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Home My WebLink About2505 GATEWAY RD; ; CBC2017-0594; Permit(City of Carlsbad -. - Commercial Permit - . Print Date: 04/02/2019 Permit No: CBC2017-0594 Job Address: 2505 Gateway Rd Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed - Finaled Parcel No: 2132601100 Lot #: Applied: 11/07/2017 Valuation: $880,735.00 Reference #: DEV2016-0015 Issued: 02/08/2018 Occupancy Group: Construction Type: Permit Finaled: # Dwelling Units: Bathrooms: Inspector: TFraz Bedrooms: Orig. Plan Check #: Final Plan Check #: Inspection: 4/2/2019 10:59:57AM Project Title: VIASAT BRESSI RANCH CAMPUS Description: VIASAT: 7,500 SF DINING & 8,500 SF CONFERENCE ROOMS Applicant: Owner: ARATI RANGASWAMY LEVINE INVESTMENTS LIMITED PARTNERSHIP 2201 E Camelback Rd, 650 858-793-4777 PHOENIX, AZ 85016 BUILDING PERMIT FEE ($20004-) $3,180.00 BUILDING PLAN CHECK FEE (BLDG) $1,940.40 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $242.00 FIRE A-2 & A-3 Occupancies - TI $609.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $170.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $104.00 5B1473 GREEN BUILDING STATE STANDARDS FEE $36.00 SDCWA SYSTEM CAPACITY CHARGE 2" Displacement $26,515.00 STRONG MOTION-COMMERCIAL $246.61 WATER METER FEE 2" Displacement $829.00 WATER SERVICE CONNECTION FEE 2" DISPLACEMENT (P) $26,687.00 WATER TREATMENT CAPACITY CHARGE 2" Displacement $733.00 Total Fees: $61,292.01 Total Payments To Date: $61,292.01 Balance Due: $0.00 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 project. 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 of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1760-602-2700 1 760-602-8560 f I www.carlsbadca.gov IThE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: DPLANNING DENGINEERING DBUILDING DFIRE DHEALTH c:JHAZMAT!APCD Building Permit Application Plan Check No. 2Ø 7 OF9j -1 Est. Value Q. i4 i4 (JO Cr City of 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 i Cusbad Plan Ck. De it I email: buiiding©carlsbadca.gov Date / '7 i (1 Iswppp I www.carlsbadca.gov JOB ADDRESS 2505 Gateway Road SUfE#/SPACE#/UNT# APN 213 - 260 - 11 - 00 CT/PROJECT-# LOT # PHASE # # OF UNITS # BEDROOMS # BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE 0CC. GROUP I I Il-B A-2 DESCRIPTION OF WORK: Include Square Feet of Affected A,ea(s) Tenant Improvements for approximately 7,500 sft of Dining/Servery area in the Cafe and approximately 8,500 sft Conference building. Architectural work includes ceilings, millwork, interior finishes and miscellaneous details. Structural work includes details as required to support architectural work. Mechanical work includes branch ductwork and diffusers only. Electrical work includes lighting and plug-in power only. No plumbing work. EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE AIR CONDITIONING IFIRESPRINKLERS Cafe-Conference I YES D. NO YESNOE YESNO APPLICANT NAME Arati Rangaswamy PROPERTY OWNER NAME Levine Invesements, LP ADDRESS 13280 Evening Creek Drive South, Suite 125 ADDRESS 2201 Camelback Road, Suite 650 CITY STATE ZIP San Diego CA 92128 CITY STATE ZIP Phoenix AZ 85016 PHONE FAX PHONE FAX 858-793-4777 602-248-8181 EMAIL aratir@sca-sd.com EMAIL tony@levineinvestments.com DESIGN PROFESSIONAL SCA Architecture CONTRACTOR BUS. NAME Whiting-Turner Construction Company ADDRESS ADDRESS 13280 Evening Creek Drive South, Suite 125 4747 Executive Drive CITY STATE ZIP CITY STATE ZIP San Diego CA 92128 San Diego CA 92121 PHONE FAX PHONE FAX 858-7934777 858-792-0600 EMAIL EMAIL nick.schmidtwhiting-tumer.com STATE LIC. C STATE UC.# CI.AS CITY BUS. UC.# C11701 (I(O Loc,23-L5- (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, Improve, demolish or repair any structure, prior to its 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 Ph 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 ($500)). G®OPGD3t313OøO Workers' Compensation Declaration: I hereby a!finn under penalty of pe4wy 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. D i have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the perfomran of the work for which this permit is issued. My workers' compensation' ce canter and poilcy number are: Insurance Co.Policy No. 97 Expiration Data _'277i r This section need not be completed if the permit is fo ed dollars ($100) or less. a J -Q15 Jr,tde Certificate of Exemption: I cerMy that in the p of the work for which this permit is Issued, I shall not employ any pers6n In any manner so as to become subject to the Workers' CompensatIon Laws of California. WARNING: Failure to secure worke~ as#ed atlon coverage Is unlawful, and shall subject an employer to criminal penalties and CMI fines up to one hundred thousand dollars (&100,000), In addition to the cost of compensation, damages for In Section 3706 of the Labor code, Interest and attorney's fees, CONTRACTOR SIGNATURE i—. DAGENT DATE ®&G1DCOOD oob® I hereby affirm that I am exempt from Contractor's License Law for the following mason: [] 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 Contractor's 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 sale. 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). El I, as owner of the property, am exclusively contracting with licensed contractors to construct 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 Contractors License Law). fl I am exempt under Section Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement DYes ONo 2.1 (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name address I phone! contractors' license number): 4.1 plan to provide portions of the work, but I have 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 (include name! address! phone! type of work): .PROPERTY OWNER SIGNATURE DAGENT DATE ®acao 1?WOO 000 r®o o® 0000 uwoco@ 000 : 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? Yes V. 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 I No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? I Yes / 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. I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (I) Civil Code), Lender's Name Lender's Address Pao QO7o€c3o®o :. I cerlifythatl have readtheapplicalion and state thatthe above information isconectand thatthe infonnalion onthe plansisaccurate. I agreeto complywith all City ordinances and State laws relatingto building construction. I hereby authorize 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 CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA An OSHA permit is required for excavations over 50' deep and demolition or construction of structures over 3 stories 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 or work authorized by such permit is not commenced within 180 days from the date of such permit or if uilding orwork uth ed by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). .APPLICANT'S SIGNATURE 9-tu t)!&._ILf7&L82,tJLtL_i&141 DATE L/ 1 STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. ICERTIFICATE 1 II &WProjects ..U1E'j Fax (760) 602-8560, Email buiIdingcasbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE , FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) ASSOCIATED CB# MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) NO CHANGE IN USE/ NO CONSTRUCTION MAIL/ FAX TO OTHER: CHANGE OF USE / NO CONSTRUCTION APPLICANT'S SIGNATURE DATE Permit Type: BLDG-Commercial Application Date: 11/07/2017 Owner: LEVINE INVESTMENTS LIMITED PARTNERSHIP Work Class: Tenant Improvement Issue Date: 02/08/2018 Subdivision: Status: Closed - Finaled Expiration Date: 09/30/2019 Address: 2505 Gateway Rd Carlsbad, CA 92009-1742 IVR Number: 7565 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on card Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers BLDG-Final 072862.2018 Cancelled Andy Krogh Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No Complete Passed Yes Reinspection Complete 03/29/2019 03/29/2019 BLDG-Fire Final 087595-2019 Passed Cindy Wong Checklist Item COMMENTS FIRE- Building Final 04/01/2019 04/01/2019 BLDG-Final 087506.2019 Failed Andy Krogh Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Strips at exterior stairs, close out paperwork No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 04/02/2019 04/02/2019 BLDG-Final 087726-2019 Passed Andy Krogh Inspection Checklist Item COMMENTS Passed BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes Complete April 02, 2019 Page 3 of 3 Permit Type: BLDG-Commercial Application Date: 11/07/2017 Owner: LEVINE INVESTMENTS LIMITED PARTNERSHIP Work Class: Tenant Improvement Issue Date: 02/08/2018 Subdivision: Status: Closed - Finaled Expiration Date: 09/30/2019 Address: 2505 Gateway Rd Carlsbad, CA 92009-1742 IVR Number: 7565 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers 08129/2018 08/29/2018 BLDG-84 Rough 068466.2018 Combo(14,24,34,44) As noted on plans Yes Yes Yes Yes Yes Partial Pass Andy Krogh Reinspection Incomplete COMMENTS Passed BLDG-Building Deficiency As noted on card Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers r 09/26/2018 09/26/2018 BLDG-84 Rough 071194.2018 Partial Pass Andy Krogh Reinspection Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on card Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 10/01/2018 10/01/2018 BLDG-44 071397.2018 Failed Andy Krogh Reinspection Rough/Ducts/Dampe rs Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on plans , electrical incomplete No 10/11/2018 10/11/2018 BLDG-14 072646.2018 Passed Andy Krogh Frame/Steel/Bolting/ Welding (Decks) BLDG-44 072564.2018 Passed Andy Krogh Rough/Ducts/Dampe rs 10/12/2018 10/12/2018 BLDG-84 Rough 072856-2018 Passed Andy Krogh Combo(14,24,34,44) Incomplete Complete Complete Complete Complete April 02, 2019 Page 2 of 3 Permit Type: BLDG-Commercial Application Date: 11/07/2017 Owner: LEVINE INVESTMENTS LIMITED PARTNERSHIP Work Class: Tenant Improvement Issue Date: 02/08/2018 Subdivision: Status: Closed - Finaled Expiration Date: 09/30/2019 Address: 2505 Gateway Rd Carlsbad, CA 92009-1742 lVR Number: 7565 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 02/26/2018 02/26/2018 BLDG-21 049864.2018 Partial Pass Paul Burnette Reinspection Incomplete Underground/Underf loor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency No 04/23/2018 04/23/2018 BLDG-44 055490-2018 Partial Pass Andy Krogh Reinspection Incomplete Rough/Ducts/Dampe rs Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial as noted on plans Yes 04/27/2018 04/27/2018 BLDG-44 056290-2018 Passed Andy Krogh Complete Rough/Ducts/Dampe rs Checklist Item COMMENTS Passed BLDG-Building Deficiency Grease ducts smoke test passed Yes 05/23/2018 05/22/2018 BLDG-44 058703-2018 Passed Andy Krogh Complete Rough/Ducts/Dampe rs 05/29/2018 05/29/2018 BLDG-44 059310-2018 Partial Pass Andy Krogh Reinspection Incomplete Rough/Ducts/Dampe rs Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on plans Yes 08/0912018 08/09/2018 BLDG-84 Rough 066504-2018 Failed Andy Krogh Reinspection Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Wrong code No BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers BLDG-85 1-Bar, 066505.2018 Partial Pass Andy Krogh Reinspection Incomplete Ceiling Grids, Overhead April 02, 2019 Page 1 of 3 LI W CHRiSTIAN WHEELER E N G I N E E P. I N G COMPRESSIVE STRENGTH TEST RESULTS Job Name: Viasat Bressi Ranch, Café CWE #: 2170158 Client: Job Address: Town Garden Road, Carlsbad CA Permit #: CBC 2017 0309 Plan File #: Contractor: Whiting-Turner Architect: Smith Consulting Subcontractor: Minegar Engineer: Wiseman Roby Test Location: Café ADA CIP Ramp Walls Supplier: Hanson Req. Strength: 3500 psi Mix #: 3511600 Date Sampled: 07-30-18 Admixture(s): Date Received: 07-31-18 Truck #: 572 Ticket #: 768426 Sampled by: RSR Mix Temp: 850 Air Temp: 770 Tested by: NS Slump: 4 1/2 Air: Sample Type: 4" x 8" concrete cylinder Min in Mixer: 87 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 7310 08-06-18 7 4.00 12.566 38,430 3,060 3 7311 08-27-18 28 4.00 12.566 55,760 4,440 4 7312 08-27-18 28 4.00 12.566 57,280 4,560 3 7313 08-27-18 28 4.00 12.566 56,370 4,490 6 • l, -,lull l,!J I ll.il fly 011U .unipieive bUlZilyil I LCUIlY wet e pci iui I lieu UY t.dliiSUdll vviieeiei ngineeiing in accoruance wan me appscaoie Ao lvi stanaaras. NO other warranties, express or implied. Distribution: F771 [TI FT?1 c_ryan.hatch@viasat.com stephen.hatch@viasat.com L LLUJ james.mcnally@whiting-turner.com ipwi Tfl5 bOthflfl,I ,flfl.,t. .,, ', Dflgon'p 1w iii SflI Lwfl lIp Sd flTw5b,jfld nick schrmdt@whiting turner corn CAW '°0. fth cylIdol po4oS Type I john.connofly@whiting-turner.com matt.wiedemeier@whiting-turner.com Reviewed by: City of Carlsbad Supplier Michael B. Wheeler, RCE #45358 3980 Home Avenue • San Diego, CA 92105 • 619-550-170'0 • FAX 619-550-1701 w CHR-ISTIAN WHEELER ENGINEEPING COMPRESSIVE STRENGTH TEST RESULTS Job Name: Viasat Bressi Ranch, Café CWE #: 2170158 Client: Job Address: Town Garden Road, Carlsbad CA Permit #: CBC 2017 0309 Plan File #: Contractor: Whiting-Turner Architect: Smith Consulting Subcontractor: Minegar Engineer: Wiseman Rohy Test Location: Café ADA Ramp Footing Supplier: Hanson Req. Strength: 4500 psi Mix #: 4533500 Date Sampled: 0748-18 Admixture(s): Date Received: 07-19-18 Truck #: 539 Ticket #: 766442 Sampled by: RSR Mix Temp: 900 Air Temp: 800 Tested by: NS Slump: 5" % Air: Sample Type: 4" x 8" concrete cylinder Min in Mixer: 70 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 7049 07-25-18 7 4.00 12.566 48,890 3,890 6 7050 08-15-18 28 4.00 12.566 68,960 5,490 3 7051 08-15-18 28 4.00 12.566 70,140 5,580 4 7052 08-15-18 28 4.00 12.566 70,290 5,590 6 I ire suinpurig, rrenlulurg, curing anu compressive strengin uesting were perrormea Dy rnrisrian vvneerer cngineering in accoraance wan me appiicaoie AS I M stanuaras. NO other warranties, express or implied. Distribution: [71 [TI [TYI [17T1 I\/lII HI 1.11 c_ryan.hatchviasat.com stephen.hatch@viasat.com james.mcnally@whiting-turner.com su,r,5,o sys,v,6sIu th, . ,iun,a 5od, n!. mck.schinidt@whiting-turner.com '°" 4thboncodw,) Type I john.conncslly@whittng-turner.com matt.wiedemeier@whiting-turner.com Reviewed by: corn City of Carlsbad Supplier Michael B. Wheeler, RCE #45358 3980 Home Avenue • San Diego, CA 92105 • 619-550-1700 • FAX 619-550-1701 w CHPJS11AN WHEELER. ENGINEERING COMPRESS 1\'E STRENGTH TEST RESULTS Job Name: \Tiasat Bressi Ranch, Café CWE #: 2170158 Job Address: Town Garden Road, Carlsbad CA Permit #: CBC 2017 0309 Contractor: X/hiting-Turncr Architect: Subcontractor: Bomel Engineer: Culp & Tanner Test Location: Café Stage Supplier: Hanson Req. Strength: 3000 psi Mix #: 3011600 Date Sampled: 07-31-18 Admixture(s): Date Received: 08-02-18 Truck #: 531 Sampled by: JCM Mix Temp: 89° Tested by: NS Slump: 5 ½" Sample Type: 4" x 8" concrete cylinder Min in Mixer: 52 Notes: Client: Plan File #: Ticket #: 677018 Air Temp: 84 %Air: Wet Unit Wt: - Sample # Date Tested/Issued Age (days) Dimensions! Avg. Dia. (in.) Area (sq. in.) Maximum Load (lbs.) Comp. Strength (psi) Fracture Type 7366 08-07-18 7 4.00 12.566 28,000 2,230 5 7367 08-28-18 28 7368 08-28-18 28 7369 08-28-18 28 veue pIuu;Ieu uy .411IUdF1 vvneeier rnyineering In accoruance witn me appucacie IIM stanaaros. No other warranties, express or implied. r.... Distribution: c_ryan.hatch@viasat.com " L' stcphcn.hatch@viasat.com james.mcnally@whiting-turner.com -. , -' nick.schmidtwhiting-turner.com 'a,, 1y1 john.connollywliiung-tiirner.com matt.wiedemcier@whiting_rurner.com Reviewed by: mtkcpdlingwhitingrurner.com City of Carlsbad Supplier Michael B. Wheeler, RCE #45358 3980 Home Avenue • San Diego, CA 92105 • 619-550-1700, FAX 619-550-1701 IN CI-IRiSTIAN WHEELER. ENGINEER INC COMPRESS! \TE STRENGTH TEST RES U LTS Job Name: \'iasat Brcsi Ranch, Café CWE #: 2170158 Client: Job Address: Town Garden Road, Carlsbad CA Permit #: CRC 2017 0309 Plan File #: Contractor: \Vhiting-Turner Architect: Smith Consulting Subcontractor: Minegar Engineer: Wiseman Roby Test Location: Café ADA CIP Ramp Walls Supplier: Hanson Req. Strength: 3500 psi Mix #: 3511600 Date Sampled: 07-30-18 Admixture(s): Date Received: 07-31-18 Truck #: 572 Ticket #: 768426 Sampled by: RSR Mix Temp: 850 Air Temp: 770 Tested by: NS Slump: 4 /2 " % Air: Sample Type: 4" x 8" concrete cylinder Min in Mixer: 87 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 7310 08-06-18 7 4.00 12.566 38,430 3,060 3 7311 08-27-18 28 7312 08-27-18 28 7313 08-27-18 28 I tie ballyling. 11diluili1q, tutttiy etiu I.uInpiewve 511UH9111 teung were perwrmea uy t,nrisuen vvneeier cngtneertng In accoroance wiin me appncaoie Ab IM stanoaros. NO other warranties, express or implied. Distribution: T \ .,' ' 1TF 77. 1 1 l\/ . c_ryan.hatch@viasat.com steplien.hatcli@viasat.com / jamcs.mcnallv©whiting-turncr.com S. , nick. schmidt@whiting-turncr.com ,I john. connoUvwhidng_turner.coin matt.wiedemckr@whtting-turner.com Reviewed by: mc.phngwhiting-rurner.com Citv of Carlsbad Supplier Michael B. Wheeler, RCE #45358 3980 Flume Avenue 4 San Diego, CA 92105 • 619-550-1700 • FAX 619-550-1701 w CHRiSTIAN WI IEELEk E N C I N EEK ING COM1RESS1\'E STRENGTH TEST RESULTS Job Name: Viasat Bresi Ranch, Café CWE #: 2170158 Job Address: Town Garden Road, Carlsbad CA Permit #: CBC 2017 0309 Contractor: \X'liiting-Turner Architect: Smith Consulting Subcontractor: Minegar Engineer: Wiseman Rohy Test Location: Café ADA Ramp looting Supplier: Hanson Req. Strength: 4500 psi Mix #: 4533500 Date Sampled: 07-18-18 Admixture(s): Date Received: 07-19-18 Truck #: 539 Sampled by: RSR Mix Temp: 900 Tested by: NS Slump: 5" Sample Type: 4" x 8" concrete cylinder Min in Mixer: 70 Notes: Client: Plan File #: Ticket #: 766442 Air Temp: 800 %Air: Wet Unit Wt: - Sample # Date Tested/Issued Age (days) Dimensions/ Avg. Dia. (tn.) Area 0 'i 1 Maximum Load (lbs.) Comp. Strength (psi) Fracture Type 7049 07-25-18 7 4.00 12.566 48,890 3,890 6 7050 08-15-18 28 7051 08-15-18 28 7052 08-15-18 28 e,e pIIUI!IIeU uy ,,rlIIauri vvnewer ngirieering in accoraance wan me applicacte AS I M standards, No other warranties, express or implied, Distribution: K1 r\ [i- FTi A c_ryan.hatchviasat.com srephen.hatchviasat.com L...11 james.mcnallv@whiting-turner.com Tp. TMI . . , , _ bw~(o nick.schmidt@wliiting-turner.com , PS —10 ip,, , ohn.connotls'Jwhir.tng-turner.com marr.wiedemeierwhiting_turner.com Reviewed by: mikc.pilhng@wliititig-turtier.com City of Carlsbad Suppher Michael B. Wheeler, RCE #45358 3980 flame Avenue 4 San Diego, CA 92105 • 619-550-1700 • FAX 619-550-1701 W CHRISTIAN WHEELER [NC IN EEPING COMPRESSIVE STRENGTH TEST RESULTS Job Name: \Tiasat Bressi Ranch, Café CWE #: 2170158 Client: Job Address: 2505 Town Garden Road, Carlsbad CA Permit #: CBC 2017 0309 Plan File #: Contractor: Whiting-Turner Architect: Smith Consulting Architects Subcontractor: Minegar Engineer: Wiseman Rohy Test Location: Café Rear Parking Pad Supplier: Robertson's Req. Strength: 3000 psi . Mix #: 63001 Date Sampled: 09-10-18 Admixture(s): Date Received: 09-11-18 Truck #: 1334 Ticket #: 3995877 Sampled by: RSR . Mix Temp: 880 Air Temp: 740 Tested by: NS Slump: 5" % Air: Sample Type: 4" x 8" concrete cylinder .- Min in Mixer: 90 Wet Unit Wt: Notes: Sample # Date Tested/Issued Age (days) Dimensions/ vg. A Dia. (in.) Area (sq. in.) Maximum Load (lbs.) Comp. Strength (psi) Fracture Type 8848 09-17-18 7 4.00 12.566 49,020 3,900 4 8849 10-08-18 28 4.00 12.566 67,190 5,350 3 8850 10-08-18 28 4.00 12.566 68,440 5,450 6 8851 10-08-18 28 4.00 12.566 66,970 5,330 3 I tie siiipiiiiy, IidiiUUFiy, CUilFiY dilu compressive strengin testing were periormea oy tnristian vvneeier cngineering in accoroance witn me appicaoie Ab I M stanoaras. NO other warranties, express or implied. Distribution: KI [Ti [TI 1T c_ryan.hatch@viasat.com stephen.hatch@viasat.com Li L james.mcnally@whiting-turner.com th !2 10 S h , 5, i,yt,, po,5J mck.schmidt@whiting-tumer.com h,,n p) john.connolly@whiting-turner.com matt.wiedemeier@whiting-turner.com Reviewed by: City of Carlsbad Supplier Z- Michael B. Wheeler, RCE #45358 3980 Home Avenue • San Diego, CA 92105 • 619-550-1700 • FAX 619-550-1701 W CHRISTIAN WHEELER ENGINEEPING COMPRESSIVE STRENGTH TEST RESULTS Job Name: Viasat Bressi Ranch, Café CWE #: 2170158 Client: Job Address: Town Garden Road, Carlsbad CA Permit #: CBC 2017 0309 Plan File #: Contractor: Whiting-Turner Architect: Smith Consulting Architects Subcontractor: Minegar Engineer: Wiseman Roby Test Location: Stage Slab Supplier: Hanson Req. Strength: 3000 psi Mix #: 3011600 Date Sampled: 08-28-18 Admixture(s): Date Received: 08-30-18 Truck #: 627 Ticket #: 773008 Sampled by: RSR Mix Tempt 840 Air Temp: 750 Tested by: NS Slump: --- % Air: Sample Type: 4" x 8" concrete cylinder Min in Mixer: 70 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 8555 09-04-18 7 4.00 12.566 31,730 2,530 4 8556 09-25-18 28 4.00 12.566 49,260 3,920 6 8557 09-25-18 28 4.00 12.566 47,750 - 3,800 2 8558 09-25-18 28 4.00 12.566 44,100 3,510 2 uuIlly dilu UU111plubbivu btfullytil tesuiiy wete perrormeu oy unristian vvneeier tngineering In accoraance wan tne appiicatiie Ab I M stanaaras. No other warranties, express or implied. Distribution: [I / [TI ftffi fiT c_ryan.hatch@viasat.com / [' stephen.hatch@viasat.com L LL james.mcnally@whiting-turner.com , , s, itop ,n 1woK g m sc hmidt@wliiting-turner.com ithb,ccdcap,) john.connolly@whiting-turner.com matt.wiedemeier@whiting-turner.com . Reviewed by: City of Carlsbad Supplier Michael B. Wheeler, RCE #45358 3980 Home Avenue • San Diego, CA 92105 • 619-550-1700 • FAX 619-550-1701 w CHIUSTIAN WHEELEK ENGINEERING COMPRESSIVE STRENGTH TEST RESULTS Job Name: Viasat Bressi Ranch, Café CWE #: 2170158 Client: Job Address: Town Garden Road, Carlsbad CA Permit #: CBC 2017 0309 Plan File #: Contractor: Whiting-Turner Architect: Subcontractor: Bomel Engineer: Culp & Tanner Test Location: Café Stage Supplier: Hanson Req. Strength: 3000 psi Mix #: 3011600 Date Sampled: 07-31-18 Admixture(s): -- Date Received: 08-02-18 Truck #: 531 Ticket #: 677018 Sampled by: JCM Mix Temp: 890 Air Temp: 840 Tested by: NS Slump: 5 ½ " % Air: -- Sample Type: 4" x 8" concrete cylinder Min in Mixer: 52 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 7366 08-07-18 7 4.00 12.566 28,000 2,230 5 7367 08-28-18 28 4.00 12.566 46,210 3,680 4 7368 08-28-18 28 . 