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2501 GATEWAY RD; ; PREV2017-0232; Permit
Permit No: PREV2017-0232 L_ Print Date: 04/24/2019 Job Address: 2501 Gateway Rd Permit Type: BLDG-Permit Revision Work Class: Parcel No: 2132501100 Lot U: Valuation: $0.00 Reference U: Occupancy Group: Construction Type: U Dwelling Units: Bathrooms: Bedrooms: Orig. Plan Check U: Plan Check U: Project Title: Description: VIASAT: BLDG 12 DEFERRED SKYLIGHT Rsidnl.Permit Revision Status: Closed - Finaled Applied: 10/11/2017 Issued: 12/20/2018 hA Permit 04/24/2019 Finaled: Inspector: PBurn CBC2016-0017 Final Inspection: Applicant: Owner: Contractor: SMITH CONSULTING ARCHITECTS VIASAT INC A DELAWARE CORPORATION THE WHITING TURNER CONTRACTING CO MILOS MAKARIC 13280 Evening Creek Dr S, 125 6155 El Camino Real San Diego, CA 92128-4101 CARLSBAD, CA 92009 858-793-4777 760-476-2200 858-792-0600 FEE AMOUNT MANUAL BUILDING PLAN CHECK FEE $450.00 Total Fees: $450.00 Total Payments To Date: $450.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 760-602-8560 f I www.carlsbadcagov EsG11v A SAFEbtC DATE: NOV. 27, 2017 LI APPLICANT LI JURIS. JURISDICTION: CARLSBAD LI PLAN REVIEWER LI FILE PLAN CHECK NO.: C2016-0017 (REV. #2) - PREV2017-0232_ SET: II PROJECT ADDRESS: 2501 GATEWAY ROAD PROJECT NAME: ViaSat Bldg. #12 - (3)-Story Office Bldg. atop Basement Parking The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. Lii The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Milos Makaric EsGil Corporation staff did not advise the applicant that the plan check has been completed. LI EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Milos Makaric do SCA Telephone #: 858-793-4777 Date contacted: (by: ) Email: milosm@sca-sd.com Mail Telephone Fax In Person REMARKS: Skylights plans & calculations are under this permit. This is a deferred package. By: ALl SADRE, S.E. Enclosures: EsGil Corporation .E GA LI EJ LI MB LI PC 11/23 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (85$) 560-1468 • Fax (858) 560-1576 PLAN CHECK REVISION OR Development Services citv 4L of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number e5CJ0I100/7 Plan Revision Number cREJf201'1- 0232. Project Address 2501 &OJt UI 5 General Scope of Revision/Deferred Submittal: /2 V,a-,'- gre66 t' INFORMATION: Name $i P/,1 Phone 67900 Fax /? 4,O 37 Address 99.3!V L2 NL.- B/Va' City /a.. ly&;& Zip Email Address 61'CVl!/2 (2 Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: d Plans Calculations LII Soils Energy Other 2. Describe revisions in detail 3. List page(s) where each revision is shown Does this revision, in any way, alter the exterior of the project? LI Yes No Does this revision add ANY new floor area (s)? LI Yes dNo Does this revision affect any fire related issues? Yes Is this a complete s t? LI YesWNo £Signature_7~4L'7 IMF Date 10,111, 0/7 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602- 2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov SUNSET GLAZING Letter Of Transmittal TO City of Carlsbad Building Department Date : October 11, 2017 1635 Faraday Avenue Project No. : 1044 Carlsbad, CA. 92008 Reference: ViaSat Bressi Building 12 Attention: Plan Check Department Deferred Submittal # 1 Skylight System WE ARE Shop Drawings Glass Samples [] Paint Color Samples fl Test Results SENDING YOU Sealant Samples J Descriptive Literature Extrusion Samples E Specifications Engineering IUL1flflhII 2 10/11/2017 Sets of Shop Drawings and Calculations as a combined package, as Reviewed and Stamped by Scott Sanders, P.E. , for Leslie Skylights. Carlsbad Building Department Permit # CBC2016-0017 THESE ARE TRANSMITTED For Approval For Your Use As Requested E For Review and Comment SIGNED Written approval is necessary prior to the release steven M. Pettit ( "-" Vice President of purchase orders. Prompt approval will help expedite our performance on procurement schedule. 8834 La Mesa Blvd. I La Mesa, CA 91942 1 619.463.9803 1 619.460.9378 FAX I www.SunsetGtazing.com EsGilV/0 A SAFEbuiLtCompany DATE: OCT. 23, 2017 U APPLICANT JURIS. JURISDICTION: CARLSBAD U PLAN REVIEWER U FILE PLAN CHECK NO.: C2016-0017 (REV. #2) - PREV2017-0232_ SET: I PROJECT ADDRESS: 2501 GATEWAY ROAD PROJECT NAME: ViaSat Bldg. #12 - (3)-Story Office Bldg. atop Basement Parking The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Milos Makaric EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Milos Makaric do SCA Date contacted: 10(2311-7 (by:_..) il Fax In Person Telephone hts plans & calculations are under this permit. Telephone #: 858-793-4777 Email: milosm(sca-sd.com This is a deferred package. By: ALl SADRE, S.E. Enclosures: EsGil Corporation LI GA LI EJ LI MB LI PC 10/16 9320 Chesapeake Drive, Suite 208 • San Diego, California 9223 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD C2016-0017 (REV. #2) - PREV2017-0232 OCT. 23, 2017 [DO NOT PAY— THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: C2016- 0017 (REV. #2) - PREV2017-0232 PREPARED BY: AL! SADRE, S.E. DATE: OCT. 23, 2017 BUILDING ADDRESS: 2501 GATEWAY ROAD BUILDING OCCUPANCY: B/S2/A3; II-A/SPR. BUILDING PORTION AREA (Sq.Ft.) Valuation Multiplier Reg. Mod. VALUE ($) plan revisions Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code ICB IBY Ordinance I Bldg. Permit Fee by Ordinance 1 Plan Check Fee by Ordinance I V I $450.001 Type of Review: Complete Review 0 Structural Only O Repetitive Fee Repeats * Based on hourly rate O Other Hourly EsGil Fee 3 Hrs.@* $120.00 I $360.00I Comments: Sheet 1 of I macvalue.doc + CARLSBAD C2016-0017 (REV. #2). - PREV2017-0232 OCT. 23, 2017 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK #.: C2016-0017 (REV. #2) - PREV2017-0232 PROJECT ADDRESS: 2501 GATEWAY ROAD DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL: 10/16 OCT. 23, 2017 REVIEWED BY: ALl SADRE, S.E. FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. . GENERAL Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the. City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? 0 Yes U No CARLSBAD C2016-0017 (REV. #2) - PREV2017-0232 OCT. 23, 2017 . PLANS The Skylight #2, on page G3 of the calculations does not match what is shown on page K2 of the calculations. One shows (6) panels at 119 1/2" (each), the other shows (5) panels @ 143 72" (each), respectively. Please clarify! What is shown on page K7 of the calculations does not match the roof plans, Sht. 12-A109, of the approved plans for Skylight #2. One shows (6) consecutive panels, the other shows (5) panels with a separation and a single panel at the far end. Please revise the calculations to match the plans, prior to resubmittal. If the skylight(s) layout have changed, then the architectural and structural (roof framing) plans need to be updated to match the skylight manufacturer's plans & calculations. A reminder that the revised skylight calculations package shall be stamped and signed by the manufacturer's engineer. Also, the project engineer &I or architect needs to stamp them indicating no exceptions are taken. CBC Section 107.3.4.1. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact AL! SADRE, S.E. at EsGil. Thank you. PROJECT NO: 2987 DATE: August 17, 2017 September 1, 2017 RECEIVED OCT 112017 CITY OF CARLSBAD BUILDING DIVISION PROJECT: Glass Skylights per your Shop Drawings at VIASAT 2501 Gateway Road, Bld'g 12 Carlsbad, CA 92009 Client: Larry Niqqli LESLIE Skylights 1601 Ord Way Oceanside, CA 92056 (760) 758-2080 x102 4 No Etception Taken D Make Corrections Noted 0 Rejected 0 Revise and Resubmit 0 Submit Specified Item Checking is only for general confirmation with the Design Concept f the Project and general compliance with the Information given In the Contract Documents. Any action shown is subject to the requirements of plans and specifications. Contractor is responsible for quantities; job site; fabrication processes and techniques of construction; coordination of his work with that of all other trades, and the satisfactory performance or hIS wo& SMITH CONSULTING ARCHITECTS Milos Makaric Data: 9/27/2017 IJ NO EXCEPTIONS TAKEN 0 FURNISH AS CORRECTED El SUBMIT SPECIFIC ITEM 0 REVISE AND RESUBMIT o REJECTED 0 NOT REVIEWED: Review is only for general conformance with the design ncept of the project and general compliance with the informatioi included in the Contract Documents. Any action shown is subt to the requirements of the drawings and specifications. Contractor is responsible for: correlating and confirming dimensionsa: the job QR choice of fabrication processes and teciriiques of 'ntruction; coordination of their work with that of ottr trades; and performing the work in a safe and satisfactory manner. WISEMAN + ROHY STRUCTURAL ENGINEERS 789 Marlboro Ct. Clrnorit CA 91711 1 By: DM Date: 09/261 4 PHONE 909) 625-1906 v FAX (909) 6347860 • EMAIL sjs©daiornon1SI.corn II Scott J. Sanders, SE I Conctitg Structur3l Ei-iginers Aiizona, California, Hawaii, lVevacla, WashThI El CAac zon DOfl. ' Scott J. Sncies, SE INC. *, Az C't4'L 42'' PHONE • AX • EMAIL Project No:2967 Viasat Skylights BLDG 12 Page: 2 f 9/1/2017 2987 Viasat Skylights BLDG 12 Glass Skylights per your Shop Drawings at VIASAT Table of Contents Item Description Page - 1,00 Key Plans 2.00 Bases of Design 3.00 Lateral Loads 4.00 Glass Design 6.00 Lami Glass Check 7.00. Elevation Mullion Design 8.00 Detail Design 9.00 Dril Flex ESR-3332. 10.00 11.00 12.00 13.00 14.00 15.00 16.00 17.00 1800 K1toK7 BI, 132- L1, L2 G3 to GB Lam-1 W-1 to W-3 Si to S9 RI ALCULATION AND ENGINEERING PREPARED BY: SCOTT J. SANDERS Ep Date: 6-3046 et Signature Required C W 2987 Viasat Skytlghts BLDG 12 SCOPE OF WORK FABRICATION NOTES LESLIE SKYLIGHTS WILL DESIGN. MANUFACTURE VHS INSTALL SIX CUSTOM ALL WORK TO COMPLY WITH APPROVED SHOP DRAWINGS. SKYLIGHT FRAMES PER THE APPROVED SHOP DRAWINGS. SUNSET TENDING WILL PROVIDE THE GLASS TO BE INSTALLED BY LESLIE ALUMINUM SUPPORTING RENTERS SHALL HAVE WIN. MECHANICAL PROPERTIES OF ALUMINUM ALLOY 6063-T5. SKYLIGHTS, ALL SHOP WELDING TO BE GTAW OR ROACH PROCESS. AND SHALL BE PERFORMED BY CERTIFIED WELDERS IN ACCORDANCE W/AWS D2-9O FOR ALUMINUM. ALL MITRE JOINTS TO BE FULLY WELDED WATL ERTIGHT. SEALANTS TO BE RICA PERFORMANCE SILICONE-TREMCO SOD OR ES, SHEET INDEX GLAZING GASKETS TO RE NEOPRENE FOAM OR EPDM RUBBER. FRAME FINISH TO BE KYNAR 2-COA7 MICA CALAOF SILVER. FLASHING TO BE .OSO(MW) 5052 ALUMINUM W/FINISH TO MATCH. WEEP HOLES PROVIDED AS NECESSARY TO DRAIN CONDENSATION OUTSIDE, 1.GLAZING TO BE 1-5jTS OA. INSULATED GLASS- PROVIDED BY CUSTOMER, J. ISOLATE DISSIMILAR METALS AS NECESSARY TO AVOID ELECTROLYTIC ACTION. K. FASTENERS USED IN SKYLIGHT CONSTRUCTION TO BE SERIES 300 STAINLESS STEEL. SHEET NO, DESCRIPTION I OF S COVER /NOTES 2 OF S SKYLIGHT PLANS 3 OF 5 SKYLIGHT DETAILS A OF S SKYLIGHT 55I3j5 S OF S SKYLIGHT PLAN/DETAIL L. SHE INSTALLER SHALL INSPECT ALL MOUNTING SURFACES MAID DETERMINE THAT THE AREA IS IN DESIGN DIMENSIONAL AGREEMENT ASH THE APPROVED SHOP DRAWINGS, IN THE EVENT OF AS ERROR ARCHITECT THEINSTALLER IS 10 BRING ALL DEVIATIONS TO THE ATTENTION OF THE GENERAL CONTRACTOR AT ONCE. NO FARTHER ERECTION VIASAT WORK IS TO PROCEED UNTIL THE INCORRECT WORN IS AMENDED. SMITH CONSULTING ARCHITECTS M. THIS JOB WiLL NOT RE SCHEDULED FOR PRODUCTION UNTIL THESE SHOP DRAWINGS HAVE BEEN APPROVED. SIGNED AND RETURNED 13280 EVENING CREEK DRIVE SOUTH. SUITE 125 TO THE SKYLIGHT MANUFACTURER, SAN DIEGO CA, 92128 N. NECESSARY ALLOWANCES TO BE MADE FOR THERMAL EXPANSION PHONE: (858) 7934777 AND CONTRACTION. FAX: (858) 793-4787 O. ALL SKYLIGHTS TO BE SET ON A CONTINUOUS NEOPRENE DRVINYL 2501 GATEWAY ROAD FOAM CASKET. BUILDING 12 GLAZING CONTRACTOR SUNSET GLAZING INC. CARLSBAD, CA 92009 8834 LA MESA BLVD LA MESA. CA 991941 PHONE: (619) 463-9803 FAX: (619) 460-9378 OCL\A'UIOL C.\ ky1ight 0) 753-7080 O73LE2O32fU.\ BY. DRAMAS RRIS, J. COVER SHEET BUILDING 12 E: CUSTOMER NAME: SUNSET GLAZING [DM- PROJECT NAME: MAR17 VIASAT l: I 111.0NAME: 5 AVIS OF 404 404-Cl 23404 D1AUG1 717" Net :12 2 2:12 2:12 - - 119" ii9)" 119" i19)" 119 119" SKYLIGHT #2 840" Net 2 HF 2 E—:: :?c 120 120 120 120 120 120 120" SKYLIGHT /i SPLICE LOCATION o m r'J NET SKVLT ALUMN HEADMOUNT .050 FLASHING ICE AND WATER GUARD EXT. ALUMN CAP FLASHING LS PART 00-2971 fiTS 2 S/S F/FH MS C 8 MAX D.0 fl T TR1819 GLAZING GASKET 3/9-I 6T1-1/2 TYPE F BOLT /5 PO 4 TUBE STEE L - V ROOFING SHEETING 1-5/16 O.A DUAL GLAZING PER NOTES SILICONE BEAD ________ - .063 BREAWSAPAPE CAP I R LO SYSTEM IlY PIERS WEEP HOLES AS REDO #9 1/2- TEE SCREW 1-5/I6 OX. DUAL GLAZING PER NOTES * - EXT. ALUMN BAR WELD PER NOTES h LS PART fi0-4120 j EXT. ALUMN FRAME LS PART 013651 1-I /4 ALUMINUM CHANNEL RMYER BEYOND _____ _ WEEP HOLES AS REDO ____ HEAD DETAIL _____________ N745 FOAM GASKET NET SHYLT NET SHYLT ALUMN HEADMOUNT 3/8-I6o1-1/4 S/S TYPE F 71 FLASHING .050 BOLT T(2) PER RAFTER & ICE AND WATER GUARD MAX TXT D.C. EXT. ALUMN CAM FLASHING LA PART #0-2971 ______________ 4 STEEL TUBE - fiTO ST s S/S P/PH MSCS" MAX O.0 - 1R1819 GLAZING GASKET CURB FLASHING 0/B-INTl-I/ST TYPE F BOLT TPO ROOFING S- - J~ ~;l STEEL TUBE EXTERIOR