Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Report (2)
/YJ FC2-02a 326 /524y Sul /gctY JUN 18 2020 Zeyn B.Uzman,PE,SE, PEng, F.NSPE Project TIGARD ANIMAL HOSPITAL CITY OF PGARO 116 East King Street Project# OR0386 t t Malvern,PA 19355 Designer Date Np 22.-1 1I(3. (217)652-6737 Checked Date Project Data TIGARD ANIMAL HOSPITAL 102092ESR Client: CityScapes Hilliard Ohio • : I- II L3E4''4 Sol tc," a 69t63PE ,S,OAEGON T 10,`l®�.. '. t�rN a. ui- 'XFIREs: ions have red under my d Ism Signature 6/11/2020 Date 6/30/2020 Expiration Date IllIV20 0 0 w n i n Z 0 0 w 'en'rn z 0 1191"APPROX. 0 (1 - 120" RAIL) 12000191 I ,II 4 4..mx LL • ora-.z �ox � U3m • mm 111 A.-I: ��oz _ O•T.Z1 V colCl A(A, �' n-' '' N I X. . 0 m ca 1n 0 v -0 o co v w OA ox u ?Da x 1 •• ,73 45' APPRCX. - • 1 I 119r APPROX. (1 - 120" RAIL) 12000191 PROJECT CARRIER DESCRIPTIONJ NJ TM 1'C 004 006 006 007 COMFCRTWKER RCS D36—072 REVISION REF.5 AND DALE SCALE 1/2• 1• PAGE DESCRIPTION SHEET OF CORNER ASSEMBLY AND F>O WON LAYOUT 1 2 architectural Innovations CLIENT CONTACT PERSON WORN ORDER# DRAWN BY CHECKED BY 420D DWI COURT IATIMER L4vAD NC HILLIARD.OH (614)1350-2549 ADDRESS CITY STATE 21P DATE FILE CREATED 11230 SW MOROEN CT TIGARD OR 97223 07/12/2011 nW W IN MN'.WMWm oW66 WWmm is mux JOBSDE LOCATION DWG FILE/ RApM me commie IRK RNLI SIC Ran RR nwp WIIMAL 4p5PRAt 102092 1W W 5 0VL$ MT 10THJm II6Wn NZ BOOM UA I 5 a MO /IIWe 0A94W MOW ADDRESS CITY STATE 2IP PART/ PO POI6B0^DU M WIM409 W1Nm Or NE 9as1e. 12694 SW ROYALTY PNWf TIGARD OR 92224 • t 0 N O O N O N p➢ O O N A C C a C PAN FACE PANEL LAYOUT 35"H. X 45"W. (3 REQ'D) 1.7 '44,404,1 w w v i'z im Pc r CD X RI X Y Dy y➢ O• ulm Fr, O c v�ti I F., rn 0 PAN FACE PANEL LAYOUT 35"H. X 45'W. (3 REQ'D.) PROJECT DE CARRIER DESCRIPTION TO 004 005 006 007 COWF'OTAWREA ROS 039-072 REMSaN REF./ AND DATE SCALE 2/2-a E' PADS CSP110N SHEET OF PAN FACE PANEL LAYOUT 2 2 architectural Innovations a1ENf CONTACT PERSON WOW ORDER/ DRAWN BY CHECKED BY 4200 L CR COURT IATWLER H✓AC HILLLW ON 614}&50-2549 ADDRESS Y STATE ZIP DATE FILE CREATED 11230 SW ATIRCEN CT nGARO OR 97223 07/12/2011 ixvaam ResW"OM la WO JOa9RE LOCATION DWG FILE I �10 e I.umw a NOW IOC MOM la BOARD ANIMAL HOSPITAL 102092 m xi.4114 �wwm n¢•m m W eOam¢n,maim.OR rramm•xn 0w10X man ADDRESS CRY STATE ZIP PART/ PENMEN 0[1.1 r MAR.am.6 M mom. 12594 SW ROYALTY PKWY TIGARD OR 97224 • I Zeyn B. Uzman,PE,SE,PEng, F.NSPE Project TIGARD ANIMAL HOSPITAL 116 East King Street Project# OR0386 Malvern,PA 19355 Designer zbu Date 11-Jun-20 (217)652-6737 Checked Date Wind Load on Sight Screen: Location: Tigard,OR Building Height: 18.00 ft Design Load Based on ASCE 7-10 Wind Speed: 120 mph Wind Force: F=ghGC,Ar EQ 29.5-3 qz=0.00256K,KaKoV21 I= 1 Ar= 40 Kz= 0.87 Exp C GC,= 1.9 q�= 27.3 psf Kzt= 1 Bh= 3400 Kd= 0.85 0.1Bh= 340 F= 51.8 psf Ar GOVERNING LOADING: Wind Governs USE: 51.8 psf Zeyn B.Uzman,PE,SE, PEng,F.NSPE Project TIGARD ANIMAL HOSPITAL 116 East King Street Project# OR0386 Malvern,PA 