4.00 12.566 45,870 3,650 6 7369 08-28-18 28 4.00 12.566 47,150 3,750 6 I HU siiipiiriy, IldIlullIly, uurIIIy iIU uuiitpessive SLIDFIIFI wsuIIy were penorrneu oy unristian vvneeier tngineering in accoruance wan me appucaoie I M stanaaras. NO other warranties, express or implied. - cryan.hatchviasat.com r . stephen.hatch@viasat.com E El E james.mcnally@whiting-turner.com ' ,, 4 IIG,i, V . oy ipw 12 ,4fr 2 mck. schm.idt@whitmg-turner. corn john.connolly@whiting-turner.com matt.wiedemeier@iwhiting-turner.com Reviewed by: mike.pilling@whiting-turner.com City of Carlsbad Supplier Michael B. Wheeler, RCE #45358 3980 Home Avenue • San Diego, CA 92105 • 619-550-1700 • FAX 619-550-1701 Supplier: Hanson Mix #: 4533500 Admixture(s): --- Truck#: 583 Mix Temp: 870 Slump: 5" Min in Mixer: 80 Ticket #: 775708 Air Temp: 980 % Air: Wet Unit Wt: W CHRiSTIAN WHEELEft ENG!NEElNG COMPRESSIVE STRENGTH TEST RESULTS Job Name: Viasat Bressi Ranch, Café CWE #: 2170158 Client: Job Address: 2446 Town Garden Road, Carlsbad CA Permit #: CBC 2017 0115 Plan File #: Contractor: Whiting-Turner Architect: Pasco Laret Suiter Subcontractor: Minegar Engineer: Pasco Laret Suiter Test Location: Shade Structure footing - C Req. Strength: 3000 psi Date Sampled: 09-14-18 Date Received: 09-18-18 Sampled by: DM Tested by: JCM Sample Type: 4" x 8" concrete cylinder Notes: Sample # Date Tested/Issued Age (days) Dimensions/ Avg. Dia. (in.) Area (sq. in.) Maximum Load (lbs.) Comp. Strength (psi) Fracture Type 9017 09-21-18 7 4.00 12.566 46,420 3,690 3 9018 10-12-18 28 4.00 12.566 68,910 5,480 4 9019 10-12-18 28 4.00 12.566 70,260 5,590 6 9020 10-12-18 28 4.00 12.566 69,303 5,520 3 .. •• ••••,••,,•",', •••• VVC .y 'uIILIdII vvIieiei 1IyIFle1IF1g in aecoroance wan me appucaoie Ab IM stanoaras. NO other warranties, express or implied. Distribution: c_ryan.hatch@viasat.com 1/>c\j 1/ r stephen.hatch@viasat.com james.mcnally@whiting-turner.com E E E a SJ IOp s nick. schmidt@whiting-turner.com a '• drg Ir boit', (o mw I cyw poad ,, 4thboCd wi Type john.connollywhiting-turner.com matt.wiedemeierwhiting-turner.com Reviewed by: City of Carlsbad Supplier Michael B. Wheeler, RCE #45358 3980 Home Avenue• San Diego, CA 92105• 619-550-1700+ FAX 619-550-1701 w CHRISTIAN WHEELEft ENGINEERING COMPRESSIVE STRENGTH TEST RESULTS Job Name: Viasat CWE #: 2170158 Client: Job Address: 2446 Town Garden Road, Carlsbad CA Permit #: CBC 2017 Plan File #: Contractor: Whiting-Turner Architect: CDS Architects Subcontractor: Minegar Engineer: Culp & Tanner Test Location: Footing Retaining Wall 10 Supplier: Hanson Req. Strength: 4500 psi Mix #: 4533500 Date Sampled: 10-10-18 Admixture(s): Date Received: 10-12-18 Truck #: 581 Sampled by: GG Mix Temp: 890 Tested by: NS . Slump: 4" Sample Type: 4" x 8" concrete cylinder Min in Mixer: .90 Notes: Ticket #: 780122 Air Temp: 710 %Air: - Wet Unit Wt: Sample# Date Tested/Issued Age (days) Dimensions! Avg. Dia. (in.) Area (sq. in.) Maximum Load (lbs.) Comp. Strength (psi) Fracture Type 9744 10-17-18 7 4.00 12.566 44,650 3,550 4 .9745 11-07-18 28 4.00 12.566 69,480 5,530 5 9746 11-07-18 28 4.00 12.566 71,670 5,700 3 9747 11-07-18 28 4.00 12.566 70,400 5,600 4 The sampling, handling, curing and compressive strength testing were pertormed by Christian Wheeler Engineering in accordance with the applicable ASTM standards. No other warranties, express or implied. - •lk-- Distribution: [71 [Ti flTI ['111 Pi Vi Ti cryan.hatch@viasat.com stephen.hatch@viasat.com 1w,FW.. 2 T?, , james.mcnally@whiting-turner.com - S,1rnTw r 2',,of ch,wnow'I - CC O'Y nick.schmidt@whiting-turner.com . "c john.connolly@whiting-turner.com matt.wiedemeier@whiting-turner.com Reviewed by: nuke.pillmg@whiting-turner.com City of Carlsbad Supplier Michael B. Wheeler, RCE #45358 3980 Home Avenue • San Diego, CA 92105 • 619-550-1700 • FAX 619-550-1701 M1f CHRISTIAN WHEELER. E N G I N E E R.1 N G FIELD REPORT ProjectName ViaSatConf ctr. CWE# 2170158-..309 Date: 2/14/18 Page 1 of I ProjectAddress 2505 Gateway Rd. Permit# CBC 20170309 Project File# Click here to Contractor Whiting- Turner Architect Smith Consulting Subcontractor Nexxus Engineer Wiseman & Rohy 0 Reinforced Concrete 0 Pre-Stressed Concrete 0 Reinforced Masonry 0 Epoxy Anchors 0 Shop Welding Field Welding 0 High Strength Bolts 0 Non-Destructive Testing 0 Mechanical Anchors 0 Fireproofing 0 Wood/Metal Shear 0 Waterproofing 0 Footing Observation 0 Asphalt Obs/Testing 0 Soil Obs/Tcsting 0 Roofing 0 Building Envelope 0 Reinforcing Material/Equipment. Arrived on site, as requested, to provide the following services: Special inspection, field welding at café lower level, implementation of RFI 028 Beam penetration, This is being performed at three locations. Certified Welder: Eddy Lopez Filler Metal: E7IT-8 This is work in progress 2 hrs. 2hrs. NOTED DISCREPANCIES - The items noted below were observed to be in non-conformance with the approved project documents and will require correction or the design engineer's review for approval: None.. NOTICE: Unless otherwise stated, the work observed was, to the best of my knowledge, in compliance with the approved project documents. It should be noted that the work reported as being observed, tested, and opinions expressed are solely for the benefit of our client and that our presence and the services provided do not relieve the contractor from its obligation to meet contractual requirements. Rick Riewer SD 237 ICC 1067771 Inspector/Technician Name Certification # inspector/I echniclan sSignature Initial Distribution: Stephen. hatch@viasat.com;ryan.hatch@viasat.com;nick.schmidt@whiting-turner.com;james.mcnafly@whiting- turner rnmiobn rnnnollv(whitincr-tiirner rorn*rnmling haffev(iwhitinu-flirner ronitorn andersnn6whitine_ Reviewer Name Certification # Kevlcwcr's Signature Revie wed Distribution: 3980 Home Avenue 0 San Diego, CA 92105 0 619-550-1700 0 FAX 619-550-1701 Supplier: Superior Mix #: 37P-45 Admixture(s): --- Truck#: 045 Mix Temp: 630 Slump: 5" Min in Mixer: 45 Ticket #: 358365 Air Temp: 680 % Air: Wet Unit Wt: W CHRISTIAN WHEELER ENGINEERING COMPRESSIVE STRENGTH TEST RESULTS Job Name: Viasat Bressi Ranch, Café/Conference Center Job Address: 2505 Gateway Road, Carlsbad, CA Contractor: Whiting-Turner Subcontractor: Mlnegar CWE#: 2170158 Client: Permit #: CBC20I7 0309 Plan File #: Architect: SCA Engineer: Wiseman & Roby Test Location: Lower Level Single Column Footing by Elevator Req. Strength: 4500 psi Date Sampled: 01-30-18 Date Received: 02-02-18 Sampled by: JS Tested by: NS Sample Type: 4" x 8" concrete cylinder Notes: - Sample # Date Tested/Issued Age (days) Dimensions/ Avg. Dia. (in.) Area (sq. in.) Maximum Load (lbs.) Comp. Strength (psi) Fracture Type 0547 02-06-18 7 4.00 12.566 51,820 4,120 6 0548 02-27-18 28 4.00 12.566 65,730 5,230 3 0549 02-27-18 28 - 4.00 12.566 65,810 , 5,240 4 0550 02-27-18 28 4.00 12.566 67,440 5,370 2 I ne sampling, nanaung, curing ana compressive strengin testing were perrormea y unristian wneeier engineering in accoraance witn trie appucaoie AS I M standards. No other warranties, express or implied. Distribution: k7 171 ri-I rUT! ft?T1 l\/ Xi !filHl c_ryan.hatchviasat.com stephen.hatch@viasat.com L.1 Li Li Li [tiLl james.mcnally@whiting-turner.com H-O S Sser,or theSiSS ( nick.schmidt@wbittng-turner.com '°" vthoectd ctei Type 1 john.connolly@whiting-turner.com matt.wiedemeier@whtting-turner.com . Reviewed by: City of Carlsbad Supplier Michael B. Wheeler, RCE #45358 3980 Home Avenue • San Diego, CA 92105 • 619-550-1700. FAX 619-550-1701 w CHRISTIAN WHEELER ENGINEERING FIELD REPORT ProjectName ViaSatConf ctr. CWE# 2170158-309 Date: 3/22/18 Page loll ProjectAddress 2505 Gateway Rd. Permit# CBC20170309 Project Fife # Click here to Contractor Whiting- Turner Architect Smith Consulting Subcontractor Nexxus Engineer Wiseman & Roby U Reinforced Concrete U Pre-Stressed Concrete 0 Reinforced Masonry U Epoxy Anchors U Shop Welding Field Welding U High Strength Bolts 0 Non-Destructive Testing 0 Mechanical Anchors 0 Fireproofing 0 Wood/Metal Shear 0 Waterproofing U Footing Observation U Asphalt Obs/Tcsting U Soil Obs/Testing 0 Roofing 0 Building Envelope U Reinforcing Material/Equipment. Misc. plate, ASTM A36 HSS tube ASTM A500 grade B 4: A53 pipe, W Beam frame ASTM A992 50 ksi Arrived on site, as requested, to provide the following services: Special inspection, Certified Welder: Manson Sherley Filler Metal: E7018 SMAW Field welding at roof mechanical equipment frame, addition of HSS 6 X 4 vertical support piece at frame above restroom at Café. This roof equip. frame originally was made with larger dimension than was required. Another tube section was welded to inside edge face to reduce size. This new Tube 6 x 4 is placed to support the interior face tube with vertical support. New vertical support tube is welded at top and bottom, will inspect completed welds for proper fusion. 2 hrs hrs. NOTED DISCREPANCIES - The items noted below were observed to be in non-conformance with the approved project documents and will require correction or the design engineer's review for approval: NONE NOTICE: Unless otherwise stated, the work observed was, to the best of my knowledge, in compliance with the approved project documents. It should be noted that the work reported as being observed, tested, and opinions expressed are solely for the benefit of our client and that our presence and the services provided do not relieve the contractor from its obligation to meet contractual requirements. Rick Riewer SD 237 ICC 1067771 Inspector/Technician Name Certification # Inspector/I echniclan's Stgnaftwe Initial Distribution: turner enmir. n cnnnnlIulihvhitnp_nirr,er rnrncgrnl e h,ttrv6xi,hirinn._iynpr rnmtnm gn,4prcnnti)rnhirino_ Reviewer Name Certification # Keviewer's Signature Reviewed Distribution: 3980 Home Avenue CD San Diego, CA 92105 CD 619-550-1700 CD FAX 619-550-1701 w (1-IKISTIAN WHEELER. ENGINEER INC FIELD REPORT Project Name Viasat Bressi Ranch Expansion - Café, Conference CWE # 2170158 Date: 3/29/18 Page 1 of I Project Address El Camino Real and Gateway, Carlsbad Permit # Project File # Contractor Whiting —Turner Architect Subcontractor Engineer 0 Reinforced Concrete 0 Prc-Srresscd Concrete 0 Reinforced Masonry 0 Epoxy Anchors 0 Shop Welding 0 Field Welding 0 high Strength Bolts 0 'don-Destructive Testing 0 Mechanical Anchors 0 Fireproofing 0 Wood/Metal Shear 0 Waterproofing 0 Footing Observation 0 Asphalt Obs/Tesfing U Sod Obs/Testing Z Roofing U Building Envelope U Material/Equipment: Arrived on site, as requested, to provide the following services: Conducted periodic quality assurance observations of the ongoing installations on the Café Building as follows: The roofing contractor was in the process of induction welding the Rhinobond fasteners in the Field of the Café roof area, photo 1. As discussed in previous reports, the contractor conducts a test sample of the welding system prior to field work which is shown in photo 2. We have been in discussion with the project superintendent regarding thc lack of weather resistive barrier (WRB, building paper) on the south elevation of the Café where lath has been directly applied over the CMU, photo 3. It has been indicated that the drawings do not call for it. However, it is shown in details 3 & 4/C-A502. This condition is under review and has not been resolved as of this date .1 ..• _ The test sample shows adt.quitL adhesion of the plates to the underside .. , of the TPO membrane. NOTED DISCREPANCIES - The items noted below were observed to he in non-conformance with the approved project documents and will require correction or the design engineer's review for approval: See discussion above, photo 3. NOTICE: Unless otherwise stated, the work observed was, to the best of my knowledge, in compliance with the approved project documents. It should be noted that the work reported as being observed, tested, and opinions expressed arc solely for the bcncuit of our client and that our presence and the services provided do not relieve the contractor from its obligation to meet contractual requirements. Gary W. Ludderi Inspector/Technician Name Certification # Insj ton/jcJ1sician's Signature Initial Distribution: c_Stephen. Flatch@viasat.com; c_Ryx . Hatch@viasat.com; Nick.Schmidt@whiting-turner.com; James.McNally@whiting- nirncs- corn U hn Cnnnnllv6hwhitino-riirner cony -rrxuimlcm,icrdlwhirino'_nirnr'r corn' Caroline Rarten2duhiUna-_nirner corn' Reviewer Name Certification # Reviewer's Signature Reviewed Distribution: 3980 Home Avenue + San Diego, CA 92105 + 619-550-1700 + FAX 619-550-1701 W CI-IEUSTIAN WHEELEP ENGINEERING COMPRESSIVE STRENGTH TEST RESULTS Job Name: Viasat Bressi Ranch, Café/ Conference Center CWE #: 2170158 Client: Job Address: 2505 Gateway Road, Carlsbad, CA Permit #: CBC2017 0309 Plan File #: Contractor: . Whiting-Turner Architect: IPD Subcontractor: Minegar Concrete Engineer: Culp & Tanner Test Location: Mat Slab pad, Emergency Generator Supplier: Robertson's Req. Strength: 4500 psi Mix #: 54041 Date Sampled: 03-09-18 Admixture(s): Date Received: 03-13-18 Truck #: 1843 Ticket #: 3161019 Sampled by: PW Mix Temp: 680 Air Temp: 600 Tested by: NS Slump: 6 1/2 Air: Sample Type: 4" x 8" concrete cylinder Min in Mixer: 56 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 2189 03-16-18 7 4.00 12.566 43,730 3,480 3 2190 04-06-18 28 4.00 12.566 59,620 4,740 6 2191 04-06-18 28 4.00 12.566 61,440 4,890 3 2192 04-06-18 28 4.00 12.566 58,900 4,690 3 ..y, UU U c.vpueuve uiiyui LbLIliY wle perwirnea oy niussian vvneeier rngineering in accoraance wfln tne applicaole AS I M standards. No other warranties, express or implied. Distribution: [TI [171 [T71 177T][[[F c_ryan.hatch@viasat.com ll stephen.hatch@viasat.com james.rncnally@whiting-turner.com Ou,oifo, C.Si rIuetopm S5,rtflTWd "' ' o(y ,, po,to mck.schmidt@whiting-turner. corn cop,) john.connolly@whiting-turner.corn rnatt.wiedemeier@whiting-turner.com . Reviewed by: City of Carlsbad Supplier Michael B. Wheeler, RCE #45358 3980 Home Avenue+ San Diego, CA 92105 • 619-550-1700. FAX 619-550-1701 w CHIUSTIAN Wi-IEELEft ENGINEERING FIELD REPORT Project Name ViaSat Brcssi Ranch- Café Loading Dock Wall footing CWE # 2170158-309 Date: 4/27/IS Page 1 of I ProjectAddress Town Garden Rd. Carlsbad, CA. Fermit# CBC 2017-0309 Project File # Contractor Whiting-Turner Architect SCA Subcontractor Minegar Engineer Wiseman & Rohy Reinforced Concrete El Pre-Stressed Concrete El Reinforced Masonry El Epoxy Anchors El Shop Welding El Field Welding El High Strength BOILS El Non-Destructive Testing El Mechanical Anchors El Fireproofing El Wood/Metal Shear El Waterproofing El Footing Observation El Asphalt Obs/Tcsdng El Soil Obs/Testing El Roofing El Building Envelope El Strrssing Material/Equipment: A 615 Grade 60 Rebar, Superior Ready Mix # 37P-45 Arrived on site, as requested, to provide the following services: Special inspection of the placement of 19 cubic yards of 4500 psi concrete at the Café Loading Dock Retaining Wail footing. Rebar installed, trenches clean, clearances good. Concrete was tail gated off mixer trucks. Consolidation done by mechanical vibration. Samples made into 4x8 inch cylinders for testing. Work done in general conformance with the. plans. NOTED DISCREPANCIES - The items noted below were observed to be in non-conformance with the approved project documents and will require correction or the design engineer's review for approval: None NOTICE: Unless otherwise stated, the work observed was, to the best of ins knowledge., in compliance with the approved project documents. It should be noted that the work reported as being observed, tested, and opinions expressed are solely for the benefit of our client and that our presence and the services provided do not relieve the contractor &onl its ohlsatson to meet contractual recpurcments. John Shirley Inspector/Technician Name ICC 5258925 certification # I pector/Technician's S attire Initial Distribution: ViaSat, Whiting-Turner Reviewer Name Certification # Reviewer's Signature Reviewed Distribution: 3980 Home Avenue + San Diego, CA 92105 + 619-550-1700 + FAX 6 19-550-170 1 w CHRISTIAN WHEELER ENC INEEPING FIELD REPORT Project Name ViaSat Conf cix. CWE# 2170158-309 Date; 5/14/18 Page 1 of 1 ProjectAddress 2505 Gateway Rd. Permit # CBC 20170309 Project File # Click here to Contractor Whiting- Turner Architect Smith Consulting Subcontractor Minegar Engineer Wiseman & Rohy 0 Reinforced Concrete 0 Pre-Stressed Concrete 0 Reinforced Masonry 0 Epoxy Anchors 0 Shop Welding 0 Field Welding 0 High Strength Bolts 0 Non-Destructive Testing 0 Mechanical Anchors 0 Fireproofing 0 Wood/Metal Shear 0 Waterproofing 0 Footing Observation 0 Asphalt Cbs/Testing 0 Soil Cbs/Testing 0 Roofing 0 Building Envelope 0 Reinforcing Material/Equipment: Epoxy used: Simpson SET XP lot # 171195R1500 expiration: 11-09-2019 Arrived on site, as requested, to provide the following services: Special inspection, epoxy anchor of #4 reinforcing bat, ASTM A615 at SDGE cable pull hooks. Reference sketch fro SEOR dated April 11, 2019 #4 reinforcing bar drilled to 4 W' embedment, holes properly cleaned, epoxy applied, bars installed. Work and materials comply with approved sketch, and Simpson manufacturers instructions. 2 hrs NOTED DISCREPANCIES - The items noted below were observed to be in non-conformance with the approved project documents and will require correction or the design engineer's review for approval: NONE NOTICE: Unless otherwise stated, the work observed was, to the best of my knowledge, in compliance with the approved project documents. It should be noted that the work reported as being observed, tested, and opinions expressed are solely for the benefit of our client and that our presence and the services provided do not relieve the contractor from its obligation to meet contractual requirements. Rick Riewer SD 237 ICC 1067771 Inspector/Technician Name Certification # Inspector/I echn, clan s .ugnature Initial Distribution: Stephen.hatch@viasat.com;iyan.hatch@viasat.com;mck.schmidt@whiting-turner.com;james.mcnally@whiting- turner cpmio}in cpnnp11y(2whitinp-nirner rnmcarn'lr'e hatrey(i)whiiina-nsrner cnmrorn anclerson6whitino- Reviewer Name Certification # Reviewers Signature Reviewed Distribution: 3980 Home Avenue San Diego, CA 92105 619-550-1700 0 FAX 619-550-1701 M011 CHRISTIAN WHEELER. £ N C I. N E E K I N C FIELD REPORT Project Name ViaSat Conf ctr. CIVE# 2170158-309 Date: 5/15/18 Page 1 of 1 ProjectAddress 2505GatewavRd. Permit# CBC 20170309 Project Fi/e# Click here to Contractor Whiting- Turner Architect Smith Consulting Subcontractor Minegar Engineer Wiseman & Rohy Reinforced Concrete Pre-Stressed Concrete 0 Reinforced Masonry 0 Epoxy Anchors 0 Shop Welding 0 Field Welding 0 High Strength Bolts U Non-Destructive Testing U Mechanical Anchors U Fireproofing U Wood/Metal Shear [1 Waterproofing U Footing Observation U Asphalt Ohs/Testing U Soil Obs/Tescing U Roofing U Building Envelope U Reinforcing Maferia//Equsjomcnr: Reinforcing steel ASTM A615 Concrete Mix design: 4533500 4500 psi supplied by Hanson Arrived on site, as requested, to provide the following services: Special inspection,reinforced concrete placement, at SDGE cable hook slab infill at lower level electric room. Total of 19 Y2 cubic yards of 4500 psi concrete was placed at sidewalk/ driveway approach at entry near café rear, also at SDGE slab infill at lower level electric room. Cable pull hooks. Strength test specimens were made, field testing was performed. 4hrs NOTED DISCREPANCIES - The items noted below were observed to be in non-conformance with the approved project documents and will require correction or the design engineer's review for approval: NONE NOTICE: Unless otherwise stated, the work observed was, to the best of my knowledge, in compliance with the approved project documents. It should be noted that the work reported as being observed, tested, and opinions expressed are solely for the benefit of our client and that our presence and the services provided do not relieve the contractor from its obligation to meet contractual requirements. Rick Ricwcr SD 237 ICC 1067771 Inspector/Technician Name Certification 4' inspector/I ecilniclan's .lgnature inithil Distribution: -iirner r ,mi, In ci ,nnnllv(,Pwl-,ii-nnr,_n,rner cnmrirnl p l-,gti-pvtii)w,hnnna_tnrnpr cnmt-,irn gnrprcnn(dimhirnv_ Reviewer Name Certification # Keviewer's .1gnature Reviewed Distribution: 3980 Home Avenue San Diego, CA 92105 619-550-1700 FAX 619-550-1701 CHRISTIAN WHEELER E N C I N E E ft I N C FIELD REPORT Project Name ViaSat Cool ctr. CW'E# 2170158-309 Date: 5/15/18 Page 1 of I ProjectAddress 2505 Gateway Rd. Permit# CBC 20170309 Project File # Click here to Contractor Whiting- Turner Architect Smith Consulting Subcontractor Minegar Engineer Wiseman & Roby El Reinforced Concrete E Pre-Stressed Concrete Reinforced Masonry EK Epoxy Anchors E Shop Welding 0 Field Welding 0 High Strength Bolts 0 Non-Destructive Testing 0 Mechanical Anchors 0 Fireproofing 0 Wood/Metal Shear 0 Waterproofing U Footing Observation U Asphalt Obs/Testing U Soil Ohs/Testing U Roofing U Building Envelope [I] Reinforcing Material/Equipment: Reinforcing steel ASTM A615 Arrived on site, as requested, to provide the following services: Special inspection, og reinforcing steel mat at lower level electric room where SDGE cable pull hoots situate. Reinforcing steel mat top and bottom mat are complete and per specification. 2 hrs NOTED DISCREPANCIES - The Items noted below were observed to be in non-conformance with the approved project documents and will require correction or the design engineer's review for approval: NONE NOTICE: Unless otherwise stated, the work observed was; to the best of my knowledge, in compliance with the approved project documents. It should he noted that the work reported as being observed, tested, and opinions expressed are solely for the benefit of our client and that our presence and the services provided do not relieve the contractor from its obligation to meet contractual requirements. Rick Riewer Inspector/Technician .iVame SD 237 IC C -1067771 Certification # /-Raq?UA-J1_ inspector/i eeJlnici an's signature Initial Distribution: rums-I s-s sn-si_.1-in Cs Inns sllv(si)-u'his-iñn_i-iiu-npr s-s sin c,irnl is- hqi-i-s-,q2Rwlnut-incs_i-iirnrr s-s sin i,smn nrergn63w,hii-insy_ Reviewer Name Certification # Reviewers .ignature Reviewed Distribution: 3980 Home Avenue San Diego, CA 92105 619-550-1700 FAX 619-550-1701 NV CHftISTIAN WIIEELER. E N C N EEK ING COMPRESSIVE STRENGTH TEST RESULTS Job Name: \'iasat Bressi Ranch, cafe CWE #: 2170158 Client: Job Address: 2505 Gateway Dr, Carlsbad CA Permit #: CBC 2017 0309 Plan File* Contractor: Whiting-Turner Architect: Smith Consulting Subcontractor: Engineer: Wiseman Rohy Test Location: SDGE Cable Pull Infill Slab Req. Strength: 4500 psi Date Sampled: 05-16-18 Date Received: 05-17-18 Sampled by: RSR Tested by: NS Sample Type: 4" x 8" concrete cylinder Notes: Supplier: Hanson Mix #: 4533500 Admixture(s): Truck #: 536 Mix Temp: 830 Slump: 4 3/4" Min in Mixer: 80 Ticket #: 756112 Air Temp: 700 %Air: Wet Unit Wt: - Sample # Date Tested/Issued Age (days) Dimensions/ Avg. Dia. (in.) Area (sq. in.) Maximum Load (lbs.) Comp. Strength (psi) Fracture Type 4692 05-23-18 7 4.00 12.566 52,350 4,170 5 4693 06-13-18 28 4694 06-13-18 28 4695 06-13-18 28 ne sdwpllniy, udriuling, curing anu compressive srengtn testing were pernormoo Dy n.nrisuan vvneeier 1ng1neer1ng in accoraance witri tne applicaule /S IM standards. NO other warranties, express or implied. Distribution: " / 1T r777 c_ryan.barch@viasat.com I / ) \ stcphen.hatch@viasat.com Li Li L21 LiiL jamcs.mcnallywhiting-turner.com - 0,, nick.schmidt@whiung-turner.coni joha.connollywhnung_rurner.com matr.wicdcmeierwhtttng-turner.com Reviewed by: mikpilling@whiting-turncr.com -- City of Carlsbad Supplier Michael B. Wheeler, RCE #45358 K. 3980 flume Avenue San Diego, CA 92105 619-550-1700 FAX 619-550-1701 .1 CHRISTIAN WHEELER P N C I N P E P, I N C FIELD REPORT Project Name ViaSat Conf ctr. CWE# 2170158-309 Date: 5/30/18 Page 1 of I ProjectAddress 2505 Gateway Rd. Perrnir# CBC 20170309 Project File # Click here to Contractor Whiting- Turner Architect Smith Consulting Subcontractor Minegar/ AM reinforcing Engineer Wiseman & Roby Reinforced Concrete D Pre-Stressed Concrete fl Reinforced Masonry E Epoxy Anchors El Shop Welding 0 Field Welding E High Strength Bolts 0 Non-Destructive Testing 0 Mechanical Anchors 0 Fireproofing El Wood/Metal Shear 0 Waterproofing 0 Footing Observation 0 Asphalt Ohs/Testing 0 Soil Ohs/Testing 0 Roofing 0 Building Envelope 0 Reinforcing Material/Equipment. Reinforcing steel ASTM A615 Arrived on site, as requested, to provide the following services: Special inspection, inspect reinforcing at loading dock walls and elevator pit Using approved details 19/ CS501, and 16/ CS501 South of load dock Several Verts measure 17 /2" to 19" oc need 15" oc. HOR bars at middle measure 19"OC need 18" OC North of Load dock Wall steel OK. *****NOTE*** floor dowels need proper position and secured. South pit Bar OK North pit Several verts. need 18" tail at mat measure 10" Mat at both pits OK Except as noted above reinforcing meets specified requirements for load dock walls. lhr. NOTED DISCREPANCIES - The items noted below were observed to be in non-conformance with the approved project documents and will require correction or the design engineer's review for approval: NONE NOTICE: Unless otherwise stated, the work observed was, to the best of my knowledge, in compliance with the approved project documents. It should he noted that the work reported as being observed, tested, and opinions expressed are solely for the benefit of our client and that our presence and the services provided do not relieve the contractor from its obligation to meet contractual requirements. Rick Riewer SD 237 ICC 1067771 Inspector/Technician Name Ceriflcarion # inspector/7 echnician's Nignature Initial Distribution: Stephen. hatch @viasat.com;ryan.hatch@viasat.com;n ck.schmidt@whiting_turner.com;james.mcnally@whiting_ tiirflr ,-r,nl ii'hn ,-nnnc,I1vti1x,hii-innirn,r i-rim i-,irril i hatrei'ilhwhitinii-_ru lnpr i-nm trim andi-rsrin61hvhbn_ Reviewer Name Certification # Iteviewers .lgnature Reviewed Distribution: 3980 Home Avenue San Diego, CA 92105 619-550-1700 FAX 619-550-1701 01. CHRISTIAN WHEELER ENGINEEKING FIELD REPORT Project Name ViaSat Conf ctr. CIVE# 2170158-309 Date: 5/30/18 Page 1 of I ProjectAddress 2505 Gateway Rd. Permit # CBC 20170309 Project File # Click here to Contractor Whiting- Turner Architect Smith Consulting Subcontractor Minegar/ AM reinforcing Engineer Wiseman & Roby Reinforced Concrete D Pre-Stressed Concrete 0 Reinforced Masonry 0 Epoxy Anchors 0 Shop Welding 0 Field Welding 0 High Strength Bolts 0 Non-Destructive Testing 0 Mechanical Anchors 0 Fireproofing 0 Wd/Metal Shear 0 Waterproofing 0 Footing Observation 0 Asphalt Ohs/Testing 0 Soil Obs/Testing 0 Roofing 0 Building Envelope Reinforcing Matefla//Equioment: Reinforcing steel ASTM A615 Arrived on site, as requested, to provide the following services: Special inspection, loading dock walls and elevator. Previous inspection, documented several areas for correction. These areas were corrected today, and formed walls and load dock elevator, are complete, cleaned, bars adjusted as required, and are concrete ready. 