SHEETING _ LOUVER HEAD DETAIL ALUMN PANEL PER PLAINS LOUVER SYSTEM BY OTHERS • ocE\NAIDT: CS LESLIE ky1ig Us I YCAT,$20021U0 1_5/16* GA DUAL GLAZING PER NOTES OCT00 CT: NAME: CURB DETAIL EXT . ALUMN BAR ES PART #0-4120 1-I/4 ALUMINUM CHANNEL I I000ATTIC HARRDETAIL VIEW 1W B12 SKYLIGHT IS, J. NAME: CANTOMET NAME 1/2=1" SUNSET GLAZING DÁIL: PROJECT TAME 22MAR17 VIASAT BY OTHERS SHEEP: ES / FILE NAME: P.O. 60,1510W: 3 OF 5 404 4O4D1 23404 02AUG17 1-5/16 O.A. DUAL GLAZING PER NOTES • T-5/16 O.A. DUAL GLAZING PER NOTES 11110.1-3/411110.1-3/4 S/S P/PH #1CA1-3/4 S/S P/PH MS 8" MAX S.0 MS 0 8 MAX D.0 EXT. ALUMN CXI' EXT. ALUMS CMI' LS PART I 0-2971 IS PAST /1 0-2971 TR1819 GLAZING CASKET 591819 GLAZING CASKET T/8 FOAM CASKET __________________________________ 3/8-161 1-1/4 ALUMINUM CHANNEL- __ - - - I S/S NOLT X (4)- __ __ H - T/4 ALUMINUM PLATE 2-1/2 IC 10 EXT. ALUMN RAFTER LS PART 18319 EXT. ALUMS RAFTER IS PART I 16319 NETSKYLT 063 8<ESE FLASHING- 4 STEEL TUBE RAFTERDETAIL CURB FLASHING TPO ROOFING EXTERIOR SHEETING METAL STUD FRAMING ©_SPLICEDETAIL OCDAIi&II)L C.\ 7577300 END DETAIL ARIWISRN__DRUAANC _ kyIighU (7ASI7532O32TA 50045 CUSTOMER FRISK: 1/2=1" _ SUNS ET GLAZING HARRIS,J.0ETAILVIEW©B12SKYLIGHT JUTE: PROJECT 04050K: 22MAR17 _VIASAT * BY OTHERS SHEET: 1.5 I FILE NOSE: IpX, • 11005155: 4OF5 _4041404-02123404IO6JUN17 SKYLIGHT #3 00 Net Skylt .5 II Z 1-5/I6 O.A. DUAL GLAZING PER NOTES 00 I I SILICONE BEAD EXT. ALUMN CA LS PART #0-4118 TR1SIN GLAZING GASKET WE HOLES AS REOD #8 1/2 TEE SCREW- NITS ALIKE 8748 FOAM GASKET EXT. ALUMN FRAME 1.5 P/RT #13505 #10 1-3/4W S/S SIlO 0 24 MAX 0.0 NET SKYLT METAL STUD FRAMING CURB FLASHING ITO ROOFING 5" EXTERIOR SHEETING ®CURB DETAIL SCALE: 1/2 10 Cl ETKAID1: ) 7537033 ) 7582032 TA.' DRAWN BA DRAWING NDAT: HARRIS. J.PLAN VIEW © BUILDING 12 SKYLIGHT PLAN OVERVIEW -E:EISTODEIDRDAU 1/2RA 1' SUNSET GLAZING DATE: PROJECT NAME: 22MAR17 VIASAT SHEET: LX I FILE TRADE: ITO I REASON: 5 OF 5 404 I4O4-P2 23404 O2AUG)7 ViaSat 2501 Gateway Rd. - Bldg 12 Cold Shell CRLSE3AO. CA ub v h I H H, II d b j [IHEl jI4'4 si: INC' PROJECT: 2957 Visat Slkyl 19h.ts BLDG I0 :3te 2017 I9Nr. I 1AI PROJECT: Glass Skylights per your Shop Drawings at VISAT 2501 Gateway Road, BtcVg 12 DE.SCRIPnOW Bass of Dstgn -- -- - -----• - .rn - -w--- ,77777-7 - Vertical - storoli ui IL inner Lam, Insulated Class s'stern = 975 PSF ALminum Sterefront 150 PSF ALmiriurii StGef1enl 075. PSF TOTAL OIL . 12.00. PSF, HalcJ: .Wind Design per ASCEZ-10 .110:mph, ExpC., RlskCategry.1l Human inpact lcads: 200 lbs point load on wall adàcent tó'alkwas, 42" surface Seismic Loading. per SCE 7-10 Elements Fp.. O35 Wp Bolts anded Fp •1;08 .Wp Load Combinations per ASCE -10 Design Properties: Fr= Mc&IleG of Rpure. Annealed Heat-st1en9thened FülLvTemord M0t1US or Uasflciy C = McoIes of Rrvdiy (shear) Poisson's RS:D Density coefLotant of Linear Expansion. CIa = .6000 psI = 12000 psi 24Q00 p81 10400 ksi 4300 ksi 0.23 1,56, 1b/fV3 0.46x105 in/In deg F Codes and Reference: 2013 California Building Code. :A$CE/SEI 740 Aluminum Design Manual A1A Design Quido Manuals ASTM E-1300.04 AISC ACI 3i ITW Budex TEKS Sélf-Drilling Fasteners ESR-1816 HUti ESR Report 3027 HRti.ER-2196 ,. Scott J. Sanders, SE INC. PROJECT:.2987 Viasat Skylights BLDG 12 Page.B- Date: 9/1/2011 PHONE • -7,'.O • EMAIL PROJECT: Glass Skylights per your Shop Drawings at VIASAT 2501 Gateway Road, Bldg 12 DESCRIPTION: Bases of Design Deflections: Vertical Framing Members supporting glass or metal panels normal to surface Single Span 13-6" or Less Max Deflection = LJ175 for clear span of support Single Span greater than 13-6" Max Deflection = L/240 + 1/4" for clear span of support Cantilever Members Max Deflection = 2U175 of span past support Transverse Framing Members supporting glass or metal panels in-plane: Deflection = L1175 for clear span of support normal to the plane of construction Vertical Deflection = 11360 or 1/8' whichever is less for clear span of support, in the plane of construction Building Drift and Movement Criteria Vertical differential deflection Live Load per EOR. Inter-story lateral drift 1.50%. Aluminum Design 6063-T3 Temper Alloy ASTM 6063-T3 UNO Ftu = 30 ksi; Fty = 25 ksi; Fcy = 25 ksi; Fsu = 19 ksi; E= 10,110 ksi Scott J £xnders, SE Pi Dltt~t I 0? Viasat Skygh1s BLDG 2 L H .si flrji.n PROJECT G1as Skylights per yeur Shop Drawings atl VIAsAr 2501 Gateway Road, Bldcj 1 DESCRIPTION: Wind Cij A" CF 7 -1 t2 30 2 2 'JIm Oion '3find Pr',st r 26 pf for Sr rig th - 16 x 0.6 0.0 pd )\S Wind, Deskri per 2013 CRC (ASCE10, 29.54) Rooftop Stnctuis and Equipnnt Exposure. C Height = 30 ft qh . 0.00256 x I<z x Rt x Kr! x V"2 m per 20.3-1 110.00 iup!i Kd= 0.85 K fli Kztz 1.00 Fv qhGCf* A tAc= P 0.60 25.80 pst .33.7•0 ? 29,5-2 = Gcf AM 23.22 Øsf• A 1.00 L&àd.Factr 0.60 49.o3 1.per5,5-3 29.42pst A tOO sq.ft .Loac Factor 0.60 Velocity, q Fh - qhGCf* Fh F 0.0= 2a7 V!asatSk',4ights BLDG 12 rc SF f/JC, .s b 1• FAX 11: M ML Project No 2087 Vast Skylçht PLD2 12 Pe -2 9112017 BQJECL Glass Skylik1hft per your Shop Drawings at VIASAT 2501 Gateway Road, Bld912 E Seismic Loading . • ....... V ASCE 740 - Seismic Desion Cat. L Site Class = D hn = 5004 It, SEt VSMICCOE F FCtENTS Ss 2/3Srns = 0V7219 Srris = FaSs = 1 0826 Fa 10980 1615.1.2 VSs 09860 SI 0.3800 Ip = 1 0000 Occupncy II Fv . 1.680. .Sd12J3FiSi. 0.4150 Nonstructural Components Max. Fpx •1.ISV*Wpx"i. 1154.8 Mm ft. Fpx = 0 3*lp*Sds*Wpx 0 2165 wpx Table 13.51 Coefficients for Architectural Components V Walt Element . . . Fasteners of the connection system ap = 1.0000 V Vap 1.2500 R = 2.5000 Rp = 1.0000 Z 40.0000 r h 40.0000 FT Wall Element Ep= (0A*apSds/(RpJlp)(1+2?h))Wp=. 0.346441 WO, Fasteners Load Fp (0.4apSds !