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Specifications
,YS ml ,i,ol6. -0()2-36 tS ALLSTRUCTURE ` v0(9Sty - ,2� 1� Engineering LLC 7140 SW Fir Loop,Ste.231 •Tigard,OR 97223 v:503.620.4314•f:503.620.4304 www.allstructure.com STRUCTURAL DOCUMENTS Project: Allstructure # 16121.00 14100 SW 72nd T.I. Interior Wall Framing Tigard, Oregon June 10, 2016 TABLE OF CONTENTS: Sheet No. Title and Table of contents 1 Calculations 2-27 NOTES: Allstructure Engineering LLC was retained in a limited capacity for this project and is responsible only for the items described in these documents. Ofr AGI .4'4' 2r/e2 i6PE OREGON j RY 11, M SPEND\' EXPIRES: 6/30/16 Page 1 of 27 ( ( ii L _Li / , IjL z5pvtl?e. ,,,,_-, ...11,),40 (k\ d 1,01-4_ Crops / 2 -5i 2,4r� oLf n e"S W A"---‘. FG2---S )CIZ--5-4,6_ ) c: c.) c 0.1. c .J ti o T`CY'/e-ArL e - 3/61-1' for = (...c 1:7 f)c," z_s_`\ t s5 -4-lsNr 2, ..., e - I + C/4- js� 1, ti 111 v® } rt 1 o v7 ,,,s- ,S-`) s 50111::.'k..) l n 1 I ;•Asl; ALLSTRUCTURE I l4/Q0 Oji,,, 7wn • -), BY.--176BY.--176 DATE G,I 1(:' Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO J L'Z+ cid Tigard, Oregon 97223 v:503.620.4314 • f:503.620,4304 Wabb-2-af-27 ClarkWestern Building Systems 111111111111111 CW Tech Support: (888)437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 6/10/2016 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 WALL HEIGHTS -LATERAL LOAD ONLY INPUT PARAMETERS Lateral Load = 5.0 psf Load Multiplier for Strength Checks = 1.00 Load Multiplier for Deflection = 1.00 Shear and Web Crippling Capacity Based on Unpunched Web End Bearing Length for Web Crippling = 1 in K-phi for Distortional Buckling = 0.00 Ib*in/in ALLOWABLE SPANS -SIMPLE SPAN STUD DEFLECTION LIMIT SPACING L/120 L/240 L/360 12 in 28' 22'6" 19' 8" 16 in / 20'5" 17' 10" 24 in 22'6" 17' 10" 15' 7" NOTE: Wall Heights Assume Full Support of the Compression Flange, (Sheathing or Mechanical Bracing). Page 3 of 27 ClarkWestern Building Systems CW Tech Support: (888)437-3244 f clarkwestern.com 2007 North American Specification ASD DATE: 6/10/2016 SECTION DESIGNATION: 6005162-33 [33] Single Section Dimensions: Web Height= 6.000 in Top Flange= 1.625 in Bottom Flange = 1.625 in Stiffening Lip= 0.500 in Inside Corner Radius= 0.0765 in Punchout Width = 1.500 in Punchout Length = 4.000 in Design Thickness= 0.0346 in Steel Properties: Fy= 33.000 ksi Fu = 45.000 ksi Fya= 33.000 ksi ALLOWABLE WALL HEIGHTS -LATERAL LOAD ONLY INPUT PARAMETERS Lateral Load =5.0 psf Load Multiplier for Strength Checks = 1.00 _Load Multiplier for Deflection = 1.00 Shear and Web Crippling Capacity Based on Unpunched Web End Bearing Length for Web Crippling = 1 in K-phi for Distortional Buckling = 0.00 Ib*in/in ALLOWABLE SPANS-SIMPLE SPAN STUD DEFLECTION LIMIT SPACING L/120 L/240 L/360 12 in 35'6" 28'7" 25'0" 16 in 30'9" 26'0" 22'8" 24 in 25''1" 22' 8" 19' 10" NOTE: Wall Heights Assume Full Support of the Compression Flange, (Sheathing or Mechanical Bracing). Page 4 of 27 ClarkWestern Building Systems 111111111111111 CW Tech Support: (888)4374244 clarkwestern.com 2007 North American Specification ASD DATE: 6/10/2016 SECTION DESIGNATION: 362T150-54[50] Single 3 2 Section Dimensions: Web Height= 3.823 in 1 Top Flange= 1.500 in Bottom Flange = 1.500 in Inside Corner Radius= 0.0849 in Design Thickness= 0.0566 in Steel Properties: Fy= 50.000 ksi Fu = 65.000 ksi Fya= 50.000 ksi 6 4 5 Gross Properties A(gross) Weight A(net) Sxx lxx Rx Iyy Ry (inA2) (lb/ft) (i02) (inA3) (in^4) (in) (iO4) (in) 0.3743 1.2736 0.3743 0.4305 0.8230 1.4828 0.0800 0.4624 Effective Properties lxx(defl) Sxx Ma-xx Vag Syy Ma-y 004) (inA3) (Ft-Lb) (Ib) (inA3) (Ft-Lb) 0.7346 0.3254 811.9 3372 0.0395 98.7 Torsional Properties Jx1000 Cw Xo m Ro Beta (inA4) (inA6) (in) (in) (in) 0.3997 0.2023 -0.844 0.516 1.768 0.772 Warping Torsional Properties a Sxx(lip) Wn(1) Wn(2) Wn(3) Wn(4) Wn(5) Wn(6) (inA3) (inA3) (inA2) (inA2) (inA2) (inA2) (inA2) (i02) 36.4 0.3254 1.8002 1.8002 -0.9714 0.9714 -1.8002 -1.8002 Web Crippling -Allowable Loads, Pa lib) End Bearing Length= 1.00 (in) Interior Bearing Length = 3.50 (in) Cond. 1 (E1 F) Cond.2 (l1 F) Cond. 3(E2F) Cond.4(I2F) 488 1157 326 943 Page 5 of 27 1- d2-- � Pkr•-3 _ v A5 i r.a IGS - ric--Q Yip 5 Psr 2,5"r lr'1 2 ��5C �' � s < X2 - - cak 1S = CzZsC�z, c ��`� C fi 0 IU :\Lv, sZ�� rrikcil /16-0 S4 Mit-4-- 5/' /I NN nIl i-J c e.) Li 14 e 6,4,g 64-/ 122( 5d-g--EL--)5 e_ `IZ" ®L, As'_ ALLSTRUCTURE y--�-�' BY DATE 1 ]jam. Engineering LLC CHK BY DATE 7140 SW Fir Loop,Suite 231 Tigard, Oregon 97223 106 NO v: 503.620.4314 • f:503.620.4304 Pae-6--of--2y o / Td21e- Cp rJ.v �_- r,� 1 NP O �S ALLSTRUCTURE 1 BY DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 Tigard,Oregon 97223 loe No v:503.620.4314 • f:503.620.4304ge 7 of 27 t 12-5 Mi DcZ.. �� ��C. /i/ eiZS e 5-DJ n C IN is e �� v )7t,,r—r (75 (Z,� ( "� t m ) 1000 rz-c , / a5 T TY/et core._ '5 ra 121$ Co /L2 -43 c kFra 017-s c....f A- boo 7-1-4. c. o , LH- QC S 1� '1-- $eloc$-r 5 A 4 : -7-79-41+4 lz- ov III/ 4.--% - poq. V/J7_ �t�J Ao s� le' H °s °P 7-12- w►c.L- Pi ii ti 3l L' N,r.,,10 is rs o-r- 1h- co i4 cc-AIN)i Ai ALLSTRUCTURE BY DATE Engineering LLC CHK BY DATE ' 7140 SW Fir Loop, Suite 231 Tigard, Oregon 97223 JOB NO v:503.620.4314 • f:503.620.4304 13641-8-e4-27 • ClarkWestern Building Systems 1111011110111 CW Tech Support: (888)437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 6/10/2016 SECTION DESIGNATION: 600S162-43 [33] Single Section Dimensions: I Web Height= 6.000 in Top Flange= 1.625 in Bottom Flange = 1.625 in Stiffening Lip= 0.500 in Inside Corner Radius= 0.0712 in Punchout Width = 1.500 in Punchout Length= 4.000 in Design Thickness= 0.0451 in Steel Properties: Fy= 33.000 ksi Fu = 45.000 ksi Fya= 36.303 ksi ALLOWABLE WALL HEIGHTS -LATERAL LOAD ONLY • INPUT PARAMETERS Lateral Load = 5.0 psf Load Multiplier for Strength Checks= 1.00 - Load Multiplier for Deflection = 1.00 Shear and Web Crippling Capacity Based on Unpunched Web End Bearing Length for Web Crippling = 1 in K-phi for Distortional Buckling = 0.00 Ib*in/in ALLOWABLE SPANS -SIMPLE SPAN STUD DEFLECTION LIMIT SPACING L/120 L/240 L/360 12 in 39' 3" 31'2" 27'3" 16 in 35'8" 28'4" 24'9" 30 in 27'9" 22' 11" 20' 0" NOTE: Wall Heights Assume Full Support of the Compression Flange, (Sheathing or Mechanical Bracing). Page 9 of 27 t IA b 1 ' O ?0 cc, ueR I I S4 (Id\ J� - rlr3 -- 3'1Zs 3e'f i L/ ( `A (ora,, 5 f s.Ztl�l'3 r c.I % i 2. 1456.. 1 L" ce io 4.47 1L___AL/a-to , Lokb cvtq____ Gcr_ AcA Ar12�5S 'a:60 Tr `� / 1. " x3,� izCrr,t. 0 -3 W/ ( kw,�_11--rt- fi-Z c* • "2- 1 '7? L /cC \C /0.*SA 7Sbcv7(2A z DS- /y00024. ct�z /Udo * LJie (z\ 'Iv0 s /b 2- 5 S . C0 ' Li/ (.4)(2�0S A a ' (4\ 1*-1 Ls 0-45 M NJ S ALLSTRUCTURE BY DATE 11 �� Engineering LLC CHK BY DATE - 7140 SW Fir Loop,Suite 231 Tigard, Oregon 97223 JOB NO v: 501620.4314 • f:503.620.4304 rad 40-of 27 ClarkWester prtis �Systems 3i3211110111I I11) CW Tech Su Building clarkwestern.com 2007 North American Specification ASD DATE: 6/10/2016 SECTION DESIGNATION: 600S162-43 [33] Single Section Dimensions: Web Height= 6.000 in Top Flange = 1.625 in Bottom Flange= 1.625 in Stiffening Lip = 0.500 in Inside Corner Radius= 0.0712 in Punchout Width = 1.500 in Punchout Length = 4.000 in Design Thickness= 0.0451 in Steel Properties: Fy= 33.000 ksi Fu = 45.000 ksi Fya= 36.303 ksi ALLOWABLE WALL HEIGHTS -LATERAL LOAD ONLY INPUT PARAMETERS Lateral Load = 5.0 psf Load Multiplier for Strength Checks= 1.00 load Multiplier for Deflection = 1.00 Shear and Web Crippling Capacity Based on Unpunched Web End Bearing Length for Web Crippling= 1 in K-phi for Distortional Buckling = 0.00 Ib*in/in ALLOWABLE SPANS -SIMPLE SPAN STUD DEFLECTION LIMIT SPACING L/120 L/240 L/360 12 in 39'3" 31'2" 27' 3" 16 in 35'8" 28'4" 24' 9" 38 in 4'8" wj ,, s �J 21 2" 18'6" z. NOTE: Wall Heights Assume Full Support of the Compression Flange, (Sheathing or Mechanical Bracing). • Page 11 of 27 ( ( ClarkWestern Building Systems (((((11111111 CW Tech Support: (888)437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 6/10/2016 SECTION DESIGNATION: 8005162-43 [33] Single Section Dimensions: 3 12 Web Height= 8.000 in 1 Top Flange= 1.625 in Bottom Flange= 1.625 in Stiffening Lip = 0.500 in Inside Corner Radius= 0.0712 in Punchout Width = 1.500 in Punchout Length = 4.000 in Design Thickness= 0.0451 in Steel Properties: 6 Fy= 33.000 ksi I Fu = 45.000 ksi 4 5 Fya= 33.000 ksi Gross Properties A(gross) Weight A(net) Sxx lxx Rx lyy Ry (inA2) (Ib/ft) (inA2) (in"3) (inA4) (in) (inA4) (in) 0.5371 1.8276 0.4694 1.1584 4.6334 2.9372 0.1599 0.5456 -Effective Properties lxx(defl) Sxx Ma-xx a-x(dist) Vag Vanet Syy Ma-y (inA4) (inA3) (Ft-Lb) (Ft-Lb) (lb) (Ib) 003) (Ft-Lb) - 4.5255 1.0192 1678.4 1527.4_----- 527.4-� . 