4 h rs NOTED DISCREPANCIES - The items noted below were observed to be in non-conformance with the approved project documents and will require correction or the design engineer's review for approval: NONE NOTICE: Unless otherwise stated, the work observed was, to the best of my knowledge, in compliance with the approved project documents. It should he noted that the work reported as being observed, tested, and opinions expressed are solely for the benefit of our client and that our presence and the services provided do not relieve the contractor from its obligation to meet contractual requirements. RickRiewer Inspector/Technician Name SD 237 ICC 1067771 cedfication # Inspector/7 ecn hi clan's .&Jgnature Initial Distribution: turner rnm'injun rnnnpIlril)whitincr.ruirner rnnu'rgrnl ic hgtteu1i)w,ln,i-inn_nurner mm tpn gndercnn6Ihnhirhicr_ Reviewer Name crjkth # Keviewer's Signature Reviewed Distribution: 3980 Home Avenue 0 San Diego, CA 92105 0 619-550-1700 0 FAX 619-550-1701 W CHRiSTIAN WHEELER E N G I N EEK INC FIELD REPORT Project Name ViaSatCoof ctr. CWE# 2170158-309 Date: 6/6/18 Page lofi Project Address 2505 Gateway Rd. Permit # CBC 20170309 Project File * Click here to Contractor Whiting- Turner Architect Smith Consulting Subcontractor Minegar/ AM reinforcing Engineer Wiseman & Rohy Reinforced Concrete El Pre-Stressed Concrete 0 Reinforced Masonry El Epoxy Anchors El Shop Welding El Field Welding El High Strength Bolts 0 Non-Destructive Testing 0 Mechanical Anchors 0 Fireproofing El Wood/Metal Shear 0 Waterproofing 0 Footing Observation 0 Asphalt Ohs/Testing 0 Soil Obs/Testing El Roofing El Building Envelope El Reinforcing Materiai/Equionicnt: Reinforcing steel ASTM A615 Concrete Mix Design: 80083A 4500 psi supplied by Robertson's Arrived on site, as requested, to provide the following services: Special inspection, reinforced concrete placement at Café Loading Dock walls and elevator pit. I relieved the initial special inspector. Samples were made for strength testing. Total of 20 cubic yards were trailer pump placed. Concrete placement was observed as Satisfactory, and complies with specification. 4hrs NOTED DISCREPANCIES - The items noted below were observed to be in non-conformance with, the approved project documents and will, require correction or the design engineer's review for approval: - NONE NOTICE: Unless otherwise stated, the work observed was, to the best of my knowledge, in compliance with the approved project documents. It should he noted that the work reported as being observed, tested, and opinions expressed are solely for the benefit of our client and that our presence and the services provided do not relieve the contractor from its obligation to meet contractual requirements. Rick Riewer ' SD 237 ICC 1067771 Inspector/Technician Name Certification # Inspector/i echniclan's .ignafure Initial Distribution: turner rnrnlr -n rnnnnll,r6ihwh1-inn-_t-iirney cnnvrgu-nl e lt,ti-ewthu+ui-iria-_i-iirner cnn, ton, nnr'1ercnn)urhitino-_ Reviewer Name Certification # Keviewers argnature Reviewed Distribution: 3980 Home Avenue San Diego, CA 92105 619-550-1700 FAX 619-550-1701 CHRISTIAN WI-LEELER. ENGINEER.ING COMPRESSIVE STRENGTH TEST RESULTS Job Name: Viasat Bressi Ranch, Café CWE #: 2170158 Client: Job Address: Town Garden Road, Carlsbad CA Permit #: CBC 2017 0309 Plan File #: Contractor: Whiting-Turner Architect: Subcontractor: Minegar Engineer: Wiseman Rohy Test Location: Loading Dock Retaining Wall Footing Supplier: Superior Req. Strength: 4500 psi Mix #: 37P-45 Date Sampled: 04-27-18 Admixture(s): Date Received: 05-01-18 Truck #: 556 Ticket #: 167651 Sampled by: JS Mix Temp: 780 Air Temp: 670 Tested by: NS Slump: 4 ½" % Air: Sample Type: 4" x 8" concrete cylinder Min in Mixer: 50 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 - 4071 05-04-18 7 4.00 12.566 47,060 3,750 5 4072 05-25-18 28 4.00 12.566 68,180 5,430 4 4073 05-25-18 28 4.00 12.566 68,390 5,440 6 4074 05-25-18 28 4.00 12.566 69,710 5,550 3 ilie bdIlIP11119, uidilUllily, i.ululy ellu (uuuipiessive strengtn tesung were perrormea Dy L,flrlSuafl vvneeier engineering in accoraance wan me appocaore AS I M stanaaras. No other warranties, express or implied. Distribution: cryan.hatchviasat.com / .1 stephen.hatchviasat.com LJL james.mcnally@whiting-turner.com Simi,ro Type 5 Id f . . . . ,.,, ' . nick.schmidt@whiting-turner.com " '°' Type i john.connofly@whifing-turner.com matt.wiederneier@whiting-turner.corn Reviewed by: City of Carlsbad Supplier z~ Michael B. Wheeler, RCE #45358 3980 Home Avenue • San Diego, CA 92105 • 619-550-1700 • FAX 619-550-1701 f W or — CI—IR.JSTIAN WHEELER. ENGINEER I N G COMPRESSIVE STRENGTH TEST RESULTS Job Name: Viasat Bressi Ranch, Bocce Ball Courts CWE #: 2170158 Client: Job Address: 2511 Gateway, Carlsbad Permit #: CBC2017-0020 Plan File #: Contractor: Whiting-Turner Architect: Ground Level Subcontractor: QT Engineer: Wiseman Roby Test Location: Bocce Ball Courts Supplier: Robertson's Req. Strength: 3000 psi Mix #: 5D650P41 Date Sampled: 04-30-18 Admixture(s): Date Received: 05-03-18 Truck #: 1350 Ticket #: 3386685 Sampled by: TC Mix Temp: 790 Air Temp: 680 Tested by: NS Slump: 5 1/2 " % Air: Sample Type: 4" x 8" concrete cylinder Min in Mixer: 76 Unit Wt: Notes: Sample # Date Tested/Issued Age (days) Dimensions/ Avg. Dia. (in.) Area (sq. in.) Maximum Load (lbs.) Comp. Strength (psi) Fracture Type 4181 05-07-18 7 4.00 12.566 36,260 2,890 4 4182 05-28-18 28 4.00 12.566 58,800 4,680 3 4183 05-28-18 28 4.00 12.566 60,140 4,790 3 4184 05-28-18 28 4.00 12.566 59,000 4,700 6 I ne sampling, nanaiing, curing ana compressive strengin testing were perrormea oy unristian vvneeier engineering in accoraance With the applicable AS I M standards. No other warranties, express or implied. Distribution: 171 [Ti [TTi 11T c_ryan.hatch@viasat.com stephen.hatch@viasat.com Li james.mcnally@whiting-turner.com S,rtoeS L4 I0 0o,g ''0 ofykd0 poLd nick.schmidt@whiting-turner.com '°"' tiooci john.connolly@whiting-turner.com matt.wiedemeier@whiting-turner.com mike.pdling@whiting-turner.com Craig.Ihle@whiting-turner.com City of Carlsbad Supplier Reviewed by: Michael B. Wheeler, RCE #45358 3980 Home Avenue • San Diego, CA 92105 • 619-550-1700 • FAX 619-550-1701 Supplier: Hanson Mix #: 4533500 Admixture(s): --- Truck#: 536 Mix Temp: 830 Slump: 4 3/4 Min in Mixer: 80 Ticket #: 756112 Air Temp: 700 % Air: Wet Unit Wt: W CHIUSTIAN WHEELER ENGINEEKING COMPRESSIVE STRENGTH TEST RESULTS Job Name: Viasat Bressi Ranch, Café CWE #: 2170158 Client: Job Address: 2505 Gateway Dr, Carlsbad CA Permit #: CBC 2017 0309 Plan File #: Contractor: Whiting-Turner Architect: Smith Consulting Subcontractor: Engineer: Wiseman Rohy Test Location: SDGE Cable Pull Infill Slab Req. Strength: 4500 psi Date Sampled: 05-16-18 Date Received: 05-17-18 Sampled by: RSR Tested by: NS Sample Type: 4" x 8" concrete cylinder Notes: Sample # Date Tested/Issued Age (days) Dimensions/ Avg. Dia. (in.) Area (sq. in.) Maximum Load (lbs.) Comp. Strength (psi) Fracture Type 4692 05-23-18 7 4.00 12.566 52,350 4,170 5 4693 06-13-18 28 4.00 12.566 75,700 6,020 3 4694 06-13-18 28 4.00 12.566 74,770 5,950 4 4695 06-13-18 28 4.00 12.566 74,920 5,960 6 ............................ "v°' '''v °°' ''° .Y '-"U" lIyIlIWIJl Ill d.UlUdFlCe Wlifl we eppicaoie Az, I lvi SiafloaraS. NO other warranties, express or implied. Distribution: L7 r71 [TI 17T:i rr?Ti I\/ I I ill I ii c_ryan.hatch@viasat.com / stephen.hatch@viasat.com jarnes.rncnally@whiting-turner.corn iypo4 Te5 VW -t...!". topoo S,,, TypoS bLdol nick schrnidt@whinng turner corn '0 100 f - ° w tool 000 typo I john.connoHy@whiting-turner.com matt.wiederneier@whiting-turncr.corn Reviewed by: nnkepillingwhiting-turner.corn City of Carlsbad Supplier Michael B. Wheeler, RCE #45358 3980 Home Avenue • San Diego, CA 92105 • 619-550-1700 • FAX 619-550-1701 Supplier: Robertson's Mix #: 80083A Admixture(s): --- Truck #: 1341 Mix Temp: 860 Slump: 5" Min in Mixer: 100 Ticket #: 3690179 Air Temp: 760 % Air: Wet Unit Wt: CHEUSTIAN WHEELEft ENGINEEPING COMPRESSIVE STRENGTH TEST RESULTS Job Name: Viasat Bressi Ranch, Café CWE #: 2170158 Client: Job Address: Town Garden Road, Carlsbad CA Permit #: CBC 2017 0309 Plan File #: Contractor: Whiting-Turner Architect: Smith Consulting Subcontractor: Minegar Engineer: Wiseman Rohy Test Location: Loading Dock First Pass Center of Dock Req. Strength: 4500 psi Date Sampled: 06-06-18 Date Received: 06-08-18 Sampled by: DM Tested by: NS Sample Type: 4" x 8" concrete cylinder Notes: Sample # Date Tested/Issued Age (days) Dimensions/ Avg. Dia. (in.) Area (sq. in.) Maximum Load (lbs.) Comp. Strength (psi) Fracture Type 5612 06-13-18 7 4.00 12.566 53,280 4,240 5 5613 07-05-18 29 4.00 12.566 67,750 5,390 4 5614 07-05-18 29 4.00 12.566 68,830 5,480 3 5615 07-05-18 29 4.00 12.566 67,240 5,350 3 I ne sampling, nanaung, curing ana compressive strengtn testing were pertormea by Unristian vvneeier engineering in accordance witfl me applicable AS! M standards. No other warranties, express or implied. Distribution: 1 1 ' 1A I c_ryan.hatch@viasat.com /\ / stephen.hatch@viasat.com james.mcnally@whiting-turner.com h, rrets in liii erds, ,GW,t- - , nick.schmidt@whiting-turner.com °°''°' wdhoN rCooio) john.connolly@whiting-turner.com matt.wiedemeier@whiting-turner.com Reviewed by: City of Carlsbad Supplier z Michael B. Wheeler, RCE #45358 3980 Home Avenue • San Diego, CA 92105 • 619-550-1700 • FAX 619-550-1701 w CHRISTIAN WHEELER F. N C I NFFR ING FIELD REPORT Project Name Viasat Bressi Ranch Expansion - Café/Conference Center CWE # 2170158 Date: 10/17/18 Page 1 of 1 Project Address El Camino Real and Gateway, Carlsbad Permit # Project File # Contractor Whiting—Turner Architect Subcontractor Engineer El Reinforced Concrete 0 Pre-Stressed Concrete 0 Reinfc,rced Masonry 0 Epoxy Anchors 0 Shop Welding 0 Field Welding 0 High Strength Bolts 0 NonDcstructive Testing 0 Mechanical Anchors 0 Fireproofing 0 Wood/Metal Shear 0 Waterproofing El Footing Observation El Asphalt Obs/Testing 0 Soil Obs/Testing Z Roofing El Building Envelope El Material/Equipment: Arrived on site, as requested, to provide the following services: Conducted periodic quality assurance observations of the ongoing installations as described below. The project superintendent indicated that each of the items addressed in our final roof walk through report of 10/8/18 had been corrected. Some minor items required additional correction work which was performed on this date. Acceptance of the roofing application recommended. NOTED DISCREPANCIES - The items noted below were observed to be in non-conformance with the approved project documents and will require correction or the design engineer's review for approval: NOTICE: Unless otherwise stated, the work observed was, to the best of my knowledge, in compliance with the approved project documents. It should be noted that the work reported as being observed, tested, and opinions cxprcsscd arc solely for the benefit of our client and that our presence and the services provided do not relieve the contractor from its obligation to meet contractual requirements. Gary W. Ludden Inspector/Technician Name Certification # insge&orjcbnician's Signature Initial Distribution: c....Stephen.Flatch@viasat.corn; c_Ryan.flatch@viasat.com; Nick-.Schmidt@whiting-turner.corn; James.McNally@whiting- turner cot-n hn Cc,nnn1l,iBu,hidne-nirner com kevo irrer6i)whitinv-nirrier corn Reviewer Name Certification # Reviewer's Signature Reviewed Distribution: 3980 Home Avenue + San Diego, CA 92105 + 619-550-1700 + FAX 619-550-17()l 'ii CHRISTIAN WHEELER ENCINLIR INC FIELD REPORT Project Name Viasat Bressi Ranch Expansion - Café/Conference Center CWE # 2170158 Date: 10/8/18 Page 1 of I Project Address El Camino Real and Gateway, Carlsbad Permit # Project File # Contractor Whiling —Turner Architect Subcontractor Engineer 0 Reinforced Concrete 0 Prc-Srrcsscd Concrete 0 Reinforced Masonry 0 Epoxy Anchors 0 Shop Welding 0 Field Welding 0 High Strength Bolts 0 Non-Destructive Testing 0 Mechanical Anchors 0 Fireproofing 0 Wood/Metal Shear 0 waterproofing 0 Footing Observation 0 Asphalt Obs/Testing 0 Soil Obs/Testing Roofing 0 Building Envelope 0 Material/Equipment: Arrived on site, as requested, to provide the following services: Conducted periodic quality assurance observations of the ongoing installations as described below. A final walk through of the completed roofing application was done with the project superintendent. 5cc attached photo report for additional information. NOTED DISCREPANCIES The items noted below were observed to be in non-conformance with the approved project documents and will require correction or the design engineer's review for approval: NOTICE: Unless otherwise stated, the work observed was, to the best of my knowledge, in compliance with the approved project documents. It should he noted that the work reported as being observed, tested, and opinions expressed arc solely for the benefit of our client and that our presence and the services provided do not relieve the contractor from its obligation to meet contractual requirements. Gary W. Ludden Inspector/Technician Name Certification # Insp,',ector c nician's Signature Initial Distribution: c_Stephen.Hatch@viasat.com; c_Ryan.l-latch@viasat.com; Nick.Schmidt@whiting-turner.com; Jarnes.McNally@whiting_ tiirnpr ('Ofll' hn ("onnn11v121)whitinc,_ti1rn,'r corn' 1 ncsrrpr6')whitino-tiirncr corn Reviewer Name Certification # 0 Reviewer'sSignature Reviewed Distribution: 3980 Home Avenue + San Diego, CA 92105 + 619-550-1700 + FAX 619-550-1701 Photo 1: Vertical Term-bar requires sealant application. Photo 2: Second term bar location to seal. CWT- 2170158 VisSat Café/Conference Center October 8, 2018 CWT- 2170158 VisSat Café/Conference Center October 8, 2018 Photo 3: Urethane foam applied to pelican hood is not U.V. stable. Unused conduit/pipe penetration requires permanent cap in lieu of duct . tape (several locations). Sa Photo 4 Water spigot flashing requires clamping ring and sealant. IF .. r 44 IV rl Me 'P • 00 0 old --- 41 dl -I.-. .- - 1' ) : z CWE 2170158 VisSat Café/Conference Center October 8, 2018 Photo 7: Coping terminations should receive backing rod and sealant. Photo 8: Incomplete sheet metal flashing at equipment curb should be corrected. CWE 2170158 VisSat Café/Conferece Center October 8, 2018 Photo 9: The termination bar at the roof access area has not been counter flashed. EsGil A SAlEbuilt Corn prny DATE: DEC. 13, 2017 U APPLICANT JURIS. JURISDICTION: CARLSBAD I'd PLAN CHECK #.: CBC2017-0594 SET: II PROJECT ADDRESS: 2505 GATEWAY ROAD PROJECT NAME: VIASAT - CAFÉ & CONFERENCE CENTER - T.I. The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil 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: Z. EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: SCA, AlA Telephone #: 858-793-4777 Date contacted: )?J (by— Email: aratirsca-sd.com Mall Telephone Fax In Person LII REMARKS: By: Kurt Culver for AS Enclosures: EsGil 12/7 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsCd A SAFEbuUtCornpany DATE: NOV. 21, 2017 JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2017-0594 SET:I PROJECT ADDRESS: 2505 GATEWAY ROAD IJ APPLICANT 1lJ RI S. PROJECT NAME: VIASAT - CAFÉ & CONFERENCE CENTER - T.I. LII The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and shoOld be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil 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: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: SCA, AlA Telephone #: 858-793-4777 )Date contacted: 17-1 (byY(._) Email: aratirsca-sd.com ./felephone Fax In Person LI REMARKS: By: ALl SADRE, S.E. Enclosures: EsGil 11/09 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC20 17-0594 NOV. 21, 2017 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK#.: CBC2017-0594 PROJECT ADDRESS: 2505 GATEWAY ROAD CONSTRUCTION = Il-B; STORIES = 2; HEIGHT = 38'; SPRINKLERS = YES; AREAS (THIS T.l.): 7,900 (DINING)! 8,937 (CONFERENCE); OCCUPANCY = A2/A3 DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL: 11/09 NOV. 21, 2017 REVIEWED BY: ALl SADRE, S.E. FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. . GENERAL Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 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 only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. CARLSBAD CBC20 17-0594 NOV. 21, 2017 To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? LI Yes LI No . PLANS Please note on the cover sheet of the plans that the T. I. is on the first floor only. Please provide a floor plan for the café as well; i.e., similar to Sheet CC-Al O1. Provide a legend on the floor plans identifying all the existing walls to remain as well as those to be removed. [This is to clarify on both floor plans that all interior partitions, doors, restrooms, conference rooms, etc., are existing to remain]. Please add the permit # on the cover sheet of the plans for the T. I. work that you show on plans as existing. The warm shell did not have all those interior improvements. . MISCELLANEOUS Please see attached for P/M/E items. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact ALl SADRE, S.E. at EsGil. Thank you. 'CARLSBAD CBC2017-0594 NOV. 21, 2017 PLUMBING AND MECHANICAL CORRECTIONS JURISDICTION: Carlsbad DATE: 11/16/2017 PLAN REVIEW NUMBER: C2017-594 SET: I PLAN REVIEWER: Glen Adamek GENERAL AND ARCHITECTURAL PME ITEMS The Food Service Drawing are not signed and sealed by the State licensed designers. The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued. Business and Professions Code. On the floor plans clearly show all the existing walls to remain and all existing walls being removed. And clearly show all new walls that are part of this Permit. Clearly show the kitchen and food service areas are not a part of this permit package. Separate plans and permits are required for the kitchen and food service areas. PLUMBING (2016 CALIFORNIA PLUMBING CODE) No plumbing plans and permit are part of this permit package. MECHANICAL (2016 CALIFORNIA MECHANICAL CODE) Specify compliance with CMC 603.4.1 for length limitations for factory made flexible air ducts (5') and use (not to be used for rigid elbows or fittings). (Residential is exempt from this item). On the mechanical plans clearly show the limits of ceiling space used as duct or plenum. CMC 602.2. Then address the following on the plans: Specify that all combustible materials exposed within the plenum space must comply with CMC Section 602.2. Flame-spread index of not more than 25 and a smoke-developed rating of not more than 50. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. CARLSBAD CBC2017-0594 NOV. 21, 2017 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2017-0594 PREPARED BY: ALl SADRE, S.E. DATE: NOV. 21, 2017 BUILDING ADDRESS: 2505 GATEWAY ROAD BUILDING OCCUPANCY: A2/A3; III-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) T. 1. 16837 Air Conditioning Fire Sprinklers TOTAL VALUE 744,160 Jurisdiction Code CB IBY Ordinance Bldg. Permit Fee by Ordinance V Plan Check Fee by Ordinance V Type of Review: ti Complete Review o Structural Only I $2,772.26 I $1,801.971 E Repetitive Fee Repeats O Other Hourly Hr. @ * EsGil Fee I $1 ,580.191 Comments: Sheet 1 of 1 WISEMAN-j-R.OHY S TRUCTURAL ENGINEERS RECEiVED 07 2017 CITY OF CARLSBAD 13U1LDNG DVSON STRUCTURAL CALCULATIONS FOR VIASAT Café & Conference Tenant Improvements Bressi Ranch Carlsbad., CA November 6, 2017 W+R Job #15-079.07. 9915 Mira Mesa Blvd. TEL (858) .536-5166 C. Exp. 12-31-(7 OF Suite 200 San Diego, CA 92131 WRENGINEERS.COM e$c#Zo147Ao(0j W + R Structural Engineers WISE MAN + RO HY 9915 Mira Mesa Blvd., Suite 200 STR.UCIURAI ENGINEERS San Diego, Ca 92131 Structural Calculations Index Project: Viasat Café & Conference Center TI 15-079.03 & 15-079.07 Description •. Page Number Item Conference Center - Conference Stair Feature Conference Break Room Clouds 2 Café - 'Create & 'Flame' Canopies 7 Dining Area Shelf 10 'Butcher & Baker' Canopy 2 4_ WISEMAN + RORY STRUCTURAL ENGINEERS tA): ••• e; -1 T ;- * . •• H....- WISEMAN + ROHY STRUCIURAL ENGINEERS BY DATE PROJECT .. . SHEET NO. OF JOB NO. 4.1 i b 54 A I k-.-- lb. Lt 4 . Lt I 1\4 : WISEMAN + ROHY STRUCTURAL ENGINEERS BY R DATE PROJECT., SHEET NO. 3: OF JOB NO. - • • L. cf T1, /YI "a PA Y oz rôô ISetiôàE-stémComàñIñts VNISTRU Channel- P1000 BEAM LOADING- P1000 COLUMN LOADING - P1000 Maximum Unbraced Allowable Load Maximum Column Load Applied at C.G. Height at Slot Face K=0.65 K=0.80 K =1.0 K= 1.2 In Lbs Lbs Lbs Lbs Lbs 24. 3,450 10,750 9,900 8,770 7,730 36 3,050 8,910 7,730 6,370 5,280 48 2,660 7,250 5,980 4,660 3,770 60 .. 21290 . 5,890 4,660 .3,600. 2,940 72 2,008 4,800 3,770 2,940 2,380 84 1,760 4,010 3,170 2,460 1,970 96 1,570 3,450 2,730 2,090 1,650 108 1,410 3,020 2,380 1,800 120 1,270 2,680 2,090 ** Max Defl.at Allowable Uniform Uniform Loading at Deflection Span Uniform Load Load SpanllaO Span/240 Spanj360 In Lbs In Lbs Lbs Lbs 24. 1,690 0.06 1,690 1,690 1,690 36 . 1,130 0.13 1,130 1,130 900 48 850 0.22 850 760 510 60 680 0.35 650 490 320 72 560 0.50 450 340 220 84 480 0.68 330 250 170 96 420 0.89 250 190 130 108 380 1.13. 200 150 100 120 340 1.40 160 120 80 144 280 2.01 110 80 60 168 .240 ..2.74 80 60 40 192 210 3.57 60 50 NA 216 190 4.52 50 40 NA 240 170 5.58 48 NR . NA P1000 BRACE DESIGN LOAD Unsupported Length Compression Load* In (mm) lbs (KN) 24(610) 4,200 18.50 36 (914) 3,650 16.00 48 (1219) 31130 13.50 60 (1524) . 2,650 . 11.50 72(1829) 2,230 9.50 84 (2134) 1,850 8.00 96 (2438) 1,570 6.50 108 43) ix4l 6.00 ...120 (3048)) (1200 ') 5.00 *Note: . urn axial load Uniic 2. The design load shalj,id't connection loading conditions. exceed the allowable loads for Wt/lOO Ft 190 Lbs (283kg/100m) Allowable Moment 5,080 In-Lbs (570 Nom) Standard Lengths: 10 & 20 I MATERIAL Unistrut channels are accurately and carefully.cold formed to size from low-carbon strip steel. All spot-welded combination mem- bers, except PI001T, .are welded 3"(76 mm) maximum on center. STEEL: Plain; 12 Ga. (2.7 mm), ASTM Al 011 GR33 STEEL: Pre-Galvanized;12 Ga. (2.7 mm), ASTM A653 GA 33 For other materials, see Unistrut General Engineering Catalog FINISHES All channels are available in: Perma Green II (GR) Pre-Galvanized (PG), conforming to ASTM A653 G90 Hot-dipped galvanized (HG), conforming to ASTM Al 23 Plain (PL) ESR-19 17 I Most Widely Accepted and Trustd Page 9 of 12 (1, h ___ 1 Ssiw Cen mm a •CmØ,3t S > Sd fl at C ~ I I CdB$fl édge distance c FIGURE 4—INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING TABLE 5.—HILTI KWIK BOLT TZ (KB TZ) CARBON STEEL AN TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE UNO$1DEPF CONCRETE FILLED PROFILE STEEL DECK ASSEMBLIES""' DESIGN INFORMATION Symbol Units Loads According to FId __) Loads According to Figure SB A_nchotDiameter Anchor Diameter 318 ( 1/2. 518 318 1/2 5/8 Effective Embedment Depth he"in 2 2 3 114 3 118 4 2 2 37i/4, 3-1/8 Minimum HoleDepth h0. in.. 25I8; - 8 4 3-3/4 4-3/4 2-5/8 2-5/8 4 3-314 Pullout Resistance uncracked lb 2,060 2060 3695 2,825 6,555 1,845: 1,865 3,375 4,065 (Piflt Resistance (cracked, NM,cfrc, lb 1,460 1,460 2,620 2 000 4645 1,660 f,341 3,005 205 Steel Strength in Shear4 V4d0 lb. 2,130 3000 4,945 . 4,600 6,040 . 2,845 2,585 3,945 4,705 Shea?) (SOi 5 lb 1,340 Ej 4,945 4,320 .5 ,675 1,790 2,685 3 945 4,420 I . •• ....... . . tmlnstallation must comply with Sections 4.1 1.0 and 4 3 and Figure 5A and 513 of this report 2The values listed must be used in accordance with Section 4.1 A of this report 3The values listed must be used in accordance with Section 4.1.4 and 4.1.8.2 of this report 'The values listed must be used iri accordance with Section 4.1.5 of this report. 5The values listed must be used in accordance with 4.1.8.3 of this report Values are applicable to both static and seismic load combinations 6The values for 4 in tension and the values for 3 in shear can be found In Table of this report 'The characteristic pullout resistance for concrete compressive strengths greater than .3 ,000 psi may be increased by multiplying the value in the table by (PI3,0OO) for psi or (r120.7) for MPa. •,. . . 8Evaluation of concrete breakout capacity in accordance with ACI 318 D.5.2, D.6.2, and D 6 3 is not required for anchors installed in the deck soffit. TABLE 6—HILTI KWIK BOLT TZ (KB TZ) CARBON STEEL ANCHORS SETTING INFORMATION FOR INSTALLATION ON THE TOP OF CONCRETE FILLED PROFILE STEEL DECK ASSEMBLIES ACCORDING TO FIGURE 5C12 NomInal anho(alameter DESIGN INFORMATION Symbol UnitS 3(8 1/2 Effective Embedment Depth in 2 Minimum concrete thickness5 h,,, in ,-•.--... 3 1/4 3-114 Critical edge distance in- 9 9 Minimum edge distance c in 3 4w1/2 Minimum spacing . in 4 6-1/2 'installation must pntywith Sections4.1.10and 4.3 and Figure :5C of this report. . 2For all other pchor rs diamete and embedment depths refer to Table 3 and 4 for applicable values of h ,, and s 3Design capacity shall be based on calculations according to values in Table 3 and 4 of this report 4Applicable for 31/4 in -9 hm,,j, < 4-in For hm. , 2:4-Inch use selling information in Table 3 of this report 5Minimum concrete thickness refers to concrete thickness above upper flute See Figure 5C '--- IM4. 3000 PSI NORLIAI, L)R ANr)- LIGHTWEIGHT CONCRETE [UPPER T JLJ Y41iN...