Loading...
HomeMy WebLinkAbout2508 GATEWAY RD; ; CBC2017-0071; Permit(jlllty of Carlsbad Permit No: CBC2017-0071 Status: Closed - Expired • Applied: 02/10/2017 Issued: 05/22/2017 Permit Finaled: Inspector: PBurn Final Inspection: Tenant Improvement .. -S . AMOUNT $874.50 $612.15 $89.00 .' $55.00 $86.00 '$700 $47.48 Balance Due: 0 11 Ed K21 Print-Dàte:08/22/2018 Job Address: 2508 Gateway Rd , Pemit Type: BLDG-Commercial . 'Work Class: Parcel No: 2132612300 Lot #: ValuatiOn: $ 169,575.46 Reference #: OccupancyGroup: ' Construction Type * .# # Dwelling Units: . . - Bathrooms: Bédrooms-' * Orig. Plan Check #: Plan Check #: ProjectTitle: Description: ,' .VIASAT:3646SF.OFFICETO OFFICE TI 'Applicant: -, .- Owner: SMITH CONSULTING ARCHITECTS ' '. PIVOTAL 650 CALIFORNIA ST LLC MILOSMAKARIC , 13280 Evening Creek Dr S, 125 - 1702 E Highland Ave Pacific Co, 310 San-Diego, CA 92128-4101 PHOENIX, AZ 85016 858-793-4777 FEE BUILDING PERMIT FEE $2000+ 'BUILDING FLAN CHECK FEE (BLDG) ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL PLUMBING BLDG COMMERCIAL NEW/ADDITION/REMODEL SB1473 BUILDING STANDARDS FEE STRONG MOTION-COMMERCIAL Total Fees: $ 1,771.13 . Total Payments To Date: $ 1,771.13 Please take NOTICE that approval of your project includes the Imposition of fees, dedications, reservations, or other exactions hereafter collectively referred to as fees/exaction You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section . .3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition.'- You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection ( fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this pr'ojéct. NOR DOES IT APPLY to any fees /exactions of which you have previously been given a NOTICE similar to this, or as to which the statute oflimitation has previously other\pEIiED PERMIT PERMIT HAS EXPIRED IN ACCORDANCE WITH C.B.C1 - - '• SECTION 106.4.4 AS AMENDED BY C.M.C.18.04.030 • , . DAT -a -19 SIGNATUREPER. Hi ISE P -' - - .•- • S . - - • • t . -• ._. -. . - • - - -'•.... - . -. - Building Division . . * •- . 1635 Faraday Aienue,Carlsbad CA 92008-7314 1 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov ITHE FOLLOWING APPROVALS REQUIRED PRIOR ToPE ISSUANCE: EPLANNING DENGINEERING DBUILDING DFIRE DHEALTH EJHAZMAT!APCD Building Permit Application Plan Check No cC2sA1 '007 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value I C !.T Y 0 F Ph: 760-602-2719 Fax: 760-602-8558 . email: building@carlsbadca.gov CAR LS Ejep Plan Ck.SIt Date 2. i , Iswp. I * www.carlsbadca.gov JOB ADDRESS 2508 Gateway Rd., San Diego,CA. 92009 SUTE#/SPACE5/UNTT# APN 213 - 261 - 20 TO 23 CT/PROJECT # - LOT U PHASE U U OF UNITS U BEDROOMS U BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE 0CC. GROUP 1 I ViaSat Ill-B B, F-I DESCRIPTION OF WORK: include Square Feet of Affected Area(s) ,3,646 sq. ft. of tenant improvements in an existing three-story concrete tilt-up building with all related mechanical and I electrical. .- - - - - EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE AIR CONDITIONING I FIRESPRINKLERS Office . . Office YESD#. NO[Z] YES N0 9 YES NOD APPLICANT NAME (Primary Contact) - Milos Makaric APPUCANTNAME (Secondary Contact) Mark Langan. ADDRESS - . :., 13280 Evening Creek Div South, Suite 125 ADDRESS 13280 Evening Creek Div South, Suite 125 CITY . . STATE ZIP CITY STATE ZIP San Diego CA 92128 San Diego CA 92128 PHONE PHONE FAX 858.793.4777 858.793.4787 858.793.4777 858.793.4787 EMAIL _ •- EMAIL milosm@sca-sd.com markl@sca-sd.com PROPERTY OWNER NAME ViaSat CONTRACTOR BUS. NAME Level 10 Construction ADDRESS • .-. . .- - - 6155 El Camino Real ADDRESS 12555 High Bluff Dr. Suite 250 CITY - STATE ZIP CITY . STATE ZIP Carlsbad CA 92009 San Diego CA 92130 PHONE . , -. FAX PHONE FAX 760.476.2200 858.939.9780 EMAIL • . . *. .'. . .- Gerard.Tanksleyviasat.com . EMAIL . ... jbunjelevel10gc.com ARCH/DESIGNER NAME & ADDRESS STATE UC. U STATE UC# CLYSS CITY BUS. UC.0 - Smith_Consulting_Architects C-11701 tzoec. , U.j]..3 bUSJflBSS ana rroressions i.00e: Any uty or tounty wnucn requires a permit to construct, aiter, improve, aemoiisrr or repair any structure, prior tons Issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commendIng with Section 7000 of DivIsion 3 of the Business and Professions Code) or that he Is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($5001). Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations -Di have and will maintain a certificate of consent to self-Insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. -Di have irld will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers compensation Insurance carrier and policy number are: Insurance Co. . . Policy No. Expiration Date : section need not be completed if the permit Is for one hundred dollars ($100) or less. . . . ,. . - Certificate of Exemption: I certify that In the performance of the work for which this permit is Issued, I shall not employ any person In any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for In Section 3706 of the Labor code, Interest and attorneys fees. • 1 CONTRACTOR SIGNATURE . 0 AGENT DATE DOG(!,/(V 1F3(J®C) .' • • • • • . -. • I hereby affinn that lam exempt from Contractor's License Law for the following reason: 9 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure Is not Intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors - ,License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such Improvements are not intended or offered for * . sa1e If, however, the building or Improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). : 1, as owner of the property, am exclusively contracting with licensed contractors to constrict the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of - property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). * ,t__• fl'iam exempt under Section , •_Business and Professions Code for this reason: • - 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement. I:jYes llNo ; -2 1 (have /have not) Signed an application for a building permit for the proposed work. . 3.1 have contracted with the following person (firm) to provide the proposed constriction (include name address! phone/ contractors' license number): - * 4.1 plan to provide portions of the work, but I hive hired the following person to coordinate, supervise and provide the major work (include name! address! phone !contractors' license number): - 5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (mclude name! address phone type of work): -. "..PROPERTY OWNER SIGNATURE .24!f53 GENT DATE .~/ 77/( L - -; 7. ., -i • - - . ' g-• - 4 GøOlOO 11(D03 eoev000 (O OOf}ø O'GØ Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? LjYes No - Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? [:Yes No Is the facility to be constructed wIthin 1,000 feet of the outer boundary of a school site? Yes 11 No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 8?O (3IJDO(1@ Q(ZR3S7 I hereby affirm that there is a construction tending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name -Lender's Address - - - - Icet1ir that I have read the application and state that the above infoimatton is coned and that the Information on the plans is accurate. I agree to comply with all City ordinances and State laws relalingto building construction. I hereby authore representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CIVY OF CARLSBAD AGAINST ALL uABlLmEs, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAiNST SAID CiTY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA:- An OSHA permit is requited for excavations over 5'O' deep and demolition or construction of structures over 3 stones in height EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void lithe building orwsrk authorized by such permit is not commenced within 180 days from the date ofsuth permit orifthebuild orwoikauthorized by such permit is suspended or abandoned at any time after the workus commenced fora period of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT S SIGNATURE DATE : I STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. gCERTIFICATE OF •x'ii(Com merci a l Projects II..z1E'J - Fax (760) 602-8560, Email buiIdingcarlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME - - V - V - V OCCUPANT NAME ADDRESS .:: - : - •.. V - V BUILDING ADDRESS CITY - - V V - STATE - - , ZIP CITY STATE ,. ZIP. L V - V V V VV V V V V V V Carlsbad CA V PHONE -.--- -- -- - - FAX - - --- - -- - V EMAIL ._..V - V. - - V - - OCCUPANT'S BUS. LIC. No. V . .. DELIVERY OPTIONS V JPICKUP: -_'CONTACT (LIsted above) OCCUPANT (Listed above) -.. . CONTRACTOR (On Pg. 1) • - . $V V - V .MAIL TO: CONTACT (LIsted above) V OCCUPANT (Usted above) V •. V ASSOCIATED CB# . V. . V 'J CONTRACTOR (On .. -- . NO CHANGE IN USE/ NO CONSTRUCTION , MAIL/FAXTO OTHER: tV . . V V CHANGE OF USE/ NO CONSTRUCTION V :1 V -. V V VV V V V APPLICANT'S SIGNATURE DATE cIitYof CailsbW ,'. Y_' January19 2018 - •.• Owner /Tenant .. r 2508 GATEWAY RD - - • , Carlsbad CA 92009 I -; PERMIT NUMBER: :RE: BUILDING PERMIT EXPIRATION ISSUE DATE: 05/22/2017 / PERMIT TYPE BLDG Commercial Tenant Improvement ADDRESS TEWAYIPb1 . Our records indicate that your building permit will expire by limitation of time on 02/26/2018. '. :- 18.04.030 Section 1O5.5amended - Expiration: - -. • - . S Every permit issued by the Building Official under the provisions of this code shall expire by limitation and become -. null and void if the building or workauthorized by such permit is not commenced within 180 calendar days from the I ' datéof such permit, or if the buildig or work authorized by such permit is stopped at any time after the work is cornrnencd for a period of-180 calendar days, or if the building or work authorized by such permit exceeds three ainda,years froth ihe issuance date of the permit. Work shall be presumed to have commenced if the permittee has obtained a required inspection approval of work authorized by the permit by the Building Official within 180 • calendar days of the date of permit issuance. Work shall be presumed to be stopped if the permittee has not obt'ineda required inspection approval of work by the Building Official within each 180 day period upon the initial - commencement of work authorized by such permit. Before such work can be recommenced, anew permit shall be obtained to do so, and the fee therefore shall be one ••46 I half the amount required for a new permit for such work, and provided that no changes have been made or will be . -. mad4 in the original plans and specifications for such work, and provided further that such suspension or abandonment has not exceeded one year. In order to renew action on a permit after expiration, the permittee shall pay a new' permit fee.- Any permttee holding an unexpired permit nay apply for an extension of time within which work may commence under that permit when thepermittee is unable to commence work within the time period required by this section • f V •• S 17 for good and satisfactory reasons. Please check below indicating your intentions and return this letter to us. 0 Project abandoned. A new permit will be obtained prior to commencing work. -V •, . LJ Permit 180 day extension request, with written explanation including phone number and email address. 1 Requestwilinotbe considered without explanation ., .0 Renewal perr1it requested. •, •V* If the project has been cothIted and only a final inspection is needed, please call the inspection request line at 1 1 (760)602-2725. • • • •' - V If you have any questions, please contact the Building Inspection Division at 760-602-2700. V, V V V -• • V-V - / ••-, Community & Economic Development • '• - V V V . Building Division I 1635 Faraday Avenue, Carlsbad, CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov • V p Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed - Expired Application Date: 02/10/2017 Owner: PIVOTAL 650 CALIFORNIA ST LLC Issue Date: 05/22/2017 Subdivision: Expiration Date: 04/03/2018 Address: 2508 Gateway Rd - Carlsbad, CA 92009 lVR Number: 1906 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete - Checklist Item COMMENTS Passed BLDG-Building Deficiency , No CBLDG14 No Frame-Steel-Bolting-Welding - (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers 08/29/2017 08/29/2017 ,'BLDG-85 T-Bar, 033021-2017 Partial Pass Andy Krogh Reinspection Complete '. Ceiling Grids, : Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency Ok to lid after fire approval No BLDG-14 Yes ' Frame-Steel-Bolting-Welding • (Decks) - BLDG-24 Rough-Topout Yes ( BLDG-34 Rough Electrical Yes , -' BLDG-44 To be inspected after fire approval No Rough-Ducts-Dampers . '10/05/2017 10/05/2017 BLDG-Final ' 036831.2017 Partial Pass Paul Burnette Reinspection Incomplete - Inspection • - Checklist Item COMMENTS Passed • . BLDG-Building Deficiency No BLDG-Plumbing Final No • BLDG-Mechanical Final No • , BLDG-Structral Final No BLDG-Electrical Final No 1' •• • 0 - •• • 1 '. August 22, 2018 00" . - Page 2 of 2 Permit Type: BLDG-Commercial Application Date: 02/10/2017 Owner: PIVOTAL 650 CALIFORNIA ST LLC WorkCIass: Tenant Improvement Issue Date: 05/22/2017 Subdivision: Status: Closed - Expired Expiration Date: 04/03/2018 Address: 2508 Gateway Rd Carlsbad, CA 92009 • IVR Number: 1906 ScIeduled Actual Date Start Dat'e Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 06/29/2017 06/29/2017 BLDG-31 027427-2017 Partial Pass Paul Burnette Reinspection Incomplete Underground/Condu it - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-34 Rough 027428-2017 Partial Pass Paul Burnette Reinspection Incomplete Electrical $ . Checklist Item COMMENTS Passed BLDG-Building Deficiency No 07/11/2017 07/11/2017 BLDG-17 Interior 028334-2017 Passed Paul Burnette Complete • Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 07/13/2017 07/13/2017 BLDG-12 Steel/Bond 028584-2017 Passed Paul Burnette Complete -Beam - Checklist Item COMMENTS Passed - - - BLDG-Building Deficiency Yes '- - BLDG-31 - 028583-2017 Passed Paul Burnette Complete • Underground/Condu • - it - Wiring Checklist Item COMMENTS Passed - .- BLDG-Building Deficiency Yes - - 07/21/2017 07/21/2017 BLDG-14 029403.2017 Passed Paul Burnette Complete Frame/Steel/Bolting! . • Welding (Decks) - - - Checklist Item COMMENTS Passed - BLDG-Building Deficiency Yes - 07/25/2017 07/25/2017 BLDG-14 029664-2017 Passed Paul Burnette Complete • Frame/Steel/Bolting! Welding (Decks) - - • Checklist Item COMMENTS Passed - BLDG-Building Deficiency No - • 08/25/2017 08/25/2017 BLDG-85 T-Bar, 032722-2017 Failed Paul Burnette Reinspection Complete -Ceiling Grids, - Overhead - - - - August 22, 2018 - Page 1 of 2 CHRISTIAN WHEELER ENGINEEKING September-13, 2017 -. Pivotal C\XTE 2170429.01 c/o PCGConstrucon 1121-West Warner Road #109 .Tempe,rizona85284 S Attention Ryan Hatch Reference:, .ViaSat Building 11 - Connected Travel - - - - - 2508 Gateway Road, Carlsbad, California -, Permit Approval #CBC2017-0071 I .5 .. Subject Final Testing and Inspection Report 4: Dear Mr Hatch Christian \Vheeler Engineermg has pros ided testing and special inspection of reinforced concrete high strength grout, epoxy anchors and mechanical anchors on the above referenced project as •• .t, .-. I described in reports dated July 7 2017 through July 24 2017 The work requiring testing and special * inspection was, to the best of my knowledge in conformance to the approved plans, specifications, other construction documents and applicable workmanship provisions of the California Building -sCode , 44 ,ev - A4 If you have any question, please do not hesitate to call me at 619-550-1700.4 S .?CHRISTIAN /HEER ENGINEERING S . CD 61968 M -30-17 Charlie G.-Carter Jr R CE 61968 cc: c_ryan.hatch@viasat.com - 5 . cricb©levcllOgc.Côm . . Ciry of Carlsbad 3980 Home Avenue '+ San Diego, CA 92105 + 619-550-1700 + FAX 619-5501701 •A - .• r:-j, .. • - .-- . -ji CHRISTIAN WHEELER ENGINEERING June 8, 2017 ,f.. Pivotal CWE 2170157 01 :- do PCG Construction . • - ,' 1121 West Warner Road #109 . 