1051 1051 0.1086 178.9 K-phi for Distortional Buckling - .00-1b%in Torsional Properties Jx1000 Cw Xo m Ro Beta (inA4) (in"6) (in) (in) (in) 0.3641 2.0758 -0.926 0.601 3.128 0.912 Warping Torsional Properties a Sxx(lip) Wn(1) Wn(2) Wn(3) Wn(4) Wn(5) Wn(6) (in"3) (in"3) (in"2) (in"2) (inA2) (in"2) (in"2) (inA2) 122.0 1.1544 4.9363 3.8953 -2.3887 2.3887 -3.8953 -4.9363 Web Crippling -Allowable Loads, Pa (Ib) End Bearing Length = 1.00 (in) Interior Bearing Length = 3.50(in) Cond. 1 (E1 F) Cond.2 (l1 F) Cond.3(E2F) Cond.4(I2F) 247 730 150 678 Punchout Reduction Factor Cond. 1, Rc(E1 F)= 0.947+ 0.083x/h <= 1.0 Punchout Reduction Factor Cond. 2, Rc(11 F) = 0.891 + 0.053x/h <= 1.0 Page 12 of 27 Power Driven Fastener Generar1771es (Guidelines per ICC-ES ESR-1663 and ESR-1752) - General Notes for Fasteners in Steel General Notes for Fasteners in Concrete 1. Fasteners must be driven to minimum embedment depth 1. Fasteners must be driven to minimum embedment depth specified in table. • specified in table. x - 1-911_power driven fasteners shall be installed according to 2.All power driven fasteners shall be installed according to manufacturer's installation'instructions. manufacturer's installation instructions. 3..Unless noted otherwise,a!!power driven fastener types 3. Unless noted otherwise, all power driven fastener types • .and dimensions shall be as listed in tablebelow.below. -and•<dimensions.-shall be as listed in the table below: 4: Contractor must check base steel material being fastened 4. Contractor must check concrete being fastened to and to and select appropriate fastener for the application. • select appropriate fastener for the application. 5. Contact Hilti Technical Support(1-800-879-6000 x6337)for 5. Contact Hilti Technical Support(1-800-879-6000 x6337) assistance. for assistance. MIN.EDGE MIN.EDGE DISTANCE 1/2" ( I _ MIN.BASE STEEL DISTANCE 3" 1 THICKNESS 1/8" I t\\�\\\\\Nil.\\\ . \\,\\\`i►\ a , • IreArd. ' . 4.. --T / a • • MIN.SLAB / e, n •• THICKNESS a ' 4 3X FASTENER MIN.FASTENER MIN.FASTENER SPACING 4" • ° • • 1) -. °,' '• EMBEDMENT 4 SPACING'!" - '•• 4' ;4° A 4- Hilti Power Driven Fasteners Installed in Hilt/ Power Driven Fasteners Installed in Steel (Ib)1,z4,s,6 Normal Weight Concrete(1b)1,2.6.6,7 • Embedment Hilo Shank Steel Plate Thickness(In.)3' Hilti Shank Minimum Compressive Strength a� Steel Mln. AllowableAllowable Fastener Diameter Thick. Embed.Load Type > Fastener Diameter Embedment Load Type 2000 4000 6000 Nomenclature (In.) 1/8*.3/16 1/4 3/8 1/2 -3/4 Nomenclature (tn. in. on.) (in-) ) ( ) - psi psi psi -----"1. 1/8-3/8 pt.pen. Tension 95 210 675 720 580 260 Tension 145 160 ' 100 X-EDN1 0.145 1/2 9/1643 X-DNI 0.145 1 3/4 7/16 0.145/ 1/8-3/8 pt pen: Shear 235 525 575 605 635. 35D Shear 185 240 125 Tension 140 230 0 595 595 150 Tension :85'- =90:- . _ ...X-4.-}1* .0.158/,.. :1/2_ pt.. pen. ... ... ... .. .... . .X-ZF..._: ... 0.138 1 :; .. ... 0.177 3/4 1/2 ... 'Shear ' 270: 6(5-:680'725 .860-'600: ::`, ,`: j" '-. :r;`.; Shear'' 15O';=•20D:; -:-.-c.,..,--': .• l'. 0.138/ • Tension 120 130 320 470 - _: Tension 55:: 90 X-ZF 1/8-3/8 pt.pen. •.-: .....-.:, : '':X-ZF22P8T:,: :.0.138 : 3/4 0.145, Shear 390 4354.40 505. -- - `Shear 130 170 ' Tension _.... 225 225 225 225' ': ,_ ..:...::....:<, : ::..Tension 7.65:= . ;'90. .':.:::120_::; ESD16P8T.. 0.145. 3/16-1/2 pL,pen. ':)c-AL1.-1 ' 0.177 ' ' 3/4 Shear '- 420 430 430 430: ,. . . _:::: ,. "Shear 7Q..: 95. - 125 -- 230 420.365:365" Tension 60 90 1/8-3/8 pt pen. Tension. 160 180 0,106/; t112-"'...`3/8'....._,._:.:._.-.._:. - ,. -:-:X,DAK.-.:._ _ .:-:- ::._:._ :,,:_.:._..._.;:._:._.::._:.:_.;:::.::.=_1CDW:.;`. .;:.0118;_..:...,:.3/4.........._-.:� .-.....,_ _.: -::.. 0.149 Shear 3.70 -370 :370:.4ZQ. 5Q0.:500".: :.:....... .. ;. . . Shgar .05.._'::":55:,',,;.:.:--7.:';:-':::; .. .. 1/8=1L4it:pen. Tenswn 140 '220"25'280 :,:_::: _ _.;;::;!:<_ >;''''S''"::'.-':.....:::....:..:. :;-Tenion'., 115.;., '115;:.;-,,.: ::.__: :::.:.::. X-EGN 0.118 .:.X GN_:..._. ..0.118::- 1 . 3/8. 0.320 Shear 230 245 290 330 - ..= •Shear 220. 220 - Notes'................. .. . ._..... 1.Ail;recom(nended allowable loads and data from currently 1.."AH recommended allowable loads and data from currently available ICC-ES ESR-1 663 or ESR-1752 ,•availabieAC.0-ES-ESR=1653:or:ESR-1752.=: , 2 Aliia,Wable loads.computed using ICBG:ES",Q7!;)equatiion 3-1 2.:Allowable:loads.computed;,ustng:iCI3O•ES AC70 _ (variable safety factor). '°equdon'3-1'(variable safety factor). 3. Unless oth nkise noted, substrate is steel plate Meeting :3:7Substrate-is:normal-weight-concrete with stone•Aggregate, '-rninimum.material:properties of ASTM A36; 7designed:in accordance with ASTM C33. 4. Minimum fastener spacing is 1 inch;minimum fastener edge 4. Compressive strengths are at time of fastener installation. distance is 1/2-inch;minimum base material steel thickness 5. Minimumfastener spacing is 4 Inches;minimum is 1/8-inch. fastener edge distance is 3 inches; minimum base 33%a increase-for short term wind or seismic loads not.permitted. .. _:.meterial;concrete thickness is 3 times fastener u. Contact Hilti Technical Support at 1-800-879-6000 x6337 for •• ' embedment. ._ . technical assistance. ' 6,.33%e•"increase.for short term wind or seismic loads not , AlI'X-AL=H'fastener load values, all 1/8-Inch thick steel load permitted:- ' values,and noted X-DAK fastener load values based upon 7..Contact Hilt!Technical Support at 1-800-879-6000 x6337 installation in steel with a minimum yield strength of 50 ksl. for technical assistance. Page 13 of 27 ., Complies with the 2006 International Building Code(IBC) Fasteners (Screws and Welds) Screw Table Notes 1. Capacities based on section E4 of the AISI 2004 Specification. See table on page 5 for design thicknesses. ,.` 2.••"'When-connecting materials of different steel thicknesses or tensile strengths,use the lowest values.Tabulated values assume two sheets of equal thickness are connected. 3. Capacities are based on Allowable Strength Design(ASD)and include safety factor of 3.0. 4. Where multiple fasteners are used,screws are assumed to have a center-to-center spacing of at least 3 times the nominal diameter(d) 5. Screws are assumed to have a center-of-screw to edge-of-steel dimension of at least 1.5 times the nominal diameter(d)of the screw. 6. Tension capacity is based on the lesser of pullout capacity in sheet closest to screw tip,or pullover capacity for sheet closest to screw head (based on head diameter shown.)Note that for all tension values shown In this table,pullover values have been reduced by 50%assuming eccentrically loaded connections that produce a non-uniform pull-over force on the fastener. 7. Governed by a conservative estimate of screw capacity,not by sheet steel failure, 8. Higher values,especially for screw strength,may be obtained by specifying screws from a specific manufacturer. See manufacturer's data for specific allowable values and installation instructions. 9. Shear and tension data for screws was developed with the assistance of the Wei-Wen Yu Center for Cold-Formed Steel Structures(CCFSS), using published screw manufacturer data and evaluation reports available at the time of publication. Allowable Screw Connection Capacity (Pounds per screw) T 1:0 7 1-r.,7-„I 1- 1' •` :7 i tz_r £�..$ 7Iy...i t, -.F 71' ,-'22,47,-.S172 sar 7 rr, Pr-, 3 . � 5OH1 . _ '4 r dl . 3'caU il LL5 0r e r Az_ , 1;,3„:1, ��.X„,�;40�y E �-'tfx���q1 .s-,�a?� � 1�rn Er , `-'� ' - = r - - .. = eNz7.Ty ir "' -� . "F s ,.s3`-mss. i 9 1, - ,a- 82 96 50 102 1;10 66 151 177 84 203 110 ' --214' 84' 303' 1110101111 370 137 39,4 424 180 84' 303' 1187 406' 159 7 525 7 205' 7047 275'1 54 50 65 2147 84' 303 7 118' 406' 159 7 525 7 205 7 613 261 97... ..5065.. 214 7 84' 303' 118' 406' 159'_ 525' 205' 704' 275' ,--74"-;WW, -6S Z r-✓ > -1 E .� 6 ,-' . 9?:�W 5 fic> s *.wa Weld Table Notes :_.1_ Capacities based on,sectiQn E2,4.(for.fillet welds)and.E2.5 (for flare groove welds) of the A1S1 Specification. 2.: When connecting materials of different steel thicknesses or tensile strengths, use the lowest values. 3. Capacities are based on Allowable Strength Design (ASD) and include appropriate safety factors. 