800-879-8000 I www.us.hilti.com I en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014 233 II •• •• •• • • • • •• .• • . • • . ` ' "' ' 5 1Iv„ -r- r�iR ,sx � 4 ,, s t,,ig JV ,ra Mechanical Anchoring Systems > „:„....„*.,,,,,,„,,,,-4' " 2 ,` ' 3.3.6 KWIK HUS-EZ (KH-EZ) Carbon Steel Screw Anchor Table 4-Steel design strength for Hilti KWIK HUS-EZ ariohors•' • •: ••• •: y•r Nominal • • • • • • • • • • anchor Nominal embedment • Tensile3 cpFl•• ••• •9 •hear °lpVsa Seismic shears INw diameter in.(mm) lb(kN) lb(kN) lb(kN) 1/4 1-5/8 2-1/2 ••• r:,: 45• • •• ••• •r•930 835 (41) (64) : 17.5 v.1) (3.7) 1-5/8 • ,9811•• ••• •• • 2200 2,200 3/8 (41) • •;36.61• 1(9.8) (9.8) 2-1/2 3-1/4 6,720 3,110 1,865 (64) (83) (29.9) (13.8) (8.3) 1/2 2-1/4 3 4-1/4 11,780 5,545 3,330 (57) (76) (108) (52.4) (24.7) (14.8) 5/8 3-1/4 5 15,735 6,735 4,040 (83) (127) (70.0) (30.0) (18.0) 3/4 4 6-1/4 20,810 9,995 6,935 (102) (159) (92.6) (44.5) (30.8) 1 See section 3.1.7.3 to convert design strength value to ASD value. 2 KWIK HUS-EZ anchors are to be considered brittle steel elements. 3 Tensile 4oNsa=cpASe•N f.m as noted in ACI 318 Appendix D. 4 Shear values determined by static shear tests with cl)Vsa<CP0.60 AS0,y fu,as noted in ACI 318 Appendix D. 5 Seismic shear values determined by seismic shear tests with I$Vsa s c 0.60 Amy f�a as noted in ACI 318 Appendix D. See section 3.1.7.4 for additional information on seismic applications. Figure 2 Anchors not permitted For a specific edge distance, - a in shaded area the permitted spacing is calculated a' Case 2 cm - 5 c as follows: m^•'at s ,' m.^ a Z + (Smin,1-Smin2) -C d�ign Case 1 S $ '' ++ min2 C min,2) '` ..'r # a , (Cmin.1-C ,min.2/ - Cmm,z at smm.2 I i i Sm" 1 ' ' Cdesign ' t s Nn.Concrete edge distance c m.",' t. Edge Table 5-KWIK HUS-EZ installation parameters Setting information Symbol Units Nominal anchor diameter 1/4 3/8 1/2 5/8 3/4 Effective minimum embedment h01 in. 1.18 1.92 1.11 1.86 2.50 1.50 2.16 3.22 2.39 3.88 2.92 4.84 Minimum member thickness hmin in. 3-1/4 4.125 3-1/4 4 4-7/8 4-1/2 4 3/4 6-3/4 5 7 6 8-1/8 Cmin1 Case 1 in. 2 2.78 2.63 2.92 3.75 2.75 3.75 5.25 3.63 5.81 4.41 7.28 for smin 1 s in. 1.50 2.25 3 Cmin,2 in. 1.50 1.75 Case 2 forsmn2Z in. 3 4 1 Linear interpolation is permitted to establish an edge distance and spacing combination between Case 1 and Case 2. Linear interpolation for a specific edge.distance c,where cmmi<c<cmn2 will determine the permissible spacings. Ezrzum ;2 _ of a�,22.au.m- z,,._ _ ,.._. -.cs. i. ss':::: z,: ..rz.ara..sxis..k S. 9,-ai.;<:....a zlEallW 7.-- r'N ,A: 234 Hilti,Inc.(US)1-800-879-8000 I www.us.hilti.com I en espanol 1.800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014 • •• •• •• • • • • •• • • • • • • • • • • • • - •-• •• ._•S •. • • • s ,.,i • • • • •• • • ii I i , . ••,• •• • • • • S Mechanical Anchoring Systems • • • • • • • KWIK HUS-EZ (KH-EZ) Carbon Steel Screw Anchor 3.3.6 • •• • ••• Table 10-Load adjustment factors for 1/2-in.diameter l4NIF HUS EZ iei:ncrIci4dconorete�i. • • Spacing factor Edge distance : :SpaciAgfactor• • Edne distand�in shear Conc.thickness factor 1/2-in.KH-EZ in tension factor in tension • irtshear3 ••• ••I toward edge II to edge in shear' ( uncracked concrete fAA 1.1J AV fR„ fRA f„v Embedment hn, in. 2-1/4 3 4-1/4 2-1/4 3 4-1/4 2-1/4 •3• 4-1/4 2-1/4 Ile 3 •g 1/4 2-1/4 3 4-1/4 2-1/4 3 4-1/4 m (mm) (57) (76) (108) (57) (76) (108) (sS) (716) .105) •(5'11 •(7e1 :(1 ltd) (57) (76) (108) (57) (76) (108) 1-3/4 (44) n/a n/a n/a 0.68 0.57 0.51 nre. la I:We •040 •*25 •0.57 0.68 0.50 0.15 n/a n/a n/a 2 (51) n/a n/a n/a 0.75 0.62 0.54 ris • • 9101, :0.4 :0. 