4 • Tempe Arizona 85284 Attention: Ryan Hatch. - .• . ....• Reference ViaSat Grove 2508 Gateway Road, Carlsbad, California Permit Approval #CBC 2016-0093 -V., .•:_ Subject Final Testing and Inspection Report __'5_ • • -S . ...... . • S . - - Pear Mr. Hatch, . Christian Wheeler Engineering has provided testing and special inspection of reinforced concrete, •• -*• I. . .. . , reinforced masonry, reinforcing steel shop welding field welding high-strength bolting high • . strength grbut, mechanical anchors, and epoxy dowels on the above referenced project as described .' r . 1 in reports dated March 7, 2017 through April 13, 2017. The work requiring testing and special T ._•1_ ' •• inspection was, to the best of my knowledge, in conformance to the approved plans, specifications, other construction documents, and applicable workmanship provisions of the California Building • - - Code: If you have any questions please do not hesitate to call me at 619-550-1700. Ot Sincerely, CHRISTIAN ENGINEERING 6196 Charlie G Carter Jr R.C.E. 61968 cc: c_ryan.hatch@viasat.com .',.:. . * - . crich@lcvellOgc.com City of Carlsbad . .. 3980 Home Aveiiue + San Diego, CA 92105 + 619-550-1700 + FAX 619-550-1701 _;•_fll , -S. _ • • . _ S ':. CHRISTIAN WHEELER EN C I N E E ft I N C June 1, 2017 Pivotal - C/o PCG Construdion 1121 West Warner Road #109 Tempe, AZ 85284 - Attention: Ryan Hatch . A. Subject High Strength Grout Compressive Strength Test Results from 4/5/17 ViaSat Grove, 2508 Gateway Road, Carlsbad, California CWE #2170157 Dear Mr. Hatch: As you are aware Chnstian Wheeler Engineering has been providing special inspection and testing services during the construction of the subject project Please find attached the 56 day compressive strength test results for high strength grout sampled 4/5/17 at the West Pier. The 56-day strength of sample #9281 (5,130 psi) is below the specified 28- day strength-of 7,000 psi. - * - Based on these criteria the high strength grout represented by these strength tests may not be considered satisfactory at this time for 7,000 psi design st?ength The design engineer should examine these test results and determine if any additional testing of the existing high strength grout is required Please provide written acceptance or direction to us from the design engineer. If you have any questions plese do not hesitate to call our office Michael B. Wheeld, RCE #45358 cc: crich@levellOgc.com 3980 Home Avenue + San Diego CA 92105 + 619-550-1700 + FAX 619-550-1701., . .. -. - 1I CHRiSTIAN WHEELEK ENGINEEftING .5 . COMPRESSIVE STRENGTH TEST RESULTS .0 4. S '..• -. .1• Job Name: -. ViaSat Grove Job Address: .'.- 2508 Gateway Rd., Carlsbad, CA S - Contractor: Level 10 Construction Subcontractor: Certified Concrete Test Location: West Pier Req. Strength: .7000 psi ... Date Sampled - 4-5-17."-_- - ' . . - Date Received: 4-6-17 - - • Sampled by DM Tested by: NS • Sample Type: .. -2".x2"5x2"HSG. 5 •4 ' Notes - - .5 . : CWE #: 2170157 Client: Permit #: CBC 2016-0093 • Plan File #: Architect: SCA . Engineer: Steven D. Rohy . ;. Supplier: --- Mix #: --- Admixture(s)- Truck #: --- - Ticket #: --- * '0 -0 Mix Temp: 800 Air Temp: 70° . Slump: --- % Air: •. Min in Mixer: --- Wet Unit Wt: --- . . -S - : - Date Age Dimensions/ Area Maximum Load Comp. Strength Sample# - Tested/Issued - (days) Avg. Dia. (in.) (sq. in.) (lbs.) (psi) Fracture Type 9279 ,41217 7 190x188 357 13,560 3,800 9280 - 5-3-17 28 1.92 x 1.90 365 15,990 4,380 :5-31-17 . 56 •. 1.82 x 1.92 3.47 20,530 5,130 •• The sampling, handling, curing and compressive strength testing were performed by Christian Wheeler Engineering in accordance with the applicable ASTM standards. No other warranties, express or implied. Distribution: I Ii liii c'ryn.hatchviasat.com[ cnch@lcvellOgc corn [LII] - City C I' I L • . 55005 - T-3 S - 4 15505 •• WOO y 0 ar s a- . .,. . Rwo,mo 50,440000404000,00, . "'8°'O Sl.,s,o5 STSpOSI*0040' 04th0*00.I00* 400.05514,554054 !**s5 50054045 ...... ' 044005 1O51 405th. thisOdod *055) Supplier -. . 0 , Reviewed by Michael B. Wheeler, ACE #45358 S •.4• - . • 3980 Horne Avenue +7-San Diego, CA 92105 + 619-550-1700 + FAX 619-550-1701 85 •• - 0 - r' •• - • •4•• '.5.." .. . ,_00 rj,-: •' . -S . 0' - ' CHP El' : COMPRESSIVE STRENGTH TEST RESULTS Job Name: - ViaSat Grove Job Address: 2508 Gateway Rd., Carlsbad, CA • Contractor: - Eeve l 10 Construction Subcontractor, Certified Conciete .N WHEELER - 1,1 r' CWE #: 2170157 Client: . Permit #: CBC 2016-0093 Plan File #: ,.. Architect: SCA . Engineer: Steven D. Rohy -. - Test Location I Beam Columns @ Center Shade area Supplier HUB 100 II Req. Strength 7000 psi Mix # --- Dat6 Sampled 4-6-17 , Admixture(s) Date Received 4-7-17 Truck # Ticket # Sampled by:,DM Mix Temp 750 Air Temp 700 S . Tested by: .!NS'- . . Slump: --- % Air: --- . .,• S Sample Type 2 x 2 x 2 HSG Min in Mixer Wet Unit Wt Notes: - Sample #; Date Tested/Issued Age (days) Dimensions/ Avg. Dia. (in.) Area (sq. in.) Maximum Load (lbs.) Comp. Strength (psi) Fracture Type 9303 4-13-17 -7 2.00 4.00 23,270 5,820 • 9304 5-4-17 28 2.00 4.00 25,250 6,310 . 9305 6617 61 200 400 28,010 7,000 The sampling, handling, curing and compressive strength testing were performed by Christian Wheeler Engineering in accordance with the applicable ASTM standards. No other warranties, express or implied. . ' . - •. . - . -I — . '. - - Distribution: c_ran.hath@viasat.com crich6lere110gc.com. City of Car s 1 ba d '- • - . . To3 - IWi Ty" 8 Supplier . . - . '" dl -- - - - Reviewed by 1' -, . 4 • Michael B. Wheeler, RCE #45358 - - . .3980 Home Avenue + San Diego, CA 92105 + 619-550-1700 + FAX 619-550-1701 4 \_ EsGil Corporation In Partnersfiip wit/i government for Building Safety jDATE: 03/13/2017 DAPPLICANT -1tJRIS. JURlSDlCTlON: City 91ar1s U PLAN REVIEWER U FILE PLAN CHECK NO C2017-0071 SET II IROJECTADDRESS 2508 Gateway Rd NAME: OFFICE TI FOR "ViaSat" : The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes Lii The plans transmitted herewith will substantially comply with the jurisdiction's P 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 1he check list transmitted herewith is for your information. The plans are being held at EsGil • Corporation until corrected plans are submitted for recheck j The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person Eli The applicant's copy of the check list has been sent to 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 contacteek — Telephone #: . I_•• ()O Date contacted (by...-i) Email -.. Mail Telephone Fax In Person F1 ',,'REMARKS. By: Sergio Azuela Enclosures: EsGil Corporation GA U EJ J MB El Pc 03/07/2017 -ç - • - c '•. •. - -. .1 • I I •- ,_ • 9320 Chesapeake Drive Suite 208 • San Diego California 92123 • (858) 560-1468 • Fax (858) 560-1576 - .'. ''. -' -• • + 47' ' .- S. ? ' DATE 02/21/2017 EsGil Corporation In cPartners flip with government for Building Safety ,APPLICANT JURIS. JURISDICTION: City of Carlsbad- 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: C2017-0071 S SET:I PROJECT ADDRESS: 2508 Gateway Rd 1%, 1 4 PROJECT NAME: OFFICE TI FOR "ViaSat" ;5 .The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes Lii1 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 4 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 Telephone # 858-793-4777 . c ;e1ephone acted:7'fl)L....(by:/1O. Email: milosm@sca-sd.cbm 1Maii Fax in Person REMARKS By Sergio Azuela Enclosures I EsGil Corporation E GA E EJ MB E PC 02/14/2017 9320 Chesapeake Drive Suite 208 • San Diego California 92123 • (858) 560-1468 • Fax (858) 560-1576 I -'p - .,-. - . ,City,,of Carlsbad C2017-0071 02/21/2017 PLAN REVIEW CORRECTION LIST . - TENANT IMPROVEMENTS .. - - . .,. PLAN CHECK NO.: C2017-0071 JURISDICTION: City of Carlsbad -•' OCCUPANCY: B USE: Office TI TYPE OF CONSTRUCTION: Ill-B ACTUAL AREA: 3,646 SF (TI space only) - ALLOWABLE FLOOR AREA STORIES 3 4. ,'• - -. HEIGHT SPRINKLERS?: Yes . OCCUPANT LOAD: I REMARKS DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: 02/10/2017 ESGIL CORPORATION: 02/14/2017 - ... r ' DATE INITIAL PLAN REVIEW PLAN REVIEWER Sergio Azuela * - COMPLETED: 02/21/2017 FOREWORD (PLEASE (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. 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, Fire Department or other departments. Clearance from -those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2013 CBC, which adopts the 2012 IBC. 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. Per Sec. 105.4 of thé 2012 International Building Code, the approval of the plans does not permit the violation of .any state, county or city law. . TO speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. - Be sure to enclose the marked up list when you submit the revised plans. • ,- .•'• -•* - • • - 41 City of Carlsbad C2017-0071 : 02/21/2017 . GENERAL 1. 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: • . 1. 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. 2. 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 . .'. • SITE PLAN 2. Provide a fully dimensioned site plan drawn to scale. Sec. 107.2. Include the following: . a) Clearly dimension building setbacks from property lines, street centerlines, and from all adjacent buildings and structures on the site plan. -b) . North arrow. ' . Property lines/easements. Streets/alleys. . Existing and proposed buildings and structures • 3. •Show dimensioned parking layout, including any required disabled access '. . spaces. Section 107.2: . EXITS 4. • ' Revolving, sliding and overhead doors are not permitted as exit doors, unless - meeting the special provisions in Section 1010.1 .4. Please show it on plans for door 1204. ACCESSIBILITY ' 5 Provide notes and details on the plans to show compliance with the enclosed "Disabled Access" Review List. I 4 •. . - . J I•• - - -' .City of Carlsbad C2017-0071 '- ,,. ,• y' . ' -- •- 02/21/2017 To speed up the review process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. :... .. . 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 in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: U Yes U No S •' S •• The jurisdiction has contracted with Esgil Corporation 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 2 review items, please contact Sergio Azuela at Esgil Corporation Thank you 4 - - •• ' - - Y DISABLED ACCESS REVIEW LIST REMODELS, ADDITIONS AND REPAIRS I When alterations structural repairs or additions are made to an existing building, - that building, or portion of the building affected is required to comply with all of the - :- following requirements, per Section .11 B-202.4: The area of specific alteration repair or addition must comply as "new" construction. Revise the plans to show 34", instead of 30" at the lowest height of hardware doors on sheet A3. '• • • • A primary entrance to the building and the primary path of travel to the• - altered area, must be shown to comply with all accessibility features The path of travel shall include the existing parking. Provide a Site Plan, including the required complete information ..' - • . applicable to the accessible routes of travel. Additional corrections may follow. . • Existing toilet and bathing facilities that serve the remodeled area must be shown to comply with all accessibility features Provide complete layout of the existing bathrooms, including all applicable dimensions, elevations, and specifications to show compliance with the current accessibility requirements. Additional - I - corrections may follow. Existing signage END OF DOCUMENT I 6-' •-- ,• .•.: •_ * -. - I- -1" •• - • • • . . • 2 - • ... City.,of Carlsbad C2017-0071 02/21/2017 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION City of Carlsbad PLAN CHECK NO C2017-0071 PREPARED BY: Sergio Azuela DATE: 02/21/2017 BUILDING ADDRESS: 2508 Gateway Rd BUILDING OCCUPANCY B BUILDING ,. PORTION AREA (Sq. Ft.) Valuation Multiplier Reg Mod. VALUE ($) OfficeTI 3646 46.51 169,575 Air Conditioning Fire Sprinklers TOTAL VALUE 169,575 Jurisdiction Code cb . By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance I I Type of Review Ij Complete Review U Structural Only - . U Other . Repetitive Fee Repeats • Hourly Hr. @El * EsGul Fee I $489.75 Comments: Sheet 1 of 1 macvalue doc + . -. t•. .,. ' - ••- •.;• , P4 4- 4. _•_i '- - - - _ -_ - - --,-.------,------.---..-..-------------,----.-------"-.-----.----.---- ------- ' WISEMAN+ROHY S TRUCTURAL ENGINEERS 4. 4 STRUCTURAL CALCULATIONS FOR - •- 'VIASAT CONNECTED TRAVEL - BUILDING 11 PANEL OPENING r - - - - - - •- CARLSBAD, CA 4 ••' FEBRUARY 28, 2017 W+RJ4-143.O3 9915 Mira Mesa Blvd TEL. (858) 536-5166 It Exp. 12-31-19 UCT OF 2508 GATEWAY RD VIASAT: 3646 SF OFFICE TO OFFICE TI 2132612300 Suite 200 3/3/2017 WRENGIN EERS.CO -- CBC20I 7-0071 - WISEMAN + ROHY Structural Engineers - -PROJECT: ViaSat Building-11- - == iTdv? ibicA JOB NO: 14-143 Date: 3/10/2015 Line 1FIö1 - I'-° (ForHoownCapacfty) - Panel -. Length Shear Axial Moment V Holdown Force Holdown DI+ 20.0ft 61:6k 131.6k 1:665.6lft 3.08k1f 21.8k HD-1 Dl- 20.0 ft 651k 1316k 15040k-ft 326k1f 133k HD-1 02+ 5.0 ft 29.8k -31.5k 103.1 k4t1 5.97 klf 41.5 k HD-2 :5.0 ft 34.8k 156.5k. 131.0k4t, _6.96,klL. -45.5k NONE D3+ 5.Ôft 33.6k- 161.3k 129.7k-fti 6.72 klf -48.2k NONE 0- 5.o ft 31.0k -26.6k 112.6 k4. 6.21 klf 41.5k HD-2 .04+ 5.0it 17.4k: -13.9k 132kft' 3.47 klf 41.0k HD-2 D4. 5.0 ft 22.8k-- 125:4k 152.k-ft 4.55klf -24.6k NONE .. P5-f 5.01A 17.1 k• 138.7k 138.5k4t 3.42 klf - -34.8k NONE D5 50ft 236k 440k 1160.1 k4 471k1f 180k HD-1 06+ 5.6 ft 250k - 53.1k 16.8k4t a 5.00 klf 15.6k HD-1 .06- 5.0 ft 16.0k 162.6k 138.6 k-ft .3.20 kIf -46.6k NONE 07+ 5.0 ft 224k '1118k' 1546k-ft448klf -173k NONE . 5.0 ft 17.9k 2.2 k 142.0 k4t :3.58 klf 34.4 k HD-2 138+ 5.0 ft 305k. -17.4'k,,989k-ftp 610klf 334k HD-1 Soft 328k .,1642k 164.2 k- 656k1f 411k NONE 09+ - 50 ft 243k 1513k 1387k-ft 487k1f -410k NONE • 50ft --.•-•...•..• 225k 30.3 ki 1346kft 1 449 klf 488k HD-2 - 2b.0 ft, -. 58.3k .• 133.8k 1.410.8k4t .2.91 klf 7.3k HD-1 Jio '20.'0 ft 522k 1338k 1,675-2 k4t 261k1f 160k HD-1 - 0.114 0.121 0.221 0.258 0.249 0.230 0.129 0.169 0.127 0.175 0.185 0.118 0.132 0.226 0.243 0.180 0.166 0.108 0.097 tQ WISEMAN + ROHY Structural Engineers PROJECT: ViaSat_Building 13 T,I1UIHJdowns ==___ * LOCAFi Carlsbad CA - T JOB NO: 15-079.02 Date: 2/2/2017 - JLRFD- --1(For Holdown Capacity) Panel Length Shear - Axial Moment V Holdown Force Holdown D1+ 20.0 ft 624k 1317kTh 6722k-ft 312k1f 222k HD-1 11.557 Dl- 20.0 ft- 659k 1317k 15174k-ft 330k1f 140k HD-1 12.204 ' 02+ 50 ft .30 .2 k -31.8.k 112 4k-ft 6.05 klf 44.0 k HD-2 5.598 5.0 ft, 352k 1572k 1323k-ft 704k1f -456k NONE 6.517 iD3+ 50 ft 340k 1616k 1307k-ft 1 680k1f -481k NONE 6.293 50ft 314k :275k 1139k-ft 629k1f 422k HD-2 5.822 64t SOft 179k -120k 1386k-ft 359k1f 407k HD-2 3.322 04- 5.0 ft 227k 1282k 1529k-ft 453 klf -259k NONE 4.198 D5+ 5'Ofti 7 17 5k 135.3 k 140.5 k-ft 3.51 klf -32.5 k NONE 3.248 05 5.0 ft,- 236k 400k . 1612k-ft 473k1f 203k HD-1 4.376 06+ SOft 253k r 624 1703k-ft 505k1f 161k HD-1 4.678 5.0 ft 163k 1630k 1403k-ft 325k1f -464k NONE 3.011 D7+_ 15.0 ft - 227k- -.1124k..,---i560k-ft 453k1f-. -. -172k NONE - 4.194 D7- SOft 181k 21k 1437k-ft 363k1f 349k HD-2 3.357 50ft 3G9k -164k 996k-ft 618k1f 331k HD-1 5.726 • . :D8- 1 - - 5.oft 1.- 33.2k - 166.3k...119.8k-ft 6.64k1f -53.2k NONE I D9+' 50 ft 247k 1519k 1403k-ft 493k1f 409k NONE 4 569 D9- - SO ft 227k -308k 1361k-ft 454k1f 494k HD-2 4207 DiO+ 50f1 241k -150k 1112k-ft 483k1f 353k HO-2 4470\ £b ) OI0- .5.0 ft 225k 1585k -1100k-ft 451k1f -1067k NONE 4.174 7 -bii+ -4.0 ft- 269k 1465k 1126k-ft 537k1f -451k NONE 4972 D11- t .