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Home My WebLink AboutB11-0017 transmittal and info Stone Veneer Calculations11-26-11 °� �. �; � De�ar�rrient,t�#C,Qmrt�untty [7eveloprrzen� ' ' � �-� ; h �� ' �1 �� .� �.� s Frr�nta�e ��ad � , �� 5 Sc�ut� . ` �'p'�� .�?� �, ,��.�: -� - . 1l�1�5 C�EQracio 8��65� _�. �4�.�� '� �7k . G -. .`R � � � � °�.�`�el' 9�[]=47� �.�28 � � � : � �' "� - , � � �, � �`�'�`� ��•`� , �� ' Fa�e 97(};�7� 24�� `..s 3r %� , "�:a�',. . y t .a �„ �`�� , s� . .... , . k � �-Sr, .. � � \�} i 3 . . R�.�7 � d � '�. �. �' w•' � e`}:' �.. •� r YV�� {��€�� .: .� 't �`?.w �w.M �.r� : � -� ,.�� :� ��- �. p�u�`�Qpi�ent #�ev�iew��oorc�xn�t�r #; � f s T s .,i . ^ { � :' �' .�,i;,: a x �� .tFa?• 4- ..,- .,� A ' '� t� �S { .� ' �r �t�'. f 1 f &'�� '� �., � .';mw� '�"'+�ea41',-i� I o '.:�r.a�.._ .. . ',�� - ... .�...� _......_,......_.x.—e-E5,"a��s: _ '.��.. ...—x��..,.�..�'...�_ ... _.�.�....a . . � :v^. i6A TRA�VSM�TTAL �C�I�M Revision Subr�i�ta6s: 1. "`F€eld Sei"of appraWed plans MUST accompany re�isians. 2. �lo further ins�ectiQns w{ll �e perForrned unt�!th�reuis3vns are apprpved&fhe permit is re-issued. 3. Fees fvr reviewing r��isions are$55.OD per hour(2�vur r'niraimum), and are d�e upfln issuance. _,_..._�,T.__---_._..._._.._.._.._r�.�.._.,._..�..___-___ �__�__ �.�_.�.....�..�.�.�_._�....._ _.�...— _.�.F..�..�.._Y..�.._._..._._, � Perrr°3it#{s] information app3ies to: A'tfer�tian: ( } Revisians 3 ; { } Response ta Cnrre�flion Leiter B11-0017 David Rhoades attached copy af correctior� letter 4 (�j Deferred S�bmitfal ' 1 ( ) Other i ._..�...�.� ..__.___.._., ��_..._, ..._�..,._�.____., ._�....�..__ .�.......�,��. ..�...,��, .m.w_.�...�...,,.,.,�.,._.�.-�._.�.__.�.,,._._.__._.�,.._.��........�.�,._. I�roject Sfreet Adtlress: � ; 395 East Lionshead Circle � �7escriptibn 1 List of Changes- i{Numb�r� [Street) ��}�� Stone veneer calculations ? s i ' BuildinglCompiex Name: Lionshead Transit i WelCOme Ceriter � � �.�..,:�_.__._�_�n,., .�......��...,...r�.�_�_...._ . ,_ .:..� �.�..:....,.,m., .,,.._a.__� .._._.,A,a_ I �C�ntact lnformation. i�am��y. R.A. Nelson & Associates, Inc. � I Compa�ty Address: PO Drawer 5400 _ '° j�ity: Avon State: C� �i�: 81620 � �Contacf Name: John Halloran _ � � 970-471-6048 ° � Cpntact Phane: ;�_�� jhalloran@ranelson.com � � � � inKK.,.�..,�.....�,_,____..�..�,.....�,�,,,.��.�.�,r,._.n,�„��,,...._,.,�.�..��,.w�,. ._.�....... ---.._-_. � i Revised ADDITIQNAP�Vafua#i�ns {Labor& Materialsy `_ � � (I�C� N�DT ir�ctude origina@ va9uatia�n} ; � ' Buifding; $ ;� use sddrtional sheet rf r�ecessa } : , �4........ ............... ---. ._... .`�'.__.._... .___...._.__.........------....-.... _._...._._......_..---.� � Plumbing: � i ❑ate Recei�e�l: �Electrical: � Mechanical: $ ��otal: $ 0.0 0 � � � _.....�_...._..�_..�.�_,----------�---- _ ��_..._...�_.,___-V._.__.