>1("MiN6.iYP MIN, 20 GUAGF. STEEL W.DECI( LOWER FLUTE (RliGE) ESR-1917 I Most WldelyAccepted and Trusted Page 10 of 12 [NJ 77 r z UGH nVIT IL Lil : \\ Mill. TEUP. LOWER FLUTE (DCCI TYPI O—A be STALLATION IN m SÔFFIT OF CONCRETE OVER METAL DECK FLOOR ANP ROOF ASSEMBLIES1 placed In the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied Anchors in the lower flute may be installed-with a maximum 1-inch offset in either direction from the center of the flute. H EGIUGE Eti W-cr.ci FIGURE 513—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FJ..00R AND ROOF ASSEMBLIES- B DECK12 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance Is satisfied Anchors in the lower flute may be installed with a maximum 1/8 inch offset In either direction fromihe center of the flute The offset distance may be in ,çreased proportionally for profiles with lower flute widths greater than thcie shown provided the minimum lower flute ed,gé distance is also satisfied. 2Anchors may be pjaid in the upper flute of the steel deck profiles in accordance with Figure 5B provided the concrete thickness above the-upper-flute is minimum 31/44nch and the minimum hole clearance of 5/84nch is satisfied. 2 - MiPt300OPSI NORMAL ORSAND- LIGHTWEIGHT £OUCRETE \_/ z ivAaeyi - Mif4 20 GUAGE T3W MIN 3-1121 STEEL WOECK Mill 12 - - LOWER FLUTE (RIDGE) FIGURE7INSTALLATION ON THE TOP OF CONCRETE OVER METAL DEçK FLOOR AND ROOF ASSEMBLIES" 1Refer to 'fable 6 for setting information for anchors in to the top of concrete over metal deck. 2Applicable for 3-1/4-in :5 h,, <4-in. For a 4-inch use setting information in Table 3 of this report. WSEMM1 + P01W STRUCTURAL ENGINEERS • &rLptl\:' 41 MID :& T LtJ J; •••• ••••- • 4 o WISEMAN + g011y STRUCTURAL ENGINEERS BY PR DATE PROJECT SKEET NO. OF JOB NO. LvEQ P= P gf # TL. 14 S c j (A WISEMAN + ROHY STRUCTURAL ENGINEERS I BY________ DATE ' I' / PROJECT V IIT ! tO Ci V TI SHEET NO. LU OF .±!oL'TeL17 1..704161_ v7 / V2 c& 5 J WISEMAN + ROHY STRUCTURAL ENGINEERS BY ______ DATE ______ PROJECT 1'% /P& 4(T 17 SHEET NO. OF JOB NO._jjt7 07, 7_— A-HLE: I7E3Ib .. ...- cJ4ckTocco /(cqt&sT1) H : Company: Oct 30, 2017 Designer TylerPizarro .0i,EA`I A, Job Number 1507907 959AM Model Name Dining Area Shelf Checked By-__ (Global) Model Settings Display Sections for MemberCalcs 5 .Ma:'1nterñl .StionsI.forMémbèrCäIcs 197 Include Shear Deformation? Yes Increase Wading Capacity for Wind? Yes Include Warping? i Yes Trans Load Bt*::lhtsecting Wood Wall? Yes Area Load Mesh (in2 144 Merge Tolerance (in) .12 + P-Delta Analysis Tolerance 10.50% IiAclUdeP.DéIta for .Walls? Yes Automatically. Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 13 'Gravity Acceleration (ftlsecA2) 32 WaliMéshESize (ih) 1 12 Eigensolution Convergence ToL (1,E-) i 4 VeithlAis Y Global Member Orientation Plane XZ Static Solver I Sparse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code AIS.ç.1 301 0I_ASD Adjust Stiffness'? Yes(lterative) RiSAConnection Code AISC14th(360-10:ASD ::Cold Formed Steel Code AISI S100-10: ASD Wood Code 1 AWC NDS-12: ASD Wood Temperature Concrete Code ACI 318-11 Masonry Code ACI 530-11 ASD Aluminum Code AA ADM1-10: ASD - Building RISA-3D Version 15.0.2 [E:\Projects\1 5\1 507907 ViaSat Conference Center TI\Dining Area Shelf.r3d] Page 1 Company : Oct 30,2017 Designer : Tyler Pizarro 9:59 AM 4) ' me Dining Area Shelf Job Number : 15 111RIS 079.07 Ch ecked ByJ_. Model Na : (Global) Model Settings, Continued ASCE.7-10 tion (It) Not Entered Yes lCtX.. .02 .... CtZ - .02 TX (sec) Not Entered T Z (sec) Not Entered R 3 RZ 3 Ct Exp. X 75 Ct Exp. Z 1.75 SDI SDS. I Si (sec) 5 -- 'urn [Drift Cat Other 0M 0M dZ Ii Rho (1 Rho 1 - mint (nnrrIinafc and Thmnpraturca INI V V 2 N2 N3 7.17 0 0 41 1,...:.N4. 717 0 .,. - . Q. N5. . 0 . 1.5 -1 N6 0 15 1 0 7 N7 5i7_._ 1.5 -1 . 0 8 .:517 .15 j: 0. 9 N9 0 3 -1 0 NIO 0 3 1 11 .Nil 3.17 .3 -i 0 N12 :. ____3.17 3.:j.. ......o .::..I. 13 N13 .75 642 0 . 0 14. N14 667 0 -1 0 15 N15 6.67 0 1 0 16 N16 467 15 ___1_-i 0- 17 N17 4.67 1.5 1 0 18 N18 267 3 I -1 0 19 N19 .2.67 3 1 _0 20 N20 33 1 642 _1_o_I Joint Boundary Conditions I I-.I V n,lli,1 V rk/wi 7 rt,/i.-i V Pmt fl.ftlrQrfl V Prf TI,_ftir1 7 0M rk_c+/'n 1 N2 Reaction . Reaction Reaction 12_ N6 Reaction Reaction Reaction 3 N10 Reaction Reaction Reaction 4 Ni. . . Reaction Reaction Reaction 5 N5 Reaction Reaction Reaction 6 . N9 . Reaction Reabtion Reaction = RISA-3D Version 15.0.2 [E:\Projects\15\1 5-079.07 ViaSat. Conference Center 11\Dining Area Shelf.r3d] Page 2 Company Oct 30, 2017 Designer Tyler P(zarro 9:59AM 11.1RISA JobNumber 15079,07 Checked B,LL - Model Name Dining Area Shelf Joint Boundary Conditions (Continued) Joint Label X lkfinj _YJjqinJ. Z [k/in] X Rot 1k 1tra1_jBot [k ft/radl Z Rot [k WradL, I 7 1 N20-1 Reaction f Reaction I Reaction I Reaction i Reaction I Reaction Member Primary Data 1 ,-I-,,-I ,.',.4 .1 b'.nf It I,',.+ T,,n 'I,,-,n I f D,.I.-.. 1 Ml - I N2 I N4 1 1 i RIGID None None RIGID Typical _j M2 I_N4 N3 ..:RIGID I None HNbnè RIGID TVPkà1::: 3 M3 1 N3 Ni RIGID None I None RIGID Typical M4 Ni RIGID None iJD_ TyoiaL_ M5 N6 N8 I RIGID None None RIGID Typical M6 N8 NT H RIGID INone None RIGID ypicaI 7 M7 N7 N5I RD None None RIGID Typical M8 N5 N6 P RIGID None None RIGID— Typical 9 M9 NiO N9 RIGID None None RIGID TviDical LJQ M10 N9 Nil RIGID N4ii None RIGID lyoicaLj ii Mil Nil N12 RIGID None None RIGID Typical M12 I_N12 N10 RIGID None None RIGID _Typical 13 M13 N19 N13 RIGID None I None RIGID Typical L 14. M14 _N18 N13 1 RIGID None 1 None RIGID Typical 15 M15 N17 N13 RIGID None None RIGID Typical H16 M16 N16 N13 I . RIGID None None RIGID Typical 17 M17 N15 N1_. RIGID None None RIGID Typical 18 M18 N14 N13 I [ RIGID NoneThNone RIGID Typical 19 M19 N13 N20 __I RIGID Nonel_None _RIGID Typçai Member Area Loads (BLC I Dead) Member Area •Loads (BLC 2 Live) Iriint A Anint R Anint C mint fl flirr1iriri fliirihi finn Mr,n ii r4fI,fl 1 N10 J N9 L Nil • L N12 Y F - N6 N5 N7 NB Y A-B 1_-:02 71 A-B -.021. N2 Ni N3 N4 I Y A-B -02 Basic Load Cases l V ( V (" 7 t' I,, -t b,, ,i r ,.+..,k A 1 Dead NoneJ_I_3 2 I Live None I 3 3 :BLC 1 Transient Area Lo..j None 6 4 IBLC 2 Transient Area Lo..1 None 6 Load Combinati6ns RISA-3D Version 15.02. [E:\Projects\15\i 5-079.07 ViaSat Conference Center TilDining AreaShelf.r3d] Page Company IIIRI%Rj-% Designer Tyler Pizarro Oct 30, 2017 Job Number : 15079.07 9:59 AM Model Name : Dining Area Shelf Checked By. Joint Reactions (By Combination) 2 1:..;..'....6. ......059'.' 06 ....0 LH;,.:i0 .f 0 01 3 1 N10 027 033 002 1 0 0 0 092 T-70-86 0 0 0 0 5 1 N5 .059 ;06 0 1 0 0 0 6 .j_ N9 - 027 033 -.002'7--7. 0 0 0 7 N20 -356 . .445 0 0 .0 185 _L 1 1 Totals 0 801 0 9 1 COG(ft):. X:2.843 Y:I.I1.3_ .. Z:0 1012 N2 139 129 0 0 0 11 2 . N6 1 .089 .09 .001 0 0 0 12 2 NIO 041 05 1 002 0 0 0 13 2 NI .139 .129 0 0 0 0 14 2 N5 089 09 -001 0 0 0 15 2 N9 .041 .05 -.002 0 0 0 16 .. N20 -538 671 0 0 0 28 17 2 Totals: . 0 1.21 0 18 2 COG (ft): X__2843 V____1113 Z__0 Member Section Forces LC Member Label M1 See 1 _iaifl1 0 92 y$heajlcL., 6 __ 0 zShearikl_Torue[k.ft) 0 v-yMo... 0 ':Z.Mo... o_I1 1 2 1 092 039 0 0 1 0 1 7112 1 3 .3 .092 -.007 0 0 0 1 -.141 4 [________ 4 { 092 1 -.053 0 0 002 1 - 087 5 __________ 5 0 i 0 -015 -001 -004 1 0 1 _1_M2 1 015 0 07 0 -004 -001 _I 7 1 ____ 2 .015 0 0 . 0 -.004 -.001 I 3 015 0 0 0 -004 -001 4 . .015 0 0 ._ -.004 10 5 ..015 0 . 0 J 0 -004 -001 11 .1 M3 1 0 0 .015 .001 -.004 0 12 _': ....... 2 '092 .053:1 ..., 0 :0.. .002.087 13 3 .092 .007 0 0 0 -.141 Ut_ . i .4 .092 -.039 1 0 , '0....:0 -112 15 5 .092 -.086 .0 0 0 0 IL.._1 M4 1 0 0 ...1 00 0 0 171 2 0 0 0 - 0 0 LQ IL . :. .i.3 ..Q.. .. 0'. o.L.o. Li I _____ . .4 0 0 0: 0 0.. 0 L.2-0. 5 0 0.t 0 0 0 21 1 1 MS 1 1 ._.059 .06 0 0 -.001 . 0 22 2 059 026 0 0 0 -055 23 3 .059 . .-.007 L. 0 0 ' .001 . -.068 24 . ... 4 .059 041 _H_0 __.0____.:.002k037. 25 5 0 0 -.014 0 -.003 0. 26 1 .M6 1 .014 0 1_0 0003 0 27 2 1 .014 0 0 0 -.003 0 28 3 0 [ 0 0 -.003 0 29 .4 .014 0 0 0 1 -.003 0 30 I 5 014 0 0 0 31 1 M7 1 0 0 014 0j003 0 2'I .059 [_.041 :0 . j..0021-.037 33 i 3 059 007 Lo 0 1 001 -068 RISA-3D Version 15.0.2 [E:\Projects\15\1 5-079.07 ViaSat Conference Center Tl\Dining Area Shelf.r3d] Page 4 I I iSA I R Company Designer : Tyler Pizarro Oct 301 2017 Job Number : 15O79O7 9:59 AM By:J__ Model Name : Dining Area Shelf, Checked Member Section .Forces (Continued LC Member Label Sec AxalfKl y Shearik z ShetRJ_Torcjek-ft' V-1 MO z-z Mo... o I 35 5 .059 i -06 0 0 -...Q.L 0 :36 1 M8 1 J 0 1 0 0 i_oJHooi 0 L37 2 _0 0 _0 0 -.001 0 3 _'I_0 1_0 I_0!_0 _-.001 0 139 4 0 i 0. 0 0 11 -.001 0 LAO ' 5 V 0 0 0 l-.L 0 41 1 MQ 1 0 0 0 0 0 0 42! 2 Ho 0 0 . 0 0 0 43 3 0 o 44 1 0 0 0 0 0 0 0 0 o 0 45. 5 . 0 0 0 0 0 0 [6. 1 M10 :1 '. I-' .027 . .033 . -.002 0 0 0 7 1 2 . .027 .013 402 0 0 -018 48 I . J_' 3 - .027' 408 -.002 0 -.001 F--.-02-- 49 4 .027 -.028 -.002 0 -.003 1 006 50 1 5 0 0 JI_013 1 0 002--] 0 51 1 Mu 1 .013 0 0 0 .002 L 0 52 2 .013 '1 0 1 0 0 .002 1 0 .53 3 013 0 0 0 .002 0 4 .013 1 0 0 0 .002 1 55 5 .013 0 0 0 -. .002 0 56 1 M12 I 1 L 0 I 0 1 -.013 ~_O T .002 1 o .57 2 .027 1 .028 I .008 .002 .002 0 -.003 -006 58 3 1 .027 1_-_I____O 401 -.02 59 4 .027 -.013 .002 1 0 0 -.018 I' 5. I .027 -.033 1 .002 0 10 P"ö 61 1 M13 1 458 0 0 -.001 0 0 I .2'-058 I 0 0 1 -.001 lo I 63 3 -058 0 0 -.001 0 0 64 I 4' .1 -.0581 OJO -.001 I 0 65 I i 5 -.058 0 0 -.001 0 0 1 661 1 1 M14 I 1 -.058 0 1 0 .001 I 0 0 _7 i 2 -.058 1 0 0 .001 0 0 3 __-.058 _0 _0 .001 _0 I_0 71, 69 4 _-.058__0 _0 1 .001 - 0 0 - 5 ___-.058 0 _1 0 T,00ijo 0 71 1 Ml 5 _1 __-096 0 0 -.001 1 Q 0 • J.;096 0 7_0 -.001. . 0:._0 • 73 3 _-.096 0 0 -.001 0 .0 74 4 __096 0 0 75 5 __-.096 .0 0 -.001 0 _____ 76 1 M16 ___1'H-.096 0 0' .001 0 0 77 2 -.096 0 0 .001 0 0 1 78 3 _____-.096 0 -0 .001 0 .0 [i9 4 .-.096 0 0 .001 0 0 1 80 I 5 -.096 : 0 0 . .001 0 . 0 81 1 M17 1 -.136 .0 0 -002 . 0 0 '82-I 2 I -.136 0 0 1 -.002 .0 . 0 83 3 -.136 0 0 i -.002 0 0 -.136 0 . '0 -.002.......0 0 85 5 -136. 0: 0 -.002 - 0 . . 0 86 1 :..: . M18 I '1 1 -.136 . Th••• 0' .002. 0.. .0 87 2 -.136 0 0 .002 0 0 88 .. . 3 I -:i6I .. 0 0 .002 0 0 L89 .. 4 . 0 0 i .002 0 i 0. 90 . ...... 5 -.136....................0 . 0 . . .002. 0 1 0 RISA-3D Version 15.0.2 [E:\Projects\15\1.5-079.07YiaSat Conference CenterTl\Dining Area Shelf.r3d] Page 5 Company IDesigner : Tyler Pizarro Oct 30, 17 20 0 Job Number 150790 9:59 AM Checked By Model Name Dining Area Shelf " Member Section Forces (Continued) RISA-3D Version 15.0.2 [E:\Projects\1 5\1 5-079.07 ViaSat Conference Center T.I\Dinig Area SheIf.r3d] Page 6 Company Tyler arro:: . 9:59 AM Job Number 15079.07 Oct 30, 2017 Designer K S Model Name : Diig Area Shlf Checked By: I I Member Section Forces (Continued) , IfL-1 -, ff1 ., ., 111481 ji_3 .:F .019 1111 III 11 O _iI[oj. 0 149 4 -.019 0 0 0 .003 0 150 5 019 0 0 0 ]_003 01 1151 2 M12 1 0 j 0 -019 0 .003 0 Ll52j 2. .041 1 .043 J :002 0 1-004 -.009 153 i 3__ .041 .012 .002 0 -.002f-.03 1541 4 .041 -.019 .002 155 5 .041 -.05 .002 0 .001 0 1561 2 1 M13 1 ,087 0 0 -.002] 0 1571 2 -.087 0 0 -.002 0 0 158 3 087 0 0 002 0 0 159 4 1 -.087 0 0 -.002 0 0 1160 5 -087 0 0 -002 j_0 0 161 2 M14 1 . -.087 0 0 .002 0 0 Li 2 -087 0 0 002 1 07 1631 ___________ 3 -.087 0 0 .002 P 0 4 - 087 0 0 002 0 0 1165H 5 -.087 0 1 0 ,002_ 0 1 0 L1i 2 M15 1 145 0 0 002 0 0 11671 2 -.145 0 10 -002 0 1 0 168 3 -.145 0 0 -.002 _0 0 11691 4 -.145 0 0 -.002 0 0 170 1 5 -145 1 0 1 0 -002 0 1 0 171 _2 M16 1 -.145 0 0 _.2__ 0 0 1721 2 145 0 0 002 10 0 173t 3 -.145 0 0 .002 0 0 4 . . . -.145 0 0 ..002 0 0 1751 5 -.145 i 0 0 .002 1 0 0. 176 2 M17 1 -206 1 0 0 -003 0 0 177.1 2 . -206 0 0 -.003 0 0 ;:178 1 3 206 1 0 0 003 0 0 179 4 -.206 1 0 0 -.003 0 0 1801 5 206 0 0 1 -003 0 0 1 181 I 2 M18 1 -206 1 0 0 .003 0 0 182 I 2 206 1 0 1 0 003 0 0 1 183 3 -.206 0 0 .003 0 . 0 184 1 4 -206 0 0 003 0 185 5 -.206 i 0 0 003 0. 0 11861 2 .. . .9 .] . 1 -538 -.671 0 :0 !188 LLl I 2 3 538 -671 0 0 0 1 0 068 1 .1397 1891 ______ 4 -.538 -.671 0 0 .209 538 -671 1 0 J 0 [ 0 28 I RISA-31D Version 1.5.0.2 [E:\P,rojects\1,5\1 5-079.07 ViaSat Conference Center TJ\Diring Area Sheff.r3d] Page 7 WISEMAN + ROIIY STRUCTURAL ENGINEERS BY 9L DATE PROJECT' SHEET NO. Of JOB NO._______________ Mrt lfj ' I 1TT 1 0 L :4/ WSEMAI1 + ROHY STRUCTURAL ENGINEERS BY DATE /fl PROJECT. :. • • . SNEETNO. ?. I • OF JOB NO. HR - .• J , . • ESR-1385 I Most Widely Accepted and Trusted Page 3 of 4 TABLE 1—INSTALLATION SPECIFICATIONS' SETTING DETAILS ANCHOR SIZE 1/4 inch 3, inch /2 inch Ole inch 3/4 inch Drill bit size = anchor diameter (inches) 1/4 3, 1/2 /8 /4 Wedge clearance hole (inches) b/is 'IS /is 11/16 116 Anchor length (minimax.) (inches) 11/4 41/2 2'/ 7 2/ 7 31/2 10 6: 12 Thread length stdilong thread length (inches) 3/4 3 /a 5 /8 1)4 414 1/2 7 1 /2 6 Installation: Torque guide values (ft-lb) in concrete masonry Carbon steel Mm Embedment Carbon steel: Std. Embedment 4 4 15 15 25 25 65 65 120 120 Min. base material thickness (inches) 1 3 inches or 1.5 x embedment depthi whichever is greater For SI: 1.inch 25.4 mm, I ft-lbf = 1,356 N-m. 'installation torques are appliàablC for all anchors installations unless noted otherwise in this report. TABLE 2—ALLOWABLE TENSION AND SHEAR VALUES FOR HILTI KWII( BOLT 3 CARBON STEEL ANCHORS INSTALLED IN THE FACE SHELLS OF FULLY GROUTEDCMU MASONRY WALLS (in pounds)1'' ANCHOR EMBEDMENT MINIMUM TENSION SHEAR DIAMETER DEPTH5 DISTANCE (Inch) (inches) FROM EDGE OF WALL8 . IBC!JRC IBC1IRC. (inches) 114 11/8 4 121 304 12 121 304 2 4 432 342 12 432 342 31 1 /8 . 4 257 589 12 273 751 2/3 4 626 764 12 626 1,054 2 2/4 4 502 664 12 533 . 1,171 31/2 4. 724 . 840 12 724 1,853 8 2/4 4 651 710 12 692 1,732 . 4 994 743 12 11035 2,123 31/ 4 829 .7 12 829 48 4 1,316 657 12 1,368 2,627 For SI: 1 inch = 25.4 mm, 1 lb = 4.45 ft 'Values valid for anchors installed in face shells of Type 1, Grade N, lightweight, medium-weight, or normal-weight concrete masonry units conforming to ASTM C90 The masonry units must be fully grouted with coarse grout conforming to 2012 IBC Section 2103 13 or 2009 and 2006 IBC Section 2103 12 Mortar must comply with 2012 IBC Section 2103 .9, or 2009 and 2006 IBC Section 2103.8. Masonry compressive strength must be at least 1,500 psi at the time of anchor installation. 2Anchors must be installed a minimum of ii inches from any vertical mortar joint in accordance with Figure 2. 3Anchor locations are limited to one per masonry cell with a minimum spacing of 8 inches on center. 4Allowable loads or applied loads may be modified in accordance with Section 56 of this report for the 2009 and 2006113C, due to short-term wind or seismic loads. 5Embedment depth must be measured from the outside face of the concrete masonry unit. 6For intermediate edge distances allowable loads may be determined by linearly interpolating between the allowable loads at the two tabulated edge distances. WISEMAN + P01W STRUCTURAL ENGINEERS BY DATE PROJECT. . SHEET NO. e"S OF JOB NO. B CoP'j / 2-213 o . LS. ..SOO ) Nov 2O7t3:54PM B&B Canopyr3d Nov 6, 201.7 at 3:53 PM B&canopy3d SK-.1 Nov 6, 2017 at 3:53 PM B&B Canopy.r3d Nov6,2017 (Global) Model Settings Display Secijons for Member Cabs I 5 Increase Nailing Capacsty ii? Yea Include Warping? Yes Ti Lead BtanIntersecting Wood Wall? Yes Area Load Mode (ira2) 144 qatigaJolarince (In) .12 1 0.50% P-Delta Analysis Tolerance lnctude.P-Delta for Walls? j Yen Autornaticotty iterate Stiffners for Walls? Yes Max iterations for Wail Stiffees 3 Acceleration (lt/seC2) 312 WaltMesbSize (ln) 24 Eigensc1uton Convergence Tol (1.E-) 4 Verti cal Asla z - Global Member Orientation Plane XV - St atic Solver - 1S reled parseAccrda 'Dynamic Solver AccelemtedSolver i-lot Roiled Steel Code 'AISC14Lh(60-l0) ASD dustS14fnms? MRlSAConnecUon Code AISC 141h(360-10).ASD Cold Formed Steel Code I AISISIOO-12:ASI3 Wood Code AWC NOS-IS: ASO i Temperature j< 100F Concrete Coda ACI 318-14 MapCo ,,, ACt 530-13 ASD AlurnInumCode AA ADM 1-10:ASD-Building iNUñ1befo(ShearRtilo31s egb!pflgjdcremcntOn) 14 Biaxial Column Method Exact Integration Beth Factor (PCA) 1.65 Concrete Stress Block Rectangular [Use Creciced Sections? Yes Use CrackedSec8oris Slab? Yes Bad Fmrnln9Wambg57 No Unused Force Warnings? Yes Mis 1 Bar Olath Spacing? - No Oncrele Rebar Sal REBAR_SET_ASTMAB1S Min% Steil for Coltinin - 1 RlSA-3DVersis 15.02 10:\.15\15-07907 ViaSat Conference Center TlCalcs\B&B Canopy. r3dJ Page 1 Ner 6.2017' SelaiticCode IASCE7-10 Selemlc Baee Elesallofl(!t) I Not ntared Add Base Weight? Yes .02 CtZ .02 TX (nec) . .1 Not Entered Ti (sac) Not Entered RX - 1 3 ClEap. X .75 CtExp. Z 1.75 WI 1 I SOS .758 Si -- rL() RIde Cal _ J I orll -. lDnft Cal Other . 11 DmZ cdz Cdx '1 [i RhoX 1 Hot Rolled Steel Properties - E "1] _..Label 9[ ken Them (OF flmsfly90ft Ydfksf By - Fufcelf Rt 1, A992 129060111154' 3 1 .65'A950 1.1 J65 2 1 A36 Cr36 1 29000 1 11154 j .3 .65 .49 36 1.5 58 3 A572 Cr50 29000 11154 3 .65 49 50 1.1 55 11 L4 ASOO 13r.B RNOI 29000 11154 L.,.._.85 J .527 42 1.4 58 1.3 5 A500 Cr B Reel 29000l 11154 3 .66 .927 46 I 4 58 13 8 AS?Gr.B 2001l154 .3 .55 .49I35 1$ Iso 12 71 A1085 29000 ...11154.-3 I....£6 .•.49 .i.fiQ................1.4 65 .,t3,,, Not Rolled Steel Section Sets Rhn T it MhthI' P,i A n,,I rn 1141 Iz 15.41 J 15.41 2 [LTube !HSS3 Boner Titho L'or.e lertl Typlcal - , 328 2.39 22.4 7 3 S Tubes -9S2ei3 Beam - I Tube 'ASOO OrB Red Typical 1.1, 641 1 641 1.09 , Rod- 5tBgLNC10 I . - A36.Gr.36Typicaij.307 .107 1,. .iLJ. Joint Coordinates and Temperatures Lxber Xfftj ..,Yrtj-----------------Z16,,,, Ternpfl tlelnchrrnm.Dlap... I Ni 0 0' 0 0 2 512 284197 0 0 0 3 NI 28,4167 20.4583 0 , 0 4 514 - 0 .........204583 -- ------------------------ 5 115 8.1657 0 0 0 - 6 NIl 1 8.1607 204583 0 0 7 14 0- 0 0 P t4 0 0 RISA-3D Version 15.02. [O:L15\15-079.07'ViaSat Conference Center ThCabcs\B&B Cenopy.r3d] Page 2 Nov 8, 2017 Joint Coordinates and Temperatures (Continued) ..............................................XffiJ ....................... 71111 Tenp9 pateko Fr— Pia P 91 NB 225 .0 0 0 10 l _______ RiO 225 204583 0 0 11 Nil 0 1.0417 0 0 12 N12 284167 10417 13 N13 0 3.0833 0 0 14 I N14 284187 30833 Q 0 15 NTh 0 5.125 0 10 16 i _N16 284167 125 L .17 N17 0 71667 0 NIB 284167 71667 0 19 1 NiB 0 9,2083 U r20 N20 284187 92083 . 0 "I 0 I 21 N21 0 11.25 .. T 'T 0 22 N22 284167 j25_, 0 0 13.2917 23 N23 0 0 0 N24 284167 1329j,7 G 0 25 N25 M L99- j- .' 0 15.3333 0 0 M 0 .0 27 NV 0 17.375 0 0 La84,. 284187 — _i .__.0 _ 29 N29 0 19.4187 0 0 50 1 NOQ,_ 284167 104167 0 0 - 1.0417 30833 . 5.125 0 0 0 0 I 0 0 31 N31 8.1667 32 [ N32 81667 33 . N33 8.1661 4 35 ..35 iØ7 .. ..!.,166.... ....2,083 _L17 ..................................................................................... _o_ 40 N40 . [ 8.166? 194167 0 41 N41 14 14 .1 ,0417 30833 0 1 I) 0 0 43 i N43 14 5.125 0 0 44j N44 14 7.1667 Ii 0 45 1 N45 14 92083 0 0 48 RIO 14 47 N47 14 132917 0 0 48 - NIB 14 153333 0 0 49 N49 14 17375 0 0 LAP ________ NSO 14 194167 I 0 51 N51 225 1.0417 0 0 52.J N52 22 5 30833 0 0 53 1 N53 225 11, 5.125 0 0 NM 22 9 7 1667 0 0 55 N55 225 92083 0 0 N56 229 _j JL2S.._ 0 PTJ N57 22.5 13.2917 _0 0 NM 225 15.L 0 0 - 59 [601 NSO NOO 225 225 -j- 17.375 19,4167 0 0 I 0 0 81 N61 0 2.0625 0 0 6? RB2A 0 f 4.1082 0 o RtSA30 Version 15.02. 10:t...\151&079.07 ViaSat conference CentérlltiCelcsl8&B Canopyr] Page 3 i....teactiun 1JaadUon"Re a gitonh 3 1 tiles Reaction Pago"On . Reaction N64 Reaction Reaction ReactIon S N65 Reaction Reaction Reaction 0 N72 Reaction Reaction Reaction 7 N73 Reaction Reaction Reaction N74 Reaction Reaction Reaction 9 N75 Reaction Reaction Reaction 10 N76 Reaction Reaction Reaction 11 N77 Reaction Reaction Reaction ' NUP, Necuon 4 KO1I(IJOI1 Reaction 3 N64A Reaction Reaction R action 4 011, N1341A I Reaction Reaction Reaction 5 N68A Reaction i Reaction Reaction Itt N85 ReactI9flJ._action _jeaction 1 17 NBS Reaction I- Reaction Reaction N87 R Reaction JReaction _ Member Prlmaty Data 1 Label Ml I out NI .1 Jctnt NZ K Jare Rcto(dg) Sioe TyOe Re meter Beam I Design list Channel Mobrloi 0eolgn Rules 36 ov Typical 2 t 342 142 L N3 - L Porimotor I Been j Channel A1 ( L1ygcaI RISA-3D Version 15.02 LO:Lt1515..079.07 ViaSat Conference Center TttCalcs\B&B Canopy.r3d] Page 4 Nov 6.2017 Member Primary Data (Continued) Label lJelrd dJelrri lcJelel Re1a(de) seerrfSl,ayv Type Oasillrr Vat Madal Design Pries A*C,-361 Typical 3 4 M3 Ml N3 N5_ N4 I NB : - - I Perimeter L Tubas Beam Beam Channel Tube A560L3rB Typlcal_ S MS N7 NO L Tubes Beam Tube AsiC Cr S Typical 6 I MB NB NiB L Tubes Basin Tube AICO (Sr 6 Typical 7 M17 Ni N4 Llubes Beam Tube A500Cr6 Typical ii MB Nil I N31 S Tubes j Beam Tube - lASSO Cr6 Typical - 9 MB N31 N41 S Tubes Beam Tube lA50OGr.B Typical ioj - _MlO Nil N51 _S Tubes LBuem Tube A30O Cr9 Typical 11 Mfl N51 N12 + S lobes Beam Tube A300 0r8 typical 12 [ M12 N13 N32 I S Tubes Beam Tube IA500 Cr13 Typical 13 M13 N32 N42 S Tubes Beam Tube AFAOVrB Typical 14 [ M14 N42 I N52 S Tubes Beam - Tuba IA500Cr3 L Typical 15 MiS N52 N14 S Tubes Beam Tube A500Gr8 Typical 16 Mlii NiB N33 I- S Tubes Basin Tube FASCOGr8 Typical 17 M17A N33 N43 S Tubes Beam Tube ASSO Cr6 Typical lii Mlii N43 NM - - S Tubee 13ewn lube A5i3OGrl3 Typical 19 M19 I N53 Nil) S Tubes Beam Tube ASCO OrB Typical 20 M20 N17 N34 - S Tubas Beam Tube jASSOOr.li TyplcaI_ 21 221 M21 M22 N34 N44 N44 NM - STubes LSTubos Beam Beam Tuba Tube A5000rB Typical ASSOGr.6 Typical -I 2i M23 NM NiB S Tubes r Beam Tuba A500GrB Typical 24 M24 N19 - N35 -j S Tubes I Basin Tube ASOO Or .0 Typical 25 1,125 N35 5145 S Tubes 1 Beam Tube ASSO Cr6 Typical 26-1 M26 1 NIS NM S Tubes Beam Tube ACOB OrB Typical 1 27 M27 M?6 5155 I N?l N20 5138 S Tubes S Tubes Beam Beam Tube Tube A505 Cr6 Typical AsiC Gr.B I Typical 4600 Cr6 I 29 LS+3QJ M29 M30 5130 J, 5148 5146 5156 - S Tubes J Tubes Beam 13oam Tube lube Typical ASiDO G, .f)- Pypical 31 1 M31 NM N22 S Tubes Beam I Tube ASSO OrB Typical 32 M32 5123 5131 S Tubes Bern Tuba A'Oa OrB Typical 33 M33 N37 N47 S Tubes Beam Tube ASOO G,a.jl Typical I M34 I N47 5157 S Tubes Beam Tube A500 Or B Typical—, 35 M35 N57 5124 S Tubes Beam Tube ASSO 0,8 Typical 301 M36 N25 N36 1 S Tubes Beam Tube APAC (SrI) Typical 37 M37 5138 N48 S lubs Beam Tube AsilO 0,8 Typical 36 M36 51413 NM - S Tubes At3eem Tube A500Cr8,1 Typical 39 M39 NM N26 S Tubes i Beam Tube 45050 B Typical 40 M40 NIl 51313 S Tubas me= Tube A50S Cr11 Typical 41 M41 5139 5149 S Tubes Beam Tube 4500 Cr13 Typical 42 M42N49---'-NM) S Tubes Ijoam I Tube Ai60Crl3. Typical 43 M43 5159 N28 S Tubes Beam i Tube ASSO Or B- Typical 44 M44 N29 N40 S Tubes Beam Tuba 4500 Cr13 lyplcal 45 M45 N40 NM S Tubes Beam Tube 4500 OrB Typical 46 I M46 I 5151) 5160 S Tube" Beam Tube 4505 0,6.) Typical 47 L48 M47 M48 NM NM 5130 N72 S Tubes Rod Beam 1 None Tube None 4500 Gr.B Typical 436 (Sr 381 Typical 49 M49 N67 N73 Rod None I None 43813,36 Typical SO M50 NGO 5174 Rod I None I Noire 438 Ct 38 Typical I 91 MCI NM) 5175 Rod None None ASS G, 36 Typical 52 M52 5170 5176 F8cxt Nm-is None Typical I 53 M53 5171 N77 I Rod None None 4313 C 36 I Typical 54 M54 M55 N82 ENBS I 5153 N56 Ras& Rod None I None None None A38Ct384 Typica ASS tlr36 Typical l 55 55 M6 NMLN87 I hL±Th6edJ)tono None A36Grj iypieal RISA 3D Version 15 02 [O:\.. \15\15-079.07 ViaSat Conference Center TflCalcs\B&B Canopy.r3dJ Page 5 Nov 6, 2017 Member Primary Data (Continued) Letiel I 301,8 3301,11 l( Joint Ro1ste(800) SI mlT3101pe lypo ttenigs LLO Ma11& Ossa Rides I 57 M57 N713 5184 Rod None None ASS Cc 36 Typical LLJ MM - 5184 N77 , Rod i None I None [ASS (536 Ty*sit L5 M59 N74 NM Rod None None ASS Or 36 Typical 61) MOO 1 N83 5175 Rod I None - None SSCc30jTypicaI 61 Me 5172 5)82 Rod None None A360 30 Typical 621 - M62 5182 5173 Rod i None None L436 Typlca Member Advanced Data Label I Release J Release lOtf'erfinj 3 qffgM[fmj TIC Orly - Pirysleirl Arivlpsis IrestIve SeismIc IJesigs I Ml Yes None 2 1 M2 - -- - I Yea None 3 M3 Yes Nears 4 M4 llrlPlN - BoePIN I yes - [ None + 5 M5 BenPIN BeriPiN Yea None ii MG - BenPIN BeePlN [ Yes j None 7 M17 BenPIN BeriPlN + Yes None 8 9 MB M9 BenPIN BariPlN + BenPIN BenPIN + Yes A Yes None None 10 Mb BeePIN BenPIN -L -- LYon 1 I I None ii Mu BenPIN- BenPIN + + Yes None + 12 i MI2 BenPlN BenPIN Yes None 13 M13 BenPIN BenPIN Yea None + 14 - M14 - BonPIN BenPIN Yes - I None 15 I Ml 5,--- BenPIN BenPIN i Yes None 16 I MiS - - BenPIN L BeePIN I I - , Yes None 17 M17A BenPIN BenPIN + Yes None lii Mlii BenPIN1. BenPIN Yea I None 19 M19 BenPIN BenPlN Yes None 20 1 1 M20 BenPIN BenPIN + ;—Yes - Yes Norm None 21 2 M21 M22 BenPIN BenPIN BenPIN BeriPIN _Yes + None 23 1 M23 BnPlN BenPIN Yes None 24 1 M24 + - l3enPlN BenPIN - + Yea + None 25 M25 BenPIN BenPIN Yes None + 26 M26 BenPlN Son IN - I Yes None 27 1 M27 BenPIN BenPIN + + Yes None 28 M211 BenPIN BenPIN I Yes I None 29 M29 BenPIN BenPIN I Yes None 30 MIII 13errPlN I F3onPlN I Yos Non,, 31 M31 BenPIN BenPIN I Yes None 1 32j M32 BenPIN BanPlN 1 Yes None 33 M33 BenPIN I BenPIN I Yes None 34 M BonPlN I BsrriPlN + _ I Yea None I 35 M35 BenPlN BenPIN - - Yes None - - 36 M36 13anPlN I BenPIN I 1 1 Yes I None I 37 M37 BenPIN I BenPIN Yes None 38 M38 + 13irePlN I BenPIN - I - Yes None 39 M39 BenPIN I BenPIN - Yes None 401 M40 BenPIN I BonPlN I I Yes Nm-ia 41 1 I'M 1 BenPIN BenPIN Yes None 42 M42 BenPIN I BonPIN I . + Yes - None 43 1 5143 BenPIN BenPIN Yes None L44 I 444 - BpPlJ I BonRIN I I Yes None RISA-3D Vorsith-150,2. [OL.