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Plans A Division of Tomarco Contractor Specialties Vit' ,JAN 3 1 2017 Submittal Documents {y'y� i✓yi ! 1{ V'�- 4 Rf4, § $tis EQUIPMENT ANCHORAGE RICViE'CITY Op TIGARD F`ORR C-O�DE COMPLIANCE Project OT vI t1 Permit#s A -�t A AIR REP S�ddree Suite#t� a. 4* Rf�.r Location By: Date: LAKE OSWEGO, OR TICS Copy Contractor PROFESS AIR REPS 180 1 9� 17-P-00 - 0 (0N , -' � o c 'P'p/\ 41' 11, 20 \• 1/24/2017 WAYNE 1/25/2017 Prepared by: EXPIRES: 6/30/18 INTERNATIONAL SEISMIC APPLICATION TECHNOLOGY(ISAT) 14325 NE Airport Way, Suite 101, Portland, OR 97230 EQUIPMENT ANCHORAGE AIR REPS A Division of Tomarco Cont or Specialties LOCCItiOD 14325 NE Airport Way,Suite 101 LAKE OSWEGO,OR Portland,OR 97230 Contractor AIR REPS Table of Contents tiOfl BASIS FOR DESIGN DETAILS SK1 CALCULATIONS 1- 10 APPENDIX t • . Clair EQUIPMENT ANCHORAGE Pro'ect .4 Division of Tomarco Contractor S Perla/ties AIR REPS 14325 NE Airport Way,Suite 101 Location Portland, OR 97230 LAKE OSWEGO, OR Contractor AIR REPS BUILDING CODE Basis for Design 2012 EDITION OF THE INTERNATIONAL BUILDING CODE INCLUDING PROVISIONS OF THE EDITION OF THE OREGON STRUCTURAL SPECIALTY CODE SUPPLEMENTED BY THE ASCE 7 EQUIPMENT LOADS: 7 1100 UNIT: 645 LBS MATERIAL SPECIFICATIONS: SHEET METAL SCREWS SHALL CONFORM TO ICC REPORT ESR-2196 SCOPE OF WORK: THE SUPPORTING STRUCTURE IS BEYOND THE SCOPE OF THIS SUBMITTAL. IT RESPONSIBILITY OF THE CONTRACTOR TO SUBMIT THESE CALCULATIONS AND ASSO THE I CATE DOCUMENTS TO THE ENGINEER OF RECORD PRIOR TO CONSTRUCTION TO ANALYZE ABILITY OF THE SUPPORTING STRUCTURE TO ACCOMMODATE THE R E CONNECTIONS SPECIFIED IN THIS SUBMITTAL. EQUIPMENT DIMENSIONS FACTIONS FROM THE USED THE CALCULATIONS ARE BASED ON EQUIPMENT DATA SHEETS ATTACHED. EQUIPMENT WITH NO POWER RATING LISTED ASSUMED TO BE LESS THAN 10 HP. CONTRACTOR SHALL FIELD DIMENSIONS. THIS SET OF CALCULATIONS IS BASED ON THE LOADSITS STATED WITHIN THIS SUBMITTAL. IF THE LOADS AND ASSUMPTIONS q AND ASSUMPTIONS VERIFY SUBMITTAL SHALL BE REVISED. RE NOT CORRECT THIS ALL STRUCTURAL STEEL AND ANCHORS EXPOSED TO WEATHER, MOIST CONDITIONS CHEMICAL ATTACK SHALL BE TREATED FOR CORROSION RESISTANCE PER PROJECT A. LARGER THAN BOLT SPECIFICATIONS. FASTENER HOLES SHALL BE MAXIMUM 1/16" DI OR DIAMETER. DOES NOT APPLY TO VERTICAL ONLY SUPPORTS, USE WASHERS NECESSARYS FOR OVERSIZED HOLES. IF HOLES ARE OVERSIZED, THE FASTENERS OR ANCHORS BE ORS CANBE MODIFIED BY WELDING A 1/4"THICK 1 5/8"SQUARE WASHER TO THE MOUNTING HOLE A 3/16" FILLET WELD APPLIED TO A MINIMUM OF(2)SIDES OF THE WASHER, BY FILLING WITH EPDXY OR JB WELD PART NUMBER 8265S PRIOR TO PLACEMENT OR BY USE WITH OF NEOPRENE GROMMETS. WHERE EQUIPMENT IS ANCHORED TO A OF WASHER VOID ATTACHMENT OF PAD TO SLAB TO BE ADDRESSED BY OTHERS. HOUSE KEEPING PAD, A Division of Tomarco Contractor Specialties Details 6-2" 5'-10 3/4" NOTES: 1. EQUIPMENT T- MAX. WT. = 645 LBS. - ATTACH UNIT TO CURB ADAPTER WITHFOOTPRIN#12 SHEET METAL SCREWS AT 12"O.C. ENTIRE PERIMETER 2. 18 GA. MIN. CURB f r ADAPTER PER MANUFACTURER - ATTACH TO (E)2"WIDE MIN. WOOD CURB WITH 1/4" DA. X 3"LONG LAG SCREWS AT 12"O.C. CENTERED IN MEMBER L J (1) ENTIRE PERIMETER (2) UNITANCHORAGEPLAN 1/2"SCALE: 1 0 PROJECT: AIR REPS ORIGINAL: 1/24/17 DRAWN BY: CE International Seismic Application Technology CONTRACTOR: 14848 Northam Street,La Mirada, CA 90638 AIR REPS 877-999-4728(Toll Free) 714-523-0845(fax) A Division of Tomato,Contractor Specialties www.isatsb.com PAGE: SK1 MISAT A Division of Tomarco Contractor Specialties Calculations F E A APPLICABLE CODES./2007 2010/20103 CBC AND 2005/2009 20 WORKSHEET INTERNATIONAL SEISMIC INTERNATIONAL SEISMIC APPLICATION TECHNOLOGyedonASCE7-05/10) APPLICATION TECHNOLOGY 14325 NE Airport Way Suite#101,Portland,OR 97230 PHONE 503-252-4423 I FAX 503-252-4427 Project Name: AIR REPS Location: LAKE OSWEGO,OR Date: 1/24/2017 Project Zip Code: 97224 Contractor: AIR REPS TABLE 1-PROJECT SEISMIC ENGINEERING PARAMETERS Note: The following Seismic Criteria was obtained from the structural portion of the project documents. Information not provided in the project documents has been derived from the code sections or tables noted below. Design spectral response acceleration(5%Damped)at short periods(ASCE 7-05/10,Section 11.4.4) Component Importance Factor(ASCE 7-05/10,Section 13.1.3) I,= 1.00 Average Roof Height of Structure Relative to the Base Elevation SDs=0.9 Factors that vary per trade.(See Table 3 below for values) h= 1.00 Component Amplification Factor(ASCE 7-05/10,Table 13.6-1) ap=(see table 3) Component Response Modification Factor(ASCE 7-05/10,Table 13.6-1) Seismic Design Category(ASCE 7-05/10,Table 11.6-1) Rp= (see table 3) Seismic Design Category=D TABLE 2-SEISMIC DESIGN FORCE EQUATIONS(FROM ASCE 7-05/10,CHAPTER 13) F, CALCULATION(Eq.13.3-1) Fp = 0.4a x SDs x W x 0.7 x (I+2(z/h)) Fp need not be greater than 0 0 1.6xSDsx1pxWpx0.7= shallnotbelessthan 0.33xSDsx4xWp x0.7 = 1.01 NOTE:Values in Table 2 are multiplied by a factor of 0.7 for conversion to"Allowable Stress Design"(ASCE 7-05/10,Section 2.4.1) 0.19 TABLE 3-SEISMIC DESIGN FORCE(F),)PER COMPONENT&FLOOR Wet-Side E•ui•ment Generators. MCC's. nel &Engines Ba terle. nverter Bord- Swi h e ear Neoprene Air- id Lighting Fixtures R - - Floor# Eami Turbines.Pumps Transformers. Mt c• Isola ed m men Comm.Eaulo Components Other Meal -� /Story Compressors,s,_ ---yrs• -� Eauinment and Sorina V I - C9nstru ed of or Electrical --�_ PressuInstrumentation t Eauinment and Controls Sheet Metal Cpmoonnnts _Am_A___ ap=2.5 ap= 1.0 a Framino Eauinment = 1.0 GRADE Rp=6.0 R,= 2.5 Rp=2.5 ap= 2.5 ap= 1.0 0 0.19 0.19 p Rp=6.0 Rp= 1.5 . ap=2.5 ROOF 0.32 0.30 0.19 0.19 0.19 R,=2.0 0.30 0.32 0.50 0.265 0.329 0.76 0.95 NOTE:Values in Table 3 are the resultant after comparing Fp with Fp.max&Fp.min. z=Overhead Deck Elevation From Grade(ft.) V.l.=Vibration Isolated Components are not assumed vibration isolated unless denoted as V.I.above 1 of 10 Search Results for Map Page 1 of 1 ' ' Applied Tecna,alogy Council- ED BYL OCAT/O'N W/NDSPE ASCE 7 Windspeed ASCE 7 Ground Snow Load Related Resources Sponsors About ATC Contact Search Results ) eatLIMON cowuou yASKAfc ewAN Query Date:Tue Jan 24 2017 Latitude:45.3890 Longitude:-122.7564 � --- N OP ASCE 7-10 Windspeeds NINUi N M4:l ANA peak gust in mph*): ,Gr DANr Risk Category I:100 aatcoe �pAt,o wwCMiNa� Risk Category II:110 NI e Risk Category III-IV:115 MRI'*10-Year:7258el MA°^ United St ,fit''."'(•C'''."'