4. Weld capacities are based on either 3/32"or 1/8"diameter E60 or E70 electrodes. For thinner materials,0.030"to (1035°`-diameter wire electrodes may provide best results. _ :5...--Parallel:ca ' paclty7s:curls{aer eco.to-be-loading in the-direction of-the-length of-the-weld. . . .-----._..._ 6. For flare groove welds,the effective throat of weld is conservatively assumed to be less than 2t. Allowable Welds. Capacity (pounds) for 1 " Long Welds -, F.77,_ _ . ex e pL ':': � .`M 1 f" P 37-.7f,fe f1.Qbl 0.0566 822 1,084 832 Man 7-37a7.-Vr'^AVA _ 0.1017 1,618 1,947 1,226 1495 w �-g�j}3,`LPZwry: '-r`F.,.;--j a'6 --1.71 1 68 0.0713 50 65 1,563 ,972 1,241 1,514 118 0.1242 50 65 2,911 3,435 2,162 2,637 58 Page 14 0 ,)j. ..._..,,.......,,\ Cel;:,. \ • Fnt= 45,000 psi A307/436 Bolt Materia... Ref A!SC table J3.2 For Designer i • Fn„_• 24,000 psi A307/A36 Bolt''MateriaiRef A'ISC table J3.2 1)A325 Bolts,use 90ksi and:48 ksi res ectivel P Y Fy- 36,000 psi .Conne ed.Material 2)A572 Gr 50, use 50..on 65 respectively p ecteal]Material .;. 3)Grade-7 bolts_apprA307(cons.) t= 0.033:in' Connecfe l Material minimi m thickness 4)G�ade'5 bolts:apprA325(cons.) ,.. .. . ,.; ,..:•: �►_ 0.75 .::. = Per ISC:: • 5)Referance AYSCJ.3:6,).3.10 and J.4 • S2= 2.•00 • Per•Al c { f • :;:i `TEh1SION'AND':SH A 'VALUES'F R BOLTS:..--,..:11.,..../S2(LBS • • Nominal:; r _i..i E Rupture min _2,, :a Be ,,: ; ;.:. . . :. ._ Additional Material In�o . Diamete�(m) ht.. ;;; area In Bei Bolt Shear:. _ ;,TensionShear ::e`dge(in f,.''� '� It,�' ;�` ,` .`� a S` `tw;..s 'Sr'�f''.„..` '? '-�'A5; to it.� n n ,� ie ..g% 'h a Fs+#�U &,a x ?w fzc �s;.:.v ,z�, Pu�: ,l�;r,•�;!,�� �•�r� r, +�G�� ��z���s �, � y, ,rJ��,, �.,e ,�� �6 ,,:.. C tt, ? ,: ,, , d'_ , r'',&a 8111 ?ems ;.:'�-`s�i�' ok(�.+"� tz'�A � :�;P. h[ �,fi �' .11 a E��� ,�.�i��, �'�I a�l�i��� I � d ',a 'drt `,� � ,..'rc, i,;�I IG � 5az'3Y ��n.ui w a. car:t' G :M s �n7r' t PGic l „.rw1 !ssS � 14xP3@!rhk ' �� i.. �"e r3 HSS:Fy=46 ksi;Fu=58 ksi - 3/16” 01875 0.0276 • 43 331 621 .,fS,>?�l�( ,:: w :;aux? t ,�. �r, "uc 4 til t i.•-_:,�'�,`. u :,� , , k. • .7,'8,..; — — , . 44 "�+' a . r. ter„ !n r0 an d 4 hs a,r ..., ,a 0 4.!:),:... , Pipe:Fy-35 ksi;Fu-601csi . .�i�• 'IS F, ,..-i,s#'(,7••,• :2•I', ,„4 P 6'.. I y r",,., ,,,H; f1 i 161.1 f' 'y:�v o°,v." .x,.15': ;n.�r:., a}„l,�,,.71 -hF,�i tL u nut` t a�d . .L 1n ;(�c 1� uil'!° s4 �, A'Mtk.�S�K�° d'ai 1 '1'a ��a {irx1a3� 9 � fd , zht,f fz rr'® s �r, : Ls .c�,mC. � r s ,.r� A. i 5k* - 5/16 0 3125 I 0'0767 71 „ • • � , X20 ,; . �2,725 718 101 ,, ,; !:" T,sr,r.., m z ••H,<. 5, 7 •<,,Kz y•,, •••L •'£ >. e ,�� r. AIS1 gage Stee1(ASTM A57Q: :s }",Up a© . ` ,,,, . i�' r_ Pili r ln', ,,r ra„'S,; :.r• "r'r,a r s Ya,i 0r tq '.. Y; �Yr 'i, '� .::rr 4 Y ® f� s d a:+; '{n,A !n a s M k urt �� idiH�a4 .l to } , • ,nom,,,t _ d T a w � r 4 ��ti 1I*.�SF�� f:. .��i � ,.1i.i.. r � ;005 ;; r . ' 'I. ,; i•. Fy=29.7ksi;Fu=49.3 ks. • 7/16" 0 4375 # 0.1503 �,O o 5 • 1,803 3,3 $1 1y005 �f^zye5,,1 .... 4a nJ:e`�S N,�. ,2� •s�rrt ? 1`11 s !6 i. -;.•,,,,,:...,'„;„..-.;.:::,,....i7,.t ,,,,� „� i ;iN 9 . , : 1.41 »% off-.. , d •: 4C yr .t 4,i,tui,,i .,�' ., o G-J., ,.ir1A{R fv "!� " 9�' `fie d: „r2,5,1`d1, '�a!+ii ,rp, s+„ , m t i . ,1 ctu'k,,3 (N +.,dit }f..,.ic�,r� 3.r46,piI;{l i. { ,+tt'a a1 r E - �'ti i {�'I,40,,;I.:..,, et ;n �y�;'r. ..., .3�ur, . } :h -. ..rd a A e;ll `.0 rl"{ .. h+II' 7-�d1N7kVvtS ei� Rl�,Wkrra� ery'r� str 9Y1t"� .In ti�rw¢Fftu4�Wp`1 P, AtP,4h' +rSlk3'wWu .,IkS,,,,,,,,...:243,,,2„,,,A,•::41.„„,•.,,...,,,,,•••„,...•22.,:� ��S4J}�.,°� ., 5/8 0 625 0.3066 • 1,4'.,k1-:.....,. 31684 6,899 ],436 2.01 u w''.•"r i, V +j F!i 6 <.,� 'i'' �.. cr ,: .�%f n ;'_...r Y €.. , , 1lP.,,v. &x 4' • , ,. ,,a".. yn,7, !� <e�.n;,l�l,�r' 'I '' - ., i "fi�©.�"t .••,':k:: :°� *,,vi,,,, 4 {�:d' m ml l C41;tn�,c ,�..t.•g ,:t l,ar ,,2'.�4 ,, ',..,.,,. ,..: �i,-�.... ai:.•,....,. d „y.., - k t''''' n :i:''.kz4y,,,na6 ,m7S � �gi a" ,wr r'�rlti Yr�n�F y' ' ,.t .1k9' fN3 w:�'u.....::i, 0„ 5.,; lz .'i.8.2 :.J7.�...rr •-•.••••: •-1'..:;-2:.- 0.875 :i• r :x.0.60'10. : :;,..: 721 Z:71 i' . Z:;. 13;523 2,010 2.82 • Notes: • _ 1. Minimum�bolt<spacing.to ac ieve eanng_valu2's:!•t•.21,2.•xDiiamete.r '• °2. For bolts thatp`assTilthrougli.i.:a't�ube'ejucebear n 1iies shown•b muli I in b 0.7• 5 mpg, • 3: For bolts that,bear' er to'a slotte" :b'ole~re'duce bear by multi l in b y PY g p p� ng y y 0.83..• 4.•Values based off service” load p2 orh-lance ln'crease:valuesby25%if bolt hole deformation°is acceptable. f ; i • • Formulas:. ccBearing .4-2::.'4i.dt.pfu • Bolt',Shear"R,.=FflvAb :� • ID Rupture:lt-0 SF ;or n O:2;.-...,1_•,-•,,,•• uAnet Bolt Tension R" FntAe • Nominai.:Bolt Area,dot"net".Area • 4/18/2014. • .1'S:\Progtams\St• eel\bolt c'pacit'res zlsic ? 1.: • „ I AN ,' , ( • g' � S - YT z4J•Ja'*`.c•t74tainv' j.- G om• q ` �` r ' General Construction Fastening Systems;, gi � ,;'c•Vifr>` �� : l .' . X-U Universal Knurled Shank Fasteners 3.2.3 3.2.3.1 Product Description 3.2.3.1 Product Description )" The Hilti X-U Universal Knurled 3.2.3.2 Material Product Features Specifications Shank Fastener is designed as a high • A 0.157"shank diameter for high 3.2.3.3 Technical Data performance solution to simplify :performance in both tension and . :3 .3,4. , Orderinginformation powder-actuated.fastener selection. shear applications The X-U is one fastener type that • Unique knurling design offering performs equally well on both high and higher pullout strength and .standard strength concrete and steel. anchorage in concrete and steel >d • Full range of fasteners in single To help ensure reliable fastenings,the or collated configurations to X-U fastener is match toleranced to all `, maximize productivity - '.1 Hilti.powder:actuated tools using 8 mm • No requirement for unique drive fastener-guides and drive pistons. pistons or special equipment =£ through an 8 mm nail head diameter t t • 'and an-$.mm plastic guidance washer C •,.-_1-_,:r z - set nearthe nail tip,The X=U program • also Includes fasteners with pre- mountedsteelwashers of 15 mm , ;W or.36:mm diameters. Listings/Approvals 312.3:2. Material Specifications ICC-ES(International Code Council) . ESR-2269 Fastener Designation Fastener Material Fastener Plating Fastener Hardness COLA(City of Los Angeles) t_._. 'Designation RR 25675 X-U Carbon Steel 5 pm Zinc' 58 HRC ": 1 ASTM B 633,SC 1,Type III. c ;e4:1.. ILA i"Qi'SS ii . i.utaTil-t• ui • i 3.2.3.3 Technical Data - 2 ::Allowable..Loads-in Norman Weight Concrete'' : ...:... Concrete oncre a Compressive Strength - , 1 • Shank Minimum :. 2000 psi .' 4000 psi :-. 6000 psi •Z Fastener Diameter Embedment.. Tension. Shear Tension Shear' Pension Shear. ,z --...:..--•-•-- in.-(mm)-:---'Alm-(mm)---::.'=_-1b1(kN)..:---• .----,Ib:(kN):.-- -- -::Ib:(kN).::.-:_ :::x-::)b: -:..-_:::-:-.:Ib kN '.-- :-- 8/4(19). ' 100(0.44) 125(0.57) 100(0:44) 125(0:57) 105(0.47) 205{0.91) 1 (25) 165 {0.73) 190(0.85 170. X-U. • 0.157.(4,0) ) (0.76) ' . 225(1,00) 110(0:49) 280(1:25) ' . .1-1/4(32) 240(1 07) • 310..(1.38)8 280(1.25) 310(1:88) 180(0.80) 425(1:89) ... - '1.1/2:(38) 275(1 22) 420(1 87) 325(1.45) - 420(14871' 1 The tabulated allowable load values are for the'low-veloci `fasteners'oi i "Usin a`safe r " , -... i r° • + ty Y 9� iy factor that i§greater Than orequai io`S.b,calculated in accortlance with ' :1 •ICC-ES AC 70, Wood orsteel members connected to the substrate must be investigated In accordance with accepted design criteria. - ` ,.i •i - .Allowable,.Loads:in Normal Weight-Concrete Using'DX=Kwik',z ----- ::::. - .- ompressive Strength Fastener. .. Shank Min Concrete C • .Dla" eter imu ..:.. „:...:.:::,.1,i,•'::::.:::-:_ a:....:: .:01.0.er... Embedment.. .. . Tet'tsion_. • 400b psi _.S heat::;-,.:.:.; ;:�Tettsion� 600 i Shear,.. ....... Ops In.(mm) in.(mm) ib(kN) Ib(kN) Ib(kN) ib(kN) X-U 47 P8 . ;.......... .. .. ... ...:... w/QX-Kwik 0.157(4.0) 1-1/2(38), (1 395 .76) 4080)5(1. 360,(1.60) 570(2.54) 1 X-U Fastener is installed using the DX-Kwik drilled pilot hole installation procedure shown in Section 3.2.1.1.10. j 2 The tabulated allowable load values are for the low-velocity fasteners only,using a safety factor that is greater than or equal to 5.0,calculated to accordance with ICC-ES AC 70. Wood or steel members connected to the substrate must be investigated In accordance with accepted design criteria. jj .9 Erk�zrertsztveY;-`,T k'•:3'dti r`:ir:,uze ,y z4,? ':''f'.'�v:, .r!azaziYx-,-;d; .i:iu.,Y,F.:e'a: ser"3 x,i-Aaize.,--:- <t5w.i.