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2501 GATEWAY RD; ; PREV2017-0234; Permit
4rJity of Carlsbad Print Date: 04/24/2019 Permit No: PREV2017-0234 Job Address: 2501 Gateway Rd Permit Type: BLDG-Permit Revision Work Class: Res4R4Permit Revisi Status: Closed - Finaled Parcel No: 2132501100 Lot #: Applied: 10/11/2017 Valuation: $ 0.00 Reference #: DEV2016-0015 Issued: 01/16/2018 Occupancy Group: Construction Type IlA Permit 04/24/2019 Finaled: # Dwelling Units: Bathrooms: Inspector: PBurn Bedrooms: Orig. Plan Check #: CBC2016-0017 Final Plan Check #: Inspection: Project Title: VIASAT BRESSI RANCH CAMPUS Description: VIASAT: BLDG 12 DEFERRED CURTAIN WALL Applicant: Owner: Contractor: SMITH CONSULTING ARCHITECTS VIASAT INC A DELAWARE CORPORATION THE WHITING TURNER CONTRACTING CO MILOS MAKARIC 13280 Evening Creek Dr 5, 125 6155 El Camino Real San Diego, CA 92128-4101 CARLSBAD, CA 92009 858-793-4777 760-476-2200 858-792-0600 FEE AMOUNT MANUAL BUILDING PLAN CHECK FEE - $450.00 Total Fees: $ 450.00 Total Payments To Date : $ 450.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services cTcity of DEFERRED SUBMITTAL Building Division Ccirlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number CEe ;Q 110 00/7 Plan Revision Number PEfZf1-OZ3'4 Project Address I 50 ba-d ( General Scope of Revision/Deferred Submittal: BLL.//u/#?q /2 ir-i%i.m Lih// Via-a- bri CONTACT INFORMATION: Name 5/Z.V /-H11 Phone óy/9 413 'p3 Fax/ 4&2 /37/ Address 8Ø3 Li'- $/vd1 City /2. M1C1L Zip Email Address Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: Plans i Calculations F-1 Soils LI Energy LI Other 2. 3. Describe revisions in detail List page(s) where each revision is shown Does this revision, in any way, alter the exterior of the project? Yes No Does this revision add ANY new floor area(s)? Yes No Does this revision affect any fire related issues? LI Yes lI"\io Is this a complete set? LI Yes I1" No £Signature_2dZcL_ 7- ziZ— Date _____l'Z017 __________ 1635 Faraday Avenue, Carlsbad, CA 92008 t: 760-602- 2719 f: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil A LAFEbuilt' Company .d. DATE: NOV. 22, 2017 0 APPLICANT ,-URIS. JURISDICTION: CARLSBAD IJ PLAN REVIEWER El FILE PLAN CHECK NO.: C2016-0017 (REV. #3) - PREV2017-0234_ SET: II PROJECT ADDRESS: 2501 GATEWAY ROAD PROJECT NAME: ViaSat Bldg. #12 — (3)-Story Office Bldg. atop Basement Parking The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. 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 Corporation 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. Liii] The applicant's copy of the check list has been sent to: Milos Makaric EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Mijs.-Makoric OIO-.SCA Telephone #: 858-793-4777 Date contacted Email: milosmsca-sd.com Mail Telephone Fax erson REMARKS: Glazing plans & calculations are under this permit. This is a deferred package. By: ALl SADRE, S.E. Enclosures: EsGil Corporation LI GA [1 EJ LI MB LI PC 11/16 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858)560-1468t* Fax(858)560-1576 EsGil' A SAFEbuittCompany DATE: OCT. 23, 2017 U APPLICANT /111 JURIS. JURISDICTION: CARLSBAD U PLAN REVIEWER U FILE PLAN CHECK NO.: C2016-0017 (REV. #3) - PREV2O17-0234_ SET: I PROJECT ADDRESS: 2501 GATEWAY ROAD PROJECT NAME: ViaSat Bldg. #12 - (3)-Story Office Bldg. atop Basement Parking The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. LII The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Milos Makaric EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Milos Makaric do SCA Date contacted: (612-3111 (b.-f (:::--:---~-a.iii ) Telephon.., Fax In Person REMARKS: Glazing plans & calculations are under this permit. Telephone #: 858-793-4777 Email: milosm(sca-sd.com This is a deferred package. By: ALl SADRE, S.E. Enclosures: EsGil Corporation D GA [:1 EJ LI MB LI PC 10/16 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD C2016-0017 (REV. #3) - PREV2017-0234 OCT. 23, 2017 [DO NOT PAY— THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: C2016-0017 (REV. #3) - PREV2017-0234 PREPARED BY: ALl SADRE, S.E. DATE: OCT. 23, 2017 BUILDING ADDRESS: 2501 GATEWAY ROAD BUILDING OCCUPANCY: B/52/A3; II-A/SPR. BUILDING PORTION AREA . (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) plan revisions Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code [CB 1113y Ordinance Bldg. Pe:mit Fee by Ordinance Plan Check Fee by Ordinance $450.001 Type of Review: 0 Complete Review 0 Structural Only LI Repetitive Fee Repeats * Based on hourly rate 0 Other Hourly 31 Hrs.@* EsGil Fee $120.00 I $360.00] Comments: Sheet 1 of 1 macvalue.doc + CARLSBAD C2016-0017 (REV. #3) - PREV2017-0234 OCT. 23, 2017 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK #.: C2016-0017 (REV. #3) - PREV2017-0234 PROJECT ADDRESS: 2501 GATEWAY ROAD DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL: 10/16 OCT-23,2017 REVIEWED BY: ALl SADRE, S.E. FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. GENERAL Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? L1 Yes LJ No CARLSBAD C2016-0017 (REV. #3) - PREV2017-0234 OCT. 23, 2017 . PLANS The double doors, as per Sheet 2.01, near grid point 1-A13.5, are missing on the approved building plans, Sheet 12-A102. The double doors, as per Sheet 2.02, near grid point 6.8-13E, are not shown on Sheet 12-A103 of the approved building plans. The single door, as per Sheet 2.02, near grid point 7.5-BE, is missing on the approved plans, Sheet 12-A103. If the door(s) layout have changed, then the architectural floor plans as well as door schedule, hardware, etc., need to be updated to match the glazing manufacturer's plans & calculations. A reminder that the revised glazing package shall be stamped and signed by the manufacturer's engineer. Also, the project engineer &I or architect needs to stamp them indicating no exceptions are taken. CBC Section 107.3.4.1. The jurisdiction has contracted With EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact ALl SADRE, S.E. at EsGil. Thank you. Wesley Engineering Group, Inc 1475 N. Broadway, Suite 340 Walnut Creek, CA 94596 925-278-1918 • 214-801-7387 cell VIASAT BUILDING. 12 CARLSBAD, CALIFORNIA SUNSET GLAZING Exception Taken DMakeCorrectionsNot.dTRUCTURAL CALCULATIONS Cl i4e6a 0 Revise and Resubmit Submit Specified Item FOR ChecKlnQ Is only for general confimiatlon with the c RTAINWALL SYSTEM Delign, ;Concept of the Project and general ãomplianc. with the Information given in the contract Documents. Any action shown is subject t0th, requirements of plans' and specifications. .Contractor Is responsible for quantities; job site; fabrication processes and techniques of cOnstruction; coordination of his work with that of all other, trades. and the satisfactory performance Of his Wolir. . SMITH CONSULTING ARCHITECTS 4:-Milos Makaric Date: 10/9/2017 NO EXCEPTIONS TAKEN 0 FuRrSIi A\COR SUBMIT SPECIFIC ITEM 0 REV SEANDRESUBMIT REJECTED 0 NOT REVIEWED Review is only for general conformance with the design concept of the project and general compliance with the information included in the Contract Documents. Any action shown is subject to the requirements of the drawings and specifications. Contractor is responsible for: correlating and confirming dimensions at the job site; choice of fabrication processes and techniques of construction: coordination of their work with that of other trades; and performing the work in a safe and satisfactory manner. WISEMAN + ROHY STRUCTURAL ENGINEERS By---QM Date: 10109/17 JULY 289 2017 ED AND RESUBMIT EPTEMBER 10, 2017 SEP 102017 Wesley Engineering Group, Inc 1475 N Broadway, Suite 340 Walnut Creek, CA 94596 • 925278-19l8 Offices 214-801-7387 cell rnbirdwesleyenginering.com. TABLE OF CONTENTS . : 1. DESIGN ASSUMPTIONS . . • . DESIGN CRITERIA . . MATERIAL SPECIFICATIONS .: WINDLOAD ANALYSIS SEISMIC LOAD ANALYSIS ........6. HORIZONTAL FRAMING MEMBER ANALYSES .. 10 . 5'-11 1/4" VISON/ VISION HORIZONTAL@ ELEVATION 4/3.01 10 5'-111/4" HEADER HORIZONTAL © PRECAST, EL 4/3.01 14 2'-1 1/8" SPANDREL! SPANDREL HORIZONTAL @ EL 4/3.01 . 18 5'-0 7/8" VISON/ VISION HORIZONTAL @ ELEVATION 9/3,03 . 22 156 1/2" DOOR HEADER HORIZONTAL @ ELEVATION 9/3.03 26 3'-9 3/4" VISION/ VISION HORIZONTAL © ELEVATION 19/3.07' 34 G. 5-10" DOOR HEADER HOR!ZONTAL@ ELEVATION 19/307 . 38 7. VERTICAL FRAMING MEMBER ANALYSIS . 42 0'-•1 7/8" MULLION @ ELEVATION 4/3.01 (17 ps'fj 42 10'-i1 5/8" JAMB MULLION © PRECAST, EL 4/3.01 (17 psf) 48 C 38'-0" TRANS lION MULLION :ELEVATIQN 9/303 (13 54 D. '-ö" MULLION @ ELEVATION 10/304...6 psi) •. 60 Page F P. PrOject ... •.. . . ••• . . 9/10/2017 . . • V1ASAT BUILDING 12. . •, Wesley Engineering Group, llc Xr 1475 N Broaday Suite 340 Walnut Creek CA 94596 925:-278-19180flice 214-80.1-73.37 cell mbirdwes1eyengrnenng.com E. 2O'-7/8' MULLION ABOVE ENTERANCE, EL 10/30.4 (16 psf) 66 F-,,201'-9 7/8" MULLION 45 DEGREE CORNER, EL 10/304 (16 psf) 6 38'-0" JAMB MULLION ©'ELEVATION 11/305 (16 sf) 74 25-8 112" JAMB MULLION @ ELEVATION 12/305 (16 psf 79 10,-l1 318" MULLION @ ELEVATION 19/3.07 (15 psf) 82 10'-11 3/8" DOORJAMB MULLION @ EL 19/3.07 (15 psf) 85 Al - 8. ANCHORAGE ANALYSIS .. 88 SILL ANCHOR @ CONCRETE, DETAIL 1/4.01 88 HORIZONTAL CONNECTION TO MULLION, DETAIL 2/4.01 91 SILL ANCHOR @ PRECAST CONCRETE., DETAIL 5/4.02 94 HORIZONTAL CONNECTION TO MULLION, DETAIL 6/4.02 97 HEAD ANCHOR @ LIGHT GAUGE STEEL, DETAIL 7/4.02 99 HORIZONTAL CONNECTION TO MULLION, DETAIL 9/4.02 102 HEAD ANCHOR @ PRECAST CONCRETE, DETAIL SK-214.03 105 ___ H MIDSPAN ANCHOR © MULLION @PRECAST, DETAIL 39/410 106.1 SILL ANCHOR @ PRECAST CONCRETE, DETAIL 1/5.01... 1.07 HORIZONTAL CONNECTION TO MULLION, DETAIL 2/5.1 . lOG K.HEAD ANCHOR @ STEEL TUBE, DETAIL 515.02 111 .L. DEADLOAD ANCHOR @ STEEL TUBE, DETAIL 17/5.0 114' 9. SJLCONE STRUCTURAL ANALYSIS, DETAIL.6/502 9/101201.7 V1ASATBU1LDThki 12 ,. Wesley Engineering Group, Inc 1475 N. Broadway, Suite 340 Walnut Creek, CA 94596 925-278-1918 Office 2•14-8O173.87 cell rnbirdwesleyenginering.côm DESIGN ASSUMPTIONS 1, The designwind pressures utilized in this..submittal are in accordance with the 2012 International Building Code, ASCE7-10 along with the project specifications. See Design Criteria for loads: in specific areas. 2. The structural integrity of the members to which the window and glass wall systems are to be attached has not been analyzed within this package. Verification of the adequacy of these members is the responsibility of the appropriate party. Concrete strength used in the analysis of concrete anchors is fc = 3000 psi normal weight. Please verify. The conditions investigated within the scope of this package represent worst case conditions. Conditions not investigated within this package are considered to be OK by comparison This calculation package represents our interpretation of the intent of the design plans and specifications. Wesley Engineering Group, Inc. is not responsible for the coordination and verification of dimensions, quantities, or installation and coordination with other trades. Should as built conditions differ from those originally provided within the calculations and drawings Sunset Glazing must bring these deviations to the attention ofW.esleyEngineering Group, Inc. so they can be verified for their structural integrity.. Project V1AsArBU1LD1NG. U Wesley Engineering Group, Inc 1475 N. Broadway Suite 340 Walnut Creek, CA 94596 , 925 278-1918 Offk.. 214401-7387 cell rnbirdvcs1eyenginerrng corn PROJECT DESIGN CRITERIA VIASAT BUILDING 12. CARLSBAD, CALIFORNIA WIND LOAD: PER 2012 INTERNATIONAL BUILDING CODE, ASCE 7-10,110 MPH WIND SPEED, EXPOSURE C, RISK CATEGOTRY II ** SEE WINDLOAD DERIVATION PER ASCE 7-10 INCLUDED WITH THIS SUBMITTAL FOR LOADS IN SPECIFIC AREAS SEISMIC LOAD: PER 2012 CALIFORNIA BUILDING CODE, . Fp = 0.34 * Wp FOR CURTAINWALL MEMBERS Fp = 0.34 * Wp FOR ANCHOR COMPONENTS . Fp=1,05*WpFOR FASTENERS DEAD LOAD: 1' INSULATED GLASS . 6.5 PSF MISC. ALUMINUM 2.00 PSF bEFLECTION: . DEFLECTION NORMAL: . .. . FRAMING MEMBERS: . . L1175 OF SPAN OR /4" WHICHEVER IS LESS FOR SPANS UP TO 13-6" + . 11240 + 1/4" FOR SPAN& GREATER THAN 13-6" DEFLECTION AT JAMBS IS NOT TO EXCEED THE DYNAMIC MOVEMENT CAPACITY OF THE SEALANT • Project • 7/25/2017 • VIASAF BUiLDING. 12 ; Wesley Engineering Group, Inc. 1475 N. Broadway, Suite 340 Walnut Creek, CA 94596 925-278-1918 Office 214-801-7387 ccli mbirdesIcyenginëring+corn MATERIAL SPECIFICATIONS ALUMINUM: CURTAINWALL EXTRUSIONS 6063-T6 ANCHOR COMPONENTS 6061-T6 FASTENERS: CARBON STEEL BOLTS GRADE 5 STAINLE$S,$TEEL'SCREWS, 316 COLD WORKED CONCRETE SCREWS .HILTI KWIK CON H SELF DRILLING SCREWS • :LCO DRIL-FLEX —J Wesley Engineering Group, Inc. 147N Broadway, Suite 310 Walnut Creek CA 9496 925-278-1918 0111cc • 214-801.7387 ccli nbirdwesIeyngiñedng.coni YINPLOAPS PER 2012 lEG AMP A56E 71--10 FROJECT: VIA 5A1EU1LVNG12 LOCATION: CARLSSAP, CA VNSPEEV := 110 (mph) EXPOSURE 'C'1 8U1LN6 HEIGHT = 51 Ft TABLE 2-1 := Q14 TABLE 30.3-1 Kzt tOO CHAPTER 28.2 0.0025KKV2 p5F 21.4p5' lSAR AREA = 10 ft/121, POSTIN/E Y'4INLOAP Q TYPICAL ZONE &rlp := 1.0 FIGURE GC -0.18 TABLE 211-1 FCLZ F,= 15.11.ps NEGATIVE VIN1LOA @ TYPICAL ZONE -ii FIGURE 30.