(•C'MRI"*25-Year:79 SanFrsoncwCo MRI**50-Year:85 (7 At 0FaltA otasveges MRI**100-Year:91 Ag9eiea AFa7QNA% A M'Yr 0 ASCE 7-05 Windspeed: ton es sego �"",ego data a)2.017Google.INEGI 85(3-sec peak gust in mph) Go g(e ASCE 7-93 Windspeed: "77(fastest mile in mph) *Miles per hour **Mean Recurrence Interval Users should consult veth local building officials to determine if there are communrty5Pecifb wind speed requirements that govern. ITJPrint vOUf results WINDSPEED WEBSITE DISCLAIMER The material presentedreAin the sponsors reportshould not While the information presented on this website is believed to be correct,ATC and its sponsors and contributors beas usede no responsibility for liabilityyfor f accuracy. without competent examination and verification of its or relied upon any specificyeapp accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the nor to substitute for the standard of care required of such professionals in use of this information replace the sound judgment of such competent professionals,having experience and in knowledge in thedfield of the su, by this website.Users of the information from this and applying results of the wi from euort provided governing building code bodies responsible for building code approval and interpretation for the from this website assume all liability arising from such use. Use of the output of this website does not imply abuilding bthe g 9 building site described by latitude/longitude location in the windspeed load report. Sponsored by the ATC Endowment Fund•Abolied Tec ilii••201 Redwood Shores Parkway,Suite 240•Redwood City,California 94065•(650)595-1542 2 of 10 eed•atcouncil-erg/index•php?option=corn_content&view=article&id=10&dec*.* 1/24/2017 http://wmds p Project: Test System ID(s): 1 Design Requirements Power Supply 480/3/60 MODEL #: DSC060XX)C4BXXX Cooling Capacity 5 Ton Outdoor Design Temp 95.0°F Cooling Performance Total Capacity 59.52 MBH Indoor Dry Bulb Temp 80.0°F Indoor Wet Bulb Temp 67.0°F ooStages Capacity 44.0One MBH Total CFM Cooling One ESP U. O6 Refrig Type R410A Configuration Compressor Type Copeland Scroll Dow+nftow Pressure Switches n TempHigh&Low(std) Outdoor Design 95.0°F Mixed Entering Air Temp(db) 80.0°F Standard Features:DC Series Packaged Units Mixed Entering Air Temp(wb) 67.0°F -R-41 OA chlorine-free refrigerant Leaving Air Temp(db) ° -High-efficiency 58.6 F cy Copeland scroll compressor(s) Leaving Air Temp(wb) 57°F -Copper tube/aluminum fin coils Efficiency(at AHRI conditions) 14 SEER/11.6 EER -High-capacity,steel-cased filter dryer Heating Performance --High-and Low-pressure switches Elect Htr KWLugged electrical contactor No Heater Selected -Singlepoiht power Supply Air Blower Performance -Color Coded Wiring Total Air Supply 1900 CFM -Foil Faced Internal Insulation ESP 0.61Wf, -Meavy-gauge,galvanised-steel cabinet Blower Type Belt Drive -UV-resistant powder-paint finish Wo►sepower 1 -Full perimeter base rail Base Unit Electrical Data Power Supply 480/3/60 Min Circuit Ampacity 12 Max Overcurrent Protection Amps 15 Amps Base Unit with Electric Heat Kit Heat Kit Model N/A Min Circuit Ampacity N/A Amps Max Overcurrent Protection N/A Amps Physical Attributes Base Unit Oper.Weight(lbs) 570 Decibels 78 Filters ° 4 14x20x2 Accessories Fid hat Fct Inst item Description S Dimensions InsDDNECNJ3672 Low-Leak DownBow Economizer 43x20x24 75 N/A No Heater Selected Project: Test System 1©(s): 1 DIMENSIONS k .------, 47'12" \\, v ,, �l\llll"4,'�1)��}�--, x..7-- 1 • \/I 3 to 5 Tons:38'%6"I `' } /. 6 Tons:42"/ie" x� I \ 11 k, ,„ N\ \ 1 741/u" i 48'1,6" 0,z). g9 ti • rt 11" 418" H 17" .17%" 4+ 19'/,6" l ---- . 25" r 11111.111.11111111111 12" SUPPLY ® I .. 5.4_-..______ _ RETURN DRAIN € ' __,L_ THRU CURB EMBOSS ` I ' ! _,__ -- LOCATION FOR [ 5'/s"_.._ ._..__ :--- THRU THE °}`_ �1_ , BASE t ) _..._._-.._._._-- UTILITIES `, . . 6 114" i SUPPLY _ -h, Horizontal Discharge 1 1 0 " t- s 81a " 16 r Mk ONIMMINNIMBh. I,. 47'/2" BOTTOM VIEW OF UNIT Vertical Discharge Project: Test System ID(s): 1 Submittal Data: DDNECNJ3672 Economizer 17.29---�.. ' 111.97 i /` /: t 23,85 -s6.r6101.53y4, --�,ty iA i� .53 -8.22 F � t �f SPECIFICATIONS •Economizer installs internal to Packaged Roof Top Unit •100% Fully Modulating Dampers can allow up to 100%outside air *Honeywell Economizer Controls including: W7220 JADE Digital Economizer Module w/Backlit LED Display&Diagnostic Capabilities C7400S Outdoor Air Enthalpy Sensor C7250A Mixed Air Discharge Sensor .Honeywell MS7105K Damper Actuator •Adjustable Minimum 0/A Damper Position .Integral Barometric Relief Damper ••Hoods Factory are Wpaintedired to match unit DIMENSIONED REVISIONS DPER ANSI MIMI-1M APPROVED DESCRIPTION 1111120111® 00 Attn: Tag:____----_ vmom INITIAL DWG Approval: SUPPLY AIR RETURN AIR y\ ' 1215/8" F.`, \ .9- 4644641 245/8 , . , TED EXISTING CURB LAYOUT ,a; {� INSULA �>......:2,1-,,,,,-;:---- �"-- COVER � LJ1II75314" 1----33 1/4" -"-_n r---1-1-7 �I SUPPLY � 51 12" 491/4" i_23" 2112„ RETURN 401/4" 2 1/4" L..� 5" 2 1/4" 25 3/4" 70 3/4" 18" 11111111111111116.. y1 m� R/S WILL BE UNLESS EXACT DUCT DDIVMENSIONS ARE GIVEN _1 �_-53"� TO CDI 3" 77 1/4" CRIB WEIGHT(UM) ILS DATE m,T 1-2590-7036 Notesimmi: QUOTE#: '''...4....'"74... Fddey.Januar/21,2011 1:4 CURBDIRESERVES SHOWN IS CDI RIGHT TO CHANGED CONFIAYATION17660 TYLER ST NW �1a5so-loss El CDI THE RIGHT TO LAYOUT �' �':"'^" ELK RIVER,MN 663J0 FY SUPPLY AND RETURN OPENING �� CDI(763)91.7790 •"'�" 1.1.5"ADDED TO OLD CURB 0.0 WITHOUT NOTIFICATION.IFO CURB IS NEEDED N IN A NO EF ParesslWNs ELKRI+ass+ 2.MATERIAL:18 ga.GALVANIZED STEEL DIFFERENT CONFIGURATION CDI MUST BE NOTIFIED FAXBA�CK���c�OKASIS �=-� Mill 3.GASKET PROVIDED WITH CURB . 4.INSULATION:1"1 1/2 LB DENSITY PRIOR TO PLACING AN ORDER. JOB: AIR REPS „I - SHEET NO.: ' _ 14325 NE Airpoirt Way.Suite 101 OF A nvnionurAmmo Contractor sperwtres Portland,OR 99230 CALCULATED BY: CE DATE 1/24/17 CHECKED BY: -_DATE PROJECT NO.: 17-P-0018 DESIGN OF CONNECTIONS FOR UNIT: EQUIPMENT INFORMATION: Equipment weight,W= Length Between Anchors,L= 645 lbs Width between Anchors,w= 70.75 in Height,h= 40.25 in Height to C.G.,Hc.g.= 56.81 in Eccentricity ey,(5%)= 28 in 2.0125 in SEISMIC FORCE: Fp= 0.32 x Wp = Fv= 0.13 x Wp = 206.4 lbs 81.3 lbs ANALYSIS: • M(overturning)=Fp x Hc.g.