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HomeMy WebLinkAbout2016 PALOMAR AIRPORT RD; ; PCR09041; PermitJob Address: Permit Type: Parcel No: Valuation: Reference #: PC #: Project Title: Applicant: BRAD ALLABAND 2016 PALOMAR AIRPORT RD CBAD PCR 7602214700 Lot#: $0.00 Construction Type ADD STAIR OPENING IN MEZZANINE Owner: SCIF PALOMAR LLC <DBA MAGELLAN AVIATION> ATTN: MARTIN SLUSSER 1800 AVENUE OF THE STARS #105 LOS ANGELES CA 90067 - Status: ISSUED 0 Applied: 04/13/2009 NEW Entered By: JMA Plan Approved: 05/26/2009 Issued: 05/26/2009 Inspect Area: po.b-700:3ç 760-520-3340 Plan Check Revision Fee Additional Fees $540.00 $0.00 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR09041 Building Inspection Request Line (760) 602-2725 Total Fees: $540.00 Total Payments To Date: $540.00 Balance Due: $0.00 FINAL APPROVAL Inspector: Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures setforth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that-procedure will bar any subsequent legal action to attack, review, set aside void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fpq/yr'tinnq rif whir'h vni, hnvp nrviriiIv hn niun n NOTIr.P cimilnr fn thic ,r me tn whirh tho etntiAo nf limitntinne hc nro,,in,,ct,, nthn.k a —nr,4 Ca r l s b a d Plan Check Revision No. 1u11eO9' 4 I Original Plan Check No._ce7O 7 1 4 9 Project Address (( C .oc•- Date Name of Business at Project Address UV'iô- Contact Z~),ca Ml,J Ph760__O '/O Fax AM 7Y5&c7Email 3c\ tAL) Contact Address City Cc _\LD Zip 9O2 I General Scope of Work— S\-Oc_1 10 106 Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 Elements revised: Plans fl Calculations E Soils Energy Other 2 Describe revisions in detail 3 List page(s) where each revision is shown 4 List revised sheets that replace existing sheets 5 Does this revision, in any way, alter the exterior of the project? fl Yes No 6 Does this revision add ANY new floor area(s)? Yes No 7 Does this revision affect any fire related issues? Yes No 8 Is this a complete set? EJ Yes No Signature \- __- 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: 7 719 Fax: 760-602-8558 • EsGil Corporation In(Partnership with government for Building Safety DATE: May 20, 2009 JURISDICTION: Carlsbad U PLAN REVIEWER U FILE PLAN CHECK NO.: PC07-36 REV4 (PCRO9-41) SET: III PROJECT ADDRESS: 2016 Palomar Airport Rd. PROJECT NAME: Mezz Stairs Op for Hangars of Magellan Aviation North The 'plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. EJ 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. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. , The applicant's copy of the check list has been sent to: Esgil 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: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: THIS PERMIT IS FOR STAIR OPENING ONLY FOR THE MEZZANINE FLOOR. (STRUCTURAL ONLY). By: Bert Domingo (by KC) Enclosures: Previously- Esgil Corporation approved plans GA MB fl EJ LI PC 5/14/09 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858)S60-1468 • Fax(858)560-1576 EsGil Corporation In Partnership with Government for Building Safety DATE: May 7, 2009 JURISDICTION: Carlsbad U PLAN REVIEWER U FILE PLAN CHECK NO.: PCR09-41(PC07-36.REV4) SET:!! PROJECT ADDRESS: 2016 Palomar Airport Rd. PROJECT NAME: Mezz Stairs Op for Hangars of Magellan Aviation North The plans transmitted herewith have been corrected where necessary and substantially comply With the jurisdiction's building codes. LII The plans transmitted herewith will substantially comply with the jurisdiction's 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. 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: Brad Allabad 2615 Auto Parkway, Escondido, CA 92021 El 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: Brad Allabad Telephone #: (760) 520-3340 Date contacted: 5/-7/01 ( b) Fax #: (760) 745-8657 Mail V'Telephone Fax Person REMARKS: THIS PERMIT IS FOR STAIR OPENING ONLY FOR THE MEZZANINE FLOOR. (STRUCTURAL ONLY). By: Bert Domingo (by KC) Enclosures: Esgil Corporation GA MB LI EJ LII PC 5/4/09 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad PCR09-4 l(PCO7-36.REV4) .May 7, 2009 RECHECK CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: PCR09-41(PC07- 36.REV4) PROJECT ADDRESS: 2016 Palomar Airport Rd. SET: II DATE PLAN RECEIVED BY DATE RECHECK COMPLETED: ESGIL CORPORATION: 5/4/09 May 7, 2009 REVIEWED BY: Bert Domingo (by KC 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? 1Yes UNo Carlsbad PCR09-4 1(PCO7-36.REV4) May 7, 2009 GENERAL 1. 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. PLANS 2. All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. THIS WILL BE CHECKED WHEN ALL THE ITEMS BELOW ARE MET. STRUCTURAL 8. PLEASE SUBMIT FOUNDATION PLAN REFLECTING ALL THE RECOMMENDED FOOTINGS. THE NEW CALCULATIONS SHOW A COLUMN LOAD OF —18 KIPS. PLEASE SHOW AN ADEQUATE FOOTING BELOW THAT REACTION. 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. 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: DYes El No 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 Bert Domingo (by KC) at Esgil Corporation. Thank you. EsGil Corporation In Partnership with Government for Bui(ding safety DATE: April 24, 2009 O.AEELJçANT JURIS. JURISDICTION: Carlsbad U PLAN REVIEWER 0 FILE PLAN CHECK NO.: PCR09-41(PC07-36.REV4) SET: I PROJECT ADDRESS: Magellan Aviation PROJECT NAME: Mezz Stairs Op for Hangars of Magellan Aviation North LI 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. LII 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. 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: Brad Allabad 2615 Auto Parkway, Escondido, CA 92021 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: Howard CM. H Teleohone #: (858' 755-5009 X 101 Date contacted: cj 173 (0 't- (by: (C__) Fax #-.1236 Mail ..—Telehone...7 Fax..— In Person LI REMARKS: THIS PERMIT IS FOR STAIR OPENING ONLY FOR THE MEZZANINE FLOOR. (STRUCTURAL ONLY). By: Bert Domingo Enclosures: Esgil Corporation GA MB EJ F1 ic 4/16/09 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CarlsbadPCR09-41(PC07-36.REV4) April 24, 2009 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: PCR09-41(PC07-36.REV4) JURISDICTION: Carlsbad OCCUPANCY: S5/B USE: Hangars/Office TYPE OF CONSTRUCTION: V N ACTUAL AREA.- IALLOWABLE FLOOR AREA: STORIES: ONE/TWO HEIGHT: SPRINKLERS?: YES REMARK'S: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: April 24, 2009 FOREWORD (PLEASE READ): OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 4/16/09 PLAN REVIEWER: Bert Domingo' This plan review is limited to the technical requirements contained in the Uniform 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 2001 CBC, which adopts the 1997 UBC. 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. 106.4.3, 1997 Uniform 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. Carlsbad PCR09-41(PC07-36.REV4) April 24, 2009 GENERAL 1. 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. . PLANS 2. All sheets of the plans and the first-sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. THIS WILL BE CHECKED WHEN ALL THE ITEMS BELOW ARE MET. 3. PLEASE SUBMIT THE SHEET OF THE APPROVED PLAN REFLECTING THE PROPOSED REVISION . . . FOUNDATION 4. Provide a copy of the project soil.report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804. . 5. 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. ' . CarMbad PCR09-41(PC07-36.REV4) April 24, 2009 . STRUCTURAL 6. PLEASE SUBMIT CALCULATIONS FOR THE EXISTING BEAMS SUPPORTING THE NEW BEAMS. 7. PLEASE SHOW ON THE PLANS THE SPECIFICATIONS OF ALL THE STRUCTURAL ELEMENTS. 8. PLEASE SUBMIT FOUNDATION PLAN REFLECTING ALL THE RECOMMENDED FOOTINGS. 9. WITH THE NEW OPENING, PLEASE SHOW HOW THE SHEAR/DIAPHRAGM LOAD WOULD BE TRANSFERRED THRU TO THE RESISTING ELEMENTS. 10. INDICATE ON THE PLANS THE PROPOSED USE OF THE MEZZANINE. Special Inspection of Materials and Construction 11. The plans shall indicate that special inspection will be provided for the following work. (Section A106.1) Steel construction. Special inspections for steel elements should be provided in accordance with Section 1704.3 and Table 1704.3. Welding. Welding inspection should be provided in accordance with Table 1704.3. 12. A Statement of Special Inspections, prepared by the registered design professional in responsible charge, shall be submitted. This statement shall include a complete list of materials and work requiring special inspection, the inspections to be performed and an indication whether the special inspection will be continuous or periodic. Section 1705.2. 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. 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 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 Bert Domingo.at Esgil Corporation. Thank you. Carlsbad. PCRb9-4l(PCO7-36.REI4) April 24, 2009 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: PCR09-41(PC07- 36.REV4) PREPARED BY: Bert Domingo . DATE: April 24, 2009 BUILDING ADDRESS: Magellan Aviation BLDG 1 BUILDING OCCUPANCY: S5/B TYPE OF CONSTRUCTION: V N BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code ICb jBy Ordinance I Bldg. Permit Fee by OrdinanceJ Plan Check Fee by Ordinance Type of. Review: LI Complete Review Fj Structural Only LI Other E] Repetitive Fee -- L1 Repeats Hourly . 4.51 Hours * - Esgil Plan Review Fee Based on hourly rate Comments: ESGIL FEE = $100/HR X 4.5 HRS = $450.00 I $540.001 $4" Sheet 1 of 1 macvalue.doc SCHMT ENGINEERING STRUCTURAL DESIGN Prbject.-1 By Date 5 Sheet No. Of / Subject Job NO. - , U V4 ç • . STRUCTURAL CALCULATIONS t . VlV V - 4 _• . •.:. V'- V I. V V V V V • V V . V V Project: p-'. Palomar. Airport V V Carlsbad, Ca.. • V . V V J V .. V•.•• . Magellan Avaition - Mezzanine Design Office "A" Engineer: ' . ;Schrnit Engineering • . V . V 1965 Rohn Rd. •V • V V - V V V •• Escondido, Ca. 92025 V • (760) 743-0592 V• V Code 2007 California Building Code I- - • ,, -V V ;VV V 4• . Date April '8, 2009 V V V . • V•. * 4-1 XP V VV • . V - - _l . V• - • .. - V V*-V:-. • V • •V VV V V V V V V V V.5%V_ V • VV -. - - . . V *•. • -V • V V VV.V °7 V -. TABLE OF CONTENTS OF 6 113 O/v V • . V Mezzanine Opnirg ..................................................... .V1 • . • V• 12 V •, V . • . V SCHMOT .EGNEEROG. . Project 4 V "77'J STRUCTURAL DESiGN. . . . . ,V By DdteY Sheet No. Of Subject Job NO, rn c_•- 7L' JS &J f7 or.S Op /r1 e J s 2 7 O) () c o4J /& -2 1* rlL- 31 sx- C r, 2 w )/5(5)Sc5 ZO/ (3 rd7 2 2o (X) ,zo S 13z C/)%0000 13 7 / I 7 ZG 77 Z3 oqa' - O57 OQ /2xZc. t"t SCHMT ENGINEERING •. . Project . . STRUCTURAL DES)GN By is Date762 Sheet No.f Subject._______________ Job NO. 5i. 40-&S c)/ C CA 33, - / i o 7) L 'Tc?a f?-tcr fflQcG U C' Cs S)TG Cu's "O cc' 012 or / C. .1 M.P017 mw CC F Jc Fv- I S .I!O . . .0. ........... . :.. C cO C. ) c4Gcc-y kf O V O/2cW ULflLoio) O/o'J i- '5r1 )OtQr AJô LAJJ tC??$ Latitude iTd Longittde of a Point Page 1 of I 4 iTouchMapcoiii Maps I Country State I Places J Google Earth ies Cit I Earthquakes Am Here I Lat Long Home c Latitude and Londitudeof a Point fff;- , 011r.11 To find the latitude and longitude of a point Click on the map Drag the marker or enter the...Ad by Gaok Address 2016 Palomar Airport Road Carlsbad Ca 92008 Best Online Colleges Map Center Land Plat Size Street View Google Earth 3D Area Photographs Compare online college I Off degrees and programs I Try out the Google Earth Plug in Google Earth gives you a 3D look of the area around the center of the map Accredited schools which is usually your last click point and includes latitude longitude and elevation information w.Ed colic 0 g co e5ou ca, Ads by Google Latitude Longitude Map United States MaD Pnntable World Mao Google Earth Mpg World Man Latitude Latitude and Longitude of a Point Find great deals and savet Compare products prices & stores Gps,map coordinates I 8 Looking for gps map - / - coordinates Were your IT I .otccac S Global Maoper 4 View, Edit; Mee& . Convert Files, Download YourFree Demo Todayi AitDOi Rd jl. .i kg ,PaIbnlarOa Wy . . TooDegrees Online GelYour Degree froma - " TopColiegeOnlineiAA AS BA BS and More 0 d . Edukafon.NexTag.wnilOnrno-OE 0 v . • ..ao PaInaa Dr Las Parma Note Right click on a blue markerfto remove it Show Point from Latitude and LongItude Qnterminous 48 States 200 SCE 7 Standard ude 331208495 .Longitd.7.2807816 ; 'Spectral Respon'cceIèrati sSs and Si • Ssan'd.Sl ='Mapped"S. ral Acceleration Values SiteClassB - Fa =1 ,'F —1.0 " 'Data are based 'ao.Ol'deg 4dspacing , Period S " •. (se'c' ' • • • SCHMT ENGINEERING . Project STRUCTURAL DESIGN . . By Z Date __ Sheel No. Of Subject Job NO. - C1-1-Gc,L Du?p,'?c-"-1 5f4 'i5 POC Ot2E&JhJC IA) ys /c;7?• fa- w7 "TNAL Y)2',3 uc / f4s .F: 2. z 5U3 YJ Soo /2 r' lr,-4e Th4. p,7 I -. L/ C: FS 2. / / 5 . I •, 'o/ - (Ciii? .7())[ •"cv SCHMT. ENGNEERNG. Project V 'if 77 'J STRUCTURAL DESIGN By Date 2 Sheet No. --Of Subject Job NO. )• co, - c COD,zJ OO'k - - 1spJ. --- )ui /Z' &J /iC9) io7 s 2&(12) jJ)c 2 5 .- - :QL- opcp5 COL Lí0 12'c CCJL. I'i V Gravity. Beam esin I RAM Steel v8.2 DataBase: Office Mezzanine 2 02/05/0915:14:33. RAM Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: mezz •BeamNumber 115 SPAN INFORMATION (ft):, I-End (-24.00,1.21) J-End (-0.50,1.21) Beam Size (User Selected) = 1B20X23 Fy 55.0 ksi Dept Tw BiTop TiTop BfBot TfBot Area lx h 20.0 0.135 8.00 0.250 8.00 0.250 6.63 473.50 0 Total Beam Length (ft) 23.50 POINT LOADS (kips): Dist DL ReLL Red% NonRLL StbrLL Red% RootLL Red% 13.085 2.28 0.00 0.0 2.33 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.035 0.050 --- NonR 13.085 0.035 0.050 2 0.000 0.023 0:000 --- NonR 23.500 0.023 0.000 SHEAR: Max V (DL+LL) = 3.14 kips fv = 1.19 ksi Fv = 3.99 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-f( ft, ft fb Fb fb Fb Center Max + 31.5 13.1 10.4 1.75 7.98 33.00 7.98 23.80 Controlling 31.5 13.1 10.4 1.75 --- --- 7.98 23.80 REACTIONS (kips): Left Right DL reaction 1.61 1.66 Max +LL reaction 1.50 1.48 Max +total reaction 3.11 3.14 DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at 11.99 ft = -0.098 L/D = 2880 at 11.99 ft -0.093 L/D = 3049 at 11.99 ft = -0.190 L/D = 1481 REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections the following checked items wii.11 also iequue Special Inspection in accordance with the Uniform Building Code Structural tests and Structural observations shall comply with the applicable provisions of Chapter 17 of the 2007 California 86ddink Code. S Item Required If Remarks Checked Soils compliance prior to foundation inspection Structural concrete over 2500 psi Prestressed steel S Field welding High strength bolts Expansion anchors Spec-ial masonry Sprayed on fire proofing Piles / Caissons 5 5 5 Designer - specified Other.. 5: 1 •t, . - - . Date 6/24/2006 Design '0 -7-4162 Tillie: 3:10:46 PM 1' tgc I of 67 4 VP Buildings 3200 Players Club Circle :Memphis, TN38125-8843 - - STRUCTURALDESIGN DATA - . , . -. S - • Project: Magellan Magellan Aviation - Bilding A-B-FBO -. " 'Name': 4510-07-Buildig-B-FB0EP2 : Builder.-PO #: 5057 Jobsite: 2006 Palomar Airport Road - 51 City, State: Carlsbad, California 9008 : County: San Diego : Country: United Stats .:- TABLE OF CONTENTS - Letter of Certification ..........• .................................................................... 2 Building Loading - Expanded Report ...................... . ............................... ................................................................................................ 4 'Reactions -Expanded Repoi-t ........................ ....................... .............................. ............. 14 Bracing' Summary Report...........................................................s..-........................................ ................... 28 Secondary-, Summary Report ..................... ...................................................................................... 42. Framing - Summary Repoit .....................................................................................................................................................................52 Covering - Summary Report.................................................................................................................., .. .. . . H . 67 HandDesign and Details ................................................................................................................. I........H 64 Note(s) to Detailer ..............................................................................................................................H 2 Lbádings ........................... ................................. ........................H 4 Bracing........................................................................................................................................H7 Secondry ..................................................................................................................................H 1-1 Framing ......................................................... . ........................................ , .H 32 - Mezzanine .........................................................................................................................................H 39 - • , "-- : Revised Additional Detail Pages: - Pg. 17-1 to 17-4,H 2,1-13,1-18 to 10,'H 13, H I4,H22 to H,25,-,H 27, H 28, . - •' - H1.H.31-1,B2-I,H3,H35toHj8,H58to.H64 ., . . .• ., - • . • - - - -- • :jj,j \'PCFil: 510-07-Building'A-B-FB0EP2.VPC - TPCVerion: 7.Ob . . - Date: 6/24/2008 Design 07-4162 f'7 Time: 3:10:46 PM :lJIhlll . S Page: 2 of 67 Contact: Mike Stevens Project: Magellan Aviation - B.iilding A-B-FBO Name: MW Construction, Inc. . Builder P0 #: 5057 . .. Address: 615 N. Citracado Parkway Jobsite: 2006 Palomar Airport oad City, State: Escondido, California 92029 City, State: Carlsbad, Californa 92008 Country: United States County, Country: San Diego, United States This is to certify that the above referenced VP BUILDINGS project has been designed for 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: Overall Building Description Shape - Overall Width Overall Length Floor Area (sq. ft.) Wall Area (sq. ft.) Roof Area (sq. ft.) Max. Have Height Miii. Eave Height 2 Max. Roof Pitch Mm. Roof Pitch Peak Height Hangar A Office 1 40/0/0 1 30/0/0 1200 2556 1 1336 29/0/0 1 28/2/0 -0.250:12 Loads and Codes - Shape: Hangar A Office City: Carlsbad County: San Diego Building Code: 2001 California Building Code Based on Building Code: 1997 Uniform Building Code Building Use: Standard Occupancies State: California Built Up: 89AISC Cold Form: 04AISl Country: United States Rainfall: 4.00 inches per hour Dead and Collateral Loads Collateral Gravity:5.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 70.00 mph Wind Exposure (Factor): C (1.214) Parts Wind Exposure Factor: 1.214 / Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Basg Elevation: 0/0/0 Primary Zone Strip Width: N/A Parts / Portions Zone Strip Width: 3/0/0 Basic Wind Pressure: 15.23 psf Live Load Roof Covering + Second. Dead Lead: 2.79 psf Live Load: 20.00 psf Reducible Frame Weight (assumed for seismic):5.50 psf Snow Load Seismic Load Ground Snow Load: 0.00 psf Seismic: Zone 4 Design Snow (Sloped): 0.00 psf Seismic Importance: 1.000 Snow Exposure Category (Factor): I Fully Exposed Framing Seismic Period: 0.4327 (1.00) Snow Importance: 1.000 Bracing Seismic Period: 0.2472 Ground /Roof Conversion: 1.00 Framing R-Factor: 4.5000 % Snow Used in Seismic: 0.00 Bracing R-Factor: 4.5000 Seismic Snow Load: 0.00 psf Source Type: Other than A and C Source Distance: 10.00 km Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor: 1.0000 Brace Redundancy Factor: 1.0000 Frame Seismic Factor (Cs): 0.2444 x W Brace Seismic Factor (Cs): 0.2444 x W Hangar A Office: Mezzanine 1 14/0/0 Floor Type Non-Composite Loading Type Office Top of Floor 14/0/0 Floor Dead Load 20.00 psf Total Thickness of Deck + Topping 0/1/2 Floor Live Load 50.00 psf Not Reducible Top of Joist 13/10/14 Collateral Load 10.00 psf Mm. Clearance from Floor to Joist 12/0/0 Partition Load: 20.00 psf Mm. Clearance from Floor to Rafter 12/0/0 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 Official or Project Engineer to obtain all code and loading information for this specific building site. The steel design is in accordance with VP BUILDINGS standard design practices, which have been established based upon pertinent procedures and recommendations of the following organizations: American Institute of Steel Construction (AISC) American Iron and Steel Institute (AISI) American Welding Society (AWS) American Society for Testing and Materials (ASTM) Canadia tandards Aksociatjon \ 11 ct Bui ' DMaY rers Association (MBMA) \'PC e: 0-07- - 0 EP2.VPC VPC Version: 7.ob :. . . . . Date: 6/24/2008 Design 07-4162 Ef' Time: 3:10:46 PM 1 age 3 of 67 VP Buildings is certified by: . . . ..... - CSA A660 Certified (Design and Manufacturing) . . - ]AS Approved Fabricator S - Canadian Welding Biueau Div. 1 Certified VI' Buildings has designed the structural steel Components of Ilus building in acenidance with the Building Code, Steel Specifications, and Standards indicated above. Steel components are designed uti liziiig the tollownig steel grades unless noted otherwise: 3 Pltite members fabricated from plate, bar, strip steel or sheets ASTM A529, A572, A101 I - All Grade 55 ksi ]-lot Rolled Shapes (W, S C, Angles, etc) ASTM A36, or ASTM A36Mod5O, A529, A572, A588, A709, A992-All Grade 50 ksi Tube and Pipe Sections ASTM A00, Grade B (F)' - 42. ksi pipe, F)' - 46 ksi tube) Light Gage Sections ASTM A 101 SS Grade 55 ksi, A653 SS Grade 55 ksi Round Rod Bracing ASTM A572 Grade 65 ksi This certification DOES NOT apply to the design of the foundation or other on-site structures or components not supplied by VP BUILDINGS, nor does it apply to unauthorized modifications to framing systems provided by VI' BUILDINGS. Furthermore, it is understood that certification is based upon the premise Ihat all components furnished by \'I' BUILDINGS will he erected or constructed in strict compli nec wit ' ocurnerits furnished by VI' BUILDINGS. - Si • P.E. Prepared by: MO Reviewed by: Vl'I3 Merr his 1258843 w-I L) s Club - -• 12/31/20 VPC File: 21510-07-Building A-B-FBO EP2.VPC VPC Version: 7ob V . S Date: 6/24/2098 Design 07-4162 :• . Time: 3:10:46 PM Page:-4 of 67 • Shape: Hangar A Office . •: • . •• . •. ••. Loads and Codes- Shape: Hangar A Office .. . . . . • .•: City: Carlsbad County: San Diego State: California Country: United States Building Code: 2001 California Building Code Built Up: 89AISC •• . Rainfall: 4.00 inches per hour Based on Building Code: 1997 Uniform Building Code Cold Form: 04AISI . . Building Use: Standard Occupancies Dead and Collateral Loads . Collateral Gravity:5.00 psf Frame Weight (assumed for seisrnic):5.50 psf Collateral Uplift: 0.00 psf Side Type Mag Units Shape Applied to . Desc-iption 3:1 D 3.706 . psf Entire Frm Covering Weight - 24 SSR + Secondary Weight 2.58 : Wall: 3, Canopy: I 3:1 D I. 130 psf Entire PUT Covering Weight - 24 SSR: Wall: 3, Canopy: I. 4:1 D 3.553 psf Entire Frm Covering Weight -24 SSR+ Secondary Weight 2.42 : Wall: 4, Canopy: I 4:1 D 1.130 psf Entire PUT Covering Weight -24 SSR: Wall: 4, Canopy: I A D 25.700 plf Line Frm . Parapet Wt. A D 2.789 psf Entire Frrn Covering Weight'- 24 SSR + Secondary Weight 1.66 : Roof: A A D 1.130 psf Entire PUT Covering Weight -24 SSR: Roof: A Live Load Live Load: 20.00 psf Reducible . . . . .• . . . Wind Load Wind Speed: 70.00 mph . . Wind Importance Factor: 1.000 Wind Enclosure: Enclosed Least Horiz. Dimension: 30/0/0 . . Height Used: 28/7/0 (Type: Mean) Parts / Portions Zone Strip Width: 3/0/0 Base Elevation: 0/0/0 qz 0.00256 * (1.00) * (70.00)"2 * (1.00) Primary Zone Strip Width: N/A Velocity Pressure: (qz) 12.54 psf Wind Exposure (Factor): C (1.214) Basic Wind Pressure: 15.23 psf Snow Load Ground Snow Load: 0.00 psf Snow Exposure Category (Factar): I Fully Exposed (1.00). Design Snow (Sloped): 0.00 psf Rain Surcharge: 0.00 Snow Importance: 1.000 Slope Reduction: 1.00 Ground / Roof Conversion: 1.00 . Slope Used: 0.000 ( 0.000:12 Seismic Load Seismic: Zone 4 % Snow Used in Seismic: 0.00 Seismic Importance: 1.000 Seismic Snow Load: 0.00 psf Frame Seismic Factor (Cs): 0.2444 x W Source Type: Other than A and C Brace Seismic Factor (Cs): 0.2444 x W Source Distance: 10.00 km Framing R-Factor: 4.5000 . Frame Redundancy Factor: LOON Bracing R-Factor: 4.5000 Brace Redundancy Factor:I .0000 Soil Profile Type: Stiff soil (D, 4) Framing Seismic Period: 0.432 Bracing Seismic Period: 0.2472 Seismic Period Height Used: 28/7/0 Side Type Mag Units Shape Applied to . Description I E 0.371 psf Spec Frm Brc Seismic: Covering Weight - 1.20 NBVP - Panel + Secondary Weight 0:32 : Wall: 1 I E 0.891 psf Spec Grt Seismic: Covering Weight - 1.20 NBVP - Panel + Secondary Weight 0.32 : Wall: I I E 0.024 psf Rect Frm Brc Seismic: Covering Weight -0.10 NBVP -Tilt Wall: Wall: I I E 0.059 psf Rect Grt Seismic: Covering Weight -0.10 NBVP -Tilt Wall: Wall: I I E 0.024 psf Rect. Frm Brc Seismic: Covering Weight -0.10 NBVP - Tilt Wall : Wall: 1 1 E 0.059 psf Reel Gil Seismic: Covering Weight -0.10 NBVP - Tilt Wall : Wall: 1 I E 0.293 psf Reel Frm Brc Seismic: Covering Weight - 1.20 NBVP - Panel : Wall: I I E 0.704 psf Rect Gil Seismic: Covering Weight - 1.20 NBVP - Panel : Wall: I 2 E> 85.000 plf Line Frm Vert. Distribution 2 <E 85.000 plf Line Frm Vert. Distribution 2 E> 205.000 plf Line Frm Vert. Distribution 2 <E 205.000 plf Line Frrn Vert. Distribution 3 E 0.293 psf Spec Frm Brc Seismic: Covering Weight - 1.20 NBVP - Panel : Wall: 3 VPC File: 4510-07-Building A-B-FBO EP2.VPC S VPC Version: 7.ob 07 Desi"ii -4162 . Time:3:]0:46PM . .... . •. Date: 6/24/2008 Page: 5of67 :. 