-1 ois TABLE 26.11-1 5E9LOA @ CORNER ZONE 1.0 •FIURE TABLE 2.11-1 f :C~z'(GCp_GCpi).O p = NEGATIVE V'INPLOA @ORNER5: ZONE I&URE3O.S4 TABLE 26.11-1 P =-2P32.. P5f • Datc TProcct Page 7/25/au [7 .•: YjASAT BUILDING 12 • Wesley Engineering Group, Inc. 7~ 1171 1475 N, Broadway, Suite 340 Walnut Creek-, CA 94DJ6 . 925-278- 1918 Office 214 801 7i87 cU rnbrdwes1eycngrncrrng corn @ TRL)TAR' AREA 40 ft F051TN'E NL0Al7 T'FIAL ZONE FURE 0.Si TABLE 2.111 F CLZ .(G6_&c1).o P = : NEATh/EkN1NL0AI7 @ FIGURE 30.S- TABLE 2Si1- F=-15i7p •• FOSIIN/E kNINOLOAP @ORNER ZONE o•S& • FkURE 30.-1 •• -0.15 TASLE 2-1 NEGATIVE Y1NPL0AP @ GONER ZONE, FIGURE O-1 Oclpi := OJ5 TABLE 26.111 p Wesley Engineering Group, Inc. 1475 N Broadwa 'Suite 340 Walnut Creek.CA 94596 925-278-1.9.I8.OfIke'2I 480 1 -73 87 cll mbird®wes1eyengineringcom. @ IBARY AREA 50 FC . P057VENPLOA :@ TYFIGALZON• 0.81 FIGURE soi: -0.18 TALE2.11-1 F = 12.13.psf NEGATIVE VMINI)LQAP @ TYPICAL ZONE -3O . FIGURE 301 0.18 TABLE 2.114 F Pj)F = -11153p5 POSITiVE YINt)LOAP @ CONES ZONE 0.81 := -0.15 TABLE 26.111 := qZ .(GCp-GGpi).0h F = 12.13s.f NEGATIVE 4IN1LOAP@CORNER ZONE C'p := -1.08 FIGURE 30.-1 0.18. • TABLE 2.111 P :=CLZ .(GCGCp ).o. SK-UF&ALCULATI0N (PRINT OPTIONAL) Pjct . . • • Page 7/2/2017 - -.- ••. • IASAT BUILDING 12 Wesley Engineering Group. Inc. 147 N. Broadway. Suite 340 Walnut Creek, CA. 94596 925-278-1918 Office 214-801-7387 cell mbird@wesleyengineririg.com SE ISM ICLOAPSPER 2012 PROJC-T: \/IASAT SUILPIN& 12 .. .LO.GATON: CARLSSAP, CA 1.0(IMPORTANCE FACTOR)' - 1.052 (4AFPEP MGE SFEGTRAL RESPONSEACCELERATION) 1.0 (SITE 60EFFI.4ENT) FS5 (APJUSTEP MCE) 2 S (PESI'N SPECTRAL AELERATIOM AMTER) Z:= 1.0 . (HEINT OF COMPONENT) h : 1.0 (5UILN HEI(5HT) . ..: Ib (TRUTARY YEIGHt OF COMFON FOP, GURTAINV'iALL MEMBERS _AND ANCHOR, COMPONENTS. COEFFICIENTS FOR COMPONENTS, a :=. io. (TABLE 1.5-1) 25 (TABLE 1.5-1) 0.4's_Scs'Np ( z\ APPLIEPSEIS1IGLOAP., F:= . 11*2— FP 0.34-N h.... 1p . . •• FO FASTENR ••• . . COFFIGIENTS FOR C04PONENTS,. := i.s (TABLE, 135-1) Rp:tO TABLE 1S.5-i) 04__a_•5s'1.. ApLIEp: SEISMIC LOAP, F := P____. ____.i +2.— I 1.Q.5.4p . hj 'p. s1eyI rIncerL (ioup Inc i 1475 N. Broadway. SuItL 340 Walnut Creek CA 94596 92527$19l8 Office 211-0I-73$7 cell trdeslevencineriugcm HORIZONTAL ANALYSES S-1i1/4' VISkN /VISION HORIZONTAL @ ELEVATION 413.01 LCWG[7 H626 I OPCSCHR Prójevt Page .6iIi2017 V1.ASMF3UILDING12 Wesley Engineering Group, Inc. I? UMS , - 1475 N Broadway. Suite 340 Walnut Creek. CA 9496 925-278-1918 Office 214-801-7387 cell 'mbird ç\(slL\Lngi1kring(om i HORIZONTAL ANALYSIS 5'-11 1/4 ",VISION; /.'VIION HORIZONTAL. @_ELEVATION .4/3.0.1 PESN YNPLOA .' 11 ps HORIZONTAL 1ESRIFTtON: HORIZONTAL TH-2 MATERIAL: 6063-T& ALUMINUM . H-S2S HORIZONTAL SECTION FROFE11ES: . lxx 3.10in4 Iyy 1.364.in4 .. Et 10000000•psi SXXmjn 1.5S in3 Stop 1.2131 .. . AREA 1.705 in2 Ryy in 'H ORIZONTAL SPAN AMP PEAP LOAP LOATN: (Pistance Between Centerline of Module -73,5 , in JN 2.25 Vertical Mullions and Vertical Mullion V4idth) L Module - L = 11.3• fl (Transom Actual L . Length) . . . = in (Setting SIo. Location) . . •&SS SIZES,: . , , . ... . 1NPQ ABOVE: .. . .. Ht S.375• in (ass Height . . Thic1'crle5s) FNPOV' ELOY:. . / %51.5-75 in (61a55 Height 1 1 p .5.- ps1 (.Gass Veight) . . . . . / V4L '17. ps (Maximum is Negative . . \.... Y~ird Load) Page 'blI5/2017. . . . . VIASAT BUILDING 12 ,., .: Wesley Engineering Group, Inc. 147N Bro'1d\\ ,ultc34O Walnut Creek. CA 94596 92 5-278-1918 Oulua. 214-801-7387 cell rnblrd®wesle\englncnng corn PEAD LOAP ANALYSIS:. .. M,11 = 1025ini10f . PEFLEC,TIOt4CHECK: .. 6dj = 0,04-7- in < 0.125" (@ mid Span of Transom) = 0.02in . ( Setting Loc..ation) ** FOR 1/0' LT - DEFLECTIONS, O.K.- BENDIN& STRESS PUE TO PEAPLOAP: VfdI fb= syytop Fby=S4.psi . ..'. CHECK LOCAL SUCKLING: . b 345. in t 0.1251n . = 21.5 . 23 (03-T, SPEF1CAT.I 1) t Fby := (1-0.11O—lKsi . Fby 1421.2p5i > Fby = 545-psi . 0f4 Y'W LOA7 ANALJ . . .. . Ma = 251.1•in•ibf . . ., .. YW LOAD 1EFLEGTI0N_CHECK: .osin [. L"=. 142.4 I . PEFLECTION O.K. Dwc F'roJet .Page R5/2017 . ............. . . VIASATRUILDING 2 STRESS'_INTERACTION: by fbx Fbj Fbx Wesley Lngineeiiii, Group Inc 1175 N Broadway, Suite 340 Walnut Creek CA 94596 925-278-1918 Office 21480117387 cell mbird@wesleycnginering.com E3 ENI:) IN& STRESS PUE tOiNPLO: bx := _____ • • • bx = 18233.p5.1 SXXmin C,HEK ATERAL/TORSIONL 1)GKLING: • UNERAGE LENGTH, Lb . . . •1• in)2 = 3051 271iri 2-20- in + ,-' I 4 Date 1 Pruiect . VIASAl' BUILDING 12' .... . . OK OK OK Wesley Engineering Group. Inc. 475 Ni. Broadway, Suite 340 Walnut Creek, C 94596 ,25-278-1918 Office 214-.$O I -737 ç1j. rnbirdwesyenginering.corn .HIZCThL ANALYSIS '1i t/4' F4EA.•ER . 'FEAST. 'ELEVATION 4/3.01. Date . . I>ag 6/15/2017. .., . ............VIASAT BUILDING 12 Wesley Engineering Group, Inc. 1475 N. Broadway. Suite 340 Walnut Creek, CA 94596 925-278-1918 Office 2147801-7387 ccli rubird@wcsleeiiginerin.eom HORIZONT: ANALThE -11 1/4 HEADER HORIZONTAL @:pRc,AsT ELEVATION ,4/3'.01' ESIN YINLQA 11 psf HORIZONTAL ESGRTION: HORIZONTAL TH-QS (MOIFIE). MATERIAL: OSS-TS ALUMINUM . . TH-sosLMoIFIEP)HORIZONTAL SECTION FROFERTIES: lxx 0:763 -in 0.36e) -in Et 10000000.p5i . SXXm jn OS in3 5yytop 0.305 in3 AREA 0in2 Ryy 0.00 -in ..•: HORIZONTAL SPAN AND DEAP LOAD LOCATION: - Module = S.5tn . (i7istance Between Genterlirie of ... . = 2.25.in Vertical Hllions and Vertical Mullion L ModuIe — V'l V0dth) L = 71.5 - in (Transom Actual .. L . Len gth) . . . . . . - . a = in (Setting 510o1c. Location) . . . GLASS SIZES YINOkN A\/E: :•. .. . . . Ht 0- it! (GlasHeight •. . . . Above) .•• . . tgl 10in Thic4cries5) . . . 233.15.•in (lass Heihb Below) i F I F 1 1 L/: LbAt7S: p (Glass ;,Neight) kNL 1 -7.p (Hàximim is N4ativ2 UrYd..Lod) Uuc 777 ject .................... Page 6/15/2017 . ......V1ASATHLULD1NG12 . . Wesley Engineenng Group, Inc 1475 N. Broadway. Suite 340 Walnut Creek, CA 94596 Wesley Engineering Group, Inc. 1475 N Brod\a\Suite 340 Wi1nut Crcd CA 94596 L: 925-278-1918 003cc '214-801-7387 cell .mbirdwes1y6'nginerthg.com. ENP.ING::..ST1RE55 DUE TO M. Fbx • - fx = 1237.psJ SXXm jn CHECK LATERAL/TORSIONAL UNSRACF-0 LNGTH, Lb L. = ii14 > c14. • 11) • Ryy • • • 7QOO': Fbx:= ( • I-b) \Ryy) Fbx 6'14.p5i • fbx.= 1261p5i • 2J CHEGK LOCAL. .BUCKLING • t. :=O.1O2Th = 10,1 < 23 (SFEiFATl0N 1) t Fbx := 15 > fbx = :12&i'psi • •• • • STRESS: IT,r.IO.t4 fbtj •.. -. =0:Q4 > 1.000 Fb Fbx... Date •• Project' •• ••• . Page (/lY(jl 7• . . . . VIASAT.flOILbIN(j 12 . / I. OK V 1cv Ln nLLr1ng 4,17- Croup, lflL w' 1475 N Broath Suite 310 Walnut Creek, CA 9496 925-27S.-19 IS Office 214 80.1 7387 cell mbLrdws1eyeng1neringLom ic12.4AL ANALYSIS 2t1 1/5 SFANREL/SF'ANPEL HOR(ZONTAL @ ELEVATION 4/3.01. Wesley Engineerrng Group, Inc Ig 147N9rodyi WalnutSuitc 4O ilnut Cred. CA 94596 - ... -,--'- 92D-278-19180fhcc 214-801-7i87 cell mbird ves1eyngincringcorn HORIZONTAL ANLS 2-1 itS' SPAN EL/SPANP.EL HOZONTAL. @ ELEVATION 4/3.01 ES&N V4INLOA 20 ps HORIZONTAL ESCRTIOM: HORIZONTAL TH-2 (M(:xIFIE). MATERIAL: &0(~,3-T& ALUMINUM TH-2SMOlFIE)_ HORIZONTAL _SEC'TIONPROPERTIES: lxx O.QO- in4 lyy 0.224-in4 . E 10000000.p.i SXXmin O.O3ti 3 . Stop 0.19 ..in3 .. AREA O.41O-in2 RyyOhO -in HORIZONTAL SPAN AMP EAP LOAP LOCATION: (Ditanoe Between centerline oP MOuU.ie = 273 in y- = 2.25. in. vertic.al mu. IIi0n5 an erticaI HuIIiQn L1SoduIs4 L25.1 in om- AàI L . Length) (Setting Blark S . .. Loc.ation) GLASS SIZES: . . . 1INOV A50\/E: Ht 75. in (Gias Height Above) tgl 1.0ifl (Glass Thic..riess) 'NINPO'M 5EI O: 3575 in (Glass Height Below) . . 3 . (GIs.4e.ight) 20-p5 (-1xlniim is Negative in4 Load).. ircci 6flJ2OI7 . . .. •• . VtASAr13UILDING 12. f Wesley Engineering Group inc 1475 N. I3rondwav, Suite 340 Walnut Creek, CA 94596 925-278-1918 Office' 214-801-7387 cell mbrdwele\eugInering.cQIn. DEA LOAD ANALT'S Si., = 43 . .. . = 134.inIb DEAD L0A DEFLECTIONGHECK:- 8,11 = 005iri < 0.125' (© Mid 5p8ti of Transom) 000 in . (@ Setting E310Ck Loc..ation) FOR 1/5 Lft4rr - PEFLETIONS 0K. ;i 5END1N STRESS 17)UE TO EAPLOAD: Mdl SYYtop . f by = S-76.5-psi . GHEK L0AL L)KLING: =..Q332.in t:=0.12. . .< (3-Th' SPECIFICATION 15) t . Fby:=15ksi . . . Fy = 15000.p5i > . .fby = 7b.5. psi . . .. Q_ V'NP LOAD ANALlS: :.R22.Ibf M wj 1S13-in-bf .A4INp. LOAD. PEFLGTONCHECK: ois. in 1 L/' = 1T1:1 I DEFLECTION O.K. [)1te Project Page 117: iASATBUILDiNG 12 Wesley Engineering Group, Inc. IV I47, N I3road i\ Suite 34() Walnut CrLJ CA 94596 925-27-19I8 Office 214-8017387 ccfl rnbirdQwesIeenginering.com BENI~)JNO STRESS UE TO YflNPLQA: wl fhx 'bx 564.b.:3, 051 SXXmjn GHECK LATERAL ,TQRSIONAL SUKL1N: Projc.t P Lc VIASAF BUILDING 12 . Wesley Fnginccring Group, Inc. 1475 N. Broadway, Suite 340 Walnut Creek, CA .94596 .9257278-1 91.8 Of ice', 2:14-801'7387 cell. rnbfrdwes1eyenginering.com HORIZNTAL.NALYSIS -1/6, VsioM i VISION o.SIZONTAL .ó:EL q/.O3. ; . . . . . . . Project . Pägel , .911.0/2017 VJ"AT BUILDING. 12 . . . Wesley Engineeting Group, Inc. 1475 N. Broadway, Suite 340 Walnut CrekCA 94596 925478- 1918 Office .214!!80 1-.-7387 cell thbirdweskyenginering.com HC.R1Z.ALANALr5I5 5'O i/S.0 VISION I 1SlON kCRIG•V1AL @ ELEVATION. q/3•Q3 7ES[ V.INPLOAP = :1 HORIZONTAL 5RIF1ION HORIZONTAL OP-01 14AThRIAL: 063-TS ALUMINUM CF&-SO HORIZONTAL SEGTION PPERTIE: Ixx 25.7-7& 111 OO.iti4 . :1QOOOOQOpsi . S 0 AREA O71fl HOfIZONTAL SPAN ANP PEAL? LOAP LOCIATION . (Distatweh tUhe:oF .......:12 .Ifl *'.2....IJl . Verti.alMuIIibrt ric VtiL1uHion Ajh) . L .. Module - L = iSO (Tranom A.tuaI = 7.&1 in Set.tir Bloc,,.+ + . + :Location) GLASS SIZES: b.• iQO,75 in. AopbyN E3ELbA. f4b .2S15in LOAPS:. pi+ 65.p. VL . 16.p5F keihL Above) Thiknss) (las Height làs véiL) :(airnuni isNgae 1ind Load) Dare Project Page VIAS'ATBUILDINOI2... •.:. Wesley Engineering Group, Inc. 1475 N, Broadway, Sue 340 Walnut Creek CA 94596 q2 -278-1,,918 Me214-801-7387 cell rnbjrdves1nginering.con. EA LOAD. ANALYS, IS, Rdl = 144•tb = 102.2in•Fbf. t7E/'P LOAt' EFLEGTIONCHECK: 0.055. in < 0. 125" (@Vici Span oF Transom) = 0.023in (@ Setting Block Location) FOR 1/S' LIMIT - DEFLECTIONS O.K. SENIN STRESS QUE TO DEAPLOAD. Mdl Fby:= syytop by = CHECK LOCAL 6UKLIN6: . . b 7.65 in t 0.15Sifl 4 4q 59,(6O63-T, SFECFIGATIQN 1) (44 Fby ••t• 'by . > = • • • OK V IMP .LQP...ANALT'S = 2O54.4 irHbf AN ir7 FLEGTION.CHECK .j :j1 [ L/ "#7 15132 •] PEFLEGTIN O.K. 9 Wesley Engineering Group. Inc. ± it I475NBroad\\a\ Suite 340 Walnut Creek CA 94596 L 925,78-1913 Office 214-801-7387 cell' mbrdwes1eyenginering corn SE iN STRESS DUE TQ MINPLQAI):. bx ffbx = 425.4-psi 5xXrr jjj CHECK LATERAL/TORSIONAL SUKLiN6': UNBRAC,E0 LEN&TH, Lb := L Lb qT1 .•. (SPEC 11) > t000 FbY Fbx Dac PrQcct . .Page . 9110/2017 , . VIASAT BUILDING 12 . OK OK OK Liine it Grout). IflL 1475 N. Broadway, Sude 340 Walnut Creek, CA 94596- 925278-1918 Offlc. 2148O1-73S7 cell .mbirwesleyenginering.com HORIZONTAL ANALYSIS 15 1/2' OO.R..NEPE HORIZONTAL41.ELEVATION /3.03. 4 Wesley Engineering Group Inc. 1475 N Broad Broadway. Suite 340 Walnut ,Creek,. CA 9496 - 925-278-1918 Office 214-801-7387 ccli rnbirdwcsly.igineringcom HORIZONTAL ANALT'SIS 15611/1211, POOR HEADER HORZO.NTAL. .@ ELEVATION /S.CS PESIGN Y1INLOAP = is pf HORIZONTAL PES.RlFTlON: HRIZONTAL OF-01 1 MATERIAL: 6053-T6 ALUMINUM' OFG-301 1 HORIZONTAL SECTION PROPERTIS: 3-7.9c`15 - ifl4 I 100b0000 psi SXXm , 1,555 in3 SYYtop 2.31n AREA 31in2 RYY 0.55-7. in HOJZONTAL SPAN AND PEAP LOAD LOATIN: - . (stanc- between C,en'teriine of - Module = 15.5-in = 2,25- in .. \/ertl MuIiios and VertI mullion LModule - V'l L=155in(Transom ,tul L Length) (5.6tting, SIbC. & Location) GLASS SIZES: vINc'Ov'4 AO'/E: 1assigF-t Abovc) tOm (lass Thikncss) YNOY' SELO4: 105.25- in (6s5 Height LOADS: elcw) P S.5..psF (I:ass veight): V4L is.ps (Miaximum is Negative Knd Lo) PrnjcL I' g 7IL8/2O.I7 .YIASAT BUILDING 12 ••• OK PFLEGTION O.K ** Ii : Wesley Engineering Group, Inc 1.175 N. Broadway, Suite 340 Walnut Creek, CA 94596 .. -....-....- 925-278-1918 01flce 214-80-7387 ccl! rnbird®wë!eyenginërtngcorn A17 LOAD ANALYSIS 13S-tb 273inlbf EAP LOA FLETION CHECK: 0014iri < O.OS25 of Trar'tsoni) )ate Pro icct 71/20!7 . Y1ASA1 BUILDING IT Wesley Engineering Group. inc. 1475 N Broadway. Suite 340 W Inut Creek, CA 9496 925-278-19 IS. Office 214-801-7387, ENL7ING STRESS PVETO kNt)LOA1: Fbx 4513..p51 Projc~i . . .7/1812017 .. . . VIASAT BUILDING 12 Member Information Span Length(in) I(in'4) S(in'3) E(psi) 1 73.250 2.699 2.399 1.0e+00 2 10.000 2,699 2,399 1.0e+007 3 73,250 L699 12.399 1.0e+007 I 156 1/2" DOOR HEADER HORIZONTAL @ ELEVATION 9/3 03 (DL) By: MARX, BIRD, P .E. Beam Results 102# Max Span Deflection = -0.0314" (Span 1, 0 3479) Max Positive Moment 1906 (Span 3 9 34.79"), Max Negative Moment -276311# (Span 3 3 0 0019 1 P1.cn by Gbeam V2005 VIASAT: BUILDING 12. Cbeam 2005 .Mictosoft 7/18/2017 16 51 File RORIZ1E9 cbm Span .No L :0.001 0,1OL i0.20I: 0. 30L- A. 40L O50L 60L. o:lob. O.80L .0.90L•. 