= M(resisting)=(0.6xWp-Fv)x(w/2-ey)= 5863.1 in-lbs5537.5 in-lbs Tension per side,Ts=(Mo-Mr)/w= Shear per side,Vs=Fp/2= 8.1 lbs (if negative T=0) 103.2 lbs Number of Connections per side,n= 1 Tension per connection,T=Ts/n= Shear per connection,V=Vs/n= 8.1 lbs 103.2 lbs TAKE SHEAR TO SHORT SIDES AND TENSION TO LONG SIDES T= 8.1 / T= 103.2/ 308 0.03 SMS 308 0.34 SMS • 7 of 10 ISAT SEISMIC BRACING Job: AIR REPS k�� 4_I NEUDate: 1/24/2017 vr r { 14325 Po AirportNIT Way,rtland,OR 97230 Suite 101 Designed By: CE Po A Division of Tomino Contractor SpecialtiesaSpecialties ASCE 7-10 (IBC 2012)WIND: BUILDING DATA: Basic wind speed(3 sec gust)= 115 MPH (LRFD) Basic wind speed(3 sec gust)= 89.08 MPH (ASD) (IBC Eq 16-33) Exposure C Building Roof Height H = 40 ft Component Shape= Square Component Height h= 3.23 ft Component Width W= 6.17 ft Component Depth D= 4.02 ft 29.5, Design Wind Load on Other Components 29.5-1) F = gZGCfAf (Eq qZ .00256 KZ KZ1 Kd V2 (Eq 29.3-1) Ht. z at the centroid of area Af= 1.617 ft 29.3.2,Table-29.3-1 Exposure coefficient KZ= 1.04 Topography factor KZ1= 1.00 28.6.2 Directionality factor Kd= 0.9 Table 26.6-1 Occupancy Category= 3 qZ= 19.01 psf Gust Effect factor G= 0.85 26.9.1 - h/D= 0.81 Force coeff Cf= 1.3 Figure 29.5-1 through 29.5-3 Design wind pressure, F/Af = 21.01 psf Structure Area= 3.234 x 6.172 = 19.96 ft2 Horizontal Load= 1.9 x 21.01 x 19.96 = 796.9 lbs 1.9 factor per ASCE 7-10 Section 29.5.1 for roof h<_ 60' Structure Area= 6.172 x 4.016 = 24.78 ft2 Horizontal Load= 1.5 x 21.01 x 24.78 = 781.1 lbs 1.5 factor per ASCE 7-10 Section 29.5.1 for roof h<_ 60' 8 of 10 JOB: AIR REPS ,�t��1Y i SHEET NO.: 14325 NE AirportWay,Sui[e 101 OF Anlv:rw"ul loa+oo contnoror Sppames Portland,OR ay,Su CALCULATED BY: CE DATE CHECKED BY: 1/24/17 _��DATE PROJECT NO.: 17-P-0018 DESIGN OF CONNECTIONS FOR UNIT.. EQUIPMENT INFORMATION: Equipment weight,W= Length Between Anchors,L= 645 lbs Width between Anchors,w= 70.75 in Height,h= 40.25 in Height to C.G.,Hc.g.= 56 28 in 28 in WIND FORCE: WL= Wv= 769.9 lbs 781.1 lbs ANALYSIS: . M(overturning)=W x Hc.g._ M(resisting)_ in-lbs 7788.4 in-]bs Tension Shear per side,Vs=W/2= 740.4 lbs (if negative T=0) 385.0 Ibs Number of Connections per side,n= 1 Tension per connection,T=Ts/n-- Shear Shear per connection,V=Vs/n= 740.4 lbs 385.0 lbs TAKE SHEAR TO SHORT SIDES AND TENSION TO LONG SIDES T= 740.4/ V= 385.0/ 308 2.40 SMS 29.43 USE#12 @ 12"SPA 308 1.25 SMS 32.20 USE#12 @ 12"SPA 9of10 Projectk{ � �,� r • , , Title/Scale __-q _ Date l 12 /41 >`--11 II 4 ,--__ Calculated By { Date Checked By �.: ilcation Technology ` Of International Seismic App - Sheet No. 14352 NP:AirportW03)25244232xu1#F: (503)252-442e 101,Portland,07 97230 www.lsatsb.com U'Sf.. wood WS Caa(AT r._ R .,._.. ... Tow - -SLA() , Lk kl f 0,5( *:-"" 3 . 0 1: \-1c't ‘blin (N. 10) eVI ) .---' irL •t 0 .--- "1 140•14. k /I S-12'•(6 kl ' -.:" 1" • ' SceS 40 / I (Qp 17 - 2,• y scDs \3),A`t i V• Z P .mob. \ L 't t 9 s .S. e. `2" ' Oar') � �II �a 0 Y____ 10 of 10 A Division of Tomarco Contractor Specialties Appendix ES ICC EVALUATION SERVICE Most Widely Accepted and Trusted ESR-2196 . ICC-ES Evaluation Report Issued October 2015 Revised December 2015 This report is subject to renewal October 2017. www icc-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION:05 00 00—METALS 3.0 DESCRIPTION Section: 05 05 23—Metal Fastenings 3.1 General: DIVISION:06 00 00—WOOD,PLASTICS AND The Hilti Self-drilling and Self-piercing Screws are tapping screws, case-hardened from carbon steel conforming to COMPOSITES Section:06 05 23—Wood,Plastic,and Composite ASTM A510,Grades 1018 to 1022.Table 1 provides screw designations, sizes and descriptions of head styles, point Fastenings styles, drilling/piercing ranges, length of load bearing area and coatings. Screws are supplied in boxes of individual DIVISION:ection: 092 1 .23 FINISHES screws, or in collated plastic strips. See Figures 1 through Section:09 2216.23—Fasteners 11 for depictions of the screws described in Sections 3.2 through 3.12,respectively. REPORT HOLDER: 3.2 HWH and HHWH Self-drilling Screws: HILTI,INC. The#8,#10,#12 and 1/4-inch HWH and HHWH self-drilling screws comply with ASTM C1513 and SAE J78 and have 7250 PLA O,DTEXAS 75024 ,SUITE 1000 Hex Washer or High Hex Washer head styles.The 1/4-inch PLANO,879-8000 75024 HWH screws have a larger diameter than #14 screws (800) complying with ASME B18.6.4, and may be used where www.us _us.hilti.com #14 self-drilling tapping screws are specified. The screws u-wtnT .r•aiservicesCa�hilti.com have an electroplated zinc coating or a proprietary coating, `-��� as indicated in Table 1A. EVALUATION SUBJECT: 3.3 HWH Self-piercing Screws: HILTI SELF-DRILLING AND SELF-PIERCING SCREWS The #8 and #10 HWH self-piercing screws comply with ASTM C1513 and have a Hex Washer head style. The 1.0 EVALUATION SCOPE screws have an electroplated zinc coating or a proprietary coating,as indicated in Table 1A. Compliance with the following codes: 3.4 PPH Self-drilling Screws: • 2015, 2012, 2009 and 2006 International Building Code®(IBC) The #8 and #10 PPH self-drilling screws comply with ASTM C1513 and SAE J78 and have a Phillips Pan head • 2015, 2012 and 2009 International Residential Code® style. The screws have an electroplated zinc coating as (IRC) indicated in Table 1A. • 2013 Abu Dhabi International Building Code(ADIBC)1. 3.5 PPFH SD Framer Self-drilling Screws: with tThe ADIBC is based on the 2009 IBC.2009 IBC code sections referenced The #7 PPFH SD Framer self-drilling screws comply in this report are the same sections in the ADIBC. the material and performance requirements of ASTM C1513. The dimensions of the screws comply with the Property evaluated: manufacturer's quality documentation. The screws have a Structural Phillips Pan Framing head style and have an electroplated zinc coating or a proprietary phosphated coating, as 2.0 USES indicated in Table 1A. The Hilti Self-drilling and Self-piercing Screws are used to 3.6 PBH SD Self-drilling Drywall Screws: connect cold-formed steel members together and tond #8 connect gypsum wall board, wood or other building The #6 PBH ASTMD a C954.The BH SDhave arPh Igps scrugleews materials to cold-formed steel. The screws are used comply with of in engineered he code)orocold-formed steel proprietary duplex le and have coat ng or electroplated proprietary phosphated atg d connections prescribedYcoating,as indicated in Table 1 B. framing and for sheathing to steel connections. be construed 0 ANSI as an endorsement of the subject of the report or a recommendation for g itsttuse.There cs or any oishno warranty by ICC Evaluationer attributes not Service,Service LLCYexpressoor implied,as NSI to any finding or other matter in this report,or as to any product covered by the report. page 1 of 10 Copyright®2015 ICC Evaluation Service,LLC. All rights reserved. ESR-2196 I Most Widely Accepted and Trusted Page 2 of 10 3.7 PBH S Self-piercing Drywall Screws: prescribed in Section C2.2.3 of AISI S213, which is The #6 PBH S self piercing screws comply with ASTM referenced in 2015 and 2012 IBC Section 2211.6 (2009 C1002, Type S. The screws have a Phillips Bugle head • referenced in 2006 IBC Section 2210.5). style and have an electroplated zinc coating or a IBC Section 2210.6; Section C2.2.3 of AISI-Lateral, proprietary phosphated coating,as indicated in Table 1B. 4.1.2.3 Hilti PBH S Screws(Section 3.7): These screws to cld- 3.8 PWH SD CMT BD Self-drilling Drywall Screws: are recognized for use in fastening formed steel framing less than 0.033yn ch (0.8sumamm) thick, The#8 PWH SD CMT BD self-drilling screws comply with in accordance with IBC Section 2506 and 2015 IRC ASTM C954. The screws have a Phillips Wafer head style Section R702.3.5.1 (2012 and 2009 IRC Section and have a proprietary coating as indicated in Table 1B. R702.3.6). 