+;s t^-tz>::':w;,.?44="'.'-:: ..-4 - Hiiti,Inc.(US)1-800-879-8000 i www.us.hiitl.com I en esparlol 1-800-879-5000 I Hliti(Canada)Corp.1-800-363-4458 I www hiiti. ���v1hy'�,�Cra£fi::i • �I�'/71 de 2008 37 ?ia:N� ,,a:r ;- Z'.+ss YT3t.Y _livi-"t' i .:,' ., �-^ xM1�.^ - -- i s •-i e_!,,i,.,•,_ _. General Construction FasteningSystems rl .y .c i�} Lk *,r * ,-.E;-7_; ` ,,,,,' A,., , e , .-44 .� .4 E ` w > :ruaa •5 . il,%:Tky ' 3.2.3 X-U Universal Knurled Shank Fasteners • Allowable Loads in V.=3000 psi Structural Lightweight Concrete1,4 . . ..• • Fastener Location • Installed Through Metal Deck Into Concrete Fastener ' Installed into Concrete 3 Inch.Deep • 1-1/2 Inch Deep • ''"- `--`•"- Shank 'Minimum-- ' Composite Floor Deck2 • • •Composite Floor Deck3-.•-- Diameter Embedment Tension Shear Tension lb(kN) Shear Tension lb(kN) Shear in.(mm) In.(mm) lb(kN) lb(kN) Upper Flute Lower Flute lb(kid) Upper Flute Lower Flute. ..ib(kN) 3/4.(19) 125(0.56) 115(0.51) 130(0.58) 95(0.42) 245(1.09) 95(0.42) 95(0.42) 370.(1.65) X-U 0.157(4.0) 1(25) 205(0.91) .260(1.16) 215(0.96) 120(0.53) 330(1.47) 125(0.56) 125(0.56) 415(1.85) 1-1/4(32) 315(1.40) 435(1.93) 295(1,31) 120(0,53) 375(1.67) - - - . . _• 1-1/2(38) 425(1.89) 475(2.11) 400(1.78) 260(1.16) 430(1.91) . - - - ' 1 ,The tabulated allowable load•values are forthe low-velocity fasteners only,using a safety factor that Is greater than or equal to 5.0,calculated In accordance with ICC-ES.AC 70. Wood or steel members connected to the substrate must be Investigated in accordance with accepted design criteria. _. .• 2 The steel deck profile for the 3'deep composite floor deck has a minimum thickness of 20 gauge(0.0358°)and a minimum Fy of 33 ksi:Lower and upper flute width must be a minimum of 4-1/2'. Figure 1 In Section 3.2.1.1.6 shows the nominal flute dimensions,fastener locations and load orientations for the deck ' ' profile .Structural,lightweight concrete fill above top of steel deck must be minimum 3-1/4'. • 3..The steel_deck profile for the 1=1/2'deep composite floor deck has a minimum thickness of 20 gauge(0.0358°)and a minimum.F,of 33 ksi. Lower.flute and . upper flute widths must be a minimum of 1-3/4'and 3-1/2",respectively. This deck may also be inverted as shown in Figure 3 in Section 3.2.1.1.6. Figures 2 ,,;and 3'in.Section 3.2.1.1.6 show the nominal flute dimensions,fastener locations and load orientations for the deck profile- Structural lightweight concrete fill ' ' 'above top of steel deck must be minimum 2-1/2°. 4.:Multiple fasteners are recommended for any attachment. - Allowable Loads In Concrete Masonry Units 1,2,3,4,5,10 • .. Hollow CMU Grout-Filled CMU - Fastener. :Shank Minimum Face Shells Mortar Joints Face Shelia Mortar Joint° Top of Grouted Cells Diameter Embedment Tension Shear Tension Shear? Tension Shear Tension Shear? Tension Sheat° in.(mm) In.(mm) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) X-U ' 0.157(4.0) 1(25) 70(0.31) 85(0.38) 25(0.11) 70(0.31) 225(1.00) 220(0.98) 150(0.67) 190(0.85) 185(0.73) 240(1.07) 1 The tabulated allowable load values are for the low-velocity fastener Into Concrete masonry units only,using a safety factor equal to or greater than 0,0 ,S, . • 5.0,calculated in accordance with ICC-ES AC 70. Wood or steel members i ... connected to.the substrate must be Investigated in accordance with 0;' oS^ ...:.::._ ...._._....:e6Ce,..:_,T_.:,.....criter ... ..,.,. •._,.. _ acce ted R....,desjgn criteria.: `:`: `2. •'rheltabUleted;allowable load:values in.concrete mason..'units lues are for low-velocity fasteners installed ,;, �, ,;, ry conforming to.ASTM C 90,Grade N,type 1. ;, „ ;; .. 3- The tabulated allowable load values are for low-velocity fasteners installed i;� „� 0$ • :.-_ __..__ _,1n,concrete mason- units with molar_conformin .to.ASTM:C.270,..Type.S. • ,..-::;04=0, 00:.... . 4 .The:tabulated allowable load values are for low-velocity fasteners installed 4° ,)� :,,.. .1n concrete mason units with grout conforming to ASTM C 476. oro ,S� ry. T Jg)nt • ••„ low-velocity fastener may be Installed In an individual '� '� 5 Noncreteinasonry un ,-.,.:,,-..,- : ...�,.. ell. .. _ .::;;::::.. __-__......fi_-Eastener.:nan A 1p3teri anyaehara_Qn_thefacshell4rmorar�4lnts..as _Bed._ 1.' - -Go� rete Masonry _ • ...............:.:.< : shown!irfthefit9uretoaheright:': :.:-:- :;.::. ; _--/.. ;. Joint ----.- .'.:,.;,-_.......: . ...: .. .... . 7 Shear load dIrebtidn can be horizontal or vertical(bed Joint or T Joint) -••- '.. ..7..;....1....' :__ ... . :-along;the:CMU-.Wall..platie„;..,;;... Acceptance Locations(NON-SHAQED.AREAS).for,.X-U.,-.::; ,'_: . - ,_. 8_,,,Fastener,iocated,In centerof-grouted cell installed vertically. Universal Knurled Shank Fasteners.in.C,MU Walls: ..,.........:..._,_,_ _...__''.."'S.' . `-'' 9 Shear load can be in any direction in top of grouted cell application. 10..Muttipie fasteners.are.recommended:for any.attachment. _........-...Allowat ilp.Loads in minimmimi.ASTM A 36_(F,>36 ksi; F.�58 ksi)Steel 1,2,4 Steel Thickness in. :...: ._..• ... _._.• _Shank_.._........_...'.3/16 :...._ 1/4.. 3/8 ' • ..1/2 ................:.... . .et43-.._,:.,..... ._...... • • Fastener Diameter Tension Shear Tension Shear Tension Shear Tension •Shear Tension.., :Shear, ...... . ......, in.(?'rim) ' ..113-(kN) • lb(kb1) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) • 1b(kN) ).W.. ••..0.157(4.0) 535(2,$$). 720(3.20) 775(3.45) 720(3.20) 935(4.16) 720(3.20) 900(4.00) 720.(3.20) 350(1.56) '-375(1.67)1 1 The tabulated allowable load values are for the low-velocity fasteners only,using a safety factor that is greater than or equal to 5.0,calculated to accordance . :., eell members connected to the substrate must be investigated in accordance with accepted design criteria. . with ICC-ES AC Z0._Wood or steel 2 Low velocity fasteners shall be driven to where the point of the fastener penetrates the steel base material,except as noted. -73 Tabulated allowable load values provided for i 3/4"steel are based upon minimum point penetration of 1/2°. If 1/2°point penetration is not achieved,but'a 'point penetration of,at least 3/8':is obtained,the tabulated tension value should be reduced by 20 percent and the tabulated shear load should be reduced by . . ,. 8 percent. • , ::.4•Multiple fasteners are recommended for any attachment. 7zi:: ",So+gc3r,.c-°J.x".iw..;:'at....TFA`-it " :ritr'zit;"�'-:;. - =,:r:.ir - .i3R.i - _ ,rn, a.tM`?.44.5 af3ir t°•k.2' s,•x �i.:� ,. :,,,,,r,:r4,,,,;-�ct:� ' �.. .. � � ��P"uteric .,rte,.,,,;., -.....t :__ .�.,1..-:•�: � .. _ .. 38 Hiitl,Inc.(US)1-800-879-8000.1 www.us.hittl,com I en espanol 1-800-879-5000 I Hllti(Canada)Corp.1-800-383-4458 I www.tilliggePrpgecbTfcM�rtrai Guide 2008 ',-,,1,7 - _ :';i:l.�-C „ 'Wall' ,S,•, -4i'1'K�``�, �F' ,gym^�;n _,� �,z_<'�ir;'8V g+i'`i'`tsr.�§ • ,iE--A--141 c - . `; .s9 y4j lomat IT'i'` A' .� . 'f",,- y y"Y,'• ./ General Construction Fastening Systems • X-U Universal Knurled Shank Fasteners 3.2.3 Allowable Tensile Pullover and Shear Bearing Load Capacities for Light Steel Framing with X-U Powder-Actuated Fasteners 1,2,3,4 alt 40 Sheet Steel Thickness Fastener Head 14 ga. 16 ga. 18 ga. 20 ga. 22 ga. 24 ga. 25/26 ga. --- '- Description Fastener Dia. Tension. Shear Tension Shear Tension Shear Tension Shear Tension Shear Tension .Shear Tension Shear . In. lb lb lb lb lb lb lb lb lb lb lb lb lb lb (mm) (kN) (kN) (kN) (kN) (kN) (kN) (kN) (kN) (kN)' (kN) , (kN) (kN) (kN) (kN) 0,157""shank with or - 0.322 825 1,085 685 720 490 525 360 445 300 330 206 255 120 145 w/o plastic X-U (8.2) (3.67) (4.83) (3.05) " (3.20) (2.18) (2.34) (1.60) p washers,or (1.98) (1.33) (1.47) (0.91) (1.13) (0.53) (0.64) •tF MX collation „5+ 1 Allowable load values are based on a safety factor of 3.0 In accordance with the AISI NASPEC,2001 edition with 2004 supplement. 2 Allowable pullover capacities of sheet steel should be compared to allowable fastener tensile load capacities In concrete,steel,and masonry to determine con- :k" . 'trolling resistance load. 3 Allowable shear load bearing capacities of sheet steel should be compared to allowable fastener shear capacities in concrete,steel and masonry to determine controlling resistance load. ''. 4 Data Is based on the following minimum sheet steel properties,F7=33 ksl,F,=45 ksl(ASTM A 653 material). , -i ‘3,2.3.4 Ordering Information Fastener. Fastener Length Shank 0 Description in.(mm) in.