1.00L Location 000 7 33 1465 21.93.2930 36 63 4395 51.27 5860 65,92' 73.25 Shear 135.64 33,64 3364 33.64 3364 33 64 -68 36 -68 36 -203 36 -26j.36 -203.36 Moment -0,0 858A 1104.8 1351.3 159? .7 1844.1 1636 6 1135.9 216.7 -1272A -2762.6 DefL O 0000 -0 0105 -0 0195 -00263 -00304 -00313 -0,0286 -0,0227 -00145 -0.0060 0,0000 Stress -00 357,8 .460 ,5 563 3 666.0 :768,7 682,2 473.5 903 -530.6 -1151.5 Span No 2 0.00L 0.10L ;,P-,20L 0.30L 0.40L 0.50L 0.60L 0.70L 0.80L 0.90L 1.00L Location 000 1,00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 Shear 0.00 0.00 0.00 0.00 0.00 0.00 000 0.00 0.00 000 0.00 Moment -2762.6 -2762,6 -2762.6 -2762,6 -2762,6 -2762.6 -2762.6 -2762.6 -2762.6 -2762.6 -2762.6 Defl, 0,0000 00005 0.0008 0.0011 0,0012 0.0013 0.0012 0,0011 0.0008 0.0005 0.0000 Stress -1151,5 1151.5 -1151.5 -1151,5 -1151,5 -1151.5 -1151.5 -1151.5 1151.5 -'1151,5 -1151.5 Span No. 3 0.00L 0,10L 0,20L 0.30L 0.40L 0,50L 0.60L 0.70L 0.80L 0,90L 1.00t Location 0.00 7.33 14.65 21.97 29.30 36.63 43.95 51.27 58.60 65.92 73.25 Shear 203.36 203,36 203.36 68.36 68.36 -33.64 -33.64 -33.64 -33.64 -33.64 -135.64 Moment -2762.6 -1272.9 216,7 1135,9 1636 6 1844.1 1597.7 1351,3 1104.8 858.4 0.0 Defi 00000 70.0060 -0.0145 -0.0227 -0,0286 -0.0313 -0.0304 -00263 -0.0195 -0.0105 0.0000 Stress -1151,5 -530A 90,3 473.5 682.2 7681 666.0 563.3 460.5 357.8 0.0 For quetjcna n.:.cbau, Wdôws-based p±oqürn, contact:: MCALSOFT LLC ww mealsoft corn th (214) 217-2400 Fax (214) 217-2439 Eiü•i.1 software'@iacziisoft.com. b Cm ) V2005 2 VIASAT BUILDING 12 Cbearn 2005 Microsoft 7/18/2017 16:53 File HORIZ1E9(WL) cbm 156 1/2" DOOR HEADER HORIZONTAL 0 ELEVATION 9/3-03 (DL) By MARK BIRD, P E leam Results Max Span Deflection = -0.232311 (Span 1, @ 7 25) Max Positive Moment 345954 (Span 1, @ 7 25') Member Information Span Length (in) I(inA4) S(nA3) E(psi) 1 156.500 37,995 7.565 1.0e+007 Distributed Load Information Span Wi (#/in) W2 0/ in) Xi (in) X2 (in) 1 11.300 11 300 0 ,000 156 500 Support Reactions Joint Pounds 1 884 2 884 Maximum disibutedlad value shown only, see distributed load. table for detailed ibforiaation DChtV2OC 3?- VIASAT BUILDING 12 Cbëam 2005 IMiároEoft 7/18/2017 16 53 File HORIZ1E9(WL) cbm ::gpafl., 0.00k 0.10k 0.20L 0.30L 0.40k 0.50k .0. 60L, 0.70L Q.80L 0.90L 1.00L Location 0.00 15.65 31.30 46.95 62.60 .78,25 93.90 109.55 125.20 140,85 156.50 Shear 884.23 707,38 530.53 353.69 116"8410.0.0 -176.85 -353.69 -530.54 -707.38 -884,23 Moment -0.0 12454,3 22141.0 29060.1 33211,5 34595,3 33211.5 29060.1 22141.0 12454.3 0.0 Defl,. 0.0000 -0,0729 -0.1380 -0.1889 -0.2212 -0.2323 -0,2212 -0.1889 -0.1380 -0.0729 0.0000 Stxea -0.0 1646.3 2926.8 3841,4 439.0,2 •4573.1 4390,2 3841,4 2926.8 1646.3 0.0 For qtt.ons QnCb'eam, a Windows-based. program contact.: HCALSOFT LLC.. www.mcalsof.com :Ph (214): 217-2400. Fax (214.) 217-2439 Email: software@mbálsóftôoth 2 Orven by Crr. V200 p . . \Vcs1e iinnccFI1ig ( roup, inc. : l47 N. Broadway. Suite 340 Walnut Creek, CA 949ô 925-278-1918 OlIic. 214-80.1-73,87 cell mbrdJsILYengfflerrng (urn HORIZONTAL ANALYSIS 3/4" VISION /.VISION HORIZONTAL @ .ELEVTIc,N• i/3.O1 Prnjer VtASAI BUILDING. 12: ......... . ______ Wesley Engineering Group, Inc. ' 1475 N. Broadway. Suite 340 Walnut Creek, CA 94596 925-278-1918 Office 2l4-80l737l.l HO ZONTAl ANALThiS VSION / VISION HOSIZCNTAL @. ELEVATION :i./j'oi PESN 1INLOA.1 ps HORIZONTAL SCRITION: HORIZONTAL TH-15 MATERIAL. WS-TS ALUM INL)M TH-615 HORIZONTAL SECTION PROPERTIES: lxx 5.4O2 -in 4 . tyy 0.47 in iOOOQOOO.psi Sxxrnin 5yytop O21O•in AREA 15 ri 12i 2 . - Ryy, O.5b2 in, HOSIZONTAL SPAN ANP DEAD LW LOCATION: - fr.ouIe = 4Sl = (t7istanceSetwecn CnërI1ne of Vbial Mullios and Vertical Mullion • LModuIe - . - L=457.ln VNidth) (TransortiActul L . .. Length) a a = 5.72 in (setting.l& Loc.ation) GLASS 51ZE : . . VINPOV ABOVE: . I Hit 7075-ft. (las Height. /lNN Above) tqj 1.Oin ThiCKness) . . - .INPO 3ELOY':. .. 34.25 in Gs Height . elow) p sff ass Y'4eigh. PNL 1.psf (Maximum is Negative Nind Load) [Date • Project • • , Page . - I • 6/15/2017 • • • • . VIASAT3UILDINQ12 Wesley Engineering Group, inc L 475 N Btoada' Swie 340 Walnut Creek. CA 94596 925-279.I9I8 001e2i480l-7387 .cë11 Enbirdwcskyenginering.eom 14S2i. si OK I Dai Projee Pau. 6fl5128t.7 ViAATBUiLD1NG:I2 Wesley Engineering Group, Inc. RT 1475 N. Uroadwv, Suite 340 Walnut Creek, CA 94596 ,-' 925-278-1918 0ff1ec 214-801-7387 cell nthkdweslyeiigincring.corn. S.ENIN&flESS UE TO V1NPL6AI7: CHECK LATERAL/TORSIONAL BUCKL}NG: UNBRACED LENGTH, L L Lb > 22 (SPEC 11) Ryy ( . L Fbx I 167-0.075 IKsi = 101514p5i CHECK LOCAL BUCKLINO: 1.0. in t 0.125. in ... . = S. . (SO-1&SPEICATIQN 1) Fbx =(1 0.541.k5i . • t) rbx = 1472pSi- fbx,= 50ps1i OK TRESS INTERACTION.-.,. . QK + Fby Fbx Wc. 1v Fnine+rir (iroup. Inc. 1475N Broad\%a\ Suite 340 \V*ut Creek. CA 9496 925-278-191 Office 21401-73$7 eIl HbR (ZCNTAL ANALYSIS 710' POOR I-EAERHOR}ZQNTAL 'ELEVATION ./3+Q7 Pa ke 6/15/207 VAArBUILD1NGI.2 . . . - Wesley Engineering Group, inc. 1475N. Broadwav, Suite 3l0\\1nutCrkC\.94506 92 -278-1918, Office 214-801-7387 CLII mbrdJ\sILyLngInLringLom HORIZONTAL A4LYI5 5'-10 DOOR HEAPERHORIZONTAL @ LEVATIQN 1/3.01. DESIGN NN'LOA iS ps HORIZONTAL PESCRIFT!ON: HORIZONTAL T-SOO MATERIAL: 063-TS ALUMINUM T-SOO HORIZONTAL SECTION PROPERTIES: lxx 5.276n4 IYY 1.432iri4 Et iQQQOOOOpsi SXXmin 1.4321n3 AREA 1-in2 Ryy 0,560 -in HORIZONTAL SPAN ANP EA LOAP LOCiATION: - (stane Between CeriterIiné of module =-72,25,in 225ifl Vertical Mullions and vertical Mullion L Module kN L = 10. in(Transom Actual L • Length) a - a = eIS-in (setting Block Location) GLASS SIZES: i.. INPO ABOV E: • - r Ht 21.525-in (Gss Height Above) tgl 1.Oir (Glass Thickness) - - - INO LOV4: /1 Hb iS.S15Hn P (as eighb) • • // 1S-ps (Maximum is Negative • ;• ind Load) • • •• - • -- I Date •• • Page 6i1512017 \'IASA BUILDING 2 Wesley Engineering Group, Inc. 1475 N. Broadway, Suite 340 Walnut Creek, CA 94596 925-278-1918 Office 214-801-7387 cell mbirdwesleycngincring.corn DEAD LOAD ANALYSIS: d1305.5'1'lbf . . DEAD LOAD DEFLETION6HECK:. . 0,013- in < 0,125' (: Mid Span of Trnorti) 6gass 0.005 in ( Setting Sloc.k Location) * FOR 1/ LIMIT - PEFLECTIOMS O.K. SENN6 STRESS DUE TO DEADLOAD: Fby:= syytop . .. fb2155.pi HEK LOCAL UCKLIN&: b 5.15•i . t 0.125in . .23 (o3-TS, S iFIATI0N iS) Fb=i_0.10.).Ksi ... ... . .- Fby=11i0p > fby 215.5-p!51; YLIND LOAD ANALr"SlS: . ... . . R1104ibf . . . = 22q7.q.in.lbf •• V4INP LOAD PFLETJON GRE.K Li'" = 505&5. DEFLECTION O.K. .1 Date Prôcct Pope 6'151,20,17 ,. . .. \)ASAT BUILDING 12 Wesley Engineering Group, Inc. I 17,N Broadway, Suite 340 Walnut Creek, CA 94596 925-278-1918 Office • 214-801-7387 cell inbirdtcslcyeng,nerrngcom . SENPlN' 5TE55 PUE TO V'41NPL0AP:. ',1wi Fbx _____ . fbx 852..p5i . .CHECK LATERAL ,TORS!OMAL_UGKLN: UNBRACEP LENGTH, LI,5, L . . : 4-(S.O•in2.O in) 2 J 4454 * 2575irl 22.01n + 0.125, in 0.125. in . Lb, SXXmjn 14 > 130 (SPEC 14) • ( I LSXX Fbx:=l11-O.14O / ZF J) Fbx = 141&67.pi > fbx = 32..p5i c2 CHECK LOCAL SL)CKLIN&: b:=115iri t:=0.125in • = 14 <-7.2 (06T6, SPECIFICATI ON 1) • •••• t. Fbx:=15Ksi . • Fbx = 1000 psi > fbx = 532psi. • •OK STRESS !NTESTICN: • • • • fby + fbx 0.0,75 > • • • •OK Fby Fbx • • • •• •• Date • ProjeU • Page 6J.I52O[7. ...... VIASAT BUILDING 12 •. ......................... i... j. / V I ii euin (iroup In 1475 N Broadway, Suite 340 Walnut CiK CA 94590 925-278-191S Office 214-801-7387 cell mbIrd(aj\.sk)cj1glne.nng corn MULLION ANALXSIS SUMMARY ib'-ii i/" MULLION @ ELEVATION 4/3.01 (11 p.). Wesley Engineering Group, Inc. 1475 N Broadway. Suite. 340 Walnut Creek, CA 94596 925278.I918 Office 2148017387 Cell: mbirdwes1eyengineering,con MULLION ANAL"(515,5UMMARY 10'-11 1/S4ULL1ON @ ELEVATION 4/3.01 (11ps) INLQA 17 psf • • MULLION PESCRIFTION FART # TR-O. MATERIAL: 03-T ALUMINUM TH-606 MULLION SEGQNPROERTI: • • lxx ;=111•in4 O.S Iyy 14211ri4 E1:= 10000000psi SXXmir, 221n0.1 1.22in3 • AREA 2.14n2 Ryy 0,512. i n • • • • • MOPIFE' TH-606 MULLION SECTION PROPERTIES: IXXmo :=O.3I YYmo : • • 5XX0 OSSS in3 syymod 0.505 -in • AREAmo in 2 • Ryy 0.60 • . ~NINPLOAP ANALYSIS: • • UNIFORM LOW, u 171p5f50:44irr •W = in • SFN, :L;151.625- in •. • PEFLETION JHMAR: • • • • MAX.EFLEGTION, >=O3S•in L/346 • • • Date Pm • . • • 7,2P/201 7 . . SAN VICENTI Wesley Engineering Group, Inc 1475 N. Broadway. Suile 340 Walnut Creek, CA 94596 925 278 1918 Office- 214 801 7387 cell mblrdil\\esIe)engInerrng corn GH ECK ATER TOSS bNAL L.cKLIN& UNBRACE LENGTH, L1, S.S75ii 4544in.225)2 J = in 4 2.5.304. in 2•2.251n + OiOO.iri 0.140oi Lb SXXrnjn ___ = 151.4 > 130 (SPEC 14) ( I •sxx Fbx:=]1S.1-Oi4O I =11i. ) . Fbx = 145145p5i > Fbx psi CHECK LOCAL BUCKLING . . . . b:=2OSin .................. t:=O.14Oi = 14. . 23 . (SFECI.FCATI0N ) t > fbx=3O14psi . . . OK STRESS SUMtAR(: (MODIFIED TH-SOS MULLIN):. :AXftfU4 M6MNTHX....33q1In1bf Mx ... .. ~bx := . bx = 5013i SXXmod . [Thic Proiect /74 ( 6/15/201.7: ........... . . v!AsATBuiuDrNc 12 . ./ Suppot teaktialis Joint Pounds 1 304 3. 620 4 -133 DnvCnby Cbearn i V2005 VIASAT BUILDING 12 Cbeam 2005 Microsoft 7/25/2017 15:23 File: mu111é4.cbrn, 10—Ii 7/8" MULLIO.....,ELEVATION4/3.O1 (.17 •psf By: MARK BIp, p . ... Member Information . Span Length(in) I(in'4) S(inA3) E(psi) .. . . 1 107.625 6.333 2.513 1.Oe+007 . 2 4.000 0.763 0.668 1Oe+007 3 16.250 0.763 0.668 1.0e+007 4 4.000 0.763 0.668 1.00+007 Span W1(#/in) W2(/in) X1(in) X2 (in) . Distributed Load Information 1 6.000 6,000 0.000 107.625 2 6.000 6.000 0.000 4,000 . . 4 6.000 6.000 0.000 4.000 .. 3 6.000 6.000 0.000 16.250 ton Joints Free to Displace Free Joints * 2 5 vI:A . BtJiLDIN 12 Cbeaiu. 2005 Microsoft 7/2572017 15:23. File: muIlie4.cbm Span NO. 1 0.00L 0. 10L 0.20L 0.30L 0.40L 0.50L 0.60L 0.'10 0.80L 0.90L 1,00L Location 000 10.76 21.53 32.29 43.05 53.81 64.58 75.34 86.1O 96.86 107.63 Shear 304.49 239.92 175.34 110,77 46.19 l8,39 8296 -147.53 -212.11 -276.68 -341.26 Moment 0.0 2929.6 5164,3 6703.9 7548.6 7698.2. 7152.9 5912.6 3977.3 1347.0 -1978.3 Defi, 0,0000 -0.0472 -0.0892 -0.1218 -0.1422 -0.14901 -0.1418 -0,1216 -0.0907 -0,0526 -0,0122 Stress 0.0 1165.9 2055.0 2667.7 3003.8 3063.41 2846.4 2352.8 1582.7 536.0 -787.2 Span No. 2 0.00L 0,IOL 0.20L 0,30L Q.4Or, O.50L 0.60L 0.70L 0.90L 0.90L tOOL Location 0,00 0.40 0.80 1.20 1.60 2.00 2.40 2.80 3.20 3.60 4.00 Shear -341.26 -343.66 -346.06 -348.46 -350.86 -353.26 -355.66 -358.06 -360,46 -362.86 -365.26 Moment -1978.3 -2115,3 -2253,2 -2392.1 -2532.0 -2672.8 -2814.6 -2957.3 -3101,0 -3245.7 -3391,3 Defl. -0.0122 -0.0107 -0.0093 -0.0080 -0.0067 -0.0054 -0.0042 -0.0030 -0.0020 -0.0009 0.0000 Stress -2961.5 -3166,6 -3373.1 -3581.0 -3790.4 -4001.2 -4213.4 -4427.1 -4642.2 -4858.8 -5076.8 Span No. 3 0,00L 0.10L 0,20L 0,30L 0.40L 0.50L 0,60L 0,70L 0.80L 0.90L 1.00L Location 0.00 1.63 3.25 4.88 6.50 8.13 9.75 11.38. 13.00 14.63 16.25 Shear 254.49 244.74 234.99 225.24 215,49 205.74 195.99 186.24 11476.49 166.74 156,99 Moment -3391,3 -2985.7 -2595.9 72222.0 -1863.9 -1521.6 -1195.2 -884.6 -589.9 -311.0 -48.0 Defi, 0.0000 0.0031 0.0053 0.0065 0,0069 0.0067 0.0060 0.0049 0.0034 0,0018 0.0000 Stress -5076.8 -4469.6 -3886.1 -3326.3 -2790,2 -2277.9 -1789.2 -1324.3 -883.1 -465.6 -71.9. Span No. 4 o.00t 0.101, 0.20L o:30L 0.40L O.50L . O.GOL 0.70L 0.80L . 0.90L 1.00L Location 0,00 0.40 0.80 1.20 1.60 2,00 2.40 2.80 3.20 3.60 4.00 Shear 24.00 21.60 19.20 16,80 14.40 12.00 9.60 7.20 4.80 2.40 0.00 Moment -48.0 -38.9 -30.7 -23.5 -17,3 -12.0 -7.7 -4.3. -1.9 -0.5 0.0 Defi. 0.0000 -0.0004 -0.0009 -0.0013 -0,0018 -0.0022 -0.0026 -0.0031 -0.0035 -0.0040 -.0.0044 $.tress ' -71.9 -58.2 -46.0 -35.2 -25.9 -.18.0 -11.5 -2.9 -0.7 0.0 For questiàns on Cbearn, a Windows-based program, contact: MCA.LSOFT LLC wjwmca1soft,com Ph (214) 217-2400 Fax ...(214) 2172439 Email: software@mcalsoft.com 2 Ku J:. W'v Lngineriig Group, Inc. 1475 N. Broadwa\', Suite 340 Walnut Creek, CA 94596 . 925-278-1918 Office 214-801-7387 cell MULLION ANALYSIS SUMMARY 101-11 5/5".JAMB HUuIoN @ FREGAST, ELEVATIOft4/3.01 (11 ps). Wesley Engineering Group, Inc 1475 N. Broadvay. Suite 340 Walnut Creek. CA 94596 925-278-191,8 01flc 214-801-7387 cLil rnb1rd'Ls1LLng1ncring corn MULLION ANAL--(515 SUMMARY 10'- 11 5/" JMB MULLION @ FREGAST...ELEVATIG.N 4/3.01 (11 pf2 V'4INLCA = 7 p1 MULLION PESRIF'TION : FART # TI4-60 MATERIAL : 0-T ALUMINUM MOt1FEP TH-606 MULLION SEGTION PCFESTIES: XXmo iyyrno :03SSin4 SXX mcd 0.668. in 5yymod 0.305 , in Arno n RYYmo := V'NDLOAP ANALSIS UNFORM LOAP, w 11.p5F.14.S1.ifl W = in SPAN, L:=1312•in EFLECTIO1' SUMMARY: MAX. ELTION, 6max 0.001 L/24000 1E55 SUMMARY: (MC1F IEP TH SQ&:.HULLIN ) MAXIMUM. MOMENT, Mx 11S.inIb Mx bx SXXmo OK Wesley Engineering Group, Inc. 1475 N. Broadway. Sue 340 Walnut Creek., CA 94596 9257278-1918 Oftice• 214-801-73 cell mbird.ve1eycnginring.cOm H EC.K .L •iAL-TORSIONAL BUCAllG: UNSRAP LENGTH, Lb 24.ir Lb = • 22 (E 11) RYYmo • • • ( Lb l Fbx=I11—O.&73 RYY mod) Fbx = 13513.7. psi > fbx = 11.pi . OK HECII( LOCAAL BUCKLING . . b:=1.Oin t .= 0.102 j . . . < 23 (SClFIATION is) 15.5i > fbx = 1131 ..., . . .0K Date . Projct •. • Pc 7/18.12017: . • . .....'ul,\S,\T BUILDING 12 •. •. . ...: •.. VIASAT BUILDING 12 Cbeain 2005 Microsoft 6.26/2017 15:36 File: mü112e4.cbm. 10,-11 7/8" JAMB MULLION @ PRECAST, ELEV.4/3..OI(17.ps.) By: MR1( BIRD, P :Beam-Results Max, Span Deflection -0.0010" (Span 0 15.54 1 ) Cantilever Deflection 0.0005" (Span 0 4,001 ) Max. Positive Moment = 1094 (Span 7, 2 16,24') Max. Negative Moment = -116" (Span 7, 0 0.001 ) Member Information Span Length (in) I(in4) S(inA3) E(psi) 1 24,000 0.763 0.668 l,0e+007 2 24.00 . 0.763 . 0,668 l.oe+007 3 24.000 0.763 0.668 1.0e+007 4 24. 000 .0.763 . 0,668 1.Oe+007 5 .. 