� O1-ian-ip LTWC SO4-4200-001R02 Exterior Stone Veneer Design Calculations SUBMITTAL REVIEW Contractor's review is for general conformance with the Contract Documents.Subcontractor or Supplier are responsible for verifying all field dimensions, fabrication and construction means, methods,sequences and coordination with affected trades.This review does not alter,supersede or replace the requirements of the Subcontract Agreement or Purchase Agreement.This review does not relieve the G.C.,Architect,and/or Engineers of their contractual responsibilities. �REVIEWED� MAKE CORRECTIONS NOTED ❑ REVISE AND RESUBMIT❑ REJECTED X R.A.NELSON 8�ASSOCIATES,INC. Reviewed by: - Date: � �_�.�u g 1! Submittal# ��04-4200-001R02 MARTIN/MARTIN, INC. RECEIVED FOR Brandon Mixon RECORD ONLY -8.25.2011 Date Received: 08/24/2011 Reviewer: ERS THOMAS K SMITH, PE 8540 E. McDowell Road -Suite 7,Mesa,AZ 85207 Phone: 480-380-3182 Fax: 480-380-3471 PROJECT: Lionshead Welcome Transit Center August 23,2011 LOCATION: Vail,Colorado Page 1 of 6 JOB#: N/A CALCULATION SERIES 1 Rl C.ALCULATED BY: Tom Smith CHECKED BY: Calculation Series# 1 R1 relates to the capacity of the stone ties for the e�erior cladding stone. This is revision 1 based on review by Engineer of Record. Only page 2 has been changed to reflect seismic pazameters per Vail amendments to IBC 2009. INDEX Seismiccladding loads .........................................................................................................2 Windcladding loads ......................................................................................................3-5 Recapof horizontal loads ......................................................................................................... 5 Check capacity of H &B Sea1 Tie Anchors................................................................................... 6 USGS seismic parameters ........................................................................................Appendix A H& B Sea1 Tie cut sheets ........................................................................................Appendix B Capacity of screws in 16 steel........................................................................................Appendix C �P�� REG�S O�,��,s K. s��`�'t�` V ��o 's��c`� � PE-38728 � � -v i � ,e.`. . A1- 8�23�2011 �''HUMAS �K S�VIITH, PE 8540 E. McDowell Road - Suite 7, Mes�, AZ 85207 Phone: 480-380-31 $2 Faac: 480-380-3471 PROJECT : Lionshead Welcome Transit Center August 23, 2011 LOCATION: Vail, Color�do Page 2 of 6 JOB #: N/A CALCULATIUN SERIES 1 Rl CALCULATED BY; Tom Smith CHECKED BY: SEI/ASC 7-OS SE,,,,�SMIC CLADDING LUADS PER SECTION 13,0 �ir� ��rl��n� w�++� e � f �aenew rnnninnunuin�w�� Per Table 1 -1 ; Occupaney Category Cp = "II" Per Section 13. 1 .3 ; Importance Factar Ip = 1 . 0 Per Section14.4.2 and Ta�le 20.3-1 ; ( Site Classification, default "D" when soils unknown) Class = "D " Per Vaii ammendments to iBC 2009 ; SS = 0 . 350 Sl = 0 .081 Per Table 11 .4- 1 : Fa = 1 . 52 Per table 11 .4-2 : F� = 2 . 4 SMS = Fa • SS = 0 . 532 SM1 = F� • S 1 = 0 . 194 SDS = 2SMs : 3 = 0 . 