(mm) Washer 0 Packaging Qty X-U 16 5/8(16) 0.157(4.0) Plastic 8 mm or collated 100 pcs/box X-U 19 3/4(19) 0.157(4.0) Plastic 8 mrri or collated 100 pcs/box X-U 22 7/8(22) 0.157(4.0) Plastic 8 mm or collated 100 pcs/box X-U 27 1(27) 0.157(4.0). Plastic 8 mm or collated 100 pcs/box 1-1/4.(32) 0.157(4.0) Plastic 8 mm or collated 100 pcs/box X-U 37 1-1/2(37) 0.157(4.0) Plastic 8 mm or collated 100 pcs/box X-U 42 1-5/8(42) 0.157(4.0) Plastic 8 mm or collated 100 pcs/box --=r X-U 47 1-7/8(47) 0.157(4.0) Plastic 8mm or collated 100 pcs/box 0 ; X-U 52 2(52) 0.157(4.0) Plastic 8 mm or collated 100 pcs/box - X-U•57 2-1/8(57) 0.1-57(4.0) Plastic 8 mm or collated 100 pcs/box ' X-U.62 2-1/2(62) 0.157(4.0) Plastic 8mm or collated 100 pcs/box '1-s -X-1:172 2-7/8(72) 0.157(4.0) Plastic 8 mm or collated 100 pcs/box 'Fastener ' Fastener Length Shank 0 , _ Description in.(mm) in.(mm) Washer 0 . Packaging Qty .I X=U27:P8_S15 1(27) 0.157(4.0) Steel 15 mm 100 pcs/box ,'--..._._...._...._7X-11-32-138 S1,5 --:--:--.1.=1/4(32).._...._.... . 0.157:,(4.0) Steel:15 mm .100 pcs/box X U:32 P8 S36 -1-1/4(32) 0.157(4.0) Steel 36 mm 100 pcs/box -F ..:,,.".-,.:... X-U-72.P85.36. ` '2-7/8(72) 0.157(4.0) Steel 36 mm 100 pcs/box 1 Fastener;: .:..' Fastener.Length Shank.0 . Qescri.tion :in ___._ Qty "' � -- � � (mm) in. mm Washer'Yr7 Packaging • °:X=U;:F6,P8 TH- 5/8(16) ' 0..157(4,0)' 8m plastic.&metal"tophat" 100-pcs/box X-U 19_P8.TH -3/4(19) 0.157(4.0) 8m plastic&metal"tophat" 100 pcs/box X-U 27-P8.TH 1 27 0.157 4.0 8mmplastic&metal"tophat" 100 pcs/box �- . P � 1 -_i f ;-'r '� uXiCb -??' � ;i .. , .. - _._.._. .... tyro _ _ `�. _ _ `., kf 1 ^z 2S _ _ i4. T-'_.fes 11111 .Tqr..-; , . , ,, .„._ _,. ........,..„,,......,,,........: .. 1 11,,,„ . . missommammika . -1-a_.. ,..:. c..,:r,.,_ .. . . . .: _ j.. i.K'•s•.G,.. alas. i:• r:' .... 't' :".,...., z,___----k-"taxsa :-s.'zzsrr. .-� K.c..4. .1..,• u24.56es'. "=•_ '•.'moi' 5,mkol.-4, d1- 4 =ka " ....:.t Hilts 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.�ia�ir!#t��rf c2 lJlde 2008 39 EZ? LCC EVALUATION�. SERVICE Most Widely Accepted and Trusted .....:: ICC-ES Evaluation Report ESR-2269*. . . Reissued December 1 20' 12 This report is subject to renewal February 1,2015. •www.icc-es.orq I (800)423-6587 I (562)699-0543 A Subsidiary of the International Code Council® . DIVISION:03 00 00—CONCRETE fasteners are alternatives to the cast-in-place anchors • . . :Section:.03.15.D0. Concrete Accessories described In IBC Section 1908 for placement in concrete; .Section:0316 00—Concrete Anchors the embedded anchors described in Section 2.1.4 of TMS 402/ACI 530/ASCE 5 (which Is referenced in IBC Section DIVISION:04 00 00—MASONRY 2107) for placement in grouted masonry; and the welds. • .Section:,04:0519.16—Masonry Anchors and bolts used to attach materials to steel described in IBC.Sections 2204.1 and 2204.2, respectively. The .....: :DIVISION;-05 00 00—METALS fasteners may be used where an engineered design is . Section::.05.05.23—Metal Fastenings submitted in accordance with IRC Section R301.1.3. - DIVISION:06 00 00—WOOD,PLASTICS AND 2.2 Horizontal Diaphragms: ';; OMPOSITES. ..... • The Hilti X-U fasteners may be used as alternates to 10d ... . . Section:06 05 23—Wood,Plastic,and Composite common nails for fastening wood structural panel Fasteningshorizontal diaphragms to structural steel members. REPORT HOLDER: 3.0 DESCRIPTION 3.1 Fasteners: •HILTI;INC. 3.1.1 X-U: The X-U' fasteners are powder driven 5400 SOUTH 122"EAST AVENUE fasteners made from hardened steel complying with the TULSA,OKLAHOMA 74146 manufacturer's qualitydocumentation, austem ered to a 1800)879-8000 p • w00)87 hiltl:com Rockwell C nominal hardness of 58 and zinc-plated in HNATechnicalServices a()hiiti.com accordance with ASTM B633 SC 1,Type III.The fasteners ' ... • have a shank diameter of 0.157 inch (4.0 mm), a head • ... ..__..:-._:._-_,�._:._..._..S , ' diameter of.0:32 inch.18.2-:mm) and a knurled,tip,.and _: EVACUg710N:$UE;IECT: :...:-.-....._ �:..,_:._.... .. ... . come_in lengths ranging..from 0.63 inch to 2.83 inches • • .... , HILTI :LOW VELOCITY X-U AND X-U 15 UNIVERSAL (16 to 72 mm).See Figure 1 for the fastener configuration. :' ,POWDERDRIVEN:FASTENERS 3.1:2.X-U 15: The X-U 15 fasteners are powder driven ... fasteners made from hardened steel complying with the ':. ••: • ' ..• 10_ EVALUATION-SCOPE.` `- manufactur..er'.s-:quality-documentation,-austen1pered to':a Rockwell.C nominal hardness of 59 and zinclated•in Compliance with ane following codes': accordance with ASTM 8633.SC 1,Type Ill.The.fasteners I.2012 International Building Code®(IBC) have_a shank diameter of 0.145 Inch (3.7 mm), a head : :, -. ® diameter.s�f 032._inch :(8.2...mm):anc�.a .s.henk:.length of :..._ • -. 20121ntemaf/onal Resldent�a/Code (IRC) ...1 in•c�I '(16 .).:See.:Figure_,2._for the fastener e 2009,2006 and:2003aBC'. _ nfiyuration:...... :.:.. .. . .. ■.2009 2006 and 20 •03...... ,IRC` .2 3Concrete: _..... ...._........ *Codes indicated with an asterisk are addressed in Sectionig .... Normal-weight and' sand:lightweight concrete must •: '� .. • .: ......... . . conform .to 1BC Chapter 19 or {RC Section R402.2, as :: Property evaluated: • applicable.The minimum concrete compressive strength at . • the.time of fastener installation is noted in the tables of this r..:: Structural-::.:.7.':: .. . . report :..-,.:.:.::c2.0.:::?USES,..:::,::.`. aso m • :......::;::... .. - 33:..M y - • 2.1 Generali. Masonry.--mutt----be -comprised-.,..of- -normal:weight. ar...........:................... ... The Hilti X-U fasteners are used to attach wood,light gage lightweight concrete masonry units(CMUs)complying with steel,''and`other buiidIng elements to. normal-weight and ASTM C90.-Mortar must comply with ASTM C270 Type S ' sand-lightweight concrete, steel deck panels with sand- . in accordance with IBC Section 2103.9 or IRC Section ' .Lightweight,concrete..fill, concrete masonry and steel base R607, as_applicable. The CMUs must have a minimum materials. The Hitt X-U 15 fasteners are used to attach width of 8 inches(203 mm).Where specified in Table 6 of light.gage steel and other building elements to steel. The this report,masonry construction-must be fully grouted and *Revised March 2014 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 -+.,,,,,i iro',-,,...al„, : ? . '&ran endorsement djthe subject of the report ora recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as ANSI to anyfinding or other matter in this report,oras to any product covered by the report : ,,,,,,, Copyright©2014 • Page 1 of 7 Page 19 of 27 :.... • ESR-2269 I Most Widely Accepted and Trusted Page 2 of'7 • .must have minimum prism strength, rm, of 1,500 psi panels to steel members, the fastener is recognized as (10.3 MPa)at the time of fastener installation. Grout must equivalent to a 10d common nail. Diaphragm design, .,comply with Article 2.2 of TMS 602/ACI 530.1/ASCE 6 including fastener spacing, diaphragm capacity and : ,(referenced in IBC Section 2103.13) or IRC Section . diaphragm deflection, must comply with Section 4.2 of R609,1.1,as livable. AF&PA,SI PWS which..is .referenced in IBC Section p .,-. .... , . ,...,.... _.2305:1)and-IBC:Section-2306.2. • 3.4 Steel�Subsfrates. .�..,... ,., .. . ............:... Structural steel must comply with the minimum strength 4.1.4 Seismic Considerations: requirements"of'ASTM A36, ASTM A572 Grade 50 or 4.1.4.1 Use with Structural -Components: Except as ASTM A992,.and have a thickness as shown in Table 2. noted.in Section 4.1.3, the suitability of the Hilti fasteners Steel-.deck panels.must comply with a code-referenced for use with structural components that are subjected to material standard and must have the minimum thickness seismic loads Is outside the scope of this report. :and minimum yield strength noted in Table 5.See Figures 3.through 5.for panel configuration requirements. 4.1.4.2 Use with Nonstructural Components: Seismic load resistance-is outside..the_scopp.of,this_report, except 3.5,,il Toad Structural Panel Horizontal Diaphragms: when used with architectural, mechanical and electrical .3.5.1. :-Wood_Structural..Panel: Wood structural panels components,described in Section 13.1.4 of ASCE 7, and :.must-have a minimum thickness of 15/32 inch (11.9 mm) as follows: • • and must:comply.with the.requirements of Section 4.2.6 of • Concrete base materials:'The Hilt fasteners installed In : AF&PA:SDPWS_:(which Is referenced In IBC Section 2305). . _......