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2600 GAGE DR; ; CBC2017-0131; Permit
iLcityof _ Carlsbadad '. .,' :4 r 77-71 iCommercial PerrnutE,;:-., ., Print bate: 03/27/2018 -. Permit No: CBC2017-0131 Job Address: 2600 Gage Dr Permit Type: BLDG-Commercial - Work Class: Cogen . Status: Closed - Finaled Parcel No: 2081951100 •Lot 4: ' - - Applied: 03/22/2017 Valuation: $817,000.00 Reference 4: Issued: 05/04/2017 Occupancy Group: , Construction Type: Permit - - Finaled: 4 Dwelling Units: - . - - Bathrooms: - Inspector: 'MColI Bedrooms: •. Orig. Plan Check U: . Final - - , Plan Check U:' Inspection: 3/27/2018 6:16:23AM Project Title: . . - '•. Description: . . SHAPELL: TOTAL OF 741 MODULES ON THE ROOF OF 13 SOLAR SHADE STRUCTURES (TOTAL' 19,430 SF) LOCATED IN SENIOR BUILDING PARKING LOT// 2 CARPORTS NO SOLAR - Applicant: - ,, . Owner: ' . contractor: ALLIANCE LAND PLANNING AND ENGINEERING SHAPELL PORTOLA LLC . HOME ENERGY SYSTEMS INC INC ELIZABETH SHOEMAKER ' , 8383 Wilshire Blvd . ' ' 5980 Fairrnount Ave, 105 2248 Faraday Ave Beverly Hills, CA 90211-2400 SAN DIEGO, CA 92010 Carlsbad, CA 92608-7208 323-988-7590 . 619-692-2015 760-431-9896 . . BUILDING PERMIT FEE $2000+ $2,988.00 BUILDING PLAN CHECK FEE (BLDG). - " $1,414.80 MANUAL BUILDING PERMIT FEE . . $527.57 5B1473 BUILDING STANDARDS FEE . . - $33.00 STRONG MOTION-COMMERCIAL - : , - $228.76 Total Fes: $5,192.13 ' Total Payments To Date: $5,192.13 -. 'Balance Due: $0.00' Please take NOTICE that approval of your project includes the Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as 'fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these - - fees/exactions. If you protest them, you must follow the protest procedures 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.N. . . .. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1760-602-2700 760-602-8560 f I www.carlsbadca:gov I THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: [-]PLANNING D ENGINEERING BUILDING D FIRE [-]HEALTH 0 HAZMAT!APCD Building Permit Application Plan Check No. 4rTCIY of 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value loo Ph: 760-602-2719 Fax: 760-602-8558 Carlsbad. Plan Deposit . J . / email: building@carlsbadca.gov ,l - www.carlsbadca.gov Date 17 f JOB ADDRESS 2600 Gage Drive (Senior Building) I I SUrrEe,'sPAcE#/UNITa I APN Jf I 208 - 195 - 11 - 00 ST/PROJECT a LOT # PHASE # # OF UNITS # BAThROOMS CONSTR. TYPE 0CC. GROUP 14-08 342 8 I N/A 1#13EDROOMS N/A I N/A I TENAPffOUSINESS NAME Shapell Portola, LLC Il-B I S-2 DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) The Robertson Ranch Senior Building (2600 Gage Drive) plan check for industrial shade canopies with solar mounted & related equipment. There is a grand total of 741 modules that are located on the roof of 13 solar shade structures located in the Senior it-I I P/ Pcnej3 building parking lot. t 5q3 EXISTING USE I PROPOSED USE I GARAGE (SF) PATIOS (SF) I I FIREPLACE I AIR CONDITIONING I FIRE SPRINKLERS Senior Apartments I Solar Carports I 0 kSD#. NO YESENOE I YESENOE APPLICANT NAME Alliance Land Planning & Engineering PROPERTY OWNER NAME Shapell Portola, LLC Ptnp,y can ct ta ADDRESS , 2248 Faraday Avenue ADDRESS 8383 Wilshire Blvd., Suite 700 CITY STATE ZIP Carlsbad CA 92008 CITY STATE ZIP Beverly Hills CA 90211 PHONE FAX PHONE IFAX (760) 431-9896 (760) 431-8802 (323) 988-7590 (323) 651-4349 EMAIL EMAIL eshoemakerallianceeng.com jlove(shappell.com DESIGN PROFESSIONAL Home Energy Systems / Attn: Ross Williams CONTRACTOR BUS NAME Home Energy Systems / Attn: Ross William ADDRESS 5980 Fairmount Avenue, Suite 105 ADDRESS 5980 Fairmount Avenue, Suite 105 CITY STATE ZIP CITY STATE ZIP San Diego CA 92120 San Diego CA 92120 PHONE FAX PHONE FAX (619) 692-2015 Cell: (619) 417-0098 . (619) 692-2015 Cell: (619) 417-0098 EMAIL . EMAIL ross(hessolar.com ross@hessolar.com I STATE LIC. # STATE UC.# CLASS I CITY BUS. UC.# I #800657 #800657 I I 1242302 (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, Improve, demolish or repair any structure, prior to Its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law fChapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). 010120030 @OOU®() Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self-Insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this pemrlt is issued. My workers' compensation insurance carrier and policy number are: Insurance Co American Zurich Insurance Co Policy No. 10-17-851.01 Expiration Date 0410112017 jsect ion need not be completed if the permit is for one hundred dollars ($100) or less. Certificate of Exemption: i certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), In addition to the coat of compensation, damages as provided for In Section 3706 of the Labor code, Interest and attorney's fees. JK CONTRACTOR SIGNATURE IZIAGENT DATE 3/17/17 0o00OM?1XCr1 DOG I?OøtZ I hereby affirm that lam exempt from Contractor's License Law for the following reason: El I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). [J I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply loan owner of properly who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). [] I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed properly improvement. I:IYes IJNo 2.1 (have! have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address I phone! contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name! address! phone contractors' license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name! address! phone! type of work): PROPERTY OWNER SIGNATURE N/A - This Section []AGENT DATE wwaafn ilwOø .O@?OøW wooؼ bootx Poo ®t. Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 Yes [] No ,• - Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air uaiity management district? 0 Yes [] No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? DYes / No - IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. -. ø6W1a®C) (O1O(1ø tJ(? I hereby affirm that there is construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). - Lenders Name N/A — This Section Lenders Address - c I certify that I have read the application and state thatthe above Information Is correct and that the Information onthe plans Is accurate. I agree to comply with all City ordinances and State laws relating tobulldlngcenstruction. I hereby authorize representative of the City of Caftad to enter Lgon the above mentioned prop" br inspection purposes. IALSOAGREETO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 50' deep and demotition or construction of structures am stories in heisht . EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall e.Vire by linnitation and become null and void if the building or work authorized by such permit Is not commenced within l8o days from the date of such permit orif the building or work authorized bysuth perrnitLssuspendedorabandoned atanytime after the work is commenced for a period of l8O days (Section 106.4.4 Uaifcnn Building Code). - . 4.APPLICANT'S SIGNATURE . - DATE 3/17/17:. . . . , - ' Elizabeth Shoemaker .4 • .- - 4 4•. - - * 4 - .... . • . • - ,-- . '.-- .- .' 5- - • a - ' • t •' ,* - S • 4.4, - • -. -. --• .4 Permit Type:. BLDG-Commercial Application Date: 03/22/2017 Owner: SHAPELL PORTOLA LLC Work Class: Cogen ' Issue Date: 05/04/2017 Subdivision: Status: Closed - Finaled Expiration Date: 08/20/2018 Address: - 2600 Gage Dr - Carlsbad, CA 92010-5609 - - . IVR Number: . 2687 . Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector . Reinspection Complete Date Start Date Checklist Item . - COMMENTS . . Passed- BLDG-Building Deficiency Structures 13 & 14, footing/steel Yes. 01/23/2018 01/23/2018 BLDG-34 Rough 046555.2018 Partial Pass Michael Collins Reinspection Incomplete S Electrical Checklist Item COMMENTS . Passed BLDG-Building Deficiency Questions about equipment S Yes 02/21/2018 02/21/2018 BLDG-35 Solar 049421.2018 Passed Michael Collins . Complete Panel S Checklist Item COMMENTS S Passed BLDG-Building Deficiency Frame inspection for Structure 14 & 15 only Yes BLDG-Building Deficiency Frame inspection of steel support system .- Yes BLDG-Final 049422.2018 Failed Michael Collins Reinspection Complete Inspection Checklist Item . . COMMENTS .. . Passed S . " BLDG-Building Deficiency Not ready - . . No - BLDG-Building Deficiency - . N - BLDG-Plumbing Final . .• - No 'BLDG-Mechanical Final - - - No • - BLDG-Structural Final Frames per plan - . Yes BLDG-Electrical Final . - . . . No 03/27/2018 03/27/2018 - BLDG-Final 052750.2018 Passed Paul Bumette • Complete - Inspection • - Checklist Item , COMMENTS . Passed S - BLDG-Building Deficiency Not ready - S .• No BLDG-Building Deficiency -. . • No BLDG-Plumbing Final • - -c :. No . S S . BLDG-Mechanical Final S . ' No BLDG-Structural Final Frames per plan Yes BLDG-Electrical Final . Yes .5 5 S S . • /_S S . . ,• S . . 5' I - S • March 27, 2018 - Page 2of2 Permit Type: BLDG-Commercial Application Date: 03/22/2017 Owner: 'SHAPELL PORTOLA LLC Work Class: Cogen . Issue Date: 05/04/2017 Subdivision: Status: * Closed - Finaled Expiration Date: - 08/20/2018 Address: 2600 Gage Dr Carlsbad, CA 92010-5609 IVR Number: 2687 Scheduled Inspection Type Actual' Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 07/1112017 07/11/2017 BLDG-11 - 028411.2017 Failed Michael Collins Reinspection complete FoundationlFtglPier s fRebart Checklist Item COMMENTS Passed BLDG-Building Deficiency Need revised plans approved by city plan - No review engineer. 08/01/2017 08/01/2017 BLDG-11 030231.2017 Passed Michael Collins . Complete Foundatlon/Ftg/Pier s(Rebar) Checklist Item . COMMENTS Passed - BLDG-Building Deficiency 22 column footings/steel, see plans - . ' Yes BLDG-Building Deficiency Need revised plans approved by city plan - ' No . review engineer. BLDG-12 Steel/Bond 030232.2017 Partial Pass Michael Collins Reinspection Incomplete Beam Checklist Item - COMMENTS Passed BLDG-Building Deficiency 22 Carport columns, see plans. .• Yes , 08/02/2017. 08/02/2017 BLDG-11 - . 030355.2017 Passed . - Michael Collins Complete Foundation/Ftg/Pier .. - . . S (Rebar) Checklist Item COMMENTS , ' . Passed BLDG-Building Deficiency - , - - . Yes BLDG-12 Steel/Bond 030356-2017 • , 'Passed - Michael Collins - Complete Beam Checklist Item COMMENTS . . - - Passed BLDG-Building Deficiency - . . Yes 08/25/2017 08/25/2017 BLDG-35 Solar 032750-2017 Partial Pass Andy Krogh Reinspection Incomplete Panel Checklist Item COMMENTS . -. . Passed 'BLDG-Building Deficiency Frame inspection of steel support system Yes BLDG-Final 032749-2017 ' Partial Pass Andy Krogh ' Reinspection Incomplete Inspection Checklist Item COMMENTS . Passed BLDG-Building Deficiency . No BLDG-Plumbing Final '. , , , No BLDG-Mechanical Final ' - - No , BLDG-Structural Final Frames per plan • Yes BLDG-Electrical Final . - No 01/08/2018 01/08/2018 BLDG-11 . , - 045340.2018 • Passed Michael Collins . Complete Foundation/Ftg/Pier . s(Rebar) March 27, 2018 . . - Page 1 of 2 t,co ty of carlsbad SPECIAL INSPECTION AGREEMENT B-45 REOPe'iryient Services Building Division MAY 04 2017 1635 Faraday Avenue 760-602-2719 CITY OF GA www.carlsbadca.gov PI1C1j' In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. Projeát/Permit: CBC20I7-0131 Project 2600 Gage Drive (Senior Building) THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder El. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print) Elizabeth Shoemaker (ML) (Last) Mailing Address: 2248 Faraday Ave., Carlsbad, CA 92008 EmaiLesh0eme1@a 9 corn Phone: (760) 431-9896 I am: UProperty Owner OProperty Owner's Agent of Record UArchitect of Record UEngineer of Record State of California Registration Number: Expiration Date: AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special ins ectlorq noted on the approved plans and, as required by the California Building Code. signatureT , - Date 04/27/17 CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder / owner-builder. Contractor's Company Name: Home Engery Systems Please check if you are Owner-Builder 0 Name. (Please print) ......... Ross Williams - .... (First) (M.I) Mailing Address: 5980. Fairmount Ave., Suite 105, San Diego, CA 92120 Email:' ross@hessolar.com Phone: (619) 692-2015 State of California Contractor's License Number: Expiration Date: I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. I will ørovide a final revort / letter in comoliance with CBC Section 1704.1.2 orior to reauestinq final inspection. Signature: 04/27/17 B-45. Page 1 of 1 Rev.. 08/11 4; Project Name: Project No.: Date: Report No.: '47 i)Jii Location: 7 Author: ' Day: (circle one) QTcirn/ R, Cs&D i-,?R/ JP ç4/,ç M I W I O S S Client: 1 Superintendent: Contractor: Foreman: /4t' / J]'1r/ Fi4/A Jy,,, Soil Engineer: Geologist: Weather: (circle one) Sunny cvercaI) Rainy Other: UnitJPiots: Plan File No. Permit No. Footing Observation Sumhiary: Initials: A representative of LGC Valley, Inc. observed the on-site soil conditions. The soil conditions at Date: 71711!J 1 the site are substantially in conformance with those assumed in the geotechnical report. Initials: 17P1 A representative of LGC Valley, Inc. observed the footing excavation(s). The footing Date: excavation(s) extend into the proper bearing strata and are in general conformance with the recommendations of the geotechnical report. Initials: "-)M ith44i# kJ/. __ , tol _,_PA Date: 7J7IJ1 7P. R,&\ I / Notes: Footing excavations should be cleaned of loose soil and debris and thoroughly moistened just prior to placing the concrete. Line and grade of the footing excavation(s) are not part of the purview of LGC Valley, Inc. In the. event of a site change subsequent to our observation of footing excavations and prior to concrete placement (i.e. heavy rain, a construction/placement delay, etc.), LGC should be contacted to perform a recheck of footing excavations and site observations, as necessary. IA AA i1 .' For LGCA'aII Ic. S Date ' / Technician Hours FOOTING OBSERVATION ieceIveu.uy. -/#. ( S LGC VALLEY, INC. SUMMARY ' 5 Geotechnical Consulting Print:' " 5 White - File Copy Yellow - Client Copy ' Pink - Field Copy Gold - Client/Agency Copy / NOVA V ' Services Daily Report V Friday, Jan 12, 2018 Portola at Robertson's Ranch Robertson's Ranch West Village V Carlsbad, California Job#:1016518 V WEATHER V Time Temp Hum W-Dir W-Speed W-Gust Precip Condition 06:02 AM 52°F 99% SW 0MPH 0MPH 0 I Partly Cloudy 10:07 AM 63°F 72% SW 6MPH 7MPH 0 I Clear 02:08 PM 61°F 98% SW 7MPH 7MPH 0 I Partly Cloudy REFERENCED DOCUMENTS 12:05 PM Larry Kerns V Document S1.0 with solar details. Powered By NoteVault . V Nova Services, Inc. I Portola at Robertson's Ranch I Friday, Jan 12, 2018 1 Page 1 of 4 Powered By Note Vault PERMIT NUMBERS I . V I 12:04 PM Larry Kerns PermitumberCD2017 0131 IiU1J' trii 11" '1(1 •••V If k flu "It 5. i fAl : i •i. ', jV • 'V L.V.i. .1 4?' 4J!fjé 4"1k - IV - I r Nova Services, Inc. I Portola at Robertson's Ranch I Friday, Jan 12, 2018 Page 2 of 4 CONCRETE/SHOTCRETE 12:06 PM Larry Kerns On site for concrete placement, Ten shade pole footings using mix number 835P, 2500 psi concrete at 28 days. Clearances were met on forms. Concrete was consolidated by mechnical vibration. One set of five cylinders taken for testing, 2500 psi, 28 days. Approximately 9 1/2 yards taken by superior ready mix. Load one Temperature -74 degrees. Stump - 5". Location - shade pool footings north end of apartment complex parking lot. Ticket number - 162754. -,". • I I,, ' . ,..• I_• I ' •'11 I• ¼.. • . 1-.'' •1' .. - a • ,_ . .....r iii •I• 4I '. •:, ...........r a I . a Ia • . : I •: ' •- .1 .,(b(I ,.• •.- •• III - Powered By Note Vault Nova Services, Inc. I Portola at Robertson's Ranch I Friday, Jan 12, 2018 I Page 3 of 4 -' - * • 12:O6PM Larry Kerns Concrete samples, shade pole footings. - ,, • - 5, '5 5 • • , 5, 5.75 2 2 A * ••• •% 'S 1 • I. - COMPLIANCE 5 ' 12:06 PM Larry Kerns ---' • --. lo 'All work was done according to approved plans and specifications to the best of my knowledge unless otherwise noted. ) S S r -, - , 5 • - • .5 . - .• -' :SignaIWC Ot1i11pk)yee' • S '• • . S Employee Signature ft - •• .5 - ...• - S - -J,, I ," ' -• S I -. '.-;- 5,• - 'S •• - - -- S ( 1 - -' :. •._ 5 - - -- .-. Powered By NoteVault ., * - Nova Services, Inc. I Portola at Robertson's Ranch I Friday, Jan 12, 2018 J,Page4of 4 * S ' - • - , . NOVA Services Daily Report Thursday, Jan ll,2018 Portola at Robertson's Ranch Robertson's Ranch West Village - • Carlsbad, California Job#:1016518 WEATHER Time Temp Hum W-Dir - W-Speed W-Gust Precip Condition 06:07 AM 50°F 99% SW 0MPH 0MPH 0 I Clear ( 10:01 AM 66°F 66% SW 5MPH 5MPH 0 I Clear I 02:01 PM 66°F 73% SW 5MPH / 12 MPH 0 I Clear TIME ARRIVAL . . . 07:54 PM Emad Beshay .. ' on site at 10:00am PERMIT NUMBERS 07:52 PM Emad Beshay P67 ~itQBT=2017~0-Ml, CB 161994 Bldg 12& Permit CB 161995 Bldg 13 REINFORCING STEEL 07:50 PM Emad Beshay Portola apartment (8) solar piers footing located at parking lot (carport). contractor pumped the water out of piers. observed the cage clearance and cage free of mud as required per detail 1/S2 F., Powered By Note Vault Nova Services, Inc. I Portola at Robertson's Ranch I Thursday, Jan 11, 2018 I Page 1 of 10 I '1••i I WOOD/NAILING 07:51 PM Emad Beshay periodically performed visual observation of shear walls nailing, bolting to concrete and other fasteners, work appeared to be done as required per shear wall schedule sheet S6.1 (see attached photos). Powered By NoteVault Nova Services, Inc. I Portola at Robertson's Ranch I Thursday, Jan 11, 2018 1 Page 2 of 10 I 0 H All NOVA. Servs -- Daily Report : Thursday, Aug p10, 2017 Robertson's Ranch, Portola Robertson's Ranch West Village ,Carlsbad, California Job#:1016518 WEATHER -. Time Temp Hum W-Dir W-Speed W-Gust Precip Condition 07:11AM 68°F 99% SW 5MPH . Overcast 12:01 PM 74°F 90% SW . 11MPH 11 MPH. Clear GENERAL NOTES 12:30 PM Voussef Hanna 11:00 am . Arriving to the job site as was requested by the client 1 REFERENCED DOCUMENTS . 12:37 PM. Voussef Hanna S-1,S-2 PERMIT NUMBERS . . . 01:40 PM Youssef Hanna . . . CBC 2017-0131 . . I" I 'lkoo A44 -. Powered By NoteVault . Nova Services, Inc. I Robertson's Ranch, Portola I Thursday, Aug 10, 2017 1 Page 1 of 5 I' CONCRETE/SHOTRETE 12:36 PM Voussef Efnna Performed visual in2.pection of the placement of concrete as follows: (30) cy of (2500) ps at (28) days mix no. (:3255P) at steel columns pier footing a total of (24) in section 1,2,3,4,5,6,7,9 and 11. Placement started at (11:30) and ended at (4:00). I verified that the m : design(s) delivered End used met the job specification. I verified that areas to receive concrete were clean and free of loose debris, verified that form wok was clean, secure and that rebar was tied in place. I verified that concrete placed was consolidated propenl. Sampling of concrete performed me. Powered By NoteVault Nova Services, Inc. I Robertson's Ranch, Portola I Thursday, Aug 10, 2017 1 Page 2 of 5 Powered By NoteVault Nova Services, Inc. I Robertson's Ranch, Portola I Thursday, Aug 10, 2017 1 Page 3 of 5 I RE-INSPECTIONS/NON-COMPLIANCE RESOLUTION 03:33 PM Youssef Hanna Note: All reinforcing rebars has been fixed and have a min of 3" clearance. TIME DEPARTED - Powered By NoteVault Nova Services, Inc. I Robertson's Ranch, Portola I Thursday, Aug 10, 2017 1 Page 4 of 5 03:41 PM Voussef Hanna 4:00 PM Empláyee Signature: Powered By NoteVault Nova Services, Inc. I Robertson's Ranch, Portola I Thursday, Aug 10, 2017 1 Page 5 of 5 2118 t NOVA services Daily Report Wednesday, Aug09, 2017 Robertson's Ranch, Portola Robertson's Ranch West Village Carlsbad, California Job#:1016518 . WEATHER . Time Temp Hum W-Dir W-Speed W-Gust Precip Condition 07:05 AM 70°F 95% SW. 4MPH 5MPH Overcast 12:10PM 74°F 86% SW . 