11625 . 0.763 0.668 1.0e+007 6 4,000 0.763 0.668 l.Oe+007 7. 8.250 0.763 0.668 1.0e+007 8; 4.000 0.763 0,668 1.0e+007 Distributed Load Information Span Wi (#/in) W20/in) Xl (in) X2 (in) 3. 1.700 1.700 0.000 24.000 2 1.700 1.700 0.000 24,000 3 1.700 1.700 0.000 24.000 4 1.700 1,700 0.000 24.000 51 1.700 1.700 0.000 11.625 6 1.700 1.700 0.000 4.000 7 1.700 1.700 0.000 28.250 8 1.,700 1.700 0.000 4.000 ell Maximum diatributed load value shown only, see distributed load table for i:OZmti9fl. '1 O,vCn by Cbeam '5 V2005 ):IASAT BUILDING 12 Cbeam 2005. ,Nicrosoft 6/20/2017 15:w:36 F1e mu112e4 cbm Support •Reacti'ns. Joiit Pounds 5 21 7 46 8. 27 "Span No. I 0.00L 0.10L 0.20L 0.30L 0,40L 0.50L 0.60L 0.70L 0,80L Location 0,00 240 4.80 7.20 9.60 12.00 14.40 16.80 19.20 'Shear 16,06 11.98 7.90 3.82 -0.26 -4.34 -8.42 -12.50 -16.58 Moment 0.0 33,7 57.5 71,6 75.8 70.3 55.0 29.9 -5,0 Defi, 0,0000 -0,0002 -0.0003 -0,0004 -0.0005 -0.0005 -0.0004 -0.0003 -0.0002 ,Stress 0.0 50.4 86.1 107,1 113,5 105.3 82.4 44.8 -7.4 Span No. 2 0.90L 1.00L 21,60 24.00 -20.66 -24,74 -49.7 -104,1 -0.0001 0.0000 -74.3 -155.9 0.00L 0.10L 0.20L 0.30L 0.40L 0,50L 0.60L 0.70L 0.80L 0.90L 1.00L Location 0.00 2.40 4.80 7.20 9.60 12.00 14,40 16.80 19.20 21.60 24.00 Shear 2,70. 17.62 13.54 9.46 5.38 1.30 -2.18 -6.86 -10.94 -15.02 -.19.10 Moment -104.1 -51.0 -19.6 8.0 25.8 33.8 32.0 20.4 -0.9 -32.1 -73,1 Defi, 0.0000 0.0000 -0.0000 -0.0001 -0.0001 -0.0001 -0.0001 -0.0001 -0.0001 -0.0000 0.0000 Stress -155.9 -85.3 -29.3 12.0 38.6 50.6 47.9 '30.6 -1.4 -48.1 -109.4 Span No. 3 0 OOL 0.10L 0.20L 0.30L 0.40L 0.50L 0.60L 0.7OL 0.80L 0.90L 1,00L Location 0.00 2,40 4.80 7.20 9.60 12,00 14.40 16.80 19.20 21.60 24.00 Shear 19,56 15,48 11.40 7.32 3.24 -0.84 -4.92 -9.00 -13.08 -17.16 -21.24 .Moment -'3,1 -3110 1.2 23,7 36,4 39.3 32.3 15.6 -10.9 -47.2 793.,2 Defi. 0.0000 4.0800 -0.0001 -0.0001 -0.0002 -0.0002 -0.0002 -0.0001 -0.0001 -0.0000 0.0000 Stress -109.4 -46.4 1.9 35.5 54.5 58,8 48.4 23.4 -16.3 -70.6 '-139.6 Span No, 4 0.00L 0,101, 0.20L 0.30L 0.40L 0.50L 0.60L 0.70L 0.80L '0.9L 1.00L Location 0.00 2,40 4.80 . . 7.20 9.60 12.00 14.40 .16.80 19.20 21.60 24.00 Shear 22,47 18.39 14.31 .10.23 6.15 2.07 -2.01 '-6.09 -10.17 -14,25 -18.33 Moment -93.2 -44.2 -5.0 24.5 44.1 54.0 54.1 44.3 24.8 , -4.5 -43,6 Defi. .4 0000 -0,0000 -0.0001 -0.0002 -0.0003 -0,0003 -0.0003 -0.0003 -0.0002 -00001 0.0000 Stress -139.6 -66.2 '7.4 36.6 66.1 80.8 80.9 66.4 37.2 '-5.7 65.2 $pan No. .5 0..00L 0.1OL 0.20L 0,30L :o.40L 0.50L 0.60L 0.70L 0.801 0.90L 1.00L Location 0.00 1.16 2.33 3.49 4.65 5.91 .6.97 8.14 9,1 30 10,46 11.63 .68 6.70 4.72 2.75 0.77 -1.21 -3.18 -5.16 -713 -9.11 -11.09 Moment -43.6 -34.6 -28.0 -23.7 -21.6 -21.9 2 ..4 -29.3 -36.4 745.8 -57.6 ef1. .0.0000 0.0000 0.0001 0.0001 0.0001 0.0001 0.0.001 0.0001 .0.0002 0.001 0.0001 65.2 -51.9 -41.9 -35.4 -32.4 -32.7 . 36.5 .43.8 54.5 68.6 -86.2 2 DbyCbrnV2605 VIASAT' SILDING 12 Cbearn 2005 Microsoft 6/20/2017 15:3.6 File: mul:12'e4.cbrn Span No, 6 000L 'O.lOL 0.20L 0.30L .40L .0.50L 0.60L 0.70L 0.80L 0.90L' 1.00L Location 000 0.40 0.80 1.20 1,60 2,00 2.40 2.80 3.20 3.60 4.00 Shear -11.09 -11.77 -12.45 -13.13 -13.81 -14.49 .715,17. -15.85 -16.53 -17.21 -17.89 Moment -57.6 -62.2 -67.0 -72.1 -77.5 -83,2 -89.1 95.3 -101.8 -108.5 -115.5 Defi, 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 . 0.0001 0.0000 0.0000 0,0000 Stress '-86.2 -93.0 -100.3 -10.8.0 -116.0 7124.5 -133.4, -142.7 -1523 -162.4 -173.0 Span No. 7 O.M. I0.10L 0.20L 0.30'L 0.'40L :0.50L 0.60L: :0.70L 0.80L 0.90L 1.00L Location 000 2.83 5.65 8.47 11,30 14.13 16.95 19.77 22.60 25.43 28.25 Shear 27.62 22.82 18.02 13.21 8,41 3,61 -1.19 '-6.00 -10.80 -15.60 -20.40 Moment -115.5 -44.3 13.4 57.5 88.0 10510 108.4 98.3 74,6 37.3 -13.6 Defi. 0.0000 -0.0002 -0.0005 -0.0007 -0.0009 -0,0010 -0.0010 '4.0009 -0,0006 -0.0003 0.0000 Stress -173,0 -66.3 20,0 86,1 131.8 157.2 162.3 .147.1 111.6 55.8 -20.4 Span No. B 0.00L 0.10L 0.20L 0.30L 0.40L 0.50L 0.60L 0.70L 0.80L 0,98L 1.00L Location 0.00 0.40 0180 1.20 1.60 2.00 2.40 2.80 3,20 3.60 4,00 Shear 6,80 6.12 5,44 4,76 4.08 3.40 2.72 2.04 136 0,68 -0.00 Moment -13.6 -11,0 -8.7 -6.7 -4,9 -3,4 -2.2 -1.2 -0.5 -0.1 -0.0 Defi, 00000 0.0000 0.0001 0.0001 0,0002 0.0002 0.0003 0.0003 0.0004 0,0004 0.0005 Stress -20.4 -16,5 -13.0 -10.0 -7,3 -5.1 -33. "1,8 -0.8 -0.2 0,0 For questions on Cbeam, aWindows-basèd•.p'rograth contact.:': MCALSOFT LLC. wwcip.rn. Ph 214 217-2400 Fax (214). 213-2439 mail: softwaro@mcalsof,t,'ôom Dv'bmJ2OO5 \Veky Engineering OT 0111), Inc 147 N Broda Swte 340 Walnut Creek CA 94596 925-278-191 8.Offèc 214-801-7387 tcell MULLION, AMALXSIS SUMMAR 30tt TRANSITION MULLION .@ ELEVATION /SOS OS 052 Wesley Engineering Group Inc ., a 1475 N. Broaday. Suite 340 Walnut Creek, CA 94596 925.278-191 8 Occ 214-801 7387 ccl! mb1rdvesIe)engrnerLngcom MULLION SIS UMMARY 01TANSITION MULLION @ ELEVATION /03 (15 psf) V'1INLOA 13 pf MULLION PES.RIFTION FART # OF011/3011 MO2IF2 MATERIAL: 03-T ALUMINUM OF63011 MULLION SECTION PROPERTIES:. Jxx := 3in4 • . yy 2.in4 •• E= 10000000psi SXmjn 5YYmin := 2.3in3. • AR := 3.6-7-7-in2 • Ryg := O,S5in OF6011 .(MO E7MUL,LJON_SEGTkONFRdPEgTIES: IXXmod 3034in4 1yYmo : 2.3'in4 SX mod :=7.04q. in3 . := 234 in3 AREAmcd 3.315 in Ryym0 V'4INP LOAP.ANLSiS . • Ibf UNIFORM W 1ps.153..in W = 1.4- @UER,SPAN, u1S•ff.4S.ih •4.3 UNIFORM LOAP i n SFAN: L'2bSih ELECTION SUMMARY: MAX. EFLECTI:Nj mx := 0.'21n < L/240 +1/4" 131 in OK . - Wesley Engineering Group Inc L, 1 3 1475 N Broadway, Suite 340 W-1nrn CrtLk CA 94596 92 278 1918 Officc 2 14 801 7387 cell rnbIrd\Lsk\ ngmerrng corn STRESS SUMMARY: (QF&Sij2 Date Prnjecr [ 7/18/2017 VJASAT.BUILDING I2 Wesley Engineering Group, inc. 1475 N. Broadway, Suite 340 Walnut Creek, CA 94596 915-278-1918 Oflidc 214-801-738.7 cell CHECK _LATERAL-TORS ION AL _UGKLIN'.. L)NERAGEP LNTH, Lb := 95,75. in J = Beam' Results Max, Span Df1ectIon '•0.9187' (Span 4, 119.22")' Max. Positive Moment(l) = 7004" (Span 3, 2 17,501 ) Max. Negative Moment(l) = -2166" (Span 2, 2 16.5011) Max, Positive Moment(2) = 37456' (Span 4, 3 119,22") Member Information Span :Ljgth(in) I(in4) S(in"3) E(psi) 1. '171.000 37.995 7.565 1,oe+007 Splice 2 16,500 37.995 . 7.565 1.0e+007 3 17.500 37,995 7.565 1.0+001 4 :.251'0"00 30.384, 7.049 l.0c+007 Distributed Load Information Span fl(#Iin) W2 (/in) X1 (in) X2 (in) 1 1,400 1.400 0.000 171,000 2 1.400 1.400 0,000 16.500 3 1.400 1.400 0.000 17.500 4 4.300 4.300 0.000 251,008 Joints'Ft'e to Displace Free Joints 2 4 VIASAT BUILDING 12 Cbearn, 2005 mil •.ro.sóft 7/18/20'1'7 15::28 File: MLJLL3'E9.cbIn. 38 11 -0" TRSI't014 MULLION. .WVATION.9/3O3 (13 psf) By: MARKZIRDI. P.E. Lr,v:' by Gbeam'/2co5 Maximum distributed load value shown only, see distributed load table for detailed infortion. VIA SAT. ItJI.LDING .12 Cbeam 2005 Micro so ft 7/18/2017 15:28 File: MULL3E9.cbm Span: NO. 1: ..., .0.O0t 0.10L O.20L 0,30L :040L' 0.50L 0.60L 070L' 0..80L 0,90L 1.00L Location 0.00 17.10 34.20 51,30 68,40 85,50 102.60 119.70. 136.80 153.90 171.00 Shear 11970 9576 71,82 47,88 23.94 -0.00 -23.94 -4718 -7182 -9576 -119,70 Moment -0.0 1842.2 3275.0 4298.4 4912.5 5117,2 4912 4298.4 3275,0 1842.2 0.0 Dell, 0.0000 0.0046 0.0106 0,0191 0.0309 0.0464 0.0658. 0.0890. 0.1155 0,1445 0.1748 Stress -0.0 243.5 .432.9 568.2 649.4 676.4 64.4.4 568.2 432.9 243.5 0.0 Span NO: -2 0.00L 0.10L 0,20L 0.30L 0.40L . 0.50L. O.60L 0,70L 0.80L 0.90L 1.00L Location 0.00 1.65 3.30 4.95 6.60 8.25 9,90 11.55 13.20 14.85 16.50 Shear -119.70 -122.01 -124.32 -126.63 -128.94 -131.25 -133,56 -135.87 -138.18 -140.49 -142.80 Moment -0.0 -199.4 -402.6 -609.7 -820.5 -1035,2 -1253,6 -1475.9 -1702.0 -1931.9 -2165,6 Dell, 0.1748 0,1574 0.1399 0.1225 0.1050 0.0875 . 0.0700 0.0525 0.0350 0,0175 0.0000 Stress -0.0 -26.4 -53.2 -80.6 108.5, '136.8 165.7 -195.1 -225.0. -255.4 -286.3 Span No. 3 . 0,00L 0,10L 0.20L 0.30L 0.40L 0.50i . 0;604 0.70L 0.86L 0.90L 1,00L Location 0.00 1.75 3.50 5.25 1.00 8.75 10.50 .12.25 14.00 15.75 17.50 Shear 536.24 533.79 531.34 528.89 526.44 523.99 521.54 519.09 516.64 514.19 511.74 Moment -2165.6 -1229.3 -297.3 630.4 1553.8 2472.9 3387.8 4298.3 5204.6 6106.6 7004.3 Dell, 0.0000 -0,0186 -0.0372 -0.0558 -0.0744 -0.0930 -0.1116 -0.1302 -0.1487 -0.1672 "0.1856 Stress -286.3 -162.5 -39.3 83.3 205.4 326.9 447:8 5.68.2 688.0 807.2 925.9 Span No, 4 0.00L 0.10L 0.20L 0,30L 0.40L 0.50L 0.60L 0•.70L. ' 0.8OL 0. 90.t 1.0OL Location 0.00 . . 25.10 50.20 75,30 100.40 125.50 150.60 .175.70: 200.80 225.90 251.00 Shear 511,74 403.81 295,88 187.95 80.02 -27.91 -135,84 -243.77 -351.70 -459,63 -567.56 Moment 7004.3 18494.5 27275.8 33347.9 36711.1 37365.2 35310.2 30546.2 23073.2 12891.1 -0.0 Defl. -0.1856 -0.4380 -0.6526 -0.8111 -0.9008 -0.9150 -0.8521 -0.7165 4.5180 -0.2721 0.0000 Stress 993.7 .2623.7 3869.5 4730.9 5208,0 5300..8 .5009.3 .4333.4 3273.3 1828.8. -0.0 Fàrqiiestioñs. On....CbOáin, Windows-based program, contact: MCALSOFT LLC. www.rncalsoft.com. Ph .214) 217-2400.. Fax (214) .217-2439 Email; sof.tware@mcalsoft.com 2 Dvéh Cbethi, 0 V2005 \ el Fiicing Group, bc. 1475 N. Broadwa. Suite 340 Walnut Creek, CA 94596 925-278-1918 Office -'714-901-'7387 oIl mbirdwcsleycngincring.corn MULLION ANLYSlSMMAY MULLION @ ELATION 10/504.06,05f) P Died Page / 7/18/2017 . . . . VIASATI3UILDJNG 2 . (j - A, Wesley Engineering Group, Inc 1475 N. Broaday, Suite 340 Walnut Creek. CA 94596 925-278-1918 0111cc •2 I 4-80173i87 cell mbirdwes1eyenginering.com I'ILJLLION ANALYSIS SUMMARY -&'MULL1ON ELEVATION 1O/O4 Cl 6 Y'4IN2LOA p MULLION PESRIFIION FART # OP022 MATERIAL, 03-T ALUMINUM OF63022 MULLION SEC..TION PROFERTIES: XX 21Siri4 Igy .2,315 pal 10000000.psi SXXmjn 210 . AREA 3.031.in2 Ryy 0.314. in 4INPLOAP ANALYSIS: Ibf UNIFORM LOAD, w 10.p5lf 45in •• w = 53. in SPAS,. L:=25.5in : Wesley Engineering Group. Inc. .4 1475 N. Broadway. Suite 340 Walnut Creek. CA 94596 925-278-191.8 Offi214-S(.11-7387 ëII mbirdwes1eyeñginering.com Cf4K .L ONAI SUKLING: UMRAW LEN.TH, Lb 57 I Date Project Page r L Q7 . . . .VASr 0U1LDINGt2 ... . .. .. - Beam Results Max Span Deflection = -1.080211 (Span 3, @,,134.25") Max. Positive Moment 43747" (Span .3, 3 140.9611) MaxNegative Moment -8198,14 (Span 3, C 0.00") Support Reactions Joint Pounds 1 453 3 1283 4 681 1 3811-0" MULLION @ ELEVATION 10/3.04 (13 psf) BY: MARK BIRD, P.E. ___ Maximum distributed load value shown only, see distributed load table for detailed information. 1 Dn.'c,, by .be,,m 5V2OOS Span No, 1 0 QOL 0 10L 0 20L 0 30L 0 40L 0 50L 0 60L 0 70L 0 BOL 0 90L 1 OOL Location 0 00 1710 34.20 5130 6840 85,50.102.60 119.70 136 80 153.90 171.00 Shear, 453 15 362.52 271 89 181.26 9063 000 -90.63 -181.26 -271 89 -362,.:52 -453.15 Mornent -00 6974.0 12398.2 16272.6 18597.3 19372.2 18597A 16272.6 12399.2 6974.0 00 Defl 00000 -0 0428 -0.0789 -01030 -01112 -01013 -00724 -0.0255 0 0373 0.1122 0.1937 Stress -00 967 3 1719.4. 2257A 2579A 686.8 2579.4 2257A, 1719.6 967.3 00 Span No. 2 0.00L 0.1OL O.20L 0.30L 0.40L 0.50L 0.60L 0.70L 0,90L 0,90L 1.00L Location 0,00 1.65 3.30 4.95 6.60 8.25 9.90 11.55 13.20 14.85 16.50 Shear -453.15 -461,89 -470.64 -479.38 -488.13 -496,87 -505.62 -514.36 -523.11 -531.85 -540.60 Moment -0,0 -754.9 -1524,3 2308.0 -3106.2 -3918,9 -4745.9 -5587,4 -6443.3 -7313.7 -8198,4 flefl 0.1937 0.1745 0.1552 0,1359 0.1166 0.0973 0.0780 0.0585 0.0391 00196 0.0000 Stress 0.0 -104,7 211,4 -320.1 -430 8 -543.5 -658.2 -775.0 -893.7 -1014.4 -1137.1 Span No. 3 0.00L 0.1OL 0.20L 0.30L 0,40L 0 50L 0.60L 0.70L 0.GOL 0.90L 1.00L Location 0.00 26,85 53,70 80,55 107,40 134.25 161.10 187,95 214.80 241.65 268.50 Shear 742,06 599.75 457,45 315.14 172.84 30.53 111.77 -254,08 396,38 -538,69 -680.99 Moment -8198A 9815.4 24008,4 34380,4 40931.6 43661.9 42571.3 31659.8 28927.4 16374.2 0.0: Defi, 0,0000 -0,3215 -8.6200 -8.8611 -1,0198 -1,0802 rl.0357 -0.8889 -0,6517 -0,3453 0,0000 Stress 1137.1 1361.4 3329.9 4768.4 5677.1 6055.7 5904.5 5223.3 4012.1 2271.0 0.0 Dnvehby Cb4m'OV205 1r qUestions :on Cbeai(, a Win40ws-base4. prógan, ntaot:: MCALSOT LLC www iscalsoft corn Ph (214) 217-2400 Fax (214) 217-2439 Eisail: 6ftte8ca1sft. ebru '2 \\ I IlccI1ng (roup. Inc. 1475 N Broadway, Suite 34O Walnut Creb LA 9496 925-278-1918 Office 214-801-73S7 cell inbirdcsleyenginerng.com MULLION ANALY5IS..:SUM1ARY 2b- 1/&' MULLiON @ ABOVE ENTRANCE, ELEVATION. 1.0/304 (1sf) :0.... Project VIA Pc S AT }U.IILDINci 12 . Wesley Engineering Group, Inc. 1475 N. Broad'av, Suite 340 Walnut Ceek, CA 94596 925-27-1918 01fiue 214-80I-73$7 cell i ii birdtvcsleyenginering.coill HL!UJON ANALYSIS SUMMARY 2o'- 1/8" 'MULLION :6 A8OVE ENTSANC.E •ELEVATION 10/04 (iS psf) VHNPLOø= •is ps MULLION OESGRIPTION : PART W OP3O22: . MATERIAL: OS-T ALUMINUM OPG 3022 MULLION SECTION PROPERTIES-,. b<x 2153.ir4 . Igy 2.S1S•1r14 E1 := l0OcOOOOpsi SXXrn in 7.210iri SYYirin :=.2.0&1.':oih— AREA 3037 ii2 • • Ryy 0.374• lfl.: YNINI7LOAP ANALi'SIS:. UNIFORM LOAD, w•1 ...ps4in • w=5.3 in • SPAN, L 24.55 . . EFLETION SUMMARY: . .. - MAX. PEFLECTIQN. •• ••••• ömax SwL =.91jn < 40 1/4 1.219 in OK I?<X STRESS SUMMARY: (MULLIN): . 2 MAXIMUM MOMENT w L _ 41S25 in Ibf S bx = 'XXm j Prnject •P age 7/18/2017 . . VIASAF BUILDING 12 . . . 