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2446 TOWN GARDEN RD; ; PREV2018-0088; Permit
City of Carlsbad Print Date: 06/11/2019 Permit No: PREV2018-0088 Job Address: 2446 Town Garden Rd Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Closed - Finaled Parcel No: 2132601000 Lot #: Applied: 03/30/2018 Valuation: $ 0.00 Reference #: Issued: 06/25/2018 Occupancy Group: Construction Type Permit 06/11/2019 Finaled: # Dwelling Units: Bathrooms: Inspector: PBurn Bedrooms: Orig. Plan Check #: CBC2017-0198 Final Plan Check #: Inspection: Project Title: Description: VIASAT: CABLE BARRIER RAIL SYSTEM /1 STAIRS & GUARDRAILS Applicant: Owner: Contractor: RIMAS RUDY VIASAT INC - 6155 ECR-DO NOT USE THE WHITING TURNER CONTRACTING CO 2 Faraday, 100 Irvine, CA 92618-2714 349 Inverness Dr S 949-595-8004 Englewood, CO 80112-5882 760-476-2200 858-792-0600 FEE AMOUNT BUILDING PLAN CHECK ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE $675.00 Total Fees: $ 710.00 Total Payments To Date : -- $ 710.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services ccity of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number C Y3C -() I' OI4&lan Revision Number O Project Address, iLRo (öw.&1 C- ràQv cc General Scope of Revision/Deferred Submittal: CoQ, 591c' rcz\ D(4. Ana k CONTACT INFORMATION: NameCkiri rnr-c Phone 37AD Fax Address 4'l ci (ICJR City s&c ,AL Zip I S24 Email Address s-&A Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: fl Plans '14 Calculations fl Soils 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? LI Yes fl No Does this revision add ANY new floor area(s)? LJ Yes L1 No Does this revision affect any fire related issues? El Yes 11 No Is this a complete set? LI Yes k(No Signature(1.(4._ Date 1635 Faraday Avenue, Carlsbad, CA 92008 j: 760-602-2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov RECEIVED MAR 3 0 2018 llUinessJouniaI besccmpanies.Iz YYVBest YYYPlaces YVtDWork Vnon:. COMMERCIAL & INDUSTRIAL STRUCTURAL & MISCELLANEOUS STEEL CITY OF CARLSBAD BUILDING DIVISION ViaSat Bressi Ranch Parking Structure P-2 Cable Barrier Rail Differed Submittal Site Address: 2506 Town Garden Road, Carlsbad, CA Owner Contact: ViaSat 760-476-2200 Scope of Work: Furnish and Install New Cable rail barrier system to new parking structure. This includes all bolt up of hardware and stressing of cable rail system. No Grading required All Construction Will Comply with all current codes: 2016 CA Building, Mechanical, Electrical, Plumbing, Energy, Green and Fire codes, and the City of Carlsbad Municipal Code. 4150 E. QUARTZ CIRCLE MESA, ARIZONA 85215• (480) 830-2253 AZ A-li #069-414 CA #505830 NV C-14 #31339 NM GS-24 #53050 EsGV/0 A SAFEbui1tCompany DATE: APR. 061, 2018 U APPLICANT %JURIS. JURISDICTION: cCARLSBAD1ID U PLAN REVIEWER U FILE PLAN CHECK NO.: CBC2017-0198 (REV. #1) - PREV 2018-0088 SET: I PROJECT ADDRESS: 2446 TOWN GARDEN ROAD PROJECT NAME: VIASAT BRESSI RANCH — [FIVE-LEVEL PARKING STRUCTURE P-2] The plans transmitted herewith have been corrected where necessaryand substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. F-1 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LIII The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Rimas Rudys Telephone #: 949-595-8004 Date contacted: (by: (@ Email: rrudysoc.ipd-gIobal.com Mail Telephone Fax In Person REMARKS: The project engineer to stamp both packages indicating they have been reviewed and no exceptions are taken. *[Barrier..cables & metal-stairs shop drawings & calculations, deferred submittal packages, are under this permit]. By: ALl SADRE, S.E. Enclosures: EsGil Corporation 4/03 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Structural Or, CARLSBAD CBC2017-0198 (REV. #1) - PREV 2018-0088 APR. 06, 2018 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: CBC2017- 0198 (REV. #1) - PREV 2018-0088 PREPARED BY: ALl SADRE, S.E. DATE: APR. 06, 2018 BUILDING ADDRESS: 2446 TOWN GARDEN ROAD BUILDING OCCUPANCY: S2; I-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) PLAN REVISION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1GB IBy Ordinance I Bldg: Permit Fee by Ordinance V Plan Check Fee by Ordinance V Type of Review: 0 Complete Review Repetitive Fee i Repeats * Based on hourly rate Other rM Hourly EsGil Fee 4.5 Hrs.@* $120.00 I $540.00I Comments: Sheet 1ofi W'I" Whiting-Turner Contracting Co PROJECT MANAGEMENT 3911 Sorrento Valley Blvd. Suite 100 Transmittal WHmNG-TuRNEe San Diego CA 92121 USA No 00739 RECEIVED PROJECT: ViaSat Bressi Ranch Campus DATE: 1210512017 JUN 2 5 2018 To: COS Architects, Inc. dba Smith Consulting Architec RE: P2-001-P2 Embed Drawings and Ca cigry 01= 13280 Evening Creek Or E #225 UDCIPIRLS8AD San Diego CA92128 United States - ATrN: Arati Rangaswamy JOB: 016530 DivisioN WE ARE SENDING~ SUBMITTED FOR: ACTION TAKEN - Shop Drawings \/ Approval - Approved as Submitted - Letter Your Use - Approved as Noted - Prints As Requested - Returned After Loan Change Order Review and Comment - Resubmit - Plans - Submit Samples ttIYAL - Returned Specifications V I Attached I I Separate Cover - Returned for Corrections - Other Other: N / Due Date: 12/19/2017 / I Submittal: Other Line Item Package Code Rev. QTV Date Description Status I Submittal P2-001 .031113-001 1 12/05/2017 Barrier Cable Embed Shop Drawings 03. Submitted 2 Submittal P2.001 031113-002 1 12/05/2017 Barrier Cable Embed Caluculations 03. Submitted 3 Submittal 132.001 031113-003 1 12/05/2017 Security Screen Embed Shop 03. Submitted Drawings REMARKS: These documents have been reviewed for general Cc conformance with the design concept of the project and general compliance with the information given in the contract documents. Responsibility for the design shown on these documents rests with the individual whose professional seal appears hereon. Reviewed by: NPS Date: 12/19/2017 CULP & TANNER, INC. RtiSONSIBNJTYTO ADHERE TOThO REQUIREMENTS OF THE GONTSAcTDRAreITJOS. ufcl.uDlso ALL thelENsloils AND QUMflU1Es. RED BY. eCua., DMth 12tn512017 SustaraLpxoeo.:pa.colntshttada..Eeoed thaudquarid THE RJInTG4URNaR CONTRACTING COMPANY Conr,do5 raid well a Onmgm loda,oa,Mth Ore Signed: Brent Collins Reviewed O No exceptions observed _ Make corrections noted CI Revise and resubmit Rejected Submit specified item(s) [PDMA&Arafftsemmern Isidtodtogeneral cooANnatlel. between Nudes. Resla.eol the specially enghlaediç aetna boutlale Of out expertise and thafl bepedutmed by spedafty engmaets The contractor Is rosponathie for werllnning and correlating all quantities and etmenalass. for inlarnatlan that pertains In the lubrication procassas. for means and meltrodsol cmistrtudlon, arid for coo,dinathlg marital all trades. International Parking Design, Inc. Rimas Rudys Date 12119/2017 PLEASE SEE ALL IPD COMMENTS IN BLUE ABLE S 4. FABRI ATORS, INC. Date: 11/21/2017 Page 1 of 1 Transmittal #: 00001 Job #:211 Viasat Parking Garage P2 211 - Barrier Cable Package To: Whiting Turner Attention: Brent Collins 5050 N. 40th Street Suite 210 Sent Via: E-Mail Phoenix, AZ 85018 We are sending you enclosed, the following: Design Calculations Design Drawings TO BE RETURNED BY: 12/5/2017 Drawing Number Revision Description Date Detailed/Revised BarrierCable A BARRIER CABLE 11/21/2017 BarrierCablecaics A BARRIER CABLE CALCULATIONS 11/21/2017 This mathrial is being transmitted for the purpose listed below: For Approval If enclosures are not as noted, please notify at once. Able Steel Fabricators Copy To: Chris Bruman By: Kyle Ervin cIr'iI 'f1lIACERTIFIED 4150 E. QUARTZ CIRCLE MESA. ARIZONA 85215 (480) 830-2253 '4I,I1}FABRICATOR AZA.11000-04 CA5053O NVc-i#tss9 NMGS4405303 - £-IME B Cot- LEVELJ CL I)Cr 4 Z. cat-.5 ' 16 LEV&4 LL 1, 6;. Z 43 ° II -1- /2. 0 I .i*'AW*oAf IJL6CvLS. . foR dew— I 0 I INWYAL4.HP g Cfl&7L 4 .' o v. -------• \B&KKcr.S I4kAAL ,0b kni • )R"...0 4°TC4 4.515 ro Agar • t-ocñfl0ttj . #oAs /6" r ;;;---- 0 .WASHCAJ - - - • I I __--+- -- &VD 8e.4CK7—S/M S/.D1 LIME 3-ce. S 6.4-2 COL6 £VL.3 LINNA COIJ 2,7,13417 LVLLL1 owi 4JIiTtf/4 ZMAGMET II &A8C.UPL111G.FI9T I 0VFr-"tL 3r;?5q hAlf . - - — - - RAMP RUNS -- - PERIMETER RUNS pit— A(L All ~jpjjf 4AH1.. DI/N.5 F2OW1tROAltIEEL ( LJML LEVi& &.. - CZS PER OCTAL IOALa. B u.2°2LI 5 is f-o~CERUN€tD1O 2 ( I II 5 GENERAL NOTES 3 i 5 ' CABLES ARE ..3.LaDu .1X7 GALVANIZED STRAND / G- /6 5 WITH A HINZMUH BREAKING STRENGTH OF 5 6--° ,. j- 16 15,4001 6 II BLHSA1ETIGHEN ' ( 21'3 5 /6 PRELOAD OF ZOO I 81 3 /66 A LL. I 2. 7 CABLES ARE ANCHORED AT ENDS WITH POST _ -to A LL /3 17 TENSION ANCHORS E3425/5 OR EQUIVALENT ALL BRACKETS ARE HOT DIPPED GALVANIZED AFTER FABRICATION 5/8' WEDGE ANCHORS ARE TIGHTENED tOA TORQUE OF 85 PTO ,flLr, TZ-5I0 IP/7 ALL CABLES ARE BACKSEATED TO A FORCE OF 12,000 I $TUD c0LCJ4N5 - £J$E® Roof ro Øt A,1/w,,4v/1* 1"H1 .'A ftd T .teinjoI iA. l.oy 01 doip 01. 01, do..00, oi0 01 I,.i,o.dlr.OPS . 1V100117 CIJLP&IATOiELINC. ABLE STEEL FABRICATORS STRESS EXPRESS V/45A.T BkEss/ RANCh. 84rn/,t _pA/kwvc STRESS EVRESS 140'6. 5 ,,,' 1.LG . - -°-L. These documents h*e been'rfviewed for general - - conformance with the design concept of the project ,and general compliance with the information given in the contract documents. Responsibility for the 060 7V /2 ,SQu.4E design shown on these documents rests with the £A/&.40,S •t c.04- £.S individual whose professional seal appears hereon. Reviewed b. NPS 2WO Date: 12/19/2017 cu12& TANNER, INC. P1. P (,') (I 8) 2376 P p CAME '• ,4E (.0o3)24 000 AtI 232.4 1002 r:ft. .180 P- O-W Ft 55c7* 'CNE 2-946 # .LoA1) IA( c41.E FRti 1 7 # Pri-oA. koiIi • 1/5 E 4 2600 - fRELo .4 A 2.6t— /V1( L041) c -' Ks ,re.oz, Occ.i-',t 4- 6000 ff £-oAD /5 27"t.'P • 2,9-6- -'- 11.1 IC 4wz' IS 4r t1/2)J)i- Ro2)(I.3k) •C Cfl ---5.6 kiIl-___ _ 'r •4 K ..u— ___ -'- I - ' •fg~ I b fUF 2.1 4-... 217"IP 77 —~ k If LI • c m -c.r ,rô s i 3 icT63( p,46-Es Zft4.7ll • 3 ?o>/7,400 - - • -•. • STRESS EXPRESS • • --.---. • . • .. • p 3J8• ,. • • • OFESSF ' ".4s.-z IeDi •• . 4r(,'/J1 £0,4l Ijccoo.. CIVIL OFC • ..7iJgg, .. • •• z )Zt37 Bk/Mc,o,4. 3f— 4:2J. t4.L:Are,NE Co L (Xw) • . • • 41 . Awc, I•5 he Z7.' P7€p - TT4 (.8o .. .• .• • 'I.. g.. • . . 12t1 STRESS EXPRESS CL~; ).57 = c zs- (5r /AO' 2J A' Ø(7Q.7)(7g.4) = .It./.ro# . _ fl*E 3119-29 ............ . V;4. 99(4oQ) M4, 35 cocRET. . va .41 . . T - - 4ic /.S-6z)r (i2.)i-83 / Joo 3 Z5O ' ......... .......:.. . I'° s. IE1L2 '8clL4k - OVEj .1i?'nr .... :144.J vea 2Jb) 3 4,I IA V (PA)w RID) C-8) (k44)j'(,0,715-);: 40 rz VB (h) &oi-rs STRESS EXPRESS I eto 7 Ø 4 24FV, w11•T:1 4. Lfoo #JD zo/ftb LoAi;N. : T: :.. ... 0A.1 yo i8o ? ..••• io,Z8°.J3..L.P;. ZtTL H4(2-Ø1.) .(-. ?'-t117T-1) CcFB/MD 1c'4bM/ C. - T///U /t Mi SLEV I Af 110 Ic V 3I IC !Lo /zb< i3I K .•.±.. 3I51 0-0 >17 400 Ala-ow-4494Zk ) / . • .•. .• wr WHITIr4G-TURNER Whiting-Turner Contracting Co 3911 Sorrento Valley Blvd. Suite 100 San Diego CA 92121 USA PROJECT MANAGEMENT Transmittal No 01294 PROJECT: ViaSat Bressi Ranch Campus DATE: 03/21/2018 To: COS Architects, Inc. dba Smith Consulting Architec RE: P2-022-Steel Stairs Shop Drawings 13280 Evening Creek or E #225 San Diego CA 92128 United States ATTN: Arati Rangaswamy . JOB: 016530 WE - ARE SENDINc Shop Drawings juj: / FOR* Approval TAKEN: ACTION - Approved as Submitted - Letter Your Use - Approved as Noted -. Prints . As Requested - Returned After Loan - Change Order Review and Comment - Resubmit - Plans - Submit - Samples YAr - Returned - Specifications .' I Attached I I Separate Cover Returned for Corrections - Other: Other: N Due Date: 04/04/2018 \/ Submittal: _______________________________________ j__ Other: Line Item Package Code Rev. QTY Date Description .' Status Submittal P2-022 051223-11 3 03/21/2018 Stair 1 Shop Drawings 03. Submitted 2 Submittal P2-022 051223-12 3 03/21/2018 Stair 2 Shop Drawings 03. Submitted JMEKT HAS BEEN REVIEWED FOR CONFORMANCE DESIGN CONCEPT AND GENERAl. COMPUANCE WITH RACT DOCUMENTS. THIS REVIEW IN NO WAY IThE SUBCONTRACTORISUPPLIER FROM REMARKS: MITrAL PKG NO.: P2.022.051223.02_Sleel SIMm Shop hcsrdI CC: wxmNG-ruRNER CONTRACTING COMPANY .ctwthal Said neAt, a! dinweelens In aance .4th Ihe Signed: Reviewed D No exceptions observed - D Make Corrections noted D Revise and resubmit Rejected Submit specified item(s) IPD macworth.,. deenm.nth It,iIed to 5eneml cooithnodon betoesi bed.,. Renew 01 the esidelty ereheedoiHmei,edeM. olsir .opsNne end Ma! be pertesired by epeddty enghmnm. The aenbootorle rnnpenethle for confining and enrelndng elqeonhitiee and thn,endon,. for inlonnolion Sat pertohns In the fobdsihon processes. far ..-and methode of oon,bndioe. and tero,dlnating nm,kef SI bedne. International Parking Design, Inc. NOTE: REVIEW ALL COMMENTS PROVIDED IN PREVIOUS STAIR SHOP DRAWING SUBMITTALS- THEY DO NOT SEEM TO HAVE BEEN ADDRESSED HERE. John Evans These documents have been reviewed for general conformance with the design concept of the project and general compliance with the information given in the contract documents. Responsibility for the design shown on these documents rests with the individual whose professional seal appears hereon. Reviewed by: NPS Date: 04/04/2018 CULP & TANNER, INC. RECEIVED MAR 302018 CITY OF CAR LSBAD BUILDING DIVISION 110fl6sJouriiaI bes:companiesa YVYVBest YVYPIäces VYt0Work'. V COMMERCIAL & INDUSTRIAL STRUCTURAL & MISCELLANEOUS STEEL ViaSat Bressi Ranch Parking Structure P-2 Cable Barrier Rail Differed Submittal Site Address: 2506 Town Garden Road, Carlsbad, CA Owner Contact: ViaSat 760-476-2200 Scope of Work: Furnish and InstaliNew Cable rail barrier system to new parking structure. This includes all bolt up of hardware and stressing of cable rail system. No Grading required All Construction Will Comply with all current codes: 2016 CA Building, Mechanical, Electrical, Plumbing, Energy, Green and Fire codes, and the City of Carlsbad Municipal Code. 4150 E. QUARTZ CIRCLE • MESA, ARIZONA 85215 . (480) 830-2253 AZ A-li #069-414 CA #505830 NV C-14 #31339 NM OS-24 #53050 ¼ 4..SAT..BiES/ RANch. 54NEk STRESS EXPRESS .. I A. LJALE ~A jf ~i oo # Ô7V 4J 29V0 oz p p 2376P (.o93)24 23Z4 -. (6 r- iO:3.!co /.e2.P - To74 IN EC-l4 &53 (2-940) - ) I - 3 4(%$ /W VEII/c.Lj ZNE 2-946 # L.oA1 'A,' E,ebi'i - /6.5" 2 /7 . Pro4J k4EQoI.W ils E ,4 2 6.0 o . • 'I • ,1A)( £-o,tL' civ / kOOcc.i1, j 4—l1 wHA1 000 #-io47.'/$ 27"vP 2 I_r?1i.7I( "a IS 4.7 ti LW) zE Ro (16.3 iç)' k -4 II TTk 14 ëI63K •c 24 Lo4.b __ • 27"i' Z4- . .. -* 777777777 .C/ECde ,rc /6b3/< 2I,o.p >/7,400 aot STRESS EXPRESS .k OZS PER Act 318 4PVZ1(. 1 .IN OFESsi0 : . TVAL LO,4b .17/f 00 Y17 CIVIL •/OA( • . .• _bAse Jur4 Q )C'$T. 1Zt375 .Co* B ... 7t:Esofrq. O4"co 318.W. — • - • . • X A tic.t2* (2-7-i8) c9f 0 • PEe.7 ñ*E&M4,'CJ( (7w. * .-o5-5IM/L.4,)• 11 . STRESS EXPRESS . . .. . E.bN -1.2-~...0 ~) . .. . MIN 12 O TO • . . ______ •P4 3iS-f29 • ................ V 995(soec= (4,375 . ... :.. ........................... =A - - 4 i.r6z)fi 62.)i3 I CZ ae 3.79 VIP Jôo i.cô WHEW e° €4'L Y4'CIL4#t 5JjE44... •ViE FVL.4- -31 .02 " 61~ 7/ 5 V8 I! j (34 2J) 3,) 13 (p RED) (-8) (')4)((407I5) = 4O rrZ V (k Irl. CIV STRESS EXRE$S DV 7,iv 26F a A - 2OO C.ø1 LOAD INCP . .. . .. . . .. .2 . .... f . 4iZ7f. . 0 ta4f T//RtL]tf,v. / 31 Oa# ..A..-•= J2.0k V,A 3i1K ... . . .I2_,o<' ..C6453) .. /Zb<i 3.L1.Kk.s.Eii7 .'6?..9t8 4 . :.. ..3IO.O.Q #> 1-7 4,o . . ow4L 1¼ 0t//7J*j ØFCP N • .. .. S I, —_, uS..-! I.;J b6d •:'-r - PEIRIMETERRUNS .•. . .-® I® .. • ..-®.- r-4 rw fl m x io )t LL ciiç.-(-® .( .. çL-• 4__INr eAc.*T — q7 7' 'A . . GENERAL NOTES CABLES ARE .3/87DIA ,1X7 •.GALVANIZED STRAND WITH A MIN114UM BREAKING STRENGTH OF 15,40011 • .• • - .ALL CABLES ARE TIGHTENE.0 TO A PRELOAD OF2.00# •.• 'CABLBS ARE ANCHORED .AT ENDSWITH POST TENSION ANCHORS ES#2Si5..OR EQUIVALENT ALL BRACKETS ARE HOT DIPPED GALVANIZED AFTER FABRICATION .5/80 WEDGE ANCHORS ARE TIGHTENED TOA -TORQUE OF 85 FTi/pi%i 7-Z-e5e#//7 --ALL CABLES ARE BACKSEATED TO A FORCE OF .14000 11 , -• - - LINE® Xi,oF t. ØE •: -.... PREV20I8-0088 2446 TOWN GARDEN H VIASAT: CABLE BARRIER RAIL SYSTEM ..8/?' GUARDRAILS DATE: - •: . AB CBC20I7-0198 s TM PREV2O D 'I STAIRS & 2132601000 3/30/2018 18-0088 V V 3I _BACA'EY —SLV floc/NTE& 41L.v'-1-_S Li.!, ......... -- ............. .... —— c4P :of PL4X •':ri1 _________ eONCE W .r •- 4 .41 (4) . tF- . .. . I ., a I4oA.: . . I . . t £&szML4p:sycA,r,4G7v4 .---.---- 0 .. • a .AWCiIOR5. _______ ..B&KKEZS. K. ICC . . - 1.. /i,'uA----Ta. I1EET. . •.. t - I '' -. . f ..• . _____ ccr I .: . •: •3.ow . — - — • - No I . 2.fl 0 .: D 5TRJi.T . - L 4.W45HR.S — — — 0.7 -.• &V2? 8cKer—S//1cLE SIDE LJWi- coi. 5 L1-Z . co 6LVL.3 L!r.A,oL5 Z,7, 13. . /7 LL1.T 'U 0 I o 0 0 •— R 8 coufrw1. #W7' RaP- IN. sL4!.v kL !1I .Pi7 . Nt'7 C.ABLE ,P.c/N SCAI (dALE. LE.ML &OM - .•;......... 'L'J .•L. /L. /6 • i,.., •j4.j-7 c . .5.. 1'. . 6_.2. 5- , 2. /6 5- _7 2-43 .5- 16 • . A LL.! 2. 7 1D A. L. 1-. I •. • --c-.:- - -- — — --- -- RAMP RUNS WI]. S Page 1of83 PAN GOL1NI* STRUCTURAL 1440 E Missouri Ave Suite C195 Phoenix, AZ 85014 p.602.888.0336 ww.parigotinstr.corn STRUCTURAL CALCULATIONS VIASAT STAIRS AND CANOPY CARLSBAD, CA 1/4/2018 ORIGINAL SUBMITTAL (R&R) 3-8-18 RESUBMITTED 17-098 SHOP DRAWING CALCULATIONS rn 3/08/201 IJCTkUj OF 9110& - cT PANGOLiN4. SIR U C T U R AL èJ Project Name Viasat Subject Loading at Parking Stairs: Page 2 Sheet No. Project No. - • Date Computed By TYPICAL DEAD LOAD (2.5° NWC PAN FILLED CONCRETE+STEEL) = 35PSF TYPICAL LIVE LOAD = 100 PSF CONCENTRATED POINT LOAD ON TREADS / LANDINGS = 300# HANDRAIL LOAD #1 =50 PLF HANDRAIL CONCENTRATED LOAD = 200# SEISMIC LOADING: B. SEISMIC SHORT PERIOD SPECTRAL ACCELERATION: Ss = 1.06 1-SECOND PERIOD SPECTRAL ACCELERATION: Si = 0.41 SOIL SITE CLASS: D SHORT PERIOD SPECTRAL COEFFICIENT: Sos = 0.76 1-SECOND PERIOD SPECTRAL COEFFICIENT: Soi = 0.43 RISK CATEGORY: II SEISMIC DESIGN CATEGORY: D IMPORTANCE FACTOR: I =1.00 - RESPONSE MODIFICATION COEFFICIENT: SPECIAL MOMENT FRAMES: R = 8 SEISMIC RESPONSE COEFFICIENT: Cs = 0.095 ANALYSIS PROCEDURE: MODAL RESPONSE SPECTRUM ANALYSIS Fp = 0.54 Wp egress stair using 1=1.5 Over Strength factor = 3 Omega FP = 1.6 Wp REVISIONS TO THIS CALCULATION SET ARE AS FOLLOWS: SEALED BY ENGINEER LICENSED IN STATE OF CALIFORNIA REMOVED CANOPY CALCULATIONS PER EOR REQUEST. ADDED HSS6X6 STAIR COLUMN ANALYSIS / DESIGN. ADDED NEW CONNECTION TO PT SLAB FROM COLUMNS FOR LATERAL STABILITY. ADDED COMMENTARY PER CONVERSAITON WITH EOR OF C&T THAT SLAB-ON-GRADE PEDESTRIAN BARRIERS DO NOT REQUIRE CALCULATIONS AS THESE ARE NOT LOADED AS GUARDRAILS OR HANDRAILS PER CODE. ADDED CLARITY ON RAILING SYSTEM DESIGN AND CONNECTIONS. 