-5:Oft 33-- 27Ok • 109:1kftt 4.66 klf 40.7 k 4.319 • Line ______ I A. ____ __ LRFD (For Holdown Capacity) ' 7 /0 0 C. IA Panel Length Shear Axial Moment V Holdown Force Holdown AI+ 20._0_ ft 1327k16895kft 343k1f 226k HO-I 12.689 Al- 200ft 71k1 1327k 15926k-ft 376k1f 175k HO-1 13907 .20.0 ft- - 683k -131.81 16965k-ft 342 klf 234k HO-I 12654 A2- 20.0 ft 710k 1318k 116406kft 355k1f 204k HD-1 13.156 A3+ 50ft 180k :147k 1387kft 359k1f 420k HO-2 3324 A3 50ft 223k 1302k 1519k-ft 446k1f -27.1 k NONE 4133 * - A4+ - 5.0 ft 180k 1344k 1472k-ft 360k1f 304k NONE 3333 A4; f5.0 ft 225k 383k 1639k-ft 449k1f 219k HO-1 4.159 ' A5+ 50ft 240k 441k 1639k-ft 479k1f 189k HD-1 4.439 A5 5.0 ft 168k 1566k 1407 k-ft 336 klf 431k NONE 3.107 A6+ 50ft 222k 1201k 1547k-fti 444k1f -214k NONE 4.109 I ,•• .1 Iz A6- 50ft .-'•-- .- • 181k - .- - -- 45k .. - -. ___________ 1438k-ft 361k1f 337k HD-2 3.344 A7+' - '5.0 ft- 19.771k 4.1k-- 100.8k-ft 3.93k1f 23.2k HD-1 3.641 - IC. ( Wall Section Forces RAM FRAME 15 03 00000 - ViaSat Bldg J1 - New Door at Grid - 0319 _02/02/17j6 _____ ______ - .---- - • CRITERIA - - - Wall Mesh Max Distance between Nodes (ft) 4.00 P-Delta: Yes Scale Factor: 1;00 Diaphragm: Rigid Ground Level: Base • - - -• LOAD COMBOS 14 0.742D+1.000EI 15 0.742 D + 1.000 E2 16 0.742D-1.000.E1 17 0.742D1.000E2 * SECTION CUT INFORMATION: . . . - .. . ..Section:..SC89.. Offset (ft): 2.28 Measured from: bottom opening edge Orientation (deg): Horizontal t1A" end Right Edge of Opening #176 in Wall #60 Story 2nd Floor r "B" end: Left Edge of Opening #178 in Wall # 62Story . . . - 2nd Floor Length (ft): 500 - - . -S. ELEMENTS IN SECTION CUT Concrete Wall #62 Story 2nd Floor - .: .. Fiathe Number: 1.1 Thickness (in) = 7.25 Length (ft) = 10.00 . S fc (ksi) = 4.00 Unit Wt (pcf) 145.00. . Unit Wt-SélfWt (pc 150.00 Concrete Wall #61 Story 2nd Floor Frame Number: 11 Thickness (in) = 11.25 Length (ft) = 5.00 . -. S S . f (ksi) = 4.00 Unit Wt (pcf) = 145.00. Unit Wt-SelfWt (pcf) =150.00 Concrete Wall #60 Story 2nd Floor . Frame Number: I I : Thickness (in) 7.30 Length (ft) = 4.92 S - .. . f (ksi) = 4.00 Unit Wt (pcf = 145.00 .. - Unit Wt-SelfWt (pcO =150.00 WALL FORCES: LdC P - Mmajor Mnilnor . Vmajor Vrninor Torsion kip kip-ft kip-ft kip kip ki1i-ft 14 -8.07 103.82 -0.00 - -22.58 -0.00 0.00 15 -14.97 111.24 0.00 -. - -24.14 0.00 -o:oo 16 151.58 -102.57 0.00 20.97 0.00 -0.00 17 158.48 -109.98 -0.00 . -- •22.54. -0.00 0.00 Wall Section Forces -R"-FRAME'-l'5.-03-.00.'000 - AMSuSystem Database ViaSat Bldg 11 -New Door at Grid - 02/02/17 16:03:1c, . -CRITERIA - Wall Mesh - Max Distance between Nodes (ft) 4.00 ' P-Delta: Yes Scale Factor: 1.00 - Diaphragm: Rigid Ground Level: Base I LOAD COMBOS: •- 14 0.742D+1.000E1 15 0.742 D + 1.000 E2 16 0742D-1000E1 10.742D-1.000E2 40 -• SECTION CUT INFORMATION: SC9O -Section Offset (ft) 2.36 Measured from bottom opening edge Orientation (deg) Horizontal °A" end Right Edge of Opening #178 in Wa1I# 62 Story - . - 2nd Floor - ."B" end-.'Left Edge of Opening #179 in Wall # 64Story , * - . • • 2nd Floor - Length (ft): 5.00 A :ELEMENTS IN SECTION CUT: .'.. -., Concrete Wall #62 Story 2nd Floor Frame Number 11 Thickness (in) = 7.25 Length (ft) = 10.00 . fc(ksi) = 4.00 Unit Wt (pcf) = 145.00 Unit Wt-SelfWt (pcf) = 150.00 Concrete Wall #64 Story 2nd Fioor Frame Number: 11 ••' '-: - Thickness (in) = 7.25 Length (ft) = 4.92 'fc (ksi) =4.00 - Unit Wt (pcf) = 145.00 Unit Wt-SelfWt (pcf) = 150.00 • , Concrete .Wall #63 Story 2nd Floor Frame Number: ii Thickness (in) = 11.25 Length (±1) = 5.00 - fc (ksi) = 4.00 Unit Wt (pcf) = 145.00 Unit Wt-SelfWt (pcf) = 150.00 1•.•* *- WALL FORCES LdC P Mmajor Mnnor Vmajor Vminor Torsion . kip kip-ft kip-ft kip kip kip-ft ; 14 13960 105.29 -0.00 -25.23 -0.00 0.00 15 14651 11263 000 -2685 000 -000 16 • -20.05 -101.71 0.00 21.70 000 -0.00- 17 26.96 -109.06 -0.00 • 23.32 -0.00 0.00 - ,•• i e - - *• 4. '• 4,. - j - Wall Section Forces - RAMFRAME15:03:0O:0Oo Database ViaSat Bldg 11 - New Door at Grid D 1 , 02/02/17 16:03:1c, CRITERIA; . Wall Mesh Max Distance between Nodes (ft): 4.00"..:H. .. - P-Delta: Yes Scale Factor: . 1.00'' Diaphragm: Rigid . Ground Level: Base - .. LOAD COMBOS: 14 0.742D+1.000E1 I. • - 15 0.742 D + 1.000 E2 . . .. 16 0.742D-1.000E1 17 0.742D1.000E2 SECTION CUT INFORMATION: .Section:.SCD1 .. - Offset (ft): 3.56 Measured from: bottom opening edge Orientation (deg): Horizontal end: Right Edge of Opening #160 in Wall #33-Story-- 2nd Floor . end: Left Edge of Opening #163 in Wall # 37Story, 2nd Floor - - Length (ft): 20.00 . . ELEMENTS IN SECTION CUT: Concrete Wall #35 Story 2nd Floor Frame Number: 18. Thickness (in) = 7.25 Length (ft) = 10.00 . .- . . f (ksi) = 4.00 Unit Wt (pci) = 145.00 Unit Wt-SelfWt (pci) = 150.00 Concrete Wall #34 Story 2nd Floor -. Frame Number: 18 Thickness (in) = 11.25 Length (ft) = 5.00 fc(ksi) = 4.00 Unit Wt (pci) = 145.00 . Unit -Wt-SelfWt (pci) = 150.00 Concrete Wall #37 Story 2nd Floor Frame Number: .18 Thickness (in) 7.25 Length (ft) = 4.92 f (ksi) = 4.00 Unit Wt (pci) = 145.00 Unit Wt-SellWt (pci) = 150.00 Concrete Wall #33 Story 2nd Floor Frame Number 18 Thickness (in) = 7.25 Length (ft) = 4.92 fc (ksi) = 4.00 Unit Wt (pci) = 145.00 ': Unit -Wt-SelfWt (pci) = 150.00 Concrete Wall #36 Story 2nd Floor :- Frame Number: 18 Thickness (in) = 11.25 Length (ft) = 5.00 . . . ., . . . f (ksi) = 4.00 Unit Wt (pci) = 145.00 Unit Wt-SelfWt (pci) 150.00 Wall Section Forces ____ MFRME1'5:03:00:000 - - PIe 2/2 Database: ViaSat Bldg 11 - New Door at Grid D . 02/02/17 16:03:1S •• , WALL FORCES: ; LdC P Mmajor Mminor Vmajor Vminor Torsion kip kip-ft kip-ft kip kip kip-ft ' 14 131.71 1551.10 0.00 -58.17 0.00 0.00 - • 15 131.71 1672.23 -0.00 -62.41 -0.00 -0.00 ,.16 131.70 -1396.25 -0.00 61.65 -0.00 -0.00 • 17 13170 -151738 000 6590 000 000 4. • -. .••. _l - .' •4• 4. • -4 4 - _4• 4 - •• - 4 . - r 4 • -. .. . Wall Section Forces -RAM FRAME 15:03:00.000 - Database ViaSat Bldg 11 -New Door at Grid _0202/17 160319 I8entLe . CRITERIAI - Wall Mesh Max Distance between Nodes (ft): 4.00 . P-Delta: Yes Scale. Factor: 1.00 Diaphragm: Rigid Ground Level: Base LOAD COMBOS: 14 0.742D+1.000E1 :. 15 0.742 D + 1.000 E2 . ... 16 0.742D-1.000E1 17 0.742 D - 1.000 E2 ., 4 SECTION CUT INFORMATION: Section:SCD2 = Offset (ft): 0.75 Measured from: bottom opening edge * Orientation (deg): Horizontal end: Right Edge of Opening #164 in Wall #38 Story 2nd Floor . end: Left Edge of Opening #162 in Wall # 40Stbry * 2nd Floor .. Length (ft): 5.00 ELEMENTS IN SECTION CUT: Concrete Wall #39 Story 2nd Floor Frame Number 17 Thickness (in) = 11.25 Length (ft) = 5.00 . * f (ksi) = 4.00 Unit Wt (pcf) = 145.00 . Unit Wt-SelfWt (pcf) = 150.00 Concrete Wall #38 Story 2nd Floor Frame Number: 17 Thickness (in) = 7.25 Length (ft) = 4.92 Pc (ksi) = 4.00 Unit Wt (pcf) = 145.00 Unit Wt-SelfWt (pcf) = 150.00 WALL FORCES: LdC P Mmajor Mmmor Vmajor yminor Torsion kip kip-ft kip-ft . kip * kip kip-ft 14 -24.62 104.02 0.00 --28.00 0.00 0.00 15 -31.79 112.35 -0.00 - -30.23 -0.00 . . -0.00 16 150.07 -123.92 -0.00 32.96 . 0.00 -0.00. 17 157.23 -132.25 0.00 35.19 * 0.00.. 0.00 Vminor Torsion kip kip-ft 0.00 0.00 -0.00 -o:oo -0.00 -0.00 0.00 0.00 Wall Section Forces - RAMFRAMEl5:03:00.O00 - - Database: ViaSat Bldg 11 - New Door at Grid D -, CRITERIA: Wail Mesh Max Distance between Nodes (ft): 4.00 -P-Delta: Yes Scale Factor: 1.00 Diaphragm: Rigid Ground Level: Base LOAD COMBOS: 14 0.742 D + 1.000 El : 15 0.742 D + 1.000 E2 16 0.742 P- 1.000 El 17 0.742 .D - 1.000 E2 .- - SECTION CUT INFORMATION: Seaion:SCD3_________________ Offset (ft):_ 3.75 Measured from: bottom opening edge "A" end: Right Edge df Opening #162 in Wall #40 Story . 2nd Floor -"Ba end: Left Edge of Opening #165. in Wall # 42Story 2nd Floor Le2ngth(ft: 5.00 : 4ELEMENTS IN SECTION CUT: Concrete Wall #42 Story 2nd Floor • Thickness (in) 7.25 Length (ft) = 4.92 fc(ksi) = 4.00 Unit Wt (pcf)= 145.00 Concrete Wall #41 Story 2nd Floor Thickness (in) = 11.25 Length (ft) = 5.00 fc (ksi) = 4.00 Unit Wt pcf) = 145.00 Concrete Wall #40 Story 2nd Floor Thickness (in) 7.25 . Length (ft) = 10.00 f (ksi) = 4.00 Unit Wt (pcf = 145.00 WALL FORCES: . LdC P l\'Imajor Mminor Vmajor kip kip-ft kip-ft kip 14 154.40 122.37 0.00 -31.75 15 161.57 130.69 -0.00 -33.98 16 -20.29 --105.58 0.00 29.21 17 -27.45 413.90 0.00 31.44 02/02/17 16:03:4 Orientation (deg): Horizontal Frame Number: 17 Unit Wt-SelfWt (pcf) = 150.00 Frame Number: 17 - Unit Wt-SelfWt (pcf = 150.00 Frame Number: 17 Unit Wt-SelfWt (pcf) 150.00 Wall Section Forces RAMFRAMET150300000 Database ViaSat Bldg 11-New Door at Grid D 02/02/17 16:03:19 Ieenttew CRITERIA - Wall Mesh : Max Distance between Nodes (ft): 4.00 P-Delta: Yes Scale Factor: • 1.00, Diaphragm: Rigid Ground Level Base LOAD COMBOS 14 0.742D+1.000EI 15 0.742 D + 1.000 E2 16 0742D-1000E1 17 0.742 D - 1.000 E2 . SECTION CUT INFORMATION: a ___.Section:SCD4 -• ; Offset (ft) 1.31 Measured from bottom left wall corner Orientation (deg) Horizontal end: Left Edge of Wall 48 • • 1 • end: Left Edge of Opening #166 in Wall # 48Stoiy,. .. 2nd Floor . I, Length (ft): 4.92 ., •• ' ELEMENTS IN SECTION CUT .. Concrete Wall #48 Story 2nd Floor Frame Number 15 Thickness (in) = 14.00 Length (ft) = 28.33 f (ksi)= 4.00 Unit Wt (pcf) = 145.00 YY. Uriit,Wt-SelfWf(pcf) = 150.00 * WALL FORCES: .; . .. LdC P Mmajor Mminor : Ymajor Vminor Torsion kip kip-ft kip-ft kip Lip kip-ft 14 . -6.01 128.67 0.00 '-16.52 0.00 • 0.00 15 -12.00 138.60 0.00 -17.94 . 0.00 -0.00 • 16 12217 -14297 0.06, 2124 -000 -000 17 12817 -15290 000 .2267 -000 000 . •, -$ I - Wall Section Forces RAMFRAME15:03:00.000 ; .. Database:ViaSat Bldg 11 - New Door at Grid D . 02/02/17 16:03:19 BëhtLe - - - CRITERIA: Wall Mesh . ., Max Distance between Nodes (ft) 4.00 P-Delta: Yes Scale Factor: 1.00 Diaphragm: Rigid Ground Level Base .. .. - LOAD COMBOS ' .14 .0.742D+1.000E1 . 15 0742D+1000E2 16 , 0.742D-1.000E1 : .17' 0.742D-1.000E2 . . .. - • : 2 - SECTION CUT INFORMATION Section: SCD5 - Offset (ft) 1.31 Measured from bottom opening edge - Orientation (deg) Horizontal "A'1 end Right Edge of Opening #166 in Wall #48 Story - 2nd Floor "B" end Left Edge of Opening #167 in Wall # 48Story • 2nd Floor Length (ft) 5.00 - ELEMENTS IN SECTION CUT: ; .• ..,Concrete Wall #48 . Story 2nd Floor Frame Number: 15 • :- Thickness (in) 14.00 Length (ft) -28.33 ,. fc(ksi)= 4.00 . Unit Wt(pcf)= 14500 Unit Wt-SelfWt(pcf)= 15000 - I WALL FORCES LdC P Mmajor Mminor Vmajor Vnunor Torsion -.• . :-kip kip-ft kip-ft kip kip kip-ft. 131.95 130.13 0.00 -16.08 0.00 0.00 - 135.32 -140.47 0.00 -17.54 0.00 -0.00 .• 16- - . 43.40 -150.84 -0.00 22.16 -0.00 -0.00W r 17 4003 -161.18 000 23.63 -0.00 000 \ S .. • •• S .4 • - - .1 : -• • -•• ---. . . . 1... . .. I • - 4. . Wall Section Forces -RAMTRAME RAMStuctutaISystem Database: ViaSat Bldg 11 -New Door at Grid 02/02/17 16:03:•1 %JiBenttev jo - CRITERIA Wall Mesh Max Distance between Nodes (ft): 4.00 4 P-Delta: Yes Scale Factor: 1.00 . Diaphragm: Rigid Ground Level: Base LOAD COMBOS: 14 0.742D+1.000E1 - 15 0.742 D + 1.000 E2 16 0.742D-1.000E1 . 17 0.742 D - 1.000 E2 . * SECTION CUT INFORMATION Section:SCD6 - Offset (ft): 1.12 Measured from: bottom opening edge Orientation (deg): Horizontal end: Right Edge of Opening #170 in Wal1#49 Story. 2nd Floor - - end Left Edge of Opening #168 in Wall # 49Story, 2nd Floor Length (ft) 5.00 ELEMENTS IN SECTION CUT Concrete Wall #49 Story 2nd Floor '..' Frame Number: 14 - Thickness (in) 14.00 Length (ft) = 28.33 A , f (ksi) = 4.00 Unit Wt (pci) = 145.00 Unit Wt-SelfWt (pc[) =-150.00 WALL FORCES: - LdC P Mmajor Mminor Vmajór Vminor Tósion kip kip-ft kip-ft *kip kip kipft 14 57.04 159.58 -0.00 -23.7.7 0.00 •. 0.00 15 52.86 170.26 -0.00 725.26 -' -0.00 -0.00 16 158.85 -129.67 0.09 . '-14.77 . .0.00 -0.00 17 16304 -14034 0.00 . 1626 000 000 4. ¶ a - Wall Section Forces -RAMFRME15.03.00.000 ,.' RAMStrucwmISytem Database: ViaSat Bldg 11 - New Door at Grid D 02/02/17 16:03:1 J9enttey - .. CRITERIA.: Wall Mesh . Max Distance between Nodes (ft): 4.00 . P-Delta: Yes Scale Factor: 1.00 Diapliragm: Rigid Ground Level Base ' LOAD COMBOS: 14 0.742D+1.000E1 .15 0.742 D + 1.000 E2 16 0.742D-1.000EI 17 0.742 D - 1.000 E2 SECTION CUT INFORMATION: • Section: SCD7 . Offset (ft): 1.12 Measured from: bottom opening edge Orientation (deg): Horizontal "A" end: Right Edge of Opening #168 in Wall #49 Story 2nd Floor .. "if end: Right Edge of Wall #49 Length (ft): 492 ELEMENTS IN SECTION CUT: Concrete Wall 449 Story 2nd Floor Frame Number 14 Thickness (in) = 14.00 Length (ft) = 28.33 f (ksi) = 400 Unit Wt (pcf) = 145.00 Unit Wt-SelfWt (pcf) = 15000 .1 • ••': - • 1• • WALL FORCES: Lc1C P Mmajor Mminor Vmajor Vminor Torsion; kip hip-ft kip-ft kip kip kip-ft 14 107.94 145.79 -0.00 -21.22 -0.00 0.00 15 • 112.39, 156.02 -0.00 -22.65 -0.00 -0.00 4. , 16 • • 6.50 -133.45 0.00 16.70 0.00 -0.00 17, 205 -14367 000 1813 000 000 - • •.• :• •' - • •• •.. -, •-,•.•• - .• :. •,. T - - Wall Section Forces V. RAM FRAME 15 03 00000 - 4 RAMSIXUCIUT3ISIen Database ViaSat Bldg 11 - New Door at Grid D 02/02/17 16:03: 1 eenttey - CR1TERIA: WaliMesh . Max Distance between Nodes (ft): 4.00 V V P-Delta: Yes Scale Factor: 1.00 Diaphragm: Rigid Ground Level Base I - LOAD COMBOS: V V 14 0.742D+1.000E1 V V V •- . V 15 0.742 D + 1.000 £2 V V 16 0.742 D 1.000 El V V 17 0.742D-1.000E2 : SECTION CUT INFORMATION: V Section:SCD8 Offset (ft): 1.13 Measured from: bottom opening edge Orientation (deg): HorizOntal, end: Right Edge of Opening #172 in Wall#55 Story V V - V• 2nd Floor . V end Left Edge of Opening #174 in Wall # 57Storj 2nd Floor V V V V V Length (ft): 5.00 4 ' V V •V• V 4VV V . _V4V V •:. ,, ELEMENTS IN SECTION CUT: V V V Concrete Wall #56 Story 2nd Floor - Frame Number. 12 .- Thickness (in) = 11.25 Length (ft) = 5.00 f (ksi) = 4.00 Unit Wt (pcf) = 145 00 Unit Wt-SelfWt (pcf) 150.00 Concrete Wall #55 Story 2nd Floor '. VV Frame Number: 12 Thickness (in) = 7.25 Length (ft) = 4.92 . V V -. fc(ksi)= 4.00 Unit Wt(pcf)= 145.00-c . V V V Unit Wt-SelfWt(pcf)= 150.00 WALL FORCES LdC P Mmajor Mminor Vmajor Vminor Torsion - - kip kip-ft kip-ft kip kip V• kip-ft 14 -9.38 92.14 0.00 -28.74 - -0.00 -.. 0.00 15 -16.44 99.61 0.00 ; -30.92 0.00 . -0.00 - 16 159.27 -112.35 0.00 31.01 - V -0.00 V 17 166.33 -119.82 0.00 33.18 0.00* 0.00 - Wall Section Forces RAM FRAME 15.03.00.000 RM SunSun Database: ViaSat Bldg 11 -New Door at Grid 02/02/17 16:03:1c -' JiBenttev.- 4 k 4.,-. CRITERIA- Wall Mesh . . Max Distance between Nodes (ft): 4.00 . P-Delta: Yes Scale Factor: 1.00 Diaphragm: Rigid Ground Level: Base LOAD COMBOS 14 -0.742D+1.000E1 15 0.742D+1.000E2 16 •0.742 D - 1.000 El 17 0.742 D - 1.000 E2 SECTION CUT INFORMATION: Section SCD9 Offset (fl): 1.12 Measured from: bottom opening edge Orientation (deg): Horizontal .. "A" end: Right Edge of Opening #174 in Wall #57 Story . .. . 2nd Floor "B" end: Left Edge of Opening #175 in Wall # 59Story 2nd Floor Length (ft) 5.00 ELEMENTS IN SECTION CUT: . Concrete Wall #59 . Story 2nd Floor Frame Number: 12 . . . Thickness (in) = 7.25 Length (ft) = 4.92 fc(ksi) = 4.00 Unit Wt (pcf) = 145.00 -. Unit Wt-SelfWt (pcf) = 150.00 ,.... Concrete Wall #58 Story 2nd Floor . 4 Frame Number: 12 Thickness (in) = 11.25 Length (fl) = 5.00 f (ksi) = 4.00 Unit Wt (pcf) = 145.00 Unit Wt-SelfWt (pcf) = 150.00 Concrete Wall #57 Story 2nd Floor Frame Number: 12 Thickness (in) = 7.25 Length (ft) = 10.00 . f (ksi) = 4.00 Unit Wt (pcf) = 145.00 Unit Wt-SelfWt (pcf) = B0.00- WALL FORCES: . • LdC P Mmajor Mminor Vmajor \'minor Torsion kip kip-ft kip-ft kip kip klp-ft 14 144.88 . 131.00 -0.00 -23.08 -0.00 0.00 . • l5 • 151.94 140.27 • 0.00 -24.67 0.00 -0.00 16 -23.77 -126.83 0.00. 21.12 0.00 -0.00 ;. 17 -30.83 -136.11 -0.00 22.72 -0.00 0.00 www.hilti.us - '' P('OfIS Anchor 2.7.2 Company: W+R Structural Engineers Page: - 1 Specifier: Project: , ViaSat-Panel Holdown Address: Sub-Project I Pos. No.: Phone I Fax: Date': 212812017 , E-Mail: Specifier's comments: ( E (_ () 4ArS I Input data Anchor type and diameter: HIT-HY 200 + HAS 1 1/4 , Effective embedment depth: heract = 25.000 in. (hemit = - in.) Material: . 