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2016 PALOMAR AIRPORT RD; ; CB090652; Permit
City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 02-02-2016 Commercial/Industrial Permit Permit No: CB090652 Building Inspection Request Line (760) 602-2725 Job Address: 2016 PALOMAR AIRPORT RD CBADSt: 100 Permit Type: COMMIND Sub Type: INDUST Status: EXPIRED Parcel No: 7602214700 Lot #: 0 . Applied: 04/20/2009 Valuation: $941707.00 Construction Type: 513 Entered By: LSM Occupancy Group: Referehce # Plan Approved: 09/04/2009 Issued: 09/04/2009 Inspect Area PD Plan Check #: Project Title: MAGELLAN AVIATION- BUILD NEW 11,093 SF OF NEW OFFICE SHELL AND INCORPORATE 625 SF OF EXISTING BLDG FOR TI (CB071490) TO CREATE STE 100 Applicant: . Owner: JAIME BERNAL SCIF PALOMAR LLC <DBA MAGELLAN AVIATION> ATTN: MARTIN SLUSSER 2194 CARMEL VALLEY RD 1800 AVENUE OF THE STARS #105 DEL MAR CA 92014 LOS ANGELES CA 90067 858 755 5009 X102 Building Permit . $3,467.71 Meter Size Add'l Building Permit Fee . $0.00 AddI Red. Water Con. Fee . $0.00 Plan Check . $2,254.01 Meter Fee . $0.00 AddI Building Permit Fee $0.00 SDCWA Fee $0.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $19776 PFF (3105540) $16,740.94 Park Fee $0.00 PFF (4305540) $15,453.18 LFM Fee $0.00 License Tax (3104193) $0.00 Bridge Fee $0.00 License Tax (4304193) . $0.00 BID #2 Fee $0.00 Traffic Impact Fee (3105541) $9,149.92 BTD #3 Fee $0.00 Traffic Impact Fee (4305541) . $8,446.08 Renewal Fee $0.00 PLUMBING TOTAL $217.00 AddI Renewal Fee . I $0.00 ELECTRICAL TOTAL $410.00 Other Building Fee $0.00 MECHANICAL TOTAL $127.50 Pot. Water. Con. Fee $0.00 Master Drainage Fee / $0.00 Meter Size Sewer Fee $4,818.62 Add'l Pot. Water Con. Fee $0.00 Redev Parking Fee $0.00 Red. Water Con. Fee $0.00 Additional Fees $0.00 Green Bldg Stands (SB 1473) Fee $36.00 HMP Fee . $0.00 Fire Expedidted Plan Review ?? Green Bldg Standards Plan Chk ?? TOTAL PERMIT FEES $61,318.72 Total Fees: $61,318.72 Total Payments To Date: $61,318.72 Balance Due: $0.00 ) FINAL APPROVAL Date: Clearance: NCITICE Flease t2M NZY110E that approM of your pqect includes the "ln' of fees, cc2&I1s, reservaticr a ctJ aaikrs let& cxl1Jy rdë to as Teasexaticr5." You tme 90 days from the date tils pernit ves. issued to protest inpUcxi of these fees/exacticns, If you protest Ui you mist follow the protest pnxaiures set fc,th in G,enret Code Saiczi 20(a), and file the protest and any other required ir fa, rati wth the City ier fcr processing in atr*th-e wth Carlsbad MindpaJ Code Section 3.32030. Fk,eto tirryfdkwtft procedure Wilber any subsequent leg action to attack miiew, set aside, d, or annul ther irrTxticn. You are hereby FURTHER NO11HED that your right to protest the specified feestcrs DOES NXYIPfftYto veter and smer cthcn fees and capaity dm-, ru plarhng, mning, gang or other mIa apica1 ptxe5sr9 or ce fees in connection wth this project. NCR DOES IT APAY to any PERMIT HAS EXPIRED IN ACCORDANCE WITH C.B.C. SECTION 106.4.4 AS AEJED BY C .C.1 04.030 OATE SIGNATUR A/a /'? 5,1eJ,is 51hce, 2,010 - Afo AU41 /;e44i? i)41c- /17 04— 20-09 0: 31AM Apr.17.2009 01:29 PM HA+A Architects City of Carlsbad 1635 Faraday Ave., Carlsbad, CA 92008 760602-2717 / 2718/ 2719 Fax: 760-602-8558 Building Permit Application 9 2/ 2 8587555009 PAGE. 2/ 2 Plan Chock No.(.jq 0 (5_ Est. Value 14 l'707 Plan Ck.Deposit. Date JOB ADDRESS 2016 Palomar Airport Road SUli€e/5PeCUJlRltIe ioo Cpu 760 - 221 - 47 - 00 LOT. PHASES H (IF tD1IT5 BID110"S OHAIHIII)IJMA tENANt DLOINCS$NP.MC (MNSIA.SYPC OCC.GRO&lI 141 Magellan Aviation V. B I DESCRIPTION OF WOJOIC Include Square Feet of Affatted A,ea(a) 4tflSF of New Office Shell 2. t 11 O4 1 Iccoc-poc-oi_te 625 SF of T.I. in adjacent connecting building -+' ry\prl(€ \ E EXISTINO USE PROPOSED lASS IGARAGE (SF) PATIOS (S19 AIRCONDITIONING F[R i.PfllNKL€RS NIA Office 'E5[) (JCI(5 (S:JFIOEPLACE NO[] YES IZINOD YES[]NOD CONTACT NAME (if Olffasea, Fern ApplIcant) APPLICANT NAME Jaime Bernal A000CES AODflESS CITY - 2194 Carmel Valley Road STATE ZIP liv - STATE ZIP Del Mar Ca 92014 PHONE lI'Ax (HONE FM -. - 1 858.755.5009 x102 858.755.1236 EMAIL EMAIL Jaime(HAAarchitects.com PROPERTY OWNER NAME Magellan Aviation CONTRACTOR BUS. NAME T.B.D. ADURESS .000RFSS 2006 Palomar AirDort Road Cliv - . STATP cli' City ZIP Carlsbad Ca 92008 PWCINE -. FAX 760.804.3999 760.431.8964 - - - - - - PHONE EMAIL EMAIL rlevineamageItanavIaffon.aero .44JDf5Jn FIAIUE.I At1EU ______ ______ cirr BUS. uc.a - Howard Anderson C.6192 .u.z.o uvinos pno vroleasiuna UnUot Any cIty or Uounty which FC4UIIcS U pcfmit to corohruct, alWr. improve. dc.tiollsli or r;5of eny OTruEture. p4o to lie Loellasee. also requIres (SIc OO(icont for such permit file a lgnad statement that he a licensed piursuatit to the wovlslons of the Contractor& Liccse Law {Chaprcr . camrncndlnp wilts &ectlpn 7000 or DIvision 3 of the reprnosu and Professions Coda) or that he I exempt therefrom. pnØ tne heels For the alleged exemptIon. Any vIolatIon of Section 70315 by any applicant lot permlt sub)i.-cls 11w Pflh)lESflt IA ii Wit pEnAlty 0* not more EltOn two hundred dullore (S500) IFnh14d11 IViI.L— Worker,' Campenesdon Declaration: I heretyaft)er aiyvifpo,peyono oll?w thhsuth RI hay. and wM maIntain a cenificale of easiest to uN-Inca,. (1w woitsore ceiraararnan as prosileil by Sectbu 2100 of h. Labor Code. Forth. performance of the wet lot WhiCh (re Permit is eared. I has, and will maintain woi*em conissrrultoa as raqahad bvSqciiozs 3700 of the Labor Code, for the paitsrmasce of the work for whkit Uwj.dl is board My wodviis corspenaston titfance carder and policy numbari: Insurance C4 Policy Na,Explralion Dude ........ - den sited not be conçlolad (ItO point Isb om hisithed dollars (11400) or baa. Ceitificat. of Eaimpllen: I curtly that in the paifolmance of the wait forahicir tie permit Is bared, I stall net Citrolop any person in any mrnez so as to become nun)eci to the Warkan' Craricn3sfoo Laws of Ctlilmrla, WARNING: Failure to secure workers' canrponsatka onvirege Is uslAwhk and atoll eubjict an employer to criminal pcneltk, and doll Rites up loose hundred thousand dollais %1100,0001. In addllon to Use can of compensation. datnepse as provided far to Section 3100 of the Labor coda, lnt.ru,l and atlamay'a (tea. I. CONTRACTOR SIGNATURE DATE I lf0raby5flnI UwJ tarn ctunig bum Conbadi.w'sticunoc Law Ii the fodeethip srsson: D I. as maser of Pie MOW or ray errthioyees with woes es (Ivehsnle ersiqannaden, will its the wait and the sleicker. Is nof wiboitcd o'ohesed thrsale (Soc. 1044, business arid Prolanrum Cad, ISO CCnV1CiOl't I tense law does not apcdy, to on ease, ci erceno, erso DallAs or improvea thereon, And alto doet sudl wet IEIIaiC0 or 1hrm4, his man Cmpboyca& pravidot VIol thich smpruvernanrr as rot irdando$ at offered tar . If, however, Pie Mldirq or iffinva"111 is ovid ahIs 006 yet' 040110W, die Qsar&-iojldcrwfl Iluec tic burdciu of Ility4nit Oral lu did net buol or unWeave 1cr the purpose of sale). El 1. as owner of the property, stir exclusively conlradmq with rceasad ostueclorn to rinnotsud the project (Sec. 7044. Uusiiess eno Penlauskmx Cads: TO. Conlracisea Llcaioa Lu.. duct not xppty Is as eerier of pfupwty vito brthle or improwe Uireon. and cimbade for such projects with COSIIXIOr($) aer4vj porfusld lobe Corl,acla(c Licente Law), [Ji em exempt under Section SiLliness arid Professions Code for this masoic LI personally pleA to provide Ito major later end meieiiaia krceeieiruciicii of the proposed property kiqirovrsicnl. flvco [}o 2.1 (have Ihavo nut) stOned an app&'ioiiba bulldisy perrtil lot the pioposcd work. 3.1 have conlotcied with the f000rmnp person (ton) to provide lbS propoiad cantlluclion (Isthido Ironic ssbirum I pftc°e I ccol,oclolr.' liCense reenter): O I pIca to provide portions of 'lie wet, bull havO hired dwinving parser to conrdhsate, seperntst and piontoe the mc wart (include nato I addtctsf plsunul Co(.DalW keaton suntan: S. I will provide norris of the work, bull have contracted i. Die poisons Is Drovale the, wait Isubceisd (include nasa I addCs of r 1phone I type work): £PROPERTY OWNER SIGNATURE ... (!?,..._. -.-.. DATE __________• pfç; 00 cI1gI xS.SO% 00000 I®D xitho io utziài xw Is the applicant or future building occupant required to submit a business Ian, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? J Yes LLINo Is the rrpIicant or ititure building occupant required to obtain a permit from the air pollution control district or air uality management district? [Dyes [Z] No Is the facility to be constructed within 1,000 feet of the outer boundary of a school sue? EYes / No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. - I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address I?O3OCUOoczJ - - - - - I certify that I have read the application and state that the above information is coned and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'O' deep and demolition or construction of structures; over 3 stories in height. . EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such perrrdt or if the building or work atthorized by such permit is vispencled or ab nedat y time after the work is commenced for a period 0f180 days (Section 106.4.4 Uniform Building Code). APPLICANT S SIGNATU DATE -:- t .,-, ' - _t ..-,,-.-. *• , - , . . , . . .. 1 - _' .-. / . - -- ., - - - . f Inspection List MAGELLAN AVIATION- BUILD NEW Permit#: CB090652 Type: COMMIND INDUST 11,093 SF OF NEW OFFICE SHELL AND IN Date Inspection Item Inspector Act Comments 06/14/2010 17 Interior Lath/Drywall MC PA WEST STAIRWELL & 2ND FLOOR CORRIDOR ONLY 04/13/2010 14 Frame/Steel/Bolting/Weldin TP AP 1STFLR SOFFIT' - 04/13/2010 17 Interior Lath/Drywall TP PA 1ST FLR 04/08/2010 84 Rough Combo TP AP WALLS 1ST FLR RESTRM EXHAUST 1ST FLR 04/07/2010 14 Frame/Steel/Bolting/Weldin TP PA . WALLS 1 ST, FLR 04/07/2010 15 Roof/Reroof TP WC. 04/07/201024 Rough/Topout TP PA WATER TEST WASTE 04/07/2010 34, Rough Electric TP PA WALLS 1ST FLR 04/07/2010 44 Rough/Ducts/Dampers TP PA RESTRM EXHAUST 04/06/2010 84 Rough Combo TP NR 03/18/2010 17 Interior Lath/Drywall TP AP DBL LAYER UNDER STAIRS & LANDINGS 03/02/2010 14 Frame/Steel/Bolting/Weldin TP AP 1 HR WALL FRM. UNDER STAIRS 03/02/2010 17 Interior Lath/Drywall TP WC 02/16/2010 14. Frame/Steel/Bolting/Weldin TP PA UNDER SIDE STAIR FRAME 01/13/2010 17 Interior Lath/Drywall. TP AP 1 HR DMZ WALL FBO SIDE 12/30/2009 14 Frame/Steel/Bolting/Weldin TP CO STAIRS 12/30/2009 17 Interior Lath/Drywall TP CO 12/29/2009 14 Frame/Steel/Bolting/Weldin TP NR 12/29/2009 17 Interior Lath/Drywall TP NR 11/17/2009 17 Interior Lath/Drywall TP PA @ STAIR CORR 10/27/2009 11 Ftg/Foundation/Piers TP AP T/U WALL PANEL FTGS 10/27/2009.12 Steel/Bond Beam TP AP . 10/20/2009 17 Interior Lath/Drywall TP PA ONE SIDE 1 HR WALL TO TAPE 10/14/2009 12 Steel/Bond Beam TP AP T/U WALL PANELS PNDING S.I. REPORT 10/05/2009 11 Ftg/Foundation/Piers TP AP ? S.O.G. MAT STEEL 10/05/2009 12 Steel/Bond Beam TP AP EPDXY ALL THREAD BARS A LN. CLMNS 10/05/2009 12 Steel/Bond Beam - TP AP 09/15/2009 11 Ftg/Foundation/Piers TO AP SPREAD FTGS - 09/15/2009 12 Steel/Bond Beam TP AP . Tuesday, February 02, 2016 . . Page 1 off City of Carlsbad Bldg Inspection Request For: 06/14/2010 Permit# CB090652 Inspector Assignment: TP ( Title: MAGELLAN AVIATION- BUILD NEW Description: 11,093 SF OF NEW OFFICE SHELL AND INCORPORATE 625 SF OF EXISTING BLDG FOR TI (CB071490) TO #' a ,- cr A - Type: COMMIND Sub Type: INDUST Phone: 7608024111 Job Address: 2016 PALOMAR AIRPORT RD Suite: 100 Lot: 0 Location: Inspector: APPLICANT JAIME BERNAL Owner: SCIF PALOMAR LLC<DBA MAGELLAN AVIATION> Remarks: CORRIDOR AND STAIRWELL Total Time: Requested By: JIM Entered By: CHRISTINE CD Description Act Comments 17 Interior Lath/Drywall 1%, Wt FL tO21D. Comments/Notices/Holds Associated PC Rs/CVs Original PC# PCR09050 ISSUED QUALCOM- DEFERRED STAIR; SUBMITTAL (2 SETS OF STAIRS I STEEL I WOOD) Inspection History Date Description Act Insp Comments 04/13/2010 14 Frame/Steel/Bolting/Welding AP TP 1ST FLR SOFFIT 04/13/2010 17 Interior Lath/Drywall PA TP 1ST FLR 04/08/2010 84 Rough Combo AP TP WALLS 1ST FLR RESTRM EXHAUST 1ST FLR 04/07/2010 14 Frame/Steel/Bolting/Welding PA TP WALLS 1ST FLR 04/07/2010 15 Roof/Reroof WC TP 04/07/2010 24 Rough/Topout PA TP WATER TEST WASTE 04/07/2010 34 Rough Electric PA TP WALLS 1ST FLR 04/07/2010 44 Rough/Ducts/Dampers PA TP RESTRM EXHAUST 04/06/2010 84 Rough Combo NR TP 03/18/2010 17 Interior Lath/Drywall AP TP DBL LAYER UNDER STAIRS & LANDINGS 03/02/2010 14 Frame/Steel/Bolting/Welding AP TP 1 HR WALL FRM. UNDER STAIRS 03/02/2010 17 Interior Lath/Drywall WC TP 02/16/2010 14 Frame/Steel/Bolting/Welding PA TP UNDER SIDE STAIR FRAME 01/13/2010 17 Interior Lath/Drywall AP TP 1 HR DMZ WALL FBO SIDE 12/30/2009 14 Frame/Steel/Bolting/Welding CO TP STAIRS 12/30/2009 17 Interior Lath/Drywall CO TP 12/29/2009 14 Frame/Steel/Bolting/Welding NR TP 12/29/2009 17 Interior Lath/Drywall NR TP 11/17/2009 17 Interior Lath/Drywall PA TP @ STAIR CORR City of Carlsbad Bldg Inspection Request For: 03/02/2010 Permit# CB090652 Inspector Assignment: TP Title: MAGELLAN AVIATION- BUILD NEW Description: 11,093 SF OF NEW OFFICE SHELL AND INCORPORATE 625 SF OF EXISTING BLDG FOR TI (CB071490) TO Type: COMMIND Sub Type: INDUST Phone: 7608024111 Job Address: 2016 PALOMAR AIRPORT RD Suite: 100 Lot: 0 Location: Inspector: 7Z~' OWNER SCIF PALOMAR LLC <DBA MAGELLAN AVIATION> 0 Owner: SCIF PALOMAR LLC <DBA MAGELLAN AVIATION> Remarks: UR!REWALUNDER2TSET$1&AIRS Total Time: CD Description. 17 Interior Lath/Drywall Requested By: JIM Entered By: CHRISTINE Act Comments A Lfr j74 ij Comments/Notices/Holds Associated PCRs/CVs Original PC# PCR09050 ISSUED QUALCOM- DEFERRED STAIR; SUBMITTAL (2 SETS OF STAIRS I STEEL I WOOD) Inspection History Date Description Act lnsp Comments 02/16/2010 14 Frame/Steel/Bolting/Welding PA TP UNDER SIDE STAIR FRAME 01/13/2010 17 Interior Lath/Drywall AP TP 1 HR DMZ WALL FBO SIDE 12/30/2009 14 Frame/Steel/Bolting/Welding CO TP STAIRS 12/30/2009 17 Interior Lath/Drywall CO TP 12/29/2009 14 Frame/Steel/Bolting/Welding NR TP 12/29/2009 17 Interior Lath/Drywall NR TP 11/17/2009 17 Interior Lath/Drywall PA TP @ STAIR CORR 10/27/2009 11 Ftg/Foundation/Piers AP TP T/U WALL PANEL FTGS 10/27/2009 12 Steel/Bond Beam AP TP 10/20/2009 17 Interior Lath/Drywall PA TP ONE-SIDE 1 HR WALL TO TAPE 10/14/2009 12 Steel/Bond Beam AP TP T/U WALL PANELS PNDING S.I. REPORT 10/05/2009 11 Ftg/Foundation/Piers AP TP S.O.G. MAT STEEL 10/05/2009 12 Steel/Bond Beam AP TP 10/05/2009 12 Steel/Bond Beam AP TP EPDXY ALL THREAD BARS A LN. CLMNS 09/15/2009 11 Ftg/Foundation/Piers AP TP SPREAD FTGS 09/15/2009 12 Steel/Bond Beam AP TP 0 0 Cf OF W 41. DEPARTMENT OF PUBLIC WORKS BUILDING AND SAFETY DIVISION 5 SPECIAL INSPECTORS REPORT DAILY WEEKLY C) FINAL.0 JOB ADDRESS 'k/ 4 ,'4'oi F0 lot GENERAL CONTRACTOR/' /'77/ . . TYPE OF WORK: REINFORCED. CONCRETE 0 MASONRY 0 . HI-TENSILE BOLTING0 PRESTRESSED CONCRETE 0 WELDING 0 EPDXY DESCRIPT1ON OF WORK INSPECTIONfI - . I () '? /,kI,/ /.// 4z A ZP~H(- /6 747 ,4 S - /~w M/f , , To the best of my knowledge, work inspected was in accordance with the bull & deoart/nent, approved stamped design B C and drawings, and complies with specifications and applicable workmanship' itv!Conty codes. IHARLES E. 'CORKY MASON, JR. P.O. Box 1696 Date 0 Chino, California 91710 Phone No. (909) 391-2676 L.A. County No. 038 A N - - •- . - .•..- -HOWARDANDERSONASSOClATES. . A R •CH I T E C T s A RC-H I i E ci s / 2194Cáñnél Valley Road,.. 1Moiia02014 4el.858.755.5009 40 •. 858.551236 HAccom Date: April 9, 2010 V Project: Magellan Aviation FBO PROJECT No.: 08.001 To: MW Construction, Inc. - 2615 Auto Park Way V. Escondido, CA 92029 . tel.760.745.9799 V fax.760.745.8657 • V Attn: Mike Stevens Re: Demising Wall Bracing & Soffit Framing Mike, This letter is to inform you and the City of Carlsbad Inspector that we approve the Demising Wall Bbracing Detail attached as well as the soffit detailing as built in the field as shown on the attached photos. Shall you or anyone else have any questions please feel free to contact me at 858.755.5009 x101. V Sincerely, •. 0 AR 0 AND Z U01, C-6192 Howard L. Anderson, Architect V V ABOVE: WALL I PARTITION TOP TRACK NOTE: BRACE TO STRUCTURE ALTERNATE SIDES WITH 2-112 25 GA. METAL STUDS. ANCHOR TO WOOD STRUCTURE ABOVE WITH (3) #8 SCREWS. BRACE At 6'-O ON CENTER TO SECURE TO TOP TRACK WITH (3) #8 METAL SCREWS. DEMISING WALL BRACING SCALE:1;-1/2 1%.0a Aug.26, 2009 3:10P SCHIT EMGIEERING Mo.1i896 P. 1 FACSIMILE COVER SHEET From: Schmit Engineering 1965 Rohn Rd. Escondido, Ca. 92025 (760) 743-0592 - office (760) 743-3109 - fax To: 111/241 CciUS77. Date: Attention: 'I V V = PCYJ - 5(C 7'4,oT 5H O1ZlW( NEW U1-(3 C)(fST( S)i co C-, O1b )Zc)2S C) m C) WN/'ZP'if 7?:s P6TL i'i'U t))?' LrZC a w a, C eo 7TZo U )7?1 "H /r H - 1 / c - 232 Z - 3PGC/, ) PGnci &oi FOLLOW IAJ oiar jô-. e - GE000N rww I N C 0 R P OR ATE D S GEOTECHNICAL CONSULTANTS 6960 FLANERS DRIVE • SAN DIEGO, CALIFORNIA 92121-2974 • TEL (858) 558-6900 • FAX (858) 558-6159 7 FOUNDATION OBSERVATION REPORT PROJECT NAME: '''v 1 PROJECT NO. w - LOCATION: F 8 DATE: FOUNDATION LOCATION (if not entire building) AA ' PLAN FILE NO. FOUNDATION TYPE: 11 DCONIVENTI0NAL o POST-TENSIONED PERMIT NOS: C/3 -OS2-- Li ADDITIONAL OBSERVATION REQUIRED IIiJBSTANTIAL CONFORMANCE . PURPOSE OF OBSERVATION (2", Verifysoil conditions exposed are similar to those anticipated 21 Verify footing excavations extend to minimum depth recommended in soil report Li Verify foundation reinforcement complies with minimum recommended in soil report Li Verify slab reinforcement, sand bedding and moisture barrier comply with minimum recommended in soil report Q'erify footings have been extended to an appropriate bearing strata 0 Other APPLICABLE SOIL REPORT: TITLE' "'' ''an ' DATE: SOIREPORT RECOMMENDATIONS BASED ON: . [9 Expansion Condition Li VERY LOW Li LOW 0 MEDIUM 0 HIGH Li VERY HIGH Li Fill Geometry . El Other: MINIMUM FOUNDATION RECOMMENDATIONS: .%E Footing Depth: Li 12 Inches Yr18 Inches 0 24 Inches OTHER r 32 Footing Reinforcement: Li No.4 T&B D 2-No.4 T&B 0 2-No.5 T&B Li Post-Tensioned OTHER: Interior Slab Reinforcement: Li 6x6-10/10 Li 6x6-6/6 Li No.3@241nche5 Li No.3@181nches Li Post-Tensioned Slab Bedding Material and Thickness : Vapor Barrier: Foundation Width: OBSERVATIONS: t1"Substantial conformance with Soil Reports (see "Purpose of Observation") Li Substantial conformance with Foundation Plans. Identify: 0 Other NOTE: IT IS ASSUMED THAT ALL FOOTING EXCAVATIONS WILL BE CLEANED OF LOOSE MATERIAL PRIOR TO PLACING CONCRETE AND THAT THE SOIL MOISTURE CONTENT WILL BE MAINTAINED FIELD COPIES TO - GEOCON REPRESENTATIVE S o27 r-''---' — - --GEOCON -- - INCORPORATED - - - - GEOTECHNICAL CONSULTANTS 6960 FLANDERS DRIVE • SAN. DIEGO, CALIFORNIA 92121-2974 • TEL (858) 558-6900 • FAX (858) 558-6159 7 - - - - - FOUNDATION OBSERVATION REPORT PROJECT NAME -'' PROJECT NO 5 c$ - LOCATION.: F - - - - DATE: ' 9 - - FOUNDATION LOCATION (if not entire building) '_ " 'r" - Li ADDITIONAL OBSERVATION REQUIRED - - [IJBSTANTIAL CONFORMANCE - PURPOSE OF OBSERVATION ['Verify soil conditions exposed are similar to those anticipated - - l-cf footing excavations extend to minimum depth recommended in soil report - Li Verify foundation reinforcement complies with minimum recommended in soil report - 0 Verify slab reinforcerrient, sand bedding and moisture barrier comply with minimum recommended in soil report E"erify footings have been extended to an appropriate bearing strata 0 Other - .*'APPLICABLE SOIL REPORT: TITLE: F' 1 0 DATE: SOIL REPORT RECOMMENDATIONS BASED ON '' - 0 -- - 9/Expansion Condition - Li VERY LOW Li LOW - - Li MEDIUM - - 0 HIGH - Li VERY HIGH Li Fill Geometry DOther: - ; - -- - - -- - MINIMUM FOUNDATION RECOMMENDATIONS 11'ooting Depth 0 12 Inches I"18 Inches Li 24 Inches OTHER Footing Reinforcement 0 No .'4 T&B 0 2 No 4 T&B Li 2 No 5 T&B 0 Post Tensioned OTHER Interior Slab Reinforcement Li 6x6-10/10 Li 6x6-6/6, 0 No 3@24Inches Li No 3@l8lnches 0 Post Tensioned Slab Bedding Material and Thickness Vapor Barrier Foundation Width I OBSERVATIONS "ubstantial conformance with Soil Reports (see Purpose of Observation Li Substantial conformance with Foundation Plans Identify o Other. NOTE IT is ASSUMED THAT ALL FOOTING EXCAVATIONS WILL BE CLEANED OF LOOSE MATERIAL PRIOR TO PLACING CONCRETE AND THAT THE SOIL MOISTURE CONTENT WILL BE MAINTAINED 3 rA - , L FIELD COPIES TO GEOCON REPRESENTATjVE (D19- o27t PLAN FILE NO. - - PERMITNOS: - - - - - - -- - - FOUNDAON TYPE: - 0 CONVENTIONAL - - -- - - - - - 0 POST-TENSIONIED - - - - - DATE: 8/20/09 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 090652. U APPLICANT JURI. U PTAN REVIEWER U FILE SET:!!! EsGil Corporation In Partnership with covernmentforBui1fing Safety PROJECT ADDRESS: 2016 Palomar Airport Road PROJECT NAME: Magellan Aviation BO The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. . . The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. LI 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. 111111 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. : El 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. LII Esgil Corporation staff did advise the applicant that the plan chek has been completed. Person contacted: Telephone #: I Date contacted: (by: ) Fax : Mail Telephone Fax In Person . REMARKS: All sheets of the plan-shall be signed and seale1 by the licensed architect or engineer responsible for their preparation. By: David Yao . Enclosures: EsGil Corporation . El GA El EJ [1 pc 8/13 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In Partners/lip with Government for cBui&uing Safety DATE: 7/17/09 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 090652 SET:!! PROJECT ADDRESS: 2016 Palomar Airport Road PROJECT NAME: Magellan Aviation FBO 9JUR NT IS. 11 PLAN REVIEWER FILE El The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. El 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. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted fora 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. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Jaime Bernal 2194 Carmel Valley Road Del Mar, CA 92014 El Esgil Corporation staff did not advise the applicant that the plan check has been completed. VN Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: aime Bernal Telephone #: 858-755-5009x102 Date contacted 7%/O9 (b) Fax #: 858-755-1236 Mail fr/Telephone Fax V/1n Person LII REMARKS: By: David Yao Enclosures: EsGil Corporation lZl GA LI MB M EJ fl Pc 7/9 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad 090652 7/17/09 RECHECK CORRECTION LIST JURISDICTION: City of Carlsbad PLAN CHECK NO.: 090652 PROJECT ADDRESS: 2016 Palomar Airport Road SET: II DATE PLAN RECEIVED BY DATE RECHECK COMPLETED: ESGIL CORPORATION: 7/9 7/17/09 REVIEWED BY: David Yao FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Building Code, Plumbing Code, Mechanical Code, Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? IYes UNo City of Carlsbad 090652 7/17/09 Please make all corrections, as requested in the correction list. Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760)602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. All sheets of the plans and the first sheet of the calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. r1.i .i .v-y,y r.x...i 1T .,- r- NZ.— .TT-.TJ- .T.1*W .Tn1 J..T..0 1 IU* tflflSnAIYA ISpA&flpAPA ..4.L-sn...ap. The area analysis shall show the total floor area is within the allowable floor area (include the story increase). The allowable floor area for the "hanger" is incorrect. ur,7-w.i JL.I .V •Y-YY. .y-w,y-i.t.i7 EgJ.'I.. I .TW ..TI .WY.Y .iT. . 0 -. I sprri-.klers aFe used te i Mi Rate the Reed t7 yi.. Wall il .A flIIflflflfl A •R 1 A •Ca A3.?I ._S• fl .— niL- fli fl .Ln1.S.Si '4 i.ayr Jy.1.T.w,-11lYl.z. .1_i iE v.1.. .' .rwi r-w.1. ii ..I.I IJ-w-'lp IIY!!Ii.ya . n-n-p.. C-p-pp-p .n-rn- n-n-.. -- . -p. •C—I&-p ...-P-7nI. LIC-JSln• . Please clearly show the construction detail of the 1 hr wall that match item # on table 720.1 of 2007 CBC or gypsum # or UL#. Door 10 appears to be part of the fire barrier. It shall be 3/4 hours not 20 minutes. 9. Please provide an exit analysis plan (may be 8 1/2" x 11" or any convenient size). Show in this analysis the occupant load of each area, the general exit flow patterns (by using arrows), accumulated occupant loads and required exit widths. Section A106.1.2. City of Carlsbad 090652 7/17/09 The response shows "compliant per attached exit analysis plan. No exit analysis plan was included. No soil report was provided. 20. Provide a copy of the project soil report prepared by a licensed civil engineer. The report shall include foundation design recommendations based on the engineer's findings. 21 In Seismic Design Categories DEO the soils investigation must address liquefaction, and, if retaining walls are proposed, the soils investigation must address increased loading on the walls due to earthquake motions. Section 1802.2.7. 22. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans (when required by the soil report). 25. The structural plans and first sheet of the calculation shall be signed and sealed by the engineer. The structural calculation and plan shall be signed and sealed by the engineer. 28. All the member sizes shall be clearly identified on the plan. The bracing sizes, mezzanine joist sizes, .etc appears to not on the plan. Please double check all members. a) What is the thickness of the base plate? Page 4 of the VP plan shows the base plate size. Where on the plan shows the base plate thickness? The calculation shows different thickness for different frames. Please clarify. b)Page 5 of the VP plan shows the bracing member is 05RA or 05RK..etc. What is the size of the bracing ? 1/2 rod? Page 20 of the calculation shows R 0.625? 5/8" rod? Please clarify. c) The VP plan-secondary elevation shows NBVP panel and tilt wall. Please clarify the construction detail of the panel and function. DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 DOORS 24. Show a level area, or landing, per Section 1133B.2.4.2: ~!60" in the direction of door swing.(door 3 inside men's bathroom(1 10)) The 5' in the direction of door swing shall include the 18" strike edge. The partition between the two urinal prevent the door 3 has the 5' level area. City of Carlsbad 090652 7/17/09 MULTIPLE ACCOMMODATION SANITARY FACILITIES 30. The men's(l10) bathroom shall have 60" in front of the toilet. Please dimension on the plan. The room may not long enough. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2005 NATIONAL ELECTRICAL CODE) NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold are current. The electrical room layout on sheet E-3 does not match the architectural floorplan layout. It Room 114 shown on AI.0 still does not match the same room on sheet E-3 where the XFMR TFI and panels Fh & FLI are located. Include the dimensioned clearances for the panelboards Provide a mm. clear space of 48" between the face of the panels FH & FLI shown on E-3 and a) The mechanical ventilation where a transformer has been installed. There is no mechanical ventilation shown on sheet E4 for XFMR F2. See also mech. Sheet M2 ENERGY CONSERVATION Correct the architectural plans so as to show the building envelope insulation not installation on the ceiling itself. The response was "architectural detail showing the insulation above ceiling simply for sound attenuation.." I don't see where on the architectural sections the roof and exterior wall insulation is shown. Please clarify. Include the envelope insulation locations, especially on the second floor, to maintain the "conditioned area" envelope. Response was" Envelope includes all areas except future TI portions" If this is the case the floor/ceiling becomes the envelope for the lower floor TI. Show on the plans the required insulation in the floor to satisfy the ceiling insulation. Note: If you have any questions regarding this Electrical and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. City of Carlsbad 090652 7/17/09 PLUMBING AND MECHANICAL CORRECTIONS PLAN REVIEWER: Glen Adamek GENERAL AND ARCHITECTURAL PME ITEMS 6. Each sheet of the plans must be signed by the person responsible for their preparation,' even though there are no structural changes, before the permits are issued. Business and Professions Code. The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. Plans not signed. This will be required prior to permit issuance by'the city MECHANICAL (2006 UNIFORM MECHANICAL CODE)' Detail the primary and secondary mechanical condensate waste design: Pipe sizing, routing, and termination areas. UMC 310.0 & UPC 807.2 the primary condensate lines are shown on sheet M-1 for the ceiling mounted FC's. Provide secondary condensate drains to a readily observable area. Coordinate the mechanical and the Title 24 outside air design. The MECH-3-C forms from the energy calculations are-not provided? UMC 403.0 & Title 24 121(b)2 & (d). The response was" See revised title 24 sheets 124-1 & T24-2" These revised sheets were not included with the plans submitted for recheck. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. END OF DOCUMENT 4 EsGil Corporation In (Partners/lip with government for Building Safety DATE: 4/29/09 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 090652 SET: I PROJECT ADDRESS: 2016 Palomar Airport Road - PROJECT NAME: Magellan Aviation FBO U APPLICANT 0 PLAN REVIEWER U FILE El The plans transmitted herewith have been corrected where necessary and substantiall.ycomply with the jurisdiction's building 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: 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. LI The applicant's copy of the check list is enclosed for, the jurisdiction to forward to the applicant contact person. The applicant's ôopy of the check list has been sent to: Jaime Bernal 2194 Carmel Valley Road Del Mar, CA 92014 LI 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: Jaime Bernal Telephone #: 858-755-5009x102 Date contacted:C1/3o107 (by: j ) ' Fax #: 858-755-1236 Mail Telephone - Fax "In Person LII REMARKS: By: David Yao Enclosures: EsGil Corporation GA LI MB EJ El PC 4/21 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad 090652 4/29/09 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 090652 JURISDICTION: City of Carlsbad IOCCUPANCY: B USE: office II TYPE OF CONSTRUCTION: V-B ACTUAL AREA: 11093 sf +625 T.I. 1ALLOWABLE FLOOR AREA: ? STORIES: 2 HEIGHT: IISPRINKLERS?: Y OCCUPANT LOAD: II REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 4/21 DATE INITIAL PLAN REVIEW PLAN REVIEWER: David Yao COMPLETED: 4/29/09 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. . Code sections cited are based on the 2007 CBC, which adopts the 2006 IBC The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2006 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each. correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. City of Carlsbad 090652 4/29/09 Please make all corrections, as requested in the correction list. Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans-that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering .and Fire Departments until review by EsGil Corporation is complete. . PLANS .1. All sheets of the plans and thefirst sheet of the calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. 2. Provide a statement on the Title Sheet of the plans, stating that this project shall comply with the 2007 California Building Code, which adopts the 2006 IBC, 2006 UMC, 2006 UPC and the 2005 NEC. SITE PLAN 3. Provide a fully dimensioned site plan drawn to scale. Sec. A106.1.1. Include the following: Clearly dimension building setbacks from property lines, street centerlines, .and from all adjacent buildings and structures on the site plan. : Property lines/easements. 4. Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan." . LOCATION ON PROPERTY 5. When two or more buildings are on the same property, the buildings shall have an assumed property line between them for the purpose of determining the required wall and opening protection and roof cover requirements, per Section 704.3. An exception is provided if the combined area of the buildings is within the limits specified in Chapter 5 for a single building. If this exception is used, show how the building(s) will comply. Section 503.1.2. City of Carlsbad 090652 4/29/09 BUILDING AREA Provide complete area analysis to show the total floor area (new office plus the hangers) comply with Table 503 and all the increase per section 506. When a building has more than one occupancy, the area shall be such that the sum of the ratios of the actual area divided by the allowable area for each occupancy shall not exceed one. This only applies if the "separated occupancies" option is chosen from Section 508.3.3. . FIRE BARRIERS Incidental use areas may need to be separated from the main occupancy. See Table 508.2 below. Please address the following specific concerns: a) Even if sprinklers are used to eliminate the need for 1-hour wall. V . construction, Section 508.2.2.1 still requires the partitions to extend to the underside of the floor/roof above and for any doors in the Dartitions to be self-closing. V ROOM OR AREA SEPARATION AND/OR PROTECTION Parking garage (Section 406.2) 2 hours; or 1 hour and provide automatic fire- extinguishing system Storage rooms over 100 square 1 hour or provide automatic fire-extinguishing feet -- system . EXITS Please provide an exit analysis plan (may be 8 1/2" x 11" or any convenient size). Show in this analysis the occupant load of each area, the general exit flow patterns (by using arrows), accumulated occupant loads and required exit widths. Section A106.1.2. Revolving, sliding and overhead doors are not permitted as exit doors, unless meeting the special provisions in Section 1008.1.3. . STAIRWAYS Stairway width must be at least 44 inches when serving 50 or more occupants; 3.6 inches when less than 50. Section 1009.1. Stairway handrails should not project more than 4 /2 inches into the required width. Section 1012.7. A minimum headroom clearance of 6-8" for stairways should be indicated on the plans. Section 1009.2. V Handrails (Sections 1012 and 1009.10): a) Handrails are required on each side of stairways. City of Carlsbad 090652 4/29/09 Handrails and extensions shall be 34" to 38" above nosing of treads and • be continuous: Additionally, the open sides of stairs shall be - provided with 42" high guards, per Section 1013. The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension. If the handrail is not circular, it shall have a perimeter dimension of at least 4" and not greater than 6.25" with a maximum cross-section dimension of 2.25 inches. Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. Handrails shall be continuous, without interruption by newel posts or other obstructions: Handrails shall extend 12" beyond the top riser and continue to slope for the depth of one tread beyond the bottom riser. Ends of handrails shall be returned to a wall, guard or the walking surface. . CORRIDORS 15. Corridors and exterior exit balconies serving more than 49 occupants must be a minimum 44 inches wide and 7'-6" high. A minimum width of 36 inches may be used if the occupant load is 49 or less. Section 1017.2. . ROOFS - 16. Specify on the plans the following information for the roof materials, per Section 1506.3: Manufacturer's name. Product name/number. ICC approval nümbèr, or equal. 17. Show the sizes/locations of roof drains and overflows. Size drains per IBC Section 1503.4 and CPC Section 1105 18. Provide skylight details to show compIince with Sections 2404 and 2606.5, or • specify on the plans the following information for the skylight(s): a) Manufacturer's name. . b) Model name/number. c) ICC approval number, or equal. . ACCESSIBILITY • 19. Provide notes and details on the plans to show compliance with the enclosed "Disabled Access" Review List. • City of Carlsbad 090652 4/29/09 . FOUNDATION 20. Provide a copy of the project soil report prepared by a licensed civil engineer. The report shall include foundation design recommendations based on the engineer's findings. 21 In Seismic Design Categories DEOF, the soils investigation must address liquefaction, and, if retaining walls are proposed, the soils investigation must address increased loading on the walls due to earthquake motions. Section 1802.2.7. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans (when required by the soil report). Provide detail calculation to show all the footings shoWn on the foundation plan can support the proper load. Note on plans that surface water will drain away from building and show drainage pattern. The grade shall fall a minimum of 5% within the first 10 feet (2% for impervious surfaces). Section 1803.3. STRUCTURAL The structural plans and first sheet of the calculation hall be signed and sealed by the engineer. The corridor above the first floor shall support mm. live load of 80 psf per table 1607.1. Please check the floor framing. The calculation and plan for metal building shows the city is Romana. It shall be city of Carlsbad. All the member sizes shall be clearly identified on the plan. The bracing sizes, mezzanine joist sizes, .etc appears to not on the plan. Please double check all members. The structural calculation provided is for reaction package. Please provide complete structural calculation for the metal building. Provide detail analysis to show how the mezzanine framing resist the vertical and lateral force? How the mezzanine columns interact with the roof columns? Provide more detail calculation to show the moment frame connections are • adequate to resist the proper force? • 32. Provide more detail calculation to show the x bracing and connections are adequate to resist the proper force? •. City of Carlsbad 090652 4/29/09 ADDITIONAL 33. Please refer to the following items for mechanical, plumbing, electrical and energy items. 34. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 35. Please indicate here if any changes have been made to the plans that are .not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: LI Yes LI No 36. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen . 19 ELECTRICAL (2005 NATIONAL ELECTRICAL CODE) 37. The electrical room layout on sheet E-3 does not match the architectural floorplan layout. Please correct and: 38. Include the dimensioned clearances for the panelboards and The mechanical ventilation where a transformer has been installed. The new structural building is a grounding electrode. Include the existing electrical service bond to this electrode on the single line diagram. ENERGY CONSERVATION 39. Correct the architectural plans so as to show the building envelope insulation not installation on the ceiling itself. 40. Include, the envelope insulation locations, especially on the second floor, to. maintain the "conditioned area" envelope. . Note: If you have any questions regarding this Electrical and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. City of Carlsbad 090652 4/29/09 PLUMBING AND MECHANICAL CORRECTIONS PLAN REVIEWER: Glen Adamek GENERAL AND ARCHITECTURAL PME ITEMS 41. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued. Business and Professions Code. The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. 42. Correct the statement on the Title Sheet of the plans to show compliance with the current Codes, as of the first day of 2008. The following are the correct current Codes: The 2007 edition of the California Electrical Code (CEC) adopts the 2005 National Electrical Code (NEC) and the 2007 California Amendments. The 2007 edition of the California Mechanical Code (CMC) adopts the 2006 Uniform Mechanical Code (UMC) and the 2007 California Amendments. The 2007 edition of the California Plumbing Code (CPC) adopts the 2006 Uniform Plumbing Code (UPC) and the 2007 California Amendments. EE dition of the California Fire Code (CFC) adopts the 2006 International Fire Code (IFC) and the 2007 California Amendments. e) The 2007 edition of the California Energy Efficiency Standards. 43. Provide data on the proposed hazardous materials to be stored and used. IBC 414. Present the description of the hazardous materials in a format that coincides with the material classifications found in IBC Tables 307.1(1) and 307.1(2). Clearly show the types of hazardous materials being stored or used. Provide a list of the proposed hazardous materials; include the material safety data sheets (MSDS), if applicable. Clearly show the amounts for each type of hazardous material to be stored and in use. Clearly show the locations in the building where each type of hazardous material is being stored or used. Note: If hazardous materials are present in any amount, forward this information to the mechanical designer for design compliance with UMC Chapter 5. 44. The distance to property line (IBC Table 602) requires compliance with IBC 704.11. Identify, on both the plumbing and mechanical plan sheets, the roof areas that may not have openings. IBC 704.11(4). Including the assumed property lines between separate buildings. City of Carlsbad 090652 4/29/09 Mechanical duct openings in exterior walls "required to have protected openings" (Table 602) require compliance with IBC 716. Revise the duct locations or provide damper protection (if allowed). For mechanical plan check, include the architectural design detailing the following: IBC 716.5. a) Fire Walls b) Fire Barriers Shaft Enclosures Fire Partitions Corridors Smoke Barriers Horizontal Assemblies Exit Passageways i) Vertical Exit Enclosures (Stair & Ramp Enclosures) If this tenant improvement contains any of the above assemblies, be sure to provide construction details. For example: Rated corridor construction style - Tunnel VS Full height corridor walls. Include, on the mechanical plans, the locations of all required smoke, fire, combination smoke and fire, or ceiling radiation dampers. Be sure to include a symbol on the symbol schedule for each damper type. IBC 716 PLUMBING (2006 UNIFORM PLUMBING CODE) Provide the site plumbing plans showing the sizes and locations of the gas meters and water meter; and the sizes, routes, and slopes of the building sewer, storm drainage system, site gas lines, and site water lines. Identify the extent of the private sewer, water, and gas systems on the plumbing site plan. Clearly specify, on the plans, which City Department is responsible for the permitting, plan check, and inspections for the private utility systems. If private, the responsibility of the City Building Department, and under the Uniform. Plumbing Code, provide complete civil site utility plans for plan check, or obtain a separate permit from the City for the civil site plans. . . Please show the upstream sewer manhole rim and finished floor elevations. Provide backwater valves for all fixtures installed on floor levels below the next' upstream manhole rim elevation. (Only fixtures installed on floor levels below the next upstream manhole rim elevation may flow through a backwater valve.) UPC 710.1 • ' Show the shower control valve and shower head locations comply with UPC, Section 411.10. City of Carlsbad 090652 4/29/09 52. Correct the water line sizing calculations to show the pressure loss at the water meter as per UPC, Chart A-I and the water pressure loss for the private water line from the public water meter to the pressure regulator. (show the water pressure at the water meter.) 53. Hot water supplied to a public use lavatory or any bathtub is limited to a maximum temperature potential of 120 degrees. Detail how this temperature V limitation is achieved. Note: The water heater thermostat may not be used for compliance with this Code section. UPC 413.1 & UPC 414. 54. Provide the following information concerning the water heater: Show that water heater is adequately braced to resist seismic forces. Provide two straps. One strap at top 1/3 of the tank and one strap at bottom 1/3 of the tank. UPC 508.2 V Show P & T valve on water, heater and detail the drain routing to the exterior. It may not be installed upwards from the valve. UPC 506.2/608.3 An expansion tank or other approved device is required if system pressure relief is not available due to the installation of backflow devices or certain pressure regulators. Please address. UPC 608.3 55. A minimum of one drinking fountain is required at each occupied floor in schools, theaters, auditoriums, dormitories, offices, or public buildings. UPC Table 4-1, footnote 11 56. Include the main and overflow roof drainage design: Roof area, rainfall rate, pipe sizing, and drain locations on the plans. UPC 1105.0 V MECHANICAL (2006 UNIFORM MECHANICAL CODE) 57. Review with the architect the locations that require (fire/ceiling radiation/or fire/smoke) damper and/or shaft protection and identify installations on the V mechanical plans themselves. See 'Architectural PME" items above directly V below the PME list heading. 58. ' Provide smoke detection in the supply air duct of an "air-moving system" for required shut-off of equipment for smoke control. UMC Section 609.0 An "air- moving system" is a system designed to provide heating, cooling, or ventilation in which one or more air-handling units are used to supply air to a common space or to draw air from a common plenum or space. UMC Section 203.0 59. Provide complete mechanical plans showing existing and proposed HVAC equipment, ducts, and access to all equipment. 60. Buildings of more than 15' in height shall have an inside means of access that meets the design requirements of UMC 904.10.3.3. Please provide. City V approval for use of an outside ladder is required. V 61. Provide exhaust ventilation as per UMC, Section 403.7 and Table 4.4. City of Carlsbad 090652 4/29/09 Makeup air shall be provided to replenish air exhausted by the ventilation system. Makeup-air intake shall be located so as to avoid recirculation of contaminated air within enclosures. UMC 505.3 Detail the primary and secondary mechanical condensate waste design: Pipe sizing, routing, and termination areas. UMC 310.0 & UPC 807.2 Coordinate the mechanical and the Title 24 outside air design. The MECH-3-C forms from the energy calculations are not provided? UMC 403.0 & Title 24 .121(b)2 & (d). Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468. To Speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT - TITLE 24 REMODELS, ADDITIONS AND REPAIRS When alterations, structural repairs or modifications or additions are made to an existing building, that building, or portion of the building affected, is required to comply with all of the requirements for new buildings, per Section 11 34B.2. These requirements apply as follows: The area of specific alteration, repair or addition must comply as "new" construction. A primary entrance to the building and the primary path of travel to the altered area, must be shown.to comply with all accessibility features. . SITE PLAN REQUIREMENTS Clearly show that the site development and grading are designed to provide access to all entrances and exterior ground floor exits, as well as access to normal paths of travel, per Section 1127B.1. Where necessary to provide access, shall incorporate pedestrian ramps, curb ramps, stairways and handrails, etc. ACCESSIBLE PARKING Each lot or parking structure where parking is provided for the public, as clients, guests or employees, shall provide accessible parking as required by Section 1129B. City of Carlsbad 090652 4/29/09 4. Show on the site plan the required number of accessible parking spaces for new facilities. Per Table 11 B-6 the minimum number of spaces is: (Any new parking spaces were provided for the proposed office?) I for each 25 spaces up to 100 total spaces. I additional space for each 50 spaces for between 101 and 200 total spaces. 5. Show that the accessible parking spaces are located, per Section 1129B.1 as follows: . On the shortest possible route to an accessibleentrance, when serving a particular building. On the shortest route of travel to an accessible entrance of a parking - . facility. C) Spaces are to be dispersed and located closest to accessible entrances where buildings have multiple accessible entrances with adjacent parking. 6; Show that accessible parking spaces comply with Section 112913.3.1 as follows: a). Single spaces shall be 14' wide and outlined to provide a 9' parking area and a 5' loading and unloading area on the passenger side of the vehicle. b) When more than one space is provided, in lieu of providing a 14' space for each space, two spaces can be provided within a 23' area with .a 5' loading zone between each 9'0" wide space. c) Each space is to be a minimum of 18' in depth. 7. At least one in every 8 accessible parking spaces (but not less than one) shall be. served by an access aisle ;~:96" in width and designated as VAN ACCESSIBLE, . . per Section 11 29B.3.2. The words "NO PARKING" shall be painted on the ground within each loading and unloading access aisle (in white letters no less than 12" high and located so that it is visible to traffic enforcement officials). Section 1129B.3.3. Ramps shall not encroach into any accessible parking space or the adjacent access aisle. Section 1129B.3.3. • Show on the site plan that accessible parking space(s) are to be located such that disabled persons are not compelled to wheel or walk behind parked cars other than their own, per Section 1129B.3.3. Show that a bumper or curb is to be provided, and located at each space, to prevent encroachment of cars into the required width of walkways, per Section 1129B.3.3. . • 12.. Show or note that the maximum slope of the parking surface at the accessible space and adjacent access aisle, in any direction, is :5 1:50 (2%), per Section 1129B.3.4. . City of Carlsbad 090652 4/29/09 13. Show or note on the plans that the accessible parking spaces are to be identified by a reflectorized sign, permanently posted immediately. adjacent to and visible from each space, consisting of: A profile view of a wheelchair with occupant in white on dark blue background. The sign shall ~:70 in.2 in area. When in the path of travel, they shall be posted ~:80" from the bottom of the sign to parking space finished grade. Signs may also be centered on the wall of the interior end of the parking space ~36" from the parking space finished grade, ground or sidewalk. Spaces complying with Section 112913.4.2 shall have an additional sign "Van-Accessible" mounted below the symbol of accessibility per Section 1129B4. In addition, the surface of each accessible space is required to be marked with the international symbol of accessibility. 14. Show, or note, that an additional sign shall also be posted ma conspicuous place at each entrance to off street parking facilities, or immediately adjacent to and visible from each stall or space. The sign shall be ~:1 7" x 22" with lettering not :51" in height. Per. Section 1129B.4 required wording is as follows. "Unauthorized vehicles parked in designated accessible spaces not displaying distinguishing placards or license plates issued for persons with disabilities may be towed away at owner's expense. Towed vehicles may be reclaimed at or by telephoning • CURB RAMPS(IF APPLICABLE) 15. Curb ramps shall be constructed where a pedestrian way crosses a curb or at each corner of a street intersection, per Section 1127B.5.1. 16. Plans shall show that curb ramps are ~48" wide with a slope of :51:12 (8.330/o), per Sections 112713.5.2 and 112713.5.3. The lower end of each curb ramp shall .have a 1/211 lip beveled 450, per Section 112713.5.5. 17. Show that the landing at the top of the curb shall be level and ~!48" depth for the entire width of the curb ramp. Section 112713.5.4. * 18. The slope of the fanned or flared sides of curb ramps' shall not exceed 1:10, per Section 1127B.5.3. 19. Show or note that the surface of all curb ramps and the flared sides are to be slip resistant, and contrasting from the adjacent sidewalk finish, per Section 11 27B.5.5. 20. Provide details or note on the plans that all curb ramps have a grooved border 12", wide at the level surface of the sidewalk along the top and each side approximately 3/4 o.c., per Section 1127B.5.6. City of Carlsbad 090652 4/29/09 21. Show that detectable warnings, extending the full width and depth of the curb ramp, inside the grooved border, are to be installed for all curb ramps (regardless of slope), per Section 112713.5.7. These consist of raised truncated domes with a diameter of 0.9" at the base, tapering to 0.45" at the top. Spacing shall be 2.35" o.c. Only approved DSAJAC detectable warning products and directional surfaces shall be installed. @ @ @ @ @ @ t6T Ar APAXI 1 F At TOP -S. - A7 EASE TYPICAl. PLAN TAPED EDOESLIHERE EXPOSED ThESE CL&GR)JS IUUSTRAS TrZ SPEPIC REOUIREMENTS CF THESE RE3ULKrICNS.MD ARE WTEIZZG ONLY AS AN AID FDA SUILCIPYG DESIG4,-X 0 DCPYETA_.11ON. • FIGURE II8-23A-TRUNCATED DOMES Locate curb ramps to prevent obstruction by blocked cars, per Section 1127B.5.8. DOORS • Show that the minimum strike edge distances are provided at the level area on the side to which a door (or a gate) swings, per Section 1133B.2.4.3: a) ~!24" at exterior conditions'. (door at the bottom of the stairway?) City of Carlsbad 090652 -: 4/29/09 24. Show a level area, or landing, per Section 1133B.2.4.2: ~M" in the direction of door swing.(door 3 inside men's bathroom(11O) ~!48" in the direction opposite the door swing (or 44" if doors don't have latches or closers). . STAIRWAYS AND HANDRAILS 25. Provide sections, details or notes to show that handrails are to be located ~34" but 538" above nosing of treads, per Section 113313.4.2.1. 26. Show that handrails extend a ~!12" beyond top nosing, and ~12"-plus-tread-width beyond the bottom nosing. At the top, the extension shall be parallel with the floor. At the bottom, the handrail shall continue to slope for a distance of one tread width; the remainder of the extension shall be horizontal. Section 1133B.4.2.2. I MIN. I:If •)' PULI!'1f ,r: I 0 ES _1ID...1 IIi3 'WARI* RLtLI G AN) iiA4DRAIL 27. Per Section 1133B.4.2.6.1, provide details, sections or notes to show that handgrip portions of handrails are: >11/411 and :511/2I in cross sectional dimension. The shape may provide an equivalent gripping surface. The handgrip portion shall have a smooth surface, without any sharp corners. City of Carlsbad 090652 4/29/09 28. Show or note that interior stair treads are marked at the upper approach and the lower tread of each stair, by a strip of clearly contrasting color, per Section 1133B.4.4, as follows: At least 2" wide (but not more than 4" wide). Placed parallel to and not more than 1 "from the nose of the step or landing. The strip shall be as slip resistant as the other treads of the stair. 29. Note that all tread surfaces comply with Section 1133B.4-5, as follows: Open risers are not permitted. Stair treads shall be no less than 11" deep, measured from riser to riser. C) Be slip resistant. Have smooth, rounded or chamfered exposed edges. Have no abrupt edges at the nosing. Nosing shall not project ~1 1,4' past the face of the riser above. MULTIPLE ACCOMMODATION SANITARY FACILITIES 30. Doors shall not swing into the clear floor space required for any fixture within the toilet facility. Section 1115B.3.1.2.(Door 3 for men's bathroom (11 0)§&Lnq into the clear space for the urinal) SINGLE ACCOMMODATION FACILITIES 31. Show that the water closet is located in a space, per Section 11158.3.2.3, which provides: a) A minimum side clearance of either: i) -a28" from a fixture.(show dimension on sheet A5.1 for men's bathroom (207) 32. Doors in the room shall not swing into the clear floor space required for any fixture. Maintain the required clearances at the lavatory/water closet without the entry door swinging into those areas. Section 11158.3.2.2. (door 2 for women's bathroom (206') swing into the clear floor space (60"widex48" deep) for the toilet)) END OF DOCUMENT City of Carlsbad 090652 4/29/09 (DO NOT PAY —THIS IS NOT AN INVOICE) VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: 090652 PREPARED BY: David Yao DATE: 4/29/09 BUILDING ADDRESS: 2016 Palomar Airport Road BUILDING, OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) new off ice 11093 75.38 836,190 T.I.office 625 34.37 21,481 Air Conditioning 11093 2.88 31,948 Fire Sprinklers 11093 4.66 51,693 TOTAL VALUE 941,313 Jurisdiction Code Icb jBy Ordinance Bldg. Permit Fee by Ordinance [11 . . I $3,199.951 Plan Check Fee by Ordinance vi I $2,079.97 I Type of Review: El Complete Review El Structural Only El Other El Repetitive Fee Repeats El Hourly Hr. @ * EsGil Fee Comments: I $1,791.971 Sheet lofi macvalue.doc + PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CO 09-0652 DATE 4/21/9 ADDRESS 2016 Palomar Airport Rd : :1 RESIDENTIAL ADDITION- POOL/SPA MINOR (417,000.00) TENANT IMPROVEMENT RETAINING WALL COMPLETE OFFICE BUILDING VILLAGE FAIRE OTHER new shell office 0 PLANNER Chris n DATE 4/21/9 ENG IN EER' /'< DATE 441Z 7 1109 r / 0 IL\ADMIN\UNTER/PLANNING/EN6INEEPING APPROVALS ENGINEERING DEPARTMENT FEE CAL CULA TION WORKSHEET Estimate based on unconfirmed information from applicant. . Calculation based o building plancheck plan submittal. Address: Bldg. Permit No._________________ Prepared by: Date: •Checked by: Date: EDU CAL CULA TIJV: List types and s uare footages for all uses. - Types of Use: o/4 S . Ft.! nits:(I O3 EDUs: - Types of Use: . . t./Units: EDU's: Types of U&1 I Sq Ft !Units EDU s - ' Types of Use:. .. Sq. Ft/Units: EDUs: ADT CALCULATIONS: List types ands re footages for all uses. '- Types of Use: . Ft. nits: (f ' ADTs: /L ,Types of Use: ( q. Ft./Units: ADT's: Types of Use: Sq. Ft./Units: •. ADT's: Types of Use: . Sq. Ft/Units: ADT's: FEES REQUIRED: WITHIN CFD: DYES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) 0 NO 1. PARK-IN-LIEU FEE: NW QUADRANT NE QUADRANT SEQUADRANT ' SW QUADRANT FEE/UNIT: .. X NO. UNITS: $ Oc' = O 2 TRAFFIC IMPACT FEE DT = s/— 7-93•k 3. BRIDGE AND THOROUGHFARE FEE - (D . #1 DIST. #2 DIST. #3 ADTs/UNITS:- X FEE/ADT: = $ '0 4. FACILITIES MANAGEMENT FEE ZONE:_________ UNIT/SOFT.: . X FEE/SOFT/UNIT: = $ - 5.SEWERFEE - ED Us: '3 19 X FEE/EDU:I & = I BENEFIT AREA: EDUs:3 •X &DU: Cl,6. DRAINAGE FEES PLDA : HIGH /LOW - . • -• ACRES: •. X FEE/AC:________ = EIIIIIT O T POTABLE WATER FEES UNITS CODE CONNECTION FEE METER FEE SDCWA FEE IRRIGATION - -- 1 • . F:\FARMER\KATH)'MASTERS\FEE CALCULATION WORKSHEET.d0c2008.doc . , Rev. 7/14/00 Carlsbad FireDepartment Plan Review Requirements Category: COMMJND , INDUST Date of Report: 07-31-2009 Reviewed by: Name:. JAIME BERNAL Address: 2194 CARMEL VALLEY RD BLDG. DEPT COpy DELMARCA 92014 Permit #: CB090652 Job Name: MAGELLAN AVIATION- BUILD NEW Job Address: 2016 PALOMAR AIRPORT RD CBAD St: 100 INC OMPL i1 te At this time, this officec ol adequately conduct o determine compliance with the applicable Please review careful ments attached. Please resubmit the necessary plans and/or specifications, Thhanges "clouded", to this office for review and approval. Conditions: Cond: C0N0003473 [NOT MET] In addtion to EsGil's Comments, please addrss the following: 1: Al .0 Floor Plan Notes #6: Add "except rated fire doors". Room 103 - Storage: Justify under stairwell storage - cannot distinguish rating of walls due to choice of legend combined with print quality. Sheet Al. 1: 2nd Floor Add to Room 203 "Roof Access" sign. Sheet E.3: Place EM lighting and egress signs in accordance with exit analysis plan: EM lighting shall meet the following code requirements: The means of egress, including the exit discharge, shall be illuminated at all times the space served by the means of egress is occupied. The means of egress illumination level shall not be less than 1-foot candle at the walking surface. CFC 1006 Specify occupancy og adjacent hangar. Sheet AO. 1 Legend and referenced areas do not coincide as stated in Site Plan Notes. Clarify Project Description. Indicate if Shell addition is new additional square footage being added to existing shell. Entry: 05/18/2009 By: MS Action: CO 'CohdCONO003585 / [MET] * * * Provide as part of shell addition for second floor* * * EM lighting shall meet the following code requirements: The means of egress, including the exit discharge, shall be illuminated at all times the space served by the means of egress is occupied. The means of egress illumination level-'shall not be less than 1-foot candle at the walking surface. CFC 1006 Entry 07/31/2009 Carlsbad Fire Department Plan Review Requirements Category: COMMIND , 1NDUST Date of Report: 05-18-2009 Reviewed by: Name: JAIME BERNAL Address: .2194 CARMEL VALLEY RD / . DEL MAR. CA 92014 Permit #: CB090652 Job Name: MAGELLAN AVIATION- BUILD NEW Job Address: 2016 PALOMAR AIRPORT RD CBAD St: 100 INCOMPLETE The item you have submitted for review is incomplete At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: C0N0003473 [NOT MET] In addtion to EsGil's Comments, please addrss the following: 1; Al .0 Floor Plan Notes #6: Add "except rated fire doors". Room 103 - Storage: Justify under stairwell storage - cannot distinguish rating of walls due to choice of legend combined with print quality. Sheet Al. 1: 2nd Floor Add to Room 203 "Roof Access" sign. Sheet E.3: Place EM lighting and egress signs in accordance with exit analysis plan. EM lighting shall meet the following code requirements: The means of egress, including the exit discharge, shall be illuminated at all times the space served by the means of egress is occupied. The means of egress illumination level shall not be less than 1-foot candle at the walking surface. CFC 1006 Specify occupancy og adjacent hangar. . Sheet AO. 1 Legend and referenced areas do not coincide as stated in Site Plan Notes., Clarify Project Description. Indicate if Shell addition is new additional square footage being added to existing shell. Entry: 05/18/2009 By: MS ActibnCO ) / SEE MORE ST R UCT U RAL CA LCS SCANNED ) SEPARATELY / - STRUCTURAL CALCULATIONS Project: Palomar Airport Carlsbad, Ca. Magellan _Hangar "FBO" Office Floor. Engineer: Schmit Engineering 1965 Rohn Rd. Escondido, Ca. 92025 (760) 743-0592 Code: 2007 California Building Code Date: Juty6, 2009 IIL TABLE OF CONTENTS Diagram ................................ ......................... ....1 Bld'g Loads ....................... .................................. 2 Floor Framing ........................... ........................... 3-8 Foundations ...................................................... 9-11 Tilt-up panel ......................... ................................ 12-15 OfESSIO* SCHMT ENGNEERNG Project r/O STRUCTURAL DESIGN By Date "-/ Sheet No. L Of Subject f)ion,s Job NO. ______ SCHMT ENGI NEERING Project /C STRUCTURAL DESIGN By QS Date Sheet No. Subject 7mJi 'JZ Job NO.. r?u Los (cP,? c4c '.2.s 5.. ,..',.. su.si CU /0 210 J$uL::';.:" .,... ............... T •. . .. ccT .1 . - ..L.. '- I •,:, , o .c LL C ..T. .. . .. . .'. /L .$Q. CL • .••• 0 • .. ........": ...LO .: .: .• , 112/Sc 5O 0 LL 2. ...........• 0 ' • 7 . •/ / 30 pJ :0 SCHMT ENGINEERING STRUCTURAL DESIGN Project By Date _ Sheet No. Subject Job NO. - 010 TJ 3O T(cL 7aLi- - £or=CC 0 3 a' rr z,o f:cD nL4 . ja) O4 ( Uc 2 // Floor Truss's S by Weyerhaet;ser - TJ-Besm® 6.35 Serial Number: 7005102505 16" TJI® 360 @ 16" olc User: 2 5114/2009 1:41:33 PM Pagel Engine Version: 6.35.0 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS.LISTED 22" - Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Office ttldgs - Offices (psfl: 50.0 Live at 100 % duration, 15.0 Dead, 20.0 Partition SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/UpliftlTotal 1 Stud wall 3.50" 3.50" 733 / 513/0/ 1247 Al: Blocking 1 Ply 16" TJl® 360 2 Stud wall 3.50" 3.50" 733/513/0 /1247 Al: Blocking 1 Ply 16" TJI® 360 -See iLevel® Specifier's/Builder's Guide for detail(s): Al: Blocking DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) 1223 -1214 2190 Passed (55%) Rt. end Span 1 under Floor loading Vertical Reaction (lbs) 1223 1223 1505 Passed (81%) Bearing 2 Under Floor loading Moment (Ft-Lbs) .: 6599 6599 8405 Passed (79%) MID Span .1 under Floor loading Live Load Defi (in) . 0.388 0.540 Passed (U667) MID Span 1 under Floor loading Total Load Defi (in) 0.660 1.079 Passed (U392) MID Span 1 under Floor loading TJPro 41 40 Passed Span 1 -Deflection Criteria: STANJDARD(LL:U480,TL:L/240). . . -Deflection analysis is based on composite action with single layer of 19/32" Panels (20 Span Rating) GLUED & NAILED wood decking: -Bracing(Lu): All compression edges (top and bottom) must be braced at 3'g" 0/C unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 lbs concentrated load requirements for standard non-residential floors have been considered for reaction and shear. .TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20 Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Level®. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLêvet® -Associate. - .. -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability. -THIS ANALYSIS FOR iLeveKtl PRODUCTS ONLYl. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used-for Building Code UBC analyzing the iLevel® Distribution producf1iJ àbe. PROJECT INFORMATION: OPERATOR INFORMATION: John Schmit Schmit Engineering 1965 Rohn Road Escondido, CA 92025 Phone : (760) 743-0592 Fax : (760) 743-3109 jschmit@cox.nel Copyright °-2009 by il,evelm, Federal Way, WA. TJI® and T,7-Beam5 are registered trademarks of iLevel®. - e-I Joist'", pro' and TJ-Pro' are trademarks of ikeveltm. Floor Truss's 5 by Wey&rhaeuser TJ-Bearn® 6.35 Serial Number: 7005102505 11 7/8" TJI® 210 @ 16" 0/c User: 2 5/14/2009 1:44:02 PM Page 1 Engine Version: 6.35.0 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Pi-irnary Load Group - Office 61dgs - Offices (psf): 50.0 Live at 100 % duration, 15.0 Dead, 20.0 Partition SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 2.25" 467/327 / 0/793 A3: Rim Board 1 Ply I 1/4" x 11 7/8" 0.8E TJ-Strand Rim Board® 2 Stud wall 3.50" 2.25" 467./327 / 0 /793 A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim Board® -See.iLevel®Specifier"s/Builder's Guide for detail(s): A3: Rim Board DESIGN CONTROLS: .. Maximum Design Control Result Location Shear (lbs) . 1000 1000 1655 Passed (60%) Rt. end Span 1 under Concentrated loading Vertical Reaction (Ibs) 995 995 1134 Passed (88%) Bearing 2 under Concentrated loading Moment (Ft-Lbs) 2614 2614 3795 Passed (69%) MID Span 1 under Floor loading Live Load Daft (in) 0.160 0.340 Passed (L1999+) MID Span 1 under Floor loading Total Load Deft (in) 0.272 0.679 Passed (L/599) MID Span I under Floor loading TJPro . •51 40 Passed Span 1 -Deflection Criteria: STANDARD(LL:L.1480,TL:U240). -Deflection analysis is based on composite action with single layer of 19/32" Panels (20' Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 311" 0/c unless detailed otherwise. Proper attachment and positioning o f l a t e r a l b r a c i n g i s r e q u i r e d . t o achieve member stability. -2000 lbs concentrated load requirements for standard non-residential floors have been considered for reaction and shear. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAIL-ED 19/32" Panels (20" S p a n R a t i n g ) d e c k i n g . T h e c o n t r o l l i n g s p a n is supported by walls. Additional-considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. ADDITIONAL NOTES: . -'IMPORTANT! The analysis presented is output from software developed by iLeve®. iLevel® warrants the sizing of its products by this s o f t w a r e w i l l b e a c c o m p l i s h e d i n a c c o r d a n c e with iLevel® product design criteria and code accepted design values. The specific product application, input design loads, and staled dimen s i o n s h a v e b e e n p r o v i d e d b y t h e -software user. This output has not been reviewed by an iLevel® Associate. -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability. -THIS ANALYStSFOR-iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the iLével®Distribution product listed above. - PROJECT INFORMATION: OPERATOR INFORMATION: John Schmit Schmit Engineering 1965 Rohn Road Escondido, CA 92025 Phone : (760) 743-0592 Fax : (760) 743-3109 jschmit@cox.net Copyright 0 2009 by iLeve15,- Federa1 Way, WA. TJ15 and TI-Beam5 are registered -trademarks of it,eve25. c-I Joist', Pro' and TI-Pro' are trademarks of jL,evelm. Floor Truss's by Wc-yc-rhaol;sor TJ-8earrr® 6.35 Serial Number: 7005102505 14" TJI® 210 @ 16" o/c User: 2 5/14/2009 1:46:26 PM Page 1 EngineVersion:6.35.Q THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Ep 15' W. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary. Load Group - Office Bldgs - Offices (psf): 100.0 Live at 100% duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 3.50" 1033 /155 / 0 /1188 Al: Blocking 1 Ply 14" TJI®210 2 Stud wall 350" 3.50" 1033 /155 / 0 /1188 Al: Blocking 1 Ply 14" TJI® 210 -See iLevel@ Specifier's/Builderts Guide for detail(s): Al: Blocking DESIGN CONTROLS:. Maximum Design Control Result Location Shear (Ibs) 1156 -1144 1945 Passed (59%) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 1156 1156 1460 Passed (79%) Bearing 2 under Floor loading Moment (Ft-Lbs) 4361 4361 4490 Passed (97%) MID Span 1 under Floor loading Live Load Defi (in) 0.335 0.377 Passed (U540) MID Span 1 under Floor loading Total Load -Defl (in) 0.385 0.754 Passed (LJ470) MID 'Span 1 under Floor loading TJPro 52 40 . Passed . Span 1 -Deflection Criteria: STANDARD(LL:L/480,TL:U240). . . -Deflection analysis is based on composite action withsingle layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 3-4" 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required t o a c h i e v e member stability. . -2000 lbs concentrated load requirements for standard non-residential floors have been considered for reaction and shear. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value-provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. ADDITIONAL NOTES: . -IMPORTANT! The analysis presented is output from software developed by iLevel®. iLevel® warrants the sizing of its products by this software will be accomplish e d i n a c c o r d a n c e with iLevel® product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided b y t h e s o f t w a r e user. This output has not beenreviewed by an iLevel® Associate. . -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability. - - - -THIS ANALYSIS FOR iLevel®.PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the iLevel® Distribution productlisted above. PROJECT INFORMATION: OPERATOR INFORMATION: John Schmit Schmit Engineering 1965 Rohn Road Escondido, CA 92025 Phone : (760) 74370592 Fax :(760) 743-3109 jschmit@cox.net Copyright ° 2009 by itevel®, Federal Way, WA. TJIe and TJ-Beam" are registered trademarks of itevele. c-I Joist'", Pro'" and TJ-Pro'" are trademarks of iL,eveJ.'. S9fli r L.fr?'s Lz LL_= " E / .1. 21-" Al SCHMT ENGI NEERI NG Project STRUCTURAL DESIGN By 'J Date"2 Sheet No. Of Subject cJC Job NO. 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O:2 • . • . //f z scri (' i) De:eioeer.Veris1ace..tom Latitude and Longitude of a Point 1 iTóuchMap.com MbD nd Dktop Page 1 of 1 .111 Maps I Country - State I Places I Google Earth I Cities I Earthquakes I I Am Here I Lat - Long Home ' Latitude and Longitude of a Point To find the latitude and longitude of a point Click on the map, Drag the marker, or enter the... E i Address: 2016 palomar airport road, carlsbad, ca. 92008 91 Map Center: Land Plat Size - Street View - Google Earth 3D - Area Photographs Try out the Google Earth Plug-in. Google Earth gives you a 3D look of the area around the center of the map, which is usually your last click point, and includes latitude, longitude and elevation information. Latitude and Longitude of a Point Note: Right click on a blue marker to remove it. Show Point from Latitude and Longitude - Use this if you know the latitude and longitude coordinates of .. a point and want to see where on the map the point is. Use: + for N Lat or E Long for S Lat or WLong. Get the Latitude and Longitude of a Point Example: +40.689060 -74.044636 Note: Your entry should not have any embedded spaces. When you click on the map, move the marker or enter an address the latitude and longitude coordinates of the point are inserted in the boxes below. Latitude: 33.1208495 Longitude: -117.2807816 Degrees Minutes Seconds Latitude: 33 7 15.0594 Longitude: -117 516 .50.8152 © iTouchMap.com 2008 http://itouchmap.com/latlong.html 6/17/2009. Decimal Deg. Latitude: Decimal Deg. Longitude: [sho/ointJ Example: +34 40 50.12 for 34N 40'50.12 Degrees Minutes Seconds Latitude: Longitude.... how,.Point..j ntermino 48 States 20O us '4E 7 Standard Latitude -3.1208495 Longitude 7.2807816 Spectral Spectral ResponeAccelera9Js Ss and Si Ss and SI = Mapped'&ptral Acceleration Values .11 Site Class B - Fa = 1 .0 Data are based on,a 0.01 deg rd spacing '•Period Sa Z. (sec.) (g)" O.2,-1174 (Ss, Site Class B) 0.444 (SI, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.1208495 Longitude = -117.2807816 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x Si Site Class D - Fa = 1.03 ,F.v = 1.556 Period Sa . (sec) (g) • 0.2 1.209 (SMs, Site Class D) 1.0 0.690 (SM1, Site Class D) Conterminous 48 States 2005.ASCE 7 Standard Latitude = 33.1208495 Longitude =-117.2807816 Design Spectral Response Accelerations SDs and SD1 SDs=2/3x SMs and SD1=2/3xSM1 Site Class D - Fa = 1.03 ,Fv = 1.556 • 0 Period Sa • (sec) (g) • 0.2 0.806 (SD.s, Site Class D) Date: 7/7/2009. Reactions Package Time: 811:39AM Page: 1 of 197 VP Buildings. 3200 Players Club Circle Memphis, TN 38125-8843 STRUCTURAL DESIGN DATA Project: MW Construction, Inc. Name: 4510-09-Magellan.FBO Builder P0 #: 2008 Jobsite: 2016 Palomar Airport Road City, State: Carlsbad, California 92008 County: San Diego Country: United States File: 4510-09-Magellan.FBO Version: 7.1f Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 20fl97 ;i ding,_vjLoadkng -_gxp4edReport Shape: FBO Loads and Codes - Shape: FBO City: Carlsbad County: San Diego State: California Country: United States Building Code: 2007 California Building Code Built Up: 05AISC - ASD Rainfall: 4.00 inches per hour Based on Building Code: 2006 International Building Code Cold Form: 04A1S1- ASD Building Use: Standard Occupancy Structure Dead and Collateral Loads Collateral Gravity:5.00 psf Collateral Uplift 0.00 psf Side Type Mag Units Shape Applied to 7:1 D 4.249 psf Entire Frm 7:1 D 0.950 psf Entire Pur 8:1 D 2.566 psf Entire Frm 8:1 D 0.950 psf Entire Pur 12:1 D 2.569 psf Entire Frm 12:1 D 0.950 psf Entire Pur 13:1 D 4.249 psf Entire Frm 13:1 D . 0.950 psf Entire Pur A D 2.385 psf Entire Frm A D 1.130 psf Entire Pur Live Load Live Load: 20.00 psf Reducible Wind Load Wind Speed: 90.00 mph Wind Enclosure: Enclosed Height Used: 26/9/6 (Type: Mean) Base Elevation: 0/0/0 Primary Zone Strip Width: N/A Velocity Pressure: (qz) 20.74 psf Topographic Factor: 1.0000 Directionality Factor: 0.8500 Wind Exposure (Factor): C (0.959) Basic Wind Pressure: 16.90 psf Snow Load Ground Snow Load: 0.00 psf Design Snow (Sloped): 0.00 psf Snow Accumulation Factor:: 1.000 Snow Importance: 1.000 Ground / Roof Conversion: 1.00 Seismic Load Mapped Spectral Response - Ss: 117.40 %g Mapped Spectral Response - SI :44.40 %g Seismic Hazard / Use Group: Group I Seismic Performance / Design Category: D Seismic Importance: 1.000 Frame Seismic Factor (Cs): 0.1792 x W- USR Brace Seismic Factor (Cs): 0.2481 x W Framing R-Factor: 3.5000 Bracing R-Factor: 3.2500 Side Type Mag Units Shape Applied to I E 2.688 psf . Spec Frm Frame Weight (assumed for seismic): 10.00 psf Description Covering Weight- 26 Panel Rib + Secondary Weight 3.30: Wall 7, Canopy: I Covering Weight- 26 Panel Rib: Wall: 7, Canopy: 1 Covering Weight- 26 Panel Rib + Secondary Weight 1.62: Wall: 8, Canopy: I Covering Weight- 26 Panel Rib : Wall: 8, Canopy: I Covering Weight- 26 Panel Rib + Secondary Weight 1.62 : Wall: 12, Canopy: I Covering Weight- 26 Panel Rib: Wall: 12, Canopy: 1 Covering Weight -26 Panel Rib + Secondary Weight 3.30 : Wall: 13, Canopy: I Covering Weight- 26 Panel Rib : Wall: 13, Canopy: I Covering Weight -24 SSR + Secondary Weight 1.26: Roof: A Covering Weight- 24 SSR: Roof: A Gust Factor: 1.0000 Wind Importance Factor: 1.000 Least Horiz. Dimension: 52/10/0 NOT Windborne Debris Region Parts / Portions Zone Strip Width: N/A qz= 0.00256 * (1.00) * (90.00)2 * (1.00) The 'Low Rise' Method is Used Snow Exposure Category (Factor): I Fully Exposed (1.00) Thermal Category (Factor): Heated (1.00) Unobstructed, Slippery Roof Rain Surcharge: 0.00 Slope Reduction: 1.00 Slope Used: 0.000 ( 0.000:12) % Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Frame Redundancy Factor: 1.3000 Brace Redundancy Factor: 1.3000 Soil Profile Type: Stiff soil (D, 4) Diaphragm Condition: Flexible Framing Seismic Period: 0.0000 Bracing Seismic Period: 0.2352 Seismic Period Height Used: 26/8/15 Design Spectral Response- Sds: 0.8065 Design Spectral Response - Sd 1: 0.4606 Description Seismic: Covering Weight- 15.00 NBVP - Other + Secondary Weight 0.00 : Wall: 1 File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 3 of 197 I E 3.722 psf Spec Brc Seismic: Covering Weight- 15.00 NBVP - Other + Secondary Weight 0.00: Wall: I 2 E 140.000 plf Line Frm MEZZ SEISMIC 2 E 60.000 plf Line Frm MEZZ SEISMIC 2 E> 19.000 k Point Brc MEZZ SEISMIC 2 <E 19.000 k Point Brc MEZZ SEISMIC 2 E> 13.000 k Point Brc MEZZ SEISMIC 2 <E 13.000 k Point Brc MEZZ SEISMIC 2 E 2.688 psf Rect Frm Seismic: Covering Weight- 15.00 NBVP - Other + Secondary Weight 0.00: Wall:2 2 E 3.722 psf Rect Brc Seismic: Covering Weight- 15.00 NBVP - Other + Secondary Weight 0.00 : Wall: 2 4 E 140.000 plf Line Frm MEZZ SEISMIC 4 E 60.000 plf Line Frm MEZZ SEISMIC 4 E 0.179 psf Spec Frm Seismic: Covering Weight- 1.00 NBVP - Panel + Secondary Weight 0.00: Wall: 4 4 E 0.248 psf Spec Brc Seismic: Covering Weight- 1.00 NBVP - Panel + Secondary Weight 0.00: Wall: 4 5 E 0.179 psf Spec Frm Seismic: Covering Weight- 1.00 NBVP - Panel + Secondary Weight 0.00: Wall: 5 5 E 0.248 psf Spec Brc Seismic: Covering Weight- 1.00 NBVP - Panel + Secondary Weight 0.00: Wall: 5 6 E 0.179 psf Rect Frm Seismic: Covering Weight- 1.00 NBVP - Panel + Secondary Weight 0.00 : Wall: 6 6 E 0.248 psf Rect Brc Seismic: Covering Weight- 1.00 NBVP - Panel + Secondary Weight 0.00: Wall: 6 7 E 0.179 psf Spec Frm Seismic: Covering Weight- 1.00 NBVP -Panel : Wall: 7 7 E 0.248 psf Spec Brc Seismic: Covering Weight- 1.00 NBVP - Panel : Wall: 7 7 E 13.440 psf Rect Frm Seismic: Covering Weight- 75.00 NBVP - Tilt Wall : Wall: 7 7 E 18.611 psf Rect Brc Seismic: Covering Weight- 75.00 NBVP - Tilt Wall: Wall: 7 7 E 0.125 psf Entire Frm Seismic: Secondary Weight 0.70 : Wall: 7 7 E 0.173 psf Entire Brc Seismic: Secondary Weight 0.70: Wall: 7 7:1 E 3.449 psf Entire Frm Seismic: Covering Weight- 26 Panel Rib + Secondary Weight 3.30 + (Includes 5.000 Collateral 10.000 Frame Weight) : Wall: 7, Canopy: I 7:1 E 4.776 psf Entire Brc Seismic: Covering Weight- 26 Panel Rib + Secondary Weight 3.30 + (Includes 5.000 Collateral 10.000 Frame Weight) : Wall: 7, Canopy: I 8 E 140.000 plf Line Frm MEZZ SEISMIC 8 E 60.000 plf Line Frm MEZZ SEISMIC 8 E 0.179 psf Spec Frm Seismic: Covering Weight- 1.00 NBVP - Panel : Wall: 8 8 E 0.248 psf Spec Brc Seismic: Covering Weight- 1.00 NBVP - Panel : Wall: 8 8 E 13.440 psf Rect Frm Seismic: Covering Weight- 75.00 NBVP - Tilt Wall: Wall: 8 8 E 18.611 psf Rect Brc Seismic: Covering Weight- 75.00 NBVP Tilt Wall: Wall: 8 8 E 0.124 psf Entire Frm Seismic: Secondary Weight 0.69: Wall: 8 8 E 0.172 psf Entire Brc Seismic: Secondary Weight 0.69: Wall: 8 8:1 E 3.431 psf Entire Frm . Seismic: Covering Weight- 26 Panel Rib + Secondary Weight 3.20 + (Includes 5.000 Collateral 10.000 Frame Weight): Wall: 8, Canopy: I 8:1 E 4.751 psf Entire Brc Seismic: Covering Weight- 26 Panel Rib + Secondary Weight 3.20 + (Includes 5.000 Collateral 10.000 Frame Weight) : Wall: 8, Canopy: 1 9 E . 0.304 psf Entire Frm Seismic: Covering Weight- 1.00 NBVP - Panel + Secondary Weight 0.69: Wall: 9 9 E 0.420 psf Entire Brc Seismic: Covering Weight- 1.00 NBVP - Panel + Secondary Weight 0.69 : Wall: 9 10 E 2.843 psf Entire Frm Seismic: Covering Weight- 15.00 NBVP - Other + Secondary Weight 0.87 : Wall: 10 10 E 3.937 psf Entire Brc Seismic: Covering Weight- 15.00 NBVP - Other + Secondary Weight 0.87 : Wall: 10 II E 0.304 psf Entire Frm Seismic: Covering Weight- 1.00 NBVP - Panel + Secondary Weight 0.69: Wall: II II E 0.420 psf Entire Brc Seismic: Covering Weight- 1.00 NBVP - Panel + Secondary Weight 0.69: Wall: II 12 E 140.000 plf Line Frm MEZZ SEISMIC 12 E 60.000 plf Line Frm MEZZ SEISMIC 12 E 0.179 psf Spec Frm Seismic: Covering Weight- 1.00 NBVP - Panel : Wall: 12 12 E 0.248 psf Spec Brc Seismic: Covering Weight- 1.00 NBVP - Panel : Wall: 12 12 E 13.440 psf Rect Frm Seismic: Covering Weight- 75.00 NBVP - Tilt Wall: Wall: 12 12 E 18.611 psf Rect Brc Seismic: Covering Weight- 75.00 NBVP - Tilt Wall: Wall: 12 12 E 0.155 psf Entire Frm Seismic: Secondary Weight 0.87 : Wall: 12 12 E 0.215 psf Entire Brc Seismic: Secondary Weight 0.87: Wall: 12 12:1 E 3.432 psf Entire Frm Seismic: Covering Weight- 26 Panel Rib + Secondary Weight 3.20 + (Includes 5.000 Collateral 10.000 Frame Weight) : Wall: 12, Canopy: I 12:1 E 4.752 psf Entire Brc Seismic: Covering Weight- 26 Panel Rib + Secondary Weight 3.20 + (Includes 5.000 Collateral 10.000 Frame Weight) : Wall: 12, Canopy: I 13 E 0.179 psf Spec Frm Seismic: Covering Weight- 1.00 NBVP - Panel : Wall: 13 13 E 0.248 psf Spec Brc Seismic: Covering Weight- 1.00 NBVP - Panel: Wall: 13 13 E 13.440 psf Rect Frm Seismic: Covering Weight- 75.00 NBVP - Tilt Wall : Wall: 13 13 E 18.611 psf Rect Brc Seismic: Covering Weight- 75.00 NBVP - Tilt Wall : Wall: 13 13 E 0.125 psf Entire Frm Seismic: Secondary Weight 0.70 : Wall: 13 13 E. 0.173 psf Entire Brc . Seismic: Secondary Weight 0.70 : Wall: 13 13:1 E 3.449 psf Entire Frm Seismic: Covering Weight- 26 Panel Rib + Secondary Weight 3.30 + (Includes 5.000 Collateral 10.000 Frame Weight) : Wall: 13, Canopy: I 13:1 E 4.776 psf Entire Brc Seismic: Covering Weight- 26 Panel Rib + Secondary Weight 3.30 + (Includes 5.000 File: 45 10-09-Magellan.FBO Version: 7. If - Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 40f 197 Collateral 10.000 Frame Weight): Wall: 13, Canopy: 1 14 E 2.688 psf Rect Frm Seismic: Covering Weight- 15.00 NBVP - Other + Secondary Weight 0.00: Wall: 14 14 E 3.722 psf Rect Brc Seismic: Covering Weight- 15.00 NBVP - Other + Secondary Weight 0.00: Wall: 14 A E 3.115 psf Entire Frm Seismic: Covering Weigh -24 SSR + Secondary Weight 1.26 + (Includes 5.000 Collateral 10.000 Frame Weight): Roof: A A E 4.314 psf Entire Brc Seismic: Covering Weight- 24 SSR + Secondary Weight 1.26 + (Includes 5.000 Collateral 10.000 Frame Weight) : Roof: A A E 3.584 psf Rect Frm Seismic Effect From (12) 2504 RTU : Roof: A A E 4.963 psf Rect Brc Seismic Effect From (12) 2504 RTU : Roof: A Deflection Conditions Frames are vertically supporting: Metal Roof Purlins and Panels Frames are laterally supporting: Metal Wall Girts and Panels Purlins are supporting: Metal Roof Panels Girts are supporting: Metal Wall Panels FBO : Mezzanine 1 Q 13/0/0 Floor Type Non-Composite Loading Type Office Top of Floor 13/0/0 Floor Dead Load 11.00 psf Total Thickness of Deck + Topping 0/1/2 Floor Live Load 50.00 psf Not Reducible Top of Joist 12/10/14 Collateral Load 9.00 psf Mm. Clearance from Floor to Joist 9/6/0 Partition Load: 20.00 psf Mm. Clearance from Floor to Rafter 9/6/0 Floor Live Load Deflection 360 Mezzanine Category Entire Floor Floor Dead + Floor Live Deflection 240 Bracing Category Unbraced Per 'rticle 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loacing information for this specific building site. Design Load Combinations - Framing No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 L> D + FD + CG + L> 2 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 <L D + FD + CO + <L 3 System 1.000 1.0D+ i.OFD+ i.00O+ 1.0ASL D+FD+CG+ASLA 4 System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0"ASL D+FD+CO+AASL 5 System 1.000 1.0 D + 1.0 FD+ 1.0 CO + 1.0 PL2 D+ FD + CO + PL2(Spans I and 2) 6 System 1.000 1.0D+ 1.0FD+ 1.000+ 1.0PL2 D+FD+CO+PL2(Spans2 and 3) 7 System 1.000 1.0D+ I.OFD+ 1.0CG+ 1.0PL2 D+FD+CO+PL2(Spans3 and 4) 8 System 1.000 1.0D+ 1.0FD+ 1.000+ 1.0Wl> D+FD+CO+Wl> 9 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 <WI D + FD + CO + <WI 10 System 1.000 1.0D+ 1.0FD+ 1.000+ 1.0W2> D+FD+CO+W2> 11 System 1.000 1.0D+ 1.0FD+ l.00O+ 1.0<W2 D+FD+CO+<W2 12 System 1.000 0.600 D+ 0.600 FD+ 0.600 CU + 1.0 Wi> D + FD + CU + WI> 13 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0<WI D+FD+CU+<Wl 14 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 W2> . D+FD+CU+W2> 15 System 1.000 0.600D+0.600 I'D +0.600CU+ 1.0 <W2 D+FD+CU+<W2 16 System 1.000 1.0D+ l.OFD+ 1.000+ 1.0 FL D+FD+CO+FL 17 System 1.000 1.0D+ 1.0FD+ 1.0 CG D+FD+CO 18 System 1.000 1.0D+ 1.0FD+ 1.000+0.750L+0.750W1> D+FD+CO+L+W1> 19 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 <Wi D + FD + CO + L + <WI 20 System 1.000 1.0D+ l.OFD+ 1.0CG+0.750L+0.750W2> D+FD+CO+L+W2> 21 System 1.000 l.OD+ 1.0FD+ 1.000+0.750L+0.750<W2 D+FD+CO+L+<W2 22 System 1.000 1.0D+ 1.0FD+ 1.000+0.750L>+0.750FL b+FD+CO+L>+FL 23 System 1.000 i.OD+ 1.0FD+ 1.000+0.750<L+0.750FL D+ I'D +CO+<L+FL 24 System 1.000 1.0D1- 1.0FD+ 1.000+0.750ASL+0.750FL D+FD+CO+ASLA+FL 25 System 1.000 I.OD+ 1.0FD+ 1.000+0.750AASL+0.750FL D+FD+CO+AASL+FL 26 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 Wi> + 0.750 FL D+FD+CO+L+WI>+FL 27 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 <Wi + 0.750 FL D+FD+CO+L+<WI+FL 28 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 W2> + 0.750 FL D+FD+CO+L+W2>+FL 29 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 <W2 + 0.750 FL D+FD+CO+L+<W2+FL 30 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 FL D + FD + CO + FL 31 System 1.000 i.OD+ 1.0FD+ 1.0CG+0.910E>+0.700EO+ D+FD+CO+E>+EO+ File 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 5 of 197 32 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 <E + 0.700 EG+ D + FD + CO + <E + EG+ 33 System 1.000 0.600 D+ 0.600 FD + 0.600 CU + 0.910 E>+ 0.700 EG- D+ FD + CU + E> + EG- 34 System 1.000 0.600 D+ 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- D+ FD + CU + <E+ EG- 35 Special 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.750 E> + 0.700 EG+ D+FD+CO+E>+EG+ 36 Special 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.750<E+0.700EG+ D + FD + CG + <E + EG+ 37 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 E> + 0.700 EG- D + FD + CU + E> + EG- 38 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <E + 0.700 EG- D + FD + CU + <E + EG- 39 AISC - Special 1.000 l.OD+ 1.0FD+ 1.00O+2.450E>+0.700EG+ D + FD + CG + E> + EG+ 40 AISC - Special 1.000 1.0D+ l.OFD+ l.00G+2.450<E+0.700EG+ D + FD + CG + <E + EG+ 41 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 E> + 0.700 EG- D + FD + CU + E> + EG- 42 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 <E + 0.700 EG- D + FD + CU + <E + EG- 43 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 WPAI D + FD + CO + WPAI 44 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPAI D + FD + CU + WPAI 45 System Derived 1.000 1.0D+ 1.0FD+ 1.00O+0.750L+0.7SOWPAI D+FD+CO+L+WPAI 46 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPAI + 0.750 FL D+FD+CG+L+WPA1+FL 47 System Derived 1.000 1.0D+ 1.0FD+ 1.000+ 1.0WPD1 D+FD+CG+WPDI 48 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPDI D + FD + CU + WPDI 49 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPDI D + FD + CO + L + WPDI 50 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPDI + 0.750 FL D+FD+CG+L+WPDI+FL 51 System Derived 1.000 1.0D+ 1.0FD+ 1.000+ 1.0 WPA2 D+FD+CG+WPA2 52 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPA2 D + FD + CU + WPA2 53 System Derived 1.000 1.0D+ 1.0FD+ 1.00O+0.750L+0.750WPA2 D+FD+CG+L+.WPA2 54 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPA2 + 0.750 FL D+FD+CG+L+WPA2+FL 55 System Derived 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0 WPD2 D+FD+CO+WPD2 56 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPD2 D + FD + CU + WPD2 57 System Derived 1.000 1.0D+ 1.0FD+ 1.00G+0.750L+0.750WPD2 D+FD+CO+L+WPD2 58 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPD2 + 0.750 FL D+FD+CO+L+WPD2+FL 59 System Derived 1.000 1.0D+ 1.0FD+ 1.000+ 1.O WPB I D+FD+CG+WPB1 60 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB 1 D + FD + CU + WPB I 61 System Derived 1.000 1.0D+ 1.0FD+ 1.00G+0.750L+0.750 WPB 1 D+FD+CO+L+WPBI 62 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPB + 0.750 FL D+FD+CG+L+WPBI+FL 63 System Derived 1.000 1.0 D+ 1.0FD+ 1.0CG+ 1.O WPC I D+FD+CG+WPCI 64 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC1 D + FD + CU + WPCI 65 System Derived 1.000 1.0D+ 1.0FD+ 1.00O+0.750L+0.75O WPC I D+FD+CG+L+WPCI 66 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPC + 0.750 FL D+FD+CG+L+WPCI+FL 67 System Derived 1.000 1.0D+ 1.0FD+ 1.000+ 1.0 WPB2 D+ Fl) +CG+WPB2 68 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB2 D + FD + CU + WPB2 69 System Derived 1.000 1.0D+ 1.0FD+ 1.00O+0.750L+0.750WPB2 D+FD+CO+L+WPB2 70 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPB2 + 0.750 FL D+FD+CO+L+WPB2+FL 71 System Derived 1.000 1.0D+ l.OFD+ 1.000+ 1.0 WPC2 D+FD+CG+WPC2 72 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC2 D + FD + CU + WPC2 73 System Derived 1.000 1.0D+ 1.0FD+ 1.00O+0.750L+0.750WPC2 D+FD+CO+L+WPC2 74 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPC2 + 0.750 FL D+FD+CG+L+WPC2+FL 75 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 E> + 0.700 EG+ + 0.910 EB> D+FD+CG+E>+EG-H-EB> 76 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 E> + 0.700 EO-- + 0.273 EB> D+FD+CG+E>+EG++EB> 77 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 <E + 0.700 EG+ + 0.910 EB> D+FD+CG+<E+EG++EB> 78 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 <E + 0.700 EG+ + 0.273 EB> D+FD+CG+<E+EG++EB> 79 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 EB> D+FD+CU+E>+EG-+EB> 80 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 EB> D+FD+CU+E>+EO-+EB> 81 System Derived 1.000 0.600 D + 0.600FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 EB> D+FD+CU+<E+EO-+EB> 82 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> D+FD+CU+<E+EO-+EB> 83 Special 1.000 1.0D+ 1.0FD+ 1.000+ 1.750 EB> +0.700EG+ D+FD+CO+ EB> +EG+ 84 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 EB> + 0.700 EG- D + FD + CU + EB> + EG- 85 AISC - Special 1.000 1.0D+ 1.0FD+ l.00O+2.450 EB> +0.700EG+ D + FD + CG + EB> + EG+ 86 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 EB> + 0.700 EG- D + FD + CU + EB> + EG- 87 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 E> + 0.700 EG+ + 0.910 <EB D+FD+CG+E>+EG++<E13 88 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 E> + 0.700 EG+ + 0.273 <EB D+FD+CG+E>+EG++<EB 89 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 <E + 0.700 EG+ + 0.910 <EB D+FD+CG+<E+EG++<EB 90 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 <E + 0.700 EG+ + 0.273 <EB D+FD+CO+<E+EG++<EB 91 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 <EB D+FD+CU+E>+EO-+<EB 92 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <EB D-1-FD+CU+E>+EO-+<EB 93 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 <EB D+FD+CU+<E+EO-4-<EB 94 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB D+FD+CU+<E+EG-+<EB 95 Special 1.000 1.0D+ l.OFD+ 1.000+ 1.750 <EB + 0.700 EG+ D + FD + CG + <EB + EG+ 96 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <EB + 0.700 EG- D + FD + CU + <EB + EG- 97 AISC - Special 1.000 1.0D+ 1.0FD+ 1.00O+2.450 <EB +0.700EG+ D+FD+CG+ <EB + EG+ File: 4510-09-Magellan.FBO Version: 7. If X/1;7 Date: 7/7/2009 Reactions Package P Time: 8:11:39AM age: 6 of 197 I 98 I AISC - Special I 1.000 I0.600D+ l.OFD+O.600CU+2.450 <EB +O.700EG- ID+FD+CU+ <EB +EG- flpqjgn l,od Comhiniitions- Bracing No. -Origin Factor Application Description System 1.000 1.0 WPAI WPAI 2 System 1.000 1.0 WPDI WPDI 3 System 1.000 1.0 WPA2 WPA2 4 System 1.000 1.0 WPD2 WPD2 5 System 1.000 1.0 WPB . WPB 6 System 1.000 1.0 WPCI WPCI 7 System 1.000 1.0 WPB2 WPB2 8 System 1.000 1.0 WPC2 WPC2 9 System 1.000 0.700 E> 10 System 1.000 0.700<E Desien Load Combinations - Purlin No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L D + CG + L 2 System 1.000 1.0D+ 1.000+ 1.0WI> D+CG+WI> 3 . System 1.000 1.0 D + 1.0 CO + 1.0 <W2 D + CG + <W2 4 System 1.000 0.600 D + 0.600 CU + 1.0WI> D+CU+WI> 5 System 1.000 0.600 D + 0.600 CU + 1.0<W2 D+CU+<W2 6 System 1.000 1.0D+ 1.000+0.750L+0.750W1> D+CO+L+Wl> 7 System 1.000 1.0D+ 1.0CG+0.750L+0.750<W2 D+CO+L+<W2 8 System Derived 1.000 1.0D+ 1.0CG+ 1.0 WPAI D+CG+WPAI 9 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPAI D + CU + WPAI 10 System Derived 1.000 1.0 D+ 1.0CG+0.750L+0.750WPAI D+CG+L+WPAI 11 System Derived 1.000 1.0D+ 1.0CG+ 1.0WPDI D+CG+WPDI 12 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPDI D + CU + WPDI 13 System Derived 1.000 1.0 D + 1.0 CO + 0.750 L + 0.750 WPD1 D+ CO + L + WPDI 14 System Derived 1.000 1.0D+ 1.000+ 1.0 WPA2 D+CG+WPA2 15 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 D + CU + WPA2 16 System Derived 1.000 1.0D+ 1.00G+0.750L+0.750WPA2 D+CO+L+WPA2 17 System Derived 1.000 1.0D+ 1.000+ 1.0 WPD2 D+CG+WPD2 18 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 D+CU+WPD2 19 System Derived 1.000 1.0 D+ 1.0 CO + 0.750 L + 0.750 WPD2 D + CO + L + WPD2 20 System Derived 1.000 1.0D+ 1.0CG+ 1.O WPB I D+CO+WPBI 21 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB D + CU + WPBI 22 - System Derived 1.000 1.0 D + 1.0 CO + 0.750 L + 0.750 WPB D+ CO + L + WPBI 23 System Derived 1.000 1.0 D+ 1.0 CO + 1.0 WPC D+CO +WPCI 24 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC D + CU + WPCl 25 System Derived 1.000 1.0 D + 1.0 CO + 0.750 L + 0.750 WPCI D + CO + L + WPCI 26 System Derived 1.000 1.0D+ 1.0CG+ 1.0 WPB2 D+CO+WPB2 27 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB2 D + CU + WPB2 28 System Derived 1.000 1.0D+ 1.00O+0.750L+0.750WPB2 D+CO+L+WPB2 29 System Derived 1.000 1.0D+ 1.000+ 1.0 WPC2 D+CG+WPC2 30 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC2 D + CU + WPC2 31 System Derived 1.000 1.0D+ 1.00O+0.750L+0.750WPC2 D+CO+L+WPC2 32 System Derived 1.000 1.0 D + 1.0 CG + 0.700 EB> + 0.700 EG+ D + CG + EB> + EG+ 33 System Derived 1.000 0.600 D + 0.600 CU + 0.700 EB> + 0.700 EO- D + CU + EB> + EG- 34 System Derived 1.000 1.0 D + 1.0 CO + 0.700 <EB + 0.700 EG+ D + CO + <EB + EG+ 35 System Derived 1.000 10.600 D + 0.600 CU + 0.700 <EB + 0.700 EO- ID + CU + <EB + EG- Desien Load Combinations - Girt No. Origin Factor Application Description 1 2 System System 1.000 1.000 1.0 Wi> 1.0 <W2 Wi> <W2 Design Load Combinations - Roof - Panel No. Origin Factor Application Description System 1.000 1.0 D + 1.0 L D + L 2 System 1.000 1.0D+ 1.0 Wi> D+WI> 3 System 1.000 1.0 D + 1.0 <W2 D + <W2 4 System 1.000 0.600 D + 1.0 WI> D + WI> 5 System 1.000 0.600 D + 1.0 <W2 ID + <W2 - File: 45 10-09-MagellanFBO Version: 7. If Date: 7/7/2009 Reactions Package . Time: 8:11:39 AM Page: 7 of 197 ,..... I ...A W,.II D --- I Origin Factor Application Description 1 '2 System System 1.000 1.000 1.0 WI> 1.0 <W2 Wi> <W2 fl-tin., I ,od C hi..o*inn - No. Origin Factor Del H Def V Application Description I User 1.000 150 0 1.0 E> + 1.0 EG- E> + EG- 2 User 1.000 150 0 1.0 <E + 1.0 EG- <E + EG- 3 User 1.000 150 0 1.0EB> . 4 User 1.000 150 0 1.0<EB <EB 5 System 1.000 0 180 1.0 L' L 6 System 1.000 0 180 0.700 WI> WI> 7 System 1.000 0 180 0.700 <WI <WI '8 ' System 1.000 0 180 0.700 W2> W2> 9 System . 1.000 0 180 0.700 <W2 ' <W2' 10 System Derived 1.000 0 180 0.700 WPAI - . WPAI II System Derived 1.000 0 180 0.700WPDI . WPDI 12 System Derived 1.000 0 180 0.700 WPA2 WPA2 13 System Derived 1.000 0 180 0.700 WPD2 WPD2 14 System Derived 1.000 0 180 0.700 WPB . WPB 15 System Derived 1.000 0 180 0.700 WPC . WPCI 16 System Derived 1.000 0 180 0.700 WPB2 . WPB2 17 System Derived 1.000 0' 180 0.700 WPC2 WPC2 18 System 1.000 60 0 0.700 WI> WI> 19 System 1.000 60 0 0.700<W1 . <WI 20 System 1.000 60 0 0.700 W2> W2> 21 System 1.000 60 0 0.700 <W2 <W2 22 System Derived 1.000 60 0 0.700 WPAI * WPAI 23 System Derived 1.000 60 0 0.700 WPDI WPDI 24 System Derived 1.000 60 0 0.700 WPA2 WPA2 25 System Derived 1.000 60 0 0.700 WPD2 . WPD2 26 System Derived 1.000 60 0 0.700 WPB I WPB 27 System Derived 1:000 60 0 0.700 WPC WPCI 28 System Derived 1.000 60 0 0.700 WPB2 WP132 29 1 System Derived 1 1.000 1 60 1 0 10.700 WPC2 . . WPC2 Deflection Load Combinations - Purlin No. Origin I Factor I Deflection Application Description I System 1 1.000 1 150 11.0 L IL No. Origin Factor Deflection Application Description I 2 System System 1.000 1.000 90 90 0.700W!> 0.700<W2 WI> <W2 Load Type Descriptions D Material Dead Weight C Collateral Load CG Collateral Load for Gravity Cases CU Collateral Load for Wind Cases L Live Load ASLA Alternate Span Live Load, Shifted Right AASL Alternate Span Live Load, Shifted Left PL2 Partial Live, Full, 2 Spans L> Live - Notional Right <L Live -Notional Left S Snow Load US!* Unbalanced Snow Load I, Shifted Right USI Unbalanced Snow Load I, Shifted Left US2 , Unbalanced Snow Load 2, Shifted Right U52 Unbalanced Snow Load 2, Shifted Left SD Snow Drift Load SS Sliding Snow Load RS Rain Surcharge Load PFI Partial Load, Full, 1 Span PHl . Partial Load, Half, I Span PF2 Partial Load, Full, 2 Spans PH2 Partial Load, Half, 2 Spans 5> Snow - Notional Right <S Snow - Notional Left MRS , Minimum Roof Snow MRS> Minimum Roof Snow- Notional Right <MRS Minimum Roof Snow - Notional Left W Wind Load WI> ' Wind Load, Case 1, Right <WI Wind Load, Case I, Left W2> Wind Load, Case 2, Right <W2 Wind Load, Case 2, Left W3> Wind Load, Case 3, Right <W3 Wind Load, Case 3, Left W4> Wind Load, Case 4, Right <W4 Wind Load, Case 4, Left W5> Wind Load, Case 5, Right <W5 Wind Load, Case 5, Left File: 4510-09-Magellan.FBO . ' Version: 7. If Date: 7/7/2009 &- Reactions Package Time: 8:11:39 AM Page: 8 of 197 W6> Wind Load, Case 6, Right <W6 Wind Load, Case 6, Left WP Wind Load, Parallel to Ridge WPR Wind Load, II Ridge, Right WPL Wind Load, II Ridge, Left WPA1 Wind Parallel - Ref A, Case I WPA2 Wind Parallel - Ref A, Case 2 WPBI Wind Parallel - Ref B, Case 1 WPB2 Wind Parallel - Ref B, Case 2 WPCI Wind Parallel - Ref C, Case I WPC2 Wind Parallel - Ref C, Case 2 WPDI Wind Parallel - Ref D, Case I WPD2 Wind Parallel - Ref D, Case 2 WBI> Wind Brace Reaction, Case I, Right <WBI Wind Brace Reaction, Case I, Left WB2> Wind Brace Reaction, Case 2, Right <WB2 Wind Brace Reaction, Case 2, Left WB3> Wind Brace Reaction, Case 3, Right <WB3 Wind Brace Reaction, Case 3, Left WB4> Wind Brace Reaction, Case 4, Right <WB4 Wind Brace Reaction, Case 4, Left WB5> Wind Brace Reaction, Case 5, Right <WB5 Wind Brace Reaction, Case 5, Left WB6> Wind Brace Reaction, Case 6, Right <WB6 Wind Brace Reaction, Case 6, Left MW Minimum Wind Load MWB Minimum Wind Bracing Reaction E Seismic Load E> .- Seismic Load, Right <E Seismic Load, Left EG Vertical Seismic Effect EG+ Vertical Seismic Effect, Additive EG- Vertical Seismic Effect, Subtractive EB> Seismic Brace Reaction, Right <EB Seismic Brace Reaction, Left FL Floor Live Load FL* Alternate Span Floor Live Load, Shifted Right FL Alternate Span Floor Live Load, Shifted Left FD Floor Dead Load AL Auxiliary Live Load AL*> Auxiliary Live Load, Right, Right *AL> Auxiliary Live Load; Right, Left <AL* Auxiliary Live Load, Left, Right <*AL Auxiliary Live Load, Left, Left AL* Aux Live, Right AL Aux Live, Left AL*>(I) Auxiliary Live Load, Right, Right, Aisle 1 AL>(I) Auxiliary Live Load, Right, Left, Aisle I <AL*(l) Auxiliary Live Load, Left, Right, Aide I <tAL(I) Auxiliary Live Load, Left, Left, Aisle I AL(l) Aux Live, Right, Aisle I *AL(I) Aux Live, Left, Aisle 1 AL*>(2) Auxiliary Live Load, Right, Right, Aisle 2 AL>(2) Auxiliary Live Load, Right, Left, Aisle 2 <jSJ,*(2) Auxiliary Live Load, Left,Right, Aisle 2 <*AL(2) Auxiliary Live Load, Left, Left, Aisle 2 AL*(2) Aux Live, Right, Aisle 2 Aux Live, Left, Aisle 2 AL*>(3) Auxiliary Live Load, Right, Right, Aisle 3 *1AJ,>(3) Auxiliary Live Load, Right, Left, Aisle 3 <AL*(3) Auxiliary Live Lead, Left, Right, Aisle 3 <*AL(3) Auxiliary Live Load, Left, Left, Aisle 3 AL*(3) Aux Live, Right, Aisle 3 Aux Live, Left, Aisle 3 AL>(4) Auxiliary Live Load, Right, Right, Aisle 4 *AL>(4) Auxiliary Live Load, Right, Left, Aisle 4 <A.L*(4) Auxiliary Live Load, Left, Right, Aisle 4 <*AL(4) Auxiliary Live Load, Left, Left, Aisle 4 AL*(4) Aux Live, Right, Aisle 4 Aux Live, Left, Aisle 4 AL>(5) Auxiliary Live Load, Right, Right, Aisle 5 AL>(S) Auxiliary Live Load, Right, Left, Aisle 5 <AL*(5) Auxiliary Live Load, Left, Right, Aisle 5 <*AL(5) Auxiliary Live Load, Left, Left, Aisle 5 Aux Live, Right, Aisle 5 *AL(5) Aux Live, Left, Aisle 5 ALB Aux Live Bracing Reaction ALB> Aux Live Bracing Reaction, Right <ALB Aux Live Bracing Reaction, Left WALB> Wind, Aux Live Bracing Reaction, Right <WALB Wind, Aux Live Bracing Reaction, Left ALB>(I) Aux Live Bracing Reaction, Right, Aisle I <ALB(l) Aux Live Bracing Reaction, Left, Aisle I WALB>(l) Wind, Aux Live Bracing Reaction, Right, Aisle I <WALB(I) Wind, Aux Live Bracing Reaction, Left, Aisle I ALB>(2) Aux Live Bracing Reaction, Right, Aisle 2 <ALB(2) Aux Live Bracing Reaction, Left, Aisle 2 WALB>(2) Wind, Aux Live Bracing Reaction, Right, Aisle 2 <WALB(2) Wind, Aux Live Bracing Reaction, Left, Aisle 2 ALB>(3) Aux Live Bracing Reaction, Right, Aisle 3 <ALB(3) Aux Live Bracing Reaction, Left, Aisle 3 WALB>(3) Wind, Aux Live Bracing Reaction, Right, Aisle 3 <WALB(3) Wind, Aux Live Bracing Reaction, Left, Aisle 3 ALB>(4) Aux Live Bracing Reaction, Right, Aisle 4 <ALB(4) Aux Live Bracing Reaction, Left, Aisle 4 WALB>(4) Wind, Aux Live Bracing Reaction, Right, Aisle 4 <WALB(4) Wind, Aux Live Bracing Reaction, Left, Aisle 4 ALB>(5) Aux Live Bracing Reaction, Right, Aisle S <ALB(5) Aux Live Bracing Reaction, Left, Aisle 5 WALB>(5) Wind, Aux Live Bracing Reaction, Right, Aisle 5 <WALB(5) Wind, Aux Live Bracing Reaction, Left, Aisle 5 WALB Wind, Aux Live Bracing Reaction AD Auxiliary Dead Load UO User Defined Load UI User Defined Load - I U2 User Defined Load - 2 U3 User Defined Load - 3 U4 User Defined Load -4 U5 User Defined Load - 5 U6 User Defined Load - 6 Ui User Defined Load - 7 U8 User Defined Load - 8 U9 User Defined Load - 9 UB User Brace Reaction UB 1 User Brace Reaction - I UB2 User Brace Reaction - 2 UB3 User Brace Reaction - 3 UB4 User Brace Reaction - 4 UB5 User Brace Reaction - 5 UB6 User Brace Reaction - 6 UB7 User Brace Reaction - 7 UB8 User Brace Reaction - 8 UB9 User Brace Reaction -9 R Rain Load T Temperature Load V Shear User Applied Surface Loads (Local Coordinate System) I Side I Shape I Units I Type I Description I Mag I X-Loc I Y-Loc I Frm I Brc I Grt I Pur I PnI Isupp.I Dir. I Loc. File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 9 of 197 2 LN plf E MEZZ SEISMIC 140.00 0/0/0 13/0/0 Y N N N N N IN OF 2 LN plf E MEZZ SEISMIC . 140.00 96/0/0 13/0/0 Y N N N N N IN OF 2 SP psf W 10 PSF MIN 10.00 91/0/0 0/0/0 Y N N N N N IN OF 2 SP psf W IO PSF MIN 10.00 91/0/0 26/2/11 Y N N N N N IN OF 2 SP psf W 10 PSF MIN 10.00 0/0/0 26/2/11 Y N N N N N IN OF 2 SP psf W 10 PSF MEN 10.00 0/0/0 0/0/0 Y N N N N N IN OF 2 LN pif E MEZZ SEISMIC 60.00 0/0/0 26/2/11 Y N N N N N IN OF 2 LN plf E MEZZ SEISMIC 60.00 96/0/0 26/2/11 Y N N N N N IN OF 2 PT k E> MEZZ SEISMIC 19.00 45/0/0 13/0/0 N Y N N N N RIGHT OF 2 PT k <E MEZZ SEISMIC 19.00 23/0/0 13/0/0 N Y N N N N LEFT OF 2 PT k E> MEZZ SEISMIC 13.00 45/0/0 26/2/11 N Y N N N N RIGHT OF 2 PT k <E MEZZ SEISMIC 13.00 23/0/0 26/2/11 N Y N N N N LEFT OF 3 ES psf W 10 PSF MIN 10.00 0/0/0 0/0/0 Y 'N N N N N IN OF 4 LN plf E MEZZ SEISMIC 140.00 0/0/0 13/0/0 Y N N N N N IN OF 4 LN pif E MEZZ SEISMIC 140.00 24/9/0 13/0/0 Y N N N N N IN OF 4 LN pif E MEZZ SEISMIC 60.00 0/0/0 26/2/12 Y N N' N N N IN OF 4 LN plf E MEZZ SEISMIC 60.00 24/9/0 26/2/12 Y N N N N N IN OF 8 LN plf E MEZZ SEISMIC 140.00 0/0/0 13/0/0 Y N N N N N IN OF 8 LN plf E MEZZ SEISMIC 140.00 50/0/0 13/0/0 Y N N N N N IN OF 8 LN plf E MEZZ SEISMIC 60.00 0/0/0 27/4/0 Y N N N N N IN OF 8 LN plf E MEZZ SEISMIC 60.00 50/0/0 27/4/0 Y N N N N N IN OF 12 LN plf E MEZZ SEISMIC 140.00 0/0/0 13/0/0 Y N N N N N IN OF 12 LN plf E MEZZ SEISMIC 140.00 46/0/0 13/0/0 Y N N N N N IN OF 12 LN plf E MEZZ SEISMIC 60.00 0/0/0 27/4/0 Y N N N N N IN OF 12 LN plf E MEZZ SEISMIC 60.00 46/0/0 27/4/0 Y N N N N N IN OF A RC psf CG (12) 250# RTU 20.00 -10/0/0 40/4/0 Y N N Y N N IN OF A RC psf CG (12) 2504 RTU 20.00 -10/0/0 -50/4/0 Y N N Y N N IN OF A RC psf CG (I2)250# RTU 20.00 19/0/0 -50/4/0 Y N N Y N N IN OF A RC psf CG (12) 250# RTU 20.00 19/0/0 -40/4/0 Y N N Y N N IN OF A LN plf E> MEZZ SEISMIC 190.00 56/0/0 -52/10/2 Y N N N N N LEFT OF A LN plf E> MEZZ SEISMIC . 190.00 56/0/0 0/0/0 Y N N N N N LEFT OF A LN pif <E. MEZZ SEISMIC 190.00 56/0/0 -52/10/2 Y N N N N N RIGHT OF A LN plf <E MEZZ SEISMIC 190.00 56/0/0 0/0/0 Y N N N N N RIGHT OF A LN plf E> MEZZ SEISMIC 190.00 -34/0/0 -52/10/2 Y N N N N N LEFT OF A LN plf E> MEZZ SEISMIC 190.00 -34/0/0 0/0/0 Y N N N N N LEFT OF A LN plf <E MEZZ SEISMIC 190.00 -34/0/0 -52/10/2 Y N N N N N RIGHT OF A LN I pif I <E IMEZZ SEISMIC 1 190.00 -34/0/0 0/0/0 Y I N I N I N I N N RIGHT I OF ) File: 4510-09-Magellan.FBO Version: 7. If Side Units Type Description Magi Loci Offset HorV Supp. Dir. Coef. Loc. 1 k FD MEZZ -1.00 13/0/0 NA NA Y DOWN 1.000 CL I k FL MEZZ -3.00 13/0/0 NA NA N DOWN 1.000 CL 1 p E> MEZZ SEISMIC-Resolved From Plane 735.00 13/0/0 NA NA N RIGHT 1.000 OF I p <E MEZZ SEISMIC->Resolved From Plane -735.00 13/0/0 NA NA N LEFT 1.000 OF I - p E> MEZZ SEISMIC->Resolved From Plane 315.00 27/4/0 Ni Ni N RIGHT 1.000 - OF I p <E MEZZSEISMIC->ResolvedFromPlane -315.00 27/4/0 NA NAJ N LEFT 1 1.000 OF Date: 7/7;2009 Reactions Package Time: 8:11:39 AM Page: 10 of 197 - - . Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 11 of 197' Iker flef.neil crAmP Point Lnnffe for Crnc. Sectinn R. Side Units Type Description Magl Loci Offset H or V Supp. Dir. Coef. Loc. I k FL MEZZ -1.00 13/0/0 NA N/ N DOWN 1.000 CL I p E> MEZZ SEISMIC-Resolved From Plane 2275.00 13/0/0 N/ NI N RIGHT 1.000 'OF I p <E MEZZ SEISMIC-Resolved From Plane -2275.00 13/0/0 NA N/ N LEFT 1.000 'OF I p E> MEZZ SEISMIC-Resolved From Plane 975.00 27/4/0 NA N/ N RIGHT 1.000 OF I p <E MEZZ SEISMIC-Resolved From Plane -975.00 27/4/0 NA N/ N LEFT 1.000 OF 4 p E> MEZZ SEISMIC-Resolved From Plane 3150.00 13/0/0 NI NI N RIGHT 1.000 OF 4 p <E MEZZ SEISMIC-Resolved From Plane -3150.00 13/0/0 NI NI N LEFT 1.000 OF 4 p E> MEZZ SEISMIC->Resolved From Plane 1350.00 26/2/11 NI NI N RIGHT 1.000 OF 4 p <E MEZZ SEISMIC-Resolved From Plane -1350.00 26/2/11 N/ NI N I LEFT 1 1.0001 OF Tl.. I I C.. C.-. 2 Side Units Type Description Magl Locl Mag2 Loc2 Supp. Dir. Coef. Loc. 3 plf CG (12)250# RTU->Resolved From Plane -200.98 40/4/2 -200.98 50/3/14 N DOWN 1.000 OF 4 plf WI> 10 PSF MIN->Resolved From Plane 225.00 0/0/0 225.00 26/2/11 N RIGHT 1.000 OF 4 plf '<WI 10 PSF MIN->Resolved From Plane -225.00 0/0/0 -225.00 26/2/11 N LEFT 1.000 OF 4 plf W2> IO PSF MIN-Resolved From Plane " 225.00 0/0/0 225.00 26/2/1I N RIGHT 1.000 OF 4 plf <W2 10 PSF MIN-Resolved From Plane -225.00. 0/0/0 -225.00 26/2/I1 N LEFT 1.000 OF 4 plf WPA1 10 PSF MIN-Resolved From Plane 225.00 0/0/0 225.00 26/2/11 N RIGHT 1.000 OF 4 plf WPDI 10 PSF MIN->Resolved From Plane , -225.00 0/0/0 -225.00 26/2/11 N RIGHT -1.000 OF 4 plf WPA2 10 PSF MIN-Resolved From Plane 225.00 0/0/0 225.00 26/2/11 N RIGHT 1.000 OF 4 plf WPD2 IO PSF MIN-Resolved From Plane -225.00 0/0/0 -225.00 26/2/11 N RIGHT -1.000 OF, 4 plf WPBI IO PSF MIN-Resolved From Plane 225.00 0/0/0 225.00 26/2/11 N RIGHT 1.000 OF 4 plf WPCI 10 PSF MIN-Resolved From Plane -225.00 . 0/0/0 -225.00 26/2/11 N RIGHT -1.000 OF 4 plf WPB2 10 PSF MIN->Resolved From Plane 225.00 0/0/0 225.00 26/2/I1 N RIGHT 1.000 OF ' jplf I WPC2 110 PSF MIN->Resolved From Plane -225.00 0/0/0 -225.00 26/2/11 N I RIGHT 1-1.0001 ...Q (J) Q5) ia y 2 p 4 p <E MEZZ SEISMIC->Resolv ed From Plane 4 p E> MEZZ SEISMIC->Resolv ed From Plane 4 p <E MEZZ SEISMIC->Resolved From Plane . II. i c. r.. o Side Units - - - Description Magl Loci Offset H or V Dir. Coef. Loc. I k E> MEZZ SEISMIC 2.00 27/3/14 NI NI N RIGHT 1.000 OF I k <E MEZZ SEISMIC -2.00 27/3/14 NI NI N LEFT 1.000 OF 1 p -Type E> MEZZ SEISMIC-Resolved From Plane 2625.00 13/0/0 NI NI N RIGHT 1.000 OF 1 p <E MEZZ SEISMIC-Resolved From Plane -2625.00 13/0/0 NI NI N LEFT 1.000 OF 1 .p E> MEZZ SEISMIC-Resolved From Plane 1125.00 27/4/0 NI NI N RIGHT 1.000 OF 1 p <E MEZZ SEISMIC-Resolved From Plane -1125.00 27/4/0 NI NI N LEFT 1.000 OF 4 k FL MEZZ -3.00 13/0/0 NI NI N DOWN 1.000 CL 4 E> MEZZ SEISMIC->Resolved From Plane 1610.80 13/0/0 NI NI N RIGHT 1.000 OF -1610.80 13/0/0 NI NI N LEFT 1.000 OF 690.34 26/2/11 . NI NI N RIGHT 1.000 OF -690.34 26/2/I1 NI NI N I LEFT 1 1.0001 OF Date: 7/7/2009 Reactions Package Time: 8:11:39AM Page: 12 of 197 - n..n...a r_..._. n.:....i t._. r........ C,.,..;..... a Side Units Type Description Magi Loci Mag2 Loc2 Supp. Dir. Coef. Loc. 4 plf WI> IO PSF MIN-Resolved From Plane 115.06 0/0/0 115.06 26/2/11 N RIGHT 1.000 OF 4 plf <Wl IO PSF MIN-Resolved From Plane -115.06 0/0/0 -115.06 26/2/11 N LEFT 1.000 OF 4 plf W2> IO PSF MIN->Resolved From Plane 115.06 0/0/0 115.06 26/2/1I N RIGHT 1.000 OF 4 plf <W2 IO PSF MIN->Resolved From Plane -115.06 0/0/0 -115.06 26/2/11 N LEFT 1.000 OF 4 plf WPAI 10 PSF MIN->Resolved From Plane 115.06 0/0/0 115.06 26/2/11 N RIGHT 1.000 OF 4 plf WPDI 10 PSF MIN->Resolved From Plane -115.06 0/0/0 -115.06 26/2/11 N RIGHT -1.000 OF 4 plf WPA2 10 PSF MIN->Resolved From Plane 115.06 0/0/0 115.06 26/2/11 N RIGHT 1.000 OF 4 plf WPD2 l0 PSF MlN->Resolved From Plane -115.06 0/0/0 -115.06 26/2/11 N RIGHT -1.000 OF 4 plf WPBI IO PSF MIN->Resolved From Plane 115.06 0/0/0 115.06 26/2/11 N RIGHT 1.000 OF 4 plf WPC1 10 PSF MIN-Resolved From Plane -115.06 0/0/0 -115.06 26/2/11 N RIGHT -1.000 OF 4 plf WP132 10 PSF MIN->Resolved From Plane 115.06 0/0/0 115.06 26/2/11 N RIGHT 1.000 OF 4 1 plfI WPC2 110 PSF MIN->Resolved From Plane 1 -115.06 0/0/0 -115.06 26/2/11 N RIGHT 1 -1.000 OF Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 13 of 197 Ili.. D,....i I 4. ifl Side Units Type Description Magi Locl Offset H or V Dir. Coef. Loc. I k E> MEZZ SEISMIC 2.00 27/3/14 NI N/ N RIGHT 1.000 OF I k <E MEZZ SEISMIC -2.00 27/3/14 NI NI N LEFT 1.000 OF I p E> MEZZ SEISMIC->Resolved From Plane 1229.52 13/0/0 NI N/ N RIGHT 1.000 OF I p <E MEZZ SEISMIC-Resolved From Plane -1229.52 13/0/0 N/ N/ N LEFT 1.000 OF 1 p E> MEZZ SEISMIC-Resolved From Plane 526.94 27/4/0 N/ N/ N . RIGHT 1.000 OF 1 p <E MEZZ SEISMIC-Resolved From Plane -526.94 27/4/0 N/ NI N LEFT 1.000 OF 1000 k FL MEZZ -2.00 13/0/0 N/ N/ N DOWN 1.000 CL 1001 k FL MEZZ -19.00 13/0/0 NA N/ N DOWN 1.000 CL 1001 1 k I FD IMEZZ 1 -5.00 13/0/0 N/ N/ N DOWN 1 1.000 CL 0-11 C, 1 11 3) 3 1Q02 C C V IL 21-3' W-7" File: 4510-09-Magellan.FBO - Version: 7.1f Date: 7/7/2009 Reactiàns Package Time: 8:11:39 AM Page: 14 of 197 User Defined Frame Point Loads for Cross Section: 3 User Defined Frame Line Loads for Cross Section: 3 Side Units - - -- - Description -- Magi Loci Mag2 Loc2 Dir. Coef. Loc. 4 plf WI> 10 PSF MIN-Resolved From Plane 135.20 0/0/0 135.20 26/2/I 1 N RIGHT 1.000 OF 4 plf <WI 10 PSF MIN->Resolved From Plane -135.20 0/0/0 -135.20 26/2/11 N LEFT 1.000 OF 4 plf -Type W2> 10 PSF MIN->Resolved From Plane 135.20 0/0/0 135.20 26/2/11 N RIGHT 1.000 OF 4 plf <W2 10 PSF MIN->Resolved From Plane -135.20 0/0/0 -135.20 26/2/11 N LEFT 1.000 OF 4 plf WPAI 10 PSF MIN-Resolved From Plane 135.20 0/0/0 135.20 26/2/11 N RIGHT 1.000 OF 4 plf WPDI IO PSF MIN-Resolved From Plane -135.20 0/0/0 -135.20 26/2/1I N RIGHT -1.000 OF 4 plf WPA2 10 PSF MIN-Resolved From Plane 135.20 0/0/0 135.20 26/2/11 N RIGHT 1.000 OF 4 plf WPD2 10 PSF MIN-Resolved From Plane -135.20 0/0/0 -135.20 26/2/11 N RIGHT -1.000 OF 4 plf WPB 10 PSF MIN->Resolved From Plane 135.20 0/0/0 135.20 26/2/11 N RIGHT 1.000 OF 4 plf WPC1 10 PSF MIN-Resolved From Plane -135.20 0/0/0 -135.20 26/2/11 N RIGHT -1.000 OF 4 plf WP132 IO PSF MIN-Resolved From Plane 135.20 0/0/0 135.20 26/2/1I N RIGHT 1.000 OF 4 1 ._2LI WPC2 110 PSF MIN->Resolved From Plane 1 -135.20 0/0/0 -135.20 26/2/111 N I RIGHT -1.000 OF Side Units Type Description Magl Loci Offset H or V Dir. Coef. Loc. I p E> MEZZ SEISMIC-Resolved From Plane 1892.80 13/0/0 NI N/ N RIGHT 1.000 OF I p <E MEZZ SEISMIC->Resolved From Plane -1892.80 13/0/0 NI NI N LEFT 1.000 OF 1 p E> MEZZ SEISMIC->Resolved From Plane 811.20 27/4/0 NI . N/ N RIGHT 1.000 OF - I p <E MEZZ SEISMIC->Resolved From Plane -811.20 27/4/0 NI NA N LEFT 1.000 OF 4 k FL MEZZ -4.00 13/0/0 NI NA N DOWN 1.000 CL 4 p E> MEZZ SEISMIC-Resolved From Plane . 2690.80 13/0/0 NA NA N RIGHT 1.000 OF 4 p <E MEZZ SEISMIC->Resolved From Plane -2690.80 13/0/0 NA NA N LEFT 1.000 OF 4 p E> MEZZ SEISMIC-Resolved From Plane 1153.20 26/2/11 NA NA N RIGHT 1.000 OF 4 p <E MEZZ SEISMIC->Resolved From Plane -1153.20 26/2/11 NA NA N LEFT 1.000 OF 2000 k FL MEZZ -14.00 13/0/0 NA NA N DOWN 1.000 CL 2000 1 k I FD JMEZZ 1 -3.00 13/0/01 NA NAI N DOWN 1 1.0001 CL ç:l)__ _____ IQQI zC F c . V 1~4 x - 14--n-- File: 4510-09-Magellan.FBO Version: 7. If 0 . Date: 7/7/2009 Reactions PackaEe Time: 8:11:39 AM Page: 15 of 197, User Defi ned Frame Point Loads for Cross Section: 4 Side Units Type Description Magl Loci Offset HorV Supp. Dir. Coef. 'Loc. p E> MEZZ SEISMIC->Resolved From Plane 3115.00 13/0/0 NA NA N RIGHT 1.000 OF I p <E MEZZ SEISMIC->Resolved From Plane -3115.00 13/0/0 NA NA N LEFT 1.000 OF I p E> MEZZ SEISMIC-Resolved From Plane 1335.00 27/4/0 NA NA N RIGHT 1.000 OF I ' p <E MEZZ SEISMIC-Resolved From Plane -1335.00 27/4/0 NA NA N LEFT 1.000 OF 4 p E> MEZZ SEISMIC-Resolved From Plane 3115.00 13/0/0 Ni NA N RIGHT 1.000 OF 4 p <E MEZZ SEISMIC-Resolved From Plane -3115.00 13/0/01 NAJ Ni N LEFT 1.000 OF 4 p E> MEZZ SEISMIC->Resolved From Plane 1335.00 26/2/11 Ni Ni N RIGHT 1.000 OF 4 _p_ <E MEZZ SEISMIC-Resolved From Plane -1335.00 26/2/11 Ni Ni N I LEFT 1 1.000 OF' hear flaflnad Framn I inn I nade fnr Crnvc Sprtinn• 4 Side Units Type Description Magi Loci Mag2 Loc2 !2& Dir. Coef. Loc. 3 plf CG (12)250# RTU->Resolved From Plane -28.85 40/4/2 -28.85 50/3/14 N DOWN 1.000 OF 4 plf WI> 10 PSF MIN->Resolved From Plane 222.50 0/0/0 222.50 26/2/11 N RIGHT 1.000 OF 4 plf <WI IO PSF MIN->ResolvedFrom Plane • -222.50 0/0/0 -222.50 26/2/11 N LEFT 1.000 OF 4 plf W2> 10 PSF MIN-Resolved From Plane 222.50 0/0/0 222.50 26/2/11 N RIGHT 1.000 OF 4 plf <W2 10 PSF MIN->Resolved From Plane -222.50 0/0/0 -222.50 26/2/11 N LEFT 1.000 OF 4 plf WPAI 10 PSF MIN->Resolved From Plane 222.50 0/0/0 222.50 26/2/11 N RIGHT 1.000 OF 4 plf WPDI 10 PSF MIN-Resolved From Plane -222.50 0/0/0 -222.50 26/2/1I N RIGHT -1.000 OF 4 plf WPA2 10 PSF MIN->Resolved From Plane 222.50 0/0/0 222.50 26/2/11 N RIGHT 1.000 OF 4 plf WPD2 IO PSF MIN->Resolved From Plane -222.50 0/0/0 -222.50 26/2/11 N RIGHT -1.000 OF 4 . plf WPBI IO PSF MIN-Resolved From Plane 222.50 0/0/0 222.50 26/2/11 N RIGHT 1.000 OF 4 plf WPCI 10 PSF MIN->Resolved From Plane -222.50 0/0/0 -222.50 26/2/I1 N RIGHT -1.000 OF 4 plf WP132 10 PSF MIN-Resolved From Plane 222.50 0/0/01 222.50 26/2/I1 N RIGHT 1.000 OF 4 1 .IL I WPC2 110 PSF MIN-Resolved From Plane 1 -222.50 0/0/0 -222.50 26/2/I1 N I RIGHT 1-1.0001 OF File: 4510-09-Magellan.FBO Version: 7.1f - Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 16 of 197 * User Defined Frame Point Loads for Cross Section: 5 Side Units Type Description Magi Locl Offset H or Supp. Dir. Coef. Loc. 1 k FL MEZZ -3.00 13/0/0 NA NA N DOWN 1.000 CL I k FD MEZZ -1.00 13/0/0 NA NA N DOWN 1.000 CL I p E> MEZZ SEISMIC-Resolved From Plane 1365.00 13/0/0 NA NA N RIGHT 1.000 OF I p <E MEZZ SEISMIC-Resolved From Plane -1365.00 13/0/0 NA NA N LEFT 1.000 1OF I p E> MEZZ SEISMIC-Resolved From Plane 585.00 27/4/0 NA NA N RIGHT 1.000 OF I p <E MEZZ SEISMIC-Resolved From Plane -585.00 27/4/0 NA NA N LEFT 1.000 OF 4 p E> MEZZ SEISMIC-Resolved From Plane 2975.00 13/0/0 NI NA N RIGHT 1.000 OF 4 p <E MEZZ SEISMIC->Resolved From Plane -2975.00 13/0/0 NI NI N LEFT 1.000 OF 4 p E> MEZZ SEISMIC-Resolved From Plane 1275.00 26/2/11 NI NI N RIGHT 1.000 OF 4 1_p_I <E IMEZZ SEISMIC->Resolved From Plane -1275.00 26/2/11 NI NI N I LEFT 1 1.0001 OF IT.. fl.4..,l r.. I I f. C Side Units Type Description Magl Loci Ma g2 Loc2 Dir. Coef. Loc. 3 plf CG (12) 250# RTU->ResolvedFrom Plane -350.18 40/4/2 -350.18 50/3/14 N DOWN 1.000 OF 4 plf WI> 10 PSF MIN->Resolved From Plane 212.50 0/0/0 212.50 26/2/11 N RIGHT 1.000 OF 4 plf <WI 10 PSF MIN-Resolved From Plane -212.50 0/0/0 -212.50 26/2/11 N LEFT 1.000 OF 4 plf W2> 10 PSF MIN-Resolved From Plane 212.50 0/0/0 212.50 26/2/1 I N RIGHT 1.000 OF 4 plf <W2 10 PSF MlN->Resolved From Plane -212.50 0/0/0 -212.50 26/2/11 N LEFT 1.000 OF 4 plf WPAI 10 PSF MIN->Resolved From Plane 212.50 0/0/0 212.50 26/2/11 N RIGHT 1.000 OF 4 plf WPDI l0 PSF MIN-Resolved From Plane -212.50 0/0/0 -212.50 26/2/1I N RIGHT -1.000 OF 4 plf WPA2 10 PSF MIN-Resolved From Plane 212.50 0/0/0 212.50 26/2/11 N RIGHT 1.000 OF 4 plf WPD2 10 PSF MIN->Resolved From Plane - -212.50 0/0/0 -212.50 26/2/11 N RIGHT -1.000 OF 4 plf WPB 10 PSF MIN->Resolved From Plane 212.50 0/0/0 212.50 26/2/I1 N RIGHT 1.000 OF 4 plf WPC1 10 PSF MIN->Resolved From Plane -212.50 0/0/0 -212.50 26/2/I1 N RIGHT -1.000 OF plf WPB2 10 PSF MIN->Resolved From Plane 212.50 0/0/0 212.50 26/2/I1 N RIGHT 1.000 OF 4 1 plf I WPC2 110 PSF MIN->Resolved From Plane -212.50 0/0/0 -212.50 26/2/11 N I RIGHT1-1.0001 OF 11 Y File: 4510-09-Magellan.FBO Version: 7. If '"& , .-- • Reactions Package . . ' - . - .' 8 4, • Date:, 7/7/2009 Time" 8:11:39 AM Page: 17 of 197 4. () () •7 4-"\; 4.: ' : !( (D() (85) 12, .4 - - ' '• -.'' . - - . \ ./ - . , . . - 4 OR-fl" . .' 2c0 1 R 4,14* j 4 4 4'.- -''Mt•'-"44.-1 . .: - : , , " --. .• -I :"• 4:-'--' - 4.4•' 1 1 I ________ '2 , '.• i8' -- ''- . - •' I I ," 44•4 V - ,, - 4. . AR-f)"11fl$ 8 • I * çflfl , - 4 / 4 - : 'I : - . ' .- -4'. .. - - " 8 . .4 - 4 1•. • ,, '-4. • - , . . , 4 . - . .•, - C S8 '4 t•- 4- . , . . ' . , 8 ,. , . • - I - •. ' . - . p - 3 4. - . . V • . .- , •8 , 4 4-4 •' 4 4 , 4 -. 4,. 4t• 4. . 4 .8 .. 41' 4 4 41 4 ., , 4 '-. I - ,. . . 8 8 .4 . • 4, - 4 4 1 4 4 . . 8 '• 4 1' 1. , - . - - • ' '- . .8 - I . V. ', 44 .4 • , - 4 - '4' 4 .. . * .. 4 - -4 ,. I' I- . -'., • 1 • -' 4.7 4 el .4 ' - 4 - - .4.' 8 . ' - 14,',,, - - 4. - 8_ t - V - • 4 - 4. , - ,• - 4 - 4 8 - I 4, ,..-' • . V - -- File 4510 09 Magellan FBO Version 7 1f - - - . Date: 7/7/2009 . Reactions Package Time: 811:39 AM' ,". Page: 18 of 197' :. .._-.. . .i. Shape FBO Loads and Codes - Shape: FBO - - . • i City: Carlsbad County: San Diego State: California Country: United States Building Code: 2007 California Building Code. , Built Up: 05AlSC - ASD Rainfall: 4.00 inches per hour' .' Based on Building Code: 2006 International Building Code Cold Form: 04A1S1- ASD Building Use: Standard Occupancy Structure . I -' Dead and Collateral Loads . . . ' ' Live Load Collateral Gravity:5.00 psf Roof Coiering + Second. Dead Load: 2.39 psf Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic): 10.00 psf 5- .5 .. Wind Load • Snow Load 'Seismic Load Wind Speed: 90.00 mph . Ground Snow Load: 0.00 psf Mapped Spectral Respone - Ss: 117.40 %g Wind Exposure (Factor): C (0.959) Design Snow (Sloped): 0.00 psf Mapped Spectral Response. 5 1:44.40 %g 'Parts Wind Exposure Factor: 0.959 Snow Exposure Category (Factor): I Fully Exposed Seismic Hazard / Use Group: Group I S S • (1.00) , . 5 - Wind Enclosure: Enclosed Snow Importance: 1.000 Seismic Importance: 1.000 . . Wind Importance Factor: 1.000 ' Thermal Category (Factor): Heated (1.00) Seismic Performance / Design Category: D • = Topographic Factor: 1.0000 Ground/ Roof Conversion: 1.00 Framing Seismic Period: 0.0000 % Snow Used in Seismic: 0.00 Bracing Seismic Period: 0.2352 . NOT Windbome Debris Region Seismic Snow Load: 0.00 psf Framing R-Factor: 3.5000 . Base Elevation: 0/0/0 Unobstructed, Slippery Roof . Bracing R-Factor: 3.2500 ,. Primary Zone Strip Width: N/A , . Soil Profile Type: Stiff soil (D, 4)' . Parts / Portions Zone Strip Width: N/A Diaphragm Condition: Flexible Basic Wind Pressure: .16.90 psf . . Frame Redundancy Factor: 1.3000' - I. . Brace Redundancy Factor: 1.3000 . Frame Seismic Factor (Cs): 0.1792 x W - USR ' Brace Seismic Factor (Cs): 0.2481 x W Deflection Conditions Frames are vertically supporting: Metal Roof Purlinsand . Panels .• . . Frames are laterally supporting: Metal Wall Girts and Panels . . . .5., .' • . Purlins are supporting:Metal Roof Panels Girts are supporting: Metal Wall Panels . H '•• FBO: Mezzanine 113/O/O . . . . . . '•- Floor Type .. Non-Composite . Loading Type Office Top of Floor 13/0/0 Floor Dead Load 11.00 psf Total Thickness of Deck + Topping 0/1/2 Floor Live Load 50.00 psf Not Reducible Top of Joist . 12/10/14 Collateral Load 9.00 psf Mm. Clearance from Floor to Joist 9/6/0 Partition Load: ' 20.00 psf Mm. Clearance from Floor to Rafter 9/6/0 Floor Live Load Deflection 360 Mezzanine Category Entire Floor Floor Dead + Floor Live Deflection 240 Bracing Category . Unbraced Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Offil or Project Engineer to obtain all code and - , loading information for this specific building site. , ' , . • S • " . ' ' ' ' •,' - . .1'• • Desien_Load Combinations. Bracing . . -, 3- .5 File::4510 09 Magellan FBO Version 7.1f, - - No. Origin . Factor . Application . Description System 1.000 1.0 WPA1. - • WPA I ' , • • 2 . - ' System 1.000 1.0 WPDI . - WPDI . 3 . System 1.000 1.0 WPA2 ,. * • ' WPA2 ' •• •. 4 System ' 1.000 1.0 WPD2 •, . WPD2 • 5 ? System 1.000 1.0 WPB 1' WPB I 6 System 1.000 1.0 WPCI . . - , WPCI . 7 System . 1.000 1.0 WPB2 • , .• . . WPB2 , 8 System 1.000 1.0 WPC2 - • - WPC2 - 9 - 1 System 1.000 0.700 E> • ' ' . 10 . System , 1.000 0.700 <E '-* . . •' <E . 5' Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 19 of 197 Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 20 of 197 lo'-R' 1l" il -fl" W lw-ri" ri'-o" I fi Rnnf A Mem. No. Bracing Shape Length (ft) Angle ______ Design Axial (k) Seismic Factor Stress Factor Stress Ratio Governing Load Case Design Status Comment I R0.625 22.07 48.5 -0.69 1.0000 1.0000 0.096 0.700<E passed 2 RO.625 22.07 48.5 -1.07 1.0000 1.0000 0.147 ObOE> passed 3 RO.625 24.93 53.6 -1.00 1.0000 1.0000 0.137 1.OWPBI passed 4 RO.625 24.93 53.6 -1.59 1.0000 1.0000 0.219 1.OWPBI passed 5 R0.625 17.51 57.6 -2.11 1.0000 1.0000 0.291 0.700<E passed 6 R 0.625 18.41 57.6 -1.98 1.0000 1.0000 0.273 0.700E> passed Connection Design FAILED 7 R0.625 20.69 54.5 -2.23 1.0000 1.0000 0.308 0.700<E passed 8 R 0.625 20.32 54.5 -2.10 1.0000 1.0000 0.289 0.700E> passed 9 RO.625 30.50 42.4 -0.22 1.0000 1.0000 0.030 1.OWPAI passed 10 R0.625 30.50 42.4 -0.30 1.0000 1.0000 0.041 1.OWPD2 passed ' R 0.625 27.67 37.0 -3.43 1.0000 1.0000 0.472 0.700E> passed 12 R0.625 27.67 37.0 -3.34 1.0000 1.0000 0.460 0.700<E passed - 13 R 0.625 29.70 35.0 -2.29 1.0000 1.0000 0.315 0.700<E passed 14 R0.625 29.70 35.0 -2.19 1.0000 1.0000 0.302 0.700E> passed 15 R 0.625 32.07 40.0 -0.16 1.0000 1.0000 0.022 1.OWPAI passed 16 R 0.625 32.07 40.0 -0.30 1.0000 1.0000 0.042 0.700E> passed 17 R0.625 29.56 34.7 -3.18 1.0000 1.0000 0.439 0.700E> passed 18 RO.625 1 29.62 34.7 -3.06 1.0000 1.0000 0.422 1 0.700<E I passed I Mem. End Diagonal Connection Design Information I Left Slot: web thk = 5/16 in., F = 0.69k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web'flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK >> passed Right Slot: web thk = 1/4 in., F = 0.69k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web - shear OK, tensile fracture of web OK >> passed -punching 2 Left Slot: web thk = 3/16 in., F = 1.07k, E factor= 1.000, stress increase= 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, File: 4510-09-Magellaii.FBO Version: 7.1 f Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 21 of 197 web punching shear OK, tensile fracture of web OK >> passed Right Slot: web thk = 5/16 in., F = 1.07k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK >> passed 3 Left Slot: web thk = 3/16 in., F = 1.00k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK >> passed Right Slot: web thk = 1/4 in., F = 1.00k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web - ,punching shear OK, tensile fracture of web OK >> passed 4 Left Slot: web thk = 1/8 in., F = 1.59k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, welxlirect shear OK, web punching shear OK, tensile fracture of web OK >> passed Right Slot: web thk = 1/4 in., F = 1.59k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web - punching shear OK, tensile fracture of web OK >> passed 5 Left SQW 7.00.00/8 to web and stiffener, design angle = 57.6 deg, flange offset = 4in., F = 2.1k, E factor = 1.000, stress increase = 1.000, Me = 3.08 k-in, web/stiffener bending OK, web punching shear OK, flange/web wild OK, SQW to web weld 3/16 fillet one side, SQW to stiffener veld 3/16 fillet both sides => passed -I Right 'BC connection OK 6 Left SQW 5.0x5.0x3/8 to web and stiffener, design angle = 57.6 deg, flange offset = 41/2in., F = 2.0k, E factor = 1.000, stress increase = 1.000, Me = 1.52 k-in, web/stiffener bending OK, web punching shear OK, flange/web weld OK, SQW to web weld 3/16 fillet one side, SQW to stiffener weld 3/16 fillet both sides => passed Right SQW 7.00.00/8 to web and FO, design angle = 576 deg, F = 2.0k, E factor = 1.000, stress increase = 1.000, SQW to web weld 3/16 fillet - both sides, SQW to FO weld 1/2 fillet both sides => FAILED => FAILED < 7 Left Slot: web thk = 1/8 in., F = 2.23k, E factor = 1.000, stress increase = 1.000, slot ofet = 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK >> passed Right Slot: web thk = 1/4 in., F = 2.23k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct sbar OK, web - unching shear OK, tensile fracture of web OK >> passed 8 Left TBC connection OK Right Slot: web thk = 5/16 in., F = 2.10k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK >> passed 9 Left Slot: web thk = 5/16 in., F = 0.22k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK >> pasd Right Slot: web thk = 1/4 in., F = 0:22k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web unching shear OK, tensile fracture of web OK >> passed 10 Left Slot: web thk = 5/16 in., F = 0.30k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK >> passed Right Slot: web thk = 1/4 in., F = 0.30k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK >> passed 11 Left Slot: web thk = 5/16 in., F = 3.43k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, webdirect shear OK, web punching shear OK, tensile fracture of web OK >> passed Right Slot: web thk = 5/16 in., F = 3.43k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, - veb punching shear OK, tensile fracture of web OK >> passed 12 Left Slot: web thk = 5/16 in., F = 3.34k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK >> passed Right Slot: web thk = 1/4 in., F = 3.34k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web - ounching shear OK, tensile fracture of web OK >> passed 13 Left Slot: web thk = 5/16 in., F = 2.29k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK >> passed Right Slot: web thk = 1/4 in., F = 2.29k, E factor = 1.000, stress increase = 1.000, slot offset = 2in., web/flange weld OK, web direct shear OK, web - punching shear OK, tensile fracture of web OK >> passed 14 Left Slot: web thk = 5/16 in., F = 2.19k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK >> passed Right Slot: web thk = 5/16 in., F = 2.19k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture ofeb OK >> passed 15 Left Slot: web thk = 5/16 in., F = 0.16k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK >> passed Right Slot: web thk = 5/16 in., F = 0.16k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK >> passed 16 Left Slot: web thk = 5/16 in., F = 0.30k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK >> passed Right Slot: web thk = 1/4 in., F = 0.30k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flangeweld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK >> passed 17 Left Slot: web thk = 5/16 in., F = 3.18k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK >> passed Right Slot: web thk = 5/16 in., F = 3.18k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, - web punching shear OK, tensile fracture of web OK >> passed - 18 Left Slot: web thk = 5/16 in., F = 3.06k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK >> passed -Right Slot: web thk = 5/16 in., F = 3.06k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, File: 45 10-09-Magellan.FBO Version: 7. If Reactions Package Date: 7/7/2009 Time: 8:11:39 AM Page: 22 of 197 I Iweb punching shear OK, tensile fracture of web OK >> passed Strut Bracing Member Design Summary: Roof A - Mern. .No. Bracing Shape Length (ft) Design Axial (k) Seismic Factor Stress Factor Stress Ratio Govern ing Load Case Design Status Description 16 3P 8x1/4x1/4x12 23.00 16.19 2.5000 1.0000 0.962 0.700E> passed Eave Strut, Collector End Strut Connection Design Information 16 Left Frame Clip 0075P18003 1000 Not Designed, clip tensile rupture & block shear OK, clip buckling OK, Me 129.87 kin, web punching shear OK, clip to web weld 3/16 fillet one side, clip to flange weld 7/16 fillet both sides > passed Right Frame Clip 0075P180031000 Not Designed, clip tensile rupture & block shear OK, clip buckling OK, Me = 128.31 kin, web punching shear OK, clip to web weld 3/16 fillet one side, clip to flange weld 7/16 fillet both sides => passed Date: 7/7/200 Reactions Package Time: 8:11:39AM Page: 23-of 197 ii Di eann I Rrorina M.-h- flpcian Qu,mmc.rw. SidpwQll Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Shape (ft) Axial (k) Factor Factor Ratio Load Case Status I L 3.0x3.0x0.3 125 25.93 29.5 -34.93 2.0000 1.0000 0.915 0.700<E passed 2 L 3.0x3.0x0.3 125 25.93 29.5 -35.09 2.0000 1.0000 0.920 0.700E> passed 3 2R 1.125 24.87 29.9 -19.80 2.0000 1.0000 0.817 0.700<E passed 4 2R 1.125 24.87 29.9 -20.041 2.0000 1.00001 0.827 0.700E> I passed Mem. End Diagonal Connection Design Information I Left field weld per SED, Frame Clip 10.00x16.00x1 to web and plate, design angle = 29.5 deg, flange offset = 6in., F = 34.9k, E factor = 2.000, stress increase = 1.000, Me = 5.29 k-in, web/plate bending OK, web punching shear OK, frame clip to web weld 3/16 fillet both ses, frame clip to plate weld 7/16 fillet both sides => passed not designed 2 Left not designed Right field weld per SED, Frame Clip 10.00x16.00xl to web and plate, design angle = 29.5 deg, flange offset = 6in., F = 35.1k, E factor = 2.000, stress increase = 1.000, Me = 5.31 k-in, web/plate bending OK, web punching shear OK, frame clip to web weld 3/16 fillet both sides, frame - clip to plate weld 7/16 fillet both sides => passed 3 Left not designed Right SP Haunch Clip, F = 19.8k, E factor = 2.000, stress increase = 1.000, design angle = 27.6 deg, For SP clip design see roof strut connection design 4 Left SP Haunch Clip, F = 20.0k, E factor = 2.000, stress increase = 1.000, design angle = 27.6 deg, For SP clip design see roof strut connectia design -Right not designed Mem. No. Bracing Shape Length (ft) I Design Axial (k) Seismic Factor Stress Factor Stress Ratio Governing Load Case Design Status Description 2 Connection . 23.001 30.171 2.00001 1.00001 1.433 1 0.700E> IFAILEDI Braced Bay Strut Mem. End Strut Connection Design Information 2 - 1 Left Right member design failed member design failed File: 4510-09-Magellan.FBO Version: 7. If . I Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 24 of 197 Location Portal Frame to Main Frame Connection Design Information - Left Portal Force = 3.68k, Seismic Factor = 2.50, Stress Increase = 1.00, MZE 5x6x3/8 w/ (2) 3/4 A3255C, Flange weld = 3/16 fillet both sides, buckling OK, web yielding/crippling OK => passed Left Main Force = 3.68k, Seismic Factor = 2.50, Stress Increase = 1.00, Haunch Conneclon, MZE 7x14x3/8 w/ (2) 3/4 A325SC, Flange weld 3/16 fillet both sides, Web weld 3/16 fillet one side, buckling OK => passed Right Portal Force = 1.84k, Seismic Factor = 2.50, Stress Increase = 1.00, MZE 5x6x3/8 w/ (2) 3/4 A3255C, Flange weld = 3/16 filet both sides, buckling OK, web yielding/crippling OK => passed Right Main Force = 1.84k, Seismic Factor = 2.50, Stress Increase = 1.00, Haunch Connection, MZE 7x14x3/8 w/ (2) 3/4 A3255C, Flange weld 3/16 fillet both sides, Web weld 3/16 fillet one side,buckling OK => passed Frame Cross Section: J File: 4510-09-Magellan.FBO Version: 7.1f . * Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 25of197 * . .' CD Y Dimension Key 1 8' . . 2 1-0 1/2' Frame Clearances Horiz. Clearance between members 1(CXOI3) and 4(CX014): 9-6' Vert.Clearance at member 1(CX013): 23L7 1/16" Vert. Clearance at member 4(CXO 14): 23-7 1/16' Finished Floor Elevation = 100L0 (Unless Noted Otherwise) • File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 a&- Reactions Package Time: 8:11:39 AM Page: 26 of 197 Frame Location Design Parameters: Location I Avg. Bay Space I Description Angle I Group Trib. Override Design Status 0/0/0 1 0/0/0 Portal Frame 0.0000 1 - Stress Check Design Load Combinations - Framin No. Origin Factor Application Description System 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 L> D + FD + CO + L> 2 System 1.000 1.0D+ 1.0FD+ 1.000+ 1.0<L D+FD+CO+<L 3 System 1.000 1.OD+1.O Fl) +1.00O+1.0W1> D+FD+CO+WI> 4 System 1.000 1.0D+1.0FD+1.000+1.0<WI D+FD+CG+<Wl 5 . System 1.000 1.0D+ 1.0FD+ 1.000+ 1.0W2> D+FD+CO+W2> 6 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 <W2 D + FD + CO + <W2 7 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0W!> D+FD+CU+WI> 8 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0<WI D+FD+CU+<WI 9 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0W2> D+FD+CU+W2> 10 System 1.000 0.600 D+ 0.600 FD + 0.600 CU + 1.0 <W2 D + FD+ CU + <W2 11 System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0 Fl, D+FD+CG+FL 12 System 1.000 1.0D+ 1.0FD+ 1.0 CG D+FD+CG 13 System 1.000 1.0D+1.0FD+1.000+0.750L+0.750W1> D+FD+CO+L+Wl> 14 System 1.000 1.0D+1.0FD+1.0CG+0.750L+0.750<Wl D+FD+CG+L+<Wl 15 System 1.000 1.0D+ 1.O Fl) + 1.000+0.750L+0.750W2> D+FD+CO+L+W2> 16 System 1.000 1.0D+ 1.0FD+ 1.0CG+0.750L+0.750<W2 . D+FD+CO+L+<W2 17 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L> + 0.750 FL D + FD + CO + L> + FL 18 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 <L + 0.750 FL D + FD + CO + <L + FL 19 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WI> + 0.750 FL D+FD+CO+L+WI>+FL 20 System 1.000 1.0D+ 1.0FD+ 1.000+0.750L+0.750<W1+0.750FL D+FD+CG+L+<W1+FL 21 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 W2> + 0.750 FL D+FD+CO+L+W2>+FL 22 System 1.000 1.0D+ 1.0FD+ 1.00O+0.750L+0.750<W2+0.750Fl, D+FD+CO+L+<W2+FL 23 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 FL D + FD + CO + FL 24 System 1.000 1.0D+ 1.0FD+ 1.000+0.910E>+0.700E0+ D+FD+CO+E>+EO+ 25 System 1.000 1.0D+ 1.0FD+ 1.000+0.910<E+0.700EO+ D + FD + CG + <E + EG+ 26 System 1.000 0.600 D + 0.600 FD+ 0.600 CU + 0.910 E> + 0.700 EO- D+ FD + CU + E>+ EO- 27 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EO- D + FD + CU + <E + EO- 28. Special 1.000 1.0 D+ 1.0FD+ 1.000+ 1.750 E> + 0.700 EG+ D+FD+CO+E>+EO+ 29 Special 1.000 1.0D+ 1.0FD+ 1.000+ 1.750<E+0.700EO+ D+FD+CO+<E+EG+ 30 Special 1.000 0.600 D + 0.600 FD + 0.600 CU.+ 1.750 E> + 0.700 EO- P + FD + CU + E> + EO- 31 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <E + 0.700 EO- D + FD + CU + <E + EO- 32 AISC - Special 1.000 1.0D+ 1.0FD+ 1.000+2.450E>+0.700E0+ D+FD+CO+E>+EO+ 33 AISC - Special 1.000 l.OD+ 1.0FD+ 1.000+2.450<E+0.700EO+ D+FD+CO+<E+EO+ 34 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 E> + 0.700 EO- D + FD + CU + E> + EO- 35 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 <E + 0.700 EO- D + FD + CU + <E + EO- 36 System Derived 1.000 1.0D+ 1.0FD+ 1.000+ 1.0WPAI D+FD+CO+WPAI 37 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPAI D + FD + CU + WPAI 38 System Derived 1.000 1.0D+ 1.0FD+ 1.000+0.750L+0.750WPA1 D+FD+CO+L+WPAI 39 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPAI + 0.750 FL D+FD+CO+L+WPAI+FL 40 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 WPD1 D + FD + CO + WPDI 41 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPDI D + FD + CU + WPDI 42 System Derived 1.000 1.0D+ 1.0FD+ 1.000+0.750L+0.750WPDI D+FD+CO+L+WPDI 43 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPDI + 0.750 FL D+FD+CO+L+WPDI+FL 44 System Derived 1.000 1.0D+ 1.0FD+ l.00O+ 1.0 WPA2 D+FD+CO+WPA2 45 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPA2 D + FD + CU + WPA2 46 'System Derived 1.000 1.0 D+ 1.0 FD+ 1.000+0.750L+0.750WPA2 D+FD+CO+L+WPA2 47 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPA2 + 0.750 FL D+FD+CO+L+WPA2+FL 48 System Derived 1.000 1.0D+ 1.0FD+ 1.000+ 1.0 WPD2 D+FD+CO+WPD2 49 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPD2 D + FD + CU + WPD2 50 System Derived 1.000 1.0D+ 1.0FD+ 1.00O+0.750L+0.750WPD2 D + FD + CG + L + WPD2 SI System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPD2 + 0.750 FL D+FD+CG+L+WPD2+FL 52 System Derived 1.000 1.0D+ 1.0FD+ 1.000+ 1.O WPB I D+FD+CO+WPBI 53 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB D + FD + CU + WPB I 54 System Derived 1.000 1.0D+ 1.0FD+ 1.00O+0.750L+0.7SO WPB I D+FD+CO+L+ WPB I 55 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPB I + 0.750 FL D+FD+CO+L+WPB l+FL 56 System Derived 1.000 1.0 D + 1.0 FD+ 1.0 CO + 1.0 WPC D+ FD + CO + WPCI 57 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC D + FD + CU + WPCI 58 System Derived 1.000 1.0D+ 1.0FD+ 1.00O+0.750L+0.7SO WPC I D+FD+CO+L+WPCI 59 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPC + 0.750 FL D+FD+CO+L+WPCI+FL File: 4510-09-Magellan.FBO Version: 7. If - Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 27 of 197 60 System Derived 1.000 l.OD+ l.OFD+ l.00G+ 1.0 WPB2 61 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU+ 1.0 WP132 62 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPB2 63 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WP132 + 0.750 FL 64 System Derived 1.000 1.0D+ 1.0FD+ 1.000+ 1.0 WPC2 65 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC2 66 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPC2 67 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPC2 + 0.750 FL 68 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 E> + 0.700 EG+ + 0.910 EB> 69 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 E> + 0.700 EG+ + 0.273 EB> 70 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.910 EB> 71 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 <E + 0.700 EG+ + 0.273 EB> 72 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 EB> 73 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 EB> 74 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 EB> 75 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> 76 Special 1.000 1.0 D + 1.0 FD+ 1.0 CO + 1.750 EB> + 0.700 EG+ 77 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 EB> + 0.700 EG- 78 AISC - Special 1.000 1.0 D + 1.0 FD + 1.0 CO + 2.450 EB>+ 0.700 EG+ 79 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 EB> + 0.700 EG- 80 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 E> + 0.700 EG+ + 0.910 <EB 81 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 E> + 0.700 EG+ + 0.273 <EB 82 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.910 <EB 83 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 <E + 0.700 EG+ + 0.273 <EB 84 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 <EB 85 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <EB 86 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 <EB 87 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB 88 Special 1.000 1.0 D + 1.0 FD+ 1.0 CO + 1.750 <EB + 0.700 EG+ 89 Special 1.000 0.600 D + 0.600 FD + 0.600 CU+ 1.750 <EB + 0.700 EG- 90 AISC - Special 1.000 1.0D+ 1.0FD+ 1.00O+2.450 <EB +0.700EG+ 91 AISC - Soecial 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 <EB + 0.700 EG- Frame Memher Sizes + FD + CO + WPB2 + FD + CU + WPB2 + FD + CO + L+ WPB2 FFD+CO+L+WPB2+FL + FD+ CO + WPC2 + FD + CU + WPC2 + FD + CO + L + WPC2 i-FD+CG+L+WPC2+FL 1-FD+CO+E>+EO++EB> E>+EO-+EB> E>+EO-+EB> <E+EO-+EB> + FD + CO + EB> + EG+ + FD + CU + EB> + EG- + FD + CO + EB> + EG+ + FD + CU + EB> + EG- -FD+CO+<E+EO++<EB FFD+CU+E>+EG-+<EB FD+CU+E>+EO-+<EB FD+CU+<E+EO-+<El3 FD+CU+<E+EO-+<EB + FD + CO + <EB + EG+ + FD + CU + <EB + EG- + FD + CO + <EB + EG+ + FD + CU + <EB + EO- Meni. Fig Width Fig Thk Web Thk Depthl Depth2 Length Weight Fig Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) (Ii) (p) (ksi) (ksi) it. I Jt.2 1 9.00 0.5000 0.3125 28.00 28.00 26.27 1673.6 55.00 55.00 BP KN 3P 2 6.00 0.3750 0.3125 28.00 28.00 7.08 288.9 55.00 55.00 KN SS 3P 3 6.00 0.3750 0.3125 28.00 28.00 7.08 288.9 55.00 55.00 SS KN 3P 4 9.00 0.5000 0.3125 28.00 28.00 26.27 1677.7 55.00 55.00 BP KN 3P Total Frame Weight = 3929.0 (p) (Includes all plates) Frame Pricing Weight = 4099.8 (p) (Includes all pieces) Boundary Condition Summary -- Member - X-Loc - Y-Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 1 4 0/0/0 15/6/0 0/0/0 0/0/0 Yes Yes Yes Yes No I No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 Values shown are resisting forces of the foundation. Reactions - tinfactored Load Tvne at Frame Cross Section: J Type Exterior Column Exterior Column X-Loc 0/0/0 15/6/0 Oridl - Orid2 J-9 i-b Base Plate W x L (in.) 10x29 11 x29 Base Plate Thickness (in.) 0.500 0.500 Anchor Rod Qty/Diam. (in.) 4-1.250 6-1.500 Column Base Elev. 100-0 100-0' Load Type Desc. Hx Vy I Hx Vy D Fri - 1.8 - 1.8 - - - FD Fri 0.0 1.0 -0.0 1.0 - - - CO Frm - - - - - - L> Fri - - - - - - - <L Frm - - - - - - - WI> Fri - - - - - - - <WI Frm - - - - - - - W2> Frm - - - - - - - <W2 Frm - - - - - - - File: 45 10-09-Magellan.FBO Version: 7. If Date:7/712009 Reactions Package . Time: 8:11:39 AM . Page: 280f197 Cu Frm -. - - - - - - FL Frm 0.2 5.0 -0.2 5.0 - - - L Frm - - - - E> Frm -0.2 -0.4 -0.2 0.4 • - - . EG+ Frm - 0.2 - 0.2 <E Frm 0.2 0.4 0.2 -0.4 - - - EG- Frm - -0.2 - -0.2 - - WPAI Brc -0.2 -1.1 -0.2 1.1 - - - WPDI Brc 0.2 0.7 0.2 -0.7 WPA2 Brc -0.1 -0.4 -0.1 0.4 - - WPD2 . Brc 0.3 1.4 0.3 -1.4 - - - WPBI Brc -0.2 -1.0 -0.2 1.0 - - - WPCI Brc 0.1 0.5 0.1 -0.5 - - - * WPB2 Brc -0.1 -0.3 -0.1 0.3 WPC2 Brc 0.3 1.2 . 0.3 -1.2 EB> Brc -9.5 -31.4 -9.7 31.4 - - - <EB Brc 11.0 37.4 10.9 1 -37.4 - - - Maximum Combined Reactions Summary with Factored Loads- Framing . Nnte All rectinnc hced cm 2nd nrder ctrtictiiral analysis using the Direct Analysis Method X-Loc Grid Ha left Load Ha Right Load Ha In Load Ha Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) . . (k) (in-k) (in-k) 0/0/0 J-9 16.6 77 19.2 88 - - - - 53.4 77 68.3 88 15/6/0 J-10 17.0 76 19.1 89 - - - - 63.8 89 57.8 76 -. - - - Corn nf 17--c with Rpactinnc Chnrli - Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k) (k) (k) (k) D 0.0 0.0 3.9 3.6 FD 0.0 0.0 2.0 2.0 CG 0.0 0.0 0.0 0.0 L> 0.0 0.0 0.0 0.0 <L 0.0 0.0 0.0 0.0 WI> 0.0 0.0 0.0 0.0 <WI * 0.0 0.0 0.0 0.0 W2> 0.0 0.0 0.0 0.0 <W2 0.0 0.0 0.0 0.0 CU 0.0 0.0 0.0 0.0 FL 0.0 0.0 10.0 10.0 L 0.0 0.0 0.0 0.0 E> 0.4 0.4 -0.0 0.0 EG+ 0.0 0.0 . 0.3 0.3 <E 0.4 0.4 0.0 0.0 EG- 0.0 0.0 0.3 0.3 WPAI 0.5 0.5 0.0 0.0 WPDI 0.3 0.3 0.0 . 0.0 WPA2 0.2 0.2 0.0 0.0 WPD2 0.6 0.6 0.0 0.0 WPB1 0.5 0.5 0.0 0.0 WPCI 0.2 0.2 0.0 0.0 WPB2 0.1 0.1 0.0 0.0 WPC2 0.5 0.5 0.0 0.0 EB> 19.2 19.2 0.0 0.0 <EB 1 21.9 1 21.9 0.0 0.0 Racn Plain Q.-m-, - X-Loc Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to No. (in.) (in.) (in.) Bolts (in.) I Flange Web 0/0/0 J-9 1 0.500 10 29 4 1.250 A36 OS-0.I875 - OS-0.1875 1 5/6/0 i-1 If 0.500 11 29 6 1.500 A36 OS-0.2500 - OS-0.2500 Web Stiffener Summary I Mem. I Stiff. I Desc. I Loc. jWeb Depth! hIt I *hh I a I Thick. I Width I Side I Welding File: 4510-09-Magellan.FBO . . Version: 7. If N /j P Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 290f197 No. No. (ft) (in.) (in.) I (in.) I (in.) Description 1 1 S3 23.89 27.000 N/A N/A N/A 0.3750 4.000 Both F-FP,W-OS-0.1875 4 1 S3 23.89 27.000 N/A N/A N/A 0.3750 4.000 •Both F-FP,W-OS-0.1875 .1 r.----- IA TCr ni' - - End-Plate Dimensions Bolt -, Outside Flange . Inside Flange Mem. it. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches lst/2nd Configuration Pitches lstJ2nd ID Desc. (in.) ID Desc. (in.) No. No. _(it L j (in.) (in.) 1 2 KN(Face) 1.000 9.00 36.25 1.125 A325X/PT 4.00 32 Extended 4.75/3.00 31 Extended 4.75/3.00 2 1 KN(Face) 1.000 8.00 36.25 1.125 A325X/PT 4.00 32 Extended 4.75/3.00 31 Extended 4.75/3.00 3 2 KN(Face) 1.000 8.00 36.25 1.125 A325XIPT 4.00 31 Extended 4.75 32 Extended 4.75/3.00 4 2 KN(Face) 1.000 9.00 36.25 1.125 A325X1PT 1 4.00 31 Extended 4.75 32 Extended 4.75/3.00 - Required Strength - Out Available Strength - Out Required Strength - In AvailableStrength - In - Mem. it. Ld Axial Shear Moment Design Shear Moment Ld Axial Shear Moment Design Shear Moment No. No. Cs (k) (k) (in-k) Proc. (k) (in-k) Cs (k) (k) (in-k) Proc. (k) (in-k) 1 2 91 -1.8 91.7 5208.0 Thick plate 477.1 6318.5 79 -11.6 76.8 4459.1 Thick plate 357.8 4284.7 2 1 91 -1.8 91.7 5208.0 Thick plate 477.1 6318.5 79 -11.6 76.8 4459.1 Thick plate 357.8 4284.7 3 2 79 -11.6 77.0 4308.2 Thick plate 357.8 4288.3 91 -1.8 91.4 5229.1 Thick plate 477.1 6340.4 4 2 79 -11.6 77.0 4308.2 Thick plate 357.8 4288.3 91 -1.8 91.4 5229.1 Thick plate 477.1 6340.4 r,.... n_. C._.,.. -Member Member Joint 1 From Side Point 1 Part Design Note 0 0 -From 25/10/3 25/10/3 SFB4I06 SFB4I06 - - _.,.,.. I ,,A f,,...l &1...... C*,..,.,- (I nitnn 'r frnm mint 1 Controlling Cases - - - Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure - 1 23.93 28.00 82 82 -36.1 -10.2 -2301.1 0.0 111.1 92.4 2886.4 677.6 0.96 0.11 2 1.17 28.00 82 82 -0.3 34.6 -1957.3 0.0 305.5 90.7 3952.0 244.7 0.50 0.38 3 4.75 28.00 82 82 -0.3 34.4 1962.2 0.0 305.5 90.7 3952.0 244.7 0.50 0.38 4 23.931 28.001 68 86 -30.6 -10.0 -1969.9 0.0 111.1 92.41 2835.5 677.6 0.76 0.11 Mem. No. Loc. ft Lx in. LyfLt in. Lb in. Ag in.2 Afn in.2 lxx in.4 lyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 23.93 287.20 287.2 287.2 17.44 17.44 2214.33 60.82 158.17 13.52 180.70 20.91 1.03 11498.5 1.46 1.00 1.14 1.00 0.96 3 2 1.17 114.00 28.0 28.0 13.02 13.02 1385.53 13.57 98.97 4.52 120.17 7.42 0.49 2588.82 1.00 1.00 1.21 1.00 0.71 3 4.75 114.00 114.0 114.0 13.02 13.02 1385.53 13.57 98.97 4.52 120.17 7.42 0.49 2588.82 2.27 1.00 1.21 1.00 0.71 4 23.93 287.20 287.2 287.2 17.44 17.44 2214.33 60.82 158.17 13.52 180.70 20.91 1.03 11498.5 1.44 1.00 1.14 1.00 0.96 3 File: 4510-09-MagellanFBO Version: 7Af Date: 7/7/2009 : Reactions Package Time: 8:11:39 AM Page: 30of197 User Defined Frame Point Loads for Cross Section: J Side Units Type Description Magi Loci Offset HorV Suop Dir. - Coef. Loc. I k EB> MEZZ BRACING 5.00 13/0/0 N/ NA N RIGHT 1.000 OF 1 k <EB MEZZ BRACING -5.00 13/0/0 NI NA N LEFT 1.000 OF I k FL MEZZ FL -5.00 13/0/0 N/ NA N DOWN 1.000 IF I k FD MEZZ FD -1.00 13/0/0 N/ Ni N DOWN 1.000 IF 4, k EB> MEZZ BRACING 5.00 13/0/0 Ni Ni N RIGHT 1.000 OF 4 k <EB MEZZ BRACING -5.00 13/0/0 N/ NA N LEFT 1.000 OF 4 k FL MEZZFL . -5.00 13/0/0 N/ Ni N DOWN 1.000 IF 4 k FD MEZZ FD -1.00 13/0/0 Ni Ni N DOWN 1.000 IF 3 . k EB> MEZZ . 4.00 0/8/0 NA Ni N RIGHT 1.000 OF 3 1. k I <EB IMEZZ 1 4.00 14/10/0 NA Ni N I LEFT 11.0001 OF No. Origin Factor Def H Def V Application Description '1 User 1.000 150 0 1.0 E> + 1.0 EG- E> + EG- 2 User 1.000 150 0 I.0<E+ 1.0EG- <E+EG- 3 User 1.000 150 0 1.0 EB> EB> 4 User 1.000 150 0 1.0 <EB <EB 5 System 1.000 0 180 1.0 L L 6 System - 1.000 0 180 0.700 WI> WI> 7 System 1.000 0 180 0.700 <WI • <WI 8 System 1.000 0 180 0.700 W2> . . W2> 9 System 1.000 0 180 0.700 <W2 <W2 10 System Derived 1.000 0 180 0.700 WPAI WPAI 11 System Derived 1.000 0 180 0.700 WPDI . WPDI 12 System Derived 1.000 0 180 0.700 WPA2 WPA2 13 System Derived 1.000 0 180 0.700 WPD2 WPD2 14 System Derived 1.000 0 180 0.700 WPB WPBI 15 System Derived 1.000 0 180 0.700WPCI WPCI 16 System Derived 1.000 0 180 0.700 WPB2 WPB2 . 17 System Derived 1.000 0 180 0.700 WPC2 WPC2 18 System 1.000 60 0 0.700 WI> Wi> 19 System' 1.000 60 0 0.700 <WI <Wi 20 System , 1.000 60 0 0.700W2> ' W2> 21, System 1.000 60 0 0.700 <W2 <W2 22 System-Derived 1.000 60 0 0.700 WPAI . WPAI ' 23 System Derived 1.000 60 0 0.700WPDi WPDI ' 24 System Derived 1.000 60 0 0.700 WPA2 - WPA2 25 System Derived 1.000 60 0 0.700 WPD2 , . WPD2 26 System Derived 1.000 60 0 0.700 WPB WPB 27 System Derived 1.000 60 0 0.700 WPC WPCI ' 28 System Derived 1.000 60 0 0.700 WPB2 WPB2 29 System Derived 1.000 60 0 0.700 WPC2 WPC2 File: 4510-09-Magellan.FBO Version: 7. If , . Date: 7/7/2009 Reactions Package • . Time: 8:11:39 AM Page: 31 of 197 Controlling Frame Deflection Ratios for Cross Section: J * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include res3tance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. File: 4510-09-Magellan.FBO Version: 7. If Description Ratio Deflection (in.) Member Joint Load Case Load Case Description Max. Horizontal Deflection (1-1 Max. Vertical Deflection for Span I (L/99999) 0.000 4 2 17 WPC2 /157) . 4 2 4 <EB -1.910 Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 32 of 197 Location Portal Frame to Main Frame Connection Design Information Left Portal Force = 1.94k, Seismic Factor = 2.50, Stress lnciease = 1.00, MZE 5x6x3/8 w/ (2) 3/4 A325SC, Flange weld = 3/16 fillet both sides, buckling OK, web yielding/crippling OK => passed Left Main Force = 1.94k, Seismic Factor = 2.50, Stress Increase = 1.00, Haunch Connection, MZE 7x14x3/8 w/ (2) 3/4 A325SC, flange weld 3/16 fillet both sides, Web weld 3/16 fillet one side, buckling OK => passed - Right Portal Force = 1.97k, Seismic Factor = 2.50, Stress Increase = 1.00, MZE 5x6x3/8 w/ (2) 3/4 A325SC, Flange weld = 3/16 fillet both sides, buckling OK, web yielding/crippling OK => passed Right Main Force = 1.97k, Seismic Factor = 2.50, Stress Increase = 1.00, Haunch Connection, MZE 7x14x3/8 w/ (2) 3/4 A325SC, Flange weld 3/16 fillet both sides, Web weld 3/16 fillet one side, buckling OK => passed FrameCross Section: J File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM' Page: 33 of 197 _ - I Dimension Key I 8' 2 1-0 1/2" Frame Clearances Horiz. Clearance between members 1(CXOI5) and 4(CX016): 19L0" Vert. Clearance at member 1(CXOI5): 23-7 1/16 Vert. Clearance at member 4(CXOI6): 23-10 11/16" Finished Floor Elevation = 100-0" (Unless Noted Otherwise) 0 File: 4510-09-Magellan.FBO Version: 7.1f Date: 7/7/2009 a&. Reactions Package Time: 8:11:39 AM Page: 34of197 Frame Location Design Parameters: I Location I Avg. Bay Space I Description I Angle I Group I Trib. Override I Design Status I I 0/0/0 1 0/0/0 Portal Frame I 0.0000 I I - I Stress Check Design Load Combinations - Framin No. Origin Factor Application Description 1 System 1.000 1.0D+ i.OFD+ l.00O+ 1.0 L> D+FD+CG+L> 2. System 1.000 l.OD+ l.OFD+ 1.000+ 1.0<L D+FD+CG+<L 3 System 1.000 1.0D+1.0FD+1.0CG+1.0WI> D+FD+CO+Wl> 4 System 1.000 l.OD+ 1.0FD+ l.00O+ 1.0<WI D+FD+CG+<Wl 5 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 W2> D + FD + CG + W2> 6 System 1.000 1.0D+ 1.0FD+ l.00O+ 1.0<W2 D+FD+CG+<W2 7 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0WI> D+FD+CU+WI> 8 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0<WI D+FD+CU+<Wl 9 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0W2> D+FD+CU+W2> 10 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0<W2 D+FD+CU+<W2 11 System 1.000 1.0D+ 1.0FD+ l.00G+ 1.0 FL D+FD+CO+FL 12 System 1.000 1.0D+ i.OFD+ 1.0 CG D+FD+CO 13 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 Wi> D + FD + CG + L + WI> 14 System 1.000 1.0D+1.0FD+1.0CG+0.750L+0.750<WI D+FD+CO+L+<Wl 15 System 1.000 1.0D+1.0FD+1.000+0.750L+0.750W2> D+FD+CO+L+W2> 16 System 1.000 i.OD+ 1.0FD+ 1.000+0.750L+0.750<W2 D + FD + CG + L + <W2 17 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L> + 0.750 FL D + FD + CO + L> + FL 18 System . 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 <L + 0.750 FL. D + FD + CO + <L + FL 19 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 Wi> + 0.750 FL D+FD+CO+L+Wl>+FL 20 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 <WI + 0.750 FL D+FD+CO+L+<WI+FL 21 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 W2> + 0.750 FL D+FD+CO+L+W2>+FL 22 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 <W2 + 0.750 FL D+FD+CO+L+<W2+FL 23 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 FL D + FD + CO + FL 24 System 1.000 1.0D+ i.OFD+ 1.000+0.910E>+0.700EO+ D+FD+CO+E>+EO+ 25 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 <E + 0.700 EO+ D + FD + CO + <E + EO+ 26 System 1.000 0.600 D + 0.600 FD+ 0.600 CU+ 0.910 E> + 0.700 EO- D+ FD + CU + E> + EO- 27 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EO- . D + FD + CU + <E + EO- 28 Special 1.000 l.OD+ i.OFD+ 1.000+ 1.750E>+0.700EO+ D+FD+CO+E>+EO+ 29 Special 1.000 l.OD+ l.OFD+ 1.000+ 1.750<E+0.700EO+ D+FD+CO+<E+EO+ 30 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 E> + 0.700 EO- D + FD + CU + E> + EO- 31 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <E + 0.700 EO- D + FD + CU + <E + EO- 32 AISC - Special 1.000 l.OD+ 1.0FD+ 1.000+2.450E>+0.700EO+ D+FD+CO+E>+EO+ 33 AISC - Special 1.000 1.0D+ 1.0FD+ 1.000+2.450<E+0.700EO+ D+FD+CO+<E+EO+ 34 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 E> + 0.700 EO- D + FD + CU + E> + EO- 35 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 <E + 0.700 EG- D + FD + CU + <E + EO- 36 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 WPAI D + FD + CO + WPAI 37 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPAI D + FD + CU + WPAI 38 System Derived 1.000 1.0 D+ l.OFD+ 1.0CG+0.750L+0.750WPAI D+FD+CO+L+WPAI 39 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPA I + 0.750 FL D+FD+CO+L+WPAI+FL 40 System Derived 1.000 1.0 D + 1.0 FD+ 1.0 CO + 1.0 WPDI D + FD+ CO + WPDI 41 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPDI D + FD + CU + WPDI 42 System Derived 1.000 1.0 D+ 1.0FD+ 1.000+0.750L+0.750WPDl D+FD+CO+L+WPDI 43 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPDl + 0.750 FL D+FD+CO+L+WPDI+FL 44 System Derived 1.000 l.OD+ i.OFD+ i.00O+ 1.0 WPA2 D+FD+CO+WPA2 45 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPA2 0 + FD + CU + WPA2 46 System Derived 1.000 1.0D+ 1.0FD+ i.00O+0.750L+0.750WPA2 D+FD+CO+L+WPA2 47 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPA2 + 0.750 FL D+FD+CO+L+WPA2+FL 48 System Derived 1.000 i.OD+ i.OFD+ l.00O+ 1.0 WPD2 D+FD+CO+WPD2 49 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU* 1.0 WPD2 D + FD + CU + WPD2 50 System Derived 1.000 1.0 D+ l.OFD+ i.00O+0.750L+0.750WPD2 D+FD+CO+L+WPD2 51 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPD2 + 0.750 FL D+FD+CO+L+WPD2+FL 52 System Derived 1.000 l.OD+ i.OFD+ 1.000+ 1.0 WPB l D+FD+CO+WPBI 53 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB D + FD + CU + WPBI 54 System Derived 1.000 1.0 D + 1.0 FD+ 1.0 CO + 0.750 L + 0.750 WPB D + FD + CO + L + WPBI 55 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPB I + 0.750 FL D+FD+CO+L+WPB 1+FL 56 System Derived 1.000 1.0 D + 1.0 FD+ 1.0 CO + 1.0 WPC D + FD+ CO + WPCI 57 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPCI D + FD + CU + WPCI 58 System Derived 1.000 1.0D+ 1.0FD+ 1.00G+0.750L+0.7SO WPC I D+FD+CO+L+WPCi 59 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPCI + 0.750 FL D+FD+CO+L+WPCI+FL File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 a&- Reactions Package Time: 8:11:39 AM Page: 35 of 197 60 System Derived 1.000 1.0 D+ 1.0 FD + 1.0 CO + 1.0 WPB2 61 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WP132 62 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPB2 63 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPB2 + 0.750 FL 64 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 WPC2 65 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC2 66 System Derived 1.000 1.0D+ 1.0FD+ 1.00O+0.750L+0.750WPC2 67 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPC2 + 0.750 FL 68 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 E> + 0.700 EG+ + 0.910 EB> 69 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 E> + 0.700 EG+ + 0.273 EB> 70 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 <E + 0.700 EO-- + 0.910 EB> 71 System Derived 1.000 1.0 D+ 1.0 FD + 1.0 CO + 0.910 <E + 0.700 EG+ + 0.273 EB> 72 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 EB> 73 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 EB> 74 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 EB> 75 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> 76 Special 1.000 1.0D+ 1.O I'D + 1.000+ 1.750 EB> +0.700EG+ 77 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 EB> + 0.700 EG- 78 AISC - Special 1.000 1.0D+ 1.0FD+ 1.00O+2.450 EB> +0.700EG+ 79 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 EB> + 0.700 EG- 80 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 E> + 0.700 EG+ + 0.910 <EB 81 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 E> + 0.700 EG+ + 0.273 <EB 82 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 <E + 0.700 EO-4- + 0.910 <EB 83 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 <E + 0.700 EG+ + 0.273 <EB 84 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 <EB 85 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <EB 86 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 <EB 87 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB 88 Special 1.000 1.0D+ 1.0FD+ 1.000+ 1.750 <EB +0.700 EG+ 89 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <EB + 0.700 EG- 90 AISC- Special 1.000 1.0 D + 1.0 FD+ 1.0 CO + 2.450 <EB + 0.700 EG+ 91 AISC - Soecial 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 <EB + 0.700 EG- Frame Member Sizes + FD + CO + WPB2 + FD + CU + WPB2 + FD + CO + L + WPB2 F-FD+CO+L+WPB2+FL + FD + CO + WPC2 + FD+ CU + WPC2 + FD + CO + L + WPC2 FD+CO+L+WPC2+FL EO++EB> I-FD+CU+E>+EO-+EB> FD+CU+E>+EO-+EB> -FD+CU+<E+EO-+EB> FD+CU+<E+EO-+EB> + FD + CO + EB> + EG+ + FD + CU + EB> + EG- + FD + CO + EB> + EG+ + FD + CU + EB> + EO- D+CO+<E+EO++<EB D+CO+<E+EO++<EB D+CU+E>+EO-+<EB D+CU+E>+EO-+<EB D+CU+<E+EO-+<EB + FD + CO + <EB + EG+ + FD + CU + <EB + EG- + FD + CO + <EB + EG+ FD + CU + <EB + EO- - - Mern. Fig Width FIg Thk Web Thk Depth 1 Depth2 Length Weight Fig Fy Web Fy Splice Codes Shape No. I (in.) (in.) (in.) (in.) (in.) (ft) (p) (ksi) (ksi) it.! Jt.2 1 9.00 0.5000 0.3125 28.00 28.00 26.27 1654.7 55.00 55.00 BP KN 3P 2 8.00 0.5000 0.3125 28.00 28.00 11.83 ) 600.7 55.00 55.00 KN SS 3P 3 8.00 0.5000 0.3125 28.00 28.00 11.83 600.7 55.00 55.00 SS KN 3P 4 9.00 0.5000 0.3125 28.00 28.00 26.27 1662.4 55.00 1 55.00 BP I KN 3P Total Frame Weight = 4518.5 (p) (Includes all plates) Frame Pricing Weight = 4704.2 (p) (Includes all pieces) Boundary Condition Summary - - Member - X-Loc - Y-Loc Supp. X Supp. Y Moment Displacement X(in.) I Displacement Y(in.) Displacement ZZ(rad.) I 4 0/0/0 25/0/0 0/0/0 0/0/0 Yes Yes Yes Yes No No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 Values shown are resisting forces of the foundation. Reactions - Unfactored Load Tvoe at Frame Cross Section: J Type - Exterior Column Exterior Column X-Loc 0/0/0 25/0/0 Grid! - 0rid2 J-3 14 Base Plate W x L (in.) 10x29 II x29 Base Plate Thickness (in.) 0.375 0.375 Anchor Rod QtylDiam. (in.) 4- 1.250 6- 1.500 Column Base Elev. 100-0"1 100-0" Load Type Desc. Hx I Vy Hx Vy I D Frm 0.0 2.1 -0.0 2.1 - - - FD Frm -2.0 -2.4 -2.0 2.4 - - - CO Frm - - - - - - - L> Frm - - - - - - - <L Frm - - - - - - - WI> Frm - - - - - - - <WI Frm - - - - - - - W2> Frm - - - - - - - <W2 Frm - - - - - - - File: 45 10-09-Magellan.FBO Version: 7. If V;7 Reactions Package. Date: 7/7/2009 Time: 8:11:39 AM Page: 36 of 197 CU Frm - - - - - - - FL Frm -8.0 -9.7 -8.0 9.7 - - - L Frm - - - - - - - E> Frm -0.4 -0.4 -0.4 0.4 EG+ Frm 0.3 0.4 0.3 -0.4 - - - <E Frm 0.4 0.4 0.4 -0.4 EU- Frm -0.3 -0.4 -0.3 0.4 - - - WPA1 Brc -0.3 -0.6 -0.3 0.6 - - - WPD1 Brc 0.1 0.1 0.1 -0.1 - - - WPA2 Brc -0.1 -0.2 -0.1 0.2 - - - WPD2 Brc 0.1 0.3 0.1 -0.3 WPBI Brc -0.2 -0.6 -0.2 0.6 - - WPCI Brc 0.0 0.1 0.0 -0.1 - - - WPB2 Brc -0.1 -0.2 -0.1 0.2 - - - WPC2 Brc 0.1 0.2 0.1 -0.2 - - - EB> Brc -10.7 -19.0 -10.8 19.0 <EB Brc 1 9.5 1 15.7 1 9.3 1 -15.7 1 - - - Maximum Combined Reactions Summary with Factored Loads- Framing Note: All reactions based on 2nd order structural analysis using the Diiect Analysis Method X-Loc Grid Hrz left Load Ha Right Load Ha In Load Ha Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 J-3 20.5 76 15.2 89 - - - - 33.8 77 27.4 88 - - - - 25/0/0 J4 20.8 76 14.8 89 - - - - 24.5 89 37.6 76 Sum nf Fnrepe with Rp'tinrq Cheek - cramin Load Type Horizontal Load Reaction (k) (k) Vertical Load Reaction (k) (k) D 0.0 0.0 4.5 4.3 FD 4.0 4.0 0.0 0.0 CU 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 <L 0.0 0.0 0.0 0.0 WI> 0.0 0.0 0.0 0.0 <WI 0.0 0.0 0.0 0.0 W2> . 0.0 0.0 0.0 0.0 <W2 0.0 0.0 0.0 0.0 CU 0.0 0.0 0.0 0.0. FL 16.0 16.0 0.0 0.0 L 0.0 0.0 0.0 0.0 E> 0.7 0.7 0.0 0.0 EG+ 0.0 0.6 0.6 0.0 <E 0.7 0.7 0.0 0.0 EU- 0.0 0.6 0.6 0.0 WPA1 0.5 0.5 0.0 0.0 WPDI 0.1 0.1 0.0 0.0 WPA2 0.2 0.2 0.0 0.0 WPD2 0.2 * 0.2 0.0 0.0 WPB 0.5 0.5 0.0 0.0 WPCI 0.1 0.1 0.0 0.0 WPB2 0.2 0.2 . 0.0 0.0 WPC2 0.2 0.2 0.0 0.0 EB> 21.5 21.5 0.0 0.0 <EB 18.8 1 18.8 0.0 1 0.0 Racn PIet Ciin.n.*r'., X-Loc Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to No. (in.) (in.) (in.) Bolts (in.) Flange Web 0/0/0 J-3 . I 0.375 10 29 4 1.250 A36 OS-0.1875 OS-0.1875 25/0/0 J-4 4 0.375 11 . 29 6 1.500 A36 OS-0.2500 OS-0.2500. Web Stiffener Summary I Mem. Stiff. I Desc. I Loc. IWeb Depthl h/t I a/h I a I Thick. I Width I Side I Welding , I File: 4510-09-Magellan.FBO Version: 7.1f * i,.- Date: 7/7/2009 * a&- . Reactions Package . Time: 8:11:39 AM Page: 37 of 197 1 1 S3 23.90 27.000 N/A N/A N/A 0.5000 4.000 Both - F-FP,W-OS-0.2500 4 1 S3 23.90 27.000 N/A N/A N/A 0.5000 4.000 Both F-FP,W-OS-0.2500 D*I*,l L.*,l &1,*..*.* ir n1 c i,; - End-Plate Dimensions - Bolt -. Outside Flange Inside Flange Mem. it. Type Thick. Width Length Diam. Spec/Joint Gages In/Oul Configuration Pitches lsti2nd Configuration Pitches lstl2nd ID Desc. (in.) ID Desc. (in.) No. No. ________ J)_ (in.) 1 2 KN(Face) 1.000 9.00 32.63 1.125 A325XIPT 4.00 12 Flush 3.00 32 Extended 4.75/3.00 2 1 KN(Face) 1.000 8.00 32.63 1.125 A325X/PT 4.00 12 Flush 3.00 32 Extended 4.75/3.00 3 2 KN(Face) 1.000 8.00 32.63 1.125 A325X/PT 4.00 32 Extended 4.75/3.00 12 Flush 3.00/3.00 4 2 KN(Face) 1.000 9.00 32.63 1.125 A325X/PT 4.00 32 Extended 4.75/3.00 12 Flush 3.00/3.00 - Required Strength - Out Available Strength - Out Required Strength - In AvailableStrength - In - Mem. it. Ld Axial Shear Moment Design Shear Moment Ld Axial Shear Moment Design Shear Moment No. No. Cs (k) (k) (in-k) Proc. (k) (in-k) Cs (k) (k) (in-k) Proc. (k) (in-k) 1 2 90 -8.6 36.8 4092.8 Thick plate 357.8 4204.7 79 -5.1 49.1 5655.7 Thick plate 477.1 .6899.7 2 1 90 -8.6 36.8 4092.8 Thick plate 357.8 4204.7 79 -5.1 49.1 5655.7 Thick plate 477.1 6899.7 3 2 79 -5.1 49.7 5603.9 Thick plate 477.1 6899.7 90 -8.6 35.8 4181.2 Thick plate 357.8 4204.7 4 2 79 -5.1 49.7 5603.9 Thick plate 477.1 6899.7 90 -8.6 35.8 4181.2 Thick plate . 357.8 4204.7 Member From Member Joint 1 From Side Point 1 Part Design Note 0 0 25/10/3 25/10/3 SFB4I06 SFB4I06 Frn** fl-ion M*n,h ('nntrAllina I,nd racp and Mivimiim Cnmhin*d Streccr. ner Memher (I,oeitinnc are frnm mint 1 i Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in Flexure k k in-k in-k k k in-k in-k Flexure 1 23.93 28.00 68 68 17.7 11.6 2373.0 0.0 566.6 92.4 2929.8 677.6 0.83 0.13 2 1.17 28.00 68 68 -'1.6 -19.7 2253.5 0.0 413.2 92.4 5508.4 549.8 0.41 0.21 3 9.50 28.00 68 68 -1.6 -20.2 -2245.5 0.0 413.2 92.4 5508.4 549.8 0.41 0.22 4 23.931 28.001 68 1 68 -21.8 11.8 -2434.71 0.01 111.1 92.4 2745.9 677.6 0.98 0.13 Mem. No. Loc. ft Lx in. LyILt in. Lb in. Ag in.2 Afri in.2 lxx in.4 lyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 i in.4 Cw I in.6 Cb Rpg Rpc Qs Qa 1 23.93 287.20 287.2 287.2 17.44 17.44 2214.33 60.82 158.17 13.52 180.70 20.91 1.03 11498.5 1.40 1.00 1.14 1.00 1.00 3 2 1.17 228.00 28.0 28.0 16.44 16.44 2025.24 42.74 144.66 10.68 166.95 16.66 0.95 8079.65 1.00 1.00 1.15 1.00 0.76 3 9.50 228.00 228.0 228.0 16.44 16.44 2025.24 42.74 144.66 10.68 166.95 16.66 0.95 8079.65 2.25 1.00 1.15 1.00 0.76 4 23.93 287.20 287.2 287.2 17.44 17.44 2214.33 60.82 158.17 13.52 180.70 20.91 1.03 11498.5 1.39 1.00 1.14 1.00 0.96 3 File: 4510-09-Magellan.FBO ' VersiOn: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 38 of 197 1T.. P...,t I A.A. fn. C..n .tinn. I Side -' Units Type Description Magl Loci Offset H or V Supp. Dir. Coef. Loc. I k EB> MEZZ BRACING 6.00 13/0/0 NA NA N RIGHT 1.000 OF 1 k <EB MEZZ BRACING -6.00 13/0/0 NA NA N LEFT 1.000 OF 1 k FL MEZZ FL 8.00 13/0/0 NA NA N RIGHT 1.000 IF I k FD MEZZ FD 2.00 13/0/0 NA NA N RIGHT 1.000 IF 4 k EB> MEZZ BRACING . 6.00 13/0/0 NA NA N RIGHT 1.000 OF 4 k <EB MEZZ BRACING -6.00 13/0/0 NA NA N LEFT 1.000 OF 4 k FL MEZZ FL 8.00 13/0/0 NA NA N RIGHT 1.000 IF 4, k FD MEZZ FD 2.00 13/0/0 NA NA N RIGHT 1.000 IF 3 k EB> MEZZ BRACING . 4.00 0/8/0 NA NA N RIGHT 1.000 OF 3 1 k I <EB IMEZZ BRACING 1 4.00 24/4/0 NA NA N I LEFT 11.0001 OF No. Origin Factor DefH DefV Application I Description User 1.000 150 0 1.0 E> + 1.0 EG- E> + EG- 2 User 1.000 150 0 1.0 <E + 1.0 EG- <E + EG- 3 User 1.000 150 0 1.0 EB> EB> User 1.000 150 0 1.0 <EB <EB 5 System 1.000 0 180 1.0 L L 6 System 1.000 0 180 0.700W1> WI> 7 System 1.000 0 180 0.700<WI <WI 8 System 1.000 0 180 0.700 W2> W2> 9 System 1.000 0 180 0.700 <W2 <W2 10 System Derived 1.000 0 180 0.700WPAI . . WPAI 11 System Derived 1.000 0 180 0.700WPDI WPDI 12 System Derived 1.000 0 180 0.700 WPA2 WPA2 13 System Derived 1.000 0 180 0.700 WPD2 . WPD2 14 System Derived 1.000 0 180 0.700 WPB I . WPBI 15 System Derived 1.000 0 180 0.700 WPCI WPCI 16. System Derived 1.000 0 180 0.700 WPB2 . WPB2 17 System Derived 1.000 0 180 0.700 WPC2 WPC2 18 System 1.000 60 0 0.700 WI> Wi>.. 19 System 1.000 60 0 0.700 <WI <Wi 20 System 1.000 60 0 0.700 W2> W2> 21 System 1.000 60 0 0.700<W2 <W2 22 System Derived 1.000 60 0 0.700WPAI WPAI 23 System Derived 1.000 60 0 0.700 WPDI . WPDI 24 System Derived 1.000 60 0 0.700 WPA2 WPA2 25 System Derived 1.000 60 0 0.700 WPD2 WPD2 26 System Derived 1.000 60 0 0.700 WPB WPB 27 System Derived 1.000 60 0 0.700 WPC WPCI 28 System Derived 1.000 60 0 0.700 WPB2 WPB2 29 System Derived 1.000 1 60 1 0 10.700 WPC2 . WPC2 File: 4510-09-Magellan.FBO Version: 7.1f ,. I Description Ratio I Deflection (in.) IMemberl Joint I Load Case I Load Case Description IM Horizontal Deflection (H1163) 1 839 1 2 3 EB> Max. Vertical Deflection for Span I (L/99999) . 0.000 4 2 17 WPC2 '• * : Reaction's Package -' Date: 7/7/2009, Time: 8:11:39AM, Page: 40 of 197, 'I - Loads and Codes - Shape: FBO . City: Carlsbad County: San Diego State:' i California Country: United States '. Building Code: 2007 California Building Code Built Up: OSAISC - ASD Rainfall: 4.00 inches per hour Based on Building Code: 2006 International Building Code Cold Form: 04A151- ASD . .. Building Use: Standard Occupancy Structure Dead and Collateral Loads Live Load - Collateral Gravity:5.00 psf Roof Covering + Second. Dead Load: 2.39 psf Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf 'Frame Weight (assumed for seismic): 10.00 psf .. . • Wind Load ' - Snow Load ' Seismic Load ' Wind Speed: 90.00 mph Ground Snow Load: 0.00 psf Mapped Spectral Response - Ss: 117,40 %g Wind Exposure (Factor): C (0.959) . Design Snow (Sloped): 0.00 psf - . Mapped Spectral Response - S 1:44.40 %g Parts Wind Exposure Factor: 0.959 Snow Exposure Category (Factor): I Fully Exposed Seismic Hazard / Use Group: Group I ' (1.00) Wind Enclosure: Enclosed Snow Importance: 1.000 Seismic Importance: 1.000 ' Wind Importance Factor: 1.000 Thermal Category (Factor): Heated (1.00) , Seismic Performance / Design Category: D Topographic Factor: 1.0000 Ground / Roof Conversion: 1.00 Framing Seismic Period: 0.0000 % Snow Used in Seismic: 0.00 Bracing Seismic Period: 0.2352 NOT Windborne Debris Region Seismic Snow Load: 0.00 psf Framing R-Factor: 3.5000 • .. - ' ' Base Elevation: 0/0/0 . Unobstructed, Slippery Roof Bracing R-Factor: 3.2500 ' Primary Zone Strip Width: N/A ' ' ' Soil Profile Type: Stiff soil (D,'4). • Parts / Portions Zone Strip Width: N/A . ', Diaphragm Condition: Flexible ' * • Basic Wind Pressure: 16.90 psf . Frame Redundancy Factor: 1.3000 • ' • Brace Redundancy Factor: 1.3000 ' Frame Seismic Factor (Cs): 0.1792 x W - USR . . Brace Seismic Factor (Cs): 0.2481 x W' • • '; . - Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Bfilding Official or Project Engineer to obtain all code and, '. loading information for this specific building site. , ,, . , ' * • * * • ' S , 5.., Design Load Combinations - Purlin * ' . • - No., . Origin Factor Application Description System 1.000 1.0D+ 1.0CG+ 1.0L •. D+CG+L • 2 System 1.000 1.0D+ 1.0CG+ 1.0WI> . . , - D+CG+WI> . 3 System 1.000 1.0D+ 1.0CG+ 1.0<W2 , D+CG+<W2 I 4 System • 1.000 0.600 D + 0.600 CU + 1.0WI> ' • - D'+CU+WI> 5 System 1.000 0.600 D + 0.600 CU + 1.0,<W2 • • - D + CU + <W2 - '' • '6 - System 1.000 1.0D+ 1.0CG+0.750L+0.750W1> ,. • ' . D+CG+L+Wl>. 7 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W2 '' • * ' D + CG + L + <W2 8 System Derived 1.000 1.0'D+ 1.0CG+ 1.0WPAI D+CG+WPAI * 9 System Derived 1.000 0.600 D + 0.600 CU + 1.0WPAI D+CU+WPAI 10 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPAI ' ' • D + CG + L + WPAI . II System Derived * 1.000 1.0 D + 1.0 CG + 1.0 WPDI , . D + CO + WPDI 12 Syste m Derived 1.000 0.600 D + 0.600 CU + 1.0WPDI - • D+CU+WPDI 13 SystdmDerived 1.000 1.0D+1.0CG+0.750L+0.750WPDI .• ' D+CG+L+WPDI 14 System Derived 1.000 1.0D+ 1.0CG+ 1.0 WPA2 • • ,, D+CG+ WPA2 . -' 15 System Derived • 1.000 0.600 D + 0.600 CU + 1.0 WPA2 ' . * - * '. . * D + CU + WPA2 * 16 System Derived 1.000 1.0D+ 1.00G+0.750L+0.750WPA2 ' * ', D+CG+L+WPA2 17 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD2 • . D + CG + WPD2 • - 18 * System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 ,' D+CU+WPD2 19 System Derived 1.000 1.0 D+ 1.0 CG + 0.750 L + 0.750 WPD2 , , * ' D + CO + L + WPD2 20 ' System Derived 1.000 1.0D+ 1.0CG+ 1.O WPB I • ' D+CG+WPBI 21 System' Derived 1.000 0.600 D + 0.600 CU + 1.O WPB I ' . D+CU+WPBI ' 22 System Derived • 1.000 1.0D+ 1.00G+0.750L+0.7SO WPB I * ' D+CG+L+WPBI 23 System Derived 1.000 1.0 D + 1.0 CO + 1.0 WPCI' * ', - D + CG + WPCI , * 24 System Derived 1.000 '0.600 0.600D+0.600CU+ 1.0WPCI * D+CU+WPCI • ' 25 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L+ 0.750 WPCI D + CO + L'+ WPCI - 26 System Derived 1.000 1.0D+ 1.0CG+ 1.0 WPB2 ' • . D+CG+WPB2 27 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB2 ' ' * * - D + CU + WPB2' 28 System Derived 1.000 1.0D+ 1.00G+0.750L+0.750WPB2 . . , D+CG+L±WPB2 , 29 System Derived 1.000 - * , . .. 1.0 D + 1.0 CG + 1.0 WPC2 , D + CG + WPC2 - • 30 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC2 . - - D + CU + WPC2 * p , , • • ' •• • . * • * .1 File: 4510-09-Magellan.FBO • . • • ' ' - 7. If - ,. . ' • - . • . , - '. • ' , • • S A - 4 • - A' , ,s. . - A 5 A. •A 4A 'A Date: 7/7/2OO9..'. A - : - ,'A • Reactions Package 4 Time 81139AM 'A 'Páge:41 of 197, • . • 31 .Sysm Derived 1.000 1.0D+ 1.0CG+0.750L+0.750WPC2 . : D+CG+ LWPC2 - -32 . System Derived 1.000 I.0D1-1.0CG+0.700EB>+0.700EG+ D+CG+EB>+EG+.." I 33 System Derived '1.000 0.600 D + 0.600 CU + 0.700 EB> + 0.700 EG- D+CU+EB>+EG: -' • 34 System Derived 1.000 1.0 D + 1.0 CG + 0.700 <EB + 0.700 EG-I- D + CG + <EB + EG+ L35. System Derived 1.000 0.600 D +0.600 CU + 0.700 <EB +0.700 EG D + CU + <EB + EG A . 'A - •, •'A' • DesienLoad Combinations -Girt 1, A - - '-. . - -, A -. • A Deflection Load Combinations- Purlin ' - . . •, •4 No. 'A Origin Factor Deflection .. . Application Description 1' System 1.000 150 1.0 L L Deflection Loa d' Combinations -Girt ' • - . "' A 'A ' . A -, :1. 'i ;.' - A * " ' -'A- • ,3" •• ' .A • • 4 A A - 'A. . • ...' .- A '• - A ' - . '• .•, '.A. A 4 - - . - ' . •. . A. - -- '' - , - I' ' -. *' A-' - A '•' •.'A '-- A ' - A , A- A, I A - A A 4 A . . . . ' • 1 . •, - -. •! - - ' A :A A •t 4 . 3, 3, • . . A. . 'A , , g. '• - A A '•. 'A 'A ' A . . pA 3A ': ' - - ' . . A' . A , A 'A-•I , . •AA A' , 'A ' • a A - - A A. ft 4 A' e . '. I ' A ' .3 . . '• $4 A ,., r A • . ' - - A . , ' . 'A A', - A 4 ', , • - -' A . . A A, ,_ A '' ,, - , . A A - ' , •,, A , , A j 'A1 4 - ' ' A 1 , ' : - •"tf " ,4AfrA • A A A - 'A A- . , •A ,,- - , , . A -.' : . . ".• A ' ' A-" 'A ' '. A A A • A 'A ,. ' ' '" • A ' A A A 44 ,.-• ,,, '. 'A ' •A . A. -- -- " A $ kA.A.. . A . L'' ' '• .: i A • •''' , $_AAçA IA - 'A , . , ._4 . - . . • - ' A A A A IA .'•'.A - :.A •,rA.,$, A- •' '', - ' - File 4510.,,09 Magellan FBO - ,' A, 5 3 . A '• - 'A A • 4,, A$' A Version 7 if 4,' * - A A A'.'' 'AA - - -- A41 ' ' 'A,-', - ,, - •,. A AA •'A A $ - - $ A . Jy• $ ' . - - - - A ' 'A - - - 'A -. ,'. d' .,'A • - - A A .. - A 'No. -.Origin Application Description _--- 2 System 1.000 System _Factor 1.000 1.0 1.0 WI> _I.0<W2 -• _, _. _-. WI> <W2____'- _ $-.'•.,.A .'A No. . Origin Factor 4 , Deflection .. Application Description ,2 System System 1.000 1.000 90 90 '0.700<W2' 0.700 WI> - ' A WI> . - <W2 A A S . .p . ;. . S .', . * 0 0 - * W Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 46 of 197 IN I Dimension Key I 55/16 2 4-57/16 3 1 1/4" 4 1-4 1/4" 5 0-0' 6 3-6" Maximum Secondary Designs for Shane FBO on Side 7 Des Len Description Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id (ft)Status (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs Bnd Shr Cmb 1 Wcp Cs 1,1 20.05 8.50x0.120 FB Sim Yes 0 0.28 0.00 0.28 0.00 1 2,1 3.50 8.500.059 Z Sim Yes 0 0.07 0.00 0.04 0.00 1 3,1 3.50 8.500.059 Z Sim Yes 0 0.06 0.00 0.03 0.00 1 4,1 3.50 8.500.059 Z Sim Yes 0 0.06 0.00 0.03 0.00 1 5,1 11.50 8.500.059 C Sim Yes 0 0.09 0.00 0.00 0.00 1 6,1 2.50 8.500.059 Z Sim Yes 0 0.02 0.00 0.01 0.00 1 7,1 15.00 8.500.073 Z Sim Yes 0 1 1.02 0.27 10.68 10.00 1 Maximum Secondary Deflections for Shape FBO on Side 7 Design Id I Segment Deflection(in.) Ratio Location(ft) Load Case Description 1 1 0.35 (L/696) 10.00 . I WI> 2 1 - - - - - 3 1 - - - - - 4 1 - - - - - File: 45 10-09-Magellan.FBO Version: 7. If 4 4 FU + I. Des Len Description Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld ,Lap- Id 5 Bnd SI p (11) Cs Bnd S Cmb p Cs Bnd Shr Cmb Wcp Cs I 1 2005 MOO. 120 FB Sim Yes 0 020 000 020 0.00 1 21 450 850x0059ZSim Yes 0 001 011 011 000 1 31 450 850x0059ZSim Yes 0_' 001 009 009 000 I 4,1 4.50,8.500.059 Z Sim Yes 0 0.01 0.09 0.09 0.00 I 51 700 850x0059CSim Yes 0 003 000 000 000 1 52 2200 850x0059CSim Yes 0 029 000 000 000 1 53 1650 850x0059C Sim, Yes 0 017 000 000 000 1 6,1 11.50 8.500.059 Z Sim Yes 0 057 028 0.63. 000 1 71 2200 850x0059ZCon Yes 12 ' 059 000 041 000 1 029 016 0.33, 000 1 12 .7,2 16.jOl 8.500.059Z Con Yes 12 0.29 0.14 0.33 0.00 1 12 0.46 0.26 0.53 0.00 1 4.. Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 49 of 197 TLT TTI Myim.im Senndry npqionq for Shine FRO on Side 9 Des Len Description - Design Detail Lap Exterior I Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id (Ii) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 1.00 8.500.059 Z Sim Yes 0 0.01 0.00 0.00 0.00 1 2,1 1.00 8.500.059 Z Sim Yes 0 0.00 0.00 0.00 0.00 1 Maximum Secondary Deflections for Shape FBO on Side 9 File: 4510-09-MagellanFBO . Version: 7.1f Date: 7/7/2009 Reactions Package Time: 8:U:39AM Page: 50 of 197 Design Id Segment Detlection(in.) Ratio Location(ft) Load Case Description 2 File: 4510-09-Magellan.FBO Version: 7. If -t 4 1 ( (I 4 4- - . I V Dáte:7/7/2009 ...' Reactions Package V ,Time:8:ii:-39AM- - Page: 52 of 197, ) - 4 - - - IL ,4 4 - V NBVP ane V C V F VV V V -- • . . V. V, .. V.Vi V V V V VV V VVVV . . . - V • V .VV V 4Vt -. V V V V V V ••• V . VVV V V -' •J _V V44 , V V V V V .V - •'V V -: V V V - •V F I V V • :V / I I V V •V * V - V V File 4510 09 Magellan FBO . Version 7 if, V V . V •V V •*•V V •V V V Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 53 of 197 iüTT2 __ TT 11TT ___ TI T 1 1 WI 2B1 1 Wi 282 Dimension Key I l'-O" 2 6" 3 83/4" 4 4-5 7/16" 5 8 5/16" 6 93/16" 7 0-0" 8 4-6" %Tgvim .ini Carnnd.rii flpcianv fnr Qhinn run nn chIn 1 Des Len Description Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Cmb ShrcmbWpcs Shr 1,1 26.00 8.500.059 C Sim Yes 0 0.39 0.00 0.00 0.00 1 1,2 15.50 8.500.059 C Sim Yes 0 0.15 0.00 0.00 0.00 1 2.1 26.00 8.50x0.059ZCon Yes 12 0.88 0.38 0.96 0.00 1 0.39 0.11 0.41 0.00 1 12 2,2 20.00 8.50x0.082ZCon Yes 12 0.39 0.14 0.41 0.00 1 12 0.96 0.20 0.70 0.00 1 3,1 20.05 8.50x0.120 FB Sim Yes 0 0.35 0.01 0.35 0.00 1 4,1 4.50 8.50x0.059ZSim Yes 0 0.00 0.12 0.12 0.00 1 5,1 4.50 8.50x0.059 Z Sim Yes 0 • 0.00 0.10 0.10 0.00 1 6,1 4.50 8.50x0.059 Z Sim Yes 0 0.00 0.06 0.06 0.00 1 7,1 4.50 8.50x0.059 C Sim Yes 0 0.00 0.06 0.06 0.00 1 Maximum Secondary Deflections for Shape FBO on Side 12 1 I I 1 0.43 1 (L/733) I 13.00 I I I WI> File: 4510-09-Magellan.FBO Version: 7. If n$;ifp. '7/7t)I')I')O keac1ionPackage •Time8:11:39AM' Page: 54 of 197' • - - . , . 1 2 0.06 (L/3237) 34.00 1 . - ,WI> 2 1 0.45 (L/668) - 11.00 1 ".' . Wi> . -- 2 '2 0.45 (L/519) 38.00 1 . '. , WI> ' 3 1 0.43 (L/564) 10.00 1 , WI> 4 , . 1 5 1 . - . -. 4,. - 4 '4 7 I - -• - . - '1' ----44 . .--,'-. ,'-.' -,-•_,-.-4-, : r -''. •-.". . : ,- . . .•-•..--'.-,"-'---- .. . - . 4* . .- . 4.4 4 -4' 4 4 ' . 4., -i " - ''1•t' - -; .. ."-, : •' * $ , -.-- . ' . _*I '•. .--• ...4., ,., 4' f 1 . . • 4 '.4 ., , 4. .4. - -: .'.' : • - . . . -.. - - ,,._ '-,,. 0 , .. . . . 4 '4 • 'O,, 0 , 4- , . . , .. . . .. , . -.. . • . 0 , ' , ,. 4. .4 . - .I . . - ' . . .' -. 4 . * '• * - .4 . 4.. . , • A . '' .. , U , . . 4. . 4 :4-' ,. . U S. . . . , ,.0 .' .4. -4, ''., '-•' 4 , 5* . •, S. - 71 lot - 4 I 4' -S •• -. 4 , . * . -. - OS.,.'' . 4',,. - - . - • , 4' File: 4510-09-Magellan.FB6 .. , . ' - - . ' Version: 7.1f ;5 j .- - - •..- . :- :., Date: 7/7/2009 Reactions Package - - Time: 8:11:39 AM '-Page: 55of197 ir TTT 1T. •TITTTTT 'l - .5 ...-' . -- .. .•- . . - _ - 1,1 - - ..,.- #' Z : L /// / ,... . •. _____ lit '7; .5 - l......,_?_- - - - - . '• .t - - -5 - - • - '-• - Dimension Key 1 5 5/16 . .2 4-1 13/16 3 4 7/8 4 1-41/4 •- . - . 5 2-11" ' ,- . .• . 60.0 5 •-: i. S - I - .* . 5, Maximum Secondary Desiens for Shape FBO on Side 13 S . Maximum Secondary Deflections for Shape FBO on Side 13 - ., .• Des Len Description Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Status BBndShrCmbpc Bnd 1,1 20.05 8.50x0.120 FB Sim Yes 0 . . 0.27 0.00 0.27 0.00 I 2,1 2.92 8.500.059 Z Sim Yes 0 . 0.05 0.00 0.03 0.00 I 3,1 2.92 8.500.059 Z Sim Yes 0 ' 0.04 0.00 0.02 0.00 1 . 4,1 2.92 8.500.059 Z Sim Yes 0 0.04 0.00 0.02 0.00 1 5,1 11.50 8.500.059 C SimYes 0 - 0.09 0.00 0.00 0.00 I 6,1 1.92 8.50x0.059 Z Sim Yes 0 " 0.01 0.00 0.01 0.00 1 7,1 14.42 8,50x0.073 Z Sim Yes 0 . 0.86 0.00 0.00 0.00 1 I. Design Id Segment Deflection(in.) Ratio Location(ft) Load Case . . Description . I 1 1 0.33 (L/722) 10.00 I . Wi> - 2.:- .3 1 4 1. 5 * ' 1 . 0.00 (L/7041) 6.00 1 . WI>' - 6 . I 7 1 0.29 (L/599) , 6.50 - 1 - • 'WI> . • -" File 4510 09 Magellan FBO Version 7 If $ S. • - . - .-• -; ::- I -" - 4. -- Date 7/7/2009 Reactions Package ., Time: 8:11:39 AM' Page: 57 of 197, f:A I . . - 4 • I_ j',, * . : - i •, 14 ic . N:: // __________ \71/ N / 771 __ X IX\ xx 4 L - i c N R2 __________________ AA A 6 - , • A I / RA Ac V CC ; ..•. .A.1>(4. A? R4 17 2 1 I 9n 7fl7 - 7O 2 CC 9;1 >< 17 A 14 4 - •-.- - •. . i .. ic'-" 22-fl" lfl'-R" 1j)" 11-fl" ' 1g.-A" 26-fl" " i" -, - .• • - . •. -. Maximum Secondary Designs for Shape FBO on Side A -- Des Len - - Description Design Detail Lap Exterior Interior . Exterior % % % % Ld Lap % % % % Ld % % % I % Ld Lap Id (ft) Bnd Stir Cmb Wc Cs Bnd Shr Cmb Wcp Cs Bnd Shr Cmb p Cs 1,1 15.75 8.500.059Z Con Yes 12 0.90 0.00 0.50 0.00 4 0.56 0.24 0.45 0.00 4 12 1,2 22.00 8.50x0.065ZCon Yes 36 0.56 0.20 0.43 0.00 4 18 0.23 0.14 102 0.00 32 0.67 0.21 0.49 0.00 4 -18 1,3 23.00 8.50x0.082ZCon Yes 36 0.67 0.25 0.51 0.00 4 12 0.81 0.55 0.98 0.00 7 0.09 0.06 0.43 0.00 32 12 1,4 19.50 8.500.082 Z Con Yes 12 0.37 0.15 0.29 0.00 4 12 0.87 0.32 0.66 0.00 4 0.71 0.13 0.49 0.00 4 12 1,5 25.25 8.500.082 Z Con Yes 48 0.65 0.25 0.69 0.00 7 48 0.99 0.00 0.00 0.00 7 2,1 14.83 8.50x0.059ZSim Yes 0 0.52 0.00 0.00 0.00 4 3,1 15.75 8.500.059ZCon Yes 12 . 0.56 0.31 0.63 0.00 7 0.39 0.16 0.60 0.67 7 12 3,2 22.00 8.500.065 ZCon 'Yes 36 0.39 0.27 0.60 0.67 7 24 0.88 0.50 1.01 0.00 7 0.63 0.31 0.88 0.92 7 '24 3,3 -23.00 - 8.500.082 Z Con Yes 36 0.63 0.28 0.88 0.92 7 12 0.83 0.55 0.99 0.00 7 0.53 0.17 0.44 0.48 7 - 12 3,4 19.50 8.50x0.082ZCon Yes 12 0.41 0.11 0.44 0.48 7 12 0.97 0.18 0.72 0.00 .7 0.58 0.10 0.52 0.49 '7 12 3,5 ' 25.25 8.500.082 Z Con Yes 12 0.58 0.16 0.52 0.49 7 12 0.87 0.00 0.69 0.00 7 4,1 13.64 8.500.059 Z Sim Yes 0 0.55 0.00 0.00 0.00 4 . . 5,1 12.45 8.500.059 Z Sim Yes 0 0.44 0.00 0.23 0.00 4 - - 6,1 21.50 8.50x0.073ZCon Yes 12 0.59 0.16 0.35 0.00 7 0.55 0.10 0.31 0.00 7 12 6,2 22.00 8.500.065 ZCon Yes 36 0.54 0.19 0.35 0.00 7 36 0.86 0.50 1.00 0.00 7 0.69 0.32 0.77 0.00 7 36 6,3 23.00 8.50x0.082ZCon Yes 36 0.69 0.33 0.77 0.00 7 18 0.94 0.00 0.63 0.00 7 0.50 0.33 0.60 0.00 7 18 6,4 19.50 8.500.082 Z Con Yes 12 0.50 0.28 0.57 0.00 7 12 0.81 0.52 0.96 0.00 7 0.45 0.13 0.47 0.00 7 12 6,5 31.00 .8.500.092 Z Con Yes 24 0.45 0.16 0.48 0.00 7 24 0.73 0.00 0.00 0.00 7 7,1 11.26 8.50x0.059ZSim Yes 0 0.00 0.18 0.00 0.40 7 8,1 21.50 8.500.082 Z Con Yes 12 . . 0.57 0.14 0.81 0.87 .7 0.55 0.09 0.41 0.43 7 12 8,2 22.00 8.500.065 Z Con Yes 36' 0.53 0.15 0.41 0.43 7 36 0.87 0.49 1.00 0.00 7 0.69 0.32 0.97 1.02 7 36 8,3 23.00 8.500.082 Z Con Yes • 36 0.69 0.33 0.97 1.02 7 18 0.97 0.00 0.65 0.00 7 0.50 0.33 0.80 0.92 7 . 18 8,4 19.50 8.50x0.082ZCon Yes 12 0.50 0.28 0.80 0.92 7 12 0.77 0.49 0.91 0.00 7 0.53 0.14 0.66 0.63 7 - 12 8,5 31.00 8.50x0.092ZCon Yes 36 0.53 0.18 0.66 0.63 7 36 0.50 0.18 0.86 1.00 7 9,1 10.07 8.50x0.059ZSim Yes 0 0.00 0.16 0.00 0.36 7 - '• • - -. - - . . • -' . - File: 4510-09Magellan.FBO - . - - - - Version: 7. If - - ,.,, . .•, - 4.. • . - - A,- - • - . . •-, - - • . - Reactions 'Pad :age Date: 7/7/2009 Time: 8:11:39 AM Page: 58 of 197 10,1 8.88 8.500.059 Z Sim Yes 0 11,1 7.70 8.50x0.059ZSim Yes 0 12,1 21.50 8.500.082 Z Con Yes 12 12,2 22.00 8.504.065 Z Con Yes 36 0.50 0.15 0.31 0.00 7 12,3 23.00 8.500.082 Z Con Yes 36 0.70 0.34 0.78 0.00 7 12,4 19.50 8.500.082 Z Con Yes 12 0.48 0.27 0.55 0.00 7 12,5 31.00 8.50x0.092ZCon Yes 36 0.53 0.18 0.56 0.00 7 13,1 7.42 8.500.059 Z Sim Yes 0 14,1 8.00 8.500.059 Z Sim Yes 0 15,1 10.83 8.50x0.059ZSim Yes 0 16,1 3.01 8.500.059 Z Sim Yes 0 17,1 13.83 8.500.059 Z Con Yes 12 17,2 22.00 8.500.065 Z Con Yes 36 0.34 0.24 0.59 0.71 7 17,3 23.00 8.500.082 Z Con Yes 36 0.66 0.28 0.86 0.85 7 17,4 19.50 8.500.082 Z Con Yes 12 0.69 0.16 0.69 0.72 7 17,5 31.00 8.500.082 Z Con Yes 18 0.64 0.16 0.58 0.54 7 18,1 1.89 8.500.059 Z Sim Yes 0 19,1 9.06 8.500.059 Z Sim Yes 0 20,1 22.00 8.500.073 Z Con Yes 12 20,2 23.00 8.500.082 Z Con Yes 36 0.64 0.23 0.82 0.78 7 20,3 19.50 8.50x0.082ZCon Yes 12 0.46 0.17 0.67 0.72 7 20,4 31.00 8.50x0.092ZCon Yes 12 0.45 0.15 0.56 0.54 7 21,1 22.00 8.500.059 Z Con Yes 18 21,2 23.00 8.500.082 Z Con Yes 36 0.59 0.30 0.82 0.85 7 21,3 19.50 8.500.082 Z Con Yes 12 0.39 0.21 0.63 0.73 7 21,4 31.00 8.50x0.065ZCon Yes 12 0.44 0.23 0.61 0.64 7 22,1 22.50 8.500.059 EZ Sim Yes 0 22,2 23.00 8.500.059 EZ Sim Yes 0 22,3 19.50 8.500.082 EZ Sim Yes 0 22,4 31.00 8.500.092 EZ Sim Yes 0 23,1 11.50 8.500.059 Z Sim Yes 0 24,1 11.00 8.500.059 Z Sim Yes 0 25,1 20.00 8.500.059 Z Sim Yes 0 26,1 11.00 8.50x0.059ZSim Yes 0 27,1 10.00 8.500.059 Z Sim Yes 0 28,1 5.00 8.500.059 C Sim Yes 0 29,1 4.771 8.500.059 C Sim Yes 0 0.00 0.14 0.00 0.31 7 0.00 0.12 0.00 0.27 7 0.77 0.14 0.42 0.00 7 36 0.89 0.50 1.01 0.00 7 18 0.99 0.00 0.67 0.00 7 12 0.77 0.49 0.91 0.00 7 36 0.78 0.00 0.00 0.00 7 0.27 0.00 0.14 0.00 4 0.19 0.15 0.63 0.84 7 0.00 0.30 0.00 0.67 7 0.00 0.05 0.00 0.11 7 0.69 0.34 0.58 0.00 2 12 0.81 0.44 0.93 0.00 7 36 0.92 0.00 0.73 0.00 7 12 0.95 0.20 0.72 0.00 7 18 0.96 0.00 0.76 0.00 7 0.00 0.03 0.00 0.06 7 0.91 0.00 0.47 0.00 4 0.89 0.39 0.97 0.00 7 24 0.90 0.38 0.98 0.00 7 12 0.93 0.31 0.91 0.00 7 12 1.00 0.00 0.67 0.00 7 0.84 0.47 0.96 0.00 7 18 0.78 0.55 0.95 0.00 7 12 0.89 0.37 0.88 0.00 7 12 1.00 0.00 0.67 0.00 7 0.33 0.00 0.00 0.00 7 0.36 0.00 0.00 0.00 1 0.06 0.00 0.99 0.00 32 0.08 0.00 0.86 0.00 32 0.47 0.00 0.24 0.00 4 0.05 0.00 0.17 0.00 32 1.02 0.00 0.69 0.00 7 0.35 0.16 0.61 0.71 7 0.40 0.00 0.00 0.00 4 0.27 0.04 0.06 0.00 4 0.25 0.04 0.06 0.00 4 0.52 0.09 0.29 0.00 7 12 0.70 0.32 0.78 0.00 7 36 0.48 0.34 0.59 0.00 7 18 0.55 0.09 0.55 0.00 21 12 0.34 0.22 0.59 0.71 7 12 0.66 0.19 0.86 0.85 7 12 0.69 0.21 0.69 0.72 7 36 0.64 0.12 0.58 0.54 7 12 0.64 0.19 0.82 0.78 7 12 0.46 0.22 0.67 0.72 7 24 0.45 0.12 0.56 0.54 7 12 0.59 0.26 0.82 0.85 7 18 0.39 0.27 0.63 0.73 7 18 0.44 0.18 0.61 0.64 7 12 M2vi,n,Im Spcnnsl,.ry FWpflpvfinnc for Shnne FRfl on Side A Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description 1 -0.10 (L/1773) 5.75 1 L 1 2 -0.37 (L/722) 26.25 1 . L I 3 -0.33 (L/831 ) 49.75 1 L 1 4 0.16 (L/1487) 74.75 I L 1 5 -1.16 (L/259) 94.25 1 L 2 1 -0.18 (L/999) 7.50 1 L 3 1 0.06 (L/2926) 11.75 1 L 3 2 -0.40 (L/660) 25.75 1 L 3 3 -0.48 (L/578) 50.75 1 L 3 4 0.26 (L/891 ) 72.25 1 L 3 5 -1.05 (L/287) 93.75 1 L 4 1 -0.15 (L/I103) 7.00 I L 5 1 -0.10 (L11451 ) 6.00 1 L 6 1 0.10 (L/1835) 14.50 1 L 6 2 -0.37 (L/719) 31.50 1 L 6 3 -0.49 (L/567) 55.50 1 L 6 4 0.08 (L/2895) 82.00 1 L 6 5 -0.69 (L/437) 99.00 1 L 7 I -0.07 (L/1960) 5.50 1 L 8 1 0.09 (L/1976) 14.50 1 L 8 2 -0.36 (L/738) 31.50 1 L 8 3 -0.52 (L/527) 55.50 1 L 8 4 0.14 (L/1702) 81.00 1 L 8 5 -0.92 (L/327) 99.50 I L 9 1 -0.04 (L/2738) 5.00 I L 10 . 