3 E 0.704 psf Spec Cit 3 E 0.024 psf Reel Frni Bit 3 E 0.059 psi keel Gil 3 E 0.024 psf Rect Frm 131- 3 . E 0.059 psf Rect Cr1 3 E 0.024 psf Reel Frm Brc 3 E 0.059 psi keel Cr1 3 E 0.293 psi Reel Fm, Brc 3 E 0.704 psf Reel Cr1 3 E 0.106 psf Entire Frm lire 3 E 0.254 psi Entire Grt 3:1 E 3.473 psf Entire Frm 3:1 E .3.473 psf Entire Bre 4 E> 85.000 plf Line Em 4 <E 85.000 plf Line Frm 4 12> 205.000 plf Line Em 4 <E 205.000 plf Line Em 4 12 0.293 psf Spec Frm lire .4 12 0.704 psf Spec Cr1 4 E 0.024 psf Reel Fm, lire 4 E 0.059 psi Reel Cr1 4 12 0.293 psf Reel Fmi Bre 4 12 0.704 psf Reel Cr1 4 12 0.078 psf Entire Frm Brc 4 E 0.188 psf Entire Cr1 4:1 E 3.435 psf Entire Frm 4:1 E 3.435 psf Entire Brc A E 3.248 psf Entire Frm A E 3.248 psf Entire Brc A E 6.282 plf Line Frm Brc Seismic: Covering Wiighl - 1.20 N13\'l' - Panel : Wall: 3 Seisrhie: Covering Weight - 0.11) N8\'I' -'Till Wall : Wall: 3 Seismic: Covering Weight - 0.10 N0V1' - Till Wall : Wall: 3 Seismic: Covering Weight - 0.10 NI3VP - lilt Wall : Wall: 3 Seismic: Covering Weight - 0.10 NBVP - Tilt Wall :.Wall: 3 Seismic: Covering Weight - 0.1(1 Nli\'P - Tilt Wall : Wall: 3 Seismic: Covering Weigh(- 0.10 N13Vl' - Till Wall : Wall: 3 Seismic: Covering Weight - 1.20N]3\'P - Panel : Wall: 3 Seismic: Covering Wight - 1.20 NJ3VP - Panel : Wall: 3 Seismic: Secondary Weight 0.43 : Wall: 3 Seismic: Secondary Weight 0.43 : Wall: 3 Seismic: Covering Weight 24 SSR -1 Secondary Weight 2.58 + (Includes 5.000 Collalral 5.500 Frame Weight) : Wall: 3, Canopy: I Seismic: Covering Weight - 24 SSR 4 Secondary Weight 2.58 4- (Includes 5.000 Collateral 5.500 Frame Weight) : Wall: 3, Canopy: I Vert. Distribution . Vert. Distribution Vert. Distribution Vert. Distribution Seismic: Covering Weight - 1.20 NBVI' - Panel : Wall: 4 Seismic: Covering Weight - 1.20 NBVP - Panel : Wall: 4 Seismic: Covering Weight -0.10 NB\'P - Tilt Will : Wall: 4 Seismic: Covering Weight - 0.10 NIIVP - Tilt Wall : Wall: 4 Seismic: Covering Weight - 1.20 NB\'P - Panel : Wall: 4 Scisinic: Covering Weight - 1.20 NB\'P - Panel : Wall: 4 Seismic: Secondary Weight 0.32 : Wall: 4 Seismic: Secondary Weight 0.32: Wall: 4 Seismic: Covering Weight -24 SSR + Secondary Weight 2.42 + (Includes 5.000 Collateral 5.500 Frame Weight): Wall: 4, Canopy: I Seismic: Covering Weight -24 SSR+ Secondary Weight 2.42 + (Includes 5.000 Collateral 5.500 Frame Weight) : Wall: 4, Canopy: I Seismic: Covering Weight - 24 SSR + Secondary Weight 1.66 + (Includes 5.000 Collateral 5.500 Frame Weight) : Roof: A Seismic: Covering Weight -24 SSR + Secondary Weight 1.66 + (Includes 5.000 Collateral- 5.500 Frame Weight) : Roof: A Seismic Effect From Parapet Wt. : Roof: A Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girls and Panels Deflection Limit Override H/I 00 Purlins are supporting:Metal Roof Panels Girts are supporting: Precast Concrete Wall TI A flffk, Mp77nnini' 1 (3)14/0/0 Floor Type Non-Composite Loading Type Office Top of Floor 14/0/0 Floor Dead Load 20.00 psf Total Thickness of Deck + Topping 0/1/2 Floor Live Load 50.00 psf Not Reducible Top of Joist 13/10/14 Collateral Load 10.00 psf Mm. Clearance from Floor to Joist 12/0/0 Partition Load: 20.00 psf Min. Clearance from Floor to Rafter 12/0/0 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, VI' Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. flod,,n 1 .n,nl (',,r,i,lniiinTi - 1iraiiiini' No. Origin Factor Application Description User 1.000 1.0 D + 1.0 FD 4- 1.0 Vi' I> D + FD + Vi' I> 2 User 1.000 1.0 D 4- 1.0 FD + 1.0 <WI D -I FD + <WI 3 User 1.000 1.0D+ 1.0FD-f l.OWI' D+FD±WP 4 System 1.000 1.013+ l.OFD+ I.00CF l.OL+ 1.0 FL D-FFD±CG±L+FL 5 System 1.000 l.OD± ].OFD+ 1.0CG-4- l.OASL"± 1.0 FL D+FD+CC+ASL'-±FL 6 System 1.000 1:0 0+ 1.0 FD +10 CG + 1.0 'ASL + .0 FL 0 + FD ± CC + '-ASL 4-FL 7 System 1.333 l.OD+ 1.0 FD l.00U -F 1.0 Wl>± 1.0 FL D+FD±CU+ Wl>+ FL \'PC File: 4510-07-Building A-B-FBO EP2.VPC VPC \'ersiort: 7.ob Date: 6I24/2068 Design 07-4162 . Time: 3:10:46 PM _____________ • Page: 6of67 8 System 1.333 1.0 D + 1.0 PD + 1.0 CU + 1.0 <WI + 1.0 FL D + FD + CU + <WI + FL 9 System 1.333 1.00+1.0 FD+ I.0CG±0.714 E>+ I.OFL D4FD±CG+ FL 30 System 1.333 l'.OD+I.OFD+ 1.000+0.714<E+ IOFL D + FD + CG + <E + FL II Systni .1.000 .1.0D+ l.OFD± l.00O+ 1.O FL D±FD+CG+FL 12 Special 1.700 0.900 D±0.900 FD+0.900C0+2.800E> D+ FD+CG+ E> 13 Special 1.700 0.900 D + 0.900 PD + 0.900 CO + 2.800 <E D + FD + CO + <E 14 Special 1.700 1.200 D+ 1.200 FD+ 1.200C0+2.800E>+0.500FL D+FD+ CO+ E>+ FL 15 Special 1.700 1.200D+ 1.200FD+1.200CG+2.800<E-f0.500FL D+FD+CO+<E+FL 16 User Derived 1.000 1.0 D+ 1.0 FD+ 1.0 WP+ 1.0WBI> D+FD+ WP: D+ FD+ WP+WBI> 17 System Derived 1.333 1.0 D + 1.0 PD + 1.0 CU + 1.0 WP + 1.0 FL + 1.0 WB I> D+FD+CU+WP+FL±WB I> IS User Derived 3.000 I.OD+ I.OFD+ 1.0 WP+ 1.0<WBI D+FD+ WP: D+FD+WP+<WBI 19 System Derived 1.333 I.OD+ 1.0FD+ 1.0CU+ 1.0 WP+ I.OFL+ 1.0<WBI D+FD+CU+WP+FL+<WBI 20 System Derived 1.333 1.0 D + 1.0 FD + 1.0 CO + 0.214 E> + 1.0 FL + 0.714 EB> D+FD+CO+E>+FL+EB> 21 System Derived 1.333 1.0 D + 1.0 PD + 1.0 CO + 0.714 E> + 1.0 FL+ 0.214 EB> D±FD+CO+E>+FL+EB> 22 System Derived 1.333 I.OD+ 1.0FD+ 1.000+0.214<E+ 1.OFL+0.714EB> D±FD+CO-'-<E+FL+EB> 23 System Derived 1.333 1.0 D + 1.0 FD + 1.0 CO + 0.714 <E + 1.0 FL + 0.214 EB> D-FFD+CO-I-<E+FL+EB> 24 Special 1.700 0.900 D + 0.900 PD + 0.900 CO + 2.800 EB> D + PD ± CO ± EB> 25 Special 1.700 1.200 D + 1.200 FD + 1.20000+2.800EB>+0.500FL D+FD+CO+ EB> +FL 26 System Derived 1.333 1.0 D + 1.0 PD + 1.0 CO + 0.214 E> + 1.0 FL + 0.714 <EB D+FD+CO+E>+FL-t-<EB 27 System Derived 1.333 1.0 D + 1.0 FD + 1.0 CO +0.714 E> + 1.0 FL+ 0.214 <EB D+FD+CCrt-E>+FL-i-<EB 28 System Derived 1.333 1.0 D + 1.0 PD + 1.0 CO + 0.214 <E + 1.0 FL + 0.714 <EB D+FD±CO+<E+PL+<EB 29 System Derived 1.333 1.0 D + 1.0 PD + 1.0 CO + 0.714 <E + 1.0 FL + 0.214 <EB D+FD+CO±<E±FL±<EB 30 Special 1.700 0.900 D + 0.900 PD + 0.900 CO + 2.800 <EB D + PD + CO + <EB 31 Special 1 1.700 11.200 D+ 1.200 FD+ 1.200 CO+ 2.800 <EB + 0.500 FL ID + FD+ CO +<EB + FL Design Load Combinations - Bracing No. Origin Factor . Application Description System 1.333 l.OWl> . WI> 2 System 1.333 1.0 <WI <WI 3 System . 1.333 0.714 E> E> 4 System 1.333 0.714 <E Design Load Combinations - Purlin No. Origin Factor Application Description 1 System 3.000 I.OD+LOCO+l.OL D+CO+L 2 System Derived 1.333 1.0 D + 1.0 CU + 1.0 WI> + 1.0 WBI> D + CU + WI> + WB1> 3 System Derived 1.333 I.OD+ I.00U+ 1.0<W2+ I.OWBI> D+CU+<W2+WBI> 4 System Derived 1.333 I.OD+ 1.0CU+ 1.0WI>+ 1.0<WBI D+CU+WI>+<WBI 5 System Derived 1.333 l.OD+ 1.0CU+ I:0<W2+ 1.0<WBI D+CU+<W2+<WBI 6 System Derived 1.333 1.0 D+ 1.0 CO + 0.714 EB> D+ CO + EB> 7 System 1.333 1.0D+I.000+0.714<E D+CO+<E 8 System Derived 1.700 1.200 D + 1.200 CO + 1.0 EB> D + CO + EB> 9 System 1.333 1.0 D + 1.0 CO + 0.714 E> D + CO + E> 10 System Derived 1.333 1.0D+ 1.00O+0.714<EB D+CG+<EB II 1 System Derived 1 1.700 11.200D-t-I.200C0+1.0<EB ID+CO+<EB Design Load Combinations - Girt No. Origin Factor Application Description I System 1.333 1.O W1> . WI> 2 System 1.333 1.0<W2 <W2 3 System 1.333 1.0 W3> W3> 4 System 1.333 1.0 <W4 <W4 5 System 1.333 0.714 E> 6 1 System . 1.333 10.714 <E I<E Design Load Combinations Roof - Panel No. Origin Factor Application . Description I System 1.000 3.0 D + 1.0 L D + L 2 System 1.333 I.OD+ 1.0 WI> D+WI> 3 System 1.333 1.0 D+ 1.0 <W2 . D + <W2 Design Load Combinations - Wall - Panel No. Origin Factor IApplication • Description 2 System System 1.333 1.333 1.0 WI> 1.0 <W2 . WI> <W2 Deflection Load Combinations - Framing No. I Origin Factor Def H Del V Application Description VPC File: 4510-07-Building A-B-FBO EP2.VPC VPC Version: 7.ob J)ate:. 6/24/2008 Design. 07-4162 Time: 3:10:46 PM l .o 7 rf (7 GB> <EU WI> <WI W13 I> <WHI I)eileetion Load Combinations - 1'uilin . No. Origin Factor Deflection Application . Description I System 1.000 150 10.500 L nfl.........l...Ir......I.:..,. .......r:.., - No. Origin Factor Deflection Application . Description System 1.000 240 0.700 WI> . . . WI> 2 System 1.000 240 0.700 <W2 <W2 3 System .1.000 240 0.700 W3> . . W3>. 4 System 1.000 240 0.700 <W4 . . . <W4 5 System 1.000 240 0.500 E> 6 System 1.000 240 10.500<E I<E I User 1.00o. I 01) () I .0,1> 2 User 1.000 lOt) I) I .0 <E 3 User I .1)00 101) (I 1.0 El)> 4 User 1.000 lOt) 0 1.0 <EU 5 System 1.000 0 180 0.500 I. 6 System 1.000 100 0 0.700 WI> 7 System 1 .000 11)1) 0 0.700 <WI 8 System .1 .000 100 0 0.700 WI' 9 System Derived 1.000 1(11). 0 0.700 'NB I> 10 Syslem Derived ).Of)() 11)() 0 1)701) <WI) I Load Type Descriptions D . Material Dead Weight, . C CO Collateral Load for Gravity Cases CU L Live Load ASL" "ASL Alternate Span Live Load, Shifted Left PI-2 LR Live . Notional Right LL S Snow Load US]* Unbalanced Snow Load I, Shifted Left US2" "U52 Unbalanced Snow Load 2, Shifted Left SD SS Sliding Snow Load RS FF1 Partial Load, Full, I Span FF11 FF2 Partial Load, Full, 2 Spans FF12 SR Snow - Notional Right SL MRS Minimum Roof Snow MRSR MRSL Minimum Roof Snow - Notional Left W WI> Wind Load, Case l,Right <WI W2> Wind Load, Case 2, Right . <W2 W3> Wind Load, Case 3, Right <W3 W4> . Wind Load, Case 4, Right <W4 W5> Wind Load, Case 5, Right <W5 W6> Wind Load, Case 6, Right <W6 WP Wind Load, Parallel to Ridge WPR WPL Wind Load, II Ridge, Left WPAI WPA2 Wind Parallel - Ref A, Case 2 WPB WPB2 Wind Parallel - Ref B, Case 2 WPC] WPC2 Wind Parallel - Ref C, Case 2 WPDI WPD2 Wind Parallel - Ref D, Case 2 WBI>. <W131 Wind Brace Reaction, Case 1, Left WB2> <WB2 Wind Brace Reaction, Case 2, Left WB3> <W133 Wind Brace Reaction, Case 3, Left WB4> .<WB4 Wind Brace Reaction, Case 4, Left WBS> <WBS Wind Brace Reaction, Case 5, Left WB6> <WBG Wind Brace Reaction, Case 6, Left MW MWB Minimum Wind Bracing Reaction E I> Seismic Load, Right . -EG Vertical Seismic Effect EG+ EG- Vertical Seismic Effect, Subtractive EB> <E13 Seismic Brace Reaction, Left FL FL" Alternate Span Floor Live Load, Shifted Right *FL PD Floor Dead Load . AL AL"> Auxiliary Live Load, Right, Right "AL> <A L* Auxiliary Live Load, Left, Right <"AL AL" Aux Live, Right "AL I) . Auxiliary Live toad, Right, Right, Aisle I "AL(l) Collateral Load Collateral Load for Wind Cases Alternate Span Live Load, Shifted Right Partial Live, Full, 2 Spans Live - Notional Left Unbalanced Snow Load I, Shifted Right Unbalanced Snow Load 2, Shifted Right Snow Drift Load Rain Surcharge Load Partial Load, Half, I Span Partial Load, Half, 2 Spans Snow - Notional Left Minimum Roof Snow - Notional Right Wind Load Wind Load, Case 1, Left Wind Load, Case 2, Left Wind Load, Case 3, Left Wind Load, Case 4, Left Wind Load, Case 5, Left Wind Load, Case 6, Left Wind Load, U Ridge, Right Wind Parallel - Ref A, Case I Wind Parallel - Ref B, Case I Wind Parallel - Ref C, Case I Wind Parallel - Ref D, Case I Wind Brace Reaction, Case 1, Right Wind Brace Reaction, Case 2, Right Wind Brace Reaction, Case 3, Right Wind Brace Reaction, Case 4, Right Wind Brace Reaction, Case 5, Right Wind Brace Reaction, Case 6, Right Minimum Wind Load Seismic Load Seismic Load, Left Vertical Seismic Effect, Additive Seismic Brace Reaction, Right Floor Live Load Alternate Span Floor Live Load, Shifted Left Auxiliary Live Load Auxiliary Live Load, Right, Left Auxiliary Live Load, Left, Left Aux Live, Left Auxiliary Live Load, Right, Left, Aisle I \'PC File: 4510-07-Building A-B-FBO EP2.\'PC . \TPC Version: 7.Ob Date: 6/24/208 Design 07-4162 Time: 3:10:46 PM Page: 8 of 67 <AL*(1) Auxiliary Live Load, Left, Right, Aisle I <*AL(l) Auxiliary Live Load, Left, Left, Aisle 1 AL()) . Aui Live, Right, Aisle I . S . Aux Live, Left, Aisle I AL>(2) -Auxiliary Live Load, Right, Right, Aisle 2 *AL.>(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 Loud, 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 ALi>(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 AL*(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(S) Auxiliary Live Load, Left, Left, Aisle 5 AL*(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>(1) 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, Au,.. 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, Au>. 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 Defired Load UI User Defined Load - 1 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 IJB7 User Brace Reaction - 7 UBS User Brace Reaction - 8 UB9 User Brace Reaction - 9 R Rain Load T Temperature Load V Shear User Applied Surface Loads (Local Coordinate System) Side Shape Units Type Description Mag X-Loc Y-Loc Frm Brc Ott .Pur Pnl Supp.1 Dir. Loc. 2 LN pif E> Vert. Distribution 85.00 0/0/0 28/11/0 Y N N N N N IN CL 2 LN pif B> Vert. Distribution 85.00 30/0/0 28/11/0 Y N N N N N IN CL 2 LN plf <E Vert. Distribution 85.00 0/0/0 28/11/0 Y N N N N N IN CL 2 LN pif <E left. Distribution 85.00 30/0/0 28/11/0 Y N N N N N IN CL 2 LN pif B> Vert. Distribution 205.00 0/0/0 . 14/0/0 Y N N N N N N CL 2 LN plf B> Vert. Distribution 205.00 30/0/0 14/0/0 Y N N N N N N CL 2 LN plf <E Vert. Distribution 205.00 0/0/0 14/0/0 Y N N N N N rN CL 2 LN pif <E left. Distribution 205.00 30/0/0 14/0/0 Y N N N N N IN CL 2 ES psf W Wind Load: Primaries - Entire 15.23 0/0/0 0/0/0 Y N N N N N IN OF Surface 2 ES psf W Wind Load: Primaries - Entire 15.23 0/0/0 29/0/0 Y N N N N N IN OF Surface 2 ES psf W Wind Load: Primaries - Entire 15.23 30/0/0 29/0/0 Y N N N N N IN OF Surface 2 ES psf W Wind Load: Primaries - Entire 15.23 30/0/0 0/0/0 Y N N N N N IN OF Surface 4 LN plf B> Vert. Distribution 85.00 0/0/0 28/0/0 Y N N N. N N IN CL 4 LN plf B)'. Vert. Distribution 85.00 30/0/0 28/0/0 Y N N N N N IN CL 4 LN plf <E Vert. Distribution 85.00 0/0/0 28/0/0 Y N N N N N IN CL 4 LN plf <E Vert. Distribution 85.00 30/0/0 28/0/0 Y N N N . N N IN CL 4 LN plf E> Vert. Distribution 205.00 0/0/0 14/0/0 Y N N N N N IN CL 4 LN plf E> Vert. Distribution 205.00 30/0/0 14/0/0 Y N N N N N IN Cl- 4 LN plf <E Vert. Distribution . 205.00 0/0/0 14/0/0 Y N N N N N . IN CL 4 LN plf <E Vert. Distribution 205.00 30/0/0 14/0/0 Y N N N N N IN CL 4 LN plf WI> Parapet 36.30 0/0/0 28/0/0 Y N N N N N IN OF 4 LN pif WI> Parapet 36.30 30/0/0 28/0/0 V N N N N N IN OF VPC File: 4510-07-Building A-B-FBO EP2.VPC VIPC Version: 7.ob Date: 6/24/2008 ________ Design 07-4162 Timc:3:10:46'PM' vik" Page 9 of 67 4 I N p11 <WI Parapet: 3610 0/0/0 29/0/0 I N N N N N OUT 01 4 LN pff <WI Valapet '.. 36.30 30/0/1 2810/0 '1 N N N N N OUT OF A LN p11 E>' Vert. Dislibulion 52.00 0/0/0 -0/I/0 'N I' N N N' .'N RIGHT OF A LN ph 0> Vert. Distibulion : 52.00 0/0/0 -40/0/0 N I' N N N' ,N RIGHT OF A LN p11 0> Vert. Dislibution , 52.00 ,30/0/0 -0/I/0 N I' N N N N NIGH I Of -- A LN phi 0> Vert. Distibution 52.00 30/0/0 -40/0/0 N V N N N N RIGHT OF A . LN phi <0 Veil. Dislibulion , 52.00 0/0/0 -0/I/0 N I' 'N N N N LEFT OF - A LN p11 <E Vert,'.DistibuhiOil , 52.00 0/0/0 -4(11(1/0 N V N N N N LEFT OF A LN p11 <0 Veil. Distibulion 52.00 30/0/0 -0/I/0 N V N N N N LEFT Of-- A LN pff <F Verl. Dishibtihion 52.00 30/0/0 -40/0/0 N Y N 'N N . N ,N LEFT OF A LN ph L Gutter load 25.70 0/0/0 -38/9/10 Y N ' N V 'N ' 'N , IN OF A LN p11 ' L Gutter load . 25.70 30/0/0 -38/9/10 V 'N 'N 3' N N IN OF A LN ' 11 WI> Parapet + Acid, wind, ' 52.00 010/0 -0/I/0 N 3' N N N ' N RIGHT OF A LN plf WI> Parapet + Add. wind 52.00 0/0/0 -40/0/0 , N V N N N N RIGHT OF A LN p11 Wi> arapel.+ Add. wind 52.00 ' 30/0/0 -0/I/O N V 'N N N N RIGHT 0l 'A LN Of \Vi> Parapet + Add. wind 52.00 30/0/0 -40/0/0 N 3' . N N N 'N RIGHT. OF. A . LN , phi <Wi Parapet -I- Add. winch 52.00 0/0/0 -0/I/0 N V N , N N. ,N LEFT . 0]- A ' LN phi <WI Parapet + Add. wind 52.00 0/0/0 -40/0/0 N 3' N N N 'N LEFT . OF A ' LN phi <WI Parapet + Add. wind ' 52.00 30/0/0 -0/1/0 N V N 'N N N LEFT OF A LN plf <WI Parapet + Add. wind 52.00 30/0/0 -40/0/0 N 3' N N N N LEFT OF A . LN ' phi D Parapet WE. 25.70 0/0/0 -40/0/0 Y N N N N N IN . CL A LN I pf Parapet Wt. 25.70 30/0/0 -40/0/0 Y N N N N N' IN CL. \'PC File: 4510-07-Building A-B-FBO EP2'.VPC ' , VPC Version: 7.Ob Date: 6/24/208 Design. 07-4162 Time: 3:1O:46PM 4 . .: Page: 10of67 User Defined Frame Point Loads for Cross Section: 1 Side Units Type Description Magi Locl Offset Hor\' Supp.Dir. Coef. Loc. I k PD PD . . . . 7.83 14/0/0 NA . NA Y' DOWN 1.000 CL k FL FL -7.20 14/0/0 NA NA N DOWN 1.000 CL I k E> Counter -1.91 14/0/0 NA NA N LEFT 1.000 CL 1 k <E Counter . 1.91 14/0/0 NA NA N RIGHT 1.000 CL k Wi> From Wall Support Beam . 3.73 23/0/0 NA N' N IN 1.000 WA k <Wi From Wall Support Beam -3.73 23/0/0 NA NA N OUT 1.000 WA p E> Vert. Distribution->Resolved From Plane . 1275.84 28/0/0 NA NA N RIGHT. 1.000 CL I p <E Vert. Distribution->Resoived From Plane -1275.84 28/0/0 NA NA N LEFT 1.000 C.L I p E> Vert. Distribution->Resolved From Plane 3077.02 14/0/0 NA NA N RIGHT 1.000 CL I p <E Vert. Distribution->Resolved From Plane -3077.02 14/0/0 . NA NA N LEFT 1.000 CL I p WI> Parapet->Resolved From Plane 544.86 28/0/0 NA NA N RIGHT 1.000 OF I p <Wi Parapet->Resolved From Plane . -544.86 28/0/0 NA NA N LEFT 1.000 OF 2 p D Parapet Wt. -193.00 40/0/0 NA NA N DOWN 1.000 CL 2 p D Parapet Wt. 431.00 21/0/0 NA NA N DOWN 1.000 CL 2 p D Parapet Wt. -239.00 0/1/0 NA NA N DOWN 1.000 CL 2 p L Gutter Ioad->Resolved From Plane . -385.75 38/9/10 NA NA N DOWN 1.000 OF 2 p D . Parapet Wt.->Resoived From Plane -385.75 40/0/0 NA NP N DOWN 1.000 CL 4 k FD FD . -8.70 14/0/0 NA NA Y DOWN 1.000 CL 4 k FL FL -7.90 14/0/0 NA NA N DOWN 1.000 CL 4 k E> Counter -2.13 .14/0/0 NA NA N LEFT 1.000 CL 4 k <E Counter . 2.13 14/0/0 NI NA N RIGHT 1.000 CL 4 p E> Vert. Distribution->Resolved From Plane .1275.84 28/11/0 NI NA N RIGHT 1.000 CL 4 p <E Vert. Distribution->Resolved From Plane -1275.84 28/11/0 NA NA N LEFT 1.000 CL 4 p E> Vert. Distribution->Resoived From Plane 3077.02 14/0/0 NA NI N RIGHT 1.000 CL 4 p <E Vert. Distribution->Resoived From Plane -3077.02 14/0/0 NAI NI N LEFT 1.000 CL 1000 k FD PD -15.50 14/0/0 NA NA Y DOWN 1.000 CL 1000 k FL FL . -15.00 14/0/0 NA NA N DOWN 1.000 CL 1000 k E> Counter -3.79 .14/0/0 NA] NA .N LEFT 1.000 CL 1000 k <E Counter . 3.79 14/0/0 NA] NI N I RIGHT 1.000 CL User Defined Frame Line Loads for Cross Section: 1 Side Units Type . Description Magi Loci Mag2 Loc2 Dir. Coef. Loc. 2 p ASL" Gutter load->Resoived From Plane -66.67 29/2/13 -66.67 31/8/13 N DOWN 1.000 OF 2 p "ASL Gutter load->Resoived From Plane -66.67 29/2/13 -66.67 31/8/13 N DOWN 1.000 OF 4 plf WI> Wind Load: Primaries - Entire Surface->Resolved 114.29 0/0/0 114.29 29/0/0 N RIGHT 0.500 OF From Plane 4 plf <WI Wind Load: Primaries - Entire Surface->Resolved -182.86 0/0/0 -182.86 29/0/0 N LEFT 0.800 OF From Plane 4 plf WP Wind Load: Primaries - Entire Surface->Resolved .160.00 0/0/0 160.00 29/0/0 N RIGHT -0.700 OF From Plane VPC File: 4510-07-Building A-B-FBO EP2.VPC . VPC Version: 7.ob . • Date: 6/24/2008 Design. 07-4162 Time: 3:10:46 PM . . . . . .:.. . . Page: 11 of 67 .. ........,.. ..........................i... (•.,..,.... C -, Side Units Type Description Magi LoI Offset I-! or V Dir. Coell Loc. I k PD PD -7.83 14/0/0 NA NA Y DOWN 1.000 CL I k FL FL -7.20 14/0/0 NA NA N DOWN 1.000 CL I k 12> Counter -1.91 14/0/0 NA NA N LEFT 1.000 CL I k <12 Counter 1.91 4/0/0 NA NA N RIGHT 1.000 CI.. I k WI> Fronn Wall Support I3cairi -3.73 23/0/0 NA NA N . OUT 1.000 WA I <WI From Wall Support [team .. 3.73 23/0/0 NA NA N IN 1.000 WA 1 p 11> Vert. Distribution->Resolvcd From Plane 1275.84 28/0/0 NA NA N RIGHT 1.000 CL I p <12 Vert. Distribution->Rcsolved From Plane -1275.84 28/0/0 NA NA N LEFT 1.000 CL I p E> Vert. Distribution->Resolved From Plane 3077.02 14/0/0 NA NA N RIGI-IT 1.000 CL I p <12 Vert. Distribution->kcsolved Proni Plane -3077.02 14/0/0 NA NA N LEFT (.0(10 CL I p WI> Parapet->Resolvecl From Plane 544.86 28/0/0 NA NA N RIGHT 1.000 OI I p <WI Parapel->Resolvcd From Plane -544.86 28/0/0 NA NA N LEFT 1.000 OF 2 p D Parapet Wt. :193.00 40/0/0 NA NA N DOWN 1.000 CL 2 p D Parapet WI. -431.00 21/0/0 NA NA N DOWN 1.000 CL 2 p D Parapet WI. -239.00 0/1/0 NA NA N DOWN 1.000 CL 2 p L Gutter load->Resolved Froni Plane . -385.75 38/9/10 NA NA N DOWN .1.000 OF 2 p D Parapet Wt.->Rcsolved From Plane -385.75 40/0/0 NA NA N DOWN 1.000 CL 4 -, k PD Fl) . . -8.70 14/0/0 NA NA Y DOWN 1.000 CL 4 1< FL FL . -7.90 14/0/0 NA NA N DOWN 1.000 CL 4 k E> Counter -2.13 14/0/0 NA NA N LEFT 1.000 CL 4 k <E Counter 2.13 14/0/0 NA NA N RIGHT 1.000 CL 4 k E> From concrete support beam 3.88 8/0/0 . NA NA N IN 1.000 WA 4 k <12 From concrete support beam -3.88 . 8/0/0 NA NA N OUT 1.000 WA 4 Ic WP From concrete support beam 4.30 8/0/0 NA NA N IN 1.000 WA 4 Ic WP From concrete support beam 430 8/0/0 NA NA N OUT 1.000 WA 4 p 12> Vert. Distribution->Resolved From Plane 1275.84 28/11/0 NA NA N RIGHT 1.000 . CL 4 p <E Vert. Distribution->Resolved From Plane -1275.84 28/11/0 NA NA N LEFT 1.000 CL 4 p 12> Vert. Distribution->Resolved From Plane 3077.02 14/0/0 NA NA N RIGHT 1.000 CL 4 p - <12 Vert. Distribution->Resolved From Plane -3077.02 .14/0/0 NA. NA N IEFT 1.000 CL 1000 k FD FD . -15.50 14/0/0 NA NI Y DOWN 1.000 CL 1000 Ic FL FL -15.00 14/0/0 N/ NA N DOWN 1.000 CL 1000 Ic 12> Counter -3.79 14/0/0 NA NA N LEFT 1.000 CL 1000 Ic <E Counter 3.79 14/0/0 NA NA N RIGHT 1.000 CL 1000 k E> From concrete support beam -1.33 8/0/0 NA NA N LEFT 1.000 CL 1000 k I <E IFrom concrete support beam 1 1.33 8/0/0 NA NI N I RIGHT 1 1.0001 CL Side I Units Type Description Magl Locl Mag2 Loc2 Supp. Dir. Coef. Loc. 2 p ASL" Gutter load->Resolved From Plane -66.67 29/2/13 -66.67 31/8/13 N DOWN 1.000 OF 2 p AASL Gutter load->Resolved From Plane -66.67 29/2/13 -66.67 31/8/13 N DOWN 1.000 OF 4 plf WI> Wind Load: Primaries - Entire Surface->Resolved 114.29 0/0/0 114.29 29/0/0 N RIGHT 0.500 OF From Plane 4 plf <WI Wind Load: Primaries - Entire Surface->Resolved -182.86 0/0/0 -182.86 29/0/0 N LEFT 0.800 OF From Plane 4 plf WP Wind Load: Primaries - Entire Surface->Resolved 160.00 0/0/0 160.00 29/0/0 N RIGHT -0.700 OF From Plane _________ _______ VPC File: 4510-07-Building A-B-FBO EP2.VPC VPC Version: 7.ob (B) Date: 6I24/20O8 Design 07-4162 Time ;: 14PM , 12 of 7 VPC File: 4510-07-Building A-B-FBO EP2.VPC VPC Version: 7.ob (V W te 6/24/2008 Design 07-4162 limc 3 1046 I'M Pge ]3ofG7 2 IT 4 :1 V V - LE \'PC File: 4510-07-Building A-B-FBO EP2.VPC VPC Version: 7.ob Date: 6/24/2008 N47 ILVAM,;u1lIeg[e Design 07-4162 Time: 3:10:46 PM ____________ • : Page: 14of67 Tc T.:_:II: •] Shape: Hangar A Office Builder Contact: Mike Stevens Project: Magellan Aviation - Building A-B-FBO Name: MW Construction, Inc. Builder PO #: 5057 Address: 615 N. Citracado Parkway Jobsite: 2006 Palomar Airport Road City, State Zip: Escondido, California 92029 City, State Zip: Carlsbad, California 92008 Country: United States County, Country: San Diego, United States Loads and Codes - Shape: Hangar A Office City: Carlsbad County: San Diego State: California Building Code: 2001 California Building Code Built Up: 89AlSC Based on Building Code: 1997 Uniform Building Code Cold Form: 04AlSl Building Use: Standard Occupancies Dead and Collateral Loads Collateral Gravity:5.00 psf Roof Covering + Second. Dead Load: 2.79 psf Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):5.50 psf Country: United States Rainfall: 4.00 inches per hour Live Load Live Load: 20.00 psf Reducible Wind Load Wind Speed: 70.00 mph Wind Exposure (Factor): C (1.214) Parts Wind Exposure Factor: 1.214. Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Base Elevation: 0/0/0 Primary Zone Strip Width: N/A Parts / Portions Zone Strip Width: 3/0/0 Basic Wind Pressure: 15.23 psf Snow Load Ground Snow Load: 0.00 psf Design Snow (Sloped): 0.00 psf Snow Exposure Category (Factor) (1.00) Snow Importance: 1.000 Ground/ Roof Conversion: 1.00 % Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Seismic Load Seismic: Zone 4 Seismic Importance: 1.000 I Fully Exposed Framing Seismic Period: 0.4327 Bracir.g Seismic Period: 0.2472 Framing R-Factor: 4.5000 Bracir.g R-Factor: 4.5000 Source Type: Other than A and C Source Distance: 10.00 km Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor: 1.0000 Brace Redundancy Factor: 1.0000 Frame Seismic Factor (Cs): 0.2444 x W Brace Seismic Factor (Cs): 0.2444 x 'A' Per Article 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 loading information for this specific building site. Load Type Descriptions D Material Dead Weight C Collateral Lead CG Collateral Load for Gravity Cases CU Collateral Lead for Wind Cases L Live Load ASL" Alternate Span Live Load, Shifted. Right "ASL Alternate Span Live Load, Shifted Left PL2 Partial Live, Full, 2 Spans LR Live - Notional Right LL Live - Notional Left S Snow Load USI* 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 PF1 Partial Load, Full, I Span PHI Partial Load, Half, I Span PF2 Partial Load, Full, 2 Spans PH2 Partial Load,, Half, 2 Spans SR Snow -Notional Right SL Snow - Notional. Left MRS Minimum Roof Snow MRSR Minimum Roof Snow - Notional Right MRSL 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 W6> Wind Load, Case 6, Right <W6 Wind Load, Case 6, Left WP Wind Load, Parallel to Ridge WPR Wind Load, I] Ridge, Right WPL Wind Load, fi Ridge, Left 'A'PAl Wind Parallel - Ref A, Case I WPA2 Wind Parallel - Ref A, Case 2 WPBI Wind Parallel - Ref B, Case I WPB2 Wind Parallel - Ref B, Case 2 WPC Wind Parallel - Ref C, Case I WPC2 Wind Parallel - Ref C, Case 2 WPD1 Wind Parallel - Ref D, Case I WPD2 Wind Parallel - Ref 0, Case 2 WBI> Wind Brace Reaction, Case I, Right <WB I Wind Brace Reaction, Case I, Left 'A'B2> Wind Brace Reaction, Case 2, Right <WB2 Wind Brace Reaction, Case 2, Left WB3> Wind Brace Reaction, Case 3, Right VPC File: 451.0-07.-Building A-B-FBO EP2.VPC \'PC Version: 7.ob Date: 6I24I2008 Design 07-4162 Time: 3:10:46 PM Pdge: 15o'f67 <W133 Wind Brace Reaction, Case 3, Left \VB4> Wind Brace Reaction, Case 4, Right <W134 Wind Bruce Reaction, Case 4, Left W135> Wind Brace Ractiou, Case 5, Right <W135 Wind Brace Reaction, Case 5, Loft WB6> Wind Brace Reaction, Case 6, Right <W136 Wind 131-ace Reaction, Case 6, Left MW Minimum \Viid Load MW13 Minimum Wind Bracing Reaction E Seismic Load E> Seismic Load, Right <15 Seismic Load, Left E. Vertical Seismic Effect EG+ Vertical Seismic ERect, Additive EG- Vertical Seismic Effect, Subtractive EB> Seismic BraceReaclion, Right <03 Seismic Brace Reaction, Left FL Floor Live Load 17L4 Alternate Span Floor Live Load, Shifted Right 4171.. Alternate Span Flour Live Load, Shifted Left PD Floor Dead Load AL Auxiliary Live Load AL> Auxiliary Live Load, Right, Right 5AL> Auxiliary Live Load, Right, Left <ALt Auxiliary Live Load, Left, Right <AL Auxiliary Live Load, Left, Left ALt Aux Live, Right "AL Aux Live, Left Al-A>(1) Auxiliary Live Load, Right, Right, Aisle I 5AL>(l) Auxiliary Live Load, Right, Left, Aisle I <ALt(l) Auxiliary Live Load, Left, Right, Aisle I <tAL(l) Auxiliary Live Load, Left, Left, Aisle I Alit(1) Aux Live, Right, Aisle I *AL(I) Aux Live, Left, Aisle I AL4'>(2) Auxiliary Live Load, Right, Right, Aisle 2 5AL>(2) Auxiliary Live Load, Right, Left, Aisle 2 <AL5(2) Auxiliary Live Load, Left, Right, Aisle 2 <5AL(2) Auxiliary Live Load, Left, Left, Aisle 2 ALt(2) Aux Live, Right, Aisle 2 tAL(2) Aux Live, Left, Aisle 2 ALt>(3) Auxiliary Live Load, Right, Right, Aisle 3 5AL>(3) Auxiliary Live Loud, Right, Left, Aisle 3 <ALt(3) Auxiliary Live Load, Left, Right, Aisle 3 <tAL(3) Auxiliary Live Load, Left, Left, Aisle 3 ALt(3) Aux Live, Right, Aisle 3 tAL(3) Aux Live, Left, Aisle 3 ALt>(4) Auxiliary Live Load, Right, Right, Aisle 4 tAL>(4) Auxiliary Live Load, Right, Loft, Aisle 4 <ALt(4) Auxiliary Live Load, Left, Right, Aisle 4 <tAL(4) Auxiliary Live Load, Left, Left, Aisle 4 AL*(4) Aux Live, Right, Aisle 4 tAL(4) Aux Live, Left, Aisle 4 ALt>(5) Auxiliary Live Load, Right, Right, Aisle 5 tAL>(5) Auxiliary Live Load, Right, Loft, Aisle 5 <ALt(5) Auxiliary Live Load, Left, Right, Aisle 5 <'4AL(5) Auxiliary Live Load, Left, Left, Aisle 5 ALt(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>(l) Aux Live Bracing Reaction, Right, Aisle 1 <ALB(l) Aux Live Bracing Reaction, Left, Aisle I WALB>(1) Wind, Aux Live Bracing Reaction, Right, Aisle I <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 BracingReaction, 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 <ALI3(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, Loft, 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, Loft, 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 U7 User Defined Load - 7 U8 User Defined Load - 8 U9 User Defined Load - 9 UB User Brace Reaction UBl User Brace Reaction - 1 UB2 User Brace Reaction -2 UB3 User Brace Reaction - 3 UB4 User Brace Reaction - 4 UB5 User Brace Reaction - 5 UBG 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 \/ Shear \'}'C File: 4510-07-Building A-B-FBO EP2.VPC \TPC Version: 7ob Design 07-4162 Date: 6/24/208 1 vkz,. M Time: 3:lo:46pM Page: 16 of 67 Overall Building Description Shape Overall Overall th Floor Area (sq. ft.) Wall Area (sq. TI.) Roof Area (sq. ft.) Max. Eave Height Mm. Eave Height 2 Max. Roof Pitch Mm. Rpq Pitc Hangar A Office 40/0/0 30/0/0 1200 2556 1336 29/0/0 28/2/0 -0.250:12 Overall ShaDe D IN VPC File: 4510-07-Building A-B-FBO EP2.VPC VPC Version: 7.ob - VP(--File: 4510-07-BuildingA-B-FBO EP2.\TrC \'PCVeisio: 7:Qb - Date: 10/312007 Time: 2:03:03 PM ....Page: (- SEISMIC LOADS RESISTED BY WOOD FLOOR PANEL: I. MEZZANINE FLOOR PLAN VIEW VPC File: 07-41624510-07-Building A-B-FBO EP2.VPC VPC Version: 6.ob IMF -:. . .' •Datc:-J0//2007 Time: 22852 I'M Ptgt. tR 2- Pitch Pitch 2 Dist. thId] Peak Height 0.250:12 - - . -. . :- 4" I I I I, an-n I VPc. File: 07-4162 451.0-07-Building A-B-17,130 EP2.VPC . VPC Version: 6Db Shape Overall Width Overall Length Floor Area (sq. ft.) Wall Area (sq. IL') RoofArca (sq. ft.) vs Ma. Ea Height Mis. Eave J_Height 2 Max. Roof tch Miii. Roof - Pitch Peak Hangar A Office 40/0/0 30/0/0 1200 2556 1336 29/0/0 28/2/0 -0.250:12 Sli Maximum unfadtored reactions at grids i-B. 1,'I-C, 2-B.1,'2-B.2 are listed below. Combine with appropriate load combinations to calculate .controlling toad case. . . Load Type Horizental (kip) Vertical (kip)' D - 0.3 CG - 0.2 L - 2.0 ASLA - 40 AASL ' - 4.0 Wi> 0.8 ' -3.0 up <WI -0.8 • -3.0 up E> 0.5 - -0.5 - C ( Date: 6/24/200 Design 07-4162 . Time: 3:1O:46PM Page: 18of67 Wall: 2 . . . Design Load Combinations - Framing ••- . No. Origin Factor Application Description User 1.000 1.0 D + 1.0 FD + 1.0 WI> D ± PD +. WI> 2 User 1.000 1.0 D + 1.0 FD +.I.0 <WI D + FD + <WI 3 User 1.000 1.0 D + 1.0 FD + 1.0 WP D + FD + WP 4 System 1.000 1.0 D + 1.0 FD ± 1.0CC + 1.0 L + 1.0 FL D + FD 4-CG + L + FL 5 System 1.333 1.0D+1.0FD+1.0CU±1.0WI>+ 1.0 FL . D+FD+CU±WI>±FL 6 System 1.333 1.0D± 1.0FD+ 1.0CU+ 1.0<WI+ 1.0 FL D±FD±.CU±<WI+FL 7 System 1.333 1.0D+1.0FD± 1.0CG+0.714E>+ 1.0 FL D±FD+CG+E>+FL 8 System 1.333 1.0D+1.0FD±1.0CG+0.714<E± 1.0 FL D + FD + CG + <E + FL 9 System 1.000 1.0 D± 1.0 FD+ 1.0 CO + 1.0 FL . D + FD+ CG+FL 14 User Derived 1.000 1.0D+ 1.0FD+ 1.0WP± 1.0WBI> D+FD+WP: D+PD+WP±WBI> 15 System Derived 1.333 1.0D+ 1.0FD+ I.00U+ 1.0 WP+ 1.0FL+ 1.0WBI> D+FD+CU+WP±FL-1-WBI> 16 User Derived 1.000 1.0 D + 1.0 PD + 1.0 WP + 1.0 <WB I D + PD + WP: D + PD + WP -4- <WB I 17 System Derived 1.333 1.0 D -4- 1.0 FD + 1.0 CU + 1.0 WP + 1.0 FL + 1.0 <WB I D+FD±CU±WP±FL-1-<WB I 18 System Derived 1.333 I.OD+ 1.0FD± 1.000+0.214E>+ 1.0FL+0.714EB> D±FD±CO-1-E>±FL±EB> 19 System Derived 1.333 l.OD+ 1.0FD+ I.000+0.714E>+ 1.0FL+0.214EB> D±FD±CO-'-E>±FL+EB> 20 System Derived 1.333 1.0 D ± 1.0 PD + 1.0 CG + 0.214 <E + 1.0 FL + 0.714 ED> . D+FD+CO+<E+FL+EB> 21 System Derived 1.333 1.0 D + 1.0 PD + 1.0 CG + 0.714 <E + 1.0 FL+ 0.214 ED> D+FD±CO±<E+FL+EB> 24 System Derived 1.333 1.0 D ± 1.0 Fl) + 1.0 CG + 0.214 E> + 1.0 FL + 0.714 <EB D+FD+CO+E>±FL±<EB 25 System Derived 1.333 1.0 D + 1.0 PD + 1.0 CO ± 0.714 E> + 1.0 FL + 0.214 <EB D+FD+CO+E>+FL+<EB 26 System Derived 1.333 1.0 D + 1.0 FD + 1.0 CO + 0.214 <E ± 1.0 FL + 0.714 <EB D+FD+CO+<E±FL±<EB 27 System Derived 1 1.333 11.0 D + 1.0 FD + 1.0 CO + 0.714 <E + 1.0 FL + 0.214 <EB D+FD+CO-l-<E+FL-+-<EB - VPC File: 4510-07-Bui1ding A-B-FBO EP2.VPC \'PC Version: 7.oh rvP.BulLDINGS - ..VARCOSPaUDN i 'Wall: 2 Pta lie I D:Porta Framc Date: 6124/2008 Design. 074162 Time: 3:10:46PIA Page: 19 of 67'. Frai'i'ie Iype:liirt:il Frame - 2R-A" Values shoqi are resisting forces of the foundation. - Type X-Loc Grid - Grid2 Base Plate W x L(in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base El v. Exterior Column 0/0/0 A-2 10 x 23 0.375 4 -0.750 100-0 Exterior Column 28/6/0 A-I - 10 x 23 0.375 4 -0.750 100-0 Load Type Desc. Hx Vy . Hx Vy D Frm 0.0 1.2 -0.0 1.2 - - - FD Frm 0.1 1.6 -0.1 1.6 - - - WI> Frm - - - - - - - <WI Frm - - - - - - - -WP Frm - - - - - - - CO Fnri - - - - - - - L Frm - - - - - - -. FL Frm .0.1 -. 2.6 -0.1 2.6 - - - - CU Frm - - - - Frm 0.4 0.4 0.4 -0.4 Frm -0.4 -0.4 -0.4 0.4 - - - WBI> Brc 4.2 9.0 4.0 -9.0 <WBI Brc -3.9 -8.8 -4.1 8.8 - - - EB> Brc 5.3 8.2 5.2 -8.2 - - - <EB Brc -5.2 1 -8.2 1 -5.3 1 8.2 ,r.,..t_..,r.......C............A X-Loc 0/0/0 28/6/0 Grid l - Grid2 A-2 A-I Ld Description Hx \'y Hx \'y Cs' (application factor not shown) (k) (k) (k) (k) 1 D+FD+WI> 0.1 2.7 -0.1 2.7 - - - '2 D+ FD -4 <WI 0.1 2.7 -0.1 2.7 - - - 3 D ± FD± \VP 0.1 2.7 -0.1 2.7 - - - 4 D + PD + CO + L + FL 0.2 5.4 -0.2 5,4 5 D f Fl) + CU + WI> + FL 0.2 5.4 -0.2 5.4 6 D + FD + CU + <WI + FL 0.2 5.4 -0.2 5.4 7 D±FD±CG+E>+FL. 0.5 5.7 0.1 5.1 - - - 8 fj+FD±CG+<E+FL -0.1 5.1 -0.5 5.7 - - - 9 D+FD -fCG -i-FL 0.2 5,4 -0.2 5,4 - - - 14 D+FD±WI': D+FD+ W14 + 4.3 11.8 3,9 -6.3 - - - WBI> \'PC,File: 4510-07-Building A-B-FBO EP2.\TPC VPC Version: 7.ob - Date: 6/24/208 Design 07-4162 . Time: 3:10:46 PM Page: 20 of 67 15 D+FD-fCU+WP+FL+WBI> 4.3 14.4 3.8 -3.6 - - 16 D+ FD + WP: D + FD.+ WF± -3.8 -6.1 -4.2 11.6 - - - <WB1 17 D-f-FD+CU+WP+FL+<WBI -3.7 -3.5 -4.3 . 14.2 - -. - 18 D+FD+CG-fE>+FL+EB>, 4.0 11.3 . 3.6 -0.6 19 D+FD+CG+E>+FL+EB> 1.6 7.4 1.2 3.3 20 D+FD+CG+<E±FL+EB> 3.9 11.1 3.5 -0.4 21 D+FD+CG-4-<E+FL+EB> 1.0 6.8 0.7 3.9 - - - 24 D+FD+CG+E>+FL+<EB -3.5 -0.4 -3.9 11.1 25 D+FD+CG+E>+FL+<EB -0.7 3.9 -3.0 6.8 26 D+FD+CG-f<E+FL+<EB -3.6 -0.6 -4.0 11.3 27 D-i-FD+CG+<E+FL+<EB -1.2 3.3 -1.6 7.4 Maximum Combined Reactions Summary with Factored Loads - Framing 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 A-2 3.8 16 4.3 35 - - - - 6.1 16 14.4 15 - - .- - 28/6/0 A-I 4.3 17 3.9 14 - - - - 6.3 14 14.2 17 \TPC File: 4530-07-Building A-B-FBO EP2.VPC VPC Version: 7.01) D+FD WP -5.6 -4.1 1.2 ±+± -3.8 • 1 - - - 5 - \VBI> 14 D±FD WP: \'PC File: 4510O7-Buildine A-B-FBO EP2.VPC . \'PC Version: 7.Ob )<-Loc 0/0/0 . 28/6/0 5 - Grid I - Grid2 • - C-I C-2 Ld Description - 1-Ix Vy 1-Ix \'y Cs (application factor not shown) (k) (k) (k) • (k) D+FD+WI> - 0.1 2.8 -0.1 2.8 2 D+FD<W1 - 0.1 • 2.8 - -0.1 2.8 - - - 3 - D + FD + WI' • - 0.1 2.8 - -0.1 2.8 4 D + FD + CG ± L + FL • 0.2 5.4 -0.2 5.4 - - - 5 D ± FD + CU + "I 1> + FL 0.2 5.4 -0.2 5.4 - - - 6 D + PD + CU + <WI + FL - 0.2 5.4 - -0.2 . 5.4 - - - - 7 • D+FD±CG± E>+ -FL • -0.1 5.1 --0.4 5.7 8 D±FD±CG+<E+FL 0.4 5.7 0.1 5.1 - - - 9 5 D±FD+CG+FL 0.2 5.4 - -0.2 5.4 .. . . . . . •. -. . ate: 6/24/2008 DésignO7-4162 . . Tirne 3:10:46 PM S ..:.., Page: 21 of 67 Wall: 4 Fiaine I f):lurtnl Franc Fraitc lype:l'ortal Iranie Values shown are resisting forces of the foundation. Reactions - Unfactored Load Tvntat Frame Cross Section: C Type Exterior Column Exterior Column X-Loc 0/0/0 28/6/0 Base Plate W x L (in.) 10x21 10x21 - Base Plate Thickness (in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4 -0.750 4 -0.750 - Grid I - Grid2 C-I - C-2 . . Column Base Elev. 100-0 - - 100-0 Load Type . Desc. Hx Vy fix \'y D Frm . 0.0 1.2 -0.0 1.2. - - - FD Frm 0.1 1.6 . -0.1 1.6 - - - WI>- Frm - . - - - <\Vl Frm WP Fmi - - - - - - - CG Frm L Frm - - - - - - - FL Frm .0.1 2.6 -0.1 2.6 - -. - Cu Frm Frm -0.4 -0.4 -0.4 0.4 - • • - - S <E - Frm 0.4 0.4 - 0.4 -0.4 - • - - WBI> Brc -3.8 -8.4 • -4.0 8.4 <WBI • Brc 4.0 8.3 3.8 -8.3 - • - - EB> Brc - -5.3 -8.1 -5.4 8.1 - - • - <EB - Brc 5.4 8.1 5.3 -8.1 - - - Frame Reactions - Factord Load Cases at Frame Cross Sectioii C Date: 6/24/2068 Design 07-4162 Time: 3:10:46 PM Page 22 of 67 15 D+FD+CU+WP+FL+WBI> -3.7 -2.9 -4.2 13.8 - - - 16 D+ FD + WP: D.± PD ± WP + 4.1 11.1 3.7 -5.5 <WBI . . 17 D+FD+CU±WP±FL+<WBI 4.2 13.7 3.7 -2.9 18 D+.FD+CG-t-E>+FL+EB> -3.7 -0.5 -4.1 11.3 19 D+FD+CG+E>±FL+EB> -1.2 3.4 -1.6 7.5 20 D+FD+CG±<E+FL+EB> -3.5 -0.3 -3.9 11.1 - - - 21 D+FD+CG-f<E+FL+EB> -0.7 4.0 -1.0 6.9 24 D+FD±CG+E>+FL+<EB 3.9 11.1 3.5 -0.3 25 D+FD+CG+E>+FL+<EB 1.0 6.9 0.7 4.0 - - - 2.6 D+FD+CG-f<E+FL+<EB 4.1 11.3 3.7 -0.5 - - - 27 D+FD+CG4<E+FL+<EB 1.6 7.5 1.2 3.4 Maximum Combined Reactions Summary with Fatored Loads - Framing X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vat 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 C-I 3.8 14 4.2 17 - - - - 5.6 14 13.7 17 - - - - 28/6/0 C-2 4.2 15 3.7 16 - - - . - 5.5 16 13.8 15 - - - - VPC File: 4510-07-Budding A-B-FBO EP2.VPC \'PC Version: 701b S 1)ate: 6/24/2008 Design 07-4162 . Time: 3:10:46 PM ___________ - S '•• . . Page: 23 of 67 Wall: 4, Frame at: 0/9/0 No. Origiii Factor Application . Description User LOUD I.0D±1.0FD+1.0WI> D+FD±WI> 2 User 1.000 lU 13± 1.0 P1) -f 1.0<Wl . 13+ FL)-' <WI :1 User 1.000 1.0 1) + 1.0 Fl) ± 1.0 WI I) A. Fl) 4 WP 4 System 1.000 l.0D±1.0FD-f1.0CG-II.0L±I.017L D+FD-fCC±L+FL 5 System 1.000 1.0 D+ 1.0FD+ 1.0 CG i I.OASL"+ I.OFL D-m PD-f CC -f ASL"+ FL 6 System 1.000 I.0D±IAtFD±I.0CC+I.0 'AS L+1.0FL D+FD-fCC-f"ASL+FL 7 System 1.333 IOU-f I.OFI)+ LOCU -f I.OWI>± l.0 H_ D+FD- f CU-f WI>+FL $ System 1.333 IOU -f 1.0 FD A- I.00U -f 1.0 <W1 -f I.OFL D+FD± CU-' <WI + FL 9 System 1.333 IOU -f I.OFD+ I.0CC+0.714 E>+ I.OFL . D+FD+ CC+E>±FL LU System 1.333 I.0D±1.0FD±IMCC-f0.714<E+I.0FL D+FD±CC+<E±FL II System 1.000 IOU -f I.OFD± 1.0CC-f 1.0 Fl- D+ FD±CC+FL 16 User Derived 1.000 1.01)-' 1.0 FD +1.0W!' ± 1.0 W131> . I) + PD -I- WI': D + FD ± WI' ± W131> .17 System Derived 1.333 1.0 D 1.0 Fl) + 1.0 CU + 1.0 WI' 1.0 FL + 1.0 WBI> D+FD±CU+WI'±FL±\V131> 18 User Derived 1.000 I.OD± I.OFD -t - I.OWP+ 1.0<WBI - D-fFD+ WP: D+FD± WI, ±<W131 19 System Derived 1.333 1.0 D + 1.0 FL) ± 1.0 CU + 1.0 WI' 4 1.0 FL 1.0 <WB1 DAFD-i-CU+WP+FL+<WBI 20 System Derived 1.333 1.0 D 4 1.0 PD 4 1.0 CC + 0.214 13> ± 1.0 FL 0.714 EH> D+FD±CG+E>+FL±EB> 21 System Derived 1.333 1.0 D + 1.0 FD + 1.0 CG + 0.7141> ± 1.0 FL± 0.214 1313> D+FD±CG+1>~FL+EB> 22 System Derived 1.333 1.0 D + 1.0 PD -f 1.0 CG + 0.214 <13 + 1.0 FL + 0.714 1313> . D±FD±CC+<E+FL+EB> 23 System Derived 1.333 1.0 D + 1.0 FD -f 1.0 CC .4 0.714 <13 + 1.0 FL ± 0.214 EB> D+FD+CG+<E+FL+EB> 26 System Derived 1.333 1.0 D± 1.0 FD + 1.0 CC 4 0.214 13> + 1.0 FL ± 0.714<EI3 D+FD+CG±E>+FL±<EB 27 System Derived 1.333 1.0 D + 1.0 PD + 1.0 CC + 0.714 13> + 1.0 FL .4 0.214 <1313 D+FD±CC-t-E>+FL+<EB 28 System Derived 1.333 1.0 D 1.0 FL) + 1.0 CG + 0.214 <E + 1.0 FL + 0.714 <1313 D+FD+CG-'-<E+FL+<EB 29 1 System Derived 1 1.333 11.0 D ± 1.0 FD + 1.0 CG + 0.714 <13+ 1.0 FL+ 0.214 <EB D#FD+C&'-E+FL+<EB \'PC File: 4510-07-Building A-B-FBO EP2.VPC VI'C Version: 7Db Date: 6/24/2018 Design 07-4162 S Time: 3:1O:6PM Page: 24 of 67 Wall: 4, Frame at: 0/9/0 Frame ID:CB I Frame Type:Contiiiuous Beam Values shown are resisting forces of the foundation. Reactions - Unfactored Load Tyc at Frame Cross Section: 1 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 I-C 9x25 0.375 4 -0.750 100-0 Interior Column 19/0/9 I-B 8x 10 0.375 4-0.750 - 100-0" Exterior Column 40/0/0 I-A 9x25 0.375 4-0.750 1 100-0' Load Type Desc. Hx Vy FIx Hz Vy Fix Vy D Frm 0.1 2.7 - - 2.6 -0.1 2.5 - - FD Frm 0.0 . 8.0 - - 15.2 -0.0 8.8 - - Wl> Frm -5.1 -5.4 - 2.0 -2.6 -3.7 1.5 - - <WI Frm 4.2 2.8 - -2.0 -4.2 5.0 -4.9 - - WP Frm 1.8 -2.0 - - -2.3 -1.8 -2.1 - - CO Frm 0.1 0.7 - 1.5 -0.1 0.8 - - L Frm 0.2 2.7 - - 4.8 -0.2 2.5 - - FL Frm 0.0 7.4 - - 14.7 -0.0 8.0 - - ASL" Frm 0.1 1.0 - - 2.0 -0.1 1.0 - - "ASL Frm 0.1 2.1 - - 2.0 -0.1 -0.1 - - CU Frm - - - - - - - - - B> Frm -5.9 -6.5 - 0.1 113 -5.2 5.2 - - <B Frm 5.9 6.5 - -0.1 -1.3 5.2 -5.2 WBI> Brc - - . - - - - - - - <WBI Brc - - - - - - - - - EB> Brc - - - - - - - - - <EB Brc - - - - - - - - - Frame Reactions - Factored Load Cases at Frame Cross Section: 1 X-Loc 0/0/0 19/0/9 40/0/0 Gridl -Grid2 1-C 1-B _______ '-A Ld Description l-lx Vy Fix liz Vy . Fix Vy Cs (application factor not shown) (k) -(1<) )_ j) J (k) (k) D + PD + Wl> -5.0 5.3 - 2.0 15.2 -3.9 12.11 - - 2 D + FD + <WI 4.3 13.4 -2.0 13.5 'I.') 6.4 - - 3 D+FD+WP 2.0 8.7 - - 5.5 -2.1) 9.2 - - 4 D+FD+CG+ L+ FL 0.4 21.5 - - 311.7 -(IA 22.6 - - 5 D+FD+CG+ASLP+FL 0.3 19.8 - - 360 -0.3 11.1 - - 6 D + FD -fCC + ASL + FL 0.3 20.8 - - 36.0 -0.3 20.1 - - 7 D + FD -f CU + W I > + FL -5.0 12.7 - 2.0 29.9 -3.0 20.9 8 D FD + CU + <WI -i- FL 4.4 20.8 - -2.0 28.2 4.1< I4.'l - - 9 U ± FD±CC, -I I> + FL -4.0 14.1 - 0.1 34.9 -4.0 23.1< - - \IPC File: 4510-07-Building A-B-FBO EP2.\'PC \'PC Version: 7.0h 34.0 -13.2 15.5 -2.0 30.2 -2.0 15.5 -2.0 - 30.2 -2(1 34.2 -(.3 34.9 -4.0 33.7 0.9 33.0 3.5 34.2 -1.3 34.9 -4.0 33.7 0.9 33.0 3.5 8.8 8.7 16.0 8.7 16.0 17.4 14.1 20.2 23.4 (7.4 14.1 20.2 23.4 0.0 0.1 -0.1) -0.1 0.0 0.1 -0.0 -0.1 20.) 9.2 7.2 9.2 17.2 21.2 23.8 19.0 16.4 21.2 23.8 19.0 16.4 '-• . •. '. : ". ... Mite: 6/24/2008 Design 07-4162 ' . Time: 3:10:46 P1 1'agc: 25 of 67 D+FD+CU-i-<L+II.. 4.4 11 A - -ni I I U I.5 16.4 - - 1) A. Fl) -F cc; A. FL 0.2 D+ Iu)+ WI': U-F PD+Wf'+ 2.0 WEt)> I)+FD-tCU+WP+FL--WD I> 2.0 I) + fl) + WI': 0 + Fl) -F WI' + 2.0 <W131 D+FD-FClJ-I-Wi'-t-FL-t-<V'E31 2.0 D±FD+CG+E>+FL±E13> -1.1 D--FI)-t-CCi-t-12-+FL-I3l3> . -4.0 f)+FD+cci~<E+FL+li1> .5 D-t-FD+CG±<E+FL±E13> 4.4 D+Fi)+CC1+E>±FL±<EEI -LI D+FD+CG+12>-t-FL+<E13 -4.0 D+FD±CG+E+FL+<EB 1.5 D+FD±CG+<E+FL+<E13 4.4 left. Load Hrz Right Load Hrz in Load Hrz Out Load Uplift ' Load Vri Down Load Morn cw Load Morn ccw Load (-1-Ix) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (\'y) Case (-Mzz) Case (Mzz) - Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) X-Lo--Grid 0/0/0 1-C .Hrz 5.0 -I 4.4 10 - - - - -, ' - 23.4 10 19/0/9 I-B - - - - '- 2.0 2 2.0 1 - - 38.7 4 - - -- - 40/0/0 I-A 4.0 9 4.9 2 - - - - . - - 23.8 9 - - - - itrfl(1IH' X-Loc Grid - Description 9/0/0 1 ,40/0 /0 1-C I-A - Portal Frame is next to column. See portal frame section for reactions Portal Frame is next to column. See portal frame section for reactions 11 17 18 19 20 21 22 23 26 27 28 29 \'PC File: 4510-07-Building A-B-FBO EP2.VPC . \'PC \'ersicin: 7Db V Date: 6/24/2008 Design 07-4162 Time: 3:10:46 PM S •• • • .:. Page: 26 of 67 Wall: 4, Frame at: 29/3/0 Frame ID:CB I . Frame Type:Continuous Beam Values shown are resisting forces of the foundation. Reactions - Unfactored Load Type at Frame Cross Section: 2 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 2-C 9 x 25 0.375 4 -0.750 100-0" Interior Column 19/0/9 2-B 8 x 10 0.375 4-0.750 100-0" Exterior Column 40/0/0 2-A 9 x 25 0.375 4 -0.750 1 100-0" Load Type Desc. Hx Vy Hx Hz Vy Fix Vy I D Frm 0.1 3.0 - - 2.6 -0.1 2.5 - - FD Frm 0.0 8.0 - - 15.2 -0.0 8.8 - - WI> Frm -5.3 -8.3 - 3.7 -2.5 -3.7 1.4 - - <WI Frm 4.1 -0.1 - -3.7 -4.3 5.1 -5.0 - - WP Frm 1.8 -2.0 - - -2.3 -1.8 -2.1 CO Frm 0.1 1.1 - - 1.5 -0.1 0.8 - - L Frm 0.2 4.0 - - 4.8 -0.2 2.6 - - FL Frm 0.0 7.4 - - 14.7 -0.0 8.0 - - ASL" Frm 0.1 2.1 - - 2.0 -0.1 -0.1 - - ASL Frm 0.3 4.8 - - 2.0 -0.3 1.2 - - CU Frm - -. - - - - - - - Frm -5.8 -6.5 - 1.1 1.3 -5.3 5.2 - - Frm 5.8 6.5 - -1.1 -1.3 5.3 -5.2 - -. WBI> Brc - - - - - - - - - <WBI Brc - - - - - - - - EB> . Brc - - - - - - - - - <EB Brc - - - - - - - - - Frame Reactions - Factored Load Cases at Frame Cross Section: 2 X-Loc 0/0/0 19/0/9 40/0/0 - Grid I - Grid2 2-C 2-B 2-A Ld . Description Hx Vy Hx Hz Vy Hx Vy Cs (application factor not shown) (k) (k) JL (k) (k) (k) (k) D + FD + WI> -5.1 2.7 - 3.7 15.2 -3.8 12.7 - - 2 D+ FD+<Wl 4.2 10.9 - -3.7 13.5 4.9 6.3 3 . D + FD + WP 2.0 8.9 - - 15.5 -2.0 9.2 - - 4 D + FD + CO + L + FL 0.4 23.4 - -. 38.7 -0.4 22.7 - - 5 D+FD+CG+ASL"+FL 0.3. 21.5 - - 36.0 -0.3 20.1 - - 6 D+FD+CG+ASL+FL 0.5 24.1 - - 36.0 -0.5 21.4 - - 7 D + FD + CU + WI> + FL -5.1 10.0 - 3.7 29.9 -3.8 20.8 - - 8 D + FD -f CU + <WI + FL 4.2 18.2 - -3.7 28.2 4.9 14.3 - - 9 D + FD + CG + E> + FL -3.9 14.7 - 0.8 34.9 4.0 23.9 - - \JPC File: 4510-07-Building A-B-FBO EP2.VPC VPC Version: 7.ob n -- X-Loc I Grid. . Description 0/0/0 40/0/0 2-C 2-A Portal Frame is next to column. See portal frame section for reactions . Portal Frame is next to column. See portal frame Section for reactions - .- .. . . . . . . Date: 6/24/2008. De.stgn 07-4162 miii 3 10 P 46 M . . . •• . . .. ;;. .. ..: Page: 27 of 67. 0 l:) FD--cG <`+ FL 4.4 24.1 - -0.8 33.0 3.5 16.5 II D+FD+CG+FL 0.2 19.4 - - 34.0 -0.2 20.2 6 .1) + PD -I WI: 1)1 Fl) + WP -I. 2.0 8.9 - - 15.5 -2.0 9.2 - - W131> 7 D+FD+CU±WP+FL-i-WB 1> 2.0 16.3 - 30.2 -2.0 17.3 - - 18 D+FD- I WI: D+ FD + WP+ 2.0 8.9 - - 5.5 -2.0 9.2 <W131 . . • 19 I)+FD±CU+WI'±FL±<\'EtI 2.0 16.3 -. - 30.2 -2.0 17.3 . . - 20 D+FD+CG+E>1-FL±E13>, . -1.0 18.0 0.2 34.2 -1.4 21.3 - ... - - - 21 D-t-FD+CG+E-.....L±E13> . -3.9 14.7 . - 0.8 34.9 - -4.0 23.9 22 D+FD+CG+<h+FL+EB> 1.5 . 20.8 - -0.2 33.7 0.9 19.0 - - 23 D+FD+CG+<E+FL+E}it> 4.4 24.1 - -0.8 33.0 3.5 16.5 - 26 D±FD+CG±IE>tFL+<EB -1.0 18.0 - 0.2 34.2 -1.4 21.3 27 D+FD+CG+JE>+FL-t:<E13 -3.9 14.7 - 0.8 349 -4.0 23.9 28 D+FD+cci-f<E-'-FL-'-<E13 1.5 20.8 - -0.2 33.7 .. 0.9 19.0 - - 29 1 D+FD+CG+<E1-FL-!--(E13 . 4.4 24.1 . - -0.8 1 33.0 3.5 16.5 - - ...,- ------......r,.._,:.... ................. .1. r............I I .....I - . Grid Hrz left Load I-1rL Right Load I-Irz In Load I-Irz Out Load Uplift LOad Vii Down Load_ Morn cw Load Mom ccw Load (1 -Ix) Case (Hx) Case (-Hz) Case (1-lz) . Case (-Vy) Case (\'y) Case (-Mzz) Case (Mzz) Case (k) . . (k) (k) . (k) (k) (k) • (in-k) (in-k)' 0/0/0 2-C 5.1 1 4.4 tO - - - - - - 24.1 6 - - - -. 19/0/9 2-Bk - .• - - .3.7 2 3.7 I - - 38.7 4 • - . - - . - 40/0/0 2-A .4.0 9 4.9 2 - - - - - - 23.9 9 \'J'C File: 45l0-07-Buildint A-B-FBO EP2.VPC • VT'C Version: 7.Ob USX Date: 6/24/2008 D • esign 07-4162 Time: 3:10:46 PM Page: 28.of 67 p, J Shape: Hangar A Office Loads and Codes - Shape: Hangar A Office City: Carlsbad County: San Diego State: . California Country: United Slates Building Code: 2001 California Building Code Built Up: 89AISC Rainfall: 4.00 inches per hour Based on Building Code: 1997 Uniform Building Code Cold Form: 04A1S1 Building Use: Standard Occupancies Dead and Collateral Loads Live Load Collateral Gravity:5.00 psf Roof Covering+ Second. Dead Load: 2.79 psf Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf . Frame Weight (assumed for seismic):5.50 psf Wind Load Wind Speed: 70.00 mph Wind Exposure (Factor): C (1.214) Parts Wind Exposure Factor: 1.214 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Base Elevation: 0/0/0 Primary Zone Strip Width: N/A Parts / Portions Zone Strip Width: 3/0/0 Basic Wind Pressure: 15.23 psf Snow Load Ground Snow Load: 0.00 psf Design Snow (Sloped): 0.00 psf Snow Exposure Category (Factor) (1.00) Snow Importance: I .000 Ground /Roof Conversion: 1.00 % Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Seismic Load Sé:smic: Zone 4 Seismic Importance: 1.000 I Fully Exposed Framing Seismic Period: 0.4327 Bracing Seismic Period: 0.2472 Framing R-Factor: 4.5000 B-acing R-Factor: 4.5000 Source Type: Other than A and C Source Distance: 10.00 km Sail Profile Type: Stiff soil (D, 4) Frame Redundancy Factor: 1.0000 Erace Redundancy Factor: I .0000 Frame Seismic Factor (Cs): 0.2444 x W Brace Seismic Factor (Cs): 0.2444 x W Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Deflection Limit Override H/100 Purlins are supporting:Metal Roof Panels Girts are supporting: Precast Concrete Wall Hangar A Office : Mezzanine 1 S 14/0/0 Floor Type Non-Composite Loading Type Office Top of Floor 14/0/0 Floor Dead Load 20.00 psf Total Thickness of Deck + Topping 0/1/2 Floor Live Load 50.00 psf Not Reducible Top of Joist 13/10/14 Collateral Load 10.00 psf Mm. Clearance from Floor to Joist 12/0/0 Partition Load: 20.00 psf Mm. Clearance from Floor to Rafter 12/0/0 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 Official or Project Engineer to obtain all code and loading information for this specific building site. Design Load Combinations - Bracing No. Origin Factor Application Description System 1.333 1.0 WI> WI> 2 System 1.333 1.0 <W1 <WI 3 System 1.333 0.714E> 4 System 1.333 0.714<E VPC File: 4510-07-Building A-B-FBO EP2.VPC \TPC Version: 7.ob Date: .6/24/2008 Design 07-4162 Time: 3:10:46 PM Page: 29 of 67 JJIiIU!I4J Mem. Dr dcIfl iY1CSLiUC$ ........ Bracing Length ., Angle Design Seismic Stress Stress Governing Design : Comment No. Shape (ft) Axial (k) Factor Factor Ratio Load Case Status R 0.5 35.77 38.9 -4.15 1.0000 1.3333 0.601 LOW I> passed 2 - RO.5 35.77 .38.9 -4.24 1.0000 1.3333 0.614 1.0<Wl passed 3 RO.5 - 33.43 33.7 -5.15 .1.0000 1.3333 0.745 1.0<W1 passed 4 RO.5 33.43 33.7 -5.21 1.0000 1.3333 0.754 1.0W1> passed lvlem. End Diagonal Connection Design Information I Left Slot: web thk = 3/16 in., F = 4.15k, E factor = 1.000, stress increase = 1.333, 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 = 3/16 in., F = 4.15k, E factor = 1.000, stress -increase = 1.333, slot offset = 2 in., web/flange weld 01(, web direct shear OK, web punching shear OK, tensile fracture of web OK => passed 2 Left Slot: web thk = 3/16 in., F = 4.24k, E factor = 1.000, stress increase = 1.333, 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 = 3/16 in., F = 4.24k, E factor = 1.000, stress increase = 1.333, slot offset = 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web 01< => passed - 3 Left Slot: web thk = 3/16 in., F = 5.15k, E factor = 1.000, stress increase = 1.333, 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 = 3/16 in., F = 5.15k, E factor = 1.000, stress increase = 1.333, 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 = 3/16 in., F = 5.21k, E factor = 1.000, stress increase = 1.333, 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 = 3/16 in., F = 5.21k, E factor = 1.000: stress increase = 1.333, slot offset = 2 in., web/flange weld OK, web direct shear OK, web - punching shear OK, tensile fracture of web OK => passed \'PC File: 4510-07-Building A-B-FBO EP2.\rPC VPC Version: 7.ob Date: 6124/20Ô8 Design 07-4162 Time: 3:10:46 PM Pafle: 30 of 67 :1 H / 7x L= Location Portal Frame to Main Frame Connection Design Information Left Portal Force = 8.00k, Seismic Factor = 1.00, Stress Increase = 1.33 MZE 5x6x318 WI (2) 3/4 A325SC, Flange weld = 3/16 fillet both sides, buckling OK, web yielding/crippling OK => passed Left Main Force = 8.00k, Seismic Factor = 1.00, Stress Increase = 1.33, Haunch Connection, MZE 7x13-1/2x3/8 WI (2) 3/4 A325SC, Flange weld 3/16 fillet both sides, Web weld 3/16 fillet one side, buckling OK => passed Right Portal Force 8.16k, Seismic Factor = 1.00, Stress Increase = 1.33, 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 = 8.16k, Seismic Factor = 1.00, Stress Increase = 1.33, Haunch Connection, MZE 7x13-3/8x3/8 w/ (2) 3/4 A325SC, Flange weld 3/16 fillet both sides, Web weld 3/16 fillet one side, buckling OK => passed Frame Cross Section: A WC File: 4510-07 -Building A-B-FBO EP2.VPC VPC Version: 7.ob /•x 4 77-2 -1 7R-R" Dimension Key 1 8" 2 1-01/2 A Frame Clearances - - Horjz. Clearance between members I(CXOOS) and 5(CX006): 23-6 - Horiz: Clearance between rembers 1(CX005) and 6(CXOO6): 23-6 Horjz. Clearance between members 2(CX005) and 5(CX006): 23-6 Horjz. Clearance between members 2(CX005) and 6(CX006): 23-6' Vert.' Clearance at member 2(CX005):25'-7 5/8" -_ - Vert. Clearance at member 5(CX006): 25-7 5/8' - : Finished Floor Elevation = 100-0" (Unless Noted Otherwise) \'PC File: 4510-07-Bufldint A-B-F130 E112.VPC \rj)C Version: 7.Ob V . Date: 6/24/20(58 ffff Design 07-4162 . Time: 3:10:46 PM _______________ • . Page: 32 of 67 Frame Location Design Parameters: Location Avg. Bay Space I . Description Angle I Group I Trib. Override Design Status 0/0/0 111ortal Frame .. . '. 0.0000 - Stress Check l)esin Load Combinations - Framing No. Origin Factor Application Description User 1.000 1.0D+1.0FD+I.0Wl> D±FD+Wl> 2 User 1.000 1.0D-1-1.0FD+I.0<WI D+FD+<Wl 3 User 1.000 1.0 D + 1.0 FD + 1.0 WP D + FD + 'VP 4 System 1.000 1.0D+1.0FD+ 1.000+1.0L+1.0FL D+FD+CO+Li-FL 5 System 1.333 1.0D+1.0FD+1.0CU+1.0WI>+1.0FL D+FD+CU+W1>+FL 6 System 1.333 1.0 D + 1.0 FD + 1.0 CU + 1.0 <WI + 1.0 FL D + FD + CU + <WI + FL 7 System 1.333 1.0 D + 1.0 FD + 1.0 CG + 0.714 E> + 1.0 FL D + FD + CG + E> + FL 8 System 1.333 1.0 D + 1.0 FD + 1.0 CO + 0.714 <E + 1.0 FL D + FD + CO + <E + FL 9 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 FL D + FD + CG + FL 10 Special 1.700 0.900 D + 0.900 PD + 0.900 CO + 2.800 B> D + FD + CO + E> 11 Special 1.700 0.900 D + 0.900 FD + 0.900 CG + 2.800 <B D + FD + CO + <B 12 Special .1.700 1.200 D+ 1.200 FD +. 1.200 CG + 2.800 E> + 0.500 FL D+FD+CO+ E>+FL 13 Special 1.700 1.200D+1.200FD+I.200CG+2.800<E+0.500FL D+FD+CO+<E+FL 14 User Derived 1.000 I.OD -f l.O I'D + 1.0WP+ I.OWBI> D+FD-4- WP: D+FD+WP+ WBl> 15 System Derived 1.333 1.0 D + 1.0 FD + 1.0 CU -4- 1.0 WP + 1.0 FL+ 1.0 WBl> D+FD+CU+WP+FL+WBI> 16 User Derived 1.000 1.0 D + 1.0 PD + 1.0 WP + 1.0 <WB I D + FD + WP: D -f FD + WP -4- <WB I 17 System Derived 1.333 1.0D+ 1.0FD+ 1.0CU+ 1.0 WP+ 1.0FL+ 1.0<WBI D+FD+CU+WP+FL+<WBI 18 System Derived 1.333 1.0 D + 1.0 FD + 1.0 CG + 0.214 E> + 1.0 FL + 0.714 EB> D+FD+CG+E>+FL+EB> 19 System Derived 1.333 1.0 D + 1.0 FD + 1.0 CO + 0.714 B> + 1.0 FL+0.214 EB> . D+FD-4-CO-4-E>-FL+EB> 20 System Derived 1.333 1.0 D + 1.0 FD + 1.0 CO -F 0.214 <E + 1.0 FL+ 0.714 EB> DFD+CG+<E+FL+EB> 21 System Derived 1.333 1.0 D + 1.0 FD + 1.0 CG + 0.714 <E + 1.0 FL+ 0.214 EB> D+FD+CO+<E+FL-i-EB> 22 Special 1.700 0.900 D + 0.900 FD + 0.900 CO + 2.800 EB> . D + FD + CO + EB> 23 Special 1.700 1.200D+ 1.200FD-F l.20000+2.800 EB> +0.500FL D+FD+CO+ EB> +FL 24 System Derived 1.333 1.0 D + 1.0 FD + 1.0 CO + 0.214 B> + 1.0 FL+ 0.714 <EB D+FD+CO+E>+FL+<EB 25 System Derived 1.333 1.0 D + 1.0 FD + 1.0 CO + 0.714 E> + 1.0 FL+ 0.214 <EB D+FD+CO+E>+FL+<EB 26 System Derived 1.333 1.0 D + 1.0 FD + 1.0 CO + 0.214 <E + 1.0 FL + 0.714 <EB D+FD+CO+<E+FL+<EB 27 System Derived 1.333 1.0 D + 1.0 FD + 1.0 CO + 0.714 <E + 1.0 FL + 0.214 <EB D+FD+CO+<E+FL+<EB 28 Special 1.700 0.900 D + 0.900 FD + 0.900 CO + 2.800 <EB D + FD + CO + <EB 29 Special 1.700 I.200D+ 1.200FD+ l.20000±2.800 <EB +0.SOOFL D+FD+CO+ <EB +FL Frame Member Sizes 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 iLl Codes Jt.2 Shape 9.00 0.3125 0.1644 22.00 22.00 13.75 450.7, 55.00 55.00 BP SS 3P 2 9.00 0.3125 0.1644 22.00 22.00 14.20 473.7 55.00 55.00 SS KN 3P 3 8.00 0.2500 0.1345 25.00 25.00 13.58 325.2 55.00 55.00 KN SS 3P 4 8.00 0.2500 0.1345 25.00 25.00 13.58 325.2 55.00 55.00 SS KN 3P 5 9.00 0.3125 0.1644 22.00 22.00 14.20 473.7, 55.00 55.00 SS KN 3P 6 9.00 0.3125 1 0.1644 1 22.00 1 22.00 1 13.75 1 450.71 55.00 1 55.00 1 BP I SS 3P Total Frame Weight = 2499.1 . (p) (Includes all plates) Frame Pricing Weight = 2591.0 (p) (Includes all pieces) Boundary Condition Summary Member X-Loc YLoc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ.(rad.) 1 6 0/0/0 28/6/0 0/0/0 0/0/0 Yes Yes Yes Yes No No 0/0/0 0/0/0 1 0/0/0 0/0/0 0.0000 0.0000 Values shown are resisting forces of the foundation. Reactions - Unfactored Load Type at Frame Cross Section: A Type Exterior Column Exterior Column X-Loc 0/0/0 . 28/6/0 Grid] -Orid2 A-2 A-I Base Plate Wx L(in.) 10 23 10 23 Base Plate Thickness (in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4 -0.750 4-0.750 Column Base Elev. 100-0 100-011 Load Type Desc. Fix Vy Fix \Iy D Frrn 0.0 1.2 -0.0 1.2 - - - FD Frm 0.1 1.6 -0.1 1.6 - - - VPC File: 4510-07-Building A-B-FBO EP2.VPC VPC Version: 7.ob Date: 6/24/2008 Desi'n 07-4162 . Time: 3:10:46 I'M . -: .. .Page: 33 of 67 WI> Frill - - - - - -_ - wil Frill CO Frill Frill - - - - - - - FL Frni 0.! 2.6 -0.1 2.6 - - - CU Frill - - - - - - - 13> Frni hA 0.4 0.4 .. -0.4 I- rill -0.4 -0.4 -0.4 0.4 - - - W13 I> . fIre 4.2 9.0 4.0 -9.0 - - - W131 We -3.9 -8.8 -4.1 8.8 - - - E13> Brc 5.3 8.2 5.2 -8.2 - - - <EB Bit -5.2 -8.2 -5.3 8.2 t.....0 i,............C............., ..tl, i?.,nl .......I i - )(-Loc Old left Load Ha Right Load Hrz In Load Hrz Out Load Uplift Load \'rt Down Load Mom cw Load Mom ccw Load (-Hx) Case (1-Ix) Case (-Hz) Case (I-Iz) Case (-Vy) Case (V),) Case (-Mzz) Case (Mzz) Case .Ha (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 A-2 3.8 16 4.3 15 - - - - 6.1 16 14.4 15 - - - - 28/6/0 A-I 4.3 17 3.9 14 - - - - 6.3 14 4.2 17 c..... ._r .............;,I, 1,,,;,.... ri,,...i, - Load Type Horizontal Load Reaction (k) (k) Vertical Load Reathon (k) (k) D 0.0 0.0 2.5 2.3 FD 0.0 0.0 3.2 3.2 WI> 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 WP 0.0 0.0 0.0 0.0 CO 0.0 0.0 0.0 0.0 L 0.0 0.0 0.0 0.0 FL 0.0 0.0 5.3 5.3 CU 0.0 0.0 0.0 0.0 E> 0.8 0.8 0.0 0.0 0.8 0.8 0.0 0.0 WB1> 8.2 8.2 0.0 0.0 <WBI 8.0 8.0 0.0 0.0 EB> 10.5 10.5 0.0 0.0 <EB 10.5, 1 10.5 1 0.0 0.0 n...., fll..g.. C............. - - X-Loc - Grid Mern. Thickness Width Length Nurn. Of Boll Diam. Type Welds to Welds to No. (in.) (in.) (in.) Bolts (in.) Flange Web 0/0/0 . A-2 1 0.375 10 23 4 0.750 A36 OS-0.1875 OS-0.1875 28/6/0 A-I 6 0.375 10 23 4 0.750 A36 OS-0.1875 OS-0.1875 Mern. No. Stiff. No. Desc. Loc. (ft) Web Depth (in.) h/i . a/h a (in.) Thick. (in.) Width (in.) Side . . Welding Description 2 I S3 12.12 21.375 N/A N/A N/A 0.3125 4.000 Both F-FP,W-OS-0.1875 2 2 S11 Alternate Web Thick.= 0.2500 0.3125 4.000 Opposite Fillet W-BS-0.1875 (SIO) . 3 I 51 6.08 24.500 182.16 3.00 73.50 0.1875 2.000 Both Std 4 I 51 0.50 24.500 182.16 3.00 73.50 0.1875 2.000 Both Std 4 2 SI 6.63 24.500 182.16 3.00 73.50 0.1875 2.000 Both Std 5 I S3 12.12 21.375 N/A N/A N/A 0.3125 4.000 Both F-F1'.,W-OS-0.1875 5 2 S11 Alternate Web Thick.= 0.2500 0,3125 4.000 Opposite Fillet W-BS-0.I875 (S 10) I TinIl,.I Mnn-nnl Cinnirlinnc (AISC DG-1 6) - Fv = SS k.ci End-Plate Dimensions Bolt Outside Flange Inside Flange Mem. No. it. No. Type Thick. (in.) Width (in.) Length (in.) Diam. (in.) Spec/Joint Gages In/Out (in.) Configuration Pitches I stJ2nd Configuration Pitches I sif2nd ID Desc. (in.) ID 2 3 2 1 KN(Face) KN(Face) P 0.500 0.500 .9.00 8.00 30.50 30.50 0.750 0.750 A325X/I'T A325X/P1' 3.00 3.00 32 32 Extended Extended 3.25/2.00 3.25/2.00 32 32 _Desc. Extended Extended _(in.) 3.25/2.00 . 3.25/2.00 \'FC File: 45] 0-07-Building A-B-FBO EP2.VI'C \'PC Version: 7.ob . Date: 6/24/200 Design 07-4162 . Time: 3:10:46 PM LEM Page: 34 of 67 4 1 2 1 KN(Face) 0.500 8.00 1 30.50 0.750 1 A325XJPT 1 3.00 1 32 1 Extended 3.25/2.00 32 1 Extended 3.25/2.00 . 2 KN(Facc) 0.500 1 9.00 30.50 0.750 A325X/PT 3.00 32 Extended 3.25/2.00 1 32 Extended 3.25/2:00 Required Strength - Out Available Strength - Out - Required Strength - In Available Strength - In Mern. R. 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) 2 2 23 -3.7 13.7 1887.1 Thin plate 212.1 2044.4 28 -3.7 13.3 1916.3 Thin plate 212.1 2044.4 3 I 23 -3.7 13.7 1887.1 Thin plate 212.1 2044.4 28 -3.7 13.3 1916.3 Thin plate 212.1 2044.4 4 2 29 -3.7 13.7 1887.1 Thin plate 212.1 2046.0 22 -3.7 13.3 1916.31 Thin plate 212.1 2046.0 5 2 29 -3.71 13.71 1887.11 Thin plate 1 212.1 2046.0 22 -3.7 13.31 1916.31 Thin plate 212.1 2046.0 Frame Desien Member Summary - ControIIin Load Case and Maximum Combined Stresses net Member (Locations are from Joint 1 1 Actual Forces Actual Stresses Allowable Stress Condition Mem. Loc. Depth Load Axial Shear Mom-x Mom-y Axial Shear Bnd-X Bnd-Y --- Stress /Force --- Sum % % No. ft in. Case k k in-k in-k ksi ksi ksi ksi Axial I Shear Bnd-X I Bnd-Y Bnd+Ax Shear 1 13.75 22.00 14 -11.8 -4.3 -702.1 48.4 1.29 1.21 9.71 5.74 9.77 4.92 26.09 26.09 0.67 0.25 2 9.25 22.00 14 -10.2 -4.3 -1158.4 81.0 1.11 1.21 16.02 9.60 13.25 4.92 26.09 26.09 1.02 0.25 3 0.92 25.00 16 -4.2 -8.6 1260.8 0.0 0.57 2.60 20.27 0.00 5.49 7.05 21.13 22.69 0.98 0.37 4 11.75 25.00 14 -4.3 8.7 1285.4 0.0 0.58 2.65 20.67 0.00 5.49 7.05 21.13 22.69 1.00 0.38 5 12.12 22.00 16 -10.0 4.2 -1279.3 0.0 1.09 1.19 17.70 0.00 18.98 4.92 26.09 26.09 0.72 0.24 6 13.75 22.00 16 -11.6 4.2 -689.3 0.0 1.27 1.19 9.53 0.00 17.08 4.921 26.09 26.09 0.41 0.24 Mem. No. Loc. ft Depth in. Area in.2 Rx in. Ry in. Lx in. Ly-1 in. Ly-2 in. KIx /Rx Klyl /Ry Kiy2 /Ry Sx in.3 I Lbl in. Rt-1 in. Lb2 in. Rt-2 in. Qs Qa Cbl Cb2 1 13.75 22.00 9.14 9.33 2.04 310.39 252.0 0.0 49.9 123.6 0.0 72.30 168.0 2.43 0.0 0.00 0.79 1.00 1.75 0.00 2 9.25 22.00 9.14 9.33 2.04 310.39 213.6 0.0 49.9 104.8 0.0 72.30 142.4 2.43 0.0 0.00 0.79 1.00 1.26 0.00 3 0.92 25.00 7.30 10.32 1.71 282.00 23.5 282.0 27.3 13.7 164.9 62.19 23.5 2.07 282.0 2.12 0.69 1.00 1.02 2.30 4 11.75 25.00 7.30 10.32 1.71 282.00 282.0 23.5 27.3 164.9 13.7 62.19 282.0 2.12 23.5 2.07 0.69 1.00 2.30 1.17 5 12.12 22.00 9.14 9.33 2.04 310.39 142.4 23.5 49.9 69.9 11.5 72.33 142.4 2.43 23.5 2.40 0.79 1.00 3.26 1.02 6 13.75 22.00 9.14 9.33 2.04 310.39 168.0 0.0 49.9 82.4 0.0 72.30 168.0 2.43 0.0 0.00 0.79 1.00 1.751 0.00 VPC File: 4510-07-Building A-B-FBO EP2.VPC VPC Version: 7.ob Design. 07-4162 Date: 6/2412008 Tillie: 3:16:46 PM Page: 35 of 67 LJNUI hUh Side lieU Ililili Units C I lii Type .... Description ___________ Magl Luel __________ 0usd 1-1 01 \' IJfl. Dir. Cod. Die. I k F!) FD —1.58 14/0/0 NA NA Yl DOWN 1.000 IF 1 k FL FL -2.63 14/0/0 NA NA N DOWN 1.000 IF I k ER> Vert. Distribution -3.10 14/0/0 NA NA N LEFT 1.000 IF I 1: <EB Vert; Distribution 3.10 14/(1/0 NA NA N RJOI-IT 1.0(10 1F L, WIt!> Ironi wall support beam 1.42 23/0/0 NA NA N IN 1.000 WA I C <W13 I From wall support beam -1.42 23/0/0 NA NA N OUT . 1.000 WA 4 k PD FD . -1.58 14/0/0 NA NA V DOWN 1.000 .11-.- 4 C FL FL -2.63 14/0/0 NA NA N DOWN 1.000 it- 4 C E13> Vert. Distribution -3.10 14/0/0 NA NA . N LEFT .1.01)0 II 4 k <EB Vert. Distribution 3.10 14/0/0 N! NA N Rl(il-IT 1.000, IF No. Origin Factor Del H Del V Application Description. I User 1.000 100 0 1.0 E> E> 2 User 1.000 100 0 1.0 <E 3 User 1.000 100 0 1.0 EB> . EB> 4 User 1.000 100 0 1.0 <EB <EB 5 System 1.000 0 180 0.500 L L 6 System 1.000 100 0 0.700 WI> wi> 7 System 1.000 100 0 0.700<WI <WI 8 System 1.000 100 0 0.700 WP wp 9 System Derived 1.000 100 0 0.700 WBI> . WBI> 10 System Derived 1 1.000 1 100 1 0 10.700 <WBI . <WB I r'.._........... r..... ......... A Description Deflection (in.) Ratio Member Joint Load Case Load Case Description Max. Horizontal Deflection . Max. \'ertical Deflection for Span I -3.046 -0.010 (H1106) ( U30484 ) 5 2 2 3 3 EB> EB> * Negative horizontal deflcton 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. Vi'C File: 4510-07-Building A-B-FBO EP2.\'PC . . VPC Version: 7.Ub Date: 6/2412008 Design 07-4162 Time: 3:1O:46PM - Page: 36 of 67 :1 I: 0 A 77 L7 777 Location Portal Frame to Main Frame Connection Design Information Left Portal Force = 7.86k, Seismic Factor = 1.00, Stress Increase = 1.33, MZE 5x6x3/8 w/ (2) 3/4 A325SC, Flange weld = 3/16 fillet both sides, bucklingOK, web yielding/crippling OK => passed Left Main Force = 7.86k, Seismic Factor = 1.00, Stress Increase = 1.33, Haunch Connection, MZE 7x13-3/4x3/8w/ (2) 3/4 A325SC, Flange weld 3/16 fillet both sides, Web weld 3/16 fillet one side, buckling OK => passed Right Portal Force= 7.81k, Seismic Factor = 1.00, Stress Increase = 1.33, MZE 5x6x3/8 w/ (2) 3.4 A325SC, Flange weld = 3/16 fillet both sides, buckling OK, web yielding/crippling OK => passed ~igh_tMain Force = 7.81k, Seismic Factor = 1.00, Stress Increase = 1.33, Haunch Connection, MZE 7x13-I/20/8 w/ (2) 3/4 A325SC, Flange weld I 3/16 fillet both sides, Web weld 3/16 fillet one side, buckling OK => passed Frame Cross Section: C VPC File: 4510-07-Building A-B-FBO EP2.VPC \'TC Version: 7.ob • Date: 6/2/2008 De5ign 07-4162 lirni 3:10:46 PM Page: 37 of 67 Dimension Key 1 8' 2 1-01/2" Frame Clearances Horiz. Clearance between members l(CXOO7) and 5(CX008): 23'-1 0' Horiz. Clearance between members 1(CXOO7) and 6(CX008): 23-10" Horiz. Clearance between members 2(CX007) and 5(CX008): 23'- 10" Horiz. Clearance between members 2(CX007) and 6(CX008): 23-10" Vert. Clearance at member 2(CX007): 24-10 13/16" Vert. Clearance at member 5(CX008): 24'- 10 13/16" Finished Floor Elevation = 1004" (Unless Noted Otherwise) \"PC File: 4510-07-l3ui)dijlc., A-B-FBO EP2.VPC VPC Version: 7.ob Date: 6/24/200 Design 07-4162 . Time: 3:10:46 PM Page 38of67 Frame Location Design Iaramctcrs: Location Avg. Bay Space I Description Angle Group Trib. Override Design Status 0/0/0 0/0/0 jPortal Frame 0.0000 - Stress Check Desi"n Load Combinations - Frarnion No. Origin Factor Application Description User 1.000 1.0 D + 1.0 FD + 1.0 ',At I> . D + FD + WI> 2 User 1.000 l.OD+ 1.0FD+ I.0<WI D+FD+<WI 3 User 1.000 1.0 D ± 1.0 FD + 1.0 WP D + FD + WP 4 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 L + 1.0 FL D + FD + CG + L + FL 5 System 1.333 1.0 D + 1.0 FD + 1.0 CU + 1.0 'All > + 1.0 FL D + FD + CU + Mil > + FL 6 System 1.333 l.OD+ I.OFD+ l.00U+ 1.0<WI+ 1.0 FL D+FD+CU-i-<Wi +FL 7 System 1.333 1.0 D + 1.0 PD + 1.0 CG + 0.714 E> + 1.0 FL D + FD ± CG + B> + FL 8 System 1.333 1.00+1.0 FD+ 1.0 CG+0.714<E+ 1.0 FL D+ FD+CO+<E+ FL 9 System 1.000 1.0 D + 1.0 FD + 1.0 CO + 1.0 FL D + FD + CG -F FL 10 Special 1.700 0.900 D + 0.900 FD + 0.900 CO + 2.800 E> D + FD + CO + B> II Special 1.700 0.900 D + 0.900 FD + 0.900 CO + 2.800 <E D + FD + CO + <E 12 Special 1.700 1.200D+ 1.200FD+ 1.200CG+2.800E>+0.500FL D+FD+CG+E>+FL 13 Special 1.700 1.200D+ 1.200FD+ 1.20000+2.800<E+0.500FL . D+ I'D +CG+<E+FL 14 User Derived 1.000 i.OD+ l.OFD+ 1.0 WP+ i.OWBI> D+FD+ WP: D-i- I'D ±WP+ WB I> 15 System Derived 1.333 i.OD+ l.OFD+ 1.0CU+ 1.0 WP+ l.OFL+ 1.0WBI> D+FD+CU+WP+FL-i-WBI> 16 User Derived 1.000 1.0D+1.0FD+1.0WP+ 1.0<WBI D+ I'D + WP: D+FD+Wp+ <WB I 17 System Derived 1.333 1.0D+ i.OFD+ l.00U+ 1.0 WP+ 1.0FL+ 1.0<WBi D+FD+CU+WP+FL-i-<WBI 18 System Derived 1.333 1.0 D + 1.0 FD + 1.0 CO + 0.214 B> + 1.0 FL + 0.714 EB> D+FD+CO+E>+FL-i-Eg> 19 System Derived 1.333 1.0 D + 1.0 FD + 1.0 CO + 0.714 E> + 1.0 FL + 0.214 EB> D+FD+CO-l-E>+FL+EB> 20 System Derived 1.333 1.0 D + 1.0 FD + 1.0 CO + 0.214 <E + 1.0 FL + 0.714 EB> D+FD+CG-I-<E±FL+EB> 21 System Derived 1.333 1.0 D + 1.0 PD + 1.0 CD + 0.714 <E + 1.0 FL+ 0.214 EB> D+FD+CO-l-<E+FL±EB> 22 Special 1.700 0.900 D + 0.900 FD + 0.900 CO + 2.800 EB> D + FD + CO + EB> 23 Special 1.700 1.200D+ 1.200FD+ 1.20000+2.SOO EB> +0.SOOFL D+FD+CO+ EB> +FL 24 System Derived 1.333 1.0 0 + 1.0 FD + 1.0 CO + 0.214 B> + 1.0 FL + 0.714 <EB D+FD+CG-fE>-t-FL-i-<EB 25 System Derived 1.333 1.0 D + 1.0 FD + 1.0 CO + 0.714 E> + 1.0 FL + 0.214 <EB D+FD+CO+E>±FL+<EB 26 System Derived 1.333 1.0 D + 1.0 PD + 1.0 CO + 0.214 <E + 1.0 FL + 0.714 <EB D+FD+CO-l-<E-t-FL-i-<EB 27 System Derived 1.333 1.0 D + 1.0 PD + 1.0 CO + 0.714 <E + 1.0 FL + 0.214 <EB D+FD+CG-t-<E+FL-i-<EB 28 Special 1.700 0.900 0 + 0.900 PD + 0.900 CO + 2.800 <EB D + FD + CO + <EB 29 Special 1 1.700 11.200D+l.200FD+1.20000+2.800 <EB +0.SOOFL D+FD±CO-l-<EB+FL Rrnni Mamhnr Si?DV Mem. No. Fig Width (in.) Fig Thk (in.) Web Thk (in.) Depth (in.) Depth2 (in.) Length (ft) Weight (p) Fig Fy (li) Web Fy (ksi) Splice Jt.l Codes Jt.2 Shape 9.00 0.3750 0.1644 20.00 20.00 13.75 484.8 55.00 55.00 BP SS 3P 2 9.00 0.3750 0.1644 20.00 20.00 13.39 481.1 55.00 55.00 SS KN 3P 3 8.00 0.2500 0.1345 24.00 24.00 13.58 323.1 55.00 55.00 KN SS 3P 4 8.00 0.2500 0.1345 24.00 24.00 13.58 323.1 55.00 55.00 SS KN 3P 5 9.00 0.3750 0.1644 20.00 20.00 13.39 481.0 55.00 55.00 . SS KN 3P 6 9.00 1 0.3750 1 0.1644 1 20.00 1 20.00 1 13.75 1 484.8 55.00 1 55.00 1 BP SS 3P total trame welgnt = Z / 1.9 Ip) (includes all plates) Frame Pricing Weight = 2670.4 p) (Includes all pieces) Roi.ndary Condition Summary Member X-Loe Y-Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 1 6 0/0/0 28/6/0 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. Rpat'tinnc - 1tnfcietnrd I.nail Tvne ,t Frame Crnc Sprt,nn! C Type Exterior Column Exterior Column X-Loc 0/0/0 28/6/0 Oridl - Grid2 C-I C-2 Base Plate WxL(in.) 10x21 10x21 Base Plate Thickness (in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4 -0.750 4-0.750 Column Base Elev. 100-0 100-0 Load Type Desc. Hx Vy Hx Vy D Ft-rn 0.0 1.2 -0.0 1.2 - - FD Ft-rn 0.1 1.6 -0.1 1.6 - - VPC File: 4510-07-Building A-B-FBO EP2.VPC V?C Version: 7.ob 0.) 2.6 -0.1 2.( -0.4 -0.4 -0.4 0.4 0.4 0.4 -3.8 -8.4 -4.0 4.0 8.3 3.8 -5.3 -8.1 -5.4 8.1 5.4 8.1 5.3 -8. Frn Frni Frill Fit-n Fiiii Frm Fi-n Frill I3ic Brc Brc Ore 'I)atc: 6/24/2008 Design 07-4162 Time: 3:10:46 PM Pagc:-39of67 IVtaxlIuhll11 X-Loc ._.i)I11OIIIC(I Grid ieaetiuiis Hrz left Load )fl Hrz Right Load I-Irs In Load Firs Out Load uplift Load \'rt Down Load Mom cw Load Mom ccw Lead (-Ox) Case (1-Ix) Case (-Hz) Case (Hz) Case (Vy) Case (Vy) Case (-Mzz) Case (Mzx) Case. (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 C-I 3.8 14 4.2 17 - - - - 5.6 14 13.7 17 - - - - 28/6/0 C-2 4.2 15 3.7 16 - - - - 5.5 16 13.8 15 Load Type Horizontal Load Reaction (k) (k) Vertical Load Reaction (k) (k) D . 0.0 0.0 2.6 2.4 FD . 0.0 0.0 3.2 3.2 WI> 0.0 0.0 0.0 0.0 <WI 0.0 0.0 0.0 0.0 WP 0.0 0.0 0.0 0.0 CG 0.0 0.0 0.0 0.0 L 0.0 0.0 0.0 0.0 FL 0.0 0.0 5.3 5.3 CU 0.0 0.0 0.0 0.0 0.8 0.8 0.0 0.0 <E 0.8 0.8 0.0 0.0 WBI> 7.9 7.9 0.0 0.0 <V/B] 7.8 7.8 0.0 0.0 EB> 10.7 10.7 0.0 0.0 <EB 10.7 1 10.7 1 0.0 1 0.0 isase riaw ,uuIIII,u X-Loc y 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 C-I 1 0.375 10 21 4 0.750 A36 OS-0.1875 OS-0.1875 28/6/0 C-2 6 0.375 10 21 4 0.750 A36 0S0.1875 OS-0.1875 VYCO 3tilleller IvIem. No. esc. Ldc. (ft) Web Depth (in.) aulIlIuu h/t a/h a (in.) Thick. (in.) Width (j)_ Side, Welding Description 2 ST2S S3 11.39 19.250 N/A N/A N/A 0.31 25 4.000 Both F-FP,W-OS-0.I875 2 I) Alternate Web Thick.= 0.2500 0.3125 4.000 Opposite Fillet W-OS-0.)875 10) 3 SI 5.83 23.500 174.72 3.00 70.50 0.1875 2.000 Both Std 3 2 51 11.71 23.500 174.72 3.00 70.50 0.1875 2.000 Both Std 4 I SI 5.71 23.500 174.72 3.00 70.50 0.1875 2.000 Both Std 4 2 SI 9.23 23.500 174.72 3.00 70.50 0.1875 2.000 Both Std 5 1 S3 11.39 19.250 N/A N/A N/A 0.3125 4.000 Both F-FP,W-OS-0.I875 5 2 SI I Alternate Web Thick. 0.2500 0.3125 4.000 Opposite Fillet W-BS-0.1 875 (S 10) ______ _______ Duitcu Mem. ui A. U-, IaLu''i',uI''. Type I 'I..-- End-11 ate Dimensions I3011 __ I .., Outside Flange 1 Inside Flange Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1 si/2nd Configuration Pitches I sll2nd ID Desc. (in.) ID I Desc. (in.) No. No. (in.) (in.) (in.) (in.) (in.) 2 2 K.N(Face) 0.500 9.00 1 29.75 0.71501 A325XJPT 3.00 321 Extended 1 3.50/2.00 321 Extended 1 3.50/2.00 \'PC File: 451 0-07-Building A-B-FBO EP2.VPC VFC \'ersion: 7.ob V Design 07-4162 . Date: 6/24/200'8 S Tirne:3:10:46PM Page: 40 of 67 3 I KJ4(Faee) 0.500 8.00 29.75 0.750 A325X11'T 3.00 32 Extended 3.50/2.00 32 Extended 3.50/2.00 4 2 KN(Face) 0.500 8.00 29.75 0.750 A325X1P1 3.00 32 Extended 3.50/2.00 32 . Extended 3.50/2.00 5 2 KN(Face) 0.500 9.00 . 29.75 0.750 A325)JPT 3.00 32 Extended 3.50/2.00 32 Extended 3.50/2.00 Required Strength - Out Available Strength - Out Required Strenth - In AvailableStrength - In Mciii. R. Lii Axial Shear Moment Design Shear Moment Ld Axial Shear Moment Design Shear Moment No. No. Cs I (k) (k) I (in-k) Proc. (k) (in-k) Cs (k) (k) (in-k) Proc. (k) j__(in-k) 2 2 29 -3.8 13.6 1905.0 Thin plate 212.1 1945.2 22 -3.8 13.3 1932.3 Thin plate 2,12.1 1945.2 3 I 29 -3.8 13.6 1905.0 Thin plate 212.1 1945.2 22 -3.8 13.3 1932.3 Thin plate 212.1 1945.2 4 2 23 -3.8 13.6 1904.7 Thin plate 212.1 1949.0 28 -3.8 13.3 1932,0 Thin plate 212.1 1949.0 5 1 2 23 -3-81 13.6 1904.71 Thin plate 1 212.11 1949.0 28 -3.8 13.3 1932.01 Thin plate 212.1 1949.0 l',,me flesien Memhr cnmmary - Contrnflinn toad Case and Maximum Combined Stresses ner Member flrnratinns are f,-am mini 1 Actual Forces Actual Stresses Allowable Stress Condition Mem. Loc. Depth Load Axial I Shear Mom-x Mom-y Axial Shear Bnd-X Bnd-Y --- Stress /Foree --- Sum % % No. ft in. Case k k in-k in-k ksi ksi ksi ksi Axial Shear I Bnd-X Bnd-Y Bnd-fAx Shear 1 13.75 20.00 16 -11.1 -4.1 -671.2 80.4 1.12 1.29 8.98 7.94 10.81 6.06 29.18 29.18 0.63 0.21 2 9.25 20.00 16 -9.5 -4.1 -1109.6 134.5 0.96 1.29 14.84 13.28 16.00 6.06 29.18 29.18 1.00 0.21 3 0.83 24.00 14 -4.1 -8.1 1209.3 0.0 0.57 2.56 20.45 0.00 544 2.72 21.07 22.95 1.00 0.94 4 11.92 24.00 16 -4.1 8.0 1200.2 0.0 0.57 2.54 20.30 0.00 5A4 2.72 21.07 22.95 0.99 0.93 5 9.251 20.00 14 -9.6 4.1 -1117.6 134.5 0.97 1.30 14.95 13.28 16.00 6.06 29.18 29.18 1.00 0.21 6 13.75 20.00 14 -11.2 4.1 -677.6 80.4 1.12 1.30 9.06 7.94 10.81 6.06 29.18 29.18 0.63 1 0.21 Mem. No. Loc. Depth Area . Rx fl t2 /Rx Ry Lx Ly-1 Ly-2 KIx KlyI Kly2 Sx in.3 Lb1 RI-I Lb2 Rt-2 Qs Qa Cbl I Cb2 1 13.75 20.00 9.91 8.68 2.14 301.69 252.0 0.0 52.1 117.5 0.0 74.77 168.0 2.52 0.0 0.00 0.88 1.00 1.75 0.00 2 9.25 20.00 9.91 8.68 2.14 301.69 200.5 0.0 52.1 93.5 0.0 74.77 133.7 2.50 0.0 0.00 0.88 1.00 1.25 0.00 3 0.83 24.00 7.16 9.95 1.73 286.00 22.0 286.0 28.7 12.7 165.7 59.13 22.0 2.08 286.0 2.13 0.70 1.00 1.02 2.30 4 11.92 24.00 7.16 9.95 1.73 286.00 286.0 22.0 28.7 165.7 12.7 59.13 286.0 2.13 22.0 2.08 0.70 1.00 2.30 1.17 5 9.251 20.001 9.91 8.68 2.14 301.69 200.5 0.0 52.1 93.5 0.0 74.77 133.7 2.50 0.0 0.00 0.88 1.00 1.25 0.00 -, 6 13.75 20.00 9.91 8.68 2.14 301.69 252.0 0.0 52.1 117.5 0.0 74.77 1.68.0 2.52 0.0 0.00 0.88 1.00 1.75 0.00 VPC File: 4510-07-Building A-B-FBO EP2.VPC V--'-"C Version: 7.ob Date: 6/24/2008 Design 07-4162 Time: 3:10:46 PM Page: 41 of 67 liNer JICI Side III ell Fl Units diuR: , lull I.l,ltLl T)pe all, l.