4.1.3 Engineered Design: The Hilti HWH, HHWH, PPH, 3.9 PTH SD Framer Self-drilling Screws: The #10 PTH self-drilling screws have a Phillips Truss PPFH SD Framer, PTH SD Framer, PPCH SD Framer, TPCHhead style and, except for the number of threads per screws describedSD Framer and PFTH SD Framer. , 3.9,self-drilling 3.11 inch, comply with ASTM C1513. The screws have an in Sections 3.2, 3.4, 3.5, 3.10, 3.11 htroplated zincwcoatingSas 5ie Tables and 3.12, respectively, and the HWH self-piercing screws eledescribed in Section 3.3, are recognized for use in 3.10 PPCH SD Framer Self-drilling Screws: engineered connections of cold-formed steel light-framed The#10 PPCH SD Framer self-drilling screws comply with construction. For the self drilling screws, design of the connections ASTM C1513. The screws have a Phillips Pancake head style and an electroplated zinc coating as indicated in must comply with Section E4 of AISI S100 (AISI - NAS Table 1A. under the 2006 IBC), using the nominal and allowable 3.11 TPCH SD Framer Self-drilling Screws: fastener tension and shear strengths for the screws,shown in Table 5. Allowable connection strengths for use in The#12 TPCH SD Framer self-drilling screws comply with Allowable Strength Design (ASD for and shear (bearing) capacity for commonlush sheet steel ASTM C1513. The screws have a Torx Pancake head style and an electroplated zinc coating as indicated in thicknesses are provided in Tables 2, 3 and 4, Table 1A. respectively, based upon calculations in accordance with 3.12 PFTH SD Framer Self-drilling Screws: AISI S100(AISI-NAS under the 2006 IBC). For the se screws, design of connections must The#10 PFTH SD Framer self-drilling screws comply with comply withlf-piercing Section E4 of AISI S100 (AISI - NAS under ASTM C1513. The screws have a Phillips Flat Truss head the 2006 IBC), using the nominal and allowable fastener style and an electroplated zinc coating as indicated in tension and shear strengths for the screws, shown in Table 1A. Table 5. Allowable connection strengths for use in 3.13 Cold-formed Steel: Allowable Strength Design (ASD)for pull-over capacity for steelCold-formed steel material must comply with Section A2 of ba edon up neet calculationskrses insaccorda cearevided with in Tble 3, AISI S100 AISI S100. (AISI - NAS under the 2006 IBC). Allowable connection strengths for use in Allowable Strength Design (ASD) for 4.0 DESIGN AND INSTALLATION 4.1 Design: pull-out and shear (bearing) capacity for common sheet 4.1.1 General: Screw thread length and point style must steel thicknesses are provided in Tables 2 and 4, respectively, based upon results of testing in accordance be selected on the basis of thickness of the fastened with AISI S905. on how todesign material and thickness of the supporting steel, respectively, ure 12 stIrepengthsl for use in Load andl ResistancenFactor Design based on the length of load bearing area (see Fi ) g and drilling/piercing capacity given in Table 1. (LRFD)are found in the footnotes of Tables 2,3 and 4. For When tested for in connections subject to tension, the least of the allowable ASTM Btest for corrosion with resistanceengs described accordancein withle 1 pull-out, pullover, and tension fastener strength of screws met the minimum requirement listed in ASTM F1941, as found in Tables and 5, respectively, must used for design. For connections subject to shear, the lesser of the required by ASTM C1513, with no white corrosion after allowable shear (bearing) and fastener strength found in three hours and no red rust after 12 hours. Tables 4 and 5, respectively, must be used for design. 4.1.2 Prescriptive Design: Connections subject to combined tension and shear 4.1.2.1 Hilti HWH & HHWH, PPH, PTH SD Framer, loading must be designed in accordance with Section E4.5 PPCH SD Framer, TPCH SD Framer and PFTH SD of AISI S100-12. The nominal strengths used in the Framer ScD Fra (Sections SD 3.3, 3.4, 3.9, 3.10, 3S 1 combined loading equations must be the lesser of those and 3.12 respectively): These screws are recognized for shown in this repE4.55rt.1 or E4and thoseE4calculated in ac use where ASTM C1513 screws of the same size and type with Section .5.2 of AISI S1000or2anae 12, as (self-drilling and/or self-piercing)are prescribed in the IRC applicable. ahein ad For screws used in framing connections, in order for the IBCnd Section inte AISI 2211Standards(2009 and 2006refIBC renced Section2015 221 n0).2012 screws to be considered fully effective, the minimum spacing b 4.1.2.2 Hilti PBH SD and PWH SD CMT BD Screws distance musteen be theethefasteners times the nominal diameter minimumand the ofd the • (Sections 3.6 and 3.8, respectively): These screws are screws, except when the edge is parallel to the direction of recognized for use in fastening gypsum board to cold- the applied force, the minimum edge distance must be formed steel framing 0.033 inch to 0.112 inch (0.8 to 1.5 times the nominal screw diameter. When the spacing 2.8 mm) thick, in accordance with IBC Section 2506 and between screws is 2 times the fastener diameter, the 2015 IRC Section R702.3.5.1 (2012 and 2009 IRC Section connection shear strength values in Tables 4A and 4B R702.3.6). They are also recognized for use in attaching must be reduced by 20 percent (Refer to Section D1.5 of gypsum board sheathing to cold-formed steel framing as AISI S200). ESR-2196 I Most Widely Accepted and Trusted Page 3 of 10 e ds are not to For screws used in applications other than framing 5.2 Thein to aabl wads the fasteners in Section 4.1 to resistconnections, the minimum spacing