5.8 Evaluation Service Report ,, V ESR-3187 V , . Issued I Valid: 11/1/2016 1 3/1/2018 V V V Proof: V Design method ACi 318-11/ Chem Stand-off installation: e = 0.000 in. (no stand-off); t = 0.750 in. - Anchor plate: l x I x t = 16.000 in. x 22.000 in. x 0.750 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete, 3000, f,'= 3000 psi; h = 30.000 in., Temp. short/long: 32/32 'F Installation: hammer drilled hole, Installation condition: Dry V Reinforcement V - tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar . V Seismic loads (cat. C, D, E, or F) Tension load: yes (D.3.3.4.3 (d)) . V Shear load: yes (D.3.3.5.3 (a)) Geometry (in.] & Loading fib, in.lb] V z , V V V Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2DO9 HiRl AG, FL-9494 Schaan HE is registered Trademark of HUll AG, Sdhaan - V V I. 12~ . "wvw.hilti.us Profis Anchor 2.7.2 .' Company: ; - W+R Structural Engineers Page: 2 Specifier: . Project: ViaSat-Panel Holdown - Address: -' Sub-Project I Pos. No.: . .Phone lFax: . I Date:212W2017 E-Mail: . - ,-•• .' - 2 Load case/Resulting anchor forces AY Load case Design loads 03 04 Anchor reactions [lb] Tension force (+Tension Compression) . Anchor Tension force Shear force Shear force x Shear force y I H 1 - •. 12000, 0 0 0 2 8000 0 0 0 . -*x . 3 12000 0 0 . 0 Tension .. 4 8000 0 0 0 max concrete compressive strain . max. concrete compressive stress: -[psi] . resulting tension force in (x/y)(-1.000/0.000): 40000 [ibl resulting compression force in (xly)(0 000/0 000) 0 [Ib] 1 2 3 Tension load I.. 2_,- ' - Load Nua (Ib] Capacity + Na [lb] —Utilization PN = NUJ+ N—.----Status Steel strength' 12000 45669 27 OK Bond Strength*. . 40000 60706 66 - OK Sustained Tensio6 Load Bond Strength* N/A NIA N/A N/A Concrete Breakout Strength 40000 40100 100 OK i anchor having the highest loading anchor group (anchors intension) 3.1 Steel Strength t'N a = ESR value' refer to ICC-ES ESR-3187 * N'a N.. ACI318-11 Table D.4.1.1 .-, ,.-*•. .• , Variables -• I' . f f [psi] -; ', ••. 0.97 • 72500 • Calculations . . . --- . - 'N b] . . 70260' Results - N5 Fib] . steei + nonuctiie 4 N [lb] • ?-t. ' Nsa [Ib]. . * - , 70260 - •. 0.650 1.000 45669 12000 - - • . . I 4 .....'. - • , t. . - :- •. • -, - - Ii. 'S•** - ,. .• p. • - -.• .,•4, . . • . - - -•*,,. - - -. - input data and results must be checked for agreement with the existing conditions and for plausibility! • PROFiS Anchor ( C ) 2003-2009 HItS AG, FL-9494 Schaan HE is a registered Trademark of HiS AG, Schaan www.hilti.us Profis Anchor 2.7.2 Company: W+R Structural Engineers Page: 3 Specifier: . Project: ViaSat-Panel Holdown Address: Sub-Project I Pos. No.:' Phone I Fax: I , Date:. - 2/28/2017 E-Mail: - 3.2 Bond Strength .. .. - ANa N.9 eel Na 'V ec2.Na 'V edNa 'V CpNa Nba ACI 318-11 Eq (0 19) ANao 4, Nag 2:N . ACI 318-11 Table D.4.1.1 ANa = see ACI 318-11 Part D.5.5.1, Fig RD 5 5 1(b) Atao = (2cp)2 ACI 318-11 Eq: (D-20) Cna 10d3 \! ACI 318-11 Eq (021) cNa =(i+eN)10 ACI 318 11 Eq (D-23) ty ea = 0.7 + 0.3 (!!) 15 1.0 ACI 318-11 Eq. (D725)CNa 'V Na = MAX(210ti ) 1 0 ACI 318-11 Eq (D-27) N t UN.seis n , da her AC1318-11 Eq. (D-22) . Variables tkc,anre[PSI] da[fl.] het(jn.] Caedfl (fl.) tI,c[Si] 7 . ' 2261 1.250 25.000 . 10.000 1339 eClN [in.] e.2,N [in.] Cac (in) - a UN.seis :- 1.000 0.000 65.424 1.000 '0.750 Calculations C a (in.] Ai a [In .2) NaO [Ifl.] 'V edNa 17.840 1955.52 1273.00 0.868 'V edNa 'V ec2.Na 'V cp.Na Nba (lb] 0.947 1.000 1.000 98606 Results No9 [lb] 4,bond seismic 4) nonductile 4) Nag [I b] N a [lb] , 124524 0.650 0.750 1.000 - 60706 . - 40000 - _-_o. ,-•,- . - a Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hltti AG, FL-9494 Schaan Hild is a registered Trademark of Hill! AG, Schaan, V 'F www.hilti.us .. . ProfisAiichor2.7.2 - Coipany: - W+R Structural Engineers Page: 4 Specifier: Project ViaSat-Panel Holdown. Address: Sub-Project I Pos. No.: I ..' . Date: 2128/2017 E-Mail: 3.3 Concrete Breakout Strength N =(Nc~)'4ICC.NWI,N.WC.NWCP.NNb ACI 318-11 Eq. (D4) 4)Nbg 2~ N ACI 318-11 Table D.4.1.1 - . ANC see ACI 318-11 Part 0.5.2.1 Fig. RD.5.2.1(b) 'Aq co = 9 h ACI 318-11 Eq. (D-5) - / 1 :: •. . ec.N (. + .5 1.0 1 3 h) ACI 318-11 Eq. (0-8) .' =0.7 + 0.3 (ftL) 1.0 ef ACI 318-11 Eq (0-10) YCP.N MAX (2!i,i5!):5i.O . ACI 318-11 Eq. (0-12) Nb = kc k a Ih ACI 318-11 Eq (D-6) Vanables het[in] e IN [in] e 3 [in] Ca , [in] VcN - 25.000 1.000 0.000 . 10.000 1.000 ..-, fj[psi] . 65.424 17 1.000 . 3000 7 ".'.CalcuIations' . . 4..• 'A [in .9 AWO rpcotN ly ec N 9ied.N 1Ycp.N - Nb[ibl .. , 5232.50 . 5625.00 0.974 1.000 0.780 1.000 116391 Results . . Net,g (lb] . 41 concrete 4> seismic 0 nonsucute 4) Ncug [Jb] Nua (Ib] - - 82257 0.650 0.750 1.000 40100 40000 ::; •-... • '. - . . . - - •FF t . . - + - . a . . . - • . M .....- . . F - . . - I • . .- • . - ' r S •, - _ •1 ct 14 Input data and results must be checked for agreement with the existing conditions and for plausibility! - PROFIS Anchor ( c ) 2003-2009 Huh AG, FL-9494 Schaan Huh isa registered Trademark of Huh AG, Schaan . ,1. ELM www.hilti.us Profis Anchor 2.7.2 Company: W+R Structural Engineers Page 5 Specifier: . Project ViaSat-Panel Holdown Address: Sub-Project I Pos. No.: Phone lFax: J Date: . 2J2812Oi7 E-Mail: 4 Shear load . Load V [lb] Capacity 4rVo[lbj Utilization = Vj4iV Status Steel Strength N/A N/A - . N/A N/A Steel failure (with !ever am,). N/A N/A .N/A N/A Pryout Strength (Bond Strength controls) N/A N/A s . N/A L' N/A ,. Concrete edge failure in direction * N/A N/A N/A N/A * anchor having the highest loading **anchor group (relevant anchors) 5 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/A6ex C, EOTA TR029, etc.) This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non-steel Design Strengths except Pulldut Strength - and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to —your, local standard.. Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! An anchor design approach for structures assigned to Seismic Design Category C, 0, E or F is given in ACI 318-11 Appendix D, Part D.3.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Part D.3.3.4.3 (b), Part D.3.3.4.3 (c), or Part D.3.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Part D.3.3.5.3 (a), Part D.3.3.5.3 (b), or Part D.3.3.5.3 (c). . . Part D.3.3.4.3 (b) / part D.3.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Part 0.3.3.4.3 (c) / part D.3.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Part D.3.3.4.3 (d) / part D.3.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with Eincreased by cü. Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors Reference ACI 318-11 Part D.9.1 - •.-. i-; -. Fastening meets the design riteria .: ' ,- 4 - :• '-: ,. - - :4 ? •' .. - -. , . • , . 4. 4f ;•I ' -. . - .1 '• 1' - Input data and results must be checked for agreement with the existing conditions and for plausibilityt PROFIS Anchor ( c ) 2003-2009 Mliii AG, FL-9494 Schaan HIS is a registered Trademark of Mliii AG, Schaan •,. . '' . •. '•.-•, I., • ,,. . - ''1 -; -- • ' ' •- -' . .4 - • .• www.hilti.us ,- Profis Anchor 2.7.2 Company: W+R Structural Engineers Page: 6 Specifier: Project: V'iaSat-Panel Holdown - Address: Sub-Project I Pos. No.: - .:Phone I Fax: j Date: 2/28/2017 ...'. .MailT .. - 6 Installation data . 4. ..Anchor plate, steel: - •- Anchor type and diameter HIT-HY 200 + HAS 11/4 Profile: no profile . Installation torque: 2400.000 in.lb . - Hole diameter in the fixture: d1 = 1.375 in. Hole diameter in the base material: 1.375 in. Plate thickness (input): 0.750 in. Hole depth in the base material: 25.000 in. Recommended plate thickness: not calculated . Minimum thickness of the base material: 27.750 in. Drilling method: Hammer drilled - i- Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required- . 4- _J . 6.1, Recommended accessories .' DriVing - Cleaning Setting %S Rotary Hammer . - Compressed air with required accessories • Dispenser including cassette and mixer Properly sized drill bit to blow from the bottom of the hole • Torque wrench •' - - - • Proper diameter wire brush *. ,.4. 4 •. .,.; - 4- ioqo -. -. . . 8.000 . I -- 8.000 - 0 - - 0 0. - 0 -4 -4 . ;;• •- : , SE .., ... .4 -. - — - x 14 I.. - 0 -4 4 C! -4- 4 r . . . . r 1 2 Ll 3.000 I 10.000 3.000 - , Coordinates Anchor in. - Anchor . y c. c,,, c1, c+ - 1. -5.000 -8.000 40.000 20.000 - - 2 5.000 -8.000 50.000 10.000 - - 3 -5.000 8.000 40.000 20.000 - - - 4 - 5.009 8.000 50.000 10.000 - - Input data and results must be checked for agreement with the existing conditions and for plausibility! . . . PROFIS Anchor ( c) 2003-2009 Hilt! AG, FL-9494 Sthaan Hilt! Is a registered Trademark of Hilt! AG, Sthaan www.hiitius Profis Anchor 2.7.2 Company: .. W+R Structural Engineers Page: - . .7 . -. Specifier: Project: ViaSat-Panel Holdown Address: Sub-Project I Pos. No.: Phone I Fax I Date 212812017 E-Mail: - 7 Remarks, Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,'formulas and security regulations in accordance with Hilti's technical directions and operating, mounting andassembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The.Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. . '. . . You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. ' '.• -' . I 4 4 . . '•. - ....... -, . . i-.. .• ' .. -. - P •-•' - .I 5 - + 'I 4 . - Input data and results must be checked for agreement with the ekisling conditions and for plausibulityl . . .'•. . , - - - - , PROFIS Anchor (c )'2003-.2009 -tUtu AG, FL-9-494 Schaan HitS Is a registered Trademark of Hilti AG. Schaan I - - . • - .. www.hiIti.us Profis Anchor 2.7.2 Company: W+R Structural Engineers Page: 1 *'Specifier: Project: ViaSat-Panel l-loldoWn Address: Sub-Project I Pos. No.: PhönelFax: Date: 2/28/201.7 E- Mail: Specifier's comments: &.) - A fri C. I'&J'r ( ( tb PArtj I '. u Input data Anchor type and diameter: Kwik Bolt TZ - CS 3/4 (3 1/4) .Effective embedment depth: hef.act = 3.250 in., hnom = 3.813 in. 'Material: Carbon Steel Evaluation Service Report ESR-1917 Issued I Valid: ,. 611/2016 1 5/1/2017 Proof: Design method ACI 318-11 /Mech. -Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: In x l, x t = 8.000 in. x 102.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: . cracked concrete, 3000, f' = 3000 psi; h = 11.250 in. ' - Installation: hammer drilled hole, Installation condition: Dry . Reinforcement: - - tension: condition B, shear: condition B; no supplemental splitting reinforcement present - edge reinforcement: none or < No. 4 bar . 'Seismid loads (cat. C, D, E, or F) Tension load: yes (D.3.3.4.3 (d)) I . Shear load: yes (0.3.3.5.3 (a)) ' Geometry [in.] & Loading [lb. in.lb] - -.- . z ry A. R i ID - Input data and results must be checked for agreement with the existing conditions and for ptausibutityl - PROFIS Anchor (c.) 2003-2009 HuLl AG, FL-9494 Schaan I-ilk is a registered Trademark of Hulti AG, Schaan www.hilti.us Profis Anchor 2.7.2 Company: W+R Structural Engineers Page: 2 Specifier: Project: ViaSat-Panel HoldoWn Address:' Sub-Project I Pos. No.: Ph One IFax: I - '. Date ' 2/28l201.7.. - E-Mail: 2 Load case/Resulting anchor forces Load case Design loads 8 Si Anchor reactions [lb] Tension force (+Tension Compression) Anchor Tension force Shear force Shear force x Shear force y - ' 2 - 1 0 5000 0 5000 2 0 5000 0 5000 3 0 5000 0 5000 4 0 5000 0 5000 . '4 - 5 0 5000 0 5000 6 0 5000 0 5000 '5 .. V 7 0 5000 .0 ' 5000 ' •" - 8 0 5000 0 5000 max. concrete compressive strain: max. concrete compressive stress: - (psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb]. - resulting compression force in (xly)=(0 000/0 000) 0 [lb] 3 Tension load Load N 0 b] Capacity N0 [Ib] UtiIization'p = N./+ N0 Status. Steel strength' N/A ' N/A N/A N/A V Pullout Strength' N/A , V ' 'N/A • V N/A .. N/A - Concrete Breakout Strength N/A N/A - N/A . N/A * anchor having the highest loading **anchor group (anchors in tension) . ,. . V 4. ....... •V I , ......- J -4 V. S .5. 4 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFiS Anchor (c ) 2003-2009 Huh AG, FL-9494 Sthaan Huh is a registered Trademark WWII AG, 5chaan . ; - V , V 1 4 : www.hiIti.us Profis Anchor 2.7.2 ,Company: W+R Structural Engineers , Page: 3 Specifier. . Project ViaSat-Panel Holdown Address: . , . . Sub-Project I Pos. No.: Phone I Fax Date 2/28/2017 E-Mail: 4 Shear load - 8 - , Load V8 [lb] Capacity 4)V5-[lb] Utilization pv =V 5/4)V. Status ' Steel Strength* 0 5000 7634 66 OK - - Steel failure (with !ever arm) N/A N/A N/A N/A - PryoutStrength' 40000 61102 66 OK Concrete edge failure in direction x+ 40000 62729 64 OK anchor having the highest loading anchor group (relevant anchors) 4.1 SteélStrength 84t -. = ESR value refer to ICC-ES. ESR-1917 V 1aV ACI 318-11 Table 0.4.1.1 - Variables 4 ,• 8 ' - A.v Fin. 2) f (psi'] - 0.24 106000 1. - Calculations - [lb] ' 11745 — Results S - Vsa,eg [ib] 4) steel 4 r1onduciile 4) Vsa [lb] Vua Fib] 11745 0.650 1.000 7634 5000 • - 42 Pryout Strength . . . ANc Vcpg = kcp [(ç') 'i' mN Wed N Y oN Y cp.N Nb] ACI 318-11 Eq. (041) -4 Y pg . ACI 318-11 Table 0.4.1.1 - ANc see ACI 318-11, Part 0:5.2.1, Fig. RD.5.2.1(b) . A 80 9 h2e, ACI 318-11 Eq. (D-5) 'VecN (i +2eN her )~10 ACI 31811 Eq. (08) / W edN_07+03(5j)10 ACl31811 Eq. (D10) ACI 318-11 Eq. .(D-12) - :• -: C. No'Fic ACI 31811 Eq. (D6) -Variables her [in.] e81 [in] e.2 ,N [in] Camn [in] ( - . 2 3.250 0.000 0.000 9.500 . - 'r . ,•••.•.. :, - 1 l c.N - c.. [in.] k,. - [psi] . . 8' 1.000 12.000 17 1.000 3000 04 - Calcuiation - " C0 - 1N Lin.2 J V ecl,N 'V ec2.N 'V ed,N * 'V cp.N "b LIUJ .760.50 95.06 1.000 1.000 1.000 1.000 5455 Results -V.pg [ib]. ". 4)concrete 4) seismic 4) nonducilie 4) V055 Fib] Vija [Ib] ' • 87288 • , 0.700 . 1.000 1.000 . 61102 40000 - 0 -• 5 8 - . - input data and results must be checked for agreement with the existing conditions and for piausibiiityi • PROFIS Anchor (c) 2003-2009 HO AG. FL-9494 Schaan Hull is a registered Trademark WHIM AG, Schaan - -. 'S www.hilti.us . '. . Profis Anchor 2.7.2 Company: . W+R Structural Engineers Page: —' ' . 4 Specifier: Project - ViaSat-Panel Holdown N Address: . Sub-Project I Pos. o.: . . Phone lFax: . Date .' •2/28/2017 , E-Mail: 4.3 Concrete edge failure in direction xi Avc V1b9 (Wec.vWe.vW.c.VM!h.vWparaneu.vVb AC1318-11 Eq. (D-31) 4i VV ACI 318-11 Table 0.4.1.1 Av5 see ACt318 11 Part D.6.2. 1 Fig R062 1(b) Ao = 4.5 c AC! 318-11 Eq. (D732) c.v = 2e S 1.0 AC! 318-11 Eq. (0-36) 1+ .-. - 3C41 I'edV =07+03(__):g10 AC! 318-11 Eq (D38) = 0 ACt 31811 Eq (039) h.V ha 02 Vb =(7(j) a'4 ca' ACl31811 Eq. (D33) Variables ; [in.] ca2 [in.] e5,, [in.] 'i' e,v . ha [in.] 9.500 12.000 0.000 1.000 . 11.250 - 4 - ,.. •. . — — — _'.,4 , .. . . S l [n.] x a da [in.] fc [psi] I1 a,anei.v ., . . . 3.250 1.000 0.750 3000 2.000 Calculations Av. [in .2j Avoo fin- 21 ' ,v ' ed.v 11 h.V. ' V[lb] . . 1240.31 406.13 1.000 1.000 1.125 13036 Results Vct,g [Tb] 4t concrete seismic nanductile 4i Vthg [lb] Vua [lb] 89613 0.700 . 1.000 1.000 62729 ' 40000 - '- _"• 5Warnings 4. The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate arenot considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! . Condition A applies when supplementary reinforcement is used. The 4 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Refer to the manufacturer's product literature for cleaning and installation instrictions. Checking the transfer of loads into the base material and the shear resistance are required in accordance with AC! 318 or the relevant standard!. An anchor design approach for structures assigned to Seismic Design Category C, 0, E orF; is given in AC! 318-11 Appendix 0; Part 0.3.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited, by ductile steel failure. If this is NOT'the case, the connection design (tension) shall satisfy the provisions of Part 0.3.3.4.3 (b), Part 0.3.3.4.3 (c), or Part 0.3.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Part D.3.3.5.3 (a), Part 0.3.3.5.3 (b), or Part D.3.3.5.3 (c). . . . . Part 0.3.3.4.3 (b) / part 0.3.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding ata load level corresponding to anchor forces no greater than the controlling design strength. Part D.3.3.4.3 (a) / part 0.3.3.5.3 (b) waive the - ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the 'anchors by a. non-yielding attachment. Part 0.3.3.4.3 (d)/ part 0.3.