-1111 11 1- . '.5 Description _______ Magl Locl Offset1-I or \' 1pfl. Dir. Cnef. Loc. I Ic [1) FE) -1.58 14/0/0 NA V DOWN 1.00(1 IF Ic FL FL -2.63 14/0/0 NA N DOWN 1.000 IF I Ii EI3> Vert. Distribution 3.10 14/0/0 NA. N RIGI-IT 1.000 IF Ic <ELI Vert. Distribution -3.10 14/0/0 NA N LEFT 1.000 IF I Ic WBl> From Wall Support ileani -2.65 23/0/0 NA N OUT 1.000 WA 1 Ic <Will From Wall Support Beani 2.65 23/0/0 NA NA N IN 1.000 WA 1 I: ELI> From Wall Support Beam -0.40 23/0/0 NA NA N OUT 1.000 WA I: <ELI From Wall Support Beam 0.40 23/0/0 NA NA N IN 1.000 WA 4 Ic FD Fl) -1.58 (.58 410/0 NA NA Y DOWN 1.000 . IF 4 Ic FL FL -2.63 14/0/0 NA NA N DOWN 1.000 IF 4 Ic E13> Vert. Distribution 3.10 14/0/0 NA NA N RIGI-IT 1.000 IF 4 Ic <EB Vert. Distribution -3.10 14/0/0 NA NA N LEFT 1.000 IF 4 Ic WEll> From Wall Support Beam 2.65 23/0/0 NA NA N IN 1.000 WA 4 Ic <Will From Wall Support Beam -2.65 23/0/0 NA NA N OUT 1.000 WA 4 Ic EB> From Willi Support Beam 0.40 23/0/0 NA NA N IN 1.000 WA 4 Ic I <EB IFT0111 Wall Support Beam -0.40 23/0/0 NA NA N I OUT 1 1.000 WA No. ,rn.l Origin Factor Def H Def V Application Description User 1.000 100 0 1.0 E> E> 2 User 1.000 100 0 1.0 <E 3 User 1.000 100 0 1.0 EB> EB> User 1.000 100 0 1.0 <EB <EB 5 System 1.000 0 180 0.500 L L 6 System 1.000 100 0 0.700 MI I> WI> 7 System 1.000 100 0 0.700 <WI <WI 8 System 1.000 100 0 0.700 WP . WP 9 System Derived 1.000 100 0 0.700 WBl> . WBI> 10 System Derived 1 1.000 1 100 1 0 0.700 <WB I I<WB I r.5_r......c...a:..... (' Description Deflection (in.) Ratio IMemberl Joint ILoadCasel Load Case Description Max. 1-lorizontal Deflection Max. Vertical Deflection for Span 1 3.114 0.009 (H/I00) ( (.134446) 2 2 1 2. 2 3 3 . EB> EB> * 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. ..° .................... .5Ssu5 . :... :. .... \'PC File: 4510-07-Buflding A-B-FBO EP2.\'PC VPC Version: 7.Ob Date: 6/24/2008 Design 07-4162 . Time: 3:10:46 PM Page: 42 of 67 aysc ;........... ..... Secondar Ji.mmar 13po - Loads and Codes - Shape: Hangar A Office .' . . . . . . . City: Carlsbad County: San Diego State: - California Country: United States Building Code: 2001 California Building Code Built Up: 89A1SC Rainfall: 4.00 inches per hour Based on Building Code: 1997 Uniform Building Code Cold Form: 04AlSl . . Building Use: Standard Occupancies Live Load Roof Covering + Second. Dead Load: 2.79 psf Live Load: 20.00 psf Reducible Frame Weight (assumed for seismic):5.50 psf Snow Load Seismi: Load Ground Snow Load: 0.00 psf Seismic: Zone 4 Design Snow (Sloped): 0.00 psf Seismic Importance: 1.000 Snow Exposure Category (Factor): I Fully Exposed Framing Seismic Period: 0.4327 (1.00) Snow Importance: 1.000 Bracing Seismic Period: 0.2472 Ground / Roof Conversion: .1.00 Framing R-Factdr: 4.5000 % Snow Used in Seismic: 0.00 . Bracing -R-Factor 4.5000 Seismic Snow Load: 0.00 psf Source Type: Other than A and C Source Distance: 10.00 km Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor: 1.0000 Brace Redundancy Factor: 1.0000 Frame Seismic Factor (Cs): 0.2444 x W Brace Seismic Factor (Cs): 0.2444 x W Dead and Collateral Loads Collateral Gravity:5.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 70.00 mph Wind Exposure (Factor): C (1.214) Parts Wind Exposure Factor: 1:214 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Base Elevation: 0/0/0 Primary Zone Strip Width: N/A Parts / Portions Zone Strip Width: 3/0/0 Basic Wind Pressure: 15.23 psf Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineerto obtain all code and loading information for this specific building site. I n,,rf - P,,.4,n No. Origin Factdr Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L D + CG + L 2 System Derived 1.333 1.0 D + 1.0 CU + 1.0 WI> + 1.0 WB1> D + CU ± WI> ± WBl> 3 System Derived 1.333 1.0 D + 1.0 CU + 1.0 <W2 + 1.0 WB I> D + CU + <W2 ± WB I> 4 System Derived 1.333 1.0 D + 1.0 CU + 1.0 WI> + 1.0 <WB 1 D + CU + WI> + <WB I 5 System Derived 1.333 1.00+ l.00U+ 1.0<W2+ 1.0<WBI D±CU+<W2+<WBI 6 System Derived 1.333 1.00 + 1.0 CG + 0.714 EB> D+ CG + EB> 7 System 1.333 1.0 D + 1.0 CO + 0.714 <E D + CO + <E 8 System Derived 1.700 1.200 0 + 1.200 CG + 1.0 EB> 0 + CO + EB> 9 System 1.333 1.0D+1.000+0.714.E> D+CO+E> 10 System Derived 1.333 1.0 D+ I.000+0.714<EB D+CG+<EB II System Derived 1 1.700 11.200D+I.200C0+1.0<EB . D+CO+<EB 1cicn T.üiil Comhinfinnc - rZirf No. Origin Factor Application Description 1 System 1.333 1.0 Wl> WI> 2 System 1.333 1.0 <W2 . <W2 3 System 1.333 1.0 W3> W3> 4 System 1.333 1.0 <W4 <W4- 5 System 1.333 0.714 B> E> 6 System 1.333 0.714<E Deflection Load Combinations - Purlin Origin I Factor I Deflection Application Description I 1 System 1 1.000 1 150 10.500 L IT. flpflpetinn l.nd Cnmhintinn - (irt No. Origin Factor Deflection Application Description System 1.000 240 0.700 WI> WI> 2 System 1.000 240 0.700 <W2 <W2 3 System 1.000 240 0.700 W3> W3> 4 System 1.000 240 0.700 <W4 <W4 5 System 1.000 240 0.500 B> B> 6 System 1.000 240 0.500 <E VPC File: 4510-07-Building A-B-FBO EP2.VPC VPC Version: 7.ob Date: 6/24/2008 Design 07-4162 . . Time: 3:10:46I'M Page:'43of67 Wall: I Dimension Key 1 117/16 2 0-0' 3 1-3" M,yimiim Sernndary fli'iunc fnr Shn' A Offiri' on Sidi' 1 Des Len Description Design Detail Lap Exterior interior I Exterior % % % % Ld Lap % % % % La % % % % La Lap Id (ft) Status (in.) End Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wep Cs Bnd Shr Cmb Wcp Cs (in.) 3,1 9.05 8.500.059 C Sim Yes 0 0.03 0.00 0.00 0.00 1 4,1 10.00 8.500.059 C Sim Yes 0 0.03 0.00 0.00 0.00 1 5,1 19.05 8.500.059 Z Sim Yes 0 0.40 0.00 0.00 0.00 1. Pt4nvinii,rn Sornndnr' fli'flortinn'z for Rhnno l4nno,,r A Offico on Rirk I Design Id Segment Deflection(in.) - Ratio Location(ft) Load Case Description 3 4 5 1 -0.32 (1J717 ) 9.50 2 <W2 \'PC File: 4510-07-Building A-B-FBO EP2.VIPC VPC Version: 7Db \f Date: 6/24/2008 Design 07-4162 Time: 3:10:46 PM . Page: 44 of 67 Wall: 2 pening SECONDAPTION AT A Dimension Key 1 9 I' VPC File: 4510-07-Building A-B-FBO EP2.VPC \'PC Version: 7.ob S ... Date: 6/24/2008 Design 07-4162 Time: 3:10:46 PM Page: 45 of 67 WaIl: 3 Dimension Key I4--0-- 2 0-0" 3 II 7/16" 4 P-1" Maximum Secondary Designs for Shane Hangar A Office on Side 3 - Des Len Description Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld ¼ % % % Ld Lap Id (fl) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Brid Shr C Brid Cmb We Cs (in.) 2,1 10.00 8.50x0.059 C Sim .:Yes 0 0.03 0.00 I 3,1 9.05 8.50x0.059 C Sim Yes 0 0.03 0 00(1 I 4,1 19.05 8.50x0.059 Z Sirn Yes 0 0.40 8 0.00 1 4,2 20.95 8.50x0.082 Z Sim Yes 0 1.01 1 0.00 1 7,1 15.25 8.50x0.059 C Sim Yes 0 0.64 10.000 4 0.00 I 8,1 10.00 8.50x0.059 Z Sini Yes 0 0.27 0 0.00 I 9,1 10.00 8.50x0.059 ZSim Yes 0 0.17 0 0.00 I 10.1 10.00 8.50x0.059C Sim Yes 0 0.03 0 0.001 I Maximum Secondary Deflections for Shape Hangar A Office on Side 3 Design Id Segment I Dcflection(n.) Ratio Location(ft) Load Case Description 2 3 \'PC File: 4510-07-Buildine A-B-FBO EI'2.\TPC \1PC Version: 7.Ob Date: 6/2412008 V . Design 07-4162 . . Time: 3:10:46 PM Page: 46 of 67 4 1 0.32 (U717) 9.50 1 WI> .4 2 -1.00 ( IJ25I ) 29.55 2 <W2 7' I -0.45 ( L1403 ) 8.00 2 <W2 8 1 -0.06 ( U2053 ) 5.00 2 <W2 9 1 0.03 (U3705 ) 5.00 I WI> 10 1 - - - .- - VPC File: 4510-07-Building A-B-FBO EP2.VPC \TPC Version: 7Db Date: 6/24/2008 V . Design 07-4162 . 'fl me: 3:10:46 PM Page: 47 o167 Wall: 4 I nit __ Concretelf hick SECONDA TION AT C Dimension Key 1 9" 2 0-0" 3 l'-3' r,1s;nn,n, Qong,,.glnrw' flnv, onc for Shnn,' 14qnq,nr A flfflrp on Slit,' 4 Des Len Descriition Design Detail Lap I Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % ] Lap I (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 2,1 9.25 8.50x0.059 C Sim Yes 0 0.03 0.00 0.00 0.00 1 3,1 19.25 8.500.059C Sim Yes 0 0.12 0.00 0.00 0.00 1 4,1 28.50 8.500.065 Z Sim Yes 0 0.70 0.00 0.00 0.00 1 - M—i—rn Sornnd,,,-v T)Pf1PvfinnQ for Shun,' 14nmir A flfflcr on StrIp 4 Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description 3 1 . 0.09 (L/2462 ) 9.50 1 WI> 4 1 1.32 (L1260) 14.00 1 WI> \'PC File: 4510-07-Building A-B-FBO EP2.\'PC \'PC Version: 7.ob \/ Date: 6/4/2008 Design 07-4Th2 .f . Time: 3:10:46 PM 14 '::. •. Page: 48 of 67 Roof: A Marniim Secondary neienc for Shane fl9ner A flffire an qido A Des Len Description Design Detail Lap Exterior I Interior Exterior % % % % Ld Lap % % % % % % % % Id (ft) . Status (in.) Bnd Shr Cm b Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 30.00 8.500.092 Z Sim. Yes 0 0.97 0.00 0.00 0.00 2,1 30.00 8.50x0.105 ZSim Yes 0 0.97 0.00 0.00 0.00 3,1 30.00 8.50x0.120ZSim Yes 0 0.99 0.00 0.00 0.00 1 4,1 30.001 8.500.073 Z Sim Yes 0 0.87 0.00 0.00 0.00 1 \TPC File: 4510-07-Building A-B-FBO EP2.VPC VPC Version: 7.0b Date: 6/24/2008 Design 07-4162 Time: 3:10:46 Pm ____________ . ......... . . .. ,. . ,. •'.. :. ..Vage: 49 of 67 15,1 I 30.001 8.50x0.0$2ZSim Ys I 0 I I I I I0.9810.0010.0010.0011 I 1 I 'I 1 I Maximum Stcoiidai' I)ellectioiis or Shoie Flaligar A Officc oii Sklr A Design Id Segment Dcflcction(in.) -RaLiO Location(ft) _Load Case .Description I I 1 -1.03 ( U332 ) 15.25 I L 2 1 -1.09 (!J315) 15.25 1 L I 3 1 -0.95 ( U358 ) 15.25 1 4 1 -0.62 ( L1554 14.75 1 L L 5 1 -1.02 (L1335) 15.25 _1 _L \'PC File: 4510-07-Building A-B-FBO E112.VPC . VPC Version: 7.ob Date: 6/24/2008 Design 07-4162 . .' Time: 3:10:46 PM ., . . Page: 50 o167 Wall: 3 - Canopy 1 Mayimtim Seeondory Designs for Shane Hangar A Office on Side 3 Des Len Description Design Detail Lap Exterior Interior I Exterior % % 1 % % La I Lap % % % % La % % °A % La Lap Id (I'S) Status _(jnL Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Csnb Wcp Cs Bnd_j Shr CmbjWcp Cs (in.) 1,1 6.51 8.500.059 Z Sim Yes 0 0.35 0.01 0.16 0.00 3 2,1 8.71 8.50x0.O59EZ Sim Yes 0 0.09 0.00 0.00 0.00 3 - - Eaximum Secondary Deflections for Shape Hangar A Office on Side 3 Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description 1 1 . - - - - . - 2 1 - - - - - \'PC File: 4510-07-Building A-B-FBO EP2.VPC VPC Version: 7.ob Des Len - Description Design Detail Lap - Exterior Interior Exterior % % % % LdLap % % % % Ld %'%% Lap Id (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr CrIib Wc Cs End Shr Cmb Wck %Ld j. Cs (in.) 1,1 26.51 8.50x0.082 ZC Sirn Nest Yes 0 1 0.90 0.00 0.00 0.00 3 211 28.71 : 8.504.059 EZ Sinn Yes 0 0.70 0.00 0.00 0.00 3 Maximum Spi'nn(Inr Deflections for Shape Hannar A Office on Side 4 - .- -r - --.. - [ Design Id Segment Deflection(in.) Ratio Location(ft) Load Case 1 2 1 I -0.32 -0.40 ( 1J903 ) - ( L1731 ) ' 12.00 12.00 -1 1 . L - Description L Ve Date: 6/24/200€ Design 07-4162 S 1'ime:3:I0:46PM Ptge 52 of 67 Loads and Codes - Shape: Hangar A Office City: - Carlsbad County: San Diego . - '- ' State: California Country: United Slates Building Code: 2001 California Building Code Built Up: 89A1SC Rainfall: 4.00 inches per hour' Based on Building Code: 1997 Uniform Building Code Cold Form: 04AISI Building Use: Standard Occupancies Dead and Collateral Loads Live Load Collateral Gra'ity:5.00 psf Roof Covering + Second. Dead Load: 2.79 psf Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):5.50 psf Wind Load Wind Speed: 70.00 mph Wind Exposure (Factor): C (1.214) Parts Wind Exposure Factor: 1.214 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Base Elevation: 0/0/0 Primary Zone Strip Width: N/A Parts / Portions Zone Strip Width: 3/0/0 Basic Wind Pressure: 15.23 psf Snow Load Gràund Snow Load: 0.00 psf Design Snow (Sloped): 0.00 psf Snow Exposure Category (Factor) (1.00) Snov. Importance: 1.000 Ground /Roof Conversion: 1.00 % Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Seismic Load Seismic: Zone 4 Seismic Importance: 1.000 I Fully Exposed Framing Seismic Period: 0.4327 Bracing Seismic Period: 0.2472 Framing R-Factor: 4.5000 Bracing R-Factor: 4.5000 Source Type: Other than A and C Source Distance: 10.00 km Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor:l .0000 Brace Redundancy Factor:l .0000 Frame Seismic Factor (Cs): 0.2444 x W Brace Seismic Factor (Cs): 0.2444 x W Deflection Conditions Frames are vertically supporting: Metal Roof Purlins and Panels Frathes are laterally supporting: Metal Wall Girts and Panels Deflection Limit Override H/100 Purlins are supporting: Metal Roof Panels Girls are supporting: Precast Concrete Wall Hangar A Office: Mezzanine I Q1 14/0/0 Floor Type Non-Composite Loading Type Office Top of Floor 14/0/0 Floor Dead Load 20.00 psf Total Thickness of Deck + Topping 0/1/2' Floor Live Load 50.00 psf Not Reducible Top of Joist 13/10/14 . Collateral Load 10.00 psf Mm. Clearance from Floor to Joist 12/0/0 Partition Load: 20.00 psf Mm. Clearance from Floor to Rafter 12/0/0 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 Official or Project Engineer to obtain all code and loading information for this specific building site. VPC File: 4510-07-Building A-B-FBO EP2.VPC \PC Version: 7.ob Date: 6/24/2008 Design 07-4162 Time: 3:10:46 PM JIl •, F age: 53 of 67 Wall 4, Fra me at 0/9/0 Frriie Cross Section: I Dimension Key I 45/8" 2 2-0" 3 -3" Li 3-H' 5 1-03/16" 6 2@I'-4H/I6" 7 1-23/8" 8 1/8" 9 5/8" Frame Clearances Horiz. Clearance between members I(CXOOI) and 5(CX002): 35-6 3/4" Vert. Clearance at member l(CXOOI): 25'- 11 13/16 VPC File: 4510-07-Building A-B-FBO EP2.VPC \'PC \'ersión: 7.Ob Vert. Clearance at niember 5(CXO02): 26-8 3/4" Vert. Clearance at member 6(EPXOOI): 26-7 1/4" FinshecF Floor Elevation = 100-0" (Unless Noted Otherwise) Design 07-4162 Date: 6/24/2008 Time: 3:10:46 PM Page: 54 of 67 VPC File: 4510-07-Building A-B-FBO EP2.VPC VPC Version: 7.ob . . . . . . . Date: 6/24/2008 Design 07-4162 . . Tillie: 3:10:46 PM ]) agq: 55 of 67. Frame Location l)esigui Parameters: Location I Avg. Bay S1acc I Description Angle Group 1rib. Override Design Status 0/9/0 1 15/0/0 ICB1 J_90.0000 I - Stress Check No. Origin Factor JPPltciItt0I1 Description User 1.000 1.00± l.OFD±l.OWI> 1)±FD±W1> 2 User 1.000 1.0 0-f 1.0 P0± 1.0 <WI . I) FD± <WI 3 User 1.000 1.0 D + 1.0 PD i 1.0 WI 1)-I Fl) + \\1f 4 System 1.000 l.OD-fl.OFD±l.00C±l.OL±l.OFL D±FD±CC±L+FL 5 System 1.000 l.0 D± 1.O I'D ± 1.0 CIS -f l.OASL'± 1.0 FL D±FD± CIS ±ASL"± FL 6 System 1.000 1.00± l.OFD± 1.0CC-i 1.0ASL± 1.0 Fl- D+FD±CC+ASL+ FL 7 - System 1.333 1.0D±1.0FD±1.0CU±1.0Wl>+1.0FL D±FD±CU±W1>±Fi- g System . 1.333 1.00-f I.OFD± l.00U+ 1.0<WI± l.OFL . D+FD+CU+<Wi ±FL 9 System 1.333 1.00± l.OFD± l.00C±0.714E>+ I.OFL D+FD±CG± E± FL 10 System 1.333 1.00± l.OFD± 1.0CCi+0.714 <E± 1.017L 0± FD+CG ±<E+FL 11 System . 1.000 1.0 D ± 1.0 Fl) ± 1.0 CG ± 1.0 FL D + FD + CG ± FL 12 Special 1.700 0.900 0 ± 0.900 FD + 0.900 CG ± 2.800 E> 0 + Fl) + CC ± E> 13 Special 1.700 0.900 D + 0.900 Fl) + 0.900 CG + 2.800 <E 0 + FD -f CO + <E 14 Special 1.700 1.200 D+ I.200FD+ I.200CG±2.800E>+0.560FL D+FD±CC + 13> + FL IS Special 1.700 1.200 D + 1.200 FD+ 1.200 CG ± 2.800<13+ 0.500 FL D ± FD ± CG + <13 + FL 16 User Derived 1.000 1.0 D± 1.0 FD+ 1.0 WP ± 1.0 WB1> . D+ Fl) +WP: D-f FD ± WP ± Vi'BI> 17 System Derived 1.333 l.OD+ 1.0FD+ 1.0CU± 1.0 WP+ 1.0FL+ 1.0W131> D+FD+CU+WP+FL+WB1> - 1$ User Derived 1.000 1.0D+ LOFD+ 1.0 WP+ I.0<W131 . D±FD±WI':D+FD+WP+<WBI 19 System Derived 1.333 1.0 0 ± 1.0 FD ± 1.0 CU + 1.0 WP + 1.0 FL + 1.0 <WB I D+FD+CU+WP+FL±<Vi'B I 20 System Derived 1.333 1.0 D ± 1.0 FD + 1.0 CG ± 0.214 13> + 1.0 FL ± 0.714 EB> D+FD±CC+E>-i-FL+EB> 21 System Derived 1.333 1.0 D + 1.0 FD ± 1.0 CG ± 0.714 E> + 1.0 FL ± 0.214 EB> D+FD+CG-i-E>+FL+EB> 22 System Derived 1.333 1.0 D + 1.0 Fl) ± 1.0 CC ± 0.214 <E + 1.0 FL ± 0.714 EB> D+FD+CG-t-<E+FL+EB> 23 System Derived 1.333 1.0 D ± 1.0 FD + 1.0 CG + 0.714 <E + 1.0 FL + 0.214 EB> D+FD+CG-t-<E+FL+E13> 24 Special 1.700 0.900 D + 0.900 FD + 0.900 CG ± 2.800 EB> D + Fl) + CC ± EB> 25 Special 1.700 1.200D+1.200FD+1.200C0+2.800 EB> +0.SOOFL D+FD-fCC+ EB> +FL 26 System Derived 1.333 1.0 D ± 1.0 FD + 1.0 CIS + 0.214 13> + 1.0 FL -F 0.714 <EB D+FD+CG+E>+FL+<EB 27 System Derived 1.333 1.0 D + 1.0 FD + 1.0 CG + 0.714 E> ± 1.0 FL ± 0.214 <EB D+FD+CG+E>+FL+<EB 28 System Derived 1.333 1.0 D + 1.0 FD + 1.0 CG ± 0.214 <E + 1.0 FL + 0.714 <EB D+FD+CG+E+FL+<EB 29 System Derived 1.333 1.0 D ± 1.0 FD + 1.0 CIS + 0.714 <E + 1.0 FL + 0.214 <EB DI-FD+CG-i-<E+FL+<EB 30 Special 1.700 0.900 D ± 0.900 PD ± 0.900 CC ± 2.800 <EB D + FD ± CO + <EB 33 Special 1 1.700 . 11.200D+1.200FD+l.200CG+2.800 <EB +0.500FL D+FD+CG+<EB+FL Mern. 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.] Codes Jt.2 Shape 8.00 0.6250 0.1875 24.00 24.00 27.47 1403.7 55.00 55.00 BP IU'1 311 2 8.00 0.6250 0.1875 15.00 - 15.00 19.01 762.7 55.00 55.00 KN SS 3P 3 8.00 0.6250 0.1875 15.00 15.00. 10.47 448.3 55.00 . 55.00 SS SS 3P 4 8.00 0.6250 0.1875 15.00 15.00 10.08 379.2 55.00 55.00 SS KN 3P 5 8.00 0.6250 0.1875 24.00 24.00 28.29 1435.5 55.00 55.00 BP KJ'J 3P 6 1 6.00 1 0.3125 1 0.1644 9.00 1 9.00 26.60 477.7 55.00 55.00 1 BP I CP 3P blat 1-rame weignt = 'IuI.0 p) kincitioes ait ptaees Frame Pricing Weight = 5125.6 (p) (Includes all pieces) Frame Member Releases Member Joint I Joint 2 6 1 No Yes Member X-Loe Y-Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement V(in.) Displacement ZZ(rad.) 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 5 40/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 - 0.0000 6 19/0/9 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 \'alues shown are resisting forces of the foundation. Vonrfln,,v - llnfnctnr,-rl I.-it Tvnr' ni Frnms. (-cc fpriinn: 1 Type Exterior Column Interior Column Exterior Column X-Loc 0/11/0 19/0/9 40/0/0 Grid I - Crid2 1-C - I-B I-A Base Plate W x L (in.) 9 x 25 8): 10 9 x25 Base Plate Tluctmess (in.) 0.375 0.375 0.375 \'PC File: 4510-07-Buildinit A-B-FBO EP2.VPC \PC Version: 7.ob V Date: 6/24/2008 Design 07-4162 . Time: 3:10:46 PM Jll1 - -. Page: 56 of 67 Anchor Rod Qty/Diam. (in.) Column Base Elcv. 4 - 0.750 100-0 4 -0.750 100-0 4 - 0.750 j 100-0 Load Type Desc. Hx \'y 1-1x H?. I Vy fix Vy I D . Frm 0.1 2.7 -, - 2.6 -0.1 2.5 - - FD Frm 0.0 8.0 - - 15.2 -0.0 8.8 - - WI> Frm -5.1 -5.4 - 2.0 -2.6 -3.7 1.5 - - <WI Frm 4.2 2.8 - -2.0 -4.2 5.0 -4.9 - - WP Frm 1.8 -2.0 - - -2.3 -1.8 -2.1 - - CO Frm 0.1 0.7 - - 1.5 -0.1 0.8 - - L Frm 0.2 2.7 - - 4.8 -0.2 2.5 - - FL Frm 0.0 7.4 - - 14.7 -0.0 8.0 - - ASL" Fn,, 0.1 1.0 - - 2.0 -0.1 1.0 - - "ASL Frrn 0.1 2.1 - - . 2.0 -0.1 -0.1 Cu Fni, - - - - - - - - - E> Frm -5.9 -6.5 - 0.1 1.3 -5.2 5.2 Frrn 5.9 6.5 - -0.1 -1.3 5.2 -5.2 - - WBI> Brc - - - - - - - - - <WBI Brc. - - - - - - - -. - EB> Brc - - - - - - - - - <EB Brc Maximum Combined Reactions Summary with Factored Loads - Framing X-Loc Grid Hrz left Load Hrz Right Load Hrzln 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 I-C 5.0 1 4.4 10 - - - - - - 23.4 10 - - - - 19/0/9 1-B . - - - - 2.0 2 2.0 1 - - 38.7 4 - - - - 40/0/0 1-A 4.0 9 4.9 2 - . - - - -- - 23.8 9 - - - - Sum of Forces with Reactions Check - Framing Load Type Horizontal Load Reaction (k) (k) Vertical Load Reaction (k) (k) 0 0.0 0.0 7.8 7.7 FD 0.0 0.0 32.0 32.0 WI> 8.9 8.9 6.4 6.4 <Wl 9.2 9.2 6.4 6.4 WP 0.0 0.0 6.4 6.4 CG 0.0 0.0 3.0 3.0 L 0.0 00 10.0 10.0 FL 0.0 0.0 30.1 30.1 ASLA 0.0 0.0 4.0 4.0 "ASL 0.0 0.0 4.0 4.0 CU 0.0 0.0 0.0 0.0 11.1 11.1 0.0 0.0 11.1 11.1 0.0 0.0 WBI> 0.0 0.0 0.0 0.0 <WBI 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 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 1-C 1 0.375 9 25 4 0.750 . A36 OS-0.1875 OS-0.1875 19/0/9 1-B 6 0.375 8 10 4 0.750 A36 OS-0.1875 OS-0.1875 40/0/0 1-A 5 0.375 9 25 4 0.750 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 1 S3 26.23 22.750 N/A N/A N/A 1.0000 3.500 Both F-FP,W-OS-0.2500 2 1 S2 16.64 13.750 73.33 N/A N/A 0.1875 3.500 Both F-OS-0.1875,W-OS-0.1875 --5 1 S3 26.97 22.750 N/A N/A N/A 0.7500 3.500 Both F-FP,W-OS-0.2500 Bolted End-Plate Moment Connections (AISC DG-1 6) - Fy = 55 ksi VPC File: 4510-07-Building A-B-FBO EP2.VPC VPC Version: 7.ob Design 07-4162 Time: 3:10:46 PM . .. Date: 6/24/2008 Page: 57of67 - End-PI itc Dimensions Boll Outside Flange Inside Flange Mciii. No. it ]\Jij Type _____________ Thick. (in.) Width l..englh (in.) l)iam. (in.) Spec/loin) Gages lu/Out (in.) Configuration Pitches lst/2nd Configuration Pitches I st/2nd IL) Desc. (in.) ID Desc. (iii.) 1 2 4 5 6 2 I 2 2 2 KN( ace) 1(N(Fsice) K.N(Face) KN(Face) CP 0.750 0.750 0.750 0.750 0.375 8.00 8.00 8.00 8.00 7.00 21.49 21.52 21.49 21.52 10.00 0.875 0.875 0.875 0.875 0L750 A325X/PT A325XIPT A325X/11T A325X/PT A325/ 3.50 3.50 3.50 3.50 3.00 32 32 32 32 II Extended Extended Extended Extended Flush 4.00/2.50 4.00/2.50 4.00/2.50 4.00/2.50 3.00 32 32 32 32 Il Extended Extended Extended Extended Flush 4.00/2.50 4.00/2.50 4.00/2.50 4.00/2.50 3.00 Required Strength . 0111 - Available Strength - Out - Required .Strenglh - In Available Strength - In Meni. It. Lcl 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 IS -1.6 11.7 2182.7 Thick plate 288.6 21106 12 1.4 10.0 2131.4 Thick plate 288.6 2110.6 2 1 IS -1.6 11.7 2182.7 Thick plate 288.6 2110.6 12 1.4 10.0 2131.4 Thick plate 288.6 2110.6 4 2 14 -0.5 9.7 1964.1 Thick plate 288.6 2110.6 1-3 0.3 7.8 1914.3 Thick plate 288.6 2110.6 5 2 14 -0.5 9.7 1964.1 Thick plate 288.6 2110.6 13 0.3 7.8 1914.3 Thick plate 288.6 2110.6 -- -- _?.. 0.0 0.0 0.01 0.0 001 0.0 Member From Member Joint I From Side Point I Part Design Note 2 1/7/8 36/0/3 SF132080 2 15/7/8 22/0/3 FB20$0 3 2/1/5 18/6/3 F132080 4 5/7/10 4/6/3 SFB2080 X-Loc Grid Conn. Condition FIg Mn Rb Allow Comp FB Force FB Angle Mm FB/SFB Purlin Bolt Shear FB/WSF Reaction ."Top Force Moment Shear RI R2 Purlin Bearing Bearing 19/0/9 1-13 1.95 0.88 Std 500.00 33.82 N 0.32 32.12 0.105 FB 4.41 4.71 3.43 N 0.73 32.12 0.120 FB 5.04 4.71 3.43 - -- ,-' ----------.-----,-, ------I n t,nnnr. f, -nn-lntnti\ -••••-'-,...•-•..••.-.., ..--..-. - Actual Forces Actual Stresses __________________________ Allowable ________________ Stress Condition Mem. Loc. Depth Load Axial Shear Mom-x I Mom-y Axial Shear I Bnd-X Bnd-Y --- Stress /Force --- Sum% % No. ft I in. Case k k in-k in-k ksi ksi ksi ksi Axial Shear Bnd-X Bnd-Y Bnd+Ax Shear I 23.00 24.00 2 -5.6 -1.7 -833.8 -188.8 0.39 0.40 6.45 14.16 11.47 5.65 29.86 41.25 0.57 0.07 2 2.64 15.00 2 -0.6 4.0 -774.3 0.0 0.05 1.56 10.95 0.00 29.66 15.36 33.00 41.25 0.33 0.10 3 10.84 15.00 I -0.5 -3.3 -429.3 0.0 0.04 1.29 5.77 0.00 29.06 15.36 33.00 41.25 0.18 0.08 4 5.63 15.00 1 -0.5 -2.9 -640.3 0.0 0.04 1.13 9.05 0.00 29.06 15.36 33.00 41.25 0.28 0.07 5 27.00 24.00 2 2.3 0.1 776.4 0.0 0.16 0.02 6.01 0.00 33.00 5.65 28.62 41.25 0.21 0.00 6 13.61 9.00 1 -15.2 -0.0 -159.4 0.0 2.97 0.00 9.101 0.00 19.24 22.00 21.66 39.55 0.64 1 0.00 Mem. No. Loc. ft Depth I in. Area in.2 Rx in. Ry in. Lx in. Ly-1 in. Ly-2 in. KIx /Rx Klyl /Ry Kly2 /Ry S in.3 Lb1 in. RI-I in. Lb2 in. RI-2 in. Qs Qa CbI Cb2 1 23.00 24.00 14.27 10.42 1.93 315.09 220.6 0.0 45.3 114.1 0.0 129.19 147.1 2.30 0.0 0.00 1.00 1.00 1.18 0.00 2 2.64 15.00 12.58 6.66 2.06 200.14 19.8 42.0 30.1 9.6 20.4 70.72 19.8 2.32 168.0 2.56 1.00 1.00 1.04 1.74 3 10.84 15.00 12.58 6.66 2.06 226.71 42.0 0.0 34.1 20.4 0.0 74.34 168.0 2.56 0.0 0.00 1.00 1.00 1.65 0.00 4 5.63 15.00 12.58 6.66 2.06 226:71 42.0 29.1 34.1 20.4 14.1 70.72 168.0 2.56 29.1 2.33 1.00 1.00 1.65 1.05 5 27.00 24.00 14.27 10.42 1.93 323.98 156.0 19.9 46.6 80.7 10.3 129.19 156.0 2.31 19.9 2.23 1.00 1.00 1.12 1.03 6 13.61 9.00 5.13 3.92 1.48 326.76 78.8 0.0 83.3 53.2 0.0 17.52 168.0 1.93 0.0 0.00 1.00 1.00 1.00 0.00 \'l'C File: 4510-07-Building A-B-FBO EP2.VPC VPc Version: 7.0b Date: 6/24/2009 Design 07-4162 5 ..' Time: 3:10:46 PM S Page: 58 of 67 User Defined Frame Point Loads For Cross Section: 1 Side Units Type . Description Magi Loci Offset Hor.V pp. Dir. Coef. Los. k PD FD S . .' -7.83 14/0/0 NA NA Y DOWN . 1.000 CL I k FL FL' S 5 ' -7.20 14/0/0 NA NA N DOWN 1.000' CL k E> Counter -1.91 14/0/0 NA NA N LEFT 1.000 CL k <E ' Counter 1.91 14/0/0 NA NA N RIGHT 1.000 CL k WI> From Wall Support Beam 3.73 23/0/0 NA NA N IN 1.000 WA k <Wi From Wall Support Beam -3.73 23/0/0 NA NA N OUT 1.000 WA p E> Vert. Distribution->Resolved From Plane 1275.84 28/0/0 NA NA N RIGHT 1.000 CL I p <C yen. Distribution-Resolved From Plane -1275.84 28/0/0 NA NA N LEFT 1.000 CL 1 p . E> Vent. Distribution->ResoIved From Plane 3077.02 14/0/0 NA NA N RIGHT 1.000 CL p <E Vert. Distnibution->Resolved From Plane -3077.02 14/0/0 NA NA N LEFT 1:000 CL I p Wi> Parapet->Resolved From Plane ' 544.86 28/0/0 NA NA N RIGHT 1.000 OF I p <WI Parapet->Resolved From Plane -544.86 28/0/0 NA NA N LEFT 1.000 OF 2 p D Parapet Wt. -193.00 40/0/0 NA NA N DOWN 1.000 CL 2 p D Parapet Wt. -431.00 21/0/0 NA NA N DOWN 1.000 CL 2 p D Parapet WI. -239.00 0/1/0 NA NA N DOWN 1.000 CL 2 p L Gutter load->Resolved From Plane -385.75 38/9/10 NA NA N DOWN 1.000 OF 2 p D Parapet Wt.