7. INCLUDED ADDITIONAL INFORMATION REGARDING SEISMIC DESIGN AND CONNECTIONS. • - Company JOB TITLE Viasat Stairs Page 3 Address City, state JOB NO. 17-095 SHEET NO. - Phone CALCULATED BY DATE CHECKED BY DATE Seismic Loads: ASCE 7- 10 Strength Level Forces Risk Category: II Importance Factor (1) 1.00 Site Class: D - Ss (0.2 sec) = 106.00 %g Si (1.0 sec)= 41.00%g Fa= 1.076 Sms= 1.141 SDs= 0.760 Design Category= D Fv = 1.590 Sm1 = 0.652 SDI 0.435 Design Category = D Seismic Design Category = D Number of Stories: 4 Structure Type: Moment-resisting frame systems of reinforced concrete Horizontal Struct lrregularities:No plan Irregularity Vertical Structural lrregularities:No vertical Irregularity Flexible Diaphragms: No Building System: Moment-resisting Frame Systems Seismic resisting system: Special reinforced concrete moment frames System Structural Height Limit: Height not limited Actual Structural Height (hn) =62.0 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTOR$ Response Modification Coefficient (R) = 8 - Over-Strength Factor (00) = 3 Deflection Amplification Factor (Cd): 5.5 S05 = 0.760 S01 = 0.435 p = redundancy coefficient Seismic Load Effect (E): p 05 +1- 0.25os D = p QE /- 0.152D QE = horizontal seismic forci Special Seismic Load Effect (Em): 0o 05 +1- O.2Sos 0 = 3.0 QE /- 0.1520 0 = dead loac PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis - Permittec Building period coef. ((i) = 0.016 Cu = 1.40 Approx fundamental period (Ta); CThn . 0.657 sec x= 0.90 Tmax = CuTa = 0.919 User. calculated fundamental period (T)= 0 sec Use T = 0.657 Long Period Transition Period (TL) = ASCE7 map = 6 Seismic response coef. (Cs): Sosl/R = 0.095 need not exceed Cs = Sd1 I /RT = 0.083 but not less than Cs = 0.0445d51 = 0.033 USE Cs = 0.083 Design Base Shear V 0.083W - Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story dr1ft = 0.020hsx where hsx is the story height below level x SHEET NO. DATE DATE Page 4 JOB TITLE Viasat Stairs JOB NO. 17-09S CALCULATED BY______ CHECKED BY______ Company Address City, State Phone Seismic Loads - cont. : StrengthLevel Forces Seismic Design Category (SDC)= D le= 1.00 CONNECTIONS Sds = 0.760 Force to connect smaller portions of structure to remainder of structure' Fp=0.133Sdsw= 0.101 w, - or Fp = 0.05w = 0.05 w . Use Fp = 0.10 w w = weight of smaller portion Beam, girder or truss connection for resisting horizontal force parallel to member Fp = no less than 0.05 times dead plus live load vertical reaction Anchorage of Structural Walls to elements providing lateral support Fp = not less than 0.2KaleWp Flexible diaphragm span Lf = Enter Lf to calculate Fp for flexible diaphragm Fp =0.4SdskaleWp = 0.304 Wp, but not less than 0.2Wp (rigid diaphragm) ka= I Fp = 0.304 Wp but. Fp shall not be less than 5 psf MEMBER DESIGN Bearing Walls and Shear Walls (out of plane force Fp = 0.4SdsleWw = 0.304 W., but not less than 0.10 ww Use Fp = 0.30 w Diaphragms Fp = (Sum Fi I Sum Wi)Wpx + Vpx = (Sum Fi / Sum Wi)Wpx + Vpx need not exceed 0.4 SdsleWpx + Vpx = 0.304 Wpx + Vpx but not less than 0.2 SdsleWpx + Vpx = 0.152 Wpx+ Vpx Architectural Component: Egress stairways not part of the building structure 0 Importance Factor(lp): 1.5 Component Amplification Factor (ar) = 1 h= 62.0 feet Comp Response Modification Factor (Rn) = 2.5 z= 62.0 feet z/h= 1.00 Fp = 0.4aSdslpWp(1+2z/h)/Rp = 0.547 Wp not greater than Fp = 1.6SdslpWp = 1.825 Wp but not less than Fp = 0.3SdslpWp = 0.342 Wp use Fp = 0.547 Wp MECH AND ELEC COMPONENTS SEISMIC COEFFICIENTS Seismic Design Category D & 1p=1.0, therefore see ASCE7 Section 13.1.4 for exceptions Mech or Electrical Cdmponent: error 0 Importance Factor (Ip): 1.0 Component Amplification Factor (an) = error Comp Response Modification Factor (RP) = error Fp = 0.4aSdslpWp(1+2z/h)/Rp = #VALUE! Wp not greater than Fp = 1.6SdslpWp = . 1.217 Wp but not less than Fp = 0.3SdslpWp = 0.228 Wp h= 62.0 feet Z= 50.0 feet . - zlh = 0.81 use Fp = #VALUE! Wp S p. PANG-OLINA . S I R U C I U R A L Page 6868 N 71h Avenue - Suite 203 Phoenix, AZ 85013 p.6028880336 www.pancolinstr.com STAIR CALCULATIONS R&)F-9- '.- Pana Project Job Ref. VIASAT Pangolin Structural LLC 6868 N. 7th Ave Section Tread and Landings Sheet no./rev. Calc. by Date Chkd by Date Appd by Date Suite 203 Phoenix, AZ 85013 TP 2/14/2018 ESIGN CHECK ON STAIR RISER AND TREADS FILLED WITH CONCRETE RISER LENGTH (FT) L = 4.5 RISER HEIGHT (IN) H = 9.5 TREAD WIDTH (IN) W=11 THICKNESS OF PLATE (IN) = 0.102 DESIGN LOAD (PLF) w135 DESIGN LOAD # P = 300 RISER MOMENT (K-IN) M = 135L*L/(8*1000)*12 = 4.101 TREAD MOMENT (k-IN) Mx = w*W/12*W/(8*1000) = 0.170 TREAD Sx REQUIRED Sx = MxJ(0.60*36) = 0.008 TREAD Sx PROVIDED Sx = W*t*t/6 = 0.019 RISER Sx REQUIRED Sxx = M40.66*36) = 0.173 RISER Sxx PROVIDED Sxx = t*H*H/6 = 1.534 D Point Live Load of 300# is supported by two inch concrete treads - good by inspection; Steel Good by Calculations Pane 7 Project Job Ref. VIASAT Section Sheet no./rev. Pangolin Structural LLC 6868 N. 7th Ave Tread and Landings . 2 Calc. by . Date Chkd by Date Appd by Date Suite 203 Phoenix, AZ 85013 TP .2/14/2018 LANDING PLATE DESIGN S -I LENGTH (FT) SPACING (IN) WIDTH (FT) THICKNESS OF PLATE (IN) DESIGN LOAD (PLF) MOMENT (K-IN) SxREQUIRED (in3) Sx PROVIDED (in3) Good by Calculations LENGTH (FT) SPACING (FT) WIDTH (FT) DESIGN LOAD (PSF) MOMENT (K-IN) Sx REQUIRED USE C 3 X 4.1 CHANNEL TYPICAL L = 4.67 S = 24 W = 9.25 t=1/8 w= 135 M = will 2*S*S/(1000)/12 = 0.540 Sx = M/(0.66*36) = 0.023 Sx = 12*t*t/6 = 0.031 L=4.67 S=2 W = 9.25 w= 135 M = w*S*L*L*12/(8*1000) = 8.833 Sx = MI(0.66*36) = 0.372 Sxx= 1.1 Pane A / Project - Job Ref. VIASAT Section Sheet no./rev. Pangolin Structural LLC Tread and Landings 3 6868 N. 7th Ave Calc. by Date Chkd by Date Appd by Date Suite 203 Phoenix, AZ 85013 TP 2/14/2018 RATIO Ratio = Sx/Sxx = 0.338 GOOD BY CALCULATIONS - CHECK ON LANDING GIRDER LENGTH (FT) L = 9.25 SPACING (FT) S = 4.67 DESIGN LOAD (PSF) w = 135 MOMENT (K-IN) M = w*S/2*L*L*12/(8*1000) = 40.457 Sx REQUIRED Sx = M/(0.66*36) = 1.703 USE MC8 X 8.5 TYPICAL Six = 5.82 RATIO Ratio = Sx/Sxx = 0.293 LANDING FRAMES ARE ACCEPTABLE - MC8 would work Cl [S P AN GO U.N IF IF— Sheet No. A OEM, Page 9 ST P U C T U R A L Project No. Project Name STAIR DESIGN Date. Subject Computed By CHANGED PLATE THICKNESS BASED ON CALCULATIONS STAIR 1 LAYOUT PLAN ) LOWER LEVEL-1 (TRUE RTh) (PLAN NORTH)) )REF:.31A4.1O Pane 10 Project Job Ref. . VIASAT Section . Headers and connections Sheet no./rev. Pangolin Structural LLC 6868 N. 7th Ave Calc. by Date ChlCd by Date App'd by Date Suite 203 Phoenix, AZ 85013 TP 2/14/2018, I STEEL STRINGER DESIGN STEEL BEAM ANALYSIS & DESIGN (AlSC360-10 In accordance with A1SC360 14th Edition published 2010 using the LRFD method Load Envelope -Combination I Tedds calculation version 3.0.12 2.222- 0.0- it I 14.75 I A 1 B kip-ft Bending Moment Envelope 0.0- III 17.1 1415 A 1 B Pjps 3.875]t -4.817 14 B ftt .75 A 1 - Support conditions Support A Vertically restrained Rotationally free Support B Vertically restrained Rotationally free Applied loading.• Beam loads Dead self weight of beam x 1 - Dead full UDL 0.075 kips/ft Roof live full UDL 0.21 kipslft - Live point load 1.1 kips at 126.00 in Dead point load 0.385 kips at 126.00 in Load combinations . Load combination 1 ' Support A Dead x 1.20 Pane 11 Project Job Ref. VIASAT Section Sheet no./rev. 6868 Pangolin Structural LLC Headers and connections 2 N.-7th Ave Calc. by Date Chk'd by Date Appd by Date Suite 203 Phoenix, AZ 85013 TP 2/14/2018 Live x 1.60 Roof live x 1.60 Snow 160 Span I Dead x 1.20 Live 1.60 Roof live x 1.60 Snow 1.60 Support B Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow 1.60 Analysis results Maximum moment Mmax = 17.1 kips_ft Mmin = 0 kips_ft Maximum moment span 1 segment 1 Msi_si_rnax = 11.3 kips_ft Msi_segi_min = 0 kips_ft Maximum moment span I segment 2 Ms1_seg2_max = 16.7 kips_ft Ms1_seg2_nie = 0 kips_ft Maximum moment span 1 segment 3 Ms1_seg3_max = 17.1 kips_ft Ms1_seg3_min = 0 kips_ft Maximum moment span 1 segment 4 Ms1_seg4_max = 14.8 kips_ft Ms1_seg4_min = 0 kips_ft Maximum shear Vmax = 3.9 kips Vmin = 4.8 kips Maximum shear span 1 segment 1 Vsi_segi_max = 3.9 kips Vsi_segi_min = 0 kips Maximum shear span I segment 2 Vs1_seg2_max = 2.3 kips Vs1_seg2_min = 0 kips Maximum shear span I segment 3 Vs1_seg3_max = 0.6 kips Vs1_se93_min = -3.2 kips Maximum shear span 1 segment 4 Vs1_se94_max = 0 kips Vs1_seg4_min = 4.8 kips Deflection segment 5 Bmax = 0.3 in &min = 0 in Maximum reaction at support A RA-IX = 3.9 kips RA-min = 3.9 kips Unfactored dead load reaction at support A RA-Dead = 0.7 kips Unfactored live load reaction at support A RA-Live = 0.3 kips Unfactored roof live load reaction at support A RA_Roof live = 1.5 kips Maximum reaction at support B RB_OX =4.8 kips RB_mm = 4.8 kips Unfactored dead lod reaction at support B RB_Dead = 0.9 kips Unfactored live load reaction at support B RB_Live = 0.8 kips Unfactored roof live load reaction at support B RB_Roof live = 1.5 kips Section details Section type ASTM steel designation Steel yield stress Steel tensile stress Modulus of elasticity MC 12x10.6 (AISC 14th Edn (v14.1)) A36 - F=36ksi Fu = 58 ksi E 29000 ksi Pne12 Project Job Ref. VIASAT Section Sheet no./rev. Pangolin Structural LLC Headers and connections 3 6868 N. 7th Ave . Calc. by Date Chkd by Date Appd by Date Suite 203 Phoenix; AZ 85013 TP 2/14/2018 Resistance factors Resistance factor for tensile yielding Resistance factor for tensile rupture Resistance factor for compression Resistance factor for flexure Resistance factor for shear Lateral bracing 4ty=O.90 41tr = 0.75 4. = 0.90 4th = 0.90 41v = 0.90 Span 1 has lateral bracing at supports plus quarter points Classification of sections for local buckling - Section B4.1 Classification of flanges in flexure -Table B4.1 b (case 10) Width to thickness ratio bf / ti = 4.85 Limiting ratio for compact section Xpe = 0.38 X 'I[E I Fy] = 10.79 Limiting ratio for non-compact section Xrff = 1.0 X /[E / Fy] = 28.38 Compact Classification of web in flexure - Table B4.1b (case 15) Width to thickness ratio (d - 2 x k) / tw = 55.26 Limiting ratio for compact section Xpwf = 3.76 X I[E I Fy] = 106.72 Limiting ratio for non-compact section Arwf .5.70 X J[E / F] = 161.78 Compact Section is compact in flexure Design of members for shear - Chapter Required shear strength Vr = max(abs(V), abs(Vmin)) = 4.817 kips Web area V A = d x t, = 2.28 in2 Web plate buckling coefficient k = 5 Web shear coefficient - eq G2-3 Cv = 1.000 Nominal shear strength . eq G2-1 V = 0.6 x Fy x Aw x C. = 49.248 Design shear strength Vc = 4v x Vn 44.323 kips PASS - Design shear strength exceeds required shear strength Design of members for flexure in the major axis at span I segment 3 - Chapter F Required flexural strength - - Mr = max(abs(Ms1_seg3_x), abs(Msl.se93_min)) = 17.118 kips—ft Pane 1 Project Job Ref. VIASAT Section Sheet no./rev. Pangolin Structural LLC Headers and connections 4 6868 N. 7th Ave CaIC. by Date Chk'd by Date Appd by Date Suite 203 Phoenix, AZ 85013 TP 2/14/2018 Yielding - Section F2.1 Nominal flexural strength for yielding - eq F2-1 Lateral-torsional buckling - Section F2.2 Unbraced length Limiting unbraced length for yielding - eq F2-5 Distance between flange centroids Mn1,id = M13 = Fy x Zx = 34.8 kips_ft Lb = Ls1_se93 = 44.25 in Lp = 1.76 x ry X 1[E / F] = 17.434 in ho=d-tt=11.691 in c=ho /2xJ(lyICw)= 1.051 rts = 4[4(l X Cw) / S] = 0.478 in Limiting unbraced length for inelastic LTB - eq 172-6 Lr = 1.95 x rts X E / (0.7 X Fy) X J[(J XC! (Sx X h0)) + J((J XC! (Sx X h0))2 + 6.76 X (0.7 X F I E)2)] = 57.851 in Cross-section mono-symmetry parameter Rm = 1.000 Moment at quarter point of segment MA = 17.055 kips_ft Moment at center-line of segment MB = 17.086 kips_ft Moment at three quarter point of segment Mc = 16.744 kips_ft Maximum moment in segment Mabs = 17.118 kips_ft Lateral torsional buckling modification factor - eq Fl-I Cb = 12.5 x Mabs / [2.5 X Mabs + 3 x MA + 4 x MB + 3 x Mc] = 1.007 Nominal flexural strength for lateral torsional buckling - eq F2-2 Mnith = CbX [M - (M - 0.7 x Fy X S) X (Lb - L) / (Lr - L)] = 24.724 kips_ft Nominal flexural strength Mn = min(Mld, Mnitb) = 24.724 kips_ft Design flexural strength Mc = 4b x Mn = 22.251 kipst PASS - Design flexural strength exceeds required flexural strength Design of members for verticaldéflection Consider deflection due to dead, live, roof live and snow loads Limiting deflection Sum = Lsi / 360 = 0.492 in Maximum deflection span 1 8 = max(abs(5n1a5), abs(8min)) = 0.279 in PASS - Maximum deflection does not exceed deflection limit Pana 14 Project Job Ref. VIASAT Section Sheet no/rev. Pangolin Structural LLC Headers and connections 5 6868 N. 7th Ave Calc. by Date Chkd by 1 Date 1 Appd by Date Suite 203 Phoenix, AZ 85013 TP 2/14/2018 STEEL HEADER BEAM. STEEL BEAM ANALYSIS & DESIGN (AlSC360-10) In accordance with A15C360 141h Edition published 2010 using the LRFD method Tedds calculation version 3.0.12 Load Envelope - Combination I 2.312 0.0-I Iti 9 B A kip ft Bending Moment Envelope 14.321 14.3 14.3 iii B A kips 4.5 Shear Force Envelope 4.464- -4.5 ti 9 A 1 B Support conditions Support A Support B Vertically restrained Rotationally free Vèrticallyrestrained Rotationally free Applied loading Beam loads Dead self weight of beam x 1 Dead full UDL 0.09 kips/ft We full UDL 0.225 kips/ft Dead point load 0.46 kips at 49.20 in Dead point load 0.46 kips at 58.80 in Live point load 1.1 kips at 49.20 in Live point load 1.1 kips at 58.80 in Support A Span 1 Support B Mmax = 14.3 kips_ft Msi_segi_max = 8.8 kips_ft Ms1_se92_max = 14.3 kips_ft M51_se93_max = 14.3 kips_ft Ms1seg4max = 8.8 kips_ft Vmax = 4.5 kips Vsi_segi_max = 4.5 kips Vs1_se92_max = 3.4 kips Vs1_se93_max = 0 kips Vs1_seg4_max = 0 kips 8max = 0.2 in RA-max = 4.5 kips RA-Dead = 0.9 kips RA-Live = 2.1 kips RB_max = 4.5 kips RB_Dead = 0.9 kips RB_Live = 2.1 kips Dead x 1.20 Live 1.60 Roof live x 1.60 Snow 1.60 Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow 1.60 Mmin = 0 kips-ft Msi_segi_min = 0 kips-ft Ms1_se92_nxn = 0 kips_ft Ms1_seg3_mln = 0 kips-ft Ms1_seg4_min = 0 kips-ft Vmin = 4.5 kips Vsi_segi_mm = 0 kips Vs1_seg2_min = 0 kips Vs1_seg3_min = -3.4 kips Vs1_se94_mln = 4.5 kips 3mm = 0 in RA_I1In = 4.5 kips RB_nile = 4.5 kips MC 8x8.5 (AISC 14th Edn (04.1)) A36 F=36ksi Fu = 58 ksi E = 29000 ksi & PanelS Project Job Ref. VIASAT -12 Section Structural LLC Sheet no./rev. Pangolin Headers and connections 6 6868 N. 71h Ave Calc. by Date ChICd by Date App'd by Date Suite 203. Phoenix, A285013 TP 2I14I20l8 Load combinations Load combination I Analysis results Maximum moment Maximum moment span I segment 1 Maximum moment span I segment 2 Maximum moment span I segment 3 Maximum moment span 1 segment 4 Maximum shear Maximum shear span I segment 1 Maximum shear span I segment 2 Maximum shear span I segment 3 Maximum shear span 1 segment 4 Deflection segment 5 Maximum reaction at support A Unfactored dead load reaction at support A Unfactored live load reaction at support A Maximum reaction ii support B Unfactored dead load reaction at support B Unfactored live load reaction at support B Section details Section type ASTM steel designation Steel yield stress Steel tensile stress Modulus of elasticity Project Job Ref. VIASAT Section Sheet no./rev. Pangolin Structural LLC 6868 N. 7th Ave Headers and connections 7 Calc. by Date Chkd by Date App'd by Date Suite 203 Phoenix, AZ 85013 TP 2/14/2018 Resistance factOrs Resistance factor for tensile yielding Resistance factor for tensile rupture Resistance factor for compression Resistance factor for flexure Resistance factor for shear Lateral bracing Effective length factor for major axis buckling Effective length factor for minor axis buckling Effective length factor for torsional buckling 4ny = 0.90 4t = 0.75 4c = 0.90 4b = 0.90 4v = 0.90 Span I has lateral bracing at supports plus quarter points Kx = 1.000 K=1.000 K= 1.000 Classification of sections for local buckling - Section B4.1 Classification of flanges in flexure -Table B4.1b (case 10) Width to thickness ratio br / ti = 6.01 Limiting ratio for compact section Art = 0.38 x J[E / F] = 10.79 Limiting ratio for non-compact section Aiit = 1.0 x J[E / F] = 28.38 Classification of web in flexure - Table B4.1 b (case 15) Width to thickness ratio (d - 2 x k) I tw = 35.61 Limiting ratio for compact section Xw = 3.76 x J[E / F] = 106.72 Limiting ratio for non-compact section Xw = 5.70 x J[E / F] = 161.78 Classification of flanges in uniform compression -Table B4.1a (case 1) Width to thickness ratio bf / (2 x tf) = 3.01 Limiting ratio for non-compact section Xdc = 056 x J[E / F] = 15.89 Classification of web in uniform compression - Table B4.1a (case 5) Width to thickness ratio (d - 2 x k) / t, = 3561 Limiting ratio for non-compact section Arwc = 1.49 x AE / F] = 42.29 Compact Compict Section is compact in flexure Nonslender Nonslender Section is nonslender in compressioh 17, Project . Job Ref. VIASAT Pangolin Structural LLC Section Sheet no./rev. 6868 N. 7th Ave Headers and connections 8 Calc. by Date Chk'd by Date Appd by Date Suite 203 Phoenix, AZ 85013 TP 2/14/2018 Design of members for shear - Chapter G Required shear strength Web area Web plate buckling coefficient Web shear coefficient - eq G2-3 Nominal shear strength - eq G2-1 Design shear strength Vr = max(abs(Vmax), abs(Vmin)) = 4.464 kips A=dxt=1.432in2 k = 5 Cv= 1.000' Vn 0.6'x Fy x A x Cv = 30.931 kips Vc=4vxVn=27.838kips PASS - Design shear strength exceeds required shear strength Design of members for flexure in the major axis at span I segment 2 - Chapter F Lateral translation coefficient Cm = 1.00 Design method coefficient - a = 1.00 Elastic critical buckling resistance Pax = 7e X E x Ix I(K X Lai )2 = 571.75 kips Second order moment magnification factor Bi, = max(1, Cm 1(1 - ax Pr / Pox)) = 1.007 Required flexural strength Mr = Bix x max(abs(Ms1_se92_max), abs(Msl_se92_min)) =14.422 kips_ft Yielding - Section F2.1 Nominal flexural strength for yielding - eq F2-1 Mny,d = Mp = Fy x Zx = 20.85 kips_ft Lateral-torsional buckling - Section F2.2 Unbraced length Lb = Ls1_se92 = 27 in Limiting unbraced length for yielding - eq F2-5 Lp = 1.76 x ry x J[E / F] = 24.976 in Distance between flange centroids h0 = d - tt = 7.689 in c= hol2x-./(Iy/Cw)= 1.06 rts = 4[4(l X Cw) I Sx] = 0624 in Limiting unbraced length for inelastic LTB - eq F2-6 Lr = 1.95 x rts x E / (0.7 x F) x x C I (Sx x h0)) + /((J xc! (S x ho))2 + 6.76 x (0.7 x F / E)2)] =88.984 in Cross-section mono-symmetry parameter Rm = 1.000' Moment at quarter point of segment MA = 10.663 kips_ft Moment at center-line of segment MB = 12.342 kips_ft Moment at three quarter point of segment Mc = 13.870 kips_ft Maximum moment in segment Mabs = 14.321 kips_ft Lateral torsional buckling modification factor - eq Fl-I Cb = 12.5 X Mabs / [2.5 X Mabs +. 