355 SD1 = 2SM1 : 3 = O . I30 Per Table �3.5- 1 ; Veneer - Low Deformability elements and attachments ap = 1 Rp = 1 . 5 Per Sectian �3.�.2; Faetor for fasteners �mbedded �n cc�ncrete �� = 1 . 3 �p max_c = t . 5 Per Section 9.6. 1 .3 Definitions ; Average Roof Height h = SSft Height of attachment point (z = or < h) z = 36ft Unit Weight of cladding gcld = 165pcf Typical thickness of cladding t�Id = 6in W� = �d - t� Wg = 8�.5 - psf Per Section 13.3. 1 , Ec�. 13.3-1 T�e f�l�flw�� e�� re fc�r a d�� se�smic ccae�fie��t �.it i�� tipli� � '�g �� get � seismic force that will b� applied to claddin� and the anchor body. �� 0.4 • a.p ' �DS . 1 + 2 • Z � a . 22 Fp = Cs • Wp � l 8 • psf Rp h Ip For fasteners in conerete R� = max � Rp , Rp _ n,� �} = 1 . 50 C� � • 0.4 • ap • SDS z Cs f c = - R • 1 + 2 • h = 0. 28 Fp_f c = es f c • �p = 23 • psf P Ip THOMAS K SMI�'H, PE 85�0 E. McDowell Road - Suite 7, Mesa, AZ 85207 Phone: 480-380-3182 Faac: 480-380-3471 PRUJECT : Lionshead Welcome Txansit Center August 23, 2a11 L4CATION: Vail, Colorado Page 3 of 6 JOB #: NlA CALCULATION SERIES 1 Rl CALCULATED BY: Tom Smith CHECKED BY : SEI/AS�E 7-02SIMPLIFIED CLADDING WIND LOADING PER SECTION 6.4. 1 .2 Check to see if structure qualifaes for simpli ied wind loading: Per section 6.5.6.3 ; Exposure = "B " Roof hei�ht qua.lifications h = SSft (h=Mean Roof Height) Criteria� = 60ft Qualif� = " Qualified based on roof height" Buildin� enclosure condition qua.lifiications Is each wa11 at least 80% open according to the definition of an open building in sect�on 6 .2 ? ( YES or NO ) �Sopen = ��NO " Is t11e building partially open according to the definition in section 6 .2 by meeting the foliowing: l . Does the tota.l area of openin�s in a wall that receives positive external pressure exceed the sum of the areas of openings in the balance of the building envelope (wa11s and roofs) by more than 10%? (" YES " or "NO " ) �Spol = "N� �� 2 . Does the total area of openings in a wall that receives positive external pressure exceed 4 sf �r 1 % of�the of the area of that wall, �spo2 — f'NO " whichever is smaller . ( YES or NO j Quaiifclosed = �� Qualified based on closed building" Buildin� shape qualifications Does the bui�d'ing have any unusual geometrical irregularity in Ansbs — NO spacial form . ( YES or NO } — 4� �" Qualifbs = " Qualified based on building shape " Location on hill disqualifications Is the buildin� located: on the upper half of an isolated hill or escarpment meetin� the followin� : 1 . �n the upper half on an isalated hill or escarpment? (" YES " or "NO " ) Ans 1 = "NO " If so, does the isolated hill or escarpment meet the following? 2 . Hill or escarpment unobstructed upwind b� other such topo�raphic features for a distance from the high point of 100 times the height of the hiil or 2 miles, whichever is less (YES or I�TO) . Ans2 = "ND " 3 . Hill or escarpment protudes above the height of any upwind terrain Ans3 = "NU " features within a two mile radius in any quadrent by a factor of two or more? (" YES " or "NO "} . 