->Resolved From Plane -385.75 40/0/0 NA NA N DOWN 1.000 CL 4 k FD FD -8.70 14/0/0 NA NA Y DOWN 1.000 CL 4 k ' FL FL ' -7.90 14/0/0 NA NA N DOWN 1.000 CL 4 k C> Counter ' -2.13 14/0/0 NA NA N LEFT 1.000 CL 4 k <E Counter 2.13 14/0/0 NA NA N RIGHT 1.000 CL 4 p E> Vert. Distribution->Resolved From Plane 1275.84 28/11/0 NA NA N RIGHT 1.000 CL 4 ' p <E Vert Distnibution->Resolved'From Plane -1275.84 28/11/0 NA NA N LEFT 1.000 CL 4 p C> Vert:Distnibution->Resolved From Plane 3077.02 14/0/0 NA NA N RIGHT 1.000 CL 4 p <E Vert. Distribution->Resolved From Plane -3077.02 14/0/0 NA NA N LEFT 1.000 CL 1000 k FD FD -15.50 14/0/0 NA . NA Y DOWN 1.000 CL 1000 k FL FL ' -15.00 14/0/0 NA NA N DOWN 1.000 CL 1000 . k E> Counter '-3.79 14/0/0 NA NA N 'LEFT 1.000 CL 1000 1 k I <E lCounter . 3.79 14/0/0 NA NA RIGHT 1.000 CL User Defined Frame Line Loads for Cross Section.: 1 Side Units Type Description Magl Locl Mag2 Loc2 Supp. Dir. Coef. Loc. 2 p ASL" Gutter load->Resolved From Plane -66.67 29/2/13 -66.67 31/8/13 N DOWN 1.000 OF 2 p "ASL Gutter load->Resolved From Plane -66.67 29/2/13 -65.67 31/8/13 N DOWN 1.000 OF 4 plf WI> Wind Load: Primaries - Entire Surface->Resolved 114.29 0/0/0 114.29 29/0/0 N RIGHT 0.500 OF From Plane 4 plf <WI Wind Load: Primaries - Entire Surface->Resolved -182.86 0/0/0 -182.86 29/0/0 N LEFT 0.800 OF From Plane 4 plf WP Wind Load: Primaries - Entire Surface->Resolved 160.00 0/0/0 I6.00 29/0/0 N RIGHT -0.700 OF From Plane Deflection Load Combinations - Framing No. Origin Factor I Def H I Def V Application Description User 1.000 1 100 1 0 1.0 C> C> 2 User 1.000 100 0 1.0 <E <F VPC File: 4510-07-Building A-B-FBO EP2.VPC VF'C Version: 7.ob . . •• . . .: . Date: 6/24/2008 Design 07-4162 .. Time: 3:10:46 PM I • . . . . .. .. '.:. Page: 59 of j57 3 User 1.000 100 0 H) E-13> ED> 4 User 1.000 100 1.0 <EU . <ED 5 System 1.000 0 180 0.5001- L 6 System 1.000 100 0 0.700 WI> . WI> 7 System 1.000 100 0 0.700 <WI 8 System 1.000 100 0 0.700 WI' .Mill 9 System Derived 1.000 100 0 0.700. WE) I> . WEt I> 10 System Derived 1.000 1 .100 1. .0 10.700 <WEll . . . <WEll .......... (1 ..............4,,.. (,.,,, 1 . Description - Deflection (in.) Ratio Iv1einber loin) Load Case Load Case Description Max. Horizontal Deflection . • -3.185 (11/101) I 2 2 . <E V1 ix. Vertical Deflection for Span I • -0.005 ( L/4(t452 ) .2 2 5 . L Max. Vertical Deflection for Span 2 -0.012 • ( UI 915)) 4 1 5 L Negative horizontal deflection is left * Negative vertical clellection is down . . Lateral deflections ofpi-imary frames are calculated on a bare frame basis and do not include resistance from systems such as roof andcndwall diaphragms. Therefore, these deflections may be considerably overstated. . . \TPC File: 4510-07-Buiiding A-B-FBO EP2.VPC \TPC Version: 7.ob MI Date: 6/24/2008 Design 07-4162 Time: 3:10:46 PM .., • •. ,.::... Page: 60 of 67 Wall: 4, Frame at: 29/3/0 Frame Cross Section: 2 - • . . Dimension Key 1 4-0" 2 10-11' 3 4 5/8' 4 1-3" 5 3-11" 6 1-03/16" 7 2©1'-411/16" 8 1-2 3/8" 9 1/8" 10 5/8" ii 1-63/16" 12 2-2 5/16' 13 31/2" \'PC File: 4510-07-Building A-B-FBO EP2.VPC VPC Version: 7.ob . I . . .. . •-. Date: 6/24/2008 Design 07-4162 . Time: 3:10:46 PM . •:, • . Page: 61 of 67 1 '-0' 0.250:12 F la jill' Clearances I-Ioriz. Clearance between menibeis )(CX003) and 5(CX004): 35-6 314" Vert. Clearance at member I (CX003): 25-1 I 13/16 Vert. Clearance at member (CX004): 26-8 3M' . Vert. Clearance at member 6(El'X002):26'-7 IM" Finished Floor Elevation 100-0" (Unless Noted Otherwise) . • . . . • VPC File: 4510-07-Building A-B-FBO EP2.VTC ' V1'C Version: 7.ob Date: 6/24/20&8 Ve Design 07-4162 . S Time: 3:10:46 PM Page 62of67 Frame Location Design Parameters: Location Avg. Bay Space Description Angle Group Trib. Override Design Status 29/3/0 . 15/0/0 JCB 1 90.0000 - Stress Check No. Origin Factor Application Description User 1.000 1.0 D + 1.0 FD + 1.0 WI> D + FD + WI> 2 User 1.000 1.0 D+ 1.0 FD+ I.0<WI D+FD+<Wi 3 User 1.000 1.0 D ± 1.0 FD + 1.0 WP D + FD + WP 4 . System 1.000 1.0D+1.0FD+1.0CG+1.0L+1.0FL D-+FD+CO+L+FL 5 System 1.000 I.0D+I.0FD+1.0CG+1.0ASL"+1.0FL D-}FD+CO+ASL+FL 6 System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 ^ASL + 1.0 FL D -F FD + CG + ^ASL + FL 7 System 1.333 1.0D+ 1.0FD+ I.00U+ 1.0 WI>+ 1.0 FL D+FD+CU+Wl>±FL 8 System 1.333 1.0D+1.0FD+1.0CU+1.0<WI+1.0FL D+FD+CIJ+<WI+FL 9 System 1.333 l.OD+ 1.0FD+1.0CG+0.7I4E+1.0FL D+FD+CO+E>+FL 10 System 1.333 1.OD+1.0FD+1.0CG+0.714<E+ 1.0 FL D+FD+COi<E+FL II System 1.000 1.0 D + 1.0 FD + 1.0 CG + 1.0 FL D + FD + CO + FL 2 Special 1.700 0.900 D + 0.900 FD + 0.900 CO+ 2.800 E> D+ FD + CO+ E> 13 Special 1:700 0.900 D + 0.900 FD+ 0.900 CG + 2.800 <E . . D + FD 4 CO + <E 14 Special 1.700 1.200 D+ I.200FD+ 1.20000+2.800E>+0.500FL D+FD+CO+E>+FL 15 Special 1.700 1.2000+ 1.200FD+ l.200CG+2.800<E±0.SOOFl, D+FD+CO+E+FL 16 User Derived 1.000 1.0 D + 1.0 FD + 1.0 WP + 1.0 WE I> D + FD + WP: I) + FD + WP + WB 1> 17 System Derived 1.333 1.0 D+ 1.0FD+ l.00U+ 1.0 WP+ 1.0FL+ 1.0WBl> D+FD+CU+WP+FL-t-WBl> 18 User Derived 1.000 1.0 D + 1.0 FD + 1.0 WP + 1.0 <WBI D + FD + WP: D + FD + WP + <WBI 19 System Derived 1.333 1.0 D + 1.0 FD + 1.0 CU + 1.0 WP + 1.0 FL+ 1.0 <WBl D+FD+CU+wp+FL+<V)rBl 20 System Derived 1.333 1.0 D + 1.0 FD + 1.0 CO + 0.214 E> + 1.0 FL+ 0.714 EB> D+FD+CG+E>+FL+EB> 21 System Derived 1.333 1.0 D + 1.0 FD + 1.0 CO + 0.714 E> + 1.0 FL+ 0.214 EB> D+FD+CG+E>+FL+EB> 22 System Derived 1.333 1.0 D + 1.0 FD + 1.0 CO + 0.214 <E + 1.0 FL + 0.714 EB> D+FD+CO-I-<E+FL+EB> 23 System Derived 1.333 1.0 D + 1.0 FD + 1.0 CO + 0.714 <E + 1.0 FL + 0.214 EB> D+FD+CO+<E+FL+EB> 24 Special 1.700 0.900 D + 0.900 FD + 0.900 CO + 2.800 EB> D + FD + CO + EB> 25 Special 1.700 i.200D+ 1.200FD+1.20000+2.800EB>+0.500FL D+FD+CO+ EB> +FL 26 System Derived 1.333 1.0 D + 1.0 FD + 1.0 CO + 0.214 E> + 1.0 FL + 0.714 <EB D+FD+CO-t-E>+FL+<EB 27 System Derived 1.333 1.0 D + 1.0 FD + 1.0 CO + 0.714 E> + 1.0 FL + 0.214 <EB D+FD+CO+±FL+<EB 28 System Derived 1.333 1.0 D + 1.0 FD + 1.0 CO + 0.214 <E + 1.0 FL + 0.714 <EB D+FD+CG+<E+FL±<EB 29 System Derived 1.333 1.0 D + 1.0 FD + 1.0 CO + 0.714. <E + 1.0 FL + 0.214 <EB D-t-FD+CO-t-<E+FL-t-<EB 30 Special 1.700 0.900 D + 0.900 FD + 0.900 CO + 2.800 <EB D + FD + CO + <EB 31 1 Special 1 1.700 11.200 D+ I.200FD+ 1.20000+2.800 <EB +0.SOOFL ID+FD+CO+ <EB +FL -. Frame Memhr Ri7 Mem. No. Fig Width (in.) Fig Thk (in.) Web Thk (in.) (in.) Length (ft) Weight (p) FlgFy (k;i) Web Fy (ksi) Splice Jt. I Codes Shape 5.00 0.1345 0.1345 DepthlffDepth2 Jt.210001 9.00 4.39 45.2 5500 55.00 SS SS 3P 8.00 0.6250 0.1875 24.00 27.47 1403.7 55.00 55.00 BP KN 3P 2 8.00 0.6250 0.1875 . 15.00 19.01 762.7 55.00 55.00 KN SS 3P 3 .8.00 0.6250 0.1875 15.00 10.48 448.4 55.00 55.00 SS SS 3P 4 8.00 0.6250 0.1875 15.00 15.00 10.08 379.1 55.00 55.00 SS KN 3P 5 8.00 0.6250 0.1875 24.00 24.00 28.29 . 1435.5 55.00 55.00 BP KN 3P 6 6.00 0.3125 0.1644 9.00 9.00 26.60 477.71 55.00 1 55.00 BP CP 3P Frame Member Releases Member Joint I Joint 2 6 No Yes Boundary Condition Si.mmiiry 10141 riallle vveigni ')vh.L t_D) kinctuaes all plates) Frame Pricing Weight= 5161.9 () (Includes all pieces) Member X-Loc - Y-Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) I 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 5 40/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000- 6 19/0/9 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10001 0/0/0 11/0/0 Yes Yes Yes 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Reactions - Unfactored Load TVDe at Frame Cross Section: 2 type Exterior Column interior Column Exterior Column X-Loc 0/0/0 19/0/9 40/0/0 Oridl - Grid2 1 2-C 2-B I 2-A VPC File: 4510-07-Building A-B-FBO EP2.VPC VPC Version: 7.ob IM Date: 6/24/2008 I vk4,. Design 07-4162 . Tinie:310:46PIA ' Page: 63 of 67 Base I'hitc W a L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. 9 x 25 0.375 4 -0.750 100-0 8x 10 0.375 4 -0.750 1001-0" 9 x 25 0.375 4 -0.750 100-0" Load Type Dcsc. Fix \'y 1-Ix Hz Vy Fix \'y D Frni 0.1 3.0 - - 2.6 -0.1 2.5 FL) Frm 0.0 8.0 - - 15.2 -0.0 8.8 - - Wi> Pro) -5.3 . -8.3 - 3.7 -2.5 -3.7 1.4 - - <WI Frm 4.1 -0.1 - -3.7 -4.3 5.1 -5.0 WI' Frni 1.8 -2.0 - - -2.3 -1.8 -2.1 - CC Frm 0.1 1.1 - - 1.5 -0.1 0.8 - - L Frm 0.2 4.0 - - 4.8 -0.2 2.6 FL Prm 0.0 7.4 -. - 14.7 -0.0 8.0 - - ASL" Frm 0.1 2.1 - - 2.0 -0.1 -0.1 - - "ASL Frm 0.3 4.8 - - 2.0 -0.3 1.2 CU Frm - - - - - - - - - Frill -5.8 -6.5 - 1.1 1.3 -5.3 5.2 Fnn 5.8 6.5 - -1.1 -1.3 5.3 -5.2 WBI> Brc - - - - - - - - - <WB1 Brc - - - - - - - - - EB> Brc <EB Brc - - - - - - - Maxiniiin Combined Reactions Summary with Factored Loads - Framing X-Loc Grid Hrz left Load Hrz Right Load Hrz in Load Hrz Out Load Uplift Load \'rt Down Load Morncw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-\'y) Case (\'y) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (Ic) (k) (k) (in-k) (in-k) 0/0/0 2-C 5.1 1 4.4 10 - - - - - - 24.1 6 19/0/9 2-B - - - - 3.7 2 3.7 1 - - 38.7 4 - - - - 40/0/0 2-A 4.0 9 4.9 2 - - - - - - 23.9 9 - - - - Sum of Forces with Reactions Check - Framing Load Type Horizontal Load Reaction (k) (k) Vertical Load Reaction (k) (k) D 0.0 0.0 8.2 8.0 FD 0.0 0.0 32.0 32.0 WI> 8.9 8.9 9.4 9.4 <WI 9.1 9.1 9.4 9.4 WP 0.0 0.0 6.4 6.4 CG 0.0 0.0 3.4 3.4 L 0.0 0.0 11.4 11.4 FL 0.0 0.0 30.1 30.1 ASL" 0.0 0.0 4.0 4.0 "ASL 0.0 . 0.0 8.0 8.0 CU 0.0 0.0 0.0 . 0.0 11.1 11.1 0.0 0.0 11.1 11.1 0.0 0.0 WBI> 0.0 0.0 0.0 0.0 <WBI 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 Base Plate Summary X-Loc Grid Mem. Thickness Width Length Num. Of Bolt Dianhi Type Welds to I Welds to No. (in.) (in.) (in.) Bolts (i I Flange Web 0/0/0 2-C I 0.375 9 25 4 0.750 A36 OS-0.1875 OS-0.1875 19/0/9 2-B 6 0.375 8 10 4 0.750 A36 OS-0.1875 OS-0.1875 40/0/0 2-A 5 0.375 9 25 4 0.750 A36 OS-0.1875 OS-0.1875 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth 11/1 a/h a Thick. Width Side . Welding No. No. (ft) (in.) I(in.) (in.) (in.) Description 1 1 . S3 26.23 22.750 N/A N/A N/A 1.0000 3.500 Both F-FP.W-OS-0.2500 2 S5 10.25 22.701 121.07 N/A N/A 0.1875 3.500 Both W-OS-0. 1875 I 3 S5 9.51 22.704 .121.09 N/A N/A 0.1875 3.500 Both W-OS-0.1875 2 I S2 16.64 13.750 73.33 N/A N/A 0.1875 3.500 Both F-OS-0.1875,W-0S-0.1875 \'PC File: 45 10-07-Buflding A-B-FBO EP2.VPC VPC Version: 7.ob Mite: 6/2412008 Design 07-4162 Time: 3:10:46 PM Page: 64 of 67 5 1 1 S3 1 26.97 1 22.750 1 N/A I N/A I N/A 1 0.7500 1 3.500 I Both F-FP,W-OS-0.2500 fltltrd End-Plate Moment Connections (AISC DC-16) - F' = 55 ksi End-Plate Dimensions Bolt j Outside Flange Inside Flange Mem. it. Type Thick. Width Length Diani. Spec/Joint Gages In/Out Configuration Fitches lstl2nd Configuration Pitches lst/2nd Na Na (in.) (in.) (in.) (in.) (in.) ID Desc. (in.) ID Desc.. (in.) 1000 2 CIP 0.375 6.00 10.00 0.500 A325N/PT 3.00 12 Flush 1.50 11 Flush 1.50 1 2 KN(Face) 0.750 8.00 21.49 0.875 A325XJPT 3.50 32 Extended 4.00/2.50 32 Extended 4.00/2.50 2 I KN(Facc) 0.750 8.00 21.52 0.875 A325XJPT 3.50 32 Extended 4.00/2.50 32 Extended 4.00/2.50 4 2 KI'l(Face) 0.750 8.00 21.49 0.875 A325XIPT 3.50 32 Extended 4.00/2.50 32 Extended 4.00/2.50 5 2 KN(Face) 0.750 8.00 21.52 0.875 A325X/PT 3.50 32 Extended 4.00/2.50 32 Extended 4.00/2.50 6 2 CP 0.375 7.00 10.00 0.750 A325/ 3.00 11 1 Flush 3.00 II Flush 3.00 Required Strength - Out - Available Strength - Out Required Strength -In Available Strength - In - Mem. - It. Ld Axial Shear Moment Design Shear Moment UAxial Shear Moment Design Shear Moment Na a N Cs (k) (k) (in-k) Proc. (Ic) I (in-k) Cs (k) (ki (in-k) Proc. (k) (in-k) 1000 2 6 0.1 4.6 170.5 Thin plate 56.5 168.8 1 0.0 2.7 80.0 Thick plate 37.7 133.6 1 2 15 -1.6 11.7 2184.0 Thick plate 288.6 2110.6 12 1.3 10.0 2139.3 Thick plate 288.6 2110.6 2 1 15 -1.6 11.7 2184.0 Thick plate 288.6 2110.6 12 1.3 10.0 2139.3 Thick plate 288.6 2110.6 4 2 14 -0.5 9.7 1968.2 Thick plate 288.6 2110.6 13 0.3 7.8 1911.5 Thick plate 288.6 2110.6 5 2 14 -0.5 9.7 1968.2 Thick plate 288.6 2110.6 13 0.3 7.8 1911.5 Thick plate 288.6 2110.6 0.0 0.0 0.0 0.0 0 0.0 1 0.0 _ 0.0- - 0.0 Flnnue Rree St!mmiry Member From Member Joint I From Side Point I Part Design Note 2 1/7/8 36/0/3 SFB2080 2 15/7/8 22/0/3 FB2080 3 2/1/5 18/6/3 FB2080 4 5/7/9 4/6/3 SFB2080 T,. ,,cp,t 0--.- X-Loc Grid Top Conn. Condition Fig Mn Rb Allow Comp FB Force FB Angle Min FB/SFB Purlin Bolt Shear FB/WSF Reaction Force Moment Shear RI R2 Purlin Bearing Bearing 19/0/9 2-B 3.73 2.60 Std 500.00 33.82 N 0.93 32.12 0.105 FB 4.41 4.71 3.43 N 2.15 32.12 0.120 FB 5.04 4.71 3.43 fleinn a4emher Snmmry - Cnntrnllinp 1.nii1 ('se and Maximum Combined Stresses ncr Member fl,nrtinnc nrp from mint I Actual Forces Actual Stresses I Allowable Stress Condition Mem. Loc. Depth Load Axial Shear Mom-x Mom-y Axial Shear i Bnd-X Bnd-Y --- Stress /Force --- Sum % % No. ft I in. Case k k in-k in-k ksi I ksi ksi ksi Axial Shear I Bnd-X I Bnd-Y Bnd+Ax Shear 10001 4.39 9.00 6 0.1 -4.6 -170.5 0.0 0.04 3.95 22.64 0.00 33.00 17.36 28.61 28.61 0.79 0.23 1 23.00 24.00 2 -5.7 -1.6 -858.1 188.8 0.40 0.38 6.64 14.16 11.47 5.65 29.81 41.25 0.58 0.07 2 2.64 15.00 2 -0.6 4.2 -795.5 0.0 0.05 1.61 11.25 0.00 29.66 15.36 33.00 41.25 0.34 0.10 3 10.84 15.00 1 -0.5 -3.3 -420.0 0.0 0.04 1.26 5.65 0.00 29.06 15.36 33.00 41.25 0.17 0.08 4 8.05 15.00 2 -0.5 3.8 754.0 0.0 0.04 1.48 10.14 0.00 29.06 15.36 36:30 41.25 0.28 0.10 5 8.00 24.00 9 -23.9 4.0 -382.8 192.7 1.67 0.93 2.96 14.45 11.72 7.53 41.04 55.00 0.47 0.12 6 13.61 9.00 1 -15.2 0.0 -304.9 0.0 2.97 0.00 17.40 0.00 15.68 22.001 25.011 39.55 1.00 0.00 Mem. Na Loc. ft Depth in. Area in.2 Rx in. Ry in. Lx in. Ly-1 Ly-2 Klx Klyl Kly2 Sx in.3 Lb1 Rt-1 Lb2 Rt-2 Qs Qa Cb1 - I Cb2 10001 4.39 9.00 2.52 3.67 1.05 52.64 22.8 0.0 28.7 21.6 0.0 7.53 49.1 1.30 0.0 1.29 0.87 1.00 1.00 1.00 1 23.00 24.00 14.27 10.42 1.93 315.09 220.6 0.0 45.3 114.1 0.0 129.19 147.1 2.30 0.0 0.00 1.00 1.00 1.17 0.00 2 2.64 15.00 12.58 6.66 2.06 200.14 19.8 42.0 30.1 9.6 20.4 70.72 19.8 2.32 168.0 2.56 1.00 1.00 1.04 1.74 3 10.84 15.00. 12.58 6.66 2.06 226.71 42.0 0.0 34.1 20.4 0.0 74.34 168.0 2.56 0.0 0.00 1.00 1.00 1.65 0.00 4 8.05 15.00 12.58 6.66 2.06 226.71 29.1 19.9 34.1 9.7 74.34 29.1 2.33 19.9 2.32 1.00 1.00 1.07 1.03 5 8.00 24.00 14.27 10.42 1.93 323.98 252.0 0.0 46.6 1114.1 30.3 0. 129.19 168.0 2.33 0.0 1.881 0.0 0.00 1.00 1.00 1.75 0.00 6131_9.00 3 192 L48 326.76 M0 0 833 9T2_0.01 17.52 O 0.001 1.0011.001 1.0 0.00 VPC File: 4510-07-Building A-B-FBO EP2.VPC VPC Version: 7.Ob . Mite: 6/24/2008 Design 07-4162 • Time: 3:10:46 PM Page: 65 of 67 IV Point I ( .eiin 2 Side Units Type Description Magl Locl Offset I-I or \' Dir. . Cod. Loc. I k FD FD -7.83 1*4/0/0 NA NA Y DOWN 1.000 CL I k FL FL -7.20 14/0/0 NA NA N DOWN 1.000 CL I: E> Counter -1.91 14/0/0 NA NA N LEFT 1.000 CI_ 1 1< <E Counter 1.91 14/0/0 NA NA N RIGHT 1.000 CL 1 1< WI> From Wall Support Beam -3.73 23/0/0 NA NA N OUT 1.000 WA I k < W I Froni Wall Support Beam 3.73 23/0/0 NA NA N IN 1.000 WA p E> Veil. Disiribution->Resolved From Plane 1275.84 211/0/0 NA NA N RIGI-IT 1.000 CL I p <E Vert. Distribution->Resolved From Plane -1275.84 28/0/0 NA NA N LEFT 1.000 CL I p E> \'ert.Dislribution->Resolved From Plane 3077.02 14/0/0 NA NA N RIGHT 1.000 d- 1 p -CE Vert. Distribution->kesolvecl From Plane -3077.02 14/0/0 NA NA N LEFT 1.000 CL I p WI> Parapei->Resolved From Plane 544.86 28/0/0 NA NA N RIGHT 1.000 OF I P <WI Parapet->Resolved From Plane -544.86 28/0/0 NA NA N LEFT 1.000 OF 2 p D Parapet WI. -193.00 40/0/0 NA NA N DOWN 1.000 'C L 2 p D Parapet Wt. -431.00 21/0/0 NA NA N DOWN 1.000 CL 2 p D Parapet WI. -239.00 0/I/0 NA NA N DOWN 1.000 CL 2 p L Gutter load -?Resolved From Plane -385.75 38/9/10 NA NA N DOWN 1.000 OF 2 P 1) Parapet Wt.->Resolved From Plane -385.75 40/0/0 NA NA N DOWN 1.000 CL 4 1< FD FD -8.70 14/0/0 NA NA Y DOWN 1.000 CL 4 k FL FL -7.90 14/0/0 NA NA N DOWN 1.000 CL 4 k E> Counter . -2.13 14/0/0 NA NA N LEFT: 1.000 CL 4 k <E Counter 2.13 14/0/0 NA NA N RIGHT 1.000 CL 4 k E> From concrete support beam 3.88 8/0/0 NA NA N IN 1.000 WA 4 1< <E From concrete support beam -3.88 8/0/0 NA NA N OUT 1.000 WA 4 k WP From concrete support beam 4.30 8/0/0 NA NA N IN 1.000 WA 4 k WP From concrete support beam -4.30 8/0/0 NA NA N OUT . 1.000 WA 4 p E> Vert. Distribution->Resolved From Plane 1275.64 28/11/0 NA NA N RIGHT 1.000 CL 4 p <E Vert. Distribution->Resolved From Plane -1275.84 28/11/0 NA NA N LEFT 1.000 CL 4 p E> Vert. Distribution->Resolved From Plane 3077.02 14/0/0 Ni NI N RIGHT 1.000 CL 4 p <E Vert. Distribution->Resolved From Plane -3077.02 14/0/0 Ni NA N LEFT 1.000 CL 1000 k FD FD -15.50 14/0/0 NA NA Y DOWN 1.000 CL 1000 k FL FL -15.00 14/0/0 NA NA N DOWN 1.000 CL 1000 k E> Counter -3.79 14/0/0 NA NA N LEFT 1.000 CL 1000 k <E Counter 3.79 14/0/0 NA NI N RIGHT 1.000 CL 1000 k E> From concrete support beam -1.33 8/0/0 NA NI N LEFT 1.000 CL 1000 k <E IFrom concrete support beam 1 1.33 8/0/01 NA NI N I RIGHT 1 1.0001 CL User Defined Frame Line Loads for Cross Section: 2 Side Units - Magl Locl Mag2 Loc2 Dir. Coef. Loc. 2 p ASL" Gutter load->Resolved From Plane -66.67 29/2/13 -66.67 31/8/13 N DOVi'N 1.000 OF 2 p .Type "ASL Gutter load->Resolved From Plane -66.67 29/2/13 -66.67 31/8/13 N DOWN 1.000 OF 4 plf WI> -Description Wind Load: Primaries - Entire Surface->Resolved 114.29 0/0/0 114.29 29/0/0 N RIGHT 0.500 OF From Plane 4 plf <WI Wind Load: Primaries - Entire Surface->Resolved -182.86 0/0/0 -182.86 29/0/0 N LEFT 0.800 OF From Plane 4 plf WP Wind Load: Primaries - Entire Surface->Resolved 160.00 0/0/0 160.00 . 29/0/0 N RIGHT -0.700 OF • From Plane VPC File: 4510-07-Building A-B-FBO EP2.VPC VPC Version: 7.ob V Date: 6/24/2008 . Design 07-4162 . .. . Time: 3:10:46PM 0 of 67 f T 19 . 4k0 7fl-11 No. Origin Factor Def H Defy Application Description User, . . 1.000 100 0 1.0 B> B> 2 User 1.000 100 0 1.0 <F <F 3 User 1.000 100 0 1.0 EB> EB> 4 User 1.000 100 0 1.0 <EB . <EB 5 System . 1.000. 0 180 0.500 L L .6 System 1.000 100 0 0.700 WI> . WI> 7 System 1.000 100 0 0.700 <WI <WI 8 System 1.000 100 0 0.700 WP WP 9 System Derived 1.000 100 0 0.700 WBI> WBI> 10 System Derived 1 1.000 1 100 0 10.700<W]31 I<WBI Mymun lrm' fl,'finn Q,,mn,n.s, f,- ('-, ) Description Deflection (in.) Ratio Member Joint Load Case Load Case Description Max. Horizontal Deflection -3.184 (H/101 ) 1 2 2 <F Max. Vertical Deflection for Span 1 -0.005 (IJ4043I ) 2 2 5 L Max. Vertical Deflection for Span 2 ' -0.011 ( 1J21618) 4 1 5 L Negati''e 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. MUM - ........... -.-0 \TPC File: 4510-07 -Building A-B-FBO EP2.VPC . VPC Version: 7.ob /11117 Date: 6/24/2008 Design 07-4162 Time: 3:10:46 PM Page: 67 of 67 Shape: Hangar A 0111cc I'uii't 1)ala Wall/Roof Type Thickness Finish Color Direction Gable Dir Max. Length Wall: I Nl3Vl' - Panel 1 1/2" psi 1.20 Supported by othcrsno Location: 2 NB\'l' - Tilt Wall 5 1/2" psi' = 0.10 Supported by olhcrs=no Location: 3 N13VP - Tilt Wall 5 1/2" psi = 0.10 Supported by othcrsno Location: 4 Nl3\'l' - Panel I 1/2" psf= 1.20 Supported by otbcrs=no Wall: 2 NI3VP - Panel I 1/2 psf= 1.20 Supported by others--no Wall: 3 N13VP - Panel I 1/2 psf = 1.20 Supported by otbersno Location: 2 Nlit\'P - Tilt Wall 5 1/2" psf= 0.10 Supported by others—n0 Location: 3 NI3VP - Tilt Wall 5 1/2' psf= 0.10 Supported byothersrio Location: 4 N13\'P - Till Wall 5 1/2 psf= 0.10 Supported by others=no Location: 5 N13\'P - Panel 1 1/2" psf= 1.20 Supported by otbcrsno Canopy: I SSR 24 KXL Standard Color System Generated Not Applicable 51/0/0 Wall: 4 NI3VP - Panel 1 1/2" psf= 1.20 Supported by ntbersno Location: 2 NI3VP - Till Wall 5 1/2 psf = 0.10 Supported by othersno Location: 3 NI3VP - Panel 1 1/2" p51 1.20 Supported by othersno Canopy: 2 SSR 24 KXL Standard Color System Generated Not Applicable . 51/0/0 Roof: A SSR 24 KXL Standard Color System Generated Not Applicable 51/0/0 Mezzanine 1 NB\'P - Panel 1 1/8' psf= 6.30 . Supported by othersno @14/0/0 Fastener Data Wall/Roof Type Length Spacing Washers insul. Block Mod. Ctrl. ice Damming Wall: I Not Applicable Location: 2 Not Applicable Location: 3 . Not Applicable Location: 4 Not Applicable Wall: 2 Not Applicable Wail: 3 Not Applicable Location: 2 Not Applicable Location: 3 Not Applicable Location: 4 Not Applicable Location: 5 Not Applicable Canopy: I Stainless Steel Capped Standard Option Standard Option Yes None No . No Wall: 4 Not Applicable Location: 2 Not Applicable Location: 3 Not Applicable Canopy: 2 Stainless Steel Capped Standard Option Standard Option Yes None No No Roof: A Stainless Steel Capped Standard Option Standard Option Yes None No No Mezzanine I Not Applicable @14/0/0 1 \!PC File: 45 10-07-Bufldinc A-B-F130 EP2.VJ'C VPC Version: 7.0b . Date: / /200 Detailing Packet 07-4162 Time: 12:b8:32 I'm ___ Page: VP Buildings 3200 Players Club Circle Memphis, TN 38125-8843 HAND DESIGN AND DETAILS Project: Magellan Aviation - Building A-B-FBO Name: 07-4162 4510-07-Building A-B-FBO EP2 Builder P0 #: 5057 Jobsite: 2006 Palomar Airport Road City, State: Carlsbad, California 92008 County: San Diego Country: United States Designer: MO NOTE(S) TO DETAILER: Please indicate adjacent proposed building location on the drawing. See page H 3 Please add grid bubbles on the drawing for additional posts. See page I—? Please add page 17-1 on anchor rod drawing page of the drawing. Please show Mezzanine beam and its elevation on the main frame and portal frame elevation pages of the drawing. . ADDITIONAL GENERAL NOTE(S) TO BE PLACED ON DRAWING: Based on section 1630.9.2 of 1997 UBC, the calculated lateral drift (/M1) due to seismic loading in framing direction and bracing direction are 5.4 inches, and 5.5 inches, respectively: This building has not been designed to resist any externally applied load from the proposed building. Therefore, all flashing or other attachments, if applicable, must be designed to tolerate the appropriate differential movements in order to avoid accidental load transfers. Wind design enclosure category of this building is enclosed. In order to maintain design enclosure any walls open to the proposed building must be sheeted at all time: Glazed wall system, and concrete wall are not provided by VP Buildings, Inc. Assumed weights of glazed wall system and concrete wall are 6 psf, and 75 psf, respectively. Contact VP if actual weights exceed assumed weights. Date: 10/3/2007 Time: 10:50:45 AM Page: H3 flutirlirn, T.,.t,nn Shape Overall Width Overall Length Floor Area (sq. ft) Wall Area (sq. ft.) [if Area (sq. ft.) Max. Eave Height Mis. Eave Height 2 Max. Roof Pitch Mis. Roof Pitch Peak Height Han8arAOftice 40/0/0 30/0/0 1200 2556 1336 j 29/0/0 28/2/0 -0.250:12 Overall Shave Descriotion VPC File: 07-4162 4510-07-Building A-B-FBO EP2.VPC VPC Version: 6.ob Dale: / /200 Detailing Packet 07-4162 Ti rnc 12:08:32 PM LOADINGS Date: / /200 Detailing Packet 07-4162 Time: 2:08:32 PM Page: k BRACING Date: 10/3/2007 'Time: 9:22:10 AM .Pigc: k PORTAL FRAME ELEVATION ALONG A VPC File: 07-4162 4510-07-Building A-B-FBO E112.V VPC Version: 6.Ob Date: / /200 Detailing Packet 07-4162 Time: 12:08:32 PM Page: 1—\ SECONDARY ,-.. 2001AISI/S136D.3.2.1URLiNANCHORAGE Job No.: 07-4162 . . ••. . Page: H 1,2- Resistance at Frame Lines Date 1/0/1900 with Reversed ContinuOus Purlins Prej3 By: mo ......Rev. 16; Mar 2007 Purlin Shape = 8.5 in deep Zee X 2.5 in flange. Bay Spacings (ft): Purlin "I' (in) Bay #1 28.5 0.105 Roof Cladding: SSR Roof System (Standard) Design Loading: Gravity Load = 25 psf Dead Load= 1.13 psf Total Load = 26.13 psf Diaphragm Analysis - Maximums Act Shear Load = 0.017 k/ft 10.018 k/ft = Allow Shear w/ SF of 2.45 Shear Stress Ratio = 0.92 <-- Safe - Max. Lat. Deflection = 0,58 in <= LJ360 -- Safe # purlins = 13 . n = 13 2001 AISI / S136 w12004 Supplement - Purlin Anchorage Analysis (kips). Bay #1 Bay #2 0.68 0.47 1 1 0.99 0.99 0.69 0.47 Reverse all purlins at low side as shown (except eave purlin). 4 3.3 feet . 12 But not less than I purlins 0.251 40.01 ft. Panel Length urlin Eave PL At Interior Frames- Provide (1) anchorage clips placed as indicated below. Place clips at the closest purlin to the dimension shown. Dimensions are "feet from low. eave'. Istclip ., Clip Type Eave Purlin . EPC-3 Endframe Line I PL= 0.68 kips (force is up slope direction) Total resistance provided per frame= 0.99 kips <-- Safe At Endframe Line I - Provide (I) anchorage clips placed as indicated below. Place clips at the closest purlin to the dimension shown. Dimensions are feel from low eave. 1st Clip Clip Type Eave Purlin • EPC-3 Endframe Line 2 PL = 0,47 kips (force is up slope direction) Total resistance provided per frame 0.99 kips <-- Safe At Endframe Line 2- Provide (1) anchorage clips placed as indicated below. Place clips at the closest purlin to the dimension shown. Dimensions are fe'et from low eave. 1st Clip . • Clip Type Eave Purlin EPC-3 <- FL < #Clips <- R <- SR Date: 10/3/2007 Time: 10:28:13 AM Page: H1 Roof: A - ROOF SECONDARY PLAN VPC File: 07-4162 4510-07-Building A-B-FBO EP2.VPC VPC Version:. 6.ob. a -' . .. . 