1 0.00 (L/3994) 4.50 1 L File: 4510-09-Magellan.FBO Version: 7. If Bay - Thickness Force(k) . Ld Case 4 Purlins Length Simple? - Diaphragm Width Allowable Defl Actual Defi 1 0.059 -18.35 1 12 - 21.50 N 52.84 0.717 0.223 - 2 - 0.065 -21.33 1 12 - 22.50 N 52.84 0.750. 0.279 3 0.059 -0.97 1 0 11.50 ' Y . 52.84 . 0.383 ' 0.006 4 • - 0.082 -25.48 1 - 13 23.00 N - 52.84 0.767 0.359 0.082 -20.72 1 12 20.00 - N 52.841 0.667 0.254 6 0.092 1 -20.79 1 9 1 31.00 1 ,- N 52.84 1 1.033 . -. 0.397 Frm-Line Force(k) Anch. Allow Required Clips Actual Clips Diaphragm Allow Diaphragm Shr -Stress 1 -0.89 0.99 ' 2 2 0.018 - 0.017 0.933 - 2 - -1.27 . 2.27 - 2 , 3 - 0.018 ' 0.012 ' - 0.667 3 -0.62 1.14 - 1 3 - 0.018 0.006 - 0.327 4 -1.02 1.14 1 3 • .0.018 • 0.010 0.535 .5 -1.06 1.14 1 - -3 0.018 0.010 -0.558 Date 7/7/2009 V Reactions Package Time 8:11:39 AM Page: 59 of 197 " 11 1 000 (L/6157) 400 1 L 4 12 1 0.10 (L/1902) 13.50 1 L . . -. . 12 2 -0.35 (L/755) 31.50 1 -. . " L 12 3 -0.52 (L/532) 55.50 1 . '. 'H L 12 4 0.14 (L/1708) 81.00 1 . . L 12 5 -0.92 (L/327) 99.50 1 - L- 13 1 0.00 (L/6883 ) 3.50 1 . 14 1 - . - - - 15 1 0.09 (L/1385) 5.50 1 L 16 I - . 17 1 -0.07 (L/2533) 4.50 1 -. L 17 2 -0.31 (L/852) 23.83 1 . , L .. 17 3 -0.38 (L/736) , 47.83 1 . - -' L •, - 17 4 0.16 (L/1485) 72.83. 1 . - L 17 5 -1.10 . (L/273) 91.83 - I L . 18 . 1 - 19 1 -0.08 (L/1279) 4.50 1 L' • 20 1 -0.64 (L/411 9.00 1 20 ' 2 -0.30 (L/913) 35.00 1 ' , ., L ,. 20 3 0.13 (L/1813) 60.00 1 . 20 4 -0.99 (L/303) 78.00 1 - L . .', 21 1 -0.49 (L/535 ) 9.00 1 II L . ., . 21 2 -0.27 (L/1030) 35.00 . I -'i. L - • 21 3 0.11 (L/2073) 60.00 1 - . L 21... 4 -0.87 (L/345). 78.00, 1 - ,•.-•' L 22 1 -0.39 (L/685) 11.50 ' I , '' L . 22 2 -0.46 (L/599) . 34.00 1 ' •. ' L • - 22 3 -0.17 (L/1403) 55.00 1 . - L 22 4 - -0.35 (L/864) 77.00 . 1- . . L 23 1 -0.07 (L/1844) 5.50 1 • L • - 24 1 0.00 (L/4979) . 5.50 1 , L - . 25 ' 1 -0.62 (L/378) . 10.50 . I . . L 26 27 1, 1 . - -0.04 -S (L/2799) - 5.00 1 - - .. L 28 1 - - . . - - S - . •• - 29. 1 Purlin Anchorage Forces for Shape FBO, Roof A. Panel Tvoe is SSR. Pitch = -0.250:12 S. .5.. I., Des Len Description - Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id (It) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 15.19 1.8.500.059 EZ Sim Yes 0 0.15 0.00 0.00 0.00 I 2,1 14.04 8.500.059 Z Sim Yes 0 0.73 0.00 0.45 0.00 4 Maximum Secondary Deflections for Shape FBO on Side 7 Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description 1 1 - -0.08 (L/2172) 750 I L - .. 2 1 -021 (L/817) 700 1 L - - Purlin Anchorage Forces for Shape FBO, Roof Wall: 7-Canopy 1, Panel Type is PR, Pitch = -0.250:12 Bay Thickness Force(k) Ld Case # Purlins Length Simple?,, I Diaphragm Allowable De fi Actual Defi Width . - Frm-Line I Force(k) I Anch Allow I Required Clips I . Actual Clips I Diaphragm Allow I Diaphragm Shr I Stress I, A. 5.5 5 . ' .. .-•'' S 5• 5 '5. - . ,. . S .. - . . . •: .. I . .5 5 5 4 - 5 • - * * I 5••5 - 5. File: 4510-097Magellan.FBO - Version: 7. If . , . ' •" * T •* ' 5, . 5 5 • 5 5 - S. • - . - 4 Des Len Description Design Detail Lap Exterior Interior Exterior. % % % % Ld Lap % % % % Ld % % % % Ld Lap Status Cmb Wcp Cs Bnd Shi Cmb WcI5 c i 11 II 50 8.500.059 EZ Sim Yes 0 0.10 0.00 0.00 0.00 4 1,2 22 00 8.500.059 EZ Sim Yes 0 041 0.00 0.00 0.00, 4 13 1919 850x0059EZ Sim , Yes 0 019 000 000 000 4 21 1150 850x0059ZSim Yes 0 001 004 037 055 7 31 2200 850x0059Z Con Yes 12 084 000 000 000 4 045 026 066 070 7 12 3,2 18.04 8.50x0.059Z Con Yes . 12 0.45 0.21 0.66 0.70 7. 12 0.76 0.37 0.81 0.00 7 . Maximum Secondary Deflections for Shane FBO on Side 8 Design Id Segment Deflection(in.) Ratio Location(ft) Load Case . Description . ' 1 1 0.00,(L/6708) 650 1 L 1 - 2 037 (L/711) 2250 1 L 1 3 008 (L/2254) 4100 1 L 2 1 006 (L/1966) 650 1 L 3 I 062 (L/425) 950 I L 3 2 006 (L/3173) 2500 1 L -. Des Len - Description Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id L Status i! Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs !nJ. 1,1 28.69 8.500.059 EZ Sim Yes 0 0.58 0.00 0.00 0.00 4 1,2 20.00 e 8.500.059 EZ Sim Yes 0 0.32 0.00 0.00 0.00 4 - 2,1 2754 8.50x0.065ZCon Yes 18 0.92 0.00 0.64 0.00 4 0.56 0.26 0.75 0.75 7 18' 2,2 20.001 8.500.059 Z Con Yes 12 0.56 0.22 0.75 0.75 7 12 0.91 0.46 1.01 0.00 7 Design Id Segment Deflection(in.) - Ratio Location(ft) Load Case .. Description 1 060 (L/503) 1619 1 L 1 2 023 (L/1024) 3819 1 L 088 (L/342) 1354 1 L 2 2.. -0:15 (L11539) 40.54 1 L Masimum Secondary Deflections for Shape FBO on Side 12 Purlin Anchorage Forces for Shape FBO, Roof Wall: 12 - Canopy I, Panel Type is PR, Pitch = -0.250:12 . • Bay Thickness Force(k) Ld Case # Purlins Length Simple' Diaphragm Allowable .De Actual Defi Width -I Frm-Line I Force(k) I Anch Allow I Required Clips I Actual Clips I Diaphragm Allow I Diaphragm Shr .1 Stress • .• - S. S . - +• * 4, -. • S S . S • S . •' . ..; 5', .5 .- 7 5 • - .. .• S I - S I .5 5 . • ,• -. . S • •. . S 5 S ' - J . • _5 t7 ,r..q . 'S S • S -. . . -. ,,'' -7 $. -' . . ... . • .5 .. '- File: 4510-09-Magellan.FBO Version: 7.1f '. Detail - Exterior Interior Exterior Des Len Description Design Lap % . % % % Ld Lap % % % % Ld % % % % Ld Lap .' . Id (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 15.19 8.50x0.059 EZ Sim Yes 0 . . 0.15 0.00 0.00 0.00 I 211 14.04 8.500.059 Z Sim Yes 0 0.46 0.00 0.28 0.00 4 . . 5' Maximum Secondary Deflections for Shape FBO on Side 13 . S . Design Id Segment Deflection(in) - Ratio Location(ft) Load Case Description I I -008 (L/2172) 7.50 I . L . 2 I -021 , (L/817) 700 1 . L ' • Purlin Anchorage Forces for Shape FBO, Roof Wall: 13 - Canopy 1, Panel Type is PR, Pitch = -0.250:12 Bay Thickness Force(k) Ld Case # Purlins Length Simple? Diaphragm Allowable Defi Actual Defl . - . Width - Frm-Line I Force(k) I Anch Allow I Required Clips I Actual Clips . I Diaphragm Allow I Diaphragm Shr -777S I tress . . . • - : -. S • . • - 4 . 5 ,t . 4 - . S • • 44 44. 5' 4 - S S • 4 . . - 41 File: 4510-09-Magellan.FBO . . Version: 7. If • S 4 4 A 'I - * '- f - - Maximum Secondary Designs for Shane FBO on Side 7 -- Des Len Description Design Detail Lap . Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp, Cs Bnd Shr. Cmb Wcp Cs (in.) 1,1 14.92 8.500.059 Z Sim Yes 0 - 0.17 0.00 0.00 0.00 2 - 2,1 15.00 8.50x0.059 C Sim Yes 0 0.22 0.00 0.00 0.00 2 Maximum Secondary Deflections for Shape FBO on Side 7 4. Designid Segment Deflection(in.) Ratio Location(ft) Load Case Description 1 I -0.10 (L/1859) 7.50 2 <W2 2 , I . -0.13 (L/1381) -7.50 2 <W2 I 4, ) 'I -, - fr. 1 • -- . .... : • -- •- . : - - . - - . .: * - . - . .• - - . - -.. I '.' $4 -. .. - -. *4 . . .... - File 4510 09 Magellan FBO Version 7 if A 1 ,A.4 Des Len Description Design Detail Lap Exterior - Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id Status BndShrç ShrCmbpCs Bnd ShrCmbpCs (j 11 1050 8.500.059 Z Sim Yes 0 O 11 000 0 11 000 2 1 12 2200 850x0059ZSim Yes 0 038 000 000 000 2 13 1550 850x0059ZSim Yes 0 020 000 000 000 2 2,1 Ii 50 8 50x0 059 C Sim Yes 0 008 0.00 000 0.00 2 22 850x0059CSim Yes 0 017 000 000 000 2 23 22.001 1650 850x0059CSim Yes 0 015 000 000 0.00. 2 Maximum Secondary Deflections for Shane FBO on Side 8 Design Id Segment Defiection(in.) Ratio Location(ft) Load Case Description .. 1 1 000 (L/4128) 5.001 2 <W2 . 1 2 1045 (L/586) 2150 <W2 1 3 012 (L/1565) 4050 2 . <W2 2 1 0 00 (L/4745) 550 2 <W2 2 2 022 (L/1220) 2250 2 <W2 2. '3 -0.11 '(L/1767) 42.00 2 ".<W2" Des Len Description Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id JL Status Bnd 'Shr Cmb .Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 25.00 8.500.059 Z Sim Yes 0 0.48 0.00 0.00 0.00 2 1,2 19.50 8.500.059 Z Sim Yes 0 0.30 0.00 0.30 0.00 2 2,1 26.00 8.500.059 C Sim Yes 0 0.34 0.00 0.00 0.00 2 . 2,2 20.001 8.50x0.059 C Sim Yes 0 0.22 0.00 0.00 0.00 2 Maximum Secondary Deflections for Shape FBO on Side 12 Designid. Segment Deflection(in.) Ratio Location(ft) Load Case . . Description 1 1 074 (L/404) 1250 2 <W2 2 028 (L/835) 3450 2 <W2 2 1 062 (L/505) 1300 2 <W2 2 2 -0.23 (L/1039) 3600 2 <W2 ' . Detail Exterior . Interior Exterior Des en' .- Description Design Lap % % % % LdLap % % % % Ld % % % % LdLap Id (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr, Cmb Wcp Cs (in.) 1,1 14.42 8.50.059ZSim Yes 0 0.17 0.00 0.00 0.00 2 x0 , 4 . 2,1 . 14.42 8.50x0.059 C Sim Yes 0 . 0.13 0.00 0.00 0.00 2 Maximum Seconaary Lietiections ior snape I ISV 011 iOC 13 Design Id Segment Deflection(in) Ratio Location(ft) Load Case - Description -. 4 -0.09 (L/2027) 7.00 2 <W2 V 2 I '407 (L/2360) 7.00 2 <W2 • . V •,= * .. V - ' : . 'V V V - V V V V - . V - V , 4 4 V • - 'V .: V - . 4 . 4Vt it4 V • J. .V V V . . V 4 4 - V V •= - V 4 4 1 * File: 4510-09-fv1age11anVFBO V V . Version: 7V1f V V V V ''V' - V. S •' •. ' - .5 .. V• ' VV V. V V VS 0 ••• 'V Dãte:7/7/2OO9 ' ReactionsPackage Time: 81139AM - - V Page: 68of19 .. FPiun or Mist I - •' Maximum Sec5oidary Deigns for Shape FBO on Side 1 ' I Detail Exterior Interior ' Exterior V Des Len Description Design Lap . % % % %. Ld Lap % % % 0% Ld % .% % % Ld Lap . Id (ft) Status (in.) Bnd, Shr Cmb Wcp Cs (mV) Bnd Sh Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (inV)'I' ,5 V V 'j,i 650 8V50x0.059ZSim Yes '0 ' V 023 000 0.14 0.00 I ' V 4 0 V V V Maximum Secondary Deflections for ShapeFBO on Side 1' VV . V ,•'V Design Id Segment Deflection(in.) Ratio • Location(ft) Load Case Description •. ' . V ' I • 1 • 0.00 (L/5383 ) 350 1 V Wi> V •' • .5 -V 5 V V ' ' V 5t•Vi -V. ' V 'V. ' •. •' .•- I .. * 4 - '' - 'V - •, V V V '. .55' 'V. ,' • V - V V VV V V' : - : • . '5. V V V V • V 5 4- • . 'V ' • V - V . • . t V . ' I l -.5 1.' '.' - S ' ' - V •*•• V I' 2 - V . ' - V • . - File 4510 09 Magellan FBO ' . Version T if V ' V V : . . . V V 4 Des Id - . Len (tk) Description Design Status Detail Lap (in.) - Exterior Interior Exterior, - % Bnd % Shr % Cmb % Wcp Ld Cs Lap (in.) % Bnd % Shr % Cmb % Wcp Ld Cs % Bnd % Shr % Cm % Wcp Ld Cs Lap 1,1 14.921 8.500.065 Z Sim Yes 0 0.87 000 10.53 10.00 1 I ~ld - Qeen Description Design Status Detail Lap (in.) Exterior - Interior Exterior % Bd % Shr Cmb Wcp % Cs (in.) Bnd % Shr % Cmb % Wcp Ld Cs % 8.50x0.059ZSim Yes 0 Bnd 0.00 0.00 0.00 0.00 1 Des Id Len (ft) Description - Design Status Detail Lap (in.) Exterior Interior % Bnd % Shr I % Cmb % Wcp Ld Cs Lap (in.) % Bnd % Shr % Cm % Wcp Ld Cs % Bnd % Shr % Cmb % Wcp 1,1 1.50 8.500.059 Z Sim Yes 0 1 1 1 1 10.0110.01 10.0110.00 1 1 Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 72 of 197 Mi5i flnn, fn,.PRA nn Des Id Len (ft) Description - Design Status Detail Lap (in.) Exterior Interior Exterior % Bnd % Shr % Cm % Wcp Ld Cs Lap (in.) % Bnd % Shr % Cmb % Wcp Ld Cs % Bnd % Shr % Cmb % Wcp LT Capp Cs FE 1,1 22.67 8.50x0.105 Z Sim Yes 0 0.99 0.00 0.00 0.00 I Maximum Secondary Deflections for Shape FBO on Side S I Design Id I Segment I Deflection(in.) I Ratio I Location(ft) I Load Case I Description File: 45 10-09-Magellan.FBO Version: 7. if Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 74 of 197 - FPa .,. - rtitionor Mic_ .. _; _ . ___....77 Maximum Secondary Designs for Shane FBO on Side 6 Des Len Description - Design Detail Lap Exterior Interior I Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 5.00 8.500.059 Z Sim Yes 0 0.14 0.00 0.00 0.00 1 2,1 6.75 8.500.059 Z Sim Yes 0 0.24 0.00 0.15 0.00 1 Maximum Secondary Deflections for Shape FBO on Side 6 File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 &. Reactions Package Time: 8:11:39 AM Page: 75 of 197 Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description 2 1 0.00 (L/4872) 3.50 1 WI> File: 45 10-09-Magellan.FBO Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 76of197 MezzanJn1@)LL Maximum Secondary Deions or Shane FRO on Side I - Des Len Description Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id (ft) Status () Bnd Shr Cmb Wcp Cs in. Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 5.69 16.000.000 JST Sim Yes 0 1,2 10.52 16.000.000 JST Sim Yes 0 2,1 4.21 16.00x0.000 JST Sim Yes 0 2,2 4.461 16.000.000 JST Sim Yes 0 File: 45 10-09-Magellan.FBO Version: 7. If - a Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 77 of 197 2,3 8.54 16.000.000 JST Sim Yes 3,1 2.21 16.000.000 JST Sim Yes 3,2 6.45 16.000.000 JST Sim Yes 3,3 6.55 16.000.000 JST Sim Yes 4,1 1.21 16.000.000 JST Sim Yes 4,2 21.21 16.000.000 JST Sim Yes 5,1 1.70 16.000.000 JST Sim Yes 5,2 12.50 16.000.000 JST Sim Yes 6,1 8.64 16.000.000 JST Sim Yes 6,2 4.57 16.000.000 JST Sim Yes 7,1 22.42 16.000.000 JST Sim Yes 8,1 21.83 16.000.000 JST Sim Yes 9,1 16.50 16.00x0.000 JST Sim Yes 9,2 14.50 16.000.000 JST Sim Yes 10,1 13.50 16.000.000 JST Sim Yes 11,1 7.62 16.000.000 JST Sim Yes 12,1 14.79 16.000.000 JST Sim Yes 12,2 1.71 16.000.000 JST Sim Yes 13,1 8.62 16.000.000 JST Sim Yes 14,1 2.58 16.000.000 JST Sim Yes 15,1 9.21 16.000.000 JST Sim Yes 16,1 8.59 16.000.000 JST Sim Yes . 17,1 6.24 16.00x0.000 JST Sim Yes 18,1 5.21 16.000.000 JST Sim Yes 19,1 16.00 16.000.000 JST Sim Yes 19,2 15.00 16.000.000 JST Sim Yes 20,1 3.21 16.000.000 JST Sim Yes 21,1 16.00 16.000.000 JST Sim Yes 22,1 1.21 16.000.000 JST Sim Yes 23,1 13.29 16.000.000 JST Sim Yes 23,2 1.21 16.000.000 JST Sim Yes 24,1 .14.50 16.000.000 JST Sim Yes - 1'1........ Q..,l,..., C,.. VRfl ,.. C.A. 1 Design Id . Segment Deflection(in.) Ratio Location(ft) Load Case Description 1 1 1 2 - - - - - 2 1 - - - .- - 2 2 - - - - - 2 3 - - - - - 3 1 - - - - - 3: 2 - - - - - 3 3 - - - - 4 ' 1 - - - - - 4' 2 - - - - - 5 5 2 6 '1 - - - - - 6 2 .7 1 - - - - - 8 1' - - - - 9. 1 - - - - 9, 2 - - - - 10 11 1 1 12 1 - - - - - 12 2 - - - - - 13 I - - - - - 14 1 - - - - 15 1 - - - - - 16 1 17 1 - - - - 18 1 19 19 2 - - - - - 20 1 File: 4510-09-Magellan.FBO . Version: 7. If - - Date: 7/7/2009 - Reactions Package Time:8:11:39AM Page: 78 of 197 21 1 - - - - - 22 1 - - - - - 23 .1 - - - - - 23 2 - - - - - 24 1 - - - - - File: 4510-09-Magellan.FBO Version: 7. If Floor Type Non-Composite Loading Type . :. Office Top of Floor .13/0/0 Floor Dead Load - 11.00 psf Total Thickness of Deck + Topping 0/1/2 Floor Live Load 50.00 psf Not Reducible - Top of Joist 12/10/14 . - Collateral Load 9.00 psf * Mm. Clearance from Floor to Joist 9/6/0 Partition Load: . . 20.00 psf - Mm. Clearance from Floor to Rafter 9/6/0 Floor Live Load Deflection - 360 Mezzanine Category Entire Floor Floor Dead + Floor Live Deflection 240 Bracing Category Unbraced . . . . . • I ' • Date 7/7/2009 V Reactions Package Time 8 11 39 • Page: 79 of 197 a!Iing -.5.11ryR,pfft .. Loads and Codes - Shape: FBO -City:. Carlsbad County: San Diego State: California . Country: United States Building Code: 2007 California Building Code Built Up: O5AISC- ASD Rainfall: 4.00 inches pet how '. Based on Building Code: 2006 International Building Code Cold Form: 04A151- ASD •. Building Use: Standard Occupancy Structure . . • • ' Dead and Collateral Loads Live Load .: Collateral Gravity 500 psf Roof Covering + Second Dead Load 239 psf Live Load:,2000 psf Reducible Collateral Uplift 000 psf Frame Weight (assumed for seismic) 1000 psf Wind Lad .. . Wind Speed: 90.00 mph Snow Load -. . Ground Snow Load: 0.00 psf Seismic Load . Mapped Spectral Response - Ss: 117.40 %g Wind Exp6sure (Factor): C (0.959) Design Snow (Sloped): 0.00 psf Mapped Spectral Response-, S 1:44.40 %g Parts Wind Exposure Factor: 0.959 •- Snow Exposure Category (Factor): I Fully Exposed Seismic Hazard! Use Group: Group 1 (100) .: ,-, Wind Enclosure: Enclosed . Snow Importance: 1.000 - . 'Seismic. Importance: 1.000 . Wind Importance Factor: 1.000 Thermal Category (Factor): Heated (1.00) Seismic Performance Design Category: D Topographic Factor: 1.0000 - Ground / Roof Conversion: 1.00 .. Framing Seismic Period: 0.0000 % Snow Used in Seismic: 0.00 . Bracing Seismic Period: 0.2352 NOT Windbome Debris Region Seismic Snow Load 0.00 psf Framing R Factor 3.5000 Base Elevation: 0/0/0 Unobstructed, Slippery Roof Bracing R-Factor: 3.2500 . . •• ' . • Primary Zone Strip Width: N/A . ., . Soil Profile Type: Stiff soil (D, 4) . • Parts / Portions Zone Strip Width: N/A ' .' . . - , . Diaphragm Condition: Flexible . 2 Basic Wind Pressure: 16.90 psf . . Frame Redundancy Factor: 1.3000 . Brace Redundancy Factor: 1.3000 • Frame Seismic Factor (Cs): 0.1792 x W- USR Brace Seismic Factor (Cs) 02481 x W Deflection Conditions Frames are vertically supporting: Metal Roof Purlins and Panels . • . . • .- Frames are laterally supporting: Metal Wall Girts and Panels. ,• . ,• . , • . . . . . Purlins aresupporting: Metal Roof Panels Girts are supporting Metal Wall Panels FBO: Mezzanine 1 13/0/0 . '. . Date: 7/7/2009 em- Reactions Package Time: 8:11:39 AM Page: 81 of 197 Frame Location Design Parameters: Location I Avg. Bay Space Description Angle I Group I Trib. Override Design Status 1/0/0 1 11/0/0 ISKEW RAFTER 1135.00001 1 14/0/0 1 Automatic Design Design Load Combinations - Framin No. Origin Factor Application Description System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0 L> D+FD+CG+L> 2 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 <L D + FD + CG + <L 3 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 WI> D + FD + CG + WI> 4 System 1.000 1.0D+ I.OFD+ 1.0CG+ 1.0 <W1 D+FD+CG+<Wl 5 System 1.000 I.OD+ 1.0FD+ 1.0CG+ 1.0W2> D+FD+CG+W2> 6 System 1.000 I.OD+ 1.0FD+ I.00G+ 1.0 <W2 D+FD+CG+<W2 7 System 1.000 0.600 D + 0.600 FD + 0.600 CU + I.OWI> D+FD+CU+WI> 8 System 1.000 0.600 D + 0.600 FD + 0.600 CU + I.0<WI D+FD+CU+<WI 9 System 1.000 0.600 D+ 0.600 FD+ 0.600 CU + 1.0 W2> D + FD + CU + W2> 10 System 1.000 0.600 D+ 0.600 FD+ 0.600 CU + 1.0 <W2 D + FD+ CU + <W2 11 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 FL D + FD + CG + FL 12 System 1.000 I.OD+ 1.0FD+ 1.0 CG D+FD+CG 13 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WI> D + FD + CG + L + WI> 14 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 <WI D + FD + CG + L + <WI 15 System 1.000 I.0D+I.0FD+1.000+0.750L+0.750W2> D+FD+CO+L+W2> 16 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 <W2 D + FD + CO + L + <W2 17 System 1.000 l.OD+I.OFD+l.00O+0.750L>+0.750Fl, D + FD + CG + L> + FL 18 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 <L + 0.750 FL D + FD + CO + <L + FL 19 System 1.000 1.0 D+ 1.0 FD+ 1.0 CO + 0.750 L+ 0.750 WI> + 0.750 FL D+FD+CO+L+WI>+FL 20 System 1.000 I.OD+ 1.0FD+ I.00G+0.750L+0.750<WI+.0.750Fl, D+FD+CO+L+<WI+FL 21 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 W2> + 0.750 FL D+FD+CG-1-L+W2>+FL 22 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 <W2 + 0.750 FL D+FD+CG+L+<W2+FL 23 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 FL D + FD + CO + FL 24 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 E> + 0.700 EG+ D + FD + CO + E> + EO+ 25 System 1.000 I.OD+ 1.0FD+ I.000+0.910<E+0.700E0+ D+FD+CO+<E+EO+ 26 System 1.000 0.600 D+ 0.600 FD + 0.600 CU + 0.910 E>+ 0.700 EO- D + FD+ CU .+ E> + EO- 27 System 1.000 0.600 D + 0.600 FD+ 0.600 CU + 0.910 <E+ 0.700 EO- D + FD + CU + <E + EO- 28 Special 1.000 1.0 D+ 1.0FD+ I.00G+ I.750E>+0.700EO+ D+FD+CO+E>+EG+ 29 Special 1.000 I.OD+ I.OFD+ I.00O+ I.750<E+0.700EG+ D+FD+CO+<E+EG+ 30 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 E> + 0.700 EO- D + FD + CU + E> + EO- 31 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <E + 0.700 EG- D + FD + CU + <E + EO- 32 AISC - Special 1.000 1.0D+ I.OFD+ 1.000+2.450E>+0.700EO+ D + FD + CG + E> + EG+ 33 AISC - Special 1.000 I.OD+ I.OFD+ I.000+2.450<E+0.700E0+ D+FD+CO+<E+EO+ 34 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 E> + 0.700 EO- D + FD + CU + E> + EG- 35 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 <E + 0.700 EO- D + FD + CU + <E + EO- 36 System Derived 1.000 1.0D+ 1.0FD+ I.00G+ 1.0WPA1 D+FD+CO+WPAI 37 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPAI D + FD + CU + WPAI 38 System Derived 1.000 1.0 D+ 1.0FD+ 1.000+0.750L+0.750WPAI D+FD+CO+L+WPA1 39 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPA1 + 0.750 FL D+FD+CG+L+WPAI+FL 40 System Derived 1.000 1.0D+ I.OFD+ 1.000+ I.OWPDI D+FD+CO+WPDI 41 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPDI D + FD + CU + WPDI 42 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPDI D + FD + CO + L + WPDI 43 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPDI + 0.750 FL D+FD+CO+L+WPDI+FL 44 System Derived 1.000 I.OD+ 1.0FD+ I.00G+ 1.0 WPA2 D+FD+CG+WPA2 45 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPA2 D + FD + CU + WPA2 46 System Derived 1.000 I.OD+ 1.0FD+ 1.00G+0.750L+0.750WPA2 D+FD+CO+L+WPA2 47 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPA2 + 0.750 FL D+FD+CO+L+WPA2+FL 48 System Derived 1.000 1.0D+ I.OFD+ I.00G+ 1.0 WPD2 D+FD+CG+WPD2 49 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPD2 D + FD + CU + WPD2 50 System Derived 1.000 1.0 D+ I.OFD+ 1.00O+0.750L+0.750WPD2 D+FD+CO+L+WPD2 51 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPD2 + 0.750 FL D+FD+CO+L+WPD2+FL 52 System Derived 1.000 1.0D+ 1.0FD+ 1.000+ 1.O WPB 1 D+FD+CG+WPBI 53 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB D + FD + CU + WPB I 54 System Derived 1.000 1.0D+ I.OFD+ l.00G+0.750L+0.7SO WPB I D+FD+CO+L+WPBI 55 System Derived 1.000 I.OD+ 1.0FD+ 1.000+0.750L+0.750 WPB +0.750Fl, D+FD+CG+L+WPBI+FL 56 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 WPC D + FD + CO + WPCI 57 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPCI D + FD + CU + WPCI 58 System Derived 1.000 1.0D+ 1.0FD+ I.00O+0.750L+0.7SO WPC 1 D+FD+CO+L+WPCI 59 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPC + 0.750 FL D+FD+CO+L+WPC l+FL File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 Reactions Package ' Time: 8:11:39 AM Page: 82 of 197 60 System Derived 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0 WPB2 61 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB2 62 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPB2 63 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPB2 + 0.750 FL 64 System Derived 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0 WPC2 65 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC2 66 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPC2 67 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPC2 + 0.750 FL 68 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 E> + 0.700 EG+ + 0.910 EB> 69 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 EB> 70 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 <E + 0.700 EG+ + 0.910 EB> 71- System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 <E + 0.700 EG+ + 0.273 EB> 72 System Derived 1.000 0.600 D + 0:600 FD + 0.600 CU + 0.273 E> + 0.700 EO- + 0.910 EB> 73 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EO- + 0.273 EB> 74 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EO- + 0.910 EB> 75 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EO- + 0.273 EB> 76 Special 1.000 1.OD+ 10FD+ 1.000+ 1.750 EB> +0.700EG+ 77 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 EB> + 0.700 EO- 78 AISC - Special 1.000 1.0 D + 1.0 FD + 1.0 CO + 2.450 EB> + 0.700 EG+ 79 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 EB> + 0.700 EO- 80 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 E> + 0.700 EG+ + 0.910 <EB 81 System Derived 1.000 1.0 D+ 1.0 FD+ 1.0 CO + 0.910 E> + 0.700 EG+ + 0.273 <EB 82 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 <E + 0.700 EG+ + 0.910 <EB 83 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 <E + 0.700 EG+ + 0.273 <EB 84 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 <EB 85 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EO- + 0.273 <EB 86 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EO- + 0.910 <EB 87 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EO- + 0.273 <EB 88 Special 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.750 <EB + 0.700 EG+ 89 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <EB + 0.700 EO- 90 AISC - Special 1.000 1.0D+ 1.0FD+ l.00O+2.450 <EB +0.700EG+ 91 AISC - Soecial 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 <EB + 0.700 EG- Frame Member Sizes + FD + CO + WPB2 + FD + CU + WPB2 + FD + CO + L + WPB2 -FD+CO+L+WPB2+FL + FD + CO + WPC2 + FD + CU + WPC2 + FD + CO + L + WPC2 FD+CG+L+WPC2+FL i-FD+CG+E>+EG++EB> i-FD+CO+<E+EG++EB> f-FD+CO+<E+EO++EB> FD+CU+E>-1-EO-+EB> 1-FD+CU+E>+EO-+EB> -FD+CU+<E+EO-+EB> FD+CU+<E+EO-+EB> + FD + CO + E13> + EG+ + FD + CU + EB> + EG- + FD + CO + EB> + EG+ +FD+CU + EB>+ EO- E>+EO++<EB <E+EO++<EB <E+EO++<EB E>+EG-+<EB i-FD+CU+<E+EO-+<EB FD+CU+<E+EO-+<EB + FD + CO + <EB + EG+ + FD + CU + <EB + EG- + FD + CO + <EB + EG+ + FD + CU + <EB + EO- - - Mern. Fig Width Fig Thk Web Thk Depth Depth2 Length Weight Fig Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) (11) (p) (ksi) (ksi) it. 1 Jt.2 1 5.00 0.0820 0.1640 8.50 8.50 9.00 80.0 60.00 60.00 SS SS 2C 2 5.00 0.0820 0.1640 8.50 8.50 9.00 80.0 60.00 60.00 SS SS 2C Total Frame Weight= 159.9 (p) (Includes all plates) Frame Pricing Weight = 185.7 (p) (Includes all pieces) Roiindsry Condition Summary - - Member - X-Loc Y-Loc Supp. X Supp. Y Moment I Displacement X(in.) I Displacement Y(in.) Displacement ZZ(rad.) 2 1 20/0/0 2/0/0 26/6/4 26/3/1 No Yes Yes Yes No No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 Values shown are resisting forces of the foundation. Reactions - Unfactored Load Tvoe at Frame Cross Section: A Type Rafter X-Loc 20/0/0 Grid - Orid2 y=26/6/4 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Load Type Desc. Hx Vy D Frm - 0.4 - - - - FD Frm - - - - - - CO Frm - 0.6 - - - - L> Frm - 2.4 - - - - <L Frm - 2.4 - - - - WI> Frm - - - - - - <WI Frm - - - - - - W2> Frm - - - - - - <W2 Frm - - CU Frm - - - - - - FL Frm - - - - - - File: 45 10-09-Magellan.FBO Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 830f197 L Frm - 2.4 - - - - E> Frm - - - - - - EG+ Frm - 0.4 - - - - <E Frm - - EG- Frm - -0.4 - - - - WPA1 Brc - - - - - - WPDI Brc - - - - - - WPA2 Brc - - - - - - WPD2 We - - - - - - WPB Brc - - - - - - WPCI Brc - - - - - - WPB2 We - - - - - - WPC2 Brc - - - - - EB> Brc - - - - - - <EB Brc - - - - - - Maximum Combined Reactions Summary with Factored Loads- Framing Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vii Down Load Mom cw Load Mom ccw Load (-H x) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k). (in-k) (in-k) 2/0/0 26/3/I - - - - - - - - 0.0 31 3.4 1 - - - - 20/0/0 26/6/4 - - - - _- - - - 0.0 26 3.4 1 - - _- - Sum of Fnrrpz with Rpnctinn Check - Frim no Load Type Horizontal Load Reaction (k) (k) Vertical Load Reaction (k) (k) D 0.0 0.0 0.8 0.7 FD 0.0 0.0 0.0 0.0 CG 0.0 0.0 1.3 1.3 L> 0.0 0.0 4.8 4.8 <L 0.0 . 0.0 4.8 4.8 WI> 0.0 0.0 0.0 0.0 <Wi 0.0 0.0 0.0 0.0 W2> 0.0 0.0 0.0 0.0 <W2 0.0 0.0 0.0 0.0 CU 0.0 0.0 0.0 0.0 FL 0.0 0.0 0.0 0.0 L 0.0 0.0 4.8 4.8 E> 1.6 0.0 0.0 0.0 EG+ 0.0 0.0 0.7 0.7 <E 1.6 0.0 0.0 0.0 EG- 0.0 0.0 0.7 0.7 WPA1. 0.0 0.0 0.0 0.0 WPDI 0.0 0.0 0.0 0.0 WPA2 0.0 0.0 - 0.0 0.0 WPD2 0.0 0.0 0.0 0.0 WPBI 0.0 0.0 0.0 0.0 WPCI 0.0 0.0 0.0 0.0 WP132 0.0 0.0 0.0 0.0 WPC2 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 0.0 <EB 0.0 0.0 0.0 0.0 RnItd In,LPIot r*1nmnt r-n-finne 1AIC fl(L1I1 - = FF l,i I - Mem. No. it. No. Type End-Plate Dimensions Bolt Outside Flange Inside Flange Thick. (in.) Width (in.) Length (in.) Diam. (in.) Spec/Joint Gages In/Out (in.) Configuration Pitches lsti2nd Configuration Pitches lstl2nd ID Desc. (in.) ID Desc. (in.) 1 2 1 2 SIP SIP 0.375 0.375 6.00 6.00 8.50 8.50 0.500 0.500 A325/ A325/ 3.00 3.00 II II Flush (0) Flush (0) 2.50 2.50 11 11 Flush (0) Flush (0) 2.50 2.50 Required Strength - Out Available Strength - Out. Required Strength - In Available Strength - In Mem.I it. I Ld I Axial I Shear I Moment I Design I Shear I Moment I Ld I Axial I Shear I Moment I Design I Shear I Moment File: 4510-09-Magellan.FBO . Version: 7. If 4 4 - " '. 'Dt 7/7/2009 . V Reactions Package Time 8 11 39 AM Page:.840f197 No. No. Cs (k) (k) (in-k) Proc. (k) (in-k) Cs I (k) (k) I (in-k)' 1 ,, Proc. (k). (in- k): 1 1 2 3.4 0.0 0.0 92.4 91 0.1 0.1 '' - 0.0 92.41' 2' 2 87 0.0 0.0 . 0.0 92.4 91 0.i 0.1 . 0.0 92. j Flange Brace Summary ' •' '- Member From Member Joint I From Side Point I Part Design Note 4 1 0/2/10 28/10/15 FB2050 : Frame Design Member Summary- Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint I Controlling Cases Required Strength • Available Strength Strength Ratios Axial Axial. Shear Mom-x Mom-y Axial Shear Mom-x-,'Mom -y Axial Mem. Loc. Depth + Shear . Pr Vr . Mrx Mry - Pc VC Mcx, Mcy + Shear No.- ft in. Flexure k k in-k in-k k k in-k in-k Flexure 11 9.00 8.50 1 1 0.0 3.4 183.3 0.0 1.0 12.7 200.6 49.6 0.91 0.27 2 000 8.50 1 1 0.0 73.4 183.3 0.0 1.0 12.7 200.6 49.6 0.91 0.27 Mciii Loc. Lx LyfLt Lb Ag Afn lxx Iyy Sx Sy Zx Zy J Cw Cb Rpg, . Rpc Qs - Qa No. ft in. in. in. in.2 in.2 un.4 m.4 - un.3 in.3 I in.3 n.3 in. - in.6 1 9.00 216.02 213.5 84.8 2.43 2.43 25.19 3.45 5.89 1.38 0.00 0100 0.01 61.14, 1.13 1.00 0.00 - - '2 0.00 216.02 213.5 84.8 2.43 2.43 .25.19 3.45 5.89 1.38 0.00 0.00 0.01 61.14 1:13 1.00 0.00 - Deflection, Load Combinations - Framiñq No. Origin Factor Defl-1 DefV Application . Description User " 1.000 150 0 ' 1.0 E> + 1.0 EG-.. > + EG- 2 , User 1.000 150 0 1.0 <E + 1.0 EG , <E + EG-' . 3 User 1.000 150 0 1.0 EB> . -, -, EB> 4 User - 1.000 150 0 . 1.6<E13' . - . . <EB 5 - System - 1.000 0 180 1.0 L 6 System 1.000 .0 180 0.700W!> WI> ,. 7 ",'System I.000 , V 180 0.700<WI', , . . - <WI 8 . -" System 1.000 0 180 ' 9 System 1.000, 0 ' 180 0.700<W2' - . . <W2 10 System Derived 1.000 0 - 180 0.700 WPAI - ' , ' , ' ' WPAI 11 System Derived 1.000 0 - - 180 0.700 W2> ,,' . ------W2> - . ' '. •, 0.700 WPDI , WPDI .., 12 System Derived ' 1.000 0 180 0.700 WPA2 , , WPA2 13 System Derived 1.000 0 180 - 0.700 WPD2 . , WPD2 14 System Derived 1.000 0 - 180 0.700 WPB WPBI '. 15 System Derived 1.000 0 180 0.700 WPC I WPCI '. 1,6 System Derived 1.000 0 180 0.700WP132 --. -, ' - ' WPB2 17 System Derived '1.000 0 ' ' 180 1 0.700 .' WPC2 . -. , WPC2 18 System 1.000 60 0 017009 WI> - - . .- . , '. Wi> •-.' '-19 - .,System' , 1.000 60 0 0.700 <Wi . - ' .- ' -' : <WI 20 System 1.000 60 ' ' 0 0.700 W2> ' ' - ., ' W2> '. .... 21 "System 1:000 60 ' 0., 0.700 <W2 . - . <W2 .' " • 22 System Derived .1.000 60 0 0.700 WPAI WPAI , 23 System Derived 1.000 60, 0 0.700 WPDI - - ' ' -, - , - WPDI - 24 System Derived 1.000 60 0 0.700 WPA2 - ' - , - ' .' WPA2' . k. 15 System Derived 1.000 60 0 . '0.700 WPD2 - - S - - WPD2 26 System Derived 1.000 60 0 0.700 WPB I. - '" - WPB - - -. - 27 ,System Derived -- 1.000 - 60 0 0.700 WPCI - - - ',- WPC! 28 System Derived 1.000. 60, 0 - 0.700 .WPB2 - . . - . - - WPB2 29 System-Derived '1.000 60 0 0.700 WPC2 - - - - ' , WPC2 -' - - Date: 7/7/2009 Reactions Package Time: 8:11-:39 AM Page: 85 of 197 Frame Cross Section: 8 . . IT 4M -1fl1/8" 0251:12 . I 31 FB FB • 1000 0 - FB - Y / /x 62-In" FRAME CROSS SECTION AT FRAME LINE(S) 8. Dimension Key . . 1 3'-0' S . 2 22-43/4" 3 10" 25'-0' - 5 93/16'. . . 621/2" . ,. 72-211/16" . • . . ': 8 1-91/2' . -' 9 3@2'-6" . 10 1-3 1/4" 11 31/2' . . 0 12 3 11/16 - - : . - ' - . . . S. - 13 1-1 13/16" - - • • - . - . . - -: • - 14 1-6 1/2" - - • 15 85/16" 16 3-0 0.250:12 • • 0 • 0 • - • 0 - 0 0 - - • - .. Frame Clearances - - - . S 0 - • Finished Floor Elevation = 1004' (Unless Noted Otherwise) • . . S 0 .• - File:,4510-09-Magellan.FBO -. - • -- - Version: 7.lf - Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 86 of 197 Frame Location Design Parameters: Location I Avg. Bay Space I Description Angle I Group Trib. Override Design Status 1/0/0 1 6/3/0 ISoldier OS 90.0000 1 Automatic Design Load Combinations - 1 System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0 L> D+FD+CG+L> 2 System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0<L D+FD+CG+<L 3 System 1.000 I.OD+ 1.0FD+ 1.0CG+ 1.0ASL D+FD+CG+ASV 4 System 1.000 1.0D+1.0FD+ I.000+1.0ASL D+FD+CO+"ASL 5 System 1.000 1.0D+ 1.0FD+ 1.000+ 1.0PL2 D + FD + CG + PL2(Spans I and 2) 6 System 1.000 1.0D+ 1.0FD+ 1.0CG+ I.0PL2 D + FD + CG + PL2(Spans 2 and 3) 7 System 1.000 1.0D+ I.OFD+ 1.000+ 1.0PL2 D+FD+CO+PL2(Spans3 and 4) 8 System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0 WI> D+FD+CG+WI> 9 System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0 <W1 D+FD+CG+<WI 10 System 1.000 l.OD+ 1.0FD+ 1.0CG+ 1.0W2> D+FD+CO+W2> 11 System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0<W2 D+FD+CO+<W2 12 System 1.000 0.600 D+ 0.600 FD + 0.600 CU + 1.0 WI> D + FD + CU + WI> 13 System 1.000 0.600 D+ 0.600 FD + 0.600 CU + 1.0 <WI D + Fb+ CU + <WI 14 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 W2> D + FD + CU + W2> 15 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 <W2 D+FD+CU+<W2 16 System 1.000 I.OD+ 1.0FD+ I.00O+ 1.0 FL D+FD+CG+FL 17 System 1.000 1.0 D + 1.0 FD + 1.0 CG D + FD + CO 18 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L +0.750 WI> D + FD + CG + L + Wi> 19 System 1.000 1.0D+ 1.0FD+ I.0CG+0.750L+0.750<WI D+FD+CG+L+<WI 20 System 1.000 1.0D+ I.OFD+ 1.0CG+0.750L+0.750W2> D + FD + CG + L + W2> 21 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 <W2 D + FD + CO + L + <W2 22 System 1.000 I.OD+ 1.0FD+ I.0CG+0.750L>+0.750FL D + FD + CG + L> + FL 23 System 1.000 I.OD+ 1.0FD+ I.000+0.750<L+0.750FL D + FD + CG + <L + FL 24 System 1.000 1.0 D+ 1.0FD+ I.0CG+0.750ASL"+0.750FL D+FD+CG+ASV+FL 25 System 1.000 1.0D+ I.OFD+ 1.0CG+0.750AASL+0.750FL D+FD+CG+AASL+FL 26 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WI> + 0.750 FL D+FD+CO+L+W 1>+FL 27 System 1.000 1.0D+ 1.0FD+ 1.0CG+0.750L+0.750<W1+0.750FL D+FD+CO+L+<WI+FL 28 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 W2> + 0.750 FL D+FD+CG+L+W2>+FL 29 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 <W2 + 0.750 FL D+FD+CO+L+<W2+FL 30 System 1.000 1.0D+ 1.0FD+ 1.000+0.750FL D+FD+CO+FL 31 System 1.000 I.OD+ 1.0FD+ I.000+0.910E>+0.700EO+ D+FD+CO+E>+EO+ 32 System 1.000 1.0D+ I.OFD+ 1.0CG+0.910<E+0.700EO+ D+FD+CO+<E+EO+ 33 System 1.000 0.600 D+ 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EO- D + FD+ CU + E> + EO- 34 System 1.000 0.600 D+ 0.600 FD + 0.600 CU + 0.910 <E+ 0.700 EO- D + FD+ CU + <E + EO- 35 Special 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.750E>+0.700EO+ D+FD+CG+E>+EO+ 36 Special 1.000 1.0D+ 1.0FD+ I.00G+ 1.750<E.+0.700EO+ D+FD+CO+<E+EO+ 37 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 E> + 0.700 EG- D + FD + CU + E> + EO- 38 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <E + 0.700 EO- D + FD + CU + <E + EO- 39 AISC - Special 1.000 I.OD+ 1.0FD+ I.000+2.450E>+0.700E0+ D+FD+CO+E>+EG+ 40 AISC - Special 1.000 i.OD+ 1.0FD+ 1.000+2.450<E+0.700EG+ D+FD+CO+<E+EO+ 41 AISC- Special 1.000 0.600 D+ 1.0 FD + 0.600 CU + 2.450 E>+ 0.700 EO- D + FD + CU + E> + EO- 42 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 <E + 0.700 EO- D + FD + CU + <E + EO- 43 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 WPAI D + FD + CO + WPAI 44 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPAI D + FD + CU + WPAI 45 System Derived 1.000 1.0D+ 1.0FD+ 1.0CG+0.750L+0.750WPAI D+FD+CO+L+WPAI 46 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPA I + 0.750 FL D+FD+CO+L+WPAI+FL 47 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 WPDI D + FD + CO + WPDI 48 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPDI D + FD + CU + WPDI 49 System Derived 1.000 I.OD+ 1.0FD+ 1.000+0.750L+0.750WPD1 D+FD+CO+L+WPDI 50 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L +0.750 WPD1 + 0.750 FL D+FD+CO+L+WPDI+FL 51 System Derived 1.000 1.0D+ I.OFD+ 1.000+ 1.0 WPA2 D+FD+CG+WPA2 52 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPA2 D + FD + CU + WPA2 53 System Derived 1.000 1.0D+ I.OFD+ 1.00O+0.750L+0.750WPA2 D+FD+CO+L+WPA2 54 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPA2 + 0.750 FL D+FD+CO+L+WPA2+FL 55 System Derived 1.000 1.0D+ I.OFD+ 1.00G+ 1.0 WPD2 D+FD+CO+WPD2 56 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPD2 D + FD + CU + WPD2 57 System Derived 1.000 I.OD+ i.OFD+ I.00O+0.750L+0.750WPD2 D+FD+CO+L+WPD2 58 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPD2 + 0.750 FL D+FD+CO+L+WPD2+FL 59 System Derived 1.000 I.OD+ i.OFD+ I.00O+ 1.O WPB I D+FD+CO+WPBI File: 4510-09-Magellan.FBO Version: 7. If X/1~7 . Date: 7/7/2009 Reactions Package Tim e:8:11:39AM Page: 87 of 197 60 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPBI D + FD + CU + WPBI 61 System Derived 1.000 1.0D+ 1.0FD+ 1.00O+0.750L+0.7SO WPB I D+FD+CG+L+WPBl 62 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPB I + 0.750 FL D+FD+CO+L+WPB 1+FL 63 System Derived 1.000 1.0 D+ 1.0FD+ 1.0 CG + 1.O WPC I D+FD+CG +WPCI 64 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC D + FD + CU + WPCI 65 System Derived 1.000 1.0D+ 1.0FD+ 1.00G+0.750L+0.75O WPC I D + FD + CG + L + WPCI 66 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPC + 0.750 FL D+FD+CG-I-L+WPCI+FL 67 System Derived 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0 WPB2 D+FD+CG+WPB2 68 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB2 D + FD + CU + WPB2 69 System Derived 1.000 1.0D+ 1.0FD+ 1.00G+0.750L+0.750WPB2 D+FD+CO+L+WPB2 70 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPB2 + 0.750 FL D+FD+CG+L+WPB2+FL 71 System Derived 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0 WPC2 D+FD+CG+WPC2 72 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC2 D + FD + CU + WPC2 73 System Derived 1.000 1.0D+ 1.0FD+ 1.00G+0.750L+0.750WPC2 D + FD + CG + L + WPC2 74 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPC2 + 0.750 FL D+FD+CG+L+WPC2+FL 75 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 EB> D+FD+CG+E>+EG++EB> 76 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 E> + 0.700 EG+ + 0.273 EB> D+FD+CG+E>+EG++EB> 77 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 <E + 0.700 EG+ + 0.910 EB> D+FD+CG+<E+EG++EB> 78 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 EB> D+FD+CG+<E+EG++EB> 79 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 EB> D+FD+CU+E>+EG-+EB> 80 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 EB> D+FD+CU+E>+EG-+EB> 81 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 EB> D+FD+CU+<E+EG-+EB> 82 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> D+FD+CU+<E+EG-+EB> 83 Special 1.000 1.0D+ 1.0FD+ 1.0CG+ I.750 EB> +0.700EG+ D + FD + CG + EB> + EG+ 84 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 EB> + 0.700 EG- D + FD + CU + EB> + EG- 85 AISC - Special 1.000 1.0D+ 1.0FD+ 1.00G+2.450 EB> +0.700EG+ D+FD+CG+ EB> +EG+ 86 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 EB> + 0.700 EG- D + FD + CU + EB> + EG 87 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 <EB D+FD+CG+E>+EG++<EB 88 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 <EB D+FD+CG+E>+EG++<EB 89 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 <E + 0.700 EG+ + 0.910 <EB D+FD+CG+<E+EG++<EB 90 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 <EB D+FD+CG+<E+EG++<EB 91 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 <EB D+FD+CU+E>+EG-+<EB 92 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <EB D+FD+CU+E>+EG-+<EB 93 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 <EB D+FD+CU+<E+EG-+<EB 94 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB D+FD+CU+<E+EG-+<EB 95 Special 1.000 1.0D+ 1.0FD+ I.00O+ l.750 <EB +0.700EG+ D+FD+CO+ <EB +EG+ 96 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <EB + 0.700 EG- D + FD + CU + <EB + EG- 97 AISC - Special 1.000 1.0D+ 1.0FD+ 1.00O+2.450 <EB +'0.700EG+ D+FD+CO+ <EB +EG+ 98 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 <EB + 0.700 EG- D + FD + CU + <EB + EG- Frime Mm her Si7e5 - - Meni. - Fig Width Fig Thk Web Thk Depth! Depth2 Length Weight Fig Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) (ft) (p) (ksi) (ksi) it. I J1.2 1 5.00 0.1345 0.1644 12.00 12.00 26.61 310.7 50.00 50.00 BP SS 3P 2 2.50 0.0820 0.0820 8.50 8.50 8.08 38.9 60.00 60.00 SS SS IC 3 2.50 0.0820 0.0820 8.50 8.50 8.08 33.5 60.00 60.00 SS SS IC 10003 5.00 0.1345 0.1345 9.00 9.00 3.83 1 38.9 55.00 55.00 1 SS SS 3P Total Frame Weight = 421.8 (p) (Includes all plates) Frame Pricing Weight = 506.6 (p) (Includes all pieces) Frame Member Releases Member Joint I Joint 2 2 Yes No Rn.indry Condition Summary -- Member X-Loc Y-Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 3 1 17/0/0 26/11/12 Yes Yes No 0/0/0 0/0/0 0.0000 10003 0/0/0 22/4/12 Yes Yes Yes 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Reactions - Unfactored Load Tvoe at Frame Cross Section: 8 Type Exterior Column X-Loc 0/0/0 Grid I - 0rid2 8-J Base Plate W x L (in.) 9 x 13 Base Plate Thickness (in.) 0.375 File: 4510-09-Magellan.FBO Version: 7. If Sum of Foree with Reit-tions Cheek - Framine Load Type Horizontal Load Reaction (k) (k) Vertical Load Reaction (k) (k) D 0.0 0.0 0.5 0.4 FD 0.0 0.0 2.4 2.4 CG 0.0 0.0 0.1 0.1 0.0 0.0 0.4 0.4 <L 0.0 0.0 0.4 0.4 ASL" 0.0 0.0 0.0 0.0 .AASL 0.0 0.0 0.4 0.4 WI> 4.3 4.3 0.2 0.2 <WI 4.4 4.4 0.6 0.6 W2> 4.3 4.3 0.2 0.2 <W2 4.2 4.2 0.6 0.6 CU 0.0 0.0 0.0 0.0 FL 0.0 0.0 6.9 6.9 L 0.0 0.0 0.4 0.4 E> 1.9 1.9 0.0 0.0 EG+ 0.0 0.0 0.2 0.2 1.9 1.9 0.0 0.0 EG- 0.0 0.0 0.2 0.2 WPAI 3.0 3.0 0.2 0.2 .WPDI 3.0 3.0 0.3 0.3 WPA2 1.3 1.3 0.2 0.2 Date: 7/7/2009 Reactions Package Page:e 8 H 39 AM Anchor Rod QtylDiam. (in.) Column Base Elev. 4-1.000 1001-01, Load Type Desc. Hx Vy D Frm - 0.4 - - - - FD Frm - 2.4 CG Frm -0.0 0.1 - - - - L> Frm -0.0 0.4 - - - - <L Frm -0.0 0.4 ASLA Frm • - - - - - AASL Frm -0.0 0.4 - - - - WI> Frm 2.2 -0.1 <Wi Frm -2.1 -0.6 - - - - W2> Frm -1.9 -0.2 <W2 Frm 2.0 -0.6 - - - - CU Frm - - FL Frm - 6.9 L Frm -0.0 0.4 - - - - E> Frm -0.8 -0.0 - - - - EG+ Frm - 0.2 Frm 0.8 0.0 EG- Frm - -0.2 - - - - WPAI . Brc 1.5 -0.1 - - - - WPD1 Brc 1.5 -0.3 - - - WPA2 Brc 0.6 -0.2 - - - - WPD2 Brc 0.7 -0.3 WPBI Brc 1.5 -0.1 - - - - WPCI Brc 1.5 -0.3 WPB2 Brc 0.6 -0.2 - - - - WPC2 Brc 0.7 -0.3 - - - - EB> Brc - <EB Brc I - - - - - - - X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Ha Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) - (k) (k) (k) (k) (in-k) (in-k) 0/0/0 84 2.1 9 2.2 12 - - - - - - 9.8 16 - - - 17/0/0 26/11/12 2.4 14 2.2 11 - _- - - 0.0 15 0.1 10 - - - - Maximum Combined Reactions Summary with Factored Loads- Framing Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method SI'S File: 4510-09-Magellan.FBO S Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 89 of 197 WPD2 1.3 1.3 0.3 0.3 WPBI 3.0 3.0 0.2 0.2 WPCI 3.0 3.0 0.3 0.3 WPB2 1.3 1.3 0.2 0.2 WPC2 1.3 1.3 0.3 0.3 EB> 0.0 0.0 0.0 0.0 <EB 0.0 0.0 0.0 0.0 floo DIod Q.-.- X-Loc -Grid Mem. No. Thickness (in.) Width (in.) Length (in.) Num. Of Bolts Bolt Diam. (in.) Type Welds to Flange Welds to - Web 0/0/0 84 1 1 0.375 9 13 4 1.000 A36 OS-0.1875 OS-0.1875 c.:n,...,.. Q..._.._.._.._. Mem. Stiff. - Desc. Loc. Web Depth hit a/h a Thick. Width Side Welding No. No. (It) (in.) (in.) (in.) (in.) Description 1 1 S2 21.62 11.731 71.36 N/A N/A 0.1875 2.000 Both F-BS-0. 1875,W-OS-0. 1875 1 2 S2 20.88 11.731 71.36 N/A N/A 0.1875 2.000 Both F-BS-0. 1875,W-OS-0. 1875 n,.i,,i L.iDIOO [A tr n_1, - = CC 1-i - End-Plate Dimensions - Bolt Outside Flange Inside Flange Mem. No. it. No. Type Thick. (in.) Width (in.) Length (in.) Diam. (in.) Spec/Joint (in.) ion Pitches lsti2nd Configuration Pitches 1st/2nd (in.) ID Desc. (in.) 1000 2 CIP 0.250 6.00 10.00 0.500 A325N1PT 3 3.00 Gages ]n/Outr DDesc. h 1.50 II 1 Flush 1.50 - Required Strength - Out Available Strength -Out Required Strength - In Available Strength - In Mem. it. Ld Axial Shear Moment Design Shear Moment Ld Axial Shear Moment Design Shear Moment No. No. Cs (k) (k) (in-k) Proc. (k) (in-k) Cs (k) (k) (in-k) Proc. (k) (in-k) 1000 2 1 -0.0 0.6 15.2 Thin plate 37.7 67.0 13 -0.0 0.5 15.4 Thin plate 37.7 67.0 3 Member. From Member Joint I From Side Point I Part ' - Design Note 1 1 12/5/4 22/10/9 12/5/4 22/10/9 FB2064 FB2064 X-Loc Grid Moment Shear Attachme Parapet Reaction Column Stiffener Allowable Stiff Thickness Length nt Length Size bearing required? w/stiff Width 0/0/0 84 6.15 0.61 18.0 2 0.82 11.97 N 0.21 11.97 N fl; .-nIIi..n I nod Coo o..d Tt,Tov.n,..m Cnnhind Qtrpceoe ne'. Mnhor 11 tinn tire frnm .Idbint 1 Controlling Cases Required Strength - Available Strength Strength Ratios Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth Ax~ial Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 1 12.44 12.00 8 12 -2.8 -2.2 -182.1 0.0 19.0 29.5 194.1 24.3 1.01 0.08 2 7.57 8.50 10 35 -2.4 0.1 1.6 0.0 7.2 6.4 105.8 40.3 0.35 0.02 3 0.00 8.50 10 35 -2.4 0.1 1.6 0.0 7.2 6.4 105.8 21.7 0.35 0.02 10003 3.831 9.001 13 1 4.0 -0.61 15.4 0.0 49.11 20.91 169.51 39.0 0.09 0.03 Mem. Loc. Lx LyfLt Lb Ag Afn lxx Iyy Sx Sy Zx Zy I Cw Cb Rpg Rpc Qs I Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 1 12.44 310.54 149.3 149.3 3.27 3.27 69.46 2.81 11.58 1.12 13.64' 1.76 0.03 98.78 1.37 1.00 1.18 0.69 1.00 2 7.57 181.68 120.0 60.0 1.21 1.21 69.46 2.81 2.94 0.60 0.00 0.00 0.00 49.72 1.13 1.00 0.00 - - 3 0.00 181.68 120.0 60.0 1.21 . 1.21 12.59 1.06 2.94 0.60 0.00 0.00 0.00 18.85 1.13 1.00 0.00 - - 10003 3.83 46.01 46.0 46.0 2.52 2.52 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.00 1.00 1.13 0.67 0.88 File: 4510-09-Magellan.FBO Version: 7. if Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 90 of 197 User Defined Frame Point Loads for Cross Section: 8 Side Units Type Description Magi Loci Offset H or V pp Dir. Coef. Loc. 1 k FD MEZZ -1.00 13/0/0 NA NA Y DOWN 1.000 CL I k FL MEZZ -3.00 13/0/0 NA NA N DOWN 1.000 CL p E> MEZZ SEISMIC->Resolved From Plane 735.00 13/0/0 NA NA N RIGHT 1.000 OF I p <E MEZZ SEISMIC->Resolved From Plane . -735.00 13/0/0 NA NA N LEFT 1.000 OF 1 p E> MEZZ SEISMIC->Resolved From Plane 315.00 27/4/0 NA NA N RIGHT 1.000 OF I _p_ <E MEZZ SEISMIC-Resolved From Plane -315.00 27/4/0 NA NA N LEFT 1 1.0001 OF flf1tin.. I ,,I Cn.,.h ..o*inns - No. Origin Factor Def H Def V Application Description User 1.000 150 0 1.0 E> + 1.0 EG- E> + EG- 2 User 1.000 150 0 1.0 <E + 1.0 EG- <E + EG- 3 User 1.000 150 0 1.0 EB> EB> 4 User 1.000 150 0 1.0<EB . <EB 5 System 1.000 0 180 1.0 L L 6 System 1.000 0 180 0.700 WI> WI> 7 System 1.000 0 180 0.700 <WI <WI 8 System 1.000 0 180 0.700 W2> W2> 9 System 1.000 0 180 0.700 <W2 <W2 10 System Derived 1.000 0 180 0.700 WPAI . WPAI II System Derived 1.000 0 180 0.700WPDI WPDI 12 System Derived 1.000 0 180 0.700 WPA2 WPA2 13 System Derived 1.000 0 180 0.700 WPD2 ., WPD2 14 System Derived 1.000 0 180 0.700 WPB WPB 15 System Derived 1.000 0 180 0.700 WPCI WPCI 16 System Derived 1.000 0 180 0.700 WPB2 WPB2 17 System Derived 1.000 0 180 0.700 WPC2 WPC2 18 System 1.000 60 0 0.700 WI> . WI> 19 System 1.000 60 0 0.700 <Wl . <WI 20 System 1.000 60 0 0.700 W2> - W2> 21 System 1.000 60 0 0.700 <W2 <W2 22 System Derived 1.000 60 0 0.700 WPAI . WPAI 23 System Derived 1.000 60 0 0.700WPDI WPDI 24 System Derived 1.000 60 0 0.700 WPA2 WPA2 25 System Derived 1.000 60 0 0.700 WPD2 WPD2 26 System Derived 1.000 60 0 0.700WPBI ; WPB 27 System Derived 1.000 60 0 0.700 WPCI . WPCI 28 System Derived 1.000 60 0 0.700 WPB2 - WPB2 29 1 System Derived 1 1.000 1 60 1 0 10.700 WPC2 jWPC2 Controlline Frame Deflection Ratios for Cross Section: 8 Description Ratio I Deflection (in.) I Memberl Joint I Load Case I Load Case Description Max. Horizontal Deflection (H154015) 0.006 1 2 1 E> + EG- Max. Vertical Deflection fir Span I (L/99999) 0.000 I 2 17 WPC2 File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 &- Reactions Package Time: 8:11:39 AM Page: 91 of 197 * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as rooa.nd endwali diaphragms. Therefore, these deflections may be considerably overstated. File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 920f197 TJ I Frame Cross Section: 8.5 11 7 © '-°'• 6'-1flh/R' fl251:12 4'- 1/4' Oil LL 3(1 FB 1000 V / FRAME CROSS SECTION AT FRAME LINE(S) 8.5 Dimension Key 1 3-0' 2 22-4 3/4" 3 10" 4 1-109/16" 5 93/16' 6 2 1/2" 7 2-2 11/16" 8 1-9 1/2' 9 3 @2-6' 10 1-3 1/4" 11 31/2" 12 8 1/2" 13 311/16" 14 1,-I 13/16' 15 1-6 1/2' 16 8 5/16" 17 3-0" 0.250:12 Frame Clearances Horiz. Clearance between members 1(CXOO2) and 6(CX003): 46L7 1/2" Vert. Clearance at member 1(CX002): 23-8 3/16' File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 93 of 197 Vert. Clearance at member 6(CX003): 228 1/2' Finished Floor Elevation 100-0" (Unless Noted Otherwise) File: 4510-09-Magellan.FBO . Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 94 of 197 Frame Location Design Parameters: Location Avg. Bay Space Description Angle Group Trib. Override Design Status 11/6/0 16/3/0 IRigid Frame 90.0000 - Stress Check esiDgn Load Combinations - Framing No. Origin Factor Application Description System 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 L> D + FD + CG + L> 2 System 1.000 1.0D+ 1.0FD+ 1.000+ 1.0<L D+FD+CG+<L 3 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 ASLA D + FD + CO + ASLA 4 System 1.000 1.0D+ 1.0FD+ 1.000+ 1.0AASL D+FD+CG+AASL 5 System 1.000 1.0D+ l.OFD+ I.00O+ 1.0PL2 D+FD+CO+PL2(Spans I and 2) 6 System 1.000 1.0 D + 1.0 FD+ 1.0 CO + 1.0 PL2 D+ FD +CO + PL2(Spans 2 and 3) 7 System 1.000 1.0D+ I.OFD+ 1.0CG+ 1.0PL2 D+FD+CO+PL2(Spans3 and 4) 8 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 WI> D + FD + CG + WI> 9 System 1.000 I.OD+ I.OFD+ l.00O+ 1.0 <W1 D+FD+CG+<WI 10 System 1.000 1.0D+ 1.0FD+ 1.000+ 1.0W2> D+FD+CO+W2> II System 1.000 1.0D+ l.OFD+ 1.000+ 1.0 <W2 D+FD+CO+<W2 12 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WI> D + FD + CU + Wi> 13 System 1.000 0.600 D+ 0.600 FD+ 0.600 CU + 1.0 <WI D + FD+ CU + <Wl 14 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 W2> D + FD + CU + W2> 15 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0<W2 D+FD+CU+<W2 16 System 1.000 1.0D+ 1.0FD+ 1.000+ 1.0 FL D+FD+CO+FL 17 System 1.000 1.0 D + 1.0 FD + 1.0 CO D + FD + CO 18 System 1.000 1.0D+1.0FD+1.000+0.750L+0.750W1> D+FD+CG+L+WI> 19 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 <WI D + FD + CO + L + <WI 20 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 W2> D + FD + CO + L + W2> 21 System 1.000 I.0D+1.0FD+I.0CG+0.750L+0.750<W2 D+FD+CO+L+<W2 22 System 1.000 I.OD+ I.OFD+ 1.000+0.750L>+0.750FL D + FD + CG + L> + FL 23 System 1.000 1.0D+ 1.0FD+ 1.00O+0.750<L+0.750Fl, D+FD+CO+<L+Fl, 24 System 1.000 I.OD+ 1.0FD+ I.00O+0.7SOASL"+0.750Fl, D + FD + CG + ASL A + FL 25 System 1.000 I.OD+ 1.0FD+ I.00G+0.7SOAASL+0.750Fl, D+FD+CG+AASL+FL 26 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L 4:0.750 WI> + 0.750 FL D+FD+CG+L+WI>+FL 27 System 1.000 I.OD+ I.OFD+ 1.0CG+0.750L+0.750<WI +0.750FL . D+FD+CG+L+<WI+FL 28 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 W2> + 0.750 FL D+FD+CG+L+W2>+FL 29 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 <W2 + 0.750 FL D+FD+CG+L+<W2+FL 30 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 FL D + FD + CO + FL 31 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 E> + 0.700 EG+ D + FD + CO + E> + EO+ 32 System 1.000 I.OD+ l.OFD+ 1.000+0.910<E+0.700EG+ D+FD+CO+<E+EG+ 33 System 1.000 0.600 D + 0.600 FD+ 0.600 CU + 0.910 E> + 0.700 EG- D + FD + CU + E> + EG- 34 System 1.000 0.600 D+ 0.600 FD+ 0.600 CU + 0.910 <E + 0.700 EG- D + FD+ CU + <E + EG- 35 Special 1.000 I.OD+ 1.0FD+ 1.000+ I.750E>+0.700E0+ D+FD+CO+E>+EO+ 36 Special 1.000 I.OD+ 1.0FD+ I.00G+ 1.750<E+0.700E0+ D+FD+CO+<E+EO+ 37 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 E> + 0.700 EG- D + FD + CU + E> + EG - 38 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <E + 0.700 EG- D + FD + CU + <E + EG- 39 AISC - Special 1.000 1.0D+ I.OFD+ 1.0CG+2.450E>+0.700EG+ D+ Fl) +CG+E>+EO+ 40 AISC - Special 1.000 1.0D+ l.OFD+ I.0CG+2.450<E+0.700E0-f D+FD+CG+<E+EO+ 41 AISC- Special 1.000 0.600 D+ 1.0 FD + 0.600 CU + 2.450 E>+ 0.700 EG- D+ FD + CU + E>+ EG- 42 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 <E + 0.700 EG- D + FD + CU + <E + EG- 43 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 WPAI D + FD + CO + WPA1 44 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPAI D + FD + CU + WPAI 45 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPAI D + FD + CO + L + WPAI 46 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPAI + 0.750 FL D+FD+CG+L+WPAI+FL 47 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 WPDI D + FD + CO + WPDI 48 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPDI D + FD + CU + WPDI 49 System Derived 1.000 I.OD+ I.OFD+ I.000+0.750L+0.750WPDI D+FD+CO+L+WPDI 50 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPDI + 0.750 FL D+FD+CO+L+WPDI+FL 51 System Derived 1.000 1.0D+ I.OFD+ I.00O+ 1.0 WPA2 D+FD+CO+WPA2 52 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPA2 D + FD + CU + WPA2 53 System Derived 1.000 l.OD+ I.OFD+ 1.00O+0.750L+0.750WPA2 D+FD+CO+L+WPA2 54 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPA2 + 0.750 FL D+FD+CO+L+WPA2+FL 55 System Derived 1.000 I.OD+ 1.O Fl) + I.00O+ 1.0 WPD2 D+FD+CO+WPD2 56 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPD2 D + FD + CU + WPD2 57 System Derived 1.000 1.0D+ 1.0FD+ 1.00O+0.750L+0.750WPD2 D+FD+CO+L+WPD2 58 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPD2 + 0.750 FL D+FD+CO+L+WPD2+FL 59 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 WPB D + FD + CO + WPBI File: 4510-09-Magellan.FBO Version: 7. If . Date: 7/7/2009 Reactions Package Time: 8:11:39 AM wm- . Page: 95 of 197 60 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB 1 61 System Derived 1.000 1.0D+ 1.O I'D + 1.00G+0.750L+0.75O WPB 1 62 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPB + 0.750 FL 63 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 WPC 64 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPCI 65 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPCI 66 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPCI + 0.750 FL 67 System Derived 1.000 1.0D+ 1.0FD+ 1.000+ 1.0 WPB2 68 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WP132 69 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPB2 70 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WP132 + 0.750 FL 71 System Derived 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0 WPC2 72 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC2 73 System Derived 1.000 1.0 D + 10 FD + 1.0 CG + 0.750 L + 0.750 WPC2 74 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPC2 + 0.750 FL 75 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 E> + 0.700 EG+ + 0.910 EB> 76 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 E> + 0.700 EG+ + 0.273 EB> 77 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 <E + 0.700 EG+ + 0.910 EB> 78 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 <E + 0.700 EG+ + 0.273 EB> 79 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EO- + 0.910 EB> 80 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EO- + 0.273 EB> 81 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EO- + 0.910 EB> 82 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EO- + 0.273 EB> 83 Special 1.000 1.0D+ 1.O I'D + 1.000+ 1.750 EB> +0.700EG+ 84 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 EB> + 0.700 EO- 85 AISC - Special 1.000 1.0 D + 1.0 FD + 1.0 CO + 2.450 EB> + 0.700 EG+ 86 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 EB> + 0.700 EO- 87 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 E> + 0.700 EG+ + 0.910 <EB 88 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 E> + 0.700 EG+ + 0.273 <EB 89 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 <E + 0.700 EG+ + 0.910 <EB 90 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 <E + 0.700 EG+ + 0.273 <EB 91 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 <EB 92 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EO- + 0.273 <EB 93 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EO- + 0.910 <EB 94 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EO- + 0.273 <EB 95 Special 1.000 1.0D+ 1.0FD+ 1.000+ 1.750 <EB +0.700EG+ 96 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <EB + 0.700 EO- 97 AISC - Special 1.000 1.0 D + 1.0 FD + 1.0 CO + 2.450 <EB + 0.700 EG+ 98 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 <EB + 0.700 EO- Frame Member Sizes +FD+CU+WPBI + FD + CO + L+ WPB FD+CO+L+WPB 1+FL + FD + CO.+ WPCI + FD + CU + WPCI + FD + CO + L+ WPCI FFD+CO+L+WPCI+FL + FD + CO + WP132 + FD + CU + WPB2 + FD + CO + L + WPB2 FD+CO+L+WPB2+FL + FD + CO + WPC2 + FD + CU + WPC2 + FD + CO + L + WPC2 FD+CO+L+WPC2+FL i-FD+CO+E>+EG++EB> i-FD+CO+E>+EO++EB> fFD+CO+<E+EO++EB> i-FD+CO+<E+EO++EB> 1-FD+CU+E>+EO-+EB> FD+CU+<E+EO-+EB> + FD + CO + EB> + EG+ FD + CU + EB> + EG- + FD + CO + EB> + EG+ + FD + CU + EB> + EO- FD+CO+E>+EO++<EB FFD+CO+E>+EO++<EB D+CU+E>+EO-+<EB FD+CU+<E+EO-+<EB + FD + CO + <EB + EG+ + FD + CU + <EB + EG- + FD + CO + <EB + EG+ + FD + CU + <EB + EO- Mem. No. Fig Width (in.) FIg Thk (in.)(in.) Depthl Depth2 (in.) Length (fi) Weight (p) FIg Fy (ksi) Web Fy (ksi) Splice it. I Codes Shape 5.00 0.1345 FWebThk 9.00 Jt.2 10003 9.00 3.83 38.9 55.00 55.00 SS SS 3P 1 6.00 0.5000 28.00 28.00 26.61 1365.1 50.00 50.00 BP KN 3P 2 6.00 0.5000 34.00 28.00 10.33 508.7 50.00 50.00 KN . SS 3P 3 6.00 0.3750 0.3125 28.00 17.00 14.50 569.5 50.00 50.00 SS SP 3P 4 6.00 0.3750 0.3125 17.00 28.00 15.50 608.0 50.00 50.00 SP SS 3P 5 6.00 0.5000 0.3750 28.00 34.00 10.97 554.2 50.00 50.00 SS KN 3P 6 6.00 0.5000 0.3125 1 28.00 28.00 1 25.53 1340.1 50.00 1 50.00 BP KN 3P Total Frame Weight = 4984.5 (p) (Includes all plates) Frame Pricing Weight = 5301.3 (p) (Includes all pieces) Boundary Condition Summary Member X-Loc Y-Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 6 52/10/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10003 0/0/0 22/4/12 Yes Yes Yes 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Reactions - Unfactored Load Type at Frame Cross Section! 8.5 Type Exterior Column Exterior Column X-Loc 0/0/0 52/10/0 Grid - Orid2 8.5 -J 8.5 -A Base Plate W x L (in.) 9x29 11x29 Base Plate Thickness (in.) 0.375 0.500 Anchor Rod Qty/Diam. (in.) 4-1.000 6-1.500 File: 4510-09-Magellan.FBO . Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 96 of 197 Column Base Elev. 100-0' 100-0' Load Type Desc. Hx Vy Hx Hz Vy_ Frm 0.8 4.0 -0.8 - 3.8 - - - - FD Frm - 2.8 - -. 5.7 CO Frm 1.1 3.4 -1.1 - 4.7 L> Frm 2.1 7.9 -2.1 - 6.7 - - - <L Frm 2.1 . 7.9 -2.1 - 6.7 - - - ASL^ Frm 2.2 6.9 -2.2 - 6.7 ASL Frm -0.1 1.0 0.1 - -0.1 - - - WI> Frm -5.4 -9.1 4.1 - -1.9 - - - <WI Frm 2.3 -7.8 8.8 - -11.1 - - - W2> Frm -6.5 -6.8 -6.1 - 2.2 <W2 Frm 1.2 -5.4 6.7 - -6.9 - - - CU Frm -. - - - - - - - FL Frm - 9.9 - - 18.5 - - - L Frm 2.1 7.9 -2.1 - 6.7 E> Frm -6.6 -5.1 -6.7 - 5.2 - - - EG+ Frm 0.5 1.8 . -0.5 - 1.9 - - - <E Frm 6.6 5.1 6.7 - -5.2 - - - EG- Frm -0.5 -1.8 0.5 - -1.9 - - - WPAI Brc -0.2 -7.2 -0.2 - -6.5 - - - WPD1 Brc 3.7 -3.9 7.8 0.2 -8.5 - - - WPA2 Brc -1.3 -4.6 -2.2 - -3.1 WPD2 Brc 2.5 -1.3 5.8 0.4 4.6 - - - WPBI Brc -0.4 -7.7 0.0 - -8.2 - - WPCI Brc 3.6 4.2 7.9 0.1 -9.2 - - - WPB2 Brc -1.5 -5.1 -2.1 - 4.7 - - - WPC2 Brc 2.4 -1.5 5.8 0.4 -5.3 - EB> Brc -0.8 -0.9 0.8 -0.1 39.9 - - - <EB Brc 1 0.9 0.8 1 -09 1 43.6 1 -395 1 - - - Maximum Combined Reactions Summary with Factored Loads- Framing \ftp All gnrtinnc kcced nn nd nrclpr ctn.rt,,rcl nnnlucic Icing the flirert Annlocic Method X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 8.5 -J 11.4 37 13.8 36 - - - - 6.1 37 23.4 22 52/10/0 8.5 -A 14.0 35 11.7 38 0.1 83 76.4 95 64.8 96 85.4 83 - - - - Snm of Fn,-eec with Re,ietinnc Cheek - Fr,mino Load Type Horizontal Load Reaction (k) (k) Vertical Load Reaction (k) (k) D 0.0 0.0 8.0 7.7 FD 0.0 0.0 8.5 8.5 CO 0.0 0.0 8.2 8.1 L> 0.0 0.0 15.2 14.6 <L 0.0 0.0 15.2 14.6 ASLA 0.0 0.0 14.2 13.6 AASL 0.0 0.0 1.0 1.0 WI> 8.9 9.4 11.4 11.1 <WI 9.8 11.1 19.4 18.9 W2> 11.5 12.6 4.7 4.5 <W2 7.2 7.9 12.7 12.3 CU 0.0 0.0 0.0 0.0 FL 0.0 0.0 28.4 28.4 L 0.0 0.0 15.2 14.6 E> 12.7 13.3 0.0 0.1 0.1 0.0 3.8 3.8 - <E 12.7 13.3 0.0 0.1 EG- 0.1 0.0 3.8 3.8 WPAI 1.5 0.3 15.1 13.8 WPDI 10.4 11.5 12.6 12.5 WPA2 4.0 3.5 8.1 7.7 WPD2 7.8 8.3 5.7 6.0 File: 4510-09-Magellan.FBO . . Version: 7.1f .. Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 97 of 197 WPBI 1.5 0.4 17.3 15.9 WPCI 10.3 11.5 13.5 13.3 WPB2 4.1 3.6 10.4 9.8 WPC2 7.8 8.3 6.6 6.8 EB> 0.0 0.0 0.0 38.9 <EB 0.0 0.0 0.0 38.7 - - X-Loc - Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to No. (in.) I (in.) (in.) Bolts (in.) Flange Web 0/0/0 8.5-i 1 0.375 9 29 4 1.000 A36 OS-0.1875 OS-0.1875 52/10/0 8.5 -A 6 0.500 11 29 6 1.500 A36 OS-0.2500 OS-0.2500 Mem. No. Stiff. No. Desc. Loc. (ft) Web Depth (in.) h/t a/h a (in.) Thick. (in.) Width (in.) Side Welding Description 1 1 S3 23.69 27.000 N/A N/A N/A 0.5000 2.500 Both F-FP,W-OS-0.1875 1 2 S5 21.62 26.771 85.67 N/A N/A 0.1875 2.500 Both W-OS-0.1875 1 3 S5 20.88 26.779 85.69 N/A N/A 0.1875 2.500 Both W-OS-0.1875 1 4 S5 1.65 26.984 86.35 N/A N/A 0.5000 5.000 Near W-BS-0.1875 3 1 S5 5.31 23.220 74.30 N/A N/A 0.5000 5.000 Near W-BS-0.1875 6 1 1 1 S9 1 22.66 1 26.761 1 85.63 1 N/A I N/A 1 0.5000 1 2.500 Both W-OS-0.1875 D,J.l L'..1 DI...