19355 Designer zbu Date 11-Jun-20 (217)652-6737 Checked Date Top&Bottom Brace Design: Panel Height: 3.00 ft Alum 6005-T5 Maximum Span: 6.17 ft Fy= 35 ksi Fb=Fy/1.67 • w„,= 77.7 plf Fb= 21.0 ksi M= 0.30 k-ft S= 0.831 in3 fb= 4.3 ksi OK X-Frame Truss: -Diagonal resists weight of structure and lateral load Panel Wgt: 93 lbs Lateral Load: 956 lbs 479 lbs/connection Tension on Member: Lateral: 864 lbs Panel: 111 lbs Total: 975 lbs Member area: 0.5 in2 f,= 1.9 ksi Ft=F11.65 Ft= 21 ksi OK ABS Panels: S= 3.2 in3 Mw= 47 lb-ft W= 5 psf fb= 175 psi Fb=0.6Fy Fy= 6000 psi Fb= 3600 psi OK • Check lip on Member for panel loading w= 78 plf f„= 35 psi F„=Fy11.65 F„= 21212 psi OK P= 78 lbs M= 117 in-lbs S= 0.031 in3 fb= 3.7 ksi OK Zeyn B.Uzman,PE,SE,PEng, F.NSPE Project TIGARD ANIMAL HOSPITAL 116 East King Street Project# 0R0386 Malvern,PA 19355 Designer zbu Date 11-Jun-20 (217)652-6737 Checked Date Connection of Screen to Unit: Location: C Wind Load: 31.1 psf Spacing of Supports: 6.166667 ft Height of Panel: 3.00 ft Lateral Force(Pullout): 574.9 lbs Vertical Force: 92.5 lbs Lateral Force(Shear): 0.0 lbs Number of fasteners: 9 1/4-20 Screws in 18 ga material Lateral Force/Fastener: 64 Ibs Allowable Pullout/Fastener: 157 lbs Vertical Force/Fastener: 10 lbs Allowable Shear/Fastener: 356 lbs Interaction Formula: f,/F,+f,/F„<1.0 f,/F,: 0.41 f,/F 0.03 0.44 OK Compression on Gusset Plate: Compressive Force: 574.9 lbs Plate width: 53 in I= 0.008626 in4 Plate thickness: 0.125 in r= 0.036084 in Plate depth: 8 in kl/r= 222 Fe= 1.85 ksi Area: 6.63 in2 fa= 0.09 ksi F.=0.877Fe 0.97 ksi OK . • JOB UZMAN ENGINEERING - SHEET NO. OF 117 Glen Aire Drive Springfield,Illinois 62703 CALCULATED BY DATE (217)652 6737 werwArzrnanengineering,com (217)529-2860 Fax zbuzman@uzmanengineering.com CHECKED BY DATE SCALE I I I I I III . I . , 1 I A4i.7)1:5' Ae 14,1 1 I : I __, I . i I I 1 1 1 I I 1 I i —4 I i I I ! I I I I II r t I I tI I o \ 1 . I , Ak- /45)r - p., 747-' 1 ' • 1 i 1 i t. i 1 1 i6f., 1 t ... 1 1 1 1 1 1 1 . I I 1 I I I I fI I I I t I I 1 . I I 1 I . . I i i• 1 ,_ 1 1 I 1I I i t I . - , I li• t . 1 I [ I • i I . . I 1 . 1 1 t I it. li I I 1 1 r 1 1 .... 1. _ I . , . . r -I I- _ .. • I i . _ • . _ _ I I i I , - .. -1 I 1 1 . 1 1 ! r 1 i 1 1 1 I - 1 , 1 i I 1 1 1-- 1 1 1 liiii tI I 1 1 I , 1 • • [ I , ! 1 1 1 . 1 1 • , I , . 1 : , 1 1. I • i ! . 1 I I i . 1 1 1 i 1 1 1 ! , [ I 1 • ; ; I I : . i ; : ; ' ,• I • I , , . . . , R.015 TYP. 2.95 — c .090 1 a c gg .125 TYP. �— 50 t.025 TWO PLCS. �� I ig w c o#~ p o eio 0 I I ---1 .120 .300 1.25 • - �_/ a - OOf.020 TWO PLC_S .188H A 1.38DETAIL A -411 G 1.63 i / FOUR SCALE 4:1 PLCS. TWO PLACES , "" f y� Q 415 .475 / B m E ,\n n� 1 oul .300— Ld // f p 105° R.125J 5'7 n R.015 R.030 2.89 m R.050 TYP./4111.—*\ ! 