between the fasteners must be three times the nominal screw diameter and the wind or seismic forces. _ minimum edge and end distance must be 1.5 times the 5.3 The utilization of the nominal strength values nominal screw diameter. Under the 2009 and 2006 IBC, contained in this evaluation report, for the design of cold-formed steel diaphragms, is outside the when the distance to the end of the connected part is parallel to the line of the applied force, the allowable scope of this report. Diaphragms constructed using - connection shear strength determined in accordance with the Hilti self-drilling or self-piercing screws must berecognized in a current ICC-ES evaluation report Section E4.3.2 of Appendix A of AISI S100-07 or AISI - NAS,as applicable must be considered. based upon the ICC-ES Acceptance Criteria for Steel Under the 2015 IBC, connected members must be Deck Roof and Floor Systems(AC43). checked for rupture in accordance with Section E6 of AISI 5.4 Drawings and calculations verifying compliance with S100-12 (Section E5 of AISI S100-07/S2-10 for the 2012 this report and the applicable code must be submitted IBC;Section E5 of AISI S100-07 for the 2009 IBC). to the code official for approval. The drawings and calculations are to be prepared by a registered design 4.2 Installation: professional when required by the statutes of the Installation of the Hilti Self-drilling and Self-piercing Screws jurisdiction in which the project is to be constructed. must be in accordance with the manufacturer's published 5.5 The rust inhibitive (corrosion resistant) coating on the installation instructions and this report. The manufacturer's screws be suitable use, as published installation instructions must be available at the screws mustu bbethesuitabe for theen intended use jobsite at all times during installation. det6.0 EVIDENCE SUBMITTED The screws must be installed perpendicular to the work surface using a variable speed screw driving tool set to Data in accordance with the ICC-ES Acceptance Criteria not exceed 2,500 rpm. The screw must penetrate through for Tapping Screw Fasteners (AC118), dated April 2015 the supporting steel with a minimum of three threads (editorially revised October 2015). protruding past the back side of the supporting steel. 7.0 IDENTIFICATION 5.0 CONDITIONS OF USE Hilti Self-drilling and Self-piercing Screws are marked with The Hilti Self-drilling and Self-piercing Screws described in an "H" on the top of the heads, as shown in Figures 1 e S Self-piercing 11. Packages of Hilti Self-drillingpiercing this report comply with, or are suitable alternatives to what Screws are labeled with the repng and Self- name is specified in, those codes listed in Section 1.0 of this report,subject to the following conditions: (Hilti, Inc.), the fastener type and size, and the evaluation 5.1 Fasteners must be installed in accordance with report number(ESR-2196). the manufacturer's published installation instructions and this report. If there is a conflict between the manufacturer's published installation instructions and this report,this report governs. TABLE 1A-HILTI SELF-DRILLING AND SELF-PIERCING STEEL-TO-STEEL SCREWS(ASTM DR LENGTH NOMINAL DRILL PIERCING OF LOAD 2 NOMINAL SCREW HEAD DESIGNATION DESCRIPTION DIAMETER HEAD POINT CAPACITY BEARING COATING2 :'STYLE' DIAMETER (Number)®h) AREA' (Size-TPI) (inch) (inch) (inch) 0.190 5/8 HWH 0.399 3 0.110 0.175 0.187 Zinc-2 S-MD 10-16 X 3/4 HWH#3 #10-16 0.190 3/4 HWH 0.399 3 0.110 0.175 0.375 Zinc-2 S-MD 10-16 X 3/4 HWH#3 #10-16 0.190 3/4 HHWH 0.399 3 0.110 0.175 0.375 Zinc-2 S-MD 10-16 X 3/4 HHWH#3 #10-16 HWH 0.399 3 0.110 0.175 0.625 Zinc-2 S-MD 10-16 X 1 HWH#3 #10-16 0.190 1 #10-16 0.190 11/4 HWH 0.399 3 0.110 0.175 0.875 Zinc-2 S-MD 10-16 X 11/2 HWH#3 0.190 11/2 HWH 0.399 3 0.110 0.175 1.125 Zinc- S-MD 12 2-14 X 3 1 HWH 4 HWH #10-16 0 216 314 HWH 0.415 3 0.110 0.210 0.313 Zinc-2 S-MD 12-14 X3 #3 #12-14#12-14 0.216 1 HWH 0.415 3 0.110 0.210 0.562 Zinc-2 S-MD 12-14 X 1 HWH#3 11/2 HWH 0.415 3 0.110 0.210 1.062 Zinc-2 S-MD 12-14 X 2 H WH#3 HWH#3 #12-14 0.216#12-14 0.216 2 HWH 0.415 3 0.110 0.210 1.562 Zinc-2 S-MD 12-14 X 3/H 0.250 3/4 HHWH 0.500 3 0.110 0.220 0.313 Zinc-2 S-MD'/4-14 X3/4 HHWH#3 /4 14 0.250 1 HHWH 0.500 3 0.110 0.220 0.562 Zinc-2 S-MD 11/2 HS-MD'//4-1 4XX 1 HHWH 2HHWWHHH 1/4-14 #3#3 1/4-14 0.250 11/2 HHWH 0.500 3 0.110 0.220 1.062 Zinc-2 S-MD'/4-14 X 2 H 0.250 2 HHWH 0.500 3 0.110 0.220 1.562 Zinc-2 #3 �/4-14 0.110 0.175 0.313 Zinc-2 #10-16 0.190 5/8 PPH 0.364 3 S-MD 10-16 X 8/4 PPH 0.190 3/4 PPH 0.364 3 0.110 0.175 0.375 Zinc-2 S-MD 10-16 X 13PPH#3 PPH#3 #10-16#10-16 0.190 1 PPH 0.364 3 0.110 0.175 0.500 Zinc-2 S-MD 10-16 X 1 7/8 HWH 0.415 4 0.175 0.250 0.375 Zinc-2S-MD 12-24 X'/e HWH#4 #12-24 0.216 S-MD 12-24 X 11I4 HWH#4 #12-24 0.216 11/4 HWH 0.415 4 0.175 0.250 0.625 Zinc-2 ESR-2196 I Most Widely Accepted and Trusted Page 4 of 10 NOMINAL NOMINAL DRILLING/ LENGTH . DESIGNATION DESCRIPTION DIAMETER SCREW HEAD NOMINAL DRILL PIERCING OF LOAD (Size-TPI) (inch) LENGTH STYLE' HEAD POINT CAPACITY BEARING COATING2 (inch) DIAMETER (Number) (inch) AREA4 S-MD 12-24 X 11HWH#5 ®w (inch) /4 #12-24 0.216 11/4 HWH 0.415 S-MD 10-16 X 5/8 HWH#3 Kwik-Cote 5 0.250 0.500 0.437 Zinc-2 #10-16 0.190 5/8 HWH 0.399 S-MD 10-16 X 3/4 HWH#3 Kwik-Cote 3 0.110 0.175 0.187 Kwik-Cote #10-16 0.190 3/4 HWH 0.399 S-MD 10-16 X 3/4 HHWH#3 Kwik-Cote #10-16 3 0.110 0.175 0.375 Kwik-Cote S-MD 10-16 X 1 HWH#3 Kwik-Cote 0.190 3/a HHWH 0.399 3 0.110 0.175 0.375 Kwik-Cote #10-16 0.190 1 HWH 0.399 S-MD 12-14 X 3/4 HWH#3 Kwik-Cote 3 0.110 0. 10 0.362513 Kwik-Cote #12-14 0.216 3/4 HWH 0.415 S-MD 12-14 X 1 HWH#3 Kwik-Cote 3 0.110 0.210 0.313 Kwik-Cote #12-14 0.216 1 HWH 0.415 S-MD 12-14 X 11/4 HWH#3 Kwik-Cote #12-143 0.110 0.210 0.813 Kwik-Cote S-MD 12-14 X 11/2 HWH#3 Kwik-Cote #12-14 0.216 1'/4 HWH 0.415 3 0.110 0.210 0.813 Kwik-Cote 0.216 11/2 HWH 0.415 S-MD 12-14 X 2 HWH#3 Kwik-Cote 3 0.110 0.210 1.062 Kwik-Cote #12-14 0.216 2 HWH 0.415 S-MD 12-24 X 11/4 HWH#5 Kwik Cote 3 0.110 0.210 1.562 Kwik-Cote #12-24 0.216 11/4 HWH 0.415 S-MD 12-24 X 11/4 HWH#5 Kwik Cote with 5 0.250 0.500 0.437 Kwik-Cote Bonded Washer #12-24 0.216 11/4 HWH 0.415 5 0.250 0.500 0.313 Kwik-Cote S-MD 12-24 X 2 HWH#5 Kwik Cote #12-24 0.216 2 HWH 0.415 5 0.250 0.500 1.187 Kwik-Cote S-MD 12-24 X 3 HWH#5 Kwik Cote #12-24 0.216 3 HWH 0.415 S-MD 10-16 X 3/4 M HHWH3 Collated 3 0.250110.500 2.187 Kwik-CoteZinc-2 #10-16 0.190 3/4 HHWH 0.399 S-MD 10-16 X 3/4 HHWH3 KC M Collated #10-16 3 0.110 0.175 0.375 -C S-MD 12-24X'/e M HWH4 Collated 0.190 3/4 HHWH 0.399 