_......... .. .. . . . . .. cone ete may usedto sup orf acousti a ti or lay-in _.. _. concrete. ,be p .. o 1. le :3:5:2 :Structural Steel Supports;Structural steel framing panel suspended ceiling systems, distributed systems • _.,:,..members supobrting,_the wood structural.panel.diaphragm .and.distribution systems where the.service load,on any must oomply with he"minimum strength requirements of lndididua)fastener does'not exceed the lesser of 90 lbf .. `'.:. -.ASTM.A36, ASTM A572:Grade-50 or ASTM A992, and (400 N)or the..published allowableloadshown in Tables .... . .. havea:thickness,greater than or equal to 3/16 Inch(4.8 mm). 3;4 and 5,as applicable. : ' . • 4.0 DESIGN AND INSTALLATION • Steel base materials: The Hilti fasteners installed In steel eine be used.where the service load on 4.1,'Design: Y any • • individual fastener does not exceed the published • :.4;1.1:Allowable Loads:The allowable shear and tension allowable load shown in Table 2.The Hilti fasteners may . loads for•the X-U-and--X-U 15 fasteners Installed in steel, also be'used in conjunction-with wood structural-panel and the X-U fasteners installed In normal-weight concrete, diaphragms in accordance with Sections 3.5, 4.1.3 and sand-lightweight concrete, sand-lightweight concrete-filled 4.2.7. • steel;deck and masonry,can be found in Tables 2 through :.6 as.summarized in Table 1.The stress increases and load • For interior, nonstructural walls that are not subject . .=reductions described in IBC Section 1605.3 are not to sustained tension loads and are not a bracing :.,.allowedforwind:loads.acting,alone or when combined with applicat_ the power-drivenfasteners may be used to . ion; -. av loads -No'-increase is allowed for vertical'loads • •attach steel track to concrete•;or-steel..1n:;all Seismic ::__ •: :.•.:..:.:;acting;_e one.:Allowable,loads;..a ply:to_the.:connection:of Design;-C;ategories..In;Seis.mic Design..Ca_tegories.D,_E,•...,..: - s` t r Y' ' and. F,`-'the allowable'shear load due to' transverse the fastener to:,the..base material '.only. Design of 'the • :connection;to.the:attached materiat must comply with the •. ..., pressure.:shall, be.no:.more.;than:90.pounds .(400 N) applicable,requirements of thelBC.: .. ., • `when attaching.-to,concrete; or the,published:allowable • • _.._..._....:-..:_.__. .�.. .,..• — aching to steel:-•::_--,.- 1,-.-- .-:-- - :. ... _: Allowableloads:;for:fasteners..subjected to combined. IQad -shown In .Table 2�--_when- att . Substantrating::'.calciilatiotas•::'shall.:',be:::aUbrriitted - . _ ``. ..shear and,•tension.forces are.determined by the following.•-. .: :addressing.,the.fastener-to-base-mated al:.capacity..and formu a' : 'the 'fastener-to-attached-material 'capacity. 'interior .. ._.nonstructural.::walls..:,:ere.,:.limited .:to..;locetions.:.:where, . ••__. - bearing,:walls, .,bear:`:walls--or-:'braced--:walls_are not .. . ...: .:.... ...•:,,. .., . .. . x,:gwredby..t. 's.aPprovea�ans,TCie.,desi9n_Cad on-tfie = ,.p,. ctua..tension oad, bf..(NO. __fastener=must,not exceed the allowableload established ,.._ .. , ,.. :,,,,:,., ',Pa:=:.,_,. Allowat leterts.ion,load,.lbf,:(N). ._. .. . to this..report far the concrete or steel base material. . - _,.A to. a. adlb - , f_( 4.2..`)risteilation '!::Va . .;7:, Allowable.shear load,Ibf,(N). ' 4.2.1General: :The X-U and X-U.15 fasteners must be -• - .Installed::in accordance..with,.this.report and..the.Hiiti, Inc., :••.-4.4'.1.....W, 00d.to_Steel,;::Concrete;;or_Mas.onry:_Reference. ::._:...; published..-..installation :instrActions::.-A:copy-::of. -these leteral..'-_design values.. for fasteners determined._ in ... ,.instructions muss„be available:on.-the_jobsite.at.all times. ............ ._....... accordance with• ;Part :11 of ANSI/AF&PA -NDS :are •during. installation, installation•must be:.limited ;to dry, applicable• to Hilti fasteners of equal or greater:shank ,.__ , _ _ Interior locations. �_: lame.ers.;. e,woo ,e ement musf' a"cons ered,to:-4e__......,_..�..�.,.._ ,-._._,,.:.,......_..,._...-,•-. .--,,._:.._.. •.._...__._.. :. .._......... .the;side,member.:The._fastener.bending, yield strength is Fastener pacement requires the use of a low-velocity allowed:to betaken as-,the-value noted in the NDS-based powder-actuated, tool ,'in 'accordance with Hilti,. Inc. on.the fastener shank diameter. recommendations. Installers must be certified by Hilti and Hilti carbon steel fasteners may be Used in contact with have_a.current,Him-Issued,operators license. ••fire-retardant-treated wood in dry, interior locations only, in 4.2.2 Fastening to Steel: When Installed In steel, .;accordance_ .with.:'IBC;:Section..;2304.9.5.4 and.:HMI's •::minimu m-:spacing.;between fasteners must..be Inch recomendations. ::Us.e of :fasteners in contact with (25.4'mm) and,minimum;edge distance must be '/2 Inch • • •,.preservative=treated wood or fire-retardant-treated'wood in - ?(12.7.mm).. .:.. • ' •.: ' : :: :exteriorapplicationsis outside.the.scope.0.this report., 4.2.3..:+Fastening to,.Concrete::Fasteners must be driven • 4.1.3 Wood Structural Panel Horizontal Diaphragms: into.the concrete after the concrete attains the concrete When the X-U fastener is used to fasten wood structural strength specified in the 'tables of this report. Minimum .._..... Pg a e. 0 of 27 2 ESR-2269 I Most Widely Accepted and Trusted Page 3 of 7 . .spacing between fasteners must be 4 inches (102 mm) 6.0 EVIDENCE SUBMITTED 'and minimum edge distance must be 3 inches (76 mm). :, Unless noted otherwise in this report, concrete thickness Data_in accordance with the ICC-ES Acceptance Criteria • must be a minimum of three times the penetration depth of for Fasteners Power-driven Into Concrete, Steel and • tha.fastener............. Masonry Elements(AC70),dated February 2013,including . . _. 4 ,.. . . .. X A.of ,2.4.,:D)f.-KWIK System: Installation of the X-U fastener AC70�c load test data In accordance with Anne into normal-weight concrete, using the Hilti DX-KWIK 7.0 IDENTIFICATION .system.es.an alternate procedure,requires the drilling of a . pilot hole using a Special DX KWIK drill bit(TX-C)supplied Each package of fasteners Is labeled with the fastener type .by Hilti,lnc.,prior to the installation of the fastener with the and size,• the manufacturer's name (Hilti) and the powder-actuated tool. evaluation report number (ESR-2269).An "H", for Hilti, Is imprinted on the head of the fastener as shown In Figures 4.2.5 •Fastening to Sand-lightweight Concrete-filled 1 and 2. Steel -Deck Panels: Installation in sand-lightweight • . - •. ".:concrete-fliled•steel deck panels must comply with Figures 8.0 •OTHER•CODES 3 through 5.Minimum distances from fastener centerline to 8.1 Scope: -:rolled.:deck"-panel flute edges must be as depicted in • ---•••- • .. • 'Figures 3.through 5. • In addition to the 2012 IBC and 2012 IRC addressed • • in •Sections 2.0 through 7:0, the products described In • :. ; •:_4;2:6.::Fastening.to.Masonry:.Fasteners.must be driven this::'report ..were evaluated_ .for. compliance with the ' • Intoahe:mason 'after the mortar andgrout materials have rY:. requirements of the following codes: . ..l'attainedthe.Specified strength,,Fasteners must be located 2009 '2 ;in acco[dance,with.:T.able.6. 0.06.land .2003 international.Building Code® ` • (2009;2006 and 2003 IBC) 4.2,7.-.Wood:Structural„Panel.Diaphragms:-The.wood y 2009,..2606 and 2003 International Residential Code® •:structural,panels..must.be..fastened to,the steel members at (2009,2006 and 2003[RC) the spacing specified in the design. When used, the optional steel•strap.is:placed on top of the panels and the 8.2: Uses:.-.. •• fasteners are driven through the strap and panel into the 8.2.1 General: The Hilti X-U and X-U 15 fasteners are _su.pporting steel member.The minimum distance from the used to connect materials as described In Section 2.0.The centerline _,of_ i p,.fasteners.to the_.edge of the panel,is 3/8 inch(9.5 mm).Fastener penetration and distance to the fasteners-are -alternatives to the••cast-in-place anchors edge.of the supporting steel member must be as described described In 2009 and 2006 IBC Sections 1911 and 1912 In Section 4.2.2. See.Figure 7 for a typical installation and 2003 IBC Sections 1912 and 1913 for placement in detail:ahtion 4.2. . e. ow ofasteners.a e rows of concrete;the embedded anchors described in Section 2.1 - nerh.may.bonnstawd if required theMuldesign. The of ACI 530.