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by th0: Hilti post-instélled anchors shall be installed in accordance with the !-Iilti Manufacturer's Printed Installation InstrUctions (MPII). Reference AC! 318-11, Part D.9.1 Input data and results must be checked for agreement with the existing conditions and for plausibilityl • .4- ' ... . - . - - PROFIS Anchor (c) 2003-2009 HUll AG. FL-9494 Sthaan HUll is a registered Trademark of HUll AG. Sthaan , - - . ' ' . • - "' '• I 4. . 4 r'' www.hilti.us Company: - W+R Structural Engineers Page: -' Specifier: Project: , Address: Sub-Project I Pos. No.: Phone I Fax: 41 , I Date ' 'E-Mail: Fastening meets the design criteria! - L .-.' .:, _•' ,, - 1' -4 ! _-%a a.,' It'. 4 '•a a, . • • . , - a :' ,'-,. '4 •—;..-_ . -. a ,•, - . 44 •. , I Input data and results must be checked for agreement with the existing conditions and for ptausibiiiI PROFIS Anchor ( C) 2003-2009 HIM AG, FL-9494 Sthaan HiM is a registered Trademark of Hilti AG, Schaan Profis Anchor 2.7.2 5 ViaSat-Panel Holdown 2/2812017 ' -t 4. 'I -- 4' 4 a -,•, , — a 1' 1' a 8. 4 www.hilti.us Profis Anchor 2.7.2 Company: W+R Structural Engineers Pager ', 6 Specifier: Project - ViaSat-Panel Holdown Address: Sub-Project I Pos..No.: Phone IFax: I .,.Date:.: . . 2128/2017 E-Mail: 6 Installation data Anchor plate, steel: - Anchor type and diameter. Kwik Bolt TZ - CS 3/4 (31/4) Profile: no profile Installation torqiie:1320.002 in.lb Hole diameter in the fixture: df 0.813 in. Hole diameter in the base material: 0.750 in. Plate thickness (input): 0.500 in. Hole depth in the base material: 4.000 in. . . Recommended plate thickness: not calculated Minimum thickness of the base, material: 5.500 in. Drilling method: Hammer drilled . . . Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 6.1 Recommended accessories Drilling Cleaning . '. . - . Setting Suitable Rotary Hammer • Manual blow-out pump - • Torque wrench .' •' Properly sized drill bit . . • Hammer A 40tD00 T 7 0 • -. -.4 Coordinates Anchor in. Anchor x y c.4 c,4 c., ccc 1 0.000 25.000 45.000 9.500 84.000 - 72.000 - 2 0.000 13.000 45.000 9.500 3 0.000 1.009 45.000 9.500 60.000 - 48.000 - 4 0.000 -11.000 45.000 9.500 I:- 01 0! 01 . 'I 0 CD 04 ol •• . ,-,, . 01 . ..... 0.1 . . ..,, r• - - -. -, c'JI ' .. . . 0 ('.4 - - - ,.-. - • - .. . Dl - (1111 ol° 0!.- 0lu . ..,. . ... c2I . .4.. S .4 . _8 0 - 0 o . ..•.'.-'. - . 1;..,- -, ('.4 - . -.4 - CD 01 . • :. - . . .Ancho'.r, x y • C.4' 'c. c+ - 5 0.000 -23.000 45.000 9.500 36.000 -, 6 - 0.000; -35.000 45.000 9.500 24.000 - 7. 0.000 -47.000 45.000 9.500 12.000 . - 8 0.000 .37.000 45.000 - 9.500 96.000 . Input data and results must be checked for agreement with the existing conditions and for plausibility! ' PROFIS Anchor ( c ) 2003-2009 Hill! AG, FL-9494 Sthaan Hilt! is a registered Trademark of Hill! AG, Sähaan .. ' . -• ,,1 www.hilti.us S Profis Anchor 2.7.2 Company: W+R Structural Engineers Page: 7 - Specifier: Project aSat-Panel Holdown Address: Sub-Project I Pos. No.: Phe Fax: Date— 2J28I2017 E-Mail: 7 Remarks, Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilt) products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly - - . complied with by the user.- All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using ' the relevant Hilti product The results of the calculations carried out by means of the Software are based essentially on the data you put in. - .. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to - - ' compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms , and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific . application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the - - regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not.use - the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website Hilti will not be liable for consequences such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. - S .' S . - .' - • - 5, - -S.- - - - - - - . - - 45 S • :, - . S • , : • ...; . - c .4 .. . St. S - 5_,.• - S I Input data and results must be checked for agreement with the eidsting conditions and for plausibility! PROMS Anchor (C) 2003-2009 Hilt AG, FL-9494 Sthaan Hilt is a registered Trademark of Hilt AG, Sthaan ESR-3187 I Most Widely Accepted and Trusted Page 20 of 42 ,•1. PW • - .•• - Fractional Threaded Rod and Reinforcing Bars ' Steel Strength TABLE 11-STEEL DESIGN INFORMATION FOR FRACTIONAL THREADED ROD AND REINFORCING BARS ;DESIGN INFORMATION Symbol Units T.. . Nii ouI ilid aiimete 7771'F -_ ° Rod O.D. in. 0.375 0.5 0.625 0.75 0.875 1 1.25 (mm) (9.5) (12.7) ' (15.9) (19.1) -(22.2) (25.4) (31.8) Rod effective cross-sectional area in.2 0.0775 0.1419 0.2260 0.3345 0.4617 0.6057 0:9691 ° (mm2) (50) (92) (146) (216) (298) (391) (625) N lb 5,620 10,290 16,385 24,250 33,470 ' '43,910 70,260 Nominal strength as governed by steel (kN) (25.0) (45.8) .(72.9) (107.9) (148.9) (195.3) . (312.5) Vsa lb 2,810 6,175 9,830 14,550 20,085 26,345 42,155 , strength on .(kN) (12.5) (27.5) . (43.7) .(64.7) .. (89.3) (117.2) (187.5) Reduction for seismic shear av - 0.70 - Strength reduction factor for tension' - . 0.65 - Strength reduction factor for shear' 0 - . 0.60 N lb 9,685 17.735 28,250 . 41,810 57,710 75,710 121,135 Nominal strength as governed by steel (kN) (43.1) (78.9) '(125.7) (186.0) (256.7) (336.8) (538.8) strength Vn lb 4,845 10,640 16,950 25,085 34,625 45,425 72,680 (kN) (21.5) (47.3) (75.4) (111:6) (154.0) (202.1) . (323.3) Reduction for seismic shear 0.70 ca Strength reduction factor for tension3 - 0.75 - Strength reduction factor for shear' 0 - 0.65 N lb 7,750 14,190 , * 22,600 . 28,430 39,245 ' 51,485 82,370 o Nominal strength as governed by steel (kN) (34.5) (63.1) . (100.5) (126.5) . (174.6) (229.0) (366.4) vi w strength lb 3,875 8,515 13.560 17,060 23;545 30,890 49,425 LL M (kN) (17.2) (37.9) (60.3) (75.9) (104.7) (137.4) (219.8) Reduction for seismic shear ay,,j, - .0.70 c, < Strength reduction factor for tension' - . _0.65 Strength reduction factor for shear2 - 0.60 0ESIGN INFORMATION Symbol Units NmiiiaI Reinf&cin bar sii(Rebir) _ - Nominal bar diameter d in: 3I /2 3/4, Ia 1 1/ 1/4 (mm) (9.5) (12.7) .(15.9) (19.1) (22.2) (25.4) (28.6) (31.8) Bar effective cross-sectional area A in. 2 0.11 0.2 0.31 0.44 0.6 0.79 1.0 1.27 (mm2) (71) (129) . (200) (284) (387) (510) (645) (819) N lb 6,600 12,000 . 18,600- 26,400 36,000 47,400 60,000 76,200 in Nominal strength as governed by steel (kN) (29.4) (53.4) (82.7) (117.4) (160.1) (210.9) (266.9) (339.0) cc .g strength lb 3,960 7,200 11,160 15,840 ' 21,600 28,440 36,000 45,720 Vc im (kN) (17.6) (32.0) (49.6) (70.5) (96.1) (126.5) (160.1) (203.4) Reduction for seismic shear csv,,, - ' 0.70 < Strength reduction factor for tension' - - ' 0.65 - - Strength reduction factor 0 for shear2 - . 0.60 N lb 9,900 18,000 27,900 39,600 54,000 71,100 90,000 114,300 cc Nominal strength as governed by steel (kN) (44.0) (80.1) (124.1) (176.2) (240.2) (316.3) (400.4) (508.5) cc < strength lb 5,940 10,800 16,740 23,760 32,400 42,660 54,000 68,580 (kN) (26.4) (48.0) (74.5) (105.7) (144.1) (189.8) (240.2) (305.1) Reduction for seismic shear avc, - - 0.70 < Strength reduction factor 0 for tension' 0 - 0.65 - Strength reduction factor Ofor shear' 0 - . ' 0.60 N lb 8,800 16,000 24,800 35,200 48,000 63,200 80,000 101,600 to c, Nominal strength as governed by steel (kN) (39.1) (71.2) (110.3) (156.6) (213.5) (281.1) (355.9) (452.0) P- cc strength lb 5,280 9,600 14,880 21,120 28,800 37,920 48,000 60,960 (kN) (23.5) (42.7) ' (66.2) (94.0) (128.1) (168.7) (213.5) (271.2) Reduction for seismic shear av, . ' 0.70 < I Strength reduction factor Øfor tension3 - . - 0.75 - Strength reduction factor 0 for shear' 0.65 ' t-or Si: 1 mcii = 2.4 mm, 1 IbI = 4.445 N. For pound-inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 IbI Values provided for common rod material types are based on specified strengths and calculated in accordance with ACI 318-14 Eq. (17.4.1.2) and Eq (17.5.1.2b) or ACI 318-11 Eq. (0-2) and Eq. (0-29). Nuts and washers must be appropriate for the rod. • . - 2For use with the load combinations of IBC Section 1605.2, ACI 318-14 5.3 or ACI 318-11 9.2, asset forth in ACI 318-14 17.3.3 or ACI 318-11 0.4.3. If the toad combinations of ACI 318-11 Appendix Care used, the appropriate value of 0 must be determined in accordance with ACI 318-110.4.4. Values correspond to a brittle steel element. . 'For use with the toad combinations of lBC Section 1605.2, ACI 318-14 5.3 or ACI 318-11 9.2, as set forth in ACI 318-14 17.3.3 or ACI 318-11 D.4.3. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of 0 must be determined in accordance with ACI 318-11 0.4.4. Values correspond to a ductile steel element. '-I.. WE 15 occc SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE OFFICE USE ONLY UPFP# HV#_______________ BP DATE I •I Business Name •, - Business Contact Telephone # ViaSat, Inc. -,. Bob Rota (760 1476.220 Project Address City State Zip Code APN# Unknown Carlsbad CA 92009 213-261-20,21,22,23 Mailing Address City State Zip Code Plan File# 6155 El Camino Real . Carlsbad CA 92009 Project Contact - Telephone # - Bob Rota. •- (760 )476.2202 - . The following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT - HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Facility's Square Footage (including proposed project): 3,646 Occupancy Rating: B 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives 2: Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards - 3 Flammable/Combustible Liquids 7. Pyrophoncs 11. Highly Toxic or Toxic Materials. 15. None of These. 4. Flammable Solids . 8. Unstable Reactives 12. Radioactives PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL, HEALTH - HAZARDOUS MATERIALS DIVISIONS (HMD): If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overland Ave., Suite 110, San Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED. Project Completion Date: 5_/..J.../ 2017 Expected Date of Occupancy: 0 CalARP Exempt .- YES NO - . (for new construction or remodeling projects) D ,0 ss . ( Is your bUsine listed on the reverse side of this form? (check all that apply). Date Initials 0 J Will your business dispose of Hazardous Substances or Medical Waste in any amount? o CaIARP Required - 3 0 .Will your business store or handle Hazardous Substances in quantities equal to or greater than 55 gallons, 500 pounds 200 cubic feet, or carcinogens/reproductive toxins in any quantity? Date Initials 4..' 0 II Will your business use an existing or install an underground storage tank? 5. - 0 I1 Will your business store or handle Regulated Substances (CaIARP)? 0 CalARP Complete 0 I] Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? . 7 0 Will your business store petroleum In tanks or containers at your facility with a total storage capacity equal to Date Initials or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). PART III: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT: If the answer to any of the questions below is yes, applicant must contact the Air 'Pollution Control District (APCD), 10124 Old Grove Road, San Diego, CA 92131-1649, telephone (858) 586-2600 prior to the Issuance of a building or demolition -, permit. Note: if the answer to questions 4 or 5 Is yes, applicant must also submit an asbestos notification form to the APCD at least 10 working days prior to commencing demolition or renovation, except demolition or renovation of residential structures of four units or less. Contact the APCD for more information. YES NO Will the subject facility or construction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD factsheet at htto:/Iwww.sdapcd.or(ilinfolfactsloermits.pdf, and the list of typical equipment requiring an APCD permit on the reverse side of this from. Contact APCD if you have any questions). .2.- 0 - , 0 (ANSWER ONLY IF QUESTION 1 I YES) Will the subject facility be located within 1,000 feet of the outer boundary of a school (K through 12)? (Search the California School Directory at htto:IIwww.cde.ca.aovlrelsdl for public and private schools or contact the appropriate school district). '3. 0 (ZI Has a survey been performed to determine the presence of Asbestos Containing Materials? 4. 0 Will there be renovation that involves handling of any friable asbestos materials, or disturbing any material that contains non-friable asbestos? 5. 0 - IX Will there be demolition involving the removal of a load supporting structural member? S Briefly describe business activities: Briefly describe proposed project - 3,646 sq. ft. of tenant improvements in an existing three-story concrete tilt-up Telecommunication building with all related mechanical and electrical. I declare under penalty of perjury that to the best of my knowledge and belief te responses made hej0?n are true and correct. - . Milos Makaric . . 02 / [TJ Name of Owner or Authorized Agent SWature of dner o,uthorized Ag(nt Date FOR OFFICIAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:____________________________________________________________________ BY: - . . . DATE: EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY - COUNTY-HMD APCD COUNTY-HMD APCD COUNTY-HMD . APCD 4 ' . ... 71 - H . A stamp in this box only exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply. HM-9171.(02/1 1) County of San Diego - DEH - Hazardous Materials Division -4 r. J Fl FAZ 1635 Faraday Avenue Carlsbad CA 92008 7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov Print Date: 08/29/2018 Permit No: PREV2018-0120 Job Address: 2501 Gateway Rd Permit Type: - BLDG-Permit Revision Work Class: Residential Permit Revisiok Status: Closed - Finaled - Parcel No: 2132501100 Lot #: Applied: 05/03/2018 Valuation $000 Reference # DEV2016 0015 Issued 06/14/2018 Occupancy Group:Construction Type IlA Permit 08/29/2018 Finaled: - # Dwelling Units:' - . Bathrooms: - Inspector: PBurn Be1roáms: .t Orig. Plan Check #: CBC2016-0017 Final Plan Check *#: Inspection Project Title: - VIASAT BRESSI RANCH CAMPUS - Description: .- VIASAT: BLDG 12- DEFERRED SKYLIGHT STRUCTURAL DETAILS - - ..- Applicant: . '-. Owner: Contractor: - 'SMITH CONSULTING ARCHITECTS .. VIASAT INC A DELAWARE CORPORATION THE WHITING TURNER CONTRACTING CO 'MILOSMAKARIC 13280 EveninE Creek Dr S,125 . 6155 El Camino Real -' - San Diego CA 92128-4101 ' CARLSBAD CA 92009 1 858-79347_77' 760-476-2200 a58-792-0600 -FEE - . AMOUNT 'BUILDING PLAN CHECK ADMIN FEE $35.00 - 'MANUAL BUILDING PLAN CHECK FEE .$225.0O - -Total Fees: . $260.00 Total Payments To Date: $260.00 Balance Due: $0.00 J PLAN CHECK REVISION OR Development 5ervic6s Gitt of DEFERRED SUBMITTAL Building Division arl 760-602-2719 d APPLICATION 1635 Faraday Avenue B-I 5 Original Plan Check Number BC 2-01&00/7 Plan Revision Number PRE -OJO Project Address 2501 6tz4nway 1?oacf &Lr/66a1, CA. 92ao9-. GeneralScope of Revisión/Defer;ed Submittal:5ky/p4/ 1id CONTACT INFORMATION Name 57h'- Phone (/91163 '80 Fax /9 -160 f7 Address 39 42- Blia' City L/*5a-Zip Emit Address 5eV0e1/I7 corn. * Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elerients revised [)'Plans L 'CaIculations LII Soils LII Energy L Other 2 3 Describe revisions in detail List page(s) whereeach - - revisionisshown :571/,_5_t6-i014-/rre0/ ;_ _J_ t.•'• - - - • • - .-' • --- --. -S ; 4. Does this revision in any way alter the exterior of the project? LI Yes L"No 5..Does this revision add ANY new floor area(s)? Yes Lf No 'Does this revision affect any fire related issues? fl Yes ZNO Is this a complete set? -- Yes fl No ~Signature 7 Date 1635 Faraday Avenue Carlsbad CA 92008 t! 760-602- 2719 E 760-602-8558 Email building@carisbadc'a.gov. • •:www.carlsbadca.ciov ., C.