* 1A 1Q1' - = - - End-Plate Dimensions Bolt Outside Flange Inside Flange Mem. it. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches lsti2nd Configuration Pitches lst/2nd ID Desc. (in.) ID I Desc. (in.) No. No. in. (in.) (in.) (in.) 1000 2 CIP 0.250 6.00 10.00 0.500 A325N/PT 3.00 11 Flush 1.50 Il Flush 1.50 3 1 2 KN(Face) 0.750 6.00 35.02 0.750 A325X/PT 3.50 14 Flush 2.00/2.00 14 Flush 2.00/2.00 2 1 KN(Face) 0.750 6.00 34.99 0.750 A325X/PT 3.50 14 Flush 2.00/2.00 14 Flush 2.00/2.00 3 2 SP 0.375 6.00 20.40 0.750 A325X/PT 3.50 12 Flush 2.00 31 Extended 3.50 4 1 SP 0.375 6.00 20.40 0.750 A325X/PT 3.50 12 Flush 2.00 31 Extended 3.50 5 2 KN(Face) 0.750 6.00 37.25 0.750 A325XJPT 3.50 33 Extended 3.50/2.00 14 Flush 2.00/2.00 6 1 2 1 KN(Face) 1 0.750 1 6.00 37.25 1 0.750 1 A325XJPT 3.50 33 1 Extended 3.50/2.00 14 1 Flush 2.00/2.00 Required Strength - Out - Available Strength - Out Required Strength -In - Avail ableStrength - In Mem. - it. Ld Axial Shear Moment Design Shear Moment Ld Axial Shear Moment Design Shear Moment No. No. Cs (k) (k) (in-k) Proc. (k) (in-k) Cs (k) (k) (in-k) Proc. (k) (in-k) 1000 2 1 -0.0 1.4 38.0 Thin plate 37.7 67.0 13 -0.0 1.2 34.2 Thin plate 37.7 67.0 3 1 2 40 -3.4 18.7 4009.8 Thin plate 265.1 3901.5 41 -0.5 12.2 3413.7 Thin plate 265.1 3901.5 2 1 40 -3.4 18.7 4009.8 Thin plate 265.1 3901.5 41 -0.5 12.2 3413.7 Thin plate 265.1 3901.5 3 2 13 2.5 3.5 323.6 Thin plate 159.0 351.9 3 -4.0 0.7 549.2 Thin plate 159.0 542.4 4 1 13 2.5 3.5 323.6 Thin plate 159.0 351.9 3 -4.0 0.7 549.2 Thin plate 159.0 542.4 5 2 39 -3.7 20.2 4102.4 Thick plate 265.1 4970.1 42 1.0 12.3 3540.2 Thin plate 265.1 3901.5 6 1 2 139 -3.7 20.2 4102.4 Thick plate 265.1 4970.1 42 1.0 12.3 3540.2 Thin plate 265.1 3901.5 vI_..._ C Member From Member Joint I From Side Point I Part Design Note 1 21/0/0 21/0/0 SFB3004 1 22/10/9 22/10/9 (2)FB3050 2 3/4/0 6/6/3 (2)FB4040 3 10/4/0 21/6/3 FB2114 4 10/10/0 36/6/3 FB3030 5 1 5/4/0 46/6/3 (2)FB4040 X-Loc Grid Moment Shear Attachme Parapet Reaction Column Stiffener Allowable Stiff Thickness Length nt Length Size bearing required? w/stiff Width 0/0/0 8.5 -J 10.98 1.10 18.0 2 1.47 26.88 N 0.37 26.88 N Frame Design Member Summary- Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1) File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 98 of 197 Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 10003 3.83 9.00 1 1 -0.0 -1.4 -38.0 0.0 49.1 20.9 169.5 39.0 0.22 0.07 1 23.72 28.00 90 90 -13.0 -8.6 -2026.2 0.0 313.5 92.4 4183.6 289.8 0.51 0.09 2 6.81 29.76 9 2 0.1 11.6 -683.7 0.0 503.6 149.5 1912.4 300.3 0.36 0.09 3 5.37 23.93 13 90 2.5 9.1 -568.9 0.0 352.3 107.1 1001.4 219.5 0.57 0.10 4 0.00 17.00 60 76 5.6 -8.5 -256.2 0.0 287.3 95.6 791.3 214.4 0.33 0.09 5 8.70 34.00 76 28 -2.7 -13.1 -1993.4 0.0 . 361.6 129.8 6077.8 304.8 0.33 0.10 6 11.37 28.00 83 88 -85.5 8.7 0.0 0.0 111.91 92.41 4183.6 289.8 0.76 0.09 Mem. No. Loc. ft Lx in. LyILt in. Lb in. Ag in.2 Afn in.2 lxx in.4 Iyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 10003 3.83 46.01 46.0 46.0 2.52 2.52 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.00 1.00 1.13 0.67 0.88 1 23.72 284.69 10.1 10.1 14.44 14.44 1647.08 18.07 117.65 6.02 139.45 9.66 0.78 3416.11 1.01 1.00 . 1.19 1.00 0.75 2 6.81 559.88 180.1 180.1 16.79 16.79 2028.27 18.13 136.29 6.04 165.35 10.01 1.01 3880.58 1.18 1.00 1.21 1.00 1.00 3 5.37 559.88 180.1 180.1 11.74 11.74 948.27 13.56 79.26 4.52 94.96 7.32 0.45 1880.21 1.02 1.00 1.20 1.00 1.00 4 0.00 559.88 180.1 180.1 9.58 9.58 422.74 13.54 49.73 4.51 58.04 7.15 0.38 935.67 1.04 1.00 1.17 1.00 1.00 5 8.70 559.88 40.4 40.4 18.38 18.38 2806.53 18.15 165.09 6.05 202.59 10.16 1.09 5090.82 1.11 1.00 1.23 1.00 0.73 6 11.37 272.97 156.0 156.0 14.44 14.44 1647.08 18.07 117.65 6.O2 139.45 9.66 0.78 3416.11 3.00 1.00 1.19 1.00 0.92 Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 99 of 1197 iT. D...t I f. C... 2 Side Units Type Description Mag1 Loci Offset H or V Supp. Dir. Coef. Loc. 1 k FL MEZZ -1.00 13/0/0 NA NA N DOWN 1.000 CL I p E> MEZZ SEISMIC->Resolved From Plane 2275.00 13/0/0 NA NA N RIGHT 1.000 OF p <E MEZZ SEISMIC-Resolved From Plane -2275.00 13/0/0 NA NA N LEFT 1.000 OF I p E> MEZZ SEISMIC-Resolved From Plane 975.00 27/4/0 NA NA N RIGHT 1.000 OF I p <E MEZZ SEISMIC-Resolved From Plane -975.00 27/4/0 NA NA N LEFT 1.000 OF 4 p E> MEZZ SEISMIC->Resolved From Plane 3150.00 13/0/0 NA NA N RIGHT 1.000 OF 4 p <E MEZZ SEISMIC->Resolved From Plane -3150.00 13/0/0 NA NA N LEFT 1.000 OF 4 p E> MEZZ SEISMIC->Resolved From Plane 1350.00 26/2/11 NA NA N RIGHT 1.000 OF 4 1_p_I <E IMEZZ SEISMIC->Resolved From Plane 1 -1350.00 26/2/11 NA NA N LEFT 1 1.0001 OF IT,... V I I f,.. ('.., 2 Side Units Type Description Magi Loci Mag2 Loc2 §pp Dir. Coef. Loc. 3 plf CG (12) 250# RTU->Resolved From Plane -200.98 40/4/2 -200.98 50/3/14 N DOWN 1.000 OF 4 plf WI> I0 PSF MIN->Resolved From Plane 225.00 0/0/0 225.00 26/2/11 N RIGHT 1.000 OF 4 plf <WI 10 PSF MIN->Resolved From Plane -225.00 0/0/0 -225.00 26/2/11 N LEFT 1.000 OF 4 plf W2> 10 PSF MIN->Resolved From Plane 225.00 0/0/0 225.00 26/2/11 N RIGHT 1.000 OF 4 plf <W2 IO PSF MIN->Resolved From Plane -225.00 0/0/0 -225.00 26/2/11 N LEFT 1.000 OF 4 plf WPAI 10 PSF MIN-Resolved From Plane 225.00 0/0/0 225.00 26/2/11 N RIGHT 1.000 OF 4 plf WPDI 10 PSF MIN->Resolved From Plane -225.00 0/0/0 -225.00 26/2/I1 N RIGHT -1.000 OF 4 plf WPA2 10 PSF MIN-Resolved From Plane 225.00 0/0/0 225.00 26/2/11 N RIGHT 1.000 OF 4 plf WPD2 10 PSF MIN->Resolved From Plane -225.00 0/0/0 -225.00 26/2/1I N RIGHT -1.000 OF 4 plf WPBI I0 PSF MIN-Resolved From Plane 225.00 0/0/0 225.00 26/2/11 N RIGHT 1.000 OF 4 plf WPC1 10 PSF MIN->Resolved From Plane -225.00 0/0/0 -225.00 26/2/11 N RIGHT -1.000 OF 4 plf WPB2 10 PSF MIN-Resolved From Plane 225.00 .0/0/0 225.00 26/2/11 N RIGHT 1.000 OF 4 plf WPC2 10 PSF MlN->Resolved From Plane -225.00 0/0/0 -225.00 26/2/11 N RIGHT -1.000 OF flaflnrtinn I nod Cnn.hinotinnc - Cromino No. Origin Factor Def H Def V Application Description I User 1.000 150 0 1.0 E> + 1.0 EG- E> + EG- 2 User 1.000 150 0 1.0<E+ I.OEG- <E+EG- 3 User 1.000 150 0 I.OEB> . EB> 4 User 1.000 150 0 I.0<EB <EB 5 System 1.000 0 180 I.OL L 6 System 1.000 0 180 0.700 WI> Wl> 7 System 1.000 0 180 0.700<WI <WI 8 System 1.000 0 180 0.700 W2> W2> 9 System 1.000 0 180 0.700<W2 <W2 10 System Derived 1.000 0 180 0.700 WPAI WPAI II System Derived 1.000 0 180 0.700 WPDI WPDI 12 System Derived 1.000 0 180 0.700 WPA2 WPA2 13 System Derived 1.000 0 180 0.700 WPD2 WPD2 14 System Derived 1.000 0 180 0.700 WPB WPBI IS System Derived 1.000 0 180 0.700 WPC1 WPCI File: 4510-09-Magellan.FBO Version: 7. If Date :7/7/2OO9j5,,, • r- ' .t'. V . . Reactions Package Time 8:11:39 AM V . 5 •" Page: 100of197 . .. 16 System Derived 1.000 0 180 0700 WPB2 WPB2 ' 17 System Denved 1.000 0 180 0.700 WPC2 ' WPC2 J ' -, 18 System 1.000. 60 0 0.700 WI> WI> 19 System 1.000 .60 0 0.700.ZWI 4. , <WI V . • 20 System 1.000 60 0 0.700 W2> . W2> 21 System 1 000 60 0 0.700 <W2 <W2 - 22 System Derived 1.000 60 0 0 700 WPAI WPA1 23 System Derived 1 000 60 0 0.700 WPDI " WPDI 24 System Derived 1.000 .60 0 0.700WPA2 WPA2 . •s Y . 25 System Derived 1.000 60 0 0.700WPD2 -• WPD2 - 26 System Derived 1.000 60 10 0.700 WPB 4 WPBI . f . 27 System Derived 1.000 60 0 0.700 WPC WPCI 28 System Derived 1.000 60 0 0.700 WPB2 WPB2 29 System Derived 1.000- 60 0 0.700 WPC2 WPC2 ControIhni Frame Deflection Ratios for Cross Section 85 1 * V. V - V * Negative horizontal deflection is left r . * Negative vertical deflection is down 4. Lateral deflections of primary frames are calculated on a bare frame basis and do not includeVresistance from systems suctas roof and endwall diaphragms. . • Therefore, these deflections may be considerably overstated. . ' I ... . . •,7' . - .. V . . . - -; 5 V V V •, 'V S - - V •'•U 4V • . - . . S •' V .V -, . •V-V kf- • . V • VV S 4 V V - . V V V •,. 4'4 . (.,r -V - 5, . 4 V 4 . . . ,%..4 i VV-V4 'VVV • V -q V V • . . - 4. V V V .V •. •_ , V ' fr .V , jVVV ., L. 4 r.. .t;4. V ,, V V '5 V• . . V - .V V 4' V • .1 .' 4_St 1'V_ ---V I Cl 1 -V. - Is •, F's'" -k V . I le, V,.V V 4. V V ,s S • - V V • V V •• . V - V VS V 4V •V V . C V '.'V V S 4 4 S 1 V S 4. .4 • Rl File 451009 Magellan FBO , Version 7 if V ir S S V V - .. . V V •V4.V I(V.I V • S V V V * . V V 4, 5, ,J •• . 'V . ,-. V :'- V . - V. • I S •, 4 - Description Ratio Deflection (in.) Member Joint Load Cas e Description IMax. Horizontal Deflection Max. Vertical Deflection for Span I (H1157) , 1.833 - 6 2 • (L/1412) 1 '._ V. - ,. E>+ ED- . •iV . / Date: 7/7/2009 Reactions Package Time:8:11:39AM Page: 102 of 197 Finished Floor Elevation = 1OOO (Unless Noted Otherwise) '1 File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 103 of 197 Parameters: Location I Avg. Bay Space I Description Angle Group Trib. Override Design Status 33/6/0 1 18/9/0 Rigid Frame 90.0000 - - - Stress Check Design LoadCombinations - Framin No. Origin Factor Application Description System 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 L> D + FD + CG + L> 2 System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0<L D+FD+CG+<L 3 System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0ASLA )+FD+CO+ASL 4 System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0AASL D+FD+CO+AASL 5 System 1.000 1.0D+ 1.0FD+ 1.000+ 1.0PL2 D + FD + CG + PL2(Spans I and 2) 6 System 1.000 1.0 D+ 1.0 FD+ 1.0CG+ 1.0 PL2 D+ FD+CO+ PL2(Spans 2 and 3) 7 System 1.000 1.0D+ 1.0FD+ 1.00O+ 1.0PL2 D + FD + CG + PL2(Spans 3 and 4) 8 System 1.000 1.0D+I.0FD+1.0CG+1.0WI> D+FD+CO+WI> 9 System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0<W1 D+FD+CG+<WI 10 System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0W2> D+FD+CO+W2> 11 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 <W2 D + FD + CO + <W2 12 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WI> D+ FD+ CU + WI> 13 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 <WI D + FD + CU + <WI 14 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 W2> D + FD + CU + W2> 15 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 <W2 D+FD+CU+<W2 16 System 1.000 I.OD+ I.OFD+ I.00O+ 1.0 FL D+FD+CG+Fl, 17 System 1.000 1.0D+ I.OFD+ 1.0 CO D+FD+CO 18 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WI> D + FD + CG + L + WI> 19 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 <WI D + FD + CO + L + <WI 20 System 1.000 1.0D+ I.OFD+ 1.0CG+0.750L+0.750W2> D+FD+CO+L+W2> 21 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 <W2 D + FD + CO + L + <W2 22 System 1.000 1.0D+ I.OFD+ 1.000+0.750L>+0.750FL D+FD+CO+L>+FL 23 System 1.000 I.0D+I.0FD+I.000+0.750<L+0.750FL D+FD+CO+<L+FL 24 System 1.000 I.OD+ 1.0FD+ I.000+0.750ASLA+0.750FL D+FD+CO+ASLA+FL 25 System 1.000 I.OD+ 1.0FD+ I.000+0.750ASL+0.750Fl, D+FD+CO+AASL+Fl, 26 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WI> + 0.750 FL D+FD+CO+L+WI>+FL 27 System 1.000 I.OD+ I.OFD+ 1.000+0.750L+0.750<W1+0.750FL D+FD+CO+L+<WI±FL 28 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 W2> + 0.750 FL D+FD+CO+L+W2>+FL 29 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 <W2 + 0.750 FL D+FD+CO+L+<W2+FL 30 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 FL D + FD + CO + FL 31 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 E> + 0.700 EO+ D + FD + CO + E> + EO+ 32 System 1.000 1.0D+ I.OFD+ 1.000+0.910<E+0.700EO-f D+FD+CO+<E+EO+ 33 System 1.000 0.600 D+ 0.600 FD + 0.600 CU + 0.910 E>+ 0.700 EG- D + FD+ CU + E> + EG- 34 System 1.000 0.600 D+ 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- D+ FD+ CU + <E + EG- 35 Special 1.000 I.OD+ l.OFD+ I.00O+ 1.750E>+0.700EO+ D+FD+CO+E>+EO+ 36 Special 1.000 I.OD+ 1.0FD+ I.00O+ I.750<E.+0.700EG+ D+FD+CO+<E+EO+ 37 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 E> + 0.700 EG- D + FD + CU + E> + EG- 38 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <E + 0.700 EG- D + FD + CU + <E + EG- 39 AISC - Special 1.000 I.OD+ I.OFD+ 1.000+2.450E>+0.700EO+ D+FD+CO+E>+EO+ 40 AISC - Special 1.000 1.0D+ I.OFD+ 1.000+2.450<E+0.700EO+ D+FD+CO+<E+EO+ 41 AISC- Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 E> + 0.700 EG- D+ FD+ CU + E> + EG- 42 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 <E + 0.700 EG- D + FD + CU + <E + EG- 43 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 WPAI D + FD + CO + WPAI 44 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPAI D + FD + CU + WPAI 45 System Derived 1.000 I.OD+ I.OFD+ l.00O+0.750L+0.7SOWPAI D+FD+CO+L+WPAI 46 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPAI + 0.750 FL D+FD+CO+L+WPAI+FL 47 System Derived 1.000 1.0D+ I.OFD+ 1.000+ I.OWPDI . D+FD+CO+WPDI 48 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPDI D + FD + CU + WPDI 49 System Derived 1.000 1.0D+ I.OFD+ 1.000+0.750L+0.750WPDI D+FD+CO+L+WPDI 50 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPDI + 0.750 FL D+FD+CO+L+WPDI+FL 51 System Derived 1.000 I.OD+ I.OFD+ I.00O+ 1.0 WPA2 )+FD+CO+WPA2 52 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPA2 D + FD + CU + WPA2 53 System Derived 1.000 I.OD+ 1.0FD+ I.00O+0.750L+0.750WPA2 D+FD+CO+L+WPA2 54 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPA2 + 0.750 FL D+FD+CO+L+WPA2+FL 55 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 WPD2 D + FD+ CO + WPD2 56 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPD2 D + FD + CU + WPD2 57 System Derived 1.000 1.0D+ I.OFD+ 1.00O+0.750L+0.750WPD2 D+FD+CO+L+WPD2 58 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPD2 + 0.750 FL D+FD+CO+L+WPD2+FL 59 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 WPB D + FD + CO + WPB I File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 104 of 197 60 System Derived 1.000 0.600 D + 0.600 FD + 0.600 Cu + 1.0 WPB I 61 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPB 62 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPB I + 0.750 FL 63 System Derived 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.O WPC I 64 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPCI 65 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPCI 66 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPCI + 0.750 FL 67 System Derived 1.000 1.0D+ 1.O I'D + 1.000+ 1.0 WPB2 68 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB2 69 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPB2 70 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPB2 + 0.750 FL 71 System Derived 1.000 1.0D+ 1.O I'D + l.00O+ 1.0 WPC2 72 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC2 73 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPC2 74 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPC2 + 0.750 FL 75 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 E> + 0.700 EO+ + 0.910 EB> 76 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 E> + 0.700 EO+ + 0.273 EB> 77 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 <E + 0.700 EO+ + 0.910 EB> 78 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 <E + 0.700 EO+ + 0.273 EB> 79 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 EB> 80 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 EB> 81 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 EB> 82 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> 83 Special 1.000 1.0D+ 1.O I'D + 1.000+ 1.750 EB> +0.700EO+ 84 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 EB> + 0.700 EG- 85 AISC - Special 1.000 1.0 D + 1.0 FD + 1.0 CO + 2.450 EB> + 0.700 EO+ 86 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 EB> + 0.700 EG- 87 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 E> + 0.700 EO+ + 0.910 <EB 88 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 E> + 0.700 EO+ + 0.273 <EB 89 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 <E + 0.700 EO+ + 0.910 <EB 90 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 <E + 0.700 EO+ + 0.273 <EB 91 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 <EB 92 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <EB 93 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 <EB 94 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB 95 Special 1.000 1.0D+ 1.0FD+ 1.000+ 1.750<E8+0.700EO+ 96 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <EB + 0.700 EG- 97 AISC - Special 1.000 1.0 D + 1.0 FD + 1.0 CO + 2.450 <EB + 0.700 EO+ 98 AISC - Soecial 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 <EB + 0.700 EG- Frame Member Sizes + FD + CU + WPBI + FD + CO +L+ WPB1 FD+CO+L+WPB 1+FL + FD + CO + WPCI + FD + CU + WPCI + FD + CO + L + WPCI FD+CO+L+WPC1+FL + FD + CO + WPB2 + FD+ CU + WPB2 + FD + CO + L + WPB2 1-FD+CO+L+WPB2+FL + FD + CO + WPC2 + FD + CU + WPC2 + FD + CO + L+ WPC2 4-FD+CO-3-L+WPC2+FL 4-FD+CG+E>+EO++EB> 4-FD+CO+E>+EO++EB> i-FD+CO+<E+EO++EB> I-FD+CO+<E+EG++EB> i-FD+CU+E>+EO-+El3> -FD+CU+E>+EG-+EB> fFD+CU+<E+EO-+EB> i-FD+CU+<E+EG-+EB> + FD + CO + EB> + EO+ + FD+ CU + EB> + EO- + FD + CO + EB> + EO+ + FD + CU + EB> + EO- +FD+CO+E>+EO++<EB +FD+CO-l-E>+EO++<EB +FD+CG+<E+EO++<EB +FD+CO+<E+EO++<EB +FD+CU+E>+EG-+<EB +FD+CU+E>+EO-+<EB +FD+CU+<E+EO-+<EB + FD + CO + <EB + EO+ + FD + CU + <EB + EO- + FD + CO + <EB + EO+ + FD+ CU + <EB + EO- Mem. No. FIg Width (in.) FIg Thk (in.) Web Thk (in.) Depthl (in.) Depth2 (in.) Length (fi) Weight (p) FIg Fy (ksi) Web Fy (ksi) Splice it. I Codes Jt.2 Shape 10003 5.00 0.1345 0.1345 9.00 9.00 3.83 38.9 55.00 55.00 SS SS 3P 1 6.00 0.5000 0.3125 28.00 28.00 26.61 1362.6 50.00 50.00 BP KN 3P 2 6.00 0.5000 0.3750 34.00 22.00 10.33 476.8 50.00 50.00 KN SS 3P 3 6.00 0.3750 0.2500 22.00 22.00 14.50 497.7 50.00 50.00 SS SP 3P 4 6.00 0.3750 0.2500 22.00 22.00 15.50 531.1 50.00 50.00 SP SS 3P 5 6.00 0.3750 0.3750 22.00 34.00 10.97 475.0 50.00 50.00 SS KN 3P 6 6.00 0.5000 0.3125 1 28.00 28.00 1 25.53 1318.3 50.00 50.00 1 BP KN 3P Total Frame Weight = 4700.3 (p) (Includes all plates) Frame Pricing Weight = 4918.4 (p) (Includes all pieces) Boundary Condition Summary Member X-Loc - Y-Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 6 52/10/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10003 0/0/0 22/4/12 Yes Yes Yes 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Reactions - Unfactored Load Tvne at Frame Cross Section: 9 Type -. Exterior Column Exterior Column X-Loc 0/0/0 52/10/0 Grid -Orid2 9-1 9-A Base Plate W x L (in.) 9x29 9x29 Base Plate Thickness (in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4 -1.000 4-1.000 File: 4510-09-Magellan.FBO Version: 7. If Load Type Horizontal Load Reaction (k) (k) Vertical Load Reaction - (k) (k) D 0.0 0.0 7.5 7.3 FD 0.0 0.0 7.1 7.1 co 0.0 0.0 5.6 5.5 0.0 0.0 ' 14.7 14.2 0.0 0.0 14.7 14.2 ASLA 0.0 0.0 11.2 10.7 AASL 0.0 0.0 1.1 1.1 WI> 6.2 6.1 9.3 9.1 <WI 7.5 7.6 16.1 15.8 W2> 9.2 9.2 4.0 3.9 <W2 4.5 4.6 10.8 10.7 CU 0.0 0.0 0.0 0.0 FL 0.0 0.0 25.4 25.4 L 0.0 0.0 14.7 14.2 E> . 11.5 11.5 0.0 0.1 EG+ 0.1 0.0 3.2 3.1 11.5 11.5 0.0 0.1 EG- 0.1 0.0 3.2 3.1 + WPAI 2.2 . 2.3 - 10.4 10.1 WPDI 8.2 8.3 11.9 11.7 + WPA2 0.8 0.7 4.8 4.7 WPD2 5.2 5.3 6.4 6.3 File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 Reactions Package . Time: 8:11:39 AM Page: 105 of 197 Column Base Elev. 100-0 100-0' Load Type Vy Hx Hz j D Fr-rn 3.7 -0.6 - 3.6 FD Fr-rn 3.2 --3.9 CG Fr-rn Desc.rH 2.7 L> 2.8 -0.7 - Fr-rn -1.6 7.4 <L 6.9 Fr-rn 6.9 -1.6 - 7.4 - - ASLA Fr-rn 1.7 5.7 -1.7 - 5.0 - - - AASL Fr-rn 70.1 1.2 0.1 - -0.1 - - - WI> Fr-rn -4.1 -7.4 -2.0 - -1.7 - - - <WI Frrn 2.0 -8.0 5.6 - -7.8 - - - W2> Fr-rn -5.5 -5.4 -3.7 - 1.5 <W2 Fr-rn 0.6 -6.0 4.0 - 4.7 - - - CU Fr-in -- - - - - - - - FL Fr-rn - 10.3 - - 15.1 - - - L Fr-rn 1.6 6.9 -1.6 - 7.4 - - - E> Fr-rn -6.3 -4.4 -5.2 - 4.4 - - - EG+ Frrn 0.4 1.6 -0.4 - 1.5 - - - Fr-rn 6.3 4.4 5.2 - -4.4 - - - EG- Fr-rn -0.4 -1.6 0.4 - -1.5 - - - WPAI Brc 1.5 -5.1 0.8 - 4.9 - WPDI Brc 3.0 -4.9 5.3 - -6.9 - - - WPA2 Brc 0.1 -2.8 -0.9 - -1.9 - - - WPD2 Brc 1.6 -2.5 3.6 - -3.8 - WPBI Brc 1.4 -5.5 0.9 - -5.7 - - - WPCI Brc 2.7 -5.6 5.6 - -8.1 - WPB2 Brc -0.0 -3.1 -0.7 - -2.6 - - - WPC2 Brc 1.3 -3.3 4.0 - -5.0 - EB> Brc - - - -0.1 - - - - - <EB Brc I - - - 0.1 1 - - - - Maximum Combined Reactions Summary with Factored Loads- Framing Xl,,t All ti,-,., kA 1.,,l , tk fl.r,,'t 1Ath,,,t X-Loc Grid Hrz left Load Hrz Right Load - Hrz In Load Ha Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) . (k) (k) (k) (k) . (k) (in-k) (in-k) 0/0/0 9-i 10.9 37 12.6 36 - - - - 4.6 37 22.5 22 - - - - 52/10/0 9-A 10.7 35 9.0 38 0.1 83 0.1 95 4.3 38 28.2 28 - - - - Sum of Forces with Reetinns Cheek - Framinp Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 106 of 197 WPB 2.2 2.3 11.6 11.2 WPCI 8.2 8.3 14.0 13.7 WPB2 0.8 0.8 6.0 5.8 WPC2 5.2 . 5.2 8.5 8.3 EB> 0.0 0.0 0.0 0.0 <EB 0.0 0.0 0.0 0.0 U... pi..*.. X-Loc Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to No. (in.) (in.) (in.) Bolts (in.) Flange Web 0/0/0, 9-1 1 0.375 9 29 4 1.000 A36 OS-0.1875 OS-0.1875 52/10/0 9-A 6 0.375 9 29 4 1.000 A36 OS-0.1875 OS-0.1875 Web Stiffener Summary - Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. (ft) (in.) (in.) (in.) in. Description I I S3 23.69 27.000 N/A N/A N/A 0.5000 2.500 Both F-FP,W-OS-0.1875 1 2 S5 21.62 26.885 86.03 N/A N/A 0.1875 2.500 Both W-OS-0.1875 1 3 S5 20.88 26.889 86.04 N/A N/A 0.1875 2.500 Both W-OS-0.1875 6 I S9 22.67 27.012 86.44 N/A N/A 0.3750 2.500 Both W-OS-0.1875 PnIil I'n,LPIot. Mn.rn.nt nntinn (ATC fliL1fi - = Ii - - End-Plate Dimensions . - Bolt Outside Flange Inside Flange Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches lst/2nd Configuration Pitches lstJ2nd Mem. it. Type ID Desc. (in.) ID Desc. (in.) No. No. (in.) (in.) (in.) (in.) 1000 2 CIP 0.250 6.00 10.00 0.500 A325NIPT 3.00 11 Flush 1.50 11 Flush 1.50 3 1 2 KN(Face) 0.625 6.00 39.52 0.750 A325XJPT 3.50 33 Extended 3.50/2.00 32 Extended 3.50/2.00 2 1 KN(Face) 0.625 6.00 39.49 0.750 A325XIPT 3.50 33 Extended 3.50/2.00 32 Extended 3.50/2.00 3 2 SP 0.375 6.00 23.00 0.750 A325X/PT 3.50 11 Flush 0.00 12 Flush 2.00 4 1 SP 0.375 6.00 23.00 0.750 A325X/PT 3.50 11 . Flush 0.00 12 Flush 2.00 5 2 KN(Face) 0.625 6.00 39.50 0.750 A325XJPT 3.50 33 Extended 3.50/2.00 32 Extended 3.50/2.00 6 1 2 .1 KN(Face) 1 0.625 1 6.00 1 39.50 1 0.750 A325X/PT 1 3.50 133 1 Extended 1 3.50/2.00 1 32 1 Extended 1 3.50/2.00 Required Strength - Out - Available Strength - Out Required Strength - In - Available Strength - In Mem. A. Ld Axial Shear Moment Design Shear Moment Ld Axial Shear Moment Design Shear Moment No. No. Cs (k) (k) (in-k) Proc. (k) (in- k) Cs (k) (k) (in-k) Proc. (k) (in-k) 1000 2 1 -0.0 1.6 43.8 Thin plate 37.7 67.0 13 -0.0 1.4 39.4 Thin plate 37.7 67.0 3 1 2 40 2.7 15.9 3406.3 Thin plate 265.1 3971.3 41 -4.6 10.7 2957.2 Thin plate 212.1 3040.6 2 1 40 2.7 15.9 3406.3 Thin plate 265.1 3971.3 41 -4.6 10.7 2957.2 Thin plate 212.1 . 3040.6 3 2 13 2.4 2.3 287.6 Thin plate 106.0 403.0 3 -3.0 0.4 490.7 Thin plate 159.0 473.3 4 1 13 2.4 2.3 287.6 Thin plate 106.0 403.0 3 -3.0 0.4 490.7 Thin plate 159.0 473.3 5 2 39 -7.7 14.9 3390.9 Thin plate 265.1 3937.2 42 5.6 10.0 2971.2 Thin plate 212.1 3044.0 6 1 2 139 -7.7 14.9 3390.9 Thin plate 1 265.1 3937.2 42 5.6 10.0 2971.2 Thin plate 1 212.1 3044.0 Member From Member Joint I From Side Point I Part Design Note 1 21/0/0 21/0/0 SFB3004 22/10/9 22/10/9 (2)FB3050 2 3/4/0 6/6/3 (2)FB4020 3 10/4/0 21/6/3 FB30I0 4 10/10/0 36/6/3 FB30I0 5 5/4/0 46/6/3 (2)FB4024 P.r2npt Pnct Sl.m.n2ry X-Loc Grid Moment Shear Attachme Parapet Reaction Column Stiffener Allowable Stiff Thickness Length nt Length Size bearing required? w/stiff Width 0/0/0 9-1 12.31 1.23 18.0 2 1.65 26.88 N 0.41 26.88 N Frame Design Member Summary- Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1) Controlling Cases I Required Strength I Available Strength I Strength Ratios I I Axial I I Axial I Shear I Mom-x I Mom-y I Axial I Shear I Mom-x I Mom-y I Axial I File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009' ' I Reactions Package Time: 8:11:39 AM Page: 107 of 197 Mem. No. Loc. ft Depth in. + Flexure Shear Pr k Vr k Mrx 1nk Mry in-k Pc k ' Vc k Mcx in-k Mcy in-k + Flexure Shear 10003 3.83 9.00 1 1 -0.0 -1.6 -43.8 0.0 49.1 20.9 169.5 39.0 0.26 . 0.08 I 3.72 28.00 32 32 -11.0 -7.4 -1637.7 0.0 313.5 92.4 4183.6 289.8 0.41 0.08, 2 4.48 29.05 82 2 1.6 9.3 -965.9 0.0 495.6 153.5 2340.4 299.6 0.41 3 0.00 22.00 82 32 1.9 7.3 -723.3 0.0 294.4 . 60.0 1286.4 212.5 0.57 0.12 4 15.50 22.00 88 88 -3.5 -7.1 -740.3 0.0 183.2 60.0 2306.4 212.5 0.33 1 0.12 5 8.71 34.00 88 88 -4.1 -8.5 -1546.0 0.0 324.7 127.8 5379.1 237.6 0.29 . 0.07 6' 2235 28.00 88 76 -11.5 6.5 -1593.0 0.0 314.3 92.4 4183.6 289.8 0.40 0.07 Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 lxx in.4 lyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc ' Qs Qa 10003 3.83 46.01 46.0 46.0 2.52 2.52 33.89 2.80 7.53 1.12 ' 8.53 1.72 0.02 55.09 1.00 1.00 1.13 0.67 0.88 1 23.72 284.69 10.1 10.1 14.44 14.44 1647.08 18.07 117.65 6.02 139.45 9.66 0.78 3416.11 1.01 1.00 1.19 1.00 0.75 2 4.48 559.98 39.4 39.4 16.52 16.52 1912.94 18.12 131.69 6.04 159.44 9.99 1.00 3693.85 1.07 1.00 1.21 1.00. 1.00 3 0.00 559.98 180.1 180.1 9.81 9.81 726.06 13.53 66.01 4.51 76.88 7.08 0.32 1581.52 1.46 1.00 1.16 1.00 1.00 4 , 15.50 559.98 120.1 120.1 9.81 9.81 726.06 13.53 66.01 4.51 76.88 7.08 0.32 1581.52 1.41 1.00 1.16 1.00 0.80 5 8.71 559.98 40.4 40.4 16.97 16.97 2420.77 13.65 142.40 4.55 179.30 7.92 0.80 3857.22 1.10 1.00 1.26 1.00 0. 72 6 22.75 272.97. 117.0 117.0 14.44 14.44 1647.08 18.07 117.65 6.02 139.45 9.66 0.78 3416.11 1.17 1.00 1.19 1.00 0.75 r. File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 108 of 197 I Icr flfinnI FrQmn Paint I nndc fnr Crncc Sertinn• 0 Side Units Type Description Magi Loci Offset H or V §pp Dir. Coef. Loc. I k E> MEZZ SEISMIC 2.00 27/3/14 NA NA N RIGHT 1.000 OF 1 k <E MEZZ SEISMIC -2.00 27/3/14 NA NA N LEFT 1.000 OF I p E> MEZZ SEISMIC->Resolved From Plane 2625.00 13/0/0 NA NA N RIGHT 1.000 OF 1 p <E MEZZ SEISMIC->Resolved From Plane -2625.00 13/0/0 NA NA N LEFT 1.000 OF 1 p E> MEZZ SEISMIC->Resolved From Plane 1125.00 27/4/0 NA NA N RIGHT 1.000 OF I p <E MEZZ SEISMIC->Resolved From Plane -1125.00 27/4/0 NA NA N LEFT 1.000 OF 4 k FL MEZZ -3.00 13/0/0 NA NA N DOWN 1.000 CL 4 p E> MEZZ SEISMIC->Resolved From Plane 1610.80 13/0/0 NA NA N RIGHT 1.000 OF 4 p <E MEZZ SEISMIC->Resolved From Plane -1610.80 13/0/0 NA NA N LEFT 1.000 OF 4 p E> MEZZ SEISMIC->Resolved From Plane 690.34 26/2/11 N/ NA N RIGHT 1.000 OF 4 _p_ <E IMEZZ SEISMIC->Resolved From Plane 1 -690.34 26/2/11 NA NA N I LEFT 1 1.0001 OF - User Defined Frame line l,ods for Cross Section: 9 Side Units Type Description Magi Loci Mag2 Loc2 §pp Dir. Coef. Loc. 4 plf WI> IO PSF MIN->Resolved From Plane 115.06 0/0/0 115.06 26/2/11 N RIGHT 1.000 OF 4 plf <WI 10 PSF MIN-Resolved From Plane -115.06 0/0/0 -115.06 26/2/11 N LEFT 1.000 OF 4 plf W2> 10 PSF MIN->Resolved From Plane 115.06 0/0/0 115.06 26/2/11 N RIGHT 1.000 OF 4 . plf <W2 I0 PSF MIN->Resolved From Plane -115.06 0/0/0 -115.06 26/2/11 N LEFT 1.000 OF 4 plf WPAI 10 PSF MIN->Resolved From Plane 115.06 0/0/0 115.06 26/2/11 N RIGHT • 1.000 OF 4 plf WPDI 10 PSF MIN-Resolved From Plane -115.06 0/0/0 -115.06 26/2/11 N RIGHT -1.000 OF 4 plf WPA2 I0 PSF MIN->Resolved From Plane 115.06 0/0/0 115.06 26/2/I1 N RIGHT 1.000 OF 4 plf WPD2 IO PSF MIN->Resolved From Plane -115.06 0/0/0 -115.06 26/2/11 N. RIGHT -1.000 OF 4 plf WPBI IO PSF M IN-Resolved From Plane 115.06 0/0/0 115.06 26/2/11 N RIGHT 1.000 OF 4 plf WPC1 10 PSF MIN->Resolved From Plane -115.06 0/0/0 -115.06 26/2/11 N RIGHT -1.000 OF 4 plf WPB2 10 PSF MIN-Resolved From Plane 115.06 0/0/0 115.06 26/2/11 N RIGHT 1.000 OF iiL.I WPC2 110 PSF MIN->Resolved From Plane 1 -115.06 0/0/0 -115.06 26/2/11 N RIGHT 1-1.0001 OF Deflection toid ('omhiqations - crflmiro No. Origin Factor Def H Def V Application Description 1 User 1.000 150 0 1.0 E> + 1.0 EG- E> + EG- 2 User 1.000 150 0 1.0 <E + 1.0 EG- <E + EG- 3 User 1.000 150 0 1.0 EB> EB> 4 User 1.000 150 0 1.0 <EB <EB 5 System 1.000 0 180 1.0 L L 6 System 1.000 0 180 0.700 WI> WI> 7 System 1.000 0 180 0.700 <WI <WI 8 System 1.000 0 180 0.700 W2> W2> 9 System 1.000 0 180 0.700 <W2 <W2 10 System Derived 1.000 0 180 0.700 WPAI WPAI 11 System Derived 1.000 0 180 0.700 WPDI WPDI 12 System Derived 1.000 0 180 0.700 WPA2 WPA2 13 System Derived 1.000 0 180 0.700 WPD2 WPD2 14 System Derived 1.000 0 180 0.700 WPBI - WPBI He: 4510-09-Magellan.FBO . Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 109 of 197 15 System Derived 1.000 0 180 0.700 WPC WPC1 16 System Derived 1.000 0 180 0.700 WPB2 WPB2 17 System Derived 1.000 0 180 0.700 WPC2 WPC2 18 System 1.000 60 0 0.700 WI> WI> 19 System 1.000 60 0 0.700<WI <WI 20 System 1.000 60 0 0.700W2> W2> 21 System 1.000 60 0 0.700<W2 <W2 22 System Derived 1.000 60 0 0.700 WPA1 WPAI 23 System Derived 1.000 60 0 0.700WPDI WPDI 24 System Derived 1.000 60 0 0.700 WPA2 WPA2 25 System Derived 1.000 60 0 0.700 WPD2 . WPD2 26 System Derived 1.000 60 0 0.700 WPB WPB 27 System Derived 1.000 60 0 0.700 WPC WPCI 28 System Derived 1.000 60 0 0.700 WPB2 WPB2 29 System Derived 1.000 60 0 0.700 WPC2 WPC2 Cnntrollinp Frame flefleetion Ratios for Cross Section: 9 - Description Ratio Deflection (in.) Member Joint Load Case Load Case Description Max. Horizontal Deflection Max. Vertical Deflection for Span I (HII 58) (L/1823) 1.825 -0.322 6 3 2 2 1 5 E> + EG- L * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basisand do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. File: 4510-09-Magellan.FBO Version: 7. If n CO CO (I) m 3 SFB tk 10003 V C) Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 110 of 197 jaj97/ Frame Cross Section: 10 F,I Dimension Key 1 3-0" 2 22-4 34" 3 10' 4 1-109116' 5 93/16" 6 2 1/2' 7 2-2 11/16' 8 4-3 1/2" 9 3-3.15/16' 10 3 11/16" 11 1,-1 13/16' 12 1-6 1,2' 13 85/16" 14 3-0" 0.250:12 File: 4510-09-Magellan.FBO Version: 7. If W Date: 7/7/2009 - Reactions Package Time: 8:11:39 AM Page: lllof 197 Frame Clearances Vert. Clearance at member 1(CXOO6): 23-10 9/16' Vert. Clearance at member 6(EPXOOI): 24-0 1/2 Vert. Clearance at member 7(ICX001): 2410 3/16' Finished Floor Elevation = 10O0" (Unless Noted Otherwise) 4 File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM I &- Page: 112 of 197 Frame Location Design Parameters: Location I Avg. Bay Space I Description Angle I Group I Trib. Override Design Status 49/0/0 1 8/9/0 IFL 10 90.0000 1 1 15/0/0 1 Stress Check Load Combinations - Frami System 1.000 1.0D+ 1.0FD+ I.00G+ 1.0 L> D+FD+CO+L> 2 System 1.000 1.0D+ 1.0FD+ I.00O+ 1.0 <L D+FD+CO+<L 3 System 1.000 I.0D+I.0FD+1.0CG+1.0ASL'5 D+FD+CG+ASV 4 System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0ASL D+FD+CG+ASL 5 System 1.000 1.0D+ 1.0FD+ 1.000+ 1.0PL2 D + FD + CG + PL2(Spans 1 and 2) 6 System 1.000 1.0 D+ 1.0 FD+ 1.0 CG+ 1.0 PL2 D+ FD+ CO + PL2(Spans 2 and 3) 7 System 1.000 I.OD+ 1.0FD+ 1.0CG+ 1.0PL2 D+FD+CO+PL2(Spans3 and 4) 8 System 1.000 1.0D+1.0FD+I.0CG+1.0WI> D+FD+CG+Wl> 9 System 1.000 I.OD+ 1.0FD+ I.00G+ 1.0 <W1 D+FD+CG+<Wl 10 System 1.000 1.0D+ 1.0FD+ I.00G+ 1.0W2> D+FD+CO+W2> 11 System 1.000 l.OD+ 1.0FD+ 1.000+ 1.0<W2 D+FD+CG+<W2 12 System 1.000 0.600 D+ 0.600 FD + 0.600 CU + 1.0 WI> D + FD+ CU + WI> 13 System 1.000 0.600 D+ 0.600 FD + 0.600 CU + 1.0 <WI D+ FD + CU + <WI 14 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0W2> D+FD+CU+W2> 15 System 1.000 0.600D+0.600 Fl) +0.600CU+ 1.0<W2 D+FD+CU+<W2 16 System 1.000 I.OD+ 1.0FD+ I.00G+ 1.0 Fl, D+FD+CG+Fl, 17 System 1.000 I.OD+ I.OFD+ 1.0 CG D+FD+CG 18 System 1.000 I.OD+ I.OFD+ 1.0CG+0.750L+0.750W1> D+FD+CG+L+WI> 19 System 1.000 1.0D+ I.OFD+ 1.0CG+0.750L+0.750<Wl D+FD+CG+L+<WI 20 System 1.000 1.0D+I.0FD+1.0CG+0.750L+0.750W2> D+FD+CG+L+W2> 21 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 <W2 D + FD + CO + L + <W2 22 System 1.000 I.OD+ I.OFD+ I.00G+0.750L>+0.750Fl, D+FD+CO+L>+Fl, 23 System 1.000 I.OD+ 1.0FD+ I.0CG+0.750<L+0.750FL D+FD+CO+<L+FL 24 System 1.000 I.OD+ 1.0FD+ I.00O+0.7SOASLA+0.750Fl, . D+FD+CO+ASLA+FL 25 System 1.000 I.OD+ I.OFD+ I.00O+0.75OAASL+0.750Fl, D+ FD+CG+ASL+FL 26 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WI> + 0.750 FL D+FD+CO+L+WI>+FL 27 System 1.000 1.0D+ I.OFD+ 1.000+0.750L+0.750<WI +0.750Fl, D+FD+CO+L+<Wl+FL 28 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 W2> + 0.750 FL D+FD+CO+L+W2>+FL 29 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 <W2 + 0.750 FL D+FD+CO+L+<W2+FL 30 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 FL D + FD + CO + FL 31 System 1.000 I.OD+ I.OFD+ I.000+0.910E>+0.700EO+ D+FD+CO+E>+EO+ 32 System 1.000 I.OD+ l.OFD+ I.0CG+0.910<E+0.700EO+ D+FD+CO+<E+EO+ 33 System 1.000 0.600 D + 0.600 FD+ 0.600 CU + 0.910 E> + 0.700 EO- D + FD + CU + E> + EO- 34 System 1.000 0.600 D + 0.600 FD+ 0.600 CU + 0.910 <E + 0.700 EO- D + FD + CU + <E+ EG- 35 Special 1.000 I.OD+ 1.0FD+ I.00O+ I.750E>+0.700EG+ D+FD+CG+E>+EO+ 36 Special 1.000 l.OD+ I.OFD+ I.00O+ I.750<E+0.700EO+ D+FD+CG+<E+EO+ 37 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 E> + 0.700 EG- D + FD + CU + E> + EO- 38 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <E + 0.700 EO- D + FD + CU + <E + EO- 39 AISC - Special 1.000 1.0D+ I.OFD+ 1.000+2.450E>+0.700EG+ D+FD+CG+E>+EO+ 40 AISC - Special 1.000 1.0D+ I.OFD+ 1.000+2.450<E+0.700EO+ D+FD+CO+<E+EO+ 41 AISC- Special 1.000 0.600 D+ 1.0 FD + 0.600 CU + 2.450 E>+ 0.700 EO- D + FD+CU + E> + EO- 42 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 <E + 0.700 EO- D + FD + CU + <E + EO 43 System Derived 1.000 1.0D+ I.OFD+ 1.000+ I.OWPAI D+FD+CG+WPAI 44 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPA1 D + FD + CU + WPAI 45 System Derived 1.000 I.OD+ 1.0FD+ I.0CG+0.750L+0.750WPAI D+FD+CO+L+WPAI 46 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPAI + 0.750 FL D+FD+CO+L+WPAI+FL 47 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 WPD1 D + FD + CO + WPDI 48 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPD1 D + FD + CU + WPDI 49 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPDI D + FD + CO + L + WPDI 50 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPDI + 0.750 FL D+FD+CO+L+WPDI+FL 51 System Derived 1.000 I.OD+ I.OFD+ I.00O+ 1.0 WPA2 D+FD+CG+WPA2 52 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPA2 D + FD + CU + WPA2 53 System Derived 1.000 I.OD+ I.OFD+ I.00O+0.750L+0.750WPA2 D+FD+CO+L+WPA2 54 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPA2 + 0.750 FL D+FD+CO+L+WPA2+FL 55 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 WPD2 D + FD + CO + WPD2 56 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPD2 D + FD + CU + WPD2 57 System Derived 1.000 1.0 D+ I.OFD+ I.00O+0.750L+0.7SOWPD2 D+FD+CO+L+WPD2 58 System De?ived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPD2 + 0.750 FL D+FD+CG+L+WPD2+FL 59 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 WPB D + FD+ CO + WPBI File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 113 of 197 60 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB 61 System Derived 1.000 1.0 D+ 1.0 FD+ 1.0 CO + 0.750 L + 0.750 WPB 62 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPB + 0.750 FL 63 System Derived 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.O WPC I 64 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC 65 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPCI 66 System Derived ' 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPC + 0.750 FL 67 System Derived 1.000 1.0D+ 1.0FD+ 1.000+ 1.0 WPB2 68 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB2 69 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPB2 70 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPB2 + 0.750 FL 71 System Derived 1.000 1.0D+ 1.0FD+ 1.000+ 1.0 WPC2 72 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC2 73 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPC2 74 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPC2 + 0.750 FL 75 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 E>+ 0.700 EG+ + 0.910 EB> 76 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 E> + 0.700 EG-'- + 0.273 EB> 77 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 <E + 0.700 EG+ + 0.910 EB> 78 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 <E + 0.700 EG+ + 0.273 EB> 79 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 EB> 80 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 EB> 81 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 EB> 82 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> 83 Special 1.000 1.0D+ 1.0FD+ 1.000+ 1.750 EB> +0.700EG+ 84 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 EB> + 0.700 EG- 85 AISC - Special 1.000 1.0D+ 1.0FD+ 1.00O+2.450 EB> +0.700EG+ 86 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 EB> + 0.700 EG- 87 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 E> + 0.700 EG+ + 0.910 <EB 88 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 E> + 0.700 EG+ + 0.273 <EB 89 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 <E + 0.700 EG+ + 0.910 <EB 90 System Derived 1.000 1.0D+ 1.0FD+ 1.00O+0.910<E+0.700 EG+ +0.273 <EB 91 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 <EB 92 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <EB 93 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 <EB 94 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB 95 Special 1.000 1.0 D+ 1.0 FD+ 1.0 CO + 1.750 <EB + 0.700 EG+ 96 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <EB + 0.700 EG- 97 AISC - Special 1.000 1.0 D + 1.0 FD + 1.0 CO + 2.450 <EB + 0.700 EG+ 98 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 <EB + 0.700 EG- Frame Member Sizes + FD + CU + WPBI + FD + CO + L + WPBI FD+CG+L+WPB 1+FL + FD + CO + WPCI + I'D +CU+WPCI + FD+ CO + L+ WPC1 FFD+CG+L+WPC I +FL + FD + CO + WP132 + FD + CU + WPB2 + FD + CO + L + WPB2 1-FD+CO-l-L+WPB2+FL + FD + CO + WPC2 FD + CU + WPC2 + FD + CO + L+ WPC2 +-FD+CO+L+WPC2+FL FD+CU+E>+EO-+EB> FD+CU+<E+EO-+EB> F-FD+CU+<E+EO-+EB> + FD + CO + EB> + EG+ + FD + CU + EB> + EG- + FD + CO + EB> + EG+ + FD+ CU + EB> + EG- i-FD+CG+E>+EO++<EB f-FD+CU+<E+EG-+<EB i-FD+CU+<E+EO-+<EB + FD + CO + <EB + EG+ + FD + CU + <EB + EG- + FD + CO + <EB + EG+ + FD + CU + <EB + EG- Mem. No. Fig Width (in.) Fig Thk (in.) Web Thk (in.) Depthl (in.) Depth2 (in.) Length (ft) Weight (p) Fig Fy (ksi) Web Fy (ksi) Splice it. I Codes Jt.2 Shape 10003 5.00 0.1345 0.1345 9.00 9.00 . 3.83 38.9 55.00 55.00 SS SS 3P 1 6.00 0.5000 0.3125 28.00 28.00 26.61 1384.2 50.00 50.00 BP KN 3P 2 6.00 0.3750 0.3125 28.00 28.00 13.72 562.0 50.00 50.00 KN SS 3P 3 6.00 0.2500 0.1875 28.00 12.00 10.35 242.7 50.00 50.00 SS SP 3P 4 5.00 0.2500 0.1345 12.00 12.00 10.58 153.6 50.00 50.00 SP SS 3P 5 5.00 0.2500 0.1345 12.00 12.00 9.34 129.0 50.00 50.00 SS SS 3P 6 6.00 0.2500 0.1875 12.00 12.00 24.04 441.7 50.00 50.00 BP CP 3P 7 1 6.00 1 0.2500 1 0.1875 18.00 1 18.00 24.87 1 560.4 50.00 1 50.00 1 BP I SS 3P Total Frame Weight = 3512.4 (p) (Includes all plates) Frame Pricing Weight = 3774.2 (p) (Includes all pieces) Frame Member Releases Member Joint 1 Joint 2 6 No Yes Boundary Condition Summary Member X-Loc - Y-Loc Supp. X Supp. Y Moment Displacement X(in) Displacement Y(in.) Displacement ZZ(rad.) 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 6 15/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 7 36/3/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10003 0/0/0 22/4/12 Yes Yes Yes 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Reactions- Unfactored Load Type at Frame Cross Section: 10 File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 Reactions Package Times 8:11 :39AM Page: 114 of 197 Type X-Loc Grid -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod QtyfDiam. (in.) Column Base Elev. Exterior Column 0/0/0 10-i 9 x 29 0.375 4-1.000 100-0' Interior Column 15/0/0 - 10-11 9 x 13 0.375 4- 1.000 100-0" Interior Column 36/3/0 10-13 9 x 19 0.375 4- 1.000 100-0' Load Type Desc. Hx Vy Hx Hz Vy_ Hx Vy D Frm - 1.9 - - 1.8 - 1.5 - - FD Frm - 1.6 - - 4.7 - 5.2 - - CG Frm - 0.5 - - 1.7 - 1.4 - - L> Frm -0.1 1.9 - - 6.1 0.1 5.2 - - <L Frm -0.1 1.9 - - 6.1 0.1 5.2 - - ASLA Frm -0.2 2.0 - - 1.7 0.2 3.0 - - AASL Frm 0.2 -0.1 - - 4.3 -0.2 2.3 - - WI> Frm -2.7 -5.1 - 1.6 3.4 -1.2 0.3 - - <WI Frm 3.9 4.2 - -1.4 4.1 1.0 -0.4 W2> Frm -4.8 -6.8 - - 4.8 -0.8 0.6 - - <W2 Frm 1.8 2.5 - - -2.8 1.5 -0.1 - CU Frm - - - - - - - - - FL Frm 0.0 4.7 - - 15.8 -0.0 19.5 - - L Frm -0.1 1.9 - - 6.1 0.1 5.2 - - Frm -6.8 -10.5 - 0.0 9.6 -1.9 0.9 - - EG+ Frm - 0.3 - - 0.9 - 1.6 - - Frm 6.8 10.5 - -0.0 -9.6 1.9 -0.9 - - - EG- Frm - -0.3 - - -0.9 - -1.6 - - WPA1 Brc 3.7 2.2 - - -2.5 -0.8 -0.5 WPD1 Brc 3.7 2.6 - - -2.4 -0.8 -0.5 - - WPA2 Brc 1.6 0.5 - - -1.1 -0.4 -0.2 - - WPD2 Brc 1.6 0.9 - - -1.1 -0.4 -0.2 WPBI Brc 3.7 2.2 - - -2.5 -0.8 -0.5 - WPCI . Brc 3.7 2.6 - - -2.4 -0.8 -0.5 WPB2 Brc 1.6 0.5 - - -1.1 -0.4 -0.2 - - WPC2 Brc 1.6 0.9 - - -1.1 -0.4 -0.2 - - EB> Brc - - - - - - - - - <EB Brc - - Maximum' Combined Reactions Summary with Factored Loads- Framing Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method X-Loc Grid Hrz left Load Ha Right Load - Ha In Load Ha Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case' (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) - (k) (k) (in-k) (in-k) 0/0/0 10-1 12.0 35 12.0 36 - - - - 16.6 37 22.7 36 - - - - 15/0/0 10-11 - - - - 1.4 9 1.6 8 13.6 38 28.1 28 36/3/0 10-B 3.2 35 3.2 36 - - - - - - 27.6 16 - - - - Ci.m nf rnrrnc with flpnrtinnc Chnrk - Fr,.mino Load Type Horizontal Load Reaction (k) (k) Vertical Load Reaction (k) (k) D 0.0 0.0 5.4 5.2 FD 0.0 0.0 11.5 11.5 CG 0.0 ' 0.0 • 3.6 3.6 L> 0.0 0.0 13.5 13.2 <L 0.0 0.0 , 13.5 13.2 ASLA 0.0 0.0 7.0 6.7 AASL 0.0 0.0 6.5 6.5 WI> 3.9 3.9 1.4 1.4 <WI 4.9 4.9 0.4 0.4 W2> 5.5 5.5 1.4 1.4 <W2 3.3 ' 3.3 0.4 0.4 CU . 0.0 0.0 0.0 0.0 FL 0.0 0.0 ' 40.0 - 40.0 L 0.0 0.0 13.5 13.2 E> 8.7 8.7 0.0 0.0 File: 4510-09-Magellan.FBO Version: 7.1f . - Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: H5 of 197 EG-- 0.0 0.0 2.9 2.9 <E 8.7 8.7 0.0 0.0 EG- 0.0 0.0 2.9 2.9 WPAI 2.9 2.9 0.8 0.8 WPDI 2.9 2.9 0.4 0.4 WPA2 1.2 1.2 0.8 0.8 WPD2 1.2 1.2 0.4 0.4 WPB 2.9 2.9 0.8 0.8 WPCI 2.9 2.9 0.4 0.4 WP132 1.2 1.2 0.8 0.8 WPC2 1.2 1.2 0.4 0.4 EB> 0.0 0.0 0.0 0.0 <EB 0.0 0.0 0.0 0.0 Base Plate Summary X-Loc Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to No. (in.) (in.) (in.) Bolts (in.) Flange Web 0/0/0 10-1 1 0.375 9 29 4 1.000 A36 OS-0.1875 OS-0.1875 15/0/0 10-11 6 0.375 9 13 4 1.000 A36 OS-0.1875 OS-0.1875 36/3/0 10-B 7 0.375 9 19 4 1.000 A36 OS-0.1875 OS-0.1875 Web Stiffener Summa, Mem. No. Stiff. No. Desc. Loc. (ft) Web Depth (in.) hit a/h a (in.) Thick. (in.) Width (in.) Side Welding Description I I S3 24.19 27.000 N/A N/A N/A 0.5000 2.500 Both F-FP,W-OS-0.1875 1 2 S5 21.62 26.773 85.67 N/A N/A 0.1875 2.500 Both W-OS-0.1875 1 3 S5 20.88 26.781 85.70 N/A N/A 0.1875 2.500 Both W-OS-0.1875 3 1 S2 0.50 26.729 142.56 N/A N/A 0.2500 2.500 Both F-OS-0. 1875,W-OS-0. 1875 4 1 S2 9.82 11.500 85.50 N/A N/A 0.1875 2.000 Both F-BS-0. 1875,W-OS-0. 1875 5 1 1 1 S2 1 1.49 1 11.500 1 85.50 1 N/A I N/A 10.1875 1 2.000 1 Both I F-BS-0. 1875,W-OS-0. 1875 Bolted End-Plate Moment Connections (AISC DG-16) - Fv = 55 ksi - End-Plate Dimensions - Bolt Outside Flange Inside Flange Mem. it. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches lsti2nd Configuration Pitches lst/2nd ID I Desc. (in.) ID I Desc. (in.) Ni No. in. (in.) 1000 2 CIP 0.250 6.00 10.00 0.500 A325N1PT 3.00 11 Flush 1.50 II Flush 1.50 3 1 2 KN(Face) 0.750 8.00 36.27 1.125 A325X/PT 4.00 32 Extended 4.75/3.00 32 Extended 4.75/3.00 2 1 KN(Face) 0.750 8.00 36.24 1.125 A325XIPT 4.00 32 Extended 4.75/3.00 32 Extended 4.75/3.00 3 2 SP 0.375 6.00 13.05 0.750 A325X/PT 3.00 11 Flush 2.00 11 Flush 2.00 4 1 SP 0.375 6.00 13.00 0.750 A325X/PT 3.00 11 Flush 2.00 11 Flush 2.00 6 2 CP(RWB) 0.375 7.00 13.00 0.750 A325/ 3.00 11 Flush 3.00 II Flush 3.00 7 2 CIP 0.375 600 19.00 0.750 A325XIPT 1 3.00 1 13 1 Flush 2.00/2.00 12 1 Flush 2.00/2.00 Required Strength - Out - Available Strength -Out Required Strength - In - Avail ableStrength -In Mem. A. Ld Axial Shear Moment Design Shear Moment Ld Axial Shear Moment Design Shear Moment N No. Cs (k) (k) (in-k) Proc. (k) (in-k) Cs (k) (k) (in-k) Proc. (k) (in-k) 1000 2 1 -0.0 1.3 37.3 Thin plate 37.7 67.0 12 -0.0 1.3 36.2 Thin plate 37.7 67.0 3 1 2 42 -4.0 26.0 3831.2 Thin plate 477.1 4006.2 39 4.0 25.6 3844.8 Thin plate 477.1 4006.2 2 1 42 -4.0 26.0 3831.2 Thin plate 477.1 4006.2 39 4.0 25.6 3844.8 Thin plate 477.1 4006.2 3 2 33 1.0 0.8 33.2 Thin plate 106.0 202.2 46 0.4 0.8 66.7 Thin plate 106.0 202.2 4 1 33 1.0 0.8 33.2 Thin plate 106.0 202.2 46 0.4 0.8 66.7 Thin plate 106.0 202.2 6 2 0 0.0 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 7 1 2 142 1.9 0.3 403.3 Thin plate 1 212.1 438.5 41 -2.6 0.2 407.2 Thin plate 159.0 384.1 Flange Brace Summary Member I From Member Joint I From Side Point I Part Design Note 1 21/0/0 21/0/0 SFB3004 1 22/10/9 22/10/9 SFB3004 2 3/4/0 6/6/3 SF83010 2 8/4/0 11/6/3 FB3054 3 1/11/6 16/6/3 (2)FB3030 4 6/7/2 31/6/3 FB2064 5 0/11/10 36/5/11 (2)FB2064 5 5/11/10 41/5/11 (2)FB2064 File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM - Page: 1]6of 197 r... .4' n.,.. C.._ - X-Loc rid Conn. Condition Fig Mn Rb Allow Comp FB Force FB Angie Mm FB/SFB Purlin Bolt Shearj FBIWSF Reaction Force Moment Shear RI R2 Purlin Bearing Bearing 15/0/0 10-11 -Top 1.60 0.96 Std 112.50 5.32 N 0.45 50.32 0.059 FB 2.48 4.71 3.43 - N 0.98 46.98 0.073 FB 3.07 4.71 3.43 P,.on't Pn* X-Loc Grid Moment Shear Attachme Parapet Reaction Column Stiffener Allowable Stiff Thickness Length nt Length Size bearing required? w/stiff Width 0/0/0 10-1 14.07 1.41 18.0 2 1.88 26.88 N 0.47 26.88 N I.'o.rn' fl.n %,Tn,h.r Cnnfr,Iin4, U-1 Co .n,I M.vimnm ('nmhinpd Str nr Mmher (I .netions re 1mm Joint I Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 10003 3.83 9.00 1 1 -0.0 -1.3 -37.3 0.0 49.1 - 20.9 169.5 39.0 0.22 0.06 1 24.22 28.00 32 31 -12.0 6.4 -1543.1 0.0 313.0 92.4 4183.6 289.8 0.39 0.07 2 1.19 28.00 31 31 1.8 -11.8 1493.0 0.0 390.5 90.7 3605.1 222.5 0.42 0.13 3 0.00 28.00 6 6 -0.4 4.9 -276.5 0.0 133.5 19.2 1698.2 110.2 0.16 0.25 4 11.36 12.00 28 7 -0.0 -3.9 -225.3 0.0 87.0 17.4 553.6 90.4 0.41 0.23 5 0.23 12.00 3 2 0.1 3.7 -178.3 0.0 111.2 17.4 419.9 90.4 0.43 0.21 6 13.00 12.00 26 12 -27.5 -1.6 -85.4 0.0 55.7 39.1 - 469.7 117.5 0.53 0.04 7 13.00 18.00 28 32 -27.1 -1.7 66.3 0.0 55.8 30.5 687.9 113.8 0.50 0.06 Mem. No. Loc. ft - Lx in. LyILt in. Lb in. Ag in.2 Afn in.2 lxx in.4 Iyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa - 10003 3.83 46.01 46.0 46.0 2.52 2.52 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.00 1.00 1.13 0.67 0.88 1 24.22 290.70 16.1 16.1 14.44 14.44 1647.08 18.07 117.65 6.02 139.45 9.66 0.78 3416.11 1.02 1.00 1.19 1.00 0.75 2 1.19 141.73 28.6 28.6 13.02 13.02 1385.53 13.57 98.97 4.52 120.17 7.42 0.49 2588.82 1.01 1.00 1.21 1.00 1.00 3 0.00 255.15 60.0 60.0 8.16 8.16 902.51 9.02 64.47 3.01 77.07 4.74 0.12 735.55 1.14 1.00 1.00 0.87 0.63 4 11.36 255.15 60.0 60.0 4.05 4.05 103.35 5.21 17.22 2.08 19.13 3.18 0.06 179.85 1.26 1.00 1.11 1.00 0.84 5 0.23 102.72 60.0 60.0 4.05 .4.05 103.35 5.21 17.22 2.08 19.13 3.18 0.06 179.85 1.88 1.00 1.11 1.00 1.00 6 13.00 301.91 156.0 156.0 5.16 5.16 127.33 9.01 21.22 3.00 23.82 4.60 0.09 310.86 1.12 1.00 1.12 0.96 1.00 7 13.00 304.38 156.0 156.0 6.28 6.28 320.05 9.01 35.56 3.00 40.98 4.65 0.10 709.65 1.14 1.00 1.14 0.91 0.89 File: 4510-09-Magellan.FBO Version: 7. If F Date: 7/7/2009 'V Reactions Package Time: 8:11:39 AM Page: 117 of 197 T1.. V... D,* I (. 10 V V Side Units Type Description Magl Loci Offset H or V Supp. Dir. Coef. Loc. 1 k E> MEZZ SEISMIC 2.00 27/3/14 NA NA N RIGHT 1.000 OF 1 k <E MEZZ SEISMIC -2.00 27/3/14 NA NA N LEFT 1.000 OF I p E> MEZZ SEISMIC->Resolved From Plane 1229.52 13/0/0 NA NA N RIGHT 1.000 OF I p <E MEZZ SEISMIC->Resolved From Plane -1229.52 13/0/0 NA NA N LEFT 1.000 OF I p E> MEZZ SEISMIC->Resolved From Plane 526.94 27/4/0 NA NA N RIGHT 1.000 OF 1 p <E MEZZ SEISMIC-Resolved From Plane -526.94 27/4/0 NA NA N LEFT 1.000 OF 1000 k FL MEZZ -2.00 13/0/0 NA NA N DOWN 1.000 CL 1001 k FL MEZZ -19.00 13/0/0 NA NA N DOWN 1.000 CL 1001 k I FD IMEZZ 1 -5.00 13/0/0 NA NA N I DOWN 1 1.0001 CL flnflpptinn I nail Cn.nhinatinnc - rraminu No. Origin Factor Def H Def V Application Description User 1.000 150 0 1.0 E> + 1.0 EG- E> + EG- 2 User 1.000 150 0 1.0 <E + 1.0 EG- <E + EG- 3 User 1.000 150 0 1.0 EB> EB> 4 User 1.000 150 0 1.0<EB . <EB 5 System 1.000 0 180 1.0 L L 6 System 1.000 0 180 0.700 WI> Wl> . V 7 System 1.000 0 180 0:700<wl <WI 8 System 1.000 0 180 0.700 W2> W2> 9 System 1.000 0 180 0.700 <W2 <W2 10 System Derived 1.000 0 180 0.700 WPA1 WPAI V Ii System Derived 1.000 0 180 0.700 WPDI . WPDI 12 System Derived 1.000 0 180 0.700 WPA2 WPA2 13 System Derived 1.000 0 180 0.700 WPD2 WPD2 14 System Derived 1.000 0 180 0.700 WPB WPB 15 System Derived 1.000 0 180 0.700 WPCI WPCI 16 System Derived 1.000 0 180 0.700 WPB2 WP132 17 System Derived 1.000 0 180 0.700 WPC2 WPC2 18 System 1.000 60 0 0.700W!> WI> 19 System 1.000 60 0 0.700<WI <Wi 20 System 1.000 60 0 0.700 W2> W2> 21 System 1.000 60 0 0.700<W2 <W2 22 System Derived 1.000 60 0 0.700 WPAI WPAI 23 System Derived 1.000 60 0 0.700 WPDI WPDI 24 System Derived 1.000 60 0 0.700 WPA2 WPA2 25 System Derived 1.000 60 0 0.700 WPD2 WPD2 26 System Derived 1.000 60 0 0.700 WPB WPB 27 System Derived 1.000 60 0 0.700 WPCI WPCI 28 System Derived 1.000 60 0 0.700 WPB2 WPB2 29 System Derived 1.000 60 0 0.700 WPC2 jWPC2 'Controlling Frame Deflection Ratios for Cross Section: 10 V V V File: 4510-09-Magellan.FBO Version: 7. If I Description Ratio Deflection (in.) Member Joint Load Case . Load Case Description Max. Horizontal Deflection (H/159) -1.916, 1 2 2 <E + EG Max Vertical Deflection for Span I (L/12749) -0.012 2 2 5 1L Max Vertical Deflection for Span 2 (L/4910) 0052 4 1 5 L Max. Vertical Deflection for Span 3 (L/638) -0.161 5 2 5 L Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 119 of 197 Frame Cross Section: 3 zal A@2,6" @s'o'• 11 ri 67-101/R" 0251:12 - 03 LL CO 1 H SF6 - 1000 Y V2~, Dimension Key 1 3-0" 2 22-43/4" 3 10" 4 1-109/16" 5 93/16" 6 2 1/2" 7 2-2 11/16" 8 1-9 1/2" 9 2 @2-6" 10 2@2'-45/8" 11 1-3 1/4" 12 3 1/2" 13 3 11/16" 14 1,-I 13/16" 15 1-6 1/2" 16 8 5/16" 17 3-0" 0.250:12 Frame Clearances Horiz. Clearance between members 1(CXOO7) and 6(CX008): 46-5 15/16" Vert. Clearance at member 1(CXOO7): 24.2 3/16" File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 120 of 197 Vert. Clearance at member 6(CX008): 230 1/4' Finished Floor Elevation = 100-0' (Unless Noted Otherwise) ' - ff Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 121 of 197 Frame Location Desim Parameters: Location I Avg. Bay Space I Description Angle Group Trib. Override Design Status 1/0/0 1 13/6/0 lRigid Frame with Endposts 90.0000 20/0/0 Stress Check Design Load Combinations - Framin No. Origin Factor Application Description System 1.000 l.OD+ 1.0FD+ 1.000+ 1.0 L> D+FD+CO+L> 2 System 1.000 1.0D+ l.OFD+ l.00O+ 1.0<L D+FD+CG+<L 3 System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0ASL D+FD+CO+ASLA 4 System 1.000 1.0D+1.0FD+1.000+1.0AASL D+FD+CG+ASL 5 System 1.000 l.OD+ l.OFD+ 1.000+ 1.0PL2 D+FD+CO+PL2(Spans I and 2) 6 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 PL2 D + FD + CG + PL2(Spans 2 and 3) 7 System 1.000 l.OD+ l.OFD+ 1.000+ 1.0PL2 D+FD+CO+PL2(Spans3 and 4) 8 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 WI> D + FD + CG + WI> 9 System 1.000 1.0D+1.0FD+I.000+1.0<WI D+FD+CO+<WI 10 System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0W2> D+FD+CG+W2> '11 System 1.000 1.0D+ 1.0FD+ 1.000+ 1.0 <W2 D+FD+CG+<W2 12 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0WI> . D+FD+CU+WI> 13 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0<WI D+FD+CU+<Wl 14 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0W2> D+FD+CU+W2> 15 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0<W2 D+FD+CU+<W2 16 System 1.000 l.OD+ 1.0FD+ 1.000+ 1.0 FL D+FD+CG+FL 17 System 1.000 1.0D+ 1.0FD+ 1.0 CO D+FD+CO 18 System 1.000 1.0D+ 1.0FD+ 1.0CG+0.750L+0.750W1> D+FD+CO+L+Wl> 19 System 1.000 1.0D+1.0FD+1.000+0.750L+0.750<WI D+FD+CG+L+<WI 20 System 1.000 1.0D+ l.OFD+ 1.000+0.750L+0.750W2> D + FD + CG + L + W2> 21 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 <W2 D + FD + CG + L + <W2 22 System 1.000 1.0D+1.0FD+1.0CG+0.750L>+0.750FL D+FD+CO+L>+FL 23 System 1.000 1.0D+1.0FD+1.000+0.750<L+0.750FL D+FD+CO+<L+FL 24 System 1.000 l.OD+ 1.0FD+ I.0CG+0.750ASL"+0.750FL b+FD+CO+ASL"+FL 25 System 1.000 1.0D+ 1.0FD+ 1.000+0.750"ASL+0.750FL D + FD + CG + AASL + FL 26 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 Wi> + 0.750 FL D+FD+CO+L+W1>+FL 27 System 1.000 1.0D+ 1.0FD+ 1.0CG+0.750L+0.750<Wl +0.750FL D+FD+CO+L+<WI+FL 28 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 W2> + 0.750 FL D+FD+CG+L+W2>+FL 29 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 <W2 + 0.750 FL D+FD+CO+L+<W2+FL 30 System 1.000 1.0 D + 1.0 FD+ 1.0 CO + 0.750 FL D+ FD + CO + FL 31 System 1.000 1.0D+ 1.0FD+ 1.0CG+0.910E>+0.700EG+ D+FD+CO+E>+EO+ 32 System 1.000 1.0D+ 1.0FD+ 1.000+0.910<E+0.700E0+ D+FD+CO+<E+EO+ 33 System 1.000 0.600 D+ 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- D + FD+ CU + E> + EG- 34 System 1.000 0.600 D+ 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- D + FD+ CU + <E + EG- 35 . Special 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.750 E> + 0.700 EG+ D + FD + CG + E> + EO+ 36 Special 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.750<E+0.700EG+ D+FD+CO+<E+EO+ 37 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 E> + 0.700 EG- D + FD + CU + E> + EG- 38 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <E + 0.700 EG- D + FD + CU + <E + EG- 39 AISC - Special 1.000 1.0D+ l.OFD+ 1.0CG+2.450E>+0.700EG+ D + FD + CG + E> + EG+ 40 AISC - Special 1.000 1.0D+ l.OFD+ 1.0CG+2.450<E+0.700E0-f D+FD+CO+<E+EO+ 41 AISC- Special 1.000 0.600 D + 1.0 FD+ 0.600 CU + 2.450 E>+ 0.700 EG- D + FD + CU + E> + EG- 42 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 <E + 0.700 EG- D + FD + CU + <E + EG- 43 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 WPAI D + FD + CO + WPA1 44 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPAI D + FD + CU + WPAI 45 System Derived 1.000 l.OD+ 1.0FD+ 1.000+0.750L+0.750WPAI D+FD+CO+L+WPAI 46 System Derived 1.000 1.0 D+ 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPAI + 0.750 FL D+FD+CG+L+WPAI+FL 47 System Derived 1.000 1.0D+ 1.0FD+ 1.000+ l.OWPDI D+FD+CO+WPDI 48 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPDI D + FD + CU + WPDI 49 System Derived 1.000 1.0D+ 1.0FD+ 1.000+0.750L+0.750WPDl D+FD+CO+L+WPDI 50 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPDI + 0.750 FL D+FD+CO+L+WPDI+FL SI System Derived 1.000 1.0D+ 1.0FD+ 1.000+ 1.0 WPA2 D+FD+CO+WPA2 52 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPA2 D + FD + CU + WPA2 53 System Derived 1.000 l.OD+ 1.0FD+ 1.00O+0.750L+0.750WPA2 D+FD+CO+L+WPA2 54 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPA2 + 0.750 FL D+FD+CO+L+WPA2+FL 55 System Derived 1.000 1.0D+ 1.0FD+ 1.000+ 1.0 WPD2 D+FD+CO+WPD2 56 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPD2 D + FD + CU + WPD2 57 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPD2 D + FD + CO + L + WPD2 File: 4510-09-Magellan.FBO Version: 7. If y Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 122 of 197 58 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPD2 + 0.750 FL D+FD+CG+L+WPD2+FL 59 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 WPB D + FD + CG + WPB I 60 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB 1 D + FD + CU + WPB I 61 System Derived 1.000 1.0D+ 1.0FD+ 1.00G+0.750L+0.7SO WPB I D+FD+CO+L+WPBI 62 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPBI + 0.750 FL D+FD+CG+L+WPBI+FL 63 System Derived 1.000 1.0D+ 1.O I'D + 1.000+ l.O WPC I D+ I'D +CG+WPC1 64 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPCI D + FD + CU + WPC1 65 System Derived 1.000 1.0D+ 1.0FD+ 1.0CG+0.750L+0.750WPC1 D+FD+CG+L+WPCI 66 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPCI + 0.750 FL D+FD+CG--L+WPC1+FL 67 System Derived 1.000 1.0D+ 1.O I'D + 1.000+ 1.O WPB2 D+ I'D +CG+WPB2 68 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB2 D + FD + CU + WPB2 69 System Derived 1.000 1.0D+ 1.0FD+ 1.00G+0.750L+0.750WPB2 D+ I'D +CG+L+WPB2 70 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPB2 + 0.750 FL D+FD+CG+L+WPB2+FL 71 System Derived 1.000 1.0D+ 1.O I'D + 1.0CG+ 1.0 WPC2 D+ I'D +CO+WPC2 72 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC2 D + FD + CU + WPC2 73 System Derived 1.000 1.0D+ 1.0FD+ 1.00G+0.750L+0.7SOWPC2 D+ I'D +CG+ L+WPC2 74 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPC2 + 0.750 FL D+FD+CG+L+WPC2+FL 75 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 E> + 0.700 EO+ + 0.910 EB> D+FD+CO+E>+EO++EB> 76 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 E> + 0.700 EO+ + 0.273 EB> D+FD+CO+E>+EG++EB> 77 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 <E + 0.700 EO+ + 0.910 EB> D+FD+CO+<E+EG++EB> 78 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 <E + 0.700 EG+ + 0.273 EB> D+FD+CO+<E+EO++EB> 79 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 EB> D+FD+CU+E>+EO-+EB> 80 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 EB> D+FD+CU+E>+EO-+EB> 81 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 EB> D+FD+CU+<E+EO-+EB> 82 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG-.+ 0.273 EB> D+FD+CU+<E+EO-+EB> 83 Special 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.750 EB> + 0.700 EO+ D + FD + CO + EB> + EO+ 84 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 EB> + 0.700 EG- b + FD + CU + ER> + EO- 85 AlSC - Special 1.000 1.0D+ 1.0FD+ 1.00O+2.450 EB> +0.700EO+ D+FD+CO+ EB> +EO+ 86 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 EB> + 0.700 EG- D + FD + CU + EB> + EG- 87 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 E> + 0.700 EO+ + 0.910 <EB D+FD+CO+E>+EO++<EB 88 System Derived 1.000 1.0D+ 1.O I'D + 1.0CG+0.910E>+0.700EO++0.273 <EB D+FD+CO+E>+EO++<EB 89 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 <E + 0.700 EO+ + 0.910 <EB D+FD+CG+<E+EO++<EB 90 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 <E + 0.700 EO+ + 0.273 <EB D+FD+CO+<E+EO++<EB 91 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 <EB D+FD+CU+E>+EO-+<EB 92 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <EB D+FD+CU+E>+EO-+<EB 93 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 <EB D+FD+CU+<E+EO-+<EB 94 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB D+FD+CU+<E+EO-+<EB 95 Special 1.000 1.0D+ 1.O I'D + 1.000+ 1.750 <EB +0.700EO+ D+FD+CO+ <EB +EO+ 96 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <EB + 0.700 EG- D + FD + CU + <EB + EG- 97 AISC - Special 1.000 1.0D+ 1.O I'D + 1.00O+2.450 <EB +0.700EO+ D+FD+CO+ <EB +EO+ 98 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 <EB + 0.700 EG- D + FD + CU + <EB + EG- Frame Member Sizes Mem. No. FIg Width (in.) FIg Thk .(in.) Web Thk in. Depthl (in.) Depth2 (in.) Length (ft) Weight. (p) FIg Fy (ksi) Web Fy (ksi) Splice it. I Codes Jt.2 Shape 10002 5.00 0.1345 0.1345 9.00 9.00 3.83 38.9 55.00 55.00 SS SS 3p 1 6.00 0.5000 0.3125 28.00 28.00 26.61 1365.5 50.00 50.00 BP KN 3P 2 6.00 0.5000 0.3125 28.00 22.00 15.33 632.9 50.00 50.00 KN SS 3P 3 6.00 0.3750 0.2500 22.00 22.00 9.50 330.8 50.00 50.00 SS SP 3P 4 6.00 0.3750 0.2500 22.00 22.00 10.50 364.2 50.00 50.00 SP SS 3P 5 6.00 0.5000 0.3125 22.00 28.00 15.85 656.1 50.00 50.00 SS KN 3P 6 6.00 0.3750 0.3125 28.00 28.00 25.54 1192.8 50.00 50.00 BP KN 3P 7 1 5.00 1 0.3750 1 0.1875 1 12.00 1 12.00 1 27.04 1 494.7 50.00 50.00 1 BP I SS 3P Total Frame Weight = 5075.9 (p) (Includes all plates) Frame Pricing Weight= 5316.3 (p) (Includes all pieces) Frame Member Releases Member Joint 1 Joint 2 7 No Yes Boundary Condition Summary Member X-Loc Y-Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 6 52/10/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 7 14/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 0 14/0/0 27/0/8 Yes No No 0/0/0 0/0/0 0.0000 10002 0/0/0 22/4/12 Yes Yes Yes 0/0/0 0/0/0 0.0000 File: 4510-09-Magellan.FBO Version: 7.1 f Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 123 of 197 Values shown are resisting forces of the foundation. flprtinnc - llnfQetnred 1-d Tvn t FrQmn Crncv Spptinn Type X-Loc Grid - Orid2 Base Plate W XL (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 34 9 x 29 0.375 4-1.000 100-0 Interior Column 14/0/0 3-17 8 x 13 0.375 4-0.750 100-0 Exterior Column 52/10/0 3-A 9 x 29 0.375 4-1.000 100-0 - Load Type Desc. Hx Vy Hx Hz Vy_ Hx Hz j D Frm 0.6 3.8 - - 0.6 -0.6 - . 3.4 - - FD Frm - 2.5 - - 5.6.. - - 3.6 - - CG Frm 0.7 3.0 - - - -0.7 - 2.6 - - L> Frm 1.7 7.4 - - - -1.7 - 5.9 - <L Frm 1.7 7.4 - - - -1.7 - 5.9 - - ASLA Frm - - - - - - - - - - AASL Frm - - - - - - - - - - WI> Frm 4.4 -7.6 - 1.7 - -2.6 - -2.6 - - <WI Frm 2.2 -7.0 - -1.4 - 6.1 - -10.1 - - W2> Frm -5.9 -5.2 - - - -4.3 - 1.5 - - <W2 . Frm 0.8 4.6 - - - 4.3 - -6.0 - - CU -Frm - - - - - - - . - - - FL Frm - 7.2 - - 21.5 - - 15.2 - - L Frm 1.7 7.4 - - - -1.7 - 5.9 - - E> Frm . -5.7 4.0 - -0.1. - -5.3 - 4.1 - - EG+ Frm 0.4 1.7 - - 0.5 -0.4 - 1.5 - - <E Frm 5.7 4.0 - 0.1 - 5.3 - -4.1 - - EG- Frm -0.4 -1.7 - - -0.5 0.4 - -1.5 - - WPAI Brc 0.9 -7.9 - - - 1.0 - -8.2 WPDI Brc 3.7 -3.4 - - - 5.4. - -7.3 - - WPA2 Brc -0.5 -5.1 - - - -0.7 - -4.2 - - WPD2 Brc 2.3 -0.6 - - - 3.7 - -3.3 WPBI Brc 0.9 -7.9 - - - 1.0 - -8.2 - - WPC1 Brc 3.7 -3.4 - - - 5.4 - -7.3 WPB2 . Brc -0.5 -5.1 - - - -0.7 - -4.2 - - WPC2 Brc 2.3 0.6 - - - 3.7 - -3.3 EB> Brc - - - -, - - -0.0 - - - <EB Brc - - - - - - 0.0 1 - - - Maximum Combined Reactions Summary with Factored Loads- Framing Note All renrtinnc h2ceA on n,l order ctnirttirnl nnnlvcic mina the flirert Anlvcicz Method X-Loc Grid Load Hrz Right -Load HrzOut Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load Case (Hx) CaseCase (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (in-k) (in-k) 0/0/0 3-i 37 F(-H 11.6 LoadF (-H 36 ---4.5 37 20.1 3-F ---9 22 14/0/0 16 14/0/0 1.7 8 --27.7 27/0/8 - - -9 1.7 8 0.6 1 - - 52/10/0 3-A 10.9 35 9.2 38 0.0 83 0.1 95 5.9 13 26.6 28 - - - - Sum of Forces with Reactions Cheek - Frm nP Load Type - Horizontal Load Reaction (k) (k) Vertical Load Reaction (k) (k) D 0.0 0.0 7.8 7.1 FD - 0.0 0.0 11.7 11.7 CO 0.0 0.0 5.6 5.6 L> 0.0 0.0 13.9 13.3 <L 0.0 0.0 .. 