•(which.is referenced in. 2009, 2006. and 2003 . .. ...fasteners ndsr oy.be. eta era m met by con design. in IBC Section 2107)for placement in grouted masonry; and • _.:...cinder _.. . ph. g . . ....the :.... :::accordance_with.the::code.:..:. steel, e welds rend bolts.:used to. attach .materials.to. • escri a :200 `2006 - • n 9, and 2003 iBC Sections.2204.1 5.0 CONDITI_ONS;OF;USE • •• and 2204;2, respectively, The;fasteners;.._may.be.;used.- The:.Hilts X-U and.X U°.15 fasteners described in this report wihere.:an'e gin ered'design s sub i ed a •accordance h,2009, 2006.'and 2003'.IRC:'Sec ion i R301 1.3 as ..,,co1.11%`_ll.4 "Qr.•;are .suitable• alternatives to .'what is • a plicatii .. -: .. -::-specified-in,-those,bodes listed in Section 1,O of this report P .. e • '-'.'.•'.::"...:-•:-- -sub ect;to-the-followin .co ditions::?.:`::: ., . '8.2.2:."Horizontal Diaphragms:-See-:Section2.2. .'_8.3..;.Descri tion:.. "-•'•,5.1..;:T.he.:':fasteners;`are:manufactured •and identified 'in. .. .... ........p,:.. . . ...,.:.::,..•::.:.:;accordance.with.this:report._.. . ., • 8.3.1 Fasteners:•See Section 3.1. • •- 5.2 ;Fastener installation.com lles.'with this.re ort.and the , .-...: o rete:Se Se:.io.:, • ___ _ p. P 8.3.2 `:Concrete See Section 3.2. :,:. ._..,.;:=: •':�s:..;Rlltt,:;:qc;,_ipstrucfi.nsTn�he.;event:ofcon�lict:between:::....-.,.,.,-:,:.• ,, .::.�,-.,:,-"-�--�'-� -- - • -- --•-- - - _this_report.and_.the;Hilti,...Inc.,..pu.blished._instructions,. . .. ::-,: , _ 8:3:3?°`MasonypL:,See�Sectiiin-3:3:.Under:the 2009`and •'""`' " � "' '''' ry ..this:report.governs.......•, ... . . . 20.05 IBC,.T"e S mortar must comply with:IRC Section 2x03=8._or,aRC"SectionR607,;,;;as.:;applicable;_Oroutanust. :.•:,:.,....:,-,.:•,;:..._-.,., • 5.3 :Calculations demonstrating that the actual loads are comply with IBC Section 2103.12 or IRC Section R609.1.1, '._^.less.:-than:the-:ailowable loa:ds described"`ln'Section" asap licabl'e Under�the'200.3'1B:C'rriortth n" "rou Must .. 'ILIA•:':must'be submitted to the code official for con-ply..with Sections 2103.7 and 2103.10,respectively. .. :.:.:''..,:...:'. approval._The_calculations...:must.:be,.- M:::a.__: .,..;;.:: >.e., P Y :. • .:8;34 AteO MI?:strates:.:See:Section:3:4..:::.:... ... . "'re istered desi n rofessional where 7e'aired ? the ' ',,.;.:..:,.2....>.:j:•..: statutes of:th'e jurisdiction..in.which,the,project'is;to be„ 8.3.5-;WOod:.Structural:Pan`l Dia hra ms:See Sect constructed. 3,5: e •'5:4::Refer to Section 4:1.4 for seismic considerations. 8.4;.Designand Installation:< . - . .5„'.The,.:use..-;of....fasteners: is limited.to installation � .: 8.4.1 Desi• n. in :•:..,:._9 ' . ;iuncracked concrete or masonry. Cracking occurs 8.4.1.1 Allowable Loads;See Section 4.1.1. :.when.ft ...fr-due to service loads or deformations. 8.4:'1.2‘Wood to Steel; Concrete, or Masonry: See '5.6 'Use of fasteners is limited to dry,interior locations. Section 4.1:2,with the following modifications: . . '5,7" nstallao:n:Must comply with Section 4.1.2 regarding 9 '•'.."61.100r.the 2009 IBC:See.Section'4:12 regarding use in' : • fastenersin contact with preservative-treated and f - re . retardant-treated wood .. • • preservative-treated and fire-retardant-treated.wood. • Under;the 2006 ,and ,2003...15C: •.'Ueeof::carbon -steel 5.8 Installers must be certified by Hilti, Inc., and have a fasteners in contact with preservative-treated or fire- current,•HMI-issued,operator's license, retardant-treated wood.is outside the scope of this report. •• :..... :. :...... Page_ ESR-2269 I Most Widely Accepted and Trusted • Page 4 of 7 8.4.1.3 Wood Structural Panel Horizontal Diaphragms: 8.5.1 Refer to Section 8.4.1.2 regarding use in See Section 4.1.3. preservative-treated and fire-retardant-treated wood. 8,4.1_4 Seismic Considerations:See Section 4.1.4. 8.6 Evidence Submitted: ,: . ....8.4,2...Instailation:Se-e Section 4.2. See Section 6,0. •. 8.5 Ttoiidifians of Use• .. "8:7`Identification: See Section 5.0,and the following: :See Section 7.0. •6 FIGURE•1—HILTI X-U.FASTENER • FIGURE 2-X-1115 FASTENER TABLE 1—APPLICATION DESCRIPTIONS - • BASE MATERIAL POWDER-ACTUATED.,FASTENER INSTALLATION METHOD LOAD DATA Steel X-U and X-U 15 Fasteners Standard Table"2 StandardTable 3 Normal-Weight Concrete X-U Fastener .• . DX-KWIIC table 4 • Sand-lightweight Concrete )(Ai Fastener Standard - 3-inch Deep Composite Floor Deck Panel X-U Fastener Standard Table 5 02-inch Deep Composite Floor Deck Panel X-U Fastener Standard • - Hollow Concrete Masonry Units X-U Fastener Standard . . ... . . . Table Grout=Filled.Concrete:Masonry.:Units.. : 1- ...:..X-U,Fastener,:... "........:. : : ::Standard .: .....:......:.'. '. . -..::_::... .. _ ' ' TABLE 2—ALLOWABLE LOADS FOR FASTENERS DRIVEN INTO.STEEL'z(ib ' . .FASTENER _•FASTENER .SHANK "`rSTEEL THICKNESS(In.) .: DESCRIPTION --:-.7.7:7-7:--.77 DIA.MgTPI DIAMETER ......._.3 r----- - - ---r?--,.-..- -""a --- -- - --- =?----- .:::::::-.7:7-7:7 - .. ''-: '' - - 11' _....._ " .. Tension Shear "Tenslon. Shear Tension Shear Tension; -Shear Tension' "Shear" -- „Universal .... e r $7,5'" X-U 0.157 : 500 720 .77.5.. 7.20.." 935,: 720 • 900 ; 720, Khufled,Shar,k. _ :..." .:275' 350:.:.: versa l' k - XU 5-----0.14. -155--. ---400----25Q----:----7336•:---...-7-.420--_-,450---=-'3365°—=-500 - 3635-_ 100 •,•:: - han . - , , - - - - - - _.-For;SI:1,inch-=,25.4 mm,:1 lbf=4.4 N.... .: .:. •--- -- - AIIowab(eload.capacitiesarebased:on;base"steel•with minimum:yield;strength(F,)of 36.ksiend.minimumtensile strength(F„).of:58ksi.,:":•._•, ,,,•,;:=:..:;.;.-- ?The fasteners must be driven to where the3point of the fastener penetrates through the steel base material unless otherwise noted. 1. Based u pon mmum ini 'poinfpenetrationof /8=Inch " .Based upon minimum point penetration of /2-inch. • • ' :_;6Based upon.minimum point:penetration of 42-inch. 8A7iouvabietoads,are:appiicable"(os{aticand seismic loads in accordance With Section-4;'i."... - ': :... . ... TABLE 3—ALLOWABLE LOADS FOR FASTENERS DRIVEN INTO NORMAL-WEIGHT CONCRETE" ,(Ibf) FASTENER FASTENER "'SHANK MINIMUM CONCRETE COMPRESSIVE STRENGTH: DESCRIPTION :.:. ,.., ,:..,.DIAMETER EMBEDMENT ::....... . . . 20o0 t: ...: :-: 4000 psi,,,;;-. ,.. ,..„.',::::,'.'.6000 psi :` Tension :Shear Tension Shear Tension Shear 3/4 900 -” 125 100 125 • 105 " 205 . • Universal 1 165 190 170 225 110 280 • - Knurled Shank. .X-U.. 0.157 . nurle 114 240 ....:,310 • • . '280 Z10 •:180...:.: -`:425. :'-, :. .: 1 r/z 275.. :: 420 325 420:: • - ..For SI:1 Inch=25.4 mm,1 Ibf=4.4 N,1 psi=6895 Pa. , .. .. Fasteners must not be driven until the concrete has reached the designated'eiinimum compressive strength Concrete thickness must be a minimum of 3 times the embedment depth of the fastener.. . . :.... :... ......:: :.... .... . - Page 22 of.27 • • ESR-2269 I Most Widely Accepted and Trusted Page 5 of 7 TABLE 4—ALLOWABLE LOADS FOR FASTENERS DRIVEN INTO NORMAL-WEIGHT CONCRETE USiNG DX-KWIK1'2"(lbf) FASTENER FASTENER SHANK MINIMUM CONCRETE COMPRESSIVE STRENGTH • . DESCRIPTION DIAMETER EMBEDMENT in. {In.) • Tension •---Shear --Tension ‘Shear---, . . • s ens on .: .. ,..,.: ,.: ens on : ear.... . . ,,...:,_:.;,,: ._,,,::.::,•,: Universal X-U 47 P8 w/ 0.157 11/2 395 405 360 570 Knurled Shank DX-KWIK For SI:1 inch=25.4 mm,1 Ibf=4.4 N,1 psi=6895 Pa. 'X-U Fastener is installed using the DX-KWIK.drilled pilot hole Installation procedure described in Section 4.2.4. 2Pllot holes must not be drilled until the concrete has reached the designated minimum compressive strength. 3Concrete thickness must be a minimum of 3 times the embedment depth of the fastener. • TABLE 5—ALLOWABLE LOADS FOR FASTENERS DRIVEN INTO MINIMUM f'.-=3000 psi STRUCTURAL SAND-LIGHTWEIGHT CONCRETE'(Ibf) FASTENER FASTENER SHANK MINIMUM FASTENER LOCATION • • DESCRIPTION, DIAMETER EMBEDMENT installed Through Metal Deck. Panel into Concrete! (in.) (in.) Installed into - -• • • Concrete. - 3-lech deep composite 1'/2-Inch,deep composite. • . . ......... .. .. floor deck.panel floor deck panel'.,.. •. - Tension' Tension Tension Shear � '.... r Shear " " Upper. ._,.. . . Lowed Upper 'Lower Shear Flute Flute Flute • Flute . 3/4 125 115 130 95. .. 245 95 95 370 Universal X-U 0.157 1 205 260 215 155 330 125 125 415 Knurled.Shank 1114 315 • 435. 295 • 200 375 • – – • – 1'/2 425 475 400 •260 430 For SI:1 inch=25.4 mm,1 Ibf=4.4 N,1 psi=6895 Pa. • 'Fasteners must not be driven until the concrete has reached the designated minimum compressive strength. 