\15\15-079.07 ViaSat Conference Cenlerll'tCafcs\B&B Conopy3d) Page 6 Nav6,2017 .MemberAdvanced Data (Continued). 45 M45 BenPIN I flenPiN - Yes None 46 M46 LBenPIN BnPIN J * YesJ Ncxw -- 47 48 M47 BenPIN M4&JiLBonPIN BenPIN 8onPN Tennalö, Yes Yea None None 49 M49 BenPIN BenPIN Tcestur0 Yes MSO. .[ BenPU' - 8e8PR4 1. None -. 51 i_52 M51 BenPN M52 BenPIN BenPIN LBOnPIN * Tension 0.. U. Yes ..................... None None 53 M53 BenPIN BenPN Tension 0,. Yes None 54 M54 EfenPiN LeonpiN Teiefon0, Yes - - None 55 M55 E3enPIN BenPIN ens,000 Yes None UI M50 0enPIN 1 BonPtL 57 M57 BonPIN BenPIN lesion 0.. Yea None [se M58 Be,PIN LFNL, JTcneke.. 0 Ye None 59 M59 BenPIN BenPIN Ter..nloi 0 Ye None 60 MOO BenPIN • BenPIN Ilension 0 Yes . I None 61 Ls. M61 BenPIN _M62 I BenPN BenPIN SenPN I 1!- Tes'ion0 Yes j'es. None Hot Rolled Steel Design Parameters RISA-3D Version 150.2 jO:\...115\I5-079..07 VSat Conference C,enter TRCaIcs\B&B CanOpyJ3dJ Page 7 F4cw 6.2017 Hot RàlledSteel Design Parameters (Continued) Label Shape Lenqtht Lbw1nj Lbzz[fj Lcare n[ft) Lcenp beiljlj L Iaq45 K. Kz5 Cb Fund 33 M33 S Tubes 51333 1 Lbyy I 34 M34 S Tuben 8.5 J Lbvv J Leturd MembetArea Loads (BLC 1:0 JdnfA jolnlF Jsiet•C.dhii•,,•, Direct ..ptr.lioi1la!1.... Mgnibido1j1. 1 NI N4 N3 N2 Z A-B 9 Member Area Loads (BLC 2: U.) ......JdniA joint a JsiotC joint Mpgniioqerpq NI . clion .0re,u N4 . ...........&.jLA .... .......N2 ......... Member Area Loads (PLC 3:. Eaifhguake I A MW S Joist C Jdnl 0 Direction Dstribr ion Mr4b,detpsl] 1 ......................Ni .........N4 ........i..............N3 .N2 4. Basic Load Cases hlf Des. 1ption Cate.,ri X &aPY rfyZ Gwity neiL Prt,t [tt..t N te-i(M Surface.. DL - DL -1 1 2 IL _BIL I 1 Earthquake V ELY . 1 4 PlC 1Trei'en;t.5nI.., Nono 5 BLCZ trensIentkeaLo... None -. - 140 RISA-3D VersIon 150.2 [O:...\1515.079.07 ViaSat Confecence CenterT8Calcs\B&B C600py.r3d] Page 8 Nov 6, 2017. Bask Load Cases (Continued) . . .. etc Description Catey X t5v4yY )8avtyZ Gras ry Jnt P.WI olslr8a Arvn9.t Su'6c 6 )3)C3Trnt Area Lo, j t4ø - L 190 : Load Combinations Oe.crpibv Os r'r)s, 1 PIC°n- 6W F;r PlC F.,v All-Is P'CF,C.BLC Is.BICFIIs_BLCFIs 13LCFrr OLd-or 1 lOG IC-B Y DL 1 2 (BC 16-10 (e) yo,V DL 1 LY 4 MC 1617 (L) cr'' (' 115516-1l('l(b)Ye V V DL 1 I ,DL I' 1 dI .1O5-L'l,5kL.75 7 - -, 5 I(( 16-16 (b) i V DL 6 3th - 14,ELY 7 LoadCOmbination D8siqn flaselpIi,,,A ir 10 ABIF Sravfr N Ro!Ied - For- Wood Goncroto K%-,y'rq'. A's-v Isr,, Ccr-'n so I MC ic-B 9 Yes 1 Yes 'n's Vs. 7 Yes Yes Yes es Yes 2 111015-159, 1 75 YesYes Yes Ys Yes s Yo, Yea Yes - 3 I IB 11-12 I B 16-1.11 i,6 1 6 Yys. Y,G Yes YSS es Yt' 'sea Yos Yes Yee Yes 'sos Yes Yrs Yes Ye'; 'sea (Cs 5 JIBC e-16(b) 1.6 - Yes Yes Ys I Yes Yes Yes Yes Yes 'tea Joint Reactions: i'Bv Combination LC Joint lebel X tlbi Y bJ - Z [lb], MX [Ib-ttj MY 66-fl] Mi jIb-Ill 1 II NM 0 0 389055 0 0 0 2 1 [ N132 0 0 164,204 0 . 0 0 3 1 N63 0 1 0 118.759 0 0 0 4 1 1408 0 0 164208 , 0 0 0 5 1 1465 0 0 389.057 0 0 0 6 1 1472 Cl 168847 j 660337 0 0 0 7 1 1473 0 168847 660535 0 0 0 8 I I 1474 0 190 719 43-4,238 0 0 0 9 1 1475 0 196719 433.893 0 0 0 10 _1 N70 0 56.471 1811 271 0 0 0 11 I NT7 0 56471 1811408 0 0 0 12 1 N62A 1 0 0 54,415 0 0 13 1 N64A 0 0 110.181 0 0 0 14 1 N66A 0 0 110,172 0 0 0 15 1 NSBA 0 0 -54,41 0 0 0 16 1 I 1485 0 0 , 600.837 17 I N86 0 0 699.505 0 0 0 18 1 N87 0 0 200028 0 0 0 19 1 Totals 0 0 8631 866 20 1 COG (II)- X. 14.333 Y. 10 229 , Z:,,042- 21 2 1461 0 0 763.387 0 0 0 g g 285623 , 24 2 1 1404 0 0 1 353,366I 0 0 0 25 26 2 7 1465 1472 j 0 0 0 -443211 763384 1521256 0 0 0 J 0 0 Ct 27 2 N 1 0 443.211 1521894 0 0 0 28 2 1 N74 ... _0 .} 505191 1020.198 0 1) 0 29 30 2 2 N75 1470 0 1 0 508.191 -202985 , 1019087 4026.431 0 0 0 0 0 0 515079.07 VlaSat Confenee Center T9Calcs\B&B Canopy r3d> Pane Nov 6,2017 Joint Reactions (By Combinàtlon)ICönUnuèd). ............ IC JorrI Lsboi X flbj Y 64 Z (lbJ MX 7b4tJ MY (lb-It] Mi 9 0] 31 2 1477 0 202985 4026868 0 I o 1 0 32 2 NO2A 0 0 -16.659 [ 0 0 0 33 2 1464A 0 0 270879 0 0 0 34 2 N66A 0 0 270,856 0 I 0 I 0 35 2 N88A 0 0 -16835 0 0 0 3621 NB-S 0 0 157218 0 0 1 0 37 2 38 2 N86 1467 0 - 0 0 , 0 1802255 721 687J_ 0 a 0 L 0 0 39 2 Totals 0 0 20259 013 40 2 COG (It). ___,_k_14.261 V. 10.T?9 Z .018 1 - 41 3 1 N61 137167 3748 424266 1 0 0 0 42 3 N62 28234 -23,649 169,7514 Jo 0 0 43 3 N63 -.006 -23.399 131.278 0 0 0 44 L 3 1464 28216 23658 ' 169,822 0 1 0 0 1 45 3 N65 137.088 3Z739 424325 0 0 0 46 3 1472 -01 J -410914 888074 0 I 0 1 0 '47 3 N73 01 -081 580.107 0 0 0 413 3 1474 .005 - -365.197 637.954 0 0 0 40 3 N75 - 005 41,268 384 853 ] 0 0 Cl 50 3 1 1476 .014 .633.919 2335 302 0 0 0 51 3 NT? .1114 -1832 187068 0 0 0 52 3 Nt32A 1 008 -23088 -56.174 0 0 0 53 3 1 N64A -2.632 -23 392 I 122 022 0 0 0 - 134 3 NSSA - 262 23391 - 1 122 008 0 0 1 0 65 3 1468A -11688 -23.996 1 -56.191 0 0 0 58 3 1475 0 -088 640013 0 0 1) 57 3 N86 0 -076 758.283 0 0 CI 58 3 - N87 0 0 { 3464 0 0 0 59 3 Totals 0 4627.801 9647879 1X14.333 --Y. 10 220 Z .042 - 61 4 N61 -99,093 -2411 700563 0 0 0 82 4 N62 118.954 -17.738 ' 315,802 0 0 0 63 4 N53 033 1755 253.357 0 0 0 64 4 NM -18946 17742 315847 0 I 0 0 165 4 1465 99.051 24107 700.645 0 0 0 69 4 1472 014 -548.10 1475 803 0 10 a 67 4 N73 014 228.033 1241 331 0 0 88 4 N74 -.006__1 568.763 _999,308 0 0 69 4 N75 006 322995 817.824 0 0 0 7 4 1476 -- _ 018 -481 588 3842 929 0 0 - 0 71 4 NT? 018 705 3488.892 00 0 72 4 N62A 9451 ' -17992 -30454 0 0 0 73 4 N64A -1.901 17.544 239,481 0 0 0 74 4 1466A 1895 -17.543 239465 1 0 0 1 0 75 4 - 1468A -84.466 -17.996 -30.468 0 , 0 713 4 N85 0 I -.128 1377279 0 0 0 77 4 1486 0 -.113 1581.867 0 0 0 N87 0 -1 509776k I 0 0 79 4 Totals 0 122065 16639236 80 4 COG ((I). X 14272_I Y:, 10229 Z:.022 81 5 1461 -141,1114 33447 180 263 0 0 0 82 5 ('462 - 27 125 I -23.647 74837 I a a a 83 5 1483 - 006 -23 309 58.446 0 0 0 84 5 1464 -27108 -2366 74.65 I 0 I a I 0 RISA-30 Vrske 15.02 [O5..\15(15-07907 ViaSatonférehcé rib nterT 5(csB&B Cano.r3d] Page 10. Nov 6, 2017 Joint Reactions (By Combination) (Continued) 85,5 5 87 5 N65 j ' N72 N73 :1 N14 I 141753 .004 . -.003 004_,,,407.166 33.429i -.06 1 i8029' 633.745 234.813 O 0 I 0 9..L5 92151 93 5 911 ............N77 ,,,,,,,,,,,N75 N62A 1. N64A L. .._J'416 .. 003., -.005 .005 -2.721 120923L,-23,98LJ_.19,0091 Q38 -827$92 -1,13 1 -23.392 1625 Q 1150.113 .0....J. 169.,Ql7 0 0 1 54673 0 Q... 0 H 0 0 L o L.J .. 0 - 1 0 0 l94J,,N66A . 20 2.709 -23.301,j.. 54606 '0_j0 , 95151 961 5 N68A N85 .,,0,,., 184 :23 ..-1,9.023 Jj3943,j 0 0 0 0 0 0 97151 rgyj 995' LICO L5.1........dbb Wi..........iXJ433YJ,022aJO42i NSS 1.0 -033 N87 Totais: 0 1 '-1627.801J.4263.1% 183.043 .0 _o ,0 0 Envelope Joint Reactions Ill N61 3 N62 I 6 4 7 N64 La 9 N65 IOJ . !p max min' max isis max max.2 141834 27.125 006 U 27108 141.753 _L 2 5 5 2 5" 5 O1 3344r 23049 123399 0 2366 0 -33,429s - 2 5 I I 453374 180283 5Q4 353.366 7465 753.384 186, 1521260 5 2 5 21 76 2 .LL.JL_Ij.. 1 0 Ji g T j'o '1 0 1 1 ..........0 .L_Q.L1.. H.....ó.........H.... 0 1 1 0 Q -. 0 0 0 1 .L II 1! 1 .1:.; 0 oIL_al 0 I 0 L.t 0 0 0 I 0 1 O ill N72 L121. i 4I -168.847 -548l5 13! N73 L4H_mIn 15 N74 max max ma..2 014 0 0 -.006 2 -196.719 4443,211215218942 1 I o81i234Aj,.a 1 1020.198 ..21 2 0 j,1 0 1 0 1 0 1 17 1 N75 . Max .006 4 508,191 2 1019.087 2 0 . 11 0 1 0 1 i.16 ....................mm LILL_.._L loin 0' 2 -.038 4,668,18,.4....434 38 5 '212625 5 0 j L LL_ 19 1 N76 I max 0 2 -56.471 1 4026.431 J! 2 __Lt I 1LJ i?.L tt6QU. I I 21 N77 max .018 4 202.985 2 4026.868 2 0 i, 1 0 1 ' 0 1 ------- ' 23 N62A 1241 max mm 120.923 0 5 0 21-23.90531-56,1743 1 -16.859 2 0 1 0 1 1 0 0 1 1 0 1 a 1 25 NMA 26 27 NGGA 28 max 010 max rain 0 -2,721 2.709 0 2 5 5 2 0 -23,302 0 -23.391 I 2 5 3:54,673 270.879 270.856 54.666 2 5j 2 5 0 1 01 0 1 0 1 0 0,,,. 0 0 1 i 1 1 1 0 1 0 1.. 0 1 0 1 29 N68A 3L.L._ ._,o'sn 311 .N85 max Max 0 j2o6L6,,23 0 .j,4 2 1 ........-.128 0 906 2 La 0 J11572.1821 -16.835 5JIL3_ 2 0 1 0 H 0 11 ........0 ....Lt...QLL,L1............... 0 0 0 1 1 1 0 1 0 1 0 1 331 N86 ...... ......nun...0 max 011! 0 .4..L.139..4...L. 11802.255121 0 11.0 11 0 11 341 min- oijLioT1L_fl RISA-30 Version 15.0.2 bO:L\1515-079.07 VmaSat Conference Center Tl\Calos\I3&8 Canopy.r3dl Page 11 Nov 612017 Envelope Joint Reactions (Continued) Jdvt X fbj Obl IC ZLIbI tC,, MXb4tj,,LC MY 1mb-Si IC' MZ[th.ftj LC I 35 N87 max 0 I 3 I 0 - 3 1 721.087 2 0 ' 1 0 1 0 36 mIs I o L'4 1 4 1 1.q47, 5 i0 1 0 LL . .... ,. Tutals, imaxi 05 .0I1,20259.U132 35 mtrij 0 H1162750113L42031005 Envelope Joint Displacements 1 1 2 NI - max! mIn4o .009 5 j,Lo 0 5 i -001 004200960-03 5J -1,26e-03 511.2'24e-94,4 2.e04 5 3,3090,- [ 5 7.928e-03 2 1.0410-03 5 2.01358 3L' 3 N2 max' .01 5 [mIn1 0 21 .28 5 0 1---.605 -.186 5 218.0980.03 -1.260-031 5 2 5 J N3 imax 0 2 .28 5 -A85 5 1 6,1e-03 2 7.925e-03 2 1.041e-03 5 _8 _Jjjrm 01 5 0 1 605 2 t1282ea3 5"2085n 031 5 0 2 8 N4 max siIn 0 2 0 5 -.001 5 aj"2i 2 227e-04 4 1 2e-04 - 5 -.009 .5 J,.1 ,.004_J 3310n-051 5 , 0 Li.o:L NS max -min 1 .009 0 5 2 1 .01 1 0 5 1 0 002 I 2 1 214829-03..5 -1,266-03 5 4098e-03 2 -4 788u-05 5 7.5350-05 4 :2.596o-041 2 0 1 it I NS max jrmn 0 009 2 5 I .01 0 5 I 0 002 2 1j1282e03J,6 6.1e-03 2 -4 752-05 5 7.536e-05 4 L2t' 7 0 I 13 1 N7 Imax .009 5 005 5 026 2 -1.266-03! 5 ,. 7 485a-05 5 0 1 min 0 2 1 0 1 51J -0998,f2 [,.28a60.o.1 2 23e-0 4 15 N8 max ails 0 009 2 5 ' .008 a 5 i 026 a 2 I 6;le-03 I 2 62o01T5 7,449e-05 5 0 1 1 26580.0412 425340-O4 , 17 113!_ NO max, mls'O .01 , 5 21 .078 0 , 5 1 -.055 -116 2 .-1.266-03 5 &98u2J1,326e.Q35l 4,638e-03 2 2.630e-03 5 0 2 19 20J N1O max ,.mlnI.0i,.5! 0 , 2 . 078 0 - 5 ,i -.055 -.116 5, 2j1,2m.u5 6.le-03 2 4.6340.03 2 2,636e-03 5 1.3230-0351 0 2 21 I 22 23 ' 24 1 Nil N12 max I mln I max I mIS .004 0 003 0 5 1 2 S 0 0 .28 1 0 5 1 5 0 002 - 201 5 2 5 1.806e-31 2 529u 05 5 -1.2398-031 5 1,224o-04i 4 3,851e-04 S 3 310 O5j 5 I 0 2 7,928e-03 2 2.886e-04 5 1 2 1 082 2,J-8O02o-4 2 2.068e-03!! 5 0 25 N13 max 0 2 0 3 0 21.18e0751224e-044 0 1 2 261 27 N14 min max 0,.,25 0 2"T" 0 .28 1 5 -.231 5l 1.io3o43I S 7927e-03 2 5) 8, mlri 05101 -823 21-5.353o,L2 ,4.I63e-05 2.068a-035J 0 12 29 , 30! N15 max 0 , 2 0 - 3 0 5 5;331e-07 2 1.225e-04 4 2.821e-06 5 31 N16 max mln 0 0 2 1 5 1 0 , i .28 -.942 2 -86150-04 5 '4.1l3 2 7,927e-03 2 I 0 2 I 20680-031 5 2,097o'05 5 33 N17 max 0 5 0 3 0 5 5.785e-08 2 1.225e-041 4 I7.533e-07 5 34 1 oils 0 210 1 0 2) 0 1 I 3313s06 5 0 2 35 36 1 N18 max min 0 0 2 5 1 .28 0 5 1 -.273 -1.027 5 HS.4550-04 5 2I 2.658003 ]22,0670O3J_62e.O&i5" 7,927e-0312 01 2 37 N19 max 0 5 ' 0 5 0 5 2,495e-07 2 1 230e-04 4 0 I 2 1 - silo 02 ]__,,,_,O 0 2 Is 342e,081 53,3 14o-05 ., -8 067x-09 5 39 40 1 N20 max' min 0 0 5 I 2 .28 0 5 1 -.282 -1.071 5 2j41.5080.04J -I.855e'Ol 5 7.927e-03 2 2,047e-06' 5 j 2,067e-03' 5 0 2 I 2 41 42 1 N21 max. mIs I 0 0 2 5 0 0 3 1 0 0 5 2 -S,341n-09 5 -24976071 2 1.226e-041 4 ' 0 2 3.3150-05 5 857901.63 1 5 43 441 N22 max mls1O 0 1 2 SJ .28 o 1 5 1 -.282 5 11 -I.o7121,8-o4s2o60e..o35 0.120-04 2 7,926e-03 2 2 046e-06 5 1 0 12 45 40J N23 max' m!nl 0 ,., 2 0 ._ 1 5 La 0 1 _p 1 5 25 0 1 11.226e.041 4 7,522e-07 5 1 () 2 - RISA-30 Version 15.0.2 10:L\151,15-079.07 ViaSat Conference Center TACaIcs\8&8 Canopy.r3dj Page 12 - N Nov 6 2017 Envelope Joint Displacements (Continued) Jam X 1)r1) IC Y ON Li) Z ml IC 8 RolvI05, f IC Y 14c1s105, ,.U7 ZRclatioa... IC 47 N24 max 0 5 28 5 272 5 2661e 03 2 7.92@e 03 2 0 2 48 mm 0 2-j-, 0 1 1027 2 154890-04 5 12.osoo 03j 5 1 28e-051 S 49 p425 max rub! 0 0 5 1 0 5 0 21 0 2: 0 5 -1 572m07 5 !2!53410.071213.317005!5 1.226e-G4, 4 2 819a 06 5 0 2 51 N26 - max 0 5 .28 5 .255 5 4.191e-03 2 7.926e-03 2 0 2 '52 mill 0 1 2 0 f 1 .942 I 2 8 647e-041 5 2,0604 5 2 054o-03 6 53 N27 max 0 5 0 8 0 2 3.7941e-06' 2 1 227e-04 4 0 2 54 - miri [ 0 2 0 2 0 19A 649.071 5 13.3100.051 5 Li... 55 N28 max 0 5 28 5 -23 5 5.355e-03 2 7.926e-03 2 4 156e-05 S 56 mm j C)1 2 0 I -M3 2,11,106a-031 5 2 065o 031 5 1 I) 1 2 57 58 1429 max mIll 0 -064 2 0 1 5 0 5 0 1 -062 1 5 4.53e-05 5 2 1 00600412 11-227e-04 4 3.849e-04 5 3 3190 051 5 0 2 59 N30 max C) 2 .28 5 201 5 6 004o-03 2 7.925e-03 2 2 885e-04 5 50 mm 003 I 5 I 0 1 - 682 2J1 241e-03 S 2065e 03L5 ..0 I 2 61 62 N31 max I mm 004 0 5 .01 5 001 2 I 0 1 1 (8)6 5 7 141e-0S 5 2 - So-iSO .4 7805.05 5 3.473c-04 5 1 2 90e-04 2 0 2 63 64 N32 imax, m1n 0 0 2 .01 5 J -.003 5 0 1 -02 5 -8 703e-O8 5 2 - °°7°-°4 2j c -4 787e-Ua 1 5 6,295e-05 5 -2.96c-041-2 0 21 65 5133 max 0 2 .01 5 005 5 4280-05 5 -4 787o 05 5 0 2 66 1 miri 0 Ls 1 0 L I L -.03 2 -11)740 04 I 2 + 2 8580-0.1 I 2 3 02o-05 I 5 67 I434 maxl 0 1 2 .01 5 004 5 3.-004e-04 2 -4780005 5 0 2 95 mill C) 5 I 0-11-j -.028 2 26e-05 5 -958e.0.) -81104-05 5 69 N35 max mini 0 0 5 .01 5 002 12 [ 0 I 1 -019 5 3-28e-04 2 2 6874n0 -47805.05 5 1 302o 06 5 281)80-0412 0 2 71 :..12 N36 Imax lrrmn 0 0 2 01 5 002 5 0 I i,t .019 5 -6.86e-05 5 2 -3:27 a4$ -47805-04 5 I ,301e 06 5 1_-2958o 01 [ 2 I 0 2 73 N37 0 0 5 01 5 -0)14 5 72540.05 5 -4 764o-05 5 0 2 min C) 2 Cl 1 -028 J-2-1 -3553c-04 2 255700412 -0,1805-Oil 5 75 1438 max 0 5 .01 5 1 005 5 1 872o 04 2 -4 7840-05 5 0 2 I 76 j mba 0 2 0 1 ] -03 2 1 423o-05' 5 -2 81)7e 04 2 30180-05 5 I 77 N39 max 0 1 5 .01 5 003 5 5.902e-04' 2 14 783x-05 5 6.29e-05 5 78 1 mm 1 a 1 2 0 I 1 -.02 2 '8.684o-05 5 -29505-04 2 I 0 2 1 79 1440 max 0 2 .01 5 001 5 51804-04 2 .4 783x-05 5 3.471e_5 80 mill -m4, 5 I 0 1 006 2 7.110-05 5 I 2 880504 2 0 2 81 N41 max 004 5 008 5 009 2 -1 0580-84 5 7 483e 05 5 3.541 e-04 5 82 mill o 2! 0 1 0 _11306412J7900042[ 0 '21 I 83 84 N42 -[min max Ci 0 2 008 1 5 -004 sI 0 Ii .02 5 -4 0505-04 5 2,9832o.04I 2j+2857004i21 7400-05 5 6 179e-05 5 I 0 85 I asH 1443 max min 0 0 2 - 008 5 - 005 151 0 H -036 5 2 uSe-OS 5 2-21)205.04 21-28578.04.2 7476e-05 5 0 2 2115?x0Sl 87 1444 max 0 2 008 5 005 5 3.832e-04* 2 17.472e-05 5 0 2 Be I mm I 0 1 5 0 1 1 -.034 2 7 3090 05 1-2 857o 04 ' 2 9 5) Ic-CO 5 89 N45 max, 0 5 008 5 -002 5 4.014e-04' 2 7.469e-05 5 1 6lla-06 5 so I mm n 0 1 2 0 1 (1)22 2 , 7,050-05 I 5I -2 057o-04 I 2 I 0 2 I 91 02 1446 1, max mill 0 a 2 008 5 002 5 1 10 1 1 I 022 5 -88505-05 5 2 9510-04 2 7.465e 05 5 1.41e-06 5 8585414 2 0 I 2 i 1447 max' 0 5 008 5 -005 5 -7283045 5 7.462e-05 5 0 2 193 olt - min I 0 2 I 0 I 1 -034 2",,'-3 8105.04 - 2 1 2858504 2 I --°- s - 95 N48 max 0 5 008 5 - 005 5 2 621 o-04 2 7 468e 05 5 0 - 2 198 I mill 0 2 f 0 1 1 - 036 I 2 2 C)93.Ø51 5 -2,8580.01 2-2.90o 05 5 97 N49 max 0 5 008 5 004 5 9 BOle 04, 2 2 .1.,303e-03 2 7455e-05! 5 6.174e-05 5 98 mm a I 2 J 0 1 -02 2 II 064o 04 5 -28580-011 2 , 0 2 99 1450 max 0 2 008 5 009 7 451e-051 5 3530404 5 Li ni LsliQ i -- Q 5 Ii ,904I -sJ 2 0 1 2 RISA'30 Version '15.0.2 1O...1515-079.07 VtaSat Conference Center Tl\Calcs\B&B Canopys3d1 Page 13 -Nov 6, 2017 Envelope Joint Displacements (Continued). Joint X 1)aj IC V bin] IC Z 1a7 Li) X ROthtIm j.IC V Raliov IC 7 Rc4Iixn (. IC 1101 N51 max .003 5 078 5 1 -.03 5 3.1lx-05' 2 4636e-03 2 3774e-04 5 102 'mm I a 1 2-[- 0 ii I -.073 1_2 11 587o-03 1 1.326o-03'- 5 , 0 I 2 103 1452 max 0 2 , 078 5 013 S 1,507e 03 5 4.636e-03 2 45770 05 5 104, mm 1 0 I 0 I 1 I -.02 2 i6 .235e-041 1 1.3250-03! 5 3 0 2 105 N53 MaXI 0 2 .077 5 045 5 1.1 le 03 5 4.636e 03 2 0 2 1min 0 S 0 - 1 -.007 2 7.892o-O5_1 1,325e-03' 5 1 -2,7605-855 107 1454 max 0 .077 5 .068 5 7 441e-04 5 46304+031 2 0 2 105 min 0 0 1 -007 2 1-6.4410-CO I 2 1,325e-03 5 1 12438-041 sj 1019 110 1455 max 1mm 1 0 a 077 o 5 1 081 .006 5 2.927e-04' 5 1 2 1'1i1)280-0m Ii 4,635e-G31 2 1 75e-06 5 1,3250-031-5 0 2 111 112 I 1450 max mill 0 0 2 , 5 077 0 5 j ij 081 - 008 5 * 1.72e-05 1 2 I 2964 041 5 4,635e-03 2 1.748e-06 5 1 324o-03 5 , 0 2 113 N57 max 0 077 5 .068 5 5 957e-05 2 4.6350-03 2 0 2 114 i mm I 0 - 5 2 0 - I 1j.008 2 j 5 1 324c,-03i 5 H 243805 5 115 1458'Max 0 + S + 077 5 , .045 5 -78405-04 1 4.635e-03 2 0 2 116 - mm o 2 , 0 I 1 -.007 j 2 14005-031 5 1 3240-031 5 2.784x oxm 5 117 N59 max 0 5 .078 5 .013 5 -0.224e-01 I 1 4.635e-03 2 4,573e-05 5 - min0 2 1 0 1 .02 2 1-4.5048-031 '1324-03' 5 ' 0 2 1460 max 0 2 078 1-19 5 - 03 5 1 5505-04 ' 1 4.634e 03 2 3.773c-64'-5- 129: minI .0Q3 51 0 1 .073 L2 i-3.tlx-0312_1323n'03'5 0 ,2 121 N61 max 0 5 + 0 5 - 0 5 8 534e-0S 2 1.224e-04 4 1,556e-04, 5 122, mba 0 2 a : 1 1 0 I 2 12.1510 051 5 3,31e-05 1 1 o 2 I 123 1462A max 0 2 0 3 0 ' 3 -4 204x-05 5 1225e-04 4 0 2 1241 i'min I 0 5 0 1 1 0 1 2 .1.87304012 33110-05J 5 2)020401 I ,)25 1402 max 0 2 0 3 0 5 3 500e-00 2 1,225e-04 0 2 _4 1 rObe I 0 1 0 1 J 0 2 8.54185071 5 3.312a-05' 5 , - 0)38.68)1 5 127 128, N64A max min 1 0 0 5 ' 2 0 Q 3 ' I I 0 0 5 -1 6804-07 5 1 2] -0 2 1.225e-04 4 0 2 33138-05151-270-07 5 129 1483 Max 0 5 0 - 5 0 5 0 1 1.226e-04, 4 1 225e-06 S 130 minI 0 1 o ii 0 12] 0 433140-05151 0 2 131 132, NGOA max I mia 1 0 0 2 5 0 0 + + 5 , 2 1 0 0 5 6.855e 07 2 1 2_il 065e-071 5 1.226e-04 4 0 2 315e °t 5 -2.7o-0T 5 I ,3 133 134 1464 max A min 1 0 0 5 2 0 0 5 I 2 L 0 0 ' 5 -88500-07.5 2 j - 0580-05 12 1226o-04 4 0 2 + 3,316e-0S 5 -88580051 5 135, 136 N68A max mm I C) 0 5 2 0 0 5 2 I 0 0 3 16730-05 2 I 2 4 205o-06J 5 l 227o-04 4 0 , 2 33170,051 5 2 3-O5 5 137 1465 max mmn, 0 0 2 '5 0 0 5 1 J 0 0 5 2.151x-05 5 2 ]-8833o-04J 2 1227e-04 4 1.865e-04 5 3.3180-051 5 0 2 I 159 N66 max 0 5 01 5 -.002 5 -8473e40 5 47805-05 5 1.896e-04, 5 1 140, ;min1 0 2 0 1 -.012 2 -5.86o 04! 2 2.900041 2 . 0 , 2 I 141 Ne7 max 0 2 01 5 -002 5 5.853e-04 2 -47830-05 5 1.894e-04 5 142 - Jmin - (1 - 5 0 1 ] -012 2 184404-051 5 -298050) 1 2 0 2 1 143 N68 max 0 5 .008 5 -.002 5 41440-04 5 7481 e-05 5 1.862e-04 5 1441 mini 021 0 1] -.006 2 1 111)8004 12 +2BS70Oli2 0 :21 145 148 N69 max mm 1 0 C) 2 5 008 a 5 I 1 1 -002 -+006 5 1.195e-03 2 2 1.110 041 ,28519 -0412 7 453e-05 5 A.861 e-04 5 1 0 1 2 - 147 + 149 N70 max mm 1.+ 0 0 5 I 2 1 078 o 5 I + 1 1 -.007 -1139 5 2 209e-03 2 2 11.1204-031 I 4.6360-03 2A.671e 04 5 1,326o-03t S j 0 ' 2 149 1471 max 0 2 * 078 5 - - 007 5 -11205-40 1 4 0350-03 2 1.67e-04 5 Imin 1 0 5 - 0 I 1 I 39 - 2 .2.2850-03J 2I , 324e+03, 1 0 2 151 N72 max 0 4 0 4 - 0 1 5 0 1 9.0Ole-05 5 1.896e-04 5 mmn o 1 2 0 I i + a 2 J 0 J i - .29580-84 2 , 0 - 153 N73 ;Max!0 2 0 3 0 5 0 1 0 3 1 894e-04 5 lJ -- jrnit1I 0 '4 I 0 2 I 0 12 0 LL -J 4 1 0 2 I RISA-31D Version 150.2 tO;LIl5l5O79.07 VSat.CohfeGtceCéntrTRCalcs\B&B Canopyr3dj Page 141 Nov 6. 2017 Envelope Joint Displacements (Continued) V 9..1 .t V III 11 = II.,l r' V D.aM,... I IC V fl.a.4I.... I IC 155 158 :157 159 L160..., N74 N76 _J.01n .......N76 Max max: I max Lrioi_L2i 0 41 0 1 41 I 0 2 J 0LiLL2.Q I) i 2 0 15L L_uL4 0 2 I 0 14 0 13 158 0 10 0 5 iTzii o51,.,,_p_j.L......Q_LLt1445e.O5 [ Q_,,J5.0114.635e-03 0 1 12.0976-04.511.882a.0451 j20 LL. l ij 0 51.961e-045 A-L. LW 2 1.6fle-04' 5 0 2 161 162k Nfl maxl. In 0 .2: 0 3 JP 44 0 2 0 51 0 2_ 0. QJ_1 i114.635e032l.67o-04 5: 0 3 0 2 1631 164j I.IminI NO2 . N83 max' nin: max 67- 5 .01 5 0 [i 0 it 0 5 .008 5 0 1 9 -.1331 5 -.12 5 018 -.010t29O8.1 1.719e-061 &8710:07 2.712e-07141-4.78-5 2 5 1.922o-06,5 295Uo'042 0 LL,j 7.467e-05 5 2.4339-06 5 -0-1 2 2I Q. I 187 N84 max 0 - 5 077 5 .083 1,-63s:03 906 5 .........i........ 0 [1 -.L7 2 3..ao-06 .....325.e-0. ..sj o z.... 189 .1711 N85 N86 J!QLInJ__L1LI lmaxl max'0 4 0 4 1 10 0 5 1310 L2 1.O .•4 i1il.922a-0651 2 175 .. in . ......Lrp!nl.,.,....P.......111.Q,....J...3 .L..L,LLL....Q.,.J..t..L.....p..... 0 4' 0 4 LdoLi 4..:,A. 0 51 5i 0 0 ..t, 11 0 12.433e-0651 2 P.,U052a . 4 Envelope Member Section Forces 3 :2L.Lmin I Ml ...ma 2 max 0 1 1 Ii'I' 0 ....1[5:irj' ..36,8i4]jL35.898.'5 -25.746 : 5 og, 0 0 si iL 1 ..... U L.L°.....JJ4....L..... 0 I 1 1237 5 '.46.666 5 I ±Jsnn 1IL ThTTTs9L4t34eo5i 15 I 5 6 .7 I 3 'max mm 4 max 0 iaoif 0 1 1 11-169.62115 -1044151 5 -60874Jj 0 20726 0 .1. I 3 0 I 1 3347 4 Q_J i 0 1 0 11 0 15645.1142 579974 2 J283835 I La 19 HO. . 1min 5 max mix 0 -260a9 1 1 s -166933Ej-.Bi7.65Qj2. 1037.641 2 228.964j5 -31.362 81.135 3- ,.. 0LJLP±$i4L 1Ji9.891 3jj304J486 0 1:3124951 Q1 25 0 1 -.L ±'.J 11 12 M2 1 max J mix 0 8232U5L229 1 1037.641 2 563 0 2602.62 1 J_0jJ.LL I .007 41. 1 31249 5 O 2 0 1 1 - 113 14 ____ 2 max mm 0 11 4&J4$j5jj,3427L5 634.882 I 2 0 9 .198 1. .007 : 4 0 1 H 814 ,, -828.619 5 1 380L483 15 16 17 181 .3 :max 1mb : 1minl rnex'48.081i3 .003 01 0 5 -.01311 119 1 4 .134,4515 6348671 2 .565 0 0 U87_ 51 1 1 s .007 4 0 3 ' 0 1 0 I .007 4 815 5 L 0 1 0 1 1067.795l 5192.264 2 ~-827,80715. 1sL2 I .19 20j 211, ....4 ...5 -max rninj 80.054 0 280.369 0 3 1 5 1 -227.941 5 -103L$43 2-260.299 -228.546 5 1037.543l2 0 81.139 0 1 sj 8 ii 007 4 0 2 0 ,.i.312.5i1l5 0 1 0 2 0 .11-312.511 5 0 .. o .i 007 41 0 1 My- max mint 23 25 26 27 20 31) 24L_J I i ..,...L...'.i * J_1rnmn 2 max mini 3 max mint 4 max 5 'max 168.018 0 168.018 ,U 36.619 36.619 0 5 Ii 5 5 -1- 1 5 I 1 .........1.04..2351 817.831, 2 165.44 LL 608.907 2 & 54.09 4 -217-37- -38.906 : 5 -151.334 -_Z 0 i '-3t363,1_3 0 -20.728 0 -52a1 Q I i 1 3j 1 0 1 159.673 3 °. 511 0j11-11 0 1 0 1 0 -1 -33.475 4 0 1 , 5.963 4 L 0 1 + -1.237j51,-345.fl2[ 0 I i 0 1 0 ,j,,1 0 iJJjJ 5644.427 2 1 I302.8415J 578,026 2 1 283.23 Fl: -46.722 5 1 .01 4 1 RISA-3D Version 15.0.2 IO: ..\1 5\15-079.07 ViaSat Conference Center TRCobcsB&B Coviopy.r3d1 Page 15 Nov 8, 2011 Envelope Member Section Forces (Continued) Mamber ..Se A,dal)bl LC ystrear(ibj :10 ..ShearI1h) .10 Tiivfbb-ft) IC y-y Movov . ..tC.Mcmen'JO 31 M4 Irnax 18.63 3 -6.068151 62.74 5 -(8)215 0 H1 0 mill _0 j 1 54241.1., 1 0 1 014 [2 1 0 fl 0 i 331 ,2 max 92.956 3,299.484:2 L "In - 0 t552.154'-r& 0 I 23.826 5 -.8025 '.014 I 2 0 1 1?5.32615:$ I H02..67,2. 35 30 ........................................mlInA F 3 max 208.466 3 -214.967J5J.459 0 0 5 11914 -.062 5 2 0 0 5 1720363:2 i.37, 4 'max Q 1 -52,1515 0 1 -.802 5 i 6.504 5 -185.08815 L3BSIL - I minI -52.078 3 -299.614 L2 : -23.811±5-014 2 0 - * 1 39 40 I 5 max 0 I 54.382 1 I mix 18645 3 6,185 : ' 82.731 0 5 1 -.002 014 5 2 0 0 1 0 I 41 MS 1 max 0 1 395 459 2 68.677 5 .021 4 0 1 u F 1 I 43 [ mirr 23 688,,,, 4 20487 5 0 1 002 1 1 0 1 0 1 44 '5 . 2 max 59.161 : 173,129 , 2 I mn 0 1j54.148 51-20.582151 0 1 .021 .002 4 I IU -3.904151-14552.63 0 1 -210 3011 5 2. 45 3 max 179.706 5 -219.415 5 .608 5 021 4 0 5 2057.5041. 2 46 - , mIx 0 1 1-1285,8971 2 0 1 .002 1 1 0 1 I 359.243 i 'b" 47 48 .................................I 4 max 0 I -53.495 5 . mix -55.41,4 , 5 i:1&9,369L2±-20.008 0 1 I S , 071 .002 4 J 3.904 O 5 -209.261 - S 1.H448416,L1 49 1 5 max 23 714 4 -20.733 5 . 68.67 5 .021 4 0 ' 1 0 1 50 min 0 I -396,06 2 0 1 .007 1 0 :1 0 SI M6 I max 122,19 3 1 -463.8821 5 92.249 5 .174 4 0 1 0 52 'mix 0 jlt-2068254 2 0 [ I - .018 [1 F 0 , 1 - 3 .11 53 2 max 195.201 3 942.055 2 0 1 .174 4 0 1 883.702 2 mix 0 J 1 483 I 5 r2 1483 : 018 1 1130 5,',529.254 1:1 - 55 1 3 max 0 1 502.336 .875 5 .174 4 001 5 1153.254 5 50 1 mix 316 128,I3 134l8 1 : 0 r10 1 38648 j 1 '.57: 4 max 0 ....... 5 0 1 .174 4 1.14 5876.266 2 L mIx -i,Lj5_,2T-l4.822L5 .018 1 0 1:526.9461 59 81) 5 max 0 1 12058.348 2 1 mix 120228L3j,4j4 5 92.26 5 .174 4 0 I 0 1 0 i018 I 61 1 M17 1 max 4.605 - S I -38.898 5 36.618 5 -.802 1 0 1 0 I - mix _Jj,j8_2 L 0 1 01 4 0 1 0 I 1,63 I 2 max[ 0 ,j - 84.016 2 I 47,907 5 , -.002 1 , 14.207 5 -21,908 5 84 minI -9.27613110.90 ii 0 L1.-oi 4 0 1.1050552 55'' ,3,rnax 0 ,1 142,8.1,62,' .966 5 -.002:1 002 5 71.692 2' min L .i1.7jj.,,Z9,fl4jJ 0_.41I...01.4 U i1.1407!5.. I 67 4 max i 9.283 5 -10,991 5 F 47,867 5 -.002 1 0 1 -21.914 5 851 1 min[ U 111-8j014 .25 0 JL'.01 [4 ..... 14.195J-i0S049j2 59 1 5 max' 0 1 151.334 2 36615 5 -802 1 0 1 0 1 i 70 mlxi -4593 Li3890Q :5 -1 0 1 01 14 0 0 1 71 MB 1 max U I 164.324 2 14.316' , 3 7,238 2 0 72, F . mIx1 -35376 sj 541)9 ..5 L ..i .L.t1.J.2oS 0 - Li 5 0 F 2 max 0 : 1 05,439 2 8.329 3 7.238 2 23.571 3. -'53.065 5 LJ5 . 1minJ.35.3765 17.657 10 IJ 1206 ,5 0 511-285,8972,, 75 max 0 .023 2 ,3 ,1 .002 3 7.238 2,32.347 3 -71.283 5 I 1.78 ' - - . F ,min I -35,376 5 004 5 0 + 1 1 206 5 0 1 5-354 387 2 77 Li.s . . 