3 0.110 0.175 0.375 Kwik-Cote #12-24 0.216 7/4 HWH 0.399 S-MD 10-16X'/8 HHWH Pilot Point 4 0.175 0.250 0.375 Zinc-2 #10-16 0.190 7/8 HHWH 0.399 S-MD 12-14 X 1 HHWH Pilot Point 1 0.028 0.120 0.188 Zinc-2 #12-14 0.216 1 S-SLC 02 M HWH HHWH 0.415 1 0.028 0.120 0.375 Zinc-2 #12-14 0.216 1 HWH 0.415 S-MD 1/4-14 X 74 HWH Pilot Point Kwik Seal 1 0.028 0.120 0.313 Zinc-2 /a 14 0.250 '/g HWH 0.415 S-MD 8-18X'/2 HWH#2 1 0.028 0.140 0.313 Kwik-Cote #8-18 0.164 '/2 HWH0.335 S 2 0.035 0.100 0.125 Zinc-2 -MD 8-18 X 3/4 HWH#2 #8-18 0.164 3/4 HWH0.335 S-MD 8-18X'/2 PPH#2 2 0.035 0.100 0.375 Zinc-2 HWH#3 Kwik Seal #8-18 0.164 1/2 HWH PPH 00.31199 S-MD 8-18 X 3/4 ppH#2 2 Zi #8- 3/4z PPH 0.311 S-MD 10-16X'/2 HWH#2 #10_1618 2 0.0350.035 0.1000.100 0.3750.125 Ziinc2nc-2- S-MD 10-16 X 1/4 HWH#2 S-MD 10-16 X 1 HWH#2 00.164.190 / .32 0.035 0.110 0.188 Znc-2 #10-16 0.190 3/a HWH 0.399 #10-16 2 0.035 0.110 0.313 Zinc-2 S-MD 12-14 x 3/4 0.190 1 HWH 0.399 22222 0.035 0.110 0.500 Zinc-2 #12-14 0.216 3/4 HWH 0.415 S-MD 12-14 x 1 HWH#3 Kwik Seal 3 0.110 0.210 0.125 Kwik-Cote #12-14 0.216 1 HWH 0.415 S-MD 12-14 X11/4 HWH#3 Kwik Seal #12-14 0.216 3 0.110 0.210 0.375 Kwik-Cote 1/° HWH 0.415 3 0.110 0.210 0.625 Kwik-Cote S-MD 12-14 X 11/2 HWH#3 Kwik Seal #12-14 0.216 S-MD 12-14 X 2 HWH#3 Kwik Seal 1/z HWH 0.415 3 0.110 0.210 0.875 Kwik-Cote #12-14 0.216 2 HWH 0.415 S-MD'/4-14 X 3/4 HWH#3 Kwik Seal 1/4-14 3 0.110 0.210 1.375 Kwik-Cote S-MD 1/4-14 x 1 HWH#3 Kwik 0.250 3/4 HWH 0.500 3 0.110 0.220 0.125 Kwik-Cote '/4-14 0.250 1 HWH 0.500 S-MD'/4-14 X 11/2 HWH#3 Kwik Seal 3 0.110 0.220 0.375 Kwik-Cote '/4-14 0.250 11/2 HWH 0.500 7 X'/,e PPFH SD Framer 3 0.110 0.220 0.875 Kwik-Cote #7-18 0.151 7/16 PPFH 0.303 7 X'/,e PPFH SD Framer Zinc #7-18 2 0.035 0.100 0.063 BP S-DD 10-18 X a PTH a 0.151 7/+a PPFH 0.303 2 0.035 0.100 0.063 #10-18 0.190 Zinc-2 S-DD 10-16 X 5/8 PPCH#3 3/a PTH 0.433 3 0.110 0.175 0.375 #10-16 0.190 5/8 PPCH 0.409 Zinc-2 S-DD 10-12 X 3/4 PFTH#3 #10-12 3 0.110 0.175 0.313 Zinc-2 :4 ': S-DD 10-12 X 1 TPCH#3 0.190 3/4 PFTH 0.364 3 0.110 0.175 0.375 Zinc-2 #12-14 0.216 1 TPCH 0.409 S-MS 8-18X'/2 HWH 3 0.110 0.210 0.500 Zinc-2 #8-18S 0.164 1/2 HWH 0.315 Self- piercing 0.015 0.072 0.072 Zinc-2 S-MS 10-12 X 3/4 HWH #10-12S 0.1903/4 HWH 0.399 Self- piercing 0.018 0.096 0.100 Zinc-2 ESR-2196 I Most Widely Accepted and Trusted Page 5 of 10 TABLE 1B-HILTI SELF-DRILLING(ASTM C954)AND SELF-PIERCING(ASTM C1002)DRIY ALL SCREWS LENGTH PIERCING OF LOAD NOMINAL NOMINAL DRILL CAPACITY BEARINGFLOD COATING• DESCRIPTION NOMINAL SCREW HEAD HEAD POINT (inch) + DIAMETER LENGTH' STYLE DIAMETER (Number) AREA DESIGNATION (Size-TPI) (inch) (inch) Inc( h) Min. ® 1 PBH 0.322 1 0.033 0.112 0.625 DGP 0.138 DGP 6 X 1 PBH SD 1 0.033 0.112 0.625 #6-20 0.138 PBH 0.322 6 X 1 PBH SD 1 0.033 0.112 0.625 6XIPBH SDZinc v #6-19 0.138 PBH 0.322 #6-20 0.138 NM 1 PBI-1 0.322 1 0.033 0.112 0.625 Zinc-2 6 X 1 PBH SD Zinc Self- DGP PBH 0 322 0.023 0.033 0.750 #6-9S 0.138 11/a piercing 6 X 111a P131-1S ® Self- DGP PBH 0 322 0.023 0.033 0.750 0.138 piercing 6 X 11/e PBH S Collated -9S ® DGP ® PBH 0.322 1 0.033 0.112 0.750 0.138 DGP 6 X 1'/e PBH SD 1 0.033 0.112 0.750 0.138 11/8 PBH 0.322 6 X 11/e PBH SD #6-20 1 0.033 0.112 0.750 Zinc-2 0.138 11/8 PBH 0.322 6 X11/8 PBH SD Zinc #6-19 Zinc-2 #6-20 0.138 Illa PBH 0.322 1 0.033 0.112 0.750 6 X 111a PBH SD Zinc 0.138 11/8 PBH 0.322 1 0.033 0.088 0.750 Zinc-3 6 X 11/e PBH SD Zinc Collated #6-20Self- 0.023 0.033 0.875 DGP _:MIIIIII #6-9S 0.138 11/4 PBH 0.322 piercing • Self- 0.023 0.033 0.875 DGP 0.138 11/4 PBH 0.322 piercing 6 X 11/a PBH S Collated #6-9S DGP ® 11/4 PBH 0.322 1 0.033 0.112 0.875 0.138 DGP 6 X 11/a PBH SD 1 0.033 0.112 0.875 #6-20 0.138 11/4 PBH 0.322 6 X 11/a PBH SD 1 0.033 0.088 0.875 DGP , _P0 0.138 11/4 PBH 0.322 6 X11/4 PBI-1 SD Collated ® Zinc-2 0.138 PBH 0.322 1 0.033 0.112 0.875 6 X 11/ PBH SD Zinc #6-19 ® Zinc-2 0.138 PBH 0 322 1 0.033 0.112 0.875 6 X 11/4 PBH SD Zinc #6-20 6 X 11/4 PBH SD Zinc Collated #6-20 0.138 ® PBH 0.322 1 0.033 0.088 0.875 Ea 6X11/4 PBH SD CRC #6"20 0.138 11/4 PBH 0.322 1 0.033 0.112 0.875 ICEI 0.138 11/4 PBH 0.322 1 0.033 0.112 0.875 6 X 11/4 PBH SD CRC Collated #6-20 Self- 212111111111111 elf0.023 0.033 1.250 DGP _9S 0.138 1x18 PBH 0.322 piercing • °-' ® 0.138 ® PBH 0322 Self 0.023 0.033 1.250 DGP piercing 6 X 18/e PBH S Collated DGP x_19 0.138 15/8 PBH 0.322 1 0.033 0.112 1.250 6 X 15/8 PBH SD 1 0.033 0.112 1.250 DGP 0.138 15/8 PBH 0.322 8 6 X 15/8 PBH SD #6-201 0.033 0.088 1.250 DGP #6-20 0.138 15/8 PBH 0.322 6 X 15/8 PBH SD Zollated ® 0.138 15/8 PBH 0.322 1 0.033 0.112 1.250 Zinc-2 6 X 15/a PBH SD Zinc Ila PBH 0.322 1 0.033 0.112 1.25 6 X 15/ PBH SD Zinc #6-20 0.138 0 En PBH 0 322 1 0.033 0.088 1.250 Zinc-3 6 X 15/a8 PBH SD Zinc Collated #6-20 0.138 NM fi X 17/e PgH SD #619 0.138 17/8 PBI-1 0.322 1 0.033 0.112 1.500 DGP 6 X 1'/e pg1 0.033 0.112 1.500 DGP 0.138 1'la PBH 0.32PBI-1SD #6-201 0.033 0.112 1.500 6 X 17le PgH SD Zinc #6-19 0.138 1'/8 PBH 0.322 Clin 6 X 17le PBH SD Zinc #6-20 OM 0.138 17/8 PBH 0.322 1 0.033 0.112 1.500 0.138 17/8 PBH 0.322 1 0.033 0.112 1.500 6 X 17l8 PBH SD CRC Self- • - ® © PBH 0.322 0.023 0.033 1.625 DGP piercing 0.138 ® Self- 0.023 0.033 1.625 DGP piercing 0.138 2 PBH 0.322 i 6 X 2 PBH S Collated DGP #6-20 UM 0.138 2 PBH 0.322 1 0.033 0.088 6 X 2 PBH SD Collated #6-20 lin 0.138 Ma PBH 0.322 1 0.033 0.088 1.625 6X2PBHSDZinc #6 _20 0.138 2 PBH 0.322 1 0.033 0.088 1.625 Zinc- 6 X 2 PBH SD Zinc Collated ESR-2196 I Most Widely Accepted and Trusted Page 6 of 10 NOMINAL NOMINAL DRILLING/ DESIGNATION DESCRIPTION SCREW NOMINAL DRILL PIERCING LENGTH (Size-TPI)3 DIAMETER ° HEAD HEAD CAPACITY OF LOAD (inch) LENGTH STYLE POINT BEARING COATING2 (inch) DIAMETER (Number) (inch) 011 AREA° 8 X 23/8 PBH SD ® �M Max. (inch) 0.164 0.330 8 X 23/8 PBH SD Zinc ® � v 0.033 0.112 2.000 0.164 ® 0.330 8 X 25/8 PBH SD ® 1 Inn 0.033 0.112 2.000 0.164 PBH 0.330 8 X 25/8 PBH SD Zinc ® 1 MI 0.033 0.112 2.250 BP 0.164 PBH 0.330 v 8 X 3 PBH SD ® © 0.033 0.112 2.250 0.164 8 X 3 PBH SD Zinc PBH MI 0.330 1 0.033 0.112 ®� ® 0.164 © PBH 0.330 8X1'/°PWH SD CMT BD ® v 0.033 0.112 2.625 0.164aell PWH 0.421 8 X 15/8 PWH SD CMT BD ® 1 0.033 0.112 0.875 Tufcoat 0.164 PWH 0.421 For SI: 1 inch=25.4 mm. 1 0.330 0.112 1.250 Tufcoat 'Refer to Section 3.0 and Figures 1 through 11 for head configuration abbreviations. 2For coating abbreviations,BP=Black phosphated per EN ISO 3892;DGP=Dark Grey phosphate per EN ISO 3892;Zinc-2=EN/ISO 4042 A3F;Zinc-3=electroplated zinc coating,Cr3+passivated;Kwik-Cote=Proprietary organic zinc coating;CRC=Proprietary Duplex Coating; Tufcoat=Tufcoat forest green similar to ISO 10683. 