'ç Wesley Engineering Group, Inc. mr 1475 N. Broadway, Suite 340 Walnut Creek, CA 94596 925-278-1918 Offiec 214-801-7387 cfl:• nbidesIcngincring.eom HCK AL-TOSSAL3UGKL1N:. .NRACW LETH, Lb 4(S03.in.225)2 in 4 J = 2•2.05in 25.053in + 0.100•tn 0334in SXXm 245 10• (sE 14) ( I LSXX ro.-I I I.ksi • L • • J o5-6.J) .Fbx = 1.4505.S05i > fbx = • UKLINc • • • •• b := 2O5. in •• 0.334- in . . = 23 (SPEC4FIGATION is) • t FbX:: 1-ksi bx = 5T73.2..:ps.i \ fl.1flcLLU roup IflL 1475 N Broadway,Suite 340 Walnut Creek CA 94596 925278-!918 Oiflce 2I4-SO-7387 cell rn.brdsvesleyengineringorn MULLION ANAL(SIS SUMMARY Qt-q/ MULLION @ 45 EREE GORNE., ELEV 10/304 (16 p) Wesley Engineering Group, Inc 1475 N. Broadway, Suite 340 Walnut Creek, CA 94596 92•5-27B-l91l Offices 214-801-7387 cell •mbirdes1eyengineringcom t44t)WON ANALYSIS SUMMAR'(, __QA 1/6" MULLION •. 45 OEC7KEE GORNER, ELEV 10/304 (is pf) INLOA = 15 ps MULLION PESRlFTION : PART OF15/5020 COMPOSITE MATERIAL: 5053-15 ALUMINUM OP61I35/5020 COMPOSITE MULLION SECTION PROPERTIES: lxx := 25.121 ir1' lyy := 25S in4 10000000-psi SXXmin 5.635. in3 syymin := 2537- in3 AREA 3,414-in2 yy Q5 INDLQAL ANALXSIE lbf UNIFORM LOAD, := 15.ps.4.25-in W = in SPAN, L:=24in • .DEFLECTION SUMMARY: MAX. I7EFLECTLON, 6ma>< : 0.055 -in L/1545 bK SES; SUMMARY: (MULLION): MAXIMUM MOMENT, Mx 4402 iñlb bx Thx = sxxnl..in Wesley Engineering Group, Inc. - -, 1 47 N. Broadway. Suite 340 Walnut Creek, CA 94596 II" 925278-1918 Office' 2147801-7387 ccii H•ECK..LTESi-TO.SiN•AL SUGKLTh4 URA.E.: LENTft Lb 102 :in 4(5.1i in)2 2.2,00. in 2.671 -ir + 0.125in 0.125. in. LSXXm jn ____ > 10 (SPEC,14) O.5/IyyJ ( I LSXX Fbx:=H1-O.l4O I 411 J) Fbx 14553.psi fb ISC1 OK c2F1ECK LQGAL_L)GKLIN6 b:=2.QO. t:=O1Sirt = 10 (SFECIFIGATION 1) t Fbx:=15Jsi ffbx=780.5.p5i OK Wesley Fngineering Group, Inc 1475 N Broadway, Suite 340 WahiutCrck CA 9496 925-278-1918 Office 214 -7387céll WMFOSflE :>E F LLrsIs MAX. SHEAR'., 4< Z1•.tb 0 tS2 n2 .O5in-2.3Sin). o .: Datc Project Page VIi\,\F BU!LDNG 12. VIASAT BUILDING :12 bam 2005 Microoft. 7/25/2017 16:17 File: MULL4EI0,cbrn 20"-9 7/811. MULLION @ 45 DEG CORNER, ELEV 10/3.04 (16 psf) y: MARK BIRD,. P .E. Bean éeu1ts Max. Span Deflection -0.0066' (Span 2, @ 51.00') Max. Positive Moment 26124 (Span 2, 0 51.00"): Max. Negative Moment = -44024 (Span 1, 0 16.250) Member Information Span Length(in) I(inA4) S(in"3) E(psi) 1 76,2.50. 28.727 5.638 1.0e+007 2. 102.0.00. 28.727 5.638 1.0e+001 3 71,650 28.727 5.638 1.0e+007 Distributed Load Information Span Wl(#/in) W2 Win) Xl(in) X2 (in) 1 5.300 5.300 0.000 76.250 2 5.300 5.300 0.000 102.000 3 5.300 5.300 0.000 71.650 Support keactions Joint Pounds 1 144 2 . 532 . 3 516 .. 4 132 Maximum distributed load value,, shown only, see distributed load table for detailed. :inforation•. Driven byCbrnmV2OO5 1 VIASAT BUILDING. 12 Cbearn 2305 Microsoft 7/25/2017 16:17 File: M0LL4E10.cbm 0,00L 0•i0L 0,20k 0.30L 048L 0.50k 0;60L 0.70k 10,90!. 0.90L 1.001 Location 0.08 7.63 15.25 22.88 30,50 38.13 45.75 53.38 61.00 68.63 76.25 Shear. 144.33 103.92 63.51 23.10 -17.32 -57.73 -98.14 -138.55 -178.97 -219.38 -259.79 Moment 0.0 946.5 1584.8 1915.0 1937.0 1650.9 1056.6 154,2 -1056.3 -2575,0 -4401.9 Defi. 0.0000 -0.0011 -0.0020 -0.0025 -0.0027 -0.0026 -0.0020 -0.0013 -0,0005 -0.0000 0.0000 Stress 0.0 :167,9 281.1. 339.7 343,6 292.9 187,4 27.4 -187.4 -456,7 -780.7 Span No. 2 0.001 0.101 0,201 0.30L O.40L 0.50k 0.601 0.70L 0.801 0.90L 1.00L Location 0.00 10.20 20.40 30.60 40.80 51.00 61.20 71.40 81.60 91.80 102.00 Shear 272.68 218,62 164.56 110.50 55,44 2.38 -51.68 -105.74 -159.80 -213.86 -267,92 Moment -4401.9 -1896.2 58.0 1460.8 2312.1 2612.1 2360,7 1557.8 203.6 -1702.1 -4159,2 Dofi, 0,0000 -0,0011 -0,0030 -0.0048 -0.0061 -0.0066 -0.0062 -0.0049 -0.0031 -0,0012 0.0000 Stress -780.7 -336,3 10.3 259.1 410.1 463.3 418.7 276.3 36.1 -301.9 -737.7 Span 3• 0.001 0.101 0.201 0.301 0.401 0.501 0.60L 0.101 0.80L 0.901 1.00L location 0,00 7,17 14,33 21.50 28.66 35.83 42,99 50.16 57.32 64,49 71.65 Shear 247.92 209,95 171,97 134.00 96.02 58,05 20,07 -17.90 -55.87 -93,85 -131.82 Moment -4159.2 -2518.9 -1150,7 -54.5 769.5 1321.5 1601.4 1609.2 1344.9 808.5 0.0 Defl. 0.0000 0.0001 -0.0002 -0.0007 -0,0013 -0,0017 -0.0019 -0,0018 -0.0014 -0.0008 0,0000 Stress -737.7 -446,8 -204.1 -9.7 136.5 234.4 284.0. 285.4 232.5 143.4 .0.0. For question on Cbeain, a Widows-based•prograin, contact: MCALSOFT LLC. w'w..mca1soft,com Ph (214) 217-2400 Fax (27.4) 217-2439 E'1 software@jacalsoft.com 2 DrivOn by. Cbearn '$ V2005 . .1 1 nini Go row). InC. 1 475 N Broadway. Suite 340 Walnut Creek, CA 9496 :92S78.j918 Office 214-8017387 cell nibird(jwcs1yenginenng.coin : MULLI ON JNLXSIS. ?i'O JAMB MULLION @ ELEVATtO.N 1:1/305 (1& 5) Wesley Engincering Group, Inc. 1475 N. Broadway, Suite 340 Walnut Creek. CA 94596 - F j' 925-278-1918 Officc 214-801-7387 cU Tbbirdskyeginering.com MULLION ANALYSIS SUMMARY 3S'0 JAMS MULL IQN:@. ELEVATION 11/305 (10 S) Y'1INDLOAD = is psf MULLION DESCRIPTION: PART # 0F03011 MATERIAL: 053-T5 ALUMINUM OP63011 MULLION SEC'TIQNPROPERTIE:-, xx siin . Iyy 25iri4 . Eaj:—.100.0000O•psi fflfl Ymin 2.:ih AREA ri in Ryy 0.S7 i . 1INILOAP ANAL"(S: UNIFORM LOAD, w 1psf12.12i in DEFLECTION SUMMARY: . . . . MAX FLETION, ömx := 0.21. jfl JOINTYTH, b:=0.5in lb~~—+ max2 % SEALANT ELONGATION = - I 1OO.% = &.% .0K b T.ESS SUMMARS(: (MULUO MAXl1iUH; MOMENT, Mx := 1011 i n IbF 5. psi SXXmfl ... .... .. . . 71207 .......v1ASAT[llj.Ib1G.i2 I E>WJLC • . . . . .. -. .7' ... . /) 7,7 VIASAT BUILDING 12 Cbeam 2O.O 5 - 1: - I - -- Microsoft; 7/19/20.17 9:47 File: MULLI.E11.cbm 38 0JAMB LINi. . ELEVATION. l/3.O5 (t6 psf) By: MARK BIRD, . . Beam Results Max. Span Deflection = -0,2077" (Span. 3, @ 134.2511) Max. Positive Moment = 10731114 (Span 3, Q 140.96 1) Max. Negative Moment -2011"0 (Span 3, @ 0.00') Joints Free to Displace. Free Joints - 2 VI'ASAT. BUILDING :12 Cbeam 2005 Microsoft 7/i9/2Oi7'.9.:.4'7 File: NULIa1Ei..cbrn Span No, 1 0.00L 0,10L 0.20L 0.3OL 0,40L 0,50t 0.60L 0.70L 0.80L '0,90L 1.00L Location 0.00 1710 34.20 51.30 68,40 85.50 102.60 119.70 136.80 153,90 171.00 Shear 111,15 88.92 66,69 44.46 22.23 0.0.0 -22.23 -44.46 -66.69 -88,92 -111.15 Moment -0.0 1710.6 3041.1 3991.4 4561.6 47.51.7 4561.6 3991.4 3041,1 1710.6 0.0 Defi, 0.0000 -0.0082 -0.0152 -0.0198 -0.0214 -0.0195. -0.0139 -0.0049 0.0072 0.0216 0.0372 Stress -0.0 226.1 402.0 527.6 603.0 628.1 603.0 527.6 402.0 226.1 0.0 Span No. 2 0.00L 0.10L 0.20L 0.30L 0.40L 0.50L 0.60L 0.70L 0.80L 0,90L 1.00L Location 0.00 1.65 3.30 4.95 6.60 8.25 9.90 11.55 13.20 14.85 16,50 Shear -111.15 113.30 -115.44 -117.59 -119.73 -121.88 -124.02 -126,17 -128.31 -130.46 -132.60 Moment -0.0 -185.2 -373.9 -566.1 -761.9 -961.2 -1164.1 -1370.5 -1580,4 -1793.9 -2010. Defi, 0,0372 0,0335 00298 0.0261 0.0224 0.0187 0.0150 0.0113 0.0075 0.0038 0.0000 Stress . -0.0 -24.5 -49.4 -74.8 -100.7 -127.1 -153.9 -181.2 -208.9 -237.1 -265,8 Span No, 3, 0.00L 0.10L 0.20L 0.30L 0.40L 0,50L 0.60L 0.70L 0.80L 0.90L 1.00L Location 0.00 26.85 53.70 80.55 107.40 134.25 161,10 187.95 214.80 241.65 268.50 Shear 182.01 147.11 112.20 77,30 42.39 7.49 -27.42 -62.32 -97,23 -132,13 -167,04 Moment -2010,9 2407,6 5888.8 8432.9 10039.8 10709.5 10442.0 9237.3 7095.4 4016.3 0.0 Defi, 0.0000 -0.0618 -0.1192 -0.1656 -0,1961 -0.2077 -0.1991 -0.1709 -0.1253 -0.0664 0,0000 Stress -265.8 318.2 778.4 1114.7 1327.1 1415,.7 13B0.3 1221,1 937.9 5,30.9 0.0 D',,en by Cbem rn V2005 For questions or. Cbeam a,Windows-based program, coritact: MCALS0FT'LL www.mcalsoft.com Ph (214) 217-2400 r (214).217-24 mai1: •softwre@mca1soft. cpn 2 Wesley Engineering Group, inc. 1475 N. Boadway. Suite 340 Walnut Creek. CA 94596 925-278.19I8 Office 214-801-7387 celit mbirdwesIeyenginerin.com MULLION ANAL"(SIS:. 44'( 25-5 1/2" JAMS MULLION © ELEVATION 12/05 (1. psIY YYNDLOAP 16 psf . MULLION PESCRIFTION : FART # OF011. MATERIAL: 0b3-T ALUMINUM 01763011 MULLION SECTION PROPERTIES: . Ixx := in 4 Iyy := • Eal := 1000000.pSi SXXmjn SYYmin := 2.3in3 • • AR 3.6-7-7, in Ryy := 0,35"7, in 4LNPLOAP ANALYSIS: Ibf • • UNIFORM LOAP, w.= 1psflThiri w = In SPAN, L:=2SS.5in • • • PEFLECTION SUMMARY: • • • • S L4 MAX, PEFLEGTION, öniax : - = 034in • • • • • 54E11xx • • JOINTVIPTH, b:=0.5-in • (i2 2 I ib +Omx %SEALANTELONATlON= V • —1 -10 01o=20.5 010 OK b STRESS • •• HAXIUM MOMENT, MX := WL = 1021.5ifl.-Ibf S bx=22SO.1.Psi Date Phjcct • .:.: •• Page () 7if/20I7 VIASAT 13U1LD1NG 12 . ...... Wesley Engineering Group, Inc. 1475 N. l3roadway. Suite 340 Walnut Creek, CA 94596 925-278-19) $ Office 214-801-7387 ce1I mbirdW61ëyenginering.coni CHECK LATERAL-TORSIONAL SUCKLING U.NRACE LEN&TH, Lb % in ••• J = 14.ifl4 22,05•ir 2-.03•iri 0.100-in 0.554. in Lb'SXXmi ____ 23.2 > 130 (SPEC '14) 05.1yy.J ( / LbSXXm • • Fbx:=11'7—O.14O o5.Igy.J) Fbx = 1453cL3p5i > Fbx = 2250.1.ps CHECK LOCAL SVGKLIN b := 2.05. in t 0334 in • • • .: • = 5.1 23 (SPECIFICATION is) 15Ksi • > fbX = 220.1psi •OK [iDate • • 1'agc 1) 7118/2017 •.. \'IASAT OUILDING 12 •. • • •. • Wesley [ii !nL11ng (iloup Inc. 1475 N Broadway, uItL 340 Walnut Creek CA 94596 . . 925-278-1918 Office-214-801-7387 cell mbirdweskynginring.crn MULLION •S15. 5UMMAY 10-11 3/8" frft)LLION @ ELEVATION 1/3.01 (15. Wesley Engineering Group, Inc. 1475 N. Broadvay, Suite 340 Walnut Creek, CA 94596 -- 925.278-1918 Offices 214-801-7387 cell ñbirdesieyenginering.com MULLN ANALThIS SUMMARY 10-11 3/&'MULLIN @ ELEVATION INLOA = 15 psf . .•, MULLION PESRIFTQN : PART # TH-Q& • •• MATERIAL :6063-T ALUMINUM • ••• • TH-606 SECTION PROPERTIES: lxx :=1.q1n4 03 Iyy 1.4211n4 E1:= 10000000•p5i SXXmj 2.721n0 SYmi, & 1.2jh • AREA := 2.164 in2 Ryy 0.512 in V'IN'LOAD ANALYSIS: UNIFORM LOAD, W := 15 psf 4S W = 5 4 in SPAN, L:=131315in • . EFLECTION 4MAR: . . . .4 MAX EFLETION, •ö rax := = = L/425 3S4•EIxx S55 SUMMARY: (MULLION): . . L2 .. MAXIMUM ,MOMENT := = 1O51.11.i.Ib bx Mx . .. b><. = 422..pi SXXm jn .... .. rft .. . . . •.. ...... . . ..................•: •. Page •. L •7/2 /2Q17. . .. . . . . VASATBU.1LD1NGl2 .................. .• \\ lL\ T1lgi1k(ri (iloup I nc. 4 rl 1475 N Broadway, Utc 340 Walnut Creek, CA 9496 k i 2 925-278-1918 Office 214-8017387 cell rnbirdweleyenginering.com MULLION ANALYSIS SUMMAR 10-11 3/5" 1700S JAMS MULLION @ ELEVATION 11/5O1 (15pf2 • TH633 tF L!> _ 5/,iHU: • __ I tc • -• Prqject.: • • • -, Page .L 71251201.7 •. . •• ... . VIASATI3UILD1NG 12 • ... . Wesley Engmeering Group Inc -..- 1475 N. Broadway, Ste 340 Walnut Creek, CA 94596 925.278-1918 Office 214-8014387 cell mbkdwes1eyengihring.com ULL ION ANALYSIS SU1 MAR * Y 10-11 3/' CQR.:JMS MULLION @ ELEVATION 11/OI lNL0A 15 psf . MULLION PESRIFTION FART # TH-63 • • • • •• MATERIAL: 063-TS ALUMINUM TH-633 MULLIO_SECTJQN PROPERTIES: • • lxx :=4-in4 lyy 132•in4 .. •.: := 10000000p5i Sxx, := 3.23q. in, Syy, 1.4ip AREA := 2.47-in 2 1 Ry 0.546. in VINt7LOA'_ANALi'SIS: • • • • UNIFORM LOW, w := 15.psf.0.125n • • • U) SPAN, L. 11315- in • • • • • . DEFLECTION SUMMAR • • MAX, EFLGTlON, 6mx 5•w-L4 = Q.24in • L25 OK S4•Eal -Ixx 55 SUMMARY: (MULLION): • • • • L2 MA(IMUI MOMENT, Mx = U) = 135.12in-Ibf bx Mx fbx = 4n1;i Pal : SXXmjn • • • We Pieiect •• • • • Page •. •. 7/25/2017 • • • .......... • ..:. VIASAT BUILDING 12 • ......• jj Wesley Engineering Group, Inc 1475 N. Broadwa\, Suite 340 Walnut Creek, CA 94590 925-278-1918 Office- 214-801-7387 ccli Imbirdwes1cyeginering.coTP . 14ULL1ON: ANALYSiS SUMt4ARY 10-11 7/5fl MODIFIED MULLION @ PRECAST ELEV 2313.0S (rLpsf) INPLOAP 1 psf •. . . MULLION PESc.RIFTION : PART # TH-W (MOP). MATERIAL ; ALUMINUM • •• • MOtFEP TH-606 MULLION SECTION PROPERTIES: IXX mo := 073in4 lyyrnoc, O3SS -in 4 SXXmod OS in3 Syymoj 0.305• in3 • AREAmo Q1 jfl 2 RYmo O.O7 in VINL7LOAP ANALYSIS: UNIFORM LOAP, W := •p541.25in w = 4• in SPAN, L 13125n •• • • PEFLECTION SUMMARf':. . •. MAX. PEFLETION := O.O5.1fl L/1013,, OK STRESS SUMMARY (MOPIFIEP TH-606 MULLIO tAXIMUH MOMENT, Mx := 23 in Ibf Mx fbx ______ .. ••• bx = 3i.•si SXXmo . DM Project Page 9/10/2017 VIASATBU1LDING 12 10'-11 5/8" MODIFIED MULLION @ PRECAST, EL 2 '3/3.08 By: MARX BIRD, P.E. Bean Results Max. Span Deflection -0,065211 (Span 2, 0 37.841 Max. Positive Moment .- 14924 (Span 0 24.68 1) Max, Negative Moment -265311 (Span 0 0.001 ) Member Information Span Longth(in) I(1nA4) S(in"3) E(psi) 1 65,813 0.763 0,668 1 Oe+007 2 65813 0,763 0.668 1.0e+007 Distributed Load Information Span W1(#/in) W20/in) X1(in) 12(m) u,uwj e3.i5 . . . 2 4.900 4.900 0.000 65.813 .VIASAT •.•BuILbIG 12 Cbe(am 2,005 Microsoft 0/10/7017 11'10 1'i1 miilii E23 ehn'i Span No. 0.00L 0.1OL. 0.20L 0' J61 0.4011 . 0,50L 0.60L 0.70L 0;80L 0.90L 1; 06L Location 0.00 6.58 13.16 19.74 26.33 32.91 39.49. 