4. Average 51ope of hill (%) (If not on hill, enter 0%} `�S4 — p% 5 . Height of hill in feet? AnsS = Oft THOMAS K SMITH, PE 854� E. McDowell Road - Suite 7, Mesa, AZ 85207 Phone: 480-380-3182 Faac: 480-380-3471 PRUJECT : Lionshead Welcome Transit Center August 23, 20 �. 1 L4CATION: Vail, Colorado Page 4 of 6 JUB #: N/A CALCULATION SERIES 1 Rl CALCULATED BY: Tom Smith CHECKED BY: Qualifhill = �� Qualified based on hill siting" SEUASCE 7-02SIMPLIFIED CLADDING WIND L4ADING PER SECTION 6.4. 1 .2 continued Check to see if strueture qualifies for simplified wind loading (continued); Roof shape qualifications 1 . Does the building have a flat roof? ( " YES " or "NO " � �sroofl = t�N� �" 2 . If the building has a gable roof, what is the slope? (0 degrees if not gable roof� Ansroot'� = 45deg 3 . If the building has hip roof, what is the slope? (0 degrees if not hip roofj Ansroo#3 = Odeg Qualifroof = �� Qualified based on roof shape " Qualified$imple = " QUALIFIED FOR SIMP'LE WIND LOADING" Calculate design wind pressures; From Table 1 - 1 ; (Building Classification) Category = " II" From Table b- 1 ; (Importance Factor) I = 1 . 0 From Figure b- 1 ; (Basic Wind Speed, 3 second gust) V = 90mph From Figure 6-3 ; a = 1 . 19 From Definitions Section 6.2 ; {Effective Wind Area) EWA = l Osf The following values for p�e� are taken From Figure 6-3 ; �(?1�IE PQSITIVE NEGAT�V.E Roof - Zone 1 Pnet30p1 = 5 . 9psf pnet30n l = - 1 $psf Roof - Zone 2 Pnet30p2 = S . 9psf pnet3on2 = -24 .4psf Rovf - Zone 3 Pnet30p3 = � � 9psf pnet34n3 = "36 . 8psf Wall - Zone 4 Anet3op4 = 14 . 6psf Pnet3on4 = `- 15 . 8psf Wall - Zone 5 Pn�t30p5 = 14 . 6psf pnet30n5 = - 19 . Spsf Roof Overhan� - Zone 2 Pnet30ro2 = -21psf Roof Overhang - Zone 3 Pnet30ro3 = -34 . �psf THUMAS K SMITH, PE 8540 E. McDowell Road - Suite 7, Mesa, AZ 85207 Phone: 480-380-3182 Fax: 480-380-3471 PROJECT : Lionshead Welcome Transit Center August 23, 2011 LOCATIUN ; Vail, Colorado Page 5 of 6 JUB #: N/A CALCULATIUN SERIES 1 Rl CALCULATED BY : Tom 5mith CHECKED BY: �EI�,/ASCE 7-02SIMPLIFIED CLADDING WIND LOADING PER SECTION 6.4. 1 .2 (continued� Caleulate design wind pressures (continued); Determine design wind load_pressures per Eq 6-2, Section 6. 4. 2. 2 pnet = � ' I ' Pnet30 ZONE POSITIVE NEGATIVE � Roof - Zone 1 Pnetpl = 10_0 • ps Pnetnl = �21 • 4 • ps Roof - Zone 2 pne�p� = 10 . 0 • ps pnetn2 = -29 . 0 • ps � Roof - Zone 3 Pnetp3 = � O . 0 • ps pnetn3 = -`43 . 8 • ps Wall - Zone 4 Pnetp4 = 17 .4 • ps pnem4 = — � 8 . 8 � ps V��a11 - Zone 5 pnetp5 = 17 .4 ' ps pnetn5 = --23 •2 • ps Roof (Jverhan�Zone 2 pnetro2 = -'Z5 . 0 • ps Roof Overhang - Zone 3 pnetro3 =� --41 . 2 • ps RECAP UF HORIZONTAL LOADS Comparing the seismic design loads to the wind design Ioads, use 24 psf throughvut T1�4MAS K SMITI�, PE 854U E. McDowell Road - Suite 7, Mesa, AZ 85Z07 Phone: 480-380-3182 Fa�: 480-38U-3471 PR4J�CT : Lionshead Welcome Transit Center August 23, 2011 LOCATION: Vail, Color�do Page b of 6 JOB #: N/A CALCULATION SERIES 1 Rl CALCULATED BY : Tom Smith CHECKED BY : CHECK CAPACITY OF H & B SEAL TIE ANCHURS S� = 2ft sh = Zft Max vertical and horizontal spacing of anchors Aan� = S� • Sh - 4 . 