3 x MA + 4 x MB + 3 x Mc] = 1.127 Nominal flexural strength for lateral torsional buckling - eq F2-2 Mnitb - = Cb x [M - (M - 0.7 x Fy x S) x (Lb - L) / (Lr - L)] = 23.201 kips_ft Nominal flexural strength Mn = min(MnId, Mnitb) = 20.850 kips_ft Design flexural strength , Mc = 4b x Mn = 18.765 kips_ft PASS - Design flexural strength exceeds required flexural strength Design of members for compression - Chapter E Required compressive strength Pr = 4 kips Flexural buckling for major axis - Section E3 Effective length factor K5 = 1.00 Elastic critical buckling stress - eq E34 Fex = it2 X E / (K5 x Lai I rx)2 = 228.271 ksi Column slenderness - Section E2 Kx x Lai / r5 = 35.41 <4.71 X I[E /F] Major axis column slenderness ratio does not exceed recommended limit of 200 Pan 1R Project Job Ref. AN - VIASAT Section Sheet no./rev; Pangolin Structural LLC 6868 N. 7th Ave Headers and connections 9 Calc. by Date . Chkd by Date App'd by Date Suite 203 Phoenix, AZ 85013 TP 2/14/2018 Flexural buckling stress - eq E32 Fczz = [0.658FyIFeX] X Fy = 337 ksi Nominal compressive strength for flexural buckling - eq E3-1 Pnx = Fcrx < A = 84.251 kips Flexural buckling for minor axis - Section E3 Effective length factor Ky = 1.00 Elastic critical buckling stress - eq E3-4 Fey = IL2 X E /(Ky x Ls1_2 / ry)2 = 98.155 ksi Column slenderness - Section E2 Ky X Ls1_se92 / ry = 54.00 <4.71 X J[E /F] Minor axis column slenderness ratio does not exceed recommended limit of 200 Flexural buckling stress - eq E3-2 Fcr, = [0.658Fyey] X Fy = 30.877 ksi Nominal compressive strength for flexural buckling - eq E3-1 Pnny = Fcry x A = 77.192 kips Torsional and flexural-torsional buckling - Section E4 Effective length factor Kz = 1.00 Poissons ratio v = 0.3 Shear modulus of elasticity of steel G = E / (2 x (1 + v)) = 11153.846 ksi Elastic critical buckling stress - eq E4-10 Fey = it2 X E / (Ky X Ls1_se92 / ry)2 = 98.155 ksi Torsional elastic buckling stress - eq E4-1 I Fez = [a2 X E X C. / (K X Ls1_se92)2 + C x J] / (A x r02) = 147.772 ksi Flexural-torsional elastic buckling stress - eq E4-5 Fet = (Fex + Fez)/(2 X H)x [1 -4(1 4 x Fe. x Fez x H /(Fex + Fez)2)] = 131.634 ksi Elastic critical buckling stress - Section E2 Fet = 131.634 ksi > 0.44 x Fy Flexural-torsional buckling stress - eq E32 Fca = [0.658FyFet] >C Fy = 32.106 ksi Nominal compressive strength for torsional and flexural-torsional buckling - eq E4-1 Pnz = Fcrz x A = 80.266 kips Nominal compressive strength Pn = min(Pth, Pnfby, Pnz) = 77.192 kips Design compressive strength Pc = 4c x Pn = 69.473 kips PASS - Design compressive strength exceeds required compressive strength Design of members for combined forces - Chapter H Combined flexure and axial force -eq Hi-lb Pr / (2 X Pc) + Mr I Mc = 0.797 < 1.0 PASS - Combined flexure and compression is within acceptable limit Design of members for vertical deflection Consider deflection due to dead, live, roof live and snow loads Limiting deflection Slim = Li I 360 = 0.3 in Maximum deflection span I S = max(abs(&a), abs(Smin)) = 0.19 in PASS - Maximum deflection does not exceed deflection limit D,rn IQ Project Job Ref. - VIASAT Section Sheet no/rev. Pangolin Structural LLC 6868 N. 7th Ave Headers and connections 10 Calc. by Date Chk'd by Date Appd by Date Suite 203 Phoenix, AZ 85013 TP . 2/14/2018 CONNECTIONS: STRINGER TO HEADERS. Stringer to Channel Weld Connection Requirement Reaction LRFD (k) R = 4.4 Fillet Weld Size (per sixteeth) t = 3 Weld Capacity per inch LRFD (k) P = tw*1.392 = 4.176 Length of Weld Required (in) L= RIP = 1.054 Seismic H (k) H = R*0.101*3 = 1.333 Total length of weld required Li = L + H/P = 1.373 Good by inspection Seismic Load H = 4.4k • 0.57 • 3 = 7.5 kips (Load is actually for DL+LL which is conservative). Length of additional weld required = 7.5/4.176 = 1.79 inches Use 3" 3/16" fillet weld typical =12+ kips good by inspection Page 20 P A.N G OLI.N Sheet No. STRUCTURAL ProjectNo. _______ Project Name stair column design check Date Subject Computed By IN so NG AN ACCEPTABLE t2)X14 L2IQXIA 1tL21QXI4 - LSQX'4 LSQX'A 7 GAP 1 GAP - %WNEEDTO RACE C40LLIMN AT RY 12* CONCOVER a THK LANDING PAN FLOOR LINE • zu E43 41 REF E31 M5 .IE-I1Il 1 ----------- : :.- : --- E39f * ST5NGERI IST-PJ -. ___________ Illil i •_ v g 512 ISTRINGER CMC11O.8 = = • rHR3 p" CIW) RAIL HR5 011 PIPEI-'4STD REF:.E31 HANDRAIL • 2 _ jEMBED 4 LE r1 / ii flW) SEDGID LEVEL I 2 p.114l5 GAP1 GAP GAP 112. 5.II2 42 7 4. 7.I1II (STAIR WIDTH) (STAIR WIDTH) 4.10 - • I I J A0 iBe nt tey Pangolin Structural, LLC - Page 21 Current Date: 2/8/2018 2:05 PM . Units system: English File name: P:\17-098 Viasat Stairs\02 Calculations\Resubmittal Calculations\Stair 1 column desin.etz to floors /8 design checks DL = 3 K LL=8.5K EOx = 1.2K(x) + 2.94K (y) EOz = 1.2K(z) + 1.61 K (y) P AN C 0 L I NN 41.144.001 Sheet No. Page 22 S T P U C T U P A L P!ojectNo. Project Name Date Subject Computed.By ThWDLEWL(ROOF PLAN 327.02 HSS column lateral connection to -'underside of PT slab SECOND LEVEL. RN 31629 BEYOND :WASlATLOR LEVEL I @ELHOW I WOE CONTINUOUS SEISMIC GAP BETWEEN PAINCING STRUCTURE AND RWAIL- cONETE WFLL SLAB (BY OIlERS) TO SLOPE TO CHEVNELDRN S. SEECNILAND PLUIIBINGORAWBIGS LEVEI.2 262.30 per structural - there is —__footingat this location to recieve column and base 1.53 plate enttey Pangolin Structural, LLC Page 23 Current Date: 2/8/2018 5:00 PM Units system: English File name: P:17-098 Viasat Stairs\02_Calculations\Resubmittal Calculations\Stair 1 column design.etz\ Loads Axial force Distributed user loads - Members DL35psfx 2.125=74p1f y-z I enfLE Pangolin Structural, LLC Page 24 Current Date: 2/8/2018 5:00 PM Units system: English File name: P:\17-098 Viasat Stairs\02_Calculations\Resubmjttal Calculations\Stair 1 column design.etz\ Load condition: LL=Live Load Loads Axial force Distributed user loads - Members LL = 100 psI 2.125 = 212 pIt entteypango jn Structural, LLC Page 25 n.w B Current Date: 2/8/2018 5:09 PM Units system: English - - File name: P:\17-098 Viasat Stairs\02_6alculations\Resubmittal Calculations\Stair 1 column design.etz\ Loads Axial force Concentrated - Nodes seismic load = Wp*1 .6 = 74p1f * 10/2 * 1.64 = 609# BentLeY Pangolun Structural, LLC Page 26 Current Date: 2/8/2018 5:10 PM Units system: English File name: P:\17-098 Viasat Stairs\02_Calculations\Resubmittal Calculations\Stair 1 column design.etz Load condition: EQ2=Seismic Z Loads Axial force Concentrated - Nodes seismic load = Wp*1 .6 = 74p11 * 10/2 * 1.64 = 609# 6rp] Page 27 13 F-46entkey-Pangolin Structural, LLC Current Date: 2/8/2018 2:06 PM Units system: English File name: P:17-098 Viasat Stairs102_Calculations\Resubmittal Calculations\Stair 1 column design.etz\ Geometry data: GLOSSARY - Cb22, Cb33 : Moment gradient coefficients Cm22, Cm33 : Coefficients applied to bending term in interaction formula dO : Tapered member section depth at J end of member DA : Rigid end offset distance measured from J node in axis X DJY : Rigid end offset distance measured from J node in axis Y DJZ Rigid end offset distance measured from J node in axis Z DKX : Rigid end offset distance measured from K node in axis X DKY : Rigid end offset distance measured from K node in axis Y DKZ : Rigid end offset distance measured from K node in axis Z dL : Tapered member section depth at K end of member lg factor : Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members K22 : Effective length factor about axis 2 K33 : Effective length factor about axis 3 L22 : Member length for calculation of axial capacity L33 : Member length for calculation of axial capacity LB P05 : Lateral unbraced length of the compression flange in the positive side of local axis 2 LB neg : Lateral unbraced length of the compression flange in the negative side of local axis 2 RX : Rotation about X RY : Rotation about Y RZ Rotation about Z TO : I = Tension only member 0 = Normal member TX Translation in X TV : Translation in V TZ Translation in Z Nodes Node X V Z Rigid Floor Efti IN [ft] 1 0.00 11.33 0.00 0 2 9.50 0.00 0.00 0 3 0.00 5.66 14.00 0 4 9.50 5.66 14.00 0 5 0.00 5.66 10.00 0 6 9.50 5.66 10.00 0 7 4.25 11.33 0.00 0 8 5.25 0.00 0.00 Q 9 4.25 5.66 10.00 0 10 5.25 5.66 10.00 0 11 0.00 0.00 14.00 0 12 9.50 0.00 14.00 0 13 0.00 22.66 0.00 0 14 . 0.00 33.99 0.00 0 15 0.00 45.32 0.00 0 16 9.50 11.33 0.00 0 17 9.50 22.66 0.00 0 18 9.50 33.99 0.00 0 19 0.00 16.99 14.00 0 20 0.00 28.32 14.00 .- 0 21 0.00 39.65 14.00 0 22 9.50 16.99 14.00 0 Pagel Page 28 23 9.50 28.32 14.00 0 24 9.50 39.65 14.00 0 25 0.00 16.99 10.00 0 26 0.00 28.32 10.00 0 27 0.00 39.65 10.00 0 28 9.50 16.99 10.00 0 29 9.50 28.32 10.00 0 30 9.50 . 39.65 10.00 0 31 4.25 22.66 0.00 0 32 4.25 33.99 0.00 0 33 4.25 45.32 0.00 - 0 34 5.25 11.33 0.00 0 35 5.25 22.66 0.00 0 36 5.25 33.99 0.00 0 37 4.25 16.99 10.00 0 38 4.25 28.32 10.00 0 39 4.25 39.65 10.00 0 40 5.25 16.99 10.00 0 41 5.25 28.32 10.00 0 42 5.25 39.65 10.00 0 43 0.00 11.33 14.00 0 44 9.50 11.33 14.00 0 45 0.00 22.66 14.00 0 46 9.50 22.66 14.00 0 47 0.00 33.99 14.00 0 48 9.50 33.99 14.00 0 Restraints Node .Tx TV TZ RX RY RZ 1 1 1 1 0 0 0 2 1 1 1 0 0 0 7 1 1 1 0 0 0 8 1 1 1 0 0 0 11 1 1 1 0 0 0 12 1 1 1 0 0 0 13 1 1 1 0 0 0 14 1 1 1 0 0 0 15 1 1 1 0 0 0 16 1 1 1 0 0 0 17 1 1 1 0 0 0 18 1 1 1 0 0 0 31 1 1 1 0 0 0 32 1 1 1 0 0 0 33 1 1 1 0 0 0 34 1 1 1 0 0 0 35 1 1 1 0 0 0 36 1 1 1 0 0 0 44 1 0 - 1 0 0 0 46 1 0 1 0 0 0 48 1 0 1 0 0 0 Page2 Page 29 Members Member NJ NK Description Section Material dO dL Ig factor [in] [in] 1 2 6 stringer 1 MC 12X10.6 A36 0.00 0.00 0.00 2 6 4 stringer I MC 12X10.6 A36 0.00 0.00 0.00 3 8 10 stringer mt MC 12X10.6 A36 0.00 0.00 0.00 4 5 9 header MC 8X18.7 A36 0.00 0.00 0.00 5 9 10 header MC 8X18.7 A36 0.00 0.00 0.00 6 10 6 header MC 8X18.7 A36 0.00 0.00 0.00 7 4 3 end landing MC 12X10.6 A36 0.00 0.00 0.00 8 3 5 stringer 1 MC 12X10.6 A36 0.00 0.00 0.00 9 5 1 stringer I MC 12X10.6 A36 0.00 0.00 0.00 10 9 7 stringer mt MC 12X10.6 A36 0.00 0.00 0.00 11 . 3 11 hss column HSS_SQR 6X6X3_8 A500 GrB rectangular 0.00 0.00 0.00 12 4 12 hss column HSS_SQR 6X6X3_8 A500 GrB rectangular 0.00 0.00 0.00 13 16 28 stringer I MC 12X10.6 A36 0.00 0.00 0.00 14 28 22 stringer I MC 12X10.6 A36 0.00 0.00 0.00 15 34 40 stringer mt MC 12X10.6 A36 0.00 0.00 0.00 16 25 37 header MC 8X18.7 A36 0.00 0.00 0.00 17 37 40 header MC 8X18.7 A36 0.00 0.00 0.00 18 40 28 header MC 8X18.7 A36 0.00 0.00 0.00 19 22 19 end landing MC 12X10.6 A36 0.00 0.00 0.00 20 19 25 stringer 1 MC 12X10.6 A36 0.00 0.00 0.00 21 25 13 stringer I MC 12X10.6 A36 0.00 0.00 0.00 22 37 31 stringer mt MC 12X10.6 A36 0.00 0.00 0.00 23 19 43 hss column HSS_SQR 6X6X3_8 A500 GrB rectangular 0.00 0.00 0.00 24 22 44 hss column HSS_SQR 6X6X3_8 A500 GrB rectangular 0.00 0.00 0.00 25 17 29 stringer I MC 12X10.6 A36 0.00 0.00 0.00 26 29 23 stringer I MC 12X10.6 A36 0.00 0.00 0.00 27 35 41 stringer mt MC 12X10.6 A36 0.00 0.00 0.00 28 26 38 header MC 8X18.7 A36 0.00 0.00 0.00 29 38 41 header MC 8X18.7 A36 0.00 0.00 0.00 30 41 29 header MC 8X18.7 A36 0.00 0.00 0.00 31 23 20 end landing MC 12X10.6 A36 0.00 0.00 0.00 32 20 26 stringer 1 MC 12X10.6 A36 0.00 0.00 0.00 33 26 14 stringer 1 . MC 12X10.6 A36 0.00 0.00 0.00 34 38 32 stringer mt MC 12X10.6 A36 0.00 0.00 0.00 35 20 45 hss column HSS_SQR 6X6X3_8 A500 GrB rectangular 0.00 0.00. 0.00 36 23 46 hss column HSS_SQR 6X6X3_8 A500 GrB rectangular 0.00 0.00 0.00 37 18 30 stringer 1 MC 12X10.6 A36 0.00 0.00 0.00 38 30 24 stringer I MC 12X10.6 A36 0.00 0.00 0.00 39 36 42 stringer mt MC 12X10.6 A36 0.00 0.00 0.00 40 27 39 header MC 8X18.7 A36 0.00 0.00 0.00 41 39 42 header MC 8X18.7 A36 0.00 0.00 0.00 42 42 30 header MC 8X18.7 A36 0.00 0.00 0.00 - 43 24 21 end landing MC 12X10.6 A36 0.00 0.00 0.00 44 21 27 stringer 1 MC 12X10.6 A36 0.00 0.00 0.00 45 27 15 stringer I MC 12X10.6 A36 0.00 0.00 0.00 46 39 33 stringer mt MC 12X10.6 A36 0.00 0.00 0.00 47 21 47 hss column HSS_SQR 6X6X3_8 A500 GrB rectangular 0.00 0.00 0.00 48 24 48 hss column HSS_SQR 6X6X3_8 A500 GrB rectangular 0.00 0.00 0.00 49 3 43 hss column HSS_SQR 6X6X3_8 A500 GrB rectangular 0.00 0.00 0.00 50 4 44 hss column HSS_SQR 6X6X3_8 A500 GrB rectangular 0.00 0.00 0.00 51 22 46 hss column HSS_SQR 6X6X3_8 A500 GrB rectangular 0.00 0.00 0.00 52 19 45 hss column HSS_SQR 6X6X3_8 A500 GrB rectangular 0.00 0.00 ' 0.00 53 23 48 hss column . HSS_SQR 6X6X3_8 A500 GrB rectangular 0.00 0.00 0.00 54 •. 20 47 hss column HSS_SQR 6X6X3_8 A500 GrB rectangular 0.00 000 0.00 55 21 39 .. DIAPHRAGM MC 3x7.1 A36 0.00 0.00 . 0.00 56 42 24 DIAPHRAGM MC 3x7.1 A36 0.00 0.00 0.00 57 20 38 DIAPHRAGM MC 3x7.I A36 0.00 0.00 0.00 58 41 23 DIAPHRAGM MC 3x7.1 A36 0.00 0.00 0.00 59 19 37 DIAPHRAGM MC 3x7.1 A36 0.00 0.00 0.00 60 40 22 DIAPHRAGM MC 3x7.1 A36 0.00 0.00 0.00 Page3 Page 30 61 10 4 DIAPHRAGM MC 3x7.1 A36 0.00 0.00 0.00 62 3 9 DIAPHRAGM MC 30.1 A36. 0.00 0.00 0.00 Orientation of local axes Member Rotation Axes23 NX NY NZ [Deg] 7 180.00 0 0.00 . - 0.00 0.00 19 180.00 0 000 0.00 0.00 31 180.00 0 0.00 0.00 0.00 43 180.00 0 0.00 0.00 0.00 Hinges Node-J Node-K Member M33 M22 V3 V2 M33 M22 V3 V2 TOR AXL Axial rigidity 55 1 1 0 0 1 1 0 0 0 0 Full 56 1 1 0 0 1 1 0 0 0 0 Full 57 1 -1 0 0 1 1 0 0 0 0 Full 58 1 1 0 0 1 1 0 0 0 0 Full 59 1 1 0 0 1 1 0 0 0 0 Full 60 1 1 0 0 1 .1 0 0 0 0 Full 61 1 1 0 0 1 1 0 0 0 0 Full 62 1 1 0 0 1 1 0 0 0 0 Full' Page4 these control designs of members and reactions No DL No LL No EQ No EQ Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes DL Dead Load LL Live Load E01 Seismic X EQ2 eismiç ZZIIII DL+0.7EQi_.. D5 DL+0.7EQ2 \ EIII 5LL+0.52 D7 M0.52521 5L0.525EQ2 D8 D9 DL+0.525EQ2 DIO 0.6DL+0.7EQ1 011 0.6DL+0.7EQ2 +Ii D3 DL+0.75LL Page 31 n.-I sentteylPangolin Structural, LLC Current Date: 2/8/2018 2:07 PM Units system: English File name: P:\17-098 Viasat Stairs\02_CalculationsResubmittal Calculations\Stair I column design.etz\ Load data: GLOSSARY Comb : Indicates if load condition is a load combination Load Conditions Condition Description . Comb. Category point loads include 3 x 0.57 WP to Load on nodes - "get reactions for seismic. --- Condition Node FXZ FY FZ MX . MY MZ [Kip]ipi [Kip] [Kipft] [Kipft] .. [Kipft] EQI - 1 0.609 0.00 0.00 0.00 0.00 0.00 2 0.609 0.00 0.00 0.00 . 0.00 0.00 3 0.58 0.00 0.00 0.00 0.00 0.00 4 0.58 0.00 0.00 0.00 0.00 0.00 5 0.90 0.00 0.00 0.00 0.00 0.00 6 0.90 0.00 0.00 0.00 0.00 0.00 7 0.609 0.00 0.00 0.00 0.00 0.00 8 0.609 0.00 0.00 0.00 0.00 0.00 9 0.90 0.00 0.00 0.00 0.00 0.00 10 0.90 0.00 0.00 0.00 0.00 0.00 13 0.609 0.00 0.00 0.00 0.00 0.00 14 0.609 0.00 0.00 0.00 0.00 0.00 15 0.609 0.00 0.00 0.00 0.00 0.00 16 0.609 0.00 0.00 0.00 0.00 0.00 17 0.609 0.00 0.00 0.00 0.00 0.00 18 0.609 0.00 0.00. 0.00 0.00 0.00 19 0.58 0.00 0.00 0.00 0.00 0.00 20 0.58 0.00 0.00 0.00 0.00 0.00 21 0.58 0.00 0.00 0.00 0.00 0.00 22 0.58 0.00 0.00 0.00 0.00 0.00 23 0.58 0.00 0.00 0.00 0.00 0.00 Pagel Page 32 24 0.58 0.00 0.00 0.00 0.00 . 0.00 25 0.90 0.00 0.00 0.00 0.00 0.00 26 0.90 0.00 0.00 0.00 0.00 0.00 27 0.90 0.00 0.00 0.00 0.00 0.00 28 0.90 0.00 0.00 0.00 0.00 0.00 29 0.90 0.00 0.00 0.00 0.00 0.00 30 0.90 0.00 0.00 0.00 0.00 0.00 31 0.609 0.00 0.00 0.00 0.00 0.00 32 0.609 0.00 0.00 0.00 0.00 0.00 33 0.609, 0.00 0.00 0.00 0.00 0.00 34 0.609 0.00 0.00 0.00 0.00 . 0.00 35 0.609 0.00 0.00 0.00 0.00 0.00 36 0.609 0.00 0.00 0.00 0.00 0.00 37 0.90 0.00 0.00 0.00 0.00 0.00 38 0.90 0.00 0.00 0.00 0.00 0.00 39 0.90 0.00 0.00 0.00 0.00 0.00 40 . 0.90 0.00 0.00 0.00 0.00 0.00 41 0.90 0.00 0.00 0.00 0.00 0.00 42 0.90 0.00 0.00 0.00 0.00 0.00 E02 1 0.00 0.00 -0.60 0.00 0.00 . 0.00 2 0.00 0.00 -0.60 0.00 0.00 0.00 3 0.00 0.00 -0.58 . 0.00 0.00 0.00 4 0.00 0.00 -0.58 0.00 . 0.00 0.00 5 0.00 0.00 -0.90 0.00 0.00 0.00 6 0.00 0.00 -0.90 0.00 0.00. 0.00 7 0.00 0.00 -0.60 0.00 0.00 0.00 8 0.00 0.00 -0.60 0.00 0.00 0.00 9 0.00 0.00 -0.90 0.00 0.00 0.00 10 0.00 0.00 -0.90 0.00 0.00 0.00 13 0.00 0.00 -0.60 0.00 0.00 0.00 14 0.00 0.00 -0.60 0.00 0.00 0.00 15 0.00 0.00 -0.60 0.00 0.00 0.00 16 0.00 0.00 -0.60 0.00 0.00 0.00 17 0.00 0.00 -0.60 0.00 0.00 - 0.00 18 0.00 0.00 -0.60 0.00 0.00 0.00 19 0.00 0.00 -0.58 0.00 0.00 0.00 20 0.00 0.00 -0.58 0.00 0.00 0.00 21 0.00 0.00 -0.58 0.00 0.00 0.00 22 0.00 0.00 -0.58 0.00 0.00 0.00 23 0.00 0.00 -0.58 0.00 0.00 0.00 24 0.00 0.00 -0.58 0.00 0.00 0.00 25 0.00 0.00 -0.90 0.00 0.00 0.00 26 0.00 0.00 -0.90 0.00 0.00 0.00 27 0.00 0.00 -0.90 0.00 0.00 0.00 - 28 0.00 0.00 -0.90 0.00 0.00 0.00 29 0.00 0.00 -0.90 0.00 0.00 0.00 30 0.00 0.00 -0.90 0.00 0.00 0.00 31 0.00 0.00 -0.60 0.00 0.00 0.00 32 0.00 0.00 -0.60 0.00 - 0.00 0.00 33 0.00 0.00 -0.60 0.00 0.00 0.00 34 0.00 0.00 -0.60 0.00 0.00 0.00 35 0.00 0.00 -0.60 0.00 0.00 0.00 36 0.00 0.00 -0.60 0.00 0.00 0.00 37 0.00 0.00 -0.90 0.00 . 0.00 . 0.00 38 0.00 0.00 -0.90 0.00 0.00 0.00 39 0.00 0.00- -0.90 0.00 0.00 0.00 40 0.00 0.00 -0.90 0.00. 0.90 0.00 41 0.00 0.00 -0.90 0.00 0.00 0.00 42 0.00 0.00 -0.90 0.00 0.00 0.00 Page2 3 4 5 6 7 9 10 13 15 16 17 18 19 21 22 25 27 28 29 30 31 33 34 37 39 40 41 42 43 45 46 3 4 5 6 7 9 10 13 15 16 17 18 19 21 22 25 27 28 29 Y V V V Y V V Y Y Y Y V Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y V V V V Y Y Y Y V V Y Y Y V V Y V Y Vail [Kip/ft] -0.074 -0.074 -0.074 -0.074 -0.074 -0.074 -0.074 -0.074 -0.074 -0.074 -0.074 -0.074 -0.074 -0.074 -0.074 -0.074 -0.074 -0.074 -0.074 -0.074 -0.074 -0.074 -0.074 -0.074 -0.074 -0.074 -0.074 -0.074 -0.074 -0.074 -0.074 -0.074 -0.212 -0.212 -0.212 -0.212 -0.212 -0.212 -0.212 -0.212 -0.212 -0.212 -0.212 -0.212 -0.212 -0.212 -0.212 -0.212 -0.212 -0.212 -0.212 -0.212 Condition Member Din DL LL Page 33 VaI2 Disti % Dist2 %. [Kip/11) [ft] [ft] -0.074 0.00 Yes 100.00 Yes -0.074 0.00 Yes 100.00 Yes -0.074 0.00 Yes 100.00 Yes -0.074 0.00 Yes 100.00 Yes -0.074 0.00 Yes 100.00 Yes -0.074 0.00 Yes 100.00 Yes -0.074 0.00 yes 100.00 Yes -0.074 0.00 Yes 100.00 Yes -0.074 0.00 Yes 100.00 Yes -0.074 0.00 Yes 100.00 Yes -0.074 0.00 Yes 100.00 Yes -0.074 0.00 Yes 100.00 Yes -0.074 0.00 Yes 100.00 Yes -0.074 0.00 Yes 100.00 Yes -0.074 0.00 Yes 100.00 Yes -0.074 0.00 Yes 100.00 Yes -0.074 0.00 Yes 100.00 Yes -0.074 0.00 Yes 100.00 Yes -0.074 0.00 Yes 100.00 Yes -0.074 0.00 Yes 100.00 Yes -0.074 0.00 Yes 100.00 Yes -0.074 0.00 Yes 100.00 Yes -0.074 0.00 Yes 100.00 Yes -0.074 0.00 Yes 100.00 Yes -0.074 0.00 Yes 100.00 Yes -0.074 0.00 Yes 100.00 Yes -0.074 0.00 Yes 100.00 Yes -0.074 0.00 Yes 100.00 Yes -0.074 0.00 Yes 100.00 Yes -0.074 0.00 Yes 100.00 Yes -0.074 0.00 Yes 100.00 Yes -0.074 0.00 Yes 100.00 Yes -0.212 0.00 Yes 100.00 Yes -0.212 0.00 Yes 100.00 Yes -0.212 0.00 Yes 100.00 Yes -0.212 000 Yes 100.00 Yes -0.212 0.00 Yes 100.00 Yes -0.212 0.00 Yes 100.00 Yes -0.212 0.00 Yes 100.00 Yes -0.212 0.00 Yes 100.00 Yes -0.212 0.00 Yes 100.00 Yes -0.212 0.00 Yes 100.00 Yes -0.212 0.00 Yes 100.00 Yes -0.212 0.00 Yes 100.00 Yes -0.212 0.00 Yes 100.00 Yes -0.212 0.00 Yes 100.00 Yes -0.212 0.00 Yes 10000 Yes -0.212 0.00 Yes 100.00 Yes -0.212 0.00 Yes 100.00 Yes -0.212 0.00 Yes 100.00 Yes -0.212 0.00 Yes 100.00 Yes -0.212 0.00 Yes 100.00 Yes Page3 Distributed force on members v111fl11111Y2 d1 Page 34 30 V -0.212 -0.212 31 V -0.212 -0.212 33 Y -0.212 -0.212 34 .Y -0.212 -0.212 37 Y -0.212 -0.212 39 V -0.212 -0.212 40 V -0.212 -0.212 41 V -0.212 -0.212 42 V -0.212 -0.212 43 V -0.212 -0.212 45 V - -0.212 -0.212 46 V -0.212 -0.212 Self weight multipliers for load conditions 0.00 Yes 100.00 Yes 0.00 Yes 100.00 Yes 0.00 Yes 100.00 Yes 0.00 Yes 100.00 Yes 0.00 Yes 100.00 Yes 0.00 Yes 100.00 Yes 0.00 Yes 100.00 Yes 0.00 Yes 100.00 Yes 0.00 Yes 100.00 Yes 0.00 Yes 160.00 Yes 0.00 Yes 100.00 Yes 0.00 Yes 10000 Yes Self weight multiolier Condition Description Comb. MultX MultY MultZ DL Dead Load --------------- No 0.00 0.00 0.00 LL Live Load No 0.00 0.00 0.00 EQ1 Seismic No 0.00 0.00 0.00 EQ2 Seismic Z No 0.00 0.00 0.00 D4 DL+0.7EQ1 Yes 0.00 0.00 0.00 D5 DL+0.7EQ2 Yes 0.00 0.00 0.00 D6 DL+0.75LL+0.525E01 Yes 0.00 0.00 0.00 D7 DL+0.75LL+0.525EQ2 Yes 0.00 0.00 0.00 D8 DL+0.525E01 Yes 0.00 0.00 0.00 D9 DL+0.525EQ2 Yes 0.00 0.00 0.00 D10 0.6DL+0.7EQI Yes 0.00 0.00 0.00 Dli 0.6DL+0.7EQ2 Yes 0.00 0.00 0.00 01 - DL Yes 0.00 0.00 0.00 D2 DL+LL Yes 0.00 0.00 0.00 D3 DL+0.75LL Yes 0.00 0.00 0.00 Earthquake (Dynamic analysis only) Condition alg Ang. Damp. [Deg] [%] DL 0.00 0.00 0.00 LL 0.00 0.00 0.00 EQ1 0.00 0.00 0.00 EQ2 0.00 . 