3An'S'in the thread designation indicates a double thread. Listed thread pitch is for one thread only. 'Refer to Figure 12 for nominal screw length(L)and load bearing area(LBA)description. TABLE 2-ALLOWABLE TENSILE PULL-OUT LOADS(PNOT/i2),pounds-force''2'3•° Steel F =45 ksi Applied Factor of Safety,f2=3.0 Screw Nominal Design thickness of member not in contact with the screw head(in.) Description Diameter (in.) 0.015 0.018 0.024 0.030 0.036 0.048 0.060 0.075 0.090 0.105 0.135 MEM Self-drilling Screws for Steel-to-Steel Connections 0.151 _ 0.164 v 69 92 116 144 173 202 260 #1� 75 100 157 #10-16 0.190 v 125 188 220 282 #1 87 116 145 0-18 0.216 0.250 182 218 254 111111 99 132 165 207 248 289 373 - 115 153 191 239 287 333 430 2Unless otherwise noted,load values are based upon calculations in accordance with Section E4 of AISI S100.ANSI/ASME standard screw 373 Screws for Steel-to-Steel Connections 0.164 37 #10-12S 0.190 qq 49 68 86 109 - - - 53 77 102 117 150 For SI: 1 inch=25.4 mm, 1 Ibf=4.4 N, 1 ksi=6.89 MPa. 'For tension connections,the lower of the allowable pull-out,pullover,and tension fastener strength of screw found in Tables 2,3,and 5, respectively must be used for design. diameters were used in the calculations and are listed in the tables. 3The allowable pull-out capacity for intermediate member thicknesses can be determined by interpolating within the table. °To calculate LRFD values,multiply values in table by the ASD safety factor of 3.0 and multiply again with the LRFD factor of 0.5. 5For F„Z 65 ksi steel,multiply values by 1.44. 6Load values are based on testing in accordance with AISI S905. 7 of 10 ESR-2196 I Most Widely Accepted and Trusted ,Page ge TABLE 3—ALLOWABLE TENSILE PULL-OVER LOADS(PNovID),FOR HILT!ASTM C1513 SCREWS,pounds-force'''' Steel F.=45 ksi Applied Factor of Safety,fl=3.0 Washer or Design thickness of member in contact with the screw head(in.) Screw Head 0.135 Description Diameter 0.015 0.018 0.024 0.030 0.036 0.048 0.060 0.075 0.090 0.105 (in.) _ Hex Washer Head(HWH)or High Hex Washer Head(HHWH) 0.315 106 128 170 1020 MOM Mill ® 271 36311:111 567 680 790 ® 136 181 225 0.335 1210 #10-16 0.399 135 162 215 268 323 430 540 673 807 943 #10-12S 700 840 980 1260 #12-14 0.415 140 168 224 279 337 447 560 #12-24MEM 169 203 336 407 540 677 843 1010 1180 1520 0.500 270 Phillips Pan Head(PPH)IECIM 630 735 105 126 168 210 252 336 420 525 WM 0.311 737 860 1106 #10-16 0.364 123 147 ®® 295 393 491 614 Phillips Truss Head(PTH) 731 877 1023 #10-18 0.433 146 175 SIM 292 351 468 585 SEM Phillips Pan Framing Head(PPFH) 614 � 920 0.303 102 123EIM 205 245 327 409 511 Phillips Pancake Head(PPCH) � #10-16 0.409ISM 166 ®To�rx ke Head ®CH)42 552 690 0409 138 166 ®®®�® 690 WM 966 1242 Phillips Flat Truss Head(PFTH) 737 860 1106 ® ® 246 295 393 491 614 #10-12 0.364 147 For SI: 1 inch=25.4 mm,1 lbf=4.4 N,1 ksi=6.89 MPa. 1 'For tension connections,the lower of the allowable pull-out,pullover,and tension fastener strength f screw standard screwndin headdiameters2, were used respectively must be used for design. 2Load values are based upon calculations in accordance with Section E4 of AISI S100.ANSI/AS in the calculations and are listed in the tables. le. 4To allowable pull-oversmultiply for values in table by therthicknesses ASD safety facto of 3.0 and multiply again with the LRFD ctfactor of 0.5. "To calculate LRFD values, 5For F„2 65 ksi steel,multiply values by 1.44. ESR-2196 I Most Widely Accepted and Trusted TABLE 4A-ALLOWABLE SHEAR(BEARING)CAPACITY OF STEEL-TO-STEEL CONNECPage 8 of 10 TIONS USING HILTI ASTM C1513 SELF-DRILLING SCREWS,pounds-force'.2,34,5 Steel F.=45 ksi Applied Factor of Safety,0=3.0 Design Screw Nominal thickness of Design thickness of member not in contact with the screw head(in.) Description Diameter member in (in.) contact with screw head, 0.036 (in.) 0.048 0.060 0.075 0.090 0.105 0.135 0.036 167 220 0.048 167 257 220 220 220 220 220 0.060 167 257 2942294 294 22 294 0.151 0.075 167 360 367 367 367 257 360 367 III 0.090 459 459 167 257 360 459 459 0.105 167 257 459 550 550 550 III0.135 167 257 360 459 550 642 642 0.036 174 239 360 459 550 642 826 0.048 174 268 239 239 239 239 239 0.060 174 319 319 319 319 268 373 319 0.164 0.075 174 268 400 400 400 400 0.090 174 268 373 497 497 497 497 0.105 373 497 597 174 268 373 597 597 0.135 174 497 597 697 268 373 697 0.036 497 597 188 277 277 697 897 0 #10-12 0.048 188 289 277 277 277 277 0.0604370 370 370 #10-16 0.190 0.075 188 289 403 463 463 4 30 43 3 • #10-18 0.090 188 289 403 563 577 463 463 188 289 403 577 577 0.105 188 289 563 693 693 693 0.1350 188 289 403 563 693 807 807 0.036 2008 309 403 563 693 807 1040 0.048 200 308 315 315 315 315 315 420 420 420 #12-14 0.216 0.075 200 308 420 420 0.060 200 308 430 #12-24 523 523 523 523 0.090 200 430 600 657 657 657 308 430 0.105 200 308 600 787 787 787 430 600 787 920 920 0.135 200 308 0.036 215 340 430 600 787 920 1180 0.048 215 363III 363 363 363 331 363 0.060 215 487 487 331 463467 487 487 0.250 0.075 215 331 607 607 607 607 0.090 215 331 463 647 760 760 760 0.105 215 331 463 647 850 910 910 0.135 215 331 463 647 850 1060 1060 463 647 850 1060 1370 ESR-2196 I Most Widely Accepted and Trusted TABLE 46—ALLOWABLE ST BEARING)CAPACITY OF STEEL-TO-STEEL CONNECTIONS USING Page 9 of 10 HILTI ASTMM C1513 SELF-PIERCING SCREWS,pounds-force' Steel F„=45 ksi • Applied Factor of Safety,f1=3.0 Design Design thickness of member not in contact with the screw head(in.) thickness of Nominal member in 0.036 0.048 Screw Diameter contact with 0.024 0.030 Description (in,) 0.018 screw head, 0.015 (in.) 87 105 107 107 0.015 73 113 113 113 0.018 79 90 149 158 158 0.164 0.024 81 90 11111 149 186 186 0.030 82 117 184 236 287 0.036106 114125 152 173 173 0.0188 777 191 220 253 77 137 309 0.024 167 228 255 109 2985 309 0.190 0.030 #10-12S 121444 0.0364 167 228 73 121 191 241 298 0.048 For SI: 1 inch=25.4 mm,1 Ibf=4.4 N,1 ksi=6.89 MPa. 'The lower of the allowable shear(bearing)and the allowable fastener shear strength found in Tables 4 and 5,respectively s andard screwmst be used diameters r E design. 2Load values in Table 4A are based upon calculations in accordance with Section E4 of AISI S100.ANSI were used in the calculations and are listed in the tables 3Theallowable bearing multiply forother va values inber thicknesses can be determined by interpolating table by the ASD safety factor f 3 0 and multiply gainhin the table. w with the LRFD factor of 0.5. 