(Rp/lp) (i+2ZJh)WpV= 108628 W Wall Element Width Thb 12,0000 fT Height Trib = 2.1667 fl V Glass Wt = :.00 Vpsf Trib Dead Load 312;0000 lbs Wall Fasteners Load Fp = 4J, psf, 337.78 lbs 2g87 Viaat Skylights BV[G. 12 2:12 2:12 ¶ 1 43Y7 143 14 717) Net Skyit rm SKYLIGHT #2 840' Net Skylt I All 2:12 1 II 2:12 212 I 120 120 120 120" 120" 120" 120" SKYLIGHT #1 Glass Load Resistance Report -- Thursday, August 17, 2017 f4 Glazing Information Edge Supports: 4 Sides Glazing Angle: 00 Lite Dimensions: Width: 144 in. Height: 52.0 in. Glass Construction (Rectangular) Project Details Project Name: Location: Comments: Double Glazed Insulating Unit Air Space: 0.5 in. Outboard Lite Inboard Lite Glass Type: Annealed Annealed Nominal Thickness: 1/4 in. 1/2 in. Interlayer Type: PVB Short Load Duration, Resistance, and Deflection Data Load (- 3 sec.) + Glass Weight: 39.1 psf Load Resistance: 47.1 psf Approximate center of glass deflection: 0.45 in. Long Load Duration, Resistance, and Deflection Data Load (- 30 days) + Glass Weight: 14.1 psf Load Resistance: 19.9 psf Approximate center of glass deflection: 0.29 in. Conclusion Based on your design information, the load resistance is greater than or equal to the specified loading. Statement of Compliance Procedures followed in determining the resistance of this window glass are in accordance with ASIM E1300-09112. Disclaimer: This software can be used to determine the load resistance of specified glass types exposed to uniform lateral loads of short or long duration subject to the following conditions: -The glass is free of edge and surface damage and has been properly glazed in the opening in conformance with the manufactureis recommendations. - Procedures exist to determine load resistance for rectangular glass assemblies that are: Continuously supported along all four edges, Continuously supported along three edges, Continuously supported along two parallel edges, and Continuously supported along one edge. -The software user has the responsibility of selecting the correct procedures for the required application from the software. - The stiffness of members supporting any glass edge shall be sufficient that under design load, edge deflections shall not exceed U175, where L denotes that length of the supported edge. - The manufacturer slates that the Safety Plus 11 0.090 Polyurethane Large Missile Resistant iriterlayer is comparable to the PVB interlayer. - The non-factored load values for laminated glass are representative of test data and calculations performed for an intertayer at a temperature of 50 C (122 F). For other limiting conditions that may apply, refer to Section 5 of ASTM E1300 and local building codes. Neither SDG nor GANA guarantees and each disclaims any responsibility for any particular results relating to the use of the Window Glass Design 5 Software Program. 5DG and GANA disclaim any liability for any personal injury or any loss or damage of any kind, including all indirect, special, or consequential damages and lost profits, arising out of or relating to the use of the Window Glass Design 5 Software Program. Prepared by: on 8/17/2017 Window Glass Design 5 - Version [1.30] Page 1 of 1 Details Report -- Thursday, August 17, 2017 Lite Sketch / T _______ 144 n. \V U 52.0 in. Window Glass Design 5 - Version [1.30] Page 1 of 3 Details Report Thursday, August 172017 6.0 mm (1/4 in.) Glass Long Dimension (in.) 0 20 40 60 00 100 120 140 160 180 200 140 - 0 - ...........-- -- 0 0 000 000 3000 4000 50(10 Long Dimension (mm) Short Duration Load Non-Factored Load: 17.0 psf Glass Type Factor: 0.9 Load Share Factor: 10.8 Load Resistance: 166 psf Approximate Deflection: 0.23 in Long Duration Load Non-Factored Load: 17.0 psf Glass Type Factor: 0.39 Load Share Factor: 3.00 Load Resistance: 19.9 psf Approximate Deflection: 0.29 in Window Glass Design 5 - Version [1.30] Page 2 of 3 ....... 20— 3000 JOG— 80— - 2000 6O r EMEM AIII uamaia IIiIITAIi II LI i 1 IN I II, o C/) 40— boo Me 20 - Details Report Thursday August 172017 12.0 mm (1/2 in.) Laminated Glass with PVB Long Dimension (hi.) 0 50 100 150 200 150_1 171. • ' 00- • 50- IL 3000 1 2 E L L 2000 0 1- 1000 Iq 0 0 1000 2000 3000 4000 5000 Long Dimension (mm) Short Duration Load Non-Factored Load: 47.5 psf Glass Type Factor: 0.9 Load Share Factor: 1.10 Load Resistance: 47.1 psf Approximate Deflection: 0.45 in Long Duration Load Non-Factored Load: 47.5 psf Glass Type Factor: 0.39 Load Share Factor: 1.50 Load Resistance: 27.8 psf Approximate Deflection: 0.18 in Window Glass Design 5 - Version [1.30] Page 3 of 3 No, 4 . ___ SEEN OMEN M[ Cl)iii~ IS RIM MM 0 -I. Properties.: Design Properties: Fr = Modules of Riplure Ar)neald Heat-strengtheñ.d Fully Teméred Modules of EsticiIy G = Modules of Rij day (sheal Pcssans Ratio = p Density Coefficient of Linea Upans or Gfi00 pi 12000 ps = 2.4000 psi 10400 ksi 4$00 ksi = 0.23 156 lbItt'3 0.46x10&5 infin deg F Glass Nömirtal Minimum Glees Glass Thickness Glass Thickness Weight inches inches psf. 118 0.115 1.63 114 0.219 3.25 3/8 0.351 4.68 1/2 0.469 6.50 /8 0•55 9.13 3?4 0.119 9.75 718 O844 11.313 Pró]ctNo. 2987 Viau Sky.fights 13L06 12 Page Lni1 9W2017 E11. I PROJECT: Glass Skylightiper your Shop taw/ncjs at VIASAT 2501 Gateway Road, 8Idg 1 DESCRIPTION: GL4 Method for Dc'termin eq Effectl.o TII'ii o aniinal(1 Glass for oil R3sLsti cU Per ASTWI E-130E.00 2 Laver Life Pronerties: 1/4 X 0,060)( 114 LAMINATED 1)2 Glass a =Width smallest = 52.0000 inches Length 144.000A inches hi, thickness 0.2190 inches h2, thickness = 02190 inches .hv, interlayer thickness 0.0600 inches 6 6,1.tQ psi, SSec 122 De 6 r1tori/. r: 3628.00 psi, S S'c 122 Dog 6 ftariapar Trooci 246.60 p51,5 S'c 122 Deg MI. rir = 63•0 psi,INTERLAXER STORAGE SHEAR M ODULUS hz 0.5(h1 +h) + h, = 0,790 inches h. h1 /(hi + h2). 0.1395inches:, Fr 6 .ksi h= hh2 /(h1 + h) = 0.1305 inches Safety Factor I t h1 (h)12 02 (hJA2 O.0085259 .inches Fh lIow Fr/SF = 6 ksi b = 12 in '1 = .6.208234999 Thickness 0.4360 in Sx btA216 0,3802 iff31ft .EFPCTit/° THICKNESS FOR DEFLECTIONz Mallow=Fr all x Sx 190,10 9-ft =(hi 53'h?3+i2Tis)i3.=. , O.I8 inches = 23/66 inches EFFECTIVE THiCKNESS FOR. STRESS hi ef.cr= h2 eIcr = (hef.wh1+2fls).5 L. 0.436 echOs (2)Lli Lite Properties: 1f4X 0.060"X 1/4" LA IINATEDII2' Glass 2987 Visai Skylights 810G!2 Window Elevations EvatlonUj! Max Size -width 4.330 ft x ht Wind Load 4142 pst Ma x Allowable Span wlthoutSteel Stiffeners, C hack Stiffener for Design Loads: r ã'-1 ScottJ Sanders, SF PROJECI:..:2987.Viasat $kylightsBLDG .12 c:t lun rcrtl P1112017 Arizona, Cal:fornra, It aimaii, Nevada, Wahinçjtnn PROJECT- Glass Skylights peryotirShop Drawings at VLASAT 2501 Gateway Road, 12 DESCRIPTION! Glazing Design b. 0 in 0 in .st12:áe. 0.0000 in 0 in I tube 0.000 inA4 0.85 in4 ste$ 2.