'Job No. 07-]62 A.9th Ed AISC SECTION CHECK Date 110/02/07 Prepared mo r LVIA 3 Plate Beam-Column Rev. 14(04-09-07) DESCRIPTION of MEMBER & LOCATION . çU4t2 v_ u-j .. FRUT DATA ' \ Axial Load 0.00 kips Unsupported Lx = 26.50 . feet . X'AxisMoment 132.00 in-k UnsuportedLy = 26.50 feet "V' Axis Moment = 0.00 in-k Unsupported Lb = 26:50 feet. •.: Shear Load= -t•90 kips Allowable Stress = 1.33 .1 .; •, F = 55 ksi C 1.00 Kx = 1.00 Cb = 1.00 aF, = 70 ksi Cmy 1.00 . Ky = 1.00 top IN M R EIIi B PRO E-Fma Flange Width= Sinchés Area (in 2)= .4.14 Qs = 1.00 (Table B5.1) Flange Thickness 025Iches Full l (in = 64.3, Q, = 1.00 '(Eq. A-85-8&10) Web Thickness= 0.1345 Inches Effl(in4) 64:3y-' r 3.94 • Total Depth = 9 Inches e Eff S, (in 3)= 14.29' r = 1.47 Flangeto Web Weld = 1/8 in. ' l (inn) = 9.00 reuiv = 2.12 -t one side -. .S (in3) = 3.00 . '.. UL ACTUAL STRESSES ALLOWABLESTRESSES. a = 0.00, .ksi ,< AXIAL > Fa = .43.89 ksi (Sec. D1.) -• 9.23 ksi <--"X" BENDING--> FbX = . 10.04 ksi (Eq. F1-7) - tby = 0.00 ksi • <"Y" BENDING--> FbY = '46.09 ksi (Eq. F2-3) , fl,= 1.66 ksi <-- SHEAR --> ' F= 2371 ksi (Eq. F4-2) . - -- ,2•• . Combined Stress Ratio = .0.92 OK . Mernber,Weight = 14 lbs/ft. (Chap. H, Eq. 1-1I-2) MAX Slender Ratio = 215.8 > 200 Shear Stress Ratio 0.07 . OK No stiffs required. SERVICABILITY DATA Flange to Web ALL. L/ Weld Stress = 0.08 . L/ - . .. . , . - NOTE:.No boll holes were calculated in flanges at point of Max. stress. . 23' Elev Beam Design AlSC9THst.xls Member Type Member Fig. Tk. 0.25 in. Member Web Tk. 0.1315 jjin. Plate thickness HP:lin. Allowable overstress 1!00j Allowable increase 13:3i] 3PL&PL Fy = 50 ksi 3PL & Gage Fu = 65 ksi Th= 1.91 k 45.0 I 2.5 in. T= 2.70 kips Opposite conrac weld Unit force calculation: fv = 0.382 (k/in) Tv / W ft = 0.382 (k/in) = Th /W fb = 1.146 (k/in) = 6[Tv(x) + Th(y - W12)J 1W2 fr = 1.574 (k/In) = [(ft + lfbl)2 + (f'i)2]112 SQW base metal: Normal stress: f = 6.11 ksi = (lfbl + ft)/(t sow) F = 39.90 ksl OK Shear stress: f = 1.53 ksi =TV/(W t50 ) F = 26.60 ksi OK SQW welds: Required SQW weld size Wreqd = fr/(2Fva) = 0.64 ,16ths USE - 1/8 Fillet Both Sides Corirac weld: Required conrac weld size Wreqd = [(ft + lfbl)/Ftaj = 1.24 ,161hs Actual conrac weld size w = 2/16 IhS one side Conrac weld is adaquate. Beam web: f = 11.36 ksi = [lfbl + ft]I(tw) F = 39.90 ksi OK Rigid or Flexible (1 or 2): .........Tab Height: h = ' in. Bolt Diameter d = 0.75 in. A325 Bolt Type: (X or N) N USE: (2) 3/4" dia.A325-SC Bolts (1= Not SC 2=SC) '2 Short-Slotted Holes wl Washers Hole Type: (1 = Std. 2 = S.S.) 2 3/8 in. thick shear tab Bolt Spacing S = 3.0 in.. Numb, of bolts 2 Bolt Bearing Stress fp 13.72 ksi MinPit Thickness: 0.375 in. owable bearing Stress Fp = 1.2(Fu)S.F. = 103.74 ksi OK Dimension a 5 91 in NOTES 123 Elev Beam Conn Design e = 5 91 in in. Bolt Shear ksi Allow. Shear= ':19.95 ksi OK Bolt Bearing Stress: [_38,26 . ksi OK on beam web 23' Elev Conn Design SHEARTAB2.xls Jb No. 07-4162 SI NGLE PLATE SHEAR TAB DESIGN Page: Ek SHRTAB-2 Date: 10/2/2007 __________ • Prepared By: mo Ref. Design Manual Section 3.11 Rev 14, 04/21/05 Reviewed By: •. Plate Design: . : . .. Bearing: Fp = 12(Fu)S.F. = 103.74 ksi --> tp = 0.0496 in Shear Rupture: b = 4.5000 in. 2:0000 Vertical load tpl 0.0130 tp2 0.0.172 tp 0.0172 in. Lateral load tp3 0.0000 a = 3 tp4 0.0000 b = 2 tp: 0.0000 in. Max. 0.260384 Edge buckling: kc = 0.713999 tp: 0.2643 Shear yielding: tp: 0.0119 in Ductility Requirement: (Max. Thickness) tp = 99 (Slots) . 0.375 Plate tk Flexural Yielding M 2.53 in-k KL = 5.91 buckling check: P=. .0.00 kips . r . 0.11 fc = 1.13 ksi KL/r 54.31 Fc 31.47 ksi OK . Cc= 107.00 FS = 1.84 Beam Web Check: Min edge dist = 2FIFt = 0.86 in. Bearing: Fp = 1.2(Fu)S.F. = 103.74 ksi --> tw = 0.0496 in. OK Vertical Block Shear Resistance = N/A kips OK Cope. = 0 in. Horizontal Block shear resistance= 19.11 kips OK Plate Weld: Ix ly 3.41 ru Weld group: 59.88 in An 10.99 in in EIJ- Lat. Load Right Lat. Load Left ' M = 1.82 in-k 1.82 in-k 2.34J ! 4 Point fx(kfin) fy(klin) fx(klin) fy(k/in) ---- ._._._. X 1 0:06 0.20 0.06 0.20 X-..........-- 0.96 , 0 2 0.06 0.11 0.06 0.11 6 1 I 3 0.09 0.11 0.09 0.11 . . 0.66 Resultant 0.21 k/in 0.21 k/in 0.38 (Max) - Required Weld 0.17 16ths --> 0.125 in. Minimum Weld Size (plate to web) = 0.125 in. (web) Min plate thickness:. . 0.1875 Minimum Weld Size (plate to flange) 0.125 in. (fig) Min plate thickness: 0.25 Minimum Weld Size based on ductility = 0.3125 in. 0.1875 n. controls 0.1875 in 23 Elev Conn Design SHEARTAB2.xls Job No. .07-4162 9th Ed AISC SECTION CHECK .Doe:.: z . .10/09/07 Prepared mo 3 Plate Beam-Column Locatidti - Rev. 14 (04-09-07) DESCRIPTION of MEMBER & LOCATION .LA - Axial Load = 0.0.0 kips Unsupported Lx = 10.00 feet X Axis Moment = 30.00 in-k Unsupported Ly = 10.00 feet "Y' Axis Moment = 0.00 in-k Unsupported Lb = 10.00 feet Shear Load = 1.00 kips Allowable Stress = 1.33 = 55 ksi C = 1.00 K,, = 1.00 Cb 1.00 F0 70 ksi C = 1.00 Ky = 1.00 Flange Width = 5 Inches Area (in 2)= 2.90 0.99 (Eq. A-85-3) Flange Thickness = 0.1875 Inches Full l (in4)= 33.6 08 = 1.00 (Eq.-A-13-15-8 & 10) Web Thickness = 0.1345 Inches Eff. l (in 4)= 33.6 r = 3.40 Total Depth = 8 Inches Eff. S (in 3)= 8.40 r- 1.16 FIángeto Web Weld = 1/8 in. l, (inn) = 3.91 = 1.44 one side S,, (in 3)1.56 ACTUAL STRESSES ALLOWABLE STRESSES = 0.00 ksi <_ AXIAL > Fa = 43.89 ksi (Sec. Dl.) = 3.57 ksi <-"X BENDING--> FbX = 30.61 ksi (Eq. F1-6) 1by = 0.00 ksi <--'Y' BENDING--> Fby = 43.34 ksl (Eq. F2-2 * Qs) = 0.98 ksi <-- SHEAR --> F = 26.43 ksi (Eq. F4-2) ff ff. NO Combined Stress Ratio 0.12 OK Member Weight = 10 lbs/ft. (Chap. H, Eq. HI-2) MAX Slender Ratio = 103.4 < 200 Shear Stress Ratio = 0.04 OK No stiff's required, Comb. Shear & Tension Stress = 0.00 <= 1.0 (Chap. G, Eq. G5-1) SERVICABILITY DATA Flange to Web ALL: L/ Weld Stress = 0.04 . 0 D+L L/ COflC NOTE: No bolt holes were calculated in flanges at point of Max. stress. 10' long concrete Beam Design AlSC9THst.xls fLJ4W ,jAL-1 ' )'•L 1,9 0 p'. H op 1a I •. / • I / • • _____________J • t3,T'r -1 • • 0 8 0 J/2" ConcTilt-Up Conc Ti1t- 20'-ll 7/16" 19'-O 9/16" zt- * o0 r t'$2 (z)34.'p,U 2coL7J 70 oLw-v.' ELEvt47'0 T LJ.u• / ri N of ____ Job-No. 07-4162 Page: .1. WALL SUPPORT ICHORD.BEAMCONN.. . .. -lO12OO7 _ v 17 ii) Prepared By Reviewed By:• Note: All seismic loads designed with ap.= to ,R= 3c and E/1.4 Square Washer Same Please refer to 1997 UBC, section 1632.2 for Thickness as Beam Flange appropriate values for anchor design. - T S / 3/8 Clamp Plate S U) U) I- Ct Wall Support Beam Per Calculations NOTES: *1) Please provide anchor diameter and spacing so that the plates, may be detailed in time to ship with the rest of the project. Design Anchors for: r -T F1 \NIIv 11 . S [Max Clamp Spacing: 4 Ft. 0/C Rev: 05/13/05 Engineering Process Manual u9'0T 'ir-1 /rl z Ail No. Page_\.-(2 of Dote— •' - Prepared by Reviewédby I •/• hY )LL I tiL \ / ([4 2 ) Vz /2 17 *7 v 71g, et / LL 4 /9I wA - / / S . GLAZED WALL TO SUPPORT BEAM CONNECTION E RevieEwed .. 07-4162 DETAIL of •10/8/2007 tCJL /1 . /U-L. Li4sç' \JftLL 5V1 By: MO By: I \I Anchors Not provided by JVP Buildings, Inc. Wall Support Beam Per Calculations j Loads (F) to be resisted by anchor NBVP: Seismic (Eh 11.4) = 29.0 plf along the beam Wind = 159.0 plf along the beam Job No. 07-4162 vkxmj SJNGLE'PLATESHEAR TAB DESI GN Page: . __ '.SHRTAB-2 Date:' 10/2/2007 Prepared By: mo Ref. Design.Manual'S,éc'tiori 3.11 '" Rev 14,04/21/05 Reviewed By.. 0''' V1/'t-'--- )f2c,yc-r Beam / 3/16' V 5/8" (2) 3/4" x - A325-SC Bolts w/Horiz Short Slots in Clip & Washers Over Slots Notes: 23' Elev. Beam Conn Design 23' Elev Conn Design SHEARTAB2.xls 28-6" 7E WA.L ?l• 4r(i '?'1iaJ 2' 4" WLL 11 /4-)LPE Ac7I1IS4L_ 4'-r _ 1 . 5 1/2" t • • .• L-,\ E; .UP F- t--- Lj)7 /1 FIELD WELDING TO BE PERFORMED BY QUALIFIED WELDERS IN ACCORDANCE WITH : AWS REQUIREMENTS. USE E70XX ELECTRODES. 9th Ed. AISCSECTIONCHECK Job No. 07-4162 Page: H 10/02/07 3 Plate Beam-Column Prepared______mo Location: ________Aim • Rev. 14 (04.09-07) DESCRIPTION of MEMBER&LOCATION •. .. 4.- •- . -. ..• a .ETE ,JAL.L Axial Load = 0.00 kips Unsupported Lx = 20.00 feet Axis Moment = 161.00 in-k Unsupported Ly = 20.00 feet ,.is Moment - u.uuin-k Unsupported LO = 20.00 feet' Sheaf Load = 3.12 kips Allowable Stress = 1.33 F = 55 ksi C, = 1.00 Kx = 1.00 Cb = 1.00 F = 70 ksi C = 1.00 K = 1.00 Flange Width = 6 Inches Area (in 2)= 4.01 1.00 (Table B5.1) Flange Thickness = 0.25 Inches Full l (in 4)= 49.8 Q= 1.00 (Eq. A-135-8 & 10) Web Thickness = 0.1345 Inches Eff. l (in") = 49.8 r= 3.52 Total Depth = 8 Inches Eff. S, (in 3)= 12.45 r = 1.50 Flange to Web Weld = 1/8 in. l, (in 4)= 9.00 = 2.04 one side S (in 3)= 3.00 FE ACTUALSTRESSES ALLOWABLESTRESSES. - = 0.00 ksi <_ AXIAL > Fa = 43.89 ksi (Sec. Dl.) fbx = 12.93 ksi <--"X" BENDING-> FbX = 16.36 ksi (Eq. F11.7) by = 0.00 ksi <--'Y" BENDING--> Fby = 46.09 ksi (Eq. F2-3) = 3.09 ksi <-- SHEAR --> F 26.87 ksi (Eq. F4-2) XMINMEM-00 8- 01 Combined Stress Ratio =0.79 OK Member Weight =- 14 lbs/ft. (Chap. H, Eq. HI-2) MAX Slender Ratio = 160.2 < 200 Shear Stress Ratio = 0.12 OK No stiffs required. Comb. Shear & Tension Stress = 0.00 <= 1.0 (Chap. G, Eq. G5-1) SERVICABILITY DATA Flange to Web ALL- L/ Weld Stress 0.15 . D+L- L/ NOTE: No bolt holes were • • iL0 : L/ calculated in flanges at point of Max. stress. 20' long concrete Beam Design AISC9THst.xls 9rsT-- -jct7 /0 LVA-rL'•. all - I- _191-0 9/16" 20-11 7 /16 rT WA-L rPoyt-T k1 P' k-. -WT WALL pU- 10 '4" - E £2) ¼ '0 XT 2. WF'O ç• TO AVIM-TII~JAI_ 19. rr W/ CAP.WT : Oct 5 /2" Cone Tilt-0 4L-JZ L-L— -----.---.-- - 5 1/2 5 1/2" ConcTilt-Up crete Tilt- p \ Job No. 07-4162 Page: of WALL SUPPORT! CHORD BEAM CONN. Date:. -10/9/2007 PepäredBy: Reviewed By:, Note: All seismicloads designed with R= 3.Q ,and E/1.4 Square Washer Same Please referto 1997 UBC, section 1632.2 for Thickness as Beam Flange appropriate values for anchor design. 8 Clamp* Plate CU *F1 Wall Support Beam Per Calculations NOTES: *1) Please provide anchor diameter and spacing so that the plates may be detailed in time to ship with the rest of the project. Design Anchors for: Fl K Max Clamp Spacing: 4 Ft. 0/C Rev: 05/13/05 Engineering Process Manual hate: I /200 Detailing Packet 07-4162 Time: 1.208:32 PM Page:. IHI FRAMING IN FRAME CROSS SECTION AT FAME:LiNE(S) 2 VPC File: 45.10-07-Building A-B-EDO EP2.VPC VPC Version: 6Ob FJob No., 074162 ENDWALL PARAPET Fae: -i of ..... . Detail EWP-3 .Jpate: :. 912712007 Prepared By:.mo Ref. Design Manual' Sec2.6 Reiewed By: PARAPET POST: 0 88 x 5 Range :i34'5web, 0 •:5_ Parapet Height. Eave Height 28/210 Roof Pitch 6 200 Post Location - 19/0/s Top Girt GA- 5Cee intermediate Girt 5 GA 85Cee + (9 PARAPET POST SUPPORT BEAM: 1.r186 x 5 Flange 0 I,. P: . . StiffenerB.S. TYP "PL WI _______ A32.5N &16 V 'shiP., (ty oI 1,4 :4 iQ W (Post).= Nft M ;(ØOSt,) = •t.. k-in V.(post) = . . 0.17 k A3-25-:N çde Support Jamb f9-rA R S.é6SEDFS1A1 for 1/ * Jamb Cdrtnetiorr r = +/-0b4 kis Rev: 01111/05 Engineër1rg Proce Manual :Parapet Height .Eave Height Roof Pitch Post Location PARAPET POST: 0 188 x 5 Flange 1345 Web D= 85 Top Girt I GA Intermediate Girt GA.- 85Cee .PARAPET POST SUPPORT BEAM: 0 188 x 5 Fançje 4345VVeb, .D 'cJP, . '/'6 "Stiffener B.S. Job No. . 0.7-4162 Y ENDWALL PARAPET Page i— of ______ Detail EWP-3: I Date 10/3/2007 (22-/4) . Prepared. By: mo Ref. Design Manual Sec 2,5 Reviewed By: (2) pL wl X A325-N : ~Izf V _"Tx "W .x stiff. B;S. (typ.) W7 (post) M (post) = 0.8 k-in V (post) = .0.12k Rev: 01/11/05 • Engineering Process Manual Derailing Packet 07-162 Date: / /OO Time: 12:08:32. PM H:39 Pei.. :-•I F1&u- f-t Detailed Deflections - Deflection Load Cases Date: 0- O_** jr7 / \J j Time: 25:00 Maximum Deflections Type : Deflection Member Joint Load Case Inch Horz 2.91 8 2 1. Vert 0.39 5 1 1 Maximum Defiec.tions per Load Case Load Case Horizontal Member Joint Vertical Member Joint Inch Inch 1 2.91 8 2 0-.39 5 1 2 2.9:l 8 2 -.0.39 5 1 3 0.01 7 2 -0.04 5 1 4. 1.2.6 3 1 0.18 5 1 5 -1.33 8 2 -0.16 .5 1 6 -0.05 .2 1 0.00 8 2 Meniber Deflections per Load Case Load Case = 1 Local Joint .1 . Local Joint 2 Frid Member Horiz Vertical Rotation Horiz Vertical Rotation Inch Inàh Rad indh Indh Rad 1 1 0 0000 0 0000 -0 0132 -0 0639 -0.00:89 1 2 1-.87:62 -0-0639 -0 0089 -0-0,98a -'.0.0050 .1 3 2.9053 -0.0980 0.0050 20.64 -.0.0110 0;0034 1 4 29064 -0. 01110 0.:00.34 :2.8,7:9 0:3884 0.00.13 1 5 2.8.759 0.3884 0.0023 2.7.48 0.O95 0.0068 1 6 1.6235 0 0531 -0 0086 0-0953 -0.006.8 1 7 0 0000 0 0000 -6,0107. k,735 0 0531 -0.008:6 18 0.000 0.000.6 -O.009l 2.9064 Ooiio 0.O.0.3.4 Load .Csé. = 2 Löa1 Joint 1 Local Joint 2 Frid Member Horiz Vertical Rotation Horiz Vertical Rotation Inch Indb .Rád Ifich Inch Rad 1 1 0 0000 0 0000 '0..0132 1rT 00639 0.0089 1 2 -1 8762 0 0639 0 0089 24 0 0980 0-0,05.0 1 3 -2..905-.3 0 0980 0.'0.0.50' -2 9064 0 0110 -0 0034 1 4 -2.9064 0;-01-10. -0.00.34 2.8175 0:3.8.84 O. 00.1-3 5. -.2.8759 -0.3884 -0.0.013 -2..87.48 -0.0.953 0. 0068 1 6 -1 6235 -0 0531 0..0.086 -0 0953 0 0068 1 7 00000 0.0000 0.0107 I ONI5 -0 0531 0.00-86 1 8 00000 0.0000 . 0.0091 -.2.9064 0.0110 -00034 Load Case. = 3 Local Joint 1 Local Joint 2 Frid Member Horiz Vertical Rotation Horiz Vertical Rotation Inch inch Rad Inch Inch Rad 1 1 0.0000 . 0.0000 0.0001 . -0.0.092 -0.0.014 0.00.00 1 2 -0.0092 -0.0014 0.0000 -0.0072 -0.0025 0.0,000 1 3 -0.0072 -0.0025 0.0000 -0.0073 -0.0105 -0.0001. 1 . 4 -0.0073 -0.0105 -0.0001 -.0.0057 -0.0359 0.0001 1 5 -0.0057 -0.035.9 0.0:001 -0.0057 . -.0.0026 0.0002 1 6 0.0124 -0.000.9 0.0000 -0.0057 -0.0.02.6 . .0.0002 1 7 0.0000 0.0000 -0.0001 0.0124 -0.0009 0.0000 1 8 0.0000 0.0000 0.0000 -0.0073 -0.0105 -0.0001 1'6 H-2 . . . 0, 0 Detailed Defl'eetion . s -.ef1ection Load Cases bate: 0- Q_** V . Time: 19:00 MximuTh Déf1edtions Type Deflection Member joint Load Case Inch Horz 3.11 3 1 3 -0.01 3' 1 4. Maximum Déflections pet. Ldà4 Case Load Case Horizontal Member Joint Vertidal MerObei Joint Inch InCh 1 0.18 5' 2 0.00 3 1 2 -.0.18 5 2 0.00 3 1 3 3.11 3 1 0.01 3 1 4 -3.11 5 2 -'b..oi 3 1 5 012 3 1.. -0-01 4 I .6 -2.00 5 2 -0.01 4 1 Member' DCflec'Eioñs per. Load Case Load Case = I Ldcal JOint 1 Local join.-. 2 Frid Member Hor.z Vertical Rotation Horaz Vertical Rotation Inch Inch Rad In ch n Inch Rad 1 1 0.0000 0 .OQO'O -0'000'9. 0.1..71 0.0.002 -.0.0006 1 2' 0 'l27.i 0.0002 0.:00'0: 0. 1-845 0 O,00'5 -0'. 000 I . 3 0.45 0.MD0'5 -0.00:02 0.1845 9;O.O..00 '0.0001 0 .i84S 0..'o'606 6.66-01: 0.1845' -0-00-05 -0. 0002 1 5 0.1271 -0.0002 -0.0006 0:- j.8-15 0.0.0.05 -Th0002 i b.o"ôo 6..O'ibd' 0.d'bo o.ii -o.0o.b' -o.bO'o.& Load Cas.e . 2 Local doint .1 Local, j. F±d Member Horiz Veti.c4I Rotation Hor±z Vertical Rotation Inch. Rád ich 'Inch .Rad 1 1 0 0000 0 0000 0 0009 -0 1271 -0 0002 0 0006 1 2 -0 1271 -0-..0002 0 0006 -0 1845 -0 000E 0 0002 1 3 -0 1845 -0 0005 0 0002 -0 1845 0 000C -0 t -''].'45' Q . 00:0.0. -9; 00l 0.1845 0: 00105 D .00O.2: 1 5 -0 1271 0 0002 0 A006 -0 1845 0 0005 0 0002 '1 6 .: 0.000 :0 0000 '0' 0009. -0,..27 0.0002, '00100'6 Load Case = 3 Local Joint 1 Local Joint 2 End 'Member 'Hbriz Vertidal Rotatioi" 146riz Ve'.ticJ. ROt':tiib'rl Inch Inch Rad Inch Inch Rad 1 1 0 0000 0 0000 -0 0137 -07f 0 0047 -0 0104 1 2 20751 0 0047 -00104 0-60-8: -0.003.2 3. 3 3.11351 .0.00:8.9-0.0032 3'... 11:19 O. 0'0.]i 1 4 3 1119 -0 0063 0.,-0:018 3.11.02* -0 0089 -6 0031 1 .5.2 0826 -0.10047 -0..0104: -o 0089 -0 0031 1 6 0.60:00 6.6000 -6.0137 "0..U.047 -0.0.104' La Cà06' = 4 Là1 Joint 1 Local Joint 2 F.rid Mnthé llbri. Vertic'1 Rotatlion Horiz Vertical Rotation. Ih Inch. Ràd. . Inch Inch Rad 1 1 0 0000 0 O.H.O.0-01.37 -0 0047 0 0104 1 2 -2 0825 -0 0047 0.0104 -0 0089 0 0031 ! 1 3 -3 1102 -0 0089 0 0031 -3 1119 -0 006' -0 0015 1 4 -3 1119 -0.0062 -0 0015 3 1135 0 0089 0 0032 1 5 -2 0733 0 0047 0.0104 3 0 0089 0.0032 1 6 0-0000 0-0000 0.01-37 5?3 0.0047 0-0104 Load Case 5 Local Joint 1 Local Joint 2 Frid Member ]iori.z Vertical Rotation Horiz Vertical Rotation 1 Inch Inth Red Inch Inch Rd .1 1 0000.0 0.0000 -0.0085 .1.30.32 0.0034 -0.0065 1 2 1.3032 0.0034 -0.00.6.8 2.0170 .0.006 -0.0024 1 3 20170 0.0064 -0.0024 2.0149 -0.0079 0.0011 1 4 2.0149 -0.0079 0.0011 2.0128 -:0.0064 -0.0022 .1 5 1.3130 -0.0034 -0.0.068 2.0.128 -0.0064. -.0:0022 .1 6 0.0000 0.0000 -0.0085 1.3130 -0.0.034 -0.0068 Load Case = 6 Local Joint 1 . Locá.1 Joint 2 Frid Member Hor±z- Vertical Rotation }loriz Vertical Rottionj Inch Inch Rad Inch Inch Rad 1 1 0.0.000 .0.000.0- 0.0.085 -1.3039 -0.0033 0.0067 1 2 71.30.3.9 -.0.0.033 0.0067 -1.9999 . -0.00.63 0.0.022 1 3 -:1.9999 -0.0.063 . 0.0022 -2 .0.02.0 -0.0074 -doOj.j. 1 4 -2.0020 -0.0074 -0.0011 -2.0040 0.0063 0.0023 1 5 -.1.2956 0..Q.033. 0.00.67 -2.0040 0.0063 0-.00.28- 1 6 0.00.00 0.0000 0.0.084 -1.2956 0.0033 0.0067 • ., . : Job No, 07-4.162 . , , Page: •4 : . . , :. . . '. '9th Ed. AI.SC SECTION CHECK Date':, '... 10/08/07 Prepared . • mo. -: 3 Plate Beam-Column . Location: 1 ' Rev. 14 (04-09-07) DESCRIPTION -of MEMBER & LOCATION j7 •- L.- 5' jE#--' Axial Load = 0.00 kips Unsupported Lx = 23.50 feet .X' Axis Moment = 491.67 in-k . ' . Unsupported Ly = 23.50 feet 'Y' Axis Moment = 68.70 . in-k Unsupported Lb = 5.00 feet Shear Load = 5.56, . kips Allowable Stress = 1.00 F=55ksi , C=100 "' K1.00 . , O.l0U F.70kj C 1:00 'K 1.00 Flangè Width= 8'Inches Area (in2)= '6.62 Q8 = 0.72 (Eq. A- 135-3) Flange Thickness = 0.25 lnôhes , Full I (in.) = 473.2 = 1.00 (Eq.,AB58& 10) Web Thickness = 0:1345 Inches Eff. I, (in4) = 4732 r = .8.45 'Total Depth = 20 Inches - Eff. S, (in3) = 47.32 = 1.79 Flange to We Weld 1/8 in. l, (in4) =. 21.33 requv = 2.13 on,e'slde ACTUAL STRESSES ALLOWABLE :STRESSES = .0O ksi <-- &XlAL --> ' F0 33.00 kl (Sec. Dl.) 10.39 ksi '--"X BENDING--> FbX = 23.78 ksi (Eq., 171-5 Qs) 'fby = 12.88 ksi , <--"Ye' BENDING--> .23.78 ksi (Eq. F2-2 * Qs) . 2:12 k51 - •<-- SHEAR --> = 3;96 ksl (Eq. F4-2). PSI-rm Combined Stress.Ratio = .0.98 :0K Member Weight 23 lbs/ft., (Chap. H, Eq. HI-2) • MAX Slender.Ratio 157.1 < 200 Shear-Stress Ratio = 0.54 OK No stiffs required. SERVICABILITY 'DATA Flangeto'.Web ALL- L/ Weld Stress = 0.13 ' ' LI onc: LI NOTE: No bolt holes were ' calculated in flanges at point of Max. stress. D+CG+L 30 Beam Design.xls JcbNc. 07-4162 rage: _H 9th Ed. ASC SECTION CHECK bate:____10/08/07 PrepOr. ____m 3 Pate Beam-Column Location:___: _______________ Rev. 14(04 -P-9-07) DESCRIPTION of MEMBER&.LOCATtON _N EMINN-0 Axial Load = 22.00 kips Uhsu'pôtëd 23:50 feet X Axis Moment = 420 67 n-k Unsupported Ly = 21:50 feet "Y AidsMoment = 0.00 in-k UnsUpperted Lb = 5.00 fèCt Shear Load = 4.76 kis Allowable Stres = 1.70 F 55ki Cmx 1.00 K 1.00 Qb 1.00 F. 70 ksi Cmy LOO K 1:00: Mr. r=411-I. Flange Width 8 Inches Nea:(ir12) 62 Q O.72 (Eq.A-B53) •FténeThiókness 0.2IrIches • FLilll(In4): 4732 Q 092 (EA-B58&iO) Web Thicknessj 0.1345lnches Eff. i (in 4) = 473;2 :45• Total Depth = 20 Inches Ef. -S.(in5) 4.72 Fiange'to Web Weld 118 in l'(in4)= •21:33 reic, 2:i. one. 010.6 S(i 3).= P11 MIRE NER ACTUAL STRESSES ALLOWABLESTRES.SE:S . f0 = 132- ksi <. AXIAL > F0 = 10.26- ksi (Eq. -A B5 12) 8 89 ksi <--"X" BENDING-r> FbX = 39 76 ksi (Eq & Fl 5 Qs G2 1) f 000 ksi J'Y"BENbING--> Fby 4043 ksi. q;.F2-2s) f, 1.82 ksi -- SHEAR •> F 672. .ksi (Eq. F4-:2Y ME Combined Stress Ratio 0_55__OK Me1.mber Weight = 23 lbs/ft (Chap H Eq HI 1) MAX Slender Ratio = 1:57-.1 < 200 ShearStre'ss Ratió 02-7 OK Noçstiff's required. . . SER'iCABlLlTY DATA Flange to Web • • : L/ Weld S&ess = 0.06 D+L: L/ Lx : LI NOTE: .cilt were ôä!culated in fl6h0s at pOint of Max. stresS. D+ E 30' Beam Design .xls _______ SINGLE PLATE SHEAR TAB DESIGN .SHRTAB-1 . . 17.-t C CA_-F L ' Ref. Design Manual Section 3.11 . . Rex' 91 04/21/OS Job No. 07-4162 4- Date: 10/8/2007 Prepared By: rho Reviewed By: I in. dr. / Opposite Conrac weld . h+3" ea. way 1.5 ,/' 2 ShearThbFy= Fu = Beam Fy = Beam Fu = Stress Factor = Beam Reaction R Lateral Force F = 50 ksi ksi ksi ksi . kips kips 65 50 65 . . , 5.5 3 I Spaces I © 3 + R 1 5 . (From End 1) eb ,. . . _—rfl tODD N/A h = 12 3/16 R.t" 3/16 5.8 0 Beam:'bf if, tw. d 8 in in. in In 0.25 01345 20 Column bf tf . . tw . . d1 .. d. Y1 9 In in in. in. in ft 0.3125 0.1345 23 23 ..............Tab Height: h= in. Bolt Diarneterd 0.75 in. A325 Bolt Type :( X or N:) USE (4). 3/4" dla. A325-:SC8oits (1 Not SC 2 S0) EN Short-Slotted Holes w/Wáshers Hole Type:: (1 Std. 2 = S.S.) 3/8 in. thick shear tab. . . ...Bolt Spacing S = : 3.0 in. Numb. ofboltsri = .4 Bot Bearing Stress fp 5.17 :ksi Mm Plt Thickness: 0:375 in. Allowable bearihg Stress Fp =.1.2(Fu)$.F:: 78 ksi OK . Dimensiona in. NOTES IlC = FD + CG + FL 3M A eb in. e= jr Bolt Shear := 3 29 ksi #1/ Allow. Shear = 15 ksi OK Bolt Bearing Stress 14 41 ksi OK on beam web D+CG+L Conn 30' Beam.xls SINGLE PLATE SHEAR TAB DESIGN Job No.. 07-4162 Page: " Date:'. 10/8/2007 WA, ______SHRTAB-1 P'réparecl.By:' rno Ref. Design Manual Section 3.11 Rev 9',.04/21/05 Reviewed By Plate Design: Bearing Fp = 1 2(Fu)S F = 78 001 ksi --> tp = 0 0248 in Shear Rupture: b = 10:5 in. . C.= 2 Vërtial load tpi 0.0301 t02 0.0350 .tp 0.035 in. Lateral load tp3 0.0000 a 9 tp4 0.0000 b= 2. t: 0:00;001h Edge buckling: kc 6.216 tp: O1.791 Sheayieldihg tp. .0.0242: in ''Max. 0:116401 Ductility Requirement: (Max. ThickhësS)' tp 99000.0 (Slots). ' 0:37.5 :Plate..tk'.J Flexural Yieldino M 15.4.7 Ink' KL 2.50 buckling"check: P O.b kips . r 0.11 fc. 1.72 ksi KL/r Fc= 27:8ksiOK 'Cc 107,00: . .= 1.75 Beam Web Check: . Mii1,dgê dlt'2P/F:t ' 0202, in. Beáhng: I .2(Fu)S:.F. = 78 k'si' --> tW = 0.0248 in. OK Vertical Block Shear Resistance = N/A kips OK Cope Horizontal Block shear resistance 32.95 kips-:0K cdlumn"Flán.g..ë-to'-wb 'eld:. •M'= 1:5,47 ih-k. P= kips fbw. 0.58k/in .Cbñr'c Weld = 0i25 in. Requir'e'dWel'd 0;.6 16ths—> 0:0625 in •. Weld Røgui,r.pp.osit.orracwel,d -.1 in. : Column Wéb.Cri IingA1elding:, dcol'= #VALUEI: in. Ri' =' *VALUE{" 4.04. kJin Mm n t: . . #VALUEF.' vLU'E! 0.58 #\/ALUE! . Plate Weld: W'&dlength = 2' in Theta 0.00 Unit Normal Force= 0.32 k/ln V 5.80 ki-ps Unit Shear Force = 0.24 k/ih T= 0_00 kips ' Resultant Unit Forde = 0.40 k/in M = , 15.47' in-k Required Weld = 043 16ths --> 0:0625 i. Minimum Weld Size based on welding = 0;1875 in. Mihirnurn'Weld.Size based on ductility = 0.3125 in USE: 0.1875 in, Max = 0.3125' D±CG+.L Conn 30' Beam.xls 4 • ' • : SINGLE PLATE SHEAR TAB DESIGN ... SHRTAB-1 :" ... ' .Rel Design Manual Section 3.11 . . Rov9,64I21'J05 Job -No. 07-4162 Page: H 46 Pate: 10/8/2007 Prepared By mo Reviewed By: . • . I in. dr. I h'3'ea.wey I N/A h = 12 3/16 ....3116 ' - .':' / OppositConrac weld _—.1.5 . . . S • 7 2 .. ,.; . ....... 5•5 . cb Spaces F 3 t R 1.5- . .............. (From End-1) ej ew Shear Tab Fy = Fu = Beam Fy = Beam Fu= Sress.Factor= Beam Reaction R = Lateral Force F = 50 ksi ksi ksi ksi kips kips 65 50 . 65 1.700 5 22 Beam bf if iw d 8 In In In in 0.25. 01345 20 Column.bf If . . tw'.0:1'345 d1 9 in. in 'in: in. 0.3125 .23 .......... Tab Height: h = •:'"4'. in. Bolt Diameter d = 0.75 ' in. A325 Bolt Type: (X.orN) N USE: '(4) 3/4" diä. A325- SC B bits (1 Not SC 2 SC) 2 Short-Slotted Holes w/Washers HQle Type: (1 =Std. 2=.SS.) 2 3/8 in, thick. sh'ear'tab . ... BdltSpacing S = 3.0 in, Numb. of'b.lts n .4 Bolt Bearing Stress Ip = 20.34 ksi Min Pit Thickness: 0:375 in. Allowable bearing Stress Fp = 1 2(Fu)S F = 132 6 ksr OK Dimension a = 2 50 in NOTES JLC =,K) + E BM A eb = 0 17 Ifl = Bolt Shear 12.95 ksi Allow. Shear= 25.5....ksi OK Bolt Bearing Stress..56.7Z.. ksi OK on beam web M- D+E Conn 30 Beam.xls • SINGLE PLATE SHEAR TAB DESIGN Job No. 07-4162 Page: HRTAB-1 : . Date: _10/8/2007 Ref_Design_Manual_Section_3__11 __Rev 9_04/21/05 Prepared By: no Reviewed By Plate Design:.. . . • Bearing: Fp__12(u):F. ___1.32:60 :. 0.0575 in Shear: Rupture: b = 10.5 iii . • 2 Vertical load tol 0.0153 tp2 0.0177 t . 0;0177 itt Läteräl load t03 a .9 -tp4 0...000O 2. . •.. 1;=Hrip huir'klFrirr .. tp: 0.0000 In; Shear yielding:. ti, n -1701- tp. 0:0,123 in M6x__=0176497 Ductility Require ment__(Max_Thickness) ____tp:99__0000 _(Slots) 0_375_ "Plate tk Flèxural Yielding M = 13.33 in-k KL 250 buckling check: P.=. . 22.00 kips r' fcl= 6.37ki KL/r 22.99 Fc = 47:56 ksi OK. Cc= 107 .00 Béãrii Wb Check: Min,-edge dist 2P/Ft 1.28 iri. 5e8nng Fp= 12(Fu)S F = 1326 ksi >tw 00575 in OK Vertical Block Shear Resistance = N/A kips OK cope -4 0 in HorizoritalB.lck.,shear resistance=. 56.01 kips OK Column F.lige-tbwebWeld: 13.33 in-k P = 22:00 kips fbw = 2.24 k/in ConràcWéld . 0.1.25 in Required Wéld. 1.4.2... 16th —> 0.1:25 in. :WJdRbquhed _PppQJteQflacWød ___.o_, Column Web OriØplin/Yielding: dcOI . #VALUEI in. . . Ri.= #VLUE! kIln .4:04 k/Un Min_= ON, ALUEl_VALUf :4_:#VALU El PlateWeld: Weld length = 100 in Theta = 0.0.0 Unit Normal Force = 1.19 k/in V 5.00 k/ps Unit Shear Force= 0.21 k/in T 22.00 kip Resultant Unit Force 1.21 k/in 13.. irik Required Weld = • 0.77 l6ths --> 0.0525 in. Minimum Weld Size based on welding = 0. 