125 R.050 q.135t.01D C 7 I . .55 R.015 80° .06-- ) .92 .175 � `,57 DETAIL D SCALE 4:1 NOTES: 3 .10 .04 16t h o7 4 PLACES UNITS: INCHES 1.13 MAT'L THICKNESS: .125 so -� 2.16 E. N MAT'L:6005-TS ALUMINUM ,,,€ffi FINISH: MILL 211 s" 300 DIE NO: <TBD> �$o6 V o 120 .090 ALL RADII TO BE.050" W 8 p s UNLESS OTHERWISE SPECIFIED ° eiti R.015 TYP. 90° o a; o TOLERANCES(EXCEPT AS NOTED) so a 'soa .062 .015 ANGLES± 1' Eow is o< *LOCATION OF CO °u z,Tga DETAIL B EXTRUDE(ID-TYPE 1 DETAIL CSCALE 8:1 .X ± 0.03" =EmM CA ggeh SCALE 4:1 CRITICAL DIMENSIONS TWO PLACES •XX ± 0.01" `ua m e CIRCLED .XXX ± 0.005" '`i� Q� & '� • Job • Sheet No. Of Zeyn B. Uzman, PE, F.NSPE Calculated By Date 305 Charleston Greene Checked By Date Malvern, PA 19355 Scale (217)652-6737 (610)407-7085 fax zeynu©aol.com { 'Tor 9 S0 r»r, (?- _ Sz.e..4)r1, 1 / i i - I � = E Ism I ' // _ _ . -/ _ . ! . - .. .. 1--7 1 . 1 _ , A Y I I (, 1, 5) /,3) = O. /5 ? x G ,O 25 -• r , o // I 1 I O. /L7 S x o• 56 25 , a . ea D./o75 2. 4: 75 - 0 , 4570 I )z,girl 2 45 , 3 9 B6 I , 6/2 .) /,/35) = ;6.%y2 x 1 o,4495 = o . ✓ 7041 I (,&,) /,GE = a, Z// x 0 5aff a, 7g/ IA ,4d2. 1 1 1 .Z 1 ,l87 0,$o7' . i G, ed / 0, yob 1 /2i , ,05 d, DO a• 0 S = , /f2 /. 3S7 , /171 ,o, ,2v 0 00/ o , 3t7q S' d.8,3I i4d3 3 /.2.. e, 0/t 6 ,/63 bi/75 . .. , 14 p. /29 0 , 001 0, 1a13 1 - , :I G . 070. 0 , tie, Pf12/o I I /1Z REQ'D. 42i" PAN FACE BACK 42i" PAN FACE FRONT 15" 1 „ r3° a 116 I 4"- - I I NOTCH TOP & BOTTOM. 35" 31i" 3143" OVERALL PAN FACE PAN FACE i FRONT BACK 1 1 $ I 1_ I o ��---1 1 J 3„—I ---I F�-1 n3 END VIEW 7.1 a S „- BACK VIEW 0 EDGE DETAIL — SEE STEEL RULE DIE # 14 �R / �p E9 _......_F L r 0 1 1- MATERIAL: 3/16" ABS HAIRCELL UP (TYP.) o I m .... - - 1 PROJECT DESCRIPTION REVISION REF.# AND DATE SCALE 1 2" X 1' ENVISOR STANDARD PARTS / Q p o 11 m "••- PAGE DESCRIPTION A SHEET OF a„i . ,', ..''" ", A. �i,e..4.,_"' PANEL 035 X 045 PAN ABS RAW 06/25/04 1 1 L In aaaaa tIonaI CLIENT CONTACT PERSON WORK ORDER # DRAWN BY CHECKED BY 4200 LYMAN COURT AVM HILLIARD, OH (614) 850-2549 ADDRESS CITY STATE ZIP DATE FILE D 0 CD THIS S ON MIMI UIPIIBUSED OR simnel FOR YOUR JOBSITE LOCATION DWG FILE # C1 PERSOWL USE II CONNECIgN MIR A PROJECT BEING PLANNED FOR 100510 YOU BY CRYSCAPES INTHIEATH7HAL NWRPOIM)R IS NOT TO 9E E- REPRCCOCED,EXIIVIEA OR FABRICATED N NlJ'WHIN*SHOW ADDRESS CTTY STATE ZIP PART 80000066 LL PERII CKI FROM AUTHORIZED AN AURIZED OFFICER OF THE CCNPN7Y. J:\iuuoitAiuuiu.awg,c/zt/,cuuTs cca: o rRn,ncon o 0 a_ Job Sheet No. Of Zeyn B. Uzman, PE, F.NSPE Calculated By Date 305 Charleston Greene Checked By Date Malvern, PA 19355 Scale (217)852-6737 (610)407-7085 fax • zeynu@aol.com I I I I I I _ �} , S a70a 7r. �s t 1 , I3/G � 4.05 41iAGL.4 • i 1 ii 1 4a�2 /jZ 1 I . • T. : Li' (¢Z, 5)(510).3.4 e,4260014) 7S)1 x2 /14' i3O 1 ' i I I 1 1 i I = 3, 2 /,-;$/f j I , 1 i , I I • ' i I I I- i I 1 1 • I 1 I I 1 I • z E ` 1 I ; l I 1111111M111111 II _ MI 1 M • ICC Most Widely Accepted and Trusted EVALUATION SERVICE HCRpE r.'SRH, ILIInnovation RESEARCH LASS ICC-ES Evaluation Report ESR-3223 Reissued 11/2018 ICC-ES I (800) 423-6587 I (562) 699-0543 I www.icc-es.org This report is subject to renewal 11/2020. DIVISION: 05 00 00—METALS