13 MPH 13 MPH Clear 05:01 PM 74°F 83% SW 8MPH 9MPH Clear TIME ARRIVAL .• 10:28 AM Monica Hernandez • Arrived onsite at 1030 REFERENCED DOCUMENTS • • 11:58 AM Monica Hernandez Referenced approved structural drawings PERMIT NUMBERS 11:58 AM Monica Hernandez Permit#CBC2017-0131 . 2600 Gage Dr. • ,• . • - •. . :So P- Powered By NoteVault Nova Services, Inc. I Robertson's Ranch, Portola I Wednesday, Aug 09, 2017 1 Page 1 of 3 / ? . - .'. .: ,. •, - .• . .- ____ : I Iii 'flj!1!1 .' ( tHU . : 1•i' • . li fII ' L h__j._____-± ' '.. • •• - 4 .1 • - - , - - • 4 1, . • REINFORCING STEEL • * • , 11:59 AM Monica Hernandez - : ,. . • - . • lnspectd the reinforcing steel installation for solar support structure piers. . Verified steel for size, grade, lap,'spcing and clearances. • . . - .• Reinforcement consist of (6) #6 verts w/ #4 spiral ties 12" pith with 3 ties at top 6" of cage. 4 Plans specify #3 spiral ties. Columns are 24" embedment. , ' •- Piers# 2-2, 3-2,4-3,5-2, and 9-1 are completed - . 4 All steel in final place. .. . . *• .4 1 • - .- 4- • Note: ..- . •.. .4 Piers# 1-1, 51, 62,7-2, 9-2, 9-3, and 9-4 require 2' clearance from top of ties to top of sonotube. . Piers# 1-2, 2-1, 2-3, 3-1, 3-3, 3-4,4-1,4-2, 4-4 6-1, and 11-1 require3" clearance from tis to soil. • Work is ongoing and in progress. ..•-* 4 ,. Powered By NoteVault '.• • • - Nova Services, Inc. I Robertson's Ranch, Portola I Wednesday, Aug 09, 2017 Page 2 of 3 COMPLIANCE 11:59 AM Monica Hernandez - All work is compliant with approved documents, except as noted. TIME DEPARTED 12:35 PM Monica Hernandez I / Departed at 1230 Pt Employee Signature • 2 4 ••j• - •'• ' Powered By NoteVault Nova Services, Inc. Robertson's Ranch, Portola I Wednesday, Aug 09, 2017 I Page 3 of 3 : * - - N * Se OVA rvices Daily Report Tuesday, Aug 01, 2017 Robertson's Ranch, Portola 'I Robertson's Ranch West Village Carlsbad, California . . Job#:1016518 'I • C . WEATHER • Time . Temp Hum W-Dir . - W-Speed -W-Gust Precip Condition 07:07 AM 70°F 99% SW 4MPH . 6MPH Overcast 'GENERAL NOTES 11:11 AM Jeff Burgess Departed Project At 10:00 Am TIME ARRIVAL 07:46 AM Jeff Burgess . Arrived at Job Site 7:00 am ... / 'tD I - - 1' ' fl,IPC&I4DJMII.tIt94 PW$,fl 8t5530O . I •....-, ;e.z!ut1." S :B031 • : 1_j .-------- • --. , 5 • REFERENCED DOCUMENTS • - • _____ 11:04 AM Jeff Burgess • - .- . Reference Documents: Baja Stamped Drawings Sheet S-1 With Ftg Schedule PERMIT NUMBERS - ,• 11:05 AM Jeff Burgess - -' , -.---. Powered By NoteVault ) ', - Nova Services, Inc. I Robertson's Ranch, Portola I Tuesday, Aug 01,20171 Page 1 of 2 Permit # CBC2017-0131 REINFORCING STEEL 11:10AM— Jeff Burgess On Site To Verify Proper Placement Solar Structure Column Caisson Ftg Steel. Verified Size of Hole Depth, Rebar Size and Quantity, Spiral size and Spacing. Complete Structures Are: 8,10, 12, 13 1 of 2 Columns for #11 only (West) TESTS PERFORMED ON-SITE 11:10 AM Jeff Burgess No Testing Preformed Today COMPLIANCE 11:11 AM Jeff Burgess The Work Inspected WAS in Compliance with the Approved Contract Documents Employee Signature ) . Powered By NoteVault . Nova Services, Inc. I Robertson's Ranch, Portola I Tuesday, Aug 01, 2017 Page 2 of 2 NOVA. S€rvics Daily Report Tuesday, Aug 01, 2017 Robertson's Ranch, Pôrtola Robertson's Ranch West Village Carlsbad, California Job#:1016518 WEATHER Time Temp Hum W-Dir 07:07 AM 70°F 99% 11 SW 12:04 PM 75°F 91% SW TIME ARRIVAL 07:46 AM Jeff Burgess Arrived at Job Site 7:00 am W-Speed W-Gust Precip Condition 4MPH 6 MPH Overcast 7MPH 9MPH Clear 14 REFERENCED DOCUMENTS 11:04AM Jeff Burgess Reference Documents: Baja Stamped Drawings Sheet S-i With Ftg Schedule PERMIT NUMBERS 11:05 AM Jeff Burgess Permit # CBC2017-0131 - 01,31 Powered By NoteVault Nova Services, Inc. I Robertson's Ranch, Portola I Tuesday, Aug 01, 2017 1 Page 1 of 2 REINFORCING STEEL 11:10 AM Jeff Burgess On Site To Verify Proper Placement Solar Structure Column Caisson Ftg Steel. Verified Size of Hole Depth, Rebar Size and Quantity, Spiral size and Spacing. Complete Structures Are: 8,10, 12,13 1 of 2 Columns for #11 only (West) AS Per Clearances To Grade: All Cages Need To Lifted Off Bottom of Drilled Pier a Minimum of 3 And Vetical Clearances Maintained at 3 Per Chapter 17 Of the Bldg Code and Project Stamped Structural Drawings. Upon Visual Inspection, Noticed Several Cages Sitting at Bottom of Piers with No Clearances .This Fix Can Be Verified Prior To The Placement Of Concrete. TESTS PERFORMED ON-SITE 11:10AM Jeff Burgess No Testing Preformed Today 'S COMPLIANCE 11:11 AM Jeff Burgess The Work Inspected WAS in Compliance with the Approved Contract Documents TIME DEPARTED 11:11AM Jeff Burgess Departed Project At 10:00 Am Employee Signature: Z1-m A't6r '-I Powered By NoteVault Nova Services, Inc. I Robertson's Ranch, Portola I Tuesday, Aug 01, 2017 Page 2 of 2 'EsGil Corporation In Partners flip with government for Building Safety DATE: 04/24/2017 JURISDICTION: CãlIiWd PLAN CHECK NO.: CBC2017-0131 PROJECT ADDRESS: 2600 Gage Dr. SET:!! U APPLICANT U—RIS. U PLAN REVIEWER U FILE PROJECT NAME: Carports and 322 KW Solar PV System LII The plans transmitted herewith have been äorrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. 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. 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 Fas 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 contacteJ— Telephone #: Date contacted: -- (tI ) Email: Mail Telephone Fax In Per.,son REMARKS: Applicant to complet (çi1 inspection form. By: Dwight Ashman Enclosures: EsGil Corporation El GA EEJ Z MB F1 PC 04/17/2017 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 EsGil Corporation In Tartnership with government for qiui(ding Safety DATE: 4/5/178 EI APPLICANT 'JURIS. JURISDICTION: Carlsbad . 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: CBC2017-0131 SET: I PROJECT ADDRESS: 2600 Gage Dr. PROJECT NAME: Carports and 322 KW Solar PV System' The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and 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: Ross Williams, Home Energy systems e-mail El EsGil Corporation staff did not àdvise 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: Ross Williams Telephone #: (619) 692-2015 Date contacted,: (by(Y..)' Em" ail:- ross@hessolar.com "mail "Telephone Fax In Person REMARKS: By: Chuck Mendenhall Enclosures: EsGil Corporation ' 1l GA El EJ 0 MB LI PC 3/27/17 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576' Carlsbad CBC2017-0131 4?5/178 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: CBC2017-0131 OCCUPANCY: S2 TYPE OF CONSTRUCTION: H B ALLOWABLE FLOOR AREA: 26,000 JURISDICTION: Carlsbad ( USE: Carports with Solar PV ACTUAL AREA: 19,430 STORIES: one HEIGHT: 11'-6" approx.. per CBC SPRINKLERS?: No REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 4/5/178 OCCUPANT LOAD: N/A DATE PLANS RECEIVED BY ESGIL CORPORATION: 3/27/17 PLAN REVIEWER: Chuck Mendenhall FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2016 CBC, which adopts the 2015 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad CBC2017-0131 4/5/178 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to EsGil Corporation and the Carlsbad -Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. Note on detail 1/S-2 that special inspection is required for the pier footings. a) Pier foundation. Special inspection should be provided for pier foundations in accordance with Section 1705.8. END OF STRCUTURAL REVIEW 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 Chuck Mendenhall at EsGil Corporation. Thank you. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Chuck Mendenhall ELECTRICAL (2013 CALIFORNIA ELECTRICAL CODE) Please provide for Rapid Shutdown function for this PV system. CEC 690.12 Please provide a ground electrode system at the 500 KVA transformer and indicate the ground electrode conductor size. CEC 250.30 Please provide the number of conductors required at the string level. Detail string level wiring. For 8 strings you are showing 4 current carrying conductors.. Note: If you have any questions regarding this Electrical and Energy plan review list please contact Chuck Mendenhall at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. :. CarlsbadCBC2O17-0131 •' - 4/5/178 [DO NOT PAY— THIS IS NOT AN INVOICE] 4 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO CBC2017-0131 PREPARED BY Chuck Mendenhall DATE 4/5/178 BUILDING ADDRESS 2600 Gage Dr BUILDING OCCUPANCY S2 BUILDING PORTION AREA (Sq. Ft) Valuation Multiplier. Reg. . Mod. VALUE ($) carports 19430 City Est . 817,000 r Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code - cb By Ordinance Bldg Permit Fee by Ordinance I $2,988 261 Plan Check Fee by Ordinance I 237 Type of Review Li Complete Review Li Structural Only Li Other • ~Repeqve Fee - - . • Repeats Li Hourly Hr. @ * EsGil Fee $1,673 Comments In $86/hr ) for the CaIGreenrview . Sheet lofi - . -- macvalue.doc + - 4• - - - . ._ - . .•: -. - J., - I 4 -- :- :- .--': •-. . - - -. •.. 4: -. 4 4'.., - - .. . .4 Baja Construction Co., Inc. Page 1 of (93) 223 Foster Street Job #16-0340 Martinez, CA 94553 Portola Senior (800) 366-9600 03/09/2017 Solar Support Structures (BSP & DP #16-0340. Portola Senior @ Robertson Ranch 2600 Gage Drive. CarlsbadL CA for: HES SOLAR Desigteria:(J6 CDC) RiskCategory .................................................ii Importance FactoT ..........................................:= 1.0 1k Use: Alternative Basic Load Combinations(Section 1605 .2) . Roof Live Load ...............................................RLL:= 20.0psf NO 3704 x 0/18 Basic Wind Speed (ultimate ........................110 mph WindExpostne ................................................ C LP),1 Cj F CA-" ASD Wind Factor ..........................................o)=1.0 (no stress increase) Seismic design category ............ .................. D 03-13-2017 Siteclass ............................................. .... ....... .D Allowable Stresses - 1Ii rI,puIII JL ......................................... ry : D).UKS1 ro := .t5.UKSI Per Table l604.2Soil Class 5 Allowable Soil Beating Pressure ........... .SBPaiiow := l5OOpsf Allowable Lateral Bearing Pressure .....Sa 100'pcf Concrete ................................................... fc := 2500-psi at 28 days Reinforcements ....................................... ASTMA6IS, Grade 40 (mm.) Dead Loads: Solar panels and connection acce. .............. BDL1 := 2.75.psf Roofpurlins ................ ................................. RDL2 := 1.12psf Framing....................................................... RDL3 := 1.63psf Misc. ......................................... ..................... RDL4 := 0.5psf Total Dead Load, RDL := RDL1 + RDL2 + RDL3 + RDL4 RDL = 6.00psf MecaWind Std v22.7.0 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright nzw.mecaenterprises.corn Date : 3/9/2017 Project No. : 4t16-0340 Company Name : Baja Construction Co. Designed By : Engineer Address : 223 Foster Street Description : Description City : Martinez S Customer Name : Customer State : CA Proj Location : Carlsbad, Ca. File Location: C:\Usexs\danjlo\Docwnents\A-CALCS & DWG TEMPLATES\BSP SES -BRACE SGLE POST SOLTtR\16- 0340 BSP-SS 5deg dn & SP OP SS(NEWER)\16-0340.wnd Input Parameters: Directional Procedure Open Building (Ch 27 Part 1) Basic Wind Speed(V) = 110.00 mph Structural Category = II Exposure Category = C Natural Frequency. = N/A Flexible Structure = No Importance Factor = 1.00 Md Directional Factor = 0.85 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Ht = 1.00 Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft Pitch of Roof = 1.05 : 12 Slope of Roof(Theta) = 5.00 Deg D: Roof Len along Ridge = 38.75 ft L: Horizontal Width = 20.50 ft h: Mean Roof fit = 13.00 ft Type of Roof = NONOSLOPE Gust Factor Calculations Gust Factor Category I Rigid Structures Simplified Method Guati: For Rigid Structures (Nat. Freg.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zn; 0.6*Ht = 15.00 ft lzm: Cc*(33/Zn)0.167 = 0.23 tm: 1*(Zm/33)Epsilon S 421.06 ft Q: (1/(1+0.63((B+It)/Lzm)"0.63))0.5 = 0.94 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzni)) = 0.89 Gust Factor Summary Not a Flexible Structure use the Lessor of Gusti or 6ust2 = 0.85 Open Building-1Xonoslope Roof per Figure 27.4-4: L Normal to Ridge - Open Building - Mono9lope Roof per Figure 27.4-4: Gamma = 0 degrees, Clear Wind Flow Load Cnw Cn1 Windward Wind Pres.Leeward Wind Pres. Case pef Psf A 1.200 0.300 22.798 5.699 B -1.100 -0.100 -20.898 -1.900 Lja!a TT7TTT I Notes - Normal to Ridge Normal to Rave - Open Building - Monoslope Roof per Figure 27.4-4: Gamma = 180 degrees, Clear Wind Flow Load Cnw Cm]. Windward Wind Pres.Leeward Wind Pres. Case psf psf --------------------------------------------------------------- A 1.200 0.300 22.798 5.699 B -1.100 -0.100 -20.898 -1.900 Notes - Normal to Rave Along Ridge - Open Building - Monoslope Roof per Figure 27.4-4: Gamma = 90 degrees, Clear Wind Flow Length Along Roof Angle Load Cn Wind Press Along Ridge Ridge of Roof (Theta) Case psf psf ----------------------------------------------------------------- < 13.0 Theta<=45 deg A -0.800 -15.199 B 0.800 15.199 >13.0&<2*13.0 Theta=45 deg A -0.600 -11.399 B ' 0.500 9.499 Notes - Along Ridge Wind Pressure on Components and Cladding (Ch 30 Part 5) MouohnieRouf All pressures shown are based upon STRENGTH Design, with a Load Factor of Width of Pressure Coefficient Zone °a" = = 3.00 ft Description Width Span Area Zone Cm Cn Max P min P ft ft ft"2 Max Min psf psf Zone 1 1.00 1.00 1.0 1 . 1.47 -1.30 27.86 -24.70 Zone 2 1.00 1.00 1.0 2 2.20 -1.97 41.80 -37.36 Zone 3 1.00 1.00 1.0 3 2.93 -3.90 55.73 -74.09 Zone 3 Roof Purli 3.39 19.00 120.3 3 1.47 -1.30 27.86 -24.70 200e 3 Roof Purli 3.39 10.00 33.9 3 2,20 -1.97 41.80 -37.36 Design Maps Summary Report - Design Maps Summary Report User—Specified Input . . r • Report Title #16-0340 . - V - - V V Thu March 9,201717:07:39UTC. . Building Code Reference Document ASCE7-10 Standard V V •V• (which utilizes USGS hazard data available in 2008) Site Coordinates 331155860N, 117.29963°W . V I . V V Site Soil Classification Site Class D - "Stiff Soil" . . V Risk Category 1/11/111 - = USGS—Provided Output I SS= 10756 4 r SHS 1150g S= 0767g = 0.414 g . .' = 0.657 g - S= 0.438 g -, I - - •.L . . For Information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motlns in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. NICER Repo e Sptc&im am Resano Sctvtim V - V V •V - Lm CL M CL to to CLW 01 CLOG CLO a03 aW a4a CLOO a 03 i.oa Lm CLOO ai ao aco aa 1.03 io I.L,3 1.03 1.93 2W, . Pend, T (sec.) PerA. r () I Design Maps Detailed Report Page 1 of Design Maps Detailed Report ASCE 7-10 Standard (33.155860N, 117.29963°W) Site Class D - "Stiff Soil", Risk Category 1/11/111 Section 11.4.1 - Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain S) and 1.3 (to obtain S1). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Figure 22-1 ' Ss = 1.075 g From Figure 22-2'21 S1 = 0.414 g Section 11.4.2 - Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20. Table 20.3-1 Site Classification Site Class VS Nor NO Su Hard Rock >5,000 ft/s N/A N/A Rock 2,500 to 5,000 ft/s N/A N/A Very dense soil and soft rock 1,200 to 2,500 ft/s - >50 >2,000 psf Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: Plasticity index P1> 20, Moisture content w :?: 40%, and Undrained shear strength s. < 500 psf F. Soils requiring site response See Section 20.3.1 analysis In accordance with Section 21.1 For SI: itt/s = 0.3048 m/s 11bfft2 = 0.0479 kN/m2 Design Maps Detailed Report Page 2 of 6 Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake I (M.CER) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient Fa Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period S:50.25 S=0.5O S=0.75 S=1.00 S~!1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 F . See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S For Site Class = D and Ss = 1.075 g, F = 1.070 Table 11.4-2: Site Coefficient F Site Class Mapped MCE Spectral Response Acceleration Parameter at 1-s Period S :5 0.10 S1 = 0.20 S1 0.30 S1 = 0.40 S1 ~! 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 D 2.4 2.0 1.8 L-1. 6 1.5 1 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S1 For Site Class = 0 and S = 0.414 g, F. = 1.586 Baja Construction Co. Ijc. Page / 223 Foster Street Martinez, CA 94553 (800) 366-9600 Seismic Forces: 2015 IBC, 2016 CBC & ASCE 7-10 Input: Risk Category = h = 18.00 ft (height in ft. to top of structure) R 1.25 Table 12.27.1 le 1.00 Sec 11.5.1 Site Class = 0 Ss = 1.075 from USGS SI = 0.414 from USGS Fa = 1.070 from USGS Fv = 1.586 from USGS Equivalent Lateral Force Procedure: V=Cs1N Cs = Sds/(R/Ie) Sds = (213)*FaSs = 0.767 Cs l but need not exceed: Cs = Sd1I((RI1)) where I <TI Sd1 = (2/3)*Fv*S1 = 0.438 Cs = but shall not be less than; CsI.00 I or Cs = 0.044Sdsle = 0.034 Period "T" Determination: T = Ta Sec 12.8.2 Ta = Ct*hx Eq(12.8-7) Ct = 0.02 Table 12.8-2 x = 0.75 Table 12.8-2 Ta=T= 0.1748 TL = 4.00 Figure 22-12 (conservative) Sec 12.8 Eq(12.8-2) Eq(12.8-3) Eq(i 2.8-5) and where Si > 0.6g Cs shall not be less than: Cs = 0.5S1/(RJI) Eq(12.8-6) Cs = V= 0.6135W Baja Construction Co., Inc. 22 Foster Street Martinez, CA 94553 (800) 366-9600 Solar Panels: Designed, supplied and installed by others. Typical Roof Purlins: Cee 8" x 3 1/2" x l6ga Max span, Lprin := 19.0-ft aprin := 10.06. ft tributary, spy : 3.39-ft w:= (RDLI + RDL2 + RLL)sprin w = 80.92 plf Wind Pressures (zone 3): P3prtn.pos = 27.860psf w 0 := RDLL + RDL2)(sprin) Wpos = 69.79p1f P3prin.ncg= 24.700psf Wneg : [0.6p3prin.neg - 0.67.(RDL1 + RDL2)].(s 11 ) Wneg = 41.45p1f DL+ LL controls. See pages 8 to 10 below Purlin to Beam Connection: Aga clip with (8) #12 screws each leg (4-screws each purlin, 4-screws each ccc beam) Purlins are stacked on top of beams. Check connection for uplift load. R:= 0.5(wneg)Lprin R = 0.39 kips 2R = 0.79 kips (wneg)(Lprin + apri,,) Rcant:= - Rcant=0.92kips 2Lprin Clip to beam connection critical (pullout): Member not in contact wl screw head (l4ga beam minimum), 12 := 0.070. in Tensile Strength, Fu2 := 65.0.ksi Screw diameter, d:=0.216in tc:=t2 tc=0.070in Pnot := 0.85.tc-d.Fu2 Pnot = 0.84 kips := 3.0 Allow. Pullout, Paji0 t := .!_t Pa110 t = 278.46 lbf for (4)#12 screws: 4.(Pap ij0t) = 1.11 kips O.K. for (8) #12 screws: 8.