$E+07 psi E alum l.OE+07 psi Max Fit 4.3333 ft MaX Deflection = L/175 = 030 Lrche Trib jVind Width 4.330 ft W = 179.348 ptf 1ieqd (5w4)/(384E Defi) 0.17 inA4 EquhaInt.tprov!ded = Itube+ialurnf29 0.288 A4 .ReactiQn at.Top..and Bottcm wxMax Ht/2 = 388.59 lbS 43=. ft iotaiWindArea= 18763a sq ft. SkigtSectIn Steel ReinforGing.if required 11' Company Sep 9, 2015 Designer 17:46 PM Job Number: Checked By:______ Section Properties: 16318 Section Information: Material Type = General Shape Type = Arbitrary Number of Shapes = 8 Basic Properties: Total Width 2.500 in Total Height = 2.902 in Centroid, Xo = 0.648 in - Centroid, Yo = -0.038 In - X-Bar (Right) = 1.251 in X-Bar (Left) = 1.249 in Y Bar (Top) = 1.686 In Y-Bar (Bo t)= 1.216 in Max Thick = 0.100 In Equivalent Properties: - Area, Ax - = 1.074 InA2 Inertia, lxx = 0.835 inM Inertia, l = 0.796 in14 Inertia, lxy -0.001 - inA4 Sx (Top) = 0.495 inA3 Sx (Sot) = 0.687 in'3 Sy (Left) 0.637 in'3 Sy (Right) 0.638 inA3 = 0.882 in ry 0.861 in PlasticZx = 0.815 in* A3' Plastic Zy 0.823 in3 Torsional J = 0.003 in4 As-xx Del = 1.000 As-yy Del 1.000 As-xx Stress = 1.000 As-yy Stress = 1.000 Section Diagram C:\RISALeslie.nmsx . Page 1 9110/115 2:49 PM 20/26 3w/f]. 3ander5 $E • rvjvt I,Lc I V IL Pav S- ,r - _ -.--.- - .--.- .---- .- - - -- -• , PROJGT: Glass Skylights par your $hip Drdvn t VIASAT 2501 Gateway Road, Bldg 12 DESCRIPTION: General Glazing Top Boll at Steel Stud CALCULAFI NG THREAD STRENGTH. Load at cach boll Max C=T . ö lbs. Max V 780 Ibs; Use W-16 Grade 5 tile streitftFñ lbs Allowable LU on ThradW5ATFtul3 24e1.20 LBS Eta 120 KS! Bolt Tensile strength area: 0.0775 in'2 AowabIe V strength D.3AFv 1036$; i6. F, 60 ksi Area 0.57$ in'2 Check Thread Strength ntstandoff: MiñThead Errbednient. :-1118 in lnternilThread Stripping Area. 0.828 In 2, for 3/4-0 thead Interaction of shear and Thnson: t(T+.v'V - 0.075231 <1,00k Therefore 5/16 dia bolt ok for loading Size lt Area sq. • Bolt Thread Stripping Areas sq. in. per in. or Engagement Internal Thread Stripping Areas sq. in. per in, of Engagement 1/4720 UNC" 00318 0.368 0.539 5116-18 UNC 0.0524 0.470 0.682 3/816 UNC 0.0775 0.5.76 0.828 7/16-14 (iNC 1/213 UNC 0,106 • 0,142 0.677 0779 0Q81 1_12 /16-12 UNC 0.182_• 0.893 • 1.27 5/8-11 UNC 0.226 0.998 1.42. 3/4-10 UNC 0.334 1, 21 1.72 7/8-9 UNC 0.462. 1.43 2.03 18 U-NC 0,606 1.6& 233 Weld.Strength: 3/8" x2" long = Rn1C =(.D.O FeX.x((l/2/2).(Di16)*I)/2:. 33,4108 kips <17 kip load 2987 ViasatSkyllghls BLDG 12 * Scottj Sanders, SE P W. '.aPI, Ifl raopcL i1QZ2D V1LI I1j.L$..LA.7 Page:S2 511/20.17 PROJECT: Glass Skylight per.your Shop,Orawinjsat• .VIASAT 2501 Gateway Road, Btd 12 DESCRIPTION: Cenral Glazing : Top Bolt at Steel Stud CALCULATING THREAD STRETH Load at cacti boll Max C=T 780 Pbs, Max 0 1b9. Use 00 Grade 5 tensile 1rength nibs Allowable LID on Th a 0.58*At*Ettil3 2259.10 LS Ftu = 120 KSI Bolt Tensile strength area 0031B in12 Allowable V strength = 0.3AFv = 6624 lbs. Fv 60 kSi Area O.M. in'2 Check Thread Strength into standoff.- Min Thread Embedment 118 in Internal Thread Stripping Ara . 0,779. ih2for3/410 Interaction Of sher and Tension UT + WV 6.34527 ' 1.0 ok Therefore 5/16" dia bolt oh for loading Size Area sq. in. Bolt tensile Stress Bolt Thread Stripping Areas sq. in. per in. at Engagement Internal Thread Stripping Areas sq. in. per in. of. Engagement 1/4-20 UNC 0.0318 •. 0.368 0.539 5/16-18 UNC 0.0524 0,470 0.682 3/8-16 UNC - t.0775 0 576 0,828 7/16-14 UNC - - 0,106 . 0.677 0,081 1/2-13 UNC 0.142 0.779 1.12 9/16-12 UNC 0.182 0.893 1.27 518.11 UNC 0.226 0.998 1.42 3/4-10 U NC . 0.334 1.21 1.7.2 7/8-9 UNC 0:462 1.43 2.0 1-8 UNC C 606 1.66 2.33 Weld :Strergth: 3/8' .xr long Rn1O =(O60'Fexx(2)'9!2/21(P/16)l)'2 33.4108 kips <17 hip toad 2987 Viaai Sklights B1LG 12 1 -5/16" O.A. p1 lAl 'I A7IlIfl DIro KIrTrC * SILICONE BEAD .063 BREAKSHA WEEP HOLES A #8 x 1/2" TEK EXT. ALUMN FR LS PART #1365 RAFTER BEYOND WELD PER NOTE WEEP HOLES A N748 FOAM GA 3/8-16x1-1/4 BOLT x(2) PER MAX 16" O.C. 4" STEEL TUBE CURB FLASHING TPO ROOFING * EXTERIOR SHEET ALUMN PANEL F HEAD DETAIL FLASHING * -16x1-1/2" (PE F BOLT EEL TUBE * ROOFING * SHEETING * NET SK' ALU MN .050 FL CE ANE EXT. AL LS PAR #10 x MS © TR1819 1-5/1( EXT. Al LS PAF 1-1/4 063 BRAKESHAF 4" STEEL TUBE CURB FLASHING TPO ROOFING * EXTERIOR SHEET METAL STUD FRi 1-5/16" U.M. D''' #10x1-3/4" 5/ MS © 8" MAX C EXT. ALUMN CAP LS PART # 0-2 TR1819 GLAZING I AIhI END DETAIL 11 1/8" FOAM GASI 1-1/4" ALUMINL EXT. ALUMN RAF LS PART # 163- I / i ( A \ I I A I C' I A 7 I K I C' ) K I r\-7C-C' RAFTER DETAI L () HEAD DETAIL LESLIE kyF DRAWN BY: DRAWING NAME: HARRIS, J. DETAIL VIEW SCALE: CUSTOMER NAME: 1/2"=l" SUNSET GLA DATE: PROJECT NAME: 22MAR17 VIASAT SHEET: L.S # FILE NAMI 3 OF 5 404 1 404- NET SK A LU M N .050 FL ICE AN[ EXT. AL LS PAR 1-5/1 EXT. Al LS PAF 1-1/4 * BY OTHERS FLASHING * -16x1-1/2" PE F BOLT EEL TUBE * LOUVER HEAD DETAIL SILICONE BEAD EXT. ALUMN Cl LS PART #0-4 TR1819 GLAZI\ WEEP HOLES A #8 x 1/2" TE N748 FOAM GA EXT. ALUMN FE LS PART #135 #10 x 1-3/4" SMS © 24" MA METAL STUD FE CURB FLASHING TPO ROOFING EXTERIOR SHEE 1 - 5/ 1 5" U. A. r I I A I I n III cc -IM ,mrr r * (D - CURB DETAIL SCALE: 1/2" 1'O" 3/8-16x1" S/S BOLT 1/4" ALUMINUM PLATE 2-1/2" X 10" SPLICE DETAIL I. SERVIC ES Re ESR- S (800)423-6587 I (5 -8543 I www.icc-es.org port is subject to renewal 09/2017 _______ P] I'1 Ii [.]s].1iIiIiIsI V..II REPORT HOLDER: INFASTECH DECORAH LLC ELCO CONSTRUCTION PRODUCTS 1302 KERR DRIVE DECORAH, IOWA 52101 EVALUATION SUBJECT: DRIL-FLEX® SELF-DRILLING STRUCTURAL FASTENERS chg~ cj~~ PMG LISTED Look for the trusted marks of Conformity! "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence" SEN. Mail UTERMTiOUA1 A Subsidiary of COØECOUHCL r CC I ca-p's specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not recommendation for its use. There is no warranty by ICC Evaluation Service, LL C, express or implied, as to anyfinding or other matter in this report, or as to any product covered by the report. ROD=c"s'° Copyright 0 2016 ICC Evaluation Service, LLC. All rights reserved. ICC-ES Evaluation Report ESR-3332 Reissued September 2016 This report is subject to renewal September 2017. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 DIVISION: 05 00 00—METALS Section: 05 05 23—Metal Fastenings REPORT HOLDER: INFASTECH DECORAH LLC ELCO CONSTRUCTION PRODUCTS 1302 KERR DRIVE DECORAH, IOWA 52101 (800) 435-7213 www.elcoconstruction.com infoElcoiinfastech.com EVALUATION SUBJECT: DRIL-FLEX® SELF-DRILLING STRUCTURAL FASTENERS ADDITIONAL LISTEE: HILTI, INC. 5400 SOUTH 122N0 EAST AVENUE TULSA, OKLAHOMA 74146 (800) 879-8000 www.us.hilti.com PRODUCT NAME: KWIK-FLEX® SELF DRILLING SCREWS 1.0 EVALUATION SCOPE Compliance with the following codes: U 2012, 2009 and 2006 International Building Code® (I BC) U 2012 and 2009 International Residential Code® (IRC) Property evaluated: Structural 2.0 USES Elco Dril-Flex® and Hilti Kwik-Flex® Self-Drilling Structural Fasteners are used in engineered connections of cold- formed steel members. The fasteners may be used under the IRC when an engineered design is submitted for review in accordance with IRC Section R301.1.3. 