SECTION: 05 05 23—METAL FASTENINGS REPORT HOLDER: ITW BUILDEX EVALUATION SUBJECT: ITW BUILDEX TEKS SELECT' SELF-DRILLING STRUCTURAL FASTENERS ICC ICC ICC ( "�1-c� PMG LISTED "2014 Recipient of Prestigious Western States Seismic Policy Council IRS INTERNAMNAWSSPC Award in Excellence" CODE comcIL (WSSPC) A Subsidiary of WCECOUNCIP ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. ANSI There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this ACCRERnED report, or as to anyproduct covered bythe report. ISOVIEC RO65 P P Rivaud C601060150 BWy aiooa Copyright ©2018 ICC Evaluation Service, LLC. All rights reserved. • ESICC EVALUATION SERVICE Most Widely Accepted and Trusted Uw .0 1 ICC-ES Evaluation Report ESR-3223 Reissued November 2018 This report is subject to renewal November 2020. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION:05 00 00—METALS of 55 HRC.The remainder of the screw is heat-treated to a Section:05 05 23—Metal Fastenings through-hardness of 30 to 34 HRC. REPORT HOLDER: 4.0 DESIGN AND INSTALLATION 4.1 Design: ITW BUILDEX ITW Buildex TEKS SelectTM Structural Fasteners are recognized for use in engineered connections of cold- EVALUATION SUBJECT: formed steel construction. Design of the connections must comply with Section E4 of AISI S100 (AISI-NAS for the ITW BUILDEX TEKS SELECT"' SELF-DRILLING 2006 IBC). Nominal and allowable fastener tension and STRUCTURAL FASTENERS shear strengths for the screws are shown in Table 4. Allowable connection capacities for use in Allowable 1.0 EVALUATION SCOPE Strength Design (ASD), for pull-out, pull-over, and shear Compliance with the following codes: (bearing), are provided in Tables 2, 3 and 5, respectively, • 2012,2009 and 2006 International Building Code(IBC) based upon laboratory testing. Instructions on how to determine connection design capacities for use in Load ■ 2012 and 2009 International Residential Code®(IRC) and Resistance Factor Design (LRFD) are found in the • 2013 Abu Dhabi International Building Code(ADIBC)t footnotes of Tables 2, 3 and 5. For steel-to-steel tThe ADIBC is based on the 2009 IBC.2009 IBC code sections referenced connections subject to tension, the least of the allowable in this report are the same sections in the ADIBC. pull-out capacity, pull-over capacity, and fastener tension Property evaluated: strength found in Tables 2, 3, and 4, respectively, must be used for design. For steel-to-steel connections subject to Structural shear, the lesser of the allowable fastener shear strength 2.0 USES and the allowable shear(bearing)capacity found in Tables The ITW Buildex Teks Select."' Structural Fasteners are 4 and 5, respectively, must be used for design. used in engineered connections of cold-formed steel Connections subject to combined tension and shear members. The fasteners may be used under the IRC when loading must be designed in accordance with Section E4.5 an engineered design is submitted for review in of AISI S100 (AISI-NAS for the 2006 IBC). Connected accordance with IRC Section R301.1.3. members must be checked for rupture in accordance with Section E5 of AISI S100-07/S2-10. 