0.00 0.00 D4 0.00 0.00 0.00 D5 0.00 0.00 0.00 06 0.00 0.00 0.00 D7 . 0.00 0.00 0.00 D8 0.00 0.00 0.00 D9 0.00 0.00 0.00 DIO 0.00 0.00 0.00 Dli 0.00 0.00 0.00 Dl 0.00 0.00 0.00 02 0.00 0.00 0.00 Page4 Page 36 - njBentley Pangolin Structural, LLC Current Date: 2/8/2018 2:08 PM Units system: English File name: P:\17-098 Viasat Stairs\02_CalculationsResubmittal CàlculationsStair 1 column design.etz\ Analysis result Translations Translations Fin Rotations lRadi Node TX TV TZ RX RY RZ Condition D4=DL+0.7EQI 1 .00 00 - 0000 0.00000 0.00067 0.00054 0.00066 0 .00000 0.00000 0.00063 0.00056 -0.00065 3 0.06273 -0.00086 -0.01532 -0.00032 -0.00031 -0.00040 4 0.06170 -0.00147 0.01407 -0.00026 -0.00035 0.00031 5 0.07608 -0.02338 -0.01489 -0.00043 -0.00010 0.00030 6 0.07606 -0.02149 0.01368 -0.00040 -0.00010 -0.00028 7 0.00000 0.00000 0.00000 0.00040 0.00073 0.00077 8 0.00000 0.00000 0.00000 0.00040 0.00076 -0.0007-3 9 0.07588 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-0.00011 0.00039 28 .. 0.05248 . -0.01962 0.01222 -0.00033 -0.00010 -0.00025 29 0.04250 10.02065 0.01270 -0.00032 -0.00011 -0.00027 30 0.17550 -0.02230 0.01467 -0.00034 -0.00008 -0.00029 31 0.00000 000000 0.00000 0.00040 0.00049 0.00061 32 0.00000 0.00000 0.00000 0.00040 0.00041 0.00055 33 0.00000 0.00000 0.00000 0.00042 0.00164 0.00139 34 0.00000 0.00000 0.00000 0.00039 0.00054 -0.00057 35 0.00000 0.00000 0.00000 0.00039 0.00043 -0.00053 36 0.00000 0.00000 0.00000 - 0.00040 0.00173 -0.00129 37 0.05231 -0.01047 -0.00367 -0.00024 -0.00043 0.00009 38 0.04233 -0.01039 -0.00359 -0.00024 -0.00042 0.00007 39 0.17534 -0.01270 -0.00482 -0.00022 -0.00056 0.00015 40 0.05228 -0.01003 0.00184 -0.00025 -0.00042 -000003 41 0.04230 -0.01016 0.00195 -0.00025 -0.00043 . -0.00004 42 0.17530 -0.01175 0.00244 -0.00024 -0.00055 0.00000 43 0.06112 -0.00145 -0.01672 0.00013 -0.00031 0.00030 44 0.00000 -0.00264 0.00000 0.00009 -0.00035 0.00018 45 0.02417 -0.00226 -0.01454 0.00010 -0.00031 0.00018 46 0.00000 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0.00000 0.00000 0.00153 0.00022 0.00011 17 0.00000 0.00000 0.00000 0.00153 0.00012 0.00014 18 0.00000 0.00000 0.00000 0.00163 0.00104 -0.00043 19 0.02986 -0.00705 -0.03277 -0.00051 -0.00071 0.00000 20 0.0267 -0.00958 -0.03201 -0.00046 -0.00072 -0.00048 21 0.11664 -0.01059 -0.04283 -0.00102 -0.00074 -0.00030 22 0.02924 -0.00784 0.02599 -0.00042 -0.00075 0.00010 23 0.02045 -0.01128 0.02652 -0.00040 -0.00076 0.00033 24 0.11673 -0.01337 0.03195 -0.00029 -0.00078 -0.00092 25 0.04451 -0.05587 -0.03265 -0.00106 0.00064 0.00028 26 0.03586 -0.05526 -0.03197 -0.00100 0.00066 0.00027 27 0.13721 -0.07323 -0.04266 -0.00118 0.00060 0.00056 28 0.04445 -0.04727 0.02626 -0.00089 0.00070 -0.00016 29 0.03580 -0.04882 0.02687 -0.00085 0.00070 -0.00019 30 0.13713 -0.05320. 0.03169 -0.00093 0.00073 -0.00025 31 0.00000 0.00000 0.00000 0.00133 0.00063 0.00185 32 0.00000 0.00000 0.00000 0.00133 0.00056 0.00179 33 0.00000 0.00000 0.00000 0.00138 0.00146 0.00264 34 0.00000 0.00000 0.00000 0.00131 0.00075 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-0.03592 -0.00128 0.00116 0.00014 6 0.00924 -0.05701 0.03098 -0.00117 0.00123 -0.00003 7 0.00000 0.00000 0.00000 0.00167 0.00045 0.00227 8 0.00000 0.00000 0.00000 0.00165 . 0.00056 -0.00216 9 0.00928 -0.05578 -0.02380 -0.00079 -0.00332 0.00013 Page2 Page 38 10 0.00924 -0.05476 0.02143 -0.00081 -0.00331 0.00003 11 0.00000 0.00000 0.00000 -0.00038 -0.00077 0.00011 12 0.00000 0.00000 0.00000 0.00098 -0.00078 -0.00009 13 0.00000 0.00000 0.00000 .. 0.00201 -0.00016 -0.00061 14 0.00000 0.00000 0.00000 0.00198 -0.00018. -0.00063 15 0.00000 0.00000 0.00000 0.00230 -0.00034 -0.00039 16 0.00000 0.00000 0.00000 0.00177 -0.00007 0.00079 17 0.00000 0.00000 0.00000 0.00177 -0.00010 0.00079 18 0.00000 0.00000 0.00000 0.00189. -0.00012 0.00073 19 -0.00055 -0.00891 -0.03523 -0.00057 -0.00077 -0.00020 20 -0.00230 -0.01243 -0.03483 -0.00051 -0.00078 -0.00016 21 -0.00597 -0.01415 -0.04621 -0.00111 -0.00080 -0.00036 22 0.00042 -0.00803 0.02675 -0.00047 -0.00079 0.00020 23 -0.00133 -0.01129 0.02707 -0.00045 -0.00080 0.00020 24 -0.00474 -0.01307 0.03312 -0.00035 -0.00082 0.00038 25 0.00826 -0.06361 -0.03557 -0.00121 0.00115 0.00013 26 0.00639 -0.06363 -0.03526 -0.00115 0.00116 0.00013 27 0.00895 -0.08282 -0.04653 -0.00132 0.00110 0.00043 28 0.00820 -0.05246 0.02755 -0.00104 0.00125 0.00004 29 0.00633 -0.05371 0.02795 -0.00099 0.00126 0.00002 30 0.00886 -0.05877 0.03334 -0.00109 0.00127 -0.00005 31 0.00000 0.00000 0.00000 0.00166 0.00041 0.00224 32 0.00000 0.00000 0.00000 .. 0.00166 0.00040 0.00223 33 0.00000 0.00000 0.00000 0.00171 0.00036 0.00257 34 0.00000 0.00000 0.00000 0.00164 0.00057 -0.00207 35 0.00000 0.00000 0.00000 0.00164 0.00054 -0.00208 36 0.00000 0.00000 0.00000 0.00167 0.00068 -0.00224 37 0.00827 -0.05490 -0.02404 -0.00080 -0.00325 0.00016 38 - 0.00639 -0.05503 -0.02394 -0.00080 -0.00326 0.00015 39 0.00896 -0.06095 -0.02759 -0.00075 -0.00361 0.00032 40 0.00821 -0.05334 0.02017 -0.00082 -0.00322 0.00008 41 0.00634 -0.05365 0.02045 -0.00082 -0.00324 0.00006 42 0.00887 -0.05784 0.02127 -0.00079 -0.00357 0.00016 43 -0.00066 -0.00623 -0.03945 0.00033 -0.00077 0.00009 44 - 0.00000 -0.00563 0.00000 0.00023 -0.00078 -0.00010 45 -0.00073 -0.01067 -0.03598 0.00026 -0.00077 0.00010 46 0.00000 -0.00966 0.00000 0.00022 -0.00079 -0.00008 47 -0.00751 -0.01329 -0.03045 0.00026 -0.00079 0.00016 48 0.00000 -0.01218 0.00000 0.00026 -0.00081 -0.00010 Reactions My jx t Fy M. Fz Mz ,Direction of positive forces and moments Page3 Page 39 Forces [Kin] Moments lKinftl Node FX FY FZ MX MY MZ Condition D4=DL+0.7EQI 1 -0.42715 -0.01865 0.84569 0.00000 0.00000 0.00000 2 -0.42717 0.00481 -0.77940 0.00006 0.00000 0.00000 7 -0.42788 1.11105 -1.30673 0.00000 0.00000 0.00000 -0.42793 1.38153 1.78703 0.00000 0.00000 0.00000 11 -0.38035 2.79442 -0.06607 0.00000 0.00000 0.00000 12 --0.89288 4.75919 -0.34513 0.00000 0.00000 0.00000 -0.42688 -0.04427 0.87206 0.00000 0.00000 0.00000 14 -0.42674 -0.00551 0.78921 0.00000 0.00000 0.00000 15 -0.42834 -0.06258 0.96926 0.00000 0.00000 0.00000 16 -0.42690 0.09728 -0.57558 0.00000 0.00000 0.00000 17 -0.42677 0.12509 -0.52123 0.00000 0.00000 0.00000 18 .. -0.42838 -0.15387 -1.03654 0.00000 0.00000 0.00000 31 -0.42752 1.00222 -1.11476 0.00000 0.00000 0.00000 32 -0.42741 1.01418 -1.13596 0.00000 0.00000 0.00000 33 -0.42921 1.03672 -1.17549 0.00000 0.00000 0.00000 34 -0.42757 1.44124 1.89260 0.00000 0.00000 0.00000 35 -0.42744 1.43338 1.87876 0.00000 0.00000 0.00000 36 -0.42933 1.54778 2.08067 0.00000 0.00000 0.00000 44 -3.64625 0.00000 -0.96893 0.00000 0.00000 0.00000 46 . -3.18887 . 0.00000 -1.03652 0.00000 0.00000 0.00000 48 -5.19784 0.00000 -1.05296 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Condition D6DL+O.75LL+O.525EQ1 - 0.45741 0.00000 0.00000 0.00000 2 -0.31929 1.17095 -0.22150 0.00000 0.00000 0.00000 7 -0.32401 3.07911 -3.37527 0.00000 0.00000 0.00000 -0.32412 3.58245 4.27079 0.00000 0.00000 0.00000 11 -0.19057 9.23331 -0.18172 0.00000 0.00000 0.00000 12 -0.76134 10.04943 -0.76474 0.00000 0.00000 0.00000 -0.31908 1.00937 0.54081 0.00000 0.00000 0.00000 14 -0.31896 1.08669 0.37432 0.00000 0.00000 0.00000 15 -0.32007 1.01986 0.65614 0.00000 0.00000 0.00000 16 -0.31909 1.36414 0.20682 0.00000 0.00000 0.00000 17 -0.31897 1.43304 0.34279 0.00000 0.00000 0.00000 18 -0.32014 0.80549 -0.82786 0.00000 0.00000 0.00000 31 -0.32365 2.86853 -3.00391 0.00000 0.00000 0.00000 32 -0.32357 2.90864 -3.07479 0.00000 0.00000 0.00000 33 -0.32517 2.87444 -3.01404 0.00000 0.00000 0.00000 34 -0.32380 3.70609 4.48946 0.00000 0.00000 0.00000 35 -0.32369 3.68197 4.44691 0.00000 0.00000 0.00000 36 -0.32549 4.03664 5.07336 0.00000 0.00000 0.00000 44 -2.74164 0.00000 -2.01560 0.00000 0.00000 0.00000 46 -2.36414 0.00000 -2.13846 0.00000 0.00000 0.00000 48 -3.90556 0.00000 -2.24095 0.00000 0.00000 0.00000 SUM -15.11160 54.98800 0.00000 0.00000 0.00000 0.00000 Condition D2DL+LL 1 0.00175 1.75924 -0.28497 0.00000 0.00000 0.00000 2 0.00176 1.88091 0.58497 0.00000 0.00000 0.00000 7 -0.00500 3.61862 -3.85935 0.00000 0.00000 0.00000 -0.00512 4.10277 4.72185 0.00000 0.00000 0.00000 11 0.15258 11.50041 -0.21295 . 0.00000 0.00000 0.00000 12 -0.14772 10.44107 -0.81513 0.00000 0.00000 0.00000 0.00173 1.67987 -0.18245 0.00000 0.00000 0.00000 14 0.00177 1.75760 -0.35059 0.00000 0.00000 0.00000 15 0.00190 1.71889 -0.11408 0.00000 0.00000 0.00000 Page4 Page 40 16 0.00175 2.08044 1.02881 0.00000 0.00000 0.00000 17 0.00180 2.15784 1.18222 0.00000 0.00000 0.00000 18 0.00184 1.48381 -0.08129 0.00000 0.00000 0.00000 31 -0.00485 3.41084 -3.49298 0.00000 0.00000 0.00000 32 -0.00485 3.46101 -3.58155 0.00000 0.00000 0.00000 33 -0.00526 3.37867 -3.43591 0.00000 0.00000 0.00000 34 -0.00502 . 4.22984 4.94661 0.00000 0.00000 0.00000 35 -0.00501 4.20047 4.89476 0.00000 0.00000 0.00000 36 -0.00562 4.63370 5.66016 0.00000 0.00000 0.00000 44 -0.01121 0.00000 -2.07678 0.00000 0.00000 0.00000 46 0.04433 0.00000 -2.19305 0.00000 0.00000 0.00000 48 -0.01156 0.00000 -2.33832 0.00000 0.00000 0.00000 SUM 0.00000 67.49600 0.00000 0.00000 0.00000 0.00000 Maximum forces at members Condition : 04DL+0.7EQI Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER I Max 1.04 0.39 0.00 0.00 0.00 1.34 Min 0.68 -0.26 0.00 0.00 -0.01 0.00 MEMBER 2 Max 0.74 -0.57 0.00 0.00 0.00 0.76 Min 0.74 -0.57 0.00 0.00 -0.01 -1.50 MEMBER 3 Max -1.87 0.32 0.00 0.00 0.00 0.93 Mm -2.24 -0.32 0.00 0.00 -0.02 0.00 MEMBER 4 Max -0.63 -0.14 0.04 0.00 0.00 0.00 Mm -0.63 -0.46 0.04 0.00 -0.15 -1.27 MEMBER 5 Max -0.26 -0.08 -0.33 0.00 0.17 -1.28 Mm -0.26 -0.16 -0.33 0.00 -0.17 -1.40 MEMBER 6 Max 0.62 0.48 0.04 0.00 0.15 0.00 Min 0.62 0.17 0.04 0.00 0.00 -1.39 MEMBER 7 Max -0.82 0.29 0.00 0.00 0.00 0.00 Mm -0.82 -0.41 0.00 0.00 0.00 -1.14 MEMBER 8 Max -0.81 0.62 0.00 0.00 0.01 0.91 Mm -0.81 0.62 0.00 0.00 0.00 -1.56 MEMBER 9 - Max -0.74 . 0.24 0.00 0.00 0.01 1.44 Mm -1.11 -0.40 0.00 0.00 0.00 0.00 MEMBER 10 Max 1.68 0.32 0.00 0.00 0.02 0.93 Min 1.32 -0.32 0.00 0.00 0.00 0.00 MEMBER 11 Max -2.79 0.38 0.07 0.00 0.37 0.00 Mm -2.79 0.38 0.07 0.00 0.00 -2.15 MEMBER 12 Max -4.76 0.89 0.35 0.00 1.95 0.00 Page5 Page 41 Mm -4.76 0.89 0.35 0.00 0.00 -5.05 MEMBER 13 Max 0.82 0.37 0.00 0.00 0.00 1.21 Min 0.45 -0.28 0.00 0.00 -0.01 0.00 MEMBER 14 Max 0.54 -0.49 0.00 0.00 0.00 0.53 Min 0.54 -0.49 0.00 0.00 -0.01 -1.43 MEMBER 15 Max -1.99 0.32 0.00 0.00 - 0.00 0.93 Mm -2.36 -0.32 0.00 0.00 -0.01 0.00 MEMBER 16 Max -0.63 -0.11 0.03 0.00 0.00 0.00 Mm -0.63 -0.42 0.03 0.00 -0.13 -1.13 MEMBER 17 Max -0.41 -0.16 -0.29 0.00 0.15 -1.13 Mm -0.41 -0.23 -0.29 0.00 -0.14 -1.33 MEMBER 18 Max 0.63 0.47 0.03 0.00 0.13 0.00 Min 0.63 0.15 0.03 0.00 -0.01 -1.32 MEMBER 19 Max -1.28 0.46 0.00 0.00 0.00 1.32 Mm -1.28 -0.24 0.00 0.00 0.00 -0.13 MEMBER 20 Max -0.84 0.68 0.00 0.00 0.01 0.80 Mm -0.84 0.68 0.00 0.00 0.00 -1.91 MEMBER 21 Max -0.78 0.25 0.00 0.00 0.01 1.37 Mm -1.15 -0.39 0.00 0.00 0.00 0.00 MEMBER 22 Max 1.46 0.32 0.00 0.00 0.01 0.93 Min 1.10 -0.32 0.00 0.00 0.00 0.00 MEMBER 23 Max -1.88 -0.21 0.20 0.00 1.04 0.79 Mm -1.88 -0.21 0.20 0.00 -0.07 -0.40 MEMBER 24 Max -3.78 1.80 0.64 0.00 2.17 5.41 Mm -3.78 1.80 0.64 0.00 -1.43 -4.79 MEMBER 25 Max 0.76 0.37 0.00 0.00 0.00 1.19 Min 0.39 -0.28 0.00 0.00 -0.01 0.00 MEMBER 26 Max 0.49 -0.46 0.00 0.00 0.00 0.50 Min 0.49 -0.46 0.00 0.00 -0.01 -1.34 MEMBER 27 - Max -1.98 0.32 0.00 0.00 0.00 0.93 Mm -2.34 -0.32 0.00 0.00 -0.01 0.00 MEMBER 28 Max -0.63 -0.11 0.03 0.00 0.01 0.00 Mm -0.63 -0.42 0.03 0.00 -0.14 -1.14 MEMBER 29 Max -0.40 -0.15 -0.29 0.00 0.14 -1.14 Mm -0.40 -0.22 -0.29 0.00 -0.15 -1.33 MEMBER 30 Max 0.63 0.47 0.03 0.00 0.13 0.00 Min 0.63 0.15 0.03 0.00 -0.01 -1.33 MEMBER 31 Max -1.92 0.23 0.00 0.00 0.00 0.22 Min -1.92 -0.47 0.00 0.00 -0.01 -1.30 MEMBER 32 Page6 Page 42 Max -0.76 0.64 0.00 0.00 0.01 0.72 Mm -0.76 0.64 0.00 0.00 0.00 -1.82 MEMBER 33 Max -0.69 0.26 0.00 0.00 0.01 1.32 Mm -1.05 -0.38 0.00 0.00 0.00 0.00 MEMBER 34 Max 1.49 0.32 0.00 0.00 0.01 0.93 Min 1.12 -0.32 * 0.00 0.00 0.00 0.00 MEMBER 35 Max -0.74 -0.18 0.15 0.00 0.84 1.47 Mm . -0.74 -0.18 0.15 0.00 -0.01 0.47 MEMBER 36 Max -3.05 1.63 0.65 0.00 2.18 4.30 Mm -3.05 1.63 0.65 0.00 -1.47 -4.92 MEMBER 37 Max 1.34 0.38 0.00 0.00 0.00 1.27 Min 0.98 -0.27 0.00 0.00 -0.02 0.00 MEMBER 38 Max 0.99 -0.67 -0.01 0.00 0.01 0.63 Min 0.99 -0.67 -0.01 0.00 -0.02 -2.04 MEMBER 39 - Max -2.21 0.32 0.00 0.00 0.00 0.93 Mm -2.57 -0.32 0.00 0.00 -0.03 0.00 MEMBER 40 Max -0.62 -0.17 0.04 0.00 -0.01 -0.01 Min -0.62 -0.49 0.04 0.00 -0.17 -1.42 MEMBER 41 Max -0.48 -0.19 -0.41 0.00 0.21 -1.44 Mm -0.48 -0.27 -0.41 0.00 -0.20 -1.67 MEMBER 42 Max 0.62 0.54 0.04 0.00 0.18 -0.01 Min 0.62 0.23 0.04 0.00 0.00 -1.65 MEMBER 43 Max -0.71 -0.75 0.00 0.00 0.00 7.47 Min -0.71 -1.45 0.00 0.00 0.00 -2.98 MEMBER 44 Max -0.93 0.63 -0.01 0.00 0.01 1.17 Min -0.93 0.63 -0.01 0.00 -0.01 -1.34 MEMBER 45 Max -0.87 0.22 0.00 0.00 0.02 1.60 Mm -1.24 -0.42 0.00 0.00 0.00 0.00 MEMBER 46 Max 1.53 0.32 0.00 0.00 0.03 0.93 Min 1.17 -0.32 0.00 0.00 0.00 0.00 MEMBER 47 Max 0.12 0.48 0.21 -0.01 1.34 -0.29 Mm 0.12 0.48 0.21 -0.01 0.18 -2.98 MEMBER 48 Max -2.12 2.85 0.63 0.00 2.04 8.63 Mm -2.12 2.85 0.63 0.00 -1.54 -7.47 MEMBER 49 Max -1.88 -0.21 -0.20 0.00 -0.07 1.59 Mm -1.88 -0.21 -0.20 0.00 . -1.19 0.40 MEMBER 50 -. Max -3.78 -1.84 0.33 0.00 0.45 5.05 Mm -3.78 -1.84 0.33 0.00 -1.43 -5.41 MEMBER 51 Max -3.05 -1.56 0.39 0.00 0.74 4.54 Mm -3.05 . -1.56 0.39 0.00 -1.47 -4.30 Page7 Page 43 MEMBER 52 Max -0.74 - -0.18 -0.15 0.00 -0.01 0.53 Mm -6.74 -0.18 -0.15 0.00 -0.86 -0.47 MEMBER 53 Max -2.12 -2.35 0.42 :0.00 0.84 4.70 Mm -2.12 -2.35 0.42 0.00 -1.54 -8.63 MEMBER 54 Max 0.12 0.48 -0.21 -0.01 0.18 0.29 Min 0.12 0.48 -0.21 -0.01 -0.98 -2.41 MEMBER 55 - Max 1.06 0.00 0.00 0.00 0.00 0.00 Min 1.06 0.00 0.00 0.00 0.00 0.00 MEMBER 56 - Max -2.37 0.00 0.00 0.00 0.00 0.00 Mm -2.37 0.00 0.00 0.00 0.00 0.00 MEMBER 57 Max 1.18 0.00 0.00 0.00 0.00 0.00 Min 1.18 0.00 0.00 0.00 0.00 0.00 MEMBER 58 Max -2.27 0.00 0.00 0.00 0.00 0.00 Mm -2.27 0.00 0.00 0.00 0.00 0.00 MEMBER 59 Max 1.16 0.00 0.00 0.00 0.00 0.00 Min 1.16 0.00 0.00 0.00 0.00 0.00 MEMBER 60 Max -2.29 0.00 0.00 0.00 0.00 0.00 Mm -2.29 0.00 0.00 0.00 0.00 0.00 MEMBER 61 Max -2.07 0.00 0.00 0.00 0.00 0.00 Mm -2.07 0.00 0.00 0.00 0.00 0.00 MEMBER 62 Max 1.37 0.00 0.00 0.00 0.00 0.00 Min 1.37 0.00 0.00 0.00 0.00 0.00 Condition D6DL+0.75LL+0.525EQ1 Axial Shear V2 Shear V3 Torsion M22 M33 (Kip) [Kip] [Kip] [Kip*ft] [Kipft] [Kipft] MEMBER I Max 0.76 1.13 0.00 0.00 0.01 3.61 Mm -0.38 -0.90 0.00 0.00 0.00 0.00 MEMBER 2 Max -0.10 -1.24 -0.02 0.00 0.01 1.32 Mm -0.10 -1.24 -0.02 0.00 -0.06 -3.64 MEMBER 3 Max -4.33 1.01 0.00 .0.00 0.00 2.91 Mm -5.48 -1.01 0.00 0.00 -0.05 0.00 MEMBER 4 Max -0.46 0.13 0.31 -0.00 0.07 0.04 Mm -0.46 -0.86 0.31 0.00 -1.27 -1.54 MEMBER 5 Max -0.47 -0.11 -2.64 0.00 1.33 -1.56 Mm -0.47 -0.34 -2.64 0.00 :1.31 -1.79 MEMBER 6 Max 0.45 0.91 0.32 0.00 1.28 0.02 Min 0.45 -0.08 0.32 0.00 -0.07 -1.76 MEMBER 7 Max -0.33 1.06 0.00 0.00 0.01 1.05 Page8 Page 44 Mm -0.33 -1.15 0.00 0.00 -0.01 -1.80 MEMBER 8 Max -0.14 1.38 -0.02 0.00 0.06 1.73 Mm -0.14 1.38 -0.02 0.00 -0.01 -3.81 MEMBER 9 Max 0.13 0.86 0.00 0.00 0.00 3.84 Mm -1.02 -1.16 0.00 0.00 -0.01 0.00 MEMBER 10 Max 4.45 1.01 0.00 0.00 0.05 2.91 Min 3.31 -1.01 0.00 0.00 0.00 0.00 MEMBER 11 - Max -9.23 0.19 0.18 0.00 1.03 0.00 Mm -9.23 0.19 0.18 0.00 0.00 -1.08 MEMBER 12 Max -10.05 0.76 0.76 0.00 4.33 0.00 Mm -10.05 0.76 0.76 0.00 0.00 4.31 MEMBER 13 Max 0.30 1.09 0.00 0.00 0.01 3.34 Mm -0.85 -0.94 0.00 0.00 0.00 0.00 MEMBER 14 Max -0.52 -1.07 -0.02 0.00 0.01 0.82 Mm -0.52 -1.07 -0.02 0.00 -0.06 -3.46 MEMBER 15 Max 4.58 1.01 0.00 0.00 0.00 2.91 Mm -5.73 -1.01 0.00 0.00 -0.05 0.00 MEMBER 16 Max -0.46 0.19 0.30 0.00 0.06 0.08 Mm -0.46 -0.80 0.30 0.00 -1.23 -1.28 MEMBER 17 Max -0.79 -0.26 -2.57 0.00 1.30 -1.30 Mm -0.79 -0.49 -2.57 0.00 -1.27 -1.68 MEMBER 18 Max 0.46 0.88 0.31 0.00 1.26 0.03 Min 0.46 -0.11 0.31 0.00 -0.07 -1.65 MEMBER 19 Max -0.49 1.19 0.00 0.00 0.01 2.01 Mm -0.49 -1.03 0.00 0.00 -0.01 -1.01 MEMBER 20 Max -0.24 1.51 -0.02 0.00 0.06 1.51 Mm -0.24 1.51 -0.02 0.00 -0.01 4.54 MEMBER 21 Max 0.03 0.88 0.00 0.00 0.00 3.72 Mm -1.12 -1.14 0.00 0.00 -0.01 0.00 MEMBER 22 Max 4.03 1.01 0.00 0.00 0.05 2.91 Min 2.88 -1.01 0.00 0.00 0.00 0.00 MEMBER 23 Max -6.79 -0.25 0.46 0.00 2.46 1.10 Mm -6.79 -0.25 0.46 0.00 -0.16 -0.30 MEMBER 24 Max -7.66 1.45 1.37 0.00 4.75 4.06 Mm -7.66 1.45 1.37 0.00 -2.99 4.14 MEMBER 25 Max 0.14 1.08 0.00 0.00 0.01 3.29 Mm - -1.00 -0.95 0.00 0.00 0.00 0.00 MEMBER 26 Max -0.65 -1.00 -0.02 0.00 0.01 0.74 Min . -0.65 -1.00 -0.02 0.00 -0.06 -3.25 MEMBER 27 Page9 Page 45 Max -4.54 1.01 0.00 0.00 0.00 2.91 Mm -5.68 -1.01 0.00 0.00 -0.05 0.00 MEMBER 28 Max -0.46 0.18 0.31 0.00 0.06 0.08 Mm -0.46 -0.81 0.31 0.00 -1.24 -1.33 MEMBER 29 Max -0.73 -0.23 -2.58 0.00 1.30 -1.35 MIA -0.73 -O.46 -2.58 0.00 -1.28 -1.69 MEMBER 30 Max 0.46 0.89 0.31 0.00 1.26 0.03 Min 0.46 -0.10 0.31 0.00 -0.07 -1.67 MEMBER 31 Max -0.97 1.02 0.00 0.00 0.01 1.20 Mm -0.97 -1.19 0.00 0.00 -0.01 -1.83 MEMBER 32 Max -0.07 1.43 -0.02 0.00 0.06 1.34 Mm -0.07 1.43 -0.02 0.00 0.00 -4.36 MEMBER 33 Max 0.21 0.90 0.00 0.00 0.00 3.62 Mm -0.94 -1.13 0.00 0.00 -0.01 0.00 MEMBER 34 Max 4.11 1.01 0.00 0.00 0.04 2.91 Min 2.96 -1.01 0.00 0.00 0.00 0.00 MEMBER 35 Max -4.09 -0.22 0.36 0.00 2.01 1.58 Mm -4.09 . -0.22 0.36 0.00 -0.03 0.33 MEMBER 36 Max -5.56 1.29 1.38 0.00 4.74 3.19 Mm -5.56 1.29 1.38 0.00 -3.04 -4.13 MEMBER 37 Max 1.47 1.11 0.00 0.00 0.00 3.48 Min 0.32 -0.92 0.00 0.00 0.00 0.00 MEMBER 38 Max 0.48 -1.45 -0.02 0.00 0.02 1.09 Min 0.48 -1.45 -0.02 0.00 -0.07 -4.69 MEMBER 39 Max -5.26 1.01 0.01 0.00 0.00 2.91 Mm -6.40 -1.01 0.01 0.00 -0.07 0.00 MEMBER 40 Max -0.45 0.04 0.33 0.00 0.06 0.00 Mm -0.45 -0.95 0.33 0.00 -1.34 -1.93 MEMBER 41 Max -1.09 -0.40 -2.84 0.00 1.45 -1.96 Min -1.09' -0.64 -2.84 0.00 -1.40 -2.48 MEMBER 42 Max 0.45 1.07 0.34 0.00 1.39 0.00 Min 0.45 0.08 0.34 0.00 -0.07 -2.45 MEMBER 43 Max 0.07 0.29 0.00 0.00 0.00 6.38 Min 0.07 -1.93 0.00 0.00 -0.01 -1.59 MEMBER 44 Max -0.33 1.35 -0.02 0.00 0.07 2.27 Mm -0.33 1.35 -0.02 0.00 -0.02 -3.14 MEMBER 45 Max -0.07 0.82 0.00 0.00 0.00 4.16 Mm -1.22 -1.21 0.00 0.00 0.00 0.00 MEMBER 46 Max 4.04 1.01 0.01 0.00 0.06 2.91 Min 2.89 -1.01 0.01 0.00 0.00 0.00 PagelO Page 46 MEMBER 47 Max -1.64 0.23 0.48 -0.01 3.14 -0.13 Mm -1.64 0.23 0.48 -0.01 0.39 71.42 MEMBER 48 Max -3.37 2.26 1.40 -0.01 4.69 6.40 Mm -3.37 2.26 1.40 -0.01 -3.26 -6.38 MEMBER 49 Max -6.79 -0.25 -0.46 0.00 -0.16 1.70 Mm -6.79 -0.25 -0.46 0.00 -2.78 0.30 - MEMBER 50 Max 7.66 -1.29 0.65 0.00 0.69 3.26 Mm -7.66 -1.29 0.65 0.00 -2.99 -4.06 MEMBER 51 Max -5.56 61.07 0.76 0.00 1.29 2.88 Mm -5.56 -1.07 0.76 0.00 -3.04 . -3.19 MEMBER 52 -- Max -4.09 -0.22 -0.36 0.00 -0.03 0.91 Mm -4.09 -0.22 -0.36 0.00 -2.08 -0.33 MEMBER 53 Max -3.37 -1.65 0.84 -0.01 1.49 2.93 Mm -3.37 -1.65 0.84 -0.01 -3.26 -6.40 MEMBER 54 Max -1.64 0.23 -0.48 -0.01 0.39 0.13 Mm -1.64 0.23 -0.48 -0.01 -2.35 -1.17 MEMBER 55 Max -0.23 0.00 0.00 0.00 0.00 0.00 Mm -0.23 0.00 0.00 0.00 0.00 0.00 MEMBER 56 Max -2.75 0.00 0.00 0.00 0.00 0.00 Mm -2.75 0.00 0.00 0.00 0.00 0.00 MEMBER 57 Max . 