3.0 DESCRIPTION 3.1 General: Elco Dril-Flex® and Hilti Kwik-Flex® Self-Drilling Structural Fasteners are proprietary, self-drilling tapping screws that have a dual heat treatment and that are coated with a corrosion-preventive coating identified as Silver Stalgard®. The drill point and lead threads of the screws are heat- treated to a relatively high hardness to facilitate drilling and thread forming. The balance of the fastener is treated to a lower hardness complying with the hardness limits for SAE A Subsidiary of the international Code Council® J429 Grade 5 screws and the hardness limits for ASTM A449-10 Type I screws. The threaded portion of the screw with the lower hardness is considered the load-bearing area, used to transfer loads between connected elements. See Figures 10, 11 and 12. Table I provides screw descriptions (size, tpi, length), nominal diameters, head styles, head diameters, point styles, drilling capacities and length of load-bearing area. 3.1.1 EDX445 (Type 1): The EDX445 screw is a #10, coarse threaded screw with a phillips pan head. See Figure 1. 3.1.2 EAF430, EAF460, EAF470, EAF480 (Type 2): These screws are #10, coarse threaded screws with an indented hex washer head. See Figure 2. 3.1.3 EAF62I, EAF64I, EAF68I, EAF690, EAF7I5 (Types 3 and 4): These screws are #12, coarse threaded screws with an indented hex washer head. See Figure 3. 3.1.4 EAF755 (Type 5): The EAF755 screw is a #12, fine threaded screw with an indented hex washer head. See Figure 4. 3.1.5 EAF8I6, EAF84I, EAF846 (Type 6): These screws are 1/4-inch-diameter, coarse threaded screws with an indented hex washer head. See Figure 5. 3.1.6 EAF865, EAF876, EAF886, EAF890 (Type 7): These screws are 114-inch-diameter, fine threaded screws with an indented hex washer head. See Figure 6. 3.1.7 EAF888 (Type 8): The EAF888 screw is a 114-inch- diameter, fine threaded screw with an indented hex washer head. The lead threads have a design identified by the manufacturer as Round Body Taptite®. See Figure 7. 3.1.8 EAF900, EAF9I0 (Types 9 and 10): These screws are 1/4-inch-diameter, partially threaded, fine threaded screws with an indented hex washer head. 3.1.9 EAF940 (Type 11): The EAF940 screw is a inch-diameter, fine threaded screw with an indented hex washer head. The lead threads have a design identified by the manufacturer as Round Body Taptite®. See Figure 8. 3.1.10 EAF960, EAF970 (Type 12): These screws are 51i6-inch-diameter, fine threaded screws with an indented hex washer head. At the lead end of the screw, the shank of the screw is notched to form a shank slot. See Figure 9. 3.2 Screw Material: The screws are formed from alloy steel wire complying with ASTM F2282 Grade IFI-4037. The screws are heat-treated to a through-hardness of 28 to 34 HRC. The drilling point and lead threads are heat-treated to a minimum of 52 HRC. /C-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed ggg OS a,, endorsement of the subject of the report or a reconnnendonou for its use. There is no worrailty by ICC E,'aI,,otio,, Service, LLC, express or lisp/led, as to auyfrndmg or other iiroller in this report, or as to any product covered by the report. Copyright© 2016 ICC Evaluation Service, LLC. All rights reserved. Page l of 6 ESR-3332 I Most Widely Accepted and Trusted Page 2 of 6 3.3 Connected Material: The connected steel materials must comply with one of the standards listed in Section A2 of AISI 5100 (AISI NAS for the 2006 IBC) and have the minimum thickness, yield strength and tensile strength shown in the tables in this report. 4.0 DESIGN AND INSTALLATION 4.1 Design: Elco Dril-Flex® and Hilti Kwik-Flex® Self-Drilling Structural Fasteners are recognized for use in engineered connections of cold-formed steel construction. Design of the connections must comply with Section E4 of AISI S100 (AISI-NAS for the 2006 IBC). Nominal and available fastener tension and shear strengths for the screws are shown in Table 2. Available connection shear, pull-over and pull-out capacities are given in Tables 3, 4 and 5, respectively. For tension connections, the lowest of the available fastener tension strength, pull-over strength and pull-out strength, in accordance with Tables 2, 4 and 5, respectively, must be used for design. For shear connections, the lower of the available fastener shear strength and the shear (bearing) strength, in accordance with Tables 2 and 3, respectively, must be used for design. Connections subject to combined tension and shear loading must be designed in accordance with Section E4.5 of AISI S100 (AISI-NAS for the 2006 lBC). Connected members must be checked for rupture in accordance with Section E5 of AISI SIOO. The values in the tables are based on a minimum spacing between the centers of fasteners of three times the nominal diameter of the screw, and a minimum distance from the center of a fastener to the edge of any connected part of 1.5 times the nominal diameter of the screw. See Table 6. When the direction to the end of the connected part is parallel to the line of the applied force, the allowable connection shear strength determined in accordance with Section E4.3.2 of Appendix A of AISI S100 (AISI-NAS for the 2006 IBC) must be considered. When tested for corrosion resistance in accordance with ASTM 13117, the screws meet the minimum requirement listed in ASTM F1941, as required by ASTM C1513, with no white corrosion after three hours and no red rust after twelve hours. 4.2 Installation: Installation of Elco Dril-Flex® and Hilti Kwik-Flex® Self- Drilling Structural Fasteners must be in accordance with the manufacturer's published installation instructions and this report. The manufacturer's published installation instructions must be available at the jobsite at all times during installation. Screw length and point style must be selected by considering, respectively, the length of load-bearing area and the drilling capacities shown in Table 1. The fasteners must be installed without predrilling holes in the receiving member of the connection. The drilling function of the fastener must be completed prior to the lead threads of the fastener engaging the metal. When the total connection thickness exceeds the maximum drilling capacity shown in Table 1, clearance holes must be provided in the attached material to reduce the thickness to be drilled by the screw. Clearance holes must be 13/64 /64, 17/64 and 21/ inch (5.2, 5.9, 6.7 and 8.3 mm) in diameter for #10, #12, 1/4-inch- diameter and 5/16-inch-diameter (4.7, 5.3, 6.4 and 7.9 mm) fasteners, respectively. The screw must be installed perpendicular to the work surface using a 1,200 to 2,500 rpm screw gun incorporating a depth-sensitive or torque- limiting nose piece. The screw must penetrate through the supporting metal with a minimum of three threads protruding past the back side of the supporting metal. 