46.07 52.65 59.23 65.81 Shear 120,93 88.68 56,43 24,19 -806 -40.31 -72,56 -104.81 -137,05 -169.30 -201.55 Moment -0.0 689.8 1167.3 1432.6 1485.6 1326.5 955.0 371.4 -424.5 -1432.6 -2652.9 Defi, 0.0000 -0.0244 -0,0450 -0.0590 -0.0651 -0,0627 -0.0530 -0.0380 -0.0209 -0.0063 0.0000 Stress -0.0 1032.6 1747.4 2144.6 2224.0 1985.7 1429.7 556.0 -635.4 -2144.6 -3971.4 Span No. 2 '01 . ,00L 0110?i 0.20L 0,30L 0.40L 0.50L 0..6OL 0.70L 0.80L 0.90L 1.00L Location 0.00 6.58 13.16 19.74 26.33 32.91 39.49 46.07 52.65 59.23 65.81 Shear 201.55 169.30 137.05 104.81 72,56 40.31 8.06 -24.19 -56.43 -88.68 -120.93 Moment -2652,9 -1432,6 -424.5 371.4 955.0 1326.5 1485.6 1432.6 1167.3 689.8 0.0 Defi. 0.0000 -0.0063 -0.0209 -0.0380 -0.0530 -0,0627 -0.0651 -0.0590 -0.0450 -0.0244 0.0000 Stress -3971.4 -2144.6 -635.4 556.0 1429.7 1985.7 2224.0 2144,6 1747.4 1032.6 0.0 :Fr q stions on aWindpws-basedprôqrarn, contact: MCS0FT LTC. tcww.mcalsoft.com ?h (214) 217-2400 Fax (214) 217-4)9 Email: softwaemca1soft,com 2 Drby CbniV2OO5 I 61b/2017 I VIASArJ3U1LDNG 12 V [ Wesley Engineering Group, Inc. 1475 N lroadw Suite 340 Walnut Creek CA 94596 925-278-1915 Office • 214-801-7387 cell nib irdwcsleyenginring.cOm SILL ANCHOR @ CONCRETE, DETAIL 1/401 MAX. Rwl 304. Ib . EAILCDREACTIoN, R = 32.Ibf SISMk .LOAlN&: 17 . = 1i2Hb . • SL 034p SLb 3Ib • OY OF NNETION) SLF := 1.05 SLF = 122Ib (FASTENERS) CHECK 1/4" DIA. HILTI KK CON SGREV45. . SHEAR, \/:=—=1S2I&F . • 2 ALLOYS. SHEAR, Val 455 bf • • •OK BEARING ON ALUMINUM, fp 4S4• psi 0.25HnO.125. Fp 31,K51 (063-T6) • •• • • • • GHEC LQGAL BENPIN& ONSULHORIZONTAL. . Rj1.S7Sin fby = 1S2133. psi: . (QQ35. in) 2.24.in . . . [ . . . Fby 2Oksi (SQSS-TSI •• . . Date Projtct Page / i 7/25/2017 •.. . . . . VIASATBIJILDJNG 12 . . . ••• 0 - Engmei-inO CnOUp Inc - -- 1475 N F3ioaday, Suite 340 Walnut Creek CA 9496 - --- - - . . - 925-278-1918 0fficc.2 14-801-7387 cell mbird@wesleyeuginering:coth HORIZONTALGONNEGTION TO MULLION, PETAL 2/4.01 MAX. Y'4.L. REACTION, R 121 Ibf P...LOA REACT, RdI 115db?- LOAPNG :=0344Np SLb 1S4 Ib (O OF NNECTION) 'SLf 1.05 5Lf (FASTENER) . -- -.. 3 X 2' X 3/15" ALUM ANGLE J LCW7S [ / (1 1/2" LONG) (BY SUNSET GLASS) TH626 2x5/8"sssCs -.. L (2) #12 X 1 1/4' - SS WSJ - - AM Wesley Engineering Group, Inc. 1475N Broadway, Suite 340 Walnut Creek, CA 94596 925-278-1918 Offices 214-801-7387 ecU: rnbirdws1cycnineriiigconi HORIZONTAL CONNECTION TO I4ULLION, PETAL 2/4.01 :.L. REATI0N, RWi := 127- Ibf OEAI~~LOAD R EACMO.N R, i15Hb LOIN: 55 Y~P 20 034p S.,Lb 15.4 Ib (BO OFCONNECTION) SLf 1.05 .v, 51-f = 51. Ib (FASTENERS) CHECK:*12 S.S. S.REkS @ AN&LE TO MULLION . I (RW (RdI.3.35.1 2 . SHEAR, V I I - I + I 2 I = 04.2 Ibf 2) 2. in .J. ALLOVN. SHEAR, \/ := 411.Ibf . f316 GOLD SEARING ON ALUHINU4,, Fp. Q.O4, in .0.216, in: F .i•sj .(SO3-TS) .. . OK ill TENSION, T = 3111bf 2. in . . :.ALLb. TENSION, . Ti := S05.Ib. . :ALLQ4. FULLIPU. /2" ALUMINUM: . . - .0.01q.in 24 123.5 IbF . OK 2 24) . Dale . . 7/25!2U17 '.Prqjcct . . .. VIASAF BUlLL1NG 12 . . ..7 Page Wesley Engineering Group, Inc i47N Broadway. Suite 340 Walnut Crock, CA 94596 925-278-1918 Office 2I4801-7387 ccii 11 CHECK #125.5. SGEYS @ -4ORlZQNTAL TO.ANLE $HR, V:=Rdj=115Ib- ALLO4. SHEAR, Val 411.Ibf (316 COL' YORKEP) SEARING ON ALUMINUM, V = 4253. psi 0.125-in-0.216-in Fp:=39.ksi (6061-T) . . OK TENSION, T:=Rwi=1271bf ALLO4S TENSION, Tai := 505• lbf : OK ALLO. PULLOUT OF 3/1&' ALUMINUM: (16 . 24) GHECIK 3"X 2"X 3/1" ALUMINUM ANGLE.. RiO.S•in . r = 1224.p51 (0.12'5in)2 1.5in L. s Fby:-.si ..d1-Y) • • • . • 0K ate L 7/2512017 . . VIASAII3UII.01NG12 pgc \'Iv Ei inecrl1 Group. Inc. 147N Broadway. Suite 310 Walnut Creek-, CA 94-596 925-278-1918 Office, 214-801-7387 cell rnbirdvcs1eyenguring corn SILL,,!~NC,HOR © FECAST WNGRET, PETAL. /4.02 MAX. .L. REACTION, Rj = 3O2.S.Ib I~EAPLOAD REACTION, Rj = 345bf SEISMIC LOADING: SLb 0•34p SLb = 41.S•IbF (BODY OFCONNECTION) SLF :=1.05.Yqp SLf = 121•1b (FASTENERS) • tZ r 10 11111 11111 11111 11111 A A ('1 • TH607 —Setting Block [ 1 x X 4 U0H13613 5E3_1000X0.4375X4 H410 7 T • 1/4"o HILT! KCOCRE4 9 1 3/4- EMBEDMENT 443 1/2 Etz. MLN9MIJA • (BY-SUNSET GLAZING) ' Date. Project -. Pac 7/2 /2O 7 • \IASAT 13U1L01NG 12 • / i ,.' Wesley Engineering Group, Inc -'i 1475 N. Broadway. suite 340 Walnut Creek, CA 94596 925-278-1918 Offlu. 214-801-7387 cUl mbIrdcsle)englnt.nng corn SILL ANCHOR @ FRECAST WNGRTE, PETAL 5/4.02 MAX. . EAGTPN, =2.SIbf EALOA REACTION, R1 •p(4n.12.S25.i) 343IbF SlSMIC LQAIN : PNO •. . . 6.5 = •. SL := 0,344NP St-b,=41.5-16r (12F CONNECTION) SLp l.OSN SLF 12.1 Ib (FASTENERS) . . CHECK 1/4" DIA. HILTI KKK CON 5CREk45 SHEAR, V:=—=1513Ib . ..: 2 ALLOV'4, SHEAR, V1 45b ...OK SEARING ON ALUMINUM, fp := V 4542ps1 0.25 iri:.0..1:2...ir1 Fp 31.ksi (03-T) .. OK LOCAL NPftCN SILL HQSLZONThL • • • • = 1S13psi j.(o.oS15.in) 2 24.n 20Ks (os-Ts) . •, . . . K .: :.::.f__, •.. .. •.. . ....VIASAT BUILDING 2 ......... \\T L I npiierug Uiiip i . t1 1473 1' Broadway. Suite 340 Walnut Creek CA 94596 925-278-1918 Office 214-801-7387 cdl mbrdwes1eycngnering.corn HORIZONTAL C,0NNEOTION TO MULU.ON.PETAIL• 142 MAX. L. REACTION, Rwi . . LOAP REACTION, RdI := 51bf . SEISMIC LOAiN&: . . . SLb : 0344p SLb 45.31bf . (O OF NNECTIQN) SLF 1054' SLf= 14.1•ib (FASTENERS) ILO!IH I IO)IiI I 4 Li IjIHI I lIIII I I Jill I TH653 U 0) 0) lroJect -VIASAT BUILDING 12 •. Wesley Engineering Group, Inc. ., + 1475 N. Broadway. Sidle 340 Walnut Creek, CA 94596 925-278-918 011ice 214-801-7387 cell mbirdwcs1cvenginerinorn. . . HORIZONTAL _CNNETtON TO MULLION DETAIL, /4.02 MAX. kN.L. REACTION, Rwl 77' lbF PEAPLOA' REACTION R,11 5ro-lbf SEISMIC, LOAPIN: . p:142'IbF l=142.IbF SLb 0.34p -b = 4E.3• IbF (OPY OF CONNECTION) SLF := 1.05t SLf = 14.1IbF (FASTENERS) C41CK #12 S.S. SREkNS @ SHEAR BLOCK TO MULLION (OS. )2 i)2 3.1 I (sL2 (Rj'2. in. 1.Sin2 SHEAR, V = I I + I I = 77.4 Ibf ) • ALLOY'4. SHEAR, Vj 411Ib (315 COLE' frMORKEE7) SEARING ON ALUMINUM, fp := V 3&14.4.psi 0.0q4•in0.216iri F 31 (SO3-TS) . ••••• . . We /!5/2O17 . - .. VIASAT BUILDING 12 ... ............................... / C) We1 Ln" Ik nc (1rouL inc 1475 N I3raday. Suite 340 Walnut Creek, CA 9496 92-278-1918 Office• 214-801-7387 cell .mbirdwes1eyenginering.com HEAP ANCHOR ANCHORz 6 LI&HT &AUE STEEL. PETAIL..1/402 MAX. L. REACTION,, :4.12.2b • SESHIC L0AlNG: . • ••• • SLb 034.r4 SLb = 01.1ff (E0 F C,0NNEC TI0W SLF := 1.05 SLf 1S.5 lb (FAsNERs). • BY OTHERS) B SUNSET GLAZING) TH --6 LONG CUP .• ••. • • CCESs HOLE —TOP OF MULLION ___ THE53j Hfti . Pr*ct . .• Page 7125/2017 • • V!ASATI3UILD[NGI2 • . • . • • / 4 IT Wesley Engineering Group, Inc. N, n l47' Proadav, Suite '340 Walnut Creek, CA 9496 : 925478-1918Offlcc 214-801-7387 cell riThirdwes1eyenginering.cOm HEAP ANHO@...LIGHT GAUGE STEEL, ETAIL 7/4.02 MAX. L. REACTION, Ri i5.p. (O.125in.131.25.i) = 412.2Hbf 2 SEtS.'UC LOAN: (15 = 175.SIb1 . SLb := 0.34 SLb = (BO( OF. CONNECTION) SLF 1,05Y'1p SLp 1575Ib? (FASTENERS) CHECK 1/4 L-FLEX 5CREY45 INTO 1 GA STEEL . Ri SHEAR. V = - V = 206i.Ibf 2 ALLO. SHEAR, V1 := 41 Ibf EARIN A ON LUf1INUM, fp V = 0i25in•0.2.in Fp:=Sksi (01-TS) .. OK CHECK SENE7ING ON TH-40 ANCHOR CHANNEL RiO5in fby r 1 = S1SSi (0+125in)2•6in L pate Pt6ccl . Page -1/25/2017 ... . VIASAT BUILDING' 12 Wesley Engineering Group, Inc Nit 1475 N l3road\\a\ Suite 340\Vaut Creek. CA9496 925-278-1918 Office• 214-801-7387 cell rnbird'vesleyenginering.com. cREGK LOCAL SENPING' ON HEADER HORIZONTAL. . RL,)l•l•lfl fby := r 1 = 1S545.psi . (o.Oq4 in) 2 iS. in L . Fb 204si (6063-TS) .OK CHECK #125.5. 5GREV45- © MULLION TO REAPER HORIZONTAL wl . SHEAR, V 103b 4 ALLOY'. SHEAR, at 411 Ib . (31& COLD YQRKEP) OK ON ALUMINUM, fp 0.2140.0,4.in Fp:=SiKsi (SOSS-T) . .. :. n TENSION, T = 103Ibf . 2in2 ALLOY. TENSION, Date rojet . 7i2/2017 . . . VASAI BUILDING 12. V esev I i nerin Group. Inc. 1475 N. Broadway, Suite 340 Walnut Creek, CA 94596 • _________ • ____________• 925-278-1918 OfYicc 2148017387 cell 'mbirdwesleyengincrig.coth • • HORIZONTAL CONNECTIONITO MULLION, DETAIL. MAX. .L. REACTION, Rj 22Ib . 'LO/D REAC710—KI dI= 45 •• . SE15MIG LOING: .: . . . 0.344N .Lb •IbF . (60Y OF GONNECT!ON) SLF 105'p • SLF q.8,-Ib (FASNERS) (\\ . çi ._ VTL9.5 Dac •• . Pro jet Page / m5/20t 7 . VIASAT BUILDING 12 .. . / Th Wesley Engineering Group, Inc. 1475 N Broadway. Suite 340 Walnut CrcLLCA 9496 925-278-191,8 Office 214-801-7387 CLII rnbIrdwesIe\eninerIng corn HORIZONTAL CONNECTION Q :L DETAIL.. q/4 MAX, VtL....REACTION, R 22ib REACTION, R SEISMIC LOADING: . p:Rwi . 20 044Np SLb (OD( OF CONNECTION) :15Lr 1.05-N SLf Ibf . (FASTENERS) ('HECK 4t10 S.S. SC.REVS © ANGLE TO BACK OF HORIZONTAL Rdj SHEAR, V:=—=2t5Ib 2 ALL-OPN. SHEAR, V := 22 Ib . . (31 CL VCRKED) EEARIN ...ON ALUM INUM,:= V = 1104pSi 0.102.0.1C10.n . . Fp := 31,K5i (OST) . ... . .OK Oãte Project Page: 7,'25207 . . VIASAt 13UILDBJG 12 \ I irneeIrng Group, Inc .' 1475 N. Broadway, Suite 340 Walnut Creek, LA 9496 ______________________________ .• 925278-1918 Office 214-801-7387 cell • rnbirdwesleyengineringcorn HEAANC+1O @ PRST CON.RT PETAIL SK MAX. 'N.L. REACTION, Rw j 304!bf • • SE15MIG LOING: I.: • ..• SL O34 SLb • (so OF CONNECTION) SLf : 1O5 ELF 122bf (FASNERS) .. .......................................n . . . ALUM PLATE ATTACH TO HEAD HORIZONTALI AND JAMB //iOSSPEH :i/2" LO::SCREWS OCTT2 . ------------------------- it ............................t- /4'0 HILTI .KWIK CON SCREWS W/ 3/4" SLOTTED MULLION 0K OK VI rV Wesley Engineering Group, Inc 1475 N. nroadway. Suite 340 Walnut Creek, CA 94596 925-278-1918 Office. 214-801-7387 cell thbird@wesle'enginering.com HEAC ANGH.CF. @ PRE.AST CONCRETE, DETAIL SK-2/4.03 MAX. KL. EATION, R, 304. Ibf . .: Wesley Fngineering Group, Inc. 1475 N Broadway Suite 340 Walnut Creek CA 9459 .... 925-278.1918 Office • 214-801-7387 cell. rnbirdwesleyengineringcom MIPSPAN AN'C440R © MULLON FRECSTETA1L 3CV4.10 MAX. KL. REACTION, 403Ib . . . 5E15MIC, LOIN&: . . .. 5Lb 0.34'. 5,Lb 52.4.1b: (3:Qp OF WNNEC.TICN) SLF 1.0•Vp. SLf = 11.•I.b (FASThHSS) ..................... Nz 114 DLAHJLTIXWK CON SCREWS 1314* EMBEDMENT (2) PER PLATE (2) PER PLATE VrL9.5 9.5 ._.... Ui.. . - . 6X ""ALUMINUM PTE © MIOSPAN OF MtJLUON VTi.5 . 0PG19i2 . ...bo..... 2T..... .. DL0....:..• ........... Dale Project o/lnt7rn - . .... . ... STllm.rrnj(; i . ..Pége . /77 I Wesley Engineermg Group Inc 1475 Broadway, Suite 340 Walnut Creek CA 9496 T" 925278-1918 Office 214801-7387 cell mbirdveleycngiReringcorn MIPSPAN ANCHOR MULLION @ FR r,prAIL 3/410 :M AX. A REACflON, Ri := 403. t SSt1IC LOIN: 1-7 SLb 0.344N SLb= 5:2.4. lb (SO'.Y OF CONNECTION) SL := 1.O5•Y SL= 1tS.Ib (FASTENERS) CHECK 1/4* 7LA. HILTI K1IK CON SCREV4S TENSION, T.: -- 201.5Ib 2 ALLOkA . TENSION, Taj 40IbF CHECK #10 5.5. SCREVNS @ 1/5" ALUMINUM PLATE TO MULLION .......... . TENSION, TN= . = 201.5Ibf . .. . 2 ALLOVt TENSION, T := 22Ib (31 COLD Y'1ORKEI7) OK ALLO. PULLO OF 1/5 ALUMINUM. = 1.3•If . .. OK S 24) . CHECK .6" X_" X-1/6" ALUMINUM PLATE Rwv1.in . by, .=• . . ... = 12Bp.1 (C.i25.ir )2S•in 2 ro Fy : 2ki Date . WIO/2017 Prôjet. . . Page . . . V1ASA BU1LD.G 12 .. .. Wesley Engineering Group, Inc. I475NBroadwaySuite 340 Walnut Creek, CA 94596 . . 92-278-1918 Office• 24-801-7387 cell mbird(WcsIeengrneruig.corn.. SILL ANCHOR @ PRECAST CONC RETE., ETAIL ii•.ai; MAX. kN,L. REAGTION, R 1.s 21 14n) 5Q1)bF EALOAP REAC.TION, R = 532.1•ibF SEISMIC LOAIN: . V!;=Rwi.I____) Y203.7ibF • SLb := SLb = 2•Ib • BQ'r' OF CONNEC TION) • SLf := 1.OS.kN SLF 213•Ibf (FASTENERS). CHECK 1/4" PI A. HILTI _K11K CON 5GREV45 Rwl SHEAR, 2 ALLOYS. SHEAR, Val := 455. lbf OK EARlNG ON ALUMINUM, fp := V • = 4010.1• psi 0.25•in•0.25•in Fp := SIIcsi (601-TS) • • • •• OK • • • •• • 7/1V2017 • ••• • • •. VIASAT BulLnINc 12 ....• / J Al r/:!2 nm i n Group, Inc * ** 1475 N. Broadway, Suite 340 Walnut Creek, CA 94596 925-278-1918 Office ' 214-801-7387 cell mbirdwcsleyenginering.com HORIZONTAL CONNECTION TO MULLION, ,PTML 2/5.01 MAX. L. REACTION, Ri 1O2 If . 17EADLOAD RAC.TON, Rd 142.Ib 5IS'4tC LOADING: : SLb := 0.34.N SLb = 45.31b (SQ.Y OF CONNEcTION) SLf SLF = 14q.1-1b (FAThNERS) ....... cc 0P03078 6 6 ......... L OPG3001 .. . H Date ProJri - .. ... . ..... ... ... age,J 7/18/2017 - VIASAT BUILDING 12 . / 2 Wesley Engineering Group, Inc F 47 N Broadway. Suite 310 Walnut Creek, C\ 94596 925-278-191.8 Office 214-801.7387 cell •rnbirdves!ecnenering.coth. HORIZONTAL CONNECTION TO MULLION, PETAL 2/5.01 MAX. PL. REACTION, Rwi 1021bf .PEAL,LOAD REAC TION, Rdl 142IbF . . EISMI. LOANG: p:42. 1 bf 1421bf SLb O34Y' 51-b = 45.3b (SOI7i' OF QNNECTION) SLf SLF = 141.Ibff (FASNERS) CHECK 12S.S.SSEV'1S @ _ANGLETOMULLION • (OS in) 2.2+(2.25.in)2.2 = 11342 • • • • SHEAR, I(sL2 (Rdj•4•Ifl'2.25.fl +SLf•O.S.1fl2.25'1fl 2 V:= 11 I +1 •_• =13O.2ibf 4) • • • ALLOY. SHEAR Val :=,411. I bf (i OLP EI7) • •. EARlNG ON ALUMINUM, f - V =564p51 0.15 -in O.21-ii Fp=S1.ks (03 -T &),66 ,• :• • •• • • • .• 0 P + -711 &20-17 •... VIASAT i3UILDlNG1 : • \Vc1cv I ncwcciin. (noup. Inc. .. 1475 N. Broadway, Suite 340 Walnut Creek, CA 94596 S 925-2781918 011kc 2I4-801-7387 cell mbirdwes)cyengineringcorn HEAP ANC HOi,: STEEL TUBE; DETAIL .5/5O2. 1'1AX Y'L. REACTION, Ri flbF SEISMIC LOfl'4G: SLb := 034 SL, = 75.2i0 (Ci7' OF CONNECTION) SLF 1.05•V SLF = 2323• Ib (FASTENERS) /4 ORU-ILEX ' (2) PER ANCHOR / (BY SUNSET ZING) j Ente proic f, L 6/15/20 17 V .. . . . ........... Ce .... ASATB t1 1LD1NG 1 2. . .................. ... ... II i Wesley Engineering Group Inc ' I : 1475 N Broadway, Suite 340 Walnut Creek CA 9496 ........... .... . .. .... - - 925-278- 1918O.01ce 214-801-7387 cell inbird@wesLeycnginerinori. HEAD ANCHOR, @....S.IEEL TUBE. DETAIL 5/502 .. MAX. kN.L. REACTION, Rwi :.i•psf 0425i4fl =5441lb? 2 LOAD ING: . . ,. I/Np :=Rwi.(S5) =221.3ib . . . : ... SLb 0.34 SLb = Ibf (SO OF NNEC1ION) SLf = tO5'Y' SLc = 2S23Ib (FA3TENERS) CHECK 1/4" IA LAG SCRES INTO NOOP BLOCKING SHEAR, V V = 223bf . . . 2 LOAD URAT!ON FACTOR, C, :=1.6 . T SERVICE FACTOR, CM > SCREV AMETER, . SCRE- EENING STRENGTH, Fyb iT.ksi . TK155 OF ALUMINUM, t Q.25 j . ALLOYN. SEARING ON ALUMINUM, .eskSL EARG STRENc'TH OF Y'OO,. Fe ., :=.400.p51 em IZZe ReO.l . !2.