(Pap10t) = 2.23 kips O.K. Page 8 Project Name: 16-0340 Page loll Model: Roof Purlins Date: 03/09/2017 Code: 2007 NASPEC [AISI SIOO-20071 Simpson Strong-Tie® CFS DesignerTM 1.5.0.0 80.92 IBM on Ri R2 19.00 Section: Gee 8 x 3.5 x 16ga Single C Stud Maxo = 5585.3 Ft-Lb Moment of intertia, I = 9.70 inA4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations ctviirI and fl flQr.flr,n (h.k Fy 55.0 ksi Va = 2519.7 lb • Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 3651.5 0.654 3651.5 Mid-Pt 5200.8 0.702 0.829 L/275 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 228.0 4733.0 0.772 Combined Bending and Web Criaolin Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (Ib) (Ft-Lb) Value Required? RI 768.7 2.50 911.5 1595.2 0.0 0.44 NO R2 768.7 2.50 911.5 1595.2 0.0 0.44 NO Combined Bending and Shear Reaction or Vmax Mmax Va intr. Intr. Pt Load (lb) (Ft-Lb) Factor viva NI/Ma Unstiffened Stiffened RI 768.7 0.0 1.00 0.31 0.00 0.31 N/A R2 768.7 0.0 1.00 0.31 0.00 0.31 NIA SIMPSON STRONG-TIE COMPANY INC. www.strongtle.com Project Name: 16-0340 Page 1 of 1 Model: Roof Purhns at Cantilever Date: 03/09/2017 Code: 2007 NASPEC [AlSl S100-20071 Simpson Strong-Ties CFS Designer 1.5.0.0 Section: Cee 8 x 3.5 x 16ga Single C Stud Maxo 5585.3 Ft-Lb Moment of tntertia, I = 9.70 inA4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations FtvitrI and flflflrin (hrk Fy = 55.0 ksi Va =2519,7 lb Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 4094.7 0.733 2614.1 None 5341.9 0.489 0,796 L/303 Span 40941 0.733 1891.1 Mid-Pt 5085.7 0.372 0.290 L/787 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Left Cantilever 0.00 120.7 4733.0 0.865 Span 0.00 228.0 4733.0 0.865 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? Ri 1798.3 2.50 1760.2 2904.3 4094.7 1.00 YES R2 553.2 2.50 911.5 1595.2 0.0 0.32 NO Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor VNa M1Ma tinstiffened Stiffened Ri 984.3 4094.7 1.00 0.39 0.73 0.83 N/A R2 553.2 0.0 1.00 0.22 0.00 0.22 NIA SIMPSON STRONG-TIE COMPANY INC. www.strongtle.com Project Name: 16-0340 Page 1 of I Model: Roof Purlins Date: 03/09/2017 Code: 2007 NASPEC [AISI S100-2007] Simpson Strong-Tie® CFS Designer' 1.5.0.0 Section Designation: Ceo 8 x 3.5 x 16ga Single C Stud INPUT PROPERTIES: Web Height = 8.0000 in Steel Thickness Top Flange = 3.5000 in Inside Corner Radius Bottom Flange 3.5000 in Yield Stress, Fy Stiffening Lip = 1.0000 in Fy With Cold-Work, Fya = 0.0600 in 0.1250 in 55.0000 ksi 55.0000 ksl OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber (Ycg) Moment of Inertia for Deflection (lxx) Section Modulus (Sxx) Allowable Bending Moment (Ma) Allowable Distortional Buckling Moment (Mda) at K$ = 0 Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) Moment of Inertia (lxx) Cross Sectional Area (A) Radius of Gyration (Rx) Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face Gross Moment of Inertia (Iyy) Radius of Gyration (Ry) Other Section Propertv Data Member Weight per Foot of Length Allowable Shear Force In Web (Unpunched) Pao for use in Interaction Equation C5-2 Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) St. Venant torsion Constant (J x 1000) Warping Constant (Cw) Radii of Gyration (Ro) Torsional Flexural Constant (Beta) Warping Torsional Properties a(inA3) Sxx(Iip)(lnA3) Wn(1)(in'2) Wn(2)(ln"2) Wn(3)(inA2) 230.5 2.6404 11.9966 7.0441 -6,6127 Wn(4)(in"2) 6.6127 4.3622 in 9.7024 mM 2.0351 ln"3 5585.30 Ft-Lb 4732.99 Ft-Lb 4.0000 In 10.1768 in-14 0.9896 1nA2 3.2068 In 1.1243 in 1.72471n A 4 1.3201 In 3.3675 lb/ft 2519.65 lb 16307 lb -2.7600 In 1.1876 inA4 24.1671 inA6 4.4321 inA6 0.6122 Wn(5)(in'2) Wn(6)(inA2) -7.0441 -11.9966 Location (1) and (6) are tip of compression and tension lip respectively Location (2) and (5) are flangellip corner of compression and tension side respectively Location (3) and (4) are flange/web corner of compression and tension side respectively SIMPSON STRONG-TIE COMPANY INC. www.strongfle.com Project Name: 16-0340 Page 1 of I Model: Roof Purlins - Cantilever Bothsides Dale: 03/09/2017 Code: 2007 NASPEC [AISI SI00-2007j Simpson Strong-Tie6 CFS Designer1M 1.5.0.0 80.92 80.92 80.92 oft Ri R2 9.84 19.00 9.84 Section: Cee 8 x 3.5 x 14ga Single C Stud Maxo = 6805.2 Ft-Lb Moment of lntertia, I = 11.55 inA4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flnviiril and flnfI flnn Check Fy = 55.0 ksi Va 4011.6 lb -. Mmax Mmax/ Mpos Bracing Ma(Brc) Mposi Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 3917.6 0.576 2501.0 None 6458.1 0.387 1.184 11199 Span 3917.6 0.576 1571.8 Mid-Pt 6028.5 0.261 0.200 L/1139 Right Cantilever 3917.6 0.576 2501.0 None 6458.1 0.387 1.184 11199 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Left Cantilever 0.00 118.1 5853.7 0.669 Span 0.00 228.0 5853.7 0.669 Right Cantilever 0.00 118.1 5853.7 0.669 Combined Bendina and Web Crionlin Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? RI 1565.0 2.50 2419.6 3992.3 3917.6 0.70 NO R2 1565.0 2.50 2419.6 3992.3 3917.6 0.70 NO Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor V/Va M/Ma Unstiffened Stiffened RI 796.3 3917.6 1.00 0.20 0.58 0.61 N/A R2 796.3 3917.6 1.00 0.20 0.58 0.61 N/A SIMPSON STRONG-TIE COMPANY INC. www.strongUe.com Project Name: Model: Roof Purliris Cantilever Bothsides Code:. 2007 NASPEC [AISI S100-20071 Section Designation: Cee 8 x 35 x 14ga Single C Stud INPUT PROPERTIES: Web Height = 8.0000 in Top Flange = 3.5000 in Bottom Flange = 3.5000 in Stiffening Lip = 1.0000 In OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber (Ycg) Moment of inertia for Deflection (lxx) Section Modulus (Sxx) Allowable Bending Moment (Ma) Allowable Distortional Buckling Moment (Mda) at K4i = 0 Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) Moment of Inertia (lxx) Cross Sectional Area (A) Radius of Gyration (Rx) Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face Gross Moment of Inertia (lw) Radius of Gyration (Ry) Other Section Property Data Member Weight per Foot of Length Allowable Shear Force In Web (Unpunched) Pao for use in interaction Equation C5-2 Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) St. Venant torsion Constant (J x 1000) Warping Constant (Cw) Radii of Gyration (Ro) Torsional Flexural Constant (Beta) Warping Torsional Properties Page 1 of 1 Date: 03/09/2017 Simpson Strong-Tie® CFS DesignerTh 1.5.0.0 Steel Thickness = 0.0700 in Inside Corner Radius = 0.1250 in Yield Stress, Fy = 55.0000 ksi Fy With Cold-Work, Fya = 55.0000 ksi 4.2743 in 11.5474 toM 2.4796 lnA3 6805.16 Ft-Lb 5853.74 Ft-Lb 4.0000 in 11.8008 inA4 1.1512 inA2 3.2017 in 1. 1243 in 1.9917 mM 1.3154 in 3.9172 lb/ft 4011.63 lb 19997 lb -2.7485 in 1.8802 inA4 27.8378 inA6 4.4199 lnA6 0 .6 133 a(in"3) Sxx(iip)(in'3) Wn(1)(inA2) Wn(2)(inA2) Wn(3)(inA2) Wn(4)(in*2) Wn(5)(in'2) Wn(6)(in'2) 196.6 3.2368 11.9323 7.0212 -6.5787 6.5787 -7.0212 -11.9323 Location (1) and (6) are tip of compression and tension lip respectively Location (2) and (5) are flange/lip corner of compression and tension side respectively Location (3) and (4) are flange/web corner of compression and tension side respectively I SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C- C E C C C C r Baja Construction Co., Inc. 223 Foster Street Martinez CA 94553 (800) 366-9600 Page 14 Job #16-0340 7fl A' (IROJLCI ED' DIMENSION) CROSS-SECTION - Li thru 12) Baja Construction Co., inc. Page 15 223 Foster Street Martinez, CA 94553 (800) 366-9600 Cprts: (1 thru 12) Roof Beams: (2) Cee 12" 12.5" X 12ga Cantilevered end frame (cantilever@ 10-0 3/4) critical Tributarywidth, 5bm (19.0ft+ 10.063•ft)2 S = 22.23 ft 2.(19.0•ft) Tributary depth, dbm : 20,26ft TributatyArea: At (sbm)(dbm) At = 45034 ft2 RI := iflAt <200ft2, 1,iflAt> 600.ft2,0.60, 1.2— 0.001. At ')'1 R1= 0.750 ( At ft2)) Roof slope less than 4:12: R2:= 1.0 Lr:= (RI).(R2)•(RLL) Lr= 14.99psf wdl := (RDL)Sbm wdl = 133.37p1f wil := (Lr)•sbm wil = 333.27p1f w:= (RDL + LF)Sbm w = 466.64 plf Wind Load: Load Case A critical (positive wind pressures) Max. wind pressure, Pwindmn, = 22.80 psf Wwjndward := (0.6PWifldmax + RDL)5bm Wwindwa,d = 437.42p1f DL + LL controls. Beam cantilevers, Li := 7.54.ft L2 := 12,73-ft Lbr:= 2.83-ft L2 — Lbr = 9.90 ft for each Cee Section: 0.5.wdl = 66.68p1f 0.5•wll = 166.63 plf 0.5w=233.32plf See pages 15 to 18 ... below Project Name: 16-0340 Model: Roof Beams (Cprt 3 & 9) Code: 2007 NASPEC [AISI S100-20071 Page 1 of 1 Date: 03/09/2017 Simpson Strong-Tie® CFS DesignerTM 1.5.0.0 I I! I I I I Section: Ceo 12 x 2.5 x 12ga Single C Stud Maxo = 15815.1 Ft-Lb Moment of Intertia, I = 37.02 inA4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural nt4 flpfIpinn Check Fy=55.0 ksi Va = 8928.4 lb ------- Mmax Mmax/ Mpos Bracing Ma(Brc) Mposl Deflection Span Ft-Lb Maxo Ft-Lb (In) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 6632.3 0.419 4234.1 None 14489.3 0.292 0.286 11634 Span . 11433.8 0.723 10318.7 Mid-Pt 15815.1 0.652 0.014 112420 Right Cantilever 11433.8 0.723 7299.4 None 12440.1 0.587 0.658 L/361 Distortional Buckling Check Span K-ph! Lm Brac Ma-d Mmax/ lb-in/In in Ft-Lb Ma-d Left Cantilever 0.00 90,5 14561.1 0.455 Span 0.00 34.0 14561.1 0.785 Right Cantilever 0.00 118.8 14561.1 0.785 Combined Bendina and Web Crinolin Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? Ri 392.7 2.50 5391.8 8896.4 6632.3 0.29 NO R2 4336.7 2.50 5391.8 8896.4 11433.8 0.88 YES Combined Bending and Shear Reaction or Vmax Mmax Va Intr. lntr. Pt Load (lb) (Ft-Lb) Factor VNa MIMa Unstiffened Stiffened RI 1759.2 6632.3 1.00 0.20 0.42 0.46 N/A R2 2309.9 11433.8 1.00 0.26 0.72 0.77 N/A SIMPSON STRONG-TIE COMPANY INC. . www.6trongtie.com Project Name: 16-0340 Page 1 of I Model: Roof Beams (Cprt 3 & 9) - DL @ Left Date: 03/09/2017 Code: 2007 NASPEC [AISI SI00-2007] Simpson Strong-Tie® CFS Designe0M 1.5.0.0 66.68 233.32 233.32 ISO Im RI R2 7.54 2.83 9.90 Section: Cee 12 x 2.5 x 12ga Single C Stud Maxo = 15815.1 Ft-Lb Moment of Intertia, I = 37.02 in"4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations IlviirI and flfln,.+inn Cherle Fy55.0 ksi Va = 8928.4 lb Mmax Mmaxi Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 1895.4 0.120 1210.0 None 14489.3 0.084 0.126 111440 Span 11433.8 0.723 9366.6 Mid-Pt 15815.1 0.592 0.010 LJ3265 Right Cantilever 11433.8 0.723 7299.4 None 12440.1 0.587 0.623 [1381 Distortional Buckling Check * Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Left Cantilever 0.00 90.5 14561.1 0.130 Span 0.00 34.0 14561.1 0.785 Right Cantilever 0.00 118.8 14561.1 0.785 Combined Bendinci and Web Crinolin Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? RI -2537.5 2.50 5391,8 8896.4 1895.4 0.33 NO R2 6010.5 2.50 5391.8 8896.4 11433.8 1.05 YES Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) ' (Ft-Lb) Factor V/Va M/Ma Unstiffened Stiffened RI 3040.3 1895.4 1.00 0.34 0.12 0.36 N/A R2 3700.6 11433.8 1.00 0.41 0.72 0.83 N/A SIMPSON STRONG-TIE COMPANY INC. www.stronglie.com Project Name: 16-0340 Page 1 of 1 Model: Roof Reams (Cprt 3 & 9) - DL © right Date: 03/09/2017 Code: 2007 NASPEC [AISI S100-20071 Simpson Strong-Tie® CFS Designor 1.5.0.0 Section: Ceo 12 x 2.5 x 12ga Single C Stud Fy = 55.0 ksi Maxo = 15815.1 Ft-Lb Moment of Intertia, I = 37.02 jA4 Va = 8928.4 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural n1 flfIfinn Check • Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in). Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 6632.3 0.419 4234.1 None 14489.3 0.292 0.240 L/754 Span 6632.3 0.419 5825.7 Mid-Pt 15815.1 0.368 0.008 U4447 Right Cantilever 3365.7 0.213 2148.6 None 12440.1 0.173 0.226 U1052 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Left Cantilever 0.00 90.5 14561.1 0.455 Span 0.00 34.0 14561.1 0.455 Right Cantilever 0.00 118.8 14561.1 0.231 Combined Bending and Web Crioolin Reaction or Load Bearing Pa Pn Mmax intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? RI 3243.7 2.50 5391.8 8896.4 6632.3 0.58 NO R2 -144.2 2.50 5391.8 8896.4 3365.7 0.14 NO Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffened Stiffened Ri 1759.2 6632.3 1.00 0.20 0.42 0.46 N/A R2 824.1 3365.7 1.00 0.09 0.21 0.23 N/A SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: Model: Roof Beams (Cprt 3 & 9) - DL @ right Code: 2007 NASPEC [AISI S100-20071 Section Designation: Cee 12 x 2.5 x 12ga Single C Stud INPUT PROPERTIES: Web Height = 12.0000 In Top Flange = 2.5000 in Bottom Flange = 2.5000 in Stiffening Lip = 1.0000 in OUTPUT PROPERTIES Effective Section Propertie, Strong Axis Neutral Axis from Top Fiber (Yeg) Moment of inertia for Deflection (box) Section Modulus (Sxx) Allowable Bending Moment (Ma) Allowable Distortional Buckling Moment (Mda) at K4 = 0 Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) Moment of inertia (lxx) Cross Sectional Area (A) Radius of Gyration (Rx) Section Propies, Weak Axis Gross Neutral Axis (Xcg) From Web Face Gross Moment of Inertia O) Radius of Gyration (Ry) Other Section Property Data Member Weight per Foot of Length Allowable Shear Force In Web (Unpunched) Pao for use In Interaction Equation C5-2 Torsional Properties Dist, from Shear Center to Neutral Axis (Xo) St. Venant torsion Constant (J x 1000) Warping Constant (Cw) Radii of Gyration (R0) Torsional Flexural Constant (Beta) Warpinqjorsionl Properties Page 1 of 1 Date: 03/09/2017 Simpson Strong-Tie® CFS Designer 1.5.0.0 Steel Thickness 0.1050 in Inside Corner Radius = 0.1250 in Yield Stress, Fy 55.0000 ksi Fy With Cold-Work, Fya = 55,0000 ksi 6.2464 in 37.0150 mM 5.7624 lnA3 15815.08 Ft-Lb 14561.07 Ft-Lb 6.0000 In 37.3507 in'4 1.9189 lnA2 4.4119 In 0.5947 in 1.4445 In"4 0.8676 in 6.5296 lb/ft 8928.40 lb 35134 lb -1.5299 in 7.0520 InA4 43.6120 inA6 4,7495 inA6 0.8962 a(in"3) Sxx(Iip)(inA3) Wn(1)(in*2) Wri(2)(in"2) Wn(3)(inA2) Wn(4)(in'2) 127.1 6.8608 11.5753 8.3702 -5.8741 5.8741 Location (1) and (6) are tip of compression and tension lip respectively Location (2) and (5) are flange/lip corner of compression and tension side respectively Location (3) and (4) are flange/web corner of compression and tension side respectively Wn(5)(inA2) Wn(6)(1n42) -8.3702 -11.5753 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Page 19 Baja Construction Co., inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 -. Cprts (j. thru 12) Beam to Column Connection: (4) 3/4"4A307 bolt each eec beam Connection is pinned Maximum beam reaction at column (each cee), -Ri -3-243.7.lbf page 17 Allowable Bearingonj2:- t:= 0.105.in Fu 65.0•ksi d:= 0.75-in := 2.22 Fp 2.22-Fu Fp = 144.30 ksi Pu := Fpdt Pn= 11.36kips Pabrg:= -Pn - Pabrg = 52P Db Allow. Bolt Shear, Va 4.4-kips Total Allowable Load = (4).min(Pa g,Va) = 17.60 kips O.K. Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 Knee Brace: Tapered Cee 7.125" to 7" x 5" x 12ga Lbr= 2.83 ft Unbraced length ,j(Lbr)2 + (Lbr)2 = 4.00 ft Maximum beam reaction at brace (each cee), R2 := 6010.51bf - page 16 Total knee brace axial load, Pbr := - --- Pbr = 17.003 kips 0.707 See pages 21 to 22 below Knee Brace Connection: (10) #12-24 screws each side, each end d := 0.216-in Q := 3.0 Steel in contact with screw head: 12a . Steel not in contact with screw head: 1 2ga Fu1 := 65•ksj t1 := 0.105•in Fu2 := 65.ksi t2 := 0.105-in Pn1 := 2.7t1-d•Fu1 Pn1 = 3.98 kips Pn2 := 2.7424Fu2 Pn2 = 3.98 kips ELt/t1_equal to or less than 1 \O.5 Pn3 := 4.2.(t2 .d) •Fu2 Pn3 = 4.32 kips A] low Shear ner screw Pn :=if :r, 1min(Pn1 Pn2 Pn3)i min(Pni Pn2)j Pn = 3.98 kips tj Pn=3.98kips > Pa:=-Pn Pa= 1.33 kips 1) GF:= 2.(10).(Pa) GF=26.536kips O.K. for 412-24 screws Allowable screw shear, := 885.lbf GFscr,w24 := 2 .( 10). (P;crew24) GF 24 = 17.700 kips O.K. Page 20 Project Name: 16-0340 Page 1 of 1 Model: Diagonal Knee Brace - Date: 03/09/2017 Code: 2007 NASPEC [AlSl 8100-2007] Simpson Strong-Tie® CFS Designer 1.5.0.0 fim UN RI. R2 4.00 Section: Open Cee 7 x 5 x 12ga Single Channel Maxo = 6131.6 Ft-Lb Moment of Intertla, Im 10.66 1n44 Loads have not been modified for strength checks Loads have not been modified for deflection calculations FItiriI and flef1rflnn ehrIc Fy=55.oksi Va = 12169.5 lb Mmax Mmaxt Mpos Bracing Ma(Brc) Mposl Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 0.0 0.000 0.0 None 6131.6 0.000 0.000 [JO Combined Rending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? RI 0.0 2.50 2276.5 4097.7 0.0 0.00 NO R2 0.0 2.50 2276.5 4097.7 0.0 0.00 NO Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor V/Va M/Ma tJnstlffendd Stiffened RI 0.0 0.0 1.00 0.00 0.00 0.00 N/A R2 0.0 0.0 1.00 0.00 0.00 0.00 N/A Cojnbinedffending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (lb) KyLy KtLt KL/r (lb-In/in) (in) load(lb) P/Pa Value Span 17003.0(c) None None 29 0.0 48.0 20729.7(c) 0.82 0.82 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: 16-0340 Model: Diagonal Knee Brace - Code: 2007 NASPEC [AISI SI 00-20071 Section Designation: Open Cee 7 x 5 x 12ga Single Channel INPUT PROPERTIES: Page loll Date: 03/09/2017 Simpson Strong-Tie® US Designer'TM 1.5.0.0 Web Height = 7.0000 in Steel Thickness = 0.1050 in Top Flange = 5.0000 in Inside Corner Radius 0.1250 in Bottom Flange 5.0000 in Yield Stress, Fy = 55.0000 ksl Fy With Cold-Work, Fya = 55.0000 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber (Ycg) Moment of inertia for Deflection (lxx) Section Modulus (Sxx) Allowable Bending Moment (Ma) Gross Section Properties of Full Section, StronQAxis Neutral Axis from Top Fiber (Ycg) Moment of Inertia (lxx) Cross Sectional Area (A) Radius of Gyration (Rx) Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face Gross Moment of Inertia (lyy) Radius of Gyration (Ry) Other Section Property Data Member Weight per Foot of Length Allowable Shear Force In Web (Unpunched) Pao for use In Interaction Equation C5-2 Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) St. Venant torsion Constant (J x 1000) Warping Constant (Cw) Radii of Gyration (Ro) Torsional Flexural Constant (Beta) WarpinQTorsional Properties a(inA3) Sxx(Iip)(in"3) Wn(1)(i02) Wn(2)(in"2) Wn(3)(in2) 126.6 2.2341 10.1358 10.1358 -6.9208 Wn(4)(in"2) 6.9208 4.3725 in 10.6608 1n44 2.2341 inA3 6131.56 Ft-Lb 3.5000 In 15.0232 inA4 1.7470 1nA2 2.9325 in 1.5240 In 4.6944 ln"4 1.6393 In 5.9445 lb/ft 12169.50 lb 23361 lb -3.4790 in 6.4200 laM 39.4321 IaA6 4.8363 inA6 0.4826 Wn(5)(inA2) Wn(6)(inA2) -10.1358 -10.1358 Location (1) and (6) are tip of compression and tension lip respectively Location (2) and (5) are flange/lip corner of compression and tension side respectively Location (3) and (4) are flange/web corner of compression and tension side respectively SIMPSON STRONG-TIE COMPANY INC. www.stzonglle.com Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 ts: j1 thm12) Column Loading: (2) Cee 12" x 3.5" x lOga boxed Column design height, •HcoI:=-116-1-1.ft Tributaries, s 01 = 22.23 ft Li = 7.54 ft Page 23 d 01 = 20.26 ft L2= 12.73 ft Total DL on column: RDL = 6.00 psf Pdl := (RDL).(sc01).(dc01) MDL := 0.5.(RDL),(s01).(L22 - L12) Equivalent horizontal load, PdlhOt := MDL - ilcol LL on column (unbalanced): Lr = 14.993 psf P11 := (Lr) (s 01).(d1) M := 0.5• (Lr).(s0i) .