4 max, 0 1 -17.656 5 ' 1 ImIn!35.370j 5 -95,436121 0 -8.329 1 _3 7.238 1.280 2 5 L 23.576 , 0 3 -53.074 1 1 "1-285.756115 I 79 5 max 0 1 -34,317 5 1 mirit'35,3765 -184.379j2[-14.32 0 1 : 311200 7.238 2 IS ------LI... 0 1 0 1 I, 0 - 81 MS 1 max 38.86 5 126.25 2 9.195 3 11.379 2 , 0 1 I Imini 0 i 23.677151 0 1i.513 ,5 0 Iii 0 1 83 I 2 max 3886 51 86.727 2 5.802 3 11.379 2 11.37 3 -26,484 5 1 ..,Lmin,L . Li iL1L.i .s.t.. & o [1 '-141.917111 RISA-3D Versicx, 15.0.2 tO\..,\15\15-079.07 ViaSat Conference Center.Tt\CabcsB&B Canopy.r3d] Page 16 Nov 6, 2017 Envelope Member Section Forces (Continued) Mmxbvr Sex Aa IbI LO y mrnr0b1 LC z tlb1 IC Tex94lb-ft] LC y-y Macrex IC a-z Moncan... IC 85 3 86 Jri - max 3886 0 - 5 1 0 2 0 5 0 1 11.379 2 0 3 F .513 5 - 15,758 3 -35598 5 0 1 -191 065, 2 87 4 max 3888 5 12.30 5 0 1 11.379 2 11.37 3 -26485 5 88 Jmin 0 1 56725 2 5802 31 .513 1 5 0 , 1 14192 2 89 5 max 3888 5 23079 1 5 0 1 11.379 2 0 1 0 1 F mIni 0 1 -126.263 F 2 -0195 F 3 513 5 0 1 0 1 91 M10 1 max 23.625 5 191.842 2 15672 3 -20112 1 0 1 0 1 22 min 0 1,1 35709 5 0 1 F 43899 2 0 1 - 0 1 93 2 flax 123 628 5 99.271 2 8.675 3 -20.112 1 26-156 3 -5747 5 1 min 0 1 18300 5 0 - F 1 -43 899 2 0 i 309.4 1 2 85 3 max 123628 5 023 2 002 3 -20112 1 35.598 3 -77193 5 96 F mIx 0 1 1 004 5 0 F 1 -43 869 2 (1 1 -416 227 Lii 97 4 max 123828 5 18387 5 0 1 20112 1 26.161 3 -5748 5 115 mix 0 1 F 99269 2 8675 3 1 -43899 2 0 1 309463 2 99 5 max 123.628 5 -35717 5 0 1 -20112 1 0 1 0 1 100 mix 0 ii 101596 2 -15.676 3 -43 809 2 0 - 1 0 101 Mil 1 max 248692 5 128,055 2 9.327 3 130076 2 0 1 0 1 102 min' 0 1 F 24016 F 5 0 1 45554 - 5 0 1 0 1 1 103 2 cxxx 248-692 5 67.681 2 5885 3 130.078 2 11.697 3 27247 5 104 mIx 0 1-112,568 5 0 1 45554 5 0 i 1 1480041 7 105 3 mix 248.692 5 0 2 0 1 130078 2 1 16.212 3 38.623 5 106 l mInL--,O,-- 1 0 5 0 45,554 5 0 1 1 9658812 107 4 max 248692 5 12567 5 0 1 130,078 2 1 11 697 3 -27247 5 Li8 mini- 0 1 -57 579 2 .5 ,885 i 45,554 5 - 0 1146 007 2 109 5 max 248.692 5 24018 5 0 1 130078 2 0 1 0 1 110 min 0 1 128068 2 9327 5 45554 5 0 - I 0 1 111 M12 1 Max 3171 rnIn 0 5 ij r265404 2 46,736 5 20,028 3 6.067 2 0 I 1 .89 5 0 I 0 1 0 1 0 1 113 2 max 3171 5 126547 2 11299 3 6067 2 32441 3 69784 5 114, mini 0 1 F 22425 13 0 F I - 89 5 0 1 -39478 2 115 3 max 3 171 5 3212 2 309 3 6.067 2 44.591 3 -93.124 5 116 -- - F - min 0 1_1 _j 492 5 0 I 1 L_ 89 5_ ___0 1 -528 588 _2 117 4 max 3171 5 -22.538 5 0 1 6067 2 33.13 3 70.884 5 118 F mm 0 1 -127.286F 2 11371 F 3 89 5 F a 1 -401 119 5 max 3.171 5 -47215 5 0 1 6,067 2 1 0 1 0 1 120 mm 0 1 21385261 2 20321 3 89 F 0 I 0 I 1 121 M13 1 max 15.486 5 201.596 2 13.909 3 5.681 2 0 1 0 1 F 1221 mini 0 1 F 35,226 5 0 1 287 5 0 I 1 0 I 1 123 2 124 max 15436 mix 1 0 5 1 101.7 2 17751 5 7.988 3 5.681 2 0 1 287 5 1629 3 -38,671 5 0 1 -221 43 2 125 3 max 15,486 5 019 2 002 3 5061 2 222 3 51628 5 min F 0 1 I 003 5 0 L 1 287 5 0 1 1 -295,6 7 4 i 2 127 4 max 15.436 5 -17.75 5 0 1 5,661 2 16.293 3 -38.678 5 128 min 0 1 -101 69 2 - -7.908 F 3 I - 287 5 _0 1 -221,471 2 129 5 Li m x 15.486 rccmnj 0 5 1 -35,237 5 -701 671 7 1 0 1 5681 2 -13 816 I 287 5 0 1 0 I 0 I 0 1 131 M14 I max 20.384 5 276.29 2 20802 3 9791 1 0 1 0 1 132 mmxF 0 i 48052 5 0 _1 -21 372 2 - 0 F 1 0 [j 133 2 134 1 max 20,334 mIx, 0 5 1 F 130,972 2 23227 5 -11.W 3 , -9791 1 0 F 1 21372 2 35.047 3 -75467 5 0 F 1 1 -4268151 2 135F 3 138 1 F max 20384 cxix 0 5 1 3384 2 F 518 - I 5 324 31 9791 1 LI F 1 21.372 F 2 4811 3 -100543 5 0 1 -568.8961 2 F 137 4 max 20,384 5 23.345 1 5 0 1 -9791 1 35.798 3 -76566 1 5 I 138F L JITin1 0 Il -31748 2 -11.764 3 21372 [2 0 1 -43453SF? F RISA-3DVersion 15.0.2 LO:\..\15\15-079.O7 ViaSatConfarence enterTl\Cafcs'B&B Canopy r3d1 Page 17 Nov 6. 2011. Envelope Member Section Forces•(Continued) - - RISA-3DVere 15.0.2.. [Oi\ ... 115\15079.O7 ViaSat.con!ererce Center Tl\calcs\B&B Canopy.r3d Page 18. Nov 6, 2017 Envelope Member Section Forces (Continued) ha.k C... .1,1 K 193 L124J 195 _196 I 197 199 201 M21 202! 203, 204 205 1961 1211 2 max! 3 max ]min 4 max 5 imax! I max 2 'max 1 mini 3 max LJ m!njj__.._L_1 jmijj.Jj 5.406 5 5.405 5 0 Ji 5405 5 5.405 5 6.663 5 1 6.663 5 0 41 6.663 5 22.92 5 0 1 0 1 -2202 5 775 2 -45,839 5 T2, 185.391 2 32.742 5 926195 1 2 16371 6 0 1 129.775 2111671131 j 0_J 0 1 0 0 -11.871 0 .17 507 0 8.337 0 1 0 11.116 1 1 1 1 1 3 1 3 1 1 '5 3 1Q5_ -75 3.105 -.75 3105 -75 fl.3 105 -1.196 -.007 _jJ_98 -.007 5327653-70191 0 ._ 1 -397.431 5 44.68 3 93.589 2 0 1 -529.916 5 32.355 3 -70.191 2 0 1 _,437 5 0 1 I) 21. 0 I 0 5 0 1 0 2 0 1 0 5 15.535 3 35.811.111.1: 1 .2 0 -202i7_.iJ 8 21.614 3 47 T48 5 2 5 2 I 5 2 J 1 1 1 1] 5 I 5 266 2 0 1 ..270,36 I 2_I 207 2081 4 'max min - _j 611-..663 5 1 -16.371 5 -02.695 L2 -11.0 -8.337 1 3 I -.007 -I 198 5 15535 3 -35.811 2 0 1 202,17 ] S 2_I 209 210] 211 M22 213, 5 max ]mm 1 max _Lniio max .2 - 6.663 5 0 1 5486 5 t 5.486 5 -32.742 i 5 -185.391! 2 270.142 2 Alttt_.Ls 135.071 1 2 0 .11.116 24296 0 12.148 1 3 3.--44116. I 007 1108 4.416 5 0 1 0 2 0 1 0 7 0 1 0 0 1 0 38721 3 -76-038 1 1 1 1 J 5 2141 215 216 ImnJ__ 3 max lmn] 0,___j II 5.486 5j 0 ,ij 855 S 0 1 0 1 Q__ 0 0 1 1 1 4416 .8.665 0 1 ,-430639 51628 3 -101383 5 0 j_74.053 2 5 2 217 2181 4 maxl mu 1 5.486 5 (3 1 -23855 5 -135071 2 1.12.148 0 1 3 4.416 60135 2 38721 1 3 -76.038 5 0 1 j.480.s3 5 2 219 5 nnax 5.486 5 -4771 5 0 1 4.416 2 0 1 . 0 1 220L_ mm1 0 1 -270 142 2 -24.296 3_l 8 665 1 0 221 M23 2221 . I max I min 2.2 5 0 1 188 041 2 33,21 13 11.275 0 3 1 37066 I -15.855 2 0 1 0 I 0 ]1 j 0 1 1 223 224! 2 max min 22 5 0 1 94,021 2 16605 5 8.456 0 3 1 i 37,066 15855 2 15-932 3 -36.a43 I J 0 1 208.61 5 2 225 3 max 1 in 2.2 5 cm 1 0 1 I I 0 0 I 1 37.066 15855 2 22.236 3 -49.123 5- 227 228! 4 max -_ ]minj 22 5 0 1 16605 5 94021 2 0 8456_ 1 5 37,066 15855 1 0 1 -278140 2j 15.982 3 -36843 1 0 1 20861 2 I 5 2J 229 231 1- M24 5 max jmunj I imax Jmin 2.2 5 0 Li 0 1 ! L-2lJ8_li_L45.839 -3321 5 .15.80411 2 I 20855 2 0 -11 275 17-50T, 1 5 3 37.006 15855 -.71 2 0 1 0 i_j 0 J_iJ 0 5 1 .0 1 1 T 0 I 1 i 1 232] S __Q_ JJ_..1,269 2 0 ii 233 234 max _2l Mi". 0 1 -2778 5] 129.775 2 2292 5 2 0 1 1 I 97437235 11.671 (3 3 • 1 -.71 -3.389 5 32.765 3 70 191 5 236 3 max mm 0 1 -2.778 5 0 1 0 1 0 - 0 1 I -71 3 380 5 4468 3 93589 2 I 0 1 -529 516 5 2 F 237 7313J 4 max IminI 0 1 1 -2.778 I S -22.92 5 .j29 7751 2 ,0 j,671 1 3 -.71 3385 5 32.765 3 :-70.191 2 0 1 1-397437 5. 2 I 239 2401,mm 5 max 0 1 -2,778 5 1.25055 -45 839 5 2 0 .17 507 1 3 - 7 -3 389 5 0 1 0 2 I 0 1 I 0 1 I 241, M25 242 243 1 max' 2 max roInj_.2324 0 1 5 185391 2 32,,742 5 11.116 0 3 I 1 -025 -1002 5 0 I 0 2 0 1 5 15535 3 35()'811 1 I 244 I - j nun 0 1 -2.324 5 92095 2 16371 5 8337 0 3 • ri f -.025 .1,062 2 I 0 1 F -202 I 5 I 2 245 248J - 3 max ImIn! 0 1 .2.324 5 0 1 a I 0 0 1 -.025 -1,06Z 5 21.614 3 -47745 2 p 1 I -27035±2 I RISA-30 Version 15.0.2 (O:...\1515-079.07 Via Set con1manoe.enterTlaIcs\B&8 Canopy.r3dJ Page 19 8, 2017 Envelope Member Section Forces (Continued) - Member Sec AO9bJ C yShovr(S] 1.0 ziecr(84 1.0 Ttque6b-PI IC y-y Monica... LC vtzMaxnen IC '247 4 imax 0 1 -16.371 5 0 I -.025 5 15 535 1 3 -35 811 5 L2 5o 48 mm 24 5 2.95 2 !:-8.337 3 1 062 2 0 1 -20277 2 1 49 5 max '1'T -32.742 5 0 1 - 025 5 0 1 0 1 1 [mun 2324Lj.1a5,391 2 1 11.116 3 1 -1062 2 _I__51 1426 1 max 0 1 270.142 2 24 296 3 3.707 I 2 0 1 0 1 .252 Vn -1.484 j 5 1 47.71 5 I 0 1 2207 .4_5 .j._._a 253 2 max 0 1 135 071 2 12 148 3 3 707 2 38.721 . 3 46.038 5 254 mimi -1.484 5 23855 5 0 1 -2207 5 1 C) I 130.539JjJ 25. 3 max 0 1 0 I 0 1 3707 2 51628 1.3 -101 383 5 256 nnhnj -1.484 5 0 - 1 0 1 2207 8 jJJj.,,,74053 2 257 4 max 0 1 -23855 5 0 1 3.707 2 35.721 3 -76.838 6 258 mlii -1484 5 _-135071 2 J -12.148 3 -2207 5 0 1 j-430.539 2 259 5 'max] 0 1 -4771 5 0 1 3.707 2 0 1 1 0 1 260 1 min -1 484 5 -270142' 2 -24298 3 -2207 9 0 I_3 _0 261 M27 I I max 0 1 188.041 2 11,275 3 13386 2 0 1 0 I 262 L mm 616 1 33.21 5 cm 1 5456 1 0_ I i -iC) ] 1 253 2 max 0 1 94,021 2 8.456 3 13386 2 15.982 3 -36843 5 264, minI -1316 5 16.605 5 0 1 5,456 265 3 max 0 1 0 1 0 1 13,386 2 22.236 1 3 49123 1 5 266 I 1mb -616 1 5 0 1 0 1 1 5.456 , 1 -2784.] 2.] 267 4 max 0 I -16 605 5 ' 0 1 13386 2 15982 3 -36.843 5 ..268 1 ImIn 616 1 5 94021 2 .8A50 5 5450 , 1 0 1 208.61 2 269 5 max 0 1 33.21 5 ' 0 1 13,386 2 0 I 0 I I 270 1mm 616 5 -188041 2 .il.275 3 f5450 1 0 1 - 0 Ii 271 M28 1 max] 2.766 5 259,556 2 17.508 3 3,386 2 0 I 0 1 272 I mlii 0 1 45.154 5] 11 7011 13 , 0 I 273 2 max 2768 5 129.778 2 11 672 3386 2 32766 3 70 193 5 274, 1mm 0 1 2292 5 I 0 709 5 0 1 ,-3ll7.4412 I 275 1 3 max 2.766 5 0 1 0 1 3.386 2 44681 1 3 9359 1 5 nil n, 0 1 0 I 0 709 S 0 1 4329.928j.2J 277 4 max 2.766 5 2292 5 01 3,386 2 32.766 3 -70 193 5 278, mlii 0 1 -129.778 2 I 11.612 3 .709 5 0 , I -3JL44J 2_I 279 5 max 2,766 5 -4584 5 0 1 3368 2 0 - 1 0 I 280 imhn 0 1 -251(556 2 -17508 3 .7011 s cm i I o fij 281 1429 1 max 2.314 5 185.395 1 2 11116 3 1.018 1 2 0 1 0 1 1 282' 1 1m11110 1 32743 5 0 1 .02 5 0 1 • 0 11 2133' 2 max 2314 5 92698 2 8337 3 1018 2 15535 3 35.81215 1284i I nilnl 0 ,1 16371 5' (3 1 .02 6 0 I ,-202.77_5J_2J 285 3 maxl 2314 5 0 I 0 1 1.018 2 21.614 3 .47749 I 5 iois L 0 1 0 1 0 .02 0 1 270,3661 2 1 257 4 max 2314 5 -16371 5 0 1 1.018 15.535 3 -35812 I 5 T. 2791 mlii 01111111-11-111.92 ' 690 2 8337 3-L-.02- 0 i_1.202 775_I 2 289 5 max 2.314 5 -3743 5 0 1 1.018 0 1 0 1 2110 I ]min 0 1 185395 2 11.116 3 .02 291 1430 1 max 1 477 5 270.149 2 24.296 3 2.235 5 0 1 0 I .292 I min I 0 1 47711 5 0 1 -364 2 0 1 0 I 1293 2 max 1477 5 135.074 2 12.148 3 2.235 5 3&722 3 -76039 5 r Y14 I mmmi] o i 23655 5 0 1 -3m34 - 0 1 -430549 2 295 3 max 1477 1 5 0 ' 1 0 I I 2235 5 511,629 3 -101 389 5 29611-- mImi 0 1 0 I (1 1 7364 ' 0 1 -574,066 2- 297 4 Maxj 1.477 5 -23,855 5 0 I 1 2,235 5 38-722 3 -76.039 9 296 ImIni3 O I .135.074 12.148 12.146 I 3, 3.p4j 0 1 -430549, 2911 5 maxlL 1.47, 5 -47711 5 i 0 II 2235 ' 5 0 1 0 1 I ImIn t j-j -2711.1(91 2 -24.298 3 4___ RISA.30 Version 1. 5.0.2 fO...1515-079.07 ViaSat.ormferencc Center iIcaicsB&8 Copy.r3dJ Page.20 Nov 6, 2017 Envelope Member Section Forces (Continued) 301 Member Sec M31 1 Adbj .6 yShecr[lb] max 614 5 188.046 IC zSbeertlbj LC T uv31b-flj IC y-yMoivm 7 11.275 3 -5451 1 0 LC z2Mbxmx IC 1 0 1 miry.0 1 33211 5 0 I j 134335 , 2 0 1 0 1 2 max 614 5 94,023 2 8.456 3 5481 1 15982 3 36843 5 304 1 tmuni 0 1 16605 5 0 1 -13.465 2 0 1 -2086141 2 305 3013 3 imax 614 5 0 0 1 0 1 0 1 0 1 5481 i 1 13.485 1 F I 2 22237 0 3 1 -49.124 5 1 278.152 2 307 308 4 max 614 5 -16605 min, 0 1 94023 5 0 2 J -84533 1 -5463 5 13465 1 2 15.982 0 3 38543 5 1 J708814i 2 5319 3,J 11-- 5 max 614 5 -31211 mlii 0 1 158046, 5 0 2 11275 1 -5,481 1 5 13.465 1 2 0 0 1 0 1 1 0 ' 1 I 311 5332 1 max 0 1 1 1 259 55 2 17.507 3 3,104 2 0 312] mm -5 409 5 45 839 j .5 0 1 0 1 1 j 1 75 -1 5 0 I 0 1 313 2 max l 0 1 129.775 I 2 11671 3 3104 2 32.765 3 -70,191 5 3141 min ] 5.409 5 1 2292 I 5 0 I 75 6 0 1 [397 437] 2 315 3 max 0 1 0 1 0 1 3,104 2 4468 3 93589 5 916 - mlii 5.409 j S 0 1 0 1 .75 5 0 1 529 916] 2 3171 4 max 0 1 -22.92 5 0 r 1 3,104 2 32765 3 -70191 5 - mxi -5409 5I-129.775 2 ' -11.671 3 .75 5 0 1 397 437 2 319 320 5 max 0 1 -45839 mlii -5,409 5 i -26055 5 0 2 - -17.W7 1 3104 3 .75 2 5 0 0 1 0 1 1 0 1 321 5333 1 max 0 1 185.391 2 11,116 3 1.175 2 0 1 1 0 mlii 0684 5 32,742 5 0 1J .004 5 . 0 , 1 0 1 1 322 323 2 max 0 1 92.695 2 8337 3 1,175 2 15,535 3 35811 5 324 mlii j -6 (184 [ 5 16.371 50 ] I 004 5 0 1 20277 2 325 3 max 0 1 0 I 0 I 1 1,175 2 21,614 3 47,748 5 326 min[ 68134 15 0 1 0 I 004 5 0 1 -27036 2 1327 '128 4 max 0 1 16371 mliii 6684 5 -92.695 5 - 0 2 I -8337 1 I 1,175 3 004 2 5 15535 0 3 35811 6 1 -202 77 ' 2 329 ,3J ' 5 max 0 I -32.742 :mhn 63364 5 ' 185391 5 0 2 11.116 1 1,175 3 .004j 2 5 ]o 0 - 1 0 1 1 I 0 1 331 M34 1 max 0 1 270.142 2 24.296 3 6,679 5 0 1 0 1 332 , min -5.450 5 47,71 6 0 1 -4.301 0 ' 1 0 1 333 2 max 0 1 135,071 2 12,148 3 6,679 5 38.721 3 76038 5 334 , mlii 5460 5 23 855 5 0 1 -4.381 0 1 -430539 2 335 t 333 3 max 0 1 0 mlii -5.460 5 0 1 0 1 0 1 0679 1 -4381 5 2 51.628 0 3 101.383 5 1 1 -574.05312 337 3384 4 - max 0 1 -23855 j miii 5.486 5 135 071 5 0 2 12,148 1 6679 3 -4 381 5 2 38.721 0 3 -76035 5 1 '-4305391 2 339 5 max 0 1 -4771 5 0 1 6,679 5 , 0 1 0 1 - 340 1 mlii 57558 1 5 270,142 2 1,-24.296, 3 -4381 2 0 1 , 0 j,j 343 [342 M35 I max 0 1 188.041 mm -2 194 5 3321 2 11,275 5 0 3 -15,873 1 37124 1 2 0 0 1 Ii 1 1 1 0 1 343 344 - 2 max 0 1 94,021 [mm 2.194 5 16605 2 8,456 5 0 3 -15,873 1 -37.124 1 2 15.982 0 3 -36843 .5 I 208,51 3) I 345 3 max 0 1 0 1 0 1 15873 I 22.736 I 3 -49 123 5 346 [mm 94 5 2.1 0 - -1-1--P, 1 1 -37.124 2 , 0 [ 1 [ 278.146 7 347 3413 1 4 max 0 1 16605 ]_mm -2.104 5 -94021 5 0 2 -8456 1 -15,873 5 37124 1 15.952 , 2 3 36,843 5 349 350 5 max 0 1 3321 [mlii 7,1(14 ' 5'-198,041 5 0 2 [ -11.275 1 -15.873 5 37124 1 , 2 j 0 0 1 0 1 1 [ a 1 351 352 M36 1 mcxl 0 1 270554 f min 68.656 5 47 526 2 18421 5 0 3 149 1 -1 941 5 2 - 0 0 I 0 1 1 [ 0 1 353 2 max 0 1 123638 2 12891 3 -149 5 34436 3 69895 51 I min -6I 5 0 1 I -1941 2 0 I 304 166 2 1 RISA3D Version I 5.0.2 10:L.I5\15-079.07 ViaSat Conference :Center ThCSIcS\8&BCanopyr3dj Page 21 Nov 6, 2017 Envelope Member Section Forces (Continued) 3551 Membef Sec M351 LC y saeai3xl 3 1 max 9 -.856 IC a )eaiIIr4 IC 3 TC(CvJG3jb.ft1 IC Y- omen.. IC 3 2-v Momai IC 1 91111 5 356 I mini '-6&656 5 5 887 5 085 2 0 1 -149 5 I -1 941 I 2 48202 0 1 513 751 2 1357 4 max 0 I 21.762 5 I 0 1 -.149 5 34.568 3 67604 5 1.358 i mlii -68.6561 5 -1222221 2 -12,963'' 3 -1.941, 1 2 0 I 1 1 -381,86i 2 I - '159 .5 max 0 1 46,777 5 0 1 149 5 0 1 0 1 I mlii -618.6,56 5 2656881 2 -1 & 456 3_ 1 041 2 J 0 1 0 I 361 382 5337 1 max 1) 1 186 038 mlii -42 679 5 32.541 2 11127 m 1 0 3 1 - 097 5 -1 084 I 2 0 0 1 1 0 1 0 1 3(13 2 max 0 1 1 93.019 2 835 3 097 5 iv 553 3 -35 92 5 3134 '1. mlii -42 679 5 j 16421 I I 0 1 1 084 J 2 [ 0 1 .203A78 2 365 3 max 0 1 0 1 003 3 097 5 21 644 3 47 693 5 68 - mlii -42 679 5 0 - ii I 1 I -1,0134 2 0 1 271 303 2 367 4 max 0 1 -16.421 5 0 1 007 5 15562 3 -3592 5 _368,1-----_miii -42.D79 15 1 -93.019 2 -6.344, I 3 -1 084 I 2 I 0 1 -203.4178, 2 369 5 max 0 1 -32827 5 I 0 1 I -097 5 0 1 0 1 miii -42079 5 -185945] 2 L-I1.139 3 --1,084-1-12- 0 1-1 0 I 3711 5338 1 max 0 1 276.501 2 21.977 3 11.227 5 0 1 0 1 372 - min- -21.444 5 48684 4 5 b 0 1 1.761, 1 0 1 0 I 373 2 max 0 1 127072 2 I 1133 3 11277 6 3468 3 73426 5 374 mlii -21.444 5 22 629 I5 0 I 1 1.761 1 -0 1 -413.497, 2 375 11711 3 max 0 1 5 752 1 miii j_-21.444 5 882 2 555 5 0 3 j 1 11.227 5 1761 I 1 47,714 0 3 1 -983334 5 550112 2 377 j max 0 1 22653 , 5 0 1 11 227 5 35955 - 3 75451 5 i376 min, 21444 5 j-128533[ 2 -II 471 3 1.761 I I 0 1 1420711 2 370 I 5 max 0 1 -49A53 1 5 0 1 Ii 227 5 0 1 0 1 I i 380 - - min -71 444 5 '-281.517 2246 3 1.761 1 , 0 1 0 1 381 5339 1 max 0 1 188.698 2 11 287 3 2743 1 0 1 0 1 382 Irni n1 8171 5 33311 1 o [ I -6157 2 0 ' I 0 1 383 2 max 0 1 94,349 min -6 171 1 5 16655 2 8 466 .5 0 3 1 -2743 1 -61.57 - 2 15999 0 3 I -36954 5 -2033L,,,, 385 3 maxi 0 1 0 1 003 3 -27-43 I 22 263 3 49.272 5 mlii] 8171 5 0 i a i I 6157 2'1 0 '1 27911812 387 388 4 max 0 I -16655 J mlii.8,171 I 5 9434(1 5 0 2 I 1 5 I -2743 1 1 -81 57 I 16008 0 i 3 , 1 36954 5 1 -209 338 7 389 Imax 0 I I -33,296 [mlii 5171 6 [185 13021 5 0 2 11 299 1 f5 [' I -2743 1 -61,57-j 2 0 0 1 I 0 1 0 1 I 391 M40 1 max 0 1 265,429 2 20.028 3 - 888 i 5 0 i 1 0 1 362 -i mlii 3166 5 4074 5 0 1 6.062 2 0 I 1 0 I 393 2 max 0 1 126.553 I 2 11.299 3 I -.888 1 5' 32.441 3 -69.785 ' 5 C294 ] 3168 5 22426 5 6 1 1 -6062 2 0 1 354766.12 395 390 3 max 0 1 3,244 mlii -3.1338 1 5 497 2 1313 5 0 3 F 1 888 5 -60332 j 2 44,596 0 3 1 93132 1 5 526 941 2 .397 4 maxi 0 1 -22.542 5 0 1 -888 5 3 137 3 -70 894 I 5 398 ' mlii -3166 j 1 127.309 2 11 373 3 1 -6.062 I 2 j 0 I 1 -402 024 2 1399 400 5 max 0 I 1 -47217 , 'mlii] -3166 5 I 260541 5 0 2 -20.325 1 3 -888 5 I •6.062 2 0 0 1 1 0 1 1) 1 401 [4021 M41 1 max 0 1 201.676 nihiil -15469 L5 35238 2 13.916 5 0 , 3 1 -284 5 -5.843 1 2 I 0 o 1 i 0 1 0 i 403 2 max 0 1 101.693 2 1 7985 3 -284 5 I 16294 3 -38.678 5 4041 mn -15406 5 1775 [5 0 1 -6943 [ 2 0 I 2214733 2 465 1 '400, 3 max 0 1 003 mlii -15,489 I 1 -019 I 5 0 2 ] -.002 1 3 284 5 -5643 2 [ 222 ii 3 1 -51 629 5 -7'95.681J 2 407 4081 4 max] 0 1 -17751 154805 -193J0212 uii[nl 5 0 7969 1 I 1 II -284 5 -56,43 1, 21 1629 0 3 Ii 38672l5 J -221.435j RISA-30 Vemion 15.0.2 [Om. .\15\15-079 07 ViaSt Coii(erence Center VICa4cslB5B Cannpy.r3fl Page 22 Nov 6, 2011 Envelope Member Section Forces (Contlnuedj q.. AIIb1 I I" 001 xh., 1101 I r T,,,, .410.111 I I" U. I ( 409 5 ax 1 maxLbo 0 - I 1,601 '2 35.227 91 284 5 j920L1 1 1i M42 21,304 412 413 _j.iinJ 2 Imax[ 20.375 0 1 .I49.15.4i. 131.749 2 _Q_. 11.764 3 .1_L011 21 304 LIJ 3 12 J) 1 35:799 3 - 0 1 -76.668 8 _JjttLi J 23.346J. 5 0_ 1 9.77 - 121304 9.77 1 ID 1 434.85 2 4151 418J 3 max jmlnj_-20.315 0 I 5 -.516 -3.364J2 5 0 1 324 3 2 48111 3 -100.595 5 1 0 1 .5689112 4171 41 C 4 max IrnIr3j .20315 0 1 & -23.227 -130.975.1 -L 1 5 2 0 1 .11638 '1 21 304 977 2 35,048 3 -75.458 5 1 0 .426028: 2 - 419 42Qj' .___ 5 max 0 L215L 1 -48.653 t61_L2 5 0 1 7.Q833 3 21.304 977 i -37.242 -93.037 2 0 1 0 1 0 1 QJ 5 0 1 0 1 0 1 0 1 421 42.21 M43 . 1 max, min....2.359 0 1 5 204.558 35.742 2 14.116 0 3 1 4231 2 max 0 1 103.161 2 I 8104 3 -37.242 5 16.765 3 -39.794 I 5 474 mb 2 t03 S 18.006[ 1. sj_ - 0 1 -03 037 2 0 I -221.8591 2 425 426 * 3 max1 mm I) 2359 5 -.Q03 -.018 5 1 2 0 -.002 1 5 -37.242 -03,037 5 21843 3 -53,12 5 2 0 1 304.2221 2 427 4 max 0 -18.007 I 5 0 I 37242 5 16.761 I 3 39.788 5 - - - miril -2350 5 .103i74i4-8.104 5 -9 03 0 I 1 -227.828 2 ,j 429 5 max mnimll 0 1 2359 5 35.731 204 488 5 2 0 I -14.109 1 5 -37.242 -93 037 5,1 0 1 0 1 2 0 1 [ 0 1 431 432j___ M44 I max mn_ 2 max 35.326 5 .0 1 184.377 [ 34.317j 2 5 14.32 0 3 jJ I -1.203 7fl9 5 0 1 0 1 2 0 1 0 I 5 23.576 3 -53.&W 5 433 34L_ I min 3 max 35.326 5 d, 1 95.436 1 1785JS I 2 8.329 0 3 1 -1.203 4229 0 1 1_6 435 436L_.. 35.326 5 l 1 -.004 o023 5 2 0 ,00L 1 3 -1.203 ,-1229 5 32.347 -71.282 5 2 0 &4.385j 2 431' 438 4 mriaxi j!nj 35326 I 5 0 1 -17.657 -95.438 5 2 0 -8 9 1 3 -1203 221) 5 23.571 i 3 -53.064,,,S 2 0 2 J 4391 440 _ S Max minI 35.326 5 0 1 -34.309 -184323 5 0 1 1 -1,203 -7.720 5 0 1 0_I I 2 j 0 JI 0 1 -14.36 3 441 4421_, M45 1 max' irnIn_898 0 1 5 126.262 23.679'1:5 2 9.195 0 3 1 -.514 .11.355 5 0 0 1 1 J 0 0 ------ 2 lmax mm 0 1 .38 898 5 68.724 2 5 5.802 0 _ 3 I -514 -ii 355 5 11.37 3 -26.484 5 I [ 0 1 -141 9194_Z_J 445 44)i[ - 3 max. mmn4)8.898 0 1 sj I 0 . 0. 5 2 0 0 3 1 -.514 -11 ,355 15.758 35.597 I S 2 I 0 I 191.0231 2 4411. 444_1-- 4 max 0 1 1-12.391 5 0 1 -.514 5 1137 -26.484.1 1 449 I 450[ 5 imax! .___.Lmln 0 1 -38.890 5 I -23.677 '126240 5 2 . 0 -9,195 1 3 1 -.514 [11_5 5 0 0 1 1 2 0 0 LI 451 462 M46 I max 4m1aj.j23.637 0 1 5 1 191.895 35717 2 5 15,876 LJL 3 3 I 43.839 20.094 2 0 0 1 1 0 1 0 453 454 1 jmmnl-123.6371 2 max 0 1 5 99.268 18.367 2 I 5 8874 0 I 9 1 41,839 20,094 7 26.161 3 57.48 5 1 0 1 -309451 2 455 456 3 max 0 I I s ..siitn,jj_23.6.lJ - 004 L -.023 I 5 2 0 002 I 3 43839 20094 2 35598 3 -77.193 5 1 I o I -416 224 457 4913 459 450 4 max1 I nilp I max rnlrj. 0 I I -123 037 5 0 1 131J. 18368 1 98.271 I -35 708 9j4 0 5 2 5 0 -8674 0 672J3.,j_2.094 1 3 1 43.839 20094 43 830 2 26.156 3 5747 5 1 0 1 i.309.398, 2 2 0 1 0 1 j_ 0 1 451 462 M47 - I lmax I . 1mb 0 1 -248.624 5 128 066 ,4flJ5 2 9327 0 3 1_ 45.519 [-130 054 5 0 1 0 1 2 0 1 Q___LIJ RISA 3D Version 15.0.2 JOA.AIMIM79,07 VbaSat Conference Center TIlCabcs3B&B Canopy r3d] Page 23 Nov 6, 2017 Envelope Member Section Forces (Continued) RISA-313 Version 15.02 [O:t..115315-079M7ViaSat Conference OenterThCaksS&5Canopy.r3d] Page 24 Nov 8, 2017 Envelope Member Section Forces (Continued) Member Sec APbI LC y58mrflb] LC zs)rmvtlb) IC Toii luejlb-ffj IC y-yMemen,..IC zzMcmon..LC 517 4 ma 688-523 5 i 1 0 1, 1 0 1 0 1 0 1 -1,9 0 1 I o LiJ j 1 o 0 519 S20 5max6892975 rnln-38719862 0 0 1 il 0 0 1 Ij 0 0 1 i11 0 0 1 il 0 0 1 521 M53 I max 6853115 0 1 0 1 0 1 0 1 0 1 522 min ,-3866.158 2 0 1 0 - 1 J -0--j-1- 523 2max-6860845 0 1 0 1 0 U-1-1 1 0 1 0 1 524 min L3867.723 2 0 + 1 0 1 0 1 0 1 0 1 525 3 max; -6866585 0 1 0 I 0 1 0 1 0 1 526 min l-3t369 299 2 0 1 0 I 0 1 i 0 1 0 1 527, 528 4 max 687631 5 rnlnl-2870 855 2 0 0 1 1 0 0 1 I U 0 1 1 0 0 1 1 0 0 I 1 529 530 5 max. 6884045 m]n1307242l 2 0 (1 1 1 0 0 1 I 0 0 1 1 0 0 1 1 0 9 i 1 i 531 532] M54 1 max 13605 mm 1585916 5 2 0 0 1 1 U 0 1 1 0 0 1 1 - 0 0 1, 1 0 0 1. 1 533 2n,ax13682315 0 1 0 1 0 1 0 1 0 1 534J J mm 1567.4821 2 0 .1 1) 1 (3 11 (3 1 C) 1 535 31max1375965 0 1 0 I 0 1 7 0 1 1 0 i 1 min i156110481 2 0 1 0 1 0 1 0 ,1 (I I 537 4 max -13837 1-1570,6142 5 0 1 0 1 : 0 1 1 1 0 1 1 0 0 1 1 1538 min 0 1 0 1 0 0 539 5max-1391435 0 1 0 1 0 1 0 1] 0 1 540! min -1572,18 2 0 1 1 U 1., 0,1 (1 1 (1 1 541 M55 I max 179949 5 0 1 0 1 0 1 0 1 0 1 542 J mia-1795891 2 0 1 0 1 0 1 U 1 0 1 543 2 max -18177235 0 1 0 1 0 I U 1 0 1 544 mU, 1797 557 2 U I 1 0 Li 0 1 U I ULI_ 545 3 max -181.496 5 0 1 0 1 1 0 1 0 1 ] 0 I 546 j mlnl-1199,123 2 1 1 0 1 U 1 0 I 1 0 1 1 547 4 max -182.269 5 0 1 0 1 0 1 0 I 0 1 549 mU,, 1800 889 2 U I 1 0 1 0 I I 0 [ i 0 1 549 5 max -183.043 5 0 1 0 1 0 1 0 1 0 1 550 mlr, -1802255 2 U I U 1 0 551 M56 1mmn 715424 2 0 1 0 I 0 1 U 1 0 1 564, mm 1 -71699 2 1 0 1 0 1 0 1 555 3max 0 3 U 1 U 0 1 0 1 U I 5561 mlnl-718555 2 () 1 0 0 . i : I 0 1 557 4max 0 3 0 1 0 1 0 1 0 1 0 1 [min[ 720)2112 0 1 U I 0 I 0 1 0 j_ 559 5rnax 0 3 0 1 0 1 0 1 0 Ii 0 1 560 min-721 687 2 [ U 1 U 1 0 1 0 1 0 1 861 502! M57 1 riac -73206 1 mm , -787.38 3 4.715 2105 5 1 U 0 1 0 0 1 . 0 0 1 1 0 0 1 1 563 554 J 2 max -71.641 1 mm I 785.648 J 3 1 2.358 1 053 3 1 1 5 - 0 0 I 1 0 0 1 0 (3 1 1 -4 -8 9,9_ 5 , 569 3 max 70.075 1 0 1 0 1 0 0 1 5334 5 568 mu, 793.91QJ3 1 0 I 1 0 1 0 1 0 J 1 -11 946 3 567 , 4 maxm -68+509 1 1 , -1.053 5 U 1 0 1 , 0 1 -4 5 558 , Mir ,-782.183 1 3 2.358 3 0 , 1 .0 I 0 I 1 -8,959 3 569 5 max 68.943 1 -2 105 5 0 i , a i 0 1 0 1 570 I mis 1-780.451 L 3 -4 715 3 U , 1 0 I U 1 ] 0 1 j RISA.30 Versirxr 15.0.2 [O:%.++%15I5-079.07.VtaSat Confence Center TI\CaI4s\B&0 CanopyJ3d] Page 25 Nub. 2017 Enve!one Member Section Forces (Continued! Member So, A,6a(b) IC y rear9b] IC z Shewflbl IC Tu'queVb-81 LC y.y Mama, CC z Mayan.. LO 571 M58 1 max 0 3 I 4,263 1 0 1 0 1 0 1 1 0 1 572 mU, -248762 2 L,.i4 I 573 2mdx 0 312131 I mm 25032812 0 1 J3 0 0 1 1 0 0 1 I 1 I 0 0 1 1 0 -8.1 3 I 575 576 3max 0 3 [min -251.894 2 0 0 1 1 0 0 -j 1 1 I 0 U 1 1 0 - 0 1 1 0 -108 3 1 1 577 578 4max 0 3 mm1 -25348 2 0 -2131 3 0 0 1 1 1 U 0 1 1 0 0 0 81 3 1 579 5 max 0 3 U 3 0 1 0 1 0 0 1 580 min1-255.028 2 -4263 1 0 1 ] 0 581 082 M59 1maxi-247.249 1 mmmn -709 167 4 -- 4 715 2105 3 5 0 (3 1 I 0 0 1 I 0 o I , 0 0 1 1 583 $64 2 max -245 583 1 mm -707 478 4 2.358 1.053 3 5 1 0 U 1 I 1 0 0 1 1 0 0 1 1 -4 -6.959 5 3 585 3max244171 0 I 0 1 0 1 0 1 -534 5 556 I - min! -705.7861 4 0 1 - 0 10 I I 0 I 1 -11,940 3 587 4 max -242 551 1 -1.053 5 0 1 0 1 0 1 i -4 5 Ls I rr,rin I -704,095 4 2.350 3 01 0 1 0 1 I -8.959 569 5 max -240,985 1 I ,in 707405 4 -2.105 4715 5 I 0 0 1 1 1 J 0 0 1 I I I 0 0 1 ] 1 0 0 1 I 591 5§2 I MSO 1 max 0 5 imin: -2 502 2 4715 0 3 5 0 0 1 1 i 0 0 1 [ i 0 0 1 1 1 0 0 1 53 694 2max 0 5 mm -629-128 2 2358 0 3 1 5 0 0 1 1 1 U 0 1 1 0 0 1 1 0 -8959 5 3 595 3mm, 0 5 0 1 0 1 0 1 0 1 0 5 im]rYtI309942 0 II 0 11 0 1 0 1 11948J3' 597 4max 0 5 0 5 0 1 0 1 U 1 0 5 599 I - - mm 632 28 2 -.2.358-1 3 0 [1 0 1 0 1 -8 959 3 600 5mx 0 5 min 633 (326 2 0 -4.7I'll15 5 1 1 0 0 1 J 1 0 0 1 1 U o 1 1 0 0 1 1 601 002) M61 1 1 max 21266 1 - minl-6&3 509 4 4.715 2.105 3 5 0 U 1 1 0 U 1 1 0 U 1 ] 1 0 U 1 I 1 LJ 603 2 maxl 211.094 1 I 2358 3 0 1 0 1 0 1 -4 5 1 mm,'-6131.818 4 [ 1.053 5 0 1 1 I 0 1 I 0 1 -9 3 605 1 3 max -209 528 1 0 1 0 I I 0 1 0 11 -5 334 5 1 min 683128,4 0 1 4 max -207.963 1 -1.053 5 mm -678 437 1 4 -2.355 + 3 + 5 max -20397 1 -2105 5 I [mm -678.7471 4 -4715 3 1 U 0 0 0 I I'llI , 1 F I 1 1 0 0 0 0 (3 1 + 1 I 1 1 [ 0 0 0 0 0 + 1 1 i 1 1 + 1 -11046 -4 -8 959 0 0 5 + 3 1+ 1 1462 1 max 0 3 4,602 4 0 I 1 0 1 0 1 0 1 rnm46.908j.2 0 3 __j 0 - U 1 + 0 C) I 2mau 0 3 2.301 4 i 0 I 0 1 0 1 0 3) I rnmn 1-548.473i 1 2 0 3 1 + + 0 1 0 1 0 1 -8.744 4 3mm, 0 3 U 1 0 1 0 1 0 0 3 mini 1 550.030! 2 L, U 3 1 0 I 0 11+659 4 4mx 0 3 0 3 0 1 U 1 0 1 0 3 - I I mm i -,q51.60 r 2 -2,301 4 o : o 1 I 4 + 5max 0 3 0 3 mm -993.171 I 2 -40(32 I 0 o 1 I 0 U 1 1 0 0 1 0 (3 11 1 RISA-30 Voriori 1502 [0%. \15\15-079 07 ViaSat Confeence Canter T6Catcs(8&B Canopy. r3d] Page 26 Nov6,2017 Envelope Maximum Member Section Forces 2. 3 4 5 6 7 8 9 10 rr.or 9 Ml m 0 M2 '94005420.4..I I .J!!i-823 M3 rn.260.3. I y* 0 M4 rft..208.4 rn5 207 M5 fl 1797 17$ -265...n.745 u 5 OV qnj 0 1 1197652227 E62.087 31.4 3 1031.641 0 0 5 i°37 5 20 4 0 5 552.257 592 0 1 11975 5624( 10.2.3 iI$i9i3jf6274 10,4, 311014 10.2.42 102 . 5 1262.09 10.4,2 104 LI.. Z 18ar..J.00[Ttj 2 87.854 fl.7... 2 1.181 7246 2 26O.299i9.6.j 2 87.858 5424 2 l-32.96959L. , 0 J.2,t8261197J 68.677 0 2j.32.969'nAj3 Lc 3 5 5 5 5 5 I 5 T'C5Je1IL0CO3 0 .007 0 0 0 -002 -.014 .021 .02 IC 0 1 0 4 0 1 I 0 1 0 1 0 5 0 2 (3 4 _Q 1 -y MC17n IMc1Uj LC z z M91 14c(81 312.49 284. 1 6633 644 22.4 .j$7.76R!241 1 -39628T 5329 312.49 0 5 0 0 312 511 p3.4 1 -5192.284 10.2.. 197.772 5.92,5 6633.159 5,92 .312.511 0 Lj9eoo323.o.. 135063 '10865 1720.36310.242 -05065 110.3. jJ-1023,6715.1 151.2J 71.157 1068 5 2057.504 ba) -71 142 19 3. iJ 455.265 5.1 1.0 I 2 1 2 2 2J 2 2 11 M6 rn.4153 12 1 bn.3i8.. 100 3 102. 3 1.2401.2)1.918 2401.27519.64.2 92.26 196.. 2J-32j96 15.541 5 5 .174 .018 0 l.4 0 1A. 95313 1060 5 4323.27118.3.. -95.311 792 Ii j-176A96131.-1111 , 2 13 M17 ,n..,21 8841918 14 49* 21.2 5 10 5 402.062 4092I10 131 2 '72.001 IOST 73.0119! 5 5 -.002 -01 0 1 0 1 4 106.853,213t 5 493139 2.131, 108789)19 3 ii -105.055 13110 2 21 15 MO rn. 0 .16L t*9383. 0 1 0 5 184,324 0 184 375818712J214.328.167 12 14.316 0 3 3 7.238 1.06 0 1. 