0.27 0.00 0.00 0.00 0.00 0.00 Min 0.27 0.00 0.00 0.00 0.00 0.00 MEMBER 58 Max -2.27 0.00 0.00 0.00 0.00 0.00 Mm -2.27 0.00 0.00 0.00 0.00 0.00 MEMBER 59 Max 0.19 0.00 0.00 0.00 0.00 0.00 Min 0.19 0.00 0.00 0.00 0.00 0.00 MEMBER 60 Max -2.35 0.00 0.00 0.00 0.00 0.00 Mm -2.35 0.00 0.00 0.00 0.00 0.00 MEMBER 61 Max -1.92 0.00 0.00 0.00 0.00 0.00 Mm -1.92 0.00 0.00 0.00 0.00 0.00 MEMBER 62 Max 0.62 0.00 0.00 0.00 0.00 0.00 Min 0.62 0.00 0.00 0.00 0.00. 0.00 Condition : D2=DL+LL Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kiptft] - (Kip*ftj [Kip*ft] MEMBER I Max -0.03 1.35 0.00 0.00 0.02 4.20 Mm -1.44 -1.14 0.00 0.00 0.00 0.00 MEMBER 2 Max -1.05 -1.31 -0.02 0.00 0.01 1.20 Pagell Page 47 Mm -1.05 -1.31 -0.02 0.00 -0.09 -4.05 MEMBER 3 Max -4.72 1.24 0.01 0.00 0.00 3.58 Mm -6.13 -1.24 0.01 0.00 -0.06 0.00 MEMBER 4 Max 0.02 0.38 0.46 0.00 0.10 0.27 Min 0.02 -0.83 0.46 0.00 -1.86 -0.94 MEMBER 5 Max -0.46 -0.07 -3.85 0.00 1.94 -0.97 Mm -0.46 -0.36 -3.85 0.00 -1.91 -1.19 MEMBER 6 Max -0.02 0.88 0.47 0.00 1.89 0.20 Mm -0.02 -0.33 0.47 . 0.00 -0.10 -1.16 MEMBER 7 Max 0.45 1.36 0.00 0.00 0.01 1.68 Min 0.45 -1.36 0.00 0.00 -0.01 -1.55 MEMBER 8 Max 0.75 1.48 -0.02 0.00 0.08 1.68 Min 0.75 1.48 -0.02 0.00 -0.01 -4.26 MEMBER 9 Max 1.12 1.10 0.00 0.00 0.00 4.46 Mm -0.30 -1.39 0.00 0.00 -0.02 0.00 MEMBER 10 Max 5.14 1.24 0.00 0.00 0.06 3.58 Min 3.73 -1.24 0.00 0.00 0.00 0.00 MEMBER 11 Max -11.50 -0.15 0.21 0.00 1.21 0.86 Mm -11.50 -0.15 0.21 0.00 0.00 0.00 MEMBER 12 Max -10.44 0.15 0.82 0.00 4.61 0.00 Mm -10.44 0.15 0.82 0.00 0.00 -0.84 MEMBER 13 Max -0.51 1.30 0.00 0.00 0.02 3.92 Mm -1.92 -1.19 0.00 0.00 10.00 0.00 MEMBER 14 Max -1.49 -1.13 -0.02 0.00 0.01 0.68 Mm -1.49 -1.13 -0.02 0.00 -0.08 -3.86. MEMBER 15 Max -4.98 1.24 0.01 0.00 0.00 3.58 Mm -6.39 -1.24 0.01 0.00 -0.06 0.00 MEMBER 16 Max 0.02- 0.44 0.45 0.00 0.10 0.35 Min 0.02 -0.77 0.45 0.00 -1.83 -0.70 MEMBER 17 Max -0.77 -0.22 -3.79 0.00 1.91 -0.72 Mm -0.77 -0.51 -3.79 0.00 -1.87 -1.09 MEMBER 18 Max -0.02 0.86 0.46 0.00 1.86 0.23 Mm -0.02 -0.36 0.46 0.00 -0.10 -1.06 MEMBER 19 Max 0.77 1.35 0.00. 0.00 0.01 1.72 Min 0.77 -1.37 0.00 0.00 -0.01 -1.55 MEMBER 20. Max 0.63 1.62 -0.02 0.00 008 1.47 Mm . 0.63 1.62 -0.02 0.00 -0.01 -5.02 MEMBER 21 Max 0.99 1.12 0.00 0.00 0.00 4.34 Mm -0.42 -1.37 0.00 0.00 -0.02 0.00 MEMBER 22 Page12 - Page 48 Max 4.72 1.24 0.00 0.00 0.06 3.58 Min 3.31 -1.24 0.00 0.00 0.00 0.00 MEMBER 23 Max -8.66 -0.14 0.51 0.00 2.71 0.82 Mm -8.66 -0.14 0.51 0.00 -0.17 0.00 MEMBER 24 Max -7.77 0.16 1.43 0.00 5.04 0.02 Mm -7.77 0.16 1.43 0.00 -3.08 -0.87 MEMBER 25 Ma -0.68 1.30 0.00 0.00 0.02 3.87 Mm -2.09 -1.19 0.00 0.00 0.00 0.00 MEMBER 26 Max -1.65 -1.05 - -0.02 0.00 0.01 0.59 Mm -1.65 -1.05 -0.02 0.00 -0.08 -3.62 MEMBER 27 Max -4.92 1.24 0.01 0.00 0.00 3.58 Mm -6.33 -1.24 0.01 0.00 -0.06 0.00 MEMBER 28 Max 0.02 0.43 0.45 0.00 0.10 0.33 Min 0.02 -0.79 0.45 0.00 -1.84 -0.76 MEMBER 29 Max -0.69 -0.19 -3.80 0.00 1.92 -0.79 Mm -0.69 -0.47 -3.80 0.00 -1.88 -1.12 MEMBER 30 Max -0.02 0.87 0.46 0.00 1.87 0.22 Mm . -0.02 -0.35 0.46 0.00 -0.10 -1.09 MEMBER 31 Max 0.76 1.37 0.00 0.00 0.01 1.80 Min 0.76 -1.34 0.00 0.00 -0.01 -1.49 MEMBER 32 Max 0.81 1.53 -0.02 0.00 0.08 1.29 Min 0.81 1.53 -0.02 0.00 -0.01 -4.83 MEMBER 33 Max 1.17 1.13 0.00 0.00 0.00 4.25 Mm -0.24 -1.36 0.00 0.00 -0.02 0.00 MEMBER 34 Max 4.82 1.24 0.00 0.00 0.06 3.58 Min 3.41 -1.24 0.00 0.00 0.00 0.00 MEMBER 35 Max -5.69 -0.14 0.40 0.00 2.23 0.76 Mm :5.69 -0.14 0.40 0.00 -0.04 -0.03 MEMBER 36 Max -5.27 0.11 1.44 -0.01 5.01 -0.06 Mm -5.27 0.11 1.44 -0.01 -3.12 -0.71 MEMBER 37 Max 0.75 1.33 0.00 0.00 0.02 4.09 Mm -0.66 -1.16 0.00 0.00 0.00 0.00 MEMBER 38 - . Max -0.42 -1.52 -0.03 0.00 0.02 1.00 Mm . . ' -0.42 -1.52 -0.03 000 -0.10 -5.09 MEMBER 39 Max -5.80 1.24 0.01 0.00 0.00 3.58 Mm -7.21 -1.24 0.01 0.00 -0.06 0.00 MEMBER 40 Max 0.02 0.28 0.49 0.00 0.11 0.15 Min 0.02 -0.94 0.49 0.00 -1.96 -1.39 MEMBER 41 Max -1.17 -0.42 -4.08 0.00 2.07 -1.42 Mm -1.17 -0.70 -4.08 0.00 . -2.01 -1.98 Page13 Page 49 MEMBER 42 - Max -0.03 1.07 0.50 0.00 2.02 0.05 Mm -0.03 -0.15 0.50 0.00 -0.12 -1.95 MEMBER 43 Max 0.97 1.37 0.00 0.00 0.01 1.32 Min 0.97 -1.35 0.00 0.00 -0.01 -1.94 MEMBER 44 Max 0.60 1.42 -0.03 0.00 0.09 2.25 Min 0.60 1.42 -0.03 0.00 -0.02 -3.43 MEMBER 45 Max 0.95 1.05 0.00 0.00 0.00 4.78 Mm -0.46 -1.44 0.00 0.00 -0.02 0.00 MEMBER 46 Max 4.66 1.24 0.01 0.00 . 0.06 3.58 Min 3.24 -1.24 0.01 0.00 0.00 0.00 MEMBER 47 Max -2.78 -0.21 0.53 -0.01 3.43 1.32 Mm -2.78 -0.21 0.53 -0.01 0.42 0.14 MEMBER 48 Max -2.87 0.20 1.50 -0.01 5.09 -0.12 Mm -2.87 0.20 1.50 -0.01 -3.38 -1.25 MEMBER 49 Max -8.66 -0.14 -0.51 0.00 -0.17 0.82 Mm -8.66 -0.14 -0.51 0.00 -3.05 0.00 MEMBER 50 Max -7.77 0.15 0.64 0.00 0.57 -0.02 Mm -7.77 0.15 0.64 0.00 -3.08 -0.84 MEMBER 51 Max -5.27 0.16 0.76 -0.01 1.18 0.06 Mm -5.27 0.16 0.76 -0.01 -3.12 -0.84 MEMBER 52 Max -5.69 -0.14 -0.40 0.00 -0.04 0.82 Mm -5.69 -0.14 -0.40 0.00 -2.31 0.03 MEMBER 53 Max -2.87 0.19 0.84 -0.01 1.39 0.12 Mm -2.87 0.19 0.84 -0.01 -3.38 -0.96 MEMBER 54 Max -2.78 -0.21 -0.53 -0.01 0.42 1.04 Min -2.78 -0.21 -0.53 -0.01 -2.60 -0.14 MEMBER 55 Max -1.65 0.00 0.00 0.00 0.00 0.00 Mm -1.65 0.00 0.00 0.00 0.00 0.00 MEMBER 56 Max -1.57 0.00 0.00 0.00 0.00 0.00 Mm -1.57 0.00 0.00 0.00 0.00 0.00 MEMBER 57 Max -0.99 0.00 0.00 0.00 0.00 0.00 Mm - -0.99 0.00 0.00 0.00 0.00 0.00 MEMBER 58 Max -0.92 0.00 0.00 0.00 0.00 0.00 Mm -0.92 0.00 0.00 0.00 0.00 0.00 MEMBER 59 Max -1.09 0.00 0.00 0.00 0.00 0.00 Min -1.09 0.00 0.00 0.00 0.00 0.00 MEMBER 60 . Max -1.02 0.00 0.00 0.00 0.00 0.00 Mm -1.02 0.00 0.00 0.00 0.00 0.00 MEMBER 61 Max -0.59 0.00 0.00 0.00 0.00 0.00 - Page14 Page 50 Mm -0.59 0.00 0.00 0.00 0.00 0.00 MEMBER 62 Max -0.66 0.00 0.00 0.00 0.00 0.00 Mm -0.66 0.00 0.00 0.00 0.00 0.00 Page15 Page 51 Isen-ttey I Pangolin Structural, LLC Current Date: 2/8/2018 2:08 PM Units system: English File name: P:\1 7-098 Viasat Stairs\02_CalculationsResubmittal CaIculationsStair 1 column design.etz\ Steel Code Check Report: Summary - Group by description Load conditions to be inàluded in design: D4=DL+0.7E01 D5=DL+0.7EQ2 D6=DL+0.75LL+0.525EQ1 D7=DL+0.75LL+0.525E02 D8=DL+0.525EQ1 D9=DL+0.525E02 D10=0.6DL+0.7EQI Dii =0.6DL+0.7EQ2 Dl=DL 02=DL+LL D3=DL+0.75LL Description Section MC8 is checked more accurately in previous design of header - channel may remain MC8 per shop drawings Member Ctrl Eq. Ratio Status Reference DIAPHRAGM MC 3x7.1 7' 56 D6 at 0.00% 0.14 OK Sec. El end landing MC12X1O._/' 31 010at81.25% - 0.51 OK Eq. 1-11-1a header MC 8X18.Y 41 D2 at 100.00% 0.45 OK Eq. Hi-lb .ulumn HSS_SQR 6X6X3_8 48 06 at 0.00% 0.31 OK hQ. rn-b stringer I MC 12X10.6 25 02 at 12.50% 0.71 OK Eq. HI-la stringer mt 39 02 at 56.25% 0.27 OK Eq. Hi-lb Pagel Page 52 %'Jeenttey-Pangolin Structural, LLC Current Date: 2/8/2018 2:10 PM Units system: English File name: P:\17-098 Viasat Stairs102_Calculations\Resubmittal Calculations\Stair 1 column design.etz\ Steel Code Check Report: Comprehensive Members: Hot-rolled Design code: AISC 360-2010 ASD Member : 48 (hss column) Design status : OK Section information Section name: HSSSQR 6X6X3_8 (US) Dimensions a = 6.000 [in] Height b = 6.000 [in] Width T = 0.349 (in] Thickness Properties Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2) 7.580 Moment of Inertia (local axes) (I) [in4] 39.500 39.500 Moment of Inertia (principal axes) (1) [in4) 39.500 39.500 Bending constant for moments (principal axis) (I) [in] 0.000 0.000 Radius of gyration (local axes) (r) [in] 2.283 2.283 Radius of gyration (principal axes) (r') [in] 2.283 2.283 Saint-Venant torsion constant. (J) [in4] 64.600 Section warping constant. (Cw) [in6] 0.000 Distance from centroid to shear center (principal axis) (xo,yo) [in) 0.000 0.000 Top elastic section modulus of the section (local axis) (Ssup) [in3] 13.200 13.200 Bottom elastic section modulus of the section (local axis) (Sinf) (in3) 13.200 13.200 Top elastic section modulus of the section (principal axis) (Ssup) . (in3) 13.200 13.200 Bottom elastic seclion modulus of the section (principal axis) (Sinf) (in3] 13.200 13.200 Plastic section modulus (local axis) (Z) [in3] 15.800 15.800 Plastic section modulus (principal axis) (Z) (in3] 15.800 15.800 Polar radius of gyration. (ro) [in] 3.225 Area for shear (Aw) (in2) 3.457 3.457 Torsional constant. (C) (10) 22.122 Material: A500 GrB rectangular Pagel Page 53 Properties Unit Value Yield stress (Fy): [Kip/in2] 46.00 Tensile strength( Fu): [KipTin2] 58.00 Elasticity Modulus (E): [Kip/in2] 29000.00 Shear modulus for steel (G): [KipTin2] 11153.85 DESIGN CRITERIA Description Unit Value Length for tension slenderness ratio (L) [ft] . 5.66 Distance between member lateral bracing points Length (Lb) [ft] Top Bottom 5.66 5.66 Laterally unbraced length Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) - Major axis(K33) Minor axis(K22) Torsional axis(Kt) 5.66 5.66 5.66 1.0 1.0 1.0 Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio : 0.00 Capacity 208.79 [Kip] Reference : Eq. Sec. D2 Demand : 0.00 [Kip] Ctrl Eq. D4 at 0.00% Intermediate results Unit Value Reference Factored axial tension caoacitv(Pn/) [Kip] 208.79 Eq. Sec. D2 Nominal axial tension capacity (Pn) [Kip] 348.68 Eq. D2-1 AXIAL COMPRESSION DESIGN Compression In the major axis 33 - Ratio : 0.02 Capacity : 196.72 [Kip] Reference : Sec. El Demand 3.37 (Kip] Ctrl Eq. : D6 at 0.00% Page2 Page 54 Intermediate results Unit Value Reference Section classification Unstiffened element classification -- Non slender Unstiffened element slenderness (?) - 14.19 Unstiffened element limiting slenderness ()Lr) 35.15 T.B4.1(a)-6 Stiffened element classification - Non slender Stiffened element slenderness (?) - 14.19 Stiffened element limiting slenderness ()Lr) 35.15 T.134.1(a)-6 Factored flexural buckling strenath(Pn33/0) [Kip] 196.72 Sec. El Effective length factor (K33) -- 1.00 Unbraced length (1-33) [ft] 5.66 Effective slenderness ((KLJr)33) -- 29.75 Eq. E3-4 Elastic critical buckling stress (Fe33) [Kiplin2] 323.32 Eq. E3-4 Reduction factor for slender unstiffened elements (Qs33) - 1.00 Effective area of the cross section based on the effective width (A... [in2] 7.58 T.B4.1(a)-6 Reduction factor for slender stiffened elements (Qa33) -- 1.00 Full reduction factor for slender elements (033) -- 1.00 Sec. E7 Critical stress for flexural buckling (Fcr33) [Kip/in2] 43.34 Eq. E3-2 Nominal flexural buckling strength (Pn33) (Kip] 328.52 Eq. E3-1 Compression in the minor axis 22. Ratio : 0.02 Capacity : 196.72 [Kip] Reference : Sec. El Demand : 3.37 [Kip] Ctrl Eq. : 06 at 0.00% Intermediate results . Unit Value Reference Section classification Unstiffened element classification -- Non slender Unstiffened element slenderness (?) . - 14.19 Unstiffened element limiting slenderness (kr) - 35.15 T.B4.1(a)-6 Stiffened element classification -- Non slender. Stiffened element slenderness () . . -- 14.19 Stiffened element limiting slenderness (?r) - 35.15 T.134.1(a)-6 Factored flexural buckling strenclth(Pn22J0) [Kip] 196.72 Sec. El Effective length factor (K22) - 1.00 Unbraced length (1-22) [ft] 5.66 Effective slenderness ((KUr)22) - 29.75 Eq. E3-4 Elastic critical buckling stress (Fe22) [Kipfin2] 323.32 Eq. E3-4 Reduction factor for slender unstiffened elements (Qs22) 1.00 Effective area of the cross section based on the effective width (A... [in2] 7.58 T.B4.1(a)-6 Reduction factor for slender stiffened elements (Qa22) - 1.00 Full reduction factor for slender elements (022) - 1.00 Sec. E7 Critical stress for flexural buckling (Fcr22) [Kipiin2] 43.34 Eq E3-2 Nominal flexural buckling strength (Pn22) [Kip] 328.52 Eq. E3-1 FLEXURAL DESIGN Bending about malor axis. M33 Ratio 0.24 . Capacity : 36.27 [Kip*ft) . Reference : Sec. Fl Demand 8.65 [Kip*ft] Ctrl Eq. : 010 at 100.00% Page3 Page 55 Intermediate results Unit Value Reference Section classification Unstiffened element classification -- Compact Unstiffened element slenderness (A.) -- 14.19 Limiting slenderness for noncompact unstiffened element (Xr) -- 35.15 T.B4.1(b)-17 Limiting slenderness for compact unstiffened element (A.p) -- 28.12 T.B4.1(b)-17 Stiffened element classification . -- Compact Stiffened element slenderness (A.) - 14.19 Limiting slenderness for noncompact stiffened element (Xr) - 143.12 T.134.1(b)-19 Limiting slenderness for compact stiffened element (A.p) -- 60.76 T.134.1(b)-19 Factored yielding strenath(Mn/Q) [Kipft] 36.27 Sec. Fl Yielding (Mn) [Kipft] 60.57 Eq. F7-1 Bending about minor axis. M22 Ratio 0.14 Capacity 36.27 [Kip*ft] Reference Sec. Fl Demand 5.09 [Kip*ft] Ctrl Eq. : D2 at 0.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification - Compact. Unstiffened element slenderness (A.) - 14.19 Limiting slenderness for noncompact unstiffened element (Xr) -- 35.15 T.B4.1(b)-17 Limiting slenderness for compact unstiffened element (A.p) - 28.12 T.134.1(b)-17 Stiffened element classification -- Compact Stiffened element slenderness (A.) - 14.19 Limiting slenderness for noncompact stiffened element (Xr) - 143.12 T.134.1(b)-19 Limiting slenderness for compact stiffened element (A.p) - 60.76 T.B4.1(b)-19 Factored yielding strenath(Mn/Q) [Kipft] 36.27 Sec. Fl Yielding (Mn) [Kipft] 60.57 Eq. 177-1 DESIGN FOR SHEAR I Shear in major axis 33 Ratio : 0.03 Capacity : 57.14 [Kip] Reference : Sec. GI Demand : 1.50 [Kip] Ctrl Eq. : D2 at 0.00% Intermediate results Unit Value Reference Factored shear caacitv(Vn/) [Kip] 57.14 Sec. 61 Web slenderness (Am) - 14.19 Sec. G2 Shear area (Aw) . [in2] 3.46 Web buckling coefficient (kv) -- 5.00 . Sec. G5 Web buckling coefficient (Cv) -- 1.00 Eq. G2-3 Nominal shear strength (Vn) [Kip] 95.42 Eq. G2-1 Shear in minor axis 22 Ratio : 0.05 Capacity : 57.14 [Kip] Reference Sec. GI Demand : 2.85 [Kip] Ctrl Eq. : D4 at 0.00% Page4 Page 56 Intermediate results Unit Value Reference Factored shearcaoacitv(Vn/) [Kip] 57.14 Sec. Cl Web slenderness (?w) - 14.19 Sec. G2 Shear area (Aw) [in2] 3.46 Web buckling coefficient (kv) - 5.00 Sec. G5 Web buckling coefficient (Cv) - 1.00 Eq. G2-3 Nominal shear strength (Vn) [Kip] 95.42 Eq. G2-1 TORSION DESIGN Torsion Ratio : 0.00 Capacity : 30.47 [Kipft] Reference Eq. 1-13-1 Demand : -0.01 [Kipft] Ctrl Eq. : D2 at 0.00% Intermediate results Unit Value Reference Factored torsion coacitv(TnIc) [Kip*ft] 30.47 Eq. 1-13-1 Critical torsional buckling stress (Fcr) (Kipfin2) 27.60 Eq. 1-13-3 Nominal torsion capacity (Tn) [Kip*ft] 50.88 Eq. 1-13-1 COMBINED ACTIONS DESIGN Combined flexure and axial compression Ratio : 0.31 Ctrl Eq. : D6 at 0.00% Reference : Eq. Hi-lb Intermediate results Unit Value Reference Interaction of flexure and axial force - 0.31 Eq. Hi-lb Required flexural strength about strong axis (Mr33) [Kipft] -6.38 Available flexural strength about strong axis (Mc33) [Kipft] 36.27 Sec. Fl Required flexural strength about weak axis (Mr22) [Kipft] 4.69 Available flexural strength about weak axis (Mc22) [Kipft] 36.27 Sec. Fl Required axial compressive strength (Pr) [Kip] 3.37 Available axial compressive strength (Pc) [Kip] 196.72 Sec. El Combined flexure and axial tension Ratio : 0.31 Ctrl Eq. : 06at0.00% Reference : Eq. H1-1b Intermediate results Unit Value Reference Required flexural strength about strong axis (Mr33) [Kip*ft] -6.38 Available flexural strength about strong axis (Mc33) [Kipft] 36.27 Sec. Fl Required flexural strength about weak axis (Mr22) [Kip*ft] 4.69 Available flexural strength about weak axis (Mc22) [Kipft] 36.27 Sec. Fl Required axial tensile strength (Pr) [Kip] 0.00 Available axial tensile strength (Pc) . [Kip] 208.79 Eq. Sec. D2 Page5 Page 57 Combined flexure and axial compression about local axis Ratio : N/A Ctrl Eq. : Reference Combined flexure and axial tension about local axis Ratio N/A Ctrl Eq. : - Reference : Combined torsion, flexure, shear and axial compression Ratio : N/A. Ctrl Eq. r Reference : Combined torsion, flexure, shear and axial tension Ratio : N/A Ctrl Eq. : - Reference Page6 Page 58 Profis Anchor 2.7.3 vIASAT BASE PLATE A 2/8/2018 www.hllti.us Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub-Project I Pos. No.: Date: Specifiers comments: linput data Anchor type and diameter: Effective embedment depth: Material: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Seismic loads (cat. C, 0, E, or F) Geometry [in.] & Loading [lb. in.Ib] Heavy Hex Head ASTM F 1554 GR. 36 112 = 7.000 in. ASTM F 1554 Design method ACI 318-14 / CIP eb = 0.000 in. (no stand-off); t = 0.500 in. l x ly x t = 12.000 in. x 12.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Square HSS (AISC); (L x W x T) = 6.000 in. x 6.000 in. x 0.375 in. cracked concrete, 3000, f,= 3000 psi; h = 420.000 in. tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (a)) Shear load: yes (17.2.3.5.3 (a)) CO z i Wt CONSERVATIVE LOADS APPLIED - - Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROMS Anchor (c) 2003-2009 Hull AG, FL-9494 Schaan Hilli is a registered Trademark of Huh AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub-Project I Pos. No.: Date: Page 59 Profis Anchor 2.7.3 2 vIASAT BASE PLATE A 2/8/2018 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions (Ib) Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 750 424 300 300 2 750 424 300 300 3 750 424 300 300 4 750 424 300 300 max. concrete compressive strain: max. concrete compressive stress: - [psi] resulting tension force in (xJy)=(0.000I0.000): 3000 [lb] resulting compression force in (xly)=(0.000/0.000): 0 [lb] AY 03 04 TensioU. n 01 02 3 Tension load Load Nea [lb] Capacity 4 N (Ib) Utilization DN = NUJ+ N Status Steel Strength 750 6177 13 OK Pullout Strength* 750 5884 13 OK Concrete Breakout Strength..3000 26084 12 OK Concrete Side-Face Blowout, direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength N = A.N f.t. ACI 318-14 Eq. (17.4.1.2) $ Nsa 2!Nua ACI 318-14 Table 17.3.1.1 Variables AseN [in.2] 1 [psi] 0.14 58000 Calculations N. [lb] 8236 Results Nse (Ib) 4 steel $ N50 [lb] Nu, [Ib] 8236 0.750 6177 750 3.2 Pullout Strength NpN = w c.p N ACI 318-14 Eq. (17.4.3.1) N = 8 Ab, fe ACI 318-14 Eq. (17.4.3.4) 4 NpN a N. ACI 318-14 Table 17.3.1.1 Variables c.e Abrq [in. X a f (psi) 1.000 0.47 1.000 3000 Calculations N [lb] 11208 Results Np (lb] $ concrete $ sisn.ic $ Npn [lb] N 0 [lb] 11208 0.700 0.750 5884 750 Input data and results must be checked for agreement with the existing conditions and for piausibliityi PROMS Anchor (c) 2003-2009 Hild AG, FL-9494 Schaan Hilti is a registered Trademark of HiS AG, Schaan Page 60 OLE www.hilti.us Profis Anchor 2.7.3 Company: Page: 3 Specifier: Project: vIASAT BASE PLATE A Address: Sub-Project I Pos. No.: Phone I Fax: Date: 2/8/2018 E-Mail: 3.3 Concrete Breakout Strength NN_.