(L22) Equivalent horizontal load, 11hjz := MLL Hcol Transverse Seismic Load: seismic response coefficient, Cs 0.6135 W := Pdl W 2702.02 lbf V:= Cs-W V= 1.658 kips Mseis := (V)-(Hcol) Mseis 19.247ftkips Horizontal Seismic Load Effect: redundancy factor, p := 1.3 Q=1.658kips Eh:=pQE Eh=2.ls5kips M:= Eh.(Hco1) MEh 25.022ftkips Vertical Seismic Load Effect: From page 6, SDS = 0.767 Dead load, D := W D = 2702.02 lbf Ev:= 0.2SDs.D Ev= 0.414kips Pdl = 2.702kips MDL = 7.015ft'kips Pdlhotz = 0.604 kips P11 = 6.752kips MLL = 27.004 ft-kips "horiz = 2.326kips dead load on column seismic road on column Baja Construction Co., Inc. Page 24 223 Foster Street Martinez, CA 94553 (800) 366-9600 Crpts (1 thru 12) Column Loads. cont.: Hcol = 11.61 ft roof slope, 0 := 5.0-deg Bldg. depth (sloped): U := 20.34-ft tributary width, s 0i = 22.23 ft ci := 3.504-ft c2:r 6.666-ft Transverse wind load: Load CaseA(positive) "A.windward = 22.80psf FWAWIndW Id (PA.windward)(scol)'(OSLt) FWAWindrd = 5.154kips Aieeward = .5.70psf FWA1 Td (PA.leeward)(scol)'(0.51,t) FwA leeward = 1.288kips Vertical wind component: PyA := (FwA,,jndward + FwAjeeward)c0s(0) PYA = 6.417 kips Horizontal wind component: PXA : (FwA wndwrd + FwAleeward)5in(0) PXA = 0.561 kips Wind Moment, wind direction Gamma =0, Load Case A Wind moment, MoA : FWAIeewdC2 FWAwjndward'cl MOA = —9.471 ft. kips Wind Moment, wind direction Gamma =180.Load Case Wind moment, MISOA := FWAWiJ dWar,JC2 - FWAleewd'C] M180A = 29.840ft'kips Transverse wind load Gamma--1 80, Load Case A CONTROLS MI8OA Equivalent horizontal load, Fw SV 180A := Hcol FWSV180A = 2.570 kips Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 Mts. (1 thru 12) Column Loads, cont: Hcol=11.61ft Longitudinal Seismic Load: seismic response coefficient, Cs = 0.6135 Building length, Lbldg:= 77.125.ft Building depth, Dbldg:= dbm Dbldg = 20.26 ft Number of columns, n 01 := 4 Wtotal := RDL(Lbldg).(Dbldg) Wtotal = 9.38 kips total roof dead load Vtotal := Cs-Wtotal Vtotal = 5.752kips total seismic load V := := Vtotal V = 1.44 kips seismic per column co1 Mseis := (V)•(Hcol) Mseis = l6.696 ft. kips Horizontal Seismic Load Effect: redundancy factor, p := 1.3 QE:=V Q=1.438kips Eh:= PQE Eh= 1.869kips MEh := Eh.(Hcol) MEb = 21.705 fikips Longitudinal Wind Load: Maximum wind pressure, Pwind = 22.798 psf (apply to 2'-0" vertical projection) d 0i = 20.26 ft FW!ongit := (IPwindmaJ)(dc(,i)(2.0ft) Fwiongjt = 0.924 kips Mwindiongit := (Fwiongit)(Hcol) Mwindj0 = 10.726 ftkips - See pages 26 to 33 below. Page 25 CFS Version 10.0.0 Section: Boxed 12x7xloga.cfss (2) Gee 12 x 3.5 x lOga Boxed #17-0362 Rev. Date: 3/10/2017 7:15:51 AM Printed: 3/10/2017 7:22:48 AM Page 1 Section In Material: A653 HSLAS Grade 55/2 Apply strength increase from cold work of forming. Modulus of Elasticity, E 29500 -ksi Yield Strength, Fy 55 ksi Tensile Strength, Fu 70 ksi Warping Constant Override, Cw 0 in'6 Torsion Constant Override, J 0 in"4 Connector Spacing 0 in Left Channel, Thickness 0.135 in Placement of Part from Origin: I X to right edge U in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance I (in) (deg) (in) Coef. (in) (in) 1 1.000 270.000 0.12500 None 0.000 0.000 0.530 2 3.500 180.000 0.12500 Single 0.000 0.000 1.750 3 12.000 90.000 0.12500 Cee 0.000 0.000 6.000 I 4 3.500 0.000 0.12500 Single 0.000 0.000 1.750 5 1.000 -90.000 0.12500 None 0.000 0.000 0.500 Right Channel, Thickness 0.135 in I Placement of Part from Origin: X to left edge 0 in '.1 to center of gravity 0 in I Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.000 -90.000 0.12500 None 0.000 0.000 0.500 I 2 3.500 0.000 0.12500 Single 0.000 0.000 1.750 3 12.000 90.000 0.12500 Cee 0.000 0.000 6.000 4 3.500 180.000 0.12500 Single 0.000 0.000 1.750 I 5 1.000 270.000 0.12500 None 0.000 0.000 0.500 Full Section Properties Area 5.4350 in'2 Wt. 0.018479 k/ft Width 40.259 in CFS Version 10.0.0 Page Section: Boxed 12x7xl0ga.cfss (2) Gee 12 x 3.5 x lOga Boxed #17-0362 -: Rev. Date: 3/10/2017 7:15:51 AM Printed: 3/10/2017 7:22:48 AM Ix 113.47 in'4 rx 4.5691 in Ixy 0.00 in"4 Sx(t) 18.911 in"3 y(t) 6.0000 in a 0.000 deg Sx(b) 18.911 in"3 y(b) 6.0000 in Height 12.0000 in ly 44.50 inA4 ry 2.8615 in xo 0.0000 in Sy(1) 12.715 in'3 x(1) 3.5000 in yo 0.0000 in Sy(r) 12.715 in3 x(r) 3.5000 in jx 0.0000in Width 7.0000 in jy 0.0000 in Ii 113.47 inA4 ri 4.5691 in 12 44.50 in"4 r2 2.8615 in Ic 157.97 inA4 rc 5.3912 in Cw 227.01 in"6 lo 157.97 inA4 ro 5.3912 in J 0.033017 in"4 Fully Braced Strength - 2007 North American Specification_- US (ASD) Material Type: A653 HSLAS Grade 55/2, Fy55 ksi Compression Positive Moment Positive Moment Pao 108.41 k Maxo 649.78 k-in Mayo 261.71 k-in Ae 3.5481 in"2 Ixe 110.01 in"4 lye 32.86 inA4 Sxe(t) 17.972 inA3 Sye(1) 11.469 in'3 Tension Sxe(b) 18.714 in3 Sye(r) 7.946 in"3 Ta 185.23 k Negative Moment Negative Moment Maxo 649.78 k-in Mayo 261.71 k-in Shear Ixe 110.01 in"4 lye 32.86 in'4 Vay 38.14 k Sxe(t) 18.714 in"3 Sye(l) 7.946 in''3 Vax 33.19 k Sxe(b) 17.972 in"3 Sye(r) 11.469 inA3 CFS Version 10.0.0 Page 1 Analysis: Arrays Cot Trans Dir(3 & 9 BSP).cfsa Job #16-0340 Rev. Date: 3/13/2017 10:11:22 AM Printed: 3/13/2017 10:13:35 AM Analysis Inputs Members Section File 1 Boxed 12x7x10ga.cfss Start Loc. End Loc. Braced R (ft) (ft) Flange 1 0.000 12.110 None 0.0000 ex ey (in) (in) 1 0.000 0.000 Supports Type Location Bearing Fastened (ft) (in) 1 XT 0.000 2.00 No 2 XT 3.075 1.00 No 3 XYTRxRy 12.110 2.00 No Revision Date and Time 3/10/2017 10:58:06 AN k4 Lm (k) (ft) 0.0000 12.110 K 1.0000 1.0000 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 12.110 2.7020 2.7020 k 2 Concentrated 90.000 0.500 NA 0.6040 NA k Bearing Length 1.00 in '201 CFS Version 10.0.0 Page 2 Analysis: Arrays Col Trans Dir(3 & 9 BSP).cfsa Job #16-0340 Rev. Date: 3/13/2017 10:11:22 AM Printed: 3/13/2017 10:13:35 AM I Loading: Roof Live Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 12.110 6.7520 6.7520 k 2 Concentrated 90.000 0.500 NA 2.3260 NA k Bearing Length 1.00 in Loading: Wind Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 12.110 6.4170 6.4170 k 2 Concentrated 90.000 0.500 NA 2.5700 NA k Bearing Length 1.00 in Loading: Earthquake Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 0.500 NA 2.1550 NA k Bearing Length 1.00 in Load Combination: D+Lr Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing; No Loading Factor 1 Dead Load 1.000 2 Roof Live Load 1.000 Load Combination: D+0.714E Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Earthquake Load 0.714 Load Combination; D+0.6W Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Wind Load 0.600 Member Check - 2007 North American Specification - US (ASD) I Load Combination: D+Lr Design Parameters at 12.110 ft, Left side: Lx 12.110 ft Ly 9.035 ft Lt 9.035 ft Kx 2.0000 Ky 1.0000 Kt 1.0000 Section: Boxed 12x7x10ga.cfss Material Type: A653 RSLAS Grade 55/2, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k4 0 Red. Factor, R: 0 Lm 12.110 ft I CFS Version 10.0.0 Page 3 Analysis: Arrays Cot Trans Dir(3 & 9 BSP).cfsa Job #16-0340 Rev. Date: 3/13/2017 10:11:22 AM I Printed: 3/13/2017 10:13:35 AM Loads: P Mx Vy My Vx I (k) (k-in) (k) (k-in) (k) Total 9.454 408.21 2.930 0.00 0.000 Applied 9.454 408.21 2.930 0.00 '0.000 Strength 69.537 537.82 38.143 255.77 33.190 I Effective section properties at applied loads: Ae 5.4350 inA2 Ixe 113.47 4Ln'4 lye 44.50 jA4 : Sxe(t)18.911 in"3 Sye(l) 12.715 in"3 I Sxe(b) 18.911 in"3 Sye(r) 12.715 in"3 Interaction Equations WAS Eq. C5.2.1-1 (P. Mx, My) 0.136 + 0.794 + 0.000 = 0.929 <= 1.0 I WAS Eq. C5.2.1-2 (P, Mx, My) 0.087 + 0.759 + 0.000 = 0.846 <= 1.0 WAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.395 + 0.006)= 0.633 <= 1.0 WAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 Member Check - 2007 North American Specification - US (ASD). I Load Combination: D+0.714E Design Parameters at 12.110 ft, Left side: Lx 12.110 ft Ly 9.035 ft Lt 9.035 ft I : Kx 2.0000 KY 1.0000 Kt 1.0000 Section: Boxed 12x7x10ga.cfss Material Type: A653 JJSLAS Grade 55/2, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in I Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k4 0 k Red. Factor, R: 0 Lm 12.110 ft I Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 2.702 298.52 2.143 0.00 0.000 . I Applied 2.702 298.52 2.143 0.00 0.000 I Strength 69.537 537.82 38.143 255.77 33.190 I Effective section properties at Ae 5.4350 in'2 Ixe applied loads: 113.47 inA4 lye 44.50 inA4. Sxe(t) 18.911 in"3 Sye(1) 12.715 in3 Sxe(b) 18.911 in"3 Sye(r) 12.715 in A3 I Interaction Equations WAS Eq. C5.2.1-1 (P, Mx, My) 0.039 + 0.562 + 0.000 = 0.601 <= 1.0 WAS Eq. C5.2.1-2 (P, Mx, My) 0.025 + 0.555 + 0.000 = 0.580 <= 1.0 • WAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.211 + 0.003)= 0.463 <= 1.0 WAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 I Member Check - 2007 North American Specification - US (ASD) Load Combination: D+0.6W I Design Parameters at 12.110 ft, Lx 12.110 ft Ly Left side: 9.035 ft Lt 9.035 ft Kx 2.0000 Ky 1.0000 Kt 1.0000 CFS Version 10.0.0 Page 4 Analysis: Arrays Col Trans Dir(3 & 9 BSP).cfsa Job #16-0340 Rev, Date: 3/13/2017 10:11:22 AM Printed: 3/13/2017 10:13:35 AM Section: Boxed 12x7x10ga. cfss Material Type: A653 .HSLAS Grade 55/2, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 00000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k4 0 k Red. Factor, R: 0 Lm 12.110 ft Loads: P Mx Vy. My Vx (k) (k-in) (k) (k-in) (k) Total 6.552 298.98 2.146 0.00 0.000 Applied 6.552 298.98 2.146 0.00 0.000 Strength 69.537 537.82 38.143 255.77 33.190 Effective section properties at applied loads: Ae 5.4350 in'2 Ixe 113.47 inA4 lye 44.50 in"4 Sxe(t) 18.911 in"3 Sye(l) 12.715in"3 Sxe(b) 18.911 in'3 Sye(r) 12.715 in"3 Interactio'n Equations . NAS Eq. C5.2.1-1 (P, Mx, My) 0,094 + 0.573 + 0.000 = 0.667 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.060 + 0.556 + 0.000 = 0.616 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.212'+ 0.003)= 0.464 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 CFS Version 10.0.0 Analysis: Arrays Col Longit Dir(3 & 9 BSP).cfsa Paseo del Norte Job #16-0283 Rev. Date: 3/10/2017 8:45:03 AM Printed: 3/10/2017 8:46:40 AM Page 1 Analysis Inputs Members Section File 1 Boxed 12x7xloga.cfss Start Loc. End Loc. Braced R (ft) (ft) Flange 1 0.000 12.110 None 0.0000 ex ey (in) (in) 1 0.000 0.000 - Supports Revision Date and Time 3/10/2017 7:15:51 AM k4 Lm (k) (ft) 0.0000 12.110 Type Location Bearing Fastened K (ft) (in) 1 YT 0.000 2.00 No 1.0000 2 XYTRxRy 12.110 2.00 No 1 .0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 12.110 2.7020 2.7020 k CFS Version 10.0.0 Page 2 Analysis: Arrays Col Longit Dir(3 & 9 BSP).cfsa Paseo del Norte Job #16-0283 Rev. Date: 3/10/2017 8:45:03 AM Printed: 3/10/2017 8:46:40 AM Loading: Longit. Wind Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 0.000 0.500 NA 0.9240 NA k Bearing Length 1.00 in Loading: Longit. Seismic Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 0.000 0.500 NA 1.8690 NA k Bearing Length 1.00 in Load Combination; D+0.714E Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Longit. Seismic Load 0.714 Load Combination: D+0.6W Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Longit. Wind Load 0.600 I Member Check - 2007 North American Specification - US (ASD) Load Combination: D+0.714E Design Parameters at 12.110 ft, Left side: Lx 12.110 ft Ly 12.110 ft Lt 12.110 ft Kx 1.0000 Ky 2.0000 Kt 1.0000 Section: Boxed 12x7xloga.cfss Material Type: A653 HSLAS Grade 55/2, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None 0 k Red. Factor, R: 0 Lm 12.110 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 2.702 0.00 0.000 185.92 1.334 Applied 2.702 0.00 0.000 185.92 1.334 Strength 48.808 430.98 38.143 261.71 33.190 Effective section properties at applied loads: Ae 5.0914 in'2 Ixe 113.28 in A4 lye 40.18 irV'4 Sxe(t) 18.880 in"3 Sye(1) 12.294 in3 • Sxe(b) 18.880 in"3 Sye(r) 10.768 in'3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.055 + 0.000 + 0.734 = 0.789 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.025 + 0.000 + 0.710 = 0.735 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 WAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.505 + 0.002)= 0.712 <= 1.0 CFS Version 10.0.0 Page 3 Analysis: Arrays Col Longit Dir(3 & 9 BSP).cfsa Paseo del Norte Job #16-0283 Rev. Date: 3/10/2017 8:45:03 AM Printed: 3/10/2017 8:46:40 AM Shear flow between parts due to: Vertical Shear Horizontal Shear Between parts 1 and 2 0.0000 k/ft 2.5286 k/ft Member Check - 2007 North American Specification - US (ASD) Load Combination: D+0.6W Design Parameters at 12.110 ft, Left side: Lx 12.110 ft Ly 12.110 ft Lt 12.110 ft Kx 1.0000 Ky 2.0000 Kt 1.0000 Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/2, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k4 0 k Red. Factor, R: 0 lan 12.110 ft' Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 2.702 0.00 0.000 77.24 0.554 Applied 2.702 0.00 0.000 77.24 0.554 Strength 48.808 430.98 38.143 261.71 33.190 Effective section properties at applied loads: Ae 5.4350 in"2 Ixe 113.47 in"4 lye 44.50 in"4 Sxe(t) 18.911 in'3 Sye(l) 12.715 in"3 Sxe(b) 18.911 in'3 Sye(r) 12.715 in"3 Interaction Equations NAS Eq. C5.2.1-1 (P. Mx, My) 0.055 + 0.000 + 0.305 = 0.360 <= 1.0 WAS Eq. C5.2.1-2 (P, Mx, My) 0.025 + 0.000 + 0.295 = 0.320 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.087 + 0.000)= 0.296 <= 1.0 Shear flow between parts due to: Vertical Shear Horizontal Shear Between parts 1 and 2 0.0000 k/ft 1.0505 k/ft Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 Column Required Embedment: (MDL + M( = 34.019ft.kips (MDL + 0.6.MOA( = 1.333 ft. kips IMDL + 0.6.M 8oA( =24.919ft-kips (MDL + cO.(0.714Mh)( = 26.387ft.kips (MDL - o.(0.714.M)( = 12.356ft•kips Mmax := 34.019-ft-kips Load factor ........................................... .......... LF := 1.7 LF.(Mmax) = 57.83 ft.kips AC1318-11 Section 10.14: Strength reduction factor ..............................4) := 0.65 Concrete Strength .......................................... fc := 2S00psi Design bearing strength ............................... Fbrg := 4)•(0.85•fc) Fbrg = 1.38 ksi Column flange width ......................................b 1 := 7.01n W:= (Fbf ).(bCO) w = 116025.00 plf Required column embedment: dreqd : fLF).(Mmax) dreqd = 21 in w Page 35 Page 36 Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 Crpts (1 thru 12) Pier Footing: 24"4 x 1O'-8" deep Hcol= 11.61ff Mmax = 34.019ft.kips Equivalent Point Load, P Mmax P = 2.93 kips Hcol Allowable lateral bearing pressure .........................Sa 100.00 (on 1.5 pier diameter) ft Pole diameter (or diagonal) ...................... .. ............ ... b 24,0-in r:= 0.5b Structure is not adversely affected by 1/2" ground motion - use twice value of Sa Unconstrained pier embedment depth ................... Dunconst := 10.67-ft S1 := 25a Dunconst S1 = 711.33 psf r= 12.00 in A:= 2.34.P A=4.82ft S1 b AA ( I 4.36•Hcol . +Jl+ A Check Pier Footin2 for Vertical Loads (DL+LL: Max \'rtica1 Load ................ P := Pdl + P11 P = 6.08 kips Allowable soil bearing pressure, SEP8110w = 1500.00 psf SBPaiiov Allow. Skin Friction .............Ff 6 Pier Capacity .........................Cap := .b.Ff Friction capacity .................. F := (Cap).(Dunconst - 1.0-ft) (neglect top 1.0 ft) 10.58ff Ff = 250.00 psf Cap = 1570.80 plf F=15.l9kips O.K. Check Pier Footing for Uplift Loads (DL+Wind): PB windward = —20.898 psf Bieeward = —1.900psf UpliftA := I(0.6 PB windward + 0.67.RDL) + (0.6PB leeward + 0.67.RDL)I .(s 01).(0.5.d 1) Weight of footing ................Wftg (145.pcf).(n,r2).(Dunconst) Wflg = 4.86 kips Wftg =3.83 O.K. (upliftA) UpliftA = 1.27 kips Title Block Line 1 You can change this area using the *Settingso menu item and then using the Printing & Title Block selection. Title Block Une 6 Genera' Footing Description: Crpts (1-12) Alternate Spread Fooling Project Title: Engineer: Project ID: Prcect Descr: I Printed: 13 MAR 2017.10:2 1AM File= C'.IUsefsWanilokDOCUME-1%A-MC-I%BSPSSS-1%16-034-lkl6-0340,ec6 ENERCALC, INC. 1983.2014, BuIM:6.14.1 26, Vec6.14.4.30 Code References Calculations per ACt 318-I1, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE7-10 General Information - - Material Properties fc Concrete 28 day strength = 2.50 ksi fy : Rebar Yield = 40.0 ksl Ec: Concrete Elastic Modulus = 2,850.0 ksi Concrete Density = 145.0 pcI qp Values Flexure = 0.90 Shear = 0.750 Analysis Settings Min Sleet % Bending Reinf, Min Allow % Temp Reini, = 0.00180 Mm. Overturning Safety Factor = 1.50 : Mm, Sliding Safety Factor = 1.50 : Add FIg WI for Soil Pressure : Yes Use ftg WI for stability, moments & shears : Yes Add Pedestal WI for Soil Pressure : No Use Pedestal wt for stability, mom & shear : No Dimensions Width parallel to X-X Axis = 8.0 It Length parallel to Z-Z Axis = 5.0 ft Footing Thicknes = 26.0 in Pedestal dimensions... px: parallel to X-X Axis in pz: parallel to Z-Z Axis : in Height - in Rebar Centeriine to Edge of Concrete., at Bottom of footing = 13.0 in Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight = Soil Passive Resistance (for Sliding) = Soil/Concrete Friction Coeff. = Increases based on footing Depth Footing base depth below soil surface = Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per fool of dept = when maximum length or width is grea1er4 1 I 1.50 ksf No 100.0 pcf 0.250 * 2.0 ft ksf ft ksf ft 0I I I I Reinforcing 8'j0' ci Bars parallel to X-X AxIs - Number of Bars - 10.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 15.0 ..•..........,. Reinforcing Bar Sizi = # 5 . I . Bandwidth Distribution Check (ACl 15.4.4.2) ''' Direction Requiring Closer Separationig Z-Z Axis ME # Bars required within zone 76.9% # Bars required on each side of zone 23.1% Applied Loads D Lr I S W E H P: Column Load = 2.702 6.752 . 6.417 - 0.4140 k 08 : Overburden = . ksf M-xx = 10.726 16.696 k-ft M-zz 7.015 27.004 - 29.840 26.022 k-ft V-x = 0.5610 2.155 k (I 094fl 1 PRO I Title Block Line 1 I You can change this area using the 'Settings' menu item and then using the Printing & Title Block selection. Project Title: Engineer: Project Descr: Project ID: tie IiIOCk Line b Punted: 13 MAR 2017, 10:21AM G . enera 00 ing File = C:Userstdanilo\DOCUME'-1lA-CALC--1\BSPSSS-1%16-O34-1\16.O34O.ec6 ENERCALC, INC. 1983-2014, Auild:6.14.1,26Vec6.14.4,30 _____ - - Descripon: Crpts (1.12) Alternate Spread F ooling DESIGN SUMMARY Mm. Ratio jtem Applied Capacity Governing Load Combination PASS 0.9187 Sail Bearing 1.378 ksf 1.50 ksf +D+0.750Lr40.750L-.0.450W+H about Z- PASS 1.502 Overturning -X-X 15,246 k-ft 22.903 k-ft 0.60-0.7E PASS 1.513 Overturning - Z-Z 24.993 k-ft 37.804 k-ft 0.6D+0.7E PASS 2.133 Sliding - X-X 1.509k 3.218k 0.6D-0.7E PASS 2.918 Stiding - Z-Z 1.308k 3.818k 0.6D-0.7E PASS 31.612 Uplift 0.2898 k 9.161 k 40,600+0,70E PASS 0.5923 Z Flexure (-i-X) 13.787 k-ft 23.276 k-ft +1.20D+1.60Lr-'0.50W+1 .60H PASS 0.2453 Z Flexure (-X) 5.708 k-ft 23.276 k-ft +1.20D+O.50L+0.20S-1.0E+1.60H PASS 0.1368 X Flexure (-i-Z) 2.992 k-ft 21.874 k-ft +1.20D-0,50lj'0.50L+W+1,60H PASS 0.1260 X Flexure (-Z) 2.756 k-ft 21.874 k-ft +1.20D40.50L-0.20S-1,0E+1.60H PASS 0.2027 1-way Shear (+X) 15.199 psi 75.0 psi +1.20D+1.60Lr*0.50W+1.60H PASS 0.2027 1-way Shear (-X) 15.199 psi 75.0 psi +1.200'u-1.60Lr+0.50W+1.60H PASS 0.1182 1-way Shear (+Z)8.868 psi 75.0 psi +1.20D40,50Lr+0.50L+W+1.50H PASS 0.1110 1-way Shear (-Z) 8.324 psi 75.0 psi +1.20D+0,50L+0,20S-1.0E+1 SON PASS 0.3104 2-way Punching 46,564 psi 150.0 psi +1.20D+1.60Lr+0.50W+1.60H 20,34' (SLOPE DIMEN br'" gamm (l Ward) gamma 180 P(eewafd) 9amgja 0 P(Vndward) gamma1 _GAMMA= 180 I L-2 co I. .