5.0 CONDITIONS OF USE The Elco Dril-Flex® and Hilti Kwik-Flex® Self-Drilling Structural Fasteners described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The fasteners must be installed in accordance with the manufacturer's published installation instructions and this report. If there is a conflict between the manufacturer's published installation instructions and this report, the more severe requirements govern. 5.2 The allowable connection capacities specified in Section 4.1 are not to be increased when the fasteners are used to resist short-duration loads, such as wind or seismic forces. 5.3 The utilization of the nominal connection capacities contained in this evaluation report, for the design of cold-formed steel diaphragms, is outside the scope of this report. 5.4 Drawings and calculations verifying compliance with this report and the applicable code must be submitted to the code official for approval. The drawings and calculations are to be prepared by a registered design professional when required by the statutes of the jurisdiction in which the project is to be constructed. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Tapping Screw Fasteners (AC118), dated June 2012. 7.0 IDENTIFICATION The Elco Dril-Flex® and Hilti Kwik-Flex® self-drilling tapping screws are marked with a 'P" on the top surface of the screw heads, as shown in Figures 1 through 9. Packages of self-drilling tapping screws are labeled with the report holder or listee name (Elco Construction Products or Hilti, Inc.) and address, product brand name (Dril-Flex® or KwikFlex®), product number or item number, size and length, point style and the evaluation report number (ESR-3332). ESR-3332 Most Widely Accepted and Trusted Page 3 of 6 TABLE 1-ELCO DRILFLEX SELF-DRILLING STRUCTURAL FASTENERS SCREW TYPE ELCO PRODUCT NUMBER HILTHTEM NUMBER DESCRIPTION (nom. size-tpi x length) NOMINAL DIAMETER (in.) HEAD STYLE HEAD DIAMETER (in.) POINT STYLE DRILLING CAPACITY (in.) LENGTH OF LOAD BEARING AREA (in.) Mm. Max. 1 E0X445 03409732 #10-.16X3/4 0.190 PPH 0.365 2 0.11 0.110 0.38 EAF430 00408123 #10-16x3/4 0.190 IHWH 0.399 3 0.11 0.150 0.38 EAF460 03489672 #10-16x11/2 0.190 IHWH 0.399 3 0.11 0.150 1.00 2 EAF470 03458234 #10-16x2 0.190 IHWH 0.415 3 0.11 0.150 1.50 EAF480 03492651 #10-16x21/2 0.190 IHWH 0.399 3 0.11 0.150 1.83 EAF621 00087572 #12-14x7/8 0.216 IHWH 0.415 3 0.11 0.187 0.38 EAF641 00087646 #12-14x1 0.216 IHWH 0.415 3 0.11 0.187 0.50 EAF681 00087647 #12-14x1'/2 0.216 IHWH 0.415 3 0.11 0.187 1.00 EAF690 00008595 #12-142 0.216 IHWH 0.415 3 0.11 0.187 1.50 4 EAF715 03011177 #12-14x3 0.216 IHWH 0.500 2 0.11 0.110 2.35 5 EAF755 03458235 #12-24x13/4 0.216 IHWH 0.415 5 0.11 0.500 0.80 EAF816 00087648 '/4-14x1 0.250 IHWH 0.500 3 0.11 0.210 0.45 6 EAF841 00087649 '/4-14x1'/2 0.250 IHWH 0.500 3 0.11 0.210 0.95 EAF846 00008598 1/4-142 0.250 IHWH 0.500 3 0.11 0.210 1.45 EAF865 03011203 '/4-20x1'/8 0.250 IHWH 0.500 4 0.11 0.312 0.50 EAF876 00000451 '/4-20x1'/2 0.250 IHWH 0.500 4 0.11 0.312 0.83 EAF886 00000452 '/4-20x2 0.250 IHWH 0.500 4 0.11 0.312 1.33 EAF890 00010436 '/4-20x2'I2 0.250 IHWH 0.500 4 0.11 0.312 1.83 8 EAF888 03458236 '/4-20x13/4 0.250 IHWH 0.500 5 0.11 0.500 0.80 9 EAFYOO 03414194 '/4-20x3318 0.250 IHWH 0.500 3 0.11 0.210 2.70 10 EAF910 03463594 '/4-20x4 0.250 IHWH 0.500 4 0.11 0.312 3.50 11 EAF940 03011230 5116-18x1'I2 0.313 IHWH 0.600 3 0.11 0.312 0.80 12 EAF960 03006009 5/16-24x1'/2 0.313 IHWH 0.600 4 0.11 0.312 0.80 EAF970 03432628 5/,6-24x2 0.313 IHWH 0.600 4 0.11 0.312 1.25 For SI: 1 inch = 25.4 mm. 'Head styles: IHWH = Indented Hex Washer Head; PPH = Phillips Pan Head. 2The Length of Load Bearing Area is based on the length of the threaded portion of the screw that is heat treated to HRC 28-34, and represents the limit of the total thickness of the connected elements. See Sections 3.1 and 4.2 and Figures 10 through 12 for further clarification. TABLE 2-FASTENER SHEAR AND TENSION STRENGTH, pounds-force' 2,3 SCREW TYPE SCREW SIZE NOMINAL STRENGTH (TESTED) ALLOWABLE STRENGTH (ASD) 3 DESIGN STRENGTH (LRFD) 0=0.5 Shear, P, Tension, P,. Shear, P,,/!D Tension, P/C Shear, 0P Tension, 0P, 1 #10-16 1526 2273 509 758 763 1136 2 #10-16 1463 2276 488 759 732 1138 3,4 #12-14 1992 3216 664 1072 996 1608 5 #12-24 2503 4177 834 1392 1252 2088 6 1/14 2692 4363 897 1454 1346 2182 7,9,10 /4-20 2659 4729 886 1576 1330 2364 8 /4-20 2617 4619 872 1540 1308 2309 11 11618 4568 8070 1523 2690 2284 4035 12 /16-24 5471 8757 1824 2919 2736 4379 For SI: 1 inch = 25.4 mm, 1 Ibf= 4.4 N. 'For tension connections, the lower of the available fastener tension strength, pullover strength, and pull-out strength found in Tables 2,4 and 5, respectively, must be used for design. 2For shear connections, the lower of the available fastener shear strength and the allowable shear (bearing) capacity found in Tables 2 and 3, respectively, must be used for design. Nominal strengths are based on laboratory tests. ESR-3332 I Most Widely Accepted and Trusted Page 4 of 6 TABLE 3-SHEAR (BEARING) CAPACITY OF SCREW CONNECTIONS, pounds-force 1,2,3.4,5 SCREW TYPE SCREW DESIGNATION NOMINAL DIAMETER DESIGN THICKNESS (in.)6 0.048-0.048 0.048-0.075 0.060-0.060 0.075-0.075 1/03/0 /16-14 /4 -0105 ALLOWABLE STRENGTH (ASD) 1 #10-16 0.190 289 289 404 - - - - 2 #10-16 0.190 369 395 453 - - - - 3,4 #12-14 0.216 356 573 513 497 - - - 6 /4 14 0.250 377 626 520 661 638 - - 7,8 /4-20 0.250 38678 526 ° 5338 6708 5959 624 5549 11 °/1-18 0.313 408 622 561 891 - - - 12 /1624 0.313 - - - - 1347 984 887 DESIGN STRENGTH (LRFD) 1 #10-16 0.190 433 433 605 - - - - 2 #10-16 0.190 590 631 724 - - - - 3,4 #12-14 0.216 569 917 820 795 - - - 6 1/14 0.250 603 1001 833 1058 1021 7,8 /20 0.250 61778 84278 852° 1072° 9529 999° 8869 11 /16-18 0.313 653 996 897 1425 - - - 12 /16-24 0.313 - - - - 2155 1575 1419 For SI: 1 inch = 25.4 mm, 1 lbf= 4.4 N. 1 ksi = 6.89 Mpa. 'Available strengths are based on laboratory tests, with safety factors/resistance factors calculated in accordance with AlSI S100. 2For shear connections, the lower of the available fastener shear strength and the available shear (bearing) capacity must be used for design. 