- EsGil A SAFEbuiLtCompany DATE: MAY 11, 2018 D APPLICANT 4'URIS. ;1 JURISDICTION: CARLSBAD U PLAN REVIEWER Ell FILE 'PLAN CHECK NO C2016-0017 (REV #5) - PREV2018-0120 - 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. •• El The plans transmitted herewith have significant deficiencies identified on the enclosed check list : * and should be corrected and resubmitted for a complete recheck. LII The check list transmitted herewith is for your information The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. .. LIII The applicant's copy of the check list is enclosed for the,jiisdiction 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 F EsGil Corioration staff did advise the applicant that the plan check has been completed. .' Person contacted: Milos Makaric c/o SCA Telephone #: 858-793-4777 Dat contacted: ," (by,)) Email: milosmsca-sd.com Mail TeIehone Fax In erson REMARKS: Modifications to the skylight system structural plans & calculations, a deferred package, are under this permit. .By: ALl SADRE, S.E. Enclosures: EsGil Corporation 5/07 •. 9320 Cheapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 - •. S 1.. r CARLSBAD C2016-0017 (REV. #5) - PREV2018-0120 MAY 11,2018 [DO NOT PAY - THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: C2016- 0017 (REV. #5) - PREV2018-0120 PREPARED BY ALl SADRE, S E DATE MAY 11, 2018 BUILDING ADDRESS: 2501 GATEWAY ROAD BUlLDlNG OCCUPANCY: B/52/A3; II-A/SPR. BUILDING . PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) SKYLIGHT PLANS& CALC'S Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB By Ordinance Bldg. Permit Fee by Ordinance = Plan Check Fee by Ordinance -. Type of Review: 0 Complete Review o Structural Only E Other 0_Repetitive Fee Repeats Hourly 1.5 * Hrs. @ EsGil Fee $120.00 * - Based on hourly rate . -S Comments •, -. . .. •-. 1.., .5 5' .•.. - * $225.001 I $180.00f Sheet 1 of 1 macvalue.doc + : 1 ..•• PROJECT NO: 2987 RECEIVED I DATE MAY 03 2018 August 17, 2017 CITY OF CARLSBAD September 1, 2017 BUILDING DIVISION - December 27, 2017 .. '0• •-• : April 3, 2018 PROJECT • : • •• Glass Skylights per your Shop Drawings at VIASAT 2501 Gateway Road, Bld'g 12 • -. • , Carlsbad, CA 92009 / : •• Client: • Larry Niqqli -• •. LESLIE Skylights -• ____ . 16O1 Ord Way Oceanside, CA 92056 60)758-2080x102 :.- $: /7 • & Scott J. Sanders, SE INC. - Consulting Structural Engineers .-Arizona, California, Hawaii, Nevada, Washington • • • - • 789 Marlboro Ct. Claremont CA 91711 PHONE (909) 625-1906 FAX (909) 634-7860 • EMAIL sjs@claremontSE.com - • - - - - • I • • EEJEI •. - .• f&.iiiurtiaiiS.E. [1I41LS.E. • • •. PRFwV201 01X . , ScottJ. Sanders, SE INC. Project No:2987 Viasat Skylights BLDG 12 SE, - Page:2 o 12/27/2017 2987 Viasat Skylights BLDG 12 Glass Skylights per your Shop Drawings at -. V• •VIASAT - DESCRIPTION Table of Contents I - Item Description Page - --- .V:• V 1 00 Key Plans Ki to K6 ----------------------------------------------- 2.0.0,' Bases of Design Bi B2 ------------------------------------------------ 3.00 Lateral Loads Li L2 4 00 Glass Design G3 to G8 ------------------------------------------------ -6.00 Lami Glass Check Lam 1 ------------------------------------------------ TOO Elevation Mullion Design W-1 to W-3 ------------------------------------------------ 8.00 Detail Design S-i to S9 - 9 00 Dril Flex ESR-3332 RI 1000 : ,ii.00. . V - -V - --V V • CALCULATION AND 1200 ENGINEERING PR D S3902 SCOTT J. SANDERS E 6-30-18 No Exception Taken 0 Make Corrections Noted - Exp Date: 6-30-16 0 Rejected 0 Revise and Resubmit Submit Specified its m OFC Checking Is only for general confirmation with the Wet Signature Required Design Concept of the Project and general V compliance with the Information given In the V V Contract Documents. Any action shown Is subject to the requirements of plans and specifications. V V .. T Contractor is responsible for quantities; job site; V V V V V V •• fabrication processes and techniques V of construction coordination of his work with that of all other trades and the satisfactory perfomiance - - V • - - of his work. V • 2987 Viasat Skylights BLDG 12 SMITH CONSULTING ARCHITECTS Milos Makaric 0ate 4/12/2018 SCOPE OF WORK FABRICATION NOTES - LESLIE SKYLIGHTS WILL DESIGN, MANUFACTURE AND INSTALL SIX CUSTOM A. ALL WORK TO COMPLY WITH APPROVED SHOP DRAWINGS. SKYLIGHT FRAMES PER THE APPROVED SHOP DRAWINGS. SUNSET GLAZING INILL PROVIDE THE GLASS TO BE INSTALLED BY LESLIE SIG. ALUMNUM SUPPORTING MEMBERS SHALL HAVE HIM. MECHANICAL PROPERTIES OF ALUMINUM ALLOY 6055-TS. ALL SHOP WELDING TO BE GTAW OR MGAW PROCESS. AND SHALL BE PERFORMED BY CERTIFIED WELDERS IN RCCOROAJ'ICE W/AIHS Dl 2-RD FOR ALUMINUM. ALL MITRE JOINTS TO BE FULLY WaDIS WAIERDGHT. 0. SEALANTS TO BE HIGH PERFORMANCE SILICONE-TREMCD ADD OR EQ. SHEET INDEX GLAZING GASKETS TO BE NEOPRENE FOAM OR EPDM RUBBER. a.. FRAME FINISH TO BE IGYNAR 2-COAT MICA GALAXY SILVER. SHEET NO. I DESCRIPTION S. FLASHING TO BE .050(MIN) 5052 ALUMINUM W/FTRISH TO MATCH. I OF 5 I COVER/NOTES 2 OF S I SKYLIGHT PLANS WEEP HOLES PROVIDED AS NECESSARY TO OMAN CONDENSATION OUTSIDE. ZOFS I SKYLIGHT DETAILS GLAZING TO BE 1-5/16-OA INSULATED GLASS- PROVIDED BY CUSTOMER. 40F5 I SKYLIGHT S OF S SKYLIGHT PLAN/DETAIL ISOLATE UISSIUILAJA METALS AS NECESSARY TO AVOID ELECTROLYITC ACTION. FASTENERS USED IN SKYLIGHT CONSTRUCTION TO BE SERIES 300 STAINLESS STEEL. L THE INSTALLER SHALL INSPECT ALL MOUNTING SURFACES AND ARCHITECT DETERMINE THAT THE AREA IS IN OGIOGN DIMENSIONAL AGREEMENT WITH THE APPROVED SHOP DRAWINGS. IN THE EVENT OF AN ERROR THE INSTALLER IS TO BRING ALL DEVIATIONS TO THE ATTENTION OF THE GENERAL CONTRACTOR AT ONCE. NO FURTHER ERECTION \j/ 5 ,L\ ,AT WORK IS TO PROCEED UNTIL THE INCORRECT WORK IS AMENDED. SMITH CONSULTING ARCHITECTS H. THIS JOB WILL NOT BE 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 PHONE: (858) 793-4777 FAX: (858) 793-4787 N. NECESSARY ALLOWANCES TO WE MADE FOR THERMAL EXPANSION AND CONTRACTION. 0. ALL SKYLIGHTS TO RE SET ON A CONTINUOUS NEOPRENE OR 2 5 0 1 GAT E WAY ROAD VINYL FOAM GASKET. BUILDING 1 2 GLAZING CONTRACTOR SUNSET GLAZING INC. CARLSBAD, CA 92009 8834 LA MESA BLVD LA MESA. CA 991941 PHONE: (619) 463-9803 FAX: (619) 460-9378 OCCSUHIDT.C.5 L&LIE ky1ights C760) 718.2m DRAWN DY: DRAWING NAME: - - . HARRIS, J. COVER SHEET BUILDING 12. - . DJSTDMWA IWIJIL A - A . N . •N A - . . . NA . SUNSET GLAZING CASTE PROJECT IAAML: 22MAR17 VIASAT A - SHEET I FILE NAME. j DUN 404 404-Cl 23404 O1AUG * . .. .. . . p AG . . . I I - • -. , 0- .' c'J w 0 - 717)." Net Skylt 0 C, 0 0 >- (I) 0. z - 82% - 92 92 92" 92 92 92 62%" SKYLIGHT #2 840)'4" Net Sky Ln 9 z 843 96 96 96 - 96 96 96 96 84 SKYLGHT •#1 SPL CE LOCATION -' ' . ' 0cw4&Dr.cA LURE ky1IghU g82TA DIRT PR ORTG HARRIS J PLAN VIEW .@ BUILDING 12 SKYLIGHT CUSTOMER OPJ& 3/16"= 1 SUNSET GLAZING PROJECT lIndE: 22MAR17 VIASAT 1.1(0: fliP CaMP: p.o. TEnSION 2 OF 5 404 404—P1 23404. 03APR1 - • . * I- S * I ' ' ' , 'a ' '- _iI I a ' ' 'a - - I - - '- *a_• - -- - - - -. 1I 4 I \H II II 29.75 29. 75 29.75 I_Il 4 ... --- I ,4j _lItci:l 29.5 All II II II II 29.5 29.5 IL JD 1-5/I6 OA DUAL GLAZING PER NOTES SKYLIGHT #3 SILICONE BEAD 1003/4" Net Skylt EXT I ALUMN CAP LX PART #0-4116 - - - - - TR 819 GLAZING GASKEr— 08 1/2 TEK SCREW-4 N748 FOAM GASKE' r- A CURB z LS PART #13505 A. CU B NET S EXT. ALUMNI FRAAIME 2 X WOOD CURB INTERIOR FINISH SHOP NOTE: CUT 2 UNITS ALIKE CURB DETAIL 72" Net Skylt 5 SHOP NOTE CUT 2 UNITS ALIKE In 4 OCCAIR1OCCA (760) 75&2MO LLIE Sky1ighU HARRIS, J PLAN VIEW ©'BUILDING 12 SKYLIGHT -' PLAN VIEW 113 SKYLT -t -""j .L. .'- 1/2=1 SUNSETGLAZING A I SCALE 3/8 1 0 A Cl/VI ('UT jje 22MAR17 VIASAT It NIEET LX I LA MWE P0 I REMSION 5 OF 5 404 404-P2 23404 3ONOV1 71 A •,_, la.. . ... .. '-A-., A,•,,. A_j. -, .. 4... -I N I' 1• Li 0 DUAL GLAZING PER NOTES SILICONE BEAD 1/8- EFTING BLOCK- NET SKYLT ALUMNH6A RT ,Ii1 TUIBT:G:INGG: FLASHING NEOPRENE TAPE EXT. ALUAN CAP .063 BREAKSHAPE CAP- LS PART JO-2971 - FlAS.I.G ___ 0.2S/S P/TN TRI819 8601/2 Its 'PART #0-4120 GLAZING GASKET S/S TYPE F SOLT I ' 1-1/4 ALUMINUM CHANNEL WELD PER NOTES RAFTER BEYOND EXT. ALUMN BAR- AND W 18 x 1/2' TEK SCREW- 4' STEEL TUBE EXPHGLESAZRESO-Vsluco , NEUARTHA TAPE , '// / / SHEETING \ 4 STEEL TUBE CURB FLASHING • LOUVER EBy OTHERS TPO ROOTING , I 1-5/16 GA DUAL GLAZING PER NOTES — I EXTERIOR SHEETING . . - / 2 1/6 ALUMN SUPPORT ANGLE / HEAD DETAIL A CURB DETAIL - A A A (1 T TES (1 I I LURE Kv11 flt r760) 7,15-M80 J 1760)7-,a-2os2rAA J * I N 0 AMANTI SD 04004AG NAME HARRIS J DETAIL VIEW © B12 SKYLIGHT 1 ] - , &.AIX. OJSIA ER NAME. 1/27= 1 SUNSET GLAZING N - N - TATE. PROJECT NAME 22MAR17 VIASAT BY OTHERS TAITET: . is NEZ NAME. P.O. TE'.ISION: 5 404 404-01 23404 21MAR1 + , A . ......- ........ '4 A - 0. 0 . .' I ,.-, ....' . .• . 4 . , 'A , A. , A - , A A . ,. . . - -. . . . . ri A. ... -- -- ,: ER , '-. -. . . . -- - -A: -- . . - :' - . - - . -- "-'--' •' A -' ,' . - -. A . A' 4. A I 4. 4.. - 4 .-4 4 4 - ._. ...,... __1.... •.i._ _.4•_.# -. U, w 0 1-5/16 OA DUAL GLAZING PER NOTES 1-5/I6 O.A. 10L GLAZING PER NOTES LS PAW 1 0-2971 LS PAW 1 0-2971 TRI819 GLAZING GASKET TR 1 819 GLAZING GASKET 1/8- FOAM GASKET- 1-1/4- ALUMINUM CHANNEL- COUNTERSUNK BOLT X (4) EXT. ALUMN RAFTER 2-1/2 X 10- PAITT 16319 ALUMNILS PART NET 9748 FOAM GASKET AS REOD - / .063 8RAKEXE FLASHING- 4' STEEL TUBE: CURB FLASHING TPO ROOFING / • 7/ 7/ // / - . . -' -. . : EXTERIOR / I.-. •l . - / 1 • 4 1 METAL STUD FRAMING ( SPLICE DETAIL ONLY 60 r,8-2OW / . . -4 •' 4 .4 4 . - •4__ / . . .4 . . -•. . . - ....- - - .4 4 •4 4 4 .• .- - -•• - © END DETAIL - LE&IE &kyli8ht& gDOOlBZFAA HARRIS J DETAIL VIEW .@ B12 SKYLIGHT- V 9*01 0151 01 NAME. 1/2,= 1 SUNSET GLAZING 9 4 - t A 14410. PROJECT NAME 22MAR17 VIASAT 4 -, . . . - •.• * BY OTHERS - . 641(1: LOg 4141 46440 RC'401010 4 OF 5 404 404-02 23404 21MAR1 1 0 - I I - ,. . - 4 C. IA . ........ .• -. . - - - ROOF FLOOR PLAN KEYNOTES - n*satwwnStStS J 4 4 - _.3 • -. .•••- .( t - •' 44 4, -. 'S - 4 - .. - 4 4 -- - 4o - - ,-. + , , -. -• 4 .' -•. ..., ., _p • -. • - 4 .4 P .tc P P -- - - 4 .4 I '.4 yl , rG - \ j s— L! LLLLL 0 pi C.1 I liII 5 L '. ,. •J L J 41 F-)-1 - . ----------- --- Co \\LL: b kL CT L II iiimi 141111111 7 Yr \cc .4 \y LO ( / -, I1 !!!F+E ("1 - • - - 4 t,. -. i 4 4_S .. .-• • - ROOF GENERAL NOTES ==-8- /Aff— L .raw.u .tlflJ • 0n,aawau,. • wnap,,a.n .rmk ,-ch4•.. WW(fttfl _I MU - :. • . - - 'a 4 5. -: • - - -.-1 . . - -• a ' - - th k!4 E: 1B 12A109 , - -;.••-_• •.5 - I 1' IC. 1/4" .Outej.112" airspace.. 1d' JnñerL . coiJ. $ndat. SE. INC. t-tM lfi.r.1Ar..L .p PROJEOT4057 Viasat S1yUhts Kbrp 12 ló 9112017 MAuiTz Glass Skylights per your Shop Drawings at VIASAT 2501 Gateway Road, Bldg 12 'DESCRIPTION'Bases of Design insulated Glass system 975 PSF Airninim Storefront 1.50 PSF AlumInum Storefront 0.75 PSF TOTAL DL. IZQOPSF 8iOroitaLLoadJo Wind Design pOrASCE1-10 110mph, Exp C,, RIak.Cat8ory h Human Impas loads. Q0lbs point load on g!I adJathit to walkways, 4V bove Walking srfacg SeismIc Lóadhg per ASCE 7.10 EJein6nt Fp 0.35 WP BoltS and Welds 1.00 W Load Omblrailons per ASCE 740 benign PropéEties: F Modules of RptUro: Annealed kaat-sfrëgthened Fullt ten èrad E Moc1Ues or Elasticity 6 MOduleS At RigiditY (slear) Iojssó&s atlo Density Cpeffioient of Linear EansIon Glass GOOD al 12006 psi 24606'091 = 400ksl 4300 kel = 0.23 156 ib!ft'3 o4exio.0 nhi detá F Cddes and Reerepe: 2613 CaftfánIa Building Code ASCEISE! 710 AlUminum Design Mflual AAMA 00519n Guide Ma,pts ASTME.1300 .04 Alsq Ac' 318 11W Bulldex TEKS $eif.Driiiiflg Fasteners ESR-1976 Hull ESR Report 3027 'liuiti ER2198 - -. Scott J. Sanders, SE INC. PROJECT:.2987 Viasat Skylights BLDG 12 V Date: 9/1/2017 V PHONE 9})) S25 1H6 • FAX (9Oj &- .7Ao • EMAIL • V PROJECT: Glass Skylights per your Shop Drawings at V V VIASAT - V 2501 Gateway Road, Bldg 12 V ft V DESCRIPTION: V Bases of Design V Deflections: Vertical Framing Members supporting glass or metal panels normal to surface V V Single Span 13-6 or Less Max Deflection = L/175 for clear span of support V V - Single Span greater than 13-6 Max Deflection = L1240 + 1/4' for clear span of support V Cantilever Members Max Deflection = 2U175 of span past support V V V V , Transverse Framing Members supporting glass or metal panels in-plane: - V V V Deflection = U175 for clear span of support normal to the plane of construction V V Vertical Deflection = U360 or 1/8' whióhever is less for clear span of support, in the plane of construction V V Building Drift and Movement Criteria -. V Vertical differential deflection Live Load per EOR. V Inter-story lateral drift 1.50%. V Aluminum Design 6063-T3 Temper Alloy ASTM 6063-T3 LINO V • Ftu=3Oksi;Fty=25ksi;Fcy=25ksi;Fsu=19ksi;E=10,110ksi - 'V V. .V . •_ V V V V VV - • V 4 • V - VV #V• V V V . • V V VVVV V V VVV VVV. V - V. V • - •. • ••. V V V • V:' V V.V S VV4 V : V . • •V V 4 S V 4. V•V - 4, V V • • V V .4- ScottJ '.5a,ders, SE P16 No'29B7 Via5a kyiht OLOG i2 O/U201 V. C , ,; • PROJECT Gtass Skylights per yotir Shop Drawings at 4VIASAl C, 2501GatéNYRoad:BIdó jDESCRlPTlON. ifldDop lã&YV -. - V - :_ -J V - PerASE 710 3022 Mm DeslgnW(nd ressure 16 psforStrength 16 x 06=96 psd ASD Wind Design pèr 2013 CBC IASiE1 10 29 S 1 Rooftop Structures and Equipment - Exposure C Holght= ft ,30 qh 0 00256 x Kz Kt x Kd ( V2 = per 29 34 11000 Mph" -. V • - V Kz=V O98 Kz$ 100 - .• iye lty,qz V V I GCt= 150 Ft1 h F 0 60 i3,22 sf V V• - ,V V A= i0O V - LadFfor 066 "• V j V GCf= 190 V - V - V ... - R. Z R 0.619 -- 4 • •• 2942 psI • - V V -A tOO ft' - V - -Lwidlactor _1 4106b 71 V V V - • V* - - - •V V - : •V V • . - r. • - V -. -- •-:v- -: - V . .. - V V V + •-'t , V V • 28? Vlase1Sk ts1BLD12 • •V - V V V V V • • • • V C V - • '4 1. • 4' . .•,. V •V' Scott J Suicirs SE I INC Poject No 2987 V(asat Skylights BLDG 12 PageL;2 911120t1 'PROJECT-,Glass Skylights par your, Shop Drawings at ViASAT I .2501 Giteway Road1 Bid g 12 DESCRIPTiON ISeismic Loading -'4• .' - A$,CEi 10€SëlsiIc Deskin Cat D StteCiass = ID hn 5060 ift p'erplans SEISMIC COEFCIENTS V V s,2laSfns 0.7218 Sms = FaSs = 10826 V = ,1.0980 16.t5.i.a' - . "0,0860 Si = 03A00 Ip = 1 MOO, 1 Ocupancy Ii Fv= 16380 V V V SdjFv; O4.'Isq, V V V _,V_V1:V, ' •V•V V 1 V - - V - '2iNoflstrutãICornOndtjts 4%• 'MiñFpx 3*lp*Sds*Wpx 02165 wt V VV4V4 4 ,.• LV •' VI ..'..3 Table i3.61 'Coefflcien for, Architectural compon 1 60 ents V V IEmQ V V 'R _J Rp LI.0000J = 400000 FT = 400000 FT •• •V -. V ' • V • •_ -, VV • Wall Element Fp (0 41ap*Sds I (ROW, ilp) (1s-2'Z/h))Wp 1 1 0 348441 Wp 1Fasters Lod sF (Ô4*p*Ss / (RIIp) (i+2'ZIhjWp = Li 08262! Vp Wa9 EIenfent WIdtItIb 12.0000 1Height Trib = 1 '2. 1667 FT jl2.0,Q0 h Trib Dead Ld jiiiia0& Ib WaU.. .. V 29êatSky1ghi BLDG 12 'V .' •' .4.,,.: , .'VJ - V V•' ' -.' I.. ' 1 ' ,, '"•,' - ' -' ' ., ,. _-'.-. I 'V —V I '- - , •-2 ,.. H. - - •. '' ' - Y' • -. a-- ,: _. V '5 I R FTERS -ON SKYLIGHT #2 ALIGN WITH EXISTING ROOF I I C t 0 1 - - - 717w Net Skylt . .-. . - IL 114" 83/" 933" - 92%" 94 92" , 91%" - , 5534 SKYLIGHT #2 - 84Q" Net Skylt 84k" 96" 96" 96" 95" 96" 96" 96" 84)" SKYLIGHT #1 SPLICE LOCATION ANIDICS L1&LIE ky1i5ght HARRIS, J. PLAN VIEW © BUILDING SGML: cuSr000T Mugs. 12 SKYLIGHT - 3/16=1" SUNSET GLAZING TAIL PROJECT NOdE: d 22MAR17 VIASAT V V - , V V - • . ' V V , - MITER: - cs OLE STATs. P.O. RE'GMOM: • V 'V ': . - ' 2 OF 404 - 404—P1 ' 23404 21 MAR 1 'V V V VV V IV. _[_,,g • V •••''! V -. V • ', H - : . - , -, - • .: V V - • . ' ,.. - - V • • --''_•--- -' - ' - V - ' ' -• - ....- .' . -V. - - - - , V_V , - V •.VV ' V. 4 S V : VR :-- • •-'• :- - . - t:V ' - •_V V - - .' - I - 29.75* V V5 4 V 25 25.L . 29V5 V AD 29V5 AD 29V5 V — ' --• — 100% Net Skylt EXT. ALUMN CAP—. LX PART #0-4116 TR1819 GLAZING CASK) WEEP HOLES AS REOD #8 1/2 SEX SCREW N748 FOAM CASKET— CURB EXT. ALUMN FRAME- LS PART #13505 CURB #10 1-3/4 S/s - SUS 0 24 MAX O.0 SKILl 2 0 WOOD CURB TPO ROOFING INTERIOR FINISH - 2 OTE: NITS ALIKE CURB DETAIL SCALE: I/2 = O1 5,, 72 Net Skylt SHOP NOTE CUT 2 UNITS ALIKE 4 ('1 1 C760) 75&2WQ SLIE - F W ky1ight C760) 758-2082 rAX D A. HARRIS J PLAN VIEW © BUILDING 12 SKYLIGHT (j) PLAN VIEW #3 -SKYLT : .. . . - OASrOlENl1lAX: . SCALE 3/8 10 - /2"= 1 SUNSET GLAZING SKYLIGHT #5 22MAR17 VI. NIE)AML B -. .- '-•- - -• -- 5 LS 'OFS 4O4-.4O4—P2. 