• ci - H - ___ L2=7.49 L1=12.77 (PROJECTED DIMENSION) 40'-5%" I - - - Bi CROSS SECTION - CARPORT: 13 3/161'O - - - -• - - - - - - - - - - - - - - ui I— = a —J 0 z C 0 Baja Construction Co., Inc. Page 40 223 Foster Street Martinez, CA 94553 (800) 366-9600 Roof Beams: (2) Cee 14" x2.5" x lOga Tributarywidth, Sbm :' 0.5(36.5'ft) SP TEE CROSS-SECTION B 1 (Crpt 13) Sbm = 18.25 ft (19.0'ft+ 9.61.R)2 shm 219.0•ft Sbm = 21,5411 critical Tributary depth, dbm 20.26-ft Tributaty Area: At := (Sbm)'(dbm) At = 436.41 ft' RI := if(At <20042, 1, if(At> 600.ft2,0.60, 1.2 - 0.001. At ft 2) Roof slope less than 4:12: R2 := 1.0 Lr := (R1)'(R2)'(RLL) Lr = 15.27psf wdl := (RDL)'Sbm wdl = 0.129k1f wil := (Lr)'sbm wil = 0.329k!f w:=(RDL+Lr)'sbm w=0.458k1f Wind La ad: Load Case A critical (positive wind pressures) Max, wind pressure, Pwindm = 22.80 psf RI = 0.764 Wwjfldrd := (0.6'PWindm + RDL)'Sbm Wwindward = 0.424k1f DL + LL controls. Beam cantilevers, L2 := 7.49-ft Li := 12.77'11 See pages to below CFS Version 10.0.0 Section: (2) Cee 14x2.5xloga Col-7.cfss Double Channel 14 x 2.5 x 12ga Rev. Date: 1/13/2017 1:25:47 PM Printed: 3/13/2017 9:18:38 AM Page 1 Section Inputs Material: A653 HSLAS Grade 55/2 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 55 ksi Tensile Strength, Fu 65 ksi Warping Constant Override, Cw 0 inA6 Torsion Constant Override, J 0 in4 Connector Spacing 0 in Right Channel, Thickness 0.135 in Placement of Part from Origin: X to left edge 3.5 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.000 270.000 0.12500 None 0.000 0.000 0.500 2 2.500 180.000 0.12500 Single 0.000 0.000 1.250 3 14.000 90.000 0.12500-Double 0.000 0.000 7.000 4 2.500 0.000 0.12500 Single 0.000 0.000 1.250 5 1.000 -90.000 0.12500 None 0.000 0.000 0.500 Left Channel, Thickness 0.135 in Placement of Part from Origin: X to right edge -3.5 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.000 -90.000 0.12500 None 0.000 0.000 0.500 2 2.500 0.000 0.12500 Single 0.000 0.000 1.250 3 14.000 90.000 0.12500 Double 0.000 0.000 7.000 4 2.500 180.000 0.12500 Single 0.000 0.000 1.250 5 1.000 270.000 0.12500 None 0.000 0.000 0.500 Full Section Properties Area 5.4350 in"2 Wt. 0.018479 k/ft Width 40.259 in CFS Version 10.0.0 Page 2 Section: (2) Cee 14x2.5xloga Col-7.cfss Double Channel 14 x 2.5 x 12ga Rev. Date: 1/13/2017 1:25:47 PM Printed: 3/13/2017 9:18:38 AM Ix 138.14 in"4 rx 5.0414 in [xy 0.00 in"4 Sx(t) 19.734 in"3 y(t) 7.0000 in a 0.000 deg Sx(b) 19.734 in'3 y (b) 7.0000 in Height 14.0000 in ly 92.64 in'4 ry 4.1286 in xo 0.0000 in Sy(1) 15.440 inA3 x(1) 6.0000 in yo 0.0000 in Sy(r) 15.440 inA3 x(r) 6.0000 in jx 0.0000 in Width 12.0000 in jy 0.0000 in Ii 138.14 inA4 ri 5.0414 in 12 92.64 in"l r2 4.1286 in IC 230.78 in"4 rc 6.5163 in Cw 144.13 in'6 Ia 230.78 in4 ro 6.5163 in J 0.033017 jA4 Fully Braced Strength - 2007 North American Specification - US (ASD) Material Type: A653 E{SLAS Grade 55 /2, Fy=55 ksi Compression Positive Moment Positive Moment Pao 99.14 k Maxo 610.67 k-in Mayo 381.96 k-in Ae 3.2447 in"2 Ixe 134.01 in"4 lye 78.22 in'4 Sxe(t) 18.542 in"3 Sye(1) 14.881 inA3 Tension Sxe(b) 19.786 jA3 Sye(r) 11.598 in'3 Ta 176.64 k Negative Moment Negative Moment Maxo 610.67 k-in Mayo 381.96 k-in Shear Ixe 134.01 in"4 lye 78.22 in'4 Vay 32.48 k Sxe(t) 19.786 in"3 Sye(l) 11.598 in'3 Vax 22.05'k Sxe(b) 18.542 jA3 Sye(r) 14.881 inA3 4Z CFS Version 10.0.0 Analysis: Array 13 Roof Beam (SP).cfsa Job #16-0340 Rev. Date: 3/13/2017 9:16:56 AM Printed: 3/13/2017 9:18:38 AM Page 1 4?I Analysis Inputs Members Section File 1 (2) Cee 14x2.5x10ga Col-7.cfss Start Loc. End Loc. Braced R (ft) (ft) Flange 1 0.000 12.820 None 0.0000 ex ey (in) (in) Revision Date and Time 1/13/2017 1:25:47 PM k4 Lm (k) (ft) 0.0000 12.820 1 0.000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYTRxRy 0.000 1.00 No 1.0000 2 XT 6.410 1.00 No 1.0000 3 XT 12;820 2.00 No 1.0000 Loading: Roof Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) . (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 12.820 -0.12900 -0.12900 k/ft Loading: Roof Live Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 12.820 -0.32900 -0.32900 k/ft Load Combination: Dead + Live Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Roof Dead Load 1.000 2 Roof Live Load 1.000 CFS Version 10.0.0 Page Analysis: Array 13 Roof Beam (SP).cfsa Job #16-0340 Rev. Date: 3113/2017 9:16:56 AM Printed: 3/13/2017 9:18:38 AM Member Check - 2007 North American Specification - US (ASD) Load Combination: Dead + Live Design Parameters at 0.000 ft, Right side: Lx 12.820 ft Ly 6.410 ft Lt 6.410 ft Kx 2.0000 Ky 1.0000 Kt 1.0000 Section: (2) Cee 14x2.5x10ga Col--7.cfss Material Type: A653 HSLAS Grade 55/2, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k4 0 k Red. Factor, R: 0 Lm 12.820 ft Loads: P Mx Vy 1'iy Vx (k) (k-in) (k) (k-in) (k) Total 0.000 -451.64 . 5.872 0.00 0.000 Applied 0.000 -451.64 5.872 0.00 0.000 Strength 56.530 578.78 32.483 337.29 22.052 Effective section properties at applied loads: Ae 5.4350 in'2 Ixe 138.14 in4 lye 92.64 in"4 Sxe(t) 19.734 jA3 Sye(l) 15.440 in"3 Sxe(b) 19.734 in"3 Sve(r) 15.440 in'3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.000 + 0.780 + 0.000 = 0.780 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.780 + 0.000 = 0.780 <= 1.0 WAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.547 + 0.033)= 0.761 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 EA lxx 64.00in2 Iyy = 96.00 in Ip = 160.00 in (polar) 2.22 n := 4.0-in c=5.66jri Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 Page 45 Crpt (13 SP) Beam to Column Connection. (6) 1"4A307 bolt each eec beam at 8" bolt pattern Allowable Bearingon 10ga: t:= 0.135-in Fu := 65.0•ksi d := 1.0- in Fp := 2.22-Fu Fp = 144.30ksi Pn := Fpd.t Pn = 19.48 kips Pa := -Pn - Pa = 8.775 kips Ob Allow. Bolt Shear, Va := 7.9-kips Properties -bolt pattern: m := 4.0. in ixx:= (4).(m)2 Iyy:= (6).(n) 2 Ip lxx + Iyy 2 1 2 c:=Jrn +n Unbalanced DL + LL Li = 12.770 ft L2= 7.490 ft wdl = 129.24 plf wit = 328.96 plf w:= wdl + wll w = 458.20 plf Mconn := (0.5 w.L22 - 05 Wd1Ll2) Pconn := (wdt.LI -f wL2) Vmax:= O.S.IMconnI . + 0.5.Pconn Ip 6 Mconn = 2.315ft.kips Pconn = 5.0821c1ps Vmax = 0.91 kips OK Mconn := (0.5.wdi.L22 - 0.5.w.L12) Pconn := (wL1 + wdlL2) Vmax:= 0.5 jMconn( •c 0.5-Pconn Ip 6 Mconn = —33.735 ft'kips Pconn = 6.819kips Vmax = 7.72 kips - O.K. Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 Crpt (13-SP) Column Loading: (2) Cee 12"x 3.5" x lOga boxed Column design height, Hcol := 11.78-ft Tributaries, s 0i = 21.54 ft d 0i = 20.26 ft LI = 12.77ft L2=7.49ft 'Total DL on column: RDL = 6.00psf Pdl := (RDL).(s 01).(d 01) MDL := 0.5.(RDL).(sCoj.(L12 - L22) MDL Equivalent horizontal load, Pdlho1, := - Hcol Total LL on column: Lr = I5.272psf P11 := (Lr).(s 01).(d,,) MLL 05.(Lr).(si).(L12) Equivalent horizontal load, 11hOrjZ := MLL - Hcol. Transverse Seismic La ad seismic response coefficient, Cs = 0.6135 W:= Pdl W = 2618.44 Ibf V:= Cs'W V= 1.606k1ps Mseis := (V)-(Hcol) Mseis = l8.924 ft- kips Horizontal Seismic Load Effect: redundancy factor, p := 1.3 Q:= V QE= 1.606kips Eh := P-Q. Eh = 2.088 kips M := Eh(Hcol) MEh = 24.601 ftkips Vertical Seismic Load Effect: From page 6, SDS = 0.767 Dead load, D:=W D=2618.441bf Ev := 0.2.SDS.D Ev = 0.402 kips Page 46 Pd! = 2.618 kips MDL = 6.913 ft-kips Pdlhoriz = 0.587kips P11 = 6.665kips MLL = 26.22 ft kips (unbalanced) 'horiz = 2.277 kips dead load on column seismic load on column Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 - Column Loads, cont.: Hcol = 11.78 ft roof slope, 9 := 5.0-deg Bldg. depth (sloped): Lt := 37.92-ft trtibutay width, s = 21.54 ft cl:= 6.71 .ft c2:= 3.46-ft Transverse wind load: Load Case A(positive) 'A.windward = 22.80psf FWA windward : (PAwindward(S COO (0.5Lt) FWAwindrd = 9.311 kips A.Ieeward = 5.70 psf FWA leeward (PA.1eerd)(Sco1)(0.5Lt) FWAleerd = 2.327kips Vertical wind component: YA := (FwA.WIfldW d + FWAjeeward)'C0s(0) PyA = 11.594kips Horizontal wind component: PXA : (FWA windward + FwAlward)sifl(0) PXA = 1.014kips Wind Moment, wind direction Gamma =0, Load Case A Wind moment, MOA := FWA,drd•C2 - lAleeward'tl MOA = 16.598 ftkips Wind Moment, wind direction Gamma= 180, Load CaseA Wind moment, M18OA := FWAIward62 - FWAdW$M.C! . MI8OA = —54.422 R. kips Transverse wind load Gamma=180. Load Case CONTROLS Equivalent horizontal load, FwflgoA MOA PWtransv190A = 1.409k1ps hod Page 47 Page 48 Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 Column Loads, cont: Hcol= 11.78R Lontudinal Seismic Load: seismic response coefficient, Cs = 0.6135 Building length, Lbldg := 21.54-ft Buildingdepth, Dbldg:= dbm Dbldg= 20.26ff Number of columns, n 01 := 1 Wtotal := RDL.(Lbldg)•(Dbldg) Wtotal = 2.62 kips Vtotal := CsWtotal Viota! = 1.606kips V:= Vtotal V = 1.61 kips ncol Mseis := (V).(Hcol) Mseis = 18.923 fikips total roof dead load total seismic load seismic per column Horizontal Seismic Load Effect: redundancy factor, p := 1.3 Q:= V Q= 1.606kips Eh:= PQE Eh=2.088kips M := Eh.(Hcol) MEb = 24.600ftkips Longitudinal 'Wind Load: Maximum wind pressure, PWindma,, = 22.798 paf (apply to 2'-0" vertical projection) d 0i = 20.26 ft Fw1ongit := (1Pwindm 4);(dco1)'(2.0.ft) Fw10 8 0,924 kips Mwindiongit := (Fwiongit) (Hcol) Mwindjongit = 10.882 ftkips - See pages 45 to 53 below. CFS Version 10.0.0 Section: Boxed 12x7xlOga.cfss (2) Cee 12 x 3.5 x lOga Boxed #16-0340 Rev. Date: 3/10/2017 10:58:06 AM Printed: 3/10/2017 11:05:25 AM Pagel I Section Inputs I Material: A653 HSLAS Grade 55/2 Apply strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 55 ksi Tensile Strength, Fu 70 ksi Warping Constant Override,Cw 0 in6 Torsion Constant Override, J 0 in'4 Connector Spacing C in Left Channel, Thickness 0.135 in Placement of Part from Origin: X to right edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.000 .270.000 0.12500 None 0.000 0.000 0.500 2 3.500 180.000 0.12500 Single 0.000 0.000 1.750 3 12.000 90.000 . 0.12500 Cee 0.000 0.000 6.000 4 3.500 0.000 0.12500 Single 0.000 0.000 1.750 5 1.000 -90.000 0.12500 None 0.000 0.000 0.500 Right Channel, Thickness 0.135 in Placement of Part from Origin: X to left edge 0 in Y to center of gravity . 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.000 -90.000 0.12500 None 0.000 0.000 0.500 2 3.500 0.000 0.12500 Single 0.000 0.000 1.750 3 12.000 90.000 0.12500 Cee 0.000 0.000 6.000 4 3.500 180.000 0.12500 Single 0.000 0.000 1.750 5 1.000 270.000 0.12500 None 0.000 0.000 0.500 CFS Version 10.0.0 Page 1 Section: Boxed 12x7x10ga.cfss (2) Cee 12 x 3.5 x lOga Boxed #17-0362 Rev. Date: 3/10/2017 7:15:51 AM Printed: 3/10/2017 11:05:25 AM Full Section Properties Area 5.4350 in"2 Wt. 0.018479 k/ft Width 40.259 in Ix 113.47 in'4 rx 4.5691 in Ixy. 0.00 in"4 Sx(t) 18.911 in"3 y(t) 6.0000 in a 0.000 deg Sx(b) 18.911 in"3 y(b) 6.0000 in Height 12.0000 in ly 44.50 in"4 ry 2.8615 in xo 0.0000 in Sy(1) 12.715 in"3 x(1) 3.5000 in yo 0.0000 in Sy(r) 12.715 in"3 x(r) 3.5000 in jx 0.0000 in Width 7.0000 in jy 0.0000 in Ii 113.47 jA4 rl 4.5691 in 12 44.50 inA4 r2 2.8615 in IC 157.97 inA4 rc 5.3912 in Cw 227.01 inA6 lo 157.97 in'4 ro 5.3912 in J 0.033017 inA4 Fully Braced Strength - 2007 North American Specification - US (ASD) Material Type: A653 HSLAS Grade 55/2, Fy=55 ksi Compression Positive Moment Positive Moment Pao 108.41 k Maxo 649.78 k-in Mayo 261.71 k-in Ae 3.5481 inA2 Ixe 110.01 jA4 lye 32.86 in"4 Sxe(t) 17.972 in'3 Sye(l) 11.469 inA3 Tension Sxe(b) 18.714 inA3 Sye(r) 7.946 jA3 Ta 185.23 k Negative Moment Negative Moment Maxo 649.78 k-in Mayo 261.71 k-in Shear Ixe 110.01 in"4 lye 32.86 in"4 Vay 38.14 k Sxe(t) 18.714 in'3 Sye(1) 7.946 irV'3 Vax 33.19 k Sxe(b) 17.972 jA3 Sye(r) 11.469 in"3 US Version 10.0.0 Analysis: Array 13 Col Trans Dir(SP).cfsa Paseo Del Norte Job #16-0283 Rev. Date: 3/10/2017 11:13:54 AM Printed: 3/10/2017 11:15:55 AM Page 1 Analysis Inputs Members Section File 1 Boxed 12x7xloga.cfss Start Loc. End Loc. Braced R (ft) (ft) Flange 1 0.000 12.280 None 0.0000 ex ey (in) (in) 1 0.000 0.000 Supports Revision Date and Time 3/10/2017 10:58:06 AM k Lm (k) (ft) 0.0000 12.280 Type Location Bearing Fastened (ft) (in) 1 XT 0.000 2.00 No 2 XYTRxRy 12.280 2.00 No Loading: Dead. Load K 1.0000 1.0000 Type Angle Start Loc, End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 12.280 2.618 2.618 k 2 Concentrated 90.000 0.500 NA 0.587 NA k Bearing Length 1.00 in I I CFS Version 10.0.0 ' Analysis: Array 13 Col Trans Dir(SP)cfsa Paseo Del Norte Job #16-0283 Rev. Date: 3/10/2017 11:13:54 AM Page 2 Printed: 3/10/2017 11:15:55 AM Loading: Roof Live Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 12.280 6.665 6.665 k 2 Concentrated 90.000 0.500 NA 2.277 NA k Bearing Length 1.00 in Loading: Wind Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 12.280 11.594 11.594 k 2 Concentrated 90.000 0.500 NA 1.409 NA k Bearing Length 1.00 in Loading: Earthquake Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude I 1 Concentrated 90.000 0.500 NA 2.088 NA k Bearing Length 1.00 in Load Combination: D+Lr I Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor Dead Load 1.000 I l 2 Roof Live Load 1.000 Load Combination: D+0.714E Specification: 2007 North American Specification - US (ASD) I Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 I 2 Earthquake Load 0.714 Load Combination: D+0.6W Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No I Loading Factor 1 Dead Load 1.000 2 Wind Load 0.600 Member Check - 2007 North American Specification - US (ASD) Load Combination: D+Lr Design Parameters at 12.280 ft, Left side: Lx 12.280 ft Ly 12.280 ft Lt 12.280 ft Kx 2.0000 Ky 1.0000 Kt 1.0000 I Section: Boxed 12x7xloga.cfss Material Type: A653 }ISLAS Grade 55/2, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex I Cmx 1.0000 Cmy 1.0000 ey Braced Flange: None k4 0 k Red. Factor, R: 0 Lm 12.280 ft I 0.0000 in 0.0000 in CFS Version 10.0.0 Analysis: Array 13 Col Trans Dir(SP).cfsa Paseo Del Norte Job #16-0283 Rev, bate: 3/10/2017 11:13:54 AM -I Page 3 Printed: 3/10/2017 11:15:55 AM Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 9.283 404.85 2.864 0.00 0.000 Applied 9.283 404.85 2.864 0.00 0.000 Strength 47.827 537.82 38.143 246.08 33.190 Effective section properties at applied loads: Ae 5.4350 in"2 Ixe 113.47 in"4 lye 44.50 inA4 Sxe(t) 18.911 in3 Sye(l) 12.715 in'3 Sxe(b) 18.911 in'3 Sye(r) 12.715 in"3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.194 + 0.787 + 0.000 = 0.981 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.086 + 0.753 ± 0.000 = 0.838 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.388 + 0.006)= 0.628 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 Member Check - 2007 North American Specification - US (ASD) Load Combination: D+0.714E Design Parameters at 12.280 ft, Left side: Lx 12.280 ft Ly 12.280 ft Lt 12.280 ft Kx 2.0000 Ky 1.0000 Kt 1.0000 Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/2, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k4 0 k Red. Factor, R: 0 Lm 12.280 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 2.618 293.72 2.078 0.00 0.000 Applied 2.618 293.72 2.078 0.00 0.000 Strength 47.827 537.82 38.143 246.08 33.190 Effective section properties at applied loads: Ae 5.4350 in"2 Ixe 113.47 in'4 lye 44.50 in"4 Sxe(t) 18.911 in"3 Sye(l) 12.715 j'3 Sxe(b) 18.911 in"3 Sye(r) 12.715 in'3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.055 + 0.553 + 0.000 = 0.608 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.024 + 0.546 + 0.000 = 0.570 <= 1.0 NAS Eq. 'C3.3.1-1 (Mx, Vy) Sqrt(0.204 + 0.003)= 0.455 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)=.0.000 <= 1.0 Member Check - 2007 North American Specification - US (ASD) Load Combination: D+0.6W Design Parameters at 12.280 ft, Left side: Lx 12.280 ft Ly 12.280 ft Lt 12.280 ft T(v (lflflfl V, 1 .noon K1- 1 CFS Version 10.0.0 Analysis: Array 13 Col Trans Dir(SP).cfsa Paseo Del Norte Job #16-0283 Rev. Date: 3/10/2017 11:13:54 AM Printed: 3/10/2017 11:15:55 AM Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/2, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex Cmx 1.0000 Cmy 1.0000 ey Braced Flange: None 0 k Red. Factor, R: 0 Lm 12.280 ft Loads: P Mx Vy My (k) (k-in) (k) (k-in) Total 9.574 202.48 1.432 0.00 Applied 9.574 202.48 1.432 0.00 Strength 47.827 537.82 38.143 246.08 Effective section properties at applied loads: Ae 5.4350 in"2 Ixe 113.47 in"4 lye Sxe(t) 18.911 in"3 Sye(l) Sxe(b) 18.911 in3 Sye(r) Page 4 0.0000 in 0.0000 in vx (k) 0.000 0.000 33.190 44.50 inA4 12.715 in'3 12.715 inA3 Interaction Equations NAS Eq. C5.2.1-1 (P. Mx, My) 0.200 + 0.394 + 0.000 = 0.595 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.088 + 0.376 + 0.000 = 0.465 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.097 + 0.001)= 0.314 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 CFS Version 10.0.0 Analysis: Arrays 13 Col Longit Dir(SP).cfsa Paseo del Norte Job #16-0283 Rev. Date: 3/10/2017 11:03:16 AM Printed: 3/10/2017 11:06:01 AM Page 1 Analysis Inputs Members Section File 1 Boxed 12x7x10ga.cfss Start Loc. End Loc. Braced R (ft) (ft) Flange 1 0.000 12.280 None 0.0000 ex ey (in) (in) 1 0.000 0.000 Supports Revision Date and Time 3/10/2017 10:58:06 AM ko Lm (k) (ft) 0.0000 12.280 Type Location Bearing Fastened K (ft) (in) 1 YT 0.000 2.00 No 1.0000 2 XYTRxRy 12.280 2.00 No 1 .0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 12.280 2.6180 2.6180 k CFS Version 10.0.0 Page IAnalysis: Arrays 13 Col Longit Dir(SP).cfsa Paseo del Norte Job #16-0283 Rev. Date: 3/10/2017 11:03:16 AM Printed: 3/10/2017 11:06:01 AM Loading: Longit. Seismic Load Type Angle Start Loc. (deg) (ft) 1 Concentrated 0.000 0.500 End Loc. Start End (ft) Magnitude Magnitude NA 2.0880 NA k Bearing Length 1.00 in Loading: Longit Wind I Type 1 Concentrated Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 0.000 0.500 NA 0.9240 NA k Bearing Length 1.00 in Load Combination: D+0.714E Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Longit. Seismic Load 0.714 Load Combination: D+0.6W Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 Member Check -2007 North American Specification - US (ASD) Load Combination: D+0.714E Design Parameters at 12.280 ft, Left side: Lx 12.280 ft Ly 12.280 ft Lt 12.280 ft Kx 1.0000 Ky 2.0000 Kt 1.0000 Section: Boxed 12x7xloga.cfss Material Type: A653 HSLAS Grade 55/2, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Crux 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k 0 k. Red. Factor, R: 0 Lm 12.280 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 2.618. 