3.0 DESCRIPTION The values in the tables are based on a minimum 3.1 General: spacing between the centers of fasteners of three times ITW Buildex Teks SelectTm Structural Fasteners are the nominal diameter of the screw, and a minimum proprietary self-drilling tapping screws which have a dual distance from the center of a fastener to the edge of any - heat treatment and are coated with a corrosion preventive connected part of 1.5 times the nominal diameter of the _ coating identified as Climaseal ACRT"^. The drill point and screw. Minimum edge distance when connecting cold- lead threads of the screws are heat-treated to a relatively formed framing members must be three times the diameter high hardness to facilitate drilling and thread forming. The of the screw,in accordance with Section D1.5 of AISI S200 balance of the fastener is treated to a lower hardness (AISI-General for 2006 IBC). Under the 2009 and 2006 complying with the hardness limits for SAE J 429 Grade 5 IBC, when the distance to the end of the connected part is screws and the hardness limits for ASTM A449-10 Type 1 parallel to the line of the applied force, the allowable screws. The threaded portion of the screw with the lower connection shear strength determined in accordance with hardness is considered the load-bearing area, used to Section E4.3.2 of Appendix A of AISI S100 (AISI-NAS for transfer loads between connected elements. Table 1 2006 IBC)must be considered. provides screw descriptions (size, tpi, length), nominal When tested for corrosion resistance in accordance with diameters, head style, head diameters, point style, drilling ASTM B117, the screws meet the minimum requirement capacities and length of load-bearing area. listed in ASTM F1941, as required by ASTM C1513, with 3.2 Material: no white corrosion after three hours and no red rust after The screws are formed from steel wire complying with the 12 hours. manufacturer's specifications. The drilling point and lead 4.2 Installation: threads are heat-treated to a minimum through-hardness Installation of ITW Buildex Teks SelectTM Structural 1CC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed '' as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as '�`' to any finding or other matter in this report,or as to any product covered by the report Copyright®2018 ICC Evaluation Service,LLC.All rights reserved. Page 1 of 3 ESR-3223 I Most Widely Accepted and Trusted Page 2 of 3 Fasteners must be in accordance with the manufacturer's contained in this evaluation report, for the design of published installation instructions and this report. The cold-formed steel diaphragms, is outside the scope of manufacturer's published installation instructions must be this report. available at the jobsite at all times during installation. 