23404 .30N0V1 - I : F - Glass Load Resistance Report -- Thursday August 17, 2017 Glazing information Project Details Edge Supports 4 Sides Project Name . Glazing Angie: 00 - Location: Lite Dimensions Comments - Width 144 in. Height:. 52.0 in. -. ' Glass Construction (Rectangular) 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 S ' ., - - .•.. Short Load Duration Resistance and Deflection Data ..- Load (- 3 sec) 4 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 . - e .- ' - . . Conclusion :. •- Based on your design information, the load resistance is greater than or equal to the specified loading -• . tZ.'.•S - •! • • - 'Statement of Com .. piiance . . 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 tong duration subject to the following conditions: . - The gloss is free of edge and surface damage and has been property glazed in the opening in conformance with the manufacturer's recommendations. - Procedures exist to determine load resistance for rectangular gloss assemblies that are: a. Continuously supported along all four edges b Continuously supported along three edges :. c. Continuously supported along two parallel edges, and - , - d. 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 giass edge shall be sufficient that under design load edge deflections shall not exceed 1J175 where I denotes that length of the supported edge. - The manufacturer stales that the Safety Plus 11 0.090 Polyurethane Large Missile Resistant intertayer is comparable to the PVB Intertayer. .• 5.1 ._ - The non-factored load values for laminated gloss are representative of test data and calculations performed for an intertayer at temperature of 50' C (122' F). . For other limltingcundilions that may apply, refer to Section Sot ASTM E1300 and local building codes. ' I. - I. - - , . ... • - . - Neither SDC3 nor DANA guarantees and each disclaims any responsibility for any particular results relating to the use of the Window Glass Design 5 Software Program. SOD and DANA disclaim any liability for any personal Injury or any loss or damage of any kind, Including all irsdlrecl, special, or consequential dames and lost profits, - . arising out of or relating to the use of the Window Glass Design 5 Software Program.4- 5' - by on 8/17/2017 Prepared 0 Window Glass Design 5 -Version [1.301-Page 1 of I - V r • 'I' • .-... 5.- - -. -- -- -•.z . .. .,-, - - S '5... .5 -. . ', 4 . . -, '5 .-. . . S• .3 . - -- :- . • . . - '.5 'C Details Report -- Thursday August 17, 2017 Lite Sketch D eta i Is Report -- Thursday August 17 2017 Non factored Load (kPa) A iFour rLDr AIIIUI -I__ -._ii•ii 3-Second Duration ijlllidllhi UMJIMEM L 0 ;Fii010 -- I -t * • - -• t__ ' • I I, - •• k - t I I Short Duration Load Non-Factored Load 17.0 psf 1 Glass Type Factor 0 9 Load Share Factor '10.8 Load Resistance 166 psf -. - - a . _b Approximate Deflection 0 23 in Long Duration Load -' ' • Non-Factored Load: • 17.0 psf Glass Type Factor 039 Load Share Factor 3.00 - Load Resistance 19.9 psf 1 I. •• Approximate Deflection 0.29 in - .:, -. -, Window Glass Design 5 —',Version (1.30] Page 2 of 3 ' 4 1 - r - - - - E eta its Re po it -- Thursday August 17 2017 - V Short Duration Load Non-Factored Load: 47.5 psf Glass Type Factor: 0.9 V Load Share Factor: 1.10 V Load Resistance 47.1 psf Approximate Deflection 0.45 in V •,Vf - '- ..- - . 4. V V Long Duratidn Load V • Non-Factored Load: - psf V 47.5 '.,GIass Type Factor: - 0.39 V V • Load Share Factor: 1.50 Load Resistance 27.8 psf ximate Deflection 0.18 in Window Glass Design 5 iersion (1.301' V •V 2 - 4VS V • - - V 4 V •-': •- ft Vt . . 4 V V JV. VV Page 3of3 V . ScóItJ, Seiidcs SE INC. • Pcc No.: 2957 Vasat Skylglils BLDG .12 Psgo. I.ni.1 9J12OI7 PROJECT; Glass Skyllghtd per your Shop Drawings at VIASA . 2501 Gateway Road, BliEg 12 DESCRIPTIOth L-1 Nominal GlassThickfless Inches Minimum Glas Thickness Inches Glass Weight psf. 116 0.115 163 114 0.219 3.25 318 1i366 4.88 119 65O 518 0.595 843 314 0.719 97S 0844 1 11.38 Design Properties = Modules of RupLure flnO led = Heát-stren9thened FulI Tempered E = Modules of Elasticity G = Modules of Rigidity (shear).= Poisson's Ratio ii Density Coefficient of Linear Epinsion 6000 psi 12000 psi 24000 psI 10400, ksi 4300 kél 0.23 156 ibtt'3 046IOA.6 infln deg F t(2),Layer Lit. Pronertlee 114"X0 &0'XI!4 'LAMINATED 112" Glass G 1i3I' psI 3 Sec 122 Dg a=widthsmsilOst - = 620000 iich * 392800_psi1 3 122-Deq Length 1440000 inches 246.60 jOsI,3S6c,1RZDegJ I1,TflLCKflOSS uiu ncnes h2 thicknüss = 02190 inches hv, intertayer thickness 00600 Inches 0 P83.90 psi, INTERLAYER STORAGE OHEAR MDIJL1JS h=05(h1+h2)+h 0n90 inches h,hh1!(h1+h3 = 01395 Inches Fr = 6 ksi hhh3t(h1.h2) 01395 Inches Safety Factor = 1 h(h.)"2lh(h1 )A2 000$52359 inches FbaItoW.FiSF 6 lsi b = 12 in r= 11(1+9 6(Elshv/GhaA2aA2) 0208234999 Thickness 04360 in 5xbt"216 = 0.3802 in3Ift EFFECTIVE THICKNEsS.FQRDEFLECTIdN MallowFratl xSx = L1LTJ (h434h2A lriis)Ai!3 0.348 inctes 23166 inches EFFECTIVE THICKNESS FOR STRESS hi efcr q h2.ef.cr= Chef wf3Ih1+2fls)A05= 1 0.43i ncs 74 VMiNATEb7i1e' SKyIigM BLbcn2 -' ScoftJ Sanders, SE PROJECT 2987 Viasat Skyftghts BLDG 12 1 'CbnsuIIInstrfttufI engineers, 9/1I2017 Arlz5ni California, Hawaii, Nevada, Washington ..--PROJEC- A GIss Skylights per your Shop DwIngs a - VIASAT. . '2S01 GatèyR6ad, BId' 12: DESbRIPTJON GIazing Oeaig iIT 4T - 1' Window Elevations 'Elevation L4pe? — - - - - ,r7" .. , . .. .s • 4 . -, .4.., ..p4 • 4 MáxSLzewidthf - . '4.3300 ftht 4.3333 1 tt . . . - tT t"" ''' -. 1Vind LÔ 41 42 psI Total Wtnd pea'' 187633 sq.k M.a, xAlroIabiè Spaui withóSteëI.Stiffe'ne'r, - . 4*-. •. 0-i .,,.... . -- -- 'CtiecStiffOflerforDesign LOads SkylightSectln • ••49 - Stéël RélnfOrcin9 f required - .. 9. - • H1t-. t - -. ...44. - #' '.4.' .4 . • '.-: - . 4- .4. - - . - .. - - •. .. - 4 ,{= '0' In ' -'d •- - .4 . : , . 4 12gagé '000O in,,. .4. -t- .h •• •. . 0 in ,i. _I • 4 . - . - Oube = • th,12+bdA34,A3)/12= 0 000In4 - -. •••9• -'-.4..'. 9.'- . •••••4 . . I •'t:.-.iY-• = 0835 .Ih4' .. - 56611O steel 29E.O7 psi E aiun = I OE.07 psi 9.—. Max Ht ft • • .: •, -• • . MaDeflectioi1Lfi-i5-r . •. '030 indies- '4 -.... .• ' ThbWjidWIdtt' /4.3300 t. . 4 . . •• •• •. 17:346•, 4 4 . . . •4,.4 •*& -, lreq'd = (5iA4)/384rE! heft) 0 17 trlA4 Eqtilvalet rproded I b+ I alum 2 9 288 tu4 Rctior at Top and Bofton = w Max HtI2 388 59 lbs '-4 4.- . . '- • - - - -..- - .5' A Company':.:- .. Sep 9, 2015 Designer . * 17:46 PM Job Number Checked By, S 5_••_ - 5• S. ., Section Properties: 16318 4- .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 - r S ., X-Bar (Right) - . ... = 1.251 in XBar(Left) = 1.249 in - - V Bar (Top) = 1.686 in - ,Y -Bar (Sot) = 1.216 ri - Max Thick = 0.100 in Equivalent Properties ------- - - - ----- - - - - Area Ax = 1.074- Ir1A2 - Inertia boc = 0 835 mM inertia iyy = 0 798 In'-4 Inertia ixy = -0001 ln"4 y Sx (Top) - = 0 495 Sx(Bot) = 0.687 fl A3 - - Sy (Left) 0.637 In - Section Diagram - Sy (Right)-: = 0.636 inA3 4 'rx = 0.882 in ry = 0.861 in - PlasticZx _• = 0.815 in A3 . - .5- -, Plastic Zy .- 0.823 lnA3 Torsional J - = 0.003 mM As ocDef - 1.000 As yy Def 1.000 * As-xx Stress = 1.000 As-yy Stres = 1.000 - .. - •- - - - -4.. -• . I -4 ••• , • . 0 * • - 'C:\RiSA\LesiIe.nrpsx '. • . Page 1. 045'• • - 0_ S - r - - 9110P15 2:49 PM r 20I26'.. - r -i_S • S - .. ' -S. - 5 -- 45 (2) (JJ) OI x 90 INDALEx WEST ID INWARD GROOVE. 375— UWM.U1ST INc - f __:ii .140 500 DAWIWG .'.PEI.QVAL .062 F. RFF 400 -.050 -. _.. PLAZ1 W7I TWA MPVM. Or T) - .4 _____ • c r— .068 .UC IT Th . -x— _•- - ê ry - .200 - - .632 .015 X 9Ø - I - - - - DEEP SYM . 0 - - .125 }-. /R031 ftm?"MAM am by ' ' " - (rYP) I j -r . (2) -FWAMIN OF I= - - I / W MIT MID AS 70 054 . -. - - CUM 04 -. LMWJBDG MM k .600 - .050 'NI.O 0A70_..._ 1 REF SYM E 1.i 0 . 125 J MISS .156 .070 1.000 ' .— j j omli 'A' ______ - ., —.•I-.- _______ S TIMES SIZE 2.944 T1 i 1 .413 REF 2.500 I I I [ • 1.913 i L.. _J I.___ -. 100 .125 . 125 . rw. WALL THI CIOMSS UNLESS OTHER WISE INDICATED. I .010 TYF. RADI LIS ALL CORNERS & FILLETS UNLESS OTHERWISE INDICATED. ! -_____- ._. i EXPOSED •. UNLEZD OW5& $0100 ALL DIUENSONS IML 50 III ACCORDANCE 007)4 AWU$UU .I.SSOCIA7I0N STDNDMO TOLERANCES. rr A -r r' r I CUSTOMER LESUE SKYLZGFffS F . .l I LNL)JLLs11iPANrNS. DIE NO. i sis 313 I ALV*00103( ZOLOTOOUS MOWS co osslzo . '. VMNA9I1o4,CofrnE 2 1/2 1U WE . NO. HOLES I 2.500 weGtrr 1.739tss.a'-r1 AREA I 449IN.l[SCALE AC1UAL ALLOT-Mr. 6053-75 F. P. I J I DR. BY JO at. BY posuiaio 25.3171NJ FACTOR 15 JDATE 11-02-04 giu.Er lOB. ACTUAL SIZE: - l HOLLOW [c.e.o. 3.5 11'RSS 0 • - . Sditii.. nde,s,• SE Project o:9Masat Skylights BLDG 11d2D17 • - t 9I*, tlIt.AlU , • •• •1 _:- _'i •-..--- - : •- PROJECT; Glass Skylihts per your Slio Drawings at VIAS .L . . - J, •• 2501 Gateway Road, 81dg 42 '13ESCRIPTi0N Gé'neràlGlaziñg - * ll - • • To Bolt at Steel Stud A CALCULArl NQ ThRAD STR.NGtH "LOA ateachboll Max' C=T 0 lbs. MV 780 lbs tJe3L846Gtade 5 tensile strerinthin lbs bie- LtD on tul Ftu' Boft Tensile Strergth aea1 = 00775 in2 Ali&wable V efti C*A*Fv = 10368 iis • 60 ksi O8i6' -••• t_ . •- Chec1 Thread StFngtI' into standoff Min Thread Embedment tn tern'ai -Thread StrIppThg.1Aea = Q828 in"2 far 31410 thread .I • •'.W tntèractkin of èhoar andr Tension. . A. • . . V 'VT + v/V r---'..-r-.4 heretore 5116" dia bolt ok-for loadlngj - a- -- - -,,-_--- - - Size ildri ,.Bolt Bols ¶Ass . • Thread • StrIpung Areas sq in per in:orEngagement Thterñal Thread Stripping Afeas sq in per in of Engagement. 1,4:2o UNC ' 0 0318 - 0368 1 0539 .5116-18 tJNC -r , 0.0524 , 0.47a - 0682 318-16 UNC 00775 05761 0828k. 7/16-14 UNC .0106 jI. 0677 - 0981 1/2-13: 'UNC 0142 0779 7112' 9/16-12 UNC ,_0182 0893 127 518-11___IJNC - 0_226 -0_998 UNC :0_3341_- 1_21 1_72 JNC 0_462 -1_43 203 -1:8.---UNC __ O606 __- 1.86 2,33_____• - •-- -•- 4. .,-. - - •.,. 'Weld Strength'318" x 2" long Rn1O = (0.0 Fexx((2)'1/2I2XO/16)l)12= - •.---•. I,?- _4 2987%VlaGakYllght5 BLDG 12' .1 .. t' ••• •.• * 2: Scott].. Saliders, SE p• Project No:2981 Viasat Skylights, BLDG 12 PageS-2 /1/2O17 PROJECT: Glass Skylights per your Shop Drawings at VIASAT 2501 Gateway Road Bid g 12 DEScRiPTtoN. General Glazing - _ - too Bolt, at Steel Stud CALCULATING THREAD STRENGTH Load ôt each buN 'Mx C=T 180' tb, Max 0 lbs Use #10_ Grade, 5_ tensile strength_in_lbs AllOwable LD on Thread' 0.581AtFti/3 225910 LBS 120 iS 'Bolt Tensile sfr6h9th area', 0O318 in1*2 Allowable V strength 0 3'A'Fv = 6624 lbs 60 ksi Area 0 368 :heck thread Strerlgtti' into st. ridoff: ,Min ThréadEmbednéñt 118 In, Internal Thread Stripping Area 0 179 inA2, for 3/4-10 thread Interaction of shear and Tension tJT + v/V 0457 <1 0 ok grefore,61,16"thaboRok for kadingj Size ' tr ess sq.. In.tlpping Bolt Thread StArea Areas sq In per in_of Engagement 1flarnat Thread Stripping, Areas sq in per In of Engagement 1/4720 _UNC 00318 6,388 0,539 1618_UNC 00524 - 0.470 0682 3/8-16_UNC 00775 0.576 0828 7/16-14U14C 01106 0.677 -0981 112-13__UNC 0.142 0110, 112 9/16-12UNC 0_182 0.60 1_27 518-11 _UNC - -0_226 0.998 1_42 3/4-10__UNC 0.334 1_21 1_72 7/8-9UNC 0_462 1__43 2_3 1-8_UNC 0.606 1_66 2_33 Weld Str4fl9th: 3I8 x 2 long= Rn/fl = (0.60 Fexx((21/2/)(D!i6)'l)12 314`108 kips <11 klp ioadj 2997 Vlasal Siqifights BLDG 12 lflA,2 1. - -; 1 -.5/16" 0.A. ' DUAL GLAZING PER NOTES __•_ SILICONE. BEAD-- 1 /8 SETTING BLOCK .TR1819 GLAZING GASKET - ;.063 BREAKSHAPE CAP -. - /8" , -- ALL - -. EXT. ALLJMN BAR .. LS PART #0-4120 #8 x 1/2" TEK SCREW •- WELD PER NOTES RATER BEYOND - 2 x 1/8 ALUMN ANCI WEEP HOLES AS REQD SILICONE BEAD .- •:: -r F 7( 3/8-16x1-174" S/S 7 _ - • 'TYPE FBCLT x(2) PER RAFTER. &:MAX 16'O.C. / 7/ 4'.', STEEL -TUBE * - CURB FLASIHNG * IPO ROOFING -. - EXTERIOR SHEETING - - • - • - • - / CURB DETAIL - -C 4- - -. NET SKYLT - • -1/16" NEOPRENE TAPE 7'L- L2p'F- Lo L 1z! will 7 çz.7.qz ç -I.' I-, • .- -:-. 1_ S • - -- • • -. *_•• • ._ - -S _•!d• •___ - -. ,,• J.- -,• - - - '- NET SKYLL - p ALUMN I IADMOUNT 050 FLASHING _1 16 NEOPRENE TAPE .EXT. ALUMN CAP / LS PART #0-2971 / FLASHING * #10 x 2 s/s P/H MS 1s©ig czNc 8 OAsK: _____________ / _•________ S/S TYPE F BOLT 1-1/4 ALUMINUM CHANNEL / .FT. ALUM BAR LS PART #0-4120 ' • / --_:"STEEL TUBE * TPO iROOFING * SHEETING * LOUVER SYSTEM 3Y OThERS * 1-5/16" O.A. DUAL GLAZING PER NOTES * 2" x 1/8" ALUMN SUPPORT ANGLE - 1-5/ 16 O.k DI IAI K L #1Px1,7 3/4" S/ MS © 8" MAX C !L. ---e-EXTALUMNCAP LS PART II 0-2 - TR1819GLAZING 1/8 FOAM CASE - 1-1/4ALUMIL -EXT. ALUMN RAF - .LS PART # 1631 N748 FOAM CASI 063 BRAKESHAP 1 4" STEEL TUBE CURB FLASHING TPO ROOFING * EXTERIOR SHFFTI METAL STUD FRA - I- © END DETAIL - . .t. 4 0 0.: EXT. ALUMN RAFTER LS PART # 16.319 S '4' 4 -.- • 4 4 . •_i_ -, -- •'_, I. ,. . S -, ,, ,- it I • - a 4. , 4- - HEAD,DETAIL NET. SKYLT o5O FLASHING ICE AND WATER GUARD EXT. ALUMN CAP FLASHING * LS PART #0-2971 FH TR1 819 GLAZING GASKET S/S TYPE F BOLT 4" STEEL TUBE E) LOUVER H D DETAIL 1-5/16" O.A. DUAL GLAZING PER NOTES S EXT. ALUMN BAR LS PART #0-4120 1-1/4 ' ALUMINUM CHANNEL LOUVER SYSTEM - -- BY OTHERS * _ LEOS - IE ky1 DRAWN BY: HARRIS, J. DRAWING NAME: DETAIL VIEW SCALE: 1/2"=l" CUSTOMER NAME: SUNSET GLA DATE: 22MAR17 PROJECT NAME: IVIASAT - * BY OTHERS SHEET: .S f/ OF 5 FILE NAME 3 4 1404— (DEOT-Z 2" . 1/4-20 x 3/4 S/S COUNVERSUNK. BOLTiX (4) 1/8"ALJMINJM PLATE 2-1/2X •10 Xr V I r :.• // // // 7/ 7/. V• . SPLICE DETAIL ONLY h • - •• - - ,• -• DIVISION: 05 00 00—METALS 4 SECTION 0505 23—METAL FASTENINGS -- :.. - - r - REPORT HOLDER: INFASTECH DECORAH LLC ELCO CONSTRUCTION PRODUCTS - • -; - 1302 KERR DRIVE .; DECORAH, IOWA 5!101 4- EVALUATION SUBJECT DRI-FLEX® SELF-DRILLING STRIJCIURAL FASTENERS •;,• V. •, • • '. * .. •0 •• - - •-• l_ •4 : Look for the trusted marks o! Conformity! - 11261 Recipient of Prestigiour Western States Seismic Policy Cbunci 'WSSPQ Award In Excellence A Subsidiary of PM ICC-ES Evaluation Reports are .ot!o be construed as representing aesthrtics a.- any oth& attributes not ecfIcally addressed, nor are fiey to be construed as an endorsement of the .èject of the report or a dcommendation for its, use. These is no warranty by ICC Evaluation Service, ELC, expres or implied, as FS any finding or bthe'r matter in this report, or as to any product covered by the rqort. AWCCN opyight © 20161CC EaIuatn Service, LIC. All rights reseed. - .- • • .* - '•• •. .4 ,' ,- • • • - - -• • - • -. *' - -• . -, f . -• a. . • TIGIN SE . lCCES Evaluation Report - - ESR3332 Reissued September 2016' This report is subject to renewal September 2017. www.icc-es.org I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 0500 00—METALS J429 Grade 5 screws and the hardness limits for ASTM Section: 05 05 23—Metal Fastenings A449-10 Type 1 screws. The threaded portion of the screw . . , with the lower hardness is considered the load-bearing - REPORT HOLDER:'.- area, used to transfer loads between connected elements. . . ..' See Figures 10, 11 and 12. Table 1 provides screw INFASTECH DECORAH LLC descriptions (size, tpi, length), nominal diameters, head - - - ELCO CONSTRUCTION PRODUCTS styles, head diameters, point styles, drilling capacities and .1302 KERR DRIVE • length of load-bearing area. . -. . DECORAH IOWA 52101 3.1.1 EDX445 (Type 1) The EDX445 screw is a #10 (800) 435-7213 coarse threaded screw with a phillips pan head. See . www.elcoconstructlon.com Figure 1 InfoEIcoInfastech.com - •.• .. - - . 3.1.2 EAF430, EAF460, EAF470, EAF480 (Type 2): • :. EVALUATION SUBJECT: . . These screws are #10, coarse threaded screws with an • . indented hex washer head. See Figure 2. .. DRIL FLEX® SELF DRILLING STRUCTURAL FASTENERS 3.1.3 EAF62I, EAF64I, EAF681, EAF690, EAF7I5 - . . • - - (Types 3 and 4): These screws are #12, coarse threaded . . -. . ADDITIONAL USTEE: screws with an Indented hex washer head. See Figure 3. ' HILTI INC . , 3.1.4 EAF755 (Type 5): The EAF755 screw is a #12, fine 5400 SOUTH .22ND EAST AVENUE threaded screw with an indented hex washer head. See , TULSA, OKLAHOMA 74146 - .. . Figure 4. • . : (800) 879-8000 - . 