- - ANC ( V ec.N V ed,N V V Cp,N Nb ACI 318-14 Eq. (17.4.2.1b) .NCO $ Ncig Nua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) AN,o = 9 h - ACI 318-14 Eq. (17.4.2.1 c) VecN ), = 2 e :9 1.0 . (i+1 ACI 318-14 Eq. (17.4.2.4) V ed,N = 0.7 + 0.3 (!1) S 1.0 ACI 318-14 Eq. (17.4.2.5b) VcpN - .mb1 1.5hei MAx - --, -s---) 51.0 ( cac ACI 318-14 Eq. (17.4.2.7b) Nb = kc X a h/ ACI 318-14 Eq. (17.4.2.2a) Variables het [in.] eC1N [in.] eN [in.) camin [in.] '41 c.N 7.000 0.000 0.000 1.000 cac[in.] k ([psi] - 24 1.000 3000 Calculations A,4[in.2] Af. [ml 'V ecl.N 11 ec2,N V ed.N V cp,N Nb [lb] 900.00 441.00 1.000 1.000 1.000 1.000 24346 Results Ne (lb] $ concrete $ seismic $N,, [lb] Nua [lb] 49685 0.700 0.750 26084 3000. Input data and results must be checked for agreement with the existing conditions and for plausibllityi PROMS Anchor (c) 2003-2009 HUll AG, FL-9494 Sthaan Huh is a registered Trsdemark of Hilti AG. Schaan Page 61 www.hiltLus Profis Anchor 2.7.3 Company: Page: 4 Specifier: Project: vIASAT BASE PLATE A Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 2/8/2018 E-Mail: 4 Shear load Load Vua [lb] Capacity V [lb] Utilization pv = Vualo V,, Status Steel Strength 424 3212 14 OK Steel failure (with lever arm) N/A N/A N/A N/A Pryout Strength** 1697 69559 3 OK Concrete edge failure in direction ** N/A N/A N/A N/A anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = 0.6 Asav futa ACI 318-14 Eq. (17.5.1.2b) + Vsteei Vua ACI 318-14 Table 17.3.1.1 Variables Ase v [in.2] f [psi] 0.14 58000 Calculations V [lb] 4942 Results Vee [lb] + steel $ V. [lb] Vua [lb] 4942 0.650 3212 424 4.2 Pryout Strength v = i Wec.N V ed.N tI CN ll cp.N Nb] ACI 318-14 Eq. (17.5.3.1b) + Vcpg~!Vua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANco =9h 2 of ACI 318-14 Eq. (17.4.2.1c) 'V eN = (+ 2eN) 1.0 ACI 318-14 Eq. (17.4.2.4) .N = 0.7 + 0.3 (?g. ) 1.0 ACI 318-14 Eq. (17.4.2.5b) 'V cp.N = MAX(i50. !.ef) 1.0 ACI 318-14 Eq. (17.4.2.7b) Nb = kc IL 'h ACI 318-14 Eq. (17.4.2.2a) Variables kq he [in.] eC1N [in.] eC2N [in.] Camin [in.] 2 7.000 0.000 0.000 'V c.N ce, [in.] 4 [psi] 1.000 - 24 1.000 3000 Calculations ANC [in.2] A [in.2] 'V ecl,N Ill ec2,N 41 ed.N 'V cp.N Nb [lb] 900.00 441.00 1.000 1.000 1.000 1.000 24346 Results Vq [lb] $ concrete $ seismic $ nonciuctite $ Vqg [lb] Vua [lb] 99369 0.700 1.000 1.000 69559 1697 Input data and results must be checked for agreement with the existing conditions and for plauaibilityl PROMS Anchor (c) 2003-2009 Huh AG, FL-9494 Schsan Hilli is a registered Trademark of Hull AG, Schaan Page 62 www.hilti.us Profis Anchor 2.7.3 Company: Page: 5 Specifier: Project: vIASAT BASE PLATE A Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 2/8/2018 E-Mail: 5 Combined tension and shear loads ON Iv C Utilization I3N.V [%] Status 0.127 0.132 5/3 7 OK PNV"P<— 1 6 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001 /Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The cD factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! An anchor design approach for structures assigned to Seismic Design Category C, D. E or F is given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3(a), Section 17.2.3.5.3(b), or Section 17.2.3.5.3(c). Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (C) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension I shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, withE increased by 0. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor (c )2003-2009 HIM AG, FL-9494 Schaan Hill Is a registered Trademark of Hill AG. Schaan -. - Page 63. M71 1w'! www.hilti.us Profis Anchor 2.7.3 Company: Page: 6 Specifier . Project: vIASAT BASE PLATE A Address: : Sub-Project I Pos. No.: Phone I Fax: I Date: 2/8/2018 E-Mail: - 7 Installation data . Anchor plate, steel: - Anchor type and diameter: Heavy Hex Head ASTM F 1554 CR. 36 1/2 Profile: Square HSS (AlSC); 6.000 x 6.000 x 0.375 in. Installation torque: - Hole diameter in the fixture: d1= 0.563 in. Hole diameter in the base material: - in. Plate thickness (input): 0.500 in. Hole depth in the base material: 7.000 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 7.844 in: Drilling method: - Cleaning: No cleaning of the drilled hole is required Coordinates Anchor in. - Anchor x y c 5 c4, c., c, - 1 -4.500 -4.500 - - - - 2 4.500 -4.500 - - - - 3 -4.500- 4.500- - - - - 4 4.500 4.500 - - -. Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROMS Anchor (c) 2003-2009 Hull AG, FL-9494 Schaan Hull Is a registered Trademark of Huh AG. Schaan Page 64 www.hilti.us Profis Anchor 2.7.3 Company: Page: 7 Specifier. Project: vIASAT BASE PLATE A Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 2/8/2018 E-Mail: 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the up6ates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for piausibitityl PROMS Anchor (c) 2003-2009 Hits AG, FL-9494 Schaan Huh Is registered Trademark of Hiiti AG, Schaan PAN GO LI Sheet No. Page 65 STRUCTURAL Project No. Project Name Viasat Date Subject Column connection to PT slab Computed By Detail K per E drawings 3/8 X 8" X 8" PLATE 1/2" X 12" X 12" EMBED PLATE W/ (4) 3/4" HEADED STUD ANCHORS X 3 1/2" LONG 0 ELD 0 0 0 0 L 6 X 6 X 3/8 maximum reaction = 5200# horizontal (LRFD) L6x6x3I8 A = 4.38 (1.18 ksi) Page 66 PT underslab connection www.hiltl.us Profis Anchor 2.7.3 Company: Page: 1 Specifier: Project: VIASAT Address: Sub-Project I Pos. No.: PT EMBED Phone I Fax: Date: 2/8/2018 E-Mail: Specifier's comments: I Input data Anchor type and diameter: Effective embedment depth: Material: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Geometry (In.] & Loading [lb, in.lb] AWS DI.1 GR. B 3/4 het = 3.500 in. Design method ACl 318-11/ CIP eb = 0.000 in. (no stand-off); t = 0.500 in. l x l, x t = 12.000 in. x 12.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Rectangular plates and bars (AISC); (Lx W x T) = 4.500 in. x 0.375 in. x 0.000 in. cracked concrete, 5000, f' = 5000 psi; h = 5.000 in. tension: condition B, shear: condition A; edge reinforcement: none or < No. 4 bar Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROMS Anchor (c) 2003-2009 Huh AG, FL-9494 Schaan Hill Is registered Trademark of Hilti AG, Schaan C Page 67 Profis Anchor 2.7.3 2 VIASAT PT EMBED 2/8/2018 www.hilti.us Company: - Page: Specifier: Project: Address: Sub-Project I Pos. No. Phone I Fax: I Date: E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] - Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 1199 1196 78 2 0 1406 1404 78 3 0 1406 1404 -78 4 0 1199 1196 -78 max. concrete compressive strain: max. concrete compressive stress: - (psi] resulting tension force in (x/y)(0.000/0.000): 0 [lb] resulting compression force in (x/y)(0.000/0.000): 0 [lb] y 04 01 03 02 3 Tension load Load Nua [lb] Capacity d1 N LIbi Utilization DN = NUJ+N Status Steel Strength* N/A N/A N/A N/A Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A Concrete Side-Face Blowout, direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anther (c ) 2003.2005 Hull AG, FL-9494 5chaan Huh Is registered Trademark of Hull AG. Schaan Page 68 MEN 1w www.hilti.us Profis Anchor 2.7.3 Company: Page: 3 Specifier Project: VIASAT Address: Sub-Project I Pos. No.: PT EMBED Phone I Fax: Date: 2/8/2018 E-Mail: 4 Shear load Load Vua [lb] Capacity $ V,, [lb] Utilization ftv = Vj V, Status Steel Strength . 1406 18674 8 01< Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength 5200 29598 18 01< Concrete edge failure in direction y+ 5202 5500 95 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength V = Assy f.w ACI 318-11 Eq. (0-28) $ Vstew Z V,0 ACI 318-11 Table D.4.1.1 Variables Asev [in.2 uta [PS'] 0.44 65000 Calculations V[lb] 28730 Results V [lb] $ steel • Vsa [lb] Vua fib] 28730 0.650 18674 1406 4.2 Pryout Strength )wN'Ved.NwN WCP.N Nb] vcpg = lccp [( ANC Awoo ACI 318-11 Eq. (D-41) $ Vcpg ACI 318-11 Table 0.4.1.1 ANc see ACI 318-11, Part 0.5.2.1, Fig. RD.5.2.1(b) ANco = 9 h 2 of ACI 3'8-11 Eq. (D-5) 'Vec,N = ( +)~o ACI 318-11 Eq. (D-8) W ed.N = 0.7 + 0.3 1.0 ACI 318-11 Eq. (D-10) 'V cp.N = MAX( Erb, !-ti!) :91.0 ACI 318-11 Eq. (D-12) Nb = kc X a I?h? ACI 318-11 Eq. (D-6) Variables kcp hei (in.] ecI.N [in.] e2N [in.] cam15 [in.] 2 3.500 0.000 0.500 3.000 'V c.N c., [in.] kc A. a 4 [psi] 1.000 - 24 1.000 5000 Calculations ANC (in.2] Ap 0 [in.2) 'V ecl,N 'V ec2,N 'V ed,N V cp.N Nb [lb] 263.63 110.25 1.000 0.913 0.871 1.000 11112 Results Vcp [lb] $ concrete $ Vcpç1 [lb] Vus [lb] 42282 0.700 29598 5200 Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROMS Anchor (c) 2003-2009 Hild AG, FL-5494 Schaan Huh Is a registered Trademark of Huh AG, 5chaan Page 69 www.hilti.us Company: Specifier Address: Phone I Fax: E-Mail: 4.3 Concrete edge failure in. direction y+ Vctg = *It ec.V W ed.V 'V rV 'V h.V 'V parallel.v Vb Vthg 2! VU. Av0 see ACI 318-I1, Part D.6.2.1, Fig. RD.6.2.1(b) Avco =4.5c 1 =(+)5 i 'Ved.v =0.7+0.3(--)~1.0 'Vh.V qT12!1.o he Vb ((l)O.2 )f.. Profis Anchor 2.7.3 Page: 4 Project: VIASAT Sub-Project I Pos. No.: PT EMBED Date: 2/8/2018 ACI 318-11 Eq. (0-31) ACI 318-11 Table 0.4.1.1 ACI 318-11 Eq. (0-32) AC! 318-11 Eq. (0-36) AC! 318-11 Eq. (0-38) ACI 318-11 Eq. (0-39) ACI 318-11 Eq. (D-33) Variables cal [in.] c [in.] ecv [in.) W c.v ha [in.] 12.500 3.000 0.090 1.000 5.000 Ia [in.] . a de [in.] f [psi] W paraiiet.v 3.500 1.000 0.750 5000 1.000 Calculations Av. [in.2] Av [in.2] 'I' ec.v 'V ed.v 'V h.V Vb [lb] 138.75 703.13 0.995 0.748 1.936 25780 Results Vcbg [lb] $ concrete • Vct, [lb) Vua [lb] 7334 0.750 5500 5202 5 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001 /Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor (c)2003-2009 Huh AG, FL-9494 Schaan Hilti Is registered Trademark of Hilti AG. 5chasn Page 70 www.hilti.us Company: Specifier. Address: Phone I Fax: E-Mail: Profis Anchor 2.7.3 Page: 5 Project: VIASAT Sub-Project I Pos. No.: PT EMBED Date: 2/8/2018 6 Installation data Anchor plate, steel: - Anchor type and diameter: AWS D1.1 GR. B 3/4 Profile: Rectangular plates and bars (AISC); 4.500 x 0.375 x 0.000 in. Installation torque: - Hole diameter in the fixture: d1= 0.813 in. Hole diameter in the base material: - in. Plate thickness (input): 0.500 in. Hole depth in the base material: 3.500 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 4.375 in. Drilling method: - Cleaning: No cleaning of the drilled hole is required Coordinates Anchor In. Anchor x y c, c 5 c., c4.1 1 3.000 4.500 27.000 3.000 429.500 12.500 2 3.000 -3.500 27.000 3.000 421.500 20.500 3 -3.000 -3.500 21.000 9.000 421.500 20.500 4 -3.000 4.500 21.000 9.000 429.500 12.500 Input data and results must be checked for agreement with the existing conditions and for plausibility! PR0F15 Anchor (c) 2003-2009 Hull AG, FL-9494 Schaan Huh Is registered Trademark of Hilti AG, Schaan Page 71 www.hilti.us Profis Anchor 2.7.3 Company: Page: 6 Specifier: Project: VIASAT Address: Sub-Project I Pos. No.: PT EMBED Phone I Fax: I Date: 2/8/2018 E-Mail: 7 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In i5articular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROMS Anchor (c ) 2003-2009 HIIII AG, FL-9494 Schaan HIS Is a registered Trademark of Hilti AG, Schaan Page 72 PANGO LINO A ;4 S I R J C T U R A L STRUCTURAL CALCULATIONS Handrail 6868 N 7th Avenue Suite 203 Phoenix, AZ 85013 p.602.8880336 www.pangolinstr.com Page 74 :1 leenttey- Pangolin Structural, LLC Current Date: 12/20/2017 6:13 PM Units system: English File name: P:\17-098 Viasat Stairs02_Calculations\B_Structural Analysis Programs\HR2.etz\ Steel Code Check. Report: Summary - Group by description Load conditions to be Included in design: dl=DL+LL d2=DL+LL2 d3=DL+LL3 Description Section Member Ctrl Eq. Ratio Status Reference Bottom Rail PIPE 1x0.133 8 d2 at 0.00% 0.02 OK Eq. Hi-lb posts PIPE 1-1_2x0.145 3 dl at 0.00% 0.85 OK Eq. HI-lb top rail 6 0at0.00% 0.18 OK Eq. 1-11-1b Pagel Page 75 n.'Isenttey', Pangolin Structural, LLC Current Date: 12/20/2017 6:14 PM Units system: English File name: P:\17-098 Viasat Stairs\02_CalculationstB_Structural Analysis ProgramsHR2.etz\ Analysis result Reactions - My FZV MzD - Direction of positive forces and moments Forces FKio1 Node FX FY FZ Condition d1DL+LL 1 0.00151 0.01658 -0.10805 2 -0.00151 0.01658 -0.10805 5 -0.00017 0.02573 -0.19195 7 0.00017 0.02573 -0.19195 SUM 0.00000 0.08461 -0.60000 Condition d2=DL+LL2 1 0.00151 0.01658 -0.16639 2 -0.00151 0.01658 0.00371 5 -0.00017 0.02573 -0.03696 7 0.00017 0.02573 -0.00036 Moments FKioft1 MX MY MZ -0.42659 0.04542 0.00050 -0.42659 -0.04542 -0.00050 -0.62341 0.01397 0.00014 -0.62341 -0.01397 -0.00014 -2.10000 0.00000 0.00000 -0.49395 -0.05302 0.00050 -0.00404 -0.00386 -0.00050 -0.16674 -0.03815 0.00014 -0.03527 -0.01116 -0.00014 SUM 0.00000 0.08461 -0.20000 -0.70000 -0.10619 0.00000 Condition d3=DL+LL3 1 0.00151 0.01658 -0.03910 -0.16858 0.03354 0.00050 2 -0.00151 0.01658 0.00177 -0.03343 -0.01562 -0.00050 5 -0.00017 0.02573 -0.11650 -0.33462 -0.00252 0.00014 7 0.00017 0.02573 -0.04617 -0.16338 -0.02951 - -0.00014 SUM 0.00000 0.08461 -0.20000 -0.70000 -0.01411 0.00000 Maximum forces at members Condition : d1DL+LL Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [K1pft] [Kipft] MEMBER I Max 0.00 0.00 -0.11 -0.05 -0.04 0.00 Mm -0.02 0.00 -0.11 -0.05 -0.43 0.00 MEMBER 2 Max 0.00 0.00 -0.11 0.05 -0.04 0.00 Mm -0.02 0.00 -0.11 0.05 -0.43 0.00 Pagel Page 76 MEMBER 3 Max -0.01 0.00 -0.19 -0.01 0.04 0.00 Mm -0.03 0.00 -0.19 :0.02 -0.62 0.00 MEMBER 4 Max -0.01 0.00 -0.19 0.02 0.04 0.00 Mm -0.03 0.00 -0.19 0.01 -0.62 0.00 MEMBER 5 Max 0.00 0.00 0.09 0.04 0.07 0.00 Min 0.00 -0.01 -0.11 0.04 -0.05 0.00 MEMBER 6 Max 0.00 0.01 0.10 0.00 0.07 0.00 Min 0.00 -0.01 -0.10 0.00 -0.03 0.00 - MEMBER 7 Max 0.00 0.01 0.11 -0.04 0.07 0.00 Min 0.00 0.00 -0.09 -0.04 -0.05 0.00 MEMBER 8 Max 0.00 0.00 0.00 0.00 0.00 0.00 Mm 0.00 0.00 0.00 0.00 0.00 0.00 MEMBER 9 Max 0.00 0.00 0.00 0.00 0.00 0.00 Min 0.00 0.00 0.00 0.00 0.00 0.00 MEMBER 10 Max 0.00 0.00 0.00 0.00 0.00 0.00 Min 0.00 0.00 0.00 0.00 0.00 0.00 Condition : d2DL+LU Axial Shear V2 Shear V3 Torsion M22 M33 (Kip] [Kip) (Kip) [Kipft] [Kipft] [Kipft] MEMBER I Max 0.00 0.00 -0.16 0.06 0.08 0.00 Mm -0.02 0.00 -0.17 0.05 -0.49 0.00 MEMBER 2 Max 0.00 0.00 0.00 0.00 0.00 0.00 Mm -0.02 0.00 0.00 0.00 -0.02 0.00 MEMBER 3 Max :0.01 0.00 -0.04 0.05 -0.03 0.00 Mm -0.03 0.00 -0.04 0.04 -0.17 0.00 MEMBER 4 Max -0.01 0.00 0.00 0.01 -0.03 0.00 Mm -0.03 0.00 0.00 0.01 -0.04 0.00 MEMBER 5 Max 0.00 0.00 0.04 -0.08 0.06 0.00 Min 0.00 -0.01 0.04 -0.08 -0.09 0.00 MEMBER 6 Max 0.00 0.01 0.00 -0.04 -0.03 0.00 Min 0.00 -0.01 0.00 -0.04 -0.04 0.00 MEMBER 7 Max 0.00 0.01 0.00 -0.02 0.00 0.00 Mm 0.00 0.00 0.00 -0.02 -0.02 0.00 MEMBER 8 - Max 0.00 0.00 0.00 0.00 0.00 0.00 Min 0.00 0.00 0.00 0.00 -0.01 0.00 MEMBER 9 Max 0.00 0.00 0.00 0.00 0.00 0.00 Min 0.00 0.00 0.00 0.00 0.00 0.00 MEMBER 10 Max 0.00 0.00 0.00 0.00 0.00 0.00 Page2 Page 77 Min 0.00 0.00 0.00 0.00 0.00 0.00 Condition : d3=DL+LL3 Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kipft] [Kip*ft] [Kipft] MEMBER I Max 0.00 0.00 -0.04 -0.03- -0.03 0.00 Mm -0.02 0.00 -0.04 -0.04 -0.17 0.00 MEMBER 2 Max 0.00 0.00 0.00 0.02 -0.03 0.00 Mm -0.02 0.00 0.00 0.02 -0.03 0.00 MEMBER 3 Max - -0.01 0.00 -0.11 0.00 0.06 0.00 Mm -0.03 0.00 -0.12 0.00 -0.33 0.00 MEMBER 4 Max -0.01 0.00 -0.05 0.03 0.00 0.00 Mm -0.03 0.00 -0.05 0.03 -0.16 0.00 MEMBER 5 Max 0.00 0.00 -0.04 0.03 0.12 0.00 Min 0.00 -0.01 -0.04 0.03 -0.04 0.00 MEMBER 6 Max 0.00 - 0.01 0.05 -0.04 0.13 0.00 Min 0.00 -0.01 0.05 -0.04 -0.05 0.00 MEMBER 7 Max 0.00 0.01 0.00 -0.03 -0.02 0.00 Min 0.00 0.00 0.00 -0.03 -0.02 0.00 MEMBER 8 Max 0.00 0.00 0.00 0.00 0.00 0.00 Min 0.00 0.00 0.00 0.00 0.00 0.00 MEMBER 9 Max 0.00 0.00 0.00 0.00 0.00 0.00 Min 0.00 0.00 0.00 0.00 0.00 0.00 MEMBER 10 Max 0.00 0.00 0.00 0.00 0.00 0.00 Min 0.00 0.00 0.00 0.00 0.00 0.00 Page3 Pn7R - . Project .' Job Ref. Section . V Sheet no/rev. - Pangolin Structural LLC 6868 N. 7th Ave Calc. by __________ Suite Chk'd by Date Appd by - 203 AZ 85013 T Date Phoenix, [6tI812018 V RAIL CALCULATION OF SECTION PROPERTIES I V• V 1.5 V Area V A = 0.98 in2 2nd moment of area V Iuu = 288.x103 in4 1w = 288.x10 3 in4 lxx = 288.x103 in4 Radius of gyration ruu = 0.54 in rw = 0.54 in ru = 0.54 in Plastic section modulus (only shapeè with all rectangles at 90 degs) V Zxx = 488.x104 in . ZYY 488.x104 in V Distance to combined centroid. Xe=0.00in V YeO.00in- Distance to equal axis area (only shapes with all rectangles at 90 degs) X=0.00in Vp=O.00fl V Elastic section modulus S55 = 385.x104 in Syy = 385.x10 in3 Tedds calculation version 2.0.06 lyy = 288.x104 in4 ryy = 0.54 in PAN GOLIN* STRUCTURAL Sheet No. Project No. Page 79 Project Name_Viasat 1/A.41 2 -sheet E50 - Date Subject Barrier rail . Computed By ELEVATION -4 Barrier rail good by inspection - no horizontal loading is required by code as there is no fall / step issues at this location. Per conversation with Engineer of Record, calculations are not required. PA.,NGoLIN4 ST R UCTU R Project Subject Sheet No. Project No. Date. Computed By Page 80 214 - L_HSS1 2Xl .l2X316 POST WP-,,,, V - T.O.LANDING NOSING LINE :. SEE PLAN r TCq PLEASE VERIFY Cq WELDING SIZE. =-R'Fy STRINGER TO rf7 151"' CHANNEL CHANNEL STRINGER MC12XI0.6 MC8X8.5 MK:-SEE PLAN MK:-SEE PLAN DETAIL- C (REF:- 7/A4.40, 2/A4.41) REACTION MAXIMUM IN CONNECTIONS = 4.4 KIPS Seismic Load H = 4.4k * 0.573=7.5 kips Length of additional weld required = 7.5/4.176 =,1.79 inches Use 3" 3/16' fillet weld typical = 12+ kips> 11.9K good by inspection as it is welded all around. EPTABLE PAN GO STRUC1 Project Name_________ Subject Page 81 Sheet No. Project No. Date Computed By IN 1i (TYP) 16'J t L 1'-4 (PLEASE VERIFY WELDING SIZE. DETAIL - E (REF:- 8/A4.40) REACTION MAXIMUM IN CONNECTIONS = 4.4 KIPS (LRFD) Seismic Load H = 4.4k * 0.57 • 3 = 7.5 kips Length of additional weld required = 7.5/4.176 = 1.79 inches Use 3 3/16 fillet weld typical = 12+ kips> 11.9K good by inspection as it is welded all around. ,—HSSI-12X1-12X316 / POST /—NOSING LINE HSS POST TO STRINGER ,-2 12 CONC. OVER / 18THK. LANDING PAN / T.O.LANDING SEE PLAN ----------------- cs1 CHANNEL -- \/ - C3X4.1 MK:-SEE PLAN CHANNELTO 3 CHANNEL ;1 +6< CHANNEL MC8X8.5 MK:-SEE PLAN acceptable Page 82 P AN C 0 L IN Sheet No._______ STRUCTURAL Project No. Project Name Date Subject Computed By PLEASE VERIFY WELDING SIZE. 2 2'4--4------ PANTO 14 18 2"@12 EMBED—ANGLE 14THK.PL NOSING LINE STRINGER TO MBED_ANGLE 316 I - FINISH FLOOR wp SEE PLAN - acceptable 3 SIDES EMBED ANGLE / I I CV L5X3-1jY(12 (LLV) L3X3X14—" E.O.S STRINGER MCi 2X10.6 MK:-SEE PLAN DETAIL - G (REF:- 5,61A4.40) Conservative Anchor Reactions (seismic loads included through load combinations): Ry = 4.2k (vertical shear) Rx = 7.5k (+1- horizontal seismic shear not combined with seismic tension) Ax = 1.5k (+/-horizontal shear acting with tension) Az = 7.5k (+/- Tension) Embed design per EOR on sheet E/s5.02 Use 3/16" fillet weld = 2.78 kips (ASD) Provided weld top = 4" (11.12k capacity)> 7.5k, 9k (7.5+ 1.5k) horizontal combined - good by inspection Use 3/16" fillet weld at vertical web angle x 3" x 2 = 16.7k capacity> 4.2k (conservative) .good by inspection WE A N G 0 L IN Project Name_______________________________________________ Subject Page 83 Sheet No. Project No. Date Computed By COLUMN HSS6X6X8 MK:-SEE PLAN 112 112 111 {CLR HSSI-12X1-12X316 POST A:<HSS TO CHANNEL (CJP) 4o acceptable STRINGER MCI 2X10.6 MK-SEE PLAN TO COLUMN TO CHANNEL C0.1 SEE ELV. 212 CONC. OVER 18THK. LANDING PAN ANGLE \ L2X2X14 "-CHANNEL MCI2X1O.6 MK:-SEE PLAN NOTE#2 DETAIL - B (REF:- 7/A4.40) Railing Connection: complete penetration weld - good by inspection Check Handrail Member: 84001b-in; Requires Sxx = 0.276in3 1 1/2 HSS Sxx = 0.38.5 good by inspection Channel to Column Connections: - Capacity = 24' x 2.78k = 66k '(conservative design - good by inspection) STAIR 1 LAYOUT PLAN C LOWER LEVEL-2 (TRUE NORTH) (P NORTH) (REF;. 