00 • ft2 HL = 24psf Ph = HL • Aan� = 961b Capacity of anchor in concrete - See Appendix B T = 8101b FS = 4 Z'aliow = Tult _ 203 lb �K > F'h ult FS Capacity of anchor attached to 16 ga studs - See Appendix B and C The screw is # 12 Taliaw = 2101b �� > P�, Lionshead Transit Welcome Center Appendix A Vail,Colorado Page 1 of 2 ��► iTouChMap•C�i1'1 � ��,� �t�� Places Goo le Earth Cities Earth uakes �}&��:8�: Lat-Lon c:�� Mub�l�r:�nd Dawktc+p�d:�px � I �r � 1 g I ' � I '' I 9 Home»Latitude and Longitude of a Poir�t To find the latitude and longitude of a poirrt Click on the map,Drag the marker,or er�ter the... 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A�.�.,�, .` .:. w ` -, . � ' _ --- --------- ;. a - -— - -- _ _ - --- -- �—---- __ � , � Note:Right click on a btue marker to remove it. ; ' 'Show Point from Latitude and Longitude ; , � Clear/Reset All Markers Center Red Marker ! � _ . ___________;Use this if you know the latitude and longitude coordinates of .._ _-- - ___--_-- ---_____-- ---__--- - -- � ;a poirrt and warit to see where on the map the point is. ; E Get the Latitude and Longitude of a Point ;�Se;'f'for N Lat or E Long -for S Lat or W Long. ; � i Example:+40.689060 -74.044636 'When you click on the map,move the marker or errter an �Note:Your errtry should not have any embedded spaces. address the latitude and longitude coordinates of the poirrt are; � �inserted in the boxes below. � Decimal Deg.Latitude: ; Latitude: 39.640293256908045 � Decimal Deg.Longitude: Longitude: -1UG.37410283�88684 ; Show Point � { . - ; ; ------_- ---- - _ ---------- 4 - ---------- ! Example:+34 40 50.12 for 34N 40'50.12" � ' pe rees Minutes Seconds � Degrees Minutes Seconds ; 9 , � Latitude: 39 38 25.0542 i Latitude: i � Longitude: -106 22 26.7708 ; Longitude: � , S how Point ; � 1 4 iTouchMap.com 2007-2011 1 of 1 8/l 7/2011 6:3 3 AM Lionsh�d Transit Welcome C�nter Appendiz A Vail, Colorado Page 2 of Z Conterminous 48 States �QQS A�� 7 S#�ndar�! Latitude = 39 . fi40293 Longitude = - 106 . 374103 Spectral Response Accelerations Ss and S 1 Ss and S1 = Mapped Spectral Acceleration Values Si#e Class B - Fa = 1 . 0 , Fv = 1 . 0 Data are based on a 0 . 05 deg grid spacing Period Sa (sec} (g) 0 . 2 0 . 284 tSs , Site Ciass Bj 1 . � 0 . 068 (S1 , Site Class B) Conterminous 48 Sta#es �QQ5 AS� � 7 �#�nd�r� Latitude = 39 . 640293 Longitude = - 106 . 374103 Spectral Response Accelerations SMs and SM '1 SMs = F� x �� and �M1 = FvxS1 Site Class D - Fa = 1 . 573 , Fv = 2 . 4 Period Sa (sec} (g) Q . 2 tJ . 447 (SMs , Site Class D) 'I . 0 0 . 163 (SM 1 , Site Class D) Conterminous 48 States 204� ASCE 7 Standard Latitude = 39 . fi40293 Lon� itude = - 106 . 374143 Design Spe�#ral Response Accelerations SDs and SD1 SDs = 2/3 x S(�Is and S � '1 = 2/3 x SI�1 '1 Site C1ass D - Fa = 1 . 