1875 in. Minimum Weld Size-based on ductility = 0.3125 in. USE: 0.1875 in Max 0.3125 D+E Conn 30 Beam.xls A - Job No. 0774162 Page:l '7 ff •"' :- ' 9th Eth AISC SECTION CHECK . Date:', 10/03/07 .Prep aré,;i-mo.' - 3 Plate 'Beam-Column " 'Loâatlon: -: - . Rev. 14 (04-09-07) - DESCRIPTION of MEMBER & LOCATION - . L c:-<4 Axial Load 0:00 'kips . Unsupported Lx = 21.00 feet - X'•Axis Moment = 1008.61 in-k Unsupported Ly = 21.00 feel "'Y'.Axis Moment = 0.00 in* Unsupported Lb = 3,00 .feet - Shear Load = '16.05 kips A'llo'able Stress = 1.00 F= 55ksi Cm 1.00 1.00 .' .: b'' 1.00 . F 70'ksi ', C= 1.00. , K=1O0 -.. Ell WINE Flange :Width = '6.Inches • Areâ'(1n2)= 6.94 = 0.97 (Eq. A-B5-3). Flange Thickness = 0.3125 Inches Full'l (in4) = 4630 "Qa = 1.00 (Eq. A-B5-8 & IQ) , Web Thikness = 0.1644 inches Eff. I (1n4)'= 463.0 r '8.17 Total Depth = 20 Inches . Eff. S (in3) = 46.30' ry = 1.27 ., Flange to Web Weld = I./$ in. in4) re~ujv = 1.56 one:side S.(in3)=' 3.75 . .' •. I . ACTUAL STRESSES . ALLOWABLE STRESSES 0.00 ksi <' AXIAL --> F2 ' 33.00 ksl (Sec.DI'.) 1bx '= 21.78 ks) <.-"X" BENDING-->,. F X 31.86 ksl (Eq.-F15 Qs) fb 0.00 ksi' --"Y. BENDING--> ' F '(Eq. F22,* Qs). - f= 5.04 - -. <--eSHEAR' 5.99, ksi •(E,q.F42) R. 'ConibIned'Stresis RatIo 0.68 OK Member Weight= 24 lbs/ft.. (Chap. H, EH12) MAX SIener Ratio = 197.9 < 200 Shear Stress Ratio = 0.84 OK ' No stiffs required. SERVICABILITY DATA Flange to Web . ' 'LL LI Weld Stress = 0.34 , ., ' D+L: LI Li NOTE: No bolt holes were , - . -' alculated in flanges at point of Max. stress. , t.. M1 D+CG+L 21 Beam Design.xls . • -• - 91h Ed. ASC SECT ON CHECK JobNo. 07-4162 page: 3 Nate 3eam-Coumn Prepared__mo Location bESCR!PT/dNof MEMBER .& LOCI'T/ON Axial, Load Load .= Z~;0'07 kips Unsuppori8d.Lx = 21 A. feet X Ads Morit= 859:1 iñk Uñ5Up.ortêd Ly = 21 .00 feet '"YAxi Moment'= 000 in-k Unsupported Lb- .00. feet Sh6k Load'-- 165 kips Allowable Stress = 136- F -55. ksi Pik1.00 K= 1.00 Ql.00 F=70ksj Q= 1.00 K,= i.bo Flange Width = 6 Inii ches Area.(in2)= 6.94 Q 097 (Eq. A-85-3) Flange Thickness = 0.3125 Inches Fuil (in4) = 463.0 0.98 (E q. A-B5.&& 10) Web Thickness = 0.1644 Inches Eff. l On4) = 463.0 ri 8.17 Total Depth 20 lnöhes Elf. S.(in) = 46.30 r = 127 Flange to Web Weld 1/8 in. l (in4) 11.25 requiv = 1.56 onesidé - S (in3) = 3.75 Ul ACTUAL STRESSES ALLOWABLE STRESSES fa = 3.17 ki AXIAL > F0 6.48 ksl (Eq.A-B5712) bx 18.56 ksi - <-X"BENDJNG-- FbX = 54.17 isi (EqF1-5Qs) fy 0.00 ksi <"Y' BENDING--> Fby 54.17 ksi .(E'4.-.F272 'Qs) f 4.28 ksi -- SHEAR--> F 10.18 ksi (Eq.F4- Combined Stress Ratio='. 0.84 OK Member Weight = 24 IbsIft (chap. H, Eq. HI-I) MAX Slender Ratio = 197.9 - < 200 Shear Stress Ratio = 0.42 OK No stiffs required. SERVICABILITY DATA Flange to Web ALL: LI Weld Stress = 0.17 AD41: L/ NOTE: No bOItholes were caIOuatëd in flanges at point of Max. stress. D+E 21 Beam DesignxIs USE: :(4) 3/4" dia.A325.• SC Bolts Short-Slotted Holesw/Wäshërs 3/8 in. thick shear tab Job No. 07-4162 SINGLE PLATE SHEAR TAB DESIGN Page: H 8HRTAB1. . . .... . 10/3/2007 - L-kCL., PtepàredBy: mo Ref. Design Manua[ Section 3.11 . . . Rev 9,04/21/05 Reviewed By: - ,- - ciiei ciL) ry - UL) F\I Fu= .65 ksi BeamFy 50 ksi Beam Fu = . 65 ksi Stress Factor 1.000 Beam Reaction R= . 16.1 . kips Lateral .Force F = 0. kips Beam: bf 6 . in. tf 0.3125 in. F. tw. 0.1644 in. d 20 in. Column: bf in. tf 0,245-6-11 Kr :twQ.iJ2 . , S (From End 1) d j9_- lin. S . d h. U -:27 ft. Y 3Y1 ft. Tab Height: h = I1 in. Bolt Diameterd = 0.75 in. A325 Bolt Type :..(.X or!N) S 1 =Not.-SC 2 =S) Hole Type: (1 = Std. 2=SS.) , BoltSaciñ .3:0 in. Numb, of blts n = 4 Bolt Bearing Stress fp = 14.34 ksi Min PltThicjne.ss: 0.375 I in. Allowable bean ngStressFp 1.Z(Fu)S.F. = 78 ksi OK DimèrisioPiá NOTES.: ILc=FDCGFLBM.B,oOnfl:1 . Pb =::7..' in. S ew = in. Bolt Shear = ksi Allow. Shear = 15 ksi OK Bolt: Bearing Stress: ksi OK on beam web D+CG+L Conn 1 21 Beam.xls SINGLE PLATE SHEAR TAB DESIGN Job. No. 07-4162 Pa Dte:.______. _.1013/2007 SHRTAB-1' . Wall Prered Ref. Des ign Manual Section 3_11_____ Rev 9 __04/21/05 By."Mo ReviewedBy. Plate Design Bearing- Fp =I_2(Fu)S_F_78_00_ks;_-->tp =0_0690In Shear'Rupture: . b= 1..5 in.. . c= 2 VertIcal load . . ., ±pl . . . 0:. 0835' . . . t2, . :' 0.0971 . . . .tp; 0.,0971.11h- ' Lateral load 't03 0.0000 a:= 9 t04 0.0000 .b. 2' tp: 0'.0000 "in,, Edge b....cV'ng____"c=626 441 9; _01791 Shear yielding:. _.tp __0:0671::I . Max. _0.17:6497 Ductility Requirement_(Max_Thickness) _tp _99_0000 _(Slots) 0_375 ___Platek FlCxuräl Yielding M 42,93 in KL 2.50 bUklng check:, . . P = . 000 kips , . . . ..( = ...'. 0:1.1; 'fc 4.77 ksi KL/r 22.99. Fc 2.798 ksi OK Cc 107:.06 175 Beam Web Check Mm edge dist = 2P/F t = 046 in Rea nn Fp I .2(FU)S.E ' 78. ki --> tw = 0.0.690' in. OK Vertical Block Shear Resistance N/A kips OK cope.= 0 in Horizontal Block-shear rsi'stance.=' 40.2' kips .0K :Colthi'in .Flà-to-web"wèld:. M. 42.93- -in-k P. 0.00 kips fbw= 1.65k/in 'cohracVeld .0:125 in. ReqLllred Weld = 1.78 16ths.--> 0.1:25 it. Weld. Required Opposite Cpnrac' weld =O•' _fri. ColUmn'W.eb Gtil:iñg/Yi&ding: dcól = #VAWEl in. #VALL"E! -kffiri .. . 'R2=. 5'63 k/ih #VALLJE! .#VALU'P 1.65 #YALU.E! 'P'laté.eld: 'Weld, length 12.00 In Theta = 00O Unit Normal Force = 0.89 kiln V " 1:6.1.0 kips Unit Shear Force = 0';67 k/in T 0:00 kips Resultant Unit Force 1.12 k/in M = 42.93 'ink Required Weld = 1.20 16ths --> 0.125 in. Minimum Weld Size based -on welding = 0.185: in'. Mihimurn Weld Size based on ductility = 0.3125 In. USE: 0.25 in Max = 0.3125 D+CG+L Conn' 1 21 Beam.xls SINGLE PLATE SHEAR TAB DESIGN Job No. •' 07-4162 Page: SHRTAB-5 Date:: . 10/3/2007 Connection to. column web - (A • ... Prpared.By. esign Manual Section 3.11 Rev 10, 05/03/05 Reviewed By: - 11 Sh5arTabF).= 50 F.u= 65 Beam Fy = 50 Beam Fu = 65 Stress Factor = 1.000 Beam:Reaction R = Lateral Force F = Beam: bf tf 1w .d ColurnnWëb: if. tw Fy Eu Rigid or. Flexible . B5an (1) or (2) 16.1 kips kips 0 6 in. in. in. 0.3125 0.1644 20 .L2' :LS S ksi k 0J-&7-5 5.0 65 (1 or 2): sides:. .2 2- Dimension X,: 4..5 in. Dimension . 45 Tab Height h= 12 in Bblt.Diamete...ti — 0.7.5 in. Bolt Type : ( X ør;N) .(1= Not SC.2=SC) Hbl.Type .i Std. 2 S.S.) Bolt Spacing S 3.0 in. Numb. of bolts n = 4 Mir1Plt.Thickness :0375 in. USE: :(4) 3/4" dia. A325 -SC Bolts Short-SJofted Holes wi Washers 3/8 iri..thickshéartab Dimension .a = e ew Bolt Bearing Stress fp =. 20.24 ksi Bolt Shear = ksi Allowable bearing Ste5s Fp= 1.2(Fu)S.F = 78 ksi OK Bolt Allow. Shear = ksi OK Bolt Bearing Stress: ksiO.K NOTES: I LC= ED ± CG + FL, BM B, Conn 2 1 on beam web D+CG-1-L Conn 2 21' Beam.xls Ref I ksi ksi ksi ksi SINGLE PLATE SHEAR TAB DESIGN Job:No.. 07-41.62 Page: .. Date:- 1.0/3/2007 "I . Connection to column web Prepared By mo Ref. Design Manual'Section 3.11.. Rëv1QO5/03/05 Rviéd By PI ate 'Design:' Bearing Fp 1 2(Fu)S F = 78.00 ksi --> tp = 0.10 in Shear,-Rupture: b= 1'O.50 in. S 2:00 Vertical toad . 'tpi t02 . 0.10 to 0'.lOihi. LateráHoad tp3 :0.00 ., a..= 9 tp4 .0.00 •. . . b= 2 'S tp; Q..00 in; Edge bJCIflrng "C = 6 216 tp 0-i S Shear yielding tp 007 in Max = 0176497 DuctilityReq uiirernent: (Max. Thickness). . tp':' :99.00 (Slots) " .Q.375 ".Pat 'FlUral Yiëldth 4293 in* KL = 20 buckling check:' =. 0.00-kips .- r= 0.11 f 4.77 ksi KL/= 22.99. F'c - 2798 ksi OK c.c 107.0 F:S ' 1,75. BeamWeb Check:' Mm' edg':st = 2R/.t. 0.75 in. Bearing Fp = I 2(Fu)S F 79.00 ksi --> W= O 10 in OK Vertical Block Shear Resistance = N/A kips OK Cope = 0 in Horizontal 'Block shear resistance = . 40.27' kips OK Column Chks Punching shear fp = 4.77 ksi treqd= 0.0229 in. OK Plate Weld:.: Weld length = 12 in Unit Normal Force = 0 89 k/in V = 116.1 kips Unit Shear Force = 0 67 Min T = 0 kips Resultant Unit Force 112 kIm M = 4293 in-k Required Weldz.T.201 16th5 -> Q.1'125 in. Minimum WeldSiz-e bäs'èdori Wèidiñg 0.125 ih. 'Minimum Weld Size based On' ductilit' 6.3125 h.' USE 025 in Max = 03125 D+CG+L Conn 2 21' Beãm.xls .USE 14.3/4" 'dia. A325 - 'SC Bolts j Short-Slotted Holes w/'Washers .3)8 'in. Thick shear-tab Job No. 07-4162 SI NGLE PLATE SHEAR TAB DESIGN Page: H c .SHRTAB-i •.. Date: . 10/3/2007. Prepared By mo Ref. Design Manual Section 3.11 Rev 9 04/21/05 Reviewed By 1.5 . 0 1 in. dr. 0 0 H2 . Opposlte.Conrac weld I. 0 - h +3 ea. way . 5.5 N/A 3 - ShearTab Fy = Fu = Beam Fy= Beam Fu = Stress Factor = Beam Reaction R = Lateral Force F = 50 65 50 65 1.700. 13.7 22 Beam V6 ..........Tab Height: h = in. ..........B.oltDiarnterd.= O.Th . in. 51 Bolt Type .:'( or N:) .(1=NotSC2SC) H.oleType..:(1Std. 2=.S.S.) Bolt Spacing S = 3.0 Numb. 'of bolts n =, 4 Bblt.BariniStref 23.73 .ksi Min.Plt Thickness: 0.375 in. Iowab.le bearing Stress Fp.. 12(F.u)S.F. = 12.6 ksi.Q.K Dimension al-i= 2_50 in NOTES LC =PD +E_ BM. B____Conn1 eb = 0 7 in e= 2$7 in Bolt Shear = ..15.1i• ksi #:# . Allow. Shear = . .25.5: ksi OK Bolt Bearing Stress: . 54ff 3 ksi OK on beam web 4 0 Column 'I, (From,End 1) tf 0.3125 tw 0.1644 d 20 If ' t. 0.1875 d1 L 27 ksi ksi ksi ksi kips kips in. in. in. in.. -. in. In. in. ft. ft. D+E Conn 1 21 Beam.xls I SINGLE PLATE SHEAR TAB DESIGN Job..No. 07-4162 Pè:k c D ate____10/3/2007 • SHRTAB-1 PreparédBy:_r mo Ref. Design Manual Section _3_11 Rev 9_04/21/05 ReviewedBy Pate.Desigri: .. Bearing:__Fp__1.2(Fu)S.F.= _132.60__ksi-->t=0.0671in Shear Rupture: b 10:5 in. .2 Vertical load tp1 O.04I8 tp2 0.04861 tp= 0.0486 in. Lateral load . tp3 0.0000 a = 9 tp4 0.000 Z. tp = G.000'Otr. I,.,' - '. - +,- r' .ii'.i L'... '-' ' Shear_yielding__tp;_0__0336in Max; __=0_176497 - Ductilfty_Requirement:(Max.Thi0In.es )_.tp _990P0.O _(Slots J 0.75 ___Platelk Flexural Yielding M 36 53 in-k KL = 2'50: buckling check: P 22.00 kips . . r= oii fc 8.95 ksi KLIr = 22.99 Ec. = 47.56 ksi OK Cc = 1.07;00 ........ . ' ... FS= 1.75 Beam Web Check Min edge dist = 2P/Ft = 1.074n. Beanng Fp = I 2(Fu)S F = 1,32 6 ksi —> tw = 0-:0671 in OK Véttic....BloOk-.Sheâr Rsistañce N/A kips:OK Cope:. 0 in. HbrizOntah'B)bck shear resistance = 68.46 .kips-OK Column Flange4o-webw&d: M 36.53 in-k. .2200 kips fbW= 3.16k/n Conrac Weld = 0.125 in Required Weld 2.00 16ths--> 0.125 in.. Weld Réquiréd.oppOstte.Oonrac weld =0_in. Column Web CrmpplingfYielding dcol = #VALUE' in RI #VALUEi k/in R2 5;'63 k/in . Mmn= _#VALUEI_#VALUE'316_#VALUEI Plate Weld: WefdIèngth 12.00 in Theta = 0.00 Unit Normal Force = 1.68 k/in 13.70 kips Unit Shear Force = 0.57 k/in T =- 22.00 kips ResUltant Unit Force 1.77 k/in M = 36.53 in-k Required Weld = 1.12 16ths -> 0.125 in. Minimum Weld Size baSed on welding = 0.18.75 in. Mirflmum Weld Size based on ductility = 0:31.2, in. USE: 0.25 in Max = 0.3125 D+E Conn 1 21' Beam.xls SINGLE PLATE SHEAR TAB DESIGN Job No. 07-4162 Page: Val 4., M SHTAB-5 H r ponnectiontOcolumn web . Date: : . .10/312007 - - Prepared By mo Ref. Design Manual Section 3.11 Rev 10, 05/03/05 oveweo by: n. dr. - — ._- 1.5 . — 2 5.5 . F Spaces 3 R ShearTabFy= Fu= Beam Fy = Beam Fu= Stress Factor = Beam Reaction R— Lateral Force F .65 :50 65 . .................. 1.700 13.7 - -. 1 --: 22 Beam bf if d 6 0.3125 tw01644 20 Column Web if D-S Ef Fu 6.5 Rigid or Flexible (1 or 2): Bearti.(1) or (2)-tides: ksi ksi ksi ksi kips kips In. in. in. in. inf2'9 ks.i ksi Dimension . 4.5 in. Dimension.X2: 4.5 in. T.ab.Height: h = in. Bdit.Diarneterd= 0.75 in. Bolt Type : .(.X or N.) (1 Not SC2=SC) Hole.Type... (1= Std. _2.=S:) .S. Bolt Spacing S = 3..,0 ..in. Numb. of bolts n MiñPltThidkness: 0.3.75. in: D.imensibn a . in. eb = in. e = in. Bolt Shear= .21.64.:.. kSi Bolt Allow, Shear= 25:50: ksi OK Bolt Bearing Stress: 7753 ksi OK on beam web USE: (4) 3/4U dia. A325 - SC Belts Short-Slotted Holes wi Washers 3/8 in. thick shear tab Bolt. Bearing Stres fp = 33.99 ksi Allowable bearing Stress Fp = 1.2(Fu)S.F. . 132:6 ksi OK NOTES: ILC = FD + E, BM B, Conn 2 I D+E Conn 2 21' Beam.xls , '• SINGLE PLATE SHEAR TAB DESI GN Job No. 07-41'62 SHRTAB-5 Date: 10/3i007 By: mo Connection to qoJrnn web Prepared Ref Design Manual Section 3.11 Rev 1:0, 05/03/05 ReViewed By: Plate Design Bea'rihg; F I..2(Fu)S.F. =.. 132.60 ksi -> tp ' 0.10 'in Shear Rupture: 'b = 1050 in. : 2'0'0: Vertical load 'p'i 0:04 tp2 0.05 tp: 0.0'5.in. Ltetàl load ' t3 0.00 a= 9 .tp4 0.00. b 2 ' ,,tp 00'Oin. Max = 0.1-7.6497 Edge buckling: kc Shear yielding tp 0,03 in Ductility Requirement (Max Thickness) tp 99 00 (Slots) 0 375 "Plate tk Flexural Yielding M .3::53 i-k ' KL 2.50. bukiingcheck: P= . 200 kips r= Oil fc 8.95 ksi KL/r = 22.99 Fc 47:56 ksi OK , Cc.-_ 107.00 F$= 'B'ëathWèb ChE'k: Mir) Øge ",dist 2P/Ft 1:67 'B"earig: ' Fp. = 1.12(FLi)$F'. = 1S.0' ksi tw 0.10 in.OK Vertical Block Shear Resistance = N/A kips OK Cope = 0 in Horizontal' BlbOkhear résistance = 68.46: kips OK. Column Checks Punching hat:' fp = 8.95 ksi treqd , 0.0253 in. OK Plate Weld:. Weld length , 12Th Unit NormalForce:= 1.68 Win, V 13'7. kips Unit:Sh'éar Force = 0.57 k/in T 22 kips Resultant Unit Force- T.77 Vin 36.53 in-k ReqüiredWeld: 1.1:2 16ths-- 0A25 in. Minimum Weld Size based on welding = 0.125, in Minimum Weld Size based on ductility = 6.'3.125 in USE 025 in 'Max= 03125 D+'E Conn 2 21'Bearn.xls ib MEZZANINE J:b#: 07-4162 NOTES . Date:., .10/03/07 Prepared By: Rev. 4 4/25/2005 Reviewed By: Delailer: Included the following notes on the mezzanine plan (or refer to notes on plan). MEZZANINE LOADING: DECK DEAD 2o RW OFFICE LIVE 50 ,. PSF JOIST DEAD_ STORAGE LIVE N/A PSF FRAMING DEAD 2.9 PSF PARTITION 20 PSF COLLATERAL _10 •. _PSF OTHER ______ PSF DESCRIPTION COLLATERAL LOADS INCLUDE, BUT ARE NOT LIMITED TO, LIGHTS, SPRINKLERS, SUSPENDED CEILINGS, DUCTS, AND OTHER TRADES SUSPENDED FROM THE BOTTOM CHORD OF THE JOISTS VP BUILDINGS IS NOT RESPONSIBLE FOR CHECKING FLOOR VIBRATIONS JOIST& GIRDER DESIGN (BY VP): ALL 3-PLATE JOISTS AND GIRDERS DESIGNED BY VP HAVE BEEN DESIGNED FOR '10% OR I INCH (WHICHEVER IS LOWER) ACCUMULATION TO ALLOW. FOR CONCRETE PONDING 'DURING ERECTION. VP JOISTS AND GIRDERS HAVE BEEN DESIGNED FOR THE FOLLOWING DEFLECTION LIMITS lJ240 FOR LIVE LOAD AND DEADLQADS"COMB]NED. L/360 FOR.-LIVE LOAD ONLY. ALL FLOOR JOISTS TO BE FIELD WELDED WITH MINIMUM OF 2" OF 1/8' 'FILLET WELD, 1/2 EACH-SIDE-OF SEAT, UNLESS NOTED OTHERWISE. PLACE AND SECURE.ALL JOISTS IN.ACC.ORDANCE WITH THESE:NOTES, THE VP DRAWINGS, THE JOIST MANUFACTURER'S FINAL ERECTION ,DRAWING:S AND .EREOT ION GUIDELINES, STEEL JOIST INSTITUTE .(SJI) REQUIREMENTS AND SPECIFICATIONS AND APPLICABLE OSHA REGULATIONS. JSPEcIAL NOTES TO: INCLUDE ON THE DRAWINGS:...... Show the Diaphragm Forces on a plan view of the drawings., Show the Mezzanine with Members and Connections on a plan view of the drawings. Indicate where stairs can attach to VP Mezzanine Members. Engineering Process Manual #: 07-4162 Job MEZZAN.NE Page.: NOTES Da e 10/05/07 Pe.pa?d. B :•.: •. .Rv.4 4i5/2öb RevieWed By- DIAPHRAGM FORCES, DECK NBVP1. THE MEZZANINE DECK IS NOT DESIGNED OR FURNISHED BY VP THE DIAPHRPGM LATERAL FORCES SHOWN MUST BE TRANSFERRED BETWEEN THE VP MEMBERS.AND THE: DECK. THE.FASTENERIWELD SPACING TO DEVELOP THIS FORCE TRANSFER MUST BE DETERMINED BY THE ENGINEER RESPONSIBLE FOR THE DESIGN OF THE DECK VP IS .NOT RESPONSIBLE FOR THE PERFORMANCE. OR DESIGN OF THE DECK. . . . .• . .. DIAPHRAGM OPENING'S NBV:: . OPENINGS IN THE MEZZANINE DECK (NBVP) MUST BE DESIGNED TO TRANSFER DIAPHRAGM FORCES ACROSS THE OPENINGS VP IS NOT RESPONSIBLE FOR THE DESIGN OF DIP-RAGMFORCES AROUND OPENINGS THIS 'MUST BE CONSIDERED BY THE ENGINEER RESPONSIBLE FOR THE DESIGN OF THE DECK OR BY THE PROJECT ENGINEER IF VP IS REQUIRED TO PROVIDE ADDITIONAL COLLECTORS FOR THE OPENINGS SUCH REQUIREMENT MUST BE DELIVERED IN WRITING TO VP BEFORE THEBUiLDFNG IS RELEASED FOR FABRICATION. 'STAIRS: . . . •• IF SUPPORT OF A STAIR REQUIRES ATTACHMENT TO ANY OTHER VP MEZZANINE MEMBER THE BUILDER.MUST NOTIFYVP; . Engi1eering Process Manual Gs :;..unus MEZZANI NE Page 3 Plate . . Dte Prep - Rev. .2 4/22/2005 Revi€ 07-4162 10/08/07 ma 0 Range Flange Web Dpth NonStandard ID . Width . Thjk. ThiOk F/W We d SM A I 8" 1/4" 20" BM.B 6" 5116'!20" Engineering Protest Manual ....... Job N6 07-4162 SINGLE PLATE SHEAR TAB DESIGN Page: k - SHRTAB-1 Date: 10/3/2007 S . P.rared.By: ma Ref. Design Manual Section 3,11 Rev 9, 04/21/05: Rëewed By: ., O S . 2" Top of 5eam 5;H A 5 - A325-SC Bolts w/HOrizShoftSlots in Clip (3) Spaces ' &Washers Over-Slots 3/8' Clip 1 '1" (Typ). . : S 3/16" 3/16" ' . .. Opposite conrac. S S weld + 3' past.dlip.. N/A. Notes: LC FD + CG + FL, 3M A D+CC-+L Conn 30' Beam.xls Job No. 07-4162 SINGLE PLATE SHEAR TAB DESIGN ., Page:' SHRTAB-1 '' ã.te: 10/8/2007 Piep'ared By: rnb 'Ref. Design ManUal Section 3.11 Rev 9,.04/21/05 Reviewed By: .rr. Top.bf B:ëarn Elevalion:'= j3 3/8" V (4)'3/4";x - A325-SC Bolts" 71 W/Horiz Short Slbt in Clip (.3)S Washers Over Slots 3/8!" Clip I 1I2'yp 1/4" 1/4" ' OoSite:'conrac weld + 3" past clip / N/A V Notes: LC .FD +-CG -F FL, BM B, C'onri '1 D+CG+L Conn 1 21' Bearfi.x)s D+CG+L Conn 2 21' Beam.xls TW -L 77ZL)SS b~ Ofl/cc cc4kcJ7 ' 07) C13 C7 mqo I (c) OFESs/o4 15111 ' ~No. I&, • d' C'iVIL 'CA1O REWS c_W 44 fl' \ rN (/1 11N / • N. ci1 - C S. REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with the Uniform Building Code. Structural tests and Structural observations shall comply with the applicable provisions of Chapter 17 of the 2007 California Building Code. Item Required If . Remarks Checked Soils compliance prior to foundation inspection Structural concrete over 2500 psi Prestressed steel Field welding High strength bolts . Expansion aflhors Special masonry Sprayed on fire proofing Piles / Caissons Designer - specified S Other 44ESs . Ir CONCRETE 1. Concrete shall have a minimum ultimate compressive strength at 28 days as follo w s : Foundations...................... . .2500 psi 4" max, Slump per ASTM C143 Slabs on grade .................... 2500 psi max. Slump per ASTMC143 Grade Beams ... .................... 3000 psi 4" max. Slump per ASTM C143 *Special. Inspection required for all concrete over 2500 psi Use Type If/V cement with a water cement ratio not more than .45. 2. Refer to mechanical, electrical, and plumbing drawings for location of all pip e s , c o n d u i t s , etc. No pipes or ducts shall be placed in concrete beams, footings, etc., unless spec i f i c a l l y detailed in these plans. 3. Metal Reinforcing: Bar diameters of,#4 and greater.....ASTM A615 Grade 60 Bar diameters of #3 and smaller.....ASTM A615 Grade 40 Welded wire fabric ....... ............ ASTM A185 All reinforcing shall be detailed in accordance with the latest ACI standards. Unless. otherwisenoted all lap splices shall be: 30 bar diameters or 18" mm. in concrete 40 bar diameters or 24" mm. in masonry Minimum Cover For Reinforcing: 1) On earth side when placed against earth ....... 3" No. 35417 XP O9I3IO9 On earth side when formed ...................... 2" Exterior wall steel ............. ............... 1-1/2" Welded wire fabric...............Center Line of Slab 4. Welding of reinforcing steel to be........ASTM A706 Grade 60 All inserts into concrete to be tied in place prior to calling for Building Depa r t m e n t inspection. . • •.: • ...• At the time concrete is placed, steel reinforcing shall be free from rust, scale, iooe mill scale, oil, paint and other coatings which prevent bond between steel and concrete. If contractor intends to make a construction, joint other than shown on drawings, h e s h a l l submit details to owner or owners representative before starting work. STRUCTURAL STEEL AND WELDING All structural steel shall conform to ASTM A-36 and shall be fabricated accord i n g t o A I S C practice and specifications for building, unless otherwise indicated. All structural hollow tubes shall conform to ASTM A-500, Grade B. All steel in moment frame applications shall conform to ASTM A992 or A 9 1 3 G r a d e 50/S75. All bolts to conform to ASTM A-307 unless otherwise noted. All welding shall be performed by certified operators under the supervis i o n o f a n a p p r o v e d fabricator using the electric shielded arc process as formulated by th e A m e r i c a n W e l d i n g Society. Welders shall have current .QC-1 welding certification & be q u a l i f i e d f o r t h e w o r k they will be doing per AWS, Ch. #5, Part C. Technicians who perform MT & UT test shall also be ASNT certified. All field welding requires special inspection. Steel fabricator shall submit shop drawings to the architect for review pri o r t o f a b r i c a t i o n . Any proposed deviation, addition, or questions shall be clearly noted on s h o p d r a w i n g s . S t e e l fabricator shall field check all dimensions prior to erection to provide f o r p r o p e r f i t . S h o p drawings shall show: size and location of all structural members and con n e c t i o n s m a t e r i a l ; complete information necessary for the fabrication of members includi n g c u t s , c o p e s , h o l e s , doubler plated, stiffeners, and camber; type size and location of bolts and w e l d s ; s u r f a c e preparation and finishes; details of assembly; identification of shop-in s t a l l e d h i g h - s t r e n g t h bolted connections as snug-tight, pretensioned or slip-critical, as require d b y p l a n s ; a n d identification of Welding Procedure Specification (WPS) applicable to each s h o p w e l d . Welding electrode for manual shielded metal arc welding shall conform to sp e c i f i c a t i o n s for mild covered arc welding electrodes, AWS A5.1, or specification f o r l o w - a l l o y s t e e l covered arc welding electrodes AWS A5.5. Electrodes used in the gas metal arc process shall conform to specificatio n f o r m i l d s t e e l electrodes for gas metal-arc welding AWS A5.18. All electrodes filler material shall be a minimum of E70XX. For welding of moment frames and braced frames the welding filler metal s h a l l h a v e a V - notch toughness of 20 ft.-lbs. at 70 degrees (E70T-4 shall be specifi c a l l y p r o h i b i t e d ) . Complete welding procedures specifications (WPS) shall . be submitted to. and, appxoe.d sfriitiiif ëiiger of record and the building department before any weldi n g o r f a b r ? i 0 f `01*4\q, commenced. No. 35417 V . V 4 . V 9. All structural welding, including welding of reinforciñk steel and special moment 'resisting steel frames, be continuously inspected by a certified special inspector. The special inspector is to be certified by the local building department. Prior to the start of work the special inspector V shall check the qualifications of the welders Welders must be AWS certified, Verify that the welding procedures are applicable to, the work and have been qualified or are prequalified; verify that the 'materials to be welded in the fabricators shop or field comply ,with those specified on the approved plans or fabrication drawings as accepted by the designer of record; verify that fabricator's shop is a shop approved by the building department to fabricate ' building components; and the special inspector shall continuously observe the welding process while it is being performed. 'V V 10. Contractor to follow' all recommendations in FEMA-353 for quality control and assurance.' GE OCON INC 0 KPO'H A T It D GEOTECHNIct CONSULTANTS Project No ,063S3-2291 April 25, 2008 Magellan Aviation, LL.0 2006 Palomar. Airport Road San Diego, California 92008 Attention: Mr Robert Levine Subject: MAGELLAN AVIATION PALOMAR AIRPORT ROAD CARLSBAD, CALIFORNIA FOUNDATION PLAN REVIEW References: I. Geo:eclo1c61 ihvomlgatloa Op.. Magellan Ariaim Nun/a. Palomar Airpars. c'othba4 Callfànla..prepared by.Gcecoh tnco1ixnte&dated Jidy to; 2007 (Project No. 06383.-2Z01);. 2 Foda1ionFlonsfoe!ll4mon,!wngarA and Band !), Sheen SI through 54, prepared MW.Constnrction. dated April 4,200& Pear Mr. Levine: In accordance With your request,. We ha reviewed the referenced fàundation plans to, evaluate whether the plans and details have. been prepared in substantial confounance with the r$ontrnendatio!u prrtcd irk our referenced geotechnieni repofl.(RefereatccNo. I). Based upon our review of the foundation plaits and the infóithationcontathed within the geotcchnical repon it is the opinion of Geocon 1ncoiporazed that the foundation plans end detiuls have been preparCdin substantial confon nce;witbrecommendations preented.in the refrrenced report. Our review. was limited togeàtecltnical aspecssofproject development and did notiiictudc thereview. of other details on the referenced plan Geocon Incorporated has no opinion regarding other details found on the referenced plant, structural or otherwise that do not directly pertain to gcotechnical aspecis of site development. Should yowhave any questions regarding this Ietter,or if-we may. beof tiii*her servicc,..ptease contact the undersigned at your convenience. Very truly yours. AU IM wr a. COMM I,/ * YhL CEO. 1.778 \oc.5/ GE 2401 (2)- Addressee OFCAt (c-mail) H2A Architects Attention: Mr. .Jaime Bernal /e(oldff 6960 Flonddrs:Drwe: a Son D1egoCofifornio9212.12974 a