5.4 Drawings and calculations verifying compliance with The screws must be installed perpendicular to the work this report and the applicable code must be submitted - surface using a screw driving tool. The installation speed to the code official for approval. The drawings and for 1/4-inch screws should not exceed 1,800 rpm. The calculations are to be prepared by a registered design installation speed for all other screws should not exceed professional when required by the statutes of the 2,500 rpm. jurisdiction in which the project is to be constructed. Screw length and point style must be selected by 6.0 EVIDENCE SUBMITTED considering, respectively, the length of load-bearing area Data in accordance with the ICC-ES Acceptance Criteria and the drilling capacities shown in Table 1. The screw for Tapping Screw Fasteners(AC118),dated June 2012. must penetrate through the supporting metal with a minimum of three threads protruding past the back side of 7.0 IDENTIFICATION the supporting metal. 7.1 The heads of the ITW Buildex Teks Select TM' 5.0 CONDITIONS OF USE Structural Fasteners are marked with "BX" as shown The ITW Buildex Teks Select' Structural Fasteners in Figure 1. Each box of the fasteners has a label described in this report comply with, or are suitable bearing the company name (ITW Buildex), product alternatives to what is specified in, those codes listed in name, part number, size, lot number and the Section 1.0 of this report, subject to the following evaluation report number(ESR-3223). conditions: 7.2 The report holder's contact information is the 5.1 The fasteners must be installed in accordance with following: the manufacturer's published installation instructions 17W BUILDEX and this report. If there is a conflict between the 700 HIGH GROVE BOULEVARD manufacturer's published installation instructions and this report,this report governs. GLENDALE HEIGHTS,ILLINOIS 60139 5.2 The allowable connection capacities specified in (800)848.5611 Section 4.1 are not to be increased when the www.itwbuildex.com fasteners are used to resist wind or seismic forces. technical a(�itwccna.com 5.3 The utilization of the nominal connection capacities TABLE 1-ITW BUILDEX TEKS SELECT"" STRUCTURAL FASTENERS DESCRIPTION NOMINAL HEAD DRILLING CAPACITY LENGTH OF HEAD DRILL LOAD- (nom.size-tpi x DIAMETER STYLE 1 DIAMETER POINT COATING length) (in.) (in) Min. Max. BEARING AREA2 #10-16x3/4' 0.190 HWH 0.400 Tek/3 0.036" 0.150" 0.500" Climaseal ACR #12-140e" 0.216 HWH 0.415 Tek/3 0.036" 0.187" 0.470" Climaseal ACR #12-14x1" 0.216 HWH 0.415 Tek/3 0.036" 0.187" 0.500" Climaseal ACR #12-14x1" 0.216 UPFH 0.418 Tek/3 0.036" 0.187" 0.500" Climaseal ACR #12-14x11/2" 0.216 HWH 0.415 Tek/3 0.036" 0.187" 1.000" Climaseal ACR #12-14x2" 0.216 HWH 0.415 Tekl3 0.036" 0.187" 1.500" Climaseal ACR '/4-14x1" 0.250 HWH 0.510 Tek/3 0.036" 0.210" 0.450" Climaseal ACR '/4-14x11/2" 0.250 HWH 0.510 Tekl3 0.036" 0.210" 0.950" Climaseal ACR 1/4-20x1'/e" 0.250 HWH 0.510 Tek/4 0.210" 0.312" 0.500" Climaseal ACR '/4-20x1'/2" 0.250 HWH 0.510 Tek/4 0.210" 0.312" 0.830" Climaseal ACR 1/4-20x2" 0.250 HWH 0.510 Tek/4 0.210" 0.312" 1.330" Climaseal ACR 114-20x21/2. 