4To calculate LRFD values, 5For F„z 65 ksi steel,multiply values by 1.44. 6Load values in Table 4B are based on testing in accordance with AISI S905. • TABLE 5—FASTENER STRENGTH OF SCREW NOMINAL FASTENER STRENGTH ALLOWABLE FASTENER STRENGTH4 DETERMINED BY TESTING SCREW DIAMETER ghear(12..10)2'3Shear,P,s Tension(P,slf2)' (Ibf) DESCRIPTION (in.) Tension,P« (Ibf) (Ibf) (Ibf) 1000 890 111101111111111111011111 .. 0.151 1000 1170 mom 390 0.164 11111211011 1570 640 11111111111111 0.164 1645 720 550 #10-12 PFTH 0.190 2170640 1111112011111111 #10-12S HWH 0.190 1905 405 11101812111.111111131.1 #10-16 HWH,HHWH,PPH,PPCH 0.190 1370 615 #10-18 PTH 0.190 1390 INCTIMM11111113111111 0.216 11113213.1 1880 111111011.01111102111. 11111113 1300 760 0.216 3900 INIEZIM ININEE 0.250 4580 2440 IllegliMillalilli For SI:1 inch=25.4 mm,1 Ibf=4.4 N,1 ksi=6.89 MPa. 'For tension connections,the lower of the allowable pull-out,pullover,and tension fastener strength screw found in Tables 2,3, h found in Tables 4 and 5,d 5, respectively must be used for design. and the allowable fastener shears 9 zFor shear connections,the lower of the allowable shear(bearing) , respectively must be used for design. 3See Section 4.1.3 for fastener spacing and end distance requirements. "To calculate LRFD values,multiply the nominal fastener strengths by the LRFD0:1)factor of 0.5. ESR-2196 I Most Widely Accepted and Trusted Page 10 of 10 'OM aim 1 'i , ' ' — FIGURE 1-HEX WASHER HEAD(HWH)AND HIGH HEX WASHER HEAD(HHWH)SELF-DRILLING SCREW FIGURE 2-HEX WASHER HEAD(HWH) SELF-PIERCING SCREW Ct 4110 1,M,11.... (---,,:i„---,,,, r‘ __......, (141°,)) rigltiiiilki& FIGURE 3-PHILLIPS PAN HEAD(PPH) FIGURE 4-PHILLIPS PAN FRAMING HEAD(PPFH) SELF-DRILLING SCREW SD FRAMER SELF-DRILLING SCREW 0+, 1 0\0 0:!_qtr. IMOMMOR44 - FIGURE 5-PHILLIPS BUGLE HEAD(PBH) FIGURE 6-PHILLIPS BUGLE HEAD(PBH) SD SELF-DRILLING DRYWALL SCREW S SELF-PIERCING DRYWALL SCREW 111101 I1�EL1 t 1 �I1�,114i 11l,f��,�il� ■tom ; 1 �' w „ __! FIGURE 7-PHILLIPS WAFER HEAD(PWH)SD CMT BD SELF-DRILLING DRYWALL SCREW FIGURE SD FRAMER TRUSS HEAD(PTH) RAAMMERRISELF-DRILLING DRILLING SCREW 1� 1i �I1. _ 11I111ICIY s FIGURE 9-PHILLIPS PANCAKE HEAD(PPCH) FIGURE 10-TORX PANCAKE HEAD(TPCH) SD FRAMER SELF-DRILLING SCREW SD FRAMER SELF-DRILLING SCREW Altk 7.- +4 1 rarttliM 111\,..„1:ye \\4_, • • FIGURE 11-PHILLIPS FLAT TRUSS HEAD(PFTH) SD FRAMER SELF-DRILLING SCREW % 1111111111 iiiimiMailliMMOW .:::4406.7111i 0 AtSt V 1111 LBAEli mlimiiim.1 LBA L FIGURE 12-DESCRIPTION OF NOMINAL SCREW LENGTH(L)AND LOAD BEARING AREA(LBA) .., ' wear..; J S DIMENSMED AND TOSERENDED PER ANSI VIARM-INIS ? REVISIONS nl[ AttO: Rte' DESCRIPTION Tag: DATE APPROVED s+ ' INITIAL DWG 1/21/11 I 00 Ce'iti t -_, A Approval: �— SUPPLY AIR 21 5/8" 24 5/8" RETURN AIR ��/'+ 1 INSULATED \cso1" COVER EXISTING CURB LAYOUT �� II J- \ h..---33 1/4"—+ - 75 3/4" 1 SUPPLY 49 1/4" 51 1/2" 23" 211/2 RETURN 70 3/4" 2 1/4' 5 2 1/4" I 11 25 3/4" 401/, --1- i " 1111111111116..L41'; R/S WILL BE COVERED W/24GA MATERIAL 1L UNLESS EXACT DUCT DIMENSIONS ARE GIVEN 77 va° 3" TO CDI 53" 1 CURB SHOWN IS CDI STANDARD CONFIGURATION DURawEreNrl aal ADYA`E 125.96 °� oAre —: Notes: CDI RESERVES THE RIGHT TO CHANGE LAYOUT °°I'°dfe$ 1-2590-7036 2.MATERIAL:181.1.5"ADDED TO OLD CURB O.D WITHOUT NOTIFICATION.IF CURB IS NEEDED IN A 3.GASKET PROVIDED GALVANIZED CURB STEEL DIFFERENT CONFIGURATION CDI MUST BE NOTIFIED • . `" ..... `VERIFY[ws nNG CURB OD Friday,January 21,20113:4:fO PM QUOTE#: 4.INSULATION:1"1 1/2 LB DENSITY PRIOR TO PLACING AN ORDER. ,VERIFySUPPLYAND RETURN OPENINGS, :n 0,14:.' 17880 TYLER ST NW `"'EN°"E'NOTE ANY CHANGES �1„�I,,, �T r ELK RIVER,MN 883303 'CALL WITH ANY QUESTIONS �{l (785)381-7790 1-2590-7036 'FAX SACK IF DRAWING IS OK AS IS m.. � ccoA (783)381.7861 u�ue� 1:25 ..E,: 1 Of 3 Project: Test System ID(s): 1 DIMENSIONS 471/2" / - -'-- --))) 73/0 3 to 5 Tons:3813/16' Z� 6 Tons.4213/i6" N • b • 0®_ 74316" l' . 10 . 483/,6• • 11" ►I I -- 4,6" • 4 • 17" 1 738" _ . '. f.'". RETURN • 25" C' 19'/,6" 12"• SUPPLY I • + RETURN • E I DRAIN THRU CURB EMBOSS • o 0 6 0 . � 57/s, 6-41LOCATION FOR THRU THE BASE 6 1/4" UTILITIES SUPPLY Horizontal Discharge 273/8.• / ip z11z 11 83- 47, •AALM_Inl y_ 471/2" BOTTOM VIEW OF UNIT Vertical Discharge Page 5of12 Project: Test System ID(s): 1 Submittal Data: DDNECNJ3672 Economizer • ` 11.97 /1111 +'+ 2.385 48.53 8.22 • • A°1#.441191.° r-� SPECIFICATIONS •Economizer installs internal to Packaged Roof Top Unit •100% Fully Modulating Dampers can allow up to 100%outside air •Honeywell Economizer Controls including: W7220 JADE Digital Economizer Module w/Backlit LED Display& Diagnostic Capabilities C7400S Outdoor Air Enthalpy Sensor C7250A Mixed Air Discharge Sensor •Honeywell MS7105K Damper Actuator .Adjustable Minimum 0/A Damper Position •Integral Barometric Relief Damper •Hoods are painted to match unit .Factory Wired • • Page 7 of 12 Project: Test System ID(s): 1 Design Requirements Power Supply 480/3/60 MODEL #: DSC060XXX4BXXX Cooling Capacity 5 Ton Cooling Performance Outdoor Design Temp 95.0°F Total Capacity 59.52 MBH Indoor Dry Bulb Temp 80.0°F Sensible Capacity 44.0 MBH Indoor Wet Bulb Temp 67.0°F Cooling Stages One Total CFM 1900 Refrig Type R410A ESP 0.6 Compressor Type Copeland Scroll Configuration Downflow Pressure Switches High&Low(std) Outdoor Design Temp 95.0°F Mixed Entering Air Temp(db) 80.0°F Standard Features: DC Series Packaged Units Mixed Entering Air Temp(wb) 67.0°F -R-410A chlorine-free refrigerant Leaving Air Temp(db) 58.6°F -High-efficiency Copeland scroll compressor(s) Leaving Air Temp(wb) 57°F -Copper tube/aluminum fin coils Efficiency(at AHRI conditions) 14 SEER/11.6 EER -High-capacity,steel-cased filter dryer Heating Performance -High-and Low-pressure switches Elect Htr KW No Heater Selected -Lugged electrical contactor Supply Air Blower Performance -Single-point power Total Air Supply 1900 CFM -Color Coded Wiring ESP -Foil Faced Internal Insulation 0.6 IWG Blower Type Belt Drive -Heavy-gauge,galvanized-steel cabinet Horsepower -UV-resistant powder-paint finish 1 -Full perimeter base rail Base Unit Electrical Data Power Supply 480/3/60 Min Circuit Ampacity 12 Amps Max Overcurrent Protection 15 Amps Base Unit with Electric Heat Kit Heat Kit Model N/A Min Circuit Ampacity N/A Amps Max Overcurrent Protection N/A Amps Physical Attributes Base Unit Oper.Weight(lbs) 570 Decibels 78 Filter(s) Qty(4)14x20x2 Accessories Fld Inst Fct Inst Item# Description Dimensions lbs Y DDNECNJ3672B Low-Leak Downflow Economizer 43x20x24 75 N/A No Heater Selected Page 3of12