0.00 0.000 210.74 1.491 Applied 2.618 0.00 0.000 210.74 1.491 Strength 47.827 422.19 38.143 261.71 33.190 Effective section properties at applied loads: Ae 5.0396 in2 Ixe 113.18 in'4 lye 39.48 inA4 Sxe(t) 18.864 in"3 Sye(1) 12.219 in Sxe(b) 18.864 in"3 Sye(r) 10.473 in-3 Interaction Equations WAS Eq. C5.2.1-1 (F, Mx, My) 0.055 + 0.000 + 0.832 = 0.886 <= 1.0 WAS Eq. C5.2.1-2 (P, Mx My) 0.024 + 0.000 + 0.805 = 0.829 <= 1.0 WAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 WAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.648 + 0.002)= 0.807 <= 1.0 CFS Version 10.0.0 Analysis: Arrays 13 Col Longit Dir(SP)cfsa Paseo del Norte Job #16-0283 Rev. Date: 3/10/2017 11:03:16 AM I Page 3 9271 Printed: 3/10/2017 11:06:01 AM Shear flow between parts due to: Vertical Shear Horizontal Shear Between parts 1 and 2 0.0000 k/ft 2.8249 k/ft Member Check - 2007 North American Specification - US (ASD) Load Combination: D+0.6W Design Parameters at 12.280 ft, Left side: Lx 12.280 ft Ly 12.280 ft Lt 12.280 ft Kx 1.0000 Ky 2.0000 Kt 1.0000 Section: Boxed 12x7xl0ga.cfss Material Type: A653 HSLAS Grade 55/2, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k4 0 k Red. Factor, R: 0 Lm 12.280 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 2.618 0.00 0.000 0.00 0.000 Applied 2.618 0.00 0.000 0.00 0.000 Strength 47.827 422.19 38.143 261.71 33.190 Effective section properties at applied loads: Ae 5.4350 in'2 Ixe 113.47 in"4 lye 44.50 inA4 Sxe(t) 18.911 in'3 Sye(l) 12.715 in"3 Sxe(b) 18.911 in"3 Sye(r) 12.715 in"3 Interaction Equations NAS Eq. C5.2.1-1 (F, Mx, My) 0.055 + 0.000 + 0.000 = 0.055 <= 1.0 WAS Eq. C5.2.1-2 (P, Mx, My) 0.024 + 0.000 + 0.000 = 0.024 <= 1.0 WAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 WAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 I I I I I I I I I I I I I I I I I II I Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 Page 58 Column Required Embedment: I MDL + M1 ( = 33.735 ft. kips (MDL + 0.6.MO A( = 16.871 ftkips (MDL + 0.6.MI8Q A( = 25.741 ft- kips (MDL + C0.(0.714M)( = 28.868ft.kips (MDL O(0.714MEh)( = 15.043ft•kips Minax := 33.735-ft-kips Load factor ..................................................... LF:= 1.7 LF.(Mrnax) = 57.35 ft.kips AC1318-11 Section 10.14: Strength reduction factor ..............................4) := 0.65 Concrete Strength .......................................... fc:= 2500-psi Design bearing strength ...............................Fbrg: 4)(0.85fc) Fbrg =l.38kS Column flange width ......................................b 01 := 7.0-in w:= (Fb).(bCOI) w = 116025.00 ptf Required column embedment: dreqd := dd = 21 in Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 Pier Footing: 24"4 x 1Oi8tt deep Hcol = 11.78ff Mmax = 33.73 5 ft. kips Equivalent Point Load, Mmax 2.86 kips Hcol psf Allowable lateral bearing pressure .........................Sa = 100.00 (on l.5 pier diameter) ft Pole diameter (or diagonal) ..................................... ..b := 24.0-in r:= O.S•b Structure is not adversely affected by 1/2" ground motion - use twice value of Sa Unconstrained pier embedment depth ...................Dunconst 10.67-ft Si 2Sa U0fl5t . s1 = 711.33 psI Page 59 r= 12.001n 2.34.P A:= A=4.71ft S1. b dunconst 4.36•Hcol" := + ~2 ( j A J Check Pier Footing for Vertical Loads (DL+LL): Max. Vertical Load .... ............ P := PdJ + P11 P = 9.28 kips Allowable soil bearing pressure, SBP0110 = 1500.00 psf Allow. Skin Friction .............Ff SBPaiiow 6 Pier Capacity .........................Cap := it•b.Ff Friction capacity ..................F (Cap)'(Dunconst - l.O.ft) (neglect top 1.0 ft) = 10.48ff Ff = 250.00 psf Cap 1570.80 plf F=15.l9kips -. O.K. Check Pier Footing for Uplift Loads (DL+Wmd). B.windward = —20.898psf 1B.Ieeward = —1.900psf UpliftA := I(0.6111.wjndward + 0.67.RDL) + (0.6PB leeward + 0.67.RDL)I Weight of footing ................ Wftg:= (145.pcf).(lr.r2).(Dunconst) Wftg = 4.86.kips Wftg - = - O.K. (upliftA) UpliftA = 1.23 kips Title Block Line j Project Title: You can change this area Engineer: using the'Settings" menu item Project Descr: and then using the 'Printing & Title Block selection. Title Block Line 6 General Footing File= Description: Crpt (13-SP) Alternate Spread Fooling Project ID: - ftteck 13 MAR 2017, 9:53AM A-CALC-18SPSSS-116-O34-116-O34O.ec6 INC. 1983-2014. 8uild:6.14.1.26. Ver6.14.4.30 Code References Calculations per ACi 318- 11, 1 B 2012. CBC 2013, ASCE 7-10 Load Combinations Used: ASCE7-10 General Information Material Properties Soil Design Values f : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy: Rebar Yield = 40.0 ksi Increase Bearing By Fooling Weight = No Ec: Concrete Elastic Modulus = 2850.0 ksi Soil Passive Resistance (for Sliding) = 100.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.250 q Values Flexure 0.90 Shear = Analysis Settings 0.750 Increases based on tooting Depth Footing base depth below soil surface = 2.0 ft Min Steel % Bending Reinf. Allowable pressure increase per foot of depti= 0.0 ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Mm, Overturning Safety Factor = 1.50 : 1 Mm. Sliding Safety Factor = 1.50 : 1 Increases based on footing plan dimension Add Ftg WI for Soil Pressure : Yes Allowable pressure increase per foot of depi 0.0 ksf Use fig WI for stability, moments & shears : Yes when maximum length or width is greater4 0.0 II Add Pedestal WI for Soil Pressure : No Use Pedestal wt for stability, mom & shear No Dimensions - Width parallel to X-X Axis = 8.250 ft Length parallel to Z-Z Axis = 6.0 ft Footing Thicknes 26.0 in Pedestal dimensions... px : parallel to X-X Axis = 0.0 in pz: parallel to Z-Z Axis 0.0 in Height 0.0 in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 13.0 in Reinforcing I 813 Bars parallel to X-X Axis Number of Bars - 11 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 15 Reinforcing Bar Slz = # 5 ,....... Bandwidth Distribution Check (ACI 15,4.4.2) I V Direction Requiring Closer Separationig Z-Z Axis - # Bars required within zone 84.2% # Bars required on each side of zone 15.8% Applied Loads V D Lr L S W E H P: Column Load 2.618 6.665 0.0 0.0 11.594 0.4020 0.0k 08: Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 - 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 10.882 24.60 0.0 k-ft M-zz = V _6.913 26.822 0.0 0.0 54.422 24.601 0.0 k-ft - V-x = 0.0 0.0 0.0 0.0 1.014 2.088 0.0k V-z = 0.0 0.0 0.0 0.0 0.9240 2.088 0.0 k Title Block Line I You can change this area using the"Settings" menu item and then using the 'Printing & Tile Black' selection. General Footing Project Title: Engineer: Project ID: Project Descr: Punted: 13 MAR 2017, 0:52M4 File = C:\Users'daDOCUME-1CA1C-1tBSPSSS--I\16.034-11&.034Oec6 ENERCALC, INC. 1983-2014, Bwld:6.14.1.26, Ver.6,14.4.30 Description: Crpt (13-SP) Alternate Spread Fooling DESIGN SUMMARY - Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.9147 Soil Bearing 1.372 ksf 1.50 ksf 900,750Lr40,750L+0.450W41 about Z-.' PASS 1.540 Overturning - X-X 21.231k-ft 32.705 k-ft 0.60-0.7E PASS 1.527 Overturning - Z-Z 60,767 k-ft 92.794 k-ft 0.6D+W PASS 2.638 Sliding - X-X 1,462 k 3.855 k 0.6D-0.7E PASS 2.945 Silding - Z-Z 1.462k 4.305k 0.60-0.7E PASS 38.740 Uplift 0.2814 k 10.902 k 40,601])+O.70E PASS 0.6406 Z Flexure (+X) 13.713 k-fl 21.405 k-fl +1.200+1.60Lr40.50W+1.60H PASS 0.2529 Z Flexure (-X) 5,414 k-ft 21.405 k-ft +1.20D-+0.50L-+0.20S-1.OE-*-1.60H PASS 0.1940 X Flexure (+Z) 4.120 k-ft 21.234 k-ft +1.20D.0.5OLr.+0.50L+W+1,60H PASS 0.1781 X Flexure (-Z) 3.782 k-ft 21.234 k-ft +1.20D-e0.50L40,205-1,0E+1,60H PASS 0.1998 1-way Shear (+X) 14.989 psi 75.0 psi +1.20D+1.60Lr40.50W+1.60H PASS 0.1998 1-way Shear (-X) 14.989 psi 75,0 psi +1.20D+1.60Lr+0.50W+1.60H PASS 0.1494 1-way Shear (-i-Z) 11.204 psi 75.0 psi +1.20D0.50Lr-e0,50L+W+1.60H PASS 0.1382 1-way Shear (-Z) 10.368 psi 75.0 psi +1.20D+0.50L40.20S-1.0E-u-1.60H PASS 0.3699 2-way Punching 55.491 psi 150.0 psi -'-1.20D+1.60Lr+0.50W+1.60H 10.00' Max CLR. HT. + (>1 I MecaWind Std v2.2.7.0 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com Date : 3/10/2017 Project No. : 416-0340 Company Name : Baja Construction Co. Designed By : Engineer Address : 223 Foster Street Description : Description City : Martinez Customer Maine : Customer State CA Proj Location : Location File Location: C:\Users\daojlo\Docujnents\A-CALCS & DWG TEME'LATSS\BSP SSS -BRACE SGLE POST SOLAR\16- 0340 BSP-SS Sdeg dn & SF OP SS(NEWER)\16-0340(40.5ft).wnd Input Parameters: Directional Procedure Open Building (Ch 27 Part 1) Basic Wind Speed(V) 110.00 mph Structural Category = II Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Alpha = 9.50 Zg = 900.00 ft At 0.11 Bt = 1.00 Ant 0.15 Bin 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft Pitch of Roof = 1.05 : 12 Slope of Roof (Theta) 5.00 Deg D: Roof Len along Ridge = 105.00 ft L: Horizontal Width = 40.50 ft h: Mean Roof Mt = 14.00 ft Type of Roof MONOSLOPE Gust Factor Calculations Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zn: 0.6*14t 15.00 ft lzm: Cc*(33/Zm)'+0.167 = 0.23 Lzm: 1(Zm/33)Epsi1oa = 427.06 ft Q: (1/(1+0.63*((B+Et)/Lzm)0.63))0.5 = 0.92 Gust2: 0.925*((1+1.73.zm*3.4*0)/(1+1.7*3.4*1zm)) = 0.88 Gust Factor Summary Not a Flexible Structure use the Lessor of Gusti or Gust2 = 0.85 Open Building-Monoslope Roof per Figure 27.4-4: L .0.5 L O5L I CNI Normal to Ridge - Open Building - Monoslope Roof per Figure 27.4-4: Gamma = 0 degrees, Clear Wind Flow Load Cnw Cnl Windward Wind Pres.Leeward Wind Pres. Case paf pef --------------------------------------------------------------- A 1.200 0.300 22.798 5.699 B -1.100 -0.100 -20.898 -1.900 2 !u I12 3 3 Notes - Normal to Ridge Normal to Eave - Open Building - .fonoslope Roof per Figure 27.4-4: Gamma = 180 degrees, Clear Wind Flow Load Cnw Ciii Windward Wind Pree.Leeward Wind Pres. Case psf psf --------------------------------------------------------------- A 1.200 0.300 22.798 5.699 B -1.100 -0.100 -20.898 -1.900 Notes - Normal to Rave Along Ridge - Open Building - Monoslope Roof per Figure 27.4-4: Gamma = 90 degrees, Clear Wind Flow Length Along Roof Angle Load Cn Wind Press Along Ridge Ridge of Roof (Theta) Case psf psf ----------------------------------------------------------------- <= 14.0 Theta<=45 deg A -0.800 -15.199 B 0.800 15199 >14.0&<=2*14.0 Theta<=45 deg A -0.600 -11.399 B 0.500 9.499 >2*14 Theta<=45 deg A -0.300 -5.699 B 0.300 5.699 Notes - Along Ridge Wind Pressure on Components and Cladding (Ch 30 Part 5) I 1 1 1 ( I / I I I L - - ~r nosjupe Roof All pressures shown are based upon STRENGTH Design, with a Load Factor of 1 Width of Pressure Coefficient Zone 'a" = = 4.05 ft Description Width Span Area Zone Cn Cn Max P Min P ft ft ft"2 Max Min psf psf ----------------------------------------------------------------------- Zone 1 1.00 1.00 1.0 1 1.47 -1.30 27.86 -24.70 Zone 2 1.00 1.00 1.0 2 2.20 -1.97 41.80 -37.36 Zone 3 1.00 1.00 1.0 3 2.93 -390 55.73 -74.09 Zone 3 Roof Purli 3.39 19.00 120.3 3 1.47 -1.30 27.86 24.70 Zone 3 Roof Purli 3.39 10.00 33.9 3 2.20 -1.97 41.80 -37.36 Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 Roof Beams: (2) Cee 14" x 2 1/2" x lOga (19.0.11+ 9,41.ft)2 Sbm Sbm 2I.24ft 2-19-ft tributary depth, dbm := 40.53.11 TributaiyArea: At := (Sbm)•(dbm) Page 65 DP TEE CROSS-SECTION B (Crpt 13) DP TEE CROSS-SECTION B ('@ Cantilevered end Frame) At = 860.87112 RI if(At < ( 2200.112,1,ifl At> 60O ft ,O.60,1.2—o.001. At- L ft Roof slope less than 4:12: R2:= 1,0 Lr:= (Ri)-(R2).(RLL) Lr= 12.00 psf wdl (RDL)'Sbm wdl = 127.44p1f wil := (Lr)'sbm wJI = 254.88 plf w := (RDL + Lr).sbm w = 382.32p1f RI = 0.600 Load Each Cee Section 0.5w= 191.16 plf Beam simns: DL+ LL Left cantilever, Lieft := 12.55-ft Right cantilever, Lrjght 12.76.11 Center span, Lctr := 15.21-ft Max. Positive Wind Pressures (MWFRS) Awjnd4 = 22.80psf -A.Ieeward = 5.70 psf assume windward pressure full length - - ---' I w := 06 A.windward + RDL wp, = 417.98 plf 0.5w 05 = 208.99 plf WPOS := (0.6PA eewar,J + RDL)(Sbm) w 05 = 200.07 plf 0.5w = 100.04 plf Max. Negative Wind Pressures (MWFRS): Bwjndward = —20.90 psf Wngg I(0.6P windward 0.67RDL)(sbm)I Wneg =351.71plf Beamspans: DL+ Wind Left cantilever, Lieft := 12.60.11 Right cantilever, := 12.82.11 Centerspan, Lctr:= 15.26.11 See pages below O.SWneg = 175.86 plf Project Name: 16-0340 DP Page 1 of 2 Model: Roof Beams (OP 21.24 cant. bay trib) Date: 03/10/2017 Code: 2012 NASPEC [AISI Si 00-2012] Simpson Strong-Tie® CFS Designer' 1.5.0.0 RI R2 12.60 15.26 12.82 Sloped/Partial Loads Case Xl ft W(XI) lb/ft X2 ft W(X2) lb/ft 1 0.00 209.0 20.34 209.0 2 20.34 100.0 40.68 100.0 Section: Cee 14 x 2.5 x lOga Single C Stud Fy = 55.0 ksi Maxo = 25436.0 Ft-Lb Moment of Intertia, I = 68.98 lnA4 Va = 16245.1 lb Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations F1tirI and flpflci*nn (hg.tk Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 16589.6 0,652 10590.8 Mid-Pt 22304.8 0.475 1.000 1J302 Span 16589.6 0.652 11618.8 Mid-Pt 19361.1 0.600 0.150 U1221 Right Cantilever 8218.3 0.323 5244.7 Mid-Pt 22108.5 0.237 0.673 L1457 Distortional Buckling Check Span K-phi Lm Brac Mad Mmax/ lb-in/in in Ft-Lb Ma-d Left Cantilever 200.00 151.2 24510.5 . 0.677 Span 200.00 183.1 24510.5 0.677 Right Cantilever 200.00 153.8 24510.5 0.335 Combined Bendinci and Web Crionlin Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? RI 4574.4 2,50 8869.9 14635.3 16589.6 0.67 NO R2 1711,3 2.50 8869.9 14635.3 8218.3 0.30 NO Combined BendinQajd Shear Reaction or Vmax Mmax Va V + M Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Intr. RI 2633.3 16589.6 1.00 . 0.16 0.65 0.67 R2 1282.9 8218.3 1.00 0.08 0.32 0.33 SIMPSON STRONG-TIE COMPANY INC. www.strongtle.com Project Name: 16-0340 OP Model: Roof Beams (DP 21.24' cant. bay trib) Code: 2012 NASPEC [AISI SI00-2012] Within Span (unstiffened) Unpunched Location, X M(X) '1(X) Span (ft) (Ft-Lb) (lb) Left Cantilever 12.60 -16589.6 -2633.3 Span 12.60 -16589.6 1941.1 Right Cantilever 27.86 -8218.3 1282.9 Page 2 of 2 Date: 03110/2017 Simpson Strong-Tie® CFS DesignerTM 1.5.0.0 Punched Location, X M(X) V(X) Intr. (ft) (Ft-Lb) (Ib) Intr. 0.45 N/A N/A N/A N/A 0.44 N/A N/A N/A N/A 0.11 N/A N/A N/A N/A LI SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: 16-0340 DP Page 1 of 1 Model: Roof Beams (DP 121 f4bay trib) - (DL+LL) Date: 03/10/2017 Code: 2012 NASPEC [AlSI SI00-20121 Simpson Strong-Tie'l CFS Designer 1.5.0.0 Section: Ceo 14 x 2.5 x lOga Single C Stud Maxo = 25436.0 Ft-Lb Moment of Intertia, I = 68.98 in4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Fy=55.0ksi Va =16245.1 lb - .---. Mmax Mmaxi Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 15054.1 0.592 9610.5 None 14762.8 0.651 1.439 L/209 Span 15562.1 0.612 11908.9 Mid-Pt 19237.1 0.619 0.263 L/694 Right Cantilever 15562.1 0.612 9934.9 None 14319.7 0.694 1.503 L/204 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmaxl lb-in/in in Ft-Lb Ma-d Left Cantilever 0.00 150.6 24144.6 0.623 Span 0.00 182.5 24144.6 0.645 Right Cantilever 0.00 153.1 24144.6 0.645 Combined Bendine and-Web Crioolin Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? RI 3819.4 2.50 8869.9 14635.3 15054.1 0.59 NO R2 3926.4 2.50 8869.9 14635.3 15562.1 0.61 NO Combined Bending and Shear Reaction or Vmax Mmax Va v + M Pt Load (lb) (Ft-Lb) Factor VIVa M/Ma Intr. RI 2399.1 15054.1 1.00 0.15 0.59 0.61 R2 2439.2 15562.1 1.00 0.15 0.61 0.63 SIMPSON STRONG-TIE COMPANY INC. www.slrongtfa.com Project Name: 16-0340 DP Page lofl Model: Roof Beams (DP 21.24 cant. bay t(b) Date: 03/10/2017 Code: 2012 NASPEC [AISI SI 00-2012] Simpson Strong-Tie6 CFS Designer T11 1.5.0.0 Section Designation: Coe 14 x 2.5 x lOga Single C Stud - - - -- - INPUT PROPERTIES: Web Height = 140000 in Steel Thickness = Top Flange = 2.5000 in Inside Corner Radius Bottom Flange = 2.5000 in Yield Stress, Fy = Stiffening Lip = 1.0000 in Fy With Cold-Work, Fya = OUTPUT PROPERTIES: Effective Section PropertIes, Strong Axis Neutral Axis from Top Fiber (Ycg) Moment of Inertia for Deflection (lxx) Section Modulus (Sxx) Allowable Bending Moment (Ma) Allowable Distortional Buckling Moment (Mda) at K4 = 0 Gross Section Properties-of Full Section, Axis Neutral Axis from Top Fiber (Ycg) Moment of Inertia (lxx) Cross Sectional Area (A) Radius of Gyration (Rx) Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face Gross Moment of Inertia (lyy) Radius of Gyration (Ry) Other Section Property Data Member Weight per Foot of Length Allowable Shear Force in Web (Unpunched) Pao for use in Interaction Equation C5-2 Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) St. Venant torsion Constant (J x 1000) Warping Constant (Cw) Radii of Gyration (Re) Torsional Flexural Constant (Beta) Warping Torsional Properties a(inA3) Sxx(lip)(1nA3) Wn(1)(inA2) Wn(2)(in"2) Wn(3)(1nA2) Wn(4)(inA2) 109.3 10.7561 13.1472 10.0942 -6.3011 6.3011 Location (1) and (6) are tip of compression and tension lip respectively Location (2) and (5) are flangellip corner of compression and tension side respectively Location (3) and (4) are flange/web corner of compression and tension side respectively 0.1350 in 0.1250 in 55.0000 ksl 55.0000 ksi 7.2277 in 68.9751 inA4 9.2680 inA3 25436.04 Ft-Lb 24144.61 Ft-Lb 7.0000 in 69.0554 n'14 2.7175 inA2 5.0410 in 0.5451 in 1.8504 inA4 0.8252 In 9.2470 lb/ft 16245.13 lb 49570 lb -1.3865 in 16.5087 1n44 75.5686 in A6 5.2929 1nA6 0.9314 Wn(5)(in'2) Wn(6)(inA2) -10.0942 -13.1472 SIMPSON STRONG-TIE COMPANY INC. www.strongtle.com Page 70 Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 Beam to Column Connection: (4) 3/4" 4) A 307 bolts Lctr= 15.26ft LIeft = 12.60 ft L igjt 12.82ft Rbm := WPOS + Rbm = 7.73 kips Half load each ccc section: V:= 05bm V= 0.97kips perbolt 4 Allowable Bearing on 1ga (beam/cot); t := 0.07-in Fu := 65.0ksi d := 0.75. in Lb := 2.22 Fp := 2.22-Fu Fp = 144.30 ksi Pn:= Fpd.t Pn7.58kips Pn - Pa .= - Pa = 3.411 kips Qb Allow. Bolt Shear, Va := 4.4-kips - O.K. Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 Page 71 ptumn Loading: (2)12 x 3.5 x lOga Boxed TYPICAL CANTILEVERED AND INFERIOR FRAMES Column design height, Hcol := 13.1 1.ft high side critical Tributarywidth, s 0t := 21.24-ft tributary depth, d := 20.26-ft TributaryArea: At := (s 01).(d 01) At = 430.32 ft2 Ri := iflAt <200•ft2, 1,iflAt> 600ft2,0.60, 1.2 - o.00i..At i1 RI = 0.770 L ft2)) Roof slope less than 4:12: R2:= 1.0 Lr := (Ri) .(R2) . (RLL) Lr = 15.39 psf DL on column, Lctr := 15.21-ft L1ft:= 12.76-ft Pdl := RDL(scoj)(0.5Lctr + Lief,) Pdl = 2.595 kips MDL := 0.0-ft-kips LLoncolumn PH := (Lr).(scoi).(O.5Lctr + Lieft P11 = 6.659k1ps 0.0 ft•kips Seismic Load (per column —transverse: seismic response coefficient, Cs = 0.614 W:= Pd1 W=2.595kips V:=Cs•W . V=1.592kips Mseis := (V).(Hcol) Mseis 20.874 ft- kips Horizontal Seismic Load Effect: redundancy factor, p := 1.3 QE:=V Q=1.592kips Eh := PQE Eh = 2.070 kips Eh.