1 4.69 0.75 0.61 0.18 n/a n/a n/a 2-1/2 (64) n/a n/a n/a 0.91 0.71 0.60 n7a n n/a 0.68 0.43 0.13 0.91 0.71 0.25 n/a n/a n/a 3 (76) 0.83 0.73 0.66 1.00 0.81 0.66 0.65 0.61 0.55 0.89 0.56 0.17 1.00 0.81 0.33 n/a n/a n/a 3-1/2 (89) 0.88 0.77 0.68 0.93 0.73 0.68 0.63 0.56 1.00 0.71 0.21 0.93 0.42 n/a n/a n/a m 4 (102) 0.94 0.81 0.71 1.00 0.80 0.71 0.65 0.57 0.87 0.26 1.00 0.52 n/a n/a n/a 2 4-1/2 (114) 0.99 0.85 0.73 0.87 0.73 0.67 0.58 1.00 0.31 0.62 0.96 n/a n/a ›-a E• 4-3/4 (121) 1.00 0.87 0.75 0.91 0.74 0.68 0.58 0.33 0.67 0.99 0.85 n/a • E 5 (127) 0.89 0.76 0.95 0.76 0.69 0.58 0.36 0.72 1.00 0.87 n/a U d 6 (152) 0.96 0.81 1.00 0.81 0.73 0.60 0.47 0.95 0.95 n/a 6-3/4 (171) 1.00 0.85 0.85 0.76 0.61 0.57 1.00 1.00 0.68 N L `a y 7 (178) 0.86 0.86 0.77 0.62 0.60 0.69 O co a c 8 (203) 0.91 0.91 0.80 0.64 0.73 0.73 .�-, 8 9 (229) 0.97 0.96 0.84 0.65 0.87 0.78 rn 10 (254) 1.00 1.00 0.88 0.67 1.00 0.82 8 ▪ 11 (279) 0.92 0.69 0.86 m 12 (305) 0.95 0.70 0.90 14 (356) 1.00 0.74 0.97 16 (406) 0.77 1.00 18 (457) 0.80 3.3.6 20 (508) 0.84 >24 (610) 0.91 Table 11-Load adjustment factors for 1/2-in.diameter KWIK HUS-EZ in cracked concretet'2 Spacing factor Edge distance Spacing factor Edge distance in shear Conc.thickness factor 1/2-1n.KH-EZ in tension factor in tension in shear' 1 toward edge II to edge in shear" cracked concrete f,w fRN fAA fi,, fR„ f„v Embedmenth in. 2-1/4 3 4-1/4 2-1/4 3 4-1/4 2-1/4 3 4-1/4 2-1/4 3 4-1/4 2-1/4 3 4-1/4 2-1/4 3 4-1/4 'm (mm) (57) (76) (108) (57) (76) (108) (57) (76) (108) (57) (76) (108) (57) (76) (108) (57) (76) (108) 1-3/4 (44) n/a n/a n/a 0.82 0.66 0.55 n/a n/a n/a 0.45 0.28 0.08 0.82 0.57 0.17 n/a n/a n/a 2 (51) n/a n/a n/a 0.90 0.72 0.58 n/a n/a n/a 0.55 0.35 0.10 0.90 0.70 0.21 n/a n/a n/a 2-1/2 (64) n/a n/a n/a 1.00 0.83 0.65 n/a n/a n/a 0.77 0.49 0.14 1.00 0.83 0.29 n/a n/a n/a 3 (76) 0.83 0.73 0.66 1.00 0.94 0.72 0.67 0.62 0.56 1.00 0.64 0.19 1.00 0.94 0.38 n/a n/a n/a 3-1/2 (89) 0.88 0.77 0.68 1.00 0.79 0.70 0.64 0.56 0.80 0.24 1.00 0.48 n/a n/a n/a il 4 (102) 0.94 0.81 0.71 1.00 0.87 0.72 0.66 0.57 0.98 0.29 1.00 0.59 n/a n/a n/a 2 4-1/2 (114) 0.99 0.85 0.73 0.95 0.75 0.69 0.58 1.00 0.35 0.70 1.00 n/a n/a >i,E• 4-3/4 (121) 1.00 0.87 0.75 0.99 0.77 0.70 0.59 038 0.76 0.88 n/a E 5 (127) 0.89 0.76 1.00 0.78 0.71 0.59 0.41 0.82 0.91 n/a c c 6 (152) 0.96 0.81 1.00 0.84 0.75 0.61 0.54 1.00 0.99 n/a .s2 6-3/4 (171) 1.00 0.85 0.88 0.78 0.62 0.64 1.00 0.70 . 7 (178) 0.86 0.89 0.79 0.63 0.68 0.72 a c 8 (203) 0.91 0.95 0.83 0.65 0.83 0.77 ,°4 v 9 (229) 0.97 1.00 0.87 0.67 0.99 0.81 Tri", 10 (254) 1.00 0.91 0.68 1.00 0.86 .0 11 (279) 0.95 0.70 0.90 0. 12 (305) 0.99 0.72 0.94 co 14 (356) 1.00 0.76 1.00 16 (406) 0.79 18 (457) 0.83 20 (508) 0.87 >24 (610) 0.94 1 Linear interpolation not permitted. 2 When combining multiple load adjustment factors(e.g.for a 4 anchor pattern in a corner with thin concrete member)the design can become very conservative. To optimize the design,use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318 Appendix D. 3 Spacing factor reduction in shear,f An,assumes an influence of a nearby edge.If no edge exists,then f AA=f AN. 4 Concrete thickness reduction factor in shear,f„,„assumes an influence of a nearby edge.If no edge exists,then f Nv=1.0. I I If a reduction factor value is in a shaded cell,this indicates that this specific edge distance may not be permitted with a certain spacing(or vice versa). - Check table 5 and figure 2 of this section to calculate permissable edge distance,spacing and concrete thickness combinations. Hilti,Inc.(US)1-800-879-8000 I www.us.hilti.com I en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014 237