2The steel deck profile for the 3-inch deep composite floor deck panel has a minimum thickness of 0.0359 inch(0.91 mm)and a minimum Fy of 33 ksi.Lower and upper flute width must be a minimum of 41/2 inches.Figure 3 shows the nominal flute dimensions,fastener locations,and • load orientations for the.dock panel profile.Sand-lightweight concrete fill above top of steel deck panel must be minimum 31/4 inches thick. • 3T.a stee deck profile for the 1'/rjnchdeep-composite floor deck•panel has:a minimum-thickness:of 0.0359 (0 ;inch .91.mm)and a:minimum.Fy .. of 33 ksi..Lower flute and upper flute widths must be a minimum of.1./4-inch and 3/rinch,respectively.This deck panel may also`be inverteif asshown Ina gore,;a:Figures 4 and:5.show:the'nominal:flute:dimensions.,fastener locations,.and:load:.orientations:forthe;duck.panel:profile. =Sand lightweight concrete fill above top of steel-deck panel must be minimum 2'/2 Inches thick. • •• • • :SCogcreteahickness.must.be.a minimum of 3 times the embedment:depth of thefastener. - - ' :Minimum allowable spacing parallel to the deck.flutes Is 5.1 inches. ' TABLE 6—ALLOWABLE LOADS FOR FASTENERS DRIVEN INTO CONCRETE MASONRY:UNITS''23(Ibf) •,..._ .•.. '.::FASTSNER : FASTENER _SHANK::'.:_..MINIMUM:::.. :........::::HOLLOW-CMU.::__:._.::,;,.,_.:•.:. :_:'.�,::: ;GRO.UTFILhEA_S:M.U_::,i:_:::..,;.::.. : -_ . .DFs RIPTJON. oIAMETw R EMBEDMENT _._ '(in) (In.):'` FaceShell Mortar Joint •;;<;FaceSheli.:. .:Mortar.Joint ; G ` d C:16 _.,. . : ` • - ' Tension Shear'-Tension Shear°.Tension Shear'Tension Shea?Tension Shear' .,:. ,,;Universal::•' . . . : X.:-U • 0.157 *1 70 `85 '25 • 70 ::.**225 220 ` "'1S0 190. . ;165 • 240. :;.Knotted Shank. ... ..,.. _.__ ._ --The tabulated allowable load values are for fasteners installed in masonry conforming to the requirements of Section 3.3 of this report. 'No morethen one low-velocity.fastener.may be installed.in an individual.concrete.masonry unit.cell.Thefastener must be installed.a.minimum `•` of 4 inches#tomthe edge'o6theWall.: ••• • ° '_ ....... . . .- .. .:.. . . • • 'Fastener can be located in the race;shell or-mortar Joint as shown in Figure 6 of this.report.. Fasteners must be installed a minimum•of 8 inches_from the end-of theWalkMultiple fasteners in a bed Joint must be-spaced a minimum of 8 inches: . • 5 _ ;;:5 ear oad.direction Can tie honiaritai or vertical pad tied joint or T-Joint)along-the CMU wall prone. BFastener.located in center.of grouted cell.installed vertically. 'Shear load can:be in.any.direction,. • • Page 23 of 27 .., ESR-2269 I Most Widely Accepted and Trusted Page 6 of 7 SPower-Driven Fasteners ' 3,OOO pst5tlectu ai fid- Ilikitil . . • . o 12,,. Li v: ,: .Concrete . q • qtt4 Wz1 ` ' :„ • Direction'of • 4.112"min... . Form Deck Pane - . .shear tadNil . LaaveF Foe tarznon onlasterser ,• 4112 kn. 7.114"ndri EprFlule Cocom: 1:7r8" .. . _. _ .. Iilr Edge Distance . Direction 1 load: . on f tenet.. ... 'FIGURE 3-HILTI FASTENER LOCATION IN 3-INCH-DEEP COMPOSITE FLOOR DECK PANEL, .. NORMAL DECK PANEL PROFILE ORIENTATION. . • N Poveett vco'Fagtetters • S F:+1.pal Struetumi Sand- Itlikt 6,. . . • ---,4.,..., .a._,k ,--,..-7- ,-, - ._-4-,i, -_ -„,-,,.. **, -.. ..._--.-*w--.- yips ..,,:„....-lir. , .rag Direction of . • farm I3:eelt.l�aanel Meat load -4. . 3. 4-4,. • an fastener •1 " 14Z. -U.pD Ede ._ . . . ... ... ...::: �- ,. ... :...-. :. tFJutelOcian._._ ...., • t7iraai(on ..:. . [31an0e.:. -.. 3, n* Lt,�rltoLtcattt. i er - -.:•,,..:FIGURE,4—HILTI FASTENER LOCATIONJN'1l/2 INCH DFEP_-COIAPOS1TE,FLOORDECK•PANEL;-- -..;_-__• _ NQRMAL.bEC.K-PANEL PROFiLEAR1ENTATIQN..:' ,_...... .. . . _,.-..•..•:..tiil�.•StPb�errt37teaF-�stene a - - ..- -- - - --- - - --.77.77-7,77:777!7.,:111:::::":::..,S;••QpshtctBud :. . . - - �"�:.. . _. : Lgrl:Con atc.. 2-i2'gran . .�' tir3 farm. DeckPai I 1.31+1- _ _sheathed.. t�• tippet Fluta Latenee Distance • • Ufredknafi..... ..... 3 i12 . - toverFlatetocatims' • tension toad - ea fatitenet0t . FIGURE 5—HILTI FASTENER LOCATION IN,1'./.2-INCH-DEEP:COMPOSITE FLOOR DECK PANEL,. INVERTED DECK PANEL PROFILE ORIENTATION • . • .Page.24.;of..27 ... ._ .... ESR-2269 I Most Widely Accepted and Trusted Page 7 of 7 ;0 or . 00 e 4 f • Jf /, • L Beds • L_1 n Concrete Masonry. . ,tolnt . 1° r t'. (knit CMU) • FIGURE 6—LOCATIONS(NONSHADED AREAS)FOR HILTI FASTENERS IN CMU WALLS • I&1t=X=U L:nvserbai Posh DrivotzFaaiaiior :' ':Optional'64 41•_Slrb•: - . ,Concrete cr ' ood Stiuclarct Piu,411r !o19, :' - v . -'- ftart.xiombnr._ .' ®► • • • (3i. 0 . .. .. .. .. . . . , . . . k1;Fotun,a f $ita) •-` -- :;tv n Fo.k . rrcfnii�9Support .. .....—.• ' -._.. - w - • iYdt1 i•4$i#iWf . .. #'�ti yC t� d@f Ot • i131✓ii 5Acre,* or :ee1_:.Support .,:. »r. Steel;4etfpei'..: : E.. .. FIGURE 7—WOOD STRUCTURAL PANEL DECK ATTACHMENT TO STEEL LEDGER _, . .. . WITH HILTI X-U UNIVERSAL POWDER DRIVEN FASTENER:,: `', •.' ;. :: :::•''. . . .. ,. IE' ICC EVALUATION `..: SERVICE Most Widely Accepted and Trusted -ACC-ES Evaluation Report ESR-2269=FBC Supplement* Reissued December 1, 2012 This report is subject to renewal February 1,2015. www.icc=es.orq I (800)423-6587 I (562)699-0543 A Subsidiary of the International Code Council® DIVISION:0.3 00 00—CONCRETE Section::03.15...00—Concrete Accessories Section:0316 00—Concrete Anchors *DIVISION:04 00 00—MASONRY Section:04 0519.16—Masonry Anchors :::DWISION:05-00 00—METALS Section:.05 05.23.:.Metal Fastenings, DIVISION:.06 00 00—WOOD,PLASTICS AND COMPOSITES Section:06 05 23-Wood,Plastic,and Composite Fastenings REPORT HOLDER: HILT!,INC. 5400 SOUTH 122ND EAST AVENUE TULSA;OKLAHOMA 74146 (800)879-8000 www.us.hilti.com HNATechnicaIServices(a-hilti.com EVALUATION SUBJECT: HILTI:LOW:VELOCITYX=U AND X-U 15 UNIVERSAL POWDER DRIVEN FASTENERS • 1.0._,:REPORT PURPOSE AND SCOPE Purpose:' ::_. The purpose:of this.evaluation-report-supplementis to indicate that the Hiiti Low Velocity'.X-U and X-U 15 Uriiversai -Driven Fasteners,recognized in•ICC-ES master report ESR-2269,have also been evaluated for compliance with the codes :noted below;; : .: . .,. A li . o e. l n ,,..Rp.. Gakle.::e..de:d.it a..s.. :201.0 Florid i wilding ode—Bu lding---._......:..._ • 20.10.Florida Building:Code-Residential 20:.CONCLUSIO S: The,iltd,Low-Velocity,-X-U,anddX-U_1.5,Unive(sal Powder Driven Fasteners., described in Sections 2.0 through 7.0 of the master report ESR 2269, comply with the 2010 Florida Building Code-Building and the 2010 Florida Building Code— Residential,provided the designand installation are in accordance with the international Building Code®provisions noted in :-;th , aster Nport,-apd the;following;additionalConditions apply: • Design wind loads anust be'based:on:Section 1609 of;the 2010 Florida Building Code—Buildingor Section 301.2.1.1 of ; - the 2010 Florida Building Code-Residential,as applicable. Load''combinations must be In accordance with Section .1605.2 orSection 1605.3 of the 2010 Florida Building Code— "- " " Building,.as applicable...:• Use of the Hilt!Law-Velocity X-U and X-U 15 Universal Powder Driven Fasteners has also been found to be In compliance .with,the High-Velocity,Hurricane Zone provisions of the 2010 Florida Building Code—Building and the 2010 Florida Building Code-Residential under the following conditions. • *Revised March 2014 • 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 . ut 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 = .: .ANSI to anyfrnding or other matter in this report,or as to any product covered by the report. ,,41,1 == Copyright®2014 Page 1 of 2 :._..... : ............... ...:... .... Page 26 of 27 ESR-2269 FBC Supplement I Most Widely Accepted and Trusted Page 2 of 2 •..Design wind loads must be based on Section 1620 of the Florida Building Code—Building. • The use of the Hilti Low-Velocity X U and X U 15 Universal Powder Driven Fasteners as a means of attachment for wood blocking, as defined in Section 2330.1.1 of the 2010.Florida Building Code—Building, in a roof assembly in the High- . Velocity'Hurricane Zone;-is-prohibited.-Attachment of wood-structural',panel diaphragms-to=supporting--steel framing • members,as recognized in the master report,is acceptable. • The fasteners have not been evaluated for use as cast-in-place anchors for compliance with the High-Velocity Hurricane Zone provisions and this use is outside the scope of this evaluation report. 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 code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report reissued December 1,2012,revised March 2014. • Page 27.of 27