0.250 HWH 0.510 Tek/4 0.210" 0.312" 1.830" Climaseal ACR For SI:1 inch=25.4 mm. 'Head styles:HWH=hex washer head;UPFH=undercut Phillips flat head. 'The load-bearing area is the threaded portion of the screw that is heat-treated to HRC 30-34.See Sections 3.0 and 4.2 and Figures 1 and 2 for further clarification. TABLE 2-ALLOWABLE TENSILE PULL-OUT LOADS(pounds-force)1'43'',5 SCREW NOMINAL DESIGN THICKNESS OF STEEL SHEET DESIGNATION DIAMETER NOT IN CONTACT WITH THE SCREW HEAD(inch) (In.) 0.048 0.060 0.075 0.105 'le '44 '14 #10-16 HWH 0.190 139 181 211 388 404 - - #12-14 HWH 0.216 138 186 229 481 496 808 - #12-14 UPFH 0.216 140 218 250 473 507 836 - '/4-14 HWH 0.250 169 224 273 431 582 971 - '/4-20 HWH 0.250 157 231 281 427 571 1065 1422 For SI:1 inch=25.4 mm,1 Ibf=4.4 N,1 ksi=6.69 MPa. 'For tension connections,the lower of the allowable pull-out,pull-over,and fastener tension strength found in Tables 2,3,and 4,respectively,must be used for design. °Nominal strengths are based on laboratory tests. ESR-3223 I Most Widely Accepted and Trusted Page 3 of 3 'Steel must comply with AISI S100(AISI-NAS for the 2006 IBC)and have a minimum tensile strength of 58 ksi. 4'To calculate LRFD values,multiply values in the table by the ASD safety factor of 3.0 and multiply again with the LRFD resistance factor of 0.5. 6The"-symbol denotes pull-out not tested. TABLE 3—ALLOWABLE TENSILE PULL-OVER LOADS(pounds-forceff3'4'5 NOMINAL NOMINAL DESIGN THICKNESS OF STEEL SHEET SCREW EFFECTIVE PULL- IN CONTACT WITH SCREW HEAD(inch) DIAMETER DESIGNATION (in.) OVER(I DIAMETER 0.048 0.060 0.075 0.105 'le .) • #10-16 HWH 0.190 0.400 557 641 714 — — #12-14 HWH 0.216 0.415 619 793 893 1092 — #12-14 UPFH 0.216 0.418 489 620 712 — — 1/4-14 HWH 0.250 0.510 661 952 1069 1515 — 1/4-20 HWH 0.250 0.510 667 910 1070 1568 — For SI:1 inch=25.4 mm,1 lbf=4.4 N,1 ksi=6.89 MPa. 'For tension connections,the lower of the allowable pull-out,pull-over,and fastener tension strength found in Tables 2,3,and 4,respectively,must be used for design. 2Nominal strengths are based on laboratory tests. 3Steel must comply with AISI S100(AISI-NAS for 2006 IBC)and have a minimum tensile strength of 58 ksi. °To calculate LRFD values,multiply values in the table by the ASD safety factor of 3.0 and multiply again with the LRFD resistance factor of 0.5. 5The"=symbol denotes pull-over not tested. TABLE 4—FASTENER STRENGTH(pounds-force)1'2'3'4 SCREW NOMINAL FASTENER STRENGTH(TESTED) ALLOWABLE FASTENER STRENGTH,0=3 DESIGNATION Tensile,P,, Shear,P,, Tensile,Pr,Kl Shear,P,JQ #10-16 HWH 2598 1607 866 536 #12-14 HWH 3227 2091 1076 697 #12-14 UPFH 3118 1935 1039 645 '/4-14HWH 4400 2727 1467 909 1/4-20 HWH 4490 2725 1497 908 For SI:1 inch=25.4 mm,1 lbf=4.4 N. 'For tension connections,the lower of the allowable pull-out,pull-over,and fastener tension strength found in Tables 2,3,and 4,respectively,must be used for design. 