573 , Fv = 2 .4 Period Sa (sec) (g) 0 . 2 0 . 298 (SDs , S'ite Class D} 1 . 0 0 . 109 �SD1 , Site Class D) Lionshead Transit Welcome Center Appendig B Vail, Colorado Page 1 of 2 Ties and Anchor HQHMANN & BARNARD, iNC. � Seal Tie T�" A h4iTsk • SERNSFiiRE HAiHAWAY C01dPANY � 2-SEAL TIE �- �,��y� 2-SEAL BYNA-LOK WiRE TfE . / ` \\ DRAWiNGS FUR { LLUSTRATIVE PURPOSES ONLY 2-Seal Tie Finish : An innavative single screw veneer tie for meta! stud constn.�ction. The � Mot-Dip Gaivanized 2-Seal Tie has a duat-diameter barrel with factory-instaited EPDM washers ia seal both the face of the insuiafion and the air/vapor ba�rier. � Stainless Steel - Type 304 tType 31 s available on specia� order) � #12 screw integrated into the duat-diameter harrel 2-Seal Tie Style (Equal to thickness of watiboard + insulation): • Avaiiable for 5/8" - 4'/2' waliboard + insulatian combination Screw (Carbon Steel): ASTM A510 (Carbon Stee!) � 2-Seal Tie (6/"} � 2-Sea! Tie (2'/") ASTM C954 ( 1000-hour polymer coatingj � 2-Seal Tie {1 "j � 2-Sea! Tie (3") Scrsw (Stainfess Steet): ASTM A580/A580M - AISI Type 3Q4 � 2_Seal Tie (1 'h") � 2-Seai Tie {3'/Z'j (Type 316 available on special order) Wire (Garbon Steel): P�etabricated from cold-drawn steel wire ❑ Z-Sea1 Tie (2") � 2-Seal Tie (4"} conforming to ASTM A821A82M � 2-Seal Tie (4'/i') Tensile Sirength - 80,OOQ p.s.i. � Yield Point - 70,000 p.s.i, minimum 2inc Coating : Hot-Dip Galvanized after fabncation: ASTM A153/A15311A-B 2_Seai Byna-Lok Wire Tie Length : (3/16"0 } (1 .5 ozlft2) Atate: Hohmann & Barnard wilt certify to a minimum oi 2. 0 oz/ft2 Wire (Stainfess Steelj : ASTM A580/A580M - AISI Type 304 (Type 316 Q 3" ❑ � " ❑ 5" � Custom availabie on special order) NOTE : EBC WILL NEED TO KNOW SHFETROCK & INSULATION TH� CKNESS BEFORE ORDERI.tVG 3U Rasons Court Hauppauge, NY 11788 � HOHMANN & B� RNARD , INC . - 2011 T: 800 . 645 .U616 F : 631 . 234.0683 www. h-b. com Lionshesd Trensit Welcamc Center Appendiac B Vail, Colorado Page 2 of 2 Ties and Anchor HOHMANN 8 BARNARO, INC. C o n crete S e a 1 Ti e �M A l.IiTek - BERKSHIRE HATMAIYAY C01dPANY �f �� Ly � � � \ / `� � �-'� \ `' � �. LI �� G `� �� CONCRETE SEAL TIE �'�� Q G EPDM WASHERS � G BYNA-LOK WIRE TIE . / � r \ / DRAWINGS FOR ILLUSTRATIVE PURPOSES ONLY Concrete Seal TieT"" Finish : An innovative single screw veneer tie suitable for use with concrete, Q Hat-Dip Gaivanized CMU or brick backup . • #14 screw with atternating threads and two factory-instaAed EPDM � Stainiess Steel - Type 304 {Type 316 available on special order) sealing washers • Available for 5l8" - 4 '/Z" insuiation and/or wall board thickness Concrete Seal Tie (Equal to thickness of wallboard + insulation) : Screw (Carbon Steei): ASTM A590 (Carbon Steel} � Concrete Sea1 Tie (5/e"} � Concrete Seal Tie (2 '/z') ASTM C954 {1 Q00-hour polymer coating) � Concrete Seal Tie ( 1 °) �X Concrete Seal Tie (3") Screw (Stain{ess Steel): ASTM A580/A580M - AISI, Type 