2 _0 LS 32.1.347 4083 5 0 0 0 0-1C, 384.38705.3 1 24 117 MO M-38.86 18 00v 0 119 M10 im..,1236 20 I (1 0 5 0 1 0 5 (3 1 126.25i 191,8421 1jJ2 0 0 12203,833J.9,19515.833l 2 9.195 0 i 215.672 0 5.678L8.51 3 ' 1 11379 513 20.112 -43.899 0 2 0 5 0 '1 0 2 15.758 2 17 5 0 0 0 0 1 [.1910852.917 35,598 425 5 0 0 _o J 0 1 -416.22714.25 1 1 21 Mu rII. 2406 22_i il50 13 5 C) I 1280551 728 c4,91r1 0 2 9327 0 2 1-9.327 59171 130078 45Sro4 0 2 SLJJ0 16.212 2.050, 51 0 1) 1 j196.5882958 1 2 23 M12 n [3.171 24 L 0 0 5 11 0 1-258.526 205404 0 .1.7 12 20.028 0 2 -20.3218lff73 8087 89 1 0 2 0 s 44595 4.168 51 0 0 0 0 1l,G39'dl84 1 2 25,1 M13 irm.15.486 0 5 201.5%1 0 2 13.909 0 1 3 ....... 5.681 0 2 222 2.917 5 I 1 0 1 20101115.83312 .113.9165.8313 287 0 (5 0 0 t4J I 1.299574121117 2 27 M14 m-20.384 0 5 27629 0 2 20.832 0 3 -9.791 0 1 48.116 1433 ' 5 0 0 1 28 )wr1 (1 0 1 219 508 8.5 2 (-2114 85 j 21372 .o [z 0 0 168.9p 24 29 MiS m. .298 30 _- 0 1 0 5284479 -264.555801712 0 214.109 0 I.14.115501715 93.062 37.244 0 2 0 .5 22.842 2908 51 0 0 0 0 1 1 304215 1 31 MiS rn.160 713 32 I 0 0 5 0 1 270.562 265.6988.167 0 2!18,422 0 21.18..69l401j L3 3 11943 L .140 0 2 0 (.5 48.209 4063 5 0 0 0 0 1 -5140732.998 1; 33 M1TA rn 42 779 34 0 0 5 0 05949 -166 042 0 98a1 2 1114 0 13 11.1111-4 J4.801[3j099 1.102 0 2 0J.iJ._1 21544 2917 5 0 0 0 1 .271.30912.917 2j 1 5I 35 M18 m .21.468 35 o* 0. 37 M19 rn.I8,179 _JS _J1*0 39 M20 m. 5.406 40 1 0 0 5 0 0 5 1 0 5 0 .11. 281,523, .779 507 188626 -1887025917 25955 2139 5 0 852 0 ' 0 0157 2 22.4611 0 21917 f 185 11.2991 0 jjj87l,4I5.j27.428 . 17,507 0 1.7.5077.148! 3 j 3 3 3 31-11.237 -1.77 61563 -.75 .31051 0 1 0 1 0 2 0j 0 5 0 [2J.. 47743 16V 5 0 1 0 0 0 L11 556 39614.161 22268 2.958 5 0 Cl 9 I'll ' 6 J.j 1.279.12412.958 44.68 4062 5 9 0 0 0 4 -529.918 4003 1 2 I 2 1 .Z I 41, M21 rn18.663 42( a I 1315185.391 -185.3915.833j21.11,1)6 0211.116 0 3 3 -007 1.195 0 .124. 0 521.814.29115 0 0 0 1 0 4 2703)3 2077 1, 2j M22 rn.. 5.486 0 5 270142 0 8$ 1 2 124.296 0 2J-24,29P 8 5 1 3 3 4416 -6 1365 0 2 I C) 5 51.628 425 5 0 0 0 0 4 -574.05314 25 1 .2 45 M23 m. 22 46 L i'nl 0 47 M24 m 0 0 I o Ii 0 I 188.041 .1896415.911.12 259.55 0 0 2 [11275 0 1.11.75 4 031 2 117.507 0 3 3 SJ15.55[1 37,066 -.71 0 2 U 0 5 22.216 2.958 5 0 0 .0 0 L4 -2713 146 ,L658 4468 4003 5 0 0 1 21 1 487i 2 0 5 259.513167 2 .17.5077.146 31-3.389 9 2 0 0 4 .52991614.062 2. 49 M25 11 0 0171-2 324[ 0 1 0 51-185-3910131-2". 185.391 0 ] 2 11.116 0 11.116 681 3 3 -.025 -1062 0 I 5 0 21,614 2517 5 0 0 0 0 4 .27030 2.517121 1 51 M20 Im 1 0 1 0 1 V0.1421 0 12 94,296 0 3 3707 0 12 51.628 425 2 0 0 1 52 10511 404 0 s 1770 142j5.5 2 24 29 85 3 -2.201 0 0 4 -574.05325' 2 1 53 M27 rn 0 0 1 08441 0 2 11.275 0 3 13,386 0 j2 I 22.235 !-58 2 I 0 0 . R(SA-30 Verèlon 15.0.2 (0L\151S.079.07 ViaSal Conference Ce - nterTl\CafcskB&BCwoN.r3dj Page27 Nov 6, 2017 Envelope Maximum Member Section Forces (Conthued) - - - RISA-311) Version 15.0.2 [O:t. All 5\1S.079.07 ViaSat Conferencer Center ThCalcs)B&B Cnopy.r36] Page 28 Nov 6, 2017 Envelope Maximum Member Section Forces (Continued) Mambo, Aa1 LoclIuliC L1o8.. -.r.167 46t2joo1.oIo y Shag. 0 6 2 0 £001111 IC z ShearAociftl IC Ioi 0 01 0 . 1 0 0 1 1.001 Taq90 to.-[1r IC. 0 01 0 II 1 y-y 13.-an' 0'9 IC -L A0110 Loelfi 0 06 0 01 0 02 0 01 0 0 5 1 0 0 IC 1 109 M55.17O.J05I 110 r'--lD02 Hi M56n'5180 0 112 r-I.771 5 0 6 12 1 0 0 1 0 0 1 0 1 1 0 0 1 1 0 0 5 0 0 1 0 0 1 2 0 13 0 0 5 0 (I 1 1 - 113 1257 11 114 ,n•n707.J0 -61 4 Ill 1 I 4,715 3_471510V1 ,3 0 3 0 11 1 0 01 11 0 1 0 :01 0 0 2 0 0 0 0 1 1i1 .573 , 1 V 115 1258 rl. 51.12 115 m..7551512j715l01V3 I, 5 4.715 1) 3 0 0 1 0 01 376 0 4 0 '0 1 1' V 2 0 U 0 0 5 _1194'i57 3 1 117 1256 .a -213 10 1 1 4.715 0 3 0 0 1 0 0 1 11 0 2 0 U 1 lie '1 'Yf 0 4 4715 IC I V 0 0 1 0 0 1 V 0 0 5 -11 946 ,1G 3 119 1260 n' 30 I.) .324 611 1:) 0 5 4715 1 2 1 -4115 0 3 0 0 1 111 1 3 0 V 1 lj Ii 1 1610 0 5 0 11 V 2 0 0 0 0 V 5 L'711 906 1 121 M61 a, ia Vffl4 .101 1 4 715 V V4715 0 3 0 0 I : 3 0 V V 1 0 1 0 0 I V 0 0 2 0 0 0 V 0 5 11948 "n' 1 4 129 1257 Il .-i1.2 V 0 5 4,715 - 0 3 0 0 1 U 1 0 0 7 0 1 174 ,r"i-553 JIOl 2 .47151013 0 V -025 0 3 0 V05_11.946i1V73J Envelope Member Section Stresses 'lr In" Sac 1 Ml 1 Imaxi 1140 ks-I IC y ShoV'1 II. z 7h-f.- 3 1 0622 003 LC 5 v iop'I 1 IC y.9v55v7 C 1op94 J LC 7-ot)krlIJ 1 4 1 0 0 0 1 0 IC 2 i min -0495 016 5 0 1 0 1 0 4, 0 1 (I 1,1 1 3 .1n'a 0 1 01' 5 0 1 45 2-9625 017 5 025)4 4 non' -(0)9.5 -072 4 043 :i 0132 5 -41; 2!-084 .4 -105 S[ 5 V VV0 IPY Min i 0 1 -043 5 11 V 251 1 2 -011 5 1 3 377 1 771 7 '112 4 II -,T71 12 V 377 1 1'0 1 .146 1 4 1 4 8 MAX1 .mM42,k,,-_-., 0 1 - 07 5 0 137 2 017 1 3 -1.735 5 7.506 2 1 0 1 566 75013 21 1735 5 -2251 3 I) 'i 3 6 5 10 ma,, ni)n1 -.5 0 1 476 3 044 S 094 0 3 1 0 4 0 1 4.106 5 0 0 1 0 4 0 2 1.167 V 21 U 11 M/ 1 12 Max raIn 11 1 428 7 '2 02 11 0146 5j-::, 143 1 5 V 1 0 1 4.406 5 0 0 1 0 1 0 2 -1 7 V 2 5 13 2 14 : 0 1 212 2 0 012,5 0 1 5.275 2 -1.102 5 .0 1 .004 15 11025 -5.275 2 -011 5 1 0 1 15 3 16 max mm U V 5 0 1 0 0 V 1 0 4 . 0 1 5 1 6.904 V 2 -1 .42 5 0 V 3 0 I 1.12 5 6904 2 5 V 1 II 1 3 17 4 max .012 3.155 5 0 1 5.275 2 1 -1101 5 011 5 II 1 18 IllIfl 0 1 -.202 2 -005 02 3 -,09 4 5 1101.5 -5.275:2 0 •l -1845, 16 6 20 n'ax min V 7n4 5 (Vj 1 -.4211 2 -,143 1 j 5 0 1 0 1 0 2 1.367 V 1 (1 1 -4496 5 II 0 5 7 V 21 M3 1 max 015 11 -,094 5 644 1 6 1 II 1 1 0 4 0 2 1,367 '2 22 flmmfl I 1 - 428 2 V 0 I 1 0 , 4 0 1 4 406 8 0 2 23 2 24 max nun' 042 '2 33/ 2 0 1) '1 117 5 -r.I17 1 3' -1.732 .5 1 7.505 2 2251 3 0 7505 2 1732,5 0 1 €98 1 3, 26 3 2$ max non .042 5 251 2 0 0 1 0.11 5 -011 1 1 3 . 377 , 1 766 2 U 1 146 - 769 7 377 -472 4 0 -i1 4 27 4 max 009 5 022 4 0 1 45 2 042 5084 4 005 5' 28 min 0 1 011 5 -.043 3 017 5 -46 2. -.017 5 -0.5 4 29 5 'Tiax .019 5 -1116 5 7133 5 0 1 0 4 ' V 1 II 1 I 30 V min 0 1 -,062 1 21-0 1 0 4 0 1 0 - 1 V 1 31 124 1 1 32, 'irmo min 1105 3 967 5 172 0 1.0211 II 5 1 0 I 0 1 0 1 II • 0 1 0 1, 0 1 II 1 33 I 2 bias' 026 3 .115 2 0 I 2.1514 • 2 • -.397 R!SA'-3PVersicm 150.2 f03..\15\15-079.07 ViaSat Conference CenterT1Calcs'.B&B C1OPYVI3dJ Page 29 Nov 8.2017 Envelope Member Section Sfresthes.(ConUrnied) Mambo, 1.341 -See - Ard4llrmrlj LC o '511ev,! IC 0 1 02 [5 x 0606,! -.048 IC y-Topjkoil 5 1 397 15} IC y-6r5[6v9 IC z-Tr,pjkvil IC z-Bm(kvi IC -2104 5 0 j 35 1 36 3 - Max 064 mm 0 1 3 -.083 5 1 -.424 0 0 0 1. 5 1 V 753 3.886 I 5 [2 3684 I 2 ' .753 5 ' 0 0 ' 5 1 0 1 6 37 4 max 0 1 1 -02 5 0 1 2.193 1 2 -397 5 .033 5 0 1 36 mlri 020 3 1 -.115 1 -046 5 L 397 sl 2103 2 0 1 '033 s 39 slnuaxl 0 V 021 1 122 5 0 1 0 1 0 1 0 1 '10 - mlrlj .005 3 1)02 5 0 1 0 1 0 1 - 0 ' 1 0 1 41 MS 1 rnsxl 0 1 .152 2 134 5 0 1 0 1 0 1 0 Ti 42 V [mbn - 007 4 .008 5 0 1 0 1 j 0 Ji 0 _- ,I -0 1 43 441 2 [V maxl .018 [mIll 0 5 .067 2 i 021 tt 0 '041 1 5 3.118 1 2 4515t,3V11812 -461 5 0 02 1 51 .02 0 5 45 3 V max 055 mlnj 0 5 -084 5 i -.4872 001 0 5 1[V409 .77 5 2 4.409 2 .77 5 0 0 5 'i 0 0 1 5 47 48 4!max[ 0 min 019 , 1 -,021 5 1 -.065 [2 0 041 1 5 3.104 448 2 5 -.448 5 , -3.104 2 02 0 5 - 1 0 02 , 1 . 5 I 49 5 max .007 4 -008 5 134 5 0 1 0 1 0 1 0 1 50[ mn 0 1-.152[2 0110 1 01,0 1 0 1 1. 51 126 521 1 max' 037 minI 0 3 .178 5 11 .791 ,2, 179 0 jl 5 0 0 1 1 0 1 0 1,0 0 1 '1 0 0 1 I 53 - 2 , max 06 mln 0 3 .362 2 J 1J 019±5 0 -029 1 [5_[,-1 -1.134 .894 1 2 1 894 2 1134 [1[ 0 -.006 1 V 006 0 5 55 50 - 3 max 0 mb 1 096 1 193 2 3 1 .052 1 002 0 5 I 1 -.008 2.471 1 5 2.471 5 006 I 0 0 6 '1 0 0 1 5 57 58 L 4 max 0 mbri -,.M913 1 1 -019 5 I -.363 2 0 -.029 1 1 i [5 -1 129 -1878 1 2 1.8787 2 1 L129 1 006 0 5 1 0 006 1 5 69 601 5 - max 0 mlrli 03713t 1 791 2 17715 179 oji . 5 0 0 1 1 0 - 1 V 0 iO 0 -. 1 1[ 0 0 1 II 61 M17 62J 1 max 001 rnlrij 0 5 015 5 11 -058 12 071 0 5 i 0 0 1 1 0 1 0 11 0 0 1 0 1' 64 2 max' 0 min .003 1 032 2 1 1 004 I 5 093 1 0 5 1 225 047 2 5 - 047 5 .225 12 071 0 5 1 1 L 0 -.071 1 5 65 80 3 , max 0 mm 004 1 055 2 1 3 1 .011 5 .002 0 5 1 -,03 -.154 5 2 154 2 03 5 ' 0 0 - 5 I I 0 0 1 5 130 4 max .003 Min 5 . -,004 5 !1-1 -032 [ 2 093 0 5 1 1 225 047 1 2 5 017 5 - 725 2 0 -.071 1 5 .071 0 5 1 60 70 V V Smax 0 ,mlol 001 ,1 058 2 V5 015 '5j 071 0 5 1 0 0 'lL 1 i[ 0 1 0 1 0 0 1 it (3 0 1 I 71 MO - '2 b 7 73 1 max 0 mlrr[ 03 1 358 2 067510 028 3 1,0 0 1 110 0 1 1' 0 0 1 0 0 1 I 74 2 max 0 raIn -03 V 1 .180 2 5 I .034 5 016 0 3 L 5348 2 5J 993 5 5.348 2 1 _0 441 3 !L 0 --!41,A3, 1 I 75 76 3 ' max 0 111111 -.03 1 0 21 1 5 ' 5 0 0 3 1 7.196 1 334 2 5 1334 5 7.196 i 106 0 608 1 3j I I 77 78 [ 4 max 0 [mmli 1 -.03 1 .034 5 5 •V188 i 2 0 1 1"',994-5 535 2 994 6 .535 441 0 3 ' 1 0 441 1 3 I 70 - 80 - 1 5 1 max' 0 1mmn[ .03 1 067 5' 5 -.358 '21 0 -028 1 1 3 0 0 1 1 0 1 0 1 0 0 1 1 0 0 I L 811 M9 cars 033 245 2 018 3 g I 83 64 85 2 t 3 max 033 mInI 0 033 max 5 13 2 [1 024 Is 5 0 2 011 1 0 0 3 1 1 2657 4913 [5 3.577 2 2 -496 5 I -2.657 I 2 666 5 213 0 295 3 1 1 3 0 -.213 0 1 I I 66 1 rlumn' 0 , 1 0 5 1 0 3 .666 5 - 3.577 [2 0 1 -.295 1 3 137 4 max .033 5 -024 5 0 1 2.657 2 -496 6 213 3 0 1; RISA.30Verskai 15.02 1O:\..\15\15-079,07 VIaSat Conference Center ThCalcs\B&B CanopyVr3d Page 31) Nov 61 2011' Envelope Member Section Stresses (Continued) Member. Sec AdlkeI1 LC a Shovr IC a Sheovi IC mcckel IC vAdIkO IC T elk II I r .fbelkeil I 88 89 90 91 MID lmtn 0 • 5max.033 ,_jmln _9 I ,-.13 5-0465 I 245 5 .373 2 2 2L018 .011 0 .03 1 3 1 3LA96j5t-2&$71210 a_._o 1 0 1 0 1 0 I Li_ 1 _0 1 0 0 1 0 1 -.21313 01 92 j max .104 Jmte 0 1 .089 si 0 1.1 0 0 1 0 1 0 1 0 Ii 93 1 2 max 104 ioio ._._ 16 .193 1 L 2 5 .017 1 0 3 i_L.iiL 5,792 '1.076 I .49 3 I Lj921 _J 0 1 - 40 3 I 11 95 95 97 3 max . -0-04-1--.. rnnt 0 0 1 0 2 5 0 0 31 1 7.792 -1 445 668 3 1445 -7 792 0', 1 0 1 -.666 3 98 4 max .104 raIn 0 5 -.036 1 -.193 5 2..01t 0 1 3j1.078 5.793 -1.076 .49 3 -5.793 ._Q I 0 1 49__LU 99 100 5 max .104 mII3j_0 5-.0695 1 -.373 2j 0 1 3 0 0 1 0 1 Q__ 01 181 102 --Ml l- max 209 _1mIni0 5 249 1 .047 2 54 018 0 3 1 0, 0 1 0 1 0 TIi 0 1 0 '1 oljj 103 104 2 Imaxi.209 minJ 0 5 132 1 .024 2 5 .011 0 3 1 2.733 1 2 -.51 5 .219 3 ,I 5 -2733 I2 0 1 0 1 -.219 3 105 106 107 3 max .209 j..mliii 0 4 max 209 5 0 1 0 5 1 024 2 5 sL_ 0 0 Ii 1 5J_886J5 3.68 2 -.686 15 .304 3 -3.68.L2 O. I L 2.733 12 -.51 15 .219 3 0 1 304jJ 0 1 Li ________ 'I 0 1 -'l3 2 - ojj sJ .51 S -21a.j 0 I -21113 109 1110 5 max .209 tmlnj_ 0 5 -.047 -249 5 2 0 -010 1 5 0 1 0 1 0 1 0 N O_ 1 0 1 0 1 i __J 111 112 M12 - 1 max .003 Jnn1 U 5 516 I 091 0 1 0 1 0 I 1 0 1 0 1 2 .039 31 113 2 max 003 5 .246 2 .022 3 7.391 2 -1 306 5 607 3 0 114 115 116 ] 0 3 max 003 _JmI!4_0 1 .044 5 .006 1 0 ii 2 0 0 a 1 3 i 1,366 jr -7.391 2 0 ij 9.864 2 -1.743 5 835 3 1.743 51.9864 2 Ii 14 -.6QjiL __0 ..835'J3I 117 . 4 maxi .003 5 044 5 0 1 7.525 2 -1.327 5 62 3j 118 mInt a i -247 2 .022 3 1.327 5 7525 2 0 IL .82.LSJ 119 Li M 51max1.003 .LminLo 5 -.002 11.522 5 2-043 0 1 0 1 0 1 1 0 II 0 1 0 1 0 1 0 1 1 01 121 M13 1 Irnaxi 013 5 392 2 027 3 0 1 0 1 0 1 0 1 122 mln 0 1 068 5 0 1 0 1 0 ii 0 1 0 1 123 124 2 max 013 ImIal 0 5 198 II 035 IS 2 .016 0 3 11 4.145 2 -724 5 305 3 724 I5H14512E 0 i 0 .305 3 125 126 127 128,1 I 3 max 013 mm 0 4 max .013 I F 1mIn 0 ._JjJ'ia 5 0 Fl L a 5 -.035 2 s 5 2. 0 0 0 II qj8J3 3 1 5535 21 -.967 5 416 3 j.635 2 0 1 4.148 2 -.724 S 305 3 -4.)48 2 0 1 t 0 1 416 3 0 II -.305 L 3 129 1301 131 M14 5max 01315-0695 raIn . 0 J.144_.392 1 'Max .017 15 537 2 2 0 -.027j3 041 1 3 0 10 1 0 110 0 ii 0J_Il 0 - 0 TTTh 1 0 1 0 0 1 132i_ 133 134 , , miii 0 2 Max .017 1 1min 0 ii 055 5 255 5 2 0 .023 1 .,045 1sL-7,a.J2 1 3 0 ii 0 Ji 0 7.99 2 -1.413 5 656 3 0 1 0 Li. 0 1 1 -655 3.4 135 -1 2C L__.____ 3 max .017 mm L J..j.J 5 1 .007 )j 2 5 0 0_i 3 1 10.65 2 -1.883 5 901 3 I 1.883 5 Ljj,js 2 __q 0 Ii -.901 I 137 - 4 max .017 I 5 -045 5 0 1 8137 2 I -1.435 5 67 3 0 1 1381 min oTT I L :' ]. I .35 &.j8.137 - c1 1391 Maxi minI 0 1 -544 2 d,- -041 3j ii 0 4i 0 fl iJ 141 MIS ,1 lmaxl .002 5 .398 2 .027 3 0 IL 0 1 0 I 0 1 RISA-30 Version 15.0.2 LO0...\151 5-079.07 VSat Conference Center mcalcs\5&B Covopy.r3dJ Page 31 Nov 6, 2017 Envelope Member Section Stresses (Continued) RISA 30 Version 1602 [0 l5\1S-079 07 ViaSat ConIence Center Tm\CalcstB&8 Canopy r3d] Page 32 197 ia 199 200 201 202 /03 204 205 206 207 2913 200 210 211 212 213 1214 W.m M2 I M22 3in AdPrsiJ LC y 3''., I LC i Shear(- LC y-Topfksi] IT4R]0.1 0 1 9 J,JJJS25L:992'7 4 nine 005 5 -.045 5 0 1 7.44 - mlii 0 1 -2132 2 -,023' 314 5 max 005 5 -.089 5 0 1 0 ml,, 0 1 -.500 2 - 034 3 0 1 n,.ix 006 9 35 2 022 3 0 mm i 0 1 .064 5 0 I - 0 2 'mo- 006 0 18 2 011, 3 3796 min 0 1 037 5 0 1 67 3 nix 9136 5 0 1 0 1 5 061 join 0 1 0 1 0 1 894 6 man 001, 1, - 032 a 0 1 3,796 mn 0 1 18 2 - 016 3 67 5 max, .006 5 166 5 I 1 0 111,11! ii 1 - 2 - 1722 3 0 1 ma 005 5 525 2 047 3 U mn 9 1 093 s : n 1 17 2 nix 3135 5 2133 3 .024 3 805 mn 0 104651 0 1 1.12358062 LC .2; 5 1 1 1 I 2 5 2 5 2 5 I 1 1 I 2 y-Bo(Lk&J LC zTo1rs9 LC z-Bctlkn s36 -1 314 5 513 3 0 -744 2 1 0 :1 613 0 1 '3 1 4 0 (1 1 0 1 0 1 1, 1 0 1 0 1 1, 0 1 0 -67 5 291 3 0 -3796 2 0 1 - 231 894 5 41)5 3 U .5.0611. 2 0 1 .405 -67 5 291 3 0 -3796 2 0 2°J1 0 1 0 1 0 (1 1 0 0 0 1 0 0 0 11 I 0 LC 3, 1 3 1 1 1 1 1 3 1 3 1 3 1 1 , -1.423 5 728 3 'I 0 1 -7203 1 7.13 218 3 rr"a . min ' 105 0 5 1 0 1 0 0 1 0 1 1 10.747 1,898 2 5--10.747,2,10 -1.898 0 967 3 0 1 --,967-; 1 3 7.17 4 xix 1805 5 -,D46 1 5 0 1 8,06 2 1 -1.423 5 .725 1 7 1 1219 - Min 0 1, 253 21 0243 1423 5 8(36 2 0 1 -/25 219 22(3 5 1331 rh,,, 0135 0 5 -1 -0173 5 - ' -525 2 -0.17 1 3 0 0 1 1 0 0 1 1 0 0 1 U '1 LI 1 221 222 1223 1 max in'o 052 (1 5 1 360 2 022 085 5 0 3 - 1 17 0 1 1 0 0 1 1 0 0 - 1 0 1 11 1 - 1 223 2 max 00? 5 183 2 016 3 3975 2 . 59 5 290 3 0 1 224 min, 0 103? 5 0 'l 89 5-39052 0 1.269'3j 225 3max,052 5 0 - 0 :1 j 1523/2 92 5 416 0 3 11 1 415 ii 1221 7711 rn 4 max inn 01.2 17 5 i 1 - 11 -032 511 0 -.163 2 1 -.016 1 1 5 I 87 39367 . 5.207 -63 : .3.905 2 5 - 2 1 295 0 i 'I 1 -,299 3 I 11 3 27.9 253 5 lmax min 002 0 5 1 - - 1-1,5 5 (3 - 3(16 2 -,022 1 - 5 0 1 1 - I 0 - 0 1 1 3 1) - 1 II 1 0 I 1 231 M74 1 ran min 0 -062 1 5 - ailS 2 - 1'34 5 0 I 1,1 0 0 1 1 0 0 1 - 1 1 II 0 1 ii 1 0 1 232 233 23.4 2 max xiii 0 (8)2 1 5 032 - 252 2 023 041,5 1 3 11314 7.44 2 5 -1 314 -744 5 - 2' 1,13 LI - 3 0 1 -1,13 1 3 235 3 mix 0 1 0 1 II - 1 9.92 2 -1.752 5 - 836 3 0 1 .234 min -5025 0 10 11115215-9.92j? 3 1' .636 5 237 4 max - mn 0 .002'S 1 -0.15 5 0 71.2,2.1323 I 3 744 1314 2 5 -1214 7.447 8 613 II 3 0 1-613 ' 1 3 1239 240 5 max 0 min,2LS-S0S:?-034 1-0895, Ii 1 31 0 0 1 1 U 0 1 1 0 0 1 0 1 0 '1' '241 - M25 1 max 0 1 36 2 022 - 3 0 1 0 1 -'J 1 0 (1 I 242 . rip -.992 - 5 1 .564 - 5 I) 1 I - (I 1 0 I 1 U 1 0 - 1243 2 !max 0 1 18 2 016 - 3 3,796 2 -61 5 291 3 0 - 1 244' nan' -.502 5 .03215 Li 61 1, -37'S. 7 0 1 231 3 745 3 mix 0 1 0 1 0 1 S 061 2 1394 1. 05 - .1 0 1 - 7.411 - Min -,002 3 ii 1 0 - 1 - '4 : s -0 061 2 - 0 1 - -.405 - 3 247 248 4 max min 0 -502 1 . 032 5 0 -.18 7, -016 1 3 3.796 7_...i5 2 -57 5 2 291 11 3 0 '1 -291 1 - 249 5 T-Rax 0 '1 -5154 i 5 9 1 , 0 1 0 , 1 (I 1 0 1 RISA-30 V6rsion 15.0.2 [0:\..\15\15079.07VI3SaI Conference CenterTl'iC&cs\B&B Canbpy.r3dl P69033 Member Sec a113si] LC y Sbear[.,. LC Shuai. LC y-Top1kn9 IC y.8o178s9 IC z-Topflr5 IC z-Botjlioi] LO. 250 Min 002 5 36 2 - 072 3 0 1 1 0 - 1 0 I _O 251 M26 1 max 0 1 525 2 047 3 0 I 0 1 0 I 1 0 I 1 min"- -.501 5 093 5 j 0 1 0 1 0 :1 t 0 1 0 1 253 2 max 0 1 263 2 .024 I 3 H 8,06 2 -1.423 5 I 725 3 0 1 I 254 mlii -.501 5 046 5 0 1.423 5 -8013 :2 0 1 -.725 3 255 256 3 n-ipx mln, 0 .961 1 '3 0 1 0 I 0 0 [1' 1 ,10.747 11198 ,2 l5i-107412l -1,898 5 967 0 3 0 1 -.937 1 257 256 4 max mlii] 0 .001 1 5 -,046 1 51 -.263 2] 0 -024 1 :3] 8 013 1423 2 1 51 -1.423 5 -606 21 725 0 3 U 11. -725 1 3 265, Smax 0 1 093151 0 1 0 1 0 1,0 1 0 1 260l min 0015 s2s12 l-o4731 0 1 0 11 0 1 0 1' 263 5127 I max U 1 366 1 2 022 3 1 0 1 0 1 0 1 0 1 minI 0 5 065 5 - 0 jl 0 1 0 1 0 I I) ,1 263 2 max. 0 1 .183 2 I 016 3 3905 2 -69 5 299 3 0 I 264 min, 0 5 032 5 0 1 69 5 - 3,005 2 , 0 j j,1--.29q-,3-: 265 3 max' 0 1 0 1 I 0 I 5207 2 -.92 5 .416 3 0 1 2 266 Min 0 5 0 11 0 1 112 15, -5.207 2, 0 1 -.416 ,3 I 267 4 max 0 1 -.032 5 0 I 1 3 905 2 .1'S 5 2917 3 I 0 1 2613 I mu 0 ii -.183 I 2 -.016 ' 5 60 5 -3905 2 0 1 - 269 Slmax 0 1-065 sl 0 1 0 1 0 1 0 1 0 1 210J L mlii] 0 .356 2 .022] 5 0 L1 0 H : 0 1 I o 1 271 5128 1 lmnx 002 5 505 2 1 034 '3 0 1 0 I 0 -1 0 1 2721 [miii] 0 i 085 5 0 1 0 0 I 0 1 - 273 2 'max 002 5 252 2 1 023 1 3 744 2 -1314 5 613 3 1 0 1 2.741 1 mini 0 1 1 045 15 1 0 1 1.314 5_ -7441 2 0 1 -.513 3 275 I 3 max .002 - 5 0 1 0 1 9.921 2 -1.752 5 836 3 0 I 270 min] 0 1 0 1 0 1 1.752 5 1 -9.921 1 2 : 0 1 -,636 3 277 4 max 002 5 -.045 5 0 1 744 2 -1 314 5 613 3 0 ii 7.78] j minI 0 1 -.252 12 .023 3 1 314 I 5 -744 2 0 ' 1 -613 IS 279 5 max .002 5 - I -.089 1 5 0 1 0 1 0 1 0 1 0 , 1 2110, miii; 0 - I - .1305 2 .034 3 - 1) , i I , 0 1 0 - 1j 0 1 261 5129 1 max, .002 5 .36 2 - 022 3 0 1 0 1 0 1 0 1 2821 1 minI 0 jiJ .064 j5 0 ii' 0 ]i[ 0 Ii , , 0 u14 0 min I0'il.0325 285 3 maxl 002 5 0 1 0 1 50th 2 894 5 4135 3 0 1 2813 mlii' 0 1 [ 0 1 0 Ii 894 5 -5 061 2 ' 0 1 405 3 2137 4 max 002 5 -.032 5 - 0 1 3796 2 67 5 .291 3 0 - 1 28131 i mlii' 0 1 - -18 2 -016 I 3 I .67 6 -3,796 I 21 0 i, I 291 3. 2119 Smax ImunI 0 0025-0645 ]l'-,36 2 0 02231_fl 1 0 I 1 0 I 0 0 1,0,110,11 1 0 1 91 - M30 1 max 001 5 525 2 047 3 0 1 0 1 0 I 0 1 2 1. 2621 I 'miri 011.09315 011117 1 0 Ill 0:1 oH 293 1 2 max min .001 0 5 I_.046 263 2 5 024 0 3 ,i L 806 1.424 2 5 1.424 5 8013 I2' .725 0 1 3 0 1 1'_-.725 3' 295 3 max 001 i s0 1 0 1 10.747 2 -1 898 5 .967 3 0 1 2561 1 mlii: 0 Ii] 0 1 0 1 1,9913 5 -I07472I 0 1' 987 ]3 297 204! 4 max min - 001 ' 5 Ii -.046 5 i - 263 2 0 024 1 - 3 806 1 424 2 5 -1.424 5 806 - 2 I 725 0 3 : - 0 1 725 ' 3, 269 Smax mliii 001 0 1 5-0935 .525 2 0 .047,13 1 0 1 0 1 1 0 1 17 '1 0 0 1 1 0 I 1 301 5131 i 1 'max 0 5 366 2 022 i 3 0 1 0 1 0 1 0 1 3021 minI 0_ 1.085 i 5 oIl] 0 1 o - o H 11 1303 2 max l 0 5 183 21 016 I3,390512 -69 5, .299 I) RISA-3DVersicm 15.0.2 [O5. \15\15-079 07 VInSt Conference Center TI5Calcs',0&0 Canopy3dJ Page 34 C-'.- Nw 2917 2017 Envelope Member Section Stresses (Continued) Envelone Member Section Stresses (Continued) Nox 6, 2017 Nov 6, 2017 Envelope Member Section Stresses (Continued) 304 305 306 .4 3 maxl mm minJo I i .032 0 5 0 0 1 0 1 1 1 0_ 1 69 0 1 5.207 1 0 1.92 . 5 2 5 LOS 12 Lo 1 29 1 3 I -.92 5 .416 3 0 [1 -5.207 2J 0 1 416 3 I307 3 309l. . 4 15 max mm maxl 1 0 5 - 032 0 I -.183 0 5 -065 5 2 5 0 3.905 .016 56 0 0 2 51 fo -.69 5 .299 3 0 1 (1 288 3 1 0 1 1) 1 310 311 max mmn...0 -366 2 022 0 1 0 ¶ 0 I 0 r1 M32 I nIn 0 505 5 ,..069 2 5 034 3 0 0 _j 1 0 1 0 1 0 1 313 2 Max 0 252 2 023 7.44 2 -1.314 5 613 3 0 3j4 _j mln 5 .045 5 0 1 J.314 5 -7.4 2 0 -.6jJ,.3 315 316 317 3 4 maxi max 0 1 0 0 - 0 1 045 1 0 J 992 . 0 1 1.752 2 5 -1.752 5 836 3 0 1 2 0 1 J8Q ii 318 mm -.005 -252 5 2 0 1 i 7.44 -O23 3 i,314 2 I -1 314 5 613 3 0 1 -744 2 0 I -,613Jj 319 320 1321 5 max minI 0 -069 -.005 -.505 6 2 0 1 0 -.034 13 0 0 1 0 0 1 0 1 0 I 0 Ii 322 323 324 M33 1 2 maxj rain maxl 0 i j.36 5 .064 0 1 .18_ j -.006 5 ,032J 2 5 2 022 3 0 0 1 0 .016 313796 0 1 OTL 0 1 01 0 1 0 0 0 ji -.67 5 .291 0 1 . raIn 5 54.796 2_1 0 291 L I L325 1326 [rnlnL 3_,,_ maxj 0 1 0 -,006[5 0 1 0 1 5.061 0 JJJ_A4._ 2 s..L-s,°s -.894 5, .405 0 1 2 0__ 405 1327 13281 4 max mInt 0 1 -.032 -.006 Ls I ..iaj 5 2 0 1 I 3.796 .016 1 3.67 21 5 -.67 5, .291 0 1 -3.796 2 C) 11 . 291.J 3 3291 I 330 I J 5max minLpoji 0 1-0645 OJ1 0 110 022LLL lEO tL_i 1 0 1 0 1 331 13321 M34 I max mInI 0 1 1 1 .525 -.005 S 093.. 2 S .047 13 1 0 0 Li O._.. 1 1j..QJLj 0 1 0 1 0 0 1333 2 max mm 0 1 263 - 005 5 048 0 1 0 -(XIS J 5 0 - 2 5 1 1 024 3 8.06 0 1 j3 0 1 1 10.747 0 "1 lL 1888 21 6 2 5 -1.423 S 725 3 0 1 LB.06 L24 Q - :725 3 -1698 5 .967 3 01 Ll -jQj4, 2 0 Ll 11 -$6713 I 335 13.35 3 - maXL [olIn 337 38 339 4 SmaxI max _JmiçJs 0 1 -046 0 1-0035 5 11 1 806 .Qa44 14. 011 0 2 .L466 110 1.423 5 .725 3 0 1 21 0 {i[ 1 0 1 0 1 340j . mlaL- 005 5 -.525 jj -.01L3 0 1 L o 1 1 0 ii 0 j i 341 342 343 M35 1 2 max Im max 0 I .366 1 2 002 5 I 006 j 0 1 .183 5 2 .022 13 1 0 0 J I .016 3 3.906 1 2 0 i 1 0 1 i0 1 I 0 1 o -.69 6 .299 3 0 1 344 1mm! 002 5 032 5 1 0 1 69 5 -3.905 12 0 Ii 299 3 345 346 347 . 3 _..L___I_miri 4 max max 0 I 0 L: 002 5 0 0 1 -.032 1 1 5 0 1 5,207 0 - Ii ,g 2 5J5.2o7 -.92 5 410 3 0 1 2 1 0 I 1 416 3 348 train 1 -.002 5 -183 1 2 0 1 3.905 -.016 5 69 2 5 I -.69 5 299 3 0 1 -3.905 2 0 Ii -.289 3 349 350 351 ., M36 1 5max mm Max,0 min 0 1 .0655 - 002 5 -- .366 1 526 058 1 5 I .092 2 2 5 0 1 1 0 -_ 022 5 p 036 3 0 0 1 - 0 II 1 1 1 0 1 0 1 0 1 0 1 0 I 0 1 0 0 1 0 1- 0 0 1 0 1 353 2 max 0 1 24 2 .025 3 7.38 2 -1.305 5 645 3 0 1 354 - min -058 5 Lsl43. 1 _t) 1 1105 5 _-L38 21 0 1 .045 355 356 3 .j max mini 0 i -002 qssj sj -.011 5 2 0 3 9.618 _Q I [.J.706 2 sj -1.706 5 902 3 0 1 -9.G1BJ 2 J 0 1 002 La 357 I 4 max 0 ll-. fl -.042 5 0 1 7.149 2 -1.269 5.1 .647 3 0 1 RmSA-31) Version 15.02 (O:\..\15115.079.07 ViaSatConfefOnce Center TICaIcs\B&B.Csopy.r3dJ Page 35 Envelope Member Section Stresses (Continued) RISA-3DVars(On15.0.2 [0:C...\1515079.07 VmaSatConference CenterlrCCamcs\8&B Canopy.r3d] Page 36 6, 2017 EnveloDé Member Section Stresses (Continued) Momt,e, Sm A49.e9 cc y Shoxr LC Ste4 1.5 y 7op41m5 LC y-Bo4rk IC z To4kxii 4_C z-Sollkai3 [C 4121 Lpin l-0175[ 0961510 140 i 0 il o 0 1, 413 414 2 jrnlnI max 0 1 256 2 0 17-1, 54 045 45 .023 0 3 1 8 137 1.435 2 -1 435 5 8137 5 2 .67 0 3 I 0 1 67 3 415 416 1 3 max mm 0 1 .091 5 -.017 i 5 -.007 2 0 0 1 3 1065 1 883 2 -1 883 5 1065 5 2 .901 0 3 1 4 0 1 .601 3 417 I 4 max minj 0 1 -.045 5 017 Sj .255 12 0 -.023 1 34- 7,991 _1,413 2 -1.413 45 7.991 5 2 - .656 0 3 ii 0 1 .556 I 419 Smax min 4.%17[54.5.37 1 24 0 1-0955 0 11 1 3 0 0 1 0 4130 1 1 0 o 1 i 0 Ii H.1 J 422 i~l M43 I 1 mm .002 5 I .os - s 4 0 1 , 0 HI 0 1 0 1 0 1 423 2 maxi 0 I 201 2 016 3 4266 2 -745 5 314 3 0 1 424 min] X 15 L .035 5 0 1 745 5 -4266 2 0 1 314 425 42 3 1 ma, mm 0 1 0 5 .092 6 4 0 2, 0 0 1 5 5.695 994 1 2 1 - 094 5 5695 5 2 .428 0 1 3 1-428 0 1 1 3 427 4428 . 4 max mm 0 1 -035 5 -092 5 4 -.201 ' 2 0 -.016 1 5 1 4265 .745 2 745 5 -4265 5 2 314 0 - 3 I ' 0 .314 3 429 430 Smax mmrij- 0 1-0695 00215 398 2 0 -027 1 5, 0 0 1 0 1 0 1 1 0 0 1 I 0 1 0 1 431 432 M44 1 max mm 03 5 .358 2 1 067 5 .025 3 0 0 1 0 1 0 0 1 1, 0 1 0 1 433 4434 2 max min 03 5 186 2 0 1 4 034 5 016 0 3 1 5.35 904 2 094 1 1 635 5 ' 2 441 0 3 1 0 1 -441 435 3 max 03 5 0 5 0 1 7.196 1 2 -1334 5 606 1 3 0 1 1438 min 11 0 2 0 31.334547.1952 1 0 Ii r 6063 437 438 - - 4 max min 03 5 -.034 5 0 1 -.186 2 0 -.016 1 3 5.348 9133 2 -.993 5 5.348 5 2 441 o 3 i L- 0 1 441 - 3J 439 440 : Smax mm 03 5-0675 11-358i2 0 -0253 1 1) 0 1 0 l 0 1 1,0 oH Ii's 0 1I i 441 442 M45 1 1 max rnmnj.033151046i5 0 1 245 2 018 0 3 0 1 0 1104110,1,01,01 1 0 1 0 1 443 444 1 , 11 mn 2 max 0 1 13 2 I 5 024 5 011 3 i : 2657 496 2 -.496 5 I -2657 5 2 213 0 3 I - 0 1 .213 , 3 445 446 1 3 max min 0 1 0 5 I - 033 1 5 0 2 1 0 0 3 [1 3.577 6136 2 1 -.666 51-- 3.577 5 21 295 0 3 1 0 1 -.205 447 440 4 max min 0 1 -024 5 I -033 5 ' 13 2 0 -.011 1 - [3 - 2,657 496 2 4943 5 1 2.657 5 2 213 0 1 3 H ' 0 'I 213 3 mal nL.033sj g 4621 M46 mull 104 5 5 .069 0 i 1' 0 IJ 0 . 1 1 o [I 0 1- 74573 I !maxl min 0 1 193 2 1 .104 s I 0313 4 5 017 0 - 3 1 579.3 1 076 2 1076 5 I -5.793 5 2 1 49 0 3 1 0 1 7.49 3 455 456, 3 max min4 0 1 0 5 -.104 ,5p 0 124 0 0 1 .3 11.445 7.7 q2 2 1.448 54 -7.792 5 2j 666 0 3 1 0 1 -.64313 34 467 458 4 max min 0 I -.036 5 104 13 .193 1 2 0 -.017 1 1 I 5.792 1.076 2 -1,076 5 , -5.792 5 2 49 0 3 1 0 1 -49 - 3 459 460 L j '5 max !11I!LL max' 0 1-0695 104 , 5 373 2 0 -03 018 1 3 I 3 0 o 0 1 0 I I 0 1 0 1 1 1 0 0 0 1 J 1 0 1 0 1 0 1 4611 M47 I 0 I 249 2 mm n4_- 2P9 51 .047 5 0 Ii I.) 1 I o 1 0 1 -. 2 I 4133 i464 max [mm 0 1 132 2 - 209 5 1 024 I s 011 0 3 1 2 733 .51 2 -51 s 2 733 5 , 2 219 0 3 1 - 219 3 '465 3 max 0 1 0 5 0 3 368 2 -.656 5 304 3 U 11 11ISA-31)vecslmi 15.0.2 tO:..\1S\1507O7 ViaSat OonferençeC nterT0GaIcSlB&B Canocr3d] Page 37 Nxv62017 Envelope Member Section Stresses (Continued) - - 466 Member I Semi , MslJ My mm -zoo 5 S?'mer[ 0 IC 2 z S11em[. IC 0 1 , y Topjkzi) IC y-ae(lkafl IC ,z.Topiksil LC z Bot(kSi1 IC 686 ' S I -3.68 ' 2 ! 1 - - 304 467 4 rnax1 0 1 .024 5 J 0 1 2.703 2 -.51 5 219 3 ' 0 1 4438 , minI 209 5 , -132 2 011 , 5 I .51 L5 1 2.733 2 I 0 I , 219 3j 469 ,470 max, 0 1 mm .200 4 5 1 047 1 5 .249 2 0 .018 1 ' 43 0 0 1 1 1 0 I) 1 1 0 Oil 1 0 0 1 1 471 M48 1 max-.746 5 0 I 0 1 0 1 0 1 0 1 0 1 - ,min -3 859 2 0 1 - 0 1] 0 Lti 0 fi 473 474 2 max -7495 [mmn1.36o442 0 0 1 1 0 0 1 :i 0 0110 1 0 1 140 0 1 1 0 0 1 '1 475 4743, 3 max -.751 1 5 MITI,[-386024 0 0 il i4 0 0 ii .14 0 0 ii 1, 0 0 1 1l 0 0 1 1 0 0 1 1 477 47114 4inax 754 510 'mmn,-3874 24 0 ii i4 0 0 1] if 0 0 1 Éj 0 0 1 I 0 0 1 1 l 0 0 I '1 479 480 1 5 a 7565 ,m1mi1386[210 0 1 ioilo 0 1 0 1 i4 0 0 1 1 0 0140 1 0 I 1 481 1482 1.449 1 max 7475 m1n 1 .3851,2 0 0 1 1 0 o'i4 1 1 0 0 I Hi 0 o 1 H 3 0 o 1 1'O 0 1 1 454l m -312 0 I 0,140 Ho ,11 0 1 485 1, 4651 3 max 752 5 1m1nH397112 0 1 0 Ho H 0111011 0 1 487 4841 1 4 max-754 5 i min 4387742 1 01 1 0 1 i 0 011-1 1 ii 0 011,0 1 0 1 1 10 11 0 1 0 0 1 1 489 1460I 5max-757 5 mini-3882[2 0 0 1 1 0 01 1 0 01110 1 0 1 140 0 1 Ii 0 o 1 1, 491 M50 1 max-675 5 0 1 0 1 0 1 0 1 0 0 1, 1492 , - i mimi 1 2.07 2 0 1 0 1 0 1 0 11 0 0 '1 493 2 max -675 1 5 0 1 0 1 0 1 0 1 0 1 0 1' 466 min -2075 [2 0 1 0. 