'For shear connections,the lower of the allowable fastener shear strength and the allowable shear(bearing)capacity found in Tables 4 and 5,respectively,must be used for design. 'Nominal strengths are based on laboratory tests; 4To calculate LRFD values,multiply nominal values in the table by the LRFD resistance factor of 0.5. TABLE 5—ALLOWABLE SHEAR(BEARING)CAPACITY(pounds-force)'2'3'"'s SCREW NOMINAL THICKNESS OF TOP SHEET—THICKNESS OF BOTTOM SHEET(inch-Inch)` DESIGNATION DIAMETER (in.) 0.048-0.048 0.048-0.075 0.060-0.060 0.075-0.075 1/1,-3/,. 0.105-1/4 3/16-'/4 #10-16 HWH 0.190 331 583 475 — — — — #12-14 HWH 0.216 372 646 520 646 — — — #12-14 UPFH 0.216 375 662 542 636 — — — 1/4-14 HWH 0.250 376 622 536 785 841 — — 1/4-20 HWH 0.250 356 687 520 760 858 860 — For SI:1 inch=25.4 mm,1 lbf=4.4 N,1 ksi=6.89 MPa. 'For shear connections,the lower of the allowable fastener shear strength and the allowable shear(bearing)capacity found in Tables 4 and 5,respectively,must be used for design. 2Nominal strengths are based on laboratory tests. 3Steel must comply with AISI S100(AISI-NAS for the 2006 IBC)and have a minimum tensile strength of 58 ksi. "To calculate LRFD values,multiply values in the table by the ASD safety factor of 3.0 and multiply again with the LRFD resistance factor of 0.5. 'The--"symbol denotes shear capacity not tested. 'The top sheet is in contact with the fastener head,while the bottom sheet is not. (1\31)4'-''') Illg\ MINOIM (r.rtle..) Iced —Bearing Area tced --Healing Area— FIGURE 1—TEKS SELECT HEX WASHER HEAD(HWH) FIGURE 2—TEKS SELECT UNDERCUT PHILLIPS FLAT FASTENER HEAD(UPFH)FASTENER TU F COATTM LUCITE ® CAPPING RESINS PRODUCT INFORMATION TufcoatTM4550 Data Sheet Designed co-extrusion onto HIPS and ABS for the manufacture of signage, shutters, garage doors and paneling for agricultural and recreational vehicles and other products which require high impact and low gloss. Test Procedure Method Value Units Optical Luminous Transmittance ASTM D1003 35 Thermal Melt Flow Rate (230°C/3.8Kg) ASTM D1238 1.5 g/10 min HDTUL(264 psi) ASTM D648 144 °F Vicat Softening Temperature (rate A) ASTM D1525 191 °F Mechanical Tensile Strength ASTM D638 3,600 psi Tensile Modulus ASTM D638 252,000 psi Elongation ASTM D638 35 Flexural Strength ASTM D790 6,500 psi Flexural Modulus ASTM D790 200,000 psi Izod Impact Strength ASTM D256 1.7 ft-lb/in of notch Falling Weight Impact Strength ASTM D3029 GB 40 in-lb • Physical Specific Gravity ASTM D792 1.16 g/cc Rockwell Hardness ASTM D785 4 M scale In accordance with ISO procedures under ISO 9002, these values are actual test results performed on typical test pieces and should not be considered product specifications. atInternational Release date: 6/02 For further information,call Lucite International at 1-800 4-LUCITE and ask for Technical Service. Lucite International,Inc.•7275 Goodlett Farms Parkway•Cordova,TN 38016-4909