304 + �� Concrete Seal Tie 3 '1z" (Type 316 available on special order) � Concrete Seal Tie (1 /2 ) � � ) Wire (Carbon Steei): Prefabricated from cold-drawn steei wire � Concrete Seai Tie (2") � Concrete Seal Tie (4") conforming to ASTM A821A82M � Concrete Seal Tie (4 '/z") Tensile Strength - 80 ,000 p .s .i . � Yield Point - 70 ,000 p.s . i . minimum Zinc Coating : Hot-Dip Galvanized after fabrication: ASTM A153/A153M-B 2_Seal Byna-Lok Wire Tie Length : (3J16"0 ) (1 .5 oz/ftZ! Note: Hohmann & Barnard wiJl cerfify to a minimum of 2. 0 ozlft' Wire (Stainless Steel}: ASTM A580/A58QM - AISI Type 304 {Type 316 � 3�� ❑ 4 �� ❑ 5�� ❑ Custom available on speciai order) NOTE : Fs`BC NEEDS TO KNOW TOTAL Screw Pultout Values ( 1 % min . embed) : THICKNESS OF SHEETROCK & INSULATION Cancrete 810# {ultimate) � C-90 Hollow Block 700# (ultimate) BEFORE ORDE�2ING ! ! 1 30 Rasons Court Hauppauge , NY 11788 O HOHMANN & BARNARD , INC . - 2 � 1 'i T: 800 .645.0616 F : 639 . 234 . 0683 www. h- b . com Lionshead Transit Wekome Center Appendiz C Vail, Colorado Pa�e l. of 1 3 . 5 . 3 Kwik- Fiex Self- Driliing Screws Kwik-Flex Screw Allowable Puil-Out Values (Tensionj1 ,4 Puliout (Ib) Screw �ry�� Drill Aluminum Point Cap 2 Steel Ga� or Thickness (in.) Th�� (in.) Size �e �in.) 1 $ GA 16 GA 14 GA 12 GA 1/8 3/16 1/4 5/16 3!8 1 /2 1/8 1/4 3/8 10-16 3 0. � 50 158 200 254 638 677 -- -- — — — 306 — — 12- 14 3 0. 187 158 210 284 460 620 1159 — — -- — 210 914 -- 1 /4-14 3 0. 187 159 212 274 480 740 1015 — — — — 240 969 — 1 /4-20 4 0.312 — 206 260 500 765 1045 1215 1275 — — 230 700 1473 1 Steel members shall conform to ASTM A 36. Aluminum members shall be 6063-T5 aluminum alloy. 2 The maximum drill capacity is the maximum metal thickness the fastener can self-drill and seH-tap. 3 The base-metai thickness af No. 12 gauge steel is 0. 105" , of No. 14 gauge steel is 0.075" , of No. 16 gauge steel is 0.060" and of No. 18 gauge steel is 0.048" . 4 Based on using a safety factor ofi 3.0. Kwik-Flex Screw Allowable Shear Values � �4 Shear (Ib) Aluminum 3crew Drill Dritl Steel Gaugeg or Thickness (in.) Thickness (i�.) Point Cap.2 Size �� tin.1 1 &18 1 &14 16-16 1414 1/8"-3/16" 3l16"-1/4" 1 /4"-12 1/8"-1/8" 1/8"-1/4" GA GA GA GA GA 10-16 3 0. 150 545 693 585 — — — — 587 — 12-14 3 0. 187 526 847 662 727 — — — 335 475 1 /4-14 3 0. 187 558 925 672 967 635 — — 405 590 1 /4-20 4 0.312 540 835 633 980 670 715 660 S95 570 1 5tee1 members shall conform to ASTM A 36. Aluminum members shall be 6063-T5 atuminum atloy. 2 The maximum drlll capaci#y is the maximum metal thicicness the fastener can self-driN and self-tap. 3 The base-metal thicicness of No. 12 gauge steel is 0.105 ", of No. 14 gauge steel is 0.075", of No. 16 gauge steel is 0.060" and of No. 18 gauge steel is 0.048" . 4 Based on using a safe#y factor of 3.0. 124 Hilti, tnc. (US) 1 -800-879-8000 I www.us.hilti.com 1 en espanol 1 -8Q0-879-5000 I Hilti (Canada) Corp. 1 -800-363-4458 i www.hilti.ca I Product Technical Guide 2Q08 ,