(1+Re) Fb(2+RC). .. I. R ' em-s. Z Q4i•f . .. 4K riit . . . u/15/2017 .: ... .. V.IASATBUILDING 12 Wesley Engineering Group, Inc. 14753N. 13roaday, Suite 340 Walnut Creek, CA 94596 925-278-1918 Office• 214-801-7387 cell 9-1 2 i1.5FemFb Z I Z 404.4Ib 3K Fern Z Z 311.4•Ibf = C,ONTROLS ALLOV4. SHEAR, Z ZC . . = 345 IbF > V = 2-72.5-1bf, .. Qi Rj1i25•in . . . . TENSION, T T 1225Hbf . .. . 2.5-in-2 NOMINAL HRAV4AL PESI&N VALUE, EFTH OF PENETRATION, d := . .... . ALLO TENSION, Tal := . Ii = 21.2.Ib:. Wesley Engineering Gioup, Inc 1475 NJ3road\\ a. Suite 340 Walnut Creek, CA 94596 925-278-1918 Office 214-801-7387 cell mbirdesleycnginecrngcbn I7EAPLOAP ANCHOR @ -STEEL TUBE, -DETAIL 17/5.05: MAX. k4.L. REACTION, Rwj 12S3• 1bf 'EALOAP REACTION, 55.ps.(48.in.265.in) = 5015'ibff -- SEIStC LOAilNG': 521.2Ib SL O.34 SL 1i2HbF . (EO OF CONNECTION) 1054 SLp = 54T3b. (FASTENERS) CHECK 1/2 BOLT @ MULLION . . L J(Rfl 2 (R1\ SHEAR, V := 11 I + 755 Ibf - -. . . .2). 2) .. ALLOY$. SHEAR, Val := S55 .(GRAP 5) SEARING ON ALUMINTh4,. fp V = 702;2pS.i O.5inO.1525in . HECK L5 X S X 1/4'X4LON6 STEEL...:' SLb'S5•fl = r = 3S22.7p5 i (0.25n)2 4in := O.1S.i-. 2'1QQO.p •• .- OK pilic -Project- : Page 7'1')i2017 . . SAN VtCEN1i Wesley Engineering Group, Inc. 1475 N. Broadway. Suite 340 Walnut Creek, CA 94596 925-278-1918 Office • 214-801-7387 cell mbjidftbwesteyehgi Rdl•S.S1fl (4in) 2•O.25•in L2 sj Fbx:=O.S3SKSi=21OQp5i OK fby INTERAOTN ± = o too OK Fby Fbx GREC-K k1ELP @ STEEL ANSLE TO STEEL TUBE ALLQY'1. STRESS (ETOxx) = 070-100 k5i)(03)(5/169 2184 Ibf/fn ALLO, STRESS(A-SS) = 0.4(35 kei)(S/15") = 2700 Ibff/in AREA OF Y€L, Aw S. in (ASSUME YEL AT HEEL OF ANGLE GARR ALL OF LOAD) i = 5Wy:=3.!fl.3.ifl=Ifl . . Ri Ibf A2 in Ibf V:=- =134.S— . . A2 in Rd, 5.Siri Ibff . fbx := = Sw2 •• in STRESS INTERAC TION, • . ± fV2 +fbX 2 -!.. OK SLf 5.5 in, Ib •fbY := = S5.S. • .0K Sw • in [ 7/I90.17 • • Project • •page SAN V!ENT L"11 (Jioup, Inc 1475 N.Broadway, Suite 340 Walnut Creek, CA 94596 925-M-1918 Office 2147,801-7387 cell mbirdcs1eyengtnenng corn STRUCTURAL SILICONE ANALXSIS PETAL 6/502 45- in UNIFORM : 2 ir ALLOY'4. SHEAR STRESS ON SILIGCNE, . 2O..p MINIMUM SILICONE 6EA !TH, b = 0.142 in AFFLIE SILICONE E'EA YTH, B O.25in > b.= 0.142- in Q • 1•1 •• I. • • I I I • I. I I. .. • • . I I I . ••• .1 I..• I 1 I • • L_..i1 Date 7t25/2O1i SEMCH PRFET13 ALUM lxx 1.364 in lyy 3,109 in 4 Sx(m) 1,213 in Syy(max) 1,662 in Sxx(min) 1.213 in 3 Syy(min) 1 586 in rx, 0.894 in 1W 1,349 in Area 1.708 in 2 Weight 2,008 lbs/ft Périm.. 15.094 in Wall Thk. 0,000 in ThN MCFEMES ALUM xx 0.763 in 4 Iyy 0,368 in Sxx(rnax) 0,729 in Syy(ma) 0,352 in Sxx(min) O 668 in 3 Syy(rnin) O 305 in rxx 0874 in ryy 0 607 in Area b.999 in 2 Weight 1175 lbs/ft Perim.' 19.129 in Wall lhk 0.000 in [1 SJ11IN PRQJ1EIBS ALUM 4 ' lxx 0.224 in lyy 0009 in Sxx(max) 0.199 in 3, Syy(max) 0.034 in Sxx(rnin) 0.199 in 3 Syy(min) 0.031 in lxx 0,690 in ryy 0.139 in Area 0.470 in 2 Weight 0.553 lbs/ft Perim. 9,752 in Wall Thk 0.000 in 1SUMMN PRcRfl ALUM A778 in 1yy 0 906 In Sxx(max) 5,3313 n Syy(max) 1,612 In S0(min) 4.900 in Syy(rnln) 0,544 n r>x 3,210 n ryv 0,627 in flitI PROT ALUM 4:719 in 4 I 0.002 i n 4 Sxx(rnax) 1,170 I1 Syymax) 0,036 in Sxx(min) 1.161 in 3 Syyrrn) 0,006 in lxx 2.382 in 1W 0.050 in Area 0 832 in 2 Weight 0-978 lbs/ft Area 2,308 in Wei ght 2.714 lbs/ft [ Perim. 17.505 in Wall Thk cL000 in Perim 30.046 In Wall Thk 0,000 fl • it) r) - . 0 N) 03 0PG3078 V 0) - x Ln -- . 05--r Oj,56 i 666 k 2228 /-/ PRO AL in in lxx 37.995 Iyy 2.699 Sxx(max) 8,859 in Syy(max) 2399 in Sxx(min) 7.565 in 3 Syy(rnin) 2.399 in rxx 3.214 in ryy 0.857 in Area 3.677 in Weight 4.34.Ibs/ft Perim, 25.509. in Wall Thk. O.00Q in bd- AI..UM lxx 0.478 in W,5.402 in Sxx(max) 0.801 in Syy(mx) 2.251 in Sxx(min) 0290 in 3 Sy,y(miri) 1.673 in rxx 062 ri ryy, 1,890 in Area 1,512 in 2 Weight 1.778 lbs/It Perim. 28,035 in Wall Thk 0,000 in 1.3269" D 2. 400" I . 3.229" 5.629" TH653 V I . x x I 3R11" 0 0 0 0 1 PROiNHR1IS - ALUM lxx 7916 in 4 lyy 127 in Sxx(mx) Z834 in Syy(nax) 1.313 in Sxx(rnin) 2.762 in 3 Syy(mn) .1 .226 in rxx 1,913 in ry 0812 in Area 2,164 in 2 Weight 2545 lbs/ft Perim 25,991 in Wall Thk 0000 in Ii S~MCNPROFEMTMSS ALUM lxx 29.783 in ' iyy, 2.3'18 in Sxx(rnax) 7-574 in Syy(max) 2.061 Sxx(min) 7.210 in 3 Syy(min) 2061 In 3 rxx 3.131 fl ryy 0,874 in Area 3,037 in Weight 3.572 lbs/ft Perim 21,797 in Wall Thk ,0 ,000 in SECTION PROPERTIES (Composite) . . 28727 in 1y 2.856 in Sxx(max) 6.296 in Syy(max) 2.537 in Sxx(in) 5.638 in 3 Syy(min) .2.537 in lxx 2.901 in 1y' .0.915 in 'Area'.3:414 in 2 Weight 4.015 lbs/ft Perirn 35,578 in Wall Thk. 0.000 in Ii 1tNJ PROFERTIM ALUM 3,772 in 4 lw 1.6 in 4 Sxx(rnax) 1 914 in Syy(max) 1037 in 3 Sxx(min) 1 752 in 3 Syy(min) 1.037 In rxx 1559 in ryy 0867 in Area Pertm 4`552 in 2 Weight 15.772 in Wall Thk T.825 lbs/ft 0;000 in ALUM lxx '5.945 n Iyy 1,689, in Sxx(max) 2 250 i n 3 Syy(ma) 1.502 j n Sxx(min) 1.992 i n 3 Syy(rrin) 1 501:in lxx 1.772 in ryy 0,952 in:. Area 1.862 in 2 Weight 2.190 lbs/ft Perim 19806 in Wall Thk.,. 0,000 in 03 LO Lo LU LU i NnncN PROPERms,ALUM kx 9.946 in 4 lyy 1 732 in Sxx(max) 3.395 in 3 Syy(rnx 1.698. in XIIlUij yyiIlLII) rxx 2,028 in ryy 0846 in Area 2 2,417 Weight iqvo......... 2843 bs/ft Perim 22 605 in Watt Thk 0000 in, - H63 N 0 .. ND . .. Y —x Sec..i Table 2-24 Type f . Type of Member or Element . . Allowable Stress ALLOWABLE STRESSES FOR BUILDING TYPE STRUCTURES TENSION axial Any tension member gross sa6tion 1 15 95 net section -T -Extrusions and Pip.e *ents In uniform tension .... . . ..E •• . ... TENSION . .............. . . . . . .. IN BEAMS, Round or oval tubes v extreme fiber, Flat elements in bending in their own plane 4 20 White bars apply to unwsiaed metal net suction 6 5 symmetric shapes On rivets and bolts 5 31 J 4edba ply * BEARING .: •.•. . : For tubes with circumferential welds Sections 3410, 3412, and On fiat surfaces and pins and on bolts In slotted holes 6 21 1 r 3,4,16.1 apply for R,,! f< 20 Sec Allowable S Allowable Stress, . Allowable Stress, Type bf Stress Type of Member or Element Stress, , < . s '~: S-5S1 COMPRESSION . . . - 0 14.2-0.074 kLJr 78 .51100 i(kLir)2 IN COLUMNS, axial All columns • •• 7 — C 4 —0 0j Jr 135 5 102 t(rLf ) — Fiat elements supprted on one edge- r . 15 2.1 16.1-0,458 St . 12 129 I(bit) columns buckling about symmetry axis L... 8 7777 48 33 •••..,,.. 'T 52O 10b/l ..•,. — 25 Flat elements supported on one edge - -1- [_J 15 2 1 16.1-0.458 bit 14 1970 /(0/02 columns not buckling about a symmetry axle s>z I_L 15 6.7 16.1 —0.144 bit 39 410 l(bit) f..........J ,r' r s 17 cOMPRESSION . . . . . 4.8 .. 10 •.J 5.2 0.032 bit • 31 . 209 Spit) IN COLUMN . _J,,f• . ELEMENTS, . gross section .. . . . Flat elements supported . on one edge and with . . . 9.1 sea Part IA Section 3.4 1 stflfaner.on other edge L. . b, b, Flat elements supported cn both edges I' I and with an intermediate etitener :["] [ J . see Part IA Section 3.4.9.2 B R.- Curved olon-Ièntssupportedonbothodges . 15 0.9 f 15,8 — 0.502 4A7t 3190 i( + 10 4 8 5 / tif 31 L 15 122 107-0073 Lr, - 94 87000 L)2 Slnglewobshapes 1T E - i j8i 2/ 5-00 8 LIr, 222 87000 LJ) R Rb - 18 35 277-170 ( 102 Same as Pound or oval tubes 12 --- COMPRESSION' S - 20 15 279-0.531 35 11400 IN BEAMS, t—fl--- extrume fiber Solid rectangular and round sections ad - • 13 8 5 22 8.1 -8 33 66 1 1,403 i gross sacton 15__131670O 365Q 2,100 he U 14 2L, Sc Tubular a ape . . . 203 ,0o30 5 .5- 108 236O3 55 . 15 7J 19.0-0.541 bit 12 152 'f b/8 I Flat elements supported on 'one odgo, 7 Flat elements supported on both edges ç 16 J 24 .5. cORESSUON S S. , 18 1.6 185-0503 L189 3780 ELEM (element in E Curved elements supported on both edges 18 -0 155 "it 3'00 f-I 'uniform compression), . . .. . .5. . . S gross 5section . Flat elements supported. on r - see Part IA Section 3.4.16.2 one edge and withstiffener 16.2 on other edge b b, S Flatel'ernents supported on both F __ see Part IA Section 3,4.16.3 edgs and with an . I Iintermediate stiffener . S - 20 $ 10 279-0808 bit 23 4930/(8 t) 5 Flat elements supported.on tension edge r_.jb 17 . 17-5o126'bJt S '93LJ i4t) COMPRESSION compression edge free IN BEAM 279-0.155 hi 20 53 (element In Flat elements supported onbothedges L /\( 18 167 07874 '/t) bending in own, 20 123 27.9 - 0.067 hit 20 2810 /(hlt) piane)gross Fl •-' section 19 and with a longitudinal stiffener C 5 72 1- Q 010 90 Unsti 85 39 11.0-0.059 hit r 30700/(hit)2 - -- ffened fit ele at supported I 20 '57 3 6-0013 hi is I ELEMENTS SHEAR IN onboth edges . 85 78 53200 /(d,jtr gross sdcuo~ Stiffened flat elementssuppprtod 8.5 - . .., Table 2-22 Typeof Stress j Typo of MemberorElement Allowable Stress ALLOWABLE STRESSES FOR BUILDING TYPE STRUCTURES TENSION axial Anytensionmember gross s:cti0 netsection 19 6061-T6 , -T6510, -T6511 Extrusions Flat elements In uniform tension _. 19 TENSION Standard Structural Shapes, Pipe 24,6061-T6 IN BEAMS, Round or oval tubes . - 3 6351-T5 Extrusions extreme fiber, . . .. . . . .• . .. Flat elements in bending in their own plane,4 28 White bars apply to unwelcl8d mótal net section symmetric shapes - itn hllf 35T On rivets and bolts 5 39 BEARING For tubes with circumferential weids Sections 10 3 4 12, and On flat surfaces and pins and on bolts In slotted holes 6 26 3 4 16 1 apply for R51 t < 20 - .. . Sec Allowable Allowable Stres83 . j Allowable Stress, Typiof$tress Typo of Member or Element Stress S1 .. .$ COMPRESSION. . ..' . . .. . . - - 0 2O2—O.126 kUr 66 . 5110.. I(kUr)2 IN COLUMNS,. All columns axial Fiat elements supported on one edge - 21 24 23.1 - 0.787 b't 10 154 /(bff): 1-4'm columns buckling about a symmetry axis J_. .. . . .-.--, ..... Lv - 21 2.4 23.1 —0.787 bit 12 1970 I(b/t :lat :nts = :;:; lumns ot - .21 7.6, 2$, —0247 bit [ 3. 491 i(bIt COMP, RESSION~ IN COLUMN 1bl ELEMENTS, gross section - supported.. on.ono edge and with .-. .. . see Part ]A see .... . .... .... stiffoneronother.edge . . . .. b. Flat elements supported on both edges 9.2 see Part IA Section 3.49,2 j Withan intermediate stiffener 7 F - . l 1.4 - . 22.1 - 0,799 JR/t 141 - 3 Rb \ 10 / TI 1 + 35 l Curved elements supported on both edge's 10 21 L21 239-0124_LJr 79 87000 f(LJr)2 Single web shapes 1T E ii 9 87003 JIL 9) - 25 29 393— 270 Jt L1 - - mo 0 Pound or oval tubes 12 0 5' 17 S 33 IR'l it, Se. on 3 3 COMPRESSION. 28 14 405-0927 ___ IN BEAMS, 29 11400 L, extreme fiber,' Solldrectangular:and ufldSct1Ofl$. IIJ ':i to 0230 11400 /l gross section I 2L,S- 21 123 239-0238 12L,S,1680 23600 / Tubularshapes U 14 J020 b40 23000 p 9. 21 615 .930 bIt 10 162 901) T r -i- . 'Flat elements supported on one edge '1 S S 2 0 34 t 13 09 (L 21 21 273-0.202 0/1 33 580 i(o - Flatelements 16 supported on both edges 9 29 12 0 0 10 0, 53 36 1,b 1, 'IN BEAM, COMPRESSION R 25 21 202-094 11 41 3780 1 15 )( Curved elements supported onbothedges 16,1 B.4 ,8 006 1SO3J T° All uniforrn. omprosslon), gross séôtion Flat elements supported on 6.2 see Part IA Section 3.4.16 2 one edge and with stiffener . —on other edge . . .., Flat-elements supported on. both . edges.andwlthan FT1 163 isa P'artIA Section 3416.3 Intermedlatestiffener --%'~7 _ - 8 9.140.5— 1.41 bit 19 4930 l(Wt)2 Flat elements supportedon tension edge FR- 17 12 160_D3501b 3Q 0 4930 /(bit) COMPRESSION compression edge free . - • ,---.- IN BEAM .. .. . 23 48 405-0270 hit 75 1520 / hit ELEMENTS Fl K. (Glomant In at &emsnts supported on both edges II "(18 62 t 0-0p87 119 0c1, ( bendfng in ovih.._. . . 104d 28 110 405-0,117 hit 173 3500 /(h/t) Flat elements supported p "cUon lan e), gross and with edges tt~IT Id 19 3 4 0 0 Q29 h f - 280 12 36 158-0101 hit 38700 I(hit)2 Unsbffened flat elements supported I S)iEAR [N 20 - 48 70006h/ 29 98700___ I on both edges CO . hhra TABLE 20.3: Fastener cp1scto : .- .))MA 440_r7.I7c,74rnrt4vtr(L42707l51i%) '..'Y- - - •- - -- 7.unt1'r)IT$4ktrno, (54) )3)norc! 0 6(17 10 Erloal 7594 C000cFy A I,'54)0m777,60 Load (54) for Fnr 'rboo,0) ArC) Thread Agowab6o 5700r ,5'44w nb.B.urr Fu j') AvablaD l3 1.8 "1 30d 3Y (Yo-te,Th40o.1 Root Abo.a5% r7o19 0.1 trot 7)060 Atel Area To pLO 3; 317 n.5ia Sloe) /cu,on; Atrnn on 14071 A .rw,.rn Akrwu,' 30' 11ch _0 't2 (n2) _(b_ 54) j A39 6063-13 0563-15 A19 - 5240-13 0453-10 A08 0353-15 604348 06-32 0130.3 52201 00075 393 180 260 900 253 345 01502 03040 02268 353 263 363 48-32 )'540 0.0140 00124 515 248 513 1,010 301 110 02370 )10 0.2553 50 542 505 015-21 0.1900 22415 33151 701 350 703 1,240 344 475 03248 6 30• 03001 701 503 731 0224 02160 0.0142 00214 961 403 040 1.423 390 545 02534 0355 03510 607 lB 367 056.24 0 575 - 03)0 0620 1,273 1 848 1207 1 1.531 438 625 1 03145 > 7. 3/0 1.273 865 I 179 03125 0 0524 00483 2,517 1299 2,55S 2.09 573 731 0.31443br0)/52.517 1.303 1,776 v8-is 03750 50775 026-3) 3,719 1,937 3024 2,447 353 633 03515 > 3/ 16• 3.719 1,572 7.141 7/73-14 04375 7.093 01351 5,103 2.664 5.375 7.855 502 1.034 > 3/4 ".4.931 1,673 2.554 112 3 05000 7149 0.1292 6,811 3581 7.162 3.202 1417 1.220 3/5 3oo'715 5,642 7.110 2-3)0 0417-5 05323 31970 0 19.4 1 8,733 46113372'S 10 1031 1.403033. 3)5. 