21A4.I0) [GROUND LEVEL EUi1304.96 = EL(±-01 PROJECT: V1ASAT BRESSI RANCH PARKING STRUCTURE P.2 LOCATION: 2506 TOWN GARDEN RD. CARLSBAD, CA CONTRACTOR: SMITH CONSULTING ARCHITECTS. ARCH!ENG: INTERNATIONAL PARKING DESIGN. INC. 4150 E. Quartz Circle - Mesa, Arizona 85215 (480) 830-2253 AZucfI069414 A-Il DEC (480) 396-8732 FAX CUc#505830 C-51 NVLIc#31339 C-I4 'NOTE TOERECTOR:PLACE MARRED END OF PIECE TO CORRESPOND MTh LOCA11ON OF PIECE MARC ON SIRUC1URAL ERECTION DRAWINGS APPROVAL , REVIEW AUDICRIrI PLEASE REEW THIS DRAWIAGCAREFULLY UNLESS NOTED TO THE CONTRARY. ON THIS DRNMNG MEN IT IS RETURNED FROM APPROVAL TO ARES STEEL IT PILL BE ASSUMED THAT ALL INFORMATION SHOVIN, HAS THE AFFIRMATION OF THE APPROVAL IREMEWAUTHORITY. SUBSEQUENT CHANCES AFTER THE FIRST SUBMISSION WILL BE CONSIDERED AScONTRACTOIANGES NOTE TO FA8RCAT. MARX PIECE AT LEFT END AS DETAILED. ALL HOLES NOTED AARE FOR HS DOLTS. DEBUT NO PAINT WIDEN F STAIR I LAYOUT PLAN ( LOWER LEVEL-i (TRUE NORTH) (PLAN NORTH) (REP;- 31A4.lO) NOTES:- APPROVER NOTES:- 1) E.O.S INDICATES EDGE OF SLAB — WT&2019 NOTE#1:- WE FOLLOWED LANDING SLOPE FOR DRAIN C C. SLAB ONLY.' PLEASE VERIFY SLOPE AND DIERECTION OF SLOPE PREV20I8-0088 __________ 2446 TOWN GARDEN RD DESIGN REF. SHEET: I I I VIASAT CABLE BARRIER RAIL SYSTEM // STAIRS & ___________________ 21A4.10&31A4.10 GUARDRAILS I CONTRACTOR NOTE: FAILURE TO RESPOND TO VERIFIES & CLOUDED AREAS MAY RESULT IN ADDED COSTS ANDIOR SCHEDULE DELAYS FOR WElCH ASP WILL NOT BE RESPONSIBLE 2132601000 CBC20 17-0198 3130/2018 PREV20I 8-0088 D 'NOTE TO FABRICATOR'. MARX PIECE AT LEFT END AS DETAILED. ALL HOLES NOTED WARE FONAUL BOLTS. DEBUTS NO PAINT WITHIN Y IGROUND LEVEL EU*)304.96 = EL(±)O'-OI DESIGN REF. SHEET: 3!A4.10 & 4/A4.10 "NOTE TO ERECTOR' PUCE MARKED END OF PIECE TOCORRESpflJW WITH LOCATION OFPIECE MARK ON STRUCTURAL ERECTION DRAWINGS APPROVAL S REVIEW AUTHORIT PLEASE REVIEW THIS DRAWING CAREFULLY UNLESS NOTED TO THE CONTRARY, ON THIS DRAWING. WHEN if S RETURNED FROM APPROVAL TO ARE STEEL IT WILL BE ASSUMED THAT ALL INFORMATION SHOVIN. HAS THE AFFIRMATION OF THE APPROVAL IREA1EWAUI}IORITV. SUBSEOUENT CHANGESAFIERTHE FIRST SUBMISSION WILL BE CONSISERED AS CONTRACT CHARGES CONTRACTOR NOTE: FAILURE TO RESPOND TO VERIFIES ECLOUDED AREAS MAY RESULT IN ADDED COSTS ANOIOR SCHEDULE DELAYS FOR WHICH ASF WILl. NOT BE RESPONSIBLE FOR APPROVAL ONL'1 W< E DESCRIPTION STAIR-1 LAYOUT PLAN RJ J EN1 17 211 E32 DRAWING NO. and Rasubmil for Approval SH JEN YEAR JOB SHEET REV. proval ISSUE SCHEDULE & REVISIONS DTL CHER PROJECT: VIASAT BRESSI RANCH PARKING STRUCTURE P-2 4tOF S ' LOCATION: 2506 TOWN GARDEN RD. CARLSBAD, CA CONTRACTOR: SMITH CONSULTING ARCHITECTS. ARCHIENG: INTERNATIONAL PARKING DESIGN, INC. 4150 E. Quartz Circle Mesa, Arizona 85215 (480) 8302253 A2LIc#069414 All IRS. IN CA Lic #505830 C-Si (480) 396-8732 FAX NVUc#31339 C-I4 STAIR 1 LAYOUT PLAN 0 LOWER LEVEL 1 (REF;- 31Mb) (TRUE NORTH) (PLAN NORTH) - re-v`-' i STAIR I LAYOUT PLAN ( GROUND LEVEL (TRUE NORTH) (PLAN NORTH) (REF;- 41Mb) NOTES:- 1) E.O.S INDICATES EDGE OF SLAB 6005885 fw 20=19 N STAIR 1 LAYOUT PLAN (ä GROUND LEVEL (REF:- 41A4.10) (TRUE NORTH) NORTh) D STAIR 1 LAYOUT PLAN (d)-SECOND LEVEL (TRUE NORTH) (PLAN NORTH) (REF;-51A4.10) NOTES:- 1) E.O.S INDICATES EDGE OF SLAB FOR APPROVAL ONL\1 PROJECT: VIASAT BRESSI RANCH PARKING STRUCTURE P.2 •NETOFATON:M PIECE AT LEFT ENOASDETAILED. DESIGN REF. SHEET: OF LOCATION: 2506 TOWN GARDEN RD. CARLSBAD, CA ESE0A 0RE8UOPvJNTWmNNY 41A4.10&51A4.10 CONTRACTOR : R SMITH CONSULTING ARCHITECTS. •NOIETOERECTCRACE MARIIED END OF PIECE TOCnJSPnJ - ARCHIENG: INTERNATIONAL PARKING DESIGN, INC. YM LOCATION OF PIECE MARIC ON STRUCTURAL ERECTION ORAvANGS 4150 E. Quartz Circle APPROVAL I REVILIN AUTHORnY1.PEASERDUSPThIE0RAWNGCAREFUU.Y - UNLESS NOTED TO THE CONTRARY. ON THIS ORAVGfllENlTBRETURNED CONTRACTOR NOTE: - - Mesa, Arizona 85215 FROM APPROVAL ro ABLE STEEL TI WILL BE ASSUMED THAT INFORMATION DESCRIPTION STAIR-1 LAYOUT PLAN - - (480) 830-2253 AZ LIe #069414 A-Il SHN. HAS THE AFFIRMATION O$ THE APPROVAL IREv1EWAUTHORITY. FAILURE TO RESPOND TO VERIFIES & CLOUDED AREAS - DRAWING NO. WC.SUBS#OUErCHANGES AFTER THE FBtSTSUEMISS10NWRi.BE CONSIDERED MAY RESULT IN ADDED COSTS ANDIOR SCHEDULE 8 03106118 RevIee and Resubmit for Approval SN JEP EARtJOB I SHEET I REV. EMU ve.CALIc#505830 C-Si (480) 3968732 FAX NVUc#31339 C-14 DELAYS FOR WHICH ASflMLL NOT BE RESPONSIBLE A 13115117 For Approval RM JEW 17211 I E33 REV DATE ISSUE SCHEDULE & REASIONS DTL CHIE I aJ a M7 18 THK. PLATE LANDING-PAN -u 2 It CONC.OVER a EIaTHK LANDING PAN C: IGD J. P1PEI-14ST0 I H HANDRAIL / liii PIPE 1-14STD HANDRAIL CLR 112 II -' - I III 1 II U II II 112 GAP GAP 112 112 GAP GAP 112 S-112 4t2 7 4-2 3'..1112 (STAIR WIDTH) (STAIR WIDTH) 1-10 9-6 I E.OSJ J STAIR I LAYOUT PLAN ( SECOND LEVEL'(TRUE NORTH) (PLAN NORTH) (REF;- 5lM0) STAIR I LAYOUT PLAN (ä THIRD LEVEL (IRUC NORTH) (I'LAN NORTH) (REP;. 6?A4.10) NOTES:- 1) E.O.S INDICATES EDGE OF SLAB IGROUND LEVEL EL(*)304.96 = EL(±)O'-OI 4-1 CLR ? U) (STRINGISTS ER FOR APPROVAL ONL'1 PROJECT: VIASAT BRESSI RANCH PARKING STRUCTURE P.2 •NETOFBRCATON:MARKPIEcEATLSFTEN0ASDET,JLEa . DESIGN REF. SHEETI 51A4.10&61A4.1O — ________________________________ — < ARCHIENG: INTERNATIONAL PARKING DESIGN. INC. U)O0NOE — ' — . . CONTRACTOR: SMITH CONSULTING ARCHITECTS. •E ERECTOR'PLACE MARKED END OF PIECE TO CORRESPOND LOCATION: 2506 TOWN GARDEN RD. CARLSBAD, CA — ___________________________________ — — / c7 V4. 4150 E. Quartz Circle APPROVAL I REVIEW AUTHORITY: PLEASE REVIEW THIS $ UNLESS NOTED TO THE CONTRARY. O THIS DRAWING. WHEN fl5RETURNED CONTRACTOR NOTE: — _______________________________________ — — DESCRIPTION STAIR-1 LAYOUT PLAN allow Mesa, Arizona 85215 FROM APPROVAL TO ABLE STEEL ff WILL BEAS5IRAEDTAT ALL INFORMATION (480) 830-2253 AZ Uc #069414 X11 SHOWN.HAS THE AFFIRMATION OF THE APPROVAL IREVEV1AUTHORITY. FAILURE TO RESPOND TO VEI1JFIESE CLOUDED AREAS — — DRAWING NO. INC. SUBSEOUENT CHARGES AFTER THE FIRST SUBMISSION WILL BE CONMDEREO MY RESULT IN ADDED COSTS AND10R SCHEDULE B 03106118 Revise and Resubmit for ApovaI I SN JEU YEAR I JOB I SHEET I REV. CA Uc #505830 C-51 AScoNTRAcTcIWlGEs (480)H FAX NVLic#31339 C-14 DELAYS FOR #JIIICHASF WILL NOT BERESPONSIBLE A 12/15117 FO!AIIIXOVaI 1' 17 211 I E34 REV DATE ISSUE SCHEDULES REVISIONS 2!!- I cD Cp MATCH LINE A-A 1ncr- ow.. II r EME ux I PROJECT: VIASAT BRESSI RANCH PARKING STRUCTURE P-2 NDTETOFASRICATOR. MARK PIECE AT LEFT END ASDETAILED. OV ST4 LOCATION: 2506 TOWN GARDEN RD. CARLSBAD, CA ALL HOLES A BOLTS. DEBUT 8NO PAINT WITHIN 3 CONTRACTOR: SMITH CONSULTING ARCHITECTS.'NOTE TOERECTOW PLACE MARKED END OF PIECE TO CORRESPOND WITH LOCATION OF PIECE MSRR ON STRUCTURAL ERECTION DRAWINGS ARCHtENQ INTERNATIONAL PARKING DESIGN. INC. 4150 E. Quartz Circle Mesa, Arizona 85215 UNLESS NOTED TO THE CONTRARY. ON THIS DRARINIL WHEN IT IS RETURNED FROM APPROVALTO ABLE STEEL ITWILL BE ASSUMED THAT ALL INFORMATION (480) 830-2253 AZ Lic #069414 A-il CA Uc #505830 C-51 (480) 396-8732 FAX C-14 SHOWN. HAS THE AFFIRMATION OF THE APPROVAL IREVIEWM$THOBTY. SUBSEQUENT CHANGES AFTER THE FIRST SUBMISSION 1811 BE CONSIDERED AS CONTRACT CHANGES ELEVATION -1 (REF:- 21AN.12) APPROVER NOTES:- NOTE#1:- WE FOLLOWED ELEVATIONS PER A2.01 AND WE ARE GETTING EL(-)22'-8918 AT WORK POINT. PLEASE VERIFY ALL CLOUDED DIMENSIONS AND ELEVATIONS. DESIGN REF. SHEET: - 2/A4.12 CONTRACTOR NOTE: - FAILURE TO RESPOND TO VERIFIES 8 CLOUDED AREAS MAY RESULT IN ADDED COSTS AN D!OR SCHEDULE B 03106118 Revise and Resubmit for Approval DELAYS FOR WHICH ASF WILL NOT BE RESPONSIBLE A 13115117 For AcvaI REV DATE ISSUE SCHEDULE & REVISIONS S005889 NOTES:- 1) E.O.S INDICATES EDGE OF SLAB IGROUND LEVEL EL()30.96 ---ELL* ff—OJ - FOR APPROVAL ONLY1 W<JE Y - DESCRIPTION STAIR-1 ELEVATION DRAWING HO. Ic JET' YEAR JOB SHEET REV. AY ..i' 17 211 E35 LCHIIR I I I B (rYP) C3X4.1 M5 MCSX8.5 DET., E39 (lYE (4_114 CLR. HRIO HANDRAIL HSSI-12X1-12X316 14 -.0. M6 'aTHK. PLATE LANDINQPAN me MC8)(8.5 C3X4.1 LJ 194 11.0 10 214 9 TREADS @ 0'-11 = 8-3 5934 3.2 . 3.212 3-2 I -I--A-----l--------I- --------- lI ii *li7!i ,l ____________ —'1 • I. • I - - I 'diIIIh 11111 .,uusrr • ____t1 ij tI : •. 11111$ EMBED : OEM 01 AIL - 2X112X318 L— 12..J—L'-.. UI. II '-STRINGER E39 11 MC12X1O.6 EL.-O ____________________________ —STRINGER (SIM.) (TYP) I I MK-SEE PLAN GROUND FLOOR '( LOWER MK~SEIE PLAN MATCHE __________ LEVEL-2 1. :' • :=. g •...' _____ ___ 3..9I 2 9 TREADS @ -1V 8-3 J NOTES:- L5)O.12 3-2 1) E.O.S INDICATES EDGE OF SLAB ELEVATION -1 GRouND LEVEL EL(1:)304.96 = EL(±)O-OI - ELEVATION (REF:- 2/A4.12) FOR APPROVAL ONLY (FIbi-- IIP.4 ill N PROJECT: VIASAT BRESSI RANCH I'ARKING STRUCTURE P.2'NOTE TOFA6REATONMARSPIECEATDS DETAILED. DESIGN REF: SHEET: t OF LOCATION: 2506 TOWN GARDEN RD. CARLSBAD, CA NjHOLES NOTED WANE FOR H. BOLTS. ER8ST&NO PAINT WITHIN 3 • 21A4.12 - ___________________________________________ - - TE E CONTRACTOR SMITH CONSULTING ARCHITECTS. NOTETOERECTOR RACE MARKED ENDOF PIECE T000RJlESPOND — . — — W ARCHIENG: INTERNATIONAL PARKING DESIGN. INC. — 4150E. Quartz Circle APPROVAL saw AUTHORITY' REVIEW mSDRSwi'ecsuiuw UNLESS NOTED T0 THE CONTRARY. ON THIS ASTNG WHEN fl5RETURNED CONTRACTOR NOTE: Mesa, Arizona 85215 FROM APPROVAL TO ABLE STEEL L DESCRIPTION STAIR-1 ELEVATIONBEASSUMEDHATAILINFOp11ON — - ______________________________________ — — (480) 830-2253 A2Uc#069414 A-11 SHOWN ,HAS THE AFFlRLN11ON0FThEAPPROVALIREVEwAUTHOIRTy. FAILURE TO RESPOND TO VERIFIES & CLOUDED AREAS - - ______________________________________ - - DRAWING NO. KINQ CALicA505830 C-SI . ASCCHIRACTCHAJ9GES - - I SIJSSECUENT CHANGES AFTER THE FIRST SUBMISSION SEBECnJiun MAY RESULT IN ADDED COSTS ANDIOR SCHEDULE B fl3106118 Rmsse and Resubmit for Aggroval SIR JEN YEAR I JOB SHEET I REV. BED (480) 396-8732 FAX NVUc#31339 C.I4 DELAYS FOR WTIEHASF IMI.L NOT BE RESPONSIBLE • A 12115117 ForA4tgmvaI M !EN 17 I 211 E36 _______________________________________________________ REV DATE ISSUE SCHEDULES REIASIONS DII. CH I(R I 1EA-A . f(So05!9 JNE A-A C cD c 214 9 TREADS @O'-11=8-3 5'-64 ' nINtRUISl-11ø-i NOTES:- - P7011— LOWER LEVEL- 2j nih 1) E.O.S INDICATES EDGE OF SLAB GRID C I . ELEVATION -1 (REF 21M 12) IGROUND LEVEL EL(±)304 ELEVATION -1 (REF:-21M.12) FOR APPROVAL ONLY PROJECT: VIASAT BRESSI RANCH PARKING STRUCTURE P-2'NOTE TO END DESIGN REF. SHEET: : LOCATION: 2506 TOWN GARDEN RD. CARLSBAD, CA t E 2!A4.12 11> CONTRACTOR: SMISMITHCONSUL11NGARCHITECTS. lOTETOERECTOR PLACE WRICEDENDOFPIECETOCORRESPONo — _____________________________________ —. — w ARCHIEN INTERNATIONAL PARKING DESIGN, INC. WITHLOCAUONOECEMA(ONUC1URALERECflON0RAWINGS - 4150 E. Quartz Circle APPROVAL I REVIEW AVnfOMM. PLEASE REVIEW THIS ORAWM CARMLY UNLESS NOTED TO THE CONTRARY. ON THIS DRA'MNG. WHEN ITISRETURNED CONTRACTOR NOTE: Mesa, Anzona 85215 FR0MsPPROVAL WATTLE STEELfftLBEED1NATAUINFORMATION - _______________________________________ DESCRIPTION STAIR-1 EI.EVA1ION (480) 830-2253 AzLuc#069414 A-Il HAS THE AFFIRMATION OF THE APPROVAL IREMEW FMLURETO RESPOND TO VERIFIES &CI.OUDEDAREAS — — DRAWING NO. )LqIJED TaRS. (480) 396-8732 FAX CA 9505830 C-51 SUBSEMIENT CHANGES AFTER THE FIRST SUBMISSION VALL BE CONSIDERED MAY RESULT IN ADDED COSTS ANDIOR SCHEDULE B 03106118 Revise and Resubmit for Approval 519 j YEAR JOB SHEET REV. NV Uc #31339 14 DELAYS FOR WHICH ASF WILL NOT BE RESPONSIBLE .& 117 For Approval .iL" 17 211 E37 REV DATE ISSUE SCHEDUIE 8 REVISIONS OTI. CH)CR B STRINGER MC12X1O.6 MK-SEE PLAN SEE ELy. IV MK:-SEE PLAN DETAIL -B (REF:. 7/A4.40) COLUMN HSS6X6X38 MK:-SEE PLAN 316 LN 'LAN MATCH LINE A-A OD- D I P'tt I i4II '- .7 EL-22'-715ie MK:- SEE PLA!L J H556X6X38 a3 LOWER LEVEL-2 MATCH LINE A-A S 005839 __________________ . . ---------- - [GROUND LEVEL EL(t)304.96 ELUIV-01 SECTION - I 3105Q018 SECTION -I (REF:-21A4.11) (REF:-21A4.11) FOR APPROVAL ONLY N PROJECT: VIASAT BRESSI RANCH PARKING STRUCTURE P-2 'NOTE TOFASRICATCR: MARK PIECE AT LEFT END ASDETAILED. DESIGN REF. SHEET: LOCATION: 2506 TOWN GARDEN RD. CARLSBAD, CA FOR DEBUT - _________________________________ : CONTRACTOR: SMITH CONSULTING ARCHITECTS. NOTETOERECTOR PLACE MARKED END OF PIECE 10 CORRESPOND 1!A4.12 1 1 - ARCH/END: INTERNATIONAL PARKING DESIGN, INC. WITH LOCATION OF PIECE MARK ON STRUCTURAL ERECTION DRAWINGS V 4150 E. Quartz Circle APPROVAL ,REVIEWAWW: PLEASE REVIEW THE ONAWNGCAREFULLY UNLESS NOTED TO THE CONTRARY. ON THE DRAWING. WHEN ffISRE1uRRED CONTRACTOR NOTE: DESCRIPTION STAIR.1 ELEVATION Mesa, Arizona 85215 FROM APPROVAL T0 ABLE STEEL flWILBEMSAE0ThATUINF0RWATI0N - . - - (480) 830-2253 SHOWN. HAS THE AFFIRMATION OF THE APPROVAL REVIEW AUTHORITY. FAILURE TO RESPOND TO VERIFIES &CLOUDED AREAS DRAWING NO. CA Lk 11505830 C.51 SUBSEQUENT CHANGES AFTER THE FIRST SUBMISSION WILL BE CONSIDERED - - I MAY RESULT IN ADDED COSTS ANDR SCHEDULE B 03/06118 Revise and Resubmit for Approval SHC JEF YEAR I JOB I SHEET I REV. (480) 396-8732 FAX NV Us #31339 C.I4 . AS CONTRACTCHA NGES DELAYS FOR WINCH ASF WILL NOT BE RESPONSIBLE . 13/15117 For Approval RMI .,i 17 I 211 E38 REV DATE ISSUE SCHEDULE & REVISIONS DII. CHKR I HSS1X1XO.120 HSS12X12X0.065 PICKEI(TYP). HSS1-12X1-12X31 POST HSS POST TO STRINGER WP- 14 ThK.PL-. MK:-SEE PLAN -2 12 CONC. OVER 12GA TREAD PAN -NOSING LINE 112X112X16 (TYP) (wl(1)58øX4 41 (EXP ANC (w!.3rHORIZ SLOTE DETAIL - A (REF:- 41M.40. KISS.O1) 14 1-HSS1•12X1-12X316 GAP 14 TO EMBED iii DETAIL- 0 (REF:- 5,6 !A4.40) NOSING LINE STRINGER MC12X10.6 MK-SEE PLAN ii NOSING STF... MC12XIO6 MK:.SEE PLAN MK:-SEE PLAN DETAIL -C (REP:- 71A4.40. 2/A4.41) PIPE 1- 18 THK. PLATE - LANDING_PAN .O.LANDING SEE PLAN I SS TO b-FqHANNEL — STRINGER TO tG CHANNEL T.O.LANDING __________ V-E 1155 POST TO NEL MC12X10.6 SEE PLAN MGPL'8X07 4APP""'- COLUMN HSS6X6X3S MK:-SEE PLAN CHANNEL CHANNEL C3X4.1 MC12X10.6 MK:-SEE PLAN MK:-SEE PLAN DETAIL - H (REF:-71A4.40) DETAIL - J L1_12X1.12X318_/ STRINGER MC12X1O.6 MK.-.SEE PLAN K. STAIR NOSING / ç NOSING / 11 ITYP TYP NOSING LINE - - a. 2 12 CONC.OVER - I2GA STAIR_PAN x1 STAIR PAN (TVPXALV) STRINGER MN-SEE PLAN DETAIL - B (REP:. 41M.40. 51A4.4) HSS1-12X1-12X316 POST )SING LINE POST TO TRINGER wP \STRINGER 12 CONC. OVER 12 8HK. LANDING SEE PLAN NOSIN V t CHANNEL 4PLAN MK~SI EE PL 16 STRIN ______ CHANNEL MC12X DETAIL - E MN: SEE PLAN DETAIL - F (REF:- 81A4.40) (REP:- 81A4.40) ING LINE INISH FLC SEE PLAN SEE PLAN ._L_CIIANNEL 3 SIDES) MC12X1O.6 CHANNEL MC8XB.5 EMBED ANGLE L5)O.12YC12 LLV) ( / MK:.SEE PLAN L3X3X'4-" EOS STRINGER MCI2XIO.6 MK.--SEE PLAN DETAIL - G (REP:- 56!M.40) i 121 1 4 1 .112 ML112A1U.b HANDRAIL HSS1-12X1-12X318 112 EMBED ANGLE* L3)IX'4 SEE PLAN j _______ MK-SEE PLAN SIDES T.O.LANOING _______-COI.UMN/ H5S6X6X38 LTO EMBED -- -_.-STRINGER HANDRAIL cip HSS1-12X1-12X316MKI-SEE PLAN MK:-SEE PLANPIPEi-14STD L5X3-1212 MC12X10.6 STRINGER MK:EE PLAN HANDRAIL 8MC12X10.6 T i-STUD WALL MK-SEE PLAN HSS1-12X1-12X316 COLUMN _ EMBED PLATE HSSBXBX3B R MCEXIS.5 3 ____________ MC12X10.6 ____________ CHANNEL SECTION -6 EMBED PLATE \_HSS1X1Xo. STRINGER CHANNEL - 16 STRINGER TO MK.SEE PLAN MK:-SEE PLAN MK-SEE PLAN CONC. SLAB ROD SECTION -4 SECTION -1 (REF:- 38/A4.40) B-, (REP;- 2PJA4.iO) HANDRAIL PIPE1-14STD 112 MK-SEE PLAN MC12X10.6 MK-SEE PLAN CLFL B-, ___________ _____________ _____________ 14 GAP /PAN TO STRINGER ,, L6X3j 3* LONG SLOTE HOLE 18 ?@12 CHANNEL MC12X10.6 2 Ptxexo'-s 11 L6X6Xa w12 340 A325N LANDING MK:-SEE PLAN \ HSS1-12X1-12X316 - — )('JSS POST TO THK. STAIR NOSING 212 CONC.OVER - 6 y MK:.SEE PLAN STAIR-PAN ________ /13\ - TRINGER _ 14 GAP v / I HSSi-12X1-12X316 - jSEEPLAN . .) DETAIL- K _________ TYP MKEE PLAN 'ieV MC12X1O.6 PIPEi-1 STD ________ SECTION TYP - C, -STRINGER laNK PLATE S 05889' E20jI! LANDING_PAN N1/' j[-CHANNEL HANDRAIL MC12X10.8 ' ' 3/08/2018 / I MK:-SEE PLAN CHANNEL MC8X8.5 MK:-SEE PLAN MK-SEE PLAN [ SECTION -2 MK-SEE PLAN SECTION -3 . SECTION ..5 SECTION -7 (REP:- 10/M.41) (REP:- 21A4.1O) FOR APPROVAL ONLY N PROJECT: VIASAT BRESSI RANCH PARKING STRUCTURE P-2'NOTE TOFATON-.WJBK PIECE AT LEFT END ASDETAILED. DESIGN REF. SHEET: LOCATION: 25O6 TOWN GARDEN RD. CARLSBAD,CA - tOF CONTRACTOR SMITH CONSULTING ARCHITEARCHITECTS.08 'NOTE TO ECTOR. RICE MAIRSID END OF PIECE TOC10S A440&A4.41 — ____________________________________ - - w E ARCHIENG: INTERNATIONAL PARKING DESIGN, INC. WITH LOCATION OF PIECE MNR(ON STRUCTURAL ERECTION DRAWINGS — - 4150 E. Quartz Circle APPROVAL IRE EWAUHORITY:PLEASEREVEWThISDRAW1NGCAREFUI.LY — - - S UNLESS NOTED TO THE CONTRARY. O THIS DRAWING. WHEN fl5RETURNED CONTRACTOR NOTE: - — — - Mesa, Arizona 85215 FRONAPPROVLTOAaLESTSELLBEAMEDIAT ALL INFOR)08TION — — - - DESCRIPTION STAIR-1 DETAILS -JeWRTORS (480) 830-2253 AZ Lie #069414 SHOWN .HAS ThE AFFIRMA110NOF ThEAPPROVALIREJ4IJT)pJIy. FAILURE TO RESPOND TO VERIFIES & CLOUDED AREAS DRAWING NO. SIJBSEOUENT CHANGES AFTERThE FIRST SUBMISSION WILL BE CONSIDERED MAY RESULT IN ADDED COSTS ANDIOR SCHEDULE B (13/06118 Revise and Resubmil for Approval SH JEN YEAR I JOB I SHEET I REV. CALIc#505830 C-51 AScTCHANGEs - - I I (480) 3968732 FAX NVUc#31339 C-I4 DELAYS FORYAIICHASFIMLL NOT BERESPONSISLE A 12115117 ForAggroval N 17 I 211 I E39. REV DATE ISSUE SCHEDULES REVISIONS DII. CHKR AN STAIR 2 LAYOUT PLAN stat LOWER LEVEL-2 (TRUE NORTH) (PLAN NORTH) (REP;. IIM.20) CD STAIR 2 LAYOUT PLAN (at LOWER LEVEL 1 (TRUE NORTH) (PLAN NORTH) EIC. SLAB =ONLY. APPROVER NOTES:- GROUND LEVEL EL(±)304.96 NOTE41:- WE FOLLOWED LANDING SLOPE FOR DRAIN IN Cc INC PLEASE VERIFY SLOPE AND DIERECTION OF SLOPE NOTES:- = EL(i'I 1) E.O.S INDICATES EDGE OF SB DOSS, 9 3iO&2015 '/ OF FOR APPROVAL ONLY' OF S PROJECT: VIASAT BRESSI RANCH PARKING STRUCTURE P-2 LOCATION: 2506 TOWN GARDEN RD. CARLSBAD, CA 'NOTE TO FABRICATOR' MARK PIECE AT LEFT END ASDETAILED. ALL HOLES NOTED ARE FOR H.S.1NO PAINT RITAIIN3 DESIGN REF. SHEET: 21A4.20 & 3/A4.20 WITH LOCATION OF PIECE MARK ON STRUCTURAL ERECTION ORARINGS N < -.---.