3.1.5 EAF8I6, EAF84I, EAF846 (Type 6): These • • - www.us.hllti.com . . - 1/4 screws are -inch-diameter, coarse threaded screws with - PRODUCT NAME: KWIK-FLEX® SELF DRILLING SCREWS an Indented hex washer head. See Figure 5. . • •. C - 1.0 EVALUATIONS SCOPE 3.1.6 EAF865, EAF876, EAF886, EAF890 (Type 7): These screws are 1/4-inch-diameter, fine threaded screws Compliance with the following codes: with an indented hex washer head. See Figure 6. .:. • 'N'2012, 2009 and 2006 International Building Code® (IBC) 3.1.7 EAF888 (Type 8): The EAF888 screw is a 1/4-inch- . -U 2012 and 2009 International Residential Code® (lRC) diameter, fine threaded screw with an indented hex washer . . . head. The lead threads have a design identified by the Property evaluated: . . manufacturer as Round Body Taptite®. See Figure 7. • . . ' . Structural . . - .. . . 3.1.8 EAF900, EAF9I0 (Types 9 and 10): These screws ' 2.0 USES .' -. are 1/4-inch-diameter, partially threaded, fine threaded Elco Dril-FIe and Hilti Kwik-Flex® Self-Drilling Structural screws with an Indented hex washer head. Fasteners are used in engineered connections of cold- 3.1.9 EAF940 (Type 11): The EAF940 screw is a 5/16- formed steel members. The fasteners may be used under Inch-diameter, fine threaded screw with an indented hex - . • the IRC when an engineered design is submitted for review washer head. The lead threads have a design identified by in accordance with lRC Section R301.1.3. the manufacturer as Round Body Taptite®. See Figure 8. - 3.ODESCRIPTION . 3.1.10 EAF960, EAF970 (Type 12): These screws are 3" G ra1 '. • . . . ene 6/16-inch-diameter, fine threaded screws with an Indented • - . Elco Dril-Flex® and Hilti Kwlk-Ftex® Self-Drilling Structural 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. - Fasteners are proprietary, self-drilling tapping screws that 3.2 crew Material: have a dual heat treatment and that are coated with a - corrosion-preventive coating identified as Silver Stalgard®. The screws are formed from alloy steel wire complying with - -. -F The drill point and lead threads of the screws are heat- ASTM F2282 Grade iFl-4037. The screws are heat-treated . -. treated to a relatively high hardness to facilitate drilling and to a through-hardness of 28 to 34 HRC. The drilling point ,.. thread forming. The balance of the fastener is treated to a and lead threads are heat-treated to a minimum of 52 lower hardness complying with the hardness limits for SAE HRC. 1 - ..-- - ICC-ES Evaluation Report: are not to be construed as representing aesthetics crony other attributes not specifically addressed, nor ore they to be construed endorsement oft/to subject a/the report or a reconunendation for its use. There It no warranty by ICC Evaluation Service, LLC. esoress or implied, at as an -. -. to anyfluding or oilier matter in this report, or as to any product covered by the report. -. • Copyflght© 2016 ICC Evaluation Service, LLC. fiJi rights reserved. -: .,''. • -, - ' • - ,•' •'•. Page 1 of 6 . SI - •: - - ,. _ 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 S 10 (AISI NAS for the 2006 IBC) and have the minimum thickness, yield strength and tensile strength V shown in the'tables in this -- .. report. - . 4.0 DESIGN AND INSTALLATION 4.1 Design: Elco Dril-Flex® and Hilti KwikFlexe 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 SIOO (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, V respectively, must be used for design. For shear V connections, the lower of the available fastener shear strength and the sheer (bearing) strength, in accordance V V with Tables 2 and 3, respectively, must be used for design. V Connections subject to combined tension and shear loading must be designed in accordance with Section E4.5 V of AISI S100 (AISI-NAS for the 2006 IBC). Connected members must be checked for rupture in accordance with Section E5 of AISI SlOG. V 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 V ' 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 V 'accordance with Section E4.3.2 of Appendix A of AISI -SlOG (AISI-NAS for the 2006 18C) must be considered. V ' When tested for corrosion resistance in accordance with - ASTM 131 17, the screws meet the minimum requirement V listed in ASTM F1941, as required by ASTM C1513, with - V , no white corrosion after three hours and no red rust after V V twelve hours. V 4.2 V Installation: Installation of Elco Dril-Flex and Hilti Kwlk-Flex® Self- Drilling Structural Fasteners must be in accordance with V - V the manufacturer's published installation instructions and V this report. The manufacturer's published installation instructions must be available at the jobsite at all times V -during installation. V Screw length and point style must be selected by considering, respectively, the length of load-bearing area V ' . and the drilling capacities shown in Table 1. The fasteners V must be installed without predrifling 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 V —Table .1, clearance holes must be provided in the attached material to reduce the thickness to be drilled by the screw. V V Clearance holes must be 13, 15j 7, and 21, in (5.2, 5.9, 6.7 and 8.3 mm) in diameter for #10, #12, 1/4-inch- diameter and 5/6-inch-diameter (4.7, 5.3, 6.4 and 7.9 mm) fasteners, respectively. The screw must be installed V perpendicular to the work surface using a 1,200 to 2,500 V 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 - V protruding past the back side of the supporting metal. •- 5.0 CONDITIONS OF USE V The Elco Dril-Flex® and Hilti Kwik-Flex® Self-Drilling Structural Fasteners described in this report comply with,- V or are suitable alternatives to what is specified in, those . codes listed in Section 1.0 of this report, subject to the 1 - following conditions: V V 5.1 The fasteners must be installed in accordance with the manufacturer's published installation instructions V and this report. If there is a conflict between the manufacturer's published installation instructions and V 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 . V fasteners are used to resist short-duration loads, such as wind or seismic forces. V 5.3 The utilization of the nominal connection capacities . contained in this evaluation report, for the design of. V cold-formed steel diaphragms, is outside the scope of '. V 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. , V 6.0 EVIDENCE SUBMITTED •', V Data in accordance with the ICC-ES Acceptance Criteria for Tapping Screw Fasteners (AC1I8), dated June 2012. 7.0 IDENTIFICATION V V V The Elco Dril-Flex® and Hilti Kwik-Flex® self-drilling tapping screws are marked with a " on the top surface of the V 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). .. V • , r '-V ESR-3332 I Most Widely Accepted and Trusted Page 3 of 6 - - TABLE 1-ELCO DRIL-FLEX SELF-DRILLING STRUCTURAL FASTENERS 4; - V V r V V . - - 4 TYPE' ELCO PRODUCT NUMBER V V HILTI ITEM NUMBER DESCRIPTION i.iIitpI length) ("*STYLE NOMINAL DIAMETER (In.) D HEAD DIAMETER (In.) POINT STYLE DRILLING CAPACITY (In.) LENGTH OF LOAD BEARING AREA2 (In.) MIn. 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 #10-160'/2, 0.190 IHWH 0.399 3_ 0.11 0.1501 1.00 V 2 EAF470 03458234 #10-16x2 0.190 IHWH 0.415 3_ 0.11 0.150 1.50 EAF480 03492651 #10-16x2'/2 0.190 IHWH 0.399 3 0.11 0.150 1.83 - V EAF621 00087572 #12-14x1/8 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 V 3 . EAF681 00087647 #12-14x1'/2 0.216 IHWH 0.415 3 0.11 - 0.187 1.00 -- - - EAF690' 00008595 #12-102 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 0.218 IHWH 0.415 5 0.11 0.500 0.80 - EAF816 V 00087648 '/4-14x1 0.250 IHWH 0.500 3 0.11 0.210 0.45 EAF841 00087649 '14-14x1'12 0.250 IHWH - 0.500 3 0.11 0.210 0.95 EAF846 00008598 '/4-14x2 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'/2 0.250 IHWH 0.500 4 0.11 0.312 1.83• V EAF888 03458236 '14-20x13/4 0.250 IHWH 0.500 5 0.11 0.500 0.80 - - V9 - EAFYOO 03414194 1I4 20X33/e V 0.250 IHWH 0.500 3 0.11 0.210 2.70 10.1 EAF910 03463594 '/4-20x4 0.250 IHWH 0.500 4 0.11 0.312 3.50 11:, EAF940 03011230 51,0-18x1'/2 0.313 IHWH 0.600 3 0.11 0.312 0.80 2 - EAF960 03006009 5/1.-24x1'/2 0.313 IHWH 0.600 4 0.11 0.312 0.80 1 . EAF970 03432628 2/16-24x2 0.313 IHWH 0.600 4 0.11 0.312 1.25 VLV -i V • -- P.S. V -j•.. - - For SI:l 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' - -, .• ,' V NOMINAL STRENGTH ALLOWABLE STRENGTH (ASD) DESIGN STRENGTH (LRFD) - 'V - For SI: l Inch =25.4mm, 1lbf=4.4N. 1For tension connections, the lower of the available fastener tension strength, pullover strength, and pull-out strength found in Tables 2, - ' -V 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. •r'- . • -, 3NorninaI strengths are based on laboratory tests. - ' ' • • - - V V V V -- - . •- V - -V - • 'I . - -• V V 'V • . V' V •• , . -.'. V • V ,, SCREW - TYPE . . 'SCREW SIZE - (TESTED) 171-'3 0.5 Shear, P, Tension, P, Shear, P.JC) Tension, P,Jfl Shear, OP,. Tension, øP, -..1 - .#10-16 - 1526 2273 509 758 763 1136 #10-16 1463 2276 488 759 732 1138 - 3,4 ' #12-14 1992 3216 664 1072 996 1608 - 412-24 2503 4177 834 1392 1252 2088 6 /4-14 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. /108 4568 8070 1523 2690 2284 4035 - 12 /1-24 . 5471 8757 1824 2919 2736 4379 SCREW TYPE SCREW DESIGNATION NOMINAL DIAMETER DESIGN THICKNESS (in.)6 10.040.048 0.048-0.075 1 0.060-0.0601 0.075-0.076 'l9"-I16" /16"I4" /'0105' ALLOWABLE STRENGTH(ASDI i.,i : - #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 -1/4-14 0.250 377 626 520 661 638 - - 7,8 /4-20 - - 0.250 3867,_5__52678 5338 6708 5959 624' 5549 .11 /,-18 0.313 408 622 561 891 - - - 12- ' '/1-24 - 0.313 - - - - 1347 984 887 S • DESIGN STRENGTH (LRFD) - #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- - I4-14 0.250 603 1001 833 . 1058 1021 -7.8-'14-20 0.250 61778 8427.8 8528 10728 9529 9999 886 .11 'l,-18 0.313 653 996 897 1425 - - - - 12 - b/,24 - 0.313 - - - - 2155 1575 1419 * ESR-3332 I Most Widely Accepted and Trusted Page 4 of 6 A - TABLE 3-SHEAR (BEARING) CAPACITY OF SCREW CONNECTIONS, pounds-force'.2A.9 -. For SI: 1 inch = 25.4 mm, I lbf= 4.4 N, 1 ksl = 6.89 Mpa. . .'Available strengths are based on laboratory tests, with safety factors/resistance factors calculated In accordance with AISI S100. . For shear connections, the lower of the available fastener shear strength and the available shear (bearing) capacity must be used for design. 'Values are based on steel members with a minimum yield strength of F, = 33 ksl 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 ksl, 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. S • 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). . .. Wen both steel sheets have a minimum specified tensile strength of F,,? 55 ksl (e.g. ASTM A653 SS Grade 40), multiply tabulated values by 1.22., - When both steel sheets have a minimum specified tensile strength ofF,,? 52 ksi (e.g. ASTM A653 SS Grade 37), multiply tabulated values by 1.15. - 'Men both steel sheets have a minimum specified tensile strength ofF,,? 58 ksl (e.g. ASTM A38), multiply tabulated values by 1.29. TABLE 4-TENSILE PULL-OVER CAPACITY OF SCREW CONNECTIONS, pounds.force' SCREW TYPE SCREW N DESIGNATION NOMINAL DIAMETER (In.) MINIMUM EFFECTIVE PULL-OVER DIAMETER DESIGN THICKNESS OF MEMBER IN CONTACT WITH SCREW HEAD (In.) 0.048 0.060 0.075 (In.) 0.105 1/9U /16'• /4' ALLOWABLE STRENGTH(ASD) - - #10-16 0.190 0.357 386 4812 4812 481' 4812 - - - 2 #10-16 0.190 0.384 415 481' 481' 481' 4812 - - - #12-14 0.216 0.398 430 537 672 7342 7342 7342 - - 5 912-24 0.216 0.398 430 537 672 7342 7342 7342 7342 7342 6 - '/4-14 0.250 0.480 518 648 810 1126' 1126' 1126' - - 7,8 ' . '/4-20 0.250 0.480 - 648 810 1126' 11262 1126' 1126' 1126' 11 . 3/1 18 -' 0.313 . n/a' - - - 1169' 11692 - - - 12 -, /,6-24 0.313 n/a' - - - 13262 13262 1326' 13262 1326' - 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 - - - 5 3,4 #12-14 . 0.216 0.398 645 806 1007 1192' 1192' 1192' - - r .5 - #12-24 . 0.216 0.398 645 806 1007 1192' 1192' 1192' 1192' 1192' 6 '14-14 0.250 0.480 778 972 1215 1701 1830' 1830' - - 7,8 .. '14-20 0.250 0.480 - 972 1215 1701 1830' 1839' 1830' 1830' 11 ' /,-18 0.313 n/a' - - - 1871' 1871' - - - 12 - '6-24 /1 0.313 n/a' - - - 21212 2121' 21212 21212 2121' .For Si:1 Inch =25.4 mm, llbf=4.4N,l ksi =6,89Mpa. . .: - 'Available strengths are based on calculations in accordance with AISI 5100, unless otherwise noted. S . 'Available strengths are based on laboratory tests, with safety factors/resistance factors calculated In accordance with AISI 5100, or on the -. . shear strength of the Integral washer. Increasing values for higher steel tensile strength per Note 6 Is not allowed. 'For tension connections, the lowest of the available pull-out, pull-over, and fastener tension strength must be used for design. 4Vaiues are based on steel members with a minimum yield strength of F, = 33 ksl and a minimum tensile strength of F. = 45 ksl. .- I S Avaiiable capacity for other member thickness may be determined by Interpolating within the table. 6For steel with a minimum tensile strength F. 2t 58 ksl, multiply tabulated values by 1.29 and for steel with a minimum tensile strength F,,? 65 • ksl steel, multiply tabulated values by 1.44..- .9 .5 --4 ESR-3332 I Most Widely Accepted and Trusted Page 5 of 6 TABLE 5—TENSILE PULL-OUT CAPACITY OF SCREW CONNECTIONS, pounds -force' - .' SCREW - TYPE SCREW DESIGNATION NOMINAL DIAMETER DESIGN THICKNESS OF MEMBER NOT IN CONTACT WITH SCREW HEAD (In.) 0.048 1 0.060 1 0.075 1 0.105 I/U "/16" /4" ALLOWABLE STRENGTH _(ASD)_____ #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 '/-20 0.250 - 2046 2606 4236 524 914' 1044 1206 11 "/,i8 0.313 - - 520 1 707 1 - - - 12 "/,24 0.313 - - - 459 1 637 1 724 1189 1424 DESIGN STRENGTH (LRFD) #10-16 0.190 217 309 378 492 476 - - - 2 #1O-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" 416" 6776 838' 1462? 1670 1930 11 5/16-18 . 0.313 - - - 832 1131 - - - 12 °/,e-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 SIGO. "For tension connections, the lowest of the available pull-out, pull-over, and fastener tension strength must be used for design. "Values are based on steel members with a minimum yield strength of F, = 33 ksl and a minimum tensile strength of F. = 45 ksi. 4Avaiiable capacity for other member thickness may be determined by interpolating within the table. "Unless 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,, 65 ksi steel, multiply tabulated values by 1.44. "When both steel sheets have a minimum specified tensile strength of F,, z 52 ksl (e.g. ASTM A653 SS Grade 37), multiply tabulated values by .1.15. 1When 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 i 1/16" /16 (#10) . 0216 - Steel "i." II ,, 116 -(#12) - 1/4 • Steel /40 , 3/8" - /9 Steel 13 I,, /2 15,, /is For SI: 1 Inch = 25.4 mm. S ' S - S = - .,, - - - . ESR 3332 I Most Widely Accepted and Trusted Page 6 of 6 FIGURE 1--#10-16 PHILLIPS PAN HEAD FIGURE 7_hli.20 INDENTED HEX WASHER HEAD TYPE I SCREW ROUND BODY TAPTITE TYPE 8SCREW I' 4 .. FIGURE 2—#10-16 INDENTED HEX WASHER HEAD FIGURE 8—!16-I8 INDENTED HEX WASHER HEAD - : • - TYPE 2 SCREW ROUND BODY TAPTITE . TYPE 11 SCREW FIGURE 3—#12-114 INDENTED HEX WASHER HEAD FIGURE 9-11,,-24 INDENTED HEX WASHER HEAD '. TYPE 3 AND 4 SCREW WITH SHANK SLOT -; . ' TYPE 12 SCREW 1. -. . . MAXIMUM •.: -. ____________ LOAD BEARING AREA -_s- FIGURE 4—#12-24 INDENTED HEX WASHER HEAD FIGURE 10—PHILLIPS PAN HEAD AND INDENTED TYPES SCREW HEX WASHER HEAD LOAD BEARING AREA MAXIMUMr—fl LOAD .• _ ARFA RING . 4.' FIGURE 5-4-14 INDENTED HEX WASHER HEAD FIGURE 11—INDENTED HEX WASHER HEAD WITH - TYPE 6 SCREW SHANK SLOT LOAD BEARING AREA - - •1 4 - .4 MAximum LOAD AREA BEARINO - -I - - FIGURE 6-11,-'20, INDENTED HEX WASHER HEAD FIGURE 12—INDENTED HEX WASHER HEAD ROUND BODY . . TYPE 7 SCREW TAPTITE LOAD BEARING AREA *- V..,. •. • '. - . .. . I . 45 • . I • • - I • . 1.• . 1I• - - -.5 -. ,• 5-' ,•. I - I •.- ', . . . • - . • (5 .•- - .• •• I _, •• -.5 • •* I- I' -. - V. • • '••• • . . • - I, •' '. I'