3values are based on steel members with a minimum yield strength of F = 33 ksi and a minimum tensile strength of F. = 45 ksi. 4Available capacity for other member thickness may be determined by interpolating within the table. 'Unless otherwise noted, when both steel sheets have a minimum specified tensile strength F,;-> 58 ksi, multiply tabulated values by 1.29 and when both steel sheets have a minimum tensile strength F. ~! 65 ksi steel, multiply tabulated values by 1.44. 6The first number is the thickness of the steel sheet in in contact with the screw head (top sheet). The second number is the thickness of the steel sheet not in contact with the screw head (bottom sheet). 7\Mien both steel sheets have a minimum specified tensile strength of F. ~ 55 ksi (e.g. ASTM A653 SS Grade 40), multiply tabulated values by 1.22. 'When both steel sheets have a minimum specified tensile strength of F9 ~t 52 ksi (e.g. ASTM A653 SS Grade 37), multiply tabulated values by 1.15. °'t/hen both steel sheets have a minimum specified tensile strength of F9 ~- 58 ksi (e.g. ASTM A36), multiply tabulated values by 1.29. TABLE 4-TENSILE PULL-OVER CAPACITY OF SCREW CONNECTIONS, pounds-force' 3,4,5,6 SCREW TYPE SCREW DESIGNATION NOMINAL DIAMETER (in.) MINIMUM EFFECTIVE PULL-OVER DIAMETER (in.) DESIGN THICKNESS OF MEMBER IN CONTACT WITH SCREW HEAD (in.) 0.048 0.060 0.075 I 0.105 3 5 ALLOWABLE _STRENGTH _(ASD) 1 #10-16 0.190 0.357 386 4812 4812 4812 4812 - - - 2 #10-16 0.190 0.384 415 4812 4812 4812 4812 - - - 3,4 #12-14 0.216 0.398 430 537 672 7342 7342 7342 - - 5 #12-24 0.216 0.398 430 537 672 7342 7342 7342 7342 7342 6 1114 0.250 0.480 518 648 810 11262 11262 11262 - - 7,8 1/4.20 0.250 0.480 - 648 810 11262 11262 11262 1126 211262 11 °/-18 0.313 n/a2 - - - 11662 11692 - - - 12 /6-24 0.313 n/a2 - - - 13262 13262 13262 13262 13262 DESIGN _STRENGTH _(LRFD) 1 #10-16 0.190 0.357 578 723 7812 7812 7812 - - - 2 #10-16 0.190 0.384 622 778 7812 7812 7812 - - - 3,4 #12-14 0.216 0.398 645 806 1007 11922 1192 11922 - - 5 #12-24 0.216 0.398 645 806 1007 11922 11922 11922 1192 11922 6 /4-14 0.250 0.480 778 972 1215 1701 18302 18302 - - 7,8 '/4-20 0.250 0.480 - 972 1215 1701 18302 18302 18302 18302 11 °/-18 0.313 n/a2 - - - 18712 18712 - - - 12 °/,6-24 0.313 n/a2 - - - 21212 21212 2121 21212 212 12 For SI: 1 inch = 25.4 mm, 1 lbf= 4.4 N, 1 ksi = 6.89 Mpa. 'Available strengths are based on calculations in accordance with AISI S100, unless otherwise noted. 2Available strengths are based on laboratory tests, with safety factors/resistance factors calculated in accordance with AISI S100, or on the shear strength of the integral washer. Increasing values for higher steel tensile strength per Note 6 is not allowed. 3For tension connections, the lowest of the available pull-out, pull-over, and fastener tension strength must be used for design. 4Values are based on steel members with a minimum yield strength of F7 = 33 ksi and a minimum tensile strength of F. = 45 ksi. °Available capacity for other member thickness may be determined by interpolating within the table. °For steel with a minimum tensile strength F. ~ 58 ksi, multiply tabulated values by 1.29 and for steel with a minimum tensile strength F. ~ 65 ksi steel, multiply tabulated values by 1.44. ESR-3332 I Most Widely Accepted and Trusted Page 5 of 6 TABLE 5—TENSILE PULL-OUT CAPACITY OF SCREW CONNECTIONS, pounds-force 1,2,3.4,5 SCREW TYPE SCREW DESIGNATION NOMINAL DIAMETER DESIGN THICKNESS OF MEMBER NOT IN CONTACT WITH SCREW HEAD (in.) 0.048 0.060 0.075 0.105 I" 14 '56 ALLOWABLE STRENGTH _(ASD)______ 1 #10-16 0.190 136 193 236 307 297 .. - - 2 #10-16 0.190 136 193 236 307 297 - - - 3,4 #12-14 0.216 132 205 264 328 510 665 - - 6 /4-14 0.250 131 207 255 342 561 899 - - 7, 8,9, 10 /4-20 0.250 - 2046 2606 423 524 914 1044 1206 11 i-is 0.313 - - - 520 707 - - - 12 /-24 0.313 - - - 459 637 724 1189 1424 DESIGN STRENGTH (LRFD) 1 #10-16 0.190 217 309 378 492 476 - - - 2 #10-16 0.190 217 309 378 492 476 - - - 3,4 #12-14 0.216 211 328 423 525 816 1064 - - 6 /4-14 0.250 210 331 409 548 897 1439 - - 7, 8, 9, 10 /4-20 0.250 - 326 4166 6776 838 1462 1670 1930 11 /l618 0.313 - - - 832 1131 - - - 12 /l6-24 0.313 - - - 735 1019 1159 1903 2279 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.4 N, 1 ksi = 6.89 Mpa. 'Available strengths are based on laboratory tests, with safety factors/resistance factors calculated in accordance with AISI S100. 2For tension connections, the lowest of the available pull-out, pull-over, and fastener tension strength must be used for design. 3Values are based on steel members with a minimum yield strength of F = 33 ksi and a minimum tensile strength of F4 = 45 ksi. 4AvaiIabIe capacity for other member thickness may be determined by interpolating within the table. 5Unless otherwise noted, for steel with a minimum tensile strength F. ~! 58 ksi, multiply tabulated values by 1.29 and for steel with a minimum tensile strength F. ~t 65 ksi steel, multiply tabulated values by 1.44. 6Wben both steel sheets have a minimum specified tensile strength of F. 52 ksi (e.g. ASTM A653 SS Grade 37), multiply tabulated values by 1.15. 'When both steel sheets have a minimum specified tensile strength of F. ~: 58 ksi (e.g. ASTM A36), multiply tabulated values by 1.29. TABLE 6—MINIMUM FASTENER SPACING AND EDGE DISTANCE BASIC SCREW FASTENED MINIMUM SPACING MINIMUM EDGE MINIMUM EDGE DISTANCE FOR DIAMETER MATERIAL (3d) DISTANCE FRAMING MEMBERS (3d) (inch) (1.5d) 0.190 Steel /16 (#10) 0.216 Steel (#12) 1/4 Steel 3,, /4 3,, /8 3 /44 5 /16 Steel 15/1r ". 1,.. 2 151 16 For SI: 1 inch = 25.4 mm. ESR-3332 I Most Widely Accepted and Trusted Page 6 of 6 mg ('(03 )In~N~al)n= FIGURE 1—#10-16 PHILLIPS PAN HEAD FIGURE 7—I4-20 INDENTED HEX WASHER HEAD TYPE I SCREW ROUND BODY TAPTITE TYPE 8 SCREW FIGURE 2—#10-16 INDENTED HEX WASHER HEAD TYPE 2 SCREW ~~IMIZN E~~ FIGURE 3-412-14 INDENTED HEX WASHER HEAD TYPE 3 AND 4 SCREW FIGURE 8—/16-I8 INDENTED HEX WASHER HEAD ROUND BODY TAPTITE TYPE 11 SCREW FIGURE 9—I16-24 INDENTED HEX WASHER HEAD WITH SHANK SLOT TYPE 12 SCREW MAXIMUM LOAD BEARING AREA FIGURE 4-412-24 INDENTED HEX WASHER HEAD FIGURE 10—PHILLIPS PAN HEAD AND INDENTED TYPE 5 SCREW HEX WASHER HEAD LOAD BEARING AREA FIGURE 5__114.I4 INDENTED HEX WASHER HEAD TYPE 6 SCREW S FIGURE 6_1/420 INDENTED HEX WASHER HEAD TYPE 7 SCREW FIGURE 11—INDENTED HEX WASHER HEAD WITH SHANK SLOT LOAD BEARING AREA MAXIMUM LOAD BEARING AREA L i•i FIGURE 12—INDENTED HEX WASHER HEAD ROUND BODY TAPTITE LOAD BEARING AREA