1 > 316'6.444 Z.444 3,333 03-I I 5.4537 0 2205 02071 10.010 5.79 11.477 4.070 1148 1.563 3/4 > )J .148 2.011 3.607 310 10307).7S 33245 0,3001 1.1024 5585 17133 49)4 1.375 1,875 3.'S 315• ) 7,411" 0812 3.708 4454 791 28753 0,4617 34235 22,10 1 Ii 56 23 70) 570) 1 04 2114 38 L0 .4 715 10150 3145) 5.254 I.) I COOS 0 n157 0 390 2: 373 15 CCI 3770.3 0625 1.0)) 2 '19 3/5 1 33J8. .>''S 11,690 4,437 6 065 't0194 _,1651101601 Th44resS (446) I; CcI 1c,v6, L470019 of I54mooTopsio Lot.) (440)10. F~Icnw 13r-oul 14 l).o;d A8cwn0lc Shear 2-Dow o5)e Rnr 44 L - Ava0abt 3/oo Fiala Thickness 7-1' Is' 1:3' 318 3 3.8' :6 -00- '--.,.d Pc Mtto Root Alowablo Threads Dolreler t4anolor Arc 200,6, 0.94317 Double Sleet A7.rrer ,n Abo,u .4'l 0104) Ak,ri*ro'li ALor':r per rr 1' () JL. _(55 (So) - (811) A20 0563-10 A38 6063-15 4063-18 A36 1503-TO t'063-T0 9920 3.1380 0.0960 4.5077 363 178 34 020 253 34$ 01350 01407 07643 338 300 308 99.18 0.1840 0.1180 0.0108 423 244 445 1.070 301 450 0.1500 02175 0,1753 403 423 423 0.1900 01350 00143 573 331 661 7.240 348 475 01034 02077 02028 573 573 573 912-4 0.2160 0.1510 0.5104 74 441 794 1 410 398 549 63182 0.205 52365 774 174 774 114-'4 02500 0.953 39263 1,075 331 242 15)' 458 525 02917 33533 03300 1.375 1.375 7.075 O'13-12 5j125 " 2'GO 304)7 2.100 I 212 2.425 29'9 573 787 14 '457 3/3' 0)410 2.100 1.511 0.100 31° '7 1750 -, ",a jts' 63-8' 2.113 2,017 2,751 17 '0 .44..................°' 73 44196 0) F.rAI Cr,rcle0 - R'ec94o Area )lfr )6ro3L 44. I. ,...4710.t4.) F. -F,131- Aj&jD.1.22$974!4 - - : "a - . ' '. . 1- A17w .517 7n.F,(A(J A(S). 11 (D-0.9/43/lli' 14 I NOTeS: 2 Values 009 tlk nJrom 1415C SThf in £-1[ and 4,4 dos nl900o values for spaced threod are Ietkoit as the minimum values in 1ff fastener Handbook, 6thEd 2 5of o [oct00 tisedforfas:oners with d,o,segcrs Jj44 less :s3 0 So/coy Factor us df01f07101w05 with d;omeIer 2/16 09 grealor 122 2 3 flsstetrrrs 404111 d14IJnO1erS 015/8 51 grsaerarefabrica1 dfrvlr carbon stool coo1p4;ng with 13Th! 41-19 Type by Rod AAMATIR.A$14 .. Plge44; AA693 pth- 4oio jscoo ThOto27 2016.710059.154 2................' . . _i r' TA.LE2O,9; Fasttne '/lL .7 ' .rraomLtrtpr_rIll.c60r,5 (34) A(FO 17 LeaI renote capreny of )rvruniT0rrI6 Lord (6.,) 1'r °.rlre-m ltnnrnd .3)3) T0.eaj 554r,301,,Sheaf Aiwerte Bearing j_ Fotern'rLrr Av.,i.0Pe1eTh,cLs,ers 10' 1.8- t13 D.ee ci Thread t'-'-fr Pci Arowablo 3 "-r,sC, flirT-c),- 1'iio3s Area Area Tersiorr Singla Ocetar, tecl ArtJ,fl Atrftn.n Steel Ab,n'v,,ni Alamo, Per Inch _lgL _L ( fibs)J '134, 0063-15 6553-15 36 5063 IS 510)-Tb AM hal-IS 510e3.I0 '/1.-321 01330 0-1,91 0.0078 303 ISO no '03 303 345 01335 02533 01543 303 703 303 e0. i2 0,1610 0444-3 0.0124 407 239 -1'7 1,070 .31 413 0 1733 0,33% 02530 157 167 40' 0116-24 0.1013 5 0175 00151 1,04 232 33 1,240 348 475 0.1372 03610 02001 504 1.34 006 412 ,24 02160 ,fl12 00214 805 451 622 1.405 396 540 07 3,57 03015 805 734 805 ItS-F 02-75 011440 52250 1551 040 1,076 1531 439 25 02534 >2>57 03373 1061 065 I LOLl 7115.5 0.3125 05424 O.W9 2537 1083 2,105 3,039 573 181 0.2867 05/4' 3/3' 3547 1.3e3 1716 1,15-i-i 03753 O 4-75 0 0,59 3.100 1.514 3223 2.447 803 538 03101 3/0' 713' 3,100 1,572 2.12.4 7,r5 Is 5.4.15 0.26) 0,0901 4.252 3,220 4449 2,81,5 1,07 504-4 03142 0' 0357 4,252 1,873 2054 10-I? 0,5000 31419 0.1292 $.070 2.304 5,968 3,253 311 1.250 >3,3' 3/3' e3a6' 5,042 2.180 2.010 q 6-'2 0 5625 01311 3 1664 7,276 3,642 7.505 3.670 1,031 1,406 > 157 > 1557 o 3/3• 6.444 2,444 3,333 5/5_ 11 562,,) 02.?6)) 22371 1' 31) 4792 956.1 4 079 I 14.3 1 053 3,. - f 7.148 2,7)1 3,697 304-3 7/1,60 01,545 0a301 11.31: 6022 12,rj/,0 4594 1375 1.815 '3,8' '3/9' .7/3' 5.612 321,3 4454 '1 33/50 '1.4:7 045/5 10563 6.331 16,701 5,703 1.604 2.153 '3,ta.o318'.3,'0' 10.155 3503 5454 20444 10970 21,940 6.525 1,833 2553 -53' 715 357 11 ,696 4437 60010 -iijos. lr,rrum 'Ar','ral Thickness (bs) Isnerel D '1(R) to Fs>-I Trrmk C_ipscry of Asren.r Tens le Load tIc) Tar Vl4li'i 4.-,r,aI - Th1033 '16-WV,. firm.,, - Al,voa0.oDrrr, lj.i"ink, - A~nbblo 313' PW, Thickness I'S' 1/3' 1557 3/0' 310 .5'S .3,'.,>, Thea4 Basle '/Ir'o, I6.ct Abeee,,m £15-ra"r Dairrr',', Crmrr'n Alea Tension Crr.30 Cas',tc :6-b A1,urlrr5n Abmnim Sled AlaT81,jm Alarm-.,m n) J coo) (n,5) '13.> 50-i-TO 60 63-16 '136 6063-15 c33 3-013 \26 1o312 'SI'S-TO 60-2, 0 '20) 0.430 00077 23-7 148 200 4-00 253 345 01191 01695 21374 257 257 257 #6-11, 0)1.40 01,160 00104 352 203 407 1.070 309 410 06437 01930 01567 352 352 3>2 010- I, 01522 0.1350 013643 477 77. 351 1.200 348 475 0 '126 02305 0,1805 477 477 477 912-14 0.2162 0 1570 00194 545 373 745 1,409 396 540 01320 0260 02115 645 845 545 154-14 02500 31700 00203 07,2 517 1.03 1 1.131 455 1 625 0206 0253.4 02373 BIaS 03.6 606 5/162 - 023.3 50-431 1,750 17,13 7.020 7353 573 1 264 -330>3.3,6' 02550 1.700 1.606 1,75.1 - 0S"O 00702 2>0) 1072 3213 7447 603 935 -3V .3.3' 2223 2.017 hi31 3> 13.. - For C rn j 14 ElfeclNe Area (LIC PIe do) , 'n 5016aS'/4 I AiK' . A's.teTenbn F,IAi,) C i0,9743.09/4 A( f4 , - ' - - ' '>,rrl SIJAi0 I MOTEJI: / ahi .e io n/mm AISC 1ST'01 f/f SAE and IA d065m ,ns Kvaluesfor spaced threads are token as 1h minimum values in IF! Fastener Handboa.t 6Th Ed 2 ro for used forfaste-iers with diameters 1,4 or tree is .30 Si/etyFactor usedforjasicners re/rh diameters /16 or grealer is 2 s 3 Fasteners with diameters of 314" and greater are fabricatedfrom different material than fasteners less than 3/4 so chame for t For,di mole of3/4 widgroirr, F,~45jWpsi, For these tensile and ii ear; dde govern the ollowabk ien.uon and shear values (Ic. 0.75 F,<F/SF AAMA Tm A-14 Page 50 C4py6il'1 by Ore A.000061 ke.Vttce0l Morruloelur n >ek*' (AAMAI. ThIs Are 4 en p Ire -lbyM 5d 060sa0oo.EmmrzsOr. err lIre 0d310015 0 nrey rl0t be eproderrod poblerirod or dobdorted m eny 6. 000 37 eel Ore esptsoe 60fl0006 0' 06 AAMa Page 2 of 2 ER5259 TABLE 1—ALLOWABLE SHEAR AND TENSION VALUES FOR.KWIK CON 11 CONCRETE SCREW ANCHORS, IN POUNDS' I i2O-PSiCOUCRETEt GROUTEOMA50NRY FIOLLOWMASONRYr MINIMUM Thnslor, Tors_1J ANCHOR DEPTH OF With Without With Without With W,thout otrRR EMBEDMENT Spocot Spodsi SpCI 5pocs t Special a Spoat lir,chl (inches) trspociion inspection Shoar Ir5pecton4 inspction5 Shear Inspection' Inspection' Shear 195 215 105 225 I .L_ _±215 225 IS 450 225 215 435 215 2.75 . 35 165 [ 275 155 175 325 215 05 460 215 05 490 /4 460 230 435 585 290 . 500 . 3751185 490 15 1/4 540 270 900 715 1_2551 1,085 . NR5 NR' FOr SI: 1 inch = 25.4 mm, I pet 6.895 kPa, I pound = 4.45 N. The tabulated shear and tensile values are for anchors installed in stone-aggregate concrete of normal weight and having the designated compressive strength at time Of installation, Thc tabulated shear and tensile values are for anchors installed to masonry conforming to ASTM C 90, (2rade N, Type 1, or better, with mortar conforming to Section 2103.3 and Table 21-A of the code. 30rou5 material shall have a minimum compressive strength of 2,000 jsi t time of installation and shall conform to Section 2103.4 olihe code. 'These tension values are applicable only when the anchors are installed with special inspection asset forth in the code, 5Thesc tension values are app1icabe when the anchors ate installed without special inspection as set forth in the code, 6NR Not recognized..., i;7 ESR-3332 I Most Widely Accepted and Trusted. Page 4 of 6 TABLE 3-SHEAR (BEARING) CAPACITY OF SCREW CONNECTIONS pounds -force SCREW TYPE SCREW DESIGNATION NOMINAL s.. DESIGN .ThICKNESS.(IfljO . ' o4a4o4.j 0640076 Io:oco.o.00l 6.075-0.75 .11. I hi&i05 ALLOWABLE STRENGTH (ASD) I #1016 6.i90 289, .69 404 2 #10-36 0.190 :369 395 . 453 3,4 #1214 0.216 356.,.. 573 513 8 . 1-14 0.250 377 626 520 661 . 638 7 14-20 0.250 307 ;:64. 190 670 691 523 504 8 /4-20 0,250 307' 564. . 490 670 " 691 523 504 11 /-'rB . 0.313 .408 622 561 891 - - 12 5/-24. 0.313 ,. . - . ... .' 1347 984 887 DESIGN_ STRENGTH (LRFD). , 1 410-16 '0.190 433 433 605 - - - 2 #10-16 0.190 590 631 724 3,4 912-14 0.216 569 917 820 795 - - 6 /-14 0.250 603 1001 833 .1058 1021 7 1/20 0.250 491 903 784 1073 1105 . . 837 837 8 1/4.20 0.250 491 . 903 764 1073 1105 . 637 807 11 0.313 653 996 897 1425 12 I-24 0.313 - . - 21:55 . . 79 1419 For St: I inch = 25.4 mm, 1 lbf = 4.4 N, 1 ksi = 6.89 Mpa. 1Available strengths are based on laboratory tests, with safety factors/resistance factors calculated in accordance with AISI S100- 2 For shear connections, the lower of the available fastener shear strength and the available shear (bearing) capacity must be used for design. "Values are based on steel members with a minimum yield strength of F2 = 33 ksi and a minimum tensile strength of F 45 car. 4Available capacity for other member thickness may be determined by interpolating within the table. "When both steel sheets have a minimum tensile strength F,,,a 58 ksi, multiply tabulated values by 1.29 and when both steélwitha minimum tensile strength F? 65 ksi steel, multiply tabulated values by 1.44: 5The first number is the thickness of the steel sheet in in contact with the screw head (top sheet). The second numbr is the :,thickness of the steel sheet not in contact with the screw head (bottom sheet). TABLE 4-TENSILE PULL-OVER CAPACITY OF SCREW CONNECTIONS, pounds-force"3'4'2'6 SRE SCREW DESIGNATION NOMINAL DIAMETER (in.) MINIMUM EFFECTIVE PULL-OVER DIAMETER DESIGN THICKNESS OF MEMBER IN CONTACT WITH SCREW HEAD (in.) 0.048 0.060 0.075, G.105 , ALLOWABLE_STRENGTH_(ASD) 1. 110-16 0.190 0.357 , 386 4812 4812 4812 .. , .49.2 2 #10-16 0,190 0.384 415 4812 . 4912 4812 4 81 ._k 3.4 912-14 0.216 0.398 430 537 672 7342 7342 7342 - - 5 912-24 0.216 0.398 430 537 672 . 73.42 7342 7342 7342 7342 6 1/t 14 0.250 0.480 5113 848 810 11262 11262 112& - -. '/-20 0.250 0.480 . _-' 648 ,810 11262 11262 11262 11262 1.1.262 11 './-18 0.313 n/a2 1169 11692 - 12 . ____I,-24 0.313 n/a2 - . - 1326' 132 13262 1326k 13262 DESIGN STRENGTH_(IRFO) I . . #10-16 0.190 0357 578 723 7812 7812 .76,2 2' #10-16 0.190 0384 622 776 7812 7812 7812 :34 912-14 0.216 0.398 645 806 .. 1007 11922 :11922 11922 - 5. 912-24 ' 0216 0.398 645 806. .1007 11822 :11922 . 11922 . 1192 .11922 6 1/.14 ,0.250_. , 0.480 778 . 972 1215 1701__. 18302 18302 - - 7,8 1)4.20 0.250 0.480 -. ' 972 1215 1701 18302 . 18302 18302 18302 11 /,,,-18 0.313 ,. n/a2 - 18712 18712 - - 12' 1-24_- ' 0.313 n)a2 , . . - - - 21212 21212 21212 . 21212 21212 For SI: 1 inch = 254 mm, I lbf = 4.4 N, I ksi = 689 Mpa. ' 'Available strengths are based on calculations in accord eewith'A'tSI $100. Unless 'otherwise noted, 2Available strengths are based on laboratory tests, with safety factors/resistáne factors calculated in accordanco'With AISI S100, or on the shear strength of the integral wahor. increasing value for higher sleet terkaite strength per. Note 6 is not allowed. 3For tension connections, the lowest of the available pull-out, pull-over, and fastener tension strength must be usect.for design. 'Values are based on steel members with a minimum yield strength of F;.= 33 ksi and a minimumlensile strength. of F = 45 ksi. 5Avalable capacity for other member thickness may be determined by interpolating within the table. 8For steel with o minimum tensile strength F., 1,58 ksi, multiply tabulated values by 1.29 andfor steel with:a.minimum tensile strength F6 ~t 65 ksi steel, multiply tabulated values. by,). 44. ., .. . ESR-3332 I Most Widely Accepted th,d Trusted . . .' Page 5 of 6 TABLE 5—TENSILE PULL-OUT CAPACiTYOF SCREW CONNECTIONS, pounds force SCREW TYPE 1 SCREW DESIGNATION NOMINAL AE DESIGN THICKNESS OF MEMBER NOT IN CONTACT WITH SCREW HEAD (in.) 0.048 0.060 0.075 0.105 fi J /3" - 74 ALLOWABLE ALLOWABLE STRENGTH.(ASD)_____ 136 297 193 236 307 . #10-16 0.190 136 297 193. 236 307 #12-14 .0.216 132 205 264 328 510 131 665/4 4 •o2 207 899 255 342. 561.. '/4-20 . 0.250. •• 20.1 242 358 513 881 442. 771 11 /ir18 0.313 • '. - . 520 707 • - 12 ./-24 ' 0.313 ; - .45.9 637 724 1189. 1424 DESIGN STRENGTH (LRFD) #10-16 0.190 217 • 3Q9• 378 .492. 475 ,. - 2 410-16. 0.190 217 369.. 378 492 476 - - - 3,A #12-14 0.216 211 328 423 525 816 '1 664 6. '/-14 '0250 210 331• . .409 545 897, 1439 - - 7 8, 9, 10 'l4 20 0.250 322 387 572 821 1409 •• 707 1234 0.313 - - 832. 1131 . - 12 /-24 0.313 - - . 735 1019 1 1159 1903 2279 For SI: inch = 25.4 mm, 1 lbf=4.4 N, 1 ks=6,69 Mpa. •• - 1Available strengths are based on laboratory tests, with safety factors/resistance factors calculated in accordance with AlSl S100. For tension connections, the lowest of the available pull-out, pull-over, and fastener tension strength must be used for design. 3VaIues are based on steel members with a minimum yield strength of F = 33 ksi.and a minimum tensile strength of F, = 45 ksi. 4Availoble capacity for other member thickness may be determined by interpolating within the table. 5For steel with a minimum tensile strength F 58 kst multiply tabulated values by 1 29 and for steel with a mtnimum tenstte strength F~ 65 itsi steel, multiply tabulated values by 1.44. TABLE 6—MINIMUM FASTENER SPACING AND EDGE:DISTANCE BASIC SCREW FASTENED MINIMUM SPACING MINIMUM EDGEDIAMETER MINIMUM EDGE DISTANCE FOR. (inch) MATERIAL (3d) NCE '(i DIST tJ)•• ' FRAMING MEMBERS (3d) 0.190 ..•. (#10) Stool. 9. I , 116 /16 0.216 (912) Steel 16 ii 'a . 16 14 • , Steel /' . S AG •• Sae 15 , . / . Iel /2 ' .