(Hcol) MEh = 27.136 ft. kips Vertical Seismic Load Effect: From page 7 SDS = 0.767 Dead load, D := W D = 2595.32 lbf Ev := 0.2. SDS.D Ev = 0.398 kips dead load on column seismic load on column Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 Column Loading, cont: Column design height, Hcol = 13.11 ft roof slope, 0 := 5,0-deg Overall length (sloped), Lt := 29.64-ft s 1 = 21.24 ft Positive Wind Loads: Gamma 0,. Load Case A: Windward pressure, A.windward = 22.80 psf 'windward := PAwdward(s1)(0.5Lt) 'windward = 7.176kips :Leeward pressure, 1A.1eeward = 5.70 psf '21eeward := "A.leeward' (s 0i)o.sLt) 2Ieeward = 1.794kips Windward pressure applied to column at high side: Vertical wind component: Pl fldW dCOS(0) PYwind.pos.A = 7.149 kips Hrizontal wind component: PXwjfld pos A : (P1WjfldWard)Sin(0) PXWindPOSA = 0.625kips Moment to column: MwindPOsA := Pxwifld.PoS.A.(Hcol) Mwindpo3 A = 8.200 ft•kips Negative lMnd Loads: Gamma 0, Load Case B: Windward pressure, Bwindwd = —20.90psf '1windward := PB wndward(Sco1)(0.5Lt) ''windward = —6.578kips Leeward pressure, B.Jward = —1.90 psf 2Ieeward := PBjeeward (s 01).(o.s.Lt) = 0.598 kips Windward pressure is applied to column athigh side: Vertical wind component: 'Ywind.neg.B := (P1wjndwai.d)c0s(0) PYwind.neg.B = —6.553 kips Horizontal wind component: PXwind.neg.B (P1windward)sin(0) PXwjnd negB = —0.573 kips Moment to column: Mwindneg. wind.neg.B(H0l) Mwlfldneg.B = 7.516ftkips Page 72 Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 Page 73 Check Longitudinal Lateral Loads (weak-axis): Hcol=13.11ft d 0i=20.26ft Dead Load +LiveLoad Dead load on column, Pd! = 2.595kips MDL = 0.000ftkips Wind Load: Max wind pressure, windward := 22.798psf (apply to 2'-O" vertical projection) 1 ongit := (IPwndwardI)(6.91R + 7.9lft)(2.0ft) Fwiongit = 0.68 kips MWfld]ongit := (Fw10 ).(HcoI) Mwindi0 = 8.859ft•kips total wind load load per column Seismic Load (per column: seismic response coefficient, Cs = 0.614 Pdliongit := (RDL)(20.26.tt 114.67ft) Pdliongit = 13.94kips W:= 0.17Pdliongit W = 2.370 kips V:= Cs•W V= 1.454 kips Mseis= (V)•(Hcol) Mseis 19.059ftkips Hojizontat Seismic Load Effect: redundancy factor, p := 1.3 QE := V Q€ = 1.454kips Eh:= P'QE Eh= 1.890 kips MEb := Eh.(Hcol) MFh = 24.777 ft. kips 6 columns resisting dead load on each column seismic load on each column Ii NI CFS Version 10.0.0 Section: Boxed 12x7xloga.cfss (2)Cee 12x3.5x10ga Boxed #16-0340 Rev. Date: 3/10/2017 10:58:06 AM Page 1 Printed: 3/10/2017 3:02:04 PM ( Section Inputs Material: A653 HSLAS Grade 5512 Apply strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 55 ksi Tensile Strength, Fu 70 ksi Warping Constant Override, Cw 0 in'6 Torsion Constant Override, J 0 in"4 Connector Spacing 0 in Left Channel, Thickness 0.135 in Placement of Part from Origin: X to right edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1.000 270.000 0.12500 None 0.000 0.000 0.500 2 3.500 180.000 0.12500 Single 0.000 0.000 1.750 3 12.000 90.000 0.12500 Cee 0.000 0.000 6.000 4 3.500 0.000 0.12500 Single 0.000 0.000 1.750 5 1.000 -90.000 0.12500 None 0.000 0.000 0.500 Right Channel, Thickness 0.135 in Placement of Part from Origin: X to left edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.000 -90.000 0.12500 None 0.000 0.000 0.500 2 3.500 0.000 0.12500 Single 0.000 0.000 1.750 3 12.000 90.000 0.12500 Cee 0.000 0.000 6.000 4 3.500 180.000 0.12500 Single 0.000 0.000 1.750 5 1.000 270.000 0.12500 None 0.000 0.000 0.500 Full Section Properties • Area 5.4350 in-2 Wt. 0.018479 k/ft Width 40.259 in I I I I CFS Version 10.0.0 Page 2 Section: Boxed 12x7xloga.cfss (2) Cee 12 x 3.5 x lOga Boxed #16-0340 Rev. Date: 3/10/2017 10:58:06 AM Printed: 3/10/2017 3:02:04 PM Ix 113.47 in"4 rx 4.5691 in Ixy 0.00 in"4 Sx(t) 18.911 inA3 y(t) 6.0000 in a 0.000 deg Sx(b) 18.911 io"3 y(b) 6.0000 in Height 12.0000 in ly 44.50 in"4 ry 2.8615 in xo .0.0000 in Sy(1) 12.715 in"3 x(1) 3.5000 in yo 0.0000 in Sy(r) 12.715 in'3 x(r) 3.5000 in jx 0.0000 in Width 7.0000 in jy 0.0000 in Ii 113.47 jA4 rl 4.5691 in 12 44.50 inA4 r2 2.8615 in IC 157.97 irlA4 rc 5.3912 in Cw 227.01 inA6 lo 157.97 in4 ro 5.3912 in J 0.033017 in'4 Fully Braced Strength- 2007 North American Specification - US (ASD) Material Type: A653 HSLAS Grade 55/2, Fy=55 ksi Compression Positive Moment Positive Moment Pao 108.41 k Maxo 649.78 k-in Mayo 261.71 k-in Ae 3.5481 in"2 Ixe 110.01 in"4 lye 32.86 in"4 Sxe(t) 17.972 in"3 Sye(1) 11.469 in'3 Tension . Sxe(b) 18.714 inA3 Sye(r) 7.946 in'3 Ta 185.23 k Negative Moment Negative Moment Maxo 649.78 k-in Mayo 261.71 k-in Shear Ixe 110.01 inA4 lye 32.86 in"4 Vay 38.14 k Sxe(t) 18.714 inA3 Sye(1) 7.946 jA3 Vax 33.19 k Sxe(b) 17.972 in"3 Sye(r) 11.469 in"3 US Version 10.0.0 Analysis: Array 13 Col Trans Dir(DP end).cfsa Paseo Del Norte Job #16-0283 Rev. Date: 3/1312017 8:39:00 AM Printed: 3/13/2017 8:40:20 AM Page 1 -7. Analysis Inputs Members Section File 1 Boxed 12x7x10ga.cfss Start Loc. End Loc. Braced R (ft) (ft) Flange 1 0.000 13.610 None 0.0000 ex ey (in) (in) 1 0.000 0.000 Supports Revision Date and Time 3/10/2017 10:58:06 AM k4 Lm (k) (ft) 0.0000 13.610 Type Location (ft) 1 XT 0.000 2 XYTRxRy 13.610 Loading: Dead Load Bearing Fastened (in) 2.00 No 2.00 No K 1.0000 1.0000 Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 13.610 2.5950 2.5950 k 2 Concentrated 90.000 0.500 NA 0.0000 NA k Bearing Length 1.00 in 151 CFS Version 10.0.0 Page 2 Analysis: Array 13 Col Trans Dir(DP end).cfsa Paseo Del Norte Job #16-0283 Rev. Date: 3/13/2017 8:39:00 AM Printed: 3/13/2017 8:40:20 AM 1 Loading: Roof Live Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 13.610 6.6590 6.6590 k 2 Concentrated 90.000 0.500 NA 0.0000 WA k Bearing Length 1.00 in Loading: Wind Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 13.610 7.1490 7.1490 k 2 Concentrated 90.000 0.500 NA 0.6250 NA k Bearing Length 1.00 in Loading: Earthquake Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 0.500 NA 2.0700 NA k Bearing Length 1.00 in Load Combination: D+Lr Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Roof Live Load 1.000 Load Combination: D+0.714E Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 2 Earthquake. Load 0.714 Load Combination: D+0.6W Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No - Loading Factor 1 Dead Load . 1.000 2 Wind Load 0.600 Member Check - 2007 North American Specification - US (ASD) U Load Combination: D+Lr Design Parameters at 13.610 ft, Left side: Lx 13.610 ft Ly. 13.610 ft Lt 13.610 ft - Kx 2.0000 Ky 1.0000 Kt 1.0000 Section: Boxed 12x7xloga.cfss . I Material Type: A653 I-{SLAS Grade 55/2, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k4 0 k Red. Factor, R: 0 - Lm 13.610 ft . .1 CFS Version 10.0.0 Page 3 Analysis: Array 13 Col Trans Dir(DP end)cfsa Paseo Del Norte Job #16-0283 Rev. Date: 3/13/2017 8:39:00 AM Printed: 3/13/2017 8:40:20 AM Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 9.254 0.00., 0.000 0.00 0.000 Applied 9.254 0.00 0.000 0.00 0.000 Strength 41.259 537.82 38.143 237.93 33.190 Effective section properties at applied loads: Ae 5.4350 in"2 Ixe 113.47 ±n'4 lye 44.50 in"4 Sxe(t) 18.911 in"3 Sye(l) 12.715 in"3 Sxe(b) 18.911 in'3 Sye(r) 12.715 in'3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.224 + 0.000 + 0.000 = 0.224 <= 1.0 WAS Eq. C5.2.1-2 (P, Mx, My) 0.085 + 0,000 + 0.000 = 0.085 <= 1.0 WAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 WAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 Member Check -2007 North American Specification - US (ASD) Load Combination: D+0.714E Design Parameters at 13.610 ft, Left side: Lx 13.610 ft Ly 13.610 ft Lt 13.610 ft Kx 2.0000 Ky 1.0000 Kt 1.0000 Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/2, Fy=55 ksi . Cbx 1.0000 Cby 1.0000 ex 0.0000 in I Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k+ 0 k I Red. Factor, R: 0 Lm 13.610 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 2.595 232.52 1.478 0.00 0.000 I Applied 2.595 232.52 1.478 0.00 0.000 Strength 41.259 537.82 38.143 237.93 33.190 .Effective section properties at applied loads: I Ac 5.4350 in"2 Ixe 113.47 in"4 lye 44.50 inA4 Sxe(t) 18.911 in"3 Sye(1) 12.715 inA3 Sxe(b) 18.911 in"3 Sye(r) 12.715 in'3 I Interaction Equations • WAS Eq. C5.2.1-1 (F, Mx, My) 0.063 + 0.439 + 0.000 = 0.502 <= 1.0 WAS Eq. C5.2.1-2 (P, Mx, My) 0.024 + 0.432 + 0.000 = 0.456 <= 1.0 I WAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.128 + 0.002)= 0.360 <= 1.0 WAS Eq; C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 I Member Check - 2007 North American Specification - US (ASD) Load Combination: D+0.6W Design Parameters at 13.610 ft, Left side: I Lx 13.610 ft Ly 13.610 ft Lt 13.610 ft Kx 2.0000 Ky 1.0000 Kt 1.0000 US Version 10.0.0 Page 4 Analysis: Array 13 Cot Trans Dir(DP end).cfsa Paseo Del Norte Job #16-0283 Rev. Date: 3/13/2017 8:39:00 AM Printed: 3113/2017 8:40:20 AM Section: Boxed 12x7xloga.cfss Material Type: A653 HSLAS Grade 55/2, Fy55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k4 0 k Red. Factor, R: 0 Liii 13.610 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 6.884 58.99 0.375 0.00 0.000 Applied 6.884 58.99 0.375 0.00 0.000 Strength 41.259 537.82 38.143 237.93 33.190 Effective section properties at applied loads: Ae 5.4350 in"2 Ixe 113.47 inA4 lye 44:50 in"4 Sxe(t) 18.911 in"3 Sye(1) 12.715 in'3 Sxe(b) 18.911 inA3 Sye(r) 12.715 in"3 Interaction Equations NAS Eq. C5.2.1-1 (P,, Mx, My) 0.167 + 0.114 + 0.000 = 0.281 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.064 + 0.110 + 0.000 = 0.173 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.008 + 0.000)= 0.091 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 CFS Version 10.0.0 Analysis: Arrays 13 Col Longit Dir(DP end).cfsa Paseo del Norte Job #16-0283 Rev. Date: 3/13/2017 8:33:58 AM Printed: 3/13/2017 8:35:18 AM Page 1 Analysis Inputs Members Section File 1 Boxed 12x7xloga.cfss Start Loc. End Loc. Braced R (ft) (ft) Flange 1 0.000 13.610 None 0.0000 ex ey (in) (in) 1 0.000 0.000 Supports Revision Date and Time 3/10/2017 10:58:06 AM Lm (k) (ft) 0.0000 13.610 K 1.0000 1.0000 Type Location (ft) 1 YT 0.000 2 XYTRxRy 13.610 Loading: Dead Load Type 1 Axial Bearing Fastened (in) 2.00 No 2.00 No Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude NA 0.000 13.610 2.5950 2.5950 k CFS Version 10.0.0 Analysis: Arrays 13 Col Longit Dir(DP end).cfsa Paseo del Norte Job #16-0283 Rev. Date: 3/1312017 8:33:58 AM Page 2 Printed: 3/13/2017 8:35:18 AM Loading: Longit. Seismic Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 0.000 0.500 NA 2.0700 NA k Bearing Length 1.00 in Loading: Longit Wind Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 0.000 0.500 NA 0.6800 NA k Bearing Length 1.00 in Load Combination: D+0.714E Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: Np Loading Factor 1 Dead Load 1.000 2 Longit. Seismic Load 0.714 Load Combination: 0+0.6W Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 Member Check - 2007 North American Specification - US (ASD) Load Combination: D+0.714E Design Parameters at 13.610 ft, Left side: Lx 13.610 ft Ly 13.610 ft Lt 13.610 ft Kx 1.0000 Ky 2.0000 Kt 1.0000 Section: Boxed 12x7x10ga.cfss Material Type: A653 HSLAS Grade 55/2, Fy=55 ksi Cbx 1.0000 Cby 1.0000 -ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k4 0 k Red. Factor, R: 0 Lm 13.610 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 2.595 0.00 0.000 232.52 1.478 Applied 2.595 0.00 0.000 232.52 1.478 Strength 41.259 352.34 38.143 260.96 33.190 Effective section properties at applied loads: Ac 4.9991 in"2 Ixe 113.09 in"4 lye 38.92 in"4 Sxe(t) 18.848 in'3 Sye(l) 12.159 in"3 Sxe(b) 18.848'in"3 Sye(r) 10.244 in3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.063 + 0.000 + 0.927 = 0.990 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.024 + 0.000 + 0.891 = 0.915 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.789 + 0.002)= 0.890 <= 1.0 CFS Version 10.0.0 Page 3 Analysis: Arrays 13 Col Longit Dir(DP end).cfsa Paseo del Norte Job #16-0283 Rev. Date: 3/13/2017 8:33:58 AM Printed: 3/13/2017 8:35:18 AM Shear flow between parts due to: Vertical Shear Horizontal Shear Between parts 1 and 2 0.0000 k/ft 2.8005 k/ft Member Check - 2007 North American Specification - US (ASD) Load Combination: D+0.6W Design Parameters at 13.610 ft, Left side: Lx 13.610 ft Ly 13.610 ft Lt 13.610 ft Kx 1.0000 Ky 2.0000 Kt 1.0000 Section: Boxed 12x7xlOga.cfss Material Type: A653 HSLAS Grade 55/2, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k 0 k Red. Factor, R: 0 Lm 13.610 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 2.595 0.00 0.000 0.00 0.000 Applied 2.595 0.00 0.000 0.00 0.000 Strength 41.259 352.34 38.143 260.96 33.190 Effective section properties at applied loads: Ae 5.4350 in"2 Ixe 113.47 in"4 lye 44.50 in"4 Sxe(t) 18.911 in"3 Sye(1) 12.715 inA3 Sxe(b) 18.911 inA3 Sve(r) 12.715 in'3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.063 + 0.000 + 0.000 = 0.063 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.024 + 0.000 + 0.000 = 0.024 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 WAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 Pier 24"4 pier 8'-3" Hcol= 13.11 ft MDL + MLLI = 0.000ftkips MDL + 0.614windposAj = 4.920 ft. kips MDL + 0.614WindiIeg.13 = 4.510ftkips MDL + no.0.714seisl = 18.265 ft- kips (MDL—fo..7MseisI = 18.265ftkips 0.6Mwindjongit = 5.32 ftkips Mmax 18.265-ft-kips Equivalent Point Load, p 1max Hcol Page 83 P= 1.39 kips Allowable lateral bearing pressure ......................Sa = 100.00 psf ft Pole diameter (or diagonal) ....................................b 24.0-in Structure is not adversely affected by 1/2" ground motion - use twice value of Sa Unconstrained pier embedment depth ................ Dunconst := 8.25-ft S1 := 2.S8. Dunconst S1 = 550.00 psf A 2.34.P A = 2.96 ft S1.b dunConst (1 .- j;-+ 4.36.Hcf , ) = 8.16 ft Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 Check Pier Footing for Vertical Loads (DL+LL: Max. Vertical Load ................P Pdl + P11 , P = 9.25 kips Allowable soil bearing pressure, SBP8110 = 1500.00 psf Allow. Skin Friction .............Ff SBPaiiow - - Ff = 250.00 psf 6 Pier Capacity .........................Cap := it•bFf Cap = 1570.80 plf Frictioncapacity ..................F:= (Cap).(Dunconst— 1.0-ft) F= 11.39 kips O.K. (neglect top 1.0 ft) Check Pier Foothg for Uplift Loads (DL+Wind): B.windward = —20.898psf PBA,emwd = —1.900psf UPliftA := (o.6•PBWIfloWd + 0.67.RDL)I .(s 01).(d 01) Uplift = 3.67 kips Weight of footing .... . ........... Wg := (145.pcf).(1L.r2.(Dunconst) Wftg = 3.76 kips Wftg+F413 O.K. (upliftA) Page 84 I Page 85 I Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 Required column embedment: Loadfactor ......................................... ............ LF :z 1.7 Maximum moment: Mmax = 18.265 ftkips LF.(Mmax) = 31.05 ft. kips AC1318-11 Section 10.14: Strength reduction factor ..............................4) : 0.65 Concrete Strength .......................................... fc:= 2500-psi Design bearing strength ............................... Fbrg := 4).(0.85.fc) Fbrg 1.38 ksi Column flange width .........................................:= 7.0. in w:= (F rg •(b) w= 116025.00 plf Required column embedment: dd=15ifl rIrr, Title Block Line 1 You can change this area using the Setfings° menu item and then using the "Printing & Title Block selection. General Footing Project Title: Engineer: Project ID: Project Descr: Pitniet 13 MAR 2017, l00JAM File = C;Usedani!oDOCUME-M-CALC-V2SPSSS-1t16-034-1l6.0340.ec5 ENERCAIC, INC. 1983-2014, euild:6.14.1.26. Vei;6.14,4,30 Description: Crpt (13-OP) Alternate Spread Footing Code References Calculations per ACI 318-11, (BC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE7-10 General Information Material Properties Soil Design Values ft: Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy: Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance (for Sliding) 100.0 pcI Concrete Density 145.0 pcI Soil/Concrete Friction Coeff. 0.250 p Values Flexure 0.90 Shear Analysis Settings = 0.750 Increases based on footing Depth Footing base depth below soil surface = 2.0 ft Min Steel % Bending Reinf. = Allowable pressure increase per fool of depll= 0.0 ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Mm. Overturning Safety Factor = 1.50 : Mm. Sliding Safely Factor 1.50 : 1 Increases based on footing plan dimension Add Fig WI for Soil Pressure : Yes Allowable pressure increase per fool of dept = 0.0 ksf Use fig WI for stability, moments & shears : Yes when maximum length or width is grealer4 0.0 It Add Pedestal WI for Soil Pressure No Use Pedestal wt for stability, mom & shear : No Dimensions Width parallel to X-X Axis = 8.0 ft Length parallel to Z-Z Axis = 6.0 ft ___ ________________ Footing Thlcknes = 260 in i I i I i T I I ITJ I Pedestal dimensions... px : parallel to X-X Axis 0.0 in pz : parallel to Z-Z Axis : 0.0 in Height - 0.0 In Rebar Centerline to Edge of Concrete.. at Bottom of footing = 13.0 in Reinforcing I, 810' J Bars parallel to X-X Axis Number of Bars - 11 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 15 Reinforcing Bar Szi = I 5 Bandwidth Distribution Check (ACt 15.4.4.2) Direction Requiring Closer Separalionig Z-Z Axis # Bars required within zone 85.7% # Bars required on each side of zone 14.3% pplied Loads 0 Lr L S W E H P: Column Load = 2.595 6,659 0.0 0.0 7.149 0.3980 0.0k OB : Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 8.859 24.777 0 k-ft = 0.0 0.0 0.0 0.0 8.20 27.136 0.0k-fl M-zz -x = 0.0 0.0 0.0 0.0 0.6250 2.070 0.0 k z = 0.0 0.0 0.0 0.0 0.680 1.890 0.0k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the 'Settings' menu item Project Descr: / and then using the Printing & Title Block' selection. Title Block Line 6 PrInted 13 MAR 2017. 1001AM General Footing File 'A Description: Crpt (13-DP) Alternate Spread Footing DESIGN SUMMARY Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.5413 Soil Bearing 08120 ksf 1.50 ksf 0.60D-0.70E+0.601-1 about X-X axis PASS 1,512 Overturning -X-X 21.046 k-ft 31.815 k-ft 0.60-0.7E PASS 1.825 Overturning - Z-Z 23.249 k-ft 42.420 k-ft 0.6D-0,7E PASS 2.610 Sliding -X-X 1.449 k 3.782 k 0.6D-0.7E PASS 3.161 Sliding - Z-Z 1.323 k 4.182 k 0.6D-0,7E PASS 38.065 Uplift 0,2786 k 10.605 k +0,60D40.70E PASS 0.2945 Z Flexure (+X) 6.304 k-ft 21.405 k-ft +1.200+1,6QLr40.50W+1.60H PASS 0.2859 Z Flexure (-X) 6.121 k-ft 21.405 k-ft +1.20D+0.50L'.20S-1.0E+1.60H PASS 0.1780 X Flexure (i-Z) 3.894 k-ft 21.874k-ft +1.20D40.50L-'-0.20S+E+1,60H PASS 0.1755 X Flexure (-Z) 3.839 k-ft 21.874 k-ft +1 ,20D40.50L-0.20S-1,OE+1,60H PASS 0.1851 1-wayShear(+X) 13.883 psi 75.0 Psi +1.200+1.60Lr-'0.50W+1.60H PASS 0.1851 1-way Shear (-X) 13.883 psi 75.0 psi ..-1,20D-i-1.6OLT+0.50W+1.60H PASS 0.1423 1-way Shear (+Z) 10.672 psi 75.0 psi 4-1.200-+0.50L40.20S+E+1.60H PASS 0.1403 1-way Shear (-Z) 10.526 psi 75.0 psi +1.200'+0.501-+0.20S-1,OE+1,60H PASS. 0.3417 2-way Punching 51.259 psi 150.0 psi +1.200+1.60Lr-"0.50W+1.60H Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 Roof Beams: (2) Ccc 14" x 2 1/2" x 12ga 19.0.ft Page 88 DP TEE CROSS-SECTION B (@hiteiior bay frames) (Crt13) tributaiy depth, dbm 40.53-ft Tributaty Area: At := (sbm)(dbm) At = 770.07 ft " — R1:=i(At<200.ft231if(At>600.ft230 60 1 2 - 0.001. At)I Roof slope less than 4:12: R2:= 1.0 Lr := (R1).(R2).