1 0 Li 0 - 1 0 0 1 495 4954 3max 605 _1m10420842_ 0 1 0 0 1 i4 1 0 1 010:110,1 0 1 0 1 0 1 497 498 4max 6835 minJ--2,086 2 0 0 1 1 0 0 1 11 0 1 0 1 1,0 0 1 1 0 _0 1 - 499 loo 5max-.685 5 min 1 209IL2 1 0 0 1 1 0 0 1 41 0 0 1 ij 0 0 1 i 0 0 1 1 0 0 1 l, 1 501 i M51 1 max-674 1 5 1 0 1 1 0 1 0 1 0 1 0 1 0 1' 5021 lmin L2.087[2 0 1 1 041,0411011 0 1 '503 1 2 max' -677 5 0 ii 0 1 i 0 1 0 1 0 1 0 Ii I 504 J mmn 2.072 4 0 I 0 1 0 4j 0 1 0 41 0 , 505 3 max1 -.679 0 0 1 0 1, 0 I, 0 0 1 I O' mmmi 2077 1 0 41 0 ,1 0 1 0 0 - 507 mri 4'nx-662 5 0 1 0 1 0 1 0 1 0 0 508 mmn12082 1 011 0 41O 1 0 1 0,1 509 510 5max-.685 ,, [min]-2087 2 0 1 ii 0 0 II 1 0 0 1 '1 0 0 1 1' 0 0 1 1 0 0 511 M52 1 maxl 2237 5 0 i4 0 1 0 1 0 1 0 1 0 1 512, mn 12012 0 i[ 0 Ii 0 '1 0 I 0,1, 0 1 513 L,14, 2max-22395 mm 12605 2 0 0 1 [1 0 4 0 Ii Ii 0 0 1 '1 0 0 1 1 0 0 1 '1 ' 0 0 i' 1 Isis 3 max'-2242 5 1 0 ii 0 1 0 1 0 1 0 1 0 1 5143 1 _____ Imrimn 12611L2 1 o 1 0 1] 0 1 ' 0 ii 0 517 518 4 max' -224415 - min l-12616 2 0 0 1 i 0 0 1 'if 0 '0 1 4i 0 0 1 1' 0 0.1 i 0 0 1. 519 15 max, 2.2475 0 i 1 0 1 01 0110 1 0 1' 1uSA-3D Version 15.02 (O:'...i51-07907 ViaSat:CohleEence Center TSCOIC&,B&B.Canopyr3dj Page 38, Nov 6,2017 Envelope Member Section Stresses (Continued) L Ji1_Jin 1j42f'0 521 M51 1 1]max..2.234'S' 522 rplri 1260212 0 0 i 1 Ii 0 "o"fi(&" .,,,0,41.,0.. 1F. 0 iloJ 10 _11A Q. iF 0 I__i! 1 523 2 ImaxI -2236 5 .4min Li Li. 525 3 5 maxF -2239 0 0 0 1 1 0. Q.41L_L Ii 0 1 0 1 0 1 0 i4 1 0 1 526 m(nj 1Z 61f' i 0 1 1 0 0 1 t1Eo' 0 I 0 1 0 1 0 it 0 1 0 IT 0 1 527 4 max -2241 5 28 mlnri2.617 24,,,,,0H 0 1 0 0J1 .1 0 0 1 1 0 1 0 1 0 1! I 0 1 0 1 I 532 jjnri s io L2 oJ 1 i_TJJ jj"to (1 1 53 ...I.m!.n.1-5....09,2 1.0 1 .,0 .,.1,..L.,. 1 .534 0 L..,.o.,. iLo.1 0 ,,1, min 1:5119...[.2 I...0 .539 . 5 max! -.454 51 540, jmlni,.5123l2.....oTIL......,0 541 M55 I max -587 5 0 • 0 1 1 0 0 1 1 ...Li........Q.........................t 0 0 1 (3 ,,,i 0 IF 0 ....i4 0 .:.i....... 1 .42 m!n -5554 L2p 543 J .._P 1 1 I) . 0 1 0 1 0 1 1 0 1 L. 0 2rnx-5595 544 min 5859 7 0 ,,0 1 1 0 0 1 1 0 :.,Q 10 iF 0 IF 0 1 0i Qt'LQ. 1 J, mln 8 L4..o Lirno i Si:'.- !J ar 648 1mI58JjJL0'j 5.49 5 max -.5975 0 1 0 0 1 1 0 0 1oTi4, o 1 fiT.-o iF 0 F1' U iF 0 i 1 550, J rnln G874L2j01O 651 ..ImaxO j0iL0"1j 0 I 0 1 ,M56 U,.0.. 552 1.-!mFni -2.302121 0 ,1J,.,p,1.-.ç ..-11 1[o 0.-,jJ 0 1 0 LI.1 0 iF o 1 1 '2 5531 max 0 3 5 ImFni -2,3372 0 0 1 101 OF1 0 IF. 0.11 0 1 0 1F (1 1 55SF 3niax 0 310 55 4 min 2342.-jJ0 .557 4 max 0 1 i 0 0 1 1 0 ojj 110 1 0 1 0 0- 1 1 3 1 558 I ..- " mm 2 34i' 2 0 L 0 1 1 0 o 1 1 0 0 1 0 iF 0 1 0 1 0 I 0 I 0 1, 559 . Slniax 0 13F, 560L_., .-.-.-...-LJ mn z.-LtL.-j Tei I.. 1 1 max' -.219 0 1 02 1 1 3 0 0 0 1 1 1 0 0 0 1 0110 1 0 1 1. 1 riO!!, -2 j.-& 563' 2 max -.234 1 564 " mm 2561 3 iF-.-l.- .01 1 oos.-45 15, 3 0 0 0 1 1 1 0 F1. 4.486 2003 1 0 1 0 1 6 0 1.1 0 ji U 3 -2.003 5 0 1 0 s-4 486 F 31 0 Ii 0 1 1 126 s 5,981 3 2:a;fI. . LL 667 4, 588 Min I 2 ss4 3 5691 01 j 3-i 0.- a 1 2003 5 -4486 3 0 1 0 1 ...., ...,5....ni -.2lSFl-.0095m tpjj -2.544j35 max 0 -.02 3 1 0 ..a:..........(3 i 1 5i 0 Ii "o_.Lf '1 1 0 ........0 0 q_jjj,,_o i 0 0 I 0 1 0 '1 i 0 i I a 'I 571 I 572 M58 I .5 1 jmn.2.. 811 3 2 .019 F .-,.,0 13 673,1 0 ..,,...009 1 ljQ,J1....4.. 5. .1...L..,01..........3 0 1 0 ,1 RISA-30 Version 15.02 [0L.15!1547a07 VlaSat Conference Center T8CaIcs\B&B Ce,opy.r3d] . Page 39 Nov 6. 2917 Envelope Member Section Stresses (Continued) Envelope AISC 14th(360-10): ASD Steel Code Checks Member S(mpa Cm1óC... t.oxltJ LC Shear.. Loc[ftj Dr LCPndc1(lb1 Prd/orn tb Mr.yJ. .Mnzzieiii. .Cb Eqo 1 Ml C8x 13.7 ' .064 22 4 .038 '22 733 y ! 2 1864.783 86874.251 244.6 171 9993.795 2- .1 HI- lb 2, M2 C 13.7[-KLJr'.-.- .L.L. .. ...... ii,,..... D Version 15.0.2 [O:O._(1515-079.07 '(eSat ConlerenceCenter Tl\Calcs\8&8 Canopy.r3d Page 40 Na 6,2017 Envelope AlSci4th(36V4OA$D Steel code checks (coflnued RISA-30 Version 15.0.2 LO:'. ..15\1 5-079.07 ViaSat ConterenceCenter TI\Calce\B&B Canopy.r3dJ Page 41 Ntw 6,2017. Envetope AlSC.14th(36O4O):ASD Steel Code Checks (Con lJnüed Mnbr S56pe Onde C, .Lo0ft1 65 t.d#1 Dir IC Pm!o bjPntfGn (bJ MyyI .Mnzz56n....Cb' E, ,Lt 55 M5.Ø 'FM -5@ Q39 1O 134 2 001 10 134 J. 7613 j 5613566 1 5889 6880 11LH1jb. 59 M59 5/8 Rod .107 0 4 .002 10.134 3 76129 6613.566 6&89 88.89 i..4H1-1b L° I M60 5/8 Rod L 098 110 13612 002 110 114 3 76 13 Mill 666 6889 6589 1 Hi lb 61 M61 518 Rod I 103 0 4 002 10134 3 76.129 5613566 6889 6589 1 Hi lb L..L10 13412 q02il134 47513 soio 566J 6J380 6869 141 lb* RISA-3D Version 15.0.2 [O:\...\15\15-079.07 ViasaLconferenceCenterT5calcs'B&B.Canopy.r3d] Page 42 SAN DIEGO REGIONAL OFFICE USE ONLY HAZARDOUS MATERIALS RECORD ID # PLAN CHECK # OCCC" QUESTIONNAIRE BP DATE I I Business Name Business Contact Telephone # Levine Investments, LP Tony Feiter 602-248-8181 Project Address City State Zip Code APN# 2505 Gateway Road, Carlsbad, CA 92009 213-260-11-00 Mailing Address City 2201 Camelback Road, Suite 650, Phoenix, AZ 85016 State Zip Code Plan File# Project Contact Applicant E-mail Telephone # The following questions represent the facility's activities, NOT the specific project description. Diego): inaicate Dy circling me item, wnetner your business Will use, process, or store any ot me following nazaraous matenais. it any ol me items are circiea, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: A-2 Facility's Square Footage (including proposed project): 29,817 Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 15. None of These. Flammable Solids 8. Unstable Reactives 12. Radloactives PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH - HAZARDOUS MATERIALS DIVISION (HMD: If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overland Avenue, Suite 110, San Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED Project Completion Date: 8/10/18 Expected Date of Occupancy: 8/10/18 0 CaIARP Exempt YES NO (for new construction or remodeling projects) I 0 Is your business listed on the reverse side of this form? (check all that apply). Date Initials 0 Will your business dispose of Hazardous Substances or Medical Waste in any amount? 0 9 Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 0 CalARP Required pounds and/or 200 cubic feet? / 0 9 Will your business store or handle carcinogens/reproductive toxins in any quantity? Date Initials 00 Will your business use an existing or install an underground storage tank? 0 Will your business store or handle Regulated Substances (CalARP)? 0 CalARP Complete 0 Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? / 0 Will your business store petroleum In tanks or containers at your facility with a total facility storage capacity equal to Date Initials or greater than _1,320 gallons? _(Califomia's Aboveground _Petroleum _Storage Act). PART III: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): Any YES* answer requires a stamp from APCD 10124 Old Grove Road, San Diego, CA 92131 aocdcomosdcountv.ca.Qov (858) 586-2650). [*No stamp required if QI Yes and 03 Yes and Q4-Q6 No]. The following questions are intended to identify the majority of air pollution issues at the planning stage. Projects may require additional measures not Identified by these questions. For comprehensive requirements contact APCD. Residences are typically exempt, except - those with more than one building on the property; single buildings with more than four dwelling units; townhomes; condos; mixed-commercial use; deliberate bums; residences forming part of a larger project. rExcludes garages & small outbuildings.] YES NO 00 Will the project disturb 160 square feet or more of existing building materials? 019 Will any load supporting structural members be removed? Notification may be required 10 working days prior to commencing demolition. 0 0 (ANSWER ONLY IF QUESTION I or 2 IS YES) Has an asbestos survey been performed by a Certified Asbestos Consultant or Site Surveillance Technician? 0 0 (ANSWER ONLY IF QUESTION 3 IS YES) Based on the survey results, will the project disturb any asbestos containing material? Notification may be required 10 working days prior to commencing asbestos removal. 0 Z Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or APCD factsheet (www.sdapcd.org/info/facts/permits.pdf) for typical equipment requiring an APCD permit. 0 0 (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school boundary Briefly describe business activities: Briefly describe proposed project: TELECOMMUNICATION Ceilings, Millwork, Finishes, Branch ductwork, Lighting and Plug-in power em are true Arati Ranaaswamv ____________________________ Name of Owner or Authorized Agent Siqnatuie of or Authoriz6 I declare under penalty of perjury that to the best of my knowledge and belief respo Date / FOR OFFICAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICA BY: DATE: EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTi.HMD* APCD COUNTY-HMD APCD COUNTY-HMD APCD A stamp in mis box only exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply. HM-9171 (08/15) County of San Diego - DEH - Hazardous Materials Division C. of Carlsbad Print Date: 04/03/2019 Permit No: PREV2018-0226 Job Address: 2505 Gateway Rd Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Closed - Finaled Parcel No: 2132601100 Lot #: Applied: 08/27/2018 Valuation: $0.00 ' Reference #: DEV2016-0015 Issued: 09/11/2018 Occupancy Group: Construction Type Permit 04/03/2019 Finaled: # Dwelling Units: Bathrooms: Inspector: TFraz Bedrooms: Orig. Plan Check #: CBC2017-0594 Final Plan Check #: Inspection: Project Title: VIASAT BRESSI RANCH CAMPUS Description: VIASAT: DEFERRED STRUCTURAL ATTACHMENTS FOR BAFFLE SUPPORT Applicant: Owner: NICK HOUCK LEVINE INVESTMENTS LIMITED PARTNERSHIP 2201 E Camelback Rd, 650 858-583-2506 PHOENIX, AZ 85016 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE $150.00 Total Fees: $ 185.00 Total Payments To Date : $ 185.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov (Cit yof Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Original Plan Check Number L Sc 'ol ?- Q'! Plan Revision Number . PRcVc2OI 022-6 Project Address ?5D b Genera l Sce of Revision/Deferred Submittal: YD1 1k kLk._kIv'a( eLt14- t, kDC 4x1'eo(4 CONTACT INFORMATION: Name C\4O\cs I4 Phone 33 Fax Address W e I?4 Cps /45ei (cJ Cc.iwJ- Cityz-zX Zip Email Address 6~0 Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: 0 Plans X Calculations LI Soils EJ Energy Other 2. Describe revisions in detail 3. List page(s) where each revision is shown 4. Does this revision, in any way, alter the exterior of the project? LI Yes No Does this revision add ANY new floor area(s)? EJ Yes No Does this revision affect any fire related issues? LI Yes 10 No Is this a complete set? Yes Nf No .eSignature Date c-)4- (i 1635 Faraday5TCarIsbad. CA 92008 Ph: 760-602- 2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov r I EsGil A SE.bUttCcfliDnv DATE: August 31, 2018 JURISDICTION: CARLSBAD PLAN CHECK#.: CBC2017-0594 REV SET:I PROJECT ADDRESS: 2505 GATEWAY ROAD U Jd'PLICANT /11 JURIS. PROJECT NAME: VIASAT - CAFÉ & CONFERENCE CENTER - BAFFLE SUPPORT The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI 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. LI The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LI 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: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: SCA, AlA Telephone #: 858-793-4777 Date contacted: - - -(by.") Email: aratirsca-sd.com Mail Telephone Fax In Person REMARKS: PREV20I8-0226 By: Kurt Culver Enclosures: Previously-approved EsGil plans 8/28/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 -t CARLSBAD CBC2017-0594 REV August 31, 2018 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK#.: CBC2017-0594 REV PREPARED BY: Kurt Culver DATE: August 31, 2018 BUILDING ADDRESS: 2505 GATEWAY ROAD BUILDING OCCUPANCY: A2/A3; III-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE 744,160 Jurisdiction Code 1GB IBy Ordinance Bldg. Permit Fee by Ordinance 71 I . I Plan Check Fee by Ordinance I $160.001 Type of Review: Repetitive Fee Repeats * Based on hourly rate LI Complete Review LI Other LI Hourly EsGil Fee Ll Structural Only I Hr.@* $120.00 I $120.00I Comments: Sheet 1 of 1 ? 2 2O/ C/h, 4 0 /S/O/V INTERNATIONAL SEISMIC APPLICATION TECHNOLOGY A Division of Tomarco Contractor Specialties Engineered Seismic Bracing Of Suspended Utilities OSHPD Pie-Approval OPA -0485-07 Submittal Documents Supplemental Strut Vertical Support for Baffles March 21, 2018 City of Carlsbad Viasat Cafe Building Division Carlsbad, CA SEP 11 2018 APPROVED BY: For: ISSUED BY: Advanced Acoustic Contractors Inc. Prepared By: INTERNATIONAL SEISMIC APPLICATION TECHNOLOGY (ISA 1) 14848 Northam St., La Mi rada, CA 90638 877-999-4728 (U.S. Toll Free) 714-994-6353 714-523-0845 fax Job #180269 07/23/2018 18.0269 - Revi PA9%J2dP161f4 INTERNATIONAL SEISMIC APPLICATION TECHNOLOGY Engineered Seismic Bracing for Suspended utilities 14848 Northam SL La Mirada, Ca. 90638 877-9994728 (tollfree) OSHPD PRE-APPROVAL # OPA -0485, ICBO REPORT # PFC-5566 SUBMITTALS SHEET NO. DESCRIPTION COVER SHEET 2 TABLE OF CONTENTS 3 DESIGN BASIS 4 CONSTRUCTION DETAIL (5) 5-9 HARDWARE DETAILS 10-14 ENGINEERING CALCULATIONS 07/23/2018 18.0269-Revi Page 2of14 ®r Is Isff INTERNATIONAL SEISMIC APPLICATION TECHNOLOGY BASIS FOR DESIGN - Vertical Restraint Engineering Viasat Cafe Carlsbad, CA 14848 Northam Street La Mirada, CA 90638 877-999-4728 714-523-0845 Fax www.isatsb.com March 21, 2018 Supplemental Strut Vertical Support for Baffles 1. The subject ISAT engineering encompasses is vertical restraint for strut supporting ceiling baffle vertical loads. 2. Engineering is furnished in compliance with project specification and the following: 2016 California Building Code Design Spectral Acceleration (Short Period) SDS, 0.757. 3. The supporting structures are beyond the scope of these calculations. The Engineer of Record shall verify that the loads imposed on the supporting structure in the building are adequate to resist the loads shown in these calculations. 4. The contractor is responsible for submitting these calculations to the engineer of record for their review and approval prior to fabrication and installation. Cliff Hattar Structural Engineer 07/23/2018 18.0269 - Revi Page 3 of 14 BEAM SPACING MAX 9'- 0" STEEL I-BEAM BY OTHER, TYP. PHD 1001 (1-5/8' X 1-5/8 X 12GA) SINGLE SLOTTED STRUT, TYP. MAX BEAM FLANGE WIDTH = 12", TYP. HEX NUT, STRUT NUT, 1/4°THK. X 1-5/8° SQ. STEEL WSHR, TYP. —PHD 7070 BEAM CLAMP PER ATTACHED PHD HARDWARE SHEET, TYP. ALTERNATE ATTACHMENT OPTION: USE ISAT BC-4 CLAMP ASSEMBLY PER DETAIL G7.1 0, TYP. /8" 0 ATR, PER ATTACHED ISAT PAGE H1.1, TYP. FEMALE U-CHANNEL BAFFLE BRACKET AND ITS CONNECTION BY MANUF., TYP. BAFFLE BY OTHERS, TYP. I MAX TOTAL SUPPORTED WEIGHT OF BAFFLES = 6 pf. NOTES: BAFFLES CAN BE LOCATED ANYWHERE ALONG STRUT. FOR INTERIOR APPLICATION ONLY. SUPPLEMENTAL STRUT VERTICAL ONLY BAFFLE SUPPORT MAX TOTAL WEIGHT OF BAFFLES = 6 plf. MAX TRIBUTARY SPACING = 10° - 0" O.C. NOT TO SCALE Approval From Engineer of Record Required Prior) L To Installation INTERNATIONAL SEISMIC APPLICATION TECHNOLOGY A Division of Tomano Contractor SpeclaftMs PROJECT VIASAT CAFE CARLSBAD, CA 1 Di DATE CONTRACTOR 7/23/2018 ADVANCED ACOUSTIC DRAWN BY JOB NUMBER CONTRACTORS INC. 18.0269 07/23/2018 18.0269 - Revi Page 4 of 14 1/2 DIA. CARRIAGE BOLT, HEX NUT ROD COUPLER ALL-THREAD ROD 3/8', 1/2' OR 5/8' DIA. (A) EDGE OF FLANGE CONNECTION VERTICAL SUPPORT TENSION DESIGN LOAD: 700 LBS MAX. 1/2 DIA. SET SORE TYP. 20 FT-LBS, TORQUE ISAT #BC-4 - BEAM CLAMP - 1/2' DIA. HEX NW 25 FT-LBS TORQU —(1)1/2'DIA.ATR- OPTIONAL INSTALLA METHOD: 1/2 DIA. HE AND ROUND WASHE INSIDE STRUT 1-5/8" X 5/8"x 12 GA. SINGLE CHANNEL, SOLID 2" DIA. CARRIAGE BOLT, Q.WSHR,HEX NUT IRUT NUT, HEX NUT, 4' THK. SQ. WSHR. LL-THREAD ROD 3/8', 2' OR 5/8" DIA. (B) LOCATION OF ROD VARIES MAXIMUM ALLOWABLE LOAD (LBS) MAX SPAN X1 (INCH) ROD LOCATION X2 CL +1- (INCH) 0 1 2 3 4 5 6 1400 1 1050 840 - - - 8 1400 1120 933 800 - - 10 1400 1167 1000 875 778 - 12 1400 1200 1050 933 840 764 ALLOWABLE LOAD MAY BE LIMITED BY ROD STRENGTH, PAGE Hi OR STRUT NUT PULL-OUT STRENGTH, PAGE H3.2. I CONNECTION TO STRUCTURAL STEEL SUBJECT TO PRIOR L APPROVAL FROM ENGINEER OF RECORD BC-4 BEAM CLAMP ASSEMBLY VERTICAL SUPPORT CONNECTION Rev. 7 International Seismic Application Technology 03/17/17 $4710 14848 Northam Street, La Mirada, CA 90638 877-999-4728 (Toll Free) 714-523-0845 (fax) Page A Division of Tomarco Contractor specialties www.isatsb.com G7. 10 07/23/2018 18.0269 - Revi Page 5 of 14 Mm. ASTM A36 Steel Rod Diameter IN Maximum Tension Design Value LBS 3/8 2,400 1/2 4,270 5/8 6,670 3/4 9,600 7/8 13,070 1 17,080 1-1/8 21,600 1-1/4 26,600 1-3/8 32,250 1-1/2 38,400 1-3/4 52,300 2 68,300 ALL-THREAD ROD MAXIMUM TENSION DESIGN VALUES EXCEPT PIPING SYSTEMS International Seismic Application Technology <n5i' 14848 Northam Street, La Mirada, CA $4710 M, ""tffm 877-999-4728 (Toll Free) oz;7 1 A Division of Tomarco Contractor Specialties H . OF 50 07/23/2018 18.0269 - Revi Page 6 of 14 Strut Nut Strut Nut With Spring Squeeze Nut DESIGN VALUES IN 12 GA. STRUT Thread Size Inch Resistance To Slip Lbs Pull-Out Strength Lbs Bolt Torque Ft-Lbs Nut Thickness Inch 3/8-16 800 1,100 19 3/8 1/2-13 1 1,500 2,000 50 1 1/2 5/8-11 1,500 2,000 100 1/2 3/4-10 1,500 2,000 125 1/2 7/8-9 1,500 2,000 150 1/2 Steel: ASTM A-576, Grade M1015 Case Hardened to RC25 Mm. -- - j Standard Pipe Strap MSS SP-58, TYPE 26 2-PC Pipe or Conduit Clamp MSS SP-58 , TYPE 59 Square Washer (1-5/8" x 1-5/8" x 1/4" Typ) For 3/8", 1/2", 5/8" Dia. Rod or Bolt Steel: ASTM A-569, Grade 1008-1010 STRUT NUTS, PIPE STRAPS, PIPE CLAMPS CT A Division of Tomarco Contractor Specialties Rev. 2 International Seismic Application Technology 03/03/16 14848 Northam Street, La Mirada, CA 90638 877-999-4728 (Toll Free) 714-523-0845 (fax) Page www.isatsb.com H3.2 07/23/2018 18.0269 - Revi Page 7 of 14 CHANNEL 1001-1042 ORDERING: Spec- ify Figure No., finish and number of feet. 1/8" X 1/8" X 12 Gauge 4__15I8 ___H _I 1/8 —/84--- /32 —.906 1I8 /8] XLT Thi-- x t 11/8 L.719 Y I Fig. Number Type - Description Weight Per Foot (in Lbs.) Bundle Qty. 10 ft. 20 ft. 10 ft. 20 ft. 1001 1002 No Openings 1.77 500 500 1001A 1002A Welded Back to Back 3.54 200 300 1011 1012 With 11/8 X Ii" slots on 2" centers 1.70 500 500 1011A 1012A Welded Back to Back 3.40 200 300 1021 1022 With /ie dia. holes on 1I" centers 1.70 500 500 1021A 1022A Welded Back to Back 3.40 200 300 1031 1032 With 3"slots 1.68 500 500 1041 1042 With 7/ Knockouts on 6" centers 1.77 500 500 Available in aluminum and stainless steel. Price on request. To order aluminum, add suf- fix AL to fig. number. To order stainless steel, specify 304 or 316 and add suffix SS to fig. number. 1011-1012 /16 j: 1 5/6 11/2I H2H I 111/8 I 1031-1032 - J 3/32 15/8 1 LL--- /234 - - - 1021-1022 /16 Dia. Holes 118[c I i I°I I _.45/1eje 1/8 1041-10421 7/sDia. /Knockouts\ T4- [II-IIIII- 3j 6 26 PHD Manufacturing, Inc. 07/23/2018 18.0269 - Revi Page 8 of 14 -3/811-16 Threads *Max load when used in pairs. 7070 For use with 1-5/8 Strut 7075 7076 For use with 3-1/4 Strut For use with 1500A Series Strut 1/8 Uia. A BEAM CLAMPS 7050 & 7051 Beam Clamp 7060 Square U-Bolt For use with 1 /8 Strut 3/s"-16 Hex Nuts Included Fig. Length Std. Wt. Each Number B Package (in Lbs.) 7050 3/e 25 .25 7051 5 25 .33 MATERIAL: Low carbon steel FINISH: Electro-galvanized ORDERING: Specify figure number. Fig. Number Std. Package Max. Rec. Load/Lbs. Wt. Each (in Lbs.) 7070 25 1000* .80 7075 25 1000* .88 7076 25 1000* 1.12 *Max. load when used in pairs. 3 /4" (19.05) Max. Flange Thickness MATERIAL: 1/4 FINISH: Electro-galvanized ORDERING: Specify figure number. 7070-7076 Beam Clamp MATERIAL: 1/4 FINISH: Electro-galvanized ORDERING: Specify figure number. Available in stainless steel. To order, specify 304 or 316 and add suffix SS to fig. number. Price on request. PHD Manufacturing, Inc. 95 07/23/2018 18.0269-Rev1 Page 90f 14 Fig. Number Set Screw Std. Package Max. Rec. Load/lbs. Wt. Each (in Lbs.) 7060 1/2 25 500* 1.07 Job: 18.0269-Di ISAT SEISMIC BRACING Date: 7/23/2018 INTERNATIONAL SEISMIC 14848 Northam Street, La Mirada, CA 90638 Designed By: VW APPLICATION TECHNOLOGY PH: 877.999.4728 FX:714.523.0845 Strut Vertical-Only Support CODE : 2016CBC VERTICAL SUPPORT ONLY DETAIL: 18.0269 -Dl Sds= 0.757 Ev=0.l4Sds= 0.11 (ASD LEVEL) LOADS: BAFFLE WEIGHT = 3 plf x 2 BAFFLES = 6 plf TRIBUTARY= loft MAX SUPPORT LOAD FROM BAFFLES = 6 plf X 10 ft = 60 lbs CHECK STRUT: P Span of member= 108 in (Beam to Beam) + 12 in (flange width) = = 120 in 60 Max Allowable Weight = 60 lbs Total Vertical Force(P) = 60 X 1.11 = 66 lbs Horizontal Force = 0 lbs (Vertical Support) IV 120 Vertical Moment= 66 * 120 / 4 = 1990.8 lb.in Horizontal Moment= 0 * 120 / 4 = 0 lb.in Choose: PHD-1001 MAX. ALLOWABLE MOMENT ( PER THE ATTACHED MATHCAD ANALYSIS )= 2840 lb.in Check Interaction: 1991 0.0 0.701 < 1.00 + = PASS 2840 2840 STRUT DEFLECTION = P*L3 / 48*E*I = 66 X 120 = 0.44 < L/240 = 0.45 48 X 29000000 X 0.189 PASS CHECK ATR: CHOOSE: 3/8" ATR MAXIMUM TOTAL VERTICAL LOAD = 66 lbs ATR MAXIMUM ALLOWABLE LOAD = 730 lbs (PER ATTACHED ISAT PAGE H1.1) 66 < 730 PASS CHECK STRUTNUT: CHOOSE: 3/8" STRUT NUT MAXIMUM TOTAL VERTICAL LOAD = 66 lbs BC-4 MAXIMUM ALLOWABLE LOAD = 1100 lbs (PER ATTACHED ISAT PAGE H3.2) 66 < 1100 07/23/2018 18.0269 - Revi Page 10 of 14 INTERNATIONAL SEISMIC APPLICATION TECHNOLOGY ISAT SEISMIC BRACING 14848 Northam Street, La Mirada, CA 90638 PH: 877.9994728 FX:714.523.0845 Strut Vertical-Only Support Job: 18.0269-Di Date: 7/23/2018 Designed By: VW CODE : 2016 CBC VERTICAL SUPPORT ONLY DETAIL: 18.0269 - Dl CHECK ATTACHMENT TO I-BEAM USING BC-4: CHOOSE ISAT BC-4 CLAMP ASSEMBLY PER DETAIL G7.10 MAXIMUM TOTAL VERTICAL LOAD = 66 BC-4 MAXIMUM ALLOWABLE LOAD = 700 66 < 700 lbs lbs (PER ATTACHED ISAT PAGE G7.10) PASS CHECK ATTACHMENT TO I-BEAM USING PHD-7070: CHOOSE: PHD 7070 BEAM CLAMP MAXIMUM TOTAL VERTICAL LOAD = 66 lbs MAX ALLOWABLE LOAD = 1000 lbs MAX ALLOWABLE LOAD! BEAM CLAMPS = 1000 / 2 = SINCE 66 < 500 500 lbs (PER ATTACHED PHD HARDWARE SHEET) 07/23/2018 18.0269 - Revi Page 11 of 14 International Seismic Application Engineer: Technology vw 14848 Northam St, La Mirada, CA 90638 877-999-4728 (Toll Free) 714-523-0845 (fax) www.isatsb.com Strut—Member lIIiILIIfI IPHD 1001A PFID 1011 STRUT SECTION PROPERTIES Allowable Axial Load on Cold Formed Steel Channel (AISI/NASPEC 2001) 11300-ksi F := 42000-psi E := 29500-ksi t := 0.25-in Ks1ot : 0.85 1 Ky.- K Il:= 1.8 y:= 0.906.in+! Khole := 0.9 120 in Kt:=K 2 L := L Lt := L Qb := 1.67 y = 1.031-in L := L Member = "PHD 1001' A= 0.561 -in 2 Ix = 0.239-in4 = 0.294-in3 rx = 0.653. in I, = 0.189-in4 S, = 0.209-in3 r = 0.58-in J = 0.002041 -in j = 1.643-in x0 = 1.434-in C = 0.118-in6 to = 1.669-in r:= min(r r x' y) r= 0.58. in K-L -- = 206.9 - ex -- ir E 1~ 7) LX 2 (Tex = 8621.6-psi (Eq. C3.1.2.1-7) 1 ______ crt w (K -Lt)2 = 16282.5-psi (Eq. C3.1.2.1-9) Ar02 [ . J2 xo 13 = 0.262 (Eq. C4.2-3) STRUT CAPACITY CALC.xmcd 07/23/2018 18.0269 - Revi Page 12 of 14 International Seismic Application Technology 14848 Northam St., La Mirada, CA 90638 877-999-4728 (Toll Free) 714-523-0845 (fax) www.isatsb.com Engineer: vw 2 Fei := Tr 2 (Eq. C4.1-1) () Fei = 6801.7-psi Fe := min(Fei,Fe2) Fe = 6017.5-psi X c FF x = 2.642 Fe Fe2 + t) - 4(7ex + - ex t2.0 Fe2 = 6017.5-psi (Eq. C4.2-1) (Eq. C4-4) F := if >1 C :5 1.5,(0.658 ) (0.877 02 j] (Eq. C4-2, C4-3) F = 5277.3-psi P := A.F P = 2960.6-1b l'n I'thole l n Kslot C.G. ' Pn 1C.G.hole 1C.G.slot C C C C.G. = 1644.81b "C.G.hole = 1480.3. lb 1C.G.slot = 1398.11b Lateral-Torsional Buckling Strength C3.1.2 Sf := S - - =+1 for moment causing compression on shear center side of S j centroid CTF : 1 =-1 for moment causing tension on shear center side of centroid ro Fe Cs.A.crex r t J2 + 2 (Eq. c3.1.2.1.6) := CTF Sf L Fe. = 27270.2- psi 10-F ( 10•F F :=ifF ~2.78•F ,F ,ifF ~0.56F ,F ,—. I1— ' C e. y y CO. y e.>' I 36F e. F = 26701.9 psi STRUT CAPACITY CALC.xmcd 07/23/2018 18.0269 - Revi Page 13 of 14 International Seismic Application Technology 14848 Northam St., La Mirada, CA 90638 877-999-4728 (Toll Free) 714-523-0845 (fax) www.isatsb.com Engineer: vw F 4) = 0.64 y S := S M:= (Eq. C3.1.2.1-1) Unbraced Length Factor MnHoIe Sc'Fc ho1e Msi0t := Sc'Fcslot MnHo1e = 5022.6-1b. in Msi0t = 4743.6-lb-in M = 5580.71b•in Allowable Moment Capacities (ASD) M Allowable Moment Capacity For Solid Strut Qb MnHo1e Allowable Moment Capacity For Punched Strut Ob Mnsiot Allowable Moment Capacity For Slotted Strut Qb Allowable Eccentric Axial Load on Strut (ASD) Allowable Eccentric Axial Load For Solid Strut ecc 1 + y 1ecc = 1091 lb C.G. M Allowable Eccentric Axial Load For Punched Strut eccHo1e := + Y eccHo1e = 982113 'C.G.hole M ole Qb Allowable Eccentric Axial Load For Slotted Strut PeccSlot:= 1 + y 1eccS1ot = 927 lb 1C.G.s1ot Msi0t Qb STRUT CAPACITY CALC.xmcd I.!i = 3342•lbir Ob MnHole = 3007.6•1b'i Qb Msj0t = 2840- lb- ill Qb 07/23/2018 18.0269 - Revi Page 14 of 14