- - - . CONTRACTOR: SMITH CONSULTING ARCHITECTS. ,lo1roERECTOR' PUCE MARKED END OF PIECE TOCORRESPOND - - - - ARCHIENG: INTERNATIONAL PARKING DESIGN, INC. 4150 E. Quartz Circle Mesa, Arizona 85215 (480) 830-2253 AZ Lie #069414 CAUc#505830 C-51 (480) 3968732 FAX 4j93339 44 UNLESS NOTED TO THE CONTRARY, ON THIS DRAWNIG. WHEN ITSRETURNED FROM APPROVAL JO ABLE STEEL IT WILL BE ASSUMED THAT ALL RFOp.KE SHORN. HAS THE AFFIRMATION OF THE APPROVAL IRE VIEW AUTHORITY. SUBSEQUENT CHANGES AFrER THE FIRST SUBMISSIONVALL BE CONSIDERED ASCON1RACTCHANGES APPROVAL woRIw: PLEASE REVIEW THIS DRAWING CAREFULLY CONTRACTOR NOTE: FAILURE TO RESPOND TO VERIFIES & CLOUDED AREAS MAY RESULT IN ADDED COSTS ANDIOR SCHEDULE DELAYS FOR WHICH ASF WILL NOT BERESPONSIBLE - - - _____________________________________ - - - - DESCRIP11ON STAIR-2 LAYOUT PLAN DRAWING NO. B 1)3106118 - Rasa and Resubndt for Approval - SH - JEN YEAR I JOB SHEET I REV. - A IN15117 ForAppvaval RM .JEN 17 IH I I 211 E40 I REV DATE EDU ISSUE SCHLE & REVISIONS ). CKR STAIR 2 LAYOUT PLAN LOWER LEVEL I (TRUE NORTH) (PLAN NORTH) (REP;- 21A4.20) STAIR 2 LAYOUT PLAN GROUND LEVEL (REF;- 31M.20) (TRUE NORTH) (PLAN NORTH) EERji! PROJECT: VIASAT BRESSI RANCH PARKING STRUCTURE P-2 \\tBF s LOCATION: 2506 TOWN GARDEN RD. CARLSBAD, CA CONTRACTOR SMITH CONSULTING ARCHITECTS. ARCHIENG: INTERNATIONAL PARKING DESIGN, INC. 4150 E. Quartz Circle Mesa, Arizona 85215 (480) 830-2253 AZ Uc 11069414 A-11 CAUc450583O C-51 (480) 396-8732 FAX NVLJc#31339 C-14 NOTES:- 1) E.O.S INDICATES EDGE OF SLAB IGROUNO LEVEL EL(±)304.96 = EL(±)IY-OI DESIGN REF. SHEET: 3/A4.20&4!A4.20 CONTRACTOR NOTE: FAILURE TO RESPOND TO VERIFIES S CLOUDED AREAS MAY RESULT IN ADDED COSTS ANDIOR SCHEDULE B 03106118 Revise and Resubmit for Approval DELAYS FOR WHICH ASP FALL NOTES RESPONSIBLE A. 12/15117 For AWNoval DATE ISSUE SCHEDULE & REVISIONS FOR APPROVAL ONLY W'E - — DESCRIPTION STAIR-2 LAYOUT PLAN - DRAWING NO. LEN YEAR JOB SHEET REV. JEN 17 211 E41 HKR B NOTE TO FASRICATON: MARX PIECE AT LEFT END AS DETAILED. ALL HOLES NOTED W ARE FOR H.S. BOLTS. DEBUT SNO PAINT WITHIN 3 "NOTE TO ERECTOR PUCE MARKED END OF PIECE TO CORRESPOND VMH LOCATION OF PIECE MARK ON S1RUCIURAI. ERECTION APPROVAL IREWAIJIHORITY PLEASE REVEW THIS DRNMNG CAREFULLY UNLESS NOTED TO THE CONTRARY. ON THIS DRAWING. MIEN IT is RETURNED FROM APPROVAL TO ABLE STEEL IT WILL BE ASSUMED THAT ALL INFORMATION SHOWN. HAS THE AFFIRMATION OF THE APPROVAL lRElEWAUTHORITY. SUBSEQUENT OIANGES AFTER THE FIRST SUBMISSION MLL BE CONSIDERED AS CONTRACT CRINGES cD— NOTE TO FABRICATOR' MARK PIECE AT LEFT END AS DETAILED. ALL HOLES NOTED WARE FOR HS BOLTS. DEBUT SNO PAINT WIflEN 3 IGROUND LEVEL EU±3O4.96 = EL(±)O'-Oi DESIGN REF. SHEET: 41M.20 & 5/A4.20 "NOTE TOERECTOR PLACE MARKED END OF PIECE TO CORRESPOND WITH LOCATION OF PIECE MARK ON STRUCTURAL ERECTION DRAWINGS APPROVAL IREVIEW AUTHORITY' : PLEASE REVIEW THIS D AIliNG CAREFULLY UNLESS NOTED TO THE CONTRARY. ON THIS DRAWING. WHEN ff IS. RETURNED FROM APPROVAl. TO ABLE STEEL IT WILL BE ASSUMED THAT ALL INFORMATION SAO'AVI. HAS THE AFFIRMATION OF THE APPROVAL IREVIEWAUTHORITY. SUBSEQUENT CHANGES AFTER THE FIRST SUBMISSION WILL BE CONSIDERED AS CONTRACT CHANGES CONTRACTOR NOTE: FAILURE TO RESPOND TO VERIFIES & CLOUDED AREAS MAY RESULT IN ADDED COSTS ANDIOR SCHEDULE DELAYS FOR WHICH ASF WILL NOT BE RESPONSIBLE SCHEDULE & REVISIONS NOTES:- 1) E.O.S INDICATES EDGE OF SLAB FOR APPROVAL ONLY WE V S 1712111 E42 PROJECT: VIASAT BRESSI RANCH PARKING STRUCTURE P-2 OFS LOCATION: 2506 TOWN GARDEN RD. CARLSBAD, CA CONTRACTOR: SMITHCONSULTING ARCHITECTS. ARCHIENG: INTERNATIONAL PARKING DESIGN, INC. 4150 E. Quartz Circle Mesa, Arizona 85215 'BED jwm (480) 830-2253 AZLicfIOS9414 A-il INC CA Lic #505830 C-Si (480) 396-8732 FAX NVLIc#31339 C-I4 STAIR 2 LAYOUT PLAN a GROUND LEVEL (TRUE NORTH) (TRUE NORTH) (REF;- 3IM0) STAIR 2 LAYOUT PLAN © SECOND LEVEL (TRUE NORTH) (TRUE NORTH) IEF:- 41A4.20) S 00588R OR "mq STAIR 2 LAYOUT PLAN 0 SECOND LEVEL (PLAN NORTH) (TRUE NORTH) (REF;- 11A4.20) PROJECT: VIASAT BRESSI RANCH PARKING STRUCTURE P-2 .tOF s LOCATION: 2506 TOWN GARDEN RD. CARLSBAD, CA CONTRACTOR SMITH CONSULTING ARCHITECTS. AR CHIENG: INTERNATIONAL PARKING DESIGN, INC. 4150 E. Quartz Circle Mesa, Arizona 85215 (480) 830-2253 AZLi49069414 A-11 (480) 396-8732 FAX CA Lic 8505830 r,51 NVU031339 C-14 'NOTE TO FABRICATOR. MARK PIECE AT LEFT END AS DETAILED. ALL HOLES NOTED W ARE FOR H.S.BOLTS. DEBUT ENO PAINT WITNN 3 'NOTE TO ERECTOR: PLACE MARKED END OF PIECE TO CORRESPOND WITH LOCATION OF PIECE MARK ON STRUCTURAl. ERECTION DRAWINGS APPROVAL UNLESS NOTED TO THE CONTRARY. ON THIS DRAWING, WHEN IT IS RETURNED FROM APPROVAl. TO ABLE STEEL if WILL BE ASSUMED THAT ALL INFORMATION SHOWN. HAS THE AFFIRMATION OF THE APPROVAL l REVIEW AIJThORITy. SUBSEOUENT CHANGES AFTER THE FIRST SUBMISSION WILL BE CONSIDERED AS CONTRACT CHANGES DESIGN REF. SHEET: 5/A4.20 & 6/A4.20 CONTRACTOR NOTE: FAILURE TO RESPOND TO VERIFIES ECLOUDED AREAS MAY RESULT IN ADDED COSTS ANDIOR SCHEDULE DELAYS FOR WHICH 8SF Will NOT BE RESPONSIBLE - STAIR 2 LAYOUT PLAN THIRD LEVEL (PLAN NORTH) (TRUE NORTH) .... (REF;- 51M.20) NOTES:- t (. ) 1 1 1) E.O.S INDICATES EDGE OF SLAB IGROUND LEVEL EL(*)304.96 = EL(±'.oI . FOR APPROVAL ONLY N -- - w < E - - - S - - - DESCRIPTION STAIR-2 LAYOUT PLAN DRAWING NO. 8 Revise and Resubmit for Approval I SHd JENI YEAR I JOB SHEET I REV. 17 211 E43 ISSUE SCHEDULE S REVISIONS Dli. I CHIOT I I ELEVATION -1 (REF:- 11A4.21) c MAT(I-I I INF A-A - NOTE#1:- WE FOLLOWED ELEVATIONS PER A2.01 AND WE ARE GETTING EL(-)22'-10516 AT WORK POIN 1) E.O.S INDICATES EDGE OF SLAB ELEVATION - 1 (REF:- 11A4.21) - [GROUND LEVEL EL(±3O4.96 PLEASE VERIFY ALL CLOUDED DIMENSIONS AND ELEVATI FOR APPROVAL ONLY -N PROJECT: VIASAT BRESSI RANCH PARKING STRUCTURE P.2 'NOTETOFABIRCATOR':M PIECE AT LEFT END AS DETAILED. DESIGN REF. SHEET: LOCATION: 25O6 TOWN GARDEN RD. CARLSBAO,CA WE 1/A4.21 - ___________________________________________ - - OFSFf, CONTRACTOR: SMITH CONSULTING ARCHITECTS.'NOTE TO ERECTOR' : RACE MARRED END OF PIECE TO CORRESPOND ARCHIENG: INTERNATIONAL PARKING DESIGN, INC. 4150 E. Quartz Circle WITH LOCATION OF PIECE MARK 0N STRUCTURAL ERECTION DRM%INGS S UNLESS NOTED TO THE CONTRARY. ON THIS DRASSNG,YSIEN IT IS RETURNED CONTRACTOR NOTE: Mesa, Arizona 85215 FROM APPROVAL TOASLE STEEL ITSS DESCRIPTION STAIR-2 ELEVATIONLLBEASSIETEOTHATALLINFORjsTION _. _______________________________________ (480) 830-2253 AZLIC#069414 MI SIIORN, HAS THE AFFIRMATION 0FmEAROvALlREvI61AAmHOww. FPJLURETO RESPOND TOVERIFIES& CLOUDED AREAS DRAWING NO. SUBSEOUENTO4ANGESRRTERThE FIRST SUBLUSSIONVJILLBECONSIDERED MAY RESULT IN ADDED COSTS ANDIOR SCHEDULE 8 03106118 Revise and Resubmit for Approval SH JET'! I JOB I SHEET I REV. CA LE #505830 C-51 AS CONTRACT CHANGES - (480) 396-8732 FAX v Uc #ig C-I4 DELAYS FOR VAIICH ASP WILL NOT BE RESPONSIBLE A 12jLiL For Approval . I RM JEN 17 211 E44 REV DATE ISSUE SCHEDULE &REVISIONS DII J#(I I I cID . E A-A 10.6 10.6 2X10.6 ELi!L EMBED ANGLE 1) E.O.S INDICATES EDGE OF SLAB L5x3--z--z MATCH LINE A-A EDET. B ';:ff. p.:. DFLL LNOTE#lREP-E 3 1-2 9TRADS@-1184 4.734 . ELEVATION -1 TYP) ELEVATION - i (REF:- 11A.4.21) . — FOR APPROVAL ONLY PROJECT: VIASAT BRESSI RANCH PARKING STRUCTURE P.2'NOTE T0FABRATORARK PIECE AT LEFT END ASDETAILED. . DESIGN REF. SHEET: — ___________________________________ — - A LOCATION: 25O6 TOWN GARDEN RD. CARLSBAD,CA 1/A4.21 — _______________________________________ — — w E CONTRACTOR: SMITH CONSULTING ARCHITECTS. 'NOTE TO ERECTOR-. MACE MARKED END OF PSCETOCORRESPOND — — — ARCHIENG: INTERNATIONAL PARKING DESIGN, INC. WITH LOCATION OF PIKE MAW ON STRUCTURAL ERECTION ORAENNGS — 4150 E. Quartz Cirde APPROVAL I REVIEW AIJTHORITA PLEASE REVIEW THIS DRAWING CAREFULLY UNLESS NOTED TO THE CONTRARY, ON THIS DRAINING. WHEN ffISRE1URME0 CONTRACTOR NOTE: — — — Mesa, Arizona 85215 FROMAPPROVALTOASLESTEELIIWILLBEASSUMEDTHATAILINFOIU4eflON DESCRIPTION STAIR-2 ELEVATION — — — — . !Aflf Øf U SHOWN HAS ThEAFFIRMATION OFThEAPPROVALIREVIEWAUTHORITY. FAILURE TO RESPOND TOWRIFIESS CLOUDED AREAS DRAWING NO. 'tOU O1L) AZLIC#069414 A-Il ThE 8&II5S!ONWTILB — 'ObNDE13 ..: LI Ofl OD O3 FAX #505830 C-51 ASCONTRACTCHANGES SUBSEOUENTOIA1lGESITER ECONSIOERED MAY RESULT IN ADDED COSTSAND!ORSCHEDULE B 03106118 Revise and Resubmil far AprovaI YEAR JOB SHEET REV. EOU) rOIsJL NVUc#31339 0-14 DELAYS FOR A 13115117 ForAppraval 17 211 E45 REV DATE ISSUE SCHEDULE& REVISIONS OTt CHKR B P 4E A-A CQ aD 1-4 MC8XB.5 /•/... I I 1.4[[ -M5MC8x85 I 9TREADS@0'-ll"= 8.3 5-64 I I I I .-22-7'1r) 3'-2 •. 3-22 3-2 3.734 . ::s6x6x38 I NOTES:- 214 LOWERLEVEL-2p I ELEVATION -1 1) E.O.S INDICATES EDGE d'LAB (REF:- IIM.21) [GROUND LEVEL EL(±I3o4.96 EL(*Io'.3 12 ELEVATION -1 (RE-1IA4.21) FOR APPROVAL ONLY N PROJECT: VIASAT BRESSI RANCH PARKING STRUCTURE P.2'NOTE TOFABRICAT PIECE AT LEFT END ASDETMLE DESIGN REF. SHEET: t OP S LOCATION: 2506 TOWN GARDEN RD. CARLSBAD, CA ALL HUES NOTED W ARE FOR HA 1/A4.21 - ______________________________________________ - - IE CONTRACTOR: SMITH CONSULTING ARCHITECTS.'NOTE TOERECTOR PLACE MARNED ENO OF PIECE TOCORRESPOND - - - - WITH LOCATION OF PIECE MAW ON STRUCTURAL ERECTION DRAWINGS ARCHIENG: INTERNATIONAL PARKING DESIGN. INC. 4150 E. Quartz Circle APPROVAL I REVIEW AWHOR PLEASE REVIEW THIS DRAWING CAREFULLY UNLESS NOTED TO THE CONTRARY. ON THIS DRAWING. WHEN ITISRETURNED CONTRACTOR NOTE: Mesa, Arizona 85215 FROM APPROVALTO ABLE STEEL gTMLLBEMSUMED1NATMLINFORMATlON JESCRIPTION STAIR-2 ELEVATION - __________________________________ - - SE (480) 830-2253 AZ Us #069414 A-li HAS THE ION OF THE APPROVALIREVIEWAUTHORITY. FAILURE TO RESPOND TO VERIFIES S CLOUDED AREAS DRAWING NO. UN9ED%1 CA C-51 AS CONTRACT CHANGES - - I SUBSEQUENT O4MIOESA AFTER FIRST SUBMISSION BE CONSIDERED MAY RESULT IN ADDED COSTS ANDIOR SCHEDULE B #3106118 Revise and Resubmil for Approval SF11 JEN YEAR I JOB SHEET I REV. (480) 396-8732 FAX NV Uc #31339 C-14 DELAYS FOR WHICH ASP WILL NOT BE RESPONSIBLE . A 17JRJ17 For Approval R N 17 I 211 E46 REV DATE ISSUE SCHEDULE & REVISIONS DTL I (?j!R I MK:-SEE PLAN DIET. B (O.H)(T'VP) SECTION -1 (REP;- 21M.21) 8 -__ MATCHUNEA-A IIL.LL HRII 1121 L1'2 6 3'914 6 t DRAIL HRIO HSS1-12X1-12X316 - CLR HANDRAIL HSS1 12X112X316 ______ - LAN CHANNEL STRINGER MC12XI0 6 _________ TO LANDft SEE ELV MK -SEE PLAN EL*l611l51R COLUMNTO - T AP 2'CONC.OVER PAN (T.O.LANDING)-STRINGER 18ThKLANDING ANGLE (T.O.LANDING) vj X2X'4 COLUMN TO NNEL CHANNEL 16 MC12X1O.6 MK:-SEE PLAN - / - '-STRINGER STRINGER - I MCI2XIO.6 DETAIL - B M!~SEE PLAN (REF:- nA4.40) MK.-=SEE PLAN CHANNEL CHANNEL 112 ii C3X41 MCI2X1O.6 - MK:-SEE PLAN MK:-SEE PLAN 33 32'-O6'-0 1.-I 3.3 EL-11'-3151G LOWER LEj 64 j HRIO 39l 3'.914 3_J CLR HANDRAIL CLR. HSS1-12X1-12X316 - - • DET. BJ - L2X2X14 CHANNEL fryP) 112 (rvp) C3X4.1 LANDINGL.PANIN MK.-SEE PLAN MX-.SEE PLAN \vi 3@2'.06O \-STRINGER CHANNEL Tfl LI MC12X10.6 MC12X10.6 MK.-SEE PLAN MK:-SEE PLAN NOTE#1 REF:-E44 ifi J LOWER LEVEL-2 B . ••• .• : .• •. .:. SECTION -1 (REF:- 21M.21) OF S74 I I PROJECT: VIPDP I BRESSI RANCH PARKING STRUCTUREr-i LOCATION: 2506 TOWN GARDEN RD. CARLSBAD, CA I •NOTETOFAATOR':MARXPIEATIEFTENOASDETAJLED. I RLHESNOTEDWFONH.STEBUT6NOPANT%MTWJ43 I DESIGN REF. SHEET: I I I I 2/A4.21 CONTRACTOR SMITH CONSULTING ARCHITECTS. I TO ERECTOR PLACE WICED EI400FPECETOCONRESPONO AA ThLXAflONOECEMCORI ORA%MNGS IARCNG: INTERNATIONAL PARKING DESIGN. INC. 1 4150 E. Quartz Circle 1 Mesa, Arizona 85215 (480) 830-2253 AZUc6069414 A-Il CAUc#505830 C- 1 (480) 396-8732 FAX NV LIC #31339 C- 5 I4 LI REVIEW A EREVEWTHISDPAW1NGCREFLALY 1 I UNLESS NOTED TO THE CONTRARY. ON THIS I1RAMNG. WHEN IT IS RETURNED I FROM APPROVAL TOASE STEEL ffLLOEASSIIEOThATALLINFOENATiON I SHowN. HAS THE PFAnoNoY THE APPROVAL lREv1EwAImIoRTy. I SUBBED" CHNVAS AFIERThE FIRST SUGMSS1ON WNLSE CONSCERED cw s CONTRACTOR NOTE: I FAILURE TO RESPOND TO VERIFIES & CLOUDED AREAS I MAY RESULT ADDED COSTS ARDIOR SCHEDULE I DELAYS FOR WHICH ASF WILL NOT BERESPONSIBLE UE37 FOR APPROVAL ONLY jDESCRIPTION STAIR-2 ELEVATION - TDRAWING NO. JET [YEAR JOB SHEET REV. [17 211 E47 Lz E.T H- STAIR NOSING 6 L B STRINGER NOSING MC12XIO.6 HSS1X1XO.120 MKEE PLAN 2-2 10 J HSS'2X12X0.065 2141 I HSS1-12X1-12X31e 2*-131 PICKET(IVP} POST Q I I I 1.114 HSS1-12X1-'2X316 - - POST 21 WP 12GA TREAD PAN NOSING LINE HS POST TO __________WP /E.BED T.O.LANOING STRINGER 212 CONC. OVER _________ 14 THKPL WP NOSING LINE - SEE PLAN FINI 14STD NOSING LINE SECTION X - X fX LI-12XI-12)(316(ryP) STRINGER I I MCI2X1O.6 PL12GA SEE PLAN - STAIR PAN 2 12 CONC OVER EMBED>' (lYP) 12GA STAIR PAN 16 CHANNEL T.O.SLABWP. - LI-12X1-12X318 STRINGER TO PIPETO 4r VVP - 2 - PLI2GA STAIR PAN TRIIJ X3X'4X0-6 (YP)(ALV) MC12X1O.6 STRINGER CHANNEL EMBED PANTOEMBED U Pl_14X4 316 3 MK:-SEE PLAN MC12X1O.6 MC8XS.5 14 2 MK--SEE PLAN MK:-SEE PLAN 1-2 14 THK PLATEE.O.S DETAIL - B DETAIL - C DETAIL - D (REF:. 41M.40. 5!M.4) (REF:. 71A4.40. 21A4.41) (REF:. 5.6 /M.40) 16 V-114 -HSS1-'2X1-12X316 HS51-12X1-12X316 EM LS) BED ANGLE / POST POST 3 SIDES I / NOSINGLINE SSPOSTTO 14 W MBED_ANGLE Ar 'NC OVER STRINGER TO STRINGER 14 GAP 2 2 VVp GUNE '8THK. PLATE PANTO SS POST TO I 14TH1(.PL\ STRINGER 1214 FLOOR LANDINGPAN I T.O.LANDING 2 2 CONC. OVER 181)IK. LANDING PAN EMBED_ANGLE 16 LAN _________ T.O.LANDI 18 ?@12CHANNEL V NOSING LINE '8ThK LANDING PAN WP CHANNEL 3 SIDES I CHANNEL jt TO SEE PLAN HSS POST TO DETAIL - E MK:EEPLAN MKEEPLAN 16 - EE PLAN L2)GXl COLUMN CHANNEL CHANNEL CHANNEL C3l ______ MK:-SEE PLAN I-I MC12XIO.6 EMBED ANGLE - .. - L1-12X1-12X3 ______ 16 CHANNEL MC12X1O.6 - ______ ______ STRINGER MC12X1O.6 SEE PLAN . :.'. MCI2XIO.6 :B 16 CHANNEL __________ CHANNEL CHANNEL L5X3.12l2 STRINGER TO TO LANDING POST TO CHANNEL TO MC8X8.5 (LLV) MK.--SEE PLAN ________ CHANNEL _________ ___________ MC12XIO.6 STRINGER TO H556X6X38 1-4 MCSXB.5 __________ MX:-SEE PLAN MCI2XIO.6 MK:-SEE PLAN CHANNEL 16 - MI(.-SEE PLAN MIC:.SEE PLAN (REF:-81A4.40) DETAIL - F DETAIL - H (REF. 81A4:40) DETAIL - G (REF:. 71A4.40) DETAIL - J (REF:- 5.61M.40) TYP 8 MK.-SEE PLAN T.O LANDING 3 SIDES HANDRAIL 7T -STUD WALL 113 112 4 112 14THK.PL MKEE PLAN COLUMN 1 I EMBED PLATE H556X6X38 HANDRAIL Ctt HSS1-12X1-12X316 EMBED ANGLE TO EMBED 555 PLAN QRINGER MIC:-SEE PLAN 41-t fCONC. SLAB MC12X1O.6 - EMBED PLATE MC12XIO.6 PIPE1-14STD HANDRAIL I -HSS1X1" STRINGER L3X3X14 MK:-SEE PLAN MKEE PA MKEE PLAN MK-SEE PLAN MK:-SEE PLAN MC12X1O.6 STRINGER MK:-SEE PLAN HSS1-12X1-'2X316 CONC.SLAB fryp)- MK: -SEE PLAN STRINGER CHANNEL STRINGER TO i MC12X1a6 - MC8X8.5 - CHANNEL SECTION -6 ___________ I j- i : -2 PL3aX8X0.8 ROD j SECTION -1 SECTION -4 HANDRAIL I w12-340A325N (REP:- 2NM.1O) (REF:- 381A&40) - PIPEI-14s-ro MK:-SEE PLAN 112 L6X6X38 L6X6X8-1 13 PAN TO C DE TAI I 3 LONG SLOW HOLE 16 34 L4 le- 1_ REF:-SSK.S001) REF:-SSK-S001) 14,;:/rlav 2.©I2<CHANNEL -- 1c.<ISS POST TO •8 THI(. STAIR NOSING -\!_f STRINGER - L - K SECTION -8 TO LANDING MCI2X1O.6 STRINGER .. js MK:.SEE PLAN STAIR PAN HSSI-'2X1-'2X316 212C0N0.OVER -. LANDING - SPLICE 7~A -STRINGER - 18THK PLATE TYP MX-SEE PLAN HANDRAIL - d ff Ss ooss MEE PLAN 16 MCI2XIO.6 MK.--SEE PLAN ______________ * MC12XIO.8 _____________ ____________ CHANNEL PIPE1.14STD 310812018 CHANNEL MCSX8.5 MK.SEE PLAN QF LO SECTION -2 MK:-SEE PLAN SECTION 3 SECTION -5 SECTION -7 (REF:- 1OIA4.41)(REF;-21A4.10) FOR APPROVAL ONLY N PROJECT: VIASAT BRESSI RANCH PARKING STRUCTURE P-2'NOTE TOFAAT MARK PIECE AT LEFT ENOASMAILED. DESIGN REF. SHEET: A4.40&A4.41 - - ________________________________ - - w -<' tOFSTE LOCATION: 2506 TOWN GARDEN RD. CARLSBAD, CA - ___________________________________ - - 1*1 e CONTRACTOR: SMITH CONSULTING ARCHITECTS. NOTET0EfiECTOR.PuCE MARKED END 0FP6CETOCORRESPONO - - - - ARCHIENG: INTERNATIONAL PARKING DESIGN, INC. WITH OCAflONOFRE MARK O STRUCTURAL ERECTION0RA08NGS 4150 E. Quartz Circle APPROVAL EWAUThY: REM DRAWING CRERLLY - - $ UNLESS NOTED TO THE CONTRARY. ON THIS DRAWING. WHEN IT IS RETURNED CONTRACTOR NOTE: - - - DESCRIPTION STAIR-2 DETAILS Mesa, Arizona 85215 FROM APPROVAL TOAE STEEL ITWtLBE*SSIWIEDThATML8IF0RJAA11ON - - - (480) 830-2253 AZ LIc #069414 SHwN.HAS THE AFFIRMATION OFThE APPROVAL lREVEWAtlfl4ORjTy. FAILURE TO RESPOND TO VERIFIES & CLOUDED AREAS - - _____________________________________ DRAWING NO. __ SUBSECIJENTO4ANGESAFTORTIIE FNGTSUØMISEONVJIILBECONSI00000 MAY RESULT IN sIDOED COSTS ANOIOR SCHEDULE 8 03/06/18 Revise and Resubnhll for Approval JEl- YEAR JOB I SHEET I REV. ED FIR. (480) 396-8732 FAX CA S CONTRACT CHANGES - I I NVUc#31339 C14 DELAYS FOR WHICH WILL NOT BERESPONSIBLE A 12115117 ForAovaI 17 I 211 I E48 I REV DATE ISSUE SCHEDULE & REVISIONS 011. Cl-OCR APPROVER NOTES:- EEPLEEVERELELEVATIONEELLOW cp c 18'-O BARRIER RAIL LAYOUT PLAN 0 LOWER LEVEL-2 NORTH TRUE NORTH cD cJ cD— AN rev---, BARRIER RAIL LAYOUT PLAN a LOWER LEVEL-2 JQ5rH TRUE NORTH (REF4.1 FOR APPROVAL ONLY (FSTE PROJECT: . VIASAT BRESSI RANCH PARKING STRUCTURE P-2'NOTE LOCATION: 25O6TOWNGARDENRD.CARLSBAD,CA TO FABRICATOR' M PIECE ATLEFT END ASDETAILED. iHESNDW ARE FOR H.TSDE10ff&N0P?lNTWfl)SN3 A4.10,A4.12.A4.20&A4.21 _ N p\ V. /4 S _ DESIGN REF. SHEET: CONTRACTOR: SMITH CONSULTINGARCHITECTS. VMHLDDA11ONOP PIECE MRECONSTRU1URAL ERECTION DRAWtNGS - - ___________________________________ - - ARCHIENG: INTERNATIONAL PARKING DESIGN, INC. - - - 4150 E. Quartz Circle Mesa, Arizona 85215 . (480) 8302253 AZUcfIO694i4 (480) 396-8732 FAX CAUc#505836 C-Si NVLIc#31339 C-I4 UNLESS NOTED TOThE CONTRARY. ONThAWING.at4ENlTISREruRNED FROM APPROVALTOASTEaLLBEASSUMEDThATAU.INFOpMA11ON SHOWN, HAS ThEAFFIRMATION OFThEPPRONALIREVIEWAWH0RI1Y. SUNREONENT CHANGES AFTER INS FNGTSUBMISSIONIMLL BE CONSIDERED FPJLURETORESPONOTOWRIFIES&CtOUDEDAREAS . MAY RESULT IN ADDED COSTS ANDIOR SCHEDULE DEI.AYSFOR IMIICHAS FWILLNOTBERESPONSIBLE - CONTRACTOR NOTE: - - DESCRIPTION BARRIER RAIL LAYOIJr PLAN - - - DRAWING NO. B 03106118 Revise and Resubmit (or Approval YEAR I JOB I I SHEET I REV. - 12115117 For Approval .JE~ 17 I 211 I I I E49 REV DATE ISSUE SCHEDULE & REVISIONS On. CHKR 16 EL(-122-7 ISIA ]LOWER LEVEL-2 l2X3I6 HSS12X1 @a40 = J) OF-4 :i OF / O.0 PICKETS f '. I '-CONC. SLAB '-EMBED PLATE 12 ELEVATION - I (REF:- IIM.21) pi NOTE#1 REF :E49 (YP) ELEVATION -3 (REP:- 2!M.21) D EMBEoPLArE_.1j!lIIlHH 111111 1J1LJ EMBEoPLATE\\ HLIJIi1 i. ' .1_I 93 \r NCO.sLAB\hi5B T.O. CONC IrT\<- CONC. SLAB T.O. CONC AL Clip TYP 45 . NOTE#1 ELEVATION -4 - REF :E49 (REP:- IIM.12) . S 00588? ELEVATION -2 * 310812018 * (REF:. 21M.21) - FOR APPROVAL ONLY1 PROJECT: VIASAT BRESSI RANCH PARKING STRUCTURE P-2'NOTE T0FATOR:MARK PIECE A1 LEFT END AS DETAILED. DESIGN REF. SHEET: LOCATION- 2506 TOWN GARDEN RD. CARLSBAD CA E NOTED A ARE FOR BOLTS. DEBUT 8NO PAINT Wfl}0N3 c.DF STE . ' A4.1 0. A4.12, A4.20 & M.21 — ________________________________________ — — < 4 CONTRACTOR: SMITH CONSULTING ARCHITECTS. -NOTET0 ERECTOR' . PLACE MARKED ENO 0F PIECE T0CCRRESPOND .- ARCHIENG: INTERNATIONAL PARKING DESIGN INC. P\ V ; - 4150 E. Quartz Circle AEVIEWAUW0ERBIPNThAsuNGCAREFInY — - — S - ff Ul&ESSNOTEDTOThECONTR*RY.OThISORAWING.20IENITSRETUPNEO CONTRACTOR NOTE: — ____________________________________ - DESCRF11ON SECTI Mesa, Arizona 85215 - FROM APPROVAL To ABLE STEEL WILL easSUuEomAT ALL INFORMATION — ____________________________________ — — ON (480) 830-2253 .z u ljo6gtI4 5806M.HAS THE MA12OF ThEAPPROVALIREVIEWMJTHORIIY. FAILURE TO RESPOND TO VERIFIES & CLOUDED AREAS — — — DRAWING NO. 011M1)fl) tORS (480) 396-8732 FAX CA Lic #505830 C.51 SUBSEQUENT CHANGES AFTER THE FIRST SUBMISSION TILL BE CONSIDERED AS CONTRACT CHANGES MAY RESULT IN ADDED COSTS ANDIOR SCHEDULE B 03106118 Revise and Resubmit for Approval S} YEAR JOB SHEET REV. NVIc#3I339 C-I4 DELAYS FOR WHICH ASFIMLL NOT BERESPONSIBLE A 12115117 ForApp,oval .(' 17 211 E50 REV DATE ISSUE SCHEDULE & REVISIONS I OTt I CHI08 B