(RLL) Lr = 12.00psf wdl : (RDL)Sbm wdl = 114.00 plf wil := (Lr).sbm wil = 228.00 plf w := (RDL + Lr).sbm w = 342.00 plf RI = 0.600 Load Each Cee Section 0.5w= 171.00 plf Beam spans: DL+ LL Left cantilever, Lieft := 12.55-ft Right cantilever, Lright := 12.76-ft Center span, Lctr := 15.21-ft Max. Positive Wind Pressures (MWFRS: Pkwindwald = 22.80 psf assume windward pressure fill! length - - - °6 Wpc := A.windwad + RDL,jSbm) wPOS = 373.90 plf 0.5w 0 = 186.95 plf 'A.Jeeward = 5.70 psf w 0 := (0.6PA1eew d + RDL)(Sbm) w 0 = 178.97 plf = 89.48 plf Max. Negative Wind Pressures (MWFRS): PBwindd = —20.90 psf Wneg : I(0.6PB windwad - 0.67RDL)(sbm)I Wneg = 314.62 Of Beamspans: DL+ Wind Leftcantilever, LIft:= 12.60-ft Right cantilever, Light : 12.82-ft Center span, Lctr := 15.26-ft See pages below O.SWneg = 157.31 p11 Project Name: 16-0340 DP Page 1 of Model: Roof Beams (DP t.t4interi(:bay trib) Date: 03/13/2017 Code: 2012 NASPEC [AISI S100-20121 Simpson Strong-Tie® CFS Designer 1.5.0.0 Slope Loads Case X1 ft W(XI) lb/ft X2 ft 1 0.00 187.0 20.34 2 20.34 89.5 40.68 Section: Cee 14 x 2.5 x 12ga' Single C Stud Maxo = 18884.0 Ft-Lb Moment of Intertia, I = 53.11 in"4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations W(X2) lb/ft 187.0 89.5 Fy = 55.0 ksi Va =7609.6 lb Flexural and Deflection Check Deflection Mmax Mmaxl Mpos Bracing Ma(Brc) Mposl Span Ft-Lb Maxo Ft-Lb (In) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 14840.1 0.786 9473.9 Mid-Pt 16650.0 0.569 1.162 L1260 Span 14840.1 0.786 10393.4 Mid-Pt 14501.3 0.717 0,174 U1051 Right Cantilever 7350.8 0.389 4691.1 Mid-Pt 16506.9 0.284 0.781 U394 Distortional Bucklinqieck Span K-phi Lm Brac Ma-d Mmax/ lb-in/In In Ft-Lb Ma-d Left Cantilever 200.00 151.2 17698.3 0.839 Span 200.00 183.1 17698.3 0.839 Right Cantilever 200.00 153.8 17698.3 0.415 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? RI 4092.0 2.50 5339.2 8809.7 14840.1 0.89 YES R2 1530.6 2.50 5339.2 8809.7 7350.8 0.39 NO Qgmbind Bending and Shear Reaction or Vmax Mmax Va V + M Pt Load (lb) (Ft-Lb) Factor VNa M/Ma intr. RI 2355.6 14840.1 1.00 0.31 0,79 0.84 R2 1147.4 7350.8 1.00 0.15 0.39 0.42 SIMPSON STRONG-TIE COMPANY INC. www.slrongtle.com Project Name: 16-0340 OP Page 2 of 2 Model: Roof Beams (OP interio6ay trib) Date: 03/13/2017 Code: 2012 NASPEC [AISI S1002Q12] Simpson Strong-Tie® CFS Designer 1.5.0.0 Within Span (unstiffened) Unpunched Location, X M(X) Span (ft) (Ft-Lb) Left Cantilever 12.60 -14840.1 Span 12.60 -148.40.1 Right Cantilever 27.86 -7350.8 Punched V(X) Location, X M(X) V(X) (Ib). Intr. (ft) (Ft-Lb) (lb) Intr. -2355.6 0.71 N/A N/A N/A N/A 1736.5 0.67 N/A N/A N/A N/A 1147.4 0.17 N/A N/A N/A N/A SIMPSON STRONG-TIE COMPANY INC. www.strongtle.com Project Name: 16-0340 DP Page 1 of 1 Model: Roof Beams (OP 19.0 bay trib) - (DL+LL) Date: 03/13/2017 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie® CFS Designer" 1.5.0.0 171.00 171.00 171.00 Ri R2 12.55 15.21 12.76 Section: Cee 14 x 2.5 x 12ga Single C Stud Maxo 18884.0 Ft-Lb Moment of Intertia, 1= 53.11 in'4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations lAflir1I and flgf1gfinn Chgs,4r Fy=55.0ksi Va = 7609.6 lb Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (In) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 13466.5 0.713 8597.0 None 10987.3 0.782 1.671 1/180 Span 13920.9 0.737 10652.9 Mid-Pt 14412.2 0.739 0.305 1/598 Right Cantilever 13920.9 0.737 8887.1 None 10684.5 0.832 1.746 1/175 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-In/in in Ft-Lb Ma-d Left Cantilever 0.00 150.6 17054.6 0.790 Span 0.00 182.5 17054.6 0.816 Right Cantilever 0.00 153,1 17054.6 0.816 Combined BenthnqandjNeb Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? RI 3416.6 2.50 5339.2 8809.7 13466.5 0.78 NO R2 3512.3 2.50 5339.2 8809.7 13920.9 0.80 YES Combined Bending and Shear Reaction or Vmax Mmax Va v + ivt Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Intr. RI 2146.1 13466.5 1.00 0.28 0.71 0.77 R2 2182.0 13920.9 1.00 0.29 0.74 0.79 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: Model: Roof Beams (DP J6,),0 interio bay trib) Code: 2012 NASPEC [AISI SIOO-2012J4 Page 1 of 1. Date: 03/10/2017 Simpson Strong-Tie® CFS Designer1M 1.5,0.0 Section Designation: Coe 14 x 25 x 12ga Single C Stud INPUT PROPERTIES: Web Height= 14.0000 in Steel Thickness = Top Flange = S 2.5000 in Inside Corner Radius Bottom Flange = 2.5000 in Yield Stress, Fy = Stiffening Lip = 1.0000 in Fy With Cold-Work, Fya 0.1050 In 0.1250 in 55.0000 ksi 55.0000 ksi OUTPUT PROPERTIES:. Effective Section Properties, Strong Axis Neutral Axis from Top Fiber (Ycg) Moment of Inertia for Deflection (lxx) Section Modulus (S)x) Allowable Bending Moment (Ma) Allowable Distortional Buckling Moment (Mda) at K4 0 Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) Moment of Inertia (lxx) Cross Sectional Area (A) Radius of Gyration (Rx) Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face Gross Moment of Inertia (lyy) Radius of Gyration (Ry) Other Section Property Data Member Weight per Foot of Length Allowable Shear Force In Web (Unpunched) Pao for use in Interaction Equation C5-2 Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) St. Venant torsion Constant (.1 x 1000) Warping Constant (Cw) Radii of Gyration (Ro) Torsional Flexural Constant (Beta) Warping _Torsional Properties a(inA3) Sxx(Iip)(ln*3) Wn(1)(inA2) Wn(2)(lnA2) Wn(3)(inA2) 143.0 7.9468 13.3549 10.2086 -6.4306 Wn(4)(inA2) 6.4306 7.4537 In 53.1137 inA4 6.8806 InA3 18883.99 Ft-Lb 17054.63 Ft-Lb 7.0000 in 54.5463 in4 2.1289 inA2 5.0618 in 0.5413 In 1.5001 inA4 0.8394 in 7.2442 lb/ft 7609.58 lb 35327 lb -1.4144 in 7.8237 inA4 61.2937 inA6 5.3223 inA6 0.9294 Wn(5)(inA2) Wn(6)(inA2) -10.2086 -13.3549 Location (1) and (6) are tip of compression and tension lip respectively Location (2) and (5) are flange/lip corner of compression and tension side respectively Location (3) and (4) are flange/web corner of compression and tension side respectively SIMPSON STRONG-TIE COMPANY INC. www.strongtle.com Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 Beam to Column Connection: (4) 3/4" 4) A 307 bolts Lctr= 15.26 ft LIeft = 12.60 ft Lright 12.8211 Rbm := max(w,w s,wng).(0.5.Lctr + Lieft) Rbm = 6.92 kips Half load each cee section: V := := O.SRbm V = 0.86 kips per bolt 4 Allowable Bearingpn 12ga (beam/col): t:= 0.07-in Fu := 65.0ksi d := 0.75-in := 2.22 Fp := 2.22-Fu Fp = 144.30 ksi Pit := Fp.d.t Pn = 7.58 kips Pn- Pa := Pa=3.4lkips Ob Allow. Bolt Shear, Va:= 4.4•kips O.K. Page 93 k-city Carlsbad Print Date: 03/29/2018 : . Permit No: PREV2017-0146 Job Address: 2600 Gage Dr . . . .. Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Closed - Finaled Parcel No: 2081951100 Lot #: . Applied: 07/11/2017 Valuation: $ 0.00 Reference #: .. .. Issued: 07/25/2017. Occupancy Group: , . Construction Type Permit 03/29/2018 Finaled: U Dwelling Units: - . . Bathrooms: . Inspector: Bedrooms: Orig. Plan Check Final Plan Check U: .. Inspection:- Project Title: Description: SHAPELL: DECREASED FOOTING SIZE Applicant: . Owner: , . Contractor: ALLIANCE LAND PLANNING AND ENGINEERING SHAPELL PORTOLA LLC HOME ENERGY SYSTEMS INC INC . ELIZABETH SHOEMAKER ' -8383 Wilshire Blvd 5980 Fairmount Ave, 105 2248 Faraday Ave . Beverly Hills, CA 90211-2400 * SAN DIEGO, CA 92010 Carlsbad, CA 92008-7208 . . 323-988-7590 619-692-2015 760-431-9896 FEE . AMOUNT MANUAL BUILDING PERMIT FEE . . .. . - .- $187.50 Total Fees $ 187.50 Total Payments To Date $ 187,50 Balance Due $0.00 1635 Faraday Avenue, CarlsbadCA 9008-7314 760602-2700 I.760-602-8560f I www.carlsbadca.g0v Cit of PLAN CHECK REVISION Development Services y 1635 Faraday Avenue Carlsbad cr APPLICATION Building Division B-15 760-602-2719 www.carlsbadca.gov pROr1-9tk Plan Check Revision No. \ Original Plan Check No. Q130— 2.011 01 81 Project Address b- C'f\\c Date'"! i\ Ph_%00) Fax Email Contact Address General Scope of Original plans prepared by an architect or engineer, 1 . Elements revised: J \Plans ja Calculations LI Soils Li Energy fl Other 2. Describe revisions in detail 3. List page(s) where each revision is shown 4 List revised sheets that replace existing sheets Does this revision, in any way, alter the exterior of the project? El Yes No Does this revision add ANY new floor area(s)? LI Yes No Does this revision affect any fire related issues? LI Yes No - S. Is this a complete set? jYes LI No -5S ianature 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602- 27 19 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbacica.gov EsGil Corporation ' In Partnership with government for Building Safety DATE: 7/19/17 U APPLICANT AS J URIS. JURISDICTION: ilsbad TJ (U PLAN REVIEWER U FILE PLAN CHECK NO.: CBC2017-0131 (PREV 2017-0146) SET: REV 1, SET I PROJECT ADDRESS: 2600 Gage Dr. PROJECT NAME: Revised Foundation for Solar PV Modules The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. LIII 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 contated: Telephone #: Date contacted: (by.4M5 Email: Mail Telephone Fax In Person REMARKS: / By: Chuck Mendenhall Enclosures: EsGil Corporation EGA [:1 EJ E MB LI PC 7/13/17 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 1 . ... . - i , Carlsbad CBC2017-0131 (PREY 2017-0146) 7/19/17 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO CBC2017-0131 (PREV2O17-0146)' . PREPARED BY Chuck Mendenhall:,DATE 7/19/17 BUILDING ADDRESS: 2600 Gage Dr.' BUILDING OCCUPANCY :,,U BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod.' VALUE ($) . Rev Fdn NA . Hrly. •. __________ ___________ _____________ Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance 'v i r I J 1.1Eit'J I Type of Review , LI Complete Review :i Structural Only LI Other LI Repetitive Fee .. . Repeats Hourly 1-. , 1.51 Hrs. @ -EsGil Fee-'. I_$150.00I * Based on hourly rate Comments: N/A _in addition to th"e abo?anddonaI_fee hour @LJtiE ) fpthe CG reenrevj Sheet 1 of. 1 4 .- . macvalue doc + 1 Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 Addendum... New Pier & Spread Footing Sizes per Soils Report Solar Support Structures (BSP & DP) #16-0340 Portola Senior @ Robertson Ranch 2600 Gage Drive, Carlsbad. C for: HESSOLAR A -Rev 16/22L171 with Soils Report Page I/tjs Job /116-0340-A Portola Senior 03f09I017 Design Criteria: (2016 CBC) Risk Category .......................... importance Factoi..........................................1= 1.0 Use: AltemativeBasic Load Combinations. (Section 1605.3.2) Roof Live Load ............................................... RLL := 20.0psf Basic 'Wind Speed (ultimate ........................110 mph Wind Exposure ............................................. C ASD Wind. Factor .......................................... (no stress increase) Seismic design category . .............................. D 06-22-2017 Site class ............................................. ............. ..D A11owab1e Stresses Frames, purlins ....................... . ....... ............ Fy := 55.0•ksi ' Fb := 3.0ksi Per Soils Report: LGC Valley, inc /Geotechnical Consulting (Dec B,2015 Allowable Soil Bearing Piessure ..... ...... SBPaiio , := 2000 psf Allowable Lateral Bearing Presu!:e......5a : S0•pcf Concrete ................................................... f'c := 2500-psi at 28 days Reinforcements ................ ........... . ........... ASTM A615,- Grade 40 (mm.) Dead Loads: Solar panels and connection acce . .............. RDLI 2.75.psf Roofpurlins. ................................................. .RDL2:= 1.12psf Framing ........................................................ R.DL3 := 1.63psf MISC. ...................................... .RDL4:= 0.5psf Total Dead Load, RDL RDL1 + RDL2 ± RDL3 i- RDII4 :RDL = 6.00 psf pT2OV1-OI -D ae12onot3 I Baja Construction Co., Inc. Page '2 223 Foster Street Martinez, CA 94553 (800) 366-9600 Crpts (1 thru 12) Piei Footing 24"4 x 76t deep Hcol=11.61t1 Mmax = 34 019 ft kips Equivalent Point.Load Mmaic = 2'.93 kips Hcol AllOwable lateral bearing pressure ..........PSI .................S= 250.0O (on 1.5pierdiarneter) ft Pole diameter (or diagonal) ................................... b := 240in r:= 0.5•b r= 12.00 in Structüreis not adversely affected by 1/2'groundmoion use twicevalueof Sa Unconstrined pier embedment depth ................... Dunconst:=7.5ft. Duncons S1 := 2Sa: S1250.0psf A:= 2.34•P A 174 S1•b U ( + + 4.36.Hcol) dLmcoijst 7.4ft Check Pier Footing for Vertical Loads (DL+LL) Max.Vertical Load ................P Pd! +P11 P = 9.45 kips: Allowable soil bearing pressure, al SBPj0 ='2000.0.0 psi SBPaiiov Allow. Skin FictiOn .............Ff Ff 333.33 psf Pier Capacity ......................... Cap := n•bFf Cap = 2094.40 plf Friction capacity ....... ...........F := (Cap)•(Dunôonst - 1.0-ft) F = 13.61 kips - O.K. (neglect top 1.0 ft) Check Pier Footing for Uplift Loads (DL+Wmd): B.windward = —20.898psf F1eewarcj1900P UpliftA : 10.6PB wi6dward + 0.67.RDL) + (0.6P leeward + o.671WL)I (scot)(0.5dcoi) tJPIiftA = 127 kips Weight of footing ............. ....Wftg:= (145.pcf).(7i.?).(1?undonst) Wftg = 3.42kips W1Ig .= 2.69, - O.K. (uplitiA) Title Block Line 1 You can change this area Project Title Engineer:Protect ID .31k using the Settings menu item Project Descr and then using the Printing & Title Block selection Title Block Line 6 - & Pnnted 22 JUN 2017 1245PM General Footing File = V. 3.29 '.6 i Q ir1'— -1_____. Descripon Alternate Spread Footing (112) " Code References Calculations perACl 318-14, IBC 2015i CBC 2016 ASCE 7 10 Load Combinations Used IBC 2015 General information Material Properties rc: Concrete 28 day strength. 2.50 ksi Soil Design Values Allowable Soil Bearing - 1.0. ksf , fy Rebar Yield = 40 0 ksi Increase Bearing By Footing Weight = Yes Ec Concrete Elastic Modulus 2 850 0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcI Concrete Density = 145.0 pcI Soil/Concrete Friction Coeff 0.360 + p Values Flexure = 0.90 Shear = - 0.750 increases based on footing Depth Analysis Settings Fooling base depth below soil surface = 2;0 it Min Steel % Bending Reinf. .' Allow press. increase per foot of depth .= ksf * Min.Allow%TerhpReinf. * = 0.00180 when footing base is below - = It Mm Overturning Safety Factor = 1.50 1 Min. Sliding Safety Factor -1.50-:11 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure, Yes Allowable pressure increaseper foot of depth - Use fig wtfór stability, moments shears . Yès -. = .ksf. when max length or width is greater than Add Pedestal WI for Soil Pressure No = ft Use Pedestal wt for stability mom & shear No Dimensions - Width parallel to X-X Axis • 8.50 ft Length parallel tdZ-Z Axis. = 5.250 It Fooling Thickness = 26.0 in : - - - -- $ - X Pedestal dimensions.. - - ::::::-:-::::: -• px parallel to X X Axis ..- pz parallel to Z Z Axis : in - in Height - in Rebar Centerline to Edge of Concrete at Bottom of fooling . 13 0 in -g I. .. 4 .. -- .. ., ,. . Reinforcing .. 8 6 Bars parallel to X X Axis - Number of Bars - 10.0 Reinforcing Bar Size = # 5 Bars parallel to Z Z Axis Number of Bars . = 16.0 Reinforcing Bar Size Bandwidth Distribution Check (ACi 15442) Direction Requinng Closer Separation -. ig Z-Z Axis . . # Bars required within zone 76.4% # Bars required on-ea ch side of zone ._23.6% Applied Loads F D Lr L S E H P Column Load' = 2702 6752 6417 04140 k OB Overburden = ksf Mxx = 10726 21705 kIt - Mzz = 7015 27004 29840 25022 kit - Vx = 05610 2.155 k v z • 0.9240 1.869 k r - Title Block Line 1 Project Title: You can change this area Engineer: Prolect ID: 4-A using the Settings menu item Project Descr: and then using the Printing & Title Block" selection. Title Block Line 6 . . PrtiitCd: 22 juw 2017. 12:45PM File = \wevauIl'oSOUTHE-1tl6034-116034--41CalcS\16-034—l.Ec6 I General Footing . - ENERCALC, INC. 1983-2017, Bufld:6.I7.3.29,Ver:6.17.3.29 Description : Alternate. Spread Footing (1-12) DESIGN SUMMARY I Mm. Ratio item Applied. Capacity Governing Load Combination PASS 0.5203 Soil Bearing 1.204 ksf 2.314 ksf +D-s-0.750Lr+0.750L-i0.450W+H about z-: PASS .1.503 Overturning - X-X 18.028 k-ft 27,097 k-ft 40.60D+0.70E40.60H PASS 1.755 Overturning - Z-Z 24.993 k-It 43.872. k-ft -'-0.60D+0.70E*0.60N PASS 4.135 Siiding - X-X 1.509k 6.238k -'0601).70E40.601-1 PASS 6.010 Sliding - Z-Z 1.308 k 7.863 k +0.60D-'-0.70E-'-0.60H PASS nla Uplift . 0.0 k 0.0 k No Uplift PASS 0.4587 Z Flexure (+X)10.186 k-ft 22.208 k-ft +1.20D+1.60Lr4O.50W+1.60H PASS 0.1192 Z Flexure (-X) 2.647 k-ft 22.208 k-ft -i-090D-E+0.90H PASS 0.09365 X Flexure (-i-Z) 2.056 k-ft 21.956 k-ft -+0.90D+E40.90H PASS 0.09359 X Flexure (-Z) 2,055k-It 21.956 k-ft -+0.90D-E-'-0.90H PASS 0.290 1-way Shear (+X) 21.753 psi 75.0 psi +1.200+1.60Lr40.50W-'-1.60H PASS 0.07979 1-way Shear (-X) 5.984 psi 75.0 psi +1.20D-+0.50L*0.70S+E+1.60H PASS 0.08554 1-way Shear (+Z)6.416 psi 75.0 psi -i0.90D-'-E-s'0.90H 'PASS 0.08634 1-Way Shear (-Z) 6.476 psi 75.0 psi -4-0.90D-E-+0.90H PASS 0.1661 2-way Punching 24.921 psi . 150.0 psi -i-1.20D+1.60L40.50W+1.60H Baja Construction CO., Inc. 223 Foster Street Martinez; CA 94553 (800) 366-9600 rr Pier Footing: Footing: 24" x 7'-6" deep Hcol= 11.78 ft Mmax = 33.735 ft. kips Equivalent Point Load, Ivirnax = IM ki1)s Hcol Allowable lateral bearing pressure ..........................Sa 250.00 Tisf (on 1.5 pie! diameter) ft Pole .diameter (or diagonal) .........................................b := 24.0- in r:= 0.5•b Structure is not adversely affected by 1/2" ground motion use twice value of Sa Unconstrained pier embedment depth . ................... .Dunconsi := 75fl Dunconst 2 Si = 25.Q0 psi Page r= 12.00 in 2.34P A = A=268ft S1 b A. ( ,. i + 4.36.Hcol + ,, Jl A .dtuneonsi =7.36 ft Check Pier Footing for Vertical Loads (DL+LL): Max \'ertical Load ........ . ....... P := Pdl + Pit P = 9.28 kips Allowable soil bearing pressure, SBPaIIow =2000.00 psi AIlow. Skin Friction .............Ff := SBPit0 6 PierCapacity ..........................Cap := ibFf Friction capacity ........... . ....... F := (Cap).(Dunconst-.1.O.•ft) (neglect top l.Oft) Ff = 33133 psf Cap = 2094.40 plf F.=13.61kips .- O.K. Check Pier Footing for Uptift Loads (DL+Winth: 1B.windward = —20898 psf . J3.1eew8rd = —t.900psf JpliftA:= I0.6PBWiñdward + 0.67.RDL) + (06PBlceward + 0.67.RDL) .(s).(0.5.d 01) Weight of footing ........ .........WI1g := (145.pcf).Gt.r2 .(DuflcónsO wftg =3.42 kips Wftg = 2.78 - O.K. (UpliftA) UpliftA ='t.23 kips Title Block Line 1 Project Title You can change this area Engineer Protect ID Project Descr: using the "Settings"menu item and then using the Printing & Title Block selectiOn. Title Block Line 6 - '- PdntOd 22 JUN 2017, 12:46PM G I - ' - FiIe=5fiIevauI9obsISOUTHE-1t16034l16-O34.4\aicS\16-0341.EC6 - I .- . . .. -• ,. ENERCALC, INC. 1983-2017, Build:6.17.3.29, Vet:6.17.3.29 Description Alternate Spread Footing (13 SP) 7 Code References Calculations per ACI 318 14 BC 2015 CBC 2016 ASCE 7-10 Load Cbmbinãtiohs Used: IBC 2015 - '.• - . General Information Material Properties - I ft : Concrete 28 day strength = .. . -2.50 ksi '. - -. Sod Design Values - Allowable Soil Bearing ,' = 2.0 ksf fy : Rebar Yield 0.0 ksi , ,lncrease Bearing By Footing Weight = -.Yes , Ec Concrete Elastic Modulus = 2,6'50.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcI ' Concrete Density - , 145.0