13.9 13.3 ASLA 0.0 0.0 0.0 0.0 °ASL 0.0 0.0 0.0 0.0 WI> 7.0 7.0 10.2 10.2 <WI 8.3 8.3 17.1 17.1 W2> 10.2 - 10.2 3.8 3.8 <W2 5.1 5.1 10.6 10.6 S File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM a &. Page: 124 of 197 CU 0.0 0.0 0.0 0.0 FL 0.0 0.0 43.9 43.9 L 0.0 0.0 13.9 13.3 E> 11.0 11.0 0.0 0.1 EcH- 0.1 0.0 3.7 3.7 <E 11.0 11.0 0.0 0.1 EG- 0.1 0.0 3.7 3.7 WPAI 1.9 1.9 16.1 16.1 WPDI 9.1 9.1 10.7 10.7 WPA2 1.2 1.2 9.3 9.3 WPD2 6.0 6.0 3.9 3.9 WPB1 1.9 1.9 16.1 16.1 WPCI 9.1 9.1 10.7 10.7 WPB2 1.2 1.2 9.3 9.3 WPC2 6.0 6.0 3.9 3.9 EB> 0.0 0.0 0.0 0.0 <EB 0.0 0.0 0.0 0.0 Base Plate Summary X-Loc Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to No. (in.) (in.) (in.) Bolts (in.) Flange Web 0/0/0 34 1 0.375 9 29 4 1.000 A36 OS-0.1875 OS-0.1875 14/0/0 3-F 7 0.375 8 13 4 0.750 A36 OS-0.1875 OS-0.1875 52/10/0 3-A 6 0.375 9 29 4 1.000 A36 OS-0.1875 OS-0.1875 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. (ft) (in.) (in.) (in.) (in.) Description I I S3 24.19 27.000 N/A N/A N/A 0.5000 2.500 Both F-FP,W-OS-0.1875 1 2 S5 21.62 26.776 85.68 N/A N/A 0.1875 2.500 Both W-OS-0.1875 I 3 S5 20.88 26.784 85.71 N/A N/A 0.1875 2.500 Both W-OS-0.1875 6 I S9 23.17 27.262 1 87.24 N/A N/A 0.5000 2.500 Both W-OS-0.1875 Bolted End-Plate Moment Connections (AISC DG-16) - Fv = 55 ksi - - End-Plate Dimensions - Bolt Outside Flange Inside Flange Thick. Width Length Diam. Spec/ioint Gages In/Out Configuration Pitches lstl2nd Configuration Pitches lstl2nd Mem. it. Type ID Desc. (in.) ID I Desc. (in.) N No. _Q! J (in.) Jj (in.) 1000 2 CIP 0.250 6.00 10.00 0.500 A325N/PT 3.00 11 Flush 1.50 11 Flush 1.50 2 1 2 KN(Face) 0.750 6.00 31.27 0.750 A325X/PT 3.50 32 Extended 3.50/2.00 14 Flush 2.00/2.00 2 1 KN(Face) 0.750 6.00 31.24 0.750 A325X/PT 3.50 32 Extended 3.50/2.00 14 Flush 2.00/2.00 3 2 SP 0.375 6.00 23.00 0.750 A325X/PT 3.50 11 Flush 0.00 13 Flush 2.00/2.00 4 1 SP 0.375 6.00 23.00 0.750 A325XIPT 3.50 11 Flush 0.00 13 Flush 2.00/2.00 5 2 KN(Face) 0.625 6.00 33.50 0.750 A325X/PT 3.50 33 Extended 3.50/2.00 33 Extended 3.50/2.00 6 2 KN(Face) 0.625 6.00 33.50 0.750 A325X/PT 3.50 33 Extended 3.50/2.00 133 1 Extended 3.50/2.00 Required Strength - Out - Available Strength -Out Required Strength - In - Available Strength -In - Mem. it. Ld Axial Shear Moment Design Shear Moment Ld Axial Shear Moment Design Shear Moment No. No. Cs (k) (k) in-k) Proc. (k) (in-k) Cs (k) (k) (in-k) Proc. (k) (in-k) 1000 2 1 -0.0 1.7 46.6 Thin plate 37.7 67.0 13 -0.0 1.4 39.3 Thin plate 37.7 67.0 2 I 2 40 -2.0 15.3 3240.9 Thick plate 212.1 3146.1 41 0.3 9.7 2776.5 Thin plate 265.1 3092.4 2 I 40 -2.0 15.3 3240.9 Thick plate 212.1 3146.1 41 0.3 9.7 2776.5 Thin plate 265.1 3092.4 3 2 13 2.5 2.1 347.2 Thin plate 106.0 403.0 2 -3.0 0.6 572.5 532.9 4 1 13 2.5 2.1 347.2 Thin plate 106.0 403.0 2 -3.0 0.6 572.5 Thin plate 532.9 5 2 39 -1.8 15.2 3182.6 Thin plate 265.1 3216.3 42 -0.1 9.7 2758.5 Thin plateLid Thin plate 3216.3 6 2 39 -1.8 15.2 3182.6 Thin plate 265.1 3216.3 42 -0.1 9.7 2758.5 Thin plate 3216.3 Flange Brace Summary Member From Member Joint I From Side Point I Part Design Note I 21/0/0 21/0/0 5FB3004 1 22/10/9 22/10/9 SFB3004 2 3/4/0 6/6/3 SFB2II4 2 8/4/0 11/6/3 FB3024 3 0/4/0 16/6/3 FB30I0 4 5/10/0 31/6/3 FB30I0 File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 125 of 197 5 I 10/4/0 I 46/6/3 I (2)FB3040 I Tnn nf Pnct Qn.n in a - X-Loc Grid Top Conn. Condition Fig Mn Rb Allow Comp FB Force FB Angle Min FB/SFB Purlin Bolt Shear j FB/WSF Reaction Force Moment Shear RI R2 Purlin Bearing Bearing 14/0/0 3-F 1.67 0.93 Std 225.00 8.98 N 0.67 45.98 0.082 FB 3.44 4.71 3.43 N 0.63 43.19 0.092 FB 3.86 4.71 3.43 Paranet Pnct ,Immorw X-Loc Grid Moment Shear Attachme Parapet Reaction Column Stiffener Allowable Stiff Thickness Length nt Length Size bearing required? w/stiff Width 0/0/0 34 16.65 1.66 18.0 2 2.23 26.88 N 0.56 26.88 N Frame flecian Mamhar Cnmmary ('nntrnllino I nod Coca and Mavim,.m Cnmhinpd Stroccec ner Meniher (I .oratinnc are from Joint 1 1 Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial She Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC MC) Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 10002 3.83 9.00 1 1 -0.0 -1.7 46.6 0.0 49.1 20.9 169.5 39.0 0.28 0.08 1 24.22 28.00 90 90 -11.1 -6.9 -1586.0 0.0 313.0 92.4 4183.6 289.8 0.40 0.07 2 1.19 28.00 90 2 -1.7 10.1 -1516.6 0.0 285.4 92.4 4183.6 289.8 0.37 0.11 3 .0.33 22.00 13 90 2.5 6.2 460.1 0.0 288.4 60.0 1039.7 212.5 0.45 0.10 4 10.50 22.00 12 76 0.7 -5.9 -366.2 0.0 294.4 60.0 914.6 212.5 0.40 0.10 5 13.56 28.00 76 28 -1.8 -9.8 -1470.2 0.0 285.4 92.4 4183.6 289.8 0.35 0.11 6 23.25 28.00 13 76 8.1 6.6 1173.2 0.0 390.5 90.7 2548.1 222.5 0.47 0.07 7 13.00 12.00 16 8 -27.7 -1.7 0.0 0.0 41.5 40.0 373.3 143.6 0.67 - 0.04 Mem. No. Loc. ft Lx in. LyILt in. Lb in. Ag in.2 I Afn in.2 I lxx in.4 Iyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 i in.4 I Cw in.6 Cb Rpg Rpc Qs Qa 10002 3.83 46.01 46.0 46.0 2.52 2.52 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.00 1.00 1.13 0.67 0.88 1 24.22 290.70 16.1 16.1 14.44 14.44 1647.08 18.07 117.65 6.02 139.45 9.66 0.78 3416.11 1.02 1.00 1.19 1.00 0.75 2 1.19 558.18 28.3 28.3 14.44 14.44 1647.08 18.07 117.65 6.02 139.45 9.66 0.78 3416.10 1.00 1.00 1.19 1.00 0.77 3 0.33 558.18 60.0 60.0 9.81 9.81 726.06 13.53 66.01 4.51 76.88 7.08 0.32 1581.52 1.02 1.00 1.16 1.00 1.00 4 10.50 558.18 180.0 180.0 9.81 9.81 726.06 13.53 66.01 4.51 76.88 7.08 0.32 1581.52 1.05 1.00 1.16 1.00 1.00 5 13.56 558.18 38.7 38.7 14.44 14.44 1647.08 18.07 117.65 6.02 139.45 9.66 0.78 3416.11 1.10 1.00 1.19 1.00 0.77 6 23.25 279.00 123.0 123.01 13.021 13.02 1385.53 13.57 98.97 4.52 120.17 7.42 0.49 2588.82 1.15 1.00 1.21 1.00 1.00 7 13.00 324.48 156.0 156.01 5.861 5.86 148.99 7.82 24.83 3.13 27.731 4.791 0.201 264.16 1.00 1.00 1.12 1.00 1.00 File: 4510-09-Magellan.FBO . Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 126 of 197 ih,... T f '.., Side Units Type Description Magi Loci Offset H or V Supp. Dir. Coef. Loc. I p E> MEZZ SEISMIC-Resolved From Plane 1892.80 13/0/0 NI NI N RIGHT 1.000 OF 1 p <E MEZZ SEISMIC->Resolved From Plane -1892.80 13/0/0 NI NI N LEFT 1.000 OF p E> MEZZ SEISMIC-Resolved From Plane 811.20 27/4/0 NI NI N RIGHT 1 .000 OF • 1 p <E MEZZ SEISMIC->Resolved From Plane -811.20 27/4/0 NI NI N LEFT 1.000 OF 4 k FL MEZZ -4.00 13/0/0 NI NI N DOWN 1.000 CL 4 p E> MEZZ SEISMIC-Resolved From Plane 2690.80 13/0/0 NI . NI N RIGHT 1.000 OF 4 p , <E MEZZ SEISMIC->Resolved From Plane -2690.80 13/0/0 NA NI N LEFT 1.000 OF 4 p 13> MEZZ SEISMIC->Resolved From Plane 1153.20 26/2/11 NI NI N RIGHT 1.000 OF 4 p <E MEZZ SEISMIC-Resolved From Plane -1153.20 26/2/11 NI NI N LEFT 1.000 OF 2000 k FL MEZZ -14.00 13/0/0 NI NI N DOWN 1.000 CL 2000 1 k I FD IMEZZ 1 -3.00 13/0/01 N/ NI N I DOWN 1 1.0001 CL Ilcpr Dnflnnd Fr.mn I inn I nn1c for Crne S,rtinn Side Units Type Description Magi Loci Mag2 Loc2 Supp. Dir. Coef. Loc. 4 plf WI> 10 PSF MIN->Resolved From Plane 135.20 0/0/0 135.20 26/2/1I N RIGHT' 1.000 OF 4 plf <WI 10 PSF MIN->Resolved From Plane -135.20 0/0/0 -135.20 26/2/11 N LEFT 1.000 OF 4 plf W2> 10 PSF MIN-Resolved From Plane 135.20 0/0/0 135.20 26/2/11 N RIGHT 1.000 OF 4 plf <W2 10 PSF MIN->Resolved From Plane -135.20 0/0/0 -135.20 26/2/11 N LEFT 1.000 OF 4 plf WPAI IO PSF MI'N->Resolved From Plane 135.20 0/0/0 135.20 26/2/11 N RIGHT 1.000 OF 4 plf WPDI l0 PSF MH'->Resolved From Plane -135.20 0/0/0 -135.20 26/2/11 N RIGHT -1.000 OF 4 plf WPA2 10 PSF MIN->Resolved From Plane 135.20 0/0/0 135.20 26/2/11 N RIGHT 1.000 OF 4 plf WPD2 10 PSF MIN->Resolved From Plane -135.20 0/0/0 -135.20 26/2/11 N RIGHT -1.000 OF 4 plf WPB 10 PSF MIN->Resolved From Plane 135.20 0/0/0 135.20 26/2/11 N RIGHT 1.000 OF 4 plf WPCI 10 PSF MIN->Resolved From Plane -135.20 0/0/0 -135.20 26/2/11 N RIGHT -1.000 OF 4 plf WPB2 IO PSF MIN-Resolved From Plane 135.20 0/0/0 135.20 26/2/11 N RIGHT 1.000 OF 4 1_p[I WPC2 110 PSF MIN->Resolved From Plane 1 -135.20 0/0/0 -135.20 26/2/11 N I RIGHT1-1.0001 OF flnflntnn I n,I rnmhi..otinnn - No. Origin Factor Def H Def V Application Description I User 1.000 150 0 1.0 E> + 1.0 EG- E> + EG- 2 User 1.000 150 0 1.0 <E + 1.0 EG- ' <E + EG- 3 User 1.000 150 0 I.OEB> EB> 4 User 1.000 150 0 I.0<EB <EB 5 System 1.000 0 180 1.0 L ' L 6 System 1.000 0 180 0.700W1> WI> 7 System 1.000 0 180 0.700<WI <Wi 8 System 1.000 0 180 0.700 W2> W2> 9 System 1.000 0 180 0.700 <W2 <W2 10 ' System Derived 1.000 0 180 0.700 WPAI ' WPAI II System Derived 1.000 0 180 0.700 WPDI WPDI 12 System Derived 1.000 0 180 0.700 WPA2 WPA2 13 System Derived 1.000 0 180 0.700 WPD2 ' WPD2 14 System Derived 1.000 0 180 0.700 WPB ' WPB File:4510-09-Magellan.FBO . , Version: 7.lf , Date: 7/7/2009 &- Reactions Package Time: 8:11:39 AM Page: 127 of 197 15 System Derived 1.000 0 180 0.700 WPC WPC 16 System Derived 1.000 0 180 0.700 WPB2 WPB 17 System Derived 1.000 0 180 0.700 WPC2 WPC 18 System 1.000 60 0 0.700 WI> WI> 19 System 1.000 60 0 0.700<WI <WI 20 System 1.000 60 0 0.700W2> W2> 21 System 1.000 60 0 0.700<W2 <W2 22 System Derived 1.000 60 0 0.700 WPAI WPA 23 System Derived 1.000 60 0 0.700 WPDI WE 24 System Derived 1.000 60 0 0.700 WPA2 WPA 25 System Derived 1.000 60 0 0.700 WPD2 WE 26 System Derived 1.000 60 0 0.700 WPB We 27 System Derived 1.000 60 0 0.700 WPC WPC 28 System Derived 1.000 60 0 0.700WPB2 WP 29 System Derived 1.000 60 0 0.700 WPC2 WPC Controlling Frame Deflection Ratios for Cross Section: 3 Description Ratio I Deflection (in.) I Memberl Joint I Load Case I Load Case Description Max. Horizontal Deflection Max. Vertical Deflection for Span I (H1158) (L/1526) 1.841 -0.384 6 3 1 2 2 1 5 E> + EG- L * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. File: 4510-09-Magellan.FBO Version: 7. If & Date: 7/7/2009' Reactions Package ,Time: 8:11:39AM Page: 128 of 197 r - 12,/O/O i Frame Cross Section: 4 - - -. - too t7 dt c1nh,po,2 . .- .4 : Date: 7/7/2009 Reactions Package Time: 8:1139 AM Page: 129 of 197 Vert. Clearance at member 6(CXOI0): 22.8 1/2 Finished Floor Elevation = 100!0' (Unless Noted Otherwise) - File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 a)&- Reactions Packag Page: 130 of 197 e Time: 8:11:39 AM Frame Location Design Parameters: Location I Avg. Bay Space I Description Angle Group Trib. Override Design Status 26/0/0 1 22/3/0 Rigid Frame 90.0000 - Stress Check No. Origin Factor Application Description I System 1.000 1.0 D + 1.0 FD + 1.0 CG +1.0 L> D + FD + CG + L> 2 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 <L D + FD + CO + <L 3 System 1.000 l.OD+ I.OFD+ 1.0CG+ I.OASLA D+FD+CG+ASL' 4 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 AASL D + FD + CO + AASL 5 System 1.000 1.0D+ I.OFD+ 1.0CG+ 1.0 PL2 D+FD+CO+PL2(Spans I and 2) 6 System 1.000 1.0 D+ 1.0 FD + 1.0 CO + 1.0 PL2 D+ FD+ CO + PL2(Spans 2 and 3) 7 System 1.000 1.0 D+ 1.0 FD+ 1.000+ 1.0 PL2 D+ FD+CG + PL2(Spans 3 and 4) 8 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 WI> D + FD + CO + WI> 9 System 1.000 I.OD+ 1.0FD+ I.00O+ 1.0<Wl D+FD+CO+<WI 10 System 1.000 1.0D+ 1.0FD+ I.00G+ 1.0 W2> D+FD+CO+W2> II System 1.000 l.OD+ I.OFD+ I.00O+ 1.0 <W2 D+FD+CG+<W2 12 System 1.000 0.600D+0.600FD+0.600CU+ I.OWI> D+ FD+CU+WI> 13 System 1.000 0.600 D+ 0.600 FD + 0.600 CU + 1.0 <WI D + FD+ CU + <WI 14 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 W2> D + FD + CU + W2> 15 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 <W2 D+FD+CU+<W2 16 System 1.000 I.OD+ l.O Fl) + I.00O+ 1.0 FL D+FD+CO+Fl, 17 System 1.000 1.0D+ 1.0FD+ 1.0 CG D+FD+CO 18 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WI> D + FD + CO + L + WI> 19 System 1.000 1.0D+1.0FD+ 1.0CG+0.750L+0.750<WI D+FD+CO+L+<Wl 20 System 1.000 1.0D+I.0FD+ 1.0CG+0.750L+0.750W2> D+FD+CO+L+W2> 21 System 1.000 1.0D+1.0FD+1.000+0.750L+0.750<W2 D+FD+CO+L+<W2 22 System 1.000 1.0D+ 1.0FD+ 1.000+0.750L>+0.750FL D+FD+CG+L>+FL 23 System 1.000 I.OD+ 1.0FD+ 1.0CG+0.750<L+0.750FL D+FD+CG+<L+Fl, 24 System 1.000 I.OD+ 1.0FD+ I.000+0.750ASL"+0.750FL D + FD + CG + ASL A + FL 25 System 1.000 I.OD+ 1.O Fl) + I.000+0.750"ASL+0.750FL D+FD+CG+ASL+Fl, 26 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WI> + 0.750 FL D+FD+CG+L+WI>+FL 27 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 <WI + 0.750 FL D+FD+CO+L+<W l+FL 28 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 W2> + 0.750 FL D+FD+CO+L+W2>+FL 29 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 <W2 + 0.750 FL D+FD+CO+L+<W2+FL 30 System 1.000 1.0D+ 1.0FD+ 1.000+0.750FL D+FD+CG+FL 31 System 1.000 l.OD+ I.OFD+ 1.000+0.910E>+0.700E0+ D+FD+CO+E>+EO+ 32 System 1.000 1.0D+ 1.0FD+ 1.000+0.910<E+0.700EG+ D+FD+CO+<E+EO+ 33 System 1.000 0.600 D+ 0.600 FD + 0.600 CU + 0.910 E>+ 0.700 EG- D+ FD + CU + E>+ EG- 34 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- D+ FD + CU + <E + EG- 35 Special 1.000 I.OD+ 1.0FD+ I.00O+ 1.750E>+0.700E0+ D+FD+CO+E>+EO+ 36 Special 1.000 I.OD+ 1.0FD+ I.00O+ 1.750<E+0.700E0+ D+FD+CG+<E+EO+ 37 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 E> + 0.700 EG- D + FD + CU + E> + EG- 38 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <E + 0.700 EG- D + FD + CU + <E + EG- 39 AISC - Special 1.000 l.OD+ 1.0FD+ I.000+2.450E>+0.700E0+ D+FD+CO+E>+EO+ 40 AISC - Special 1.000 l.OD+ 1.0FD+ I.0CG+2.450<E+0.700EO+ D + FD + CG + <E + EG+ 41 AISC- Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 E>+ 0.700 EG- D + FD + CU + E> + EG- 42 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 <E + 0.700 EG- D + FD + CU + <E + EG- 43 System Derived 1.000 1.0D+ I.OFD+ 1.000+ I.0WPA1 D+FD+CO+WPAI 44 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPAI D + FD + CU + WPAI 45 System Derived 1.000 1.0 D+ 1.0FD+ 1.000+0.750 L+0.7SOWPA1 D+FD+CO+L+WPAI 46 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPAI + 0.750 FL D+FD+CG+L+WPAI+FL 47 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 WPDI D + FD + CO + WPDI 48 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPD1 D + FD + CU + WPDI 49 System Derived 1.000 I.OD+ 1.0FD+ 1.000+0.750L+0.750WPDI D+FD+CO+L+WPDI 50 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPDI + 0.750 FL D+FD+CG+L+WPDI+FL 51 System Derived 1.000 I.OD+ l.OFD+ I.00O+ 1.0 WPA2 D+FD+CO+WPA2 52 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPA2 D + FD + CU + WPA2 53 System Derived 1.000 I.OD+ 1.0FD+ I.00O+0.750L+0.750WPA2 D + FD + CO + L + WPA2 54 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPA2 + 0.750 FL D+FD+CO+L+WPA2+FL 55 System Derived 1.000 I.OD+ 1.O Fl) + l.00O+ 1.0 WPD2 D+FD+CO+WPD2 56 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPD2 D + FD + CU + WPD2 57 System Derived 1.000 1.0 D+ 1.O Fl) + I.00O+0.750L+0.750WPD2 D + FD + CG + L + WPD2 58 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPD2 + 0.750 FL D+FD+CG+L+WPD2+FL 59 System Derived 1.000 I.OD+ 1.0FD+ I.00O+ I.O WPB I D+FD+CG+WPBI File: 4510-09-Magellan.FBO Version: 7.1 f Date: 7/7/2009 Reactions Package Time: 8:11:39 AM a &- Page: 131 of 197 60 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB 61 System Derived 1.000 1.0 D + 1.0 FD+ 1.0 CO + 0.750 L + 0.750 WPB 62 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPB + 0.750 FL 63 System Derived 1.000 1.0D+ 1.0FD+ 1.000+ 1.O WPC I 64 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPCI 65 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPCI 66 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPCI + 0.750 FL 67 System Derived 1.000 1.0 D + 1.0 FD+ 1.0 CO + 1.0 WP132 68 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB2 69 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPB2 70 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPB2 + 0.750 FL 71 System Derived 1.000 1.0D+ 1.0FD+ 1.000+ 1.0 WPC2 72 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC2 73 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPC2 74 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPC2 + 0.750 FL 75 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 E> + 0.700 EG+ + 0.910 EB> 76 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 E> + 0.700 EG+ + 0.273 EB> 77 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 <E + 0.700 EG+ + 0.910 EB> 78 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 <E + 0.700 EG+ + 0.273 EB> 79 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EO- + 0.910 EB> 80 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EO- + 0.273 EB> 81 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EO- + 0.910 EB> 82 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EO- + 0.273 EB> 83 Special 1.000 1.0D+ 1.0FD+ 1.000+ 1.750 EB> +0.700EG+ 84 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 EB> + 0.700 EO- 85 AISC - Special 1.000 1.0 D + 1.0 FD + 1.0 CO + 2.450 EB> + 0.700 EG+ 86 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 EB> + 0.700 EG- 87 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 E> + 0.700 EG+ + 0.910 <EB 88 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 <EB 89 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 <E + 0.700 EG+ + 0.910 <EB 90 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 <E + 0.700 EG+ + 0.273 <EB 91 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EO- + 0.9110 <EB 92 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EO- + 0.273 <EB 93 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EO- + 0.910 <EB 94 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EO- + 0.273 <EB 95 Special 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.750 <EB + 0.700 EG+ 96 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <EB + 0.700 EO- 97 AISC - Special 1.000 1.0 D + 1.0 FD + 1.0 CO + 2.450 <EB + 0.700 EG+ 98 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 <EB + 0.700 EO- Frame Member Sizes + FD + CU + WPBI + FD + CO + L + WPB1 FD+CG+L+WPB 1+FL + FD + CO + WPCI + FD + CU + WPC I + FD + CO + L + WPCI f-FD+CO+L+WPC 1+FL + FD + CO + WPB2 + FD + CU + WPB2 + FD + CO + L+ WPB2 FD+CO+L+WPB2+FL + FD + CO + WPC2 + FD + CU + WPC2 + FD + CO + L+ WPC2 E>+EG-+EB> E>+EO-+EB> <E+EO-+EB> + FD + CO + EB> + EG+ + FD + CU + EB> + EG- + FD + CO + EB> + EG+ + FD + CU + EB> + EO- iFD+CU+E>+EO-+<EB -FD+CU+E>+EO-+<EB i-FD+CU+<E+EO-+<EB i-FD+CU+<E+EO-+<EB + FD + CO + <E13 + EG+ + FD + CU + <EB + EG- + FD + CO + <EB + EG+ + FD + CU + <EB + EG- Mem. No. FIg Width (in.) FIg Thk (in.) Web Thk (in.) Depth (in.) Depth2 (in.) Length (It) Weight (p) FIg Fy (ksi) Web Fy (ksi) Splice it. I Codes Jt.2 Shape 10002 5.00 0.1345 0.1345 9.00 .9.00 3.83 38.9 55.00 55.00 SS SS 3P I 6.00 0.5000 0.3125 28.00 28.00 26.61 1365.1 50.00 50.00 BP KN 3P 2 6.00 0.5000 0.3750 34.00 28.00 10.33 508.7 50.00 50.00 KN SS 3P 3 6.00 0.3750 0.3125 28.00 18.00 14.50 577.8 50.00 50.00 SS SP 3P 4 6.00 0.3750 0.3125 18.00 28.00 15.50 616.8 50.00 50.00 SP SS 3P 5 6.00 0.5000 0.3750 28.00 34.00 10.97 551.4 50.00 50.00 SS KN 3P 6 6.00 0.5000 0.3125 28.00 28.00 25.53 1320.3 50.00 50.00 BP KN 3P Total Frame Weight = 4978.9 (p) (Includes all plates) Frame Pricing Weight= 5210.3 (p) (Includes all pieces) Boundary Condition Summary Member X-Loc - Y-Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 6 52/10/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10002 0/0/0 22/4/12 Yes Yes Yes 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Reactions - Unfactored Load Type at Frame Cross Section: 4 'Type Exterior Column Exterior Column X-Loc 0/0/0 52/10/0 Grid! - Orid2 44 4-A Base Plate W x L (in.) 9x29 9x29 Base Plate Thickness (in.) 0.375 0.375 Anchor Rod QtyfDiam. (in.) 4 - 1.000 4 - 1.000 File: 4510-09-Magellan.FBO ' ' Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 132 of 197 Column Base Elev. 100-0 1001-01, Load Type Desc. Hx Vy Hx Hz Vy D Frm 0.7 4.1 -0.7 - 3.8 - - - FD Frm - 3.9 - - 5.7 CG Frm 0.9 3.4 -0.9 - 3.2 - - - L> Frm 2.0 8.2 -2.0 - 6.6 - - - <L Frm 2.0 8.2 -2.0 - 6.6 - - - ASLA Frm - - - - - - - - AASL Frm - - - - - - - - WI> Frm -5.7 -9.2 -3.8 - -3.2 - - - <WI Frm 2.7 -8.2 8.9 - -13.0 - - - W2> Frm -7.2 -6.6 -6.0 - 1.6 - - - <W2 Frm 1.1 -5.6 6.7 - -8.1 CU Frm - - - - - - - -, FL Frm - 12.2 - - 18.3 L Frm 2.0 8.2 -2.0 - 6.6 - - - E> Frm -7.2 -5.0 -6.7 - 5.1 - - - EG+ Frm 0.5 1.9 -0.5 - 1.7 - - - <E Frm 7.2 5.0 6.7 - -5.1 - - - EG- Frm -0.5 -1.9 0.5 - -1.7 - - - WPAI Brc 0.4 -9.3 0.2 - -9.4 - - - WPD1 Brc 4.5 -3.2 7.8 - -9.1 WPA2 Brc -1.2 -6.4 -1.9 - -4.6 WPD2 Brc 3.0 -0.3 5.6 - -4.3 - - - WPB Brc -0.2 -11.9 0.8 - -12.0 - - - WPCI Brc 4.2 4.3 8.0 - -10.2 - - - WPB2 Brc -1.7 -8.9 -1.4 - -7.2 - - - WPC2 Brc 2.7 -1.4 5.9 - -5.4 - - - EB> Brc - - -0.0 - - - - <EB Brc 1 - - - 0.1 - - - - Maximum Combined Reactions Summary with Factored Loads- Framing Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method X-Loc Grid Hrz left Lod Hrz Right -Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) CaseCase (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) LoadE (-Hz) (k) (k) (k) (in-k) (in-k) 0/0/0 .4-i 12.5 37 14.6 36 - 22 52/10/0 - - 7.1 60 26.7 4-A 13.7 35 11.6 38 83 0.1 95 7.3 13 32.5 28 - - - - Sum of Forces with Reactions Check - Framing Load Type Horizontal Load Reaction (k) (k) Vertical Load Reaction (k) (k) D 0.0 0.0 8.1 7.9 FD 0.0 0.0 9.6 9.6 CG 0.0 0.0 6.6 6.6 L> 0.0 0.0 15.4 14.8 <L 0.0 0.0 15.4 14.8 ASLA 0.0 0.0 0.0 0.0 AASL 0.0 0.0 0.0 0.0 WI> 9.7 9.5 12.4 12.4 <Wi 11.1 11.5 21.2 21.2 W2> 13.3 13.2 5.0 5.0 <W2 7.6 7.8 13.7 13.7 CU 0.0 0.0 0.0 0.0 FL 0.0 0.0 30.5 30.5 L 0.0 0.0 15.4 14.8 E> 13.9 13.9 0.0 0.1 EG-- 0.1 0.0 3.6 ' 3.6 <E 13.9 13.9 0.0 0.1 EG- 0.1 0.0 . 3.6 3.6 WPAI 0.2 0.6 18.7 18.7 WPD1 12.1 12.3 12.4 12.4 WPA2 3.3 . 3.1 11.0 11.0 , WPD2 8.5 8.6 4.6 4.6 File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 3&. Reactions Package Time: 8:11:39 AM Page: 133 of 197 WPB 0.1 0.6 23.9 23.9 WPCI 12.0 12.3 14.6 14.6 WPB2 3.4 3.1 16.1 16.1 WPC2 8.5 8.6 6.8 6.8 EB> 0.0 0.0 0.0 0.0 <EB 0.0 0.0 0.0 0.0 DI,.d. X-Loc Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to No. (in.) (in.) (in.) Bolts (in.) Flange Web 0/0/0 44 1 0.375 9 29 4 1.000 A36 OS-0.1875 OS-0.1875 52/10/0 4-A 6 0.375 9 29 4 1.000 A36 OS-0.1875 OS-0.1875 W.k tiff.,nr Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. (ft) (in.) (in.) (in.) (in.) Description 1 1 S3 23.69 27.000 N/A N/A N/A 0.5000 2.500 Both F-FP,W-OS-0.1875 1 2 S5 21.62 26.771 85.67 N/A N/A 0.1875 2.500 Both W-OS-0.1875 1 3 S5 20.88 26.779 85.69 N/A N/A 0.1875 2.500 Both W-OS-0.1875 6 1 S9 22.67 26.761 85.63 N/A N/A 0.5000 2.500 Both W-OS-0.1875 RIt,I IPIot ,Inrnnt r.n.t;n. '&tr nciic - = cc i.i - End-Plate Dimensions - Bolt Outside Flange Inside Flange Mem. it. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches lsti2nd Configuration Pitches lst/2nd ID Desc. (in.) ID I Desc. (in.) No. No. (in .)(in.) (in.) (in.) 1000 2 CIP 0.250 6.00 10.00 0.500 A325N1PT 3.00 11 Flush 1.50 II Flush 1.50 2 1 2 KN(Face) 0.750 6.00 35.02 0.750 A325XJPT 3.50 14 Flush 2.00/2.00 14 Flush 2.00/2.00 2 1 KN(Face) 0.750 6.00 34.99 0.750 A325X/PT 3.50 14 Flush 2.00/2.00 14 Flush 2.00/2.00 3 2 SP 0.375 6.00 21.40 0.750 A325X/PT 3.50 13 Flush 2.00/2.00 31 Extended 3.50/2.00 4 1 SP 0.375 6.00 21.40 0.750 A325XJPT 3.50 13 Flush 2.00/2.00 31 Extended 3.50/2.00 5 2 KN(Face) 0.750 6.00 35.00 0.750 A325X/PT 3.50 14 Flush 2.00/2.00 14 Flush 2.00/2.00 6 2 1 KN(Face) 1 0.750 1 6.00 1 35.00 1 0.750 1 A325X/PT 1 3.50 1 141 Flush 1 2.00/2.00 1 14 1 Flush 1 2.00/2.00 Required Strength - Out - Available Strength - Out Required Strength - In - Available Strength - In - Mem. - it. Ld Axial Shear Moment Design Shear Moment Ld Axial Shear Moment Design Shear Moment No. No. Cs (k) (k) (in-k) Proc. (k) (in-k) Cs (k) (k) (in-k) Proc. (k) (in-k) 1000 2 1 . -0.0 2.0 55.5 Thin plate 37.7 67.0 13 -0.0 1.6 46.0 Thin plate 37.7 67.0 2 1 2 40 -1.3 18.4 3926.3 Thin plate 265.1 3901.5 41 -0.9 12.1 3362.9 Thin plate 265.1 3901.5 2 1 40 -1.3 18.4 3926.3 Thin plate 265.1 3901.5 41 -0.9 12.1 3362.9 Thin plate 265.1 3901.5 3 2 60 6.4 0.2 343.0 Thin plate 212.1 418.8 1 -3.7 0.5 553.7 Thin plate 159.0 576.5 4 I 60 6.4 0.2 343.0 Thin plate 212.1 418.8 1 -3.7 0.5 553.7 Thin plate 159.0 576.5 5 2 39 -3.8 18.4 4035.7 Thin plate 265.1 3901.5 42 1.4 12.0 3519.5 Thin plate 265.1 3901.5 6 1 2 1 39 -3.8 18.4 4035.7 Thin plate 265.1 3901.5 42 1 1.4 12.0 3519.5 Thin plate 265.1 3901.5 Member From Member Joint I From Side Point I Part Design Note 1 21/0/0 21/0/0 SFB3004 22/10/9 22/10/9 (2)FB3050 2 3/4/0 6/6/3 (2)FB4040 3 10/4/0 21/6/3 FB3000 4 10/10/0 36/6/3 FB3030 5 5/4/0 46/6/3 (2)FB4040 PQnnet Pnct Q,imm.ry x-Loc Grid Moment Shear Attachme Parapet Reaction Column Stiffener Allowable Stiff Thickness Length nt Length Size bearing required? I w/stiff Width 0/0/0 44 14.21 1.42 18.0 2 1.90 26.88 N I 0.48 26.88 N Frame Design Member Summary- Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1) Controlling Cases I Required Strength I Available Strength I Strength Ratios I I Axial I I Axial I Shear I Mom-x I Mom-y I Axial I Shear I Mom-x I Mom-y I Axial I File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 134 of 197 Mem. No. Loc. I ft Depth in. + Flexure Shear Pr k Vr k Mrx in-k Mry in-k I Pc k Vc k Mcx in-k I Mcy in-k + Flexure Shear 10002 :3.83 9.00 1 1 -0.0 -2.0 -55.5 0.0 49.1 20.9 169.5 39.0 0.33 0.10 1 23.72 28.00 32 32 . -12.7 -8.7 -1918.6 0.0 313.5 92.4 4183.6 289.8 0.48 0.09 2 4.47 31.53 94 2 0.2 11.3 -1100.9 0.0 523.4 140.6 2494.3 302.2 0.44 - 0.09 3 7.84 22.60 13 32 2.7 8.6 -514.6 0.0 339.8 107.7 966.5 218.5 0.54 0.10 4 0.00 18.00 60 76 6.4 -8.2 -343.0 0.0 296.7 101.3 824.6 215.1 0.43 0.09 5 8.70 34.00 76 28 -2.8 -11.2 -1851.4 0.0 361.6 129.8 6077.8 304.8 0.31 0.09 6 1 22.751 28.001 13 1 13 1 10.7 -8.41 1584.71 0.01 428.6 92.41 3288.81 289.8 0.49 1 0.09 Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 lxx in.4 lyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 10002 3.83 46.01 46.0 46.0 2.52 - 2.52 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.00 1.00 1.13 0.67 0.88 1 23.72 284.69 10.1 10.1 14.44 14.44 1647.08 18.07 117.65 6.02 139.45 9.66 0.78 3416.11 1.01 1.00 1.19 1.00 0.75 2 4.47 559.85 39.3 39.3 17.45 17.45 2333.05 18.13 148.01 6.04 180.44 10.07 1.05 4364.18 1.06 1.00 1.22 1.00 1.00 3 7.84 559.85 180.1 180.1 11.33 11.33 827.17 13.56 73.21 4.52 87.29 7.28 0.44 1673.54 1.03 1.00 1.19 1.00 1.00 4 0.00 559.85 180.1 180.1 9.89 9.89 483.19 13.54 53.69 4.51 62.90 7.17 0.39 1051.82 1.04 1.00 1.17 1.00 1.00 5 8.70 559.85 40.4 40.4 18.38 18.38 2806.53 18.15 165.09 6.05 202.59 10.16 1.09 5090.82 1.10 1.00 1.23 1.00 0.73 6 22.75 272.97 117.0 117.0 14.44 14.44 1647.08 18.07 117.65 6.02 139.45 9.66 0.78 3416.11 1.13 1.00 1.19 1.00 1.00 File: 4510-09-Magellan.FBO Version: 7. If - Date: 7/7/2009 Reactions Package Time: 8:11:39 AM a &_ Page: 135 of 197 Ilcer Defined Frame Point 1.oidc for Cro Section: 4 Side Units Type Description Magi Loci Offset H or VSupp Dir. Coef. Loc. I p E> MEZZ SEISMIC->Resolved From Plane 3115.00 13/0/0 N/ N/ N RIGHT 1.000 OF I p <E MEZZ SEISMIC-Resolved From Plane -3115.00 13/0/0 NI N/ N LEFT 1.000 OF I p E> MEZZ SEISMIC-Resolved From Plane 1335.00 27/4/0 N/ NI N RIGHT 1.000 OF I p <E MEZZ SEISMIC-Resolved From Plane -1335.00 27/4/0 N/ NA N LEFT 1.000 OF 4 p E> MEZZ SEISMIC->Resolved From Plane 3115.00 13/0/0 N/ N/ N RIGHT 1.000 OF 4 p <E MEZZ SEISMIC-Resolved From Plane -3115.00 13/0/0 N/ NI N LEFT 1.000 OF 4 p E> MEZZ SEISMIC-Resolved From Plane 1335.00 26/2/11 NA N/ N RIGHT 1.000 OF 4 1 p_I <E IMEZZ SEISMIC->Resolved From Plane 1 -1335.00 26/2/1I NA N/ N I LEFT 1 1.0001 OF llcpr flpflnpd Fr€imo I in.' I nn,k for (rnQe Sertiont 4 Side Units Type Description Magi Loci Mag2 Loc2 Supp. Dir. Coef. Loc. 3 plf CG (I2)250# RTU->Resolved From Plane -28.85 40/4/2 -28.85 50/3/14 N DOWN 1.000 OF 4 plf WI> 10 PSF MIN-Resolved From Plane 222.50 0/0/0 222.50 26/2/11 N RIGHT 1.000 OF 4 plf <WI 10 PSF MIN->Resolved From Plane -222.50 0/0/0 -222.50 26/2/I1 N LEFT 1.000 OF 4 plf W2> 10 PSF MIN->Resolved From Plane 222.50 0/0/0 222.50 26/2/11 N RIGHT 1.000 OF 4 plf <W2 10 PSF MIN-Resolved From Plane -222.50 0/0/0 -222.50 26/2/11 N LEFT . 1.000 OF 4 plf WPA1 10 PSF MIN-Resolved From Plane 222.50 0/0/0 222.50 26/2/11 N RIGHT 1.000 OF 4 plf WPDI 10 PSF MEN->Resolved From Plane -222.50 0/0/0 -222.50 26/2/I1 N RIGHT -1.000 OF 4 plf WPA2 10 PSF MIN->Resolved From Plane 222.50 0/0/0 222.50 26/2/I1 N RIGHT 1.000 OF 4 plf WPD2 10 PSF MIN-Resolved From Plane -222.50 0/0/0 -222.50 26/2/I1 N RIGHT -1.000 OF 4 plf WPBI 10 PSF MIN->Resolved From Plane 222.50 0/0/0 222.50 26/2/11 N RIGHT 1.000 OF 4 plf WPCI 10 PSF MIN-Resolved From Plane -222.50 0/0/0 -222.50 26/2/11 N RIGHT -1.000 OF 4 plf WPB2 10 PSF MIN-Resolved From Plane 222.50 0/0/0 222.50 26/2/I1 N RIGHT 1.000 OF 4 1 jplf I WPC2 110 PSF MIN->Resolved From Plane 1 -222.50 0/0/0 -222.50 26/2/111 N I RIGHT1-1.000 1 OF tiOn Description E> + EG- <E+EG- EB> <EB L WI> <Wi W2> <W2 WPA I WPDI WPA2 WPD2 WPB WPC 1 WPB2 Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 136 of 197 17 System Derived 1.000 0 180 0.700 WPC2 WPC2 18 System 1.000 60 0 0.700 Wi> WI> 19 System 1.000 60 0 0.700 <Wi <WI 20 System 1.000 60 0 0.700 W2> W2> 21 System 1.000 60 0 0.700 <W2 <W2 22 System Derived 1.000 60 0 0.700WPAI WPAI 23 System Derived 1.000 60 0 0.700WPDI WPDI 24 System Derived 1.000 60 0 0.700 WPA2 WPA2 25 System Derived 1.000 60 0 0.700 WPD2 WPD2 26 System Derived 1.000 60 0 0.700 WPB WPB 27 System Derived 1.000 60 0 0.700 WPCI WPCI 28 System Derived 1.000 60 0 0.700 WPB2 WPB2 29 System Derived 1.000 60 0 0.700 WPC2 WPC2 Controlling Frame Deflection Ratios for Cross Section: 4 Description Ratio I Deflection (in.) IMemberl Joint I Load Case I Load Case Description Max. Horizontal Deflection Max. Vertical Deflection for Span I (1-11158) (L/1482) 1.822 -0.396 6 3 1 2 2 1 5 E> + ED- L * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. File: 4510-09-Magellan.FBO Version: 7. If X/j rm7 Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 137 of 197 [wirl2, Friiiii 4576/O E Frame Cross Section: 5 181 .1fl181,l .fl @5-nY c'in 1/5" 0251:12 4'g 1/4" (j1I1 ,f. 00 M L 11 SFB = Lu 1000 SFB Y = 0 7x FRAME CROSS SECTION AT FRAME LINE(S) 5 Dimension Key 1 3-0" 2 22-43/4" 3 10" 4 2 @ 5-0" 5 83/4" 6 9 3/16" 7 2 1/2" 8 2-2 11/16" 9 1-9 1/2" 10 3@2'-6" 11 1-3 1/4" 12 3 1/2" 13 8 1/2" 14 311/16" 15 1,-I 13/16" 16 1-6 1/2" 17 8 5/16" 18 3-0" 0.250:12 Frame Clearances Horiz. Clearance between members 1(CXOI 1) and 6(CX012): 46-7 7/16" File: 4510-09-Magellan.FBO Version: 7.1 f Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 138 of 197 Vert. Clearance at member l(CXOI I): 235 13/16" Vert. Clearance at member 6(CX0I2): 22.6 1/4" Finished Floor Elevation = IOOLO" (Unless Noted Otherwise) File: 4510-09-Magellan.FBO Version: 7Af Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 139 of 197 Location I Avg. Bay Space I Description I Angle I Group I Trib. Override I Design Status 45/6/0 1 10/3/0 Rigid Frame 190.0000 1 1 - Stress Check Load Combinations - 1 System 1.000 1.0D+ 1.0FD+ 1.000+ 1.0 L> 2 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 <L 3 System 1.000 1.0 D+ 1.0 FD+ 1.0 CO + I.OASLA 4 System 1.000 1.0D+ 1.0FD+ i.00O+ l.OAASL 5 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 PL2 6 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 PL2 7 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 PL2 8 System 1.000 1.0 D + 1.0 FD+ 1.0 CG + 1.0 Wi> 9 System 1.000 1.0 D+ 1.0FD+ 1.000+ 1.0 <Wi 10 System 1.000 1.0 D+ 1.0 FD+ 1.0 CG + 1.0W2> Ii System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 <W2 12 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WI> 13 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 <WI 14 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 W2> 15 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 <W2 16 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 FL 17 System 1.000 1.0 D + 1.0 FD + 1.0 CG 18 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WI> 19 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 <WI 20 System 1.000 l.OD+ I.OFD+ 1.0CG+0.750L+0.750W2> 21 System 1.000 I.OD+ 1.0FD+ I.000+0.750L+0.750<W2 22 System 1.000 I.OD+ l.OFD+ I.0CG+0.750L>+0.750FL 23 System 1.000 1.0 D + 1.0 FD+ 1.0 CO + 0.750 <L + 0.750 FL 24 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 ASLA + 0.750 FL 25 System 1.000 1.0D+ I.OFD+ 1.0CG+0.750ASL+0.750FL 26 System 1.000 I.OD+ I.OFD+ I.00G+0.750L+0.750W1>+0.750Fl, 27 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 <WI + 0.750 FL 28 System 1.000 l.OD+ I.OFD+ l.00O+0.750L+0.750W2>+0.750Fl, 29 System 1.000 i.OD+ I.OFD+ 1.000+0.750L+0.750<W2+0.750FL 30 System 1.000 I.OD+ I.OFD+ 1.0 CO+0.750 FL 31 System 1.000 I.OD+ I.OFD+ 1.000+0.910E>+0.700EO+ 32 System 1.000 I.OD+ l.OFD+ I.000+0.910<E+0.700E0+ 33 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EO- 34 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EO- 35 Special 1.000 I.OD+ I.OFD+ I.00O+ I.750E>+0.700EO+ 36 Special 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.750 <E + 0.700 EG+ 37 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 E> + 0.700 EO- 38 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <E + 0.700 EO- 39 AISC - Special 1.000 l.OD+ i.OFD+ 1.000+2.450E>+0.700EO+ 40 AlSC - Special 1.000 1.0 D+ I.OFD+ 1.000+2.450<E+0.700EO+ 41 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 E> + 0.700 EO- 42 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 <E + 0.700 EO- 43 System Derived 1.000 l.OD+ l.OFD+ l.00O+ I.OWPAI 44 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPAI 45 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPAI 46 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPAI + 0.750 FL 47 System Derived 1.000 I.OD+ i.OFD+ I.00O+ 1.0WPD1 48 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPDI 49 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPDi 50 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPD1 + 0.750 FL 51 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 WPA2 52 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPA2 53 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L ± 0.750 WPA2 54 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPA2 + 0.750 FL 55 System Derived 1.000 l.OD+ I.OFD+ i.00O+ 1.0 WPD2 56 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPD2 57 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPD2 58 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPD2 + 0.750 FL 59 System Derived 1.000 I.OD+ I.OFD+ i.00O+ I.O WPB I + FD + CO + L> + FD + CO + <L + FD+ CO + AS L^ + FD+ CO + AASL + FD + CO + PL2(Spans I and 2) + FD + CO + PL2(Spans 2 and 3) + FD + CO + PL2(Spans 3 and 4) + FD + CO + WI> + FD + CO + <WI + FD+ CO + W2> + FD+ CO + <W2 + FD + CU + WI> + FD + CU + <WI + FD + CU + W2> + FD + CU + <W2 + FD + CO + FL + FD + CO + FD+ CO + L+ WI> + FD+ CO + L+ <WI + FD+ CO + L+ W2> + FD + CO + L + <W2 + FD + CO + L> + FL + FD + CO + <L + FL + FD + CO + ASLP + FL + FD + CO + AASL + FL 1-FD+CO+L+W I >+FL 4-FD+CO+L+<W I +FL 4-FD+CO+L+W2>+FL 1-FD+CO+L+<W2+FL + FD+ CO + FL + FD + CO + E> + EO+ + FD + CO + <E + EO+ + FD + CU + E> + EO- + FD + CU + <E + EO- + FD + CO + E> + EO+ + FD + CO + <E + EO+ + FD+ CU + E> + EO- + FD+ CU + <E + EO- + FD + CO + E> + EO+ + FD + CO + <E + EO+ + FD + CU + E> + EO- + FD+ CU + <E + EO- + FD + CO + WPAI + FD + CU + WPAI + FD + CO + L + WPAI 1-FD+CG+L+WPA I +FL + FD + CO + WPDI + FD + CU + WPD1 + FD + CO + L + WPDI +FD+CO+L+WPD I +FL + FD + CO + WPA2 FD + CU + WPA2 + FD + CO +L+ WPA2 +FD+CO+L+WPA2+FL + FD+ CO + WPD2 + FD + CU + WPD2 + FD + CO + L+ WPD2 +FD+CO+L+WPD2+FL + FD + CO + WPBI File: 4510-09-Magellan.FBO Version: 7.1 f Date: 7/7/2009 Reactions Package Time: 8:11:39 AM a &-Page: 140 of 197 60 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB 1 61 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPBI 62 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPBI + 0.750 FL 63 System Derived 1.000 I.OD+ 1.0FD+ 1.0CG+ 1.O WPC I 64 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPCI 65 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPCI 66 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPCI + 0.750 FL 67 System Derived 1.000 1.0 D + 1.0 FD+ 1.0 CO + 1.0 WPB2 68 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB2 69 System Derived 1.000 1.0D+ l.OFD+ 1.00O+0.750L+0.750WPB2 70 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPB2 + 0.750 FL 71 System Derived 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0 WPC2 72 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC2 73 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPC2 74 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPC2 + 0.750 FL 75 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 E> + 0.700 EO+ + 0.910 EB> 76 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 E> + 0.700 EO+ + 0.273 EB> 77 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 <E + 0.700 EO++ 0.910 EB> 78 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 <E + 0.700 EO+ + 0.273 EB> 79 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EO- + 0.910 EB> 80 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EO- + 0.273 EB> 81 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EO- + 0.910 EB> 82 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EO- + 0.273 EB> 83 Special 1.000 1.0D+ l.OFD+ 1.000+ l.750 EB> +0.700EO+ 84 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 EB> + 0.700 EO- 85 AISC - Special 1.000 1.0 D + 1.0 FD + 1.0 CO + 2.450 EB> + 0.700 EO+ 86 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 EB> + 0.700 EO- 87 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 E> + 0.700 EO+ + 0.910 <EB 88 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 E> + 0.700 EO+ + 0.273 <EB 89 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 <E + 0.700 EO+ + 0.910 <EB 90 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 <E + 0.700 EO+ + 0.273 <EB 91 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EO- + 0.910 <EB 92 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <EB 93 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EO- + 0.910 <EB 94 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EO- + 0.273 <EB 95 Special 1.000 1.0 D,+ 1.0FD+ l.00O+ 1.750 <EB +0.700EO+ 96 Special 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.750 <EB + 0.700 EO- 97 AISC - Special 1.000 1.0 D + 1.0 FD + 1.0 CO + 2.450 <EB + 0.700 EO+ 98 AISC - Special 1.000 0.600 D + 1.0 FD + 0.600 CU + 2.450 <EB + 0.700 EO- Frame Member Sizes + FD + CU + WPBI + FD + CO + L + WPBI FD+CO+L+WPB I +FL + FD + CO + WPCI + FD + CU + WPC + FD + CO + L + WPCI fFD+CO+L+WPC I +FL + FD + CO + WPB2 + FD + CU + WPB2 + FD + CO + L+ WPB2 4-FD+CO+L+WPB2+FL + FD + CO + WPC2 + FD + CU + WPC2 + FD + CO + L + WPC2 4-FD+CO+L+WPC2+FL 1-FD+CO+E>+EO++EB> i-FD+CO+E>+EO++EB> 4-FD+CG+<E+EO++EB> i-FD+CG+<E+EG++EB> FD+CU+E>+EO-+EB> FFD+CU+<E+EO-+EB> FD+CU+<E+EG-+EB> + FD + CO + EB> + EO+ + FD + CU + EB> + EO- + FD + CO + EB> + EO+ + FD + CU + EB> + EO- FFD+CO+E>+EO-H-<EB f-FD+CO+E>+EO++<EB FD+CO+<E+EO++<EB FD+CO+<E+EO++<EB FFD+CU+E>+EO-+<EB FD+CU+E>+EO-+<EB FD+CU+<E+EO-+<EB i-FD+CU+<E+EO-+<EB + FD + CO + <EB + EO+ + FD + CU + <EB + EO- + FD + CO + <EB + EO+ + FD + CU + <EB + EO- Mem. No. Fig Width (in.) Fig Thk (in.) Web Thk in. Depth (in.) Depth2 (in.) Length (ft) Weight (p) Fig Fy (ksi) Web Fy (ksi) Splice it. I Codes Jt.2 Shape 10002 5.00 0.1345 0.1345 9.00 9.00 3.83 38.9 55.00 55.00 SS SS 3P 6.00 0.6250 0.3125 28.00 28.00 26.61 1490.6 50.00 50.00 BP KN 3P 2 6.00 0.5000 0.3750 34.00 22.00 10.33 477.0 50.00 50.00 KN SS 3P 3 6.00 0.3750 0.2500 22.00 22.00 14.50 497.8 50.00 50.00 SS SP 3P 4 6.00 0.3750 0.2500 22.00 22.00 15.50 531.1 50.00 50.00 SP SS 3P 5 6.00 0.5000 0.3750 22.00 34.00 10.97 516.5 50.00 50.00 SS KN 3P 6 6.00 0.5000 1 0.3125 28.00 28.00 1 25.53 1335.2 50.00 50.00 BP I KN 3P Total Frame Weight = 4887.0 (p) (Includes all plates) Frame Pricing Weight = 5190.7 (p) (Includes all pieces) Boundary Condition Summary Member X-Loc - Y-Loc Supp. X I Supp. Y I Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 6 52/10/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10002 0/0/0 22/4/12 Yes Yes Yes 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Reactions - Unfactored Load Type at Frame Cross Section: 5 Type Exterior Column Exterior Column X-Loc 0/0/0 52/10/0 Grid - Orid2 5-1 5-A Base Plate W XL (in.) 9 x 29 11 x 29 Base Plate Thickness (in.) 0.375 0.500 Anchor Rod Qty/Diam. (in.) 4- 1.000 6- 1.500 File: 4510-09-Magellan.FBO Version: 7. If Date:' 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 141 of 197 Column Base Elev. 100-0 100-0' Load Type Desc. Hx Vy Hx Hz Vy_ D Frm 0.7 3.8 -0.7 - 3.6 - - - FO Frm - 3.2 - - 5.4 CO Frm 1.1 3.3 -1.1 - 5.9 - - - L> Frm 2.0 7.2 -2.0 - 6.3 - - - <L Frrn 2.0 7.2 -2.0 - 6.3 - - - ASLA Frm - - - - - - - AASL Frrn - - - - - - - - WI> Frrn -5.7 -8.4 -4.0 - -2.2 - - - <WI Frrn 2.5 -6.0 8.1 - -11.3 - - - W2> Frm -6.7 -6.0 -5.9 - 2.1 - - - <W2 Frm 1.5 -3.7 6.2 -7.0 CU Frm - - - - - - - - FL Frm - 9.3 - - 17.5 - - - L Frm 2.0 7.2 -2.0 - 6.3 - - - E> Frrn -5.8 -4.6 -6.1 - 4.7 - - - EG+ Frm 0.5 1.9 -0.5 - 2.1. - - Frm 5.8 4.6 6.1 - -4.7 - - - EG- Frm -0.5 -1.9 0.5 - -2.1 WPAI Brc -0.4 -8.2 -0.1 -0.9 -9.2 - - - WPDI. Brc 3.5 -2.5 7.2 - -8.1 - - - WPA2 Brc -1.4 -5.8 -2.0 -0.3 -4.2 - - WPD2 Brc 2.5 -0.1 5.3 - -3.5 WPB Brc -0.8 -10.1 0.3 -0.9 -11.5 WPCI Brc . 3.3 -3.3 7.4 - -9.1 - - - WPB2 Brc -1.8 -7.7 -1.6 -0.3 -6.5 - - - WPC2 Brc 2.3 -0.9 5.5 - 4.5 - - EB> Brc 1.0 1.0 -1.0 -43.8 -39.9 - - - <EB Brc 1 -0.9 1 -0.9 1 0.9 1 0.1 1 396 1 - - - Maximum Combined Reactions Summary with Factored Loads- Framing All k,,,,l )n,l nr,lr c,tr,,,'inr,,l -N-;c thp flrt An,,k,ck Mthr,d X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Morn cw Load Morn ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 54 10.0 37 12.3 36 - - - - 5.9 60 22.7 22 52/10/0 5-A 12.9 35 10.7 38 76.7 83 0.1 95 66.0 84 85.6 95 - - - - Sum of Forces with Ret-tionc Check - Frimino Load Type Horizontal Load Reaction (k) (k) Vertical Load Reaction (k) ' (k) D 0.0 0.0 7.7 7.4 FD 0.0 0.0 8.6 8.6 CG 0.0 0.0 9.2 9.2 L> 0.0 0.0 14.0 13.5 0.0 0.0 14.0 13.5 ASLA 0.0 0.0 0.0 0.0 AASL 0.0 0.0 0.0 0.0 WI> 9.1 9.7 10.7 10.6 <WI 9.7 10.7 17.5 17.4 W2> 11.5 12.6 3.9 3.9 <W2 7.3 7.7 10.8 10.7 CU '0.0 0.0 0.0 0.0 FL 0.0 0.0 26.8 26.8 L 0.0 0.0 14.0 13.5 E> 11.4 11.9 0.0 0.1 EG+ 0.1 0.0 4.0 3.9 11.4 11.9 0.0 0.1 EG- 0.1 0.0 4.0 3.9 WPAI 1.4 0.5 16.6 17.5 WPDI 9.9. 10.7 10.9 10.5 WPA2 3.8 3.4 9.8 10.0 WPD2 7.4 7.8 4.1 3.6 File: 4510-09-Magellan.FBO Version: 7. If ' Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 142 of 197 WPB 1.5 0.6 20.8 21.6 WPCI 9.8 10.7 12.6 12.3 WPB2 3.9 3.5 14.0 14.2 I WPC2 7.4 7.8 5.8 5. I EB> 0.0 0.0 0.0 38.9 I <EB 0.0 0.0 0.0 387 Rice Pint S.immiry X-Loc Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to No. (in.) (in.) (in.) Bolts (in.) Flange Web 0/0/0 5-J 1 0.375 9 29 4 1.000 A36 OS-0.1875 OS-0.1875 52/10/0 5-A 6 0.500 11 29 6 1.500 A36 OS-0.2500 OS-0.2500 IA/ph Qtiffpnpr SI,mmQr" Mem. Stiff. Dèsc. Loc. Web Depth hit aih a Thick. Width Side Welding No. No. (ft) (in.) (in.) (in.) 1 (in.) . Description I I S3 23.69 26.750 N/A N/A N/A 0.5000 2.500 Both F-FP,W-OS-0.1875 1 2 S5 21.62 26.750 85.60 N/A N/A 0.1875 2.500 Both W-OS-0.1875 1 3 S5 20.88 26.750 85.60 N/A N/A 0.1875 2.500 Both W-OS-0.I875 6 1 S9 22.66 27.012 1 86.44 N/A N/A 0.5000 2.500 Both W-OS-0.1875 Rntt,I 1'nI_PIt Cnnn (A!C fl(2..16\ - v. = cc k.i - - End-Plate Dimensions - Bolt Outside Flange Inside Flange Thick. Width Diam. Spec/Joint Gages In/Out Configuration Pitches lstl2nd Configuration Pitches lst/2nd Mem. it. Type ID Desc. (in.) ID Desc. (in.) No. No. in. inin. (in.) 1000 2 CIP 0.250 6.00 ff3974 0.500 A325N1PT 3.00 11 Flush 1.50 II Flush 1.50 2 1 2 KN(Face) 0.625 6.00 0.750 A325X/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 2 1 KN(Face) 0.625 6.00 0.750 A325XJPT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 3 2 SP 0.375 6.00 23.00 0.750 A325XIPT 3.50 11 Flush 0.00 13 Flush 2.00/2.00 4 1 SP 0.375 6.00 23.00 0.750 A325XIPT 3.50 11 Flush 0.00 13 Flush 2.00/2.00 5 2 KN(Face) 0.625 6.00 39.50 0.750 A325X/PT 3.50 33 Extended 3.50/2.00 33 Extended 3.50/2.00 6 1 2 1 KN(Face) 1 0.625 1 6.00 1 39.50 1 0.750 1 A325X/PT 1 3.50 133 1 Extended 1 3.50/2.00 1 33 1 Extended 1 3.50/2.00 Required Strength - Out - Available Strength -Out Required Strength - In - Available_Strength -In - Mem. - A. Ld Axial Shear Moment Design Shear Moment Ld Axial Shear Moment Design Shear Moment No. No. Cs (k) (k) (in-k) Proc. (k) (in-k) Cs (k) I (k) (in-k) Proc. (k) (in-k) 1000 2 1 -0.0 0.9 24.3 Thin plate 37.7 67.0 13 -0.0 0.9 24.2 Thin plate 37.7 67.0 2 1 2 40 -4.6 17.3 3773.7 Thin plate 265.1 3899.1 41 0.8 11.2 3197.2 Thin plate 265.1 3899.1 2 1 40 -4.6 17.3 3773.7 Thin plate 265.1 3899.1 41 0.8 11.2 3197.2 Thin plate 265.1 3899.1 3 2 60 5.6 0.4 320.9 Thin plate 106.0 403.0 1 -3.8 0.9 559.1 Thin plate 212.1 532.9 4 I 60 5.6 0.4 320.9 Thin plate 106.0 403.0 1 -3.8 0.9 559.1 Thin plate 212.1 532.9 5 2 39 -3.4 20.1 3739.6 Thin plate 265.1 3971.3 42 0.5 11.5 3202.4 Thin plate 265.1 3971.3 6 1 2 1 39 -3.4 20.1 3739.6 Thin plate 1 265.1 3971.3 42 1 0.5 11.5 3202.4 Thin plate 1 265.1 3971.3 Member From Member Joint I From Side Point 1 Part Design Note 1 17/5/4 17/5/4 SFB3004 1 22/10/9 22/10/9 SFB3004 2 3/4/0 6/6/3 (2)FB4020 3 10/4/0 21/6/3 FB30I0 4 10/10/0 36/6/3 FB30I0 5 5/4/1 46/6/3 (2)FB4024 XLoc Grid Moment Shear Attachme Parapet Reaction Column Stiffener Allowable Stiff Thickness Length nt Length Size bearing required? w/stiff Width 0/0/0 5-i 8.42 0.84 18.0 2 1.13 29.50 N 0.28 29.50 N Frame Design Member Summary- Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1) - Controlling Cases I Required Strength I Available Strength I Strength Ratios I I Axial I I Axial I Shear I Mom-x I Mom-y I Axial I Shear I Mom-x I Mom-y I Axial I File: 4510-09-Magellan.FBO Version: 7.1f - Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 143 of 197 Mem. No. Loc. ft Depth I in. + I Flexure Shear Pr k Vr k Mrx in-k Mry in-k I Pc k Vc k Mcx in-k I Mcy in-k + Flexure Shear 10002 3.83 9.00 1 1 -0.0 -0.9 -24.3 0.0 49.1 20.9 169.5 39.0 0.14 0.04 I 23.72 28.00 78 78 -12.5 -7.8 -1941.5 0.0 354.2 94.1 4756.8 357.1 0.43 0.08 2 9.15 22.00 64 2 0.8 10.9 -524.7 0.0 416.3 148.5 1358.3 292.1 0.39 0.08 3 5.37 22.00 13 78 2.4 8.8 -521.9 0.0 294.4 60.0 897.0 212.5 0.59 0.15 4 15.50 22.00 92 88 0.3 -8.0 -819.3 0.0 294.4 60.0 1988.7 212.5 0.41 0.13 5 8.71 34.00 88 28 -2.8 -13.6 -1845.6 0.0 361.6 129.8 6077.8 304.8 0.31 0.10 6 1 11.371 28.001 95 1 76 1 -85.7 8.21 0.0 0.01 111.8 92.4 4183.61 289.81 0.77 1 0.09 Mem. No. Loc. ft Lx in. LyILt in. Lb in. Ag in.2 Afti in.2 lxx in.4 Iyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 10002 3.83 46.01 46.0 46.0 2.52 2.52 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.00 1.00 1.13 0.67 0.88 1 23.72 284.69 10.1 10.1 15.86 15.86 1903.82 22.57 135.99 732 158.56 11.90 1.26 4228.07 1.01 1.00 1.17 1.00 0.77 2 9.15 559.98 180.1 180.1 13.88 13.88 982.91 18.09 89.36 6.03 105.84 9.74 0.88 2090.79 1.06 1.00 1.18 1.00 1.00 3 5.37 559.98 180.1 180.1 9.81 9.81 726.06 13.53 66.01 4.51 76.88 7.08 0.32 1581.52 1.02 1.00 1.16 1.00 1.00 4 15.50 559.98 120.1 120.1 9.81 9.81 726.06 13.53 66.01 4.51 76.88 7.08 0.32 1581.52 1.25 1.00 1.16 1.00 1.00 5 8.71 559.98 40.4 40.4 18.38 18.38 2806.53 18.15 165.09 6.05 202.59 10.16 1.09 5090.82 1.13 1.00 1.23 1.00 0.73 6 11.37 272.97 156.0 156.0 14.44 14.44 1647.08 18.07 117.65 6.02 139.45 9.66 0.78 3416.11 3.00 1.00 1.19 1.00 0.92 Version: 7. If - . Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 144 of 197 User Defined Frame Point Loads for Cross Section: 5 Side Units Type Description Magi Locl Offset HorV Supp. Dir. Coef. Loc. 1 k FL MEZZ -3.00 13/0/0 NA NA N DOWN 1.000 CL I k FD MEZZ -1.00 13/0/0 NA NA N DOWN 1.000 CL I p E> MEZZ SEISMIC-Resolved From Plane 1365.00 13/0/0 NA NA N RIGHT 1.000 OF I p <E MEZZ SEISMIC-Resolved From Plane -1365.00 13/0/0 NA NA N LEFT 1.000 OF I p E> MEZZ SEISMIC-Resolved From Plane 585.00 27/4/0 NA NA N RIGHT 1.000 OF I p <E MEZZ SEISMIC-Resolved From Plane -585.00 27/4/01 NA NA N LEFT 1.000 OF 4 p E> MEZZ SEISMIC-Resolved From Plane 2975.00 13/0/01 NA NA N RIGHT 1.000 OF 4 p <E MEZZ SEISMIC-Resolved From Plane -2975.00 1 3/0/01 NA NA N LEFT 1.000 OF 4 p E> MEZZ SEISMIC-Resolved From Plane 1275.00 26/2/11 26/2/ 11 1 Ni Ni N RIGHT 1.000 OF 4 1_p_I <E IMEZZ SEISMIC-Resolved From Plane 1 -1275.00 NA NA N I LEFT 1 1.0001 OF User Defined Frame Line Loads for Cross Section: 5 Side Units Type Description Magi Locl Mag2 Loc2 Supp. Dir. I Coef. Loc. 3 plf CG (12) 250# RTU->Resolved From Plane -350.18 40/4/2 -350.18 50/3/14 N DOWN 1.000 OF 4 plf Wl> 10 PSF MIN-Resolved From Plane 212.50 0/0/0 212.50 26/2/11 N RIGHT 1.000 OF 4 plf <Wl 10 PSF MIN-Resolved From Plane -212.50 0/0/0 -212.50 26/2/11 N LEFT 1.000 OF 4 plf W2> 10 PSF MIN-Resolved From Plane 212.50 0/0/0 212.50 26/2/11 N RIGHT 1.000 OF 4 plf <W2 10 PSF MIN->Resolved From Plane -212.50 0/0/0 -212.50 26/2/11 N LEFT 1.000 OF 4 plf WPAI 10 PSF MIN-Resolved From Plane 212.50 0/0/0 212.50 26/2/11 N RIGHT 1.000 OF 4 plf WPD1 10 PSF MIN-Resolved From Plane -212.50 0/0/0 -212.50 26/2/11 N RIGHT -1.000 OF 4 plf WPA2 10 PSF MIN->Resolved From Plane 212.50 0/0/0 212.50 26/2/11 N RIGHT 1.000 OF 4 plf WPD2 10 PSF MFN->Resolved From Plane -212.50 0/0/0 -212.50 26/2/1I N RIGHT -1.000 OF 4 plf WPB 10 PSF MIN->Resolved From Plane 212.50 0/0/0 212.50 26/2/11 N RIGHT 1.000 OF 4 plf WPC1 10 PSF MIN->Resolved From Plane -212.50 0/0/0 -212.50 26/2/I1 N RIGHT -1.000 OF 4 plf WPB2 10 PSF MIN-Resolved From Plane 212.50 0/0/0 212.50 26/2/11 N RIGHT 1.000 OF 4 _.p!L. WPC2 10 PSF MIN->Resolved From Plane -212.50 0/0/0 -212.50 26/2/111 N I RIGHT 1-1.0001 OF Deflection Load Combinations - Framing No. Origin Factor Def H Def V Application Description User . 1.000 150 0 1.0 E> + 1.0 EG- E> + EG- 2 User 1.000 150 0 1.0 <E + 1.0 EG- <E + EG- 3 User 1.000 150 0 1.0 EB> EB> 4 User 1.000 150 0 1.0 <EB <EB 5 System 1.000 0 180 1.0 L L 6 System 1.000 0 180 0.700 WI> WI> 7 System 1.000 0 180 0.700 <WI <WI 8 System 1.000 0 180 0.700 W2> W2> 9 System 1.000 0 180 0.700 <W2 <W2 10 System Derived 1.000 0 180 0.700 WPAI WPAl 11 System Derived 1.000 0 180 0.700 WPDI WPDI 12 System Derived 1.000 0 180 0.700 WPA2 VPA2 13 System Derived 1.000 0 180 0.700 WPD2 WPD2 14 System Derived 1.000 0 180 0.700 WPB WPB File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 145 of 197 15 System Derived 1.000 0 180 0.700 WPC WPC 16 System Derived 1.000 0 180 0.700WPB2 WPB 17 System Derived 1.000 0 180 0.700 WPC2 WPC 18 System 1.000 60 0 0.700W1> Wi> 19 System 1.000 60 0 0.700<WI <WI 20 System 1.000 60 0 0.700 W2> W2> 21 System 1.000 60 0 0.700 <W2 <W2 22 System Derived 1.000 60 0 0.700 WPAI WPA 23 System Derived 1.000 60 0 0.700 WPD1 WPE 24 System Derived 1.000 60 0 0.700 WPA2 WP1 25 System Derived 1.000 60 0 0.700 WPD2 WPE 26 System Derived 1.000 60 0 0.700 WPBI . WP 27 System Derived 1.000 60 0 0.700 WPC WPC 28 System Derived 1.000 60 0 0.700 WPB2 WPB 29 System Derived 1.000 60 0 0.700 WPC2 WPC Controlline Frame Deflection Ratios for Cross Section: 5 Description Ratio I Deflection (in.) IMemberl Joint I Load Case I Load Case Description Max. Horizontal Deflection Max. Vertical Deflection for Span 1 (H1155) (L/1646) 1.859 -0.357 1 6 3 1 2 2 1 5 I E> + EG L * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis ad do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. File: 4510-09-Magellan.FBO Version: 7. If V Date: 7/7/2009 ff Reactions Package Time: 8:11:39 AM Page: 146 of 197 Shape: FBO V Loads and Codes - Shape: FBO V City: Carlsbad County: San Diego State: California Country: United States Building Code: 2007 California Building Code Built Up: 05AISC- ASD Rainfall: 400 inches per'hour Based on Building Code: 2006 International Building Code - Cold Form: 04AlSI - ASD . V Building Use: Standard Occupancy Structure V Dead and Collateral Loads V - VV Live Load V V Collateral Gravity:5.00 psf V Roof Covering + Second. Dead Load: 2.39 psf Live Load: 2000 psf Reducible V Collateral Uplift: 0.00 psf Frame Weight (assumed forseismic):lO.00 psf V V V p Wind Load Snow Load V Seismic Load : • - V Wind Speed: 9000 mph Ground Snow Load: 000 psf Mapped Spectral Response - Ss: 117.40 %g Wind Exposure (Factor): C (0.959) Design Snow (Sloped): 000 psf Mapped Spectral Response- SI:44 40 %g Parts .Wind Exposure Factor: 0.959 Snow Exposure Category (Factor): 1 Fully Exposed Seismic Hazard / Use Group: Group I .- (1V00) V Wind Enclosure: Enclosed Snow Importance: 1.000 . Seismic Importance: 1.000 V V V Wind Importance Factor: 1.000 Thermal Category (Factor): Heated (1.00) Seismic Performance / Design Category: D Topographic Factor: 1.0000 V Ground / Roof Conversion: 1.00 Framing Seismic Period: 00000 % Snow Used in Seismic: 000 Bracing Seismic Period: 0.2352 . NOT Windbome Debris Region Seismic Snow Load: 0.00 psf V . Framing R-Factor: 35000 Base Elevation: 0/0/0 Ilnohstnicted. Slinnery Roof Bracinn R-Factor: 3.2500 - V Priniary Zone Strip Width: N/A Soil Profile Type: Stiff soil (D, 4) - Parts / Portions Zone Strip Width: N/A . Diaphragm Condition: Flexible .Basic Wind Pressure: 16.90 psf . Frame Redundancy Factor: 1.3000 • V Brace Redundancy Factor: 1.3000 , V V . Frame Seismic Factor (Cs): 0.1792 x W -USR V V Brace Seismic Factor (Cs): 0.2481 x W . . . Per Article 2.9 in the Builder Agreement, VP Buildings asumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. Covering Design Loads - Roof: A Zone Units Type . Description Actual Locl Allow. Ratio Dir: . Coef. Entire Surface psf L Standard Spacing is Adequate 21.13 62/0/0 73.000 029 V IN 1.000 Corner Zone psf Wi> Non-std Spacing: 3/6/0 Required 4924 -55/0/0 50.000 . 0.98 OUT. -2.980 Comer Zone psf <W2 . Standard Spacing is Adequate V 11.13 -55/0/0 73.000 0.15 IN 0592. Corner Zone psf WI> Non-std Spacing: 3/6/0 Required 4924 -39/0/0 50.000 098 OUT -2980 Comer Zone psf <W2 . . Standard Spacing is Adequate 1113 -39/0/0 73.000 0.15 IN 0592 Side Zone psf WI> Standard Spacing is Adequate 32.34 -11/0/0 39.000 083 OUT -1.980 Side Zone , psf <W2 - Standard Spacing is Adequate 11.13 . -11/0/0 V 73.000 0.15 V IN 0.592 Corner Zone psf Wl> Non-std Spacing: 3/6/0 Required 49.24 -11/0/0 50.000 0.98 OUT -2980 V Comer Zone psf <W2 V Standard Spacing is Adequate 11.13 -11/0/0 73.000 0.15 IN .0.592 - Side Zone psf WI> Standard Spacing is Adequate . 32.34 11/0/0 39.000 0.83 OUT -1.980 Side Zone psf <W2 Standard Spacing is Adequate 11.13 11/0/0 73.000 0.15 IN. 0.592 Corner Zone ' psf Wi> Non-std Spacing: 3/6/0 Required 49.24 22/0/0 50.000 0.98 . OUT -2.980 Comer Zone - . psf <W2 Standard Spacing is Adequate 11.13 22/0/0 V 73.000 0.15 IN 0.592 Side Zone . psf Wl> Standard Spacing is Adequate 3234 46/0/0 39000 083 OUT V -1980 Side Zone psf <W2 Standard Spacing is Adequate 11.13 46/0/0 73.000 015 V IN 0.592 Corndr Zone psf WI> Non-std Spacing: 3/6/0 Required 4924 46/0/0 50.000 0.98 V OUT -2980 Corner Zone psf <W2 Standard Spacing is Adequate 11.13 46/0/0 73.000 0.15, IN 0.592 Comer Zone psf Wl> Non-std Spacing: 3/6/0 Required 4924 62/0/0 50.000 098 OUT -2980 Comer Zone psf <W2 Standard Spacing is Adequate 11.13 62/0/0 73.000 0.15 IN .0.592 Side Zone psf WI> Standard Spacing is Adequate 32.34 51/0/0 39.000 083 OUT -1.980 Side Zone psf <W2 V Standard Spacing is Adequate 11.13 51/0/0 73.000 0.15 IN 0.592 Corner Zone psf WI> V Non-std Spacing: 3/6/0 Required . 49.24 51/0/0 50.000 0.98 OUT -2980 Corner Zone psf . <W2 Standard Spacing is Adequate 11.13 51/0/0 73.000 0.15 IN 0.592 Side Zone psf WI> Standard Spacing is Adequate 32.34 -34/0/0 V 39.000 0.83 OUT -1.980 Side Zone psf <W2 Standard Spacing is Adequate 11.13 -34/0/0 73.000 0.15 IN 0.592 Interior Area psf Wi> Standard Spacing is Adequate 18.82 -39/0/0 39.000 0.48 OUT -1.180 Interior Area psf <W2 Standard Spacing is Adequate 11.13 -39/0/0 73.000 0.15 IN 1 0.592 Covering Design Loads - Wall: 7-Canopy: 1 . V - •. -' :- V V V File: 4510-09-Magellan.FBO V Version: 7. If V.. V . 4 V VV I Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 147 of 197 Zone Units Type Description Actual Loci Allow. Ratio Dir. Coef. Entire Surface psf L Standard Spacing is Adequate 20.95 0/0/0 36.000 0.58 IN 1.000 Corner Zone psf WI> Non-std Spacing: 3/9/0 Required 46.38 -3/0/0 51.000 0.91 OUT -2.800 Corner Zone psf <W2 Standard Spacing is Adequate 10.95 -3/0/0 36.000 0.30 IN 0.592 Side Zone psf WI> Standard Spacing is Adequate 27.79 4/5/10 29.000 0.96 OUT -1.700 Side Zone _L <W2 Standard Spacing is Adequate 10.95 4/5/10 36.000 0.30 1 IN 0.592 Covering Design Loads - Wall: S - Canonv: 1 Zone Units Type - Description Actual Loci Allow. Ratio Dir. Coef. Entire Surface psf L Standard Spacing is Adequate 20.95 0/0/0 36.000 0.58 IN 1.000 Corner Zone psf WI> Non-std Spacing: 3/9/0 Required 46.38 0/0/0 51.000 0.91 OUT -2.800 Corner Zone psf <W2 Standard Spacing is Adequate 10.95 0/0/0 36.000 0.30 IN 0.592 Corner Zone psf WI> Non-std Spacing: 3/9/0 Required 46.38 42/6/6 51.000 0.91 OUT -2.800 Corner Zone psf <W2 Standard Spacing is Adequate 10.95 42/6/6 36.000 0.30 IN 0.592 Side Zone psf WI> Standard Spacing is Adequate 27.79 5/3/6 29.000 0.96 OUT -1.700 Side Zone _j <W2 Standard Spacing is Adequate 10.95 5/3/6 36.000 030 IN 1 0.592 ('nverinu fleion I.ncuh - Will- 1 - Cannnv! 1 Zone Units Type - Description Actual Loci Allow. I Ratio Dir. Coef. Entire Surface psf L Standard Spacing is Adequate 20.95 0/0/0 36.000 0.58 IN 1.000 Corner Zone psf WI> Non-std Spacing: 3/9/0 Required 46.38 -3/0/0 51.000 0.91 OUT -2.800 Corner Zone psf <W2 Standard Spacing is Adequate 10.95 -3/0/0 36.000 0.30 IN 0.592 Comer Zone psf Wi> Non-std Spacing: 3/9/0 Required 46.38 40/8/10 51.000 0.91 OUT -2.800 Corner Zone psf <W2 Standard Spacing is Adequate 10.95 40/8/10 36.000 0.30 IN 0.592 Side Zone psf WI> Standard Spacing is Adequate 27.79 4/5/10 29.000 0.96 OUT -1.700 Side Zone <W2 Standard Spacing is Adequate 10.95 4/5/10 36.000 0.30 1 IN 1 0.592 Covering Design Loads - Wall: 13 - Canoov: 1 Zone Units Type - Description Actual Loci Allow. Ratio Dir. Coef. Entire Surface psf L Standard Spacing is Adequate 20.95 0/0/0 36.000 0.58 IN 1.000 Comer Zone psf Wi> Non-std Spacing: 3/9/0 Required 46.38 0/0/0 51.000 0.91 OUT -2.800 Comer Zone psf <W2 Standard Spacing is Adequate 10.95 0/0/0. 36.000 0.30 IN 0.592 Side Zone psf WI> Standard Spacing is Adequate 27.79 5/3/6 29.000 0.96 OUT -1.700 Side Zone psf <W2 I Standard Spacing is Adequate 10.95 5/3/6 36.000 0.30 IN 0.592 Panel Data Wall/Roof Type -Thickness'Finish Color Direction Gable Dir Max. Length Wall: 'I NBVP - Other 1' psf= 15.00 Supported by others=no Wall: 2 NBVP - Other I" psf"" 15.00 Supported by others=no Wall: 3 NBVP - Panel 1/16' psf= 1.00 Supported by others=no Wall: 4 NBVP -Panel 1/16' psf= 1.00 Supported by others=no Wall: 5 NBVP - Panel 1/16' psf= 1.00 Supported by others=no Wall: 6 NBVP - Panel 1/16 psf= 1.00 Supported by others=no Wall: 7 NBVP - Panel 1/16' psf= 1.00 Supported by others=no Location: 2 NBVP - Tilt Wall 5 1/2 psf= 75.00 Supported by others=no Canopy: I Panel Rib 26 Galvalume Standard Color System Generated Not Applicable 41/0/0 Facade: 1 NBVP - Panel 1/16' psf = 1.00 Supported by others=no Location NBVP - Tilt Wall 5 1/2' psf= 75.00 Supported by others=no Wall: 8 NBVP - Panel 1/16" psf = 1.00 Supported by others=no Location: 2 NBVP - Tilt Wall 5 1/2" psf= 75.00 Supported by others=no Canopy: 2 Panel Rib 26 Galvalume Standard Color System Generated Not Applicable 41/0/0 Facade: 2 NBVP - Panel 1/16' psf = 1.00 Supported by others=no Location NBVP - Tilt Wall 5 1/2" psf = 75.00 Supported by others=no Wall: 9 NBVP - Panel 1/16" psf 1.00 Supported by others=no Wall: 10 NBVP - Other I' psf= 15.00 Supported by others=no Wall: II NBVP - Panel 1/16" psf = 1.00 Supported by others=no Wall: 12 NBVP - Panel 1/16" psf = 1.00 Supported by others=no Location: 2 NBVP - Tilt Wall 5-8' psf= 75.00 Supported by others=no Canopy: 3 Panel Rib 26 Galvalume Standard Color System Generated Not Applicable 41/0/0 Facade: 3 NBVP - Panel 1/16 psf = 1.00 Supported by others=no Location NBVP - Tilt Wall 5-8 psf= 75.00 Supported by others=no Wall: 13 . NBVP - Panel 1/16 psf = 1.00 Supported by others=no Location: 2 NBVP - Tilt Wall 5 1/2" psf= 75.00 Supported by others=no Canopy: 4 Panel Rib 26 Galvalume Standard Color System Generated Not Applicable 41/0/0 Facade: 4 NBVP - Panel 1/16' psf= 1.00 Supported by others=no Location NBVP - Tilt Wall 5 1/2" psf= 75.00 Supported by others=no File: 4510-09-Magellan.FBO Version: 7.1 f Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 148 of 197 Wall: 14 NBVP - Other 1' psf= 15.00 Supported by others=no Roof: A SSR 24 KXL Cool Regal White System Generated Not Applicable 51/0/0 Partition or NBVP - Other 1 psf= 14.00 Supported by others=no Misc. I Partition or NBVP - Other 11.psf= 14.00 Supported by others=no Misc.2 Partition or NBVP - Other I" psf= 14.00 Supported by others=no Misc. 3 Partition or NBVP - Other 1" psf= 14.00 Supported by others=no Misc .4 Partition or NBVP - Other I" psf= 14.00 Supported by others=no Misc. 5 Partition or NBVP - Other P.psf= 15.00 Supported by others=no Misc. 6 Location: 2 NBVP - Tilt Wall 5 1/2' psf= 75.00 Supported by others=no Location: 3 NBVP - Tilt Wall 5 1/2" psf= 75.00 Supported by others—no Mezzanine 1 NBVP - Panel 01-01.psf,= 0.00 Supported by others=no 13/0/0 Block I Mod. Ctrl. lice Wall: I Wall: 2 Wall: 3 Wall: 4 Wall: 5 Wall: 6 Wall: 7 Location: 2 Canopy: 1 Facade: I LUdLIOII Wall:8 Location: 2 Canopy: 2 Facade: 2 Location Wall: 9 Wall: 10 Wall: 11 Wall: 12 Location: 2 Canopy: I Facade: 3 Location Wall: 13 Location: 2 Canopy: 4 Facade: 4 Location Wall: 14 Roof: A Partition or Misc. I Partition or Misc.2 Partition or Misc. 3 Partition or Misc. 4 Partition or Misc. 5 Partition or Misc. 6 Location: 2 Location: 3 File: 4510-09-M: Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Stainless Steel Capped Not Applicable Not Applicable Not Applicable Not Applicable Stainless Steel Capped Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Stainless Steel Capped Not Applicable Not Applicable Not Applicable Not Applicable Stainless Steel Capped Not Applicable Not Applicable Not Applicable Stainless Steel Capped Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable tgellan.FBO Standard Option Standard Option Yes No No Standard Option Standard Option Yes None No No Standard Option Standard Option Yes None No No Standard Option Standard Option Yes None No No Standard Option Standard Option Yes None No No (ersion: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 149 of 197 Mezzanine 1 Not Applicable @ 13/0/0 . File: 4510-09-Magellan.FBO Version: 7. If .- ;.c.. Date: 7/7/2009. -' Reactions Package Time 8:11:39 AM Page:'150 of 197- VP Buildings 3200 Players Club Circle Memphis, TN 38125-8843 STRUCTURAL DESIGN DATA ' Project MW Construction, Inc Name 4510-09-Magellan FBO Builder P0 # 2008 Jobsite 2016 Palomar Airport Road City, State Carlsbad, California 92008 County San Diego ,Country: United States - •!. TABLE OF CONTENTS * -*,---.- --- .- - --------- ---------------------a - .......---.---- --------_*.---.,-.- -,- File 4510 09 Magellan FBO Version 7 if Mezzanine Category Entire Floor Floor Dead + Floor Live Deflection . • 240 - - Bracing Category Unbraced - . - 4- Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Build has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. - . . . . '• ,. .; ,S •5 - The steel design is in accordance with VP BUILDINGS standard design practices, which have been established based po pertinent procedures and . ,. .. recommendations of the following organizations: -American Institute of Steel Construction (AISC) American Iron and Steel Institute (AISI) 4- 5 4 . I- ' • -.,:-- 4 . - .• 4. 4 File: 4510-09-Magellan.FBO - . . . Version: 7. If - :- - -- - - : - Floor Type - Non-Composite Loading Type Office - Top of Floor 13/0/0 Floor Dead Load 11.00 psf • - Total Thickness of Deck + Topping 0/1/2 ' Floor Live Load 50.00 psf Not Reducible' Top of Joist 12/10/14 Collateral Load -' • 9.00 psf - - Mm. Clearance from Floor to Joist 9/6/0 Partition Load: 20.00 psf - * - Mm. Clearance from Floor to Rafter 9/6/0 Floor Live Load Deflection 360 - Date 7/7/2009 7 V Reactions Package 4Time: 8:1L39AM' Page: 151 of 197 i • FLetterofCeitificatton - Contact: Mike Stevens Project: MW Construction, Inc. - Name: MW Construction, Inc. Builder P0 #: 2008 . . Address: 2615 Auto Park Way Jobsite: 2016 Palomar Airport Road City, State: Escondido, California 92029 4 , 4. City, State: Carlsbad, California 92008 Country: United States County, Country: San Diego, United States -'- - This is to certify that the above referenced VP BUILDINGS project has been designed fa the applicable portions of the following Building Code and in , accordance with the order documents which have stipulated the following applied environmental loads and conditions:• -4 - - •Overall Building Description Loads and Codes Shape FBO ' City: Carlsbad County: San Diego State: California Country: United States Building Code: 2007 California Building Code Built Up: 05AISC - ASD Rainfall: 4.00 inches per hour Based on Building Code: 2006 International Building Code Cold Form: 04AISI- ASD ' - Building Use: Standard occupancy Structure . - - •., , Dead and Collateral Loads Live Load Collateral Gravity:5.00 psf Roof Covering + Second. Dead Load: 2.39 psf Live Load: 20.00 psf Rducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic): 10.00 psf • - . Wind Lad .., Snow Load Seismic Load • ( Wind Speed: 90.00 mph Ground Snow Load: 0.00 psf . Mapped Spectral Response- Ss:l 17.40 %g Wind Exposure (Factor): C (0.959) Design Snow (Sloped): 0.00 psf Mapped Spectral Response- SI:44.40 %g Parts Wind Exposure Factor: 0.959 Snow Exposure Category (Factor): I Fully Exposed Seismic Hazard / Use Group: Group I . . (1.00) .• . - Wind Enclosure: Enclosed Snow Importance: 1.000 Seismic Importance: 1.000 . -. Wind Importance Factor: 1.000 . . Thermal Category (Factor): Heard (1.00) Seismic Performance / Design Category: D Topographic Factor: 1.0000 Ground/ Roof Conversion: 1.00 Framing Seismic Period:0.0000 • , % Snow Used in Seismic: 0.00 Bracing Seismic Period: 0.2352 i- NOT Wiñdbome Debris Region Seismic Snow Load: 0.00 psf Framing. R-Factor: 3.5000 -. 4 Base Elevation: 0/0/0 Unobstructed, Slippery Roof Bracing R-Factor: 3.2500 ., . Primary Zone Strip Width: N/A Soil Profile Type: Stiff soil (D, 4) . Parts / Portions Zone Strip Width: N/A . Diaphragm Condition: Flexible . Basic Wind Pressure: 16.90 psf . * Frame Redundancy Factor: 1.3000 • . - . . Brace Redundaiicy Factor: 1.3000 L W -' '' ,-. . , Frame Seismic Factor (Cs): 0.1792 x - USR' Brace Seismic Factor (Cs): 0.2481x W . 4 .. . FBO : Mezzanine 1 (ãi 13/0/0 5- Shape - 4 Overall Width Overall Length Floor Area (sq. ft.) Wall Area (sq. ft.) Roof Area (sq. ft.) Max. Eave Height Min. Eave Height 2 Max. Roof Pitch Mm. Roof Pitch Peak Height -5 FBO - 14/5/0 117/0/0 5938 5530 6320 27/4/0 27/0/6 -0.250:12 - Date: 7/7/2009 Reactions Package Time: 8:11:39 AM a &- Page: 152 of 197 American Welding Society (AWS) American Society for Testing and Materials (ASTM) Canadian Standards Association CSA W59-Welded Steel Construction Limit State Design of Steel Structures Metal Building Manufacturers Association (MBMA) VP Buildings is certified by: - CSA A660 Certified (Design and Manufacturing) - lAS Approved Fabricator - Canadian Welding Bureau Div. I Certified VP Buildings has designed the structural steel components of this building in accordance with the Building Code, Steel Specifications, and Standards indicated above. Steel components are designed utilizing the following steel grades unless noted otherwise: 3 Plate members fabricated from plate, bar, strip steel or sheets ASTM A529, A572, A101 I - All Grade 55 ksi Hot Rolled Shapes (W, 5, C, Angles, etc) ASTM A36, or ASTM A36Mod50, A529, A572, A588, A709, A992-All Grade 50 ksi Tube and Pipe Sections ASTM A500, Grade B (Fy- 42 ksi pipe, Fy -46 ksi tube) Light Gage Sections ASTM AIO1 1 SS Grade 55 ksi, A653 SS Grade 60 ksi Round Rod Bracing ASTM A572 Grade 50 ksi This certification DOES NOT apply to the design of the foundation or other onsite structures or components not supplied by VP BUILDINGS, nor does it apply to unauthorized modifications to framing systems Vovided by VP BUILDINGS. Furthermore, it is understood that certification is based upon the premise that all components furnished by VP BUILDINGS will be erected or constructed in strict compliance with pertinent documents furnished by VP BUILDINGS. Sincerely, P.E. Prepared by: Reviewed by: VP BUILDINGS 3200 Players Club Circle, Memphis TN 38125-8843 File: 4510-09-Magellan.FBO Version: 7. If '&_ J Date 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 153 of 197 ionsExpd - Shape: FBO * Builder Contact: Mike Stevens Project: MW Construction, Inc. Name: MW Construction, Inc. Builder P0 #: 2008 Address: 2615 Auto Park Way Jobsite: 2016 Palomar Airport Road City, State Zip: Escondido, California 92029 ' City, State Zip: Carlsbad, California 92008 - I Country: United States County, Country: San Diego, United States - Loads and Codes - Shape: FBO City: Carlsbad County: San Diego State: California . Country: United States Building Code: 2007 California Building Code Built Up: 05AISC - ASD Rainfall: 4.00 inches per hour • - Based on Building Code: 2006 International Building Code Cold Form: 04AISI- ASD Building Use: Standard Occupancy Structure - . ,- • - -I - , Dead and Collateral Loads - Live Load - Collateral Gravity:5.00 psf Roof Covering + Second. Dead Load: 2.39 psf Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf . Frame Weight (assumed for seismic): 10.00 psf - * • Wind Load Snow Load Seismic Load Wind Speed: 90.00 mph Ground Snow Load: 0.00 psf Mapped Spectral Response- Ss: I 17.40 %g Wind Expsure (Factor): C (0.959) Design Snow (Sloped): 0.00 psf Mapped Spectral Response - S 1:44.40 %g Parts Wind Exposure Factor: 0.959 Snow Exposure Category (Factor): I Fully Exposed Seismic Hazard / Use Group: Group 1 • (1.00) . - ' •., Wind Enclosure: Enclosed Snow Importance: 1.000 Seimic Importance: 1.000 • . Wind Importance Factor: 1.000 ,Thermal Category (Factor): Heated (1.00) Seismic Performance / Design Category: D Topographic Factor: 1.0000 ' Ground / Roof Conversion: 1.00 - Framing Seismic Period: 0.0000 - % Snow Used in Seismic: 0.00 Bracing Seismic Period: 0.2352 • NOT Windbome Debris Region Seismic Snow Load: 0.00 psf Framing R-Factor: 3.5000 Base Elevation: 0/0/0 Unobstructed, Slippery Roof . Bracing R-Factor: 3.2500 •. Primary Zone Strip Width N/A Soil Profile Type Stiff soil (D 4) Parts I Portions Zone Strip Width: N/A . Diaphragm Condition: Flexible Basic Wind Pressure: 16.90 psf ,, - • Frame Redundancy Factor: 13000 Brace Redundancy Factor: 1.3000 " •• - . Frame Seismic Factor (Cs): 0.1792 x W - USR . . Brace Seismic Factor (Cs): 0.2481 x W. Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the localBuilding Official or Project Engineer to obtain all code and• loading information for this specific building site Load Type Descriptions - D - . Material Dead Weight C Collateral Load CG Collateral Load for Gravity Cases CU Collateral Load for Wind Cases ••• -; L Live Load ASL' Alternate Span Live Load, Shifted Right AASL . I Alternate Span Live Load, Shifted Left PL2 Partial Live, Full, 2 Spans•. - • . • . L> Live - Notional Right <L - Live -Notional Left • l Snow Load . US 1*, . Unbalanced Snow Load 1, Shifted Right • ) - *UsI - Unbalanced Snow Load I, Shifted Left -US2* Unbalanced Snow Load 2, Shifted Right US2 Unbalanced Snow Load 2, Shifted Left • SD Snow Drift Load . • ' • SS Sliding Snow Load RS Rain Surcharge Load • . * PFI Partial Load, Full, 1 Span - PHI • Partial Load, Half, 1 Span -'. - • • PF2 Partial Load, Full, 2 Spans ' . PH2 Partial Load, Half, 2 Spans - 5> Snow - Notional Right I. • <S - Snow - Notional Left . • MRS . • Minimum Roof Snow - MRS> . Minimum Roof Snow - Notional Right . <MRS ,., Minimum Roof Snow - Notional Left : W - - Wind Load Wi> Wind Load, Case 1, Right <WI Wind Load, Case 1, Left • -. . • - W2>. Wind Load, Case 2, Right * • <W2 • Wind Load, Case 2, Left • - - W3> - . Wind Load, Case 3, Right <W3 Wind Load ,Case 3,Left . W4> Wind Load, Case 4, Right - <W4 Wind Load, Case 4, Left - W5> •. , Wind Load, Case 5, Right - ' - <W5 - , Wind Load, Case 5, Left . . W6> . Wind Load, Case 6, Right - <W6 • Wind Load, Case 6, Left . - •. 'i_ WP Wind Load, Parallel to Ridge WPR Wind Load, II Ridge, Right - •WPL .. . Wind Load, II Ridge, Left - WPAI • -, Wind Parallel - Ref A, Case I - . •' . * . - WPA2 4 .- Wind Parallel- Ref A, Case 2 WPB - - Wind Parallel - Ref B, Case I - - File 4510 09 Magellan FBO Version 7.1f Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 154 of 197 WPB2 Wind Parallel - Ref B, Case 2 WPCl Wind Parallel - Ref C, Case I WPC2 Wind Parallel - Ref C, Case 2 WPDI Wind Parallel - Ref D, Case I WPD2 Wind Parallel - Ref D, Case 2 WBI> Wind Brace Reaction, Case I, Right <WBI Wind Brace Reaction, Case I, Left WB2> Wind Brace Reaction, Case 2, Right <WB2 Wind Brace Reaction, Case 2, Left WB3> Wind Brace Reaction, Case 3, Right <WB3 Wind Brace Reaction, Case 3, Left WB4> Wind Brace Reaction, Case 4, Right <WB4 Wind Brace Reaction, Case 4, Left WBS> Wind Brace Reaction, Case 5, Right <WB5 Wind Brace Reaction, Case 5, Left WB6> Wind Brace Reaction, Case 6, Right <WB6 Wind Brace Reaction, Case 6, Left MW Minimum Wind Load MWB Minimum Wind Bracing Reaction E Seismic Load E> Seismic Load, Right <E Seismic Load, Left EG Vertical Seismic Effect EG+ Vertical Seismic Effect, Additive EG- Vertical Seismic Effect, Subtractive EB> Seismic Brace Reaction, Right <EB Seismic Brace Reaction, Left FL Floor Live Load FL* Alternate Span Floor Live Load, Shifted Right FL Alternate Span Floor Live Load, Shifted Left FD Floor Dead Load AL Auxiliary Live Load AL*> Auxiliary Live Load, Right, Right *AL> Auxiliary Live Load, Right, Left <ALe Auxiliary Live Load, Left, Right <*AL Auxiliary Live Load, Left, Left AL* Aux Live, Right *AL Aux Live, Left AL*>(l) Auxiliary Live Load, Right, Right, Aisle I *AL>(I) Auxiliary Live Load, Right, Left, Aisle 1 <AL*(1) Auxiliary Live Load, Left, Right, Aisle I <*AL(I) Auxiliary Live Load, Left, Left, Aisle I AL(l) Aux Live, Right, Aisle 1 AL(l) Aux Live, Left, Aisle I Auxiliary Live Load, Right, Right, Aisle 2. *J>(2) Auxiliary Live Load, Right, Left, Aisle 2 <AL(2) Auxiliary Live Load, Left, Right, Aisle 2 <*AL(2) Auxiliary Live Load, Left, Left, Aisle 2 AL(2) Aux Live, Right, Aisle 2 *AL(2) Aux Live, Left, Aisle 2 AL>(3) Auxiliary Live Load, Right, Right, Aisle 3 *Al>(3) Auxiliary Live Load, Right, Left, Aisle 3 <AL*(3) Auxiliary Live Load, Left, Right, Aisle 3 <*AL(3) Auxiliary Live Load, Left, Left, Aisle 3 AL*(3) Aux Live, Right, Aisle 3 *AL(3) Aux Live, Left, Aisle 3 AL*>(4) Auxiliary Live Load, Right, Right, Aisle 4 *AL>(4) Auxiliary Live Load, Right, Left, Aisle 4 <AL(4) Auxiliary Live Load, Left, Right, Aisle 4 <*AL(4) Auxiliary Live Load, Left, Left, Aisle 4 Aux Live, Right, Aisle 4 *AL(4) Aux Live, Left, Aisle 4 AL>(5) Auxiliary Live Load, Right, Right, Aisle 5 *AL>(5) Auxiliary Live Load, Right, Left, Aisle 5 <AL(5) Auxiliary Live Load, Left, Right, Aisle 5 <*AL(5) Auxiliary Live Load, Left, Left, Ale 5 AL(5) Aux Live, Right, Aisle 5 */iJ(5) Aux Live, Left, Aisle 5 ALB Aux Live Bracing Reaction ALB> Aux Live Bracing Reaction, Right <ALB Aux Live Bracing Reaction, Left WALB> Wind, Aux Live Bracing Reaction, Right <WALI3 Wind, Aux Live Bracing Reaction, Left ALB>(t) Aux Live Bracing Reaction, Right, Aisle I <ALB(l) Aux Live Bracing Reaction, Left, Aisle I WALB>(I) Wind, Aux Live Bracing Reaction, Right, Aisle 1 <WALB(l) Wind, Aux Live Bracing Reaction, Left, Aisle I ALB>(2) Aux Live Bracing Reaction, Right, Aisle 2 <ALB(2) Aux Live Bracing Reaction, Left, Aisle 2 WALB>(2) Wind, Aux Live Bracing Reaction, Right, Aisle 2 <WALB(2) Wind, Aux Live Bracing Reaction, Left, Aisle 2 ALB>(3) Aux Live Bracing Reaction, Right, Aisle 3 <ALB(3) Aux Live Bracing Reaction, Left, Aisle 3 WALB>(3) Wind, Aux Live Bracing Reaction, Right, Aisle 3 <WALB(3) Wind, Aux Live Bracing Reaction, Left, Aisle 3 ALB>(4) Aux Live Bracing Reaction, Right, Aisle 4 <ALB(4) Aux Live Bracing Reaction, Left, Aisle 4 WALB>(4) Wind, Aux Live Bracing Reaction, Right, Aisle 4 <WALB(4) Wind, Aux Live Bracing Reaction, Left, Aisle 4 ALB>(5) Aux Live Bracing Reaction, Right, Aisle 5 <ALB(5) Aux Live Bracing Reaction, Left, Aisle 5 WALB>(5) Wind, Aux Live Bracing Reaction, Right, Aisle 5 <WALB(5) Wind, Aux Live Bracing Reaction, Left, Aisle 5 WALB Wind, Aux Live Bracing Reaction AD Auxiliary Dead Load UO User Defined Load UI User Defined Load - I U2 User Defined Load -2 U3 User Defined Load- 3 U4 User Defined Load -4 US User Defined Load - 5 U6 User Defined Load - 6 U7 User Defined Load - 7 U8 User Defined Load - 8 U9 User Defined Load - 9 UB User Brace Reaction UB I User Brace Reaction - I UB2 User Brace Reaction - 2 UB3 User Brace Reaction - 3 UB4 User Brace Reaction -4 UB5 User Brace Reaction - 5 UB6 User Brace Reaction - 6 UB7 User Brace Reaction - 7 UB8 User Brace Reaction - 8 UB9 User Brace Reaction -9 - R Rain Load I Temperature Load V Shear File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009.. Reactions Package Time: 8:11:39 AM Page: 155 of 197 R..;I,L... Shape - Overall Width Overall Length Floor Area (sq. ft.) Wall Area (sq. ft.) Roof Area (sq. ft.) Max. Eave Height Mm. Eave I Height 2 I Max. Roof Pitch I Mm. Roof Pitch Peak I Height FBO 1 14/5/0 117/0/0 5938 5530 6320 27/4/0 1 27/0/6 1 -0.250:12 TTr A.nIi,I I (I nI Cnnn.t Side - Shape ni ype Description Mag X-Loc Y-Loc Frm Brc Grt Pur Pnl Spp. Dir. Loc 2 LN plf E MEZZ SEISMIC 140.00 0/0/0 13/0/0 Y N N N N N IN OF 2 LN plf E MEZZ SEISMIC 140.00 96/0/0 13/0/0 Y N N N N N IN OF 2 SP psf W 10 PSF MIN 10.00 91/0/0 0/0/0 Y N N N N N IN OF 2 SP psf W 10 PSF MIN - 10.00 91/0/0 26/2/11 Y N N N N N IN OF 2 SP psf W 10 PSF MIN 10.00 0/0/0 26/2/11 Y N N N N N IN OF 2 SP psf W 10 PSF MEN 10.00 0/0/0 0/0/0 Y N N N N N IN OF 2 LN plf E MEZZ SEISMIC 60.00 0/0/0 26/2/11 Y N N N N N IN OF 2 LN plf E MEZZ SEISMIC 60.00 96/0/0 26/2/I1 Y N N N N N IN OF 2 PT k E> MEZZ SEISMIC 19.00 45/0/0 13/0/0 N Y N N N N RIGHT OF 2 PT k <E MEZZ SEISMIC 19.00 23/0/0 13/0/0 N Y N .N N N LEFT OF 2 PT k E> MEZZ SEISMIC 13.00 45/0/0 26/2/11 N Y N N N N RIGHT OF 2 PT k <E MEZZ SEISMIC 13.00 23/0/0 26/2/11 N Y N N N N LEFT OF 3 ES psf W 10 PSF MIN 10.00 0/0/0 0/0/0 Y N N N N N IN OF 4 LN plf E MEZZ SEISMIC 140.00 0/0/0 13/0/0 Y N N N N N IN OF 4 LN plf E MEZZ SEISMIC 140.00 24/9/0 13/0/0 Y N N N N N IN OF 4 LN plf E MEZZ SEISMIC 60.00 0/0/0 26/2/12 Y N N N N N IN OF 4 LN plf E MEZZ SEISMIC 60.00 24/9/0 26/2/12 Y N N N N N IN OF 8 LN plf E MEZZ SEISMIC 140.00 0/0/0 13/0/0 Y N N N N N IN OF 8 LN plf E MEZZ SEISMIC 140.00 50/0/0 13/0/0 Y N N N N N IN OF 8 LN plf E MEZZ SEISMIC 60.00 0/0/0 27/4/0 Y N N N N N IN OF 8 LN plf E MEZZ SEISMIC 60.00 50/0/0 27/4/0 Y N N N N N IN OF 12 LN plf E MEZZ SEISMIC 140.00 0/0/0 13/0/0 Y N N N N N IN OF 12 LN plf E MEZZ SEISMIC 140.00 46/0/0 13/0/0 Y N N N N N IN OF 12 LN plf E MEZZ SEISMIC 60.00 0/0/0 27/4/0 Y N N N N N IN OF 12 LN plf E MEZZ SEISMIC 60.00 46/0/0 27/4/0 Y N N N N N IN OF. A RC psf CG (12)2504 RTU 20.00 -10/0/0 -40/4/0 Y N N Y N N IN OF A RC psf CG (12) 2504 RTU 20.00 -10/0/0 -50/4/0 Y N N Y N N IN OF A RC psf CG (12) 2504 RTU 20.00 19/0/0 -50/4/0 Y N N Y N N IN OF A RC psf CG (12) 250# RTU 20.00 19/0/0 40/4/0 Y N N Y N N IN OF A LN plf E> MEZZ SEISMIC 190.00 56/0/0 -52/10/2 Y N N N N N LEFT OF A LN plf E> MEZZ SEISMIC 190.00 56/0/0 0/0/0 Y N N N . N N LEFT OF A LN plf <E MEZZ SEISMIC 190.00 56/0/0 -52/10/2 Y N N N N N RIGHT OF A LN plf <E MEZZ SEISMIC 190.00 56/0/0 0/0/0 Y N N N N N RIGHT OF A LN plf E> MEZZ SEISMIC 190.00 -34/0/0 -52/10/2 Y N N N N N LEFT OF A LN plf E> MEZZ SEISMIC 190.00 -34/0/0 0/0/0 Y N N N N N LEFT OF A LN plf <E MEZZ SEISMIC - 190.00 -34/0/0 -52/10/2 Y N N N N N RIGHT OF A LN p[ <E MEZZ SEISMIC 190.00 -34/0/0 0/0/0 Y I N I N I N I N I N I RIGHT I OF File: 4510-09-Magellan.FBO . Version: 7. If Date: 7/7/2009 • Reactions Package Time: 8:11:39 AM Page: 156 of 197 User Defined Frame Point Loads for Cross Section: 8 10D2 C V . I I 2'-1fl" C C Side Units Type Description Magi Loci Offset H or V Supp. Dir. Coef. Loc. I I k k FD FL MEZZ MEZZ . -1.00 -3.00 13/0/0 13/0/0 NA] NA] NA] NA] Y N DOWN DOWN 1.000 1.000 CL CL 1Q2 V . Date: 7/7/2009 Reactions Package Time: 8:11:39 AM • Page: 157 of 197 User Defined Frame Point Loads for Cross Section: 8.5 Side I Units I Type I Description Magl I Loci Offset H or V Supp. I Dir. Cef. Loc. 1 I k I FL IMEZZ 1 -1.00 13/0/0' NA] NAI N I DOWN 1 1.000 CL File: 4510-09-Magellan.FBO • . Version: 7.1f Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 158 of 197 IIcpr flflnnd Framn Pnint 1-de fnr Crnvc Spctinn 0 Side Units Type Description Magi Locl Offset H or V Supp. Dir. Coef. Loc. 1 k E> MEZZ SEISMIC 2.00 27/3/141 NA I NA I N RIGHT 1.000 OF 1 k <E MEZZ SEISMIC -2.00 27/3/14 NA I NA] N LEFT 1:000 OF 4 k FL MEZZ -3.00 13/0/0 NA] NA] N DOWN 1.000 CL File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 159 of 197 TI. fllirn.,I Pn..t I fn. C,n 'tinn in Side Units Type Description Magi Loci Offset H or V Supp. Dir. Coef. Loc. 1 k E> MEZZ SEISMIC 2.00 27/3/14 NA NA N RIGHT 1.000 OF 1 k <E MEZZ SEISMIC -2.00 27/3/14 NA NA N LEFT 1.000 OF 1000 k FL MEZZ -2.00 13/0/0 NA NA N DOWN 1.000 CL 1001 k FL MEZZ -19.00 13/0/0 NA NA N DOWN 1.000 CL 1001 k FD IMEZZ 1 -5.00 13/0/01 NA4 N N DOWN 1 1.000 CL ic-n" ,i•-•" - 44-in File: 4510-09-Magellan.FBO . Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 160 of 197 11. flfn,I Pnint I fnr ('..n S'hnn Side Units Type Description Magi Loci Offset H or V Supp. Dir. Coef. Loc. 4 k FL MEZZ -4.00 13/0/0 NA] NA] N DOWN 1.000 CL 2000 k FL MEZZ -14.00 13/0/0 NA] NA] N DOWN 1.000 CL 2000 k FD MEZZ -3.00 13/0/0 NA] NA] N DOWN 1.000 CL 14-fl R'-1fl" I c-in I at: 7/7/2009 Reactions Package 8:11:39 AM Page: 161 of 197 User Defined Frame Point Loads for Cross Section: 5 Overall Shape Descri Roof 1 Roof 2 A Side Units Type Description Magi Locl Offset H or V Supp. Dir. Coef. Loc. I I k k FL FD MEZZ MEZZ -3.00 -1.00 13/0/0 13/0/0 NJ NAJ NA NA N N DOWN DOWN 1.000 1.000 CL CL File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 162 of 197 11 10 Jflj 2cn ig 22 14 6 I 1 .10 8 I File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM - Page: 163 of 197 FBO: Mezzanine 1 @ 13/0/0 (D e QD U5 I! File: 4510-09-Magellan.FBO Version: 7.1f Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 164 of 197 Wall: 8 Design Load Combinations - Framin2 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 L> D + FD + CG + L> 2 System 1.000 1.0D+ 1.0FD+ 1.0CG+ 1.0<L D+FD+CG+<L 3 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 WI> D + FD + CO + WI> 4 System 1.000 I.OD+ 1.0FD+ 1.000+ 1.0 <W1 D+FD+CG+<WI 5 System 1.000 1.0D+ 1.0FD+ I.00O+ 1.0W2> D+FD+CG+W2> 6 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 <W2 D + FD + CO + <W2 7 System 1.000 0.600 D + 0.600 FD + 0.600 CU + I.OWI> D+FD+CU+WI> 8 System 1.000 0.600 D + 0.600 FD + 0.600 CU + I.0<WI D+FD+CU+<WI 9 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0W2> D+FD+CU+W2> 10 System 1.000 0.600 D+ 0.600 FD + 0.600 CU + 1.0 <W2 D + FD + CU + <W2 11 System 1.000 I.OD+ 1.0FD+ I.00O+ 1.0 FL D+FD+CO+FL 12 System 1.000 I.OD+ 1.0FD+ 1.0 CG D+FD+CG 13 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WI> D + FD + CG + L + WI> 14 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 <WI D + FD + CO + L + <WI IS System 1.000 1.0D+ I.OFD+ 1.000+0.750L+0.750W2> D+FD+CO+L+W2> 16 System 1.000 I.OD+ 1.0FD+ 1.000+0.750L+0.750<W2 D+FD+CO+L+<W2 17 System 1.000 I.0D+I.0FD+I.000+0.750L>+0.750FL D+FD+CO+L>+FL 18 System 1.000 I.OD+ 1.0FD+ I.000+0.750<L+0.750FL D+FD+CO+<L+FL 19 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WI> + 0.750 FL D+FD+CG+L+WI>+FL 20 System 1.000 I.OD+ I.OFD+ I.000+0.750L+0.750<W1+0.750FL D+FD+CG+L+<WI+FL 21 System 1.000 1.0D+ I.OFD+ I.000+0.750L+0.750W2>+0.750FL D+FD+CG+L+W2>+FL 22 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 <W2 + 0.750 FL D+FD+CG+L+<W2+FL 23 System 1.000 I.OD+ 1.0FD+ I.00G+0.750 FL. D+FD+CO+FL 24 System 1.000 I.OD+1.OFD+I.00O+0.910E>+0.700EG+ D+FD+CO+E>+EG+ 25 System 1.000 1.0D+ 1.0FD+ I.00G+0.910<E+0.700EG+ D+FD+CO+<E+EG+ 26 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- D + FD + CU + E> + EG- 27 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EO- D + FD + CU + <E + EG- 36 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 WPAI D + FD + CO + WPAI 37 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPAI D + FD + CU + WPAI 38 System Derived 1.000 I.OD+ 1.0FD+ I.000+0.750L+0.750WPAI D+FD+CO+L+WPAI 39 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPAI + 0.750 FL D+FD+CO+L+WPA I+FL 40 System Derived 1.000 I.OD+ 1.0FD+ I.00O+ 1.0WPD1 D+FD+ CG. +WPD1 .41 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPD1 D + FD + CU + WPDI 42 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPD1 D + FD + CO + L + WPDI 43 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPD1 + 0.750 FL D+FD+CO+L+WPDI+FL 44 System Derived 1.000 1.0D+ I.OFD+ I.00O+ 1.0 WPA2 D+FD+CO+WPA2 45 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPA2 D + FD + CU + WPA2 46 System Derived 1.000 I.OD+ I.OFD+ I.00O+0.750L+0.750WPA2 D+FD+CO+L+WPA2 47 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPA2 + 0.750 FL D+FD+CO+L+WPA2+FL 48 System Derived 1.000 I.OD+ 1.0FD+ 1.000+ 1.0 WPD2 D+FD+CO+WPD2 49 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPD2 D + FD + CU + WPD2 50 System Derived 1.000 1.0 D+ 1.0FD+ 1.000+0.750L+0.750 WPD2 D+FD+CO+L+WPD2 51 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPD2 + 0.750 FL D+FD+CO+L+WPD2+FL 52 System Derived 1.000 1.0D+ I.OFD+ 1.00O+ I.O WPB 1 D+FD+CO+WPBI 53 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB D + FD + CU + WPB I 54 System Derived 1.000 1.0D+ 1.0FD+ 1.00O+0.750L+0.75O WPB I D+FD+CO+ L+ WPB I 55 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPB 1 + 0.750 FL D+FD+CG+L+WPB I+FL 56 System Derived 1.000 I.OD+ 1.0FD+ I.00O+ 1.0 WPC 1 D+FD+CO+WPCI 57 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC D + FD + CU + WPCI 58 System Derived 1.000 I.OD+ 1.0FD+ 1.00O+0.750L+0.7SO WPC I D+FD+CO+L+WPCI 59 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L ± 0.750 WPCI + 0.750 FL D+FD+CO+L+WPC I+FL 60 System Derived 1.000 1.0D+ 1.0FD+ I.00O+ 1.0 WPB2 D+FD+CG+WPB2 61 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB2 D + FD + CU + WPB2 62 System Derived 1.000 1.0 D+ I.OFD+ 1.000+0.750 L+0.750WPB2 D+FD+CO+L+WPB2 63 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPB2 + 0.750 FL D+FD+CO+L+WPB2+FL 64 System Derived 1.000 1.0D+ I.OFD+ 1.000+ 1.0 WPC2 D+FD+CO+WPC2 65 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC2 D + FD + CU + WPC2 66 System Derived 1.000 I.OD+ 1.0FD+ 1.00G+0.750L+0.750WPC2 D+FD+CO+L+WPC2 67 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPC2 + 0.750 FL D+FD+CO+L+WPC2+FL 68 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 E> + 0.700 EO+ + 0.910 EB> D+FD+CG+E>+EG++EB> 69 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 E> + 0.700 EG+ + 0.273 EB> D+FD+CG+E>+EO++EB> 70 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 <E + 0.700 EG+ + 0.910 EB> D+FD+CO+<E+EG++EB> 71 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 <E + 0.700 EG+ + 0.273 EB> D+FD+CO+<E+EO++EB> File: 4510-09-Magellan.FBO Version: 7.1 f System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived 72 73 74 75 80 81 82 83 04 W Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 165 of 197 FD+CU+E>+EG-+EB> <E+EG-+EB> E>+EG++<EB E>+EG++<EB OG+<E+EG++<EB CU+E>+EG-+<EB CU+E>+EG-+<EB OU+<E+EG-+<EB if 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 EB> 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 EB> 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 EB> 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 <EB 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 E> + 0.700 EO+ + 0.273 <EB 1.000 1.0 D+ 1.0FD+ 1.0CG+0.273 <E+0.700E0++0.910<EB 1.000 1.0D+ 1.0FD+ 1.0CG+0.910<E+0.700Ec-I-+0.273 <EB I flflfl W Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 166 of 197 Wall: 8 Frame ID:Portal Frame Frame Type:Portal Frame Values shown are resisting forces of the foundation. 0 portinnc - I tnfortnrntl I nod Tsino of From Crncc Spptinn I Type X-Loc Grid I - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 J-9 10x29 0.500 4- 1.250 100-0 Exterior Column 15/6/0 i-b 11 x29 0.500 6- 1.500 100-0' * . . Load Type Desc. Hx Vy Hx Vy D Frm - 1.8 - 1.8 - - -. FD Frm 0.0 1.0 -0.0 1.0 - - - CG Frm - - - . - - - - L> Frm - - - - - - - <L Frm - - - - - - WI> Frm <Wi Frm - - - - - - - W2> Frm - - - - - - - <W2 Frm CU Frm - - - - FL Frm 0.2 5.0 -0.2 5.0 - - - L Frm - - - - E> Frm -0.2 -0.4 -0.2 0.4 - - - Frm - 0.2 - 0.2 - - - <E Frm 0.2 0.4 0.2 -0.4 - - - EG- Frm - -0.2 - -0.2 WPAI Brc -0.2 -1.1 -0.2 1.1 - - - WPD1 Brc 0.2 0.7 0.2 -0.7 - - - WPA2 Brc -0.1 -0.4 -0.1 0.4 WPD2 Brc 0.3 1.4 0.3 -1.4 - - WPB Brc -0.2 -1.0 -0.2 1.0 - - WPCI Brc 0.1 0.5 0.1 -0.5 WPB2 Brc -0.1 -0.3 -0.1 0.3 WPC2 Brc 0.3 1.2 0.3 -1.2 - - - EB> Brc -9.5 -31.4 -9.7 31.4 - - - - <EB Brc 1 11.0 1 37.4 1 10.9 1 -37.4 1 - - - Frame Reactions - Factored Load Cases at Frame Cross Section: J Note: All reactions based on 2nd order structural analysis using the Direct AnalysisMethod I X-Loc I 0/0/0 I 15/6/0 I I I I File: 4510-09-Magellan.FBO Version: 7.1 f Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 167 of 197 Grid - Grid2 - J-9 _______i-b________ Ld Description Vy Hx (application factor not shown) Vy Cs (k) (k) D+FD+CG+L> (k) I 2.8 2 2.8 -0.0 D+FO+CG+<L rHx 2.8 -0.0 D+FD+CO+WI> 2.8 3 2.8 4 2.8 -0.0 D + FD + CO + <WI 2.8 -0.0 2.8 - - - 5 D+FD+CO+W2> 0.0 2.8 -0.0 2.8 - - - 6 D+FD+CG+<W2 0.0 2.8 -0.0 2.8 - - - 7 D+FD+CU+WI> 0.0 1.7 -0.0 1.7 - - 8 D+FD+CV+<WI 0.0 1.7 -0.0 1.7 - - - 9 D+FD+CU+W2> 0.0 1.7 -0.0 1.7 - - - 10 D+FD+CIJ+<W2 0.0 1.7 -0.0 1.7 - - - II D + FD + CO + FL 0.3 7.8 -0.3 7.8 - - - 12 D+FD+CG 0.0 2.8 -0.0 2.8 - - - 13 D+FD+CG+L+Wl> 0.0 2.8 -0.0 2.8 - - - 14 D+FD+CG+L+<WI 0.0 2.8 -0.0 2.8 - - - 15 D+FD+CG+L+W2> 0.0 2.8 -0.0 2.8 - - 16 D+FD+CG+L+<W2 0.0 2.8 -0.0 2.8 - - - 17 D + FD + CG + L> + FL 0.2 6.5 -0.2 6.5 18 D + FD + CG + <L + FL 0.2 6.5 -0.2 6.5 - - - 19 D+FD+CG+L+WI>+FL 0.2 6.5 -0.2 6.5 - - - 20 D+FD+CO+L+<WI+FL 0.2 6.5 -0.2 6.5 21 D+FD+CG+L+W2>+FL 0.2 6.5 -0.2 6.5 - - - 22 D+FD+CG-1-L+<W2+FL 0.2 6.5 -0.2 6.5 - - - 23 D + FD + CG + FL 0.2 6.5 -0.2 6.5 - - - 24 D+FD+CO+E>+EG+ -0.1 2.5 -0.2 3.3 - - - 25 D + FD + CG + <E + EG+ 0.2 3.3 0.1 2.5 - - - 26 D + FD + CU + E> + EG- -0.1 1.2 -0.2 1.9 - - - 27 D+FD+CU+<E+EG- 0.2 1.9 0.1 1.2 - - - 36 D+FD+CO+WPA1 -0.2 1.7 -0.3 3.8 - - - 37 D+FD+CU+WPAI -0.2 0.6 -0.3 2.7 - - 38 D+FD+CG+L+WPAI -0.1 2.0 -0.2 3.6 - - - 39 D+FD+CO+L+WPAI+FL 0.1 5.7 -0.4 7.3 - - - 40 D+FD+CG+WPDI 0.2 3.5 0.1 2.1 - - - 41 D+FD+CU+WPDI 0.2 2.4 0.1 1.0 - - - 42 D+FD+CG+L+WPDI 0.2 3.3 0.1 2.3 - 43 D+FD+CG+L+WPDI+FL 0.3 7.1 -0.1 6.0 - - - 44 D+FD+CG+WPA2 -0.0 2.4 -0.1 3.1 - - - 45 D+FD+CU+WPA2 -0.1 1.3 -0.1 2.0 - - - 46 D + FD + CG + L + WPA2 -0.0 2.5 -0.1 3.0 - - - 47 D+FD+CG+L+WPA2-4-FL 0.2 6.3 -0.3 6.8 - - - 48 D + FD + CG +WPD2 0.4 4.2 0.3 1.4 - - - 49 D + FD + CU + WPD2 0.3 3.0 0.3 0.3 - - - 50 D + FD + CG + L + WPD2 0.3 3.8 0.2 1.8 - - - 51 D-I-FD+CG+L+WPD2+FL 0.5 7.6 0.0 5.5 - - 52 D+FD+CG+WPBI -0.2 1.8 -0.3 3.8 - - - 53 D+FD+CU+WPB1 -0.2 0.7 -0.3 2.7 - - - 54 D+FD+CG+L+WPBI -0.1 2.0 -0.2 3.5 - - - 55 D+FD+CG+L+WPBI+FL 0.1 5.8 -0.4 7.3 - - - 56 D+FD+CO+WPCI 0.2 3.3 0.1 2.3 - - - 57 D+FD+CU+WPCI 0.1 2.2 0.1 1.2 - - - 58 D+FD+CO+L+ WPC I 0.1 3.1 0.0 2.4 - - - 59 D+FD+CG+L+WPCI+FL 0.3 6.9 -0.2 6.2 - - - 60 D+FD+CG+WPB2 -0.0 2.5 -0.1 3.1 - - - 61 D+FD+CU+WPB2 -0.0 1.4 -0.1 2.0 - - - 62 D + FD + CG + L + WPB2 -0.0 2.6 -0.1 3.0 - - - 63 D+FD+CG+L+WPB2+FL 0.2 6.3 -0.3 6.8 - - - 64 D+FD+CG+WPC2 0.3 3.9 0.2 1.6 65 D + FD + CU + WPC2 0.3 2.8 0.2 0.5 - - - 66 D + FD + CG + L + WPC2 0.2 3.7 0.2 1.9 - - 67 D+FD+CG+L+WPC2+FL 0.4 . 7.4 -0.0 5.7 - - - 68 D+FD+CG+E>+EG++EB> -8.6 -25.8 -8.9 31.6 - - - 69 D+FD+CG+E>+EG++EB> -2.7 -6.0 -2.9 11.8 - - - 70 D+FD+CG--<E+EG++EB> -8.5 -25.6 -8.8 31.4 - - - 71 D+FD+CO+<E+EG++EB> -2.4 -5.3 -2.5 11.1 - - - File: 4510-09-Magellan.FBO . Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 168 of 197 72 D+FD+CU+E>+EG-+EB> -8.7 -27.1 -8.9 30.2 - - -. 73 D+FD+CU+E>+EG-+EB> -2.7 -7.4 -2.8 10.5 - - 74 D+FD+CU+<E+EG-+EB> -8.6 -26.9 -8.8 30.0 - - 75 D+FD+CU+<E+EG-+EB> -2.4 -6.7 -2.5 9.8 - - - 80 D+FD-l-CcH-E>+EG++<EB 10.0 36.8 9.8 -31.0 - - - 81 D+FD+CG+E>+EQ++<EB 2.9 12.7 2.8 -6.9 - - - 82 D-i-FD+CG+<E+EG++<EB 10.1 37.0 9.9 -31.2 - - - 83 D+FD+CG+<E+EG++<EB 3.2 13.5 3.1 -7.7 - - - 84 D+FD+CIJ+E>+EG-+<EB 10.0 35.5 9.9 -32.3 - - - 85 D+FD+CU+E>+EG-+<EB 2.9 11.4 2.8 -8.3 - - - 86 D+FD+CU+<E+EG-+<EB 10.1 35.7 10.0 -32.6 87 D+FD+CU+<E+EG-+<EB 3.2 12.1 ii -9.0 - - .- - d Mom cw e (-Mzz) (in-k) Load Case Mom ccw (Mzz) (in-k) Load Case n: 7.lf Date: 7/7/2009 ;7 . - Reactions Package Time: 8:11:39 AM Page: 169 of 197 Wall: 12 Frame ID:Portal Frame . Frame Type:Portal Frame Values shown are resisting forces of the foundation. Rpertinno - Tinfortnrad I n€.d Tvn at Frnm Crncc Sprtinn .1 Type -. X-Loc Grid! - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod QtyfDiam. (in.) Column Base Elev. Exterior Column 0/0/0 J_3 10 x 29 0.375 4- 1.250 100-0" Exterior Column 25/0/0 J4 11 x 29 0.375 6- 1.500 100-0' Load Type Desc. Hx V)r Hx Vy D Frm 0.0 2.1 -0.0 2.1 - - FD Frm -2.0 -2.4 -2.0 2.4 CG Frm - - - - Frm - - - - - - - - <L Frm - - - - - - - Wi> Frm - - - - - - - - <WI Frm - - - - - - - W2> Frm - - - - - - - <W2 Frm - - - - - - CU Frm - - - - - -, FL Frm -8.0 -9.7 -8.0 9.7 - - - Frm - - - - E> Frm -0.4 -0.4 -0.4 0.4 EG+ Frm 0.3 0.4 0.3 -0.4 - - <E Frm 0.4 0.4 0.4 -0.4 - - - EG- Frm -0.3 -0.4 -0.3 0.4 - - WPAI Brc -0.3 -0.6 -0.3 0.6 - - WPDI Brc 0.1 0.1 0.1 -0.1 - - - WPA2 Brc -0.1 -0.2 -0.1 0.2 - - - - WPD2 Brc 0.1 0.3 0.1 -0.3 - - - WPB Brc -0.2 -0.6 -0.2 0.6 - -. WPCI Brc 0.0 0.1 0.0 -0.1 - - WPB2 Brc -0.1 -0.2 -0.1 0.2 - - - WPC2 Brc 0.1 0.2 0.1 -0.2 EB> Brc -10.7 -19.0 -10.8 19.0 - - - Brc 1 9.5 1 15.7 1 9.3 -15.7 - - - Frame Reactions - Factored Load Cases at Frame Cross Section: J Note: All reactions based on 2nd order structural analysis using the Drect Analysis Method I X-Loc 0/0/0 I 25/0/0 I I I I File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 170 of 197 Grid I - Grid2 J-3 J-4 Ld Description Hx Vy Hx Vy Cs (application factor not shown) (k) (k) (k) (k) I D + FD + CG + L> -2.0 -0.3 -2.0 . 4:6 - - - 2 D+ FD + CG + <L -2.0 -0.3 -2.0 4.6 - - 3 D+FD+CO+Wl> -2.0 -0.3 -2.0 4.6 - - - 4 D+FD+CG+<WI -2.0 -0.3 -2.0 4.6 - - - 5 D + FD + CG + W2> -2.0 -0.3 -2.0 4.6 - - 6 D +FD + CO + <W2 -2.0 -0.3 -2.0 4.6 - - - 7 D+FD+CU+W1> -1.2 -0.2 -1.2 2.7 - - - 8 D+FD+CU+<WI -1.2 -0.2 -1.2 2.7 - - - 9 D+FD+CU+W2> -1.2 -0.2 -1.2 2.7 - - - 10 D+FD+CU+<W2 -1.2 -0.2 -1.2 2.7 - - - 11 D+FD+CG+Fl, -10.0 -10.1 -10.0 14.3 - - - 12 D+FD+CG -2.0 -0.3 -2.0 4.6 13 D+FD+CG+L+WI> -2.0 -0.3 -2.0 4.6 - - - 14 D+FD+CG+L+<WI -2.0 -0.3 -2.0 4.6 - - - 15 D + FD + CG + L + W2>. -2.0 -0.3 -2.0 4.6 - - - 16 D+FD+CG+L+<W2 -2.0 -0.3 -2.0 4.6 - - - 17 D+FD+CG+L>+FL -8.0 -7.6 -8.0 11.9 - - - 18 D + FD + CG + <L + FL -8.0 -7.6 -8.0 11.9 - - - 19 D+FD+CG+L+Wl>+FL -8.0 -7.6 -8.0 11.9 - - - 20 D+FD+CG+L+<WI+FL -8.0 -7.6 -8.0 11.9 - - - 21 D+FD+CG+L+W2>+FL -8.0 -7.6 -8.0 11.9 22 D+FD+CG-i-L+<W2+FL -8.0 -7.6 -8.0 11.9 - - - 23 D + FD + CO + FL -8.0 -7.6 -8.0 11.9 - - - 24 D + FD + CO + E>+ EG+ -2.1 -0.4 -2.1 4.7 25 D+FD+CG-i-<E+EG+ -1.4 0.4 -1.5 3.9 26 D + FD + CU + E> + EG- -1.7 -0.9 -1.8 3.4 27 D+FD+CU+<E+EG- -1.1 -0.1 -1.1 2.6 - - - 36 D+FD+CG+WPAI -2.2 -0.9 -2.3 5.2 37 D+ Fl) +CU+WPAI -1.4 -0.8 -1.5 3.4 - - - 38 D+FD+CG+L+WPA1 -2.1 -0.8 -2.2 ' 5.0 39 D+FD+CG+L+WPAI+FL -8.1 -8.1 -8.2 12.3 - - - 40 D+ Fl) +CG+WPDI -1.9 -0.2 . -2.0 4.4 41 D+FD+CU+WPDI -1.1 -0.0 -1.2 2.6 - - - 42 D+FD+CG+L+WPD1 -1.9 -0.2 -2.0 4.5 - - - 43 D+FD+CG+L+WPD1+FL -7.9 -7.5 -8.0 11.8 - - - 44 D+ Fl) +CG+WPA2 -2.0 -0.5 -2.1 4.8 - - 45 D+ Fl) +CU+WPA2 -1.3 -0.4 -1.3 2.9 - - - 46 D + FD + CG + L + WPA2 -2.0 -0.5 -2.1 4.7 - - - 47 D+FD+CG+L+WPA2+FL -8.0 -7.8 -8.1 . 12.0 48 D+FD+CG+WPD2 -1.8 -0.0 ' -1.9 4.3 - - - 49 D+FD+CU+WPD2 -1.1 0.1 -1.1 2.5 - - - 50 D+ Fl) +CG+L+WPD2 -1.9 -0.1 -2.0 4.4 - - - SI D+FD+CG+L+WPD2+FL -7.9 -7.4 -8.0 11.7 - - - 52 D+FD+CG+WPBI -2.2 -0.9 -2.3 5.2 - - - 53 D+FD+CU+WPBI -1.4 -0.8 -1.5 3.3 - - - 54 D+FD+CG+L+WPBI -2.1 -0.8 -2.2 5.0 55 D+FD+CG+L+WPBI+FL -8.1 -8.1 -8.2 12.3 56 D+FD+CG+WPCI -1.9 -0.2 -2.0 4.5 - - - 57 D+ Fl) +CU+WPCI -1.1 -0.1 -1.2 2.6 - - -' 58 D+FD+CG+L+WPC1 -1.9 -0.2 -2.0 4.5 59 D+FD+CG+L+WPCI+FL -7.9 -7.6 -8.0 11.8 - - - 60 D+FD+CG+WPB2 -2.0 -0.5 -2.1 4.8 61 D+FD+CU+WPB2 -1.2 -0.4 -1.3 2.9 - - - 62 D+FD+CG+L+WPB2 -2.0 -0.4 -2.1 4.7 - - - 63 D+FD+CG+L+WPB2+FL -8.0 -7.8 -8.1 12.0 - - 64 D+FD+CG+WPC2 -1.9 -0.1 -2.0 4.3 - - - 65 D+FD+CU+WPC2 -1.1 0.0 -1.1 2.5 - - - 66 D + FD + CG + L + WPC2 -1.9 -0.1 -2.0 ' 4.4 - - - 67 D+FD+CG+L-'-WPC2+FL -7.9 -7.5 -8.0 11.7 68 D+FD+CG+E>+EG++EB> -11.6 -17.5 -11.8 21.7 69 D+FD+CG+E>+EG++EB> -5.0 -5.6 -5.1 9.9 70 D+FD+CG+<E+EG++EB> -11.4 -17.3 -11.6 21.5 - - - 71 D+FD+CG+<E+EG++EB> -4.3 -4.8 -4.4 9.1 File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 V Reactions Package Time: 8:11:39 AM Page: 171 of 197 72 D+FD+CU+E>+EG-+EB> -11.2 -17.9 -11.4 20.5 - - - 73 D+FD+CU+E>+EG-+EB> -4.6 -6.1 -4.7 8.6 - - - 74 D+FD+CU+<E+EG-+EB> -11.0 -17.7 -11.2 20.2 - - 75 D+FD+CU+<E+EG-+EB> -4.0 -5.3 4.1 7.8 - - - 80 D+FD+CG+E>+EG++<EB 6.8 14.1 6.6 -9.9 - - - SI D+FD+CO+E>+EG++<EB 0.5 3.9 0.4 0.4 - - - 82 D+FD+CG+<E+EG-H-<EB 7.0 14.4 6.8 -10.1 - - - - 83 D+FD+CG+<E+EG++<EB 1.2 4.6 1.0 -0.4 - - - 84 D+FD+CU+E>+EG-+<EB 7.1 13.7 6.9 -11.1 - - - - 85 D+FD+CU+E>+EG-+<EB 0.9 3.4 0.8 -0.9 - - 86 D+FD+CU+<E+EG-+<EB 7.3 13.9 7.1 -11.4 - - - 87 D+FD+CU+<E+EG-+<EB 1.5 4.2 1.4 -1.7 - - - Maximum Combined Reactions Summary with Factored Loads - Framing Al! ,.-,,. ,,l tim fl,r't Anlmc ?Athnd X-Loc Grid Load Ha Right Load - Ha In Load Ha Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case EHH (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 J-3 68 7.3 86 - - - - 17.9 72 14.4 J-4 68 7.1 86 82 25/0/0 - - - - 11.4 86 21.7 68 - - - - Reactions Package Date: 8:11:39 AM Pag : 172 of 197 Wall: 2, Frame at: 1/0/0 Frame ID:SKEW RAFTER Frame Type: Rafter Only (Double Cee) Ago C, t' S ( 1R'-O" 11-1 SIR" Values shown are resisting forces of the foundation. fl ......, 11-r ------ A I ,....1 'Th ., t_.. A Type X-Loc Grid - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod QtylDiam. (in.) Rafter 20/0/0 y=26/6/4 Column Base Elev. Load Type Dese. Hx Vy D Frm - 0.4 - - - - FD Frm - - CO Frm - 0.6 - - - - Frm - 2.4 <L Frm - 2.4 - - - WI> Frm - - - - - - <WI Frm - - - - - - W2> Frm - - - - - - <W2 Frm - - - - - - CU Frm - FL Frm - - - - - - L Frm - 2.4 - - - - -Frm - - - - - -. EG+ Frm - 0.4 - - - - <E Frm - - EG- Frm - -0.4 - - - - WPAl Brc - - WPDI Brc - - - '- - WPA2 Brc - - - - - - WPD2 Brc - - - - - - WPBI Brc - - - - - - WPCI Brc - - - - - - WPB2. Brc - - - - - - WPC2 Brc EB> Brc - - - - - - <EB Brc - - - - - - Frame Reactions - Factored Load Cases at Frame Cross Section: A Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method I X-Loc I 20/0/0,26/6/4 File: 4510-09-Magellan.FBO . Version: 7.1f Date: 7/7/2009 Reactions Package Time: 8:11:39AM Page: 173 of 197 Grid 1 - Grid2 - A- Ld Description Hx Vy Cs (application factor not shown) D+FD+CG+L> - 3.4 - - - -. 2 D+FD+CG+<L - 3.4 - - - - 3 D+FD+CG+Wl> . - 1.0 - - - - 4 D+FD+CG+<Wl - 1.0 - - - - 5 D+ Fl) +CG+W2> - 1.0 - - - - 6 D+FD+CG+<W2 - 1.0 7 D+FD+CU+Wl> - 0.2 - - - - 8 D+FD+CU+<Wl - 0.2 - - - - 9 D+FD+CU+W2> - 0.2 - - - - 10 D+FD+CU+<W2 - 0.2 - - - - 11 D+FD+CG+Fl, - 1.0 - - - - 12 D+FD+CG - 1.0 - - - - 13 D+FD+CG+L+Wl> - 2.8 - - - - 14 D+FD+CG+L+<WI - 2.8 - - - - 15 D+FD+CG+L+W2> - 2.8 16 D + FD + CG + L + <W2 - 2.8 - - - - 17 D + FD + CG + L> + FL - 2.8 - - -. - 18 D+ Fl) +CG+<L+FL - 2.8 19 D+FD+CG+L+W1>+FL - 2.8 - - - - 20 D+FD+CG+L+<WI+FL - 2.8 - - - - 21 Di-FD+CG+L+W2>+FL - 2.8 - - - - 22 D+FD+Cc3+L+<W2+FL - 2.8 - - - - 23 D+ Fl) +CG+FL - 1.0 - - - - 24 D + FD + CG + E> + EG+ - 1.2 - - - - 25 D+FD+CG+<E+EG+ - 1.2 - - - - 26 D+ Fl) +CU+E>+EG- - -0.0 - - - - 27 D + FD + CU + <E + EG- - -0.0 - - - - 36 D+FD+CG+WPAI - 1.0 - - - - 37 D+FD+CU+WPAI - 0.2 38 D+FD+CG+L+WPAI - 2.8 - - - - 39 D+FD+CG+L+WPA1+FL - 2.8 - - -. - 40 D+FD+CG+WPDI - 1.0 - - - - 41 D+ Fl) +CU+WPDI - 0.2 - - - - 42 D+FD+CG+L+WPDI - 2.8 43 D+FD+CG+L+WPDI+FL - 2.8 - - - - 44 D+FD+CG+WPA2 - 1.0 - - - - 45 D + FD + CU + WPA2 - 0.2 - - - - 46 D+FD+CG-1-L+WPA2 - 2.8 - - - - 47 D+FD+CG+L+WPA2+FL - 2.8 - - - - 48 D+FD+CG+WPD2 - 1.0 - - - - 49 D + FD + CU + WPD2 - 0.2 - - - - 50 D + FD + CG + L + WPD2 - 2.8 - - - - 51 D+FD+CG+L+WPD2+FL - 2.8 - - - - 52 D+FD+CG+WPBI - 1.0 - - - 53 D+FD+CU+WPBI - 0.2 - - - - 54 D+FD+CG+L+WPBI - 2.8 - - - - 55 D+FD+CG+L+WPB I +FL - 2.8 - - - - 56 D+FD+CG+ WPC I - 1.0 57 D+FD+CU+WPCI - 0.2 - - - - 58 D+FD+CG+L+WPCI - 2.8 - - - - 59 D+FD+CG+L+WPCI+FL - 2.8 60 D.+FD+CG+WPB2 - 1.0 - - - - 61 D+FD+CU+WPB2 - 0.2 - - - - 62 D+ Fl) +CG+L+WPB2 - . 2.8 - - - - 63 D+FD+CG+L+WPB2+FL - 2.8 64 D+FD+CG+WPC2 - 1.0 65 D + FD + CU + WPC2 - 0.2 - - - - 66 D+ Fl) +CG+L+WPC2 - 2.8 - - - - 67 D+FD+CG+L+WPC2+FL - 2.8 68 D+FD+CG+E>+EG++EB> - 1.2 69 D+FD+CG+E>+EG++EB> - 1.2 - - - - 70 D+FD+CG+<E+EG-H-EB> - 1.2 - - - - 71 D+FD+CG+<E+EG++EB> - 1.2 - - - - File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 174 of 197 72 D+FD+CU+E>+EG-+EB> - -0.0 - - - - 73 D+FD+CtJ+E>+EG-+EB> - -0.0 - - - - 74 D+FD+CU+<E+EG-+EB> - -0.0 - - - - 75 O+FD+CU+<E+EG-+EB> - -0.0 80 D+FD+CG+E>+EG++<EB - 1.2 - - - - 81 D+FD+CG+E>+EG++<EB - 1.2 - - - - 82 D+FD+CG+<E+EG++<EB - 1.2 - - - - 83 D+FD+CG+<E+EG++<EB - 1.2 - - - - 84 D+FD+CU+E>+EG-+<EB - -0.0 85 D+FD+CU+E>+EG+<EB - -0.0 - - - 86 D+FD+CU+<E+EG-+<EB - -0.0 - - - - V 87 D+FD+CU+<E+EG-+<EB - -0.0 Maximum Combined Reactions Summary with Factored Loads- Framing V Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method - X-Loc Grid Ha left Load Ha Right Load - Ha In Load Ha Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load V (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 20/0/0 26/6/4 - - - - - - - 0.0 26 3.4 1 - - - - File: 4510-09-Magellan.FBO V Version: 7.1f . V Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 175 of 197 Wall: 8, Frame at: 1/0/0 0esi2n Load Combinations - Fra 1 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 L> D + FD + CG + L> 2 System 1.000 I.OD+ I.OFD+ 1.000+ 1.0<L D+FD+CG+<L 3 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 ASLA D + FD + CO + ASLA 4 System 1.000 l.OD+ 1.0FD+ 1.000+ I.OAASL D+FD+CO+AASL 8 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 WI> D + FD + CO + WI> 9 System 1.000 I.OD+ 1.0FD+ 1.0CG+ 1.0 <W1 D+FD+CO+<WI 10 System 1.000 I.OD+ I.OFD+ I.00G+ 1.0W2> D+FD+CO+W2> 11 System 1.000 I.OD+ 1.0FD+ I.00G+ 1.0<W2 D+FD+CG+<W2 12 System 1.000 0.600 D + 0.600 FD+ 0.600 CU + 1.0 WI> D + FD + CU + WI> 13 System 1.000 0.600 D + 0.600 FD+ 0.600 CU + 1.0 <WI D + FD+ CU + <Wl 14 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 W2> D + FD + CU + W2> 15 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 <W2 D+FD+CU+<W2 16 System 1.000 1.0D+ I.OFD+ 1.0CG+ 1.0 FL D+FD+CG+FL 17 System 1.000 l.OD+ 1.0FD+ 1.0 CG D+FD+CO 18 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WI> D + FD + CO + L + WI> 19 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 <Wl D + FD + CO + L + <WI 20 System 1.000 I.OD+ I.OFD+ I.000+0.750L+0.750W2> D+FD+CO+L+W2> 21 System 1.000 I.OD+ 1.0FD+ I.000+0.750L+0.750<W2 D+FD+CO+L+<W2 22 System 1.000 I.0D+1.0FD+I.000+0.750L>+0.750FL D+FD+CO+L>+FL 23 System 1.000 1.0D+I.0FD+I.000+0.750<L+0.750FL D+FD+CO+<L+FL 24 System 1.000 l.OD+ I.OFD+ 1.000+0.750ASLA+0.750FL D+FD+CO+ASLA+FL 25 System 1.000 1.0 D+ I.OFD+ 1.000+0.750AASL+0.750FL D+FD+CO+AASL+FL 26 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WI> + 0.750 FL D+FD+CO+L+WI>+FL 27 System 1.000 I.OD+ I.OFD+ 1.000+0.750L+0.750<Wl +0.750FL D+FD+CO+L+<Wl+FL 28 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 W2> + 0.750 FL D+FD+CO+L+W2>+FL 29 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 <W2 + 0.750 FL D+FD+CG+L+<W2+FL 30 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 FL D + FD + CO + FL 31 System 1.000 I.OD+ l.OFD+ I.000+0.9I0E>+0.700EO+ D+FD+CO+E>+EO+ 32 System 1.000 I.OD+ l.OFD+ I.000+0.910<E+0.700EO+ D+FD+CO+<E+EO+ 33 System 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EO- D + FD + CU + E> + EO- 34 System 1.000 0.600 D+ 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EO- D+ FD + CU + <E + EO- 43 System Derived 1.000 1.0D+ I.OFD+ 1.000+ I.OWPAI D+FD+CO+WPAI 44 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPAI D + FD + CU + WPA I 45 System Derived 1.000 l.OD+ I.OFD+ 1.000+0.750L+0.750WPAI D+FD+CO+ L+WPAI 46 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPAI + 0.750 FL D+FD+CO+L+WPA I+FL 47 System Derived 1.000 I.OD+ I.OFD+ I.00O+ l.OWPDI D+FD+CO+WPDI 48 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPD1 D + FD + CU + WPD1 49 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPDI D + FD + CO + L + WPDI 50 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPDI + 0.750 FL D+FD+CO+L+WPDI+FL 51 System Derived 1.000 I.OD+ I.OFD+ I.00O+ 1.0 WPA2 D+FD+CO+WPA2 52 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPA2 D + FD + CU + WPA2 53 System Derived 1.000 I.OD+ I.OFD+ I.00O+0.750L+0.750WPA2 D+FD+CO+L+WPA2 54 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.750 L + 0.750 WPA2 + 0.750 FL D+FD+CO+L+WPA2+FL 55 System Derived 1.000 1.0D+ I.OFD+ 1.000+ 1.0 WPD2 D+FD+CO+WPD2 56 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPD2 D + FD + CU + WPD2 57 System Derived 1.000 l.OD+ I.OFD+ l.00O+0.750L+0.750WPD2 D+FD+CO+L+WPD2 58 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPD2 + 0.750 FL D+FD+CO+L+WPD2+FL 59 System Derived 1.000 l.OD+ I.OFD+ l.00O+ I.O WPB I D+FD+CO+WPBI 60 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB D + FD + CU + WPB I 61 System Derived 1.000 l.OD+ I.OFD+ I.00O+0.750L+0.750 WPB 1 D+FD+CO+L+ WPB I 62 System Derived 1.000 I.OD+ I.OFD+ IOCO+0.750L+0.750 WPB +0.750FL D+FD+CO+L+WPBI+FL 63 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 WPC D + FD + CO + WPCI 64 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC D + FD + CU + WPCI 65 System Derived 1.000 I.OD+ I.OFD+ I.00O+0.750L+0.75O WPC I D+FD+CO+L+ WPC I 66 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPC + 0.750 FL D+FD+CO+L+WPC1+FL 67 System Derived 1.000 I.OD+ 1.0FD+ I.00O+ 1.0 WPB2 D+FD+CO+WPB2 68 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPB2 D + FD + CU + WPB2 69 System Derived 1.000 I.OD+ 1.0FD+ I.00O+0.750L+0.750WPB2 D+FD+CO+L+WPB2 70 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPB2 + 0.750 FL D+FD+CO+L+WPB2+FL 71 System Derived 1.000 1.0 D + 1.0 FD+ 1.0 CO + 1.0 WPC2 D + FD+ CO + WPC2 72 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 1.0 WPC2 D + FD + CU + WPC2 73 System Derived 1.000 I.OD+ I.OFD+ I.00O+0.750L+0.750WPC2 D+FD+CO+L+WPC2 74 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.750 L + 0.750 WPC2 + 0.750 FL D+FD+CO+L+WPC2+FL File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39AM Page: 176 of 197 75 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 E> + 0.700 EG+ + 0.910 EB> D+FD+CO+E>+EG++EB> 76 Sstem Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 E> + 0.700 EG+ + 0.273 EB> D+FD+CG+E>+EG++EB> 77 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 <E + 0.700 EG+ + 0.910 EB> D+FD+CG+<E+EG++EB> 78 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 EB> D+FD+CO+<E+EG++EB> 79 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 EB> D+FD+CU+E>+EG-+EB> 80 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 EB> D+FD+Cu+E>+EG-+EB> 81 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 EB> D+FD+Cu+<E+EG-+EB> 82 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> D+FD+CU+<E+EG-+EB> 87 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.273 E>.+ 0.700 EG+ + 0.910 <EB D+FD+CG+E>+EG++<EB 88 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 <EB D+FD+CO+E>+EG++<EB 89 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.910 <EB D+FD+CG+<E+EG++<EB 90 System Derived 1.000 1.0 D + 1.0 FD + 1.0 CO + 0.910 <E + 0.700 EG+ + 0.273 <EB D+FD+CG+<E+EG++<EB 91 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 <EB D+FD+CU+E>+EO-+<EB 92 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <EB D+FD+CU+E>+EO-+<EB 93 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 <EB D+FD+CU+<E+EO-+<EB 94 System Derived 1.000 0.600 D + 0.600 FD + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB D+FD+CU+<E+EG-+<EB File: 4510-09-Magellan.FBO . Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 177 of 197 Wall: 8, Frame at: 1/0/0 Frame ID:Soldier OS Frame Type:Soldier Column Values shown are resisting forces of the foundation. - I ,,l T.,. .t (.',-,., Type X-Loc Grid - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 84 9x13 0.375 4 - 1.000 100-0 Load Type Desc.' Hx Vy D Frm - 0.4 - - - - FD Frm - 2.4 - - - - CG Frm -0.0 0.1 L> Frm -0.0 0.4 - - - - <L Frm -0.0 0.4 - - - - ASLA Frm - - - - - - AASL Frm -0.0 0.4 - - - WI> Frm 2.2 -0.1 - - - - - - <WI Frm -2.1 -0.6 W2> Frm -1.9 -0.2 - - - - <W2 Frm 2.0 -0.6 -CU- .. Frm - - - - - - FL Frm - 6.9 - - - - L Frm -0.0 0.4 Frm -0.8 -0.0 Frm - 0.2 - - - - Frm 0.8 0.0 - - - - EG- Frm - -0.2 - - - - WPAI Brc 1.5 -0.1 - - - - - WPDI Brc 1.5 -0.3 - - - WPA2 Brc 0.6 -0.2 WPD2 Brc 0.7 -0.3 - - - - WPBI Brc 1.5 -0.1 - - - - - WPCI Brc 1.5 -0.3 - - - - WPB2 Brc 0.6 -0.2 - - - WPC2 Brc 0.7 -0.3 - - - - EB> Brc - - - - - - <EB Brc Frame Reactions - Factored Load Cases at Frame Cross Section: 8 Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 178 of 197 X-Loc 0/0/0 Grid - Grid2 - 8-J - Ld Description Vy Cs (application factor not shown) (k) 1 D+FD+CG+L> 3.3 2 ffHx D+FD+CG+<L 3.3 3 D + FD + CO + ASLA 2.9 4 D+FD+CO+ASL 3.3 - - - - 8 D+FD+CG+WI> 2.2 2.8 - - - - 9 D+FD+CO+<W1 -2.1 2.3 - - - - 10 D+FD+CG+W2> -1.9 2.7 - - - - 11 D+FD+CG+<W2 2.0 2.4 - - - - 12 D+ Fl) +.CU+Wl> 2.2 1.6 13 D+FD+CU+<WI -2.1 1.0 - - - - 14 D+FD+CU+W2> -1.9 1.5 - - - - 15 D+FD+CU+<W2 2.0 1.1 - - -. - 16 D + FD + CG + FL -0.0 9.8 - - - - 17 D + FD + CG -0.0 2.9 - - - - 18 D+FD+CO+L+WI> 1.6 3.1 - - - - 19 D+ Fl) +CG+L+<WI -1.6 2.7 20 D+FD+CO+L+W2> -1.5 3.0 - - - - 21 D + FD + CG + L + <W2 1.4 2.8 - - - - 22 D + FD + CG + L> + FL -0.0 8.3 - 23 b 4- FD + CG + <L + FL -0.0 8.3 - - - - 24 D + FD + CG + ASLA + FL -0.0 8.0 - -. - - 25 D + FD + CO + AASL + FL -0.0 8.3 - 26 D+FD+CO+L+WI>+FL 1.6 8.2 - - - - 27 D+FD+CG+L+<WI+FL -1.6 7.8 - 28 D+FD+CO+L+W2>+FL -1.5 8.2 - 29 D+FD+CO+L+<W2+FL 1.4 7.9 - - - - 30 D + FD + CG + FL -0.0 8.0 - - - - 31 D+FD+CO+E>+EG+ -0.7 3.0 - - - - 32 D + FD + CG + <E + EG+ 0.7 3.1 - 33 D+ Fl) +CU+E>+EO- -0.7 1.5 - - - - 34 D+ Fl) +CU+cE+EO- 0.7 1.5 43 D+FD+CG+WPAI 1.4 2.8 - - - - 44 D+ Fl) +CU+WPA1 1.5 1.5 - - - - 45 D+FD+CO+L+WPAI 1.0 3.1 - - - - 46 D+FD+CO+L+WPA1+FL 1.0 8.2 - - - - 47 D+FD+CG+WPDI 1.5 2.6 - - - - 48 D+FD+CU+WPDI 1.5 1.4 - - - - 49 D+FD+CG+L+WPDI 1.1 3.0 - - - - 50 D+FD+CO--L+WPD1+FL 1.1 8.1 - - - - 51 D+FD+CG+WPA2 0.6 2.7 - - - - 52 D+ Fl) +CU+WPA2 0.6 1.5 - - - - 53 D+ Fl) +CG+L+WPA2 0.4 3.1 - - - - 54 D+FD+CO+L+WPA2+FL 0.4 8.2 - - - - 55 D + FD + CO + WPD2 0.6 2.6 - - - - 56 D+FD+CU+WPD2 0.7 1.4 - - - - 57 D + FD + CO + L + WPD2 0.4 2.9 - - - - 58 D+FD+CO+L+WPD2+FL 0.4 8.1 - 59 D+FD+CO+WPB1 1.4 2.8 - 60 D+FD+CU+WPB1 1.5 1.5 - - - - 61 D+FD+CG+L+WPBI 1.0 3.1 - - - 62 D+FD+CO+L+WPBI+FL 1.0 8.2 - - - 63 D+ Fl) +CG+WPCI 1.5 2.6 - - - - 64 D+FD+CU+WPC1 1.5 1.4 65 D.+FD+CO+L+WPCI 1.1 3.0. - - - - 66 D+FD+CO+L+WPCI+FL 1.1 8.1 - - - -. 67 D + FD + CO + WPB2 0.6 2.7 - - - 68 D+FD+CU+WPB2 0.6 1.5 - - - - 69 D+FD+CO+L+WPB2 0.4 3.1 70 D+FD+CO+L+WPB2+FL 0.4 8.2 - - - - 71 D+FD+CO+WPC2 0.6 2.6 - - - - 72 D+FD+CU+WPC2 0.7 1.4 - - - - 73 D + FD + CO + L + WPC2 0.4 2.9 - - - - File: 4510-09-Magellan.FBO . Version: 7. If Reactions Package Date: 7/7/2009 Time 8:11:39 AM Page: 179 of 197 74 D+FD+CG+L+WPC2+FL 0.4 8.1 - - - -. 75 D+FD+CG+E>+EG++EB> -0.2 3.1 76 D+FD+CG+E>+EG-H-EB> -0.7 3.0 - - - - 77 D+FD+CG+<E+EG++EB> 0.2 3.1 - - - - 78 D+FD+CG+<E+EG-H-EB> 0.7 3.1 - - - - 79 D+FD+CU+E>+EG-+EB> -0.2 1.5 - - - - 80 D+FD+CU+E>+EG-+EB> -0.7 1.5 - - - - 81 D+FD+CU+<E+EG-+EB> 0.2 1.5 - - - - 82 D+FD+CU+<E+EG-+EB> 0.7 1.5 - - - - 87 D+FD+CG+E>+EG++<EB -0.2 3.1 - - - 88 D+FD+CG+E>+EG++<EB -0.7 3.0 - - - - 89 D+FD+CG+<E+EG++<EB 0.2 3.1 - - - - 90 D+FD+CG-4-<E+EG++<EB 0.7 3.1 - - - - 91 D+FD+CU+E>+EG-+<EB -0.2 1.5 - - - - 92 D+FD+CU+E>+EG-+<EB -0.7 1.5 - - - - 93 D+FD+CU+<E+EG-+<EB 0.2 1.5 - - - - 94 D+FD+CU+<E-4-EG-+<EB 1 0.7 1.5 1 - Maximum Combined Reactions Summary with Factored Loads- Framing Xlt All ,-.trnc kc,l nn )n,l tnu'tnrI nnniveic ,cino thp flrt A nnlv6c Methnd X-Loc Grid Hrz left Load Hrz Right Load - Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case 1 (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 84 2.1 9 2.2 12 - - - - - - 9.8 16 1 - - - - I It Date: 7/7;2009 Reactions Package Time: 8:11:39 AM Page: 180 of 197 Wall: 8, Frame at: 11/6/0 Frame ID: Rigid Frame Frame Type:Rigid Frame 61 Values shown are resisting forces of the foundation. D.. - I T., .* ,'tinn. Type -. X-Loc Grid - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod QtylDiam. (in.) Column Base Elev. Exterior Column 0/0/0 8.5 -J 9x29 0.375 4 -1.000 100-0 Exterior Column 52/10/0 8.5 -A 11 x29 0.500 100-0' 6 - 1.500 Load Type Desc. Hx Vy Hx. Hz _L D Frm 0.8 4.0 -0.8 - 3.8 - - - FD Frm - 2.8 - - 57 - CO Frm 1.1 3.4 -1.1 - 4.7 - - - L> Frm 2.1 7.9 -2.1 - 6.7 - <L Frm 2.1 7.9 -2.1 - 6.7 - - - ASL^ Frm 2.2 6.9 -2.2 - 6.7 - - AASL Frm -0.1 1.0 0.1 . - -0.1 - - - Wi> Frm -5.4 -9.1 -4.1 - -1.9 - - - <Wi Frm 2.3 -7.8 8.8 - -11.1 W2> Frm -6.5 -6.8 -6.1 - 2.2 - . - . - <W2 Frm 1.2 -5.4 6.7 - -6.9 - - - CU Frm - - - - - FL Frm - 9.9 - - 18.5 L Frm 2.1 7.9 -2.1 - 6.7 E> . Frm -6.6 -5.1 -6.7 - 5.2 - - - EG+ Frm 0.5 1.8 -0.5 - 1.9 - - - - <E Frm 6.6 5.1 6.7 - -5.2 EG- Frm -0.5 -1.8 0.5 - -1.9 WPAI Brc -0.2 -7.2 -0.2 - -6.5 - - - WPDI Brc 3.7 -3.9 7.8 0.2 -8.5 - - - WPA2 Brc -1.3 4.6 -2.2 - -3.1 - - - WPD2 Brc 2.5 -1.3 5.8 0.4 -4.6 - - - WPBI Brc -0.4 -7.7. 0.0 - -8.2 WPCI Brc 3.6 -4.2 7.9 0.1 -9.2 - - - WPB2 Brc -1.5 -5.1 -2.1 - 4.7 - - - WPC2 Brc 2.4 -1.5 5.8 0.4 -5.3 - - EB> Brc -0.8 -0.9 0.8 -0.1 39.9 <EB Brc 1 0.9 0.8 1 -09 1 43.6 1 -395 1 - - - Frame Reactions - Factored Load Cases at Frame Cross Section: 8.5 Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method File: 4510-09-Magellan.FBO . Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 181 of 197 X-Loc 0/0/0 52/10/0 Gridl - Grid2 8.5 -J 8.5 -A Lc1 Description Hx Vy Hx Hz vy _• _________________ _________________ Cs (application factor not shown) (k) (k) ....QiL D+FD+CG+L> 4.0 18.0 -4.0 - 20.9 - - - 2 D+FD+CG+<L 4.0 18.0 -4.0 - 20.9 - - - 3 D+FD+CG+ASL 4.0 17.0 -4.0 - 21.0 - - - 4 D+FD+CG+ASL 1.8 11.1 -1.8 - 14.2 - - - 8 D+FD+CG+WI> -3.5 1.0 -5.9 - 12.3 - - - 9 D+FD+CG+<Wl 4.2 2.3 6.9 - 3.2 - - - 10 D+FD+CG+W2> 4.6 3.3 -8.0 - 16.5 - - - 11 D+FD+CG+<W2 3.0 4.7 4.8 - 7.3 - - - 12 D+FD+CU+WI> 4.9 -5.1 4.5 - 3.8 - - - 13 D+FD+CU+<Wl 2.8 -3.7 8.3 - -5.4 - - - 14 D+FD+CU+W2> -6.0 -2.7 -6.6 - 7.9 - - - 15 D+FD+CU+<W2 1.7 -1.4 6.2 - -1.2 - - - 16 D+FD+CG+FL 1.8 20.0 -1.8 - 32.8 - - - 17 D+FD+CG 1.8 10.1 -1.8 - 14.3 - - - 18 D+FD+CG+L+WI> -0.6 9.2 -6.5 - 17.8 - - - 19 D+FD+CG+L+<WI 5.2 10.2 3.1 - 10.9 20 D + FD + CG + L + W2> -1.4 10.9 -8.0 - 20.9 21 D+FD+CG+L+<W2 4.3 12.0 1.6 - 14.1 - - - 22 D + FD + CG + L> + FL 3.4 23.4 -3.4 - 33.2 23 D+FD+CG -1-L+FL 3.4 23.4 -3.4 - 33.2 - -. - 24 D + FD + CG + ASLA + FL 3.5 22.7 -3.5 - 33.2 25 D+FD+CG+"ASL+FL 1.8 18.3 -1.8 - 28.1 - - - 26 D+FD+CG+L+WI>+FL -0.6 16.6 -6.5 - 31.7 27 D+FD+CG+L+<W1+FL 5.2 17.6 3.1 - 24.8 - - - 28 D+FD+CG+L+W2>+FL -1.4 18.4 -8.0 - 34.8 - - - 29 D+FD+CG+L+<W2+FL 4.3 19.4 1.6 - 28.0 - - - 30 D+FD+CG+FL 1.8 17.5 -1.8 - 28.2 - - - 31 D+FD+CG+E>+EG+ -3.8 6.7 -8.3 - 20.3 - - - 32 D + FD + CG + <E + EG+ 8.2 16.0 3.9 - 10.9 - - - 33 D + FD + CU + E> + EG- -5.9 -1.9 -6.2 - 9.0 - - - 34 D + FD + CU + <E + EG- 6.1 7.4 6.0 - -0.3 - - - 43 D+FD+CG+WPAI 1.7 2.9 -2.0 - 7.7 - - - 44 D+FD+CU+WPAI 0.3 -3.2 -0.6 - -0.8 - - - 45 D + FD + CG + L + WPAI 3.3 10.6 -3.6 - 14.3 - - - 46 D+FD+CG+L+WPAI+FL 3.3 18.0 -3.6 - 28.2 - - - - 47 D+FD+CG+WPDI 5.5 6.1 6.0 0.2 5.7 - - - 48 D+FD+CU+WPDI 4.1 0.1 7.4 0.2 -2.8 - - - 49 D+FD+CG+L+WPD1 6.2 13.1 2.4 0.2 12.9 - - - 50 D+FD+CG+L+WPDI+FL 6.2 20.5 2.4 0.2 26.8 - - - 51 D+FD+CG+WPA2 0.5 5.5 -4.1 - 11.2 - - - 52 D+FD+CU+WPA2 -0.8 -0.6 -2.7 - 2.6 53 D + FD + CG + L + WPA2 2.5 12.6 -5.1 - 16.9 - - - 54 D+FD+CG+L+WPA2+FL 2.5 20.0 -5.1 - 30.8 - - - 55 D + FD + CG + WPD2 4.4 8.8 3.9 0.4 9.6 - - - 56 D+FD+CU+WPD2 3.0 2.7 5.3 0.4 1.1 - - - 57 D+FD+CG+L+WPD2 5.3 15.0 0.9 0.3 15.8 - -. 58 D+FD+CG+L+WPD2+FL 5.3 22.4 0.9 0.3 29.7 - - - 59 D+FD+CG+WPB1 1.4 2.3 -1.8 - . 6.1 - - - 60 D+FD+CU+WPBI 0.1 -3.7 -0.4 - -2.5 - - - 61 D+FD+CG+L+WPBI 3.1 10.2 -3.4 - 13.1 62 D+FD+CG+L+WPBI+FL 3.1 17.6 -3.4 - 27.0 63 D+FD+CG+WPCI 5.4 5.9 6.1 0.1 5.1 - - - 64 D+FD+CU+WPCI 4.0 -0.1 7.4 0.1 -3.4 - - - 65 D+FD+CG+L+WPCI 6.1 12.9 2.5 0.1 12.4 66 D+FD-+-CcH-L+WPCI+FL 6.1 20.3 2.5 0.1 26.3 - - - - 67 D + FD + CG + WPB2 0.3 5.0 -3.9 - 9.5 - - - 68 D+FD+CU+WPB2 -1.1 -1.1 -2.5 - 1.0 - - - 69 D+FD+CG+L+WPB2 2.3 12.2 -5.0 - 15.7 - - - 70 D+FD+CG+L+WPB2+FL 2.3 19.6 -5.0 - 29.6 - - - 71 D+FD+CG+WPC2 4.3 8.5 4.0 0.4 9.0 - - - 72 D+FD+CU+WPC2 - 2.9 2.5 5.4 0.4 0.5 - - - 73 D+FD+CG+L+WPC2 5.3 14.9 0.9 0.3 15.3 - - File: 45 1 0-09-Magellan.FBO Version: 7. If Reactions Package Date: 7/7/2009 Time: 8:11:39 AM, Page: 182 of 197 74 D+FD-i-CG-I-L+WPC2+FL 5.3, 22.3 0.9 0.3 29.2 - - - 75 D+FD+CG+E>+EG++EB> -0.4 9.1 -3.3 -0.1 53.3 - - - 76 D+FD+CG+E>+EG++EB> -4.0 6.5 -8.1 -0.0 31.2 77 D-4-FD+CG+<E+EG++EB> 3.2 11.9 0.4 -0.1 50.5 - - - 78 D+FD+CG<E+EG++EB> 8.0 15.7 4:1 -0.0 21.8 - - - 79 D+FD+CU+E>+EG-+EB> -2.5 0.5 -1.2 -0.1 42.0 - - - 80 D+FD+CU+E>+EG-+EB> -6.1 -2.1 -6.0 -0.0 19.9 - - 81 D+FD+CU+<E+EG-+EB> 1.1 3.3 2.5 -0.1 39.2 - - - 82 D+FD+CU±<E+EG-+EB> 5.9 7.1 6.3 -0.0 10.6 - - - 87 D+FD+CG+E>+EG++<E13 1.2 10.7 4.8 39.7 -18.9 - - - 88 D4D+CG+E>-4-EG++<EB -3.6 7.0 -8.6 11.9 9.5 89 D+FD+CG+<E+EG+-l-<EB 4.8 13.5 -1.2 39.7 -21.7 90 D+FD+CG-i-<E+EG-I-+<EB 8.4 16.2 3.7 11.9 0.1 91 D+FD+CU+E>+EG-+<EB -0.9 2.1 -2.7 39.7 -30.2 - - - - 92 D+FD+CU+E>+EG-+<EB -5.7 -1.6 -6.4 11.9 -1.7 - - - 93 D+FD+CU+<E+EG-+<EB 2.7 4.9 1.0 39.7 -33.0 - - - 94 D+FD+CU+<E+EG-+<EB 1 6.3 1 7.6 1 58 1 11.9 1 -11.1 - - - Maximum Combined Reactions Summary with Factored Loads- Framing Note: All reactions based on 2nd order structural analysis ising the Direct Analysis Method 3racing X-Loc Grid . Description 52/10/0 A 8.5 Diagonal bracing at base is attached to column Reactions ARE included with frame reactions X-Loc Grid Load Hrz Right Load - Ha In Load Ha Out Load Uplift Load Vii Down Load Mom cw Load Mom ccw Load Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case E86e)ft (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 8.5-J 80 8.4 90 - - - - 5.1 12 23.4 22 - - - - 52/10/0 8.5 -A 88 8.3 13 0.1 75 39.7 87 33.0 93 53.3 75 - - - - File: 4510-09-Magellan.FBO Version: 7. If .. Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 183 of 197 Wall: 8, Frame at: 33/6/0 Frame ID:Rigid Frame Frame Type:Rigid Frame Values shown are resisting forces of the foundation. flportnnc - tinforfnrpd I nod Tvna of cromn Crncc Qprtinn. 0 Type X-Loc Grid I - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod QtylDiam. (in.) Column Base Elev. Exterior Column 0/0/0 9-1 9x29 0.375 4 -1.000 100-0 Exterior Column 52/10/0 9-A 9x29 0.375 4 -1.000 1001-01, Load Type Desc. Hx Vy Hx Hz vy •• ________________ _______________ ________________ D Frm 0.6 3.7 -0.6 - 3.6 - - - FD Frm - 3.2 - - 3.9 - - - CG Frm 0.7 2.8 -0.7 - 2.7 - - - L> Frm 1.6 6.9 -1.6 - 7.4 - - - <L Frm 1.6 6.9 -1.6 - 7.4 - - - ASLA Frm 1.7 5.7 -1.7 - 5.0 - - - "ASL Frm -0.1 1.2 0.1 - -0.1 - - - WI> Frm -4.1 -7.4 -2.0 - -1.7 - - - <Wi Frm 2.0 -8.0 5.6 - -7.8 - - - W2> Frm -5.5 -5.4 -3.7 - 1.5 - - - <W2 Frm 0.6 -6.0 4.0 - -4.7 - - - CU Frm - - - - - - - - FL Frm - 10.3 - - 15.1 - - - L Frm 1.6 6.9 -1.6 - 7.4 - - - Frm -6.3 -4.4 -5.2 - 4.4 Frm 0.4 1.6 -0.4 - 1.5 <E Frm 6.3 4.4 5.2 - 4.4 - - - EG- Frm -0.4 -1.6 0.4 - -1.5 - - - WPAI Brc 1.5 -5.1 0.8 WPDI Brc 3.0 -4.9 5.3 - -6.9 - - - WPA2 Brc 0.1 -2.8 -0.9 - -1.9 - - - WPD2 Brc 1.6 -2.5 3.6 - -3.8 - - - WPBI Brc 1.4 -5.5 0.9 - -5.7 - - - WPCI Brc 2.7 -5.6 5.6 - -8.1 - - - WPB2 Brc -0.0 -3.1 -0.7 - -2.6 - - - WPC2 Brc 1.3 -3.3 4.0 - -5.0 - - - EB> Brc - - - -0.1 - - - - <EB Brc - - - 0.1 - - - - Frame Reactions - Factored Load Cases at Frame Cross Section: 9 Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 Reactions Package Time:8:11:39AM Page: 184 of 197 X-Loc 0/0/0 52/10/0 Grid - 0r1d2 9_1 9-A Ld Description Hx Vy Fix Hz _y_ Cs (application factor not shown) (k) (k) _L _(!L _L D+FD+CG+L> 3.0 16.5 -3.0 - 17.6 - - - 2 D+FD+CO+cL 3.0 16.5 -3.0 - 17.6 - - - 3 D+FD+CO+ASL 3.0 15.3 -3.0 - 15.3 - - - 4 D + FD + CO + AASL 1.2 10.8 -1.2 - 10.2 - - - 8 D+FD+CG+WI> -2.8 2.2 -3.3 - 8.6 - - - 9 D+FD+CG+<W1 3.3 1.6 4.3 - 2.4 10 D+FD+CO+W2> -4.2 4.3 -5.0 - 11.7 - - - - Ii D+FD+CG+<W2 1.9 3.7 2.6 - 5.6 - - - 12 D+FD+CU+Wl> -3.7 -3.3 . -2.4 - 2.9 - - - 13 D+FD+CU+<WI 2.4 -3.9 5.3 - -3.3 - - - 14 D+FD+CU+W2> -5.1 -1.2 4.0 - 6.0 - - - 15 D+FD+CU+<W2 1.0 -1.8 3.6 - -0.2 - - - 16 D+FD+CO+FL 1.3 19.9 -1.3 - 25.4 - - - 17 D+FD+CG 1.3 9.6 -1.3 - 10.2 - - - 18 D+FD+CG+L+Wl> -0.5 9.2 -4.1 - 14.5 19 D+FD+CO+L+W1 4.1 8.8 1.7 - 9.9 - - - 20 D+FD+CO+L+W2> -1.6 10.8 -5.3 - 16.9 21 D+FD+CO+L+<W2 3.0 10.3 0.4 - 12.2 - - - 22 D+FD+CO+L>+FL 2.5 22.5 -2.5 - 27.1 - - - 23 D+FD+CO+<L+FL 2.5 22.5 -2.5 - 27.1 - - - 24 D+FD+CO+ ASV +FL 2.6 21.6 -2.6 - 25.4 - - - 25 D+FD+CO+AASL+FL 1.3 18.2 -1.3, - 21.5 - - - 26 D+FD+CG+L+WI>+FL -0.5 16.9 4.1 - . 25.9 - - - 27 D+FD+CG+L+<W1+FL 4.1 16.5 1.7 - 21.3 - - - 28 D+FD+CO+L+W2>+FL -1.6 18.5 -5.3 - 28.2 - - - 29 D+FD+CG+L+<W2+FL 3.0 18.0 0.4 - 23.6 - - - 30 D+FD+CO+FL 1.3 17.3 -1.3 - 21.6 - - 31 D+FD+CO+E>+EG+ 4.1 6.8 -6.3 - 15.4 - - - 32 D+FD+CO+<E+EG+ 7.3 14.7 3.2 - 7.3 33 D+FD+CU+E>+EO- -5.6 -1.0 -4.8 - 7.5 34 D + FD + CU + <E + EG- 5.8 7.0 4.6 - -0.6 - - - 43 D + FD + CO + WPAI 2.9 4.5 -0.6 - 5.3 44 D+FD+CU+WPAI 1.9 -1.0 0.4 - -0.4 - - - - 45 D+FD+CO+L+WPAI 3.7 10.9 -2.0 - 12.1 46 D+FD+CG+L+WPAI+FL 3.7 18.6 -2.0 - 23.4 - - - - 47 D + FD + CO + WPDI 4.4 4.8 4.0 - 3.4 - - - 48 D + FD + CU + WPD1 3.4 -0.7 4.9 - -2.3 - - - 49 D+FD+CG+L+WPDI 4.8 11.1 1.4 - 10.6 - - - 50 D+FD+CG+L+WPDI+FL 4.8 18.8 1.4 - 22.0 - - - 51 D+FD+CO+WPA2 1.4 6.8 -2.2 - 8.4 - - - 52 D+FD+CU+WPA2 0.5 1.3 -1.2 - 2.7 - - 53 D + FD + CG + L + WPA2 2.6 12.7 -3.2 - 14.4 - - - 54 D+FD+CG+L+WPA2+FL 2.6 20.4 -3.2 - 25.7 - - - 55 D+FD+CO+WPD2 3.0 7.1 2.3 - 6.5 - - - 56 D+FD+CU+WPD2 2.0 1.6 3.3 - 0.8 57 D + FD + CG + L + WPD2 3.8 12.9 0.2 - 12.9 - - -. 58 D+FD+CG+L+WPD2+FL 3.8 20.6 0.2 - 24.3 - - - 59 D+FD+CO+WPBI 2.7 4.2 -0.4 - 4.5 - - - 60 D+FD+CU+WPBI 1.7 -1.3 0.5 - -1.2 - - - 61 D+FD+CG+L+WPB1 3.6 10.7 -1.9 - 11.5 - - 62 D+FD+CG+L+WPBI+FL 3.6 18.4 -1.9 - 22.8 - - 63 D+FD+CO+WPCI 4.0 4.0 4.3 - 2.1 64 D+FD+CU+WPC1 3.1 -1.5 5.2 - -3.6 - - - 65 D+FD+CO+L+WPCI 4.6 10.6 1.7 - 9.7 - - - 66 D+FD+CO+L+WPCI+FL 4.6 18.3 1.7 - 21.0 - - - 67 D+FD+CG+WPB2 1.3 6.5 -2.0 - 7.6 - - - 68 D+FD+CU+WPB2 0.3 1.0 -1.1 - 1.9 - - - 69 D+FD+CO+L+WPB2 2.5 12.4 -3.1 - 13.8 - - - 70 D+FD+CG+L+WPB2+FL 2.5 20.1 -3.1 - 251 - - - 71 D + FD + CO + WPC2 2.6 6.4 2.7 - 5.2 72 D+FD+CU+WPC2 1.6 0.9 3.6 - -0.5 - - - 73 D + FD + CO + L + WPC2 3.5 12.3 0.4 - 12.0 - - -, File: 4510-09-Magellan.FBO . Version: 7if Reactions Package Date: 7/7/2009: Time: 8:11:39 AM Page: 185 of 197 74 D+FD+CG-l-L+WPC2+FL 3.5 20.0 0.4 - 23.3 - - - 75 D+FD+CG+E>+EG++EB> -0.1 9.5 -3.0 -0.1 12.5 - - - 76 D+FD+CG+E>+EG++EB> -4.1 6.8 -6.3 -0.0 15.4 - - - 77 D+FD+CG+<E+EG++EB> 3.3 11.9 -0.2 -0.1 10.1 - - - 78 D+FD+CG+<E+EG++EB> 7.3 14.7 3.2 -0.0 7.3 -. - - 79 D+FD+CU+E>+EG-+EB> -1.6 1.8 -1.5 -0.1 4.7 - - - 80 D+FD+CU+E>+EG-+EB> -5.6 -1.0 -4.8 -0.0 7.5 - - - 81 D+FD+CU+<E+EG-+EB> 1.8 4.2 1.3 -0.1 2.2 - - - 82 D+FD+CU+<E+EG-+EB> 5.8 7.0 4.6 -0.0 -0.6 - 87 D+FD+CG+E>+EG++<EB -0.1 9.5 -3.0 0.0 12.5 - 88 D+FD+CG+E>+EG++<EB -4.1 6.8 -6.3 0.0 15.4 - 89 D+FD+CG+<E+EG++<EB 3.3 11.9 -0.2 0.0 10.1 - - - 90 D+FD+CG+<E+EG++<EB 7.3 14.7 3.2 0.0 7.3 - - - - 91 D+FD+CU+E>+EG-+<EB -1.6 1.8 -1.5 0.0 4.7 - 92 D-FD+CU+E>+EG-+<EB -5.6 -1.0 -4.8 0.0 7.5 - - - 93 D+FD+CU+<E+EG-+<EB 1.8 4.2 1.3 0.0 2.2 - 94 D+FD+CU+<E+EG-+<EB 1 5.8 1 7.0 1 4.6 00 -06 - - - Maximum Combined Reactions Summary with Factored Loads- Framing Nte All re -tun' hzed cm nd nrder ctnictiiril qnnlvziq ticinc' the Direct Analvsic Method X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Mx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 9-1 5.6 33 7.3 32 - - - - 3.9 13 22.5 22 - - - - 52/10/0 9-A 6.3 31 5.3 13 0.1 75 0.0 87 3.6 64 28.2 28 - - - - X-Loc I Grid Description 0/0/0 J-9 Portal Frame is next to column. See portal frame section for reactions File: 4510-09-Magellan.FBO . Version: 7. If 4 Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 186 of 197 Wall: 8, Frame at: 49/0/0 Frame ID:FL 10 Frame Type:Continuous Beam Values shown are resisting forces of the foundation. Rpc.ptinnc - Tlnfaptnrpgi I nad Tvnn t Emma Crncc carhnn. 10 Type X-Loc Grid -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod QtyfDiam. (in.) Column Base Elev. Exterior Column 0/0/0 10-i 9 x 29 0.375 4 - 1.000 100-0 Interior Column 15/0/0 10-I1 9 x 13 0.375 4 - 1.000 1000' - Interior Column 36/3/0 10-13 9 x 19 0.375 4 - 1.000 1001-0' Load Type Desc. Hx Vy Hx Hz • Hx Vy I D Frm - 1.9 - - 1.8 - 1.5 - - FD Frm - 1.6 - - 4.7 - 5.2 CO Frm - 0.5 - - 1.7 - 1.4 L> Frm -0.1 1.9 - - 6.1 0.1 5.2 - - <L Frm -0.1 .19 - - 6.1 0.1 5.2 ASLA Frm -0.2 2.0 - - 1.7 0.2 3.0 - "ASL Frm 0.2 -0.1 - - 4.3 -0.2 2.3 WI> Frm -2.7 -5.1 - 1.6 3.4 -1.2 0.3 - - <WI Frm 3.9 4.2 - -1.4 4.1 1.0 -0.4 - - W2> Frm -4.8 -6.8 - - 4.8 -0.8 0.6 - - <W2 Frm 1.8 2.5 - - -2.8 1.5 -0.1 CU Frm - - - - - - - - - FL Frm 0.0 4.7 - - 15.8 -0.0 19.5 - - - L Frm -0.1 1.9 - - 6.1 0.1 5.2 Frm -6.8 -10.5 - 0.0 9.6 -1.9 0.9 - - EG+ Frm - 0.3 - - 0.9 - 1.6 - Frm 6.8 10.5 - -0.0 -9:6 1.9 -0.9 - - EG- Frm - -0.3 - - -0.9 - -1.6 - WPA1 Brc 3.7 2.2 - - -2.5 -0.8 -0.5 - - WPDI Brc 3.7 2.6 - - -2.4 -0.8 -0.5 - - WPA2 Brc 1.6 0.5 - - -1.1 -0.4 -0.2 - - WPD2 Brc 1.6 0.9 - - -1.1 -0.4 -0.2 - - WPB Brc 3.7 2.2 - - -2.5 -0.8 -0.5 WPCI Brc 3.7 2.6 - .- -2.4 -0.8 -0.5 WPB2 Brc 1.6 0.5 - - -1.1 -0.4 -0.2 - - WPC2 Brc 1.6 0.9 - - -1.1 -0.4 42 EB> Brc - - - - - - - - <EB Brc Frame Reactions - Factored Load Cases at Frame Cross Section: 10 Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method File: 4510-09-Magellan.FBO Version: 7. If Date: 7I7/20O9 Reactions Package Time: 8:11:39 AM Page: 187 of 197 X-Loc 0/0/0 15/0/0 36/3/0 Grid 1 - Grid2 - 10-J 10-11 Description Fix 1A B Ld Vy Hz. jy Hx (application factor not shown) (k) Vy Cs (k) _ (k) D+FD+CG+L> -0.1 (k) 1 5.9 rk -14.2 0.1 13.3 D+FD+CG+L -0.1 - 2 5.9 -14.2 0.1 13.3 D + FD + CG + ASL' -0.2 - 3 6.0 - 9.9 0.2 11.0 - - 4 D+FD+CG+AASL 0.2 3.9 - - 12.5 -0.2 10.3 - - 8 D+FD+CG+WI> -2.7 -1.1 - 1.6 11.6 -1.2 8.4 - - 9 D+FD+CG+<WI 3.9 8.1 - -1.4 4.0 1.0 7.7 10 D + FD + CG + W2> -4.8 -2.8 - - 12.9 -0.8 8.7 - - 11 D+FD+CG+<W2 1.8 6.5 - - 5.4 1.5 8.0 - - 12 D+FD+CU+WI> -2.7 -3.0 - 1.6 7.3 -1.2 4.3 - - 13 D+FD+CU+<WI 3.9 6.2 - -1.4 -0.2 1.0 3.6 - - 14 D+FD+CU+W2> -4.8 -4.7 - - 8.7 -0.8 4.6 - - 15 D+FD+CU+<W2 1.8 45 - - 1.1 1.5 3.9 - - 16 D + FD + CG + FL 0.0 8.7 - - 23.9 -0.0 27.6 - - 17 D+FD+CG - 4.0 - - 8.2 - 8.1 - - 18 D+FD+CG+L+WI> -2.0 1.6 7 1.2 15.3 -0.9 12.2 - - 19 D + FD + CG + L + <W1 2.9 8.5 - -1.0 9.6 0.8 11.7 - - 20 D+FD+CG+L+W2> -3.6 0.3 - - 16.3 -0.5 12.4 - - 21 D+FD+CG+L+<W2 1.3 7.3 - - 10.6 1.2 11.9 - - 22 D + FD + CG + L> + FL -0.0 8.9 - - 24.5 0.0 26.6 - - 23 D + FD + CU + <L + FL -0.0 8.9 - - 24.5 0.0 26.6 - - 24 D+FD+CG+ASL+FL -0.2 9.0 - - 21.3 0.2 24.9 - - 25 D+FD+CG+AASL+FL 0.2 7.5 - - 23.2 42 24.4 - - 26 D+FD+CG+L+WI>+FL -2.0 5.1 - 1.2 27.1 -0.9 26.8 - - 27 D+FD+CG+L+<WI+FL 2.9 12.1 - -1.0 21.4 0.8 26.3 - - 28 D+FD+CG+L+W2>+FL -3.6 3.9 - - 28.1 -0.5 27.1 - - 29 D+FD+CG+L+<W2+FL 1.3 10.8 - - 22.5 1.1 26.5 - - 30 D + FD + CU + FL 0.0 7.5 - - 20.0 -0.0 22.7 - - 31 D + FD + CG + E> + EG+ -6.2 -5.4 - 0.0 17.6 -1.7 10.0 - 32 D + FD + CG + <E + EG+ 6.2 13.8 - -0.0 0.0 1.7 8.3 - - 33 D+FD+CIJ+E>+EG- -6.2 -7.8 - 0.0 12.0 -1.7 3.8 - - 34 D+FD+CU+E+EG- 6.2 11.4 - -0.0 -5.5 1.7 2.1 - - 43 D + FD + CU + WPAI 3.7 6.2 - - 5.7 -0.8 7.5 - - 44 D+FD+CU+WPAI 3.7 4.3 - - 1.4 -0.8 3.5 - - 45 D + FD + CG + L + WPA1 2.7 7.1 - - 10.8 -0.6 11.6 - - 46 D+FD+CG+L+WPAI+FL 2.8 10.6 - - 22.6 -0.6 26.2 - - 47 D + FD + CU + WPDI 3.7 6.6 - - 5.7 -0.8 7.5 - - 48 D+FD+CU+WPDI 3.7 4.6 - - 1.5 -0.8 3.5 - - 49 D+FD+CG+L+WPDI 2.7 7.4 - - 10.9 -0.6 11.6 - - 50 D-1-FD+CG+L+WPDI+FL 2.7 10.9 - - 22.7 -0.6 26.2 - 51 D+FD+CG+WPA2 1.6 4.5 - - 7.0 -0.4 7.8 - - 52 D+FD+CU+WPA2 1.6 2.6 - - 2.8 -0.4 3.8 - - 53 D + FD + CG + L + WPA2 1.2 5.8 - - 11.9 -0.2 11.8 - - 54 D+FD+CG-fL+WPA2+FL 1.2 9.4 - - 23.7 -0.2 26.5 - - 55 D+FD+CG+WPD2 1.6 4.9 - - 7.1 -0.4 7.8 - - 56 D+FD+CU+WPD2 1.6 3.0 - - 2.8 -0.4 3.8 - - 57 D+FD+CU+L+WPD2 1.1 6.1 - - 11.9 -0.2 11.8 -. - 58 D+FD+CG+L+WPD2+FL 1.2 9.6 - - 23.7 -0.2 26.5 - - 59 D+FD+CG+WPBI 3.7 6.2 - - 5.7 -0.8 7.5 - - 60 D+FD+CU+WPBI 3.7 4.3 - - 1.4 -0.8 3.5 - - 61 D+FD+CG+L+WPB1 2.7 7.1 - - 10.8 -0.6 11.6 - - 62 D+FD+CG+L+WPBI+FL 2.8 10.6 - - 22.6 -0.6 26.2 - - 63 P + FD + CG + WPCI 3.7 6.6 - - 5.7 -0.8 7.5 - - 64 D+FD+CU+WPCI 3.7 4.6 - - 1.5 -0.8 3.5 - 65 D+FD+CU+L+WPCI 2.7 7.4 - - 10.9 -0.6 11.6 - - 66 D+FD+CG+L+WPCI+FL 2.7 10.9 - - 22.7 -0.6 26.2 - - 67 D+FD+CU+WPB2 1.6 4.5 - - 7.0 -0.4 7.8 - - 68 D+FDfCU+WPB2 1.6 2.6. - - 2.8 -0.4 3.8 - - 69 D+FD+CU+L+WPB2 1.2 5.8 - - 11.9 -0.2 11.8 - - 70 D-i-FD+CG-1-L+WPB2+FL 1.2 9.4 - - 23.7 -0.2 26.5 - - 71 D+FD+CG+WPC2 1.6 4.9 - - 7.1 -0.4 7.8 - - 72 D + FD + CU + WPC2 1.6 3.0 - - 2.8 -0.4 3.8 - - 73 D+FD+CG+L+WPC2 1.1 6.1 - - 11.9 -0.2 11.8 - - File: 45 1O-09-Magellan.FBO Version: 7. If r Reactions Package Date: 7/7/2009 Time: 8:11:39 AM Page: 188 of 197 74 D+FD+CG+L-l-WPC2+FL 1.2 9.6 - - 23.7 -0.2 26.5 - - 75 D+FD+CG+E>+EG++EB> -1.9 1.4 - 0.0 11.5 -0.5 9.4 76 D+FD+CG+E>+EG++EB> -6.2 -5.4 - 0.0 17.6 -1.7 10.0 - - 77 D+FD+CG+<E+EG++EB> 1.9 7.1 - -0.0 6.2 0.5 8.9 - - 78 D+FD+CG+<E+EG++EB> 6.2 13.8 - -0.0 0.0 1.7 8.3 - - 79 D+FD+CU+E>-l-EG-+EB> -1.9 -1.1 - 0.0 5.9 -0.5 3.2 - - 80 D+FD+CU-4-E>+EG-+EB> -6.2 -7.8 - 0.0 12.0 -1.7 3.8 - - 81 D+FD+CU+<E+EG-+EB> 1.9 4.7 - -0.0 0.6 0.5 2.7 - - 82 D+FD+CU+<E+EG-+EB> 6.2 11.4 - -0.0 -5.5 1.7 2.1 - - 87 D+FD+CG+E>+EG++<EB -1.9 1.4 - 0.0 11.5 -0.5 9.4 - - 88 D+FD+CG+E>+EG++<EB -6.2 . -5.4 - 0.0 17.6 -1.7 10.0 - - - 89 D+FD+CG+<E+EG++<EB 1.9 7.1 - -0.0 6.2 0.5 8.9 - - 90 D+FD+CG-<E+EG++<EB 6.2 13.8 - -0.0 0.0 1.7 8.3 - - 91 D+FD+CU+E>+EG-+<EB -1.9 -1.1 - 0.0 5.9 -0.5 3.2 - - 92 D+FD+CU+E>+EG-+<EB -6.2 -7.8 - 0.0 12.0 -1.7 3.8 -. - 93 D+FD+CU+<E+EG-+<EB 1.9 4.7 - -0.0 0.6 0.5 2.7 - - 94 D+FD+CU-l-<E+EG-+<EB 6.2 11.4 - -00 1 -5 1.7 1 2.1 - - Maximum Combined Reactions Summary with Factored Loads- Framing All r,tirsnc )ni -A- ct-oh-1 nnnivicic neina th flir,t Annlvcie Mfhnrl X-Loc Grid Load Hrz Right Load - Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (in-k) (in-k) 0/0/0 10-J 31 F,7e)ft.. 6.2 32 32 15/0/0 ----7.8 33 13.8 10-11 ---1.4 9 1.6 8 5.5 34 28.1 10-B 31 1.7 32 28 36/3/0 - - - - . - - 27.6 16 - - - Bracing I X-Loc I Grid Description Portal Frame is next to column. See oortal frame section for reactions I I - File: 4510-09-MagellanFBO Version: 7. If . Date: 7/7/2009 Reactions Package Time: 8:11:39 AM ILM1 Page: 189 of 197 Wall: 12, Frame at: 1/0/0 Frame ID:Rigid Frame with Endposts Frame Type:Rigid Frame, End Posts Vu Values shown are resisting forces of the foundation. P pqrtinne - tInf,rtnrpgI I nail Tvnn t Frm rrnc Qpptinn t Type X-Loc Grid 1 - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod QtyfDiam. (in.) Column Base Elev. Exterior Column 0/0/0 34 9 x 29 0.375 4- 1.000 100-0 Interior Column 14/0/0 3-F 8 x 13 0.375 4-0.750 100-0 Exterior Column 52/10/0 3-A 9 x 29 0.375 4- 1.000 1001-01, Load Type Desc. Hx Vy Hx I Hz Vy Hx Hz Vy D Frm 0.6 3.8 - - _ 0.6 -0.6 - 3.4 FD Frm - 2.5 - - 5.6 - - 3.6 - CG Frm 0.7 3.0 - - - -0.7 - 2.6 - - L> Frm 1.7 7.4 - - - -1:7 - 5.9 - - Frm 1.7 7.4 - - - -1.7 - 5.9 - ASL' Frm - - - - - - - - - - AASL Frm - - - - - - - - - - WI> Frm -4.4 -7.6 - 1.7 - -2.6 - -2.6 - - <WI Frm 2.2 -7.0 - -1.4 - 6.1 - -10.1 W2> Frm -5.9 -5.2 - - - 4.3 - 1.5 - - <W2 Frm 0.8 4.6 - - - 4.3 - -6.0 - - CU Frm - - - - - - - - - - FL Frm - 7.2 - - 21.5 - - 15.2 - - L Frm 1.7 7.4 - - - -1.7 - 5.9 - - E> Frm -5.7 -4.0 - -0.1 - -5.3 - 4.1 - - EG+ Frm 0.4 1.7 - - 0.5 0.4 - 1.5 - - <E . Frm 5.7 4.0 - 0.1 - 5.3 - -4.1 - EG- Frm -0.4 -1.7 - - -0.5 0.4 - -1.5 - - WPAI Brc 0.9 -7.9 - - - 1.0 - -8.2 - - WPD1 Brc 3.7 -3.4 - - ' - 5.4 - -7.3 - -- WPA2 Brc -0.5 -5.1 - - - -0.7 - 4.2 - - WPD2 Brc 2.3 -0.6 - - - 3.7 - -3.3 - - WPBI Brc 0.9 -7.9 - - - 1.0 - -8.2 - - WPCI Brc 3.7 -3.4 - - - 5.4 - -7.3 - - WPB2 Brc -0.5 -5.1 - - - -0.7 - -4.2 - - WPC2 Brc 2.3 -0.6 - - - 3.7 - -3.3 - - EB> Brc - - - - - - -0.0 - - - - <EB Brc - I - - - - -. 0.0 1 - - - Frame Reactions - Factored Load Cases at Frame Cross Section: 3 - Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method File: 4510-09-Magellan.FBO ' Version: 7. If :. . hoe Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 190 of 197 X-Loc 0/0/0 14/0/0 52/10/0 Oridl - Grid2 34 3-F 3-A Ld Description Hx Vy Hx Hz Vy Hx :!L YL Cs (application factor not shown) (k) (k) _.QL _()_. i!sL _L.. _QL _QL. 1 D+FD+CG+L> 3.0 16.6 - - 6.2 -3.0 - 15.5 - - 2 D+FD+CG+<L 3.0 16.6 - - 6.2 -3.0 - 15.5 - - 3 D + FD + CO + ASL 1.3 9.2 - - 6.2 -1.3 - 9.6 - - 4 D+FD+CG+AASL 1.3 9.2 - - 6.2 -1.3 - 9.6 - - 8 D+FD+CG+WI> -3.1 1.6 - 1.7 6.2 -3.9 - 7.0 - - 9 D+FD+CG+<WI 3.6 2.2 - -1.4 6.2 4.8 - -0.5 10 D+FD+CG+W2> -4.5 3.9 - - 6.2 -5.6 - 11.1 - - 11 D+FD+CG+<W2 2.1 4.6 - - 6.2 3.0 - 3.6 - - 12 D+FD+CU+W1> -4.1 -3.9 - 1.7 3.7 -2.9 - 1.6 - - 13 D+FD+CU+<WI 2.6 -3.2 - -1.4 3.7 5.7 - -5.9 - - 14 D + FD + CU + W2> -5.5 -1.5 - - 3.7 -4.7 - 5.7 - - 15 D+FD+CU+<W2 1.2 -0.9 - - 3.7 4.0 - -1.8 - - 16 D+FD+CG+FL 1.3 16.4 - - 27.7 -1.3 - 24.9 - - 17 D+FD+CG 1.3 9.2 - - 6.2 -1.3 - 9.6 - - 18 D+FD+CG+L+WI> -0.7 9.0 - 1.3 6.2 -4.5 - 12.1 - - 19 D + FD + CG + L + <W1 4.3 9.5 - -1.1 6.2 2.0 - 6.5 - 20 D+FD+CG+L+W2> -1.8 10.8 - - 6.2 -5.8 - 15.2 - - 21 D+FD+CG+L+<W2 3.2 11.3 - - 6.2 0.7 - 9.6 - - 22 D + FD + CG + L> + FL 2.6 20.1 - - 22.3 -2.6 - 25.5 - - 23 D + FD + CO + <L + FL 2.6 20.1 - - 22.3 -2.6 - 25.5 - - 24 D + FD + CG + ASL A + FL 1.3 14.6 - - 22.3 -1.3 - 21.0 - - 25 D+FD+CG+AASL+FL 1.3 14.6 - - 22.3 -1.3 - 21.0 - - 26 D+FD+CG+L+WI>+FL -0.7 14.4 - 1.3 22.3 -4.5 - 23.5 - 27 D+FD+CG+L+<WI+FL 4.3 14.9 - -1.1 22.3 2.0 - 17.9 - - 28 D+FD+CG+L+W2>+FL -1.8 16.2 - - 22.3 -5.8 - 26.6 - - 29 D+FD+CG+L+<W2+FL 3.2 16.7 - - 22.3 0.7 - 21.0 - - 30 D+FD+CG+FL 1.3 14.6 - - 22.3 -1.3 - 21.0 - - 31 D + FD + CG + E> + EG+ -3.6 6.7 - -0.1 6.5 -6.5 - 14.4 - 32 D + FD + CG + <E + EG+ 6.8 14.1 - 0.1 6.5 3.2 - 6.9 - - 33 D+FD+CU+E>+EG- -5.1 -1.1 - -0.1 3.4 -4.9 - 6.9 - - 34 D+FD+CU+<E+EO- 5.3 6.2 - 0.1 3.4 4.8 - -0.6 - - 43 D+FD+CG+WPAI 2.3 1.3 - - 6.2 -0.3 - 1.4 - - 44 D+FD+CU+WPAI 1.3 -4.1 - - 3.7 0.6 - -4.0 - - 45 D+FD+CG+L+WPA1 3.3 8.8 - - 6.2 -1.8 - 7.9 - - 46 D+FD+CG+L+WPAI+FL 3.3 14.2 - - 22.3 -1.8 - 19.3 - - 47 D+FD+CG+WPD1 5.1 5.8 - - 6.2 4.1 - 2.3 - - 48 D+FD+CU+WPD1 4.1 0.3 - - 3.7 5.0 - -3.1 - - 49 D+FD+CG+L+WPDI 5.4 12.2 - - 6.2 1.5 - 8.6 - - 50 D+FD+CG+L+WPDI+FL 5.4 17.6 - - 22.3 1.5 - 20.0 - - 51 D+FD+CG+WPA2 0.8 4.1 - - 6.2 -2.1 - 5.4 - - 52 D+FD+CU+WPA2 -0.1 -1.4 - - 3.7 -1.1 - 0.0 - - 53 D + FD + CG + L + WPA2 2.2 10.9 - - 6.2 -3.1 - 10.9 - - 54 D+FD+CG+L+WPA2+FL 2.2 16.3 - - 22.3 -3.1 - 22.3 - - 55 D + FD + CG + WPD2 3.6 8.5 - - 6.2 2.3 - 6.4 - - 56 D+FD+CU+WPD2 2.7 3.1 - - 3.7 3.3 - 0.9 - - 57 D+FD+CG+L+WPD2 4.3 14.2 - - 6.2 0.2 - 11.6 - - 58 D+FD+CO+L+WPD2+FL 4.3 19.6 - - 22.3 0.2 - 23.0 - - 59 D + FD + CG + WPB 1 2.3 1.3 - - 6.2 -0.3 - 1.4 - - 60 D+FD+CU+WPBI 1.3 -4.1 - - 3.7 0.6 - -4.0 - - 61 D+FD+CG+L+WPBI 3.3 8.8 - - 6.2 -1.8 - 7.9 - - 62 D+FD+CO+L+WPBI+FL 3.3 . 14.2 - - 22.3 -1.8 - 19.3 - - 63 D+FD+CG+WPCI 5.1 5.8 - - 6.2 4.1 - 2.3 - - 64 D+FD+CU+WPCI 4.1 0.3 - - 3.7 5.0 - -3.1 - - 65 D+FD+CG+L+WPCI 5.4 12.2 - - 6.2 1.5 - 8.6 - - 66 D+FD+CG+L+WPCI+FL 5.4 17.6 - - 22.3 1.5 - 20.0 - - 67 D+FD+CG+WPB2 0.8 4.1 - - 6.2 -2.1 - 5.4 - - 68 D+FD+CU+WPB2 -0.1 -1.4 - - 3.7 -1.1 - 0.0 - - 69 D + FD + CG + L + WPB2 2.2 10.9 - - 6.2 -3.1 - 10.9 - - 70 D+FD+CG-l-L+WP2+FL 2.2 16.3 - - 22.3 -3.1 - 22.3 - - 71 D+FD+CG+WPC2 3.6 8.5 - - 6.2 2.3 - 6.4 - - 72 D+FD+CU+WPC2 2.7 3.1 - - 3.7 3.3 - 0.9 - - 73 D+FD+CG+L+WPC2 4.3 14.2 - - 6.2 0.2 - 11.6 - - File: 45 10-09-Magellan.FBO Version: 7. If . Reactions Package Date: 7/7/2009 - Time: 8:11:39 AM Page: 191 of 197 74 D+FD+CG+L+WPC2+FL 4.3 19.6 - - 22.3 0.2 - 23.0 - - 75 D+FD+CG+E>+EG++EB> 0.1 9.3 - -0.0 6.5 -3.1 -0.0 11.8 - 76 D+FD+CG+E>+EG++EB> -3.6 6.7 - -0.1 6.5 -6.5 -0.0 14.4 - - 77 D+FD+CG+<E+EG++EB> 3.2 11.5 - 0.0 6.5 -0.2 -0.0 9.5 - - 78 D+FD+CG+<E+EG++EB> 6.8 14.1 - 0.1 6.5 3.2 -0.0 6.9 79 D+FD+CU+E>+EG-+EB> -1.5 1.4 - -0.0 3.4 -1.5 -0.0 4.3 - - 80 D+FD+CU+E>+EG-+EB> -5.1 -1.1 - -0.1 3.4 -4.9 -0.0 6.9 - 81 D+FD+CU+<E+EG-+EB> 1.6 3.6 - 0.0 3.4 1.4 -0.0 2.0 - - 82 D+FD+CU+<E+EG-+EB> 5.3 6.2 - 0.1 3.4 4.8 -0.0 -0.6 87 D-I-FD+CG+E>+EG++<EB 0.1 9.3 - -0.0 6.5 -3.1 0.0 11.8 - - 88 D+FD+CG+E>+EG++<EB -3.6 6.7 - -0.1 6.5 -6.5 0.0 14.4 - - 89 D+FD+CG+<E+EG+-1-<EB 3.2 11.5 - 0.0 6.5 -0.2 0.0 9.5 - - 90 D+FD+CG--<E+EG++<EB 6.8 14.1 - 0.1 6.5 3.2 0.0 6.9 - 91 D+FD+CU+E>+EG-+<EB -1.5 1.4 - -0.0 3.4 -1.5 0.0 4.3 - - 92 D+FD+CU+E>+EG-+<EB -5.1 -1.1 - -0.1 3.4 4.9 0.0 6.9 - - - 93 D+FD+CU+<E+EG-+<EB 1.6 3.6 - 0.0 3.4 1.4 0.0 2.0 - - 94 D+FD+CU+<E+EG-+<EB 5.3 6.2 - 0.1 3.4 4.8 0.0 -0.6 - - Maximum Combined Reactions Summary with Factored Loads - Framing . t'Jntp Alt rp.rtinnc hcet1 nn )nd Artier ctn.rt11r91 tinnlucict Ilcino the flirert Annlucic Methnd - X-Loc Grid Hrz left Load Hrz Right Load Hr-L1n Load Hrz Out Load Uplift Load Vrt Down Load Momcw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) - (k) (k) - (in-k) (in-k) - 0/0/0 34 5.5 14 6.8 32 - - - - 4.1 44 20.1 22 - - - - 14/0/0 3-F - - - - 1.4 9 1.7 8 - -. 27.7 16 52/10/0 3-A 6.5 31 5.7 13 0.0 75 0.0 87 5.9 13 26.6 28 - - - - X-Loc Grid Description 0/0/0 34 Portal Frame is next to column. See portal frame section for reactions File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 192 of 197 Wall: 12, Frame at: 26/0/0 Frame ID:Rigid Franz Frame Type:Rigid Frame N C' e Values shown are resisting forces of the foundation. RnQptinnc - llnfaefnrpd I n,nl Tvn. ,.t Fr,imp Crncc Sertinn, A Type X-Loc Grid 1 - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 4-i 9 x 29 0.375 4 - 1.000 . 100-0' Exterior Column 52/10/0 4-A 9 x 29 0.375 4 -1.000 100-0' - - . Load Type Desc. Hx Vy Hx Hz Vy D Frm 0.7 4.1 -0.7 - 3.8 - - - - FD Frm - 3.9 - - . 5.7 - - - CG Frm 0.9 3.4 -0.9 - 3.2 - - - - L> Frm 2.0 8.2 -2.0 - 6.6 - - -, Frm 2.0 8.2 -2:0 - 6.6 ASLA Frm - - - - - - - AASL Frm -. WI> Frm -5.7 -9.2 -3.8 - -3.2 <WI Frm 2.7 -8.2 8.9 - -13.0 - - - W2> Frm -7.2 -6.6 -6.0 - 1.6 <W2 Frm 1.1 -5.6 6.7 - -8.1 - - - - CU Frm - - - - - - - - FL Frm - 12.2 - - 18.3 - - - L Frm 2.0 8.2 -2.0 - 6.6 - - - E> Frm -7.2 -5.0 -6.7 - 5.1 - - - EG+ Frm 0.5 1.9 -0.5 - 1.7 <E Frm 7.2 5.0 6.7 - -5.1 - - - EG- Frm -0.5 -1.9 0.5 - -1.7 - - -' WPAI Brc 0.4 -9.3 0.2 - -9.4 - - - WPDI Brc 4.5 -3.2 7.8 - -9.1 - - - WPA2 Brc -1.2 -6.4 -1.9 - -4.6 - - - WPD2 Brc 3.0 -0.3 5.6 - -4.3 - - - WPB Brc -0.2 -11.9 0.8 - -12.0 WPC1 Brc 4.2 -4.3 - 8.0 - -10.2 WPB2 Brc -1.7 -8.9 -1.4 - -7.2 - - - WPC2 Brc 2.7 -1.4 5.9 - -5.4 - - EB> Brc - - - -0.0 - - - - - <EB Brc - - - 0.1 Frame Reactions - Factored Load Cases at Frame Cross Section: 4 Note: All reactions based on 2nd order structural analysis using theDirect Analysis Method File: 4510-09-Magellan.FBO - . Version: 7. If V . Date: 7/7/2009 Reactions Package Time: 8:11:39AM Page: 193 of 197 X-Loc 0/0/0 52/10/0 Grid 1 - Grid2 - 44 4-A Ld Description Hx Vy Hz _y_ Cs (application factor not shown) (k) (k)Q JL D+FD±CG+L> 3.7 19.2 2 19.6 r16 - D+FD+CG+<L 3.7 19.6 - D+FD+CG+ASL 19.2 3 1.6 11.4 - D+FD+CG+AASL 12.7 4 1.6 11.4 - 12.7 - - - 8 D+FD+CG+Wl> -4.1 2.2 -5.4 - 9.4 - - - 9 . D+FD+CG+<WI 4.3 3.2 7.2 - -0.3 - - - 10 D+FD+CG+W2> -5.6 4.8 -7.6 - 14.3 - - - 11 D+FD+CG+<W2 2.8 5.8 5.0 - 4.5 - - - 12 D+FD+CU+WI> -5.3 4.4 -4.3 - 2.5 - - - 13 D4-FD+CU+<WI 3.1 -3.4 8.4 - -7.3 - - - 14 D+FD+CU+W2> -6.8 -1.8 -6.4 - 7.3 - - - 15 D+FD+CU+<W2 1.6 -0.8 6.2 - -2.4 - - - 16 D+FD+CG+FL 1.6 23.6 -1.6 - 31.0 - - - 17 D+FD+CG 1.6 11.4 -1.6 - 12.7 - - - 18 D+FD+CG+L+WI> -1.1 10.7 -6.0 - 15.2 - - - 19 D+FD+CG+L+<WI 5.2 11.4 3.5 - 7.9 - - 20 D+FD+CG+L+W2> -2.2 12.6 -7.7 - 18.8 - - - 21 D+FD+CG+L+W2 4.0 13.4 1.8 - 11.5 - - - 22 D + FD + CG + L> + FL 3.2 26.7 -3.2 - 31.3 - - - 23 D + FD + CG + <L + FL 3.2 26.7 -3.2 - 31.3 - - - 24 D+FD+CG+ASV+FL 1.6 20.5 -1.6 - 26.4 - - - 25 D+FD+CG+ASL+FL 1.6 20.5 -1.6 -. 26.4 - - - 26 D+FD+CG+L+WI>+FL -1.1 19.8 -6.0 - 28.9 - - - 27 D+FD+CG+L+<WI+FL 5.2 20.5 3.5 - 21.6 - - - 28 D+FD+CG+L+W2>+FL -2.2 21.8 -7.7 - 32.5 - - - 29 D+FD+CG+L+<W2+FL 4.0 22.5 1.8 - 25.2 - - - 30 D+FD+CG+FL 1.6 20.5 -1.6 - 26.4 - - - 31 D + FD + CG + E> + EG+ 4.6 8.2 -8.0 - 18.5 - - - 32 D + FD + CG + <E + EG+ 8.5 17.3 4.1 - 9.2 - - - 33 D + FD + CU + E> + EG- -6.5 -1.1 -6.2 - 9.2 - 34 D + FD + CU + <E + EG- 6.7. . 8.0 6.0 - -0.1 - - - 43 D+FD+CG+WPAI 2.0 2.1 -1.4 - 3.2 - - - 44 D+FD+CU+WPAI 0.8 -4.5 -0.2 - -3.7 - - - 45 D + FD + CG + L + WPAI 3.4 10.6 -3.0 - 10.5 - - - 46 D+FD+CG+L+WPAI+FL 3.4 19.7 -3.0 - 24.3 - - 47 D+FD+CG+WPDI 6.1 8.2 6.1 - . 3.5 - - 48 D+FD+CU+WPDI 4.9 1.5 7.3 - -3.4 - - - 49 D+FD+CG+L+WPDI 6.5 15.1 2.7 - 10.7 - - - 50 D+FD+CG+L+WPDI+FL 6.5 24.3 2.7 - 24.5 - - - 51 D+FD+CG+WPA2 0.5 5.0 -3.6 - 8.1 - - - 52 . D+FD+CU+WPA2 -0.7 -1.6 -2.4 - 1.1 - - - 53 D + FD + CG + L + WPA2 2.3 12.8 -4.6 - 14.1 - - - 54 D+FD+CG+L+WPA2+FL 2.3 21.9 -4.6 - 27.9 - - - 55 D+FD+CG+WPD2 4.6 11.1 4.0 - 8.4 - - - 56 D+FD+CU+WPD2 3.4 . 4.5 5.2 - 1.4 57 D + FD + CG + L + WPD2 5.4 17.3 1.0 - 14.4 - 58 D+FD+CG+L+WPD2+FL 5.4 26.5 1.0 - 28.1 - - - 59 D+FD+CG+WPBI 1.4 -0.5 -0.9 - 0.6 - - - 60 D+FD+CU+WPBI 0.2 -7.1 0.3 - -6.3 - - - 61 D+FD+CG+L+WPBI 3.0 8.7 -2.6 - 8.6 - - - 62 D+FD+CG-I-L+WPBI+FL 3.0 17.8 -2.6 - 22.3 - - - 63 D+FD+CG+WPCI 5.9 7.1 6.4 - 2.4 - - - 64 D + FD + CU + WPCI 4.7 0.5 7.6 - -4.5 - - - 65 D+FD+CG+L+WPCI 6.3 14.3 2.8 - 9.9 - - - 66 D+FD+CG-4-L+WPCI+FL 6.3 23.5 2.8 - 23.7 - - - 67 D+FD+CG+WPB2 -0.1 2.5 -3.0 - 5.4 - - - 68 D+FD+CU+WPB2 -1.3 -4.1 -1.8 - -1.5 - - - 69 D + FD + CG + L + WPB2 1.9 10.9 -4.2 - 12.2 - - - 70 D+FD+CG+L+WPB2+FL 1.9 20.0 4.2 - 25.9 - - - 71 D + FD + CG + WPC2 4.4 10.0 4.2 - 7.3 - - - 72 D + FD + CU + WPC2 3.2 3.4 5.4 - 0.3 - - - 73 D + FD + CG + L + WPC2 5.2 16.5 1.2 - 13.5 - - - File: 4510-09-Magellan.FBO Version: 7.1 f V - Reactions Package at: 8:11:39 AM Page: 194 of 197 74 D+FD+CG+L+WPC2+FL 5.2 25.7 1.2 - 27.3 - - - 75 D+FD+CG+E>+EG++EB> 0.0 11.4 -3.8 -0.0 15.2 - - - 76 D+FD+CG+E>+EG++EB> -4.6 8.2 -8.0 -0.0 18.5 - - - 77 D+FD+CG+<E+EG++EB> 3.9 14.1 -0.2 -0.0 12.4 - - - 78 D+FD+CG+<E+EG++EB> 8.5 17.3 4.1 -0.0 9.2 79 D+FD+CU+E>+EG-+EB> -1.9 2.1 -1.9 -0.0 5.9 - - - 80 D+FD+CU+E>+EG-+EB> -6.5 -1.1 -6.2 -0.0 9.2 81 D+FD+CU-1-<E+EG-+EB> 2.1 4.8 1.7 -0.0 3.1 - - - 82 D+FD+CU+<E+EG-+EB> 6.7 8.0 6.0 -0.0 -0.1 - - - 87 D+FD+CG+E>+EG+-I-<EB 0.0 11.4 -3.8 0.1 15.2 - - - 88 D+FD+CG-1-E>+EG-I-+<EB -4.6 8.2 -8.0 0.0 18.5 - - - 89 D+FD+CG+<E+EG++<EB 3.9 14.1 -0.2 0.1 12.4 - - - 90 D+FD+CG+<E+E&4-+<EB 8.5 17.3 4.1 0.0 9.2 - - - 91 D+FD+CU+E>+EG-+<EB -1.9 2.1 -1.9 0.1 5.9 - - - 92 D+FD+CU+E>+EG-+<EB -6.5 -1.1 -6.2 0.0 9.2 93 D+FD+CU+<E+EG-+<EB 2.1 4.8 1.7 0.1 3.1 - - - 94 D+FD+CU+<E+EG-+<EB 6.7 8.0 6.0 0.0 -0.1 - - - Maximum Combined Reactions Summary with Factored Loads- Framing Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method X-Loc Grid Load Ha Right Load Ha In Load Ha Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case E80e)ft (k) (k) (k) (k) (in-k) (in-k) 0/0/0 4-i 14 8.5 32 22 52/10/0 ----7.1 60 26.7 4-A 31 8.4 13 0.0 75 0.1 87 7.3 13 32.5 28 - - - - Grid Description 44 Portal Frame is next to column. See portal frame section for reactions 9 -p File: 4510-09-Magellan.FBO Version: 7.1f Date: 7/7/2009 Reactions Package Time: 8:11:39 AM Page: 195 of 197 Wall: 12, Frame at: 45/6/0 Frame ID:Rigid Frame Frame Type:Rigid Frame .1. Values shown are resisting forces of the foundation. D,'tnn, - Tnf,..tnr.d I n,,I Ts,n ,t Crn,, tinn c Type X-Loc Gridi - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 54 9x29 0.375 4 - 1.000 100-0' Exterior Column 52/10/0 5-A 11 x29 0.500 6- 1.500 100-0' Load Type Desc. Hx Vy Fix I Hz Vy D Frm 0.7 3.8 -0.7 - 3.6 - - - FD Frm - 3.2 - - 5.4 - - - CG Frm 1.1 3.3 -1.1 - 5.9 L> Frm 2.0 7.2 -2.0 - 6.3 - - - <L Frm 2.0 7.2 -2.0 - 6.3 - - - ASLA Frm - - - - - - - - 'ASL Frm - - - - . - - - .- WI> Frm -5.7 -8.4 -4.0 - -2.2 - - - <WI Frm 2.5 -6.0 8.1 - -11.3 - - - W2> Frm -6.7 -6.0 -5.9 - 2.1 - - - <W2 Frm 1.5 -3.7 6.2 - -7.0 - - - CU Frm - -, - - - - - - FL Frm - 9.3 - - 17.5 - - - Frm 2.0 7.2 -2.0 - 6.3 - - - E> Frm -5.8 -4.6 -6.1 - 4.7 - - - EG+ Frm 0.5 1.9 -0.5 - 2.1 - - - <E Frm 5.8 4.6 6.1 - -4.7 - - - EG- Frm -0.5 -1.9 0.5 - -2.1 - - - WPAI Brc -0.4 -8.2 -0.1 -0.9 -9.2 - - WPDI Brc 3.5 -2.5 7.2 - -8.1 - - WPA2 Brc -1.4 -5.8 -2.0 -0.3 4.2 - - WPD2 Brc 2.5 -0.1 5.3 - -3.5 - - - WPBI Brc -0.8 -10.1 0.3 -0.9 -11.5 - - - WPCI Brc 3.3 -3.3 7.4 - -9.1 - - - WPB2 Brc -1.8 -7.7 -1.6 -0.3 -6.5 WPC2 Brc 2.3 -0.9 5.5 - -4.5 - - - EB> Brc 1.0 1.0 -1.0 -43.8 -39.9 - - - <EB Brc 1 -0.9 -0.9 09 0.1 396 - - - Frame Reactions - Factored Load Cases at Frame Cross Section: 5 Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method File: 4510-09-Magellan.FBO Version: 7. If Date: 7/7/2009 V Reactions Package 8:11:39 AM Page: 196 of 197 X-Loc 0/0/0 52/10/0 Gridi - Grid2 ________5-i 5-A Ld Description Hx Vy Hx Hz y_ Cs (application factor not shown) (k) (k) JL _L 1 D+FD+CG+L> 3.8 17.5 -3.8 - 21.2 - - - 2 D+FD+CG+<L 3.8 17.5 -3.8 - 21.2 - 3 D+FD+CG+ASLA 1.8 10.3 -1.8 - 14.9 - - - 4 D+FD+CG+AASL 1.8 10.3 -1.8 - 14.9 - - 8 D+FD+CG+WI> 3.9 1.9 -5.8 - 12.6 - 9 D+FD+CG+<W1 4.3 4.3 6.3 - 3.5 - - - 10 D+FD+CG+W2> -4.9 4.3 -7.8 - 17.0 - - - 11 D+FD+CG+<W2 3.3 6.6 4.4 - 7.9 - - - 12 D+FD+CU+WI> -5.3 -4.1 -4.4 - 3.1 13 D+FD+CU+<WI 2.9 -1.8 7.7 - -6.0 - - - 14 D+FD+CU+W2> -6.3 -1.8 -6.3 - 7.5 - - - 15 D+FD+CU+<W2 1.9 0.6 5.8 - -1.6 - 16 D+FD+CG+FL 1.8 19.6 -1.8 - 32.3 - - - 17 D+FD+CG 1.8 10.3 -1.8 - 14.9 - - - 18 D+FD+CG+L+WI> -1.0 9.4 -6.3 - 17.9 - - - 19 D+FD+CG+L+<Wl 5.2 11.1 2.8 - 11.1 - - - 20 D+FD+CG+L+W2> -1.7 11.2 -7.8 - 21.2 - - - - 21 D+FD+CG+L+W2 4.4 12.9 1.3 - 14.3 - - - 22 D + FD + CG + L> + FL .3.3 22.7 -3.3 - 32.7 - - - 23 D+FD+CG+L+FL 3.3 22.7 -3.3 - 32.7 - - - 24 D + FD + CG + ASL A + FL 1.8 17.3 -1.8 - 28.0 - 25 D+FD+CG+AASL+FL 1.8 17.3 -1.8 - 28.0 - - - 26 D+FD+CG+L+WI>+FL -1.0 16.4 -6.3 - 31.0 - - - 27 D+FD+CG+L+<WI+FL 5.2 18.1 2.8 - 24.2 - 28 D+FD+CG+L+W2>+FL -1.7 18.2 -7.8 - 34.3 - 29 D+FD+CG+L+<W2+FL 4.4 19.9 1.3 - 27.5 - 30 D+FD+CG+FL 1.8 17.3 -1.8 - 28.0 - 31 D+ Fl) +CG+E>+EG+ -3.0 7.4 -7.8 - 20.6 m - - 32 D+ Fl) +CG+<E-1-EG+ 7.4 15.8 3.4 - 12.0 - - - 33 D+ Fl) +CU+E>+EG- -5.2 -1.3 -5.6 - 8.3 - 34 D+FD-1-CU+<E+EG- 5.3 7.1 5.5 - -0.4 - - - 43 D+FD+CG+WPAI 1.4 2.1 -2.0 -0.9 5.6 - - - 44 D + FD + CU + WPAI 0.0 4.0 -0.6 -0.9 -3.9 - - - 45 D+FD+CG+L+WPAI 3.0 9.5 -3.4 -0.6 12.7 - - - 46 D+FD+CG+L+WPAI+FL 3.0 16.5 -3.4 -0.6 25.8 - - - 47 D + FD + CG + WPDI 5.3 7.8 5.4 - 6.8 - - - 48 D+FD+CU+WPDI 3.9 1.8 6.8 - -2.7 - 49 D+FD+CG+L+WPDI 5.9 13.8 2.1 - 13.6 - - - 50 D+FD+CG+L+WPD1+FL 5.9 20.8 2.1 - . 26.7 - - - 51 D+FD+CG+WPA2 0.4 4.5 -3.9 -0.3 10.6 - - - 52 D+FD+CU+WPA2 -1.0 -1.6 -2.5 -0.3 1.2 - - - 53 D + FD + CG + L + WPA2 2.3 11.3 -4.8 -0.2 16.4 - 54 D+FD+CG+L+WPA2+FL 2.3 18.3 -4.8 -0.2 29.5 - - - 55 D+FD+CG+WPD2 4.3 10.3 3.5 - 11.4 - - - 56 D + FD + CU + WPD2 2.9 4.2 4.9 - 1.9 - 57 D + FD + CG + L + WPD2 5.2 15.6 0.7 - 17.0 - - - 58 D+FD+CG+L+WPD2+FL 5.2 22.6 0.7 - 30.1 - - - 59 D+ Fl) +CG+WPBI 1.0 0.2 -1.6 49 3.4 - - 60 D+ Fl) +CU+WPBI -0.4 -5.9 -0.1 -0.9 -6.1 - - - 61 D+FD+CG+L+ WPB I 2.7 8.1 -3.1 -0.7 11.0 - 62 D+FD+CG+L+WPB1+FL 2.7 15.1 -3.1 -0.7 24.1 - - - 63 D+FD+CG+WPCI 5.1 7.0 5.6 - 5.8 - - - 64 D+ Fl) +CU+ WPC I . 3.7 1.0 7.0 - -3.7 - - - 65 D+FD+CG+L+ WPC I 5.8 13.2 2.2 - 12.8 - - - 66 D+FD+CG+L+WPCI+FL 5.8 20.2 2.2 - 25.9 - - - 67 D + FD + CG + WPB2 -0.0 2.6 -3.5 -0.3 8.4 - 68 D+ Fl) +CU+WPB2 -1.4 -3.5 -2.1 -0.3 -1.1 - - - 69 D + FD + CG + L + WPB2 1.9 9.9 4.5 -0.2 14.7 - - - 70 D+FD+CcH-L+wPB2+FL 1.9 16.9 4.5 -0.2 27.8 - 71 D+ Fl) +CG+WPC2 4.1 9.5 3.7 - 10.4 - - - 72 D+FD+CU+WPC2 2.7 3.4 5.1 - 0.9 - - - 73 D + FD + CG + L + WPC2 5.0 15.0 0.8 - 16.2 - - - - File: 4510-09-Magellan.FBO Version: 7. If 7/7/2009 Reactions Package at: 8:11:39 AM h&. Page: 197 of 197 74 D+FD+CG+L+WPC2+FL 5.0 22.0 0.8 - 29.3 - - - 75 D+FD+CG+E>+EG++EB> 1.6 11.3 4.8 39.9 -18.7 - - 76 D+FD+CG+E>+EG-H-EB> -2.8 7.7 -8.1 -12.0 9.7 - - - 77 D+FD+CG+E+EG-H-EB> 4.7 13.8 -1.5 -39.9 -21.3 - - - 78 D+FD+CG+<E+EQ-H-EB> 7.7 16.1 3.1 -12.0 1.1 - - - 79 D+FD+CU+E>+EG-+EB> -0.6 2.6 -2.7 -39.9 -31.1 - - - 80 D+FD+CU+E>+EG-+EB> -4.9 -1.0 -5.9 -12.0 -2.6 - - -, 81 D+FD+CU+<E+EG+EB> 2.6 5.1 0.7 39.9 33.7 - - 82 D+FD+CU+<E+EG-+EB> 5.6 7.4 5.2 -12.0 -11.3 - - - 87 D+FD+CG+E>+EG++<EB -0.2 9.5 -3.1 0.1 53.6 - - - 88 D-FD+CG+E>+EG++<EB -3.3 7.1 -7.5 0.0 31.4 - - - 89 D+FD+CG+<E+EG++<EB 3.0 12.0 0.3 0.1 51.0 - 90 D+FD+CG+<E+EG++<EB 7.2 15.6 3.6 0.0 22.8 - - - 91 D+FD+CU+E>+EG-+<EB -2.3 0.8 -1.0 0.1 41.3 - - - 92 D+FD+CU+E>+EG-+<EB -5.4 -1.6 -5.4 0.0 19.1 - - - 93 D+FD+CU+<E+EG-+<EB 0.8 3.4 2.4 0.1 38.7 - - - 94 D+FD+CU+<E+EG-+<EB 1 5.1 1 6.9 1 5.8 1 00 1 IOA 1 - - - Maximum Combined Reactions Summary with Factored Loads- Framing Jn All r,'tnn, hcl n )nl f',rl th flirt An.luci. Mthnd X-Loc Grid Load Ha Right Load Ha In Load Ha Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case IT] k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 5-J 14 7.7 78 ----5.9 60 22.7 5-A 76 7.7 13 22 52/10/0 39.9 75 0.1 87 33.7 81 53.6 87 - - - - X-Loc I Grid 152/10/01 5-A I Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: 4510-09-Magellan.FBO . Version: 7. If GEOCON INCORPORATED Project No. 06383-22-05 GEOTECHNICAL CONSULTANTS August 5; 2009 Magellan Aviation, LLC 2006 Palomar Airport Road San Diego, California 92008 Attention: Mr. Robert Levine Subject: MAGELLAN AVIATION - FBO PALOMAR AIRPORT ROAD CARLSBAD, CALIFORNIA FOUNDATION PLAN REVIEW References: I. Final Report of Testing and Observation Services Performed During Site Grading of the Building Envelopes, Magellan Aviation North, Hangars A, B and D, Palomar Airport, Carlsbad, California, prepared by Geocon Incorporated, dated June 25, 2008 (Project No. 06383-22-05). 2 Foundation Plans for Magellan Aviation, FBO, prepared MW Construction, dated April 2, 2009. Dear Mr. Levine: In accordance with your request, we have reviewed the referenced foundation plans to evaluate whether the plans and details have been prepared in substantial conformance with the recommendations presented in our referenced geotechnical report. Based upon our review of the foundation plans and the information contained within the geotechnical report, it is the opinion of Geocon Incorporated that the foundation plans and details have been prepared in substantial conformance with recommendations presented in the referenced report. We limited our review to geotechnical aspects of project development and did not include the review of other details on the referenced plan. Geocon Incorporated has no opinion regarding other details found on the referenced plans, structural or otherwise, that do not directly pertain to geotechnical aspects of site development. Should you have any questions regarding this letter, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, .0111AL GIs, k AU cc /hawnWeedon No Q. CETIMFIED * 14 NG IST (2) Addressee GE 2714 (e-mail) H2A Architects Attention: Mr. Jaime Bernal GEOCON rNcORPORATED ,2') --- // 4adr CEG 1778 AS:SW:dmc No. 2714 Exp.O6i31j cr_; OF CALN 6960 Flanders Drive a San Diego, California 92121.2974 12 telephone (858) 558-6900 is Fax (858) 558-6159 FINAL REPORT OF TESTING AND OBSERVATION SERVICES PERFORMED DURING SITE GRADING OF THE BUILDING ENVELOPES MAGELLAN AVIATION HANGARS "A", "B", AND "D" PALOMAR AIRPORT ROAD CARLSBAD, CALIFORNIA PREPARED FOR MAGELLAN AVIATION, LLC SAN DIEGO, CALIFORNIA JUNE 25, 2008 PROJECT NO. 06383-22-05 clo9 pe1i GE000N 1 NCO Ft 'P 0 '11. A V E 1) GEOTECHNICAL ONSU1TAN'TS Project No. 06383-22-05 June 25, 2008 Magellan Aviation, LLC 2006 Palomar Airport Road San Diego, California 92008 Attention: Mr. Robert Levine Subject: MAGELLAN AVIATION HANGARS "A", "B" AND "D" PALOMAR AIRPORT ROAD CARLSBAD, CALIFORNIA FINAL REPORT OF TESTING AND OBSERVATION SERVICES PERFORMED DURING SITE GRADING OF THE BUILDING ENVELOPES Dear Mr. Levine: In accordance with your request and our proposal (LG-08 190 dated May 30, 2008), we have provided compaction testing and observation services during the grading of the subject site. Our services were performed from May 19, 2008 through June 6, 2008. The scope of our services included the following: Observing the grading operations; Performing in-place density tests on fill placed and compacted at the site; Performing laboratory tests to aid in evaluating the maximum dry density, optimum moisture content of various soil types encountered and/or used as fill. Additionally, we performed laboratory tests on samples of soil present at finish grade to evaluate expansion characteristics and water-soluble sulfate content. Preparing an "As-Graded" Geologic Map; Preparing this final report of grading. GENERAL The general contractor for the project was Al Shankle Construction Co. The contractor for the project was Watkins Landmark Construction. The grading contractor for the project was San Pasqual Construction Contractors Incorporated. The project plan was prepared by Javad Tanbakuchi and is titled Magellan Aviation, North Phase, Hangars "A ", "B", "D", and FBO, Drawing No. 447-8B, with City Approval date June 5, 2008. The project soils report is titled Geotechnical Investigation Update, Magellan Aviation North, Palomar Airport, Carlsbad, California, prepared by Geocon Incorporated" dated July 10, 2007 (Project No. 06383-22-01). 6960F)onders Drive 0 8an brego.Calilorr;ia 2124 in Telephone (858) 5586900 ('58) 5.8-659 References to elevations and locations herein were based on surveyors' or grade checkers' stakes in the field and/or interpolation from the referenced grading plans. Geocon Incorporated does not provide surveying services and, therefore, has no opinion regarding the accuracy of the as-graded elevations or surface geometry with respect to the approved grading plans or proper surface drainage. GRADING Current grading began with the removal of the upper, approximately two to four feet of soil beneath Hangars "A", "B", and "D" to expose dense Santiago Formation. The approximate elevation at the bottom of the removals is indicated on the As-Graded Geologic Map (Figure 1). Prior to placing fill, the exposed ground surface was scarified, moisture conditioned, and compacted. Fill soils, derived from on-site excavations, were then placed and compacted in layers until the design elevations were attained. In general, the on-site fill soils consisted of sandy clay and clayey sand with trace amounts of gravel. No lime treatment of clayey soils was performed during this phase of grading. During the grading operation, compaction procedures were observed and in-place density tests were conducted to evaluate the relative compaction of the fill soil. The in-place density tests were performed in general conformance with ASTM D 2922-01. The results of the in-place dry density and moisture content tests are summarized on Table I. In general, the in-place density test results indicate that the fill soil has a relative compaction of at least 90 peróent at the locations tested. The approximate locations of the in-place density tests are shown on the As-Graded Geologic Map. Laboratory tests were performed on samples of soil used for fill to evaluate optimum moisture content and maximum dry density (ASTM D 1557-02), expansion characteristics (ASTM D 4829-03), and water-soluble sulfate content (California Test No. 417). The results of the laboratory tests are summarized in Tables II, III, and IV. Finish Grade Soil Conditions Observations and laboratory test results indicate that the prevailing soil within the upper approximately 3 feet of finish grade is considered to be "expansive" (expansion index [El] of greater than 20) as defined by 2007 California Building Code (CBC) Section 1802.3.2. Table III presents a summary of the indicated expansion index of the prevailing subgrade soils for each building. The following table presents soil classifications based on the expansion index. The test results indicate the soil possesses a "low" to "high" expansion potential. Project No. 06383-22-05 - 2 - June 25, 2008 TABLE I SOIL CLASSIFICATION BASED ON EXPANSION INDEX Expansion Index (El) Soil Classification 0-20 Very Low 21-50 Low 51 —90 Medium 91-130 High Greater Than 130 Very High Based on the information above, Hangar "A" will require Type V cement for concrete in contact with the ground. Laboratory tests performed on random soil samples to measure the percentage of water-soluble sulfate content in the upper 2 feet of compacted fill indicate that the on-site materials possess a "negligible" to "severe" potential for sulfate exposure to concrete structures, as defined by the 2001 CBC Table 19-A-4. The results of the laboratory water-soluble sulfate tests are presented on Table IV. The following table presents a summary of concrete requirements set forth by CBC Table 19-A-4. TABLE REQUIREMENTS FOR CONCRETE EXPOSED TO SULFATE-CONTAINING SOLUTIONS Maximum Water Minimum Sulfate Exposure Water-Soluble Cement Type to Cement Ratio Compressive Sulfate % by Weight by Weight Strength (psi) Negligible 0.00-0.10 --- Moderate 0.10-0.20 11 0.50 4000 Severe 0.20-2.00 V 0.45 4500 Very Severe > 2.00 V 0.45 4500 Geocon Incorporated does not practice in the field of corrosion engineering. Therefore, it is recommended that further evaluation by a corrosion engineer be performed if improvements are planned that are susceptible to corrosion. SOIL AND GEOLOGIC CONDITIONS The soil and geologic conditions encountered during grading were found to be similar to those described in the project geotechnical report. The building pad area is comprised of compacted fill soil Project No. 06383-22-05 - 3 - June 25, 2008 over Santiago Formation. Fill soil is generally composed of fine- to medium-grained sandy clay, and clayey sands. The enclosed As-Graded Geologic Map depicts the general geologic conditions observed. CONCLUSIONS AND RECOMMENDATIONS 1.0 General 1.1 Based on observations and test results, it is the opinion of Geocon Incorporated that the grading to which this report pertains has been performed in substantial conformance with the recommendations of the previously referenced project soil report and the soil engineering and engineering geologic aspects of the grading are in compliance with the approved geologic report and plans. When soil and geologic conditions encountered during grading differ from those anticipated by the project soil report and required a significant modification to the recommendations of the project soil report, they have been described herein. No soil or geologic conditions were observed during grading which would preclude the iontinued development of the property as planned. 0 2.0 Seismic Design Criteria 2.1 To provide seismic design parameters in accordance with 2007 CBC, we used United States Geologic Survey's computer program entitled Seismic Hazard Curves and Uniform Hazard Response Spectra Version 5.0.8 dated November 20, 2007. Table 2.0 summarizes site- specific design criteria obtained from the 2007 CBC, Chapter 16 Structural Design, Section 1613 Earthquake Loads. The short spectral response has a period of 0.2 seconds. TABLE 2.0 . 2007 CBC SEISMIC DESIGN PARAMETERS Parameter Value IBC-06 Reference Site Class C Table 1613.5.2 Spectral Response - Class B (short), Ss 1.167 g Figure 1613.5(3) Spectral Response — Class B (1 sec), Si 0.441 g Figure 1613.5(4) Site Coefficient, Fa 1.0 . Table 1613.5.3(1) Site Coefficient, F 1.359 Table 1613.5.3(2) Maximum Considered Earthquake Spectral Response Acceleration (short), SMS 1.167 g Section 16 13.5.3 (Eqn 16-37) Maximum Considered Earthquake Spectral Response Acceleration -(1 sec), SMI 0.600g Section 1613.5.3 (Eqn 16-38) 5% Damped Design Response Acceleration (short), 5OS - Spectral 0.778- Section 16 13.5.4 (Eqn 16-39) 5% Damped Design Spectral Response Acceleration (1 sec), S, 0.400 g Section 1613.5.4 (Eqn 16-40) Project No. 06383-22-05 -4- June 25, 2008 2.1 Conformance to the above criteria for seismic design does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur if a maximum level earthquake occurs. The primary goal of seismic design is to protect life and not to avoid all damage, since such design may be economically prohibitive. 3.0 Foundations 3.1 Foundations should extend through the fill and into formational materials. Continuous strip footings should be at least 12 inches wide and should extend at least 24 inches below lowest adjacent grade. Foundations may be designed for an allowable soil bearing pressure of 4,000 pounds per square foot (psf) for footings founded in formational soils. This soil bearing pressure may be increased by 200 psf and 350 psf for each additional foot of foundation width and depth, respectively, up to a maximum allowable soil pressure of 6,000 psf. Isolated spread footings should be at least 2 feet square and founded 24 inches below lowest adjacent pad grade and may be designed for the allowable soil bearing pressures given above. 3.2 The allowable bearing pressures recommended for continuous strip footings and isolated spread footings may be increased by up to one-third for transient loads due to wind or seismic forces. Settlements due to footing loads are expected to be less than Y2-inch. 3.3 No special subgrade presaturation is deemed necessary prior to placing concrete, however, the exposed foundation and slab subgrade soils should be sprinkled to maintain a moist condition as would be expected in any such concrete placement. 3.4 Where buildings or other improvements are planned near the top of a slope steeper than 3:1 (horizontal:vertical), building footings should be deepened such that the bottom outside edge of the footing is at least 7 feet horizontally inside the face of the slope. 3.5 Concrete in contact with the ground for Hangar "A" will require special cement type due to soluble sulfate content 4.0 Concrete Slabs-On-Grade 4.1 We expect that all interior concrete slabs-on-grade for the hangar buildings will be designed as structural pavement sections. However, if office areas within some of the large hangars will not be subject to aircraft loads, these can be designed as slabs-on-grade. Slabs-on-grade should be at least 5 inches thick. Minimum slab reinforcement should consist of No. 3 steel Project No. 06383-22-05 - 5 - June 25, 2008 reinforcing bars placed 18 inches on center in both horizontal directions and positioned within the upper one-third of the slab. Where moisture sensitive floor coverings are planned,. a vapor inhibitor can be placed directly between the concrete and the subgrade soil. The vapor inhibitor should meet or exceed the requirement of ASTM E 1745-97 (Class A) and exhibits permeance not greater than 0.012 perm (measured in accordance with ASTM E 96-95). 4.2 Crack control joints should be spaced in accordance with FAA recommendations. Crack control joints should extend a minimum depth of one-fourth the slab thickness. Construction joints should be designed by the project structural engineer. 4.3 The recommendations of this report are intended to reduce the potential for cracking of slabs due to fills of varying thickness and expansion characteristics. However, even with the incorporation of the recommendations presented herein, foundations, stucco walls, and slabs- on-grade placed on such soil conditions may exhibit some cracking due to soil movement and/or shrinkage. The occurrence of concrete shrinkage cracks is independent of the supporting soil characteristics. Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, proper concrete placement and curing, and by the placement of crack control joints at periodic intervals, in particular, where re-entrant slab corners occur. 5.0 Future Grading 5.1 Any additional grading performed at the site should be accomplished in conjunction with our observation and compaction testing services. Grading plans for any future grading should be reviewed by Geocon Incorporated prior to finalizing. All trench backfill in excess of one-foot thick should be compacted to at least 90 percent relative compaction. This office should be notified at least 48 hours prior to commencing additional grading or backfill operations. 6.0 Drainage 6.1 Adequate drainage provisions are critical to the future performance of the project. Under no circumstances should water be allowed to pond. The building pads and sheet-graded areas should be properly finish-graded so that drainage water is directed away. from foundations, pavements, concrete slabs, and slope tops to controlled drainage devices. 6.2 All underground utilities should be leak free. Utility and irrigation lines should be checked periodically for leaks for early detection of water infiltration and detected leaks should be repaired promptly. Detrimental soil movement could occur if water is allowed to infiltrate the soil over a prolonged period. Project No. 06383-22-05 -6 -1 6 -, June 25, 2008 6.3 Landscaping planters adjacent to paved areas are not recommended due to the potential for surface or irrigation water to infiltrate the pavement's subgrade and base course. We recommend that subdrains to collect excess irrigation water and transmit it to drainage structures or impervious above-grade planter boxes be used. In addition, where landscaping is planned adjacent to the pavement, we recommend construction of a cutoff wall along the edge of the pavement that extends at least 6 inches below the bottom of the base material. 6.4 If detention basins, bioswales, retention basins, or water infiltration devices are being considered, Geocon Incorporated should be retained to provide recommendations pertaining to the geotechnical aspects of possible impacts and design. Distress may be caused to planned improvements and properties located hydrologically downstream. The distress depends on the amount of water to be detained, its residence time, soil permeability, and other factors. We have not performed a hydrogeology study at the site. Downstream properties may be subjected to seeps, springs, slope instability, raised groundwater, movement of foundations and slabs, or other impacts as a result of water infiltration. LIMITATIONS The conclusions and recommendations contained herein apply only to our work with respect to grading, and represent conditions at the date of our final observation, June 6, 2008. Any subsequent grading should be done in conjunction with our observation and testing services. As used herein, the term "observation" implies only that we observed the progress of the work with which we agreed to be involved. Our services did not include the evaluation or identification of the potential presence of hazardous or corrosive materials. Our conclusions and opinions as to whether the work essentially complies with the job specifications are based on our observations, experience, and test results. Subsurface conditions, and the accuracy of tests used to measure such conditions, can vary greatly at any time. We make no warranty, express or implied, except that our services were performed in accordance with engineering principles generally accepted at this time and location. We will accept no responsibility for any subsequent changes made to the site by others, by the uncontrolled action of water, or by the failure of others to properly repair damages caused by the uncontrolled action of water. The findings and recommendations of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. Project No. 06383-22-05 - 7 - June 25, 2008 If you have any questions regarding this report, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED s hP gnillo Se r taff Geologist JPP:AS:JJV:dmc (4) Addressee fISadr - EG 1778 Joseph J. Vettel GE 2401 AU o SACH 61, Cr 0 No. 1778 a- cEmiFlE) * * ENGINEERING p GEOLOGIST ' NOF cM-"2' ProectNo. 06383-22-05 -8- June 25, 2008 GRAPHIC SCALE 0 15 .30 45 60 90. 720 SCALE I= .30 A / / ; 7 / > 10 / — T--- -..: , A 5' / . — - - 79 2 22 E 1 3320 / / I - -, . . . .. • 7' / \ ._. I - -.-,-.—..—.------. / p I . 311 . ., 015 . cm / n .14 . 1 •2 Qcf/ 0 t • — 8 - - I Qcf/ ' ' '-rn " G)j 051 I --..-.-. ......:' I\I 8* 5' I I 'FOSS • . • • 5 0. 8 Qcf/ •SS •8 fi H z(1 Qcf/ ..__L .' •32 3 '\'___,..-•. \\... -_•/--1 I ro __ - . 38 " . . n's ' "i•.' . .,. - p: 3 I - to F. • -' -.•.... ..:-r•-,,/ J / Quc/ m cn - - ) ,i;'... G) -- - Y EXISTING OFFICE 7 11 4 - I - - - -. 2 STORY - Tr LEGEND Qcf........COMPACTED FILL Quc........COMPACTED FILL IN UNDERCUT AREA Ts........SANTIAGO FORMATION APPROX. LOCATION OF GEOLOGIC CONTACT '5.20 .........APFROX. LOCATION OF IN-PLACE DENSITY TEST FG...Finih G,860 155........APPROX. ELEVATION AT BASE OF FILL 24434.0WGJLAORIU.ON0 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Test No. Date Location Elev. or Depth Curve No. Plus 3/4' Rock (%) Field Dry Dens. (pct) Field Moist. Cont. (%) Field Rel. Comp. (%) Req'd. Re!. Comp. (%) 05/21/08 Office Area . 313 6 0 122.5 9.7 92 90 2 05/21/08 Office Area 314 6 0 121.9 11.2 92 90 3 05/21/08 Office Area 314 6 0 120.4 10.9 91 90 4 05/21/08 Office Area 314 6 0 119.7 9.5 90 90 5 05/21/08 Office Area 314 6 0 121.4 10.1 91 90 6 05/21/08 Hangar 315 6 0 117.6 12.8 89 90 6 A 05/22/08 Hangar B 315 6 0 119.2 10.9 90 90 7 05/21/08 Hangar B 316 6 0 120.9 11.6 91 90 8 05/23/08 Hangar 316 6 0 115.9 14.7 87 95 9(9811angar B 316 6 0 120.8 9.2 91 95 8B 05/30/08 Hangar B . 316 6 0 126.2 8.8 95 95 9 05/23/08 Hangar B 316 6 0 114.3 15.2 86 95 9A 05/27/08 Hangar B 316 6 0 119.5 9.8 90 95 9B 05/30/08 Hangar 316 6 0 125.8 8.1 95 95 10 05/23/08 Hangar 315 6 0 119.1 12.5 90 90 11 05/23/08 Hangar . 316 6 0 114.9 14.6 87 95 11 A 05/27/08 Hangar B 316 6 0 123.4 8.9 93 95 II B 05/30/08 Hangar 316 6 0 126.0 9.3 95 95 12 . 05/27/08 Hangar B 315 6 0 120.1 9.9 91 90 13 05/27/08 Hangar B 315 6 0 121.4 10.6 91 90 14 05/27/08 Hangar B 314 6 0 120.2 11.7 91 90 15 05/28/08 Hangar B 314 6 0 118.9 12.3 90 90 16 05/28/08 Hangar 314 6 0 120.4 10.9 91 90 17 05/28/08 Hangar A 315 6 0 123.1 9.5 93 90 18 05/28/08 Hangar A 315 6 0 118.9 10.0 90 90 .19 05/28/08 Hangar 314 6 0 120.9 9.7 91 90 20 05/28/08 Hangar . 315 6 0 124.4 10.1 94 90 21 05/28/08 Hangar 316 6 0 119.7 11.2 90 90 22 05/29/08 Office Area 312 6 0 125.4 10.2 94 90 23 05/29/08 Office Area. 314 6 0 121.9 11.8 92 90 24 05/29/08 Office Area . 315 6 0 120.5 10.7 91 90 PG 25 05/30/08 Office Area 316, 6 0 123.4 11.6 93 90 FG . 26 05/30/08 Office Area 316 6 0 122.9 12.1 93 90 FG 27 05/30/08 Hangar B . 317 6 0 125.7 9.2 95 95 FG 28 05/30/08 Hangar 316 6 0 126.9 10.3 96 95 FG 29 05/30/08 Hangar 317 6 0 125.7 11.5 95 95 FG 30 05/30/08 Hangar A. 316 6 0 126.4 9.6 95 95 31 06/02/08 Hangar 312 I 0 105.1 19.4 91 90 32 06/02/08 Hangar ' 313 1 0 105.4 18.2 91 90 33 06/02/08 Hangar 314 I 0 105.9 17.3 92 90 34 06/02/08 Hangar . 314 I 0 106.3 15.8 92 90 35 06/02/08 Hangar 315 I 0 105.1 17.5 91 90 36 06/02/08 Hangar 315 I 0 104.7 18.2 91 90 FG 37 06/03/08 Hangar 316 I 0 110.9 14.6 96 95 38 06/03/08 Hangar 314 I 0 106.3 16.1 92 90 Project No. 06383-52-05 , June 25, 2008 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Reqd. or 3/4 Dry Moist. Rel. Rd. Depth Curve Rock Dens. Cont. Comp. Comp. Test No. Date Location No. (%) (pci) (%) (%) (%) 39 06/03/08 Hangar 314 1 0 105.5 17.5 92 90 40 06/03/08 Hangar 315 3 0 107.4 16.9 89 90 40A 06/04/08 Hangar 315 3 0 110.3 15.1 91 90 41 06/03/08 Hangar 315 3 0 107.9 17.8 89 90 41A 06/04/08 Hangar 315 3 0 111.8 16.3 93 90 FG 42 06/04/08 Hangar 316 6 0 122.1 12.6 92 95 FO 42A 06/05/08 Hangar . 316 6 0 126.9 11.9 96 95 FG 43 06/04/08 Hangar D 316 6 0 123.4 13.5 93 95 FG 43A 06/05/08 Hangar 316 6 0 127.5 12.4 96 95 44 06/06/08 Hangar -. 315 3 0 - 110.7 14.8 92 90 45 06/06/08 Hangar 315 3 0 109.9 15.2 91 90 FG 46 06/06/08 Hangar D 316 3 0 115.4 13.6 96 95 Project No. 06383-52-05 June 25, 2008 TABLE I EXPLANATION OF CODED TERMS - TEST SUFFIX A, B, C.....Retest of previous density test failure, following moisture conditioning and/or recompaction. Fill in area of density test failure was removed and replaced with properly compacted fill soil. - PREFIX CODE DESIGNATION FOR TEST NUMBERS FG - FINISH GRADE - CURVE NO. Corresponds to curve numbers listed in the summary of laboratory maximum dry density and optimum moisture content test results table for selected fill soil samples encountered during testing and observation. - ROCK CORRECTION For density tests with rock percentage greater than zero, laboratory maximum dry density and optimum moisture content were adjusted for rock content. For tests with rock content equal to zero, laboratory maximum dry density and optimum moisture content values are unadjusted. - TYPE OF TEST SC: Sand Cone Test (ASTM D1556) NU: Nuclear Density Test (ASTM D2922) UT: Other - ELEVATION/DEPTH Test elevations/depths have been rounded to the nearest whole foot. - LOCATION DESCRIPTION (IP): Indicates in-place tests. Where (IP) appears in the location description, the compaction procedures were not observed by a representative of Geocon. Tests were taken at the surface or in test pits after placement of the fill. The results of these tests are indicative of the relative compaction at the location of the test only and may not be extrapolated to adjacent areas. Geocon has no opinion regarding the relative compaction of fill in adjacent areas. Project No. 06383-52-05 June 25, 2008 TABLE II SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTM D 1557-02 Sample No. Description Maximum Dry Density (pcf) Optimum Moisture Content (% dry wt.) Yellowish brown, Clayey, fine SAND with trace 115.2 14.8 gravel 2 Dark brown, Clayey, fine to coarse SAND with trace 134.9 8.1 gravel 3 Gray brown, fine to medium Sandy CLAY 120.8 12.1 4 Black, fine to coarse Sandy GRAVEL with trace silt 135.3 5.9 5 Dark brown, Clayey, fine to coarse SAND with some 140.1 5.4 gravel 6 Dark brown, Clayey, fme to coarse SAND with trace 132.7 8.3 _____________ gravel TABLE III SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS ASTM D 4829-03 Sample No.fLocatton Moisture Content (%) Dry Density (pci) Expansion Index Before Test After Test El-A/Hangar"A" 10.1 25.2 108.8 87 El-B/Hangar "B" 8.9 19.2 113.9 36 EI-C/Hangar"D" 13.4 31.5 98.1 93 EI-DlHangar"D" 10.4 20.1 108.4 26 TABLE IV SUMMARY OF LABORATORY WATER-SOLUBLE SULFATE TEST RESULTS CALIFORNIA TEST NO. 417 Sample No./Location Water-Soluble Sulfate Sulfate Exposure El-A/Hangar "A" 0.213 Severe El-B/Hangar "B" 0.011 Negligible El-C/Hangar "D" 0.074 Negligible EI-D/Hangar "D" 0.035 Negligible 1 Project No. 06383-22-05 June 25, 2008 TITLE 24 REPORT 4 Title 24 Report for: Magellan Aviation Office Bldg 2016 Palomar Airport Road Carlsbad, CA 92008 Project Designer: Howard Anderson & Assoc. Architects 2194 Carmel Valley Road Del Mar, CA 92014 858.755.1236 Report Prepared By: Pacific Coast Designs PACIFIC COAST DESIGNS 27306 Rowel Court Valley Center, CA 92082-6837 (760)751-9060 Job Number: PCD#2k8204 Date: 4/12/2009 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2005 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC - www.energysoft.com. EnergyPro 4.4 by EnergySoft Job Number: PCD #2k8204 User Number: 2314 12000. Hydration Station TM :,'FEATURES &ii:iiiii Sensor Operated ' Electric sensor allows for touch-free hygienic operation, eliminating the - need for manual activation under a number of circumstances. -. Anhimicrobially Protected - Specific components are antimiobially protected using the natural protection of silver which helps proted against the growth of mold and mildew on those treated components. Quality Control The HydrationStation is pre-built and fully water and pressure tested to ensure no leaks and proper function for reduced installation time and added peace of mind.. .._ Finish #4 satin stainless steel back panel can be easily cleaned and maintained while also resisting corrosion. '. - .• - Servicing ,. a ..- - - Durable ABS plastic front panel allows simple access to internal I - (, components. Hidden lock and hinges discourages vandals. ) -' 1[I1Il[I]K I1l[I]I Model 2000 HydrationStationTO is a semi-recessed, bottle or cup filling I . station constructed of durable ABS plastic and 18 gauge, Type 304. Stainless Steel with a satin finish. It shall feature an electric sensor I 1 0 Model HCR8, chiller provides for instantaneous cooling to meet a allowing for touch-free hygienic operation and a 30 second time-out continuousdemand for chilled water. . . - I preventing unwanted use, laminar flaw to prevent splashing, .8 gpm flow 1 I 0, Model 6422 is a replacement filter for thd HydrationStationTM sensor I rate for quick fill-up, and antimicrobtally treated components to prevent the, I operated bottle or cup filling station. growth of mold and mildew on those treated surfaces. 2500 gallon carbon I • .. . * . based filter, hidden lock and hinges on ABS front panel allows access to internal components and indicator light to notify when filter replacement is To see all options for this model visit wwwstayhydrated net J Consists of heavy gauge galvanized steel frame, a 0unting - nd trap access anel. 110 volt, 601-1z, and. 1 amp v hen in use Tailpiece is 1 1/4 00 Provision for trap (not included) must be made - in or behind wall. - . APPLICATI ONS - ..l' •.,, - -; - ..- . ' . • .. ,. - -. . • Perfect fth either public or private indoor settings, the HydrattonStatioh is a great fit in areas where aesthetics are important to the overall appeal ' of the architecture. Specifically, this type of semi-recessed wall mounted bottle filling station would be ideal in settings such as office buildings airports schools and other locations in and around office buildings, Model 2000 meets the Amencans with Disabilities Ad for wheelchair ) access including side approach when mounted at the correct height Haws manufactures drinking fountains electric water coolers and electric 4. • S . drinkingfountainstobeIead-freebyallknovndefinitionsincludingANSII * . . . • NSF Standard 61, Section 9, California Proposition 65 and the Federal Safe Drinking Water Ad Product is compliant to California Lead Plumbing Law (AB 1953) - k t (j') 'DIStF 1455 Kleppe Lane I Spai1cs iW 89431 I fpj 7759.4712 I D]775-459.7424 I • tel kvfc@hawsoocom I Iiavw.cotii 1 6 May, 9 O1SciER conimued odud vnpxoventta make epetIons mthjed to thangew8liout nniice. Giedcthawsne.comfthe Iate pmdud mfrnatjon and updates. * I . . . - . •' . '- - . . - -- ., - . - - THIS DOCUMEW IS TRUE NW OG1F4FAFCT AT TIME OF PUBLICATION. CONTINUED PRQOUCT HIWIE SPSOFICAITONS NW MEASUREMENTS SUBJECT TO CHANGE WITHOUT NOTICE. NOTES: FOR INDOOR USE ONLY. HOLD ROUGH-IN DIMENSIONS ±1/8" (3.2mm). WHEN INSTALLING THIS UNIT, LOCAL, STATE, OR FEDERAL CODES SHOULD BE ADHERED TO. FOR INSTALLATION DIMENSIONS (LOCATIONS), WASTE, AND SUPPLY REQUIREMENTS OTHER THAN SHOWN, DIMENSIONS MARKED ( * ) MUST BE ADJUSTED ACCORDINGLY. IF INSTALLED ABOVE A FOUNTAIN, HEIGHT DIMENSIONS ASSOCIATED WITH THE HYDRATION STATION WILL NOT BE ATTAINABLE. WASTE CONFIGURATION WILL ALSO NEED TO BE CHANGED IN THIS CASE. REFER FIRST TO DRINKING FOUNTAIN INSTALLATION DRAWING. WHEN INSTALLING OR CHANGING FILTER CARTRIDGE, FLUSH SYSTEM FOR AT LEAST FIVE MINUTES TO PURGE ANY CARBON PARTICLES OR AIR BUBBLES. DO NOT LEAVE FILTER HEAD PRESSURIZED FOR LONG PERIODS OF TIME IF IT DOES NOT HAVE A CARTRIDGE INSTALLED. REPLACE FUSES ONLY WITH 1-1/4"X 1/4" 0.25A TIME-DELAY FUSES (BUSSMANN MDL-1/4 OR EQUIVALENT). 38 (98 FILTE (CUSTOMER INSTALL WHERE NEEDED; PROVIDES 3/8" OD TUBING INTO AND OUT OF FILTER - SCREWDRIVER STOP NOT INCLUDED) (100] MOUNTING * FRAME WIDTH 25 [657] (ROUGH IN) I 1-1/4"OR1-1/2"O.D.JlI I WASTE PIPE FACE I (NOT SUPPLIED) F "32 (820] TRAP J (NOT SUPPLIED) FLOOR ACCESS PANEL (INCLUDED (J) WITH PACKAGE; USAGE & LOCATION OPTIONAL) IlISI 8 1 1 -. SUPPLY PANEL PANEL SCREW (4X)-' DRAIN BASIN-'__J~ 19] (1(45]) WASTE WALL FACE—" FLOOR LINE\ 0 p 0• Sb iP MODEL(S): 12000 HYDRATION STATION 1-1/4"/ 1-1/2" O.D. SLIP JOINT WASTE CONNECTION '4041[10221 *(3158 [8031) SUPPLY I 1455 KLEPPE LANE SPARKS, NEVADA 89431 (775) 359.4712 FAX (775) 359-7424 E-MAIL: HAWS@HAWSCO.COM WEBSITE: VIWW.HAWSCO.COM 4j?g [113] APPROXIMATE KE LOCATION FOR LOC DEACTIVATIOI 2009 Haws Corporation - All and other trademarks used in these materials are the exclusive property of Haws Corporation. MAY-01-2009 FRI 12:47 PM CITY OF. CARSLBAD FAX NO 760 602 8559 P 02 City of Carlsbad CERTUt'ICAT OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTRR MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: MAGELLAN AVIATION Building Permit Plan Check Number: CB090652 Project Address: 2016 PALOMAR AIRPORT RD A.P.N.: 7602214700 Project Applicant (Owner Name): MAGELLAN AVIATION Project Description: Building Type: 58 Residential: New OweIIin; Units Square Feet of Living Area In New Dwelling Second Dwelling Unit: Square Feet of Living Area in SOU - Residential Additions: Net Square Feet New Area Commercial/Industrial: 11,093 Square Feet Floor Area - t 0•17 City Certification of Applicant Information: Date: 05101/2009 STRICTS WITHIN THE CITY OF CARLSBAD Carlsbad Unified School District San Marcos Unified School District 6225 El Camino Real Vista CA 92083 (726-2170) Contact:Nancy Dolcc (y Appt. Only) Vista Unified School District 215 Mata Way 1234 Arcadia 13riv0 San MATOUS, CA 92069 (290-2649) Carlsbad CA 92009 (331.500 Encinitas Union School District San Diegnito Union High School Piserict 101 South Rricho Santa Fe Rd 710 Encinitas Blvd. Encinitas, CA 92024 (9444300 ext 166) Encinitas, CA 92024 (753.-e491) Certification of Applicant/Owners. The person executing this declaration ('Ownei) certifies under penally of perjury that (1) the Information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee If Owner requests an Increase in the number of dwelling units or square footage after the building r a Is I or If the Initial determination of units or square footage is found to be incorrect) and that (2) the Owner Is the /d Slop r of the above described project(s), or that the person executing this declaration Is authorized to sign on behal ft a 0 r. Signature: . - ) _._-_L Date: RevIsed 3/30/2006 NY-01-2009 FRI 12:47 PM CITY OF CARSLBD FAX NO, 760 602 8558 P. 03 4 - SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL -' DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER WALTER FREEMAN ASSISTANT SUPERINTENDENT CARLSBAD UNIFIED SCHOOL DISTRICF 6225 EL CAMINO REAL CARLSBAD, CA 92009 -• - - 760 -33/--6OO R-Qvi5cd 3/30/2006 32" Min. CLR n. Requirement 36" MIN. CLR OCCUPANT LOAD ANALYSIS I 1ST FLOOR Business Areas I Occupant Load Factor: 664 SF 15 . = 45 Occupants Assembly (Unconcentrated) I Occupant Load Factor: .. 5,407 SF/ 100 = 55 Occupants TOTAL 1ST FLOOR OCCUPANTS 6,071 SF = 100 Occupants I I 2ND FLOOR I I Business Areas / Occupant Load Factor: 5,647 SF 100 = 57 Occupants TOTAL 1ST FLOOR OCCUPANTS 5,647 SF = 57 Occupants I . ... -. LU1LLIJj. - 9. F71 Li1 L / 60" CLR Exit Provided xceeds 32" Min. Req't. 60" CLR Exit Provided II I <64 0cc. 50 0cc. 4_ < 14 Ccc. (50% TOTAL - (50% 1st Floor) 2nd Floor) FL C11 _o - - 4'-6" CLR Stairway Provided Exceeds 36 Min. Requirement IL . EXIT ANALYSIS PLAN CB090652 100 - - 2016 PALOMAR AIRPORT RD LJCV 41' 195711", Mel Engineering yj nTr7A4 Sent Rec'd Due? 8' HazMaVHeafth - V Workers Comp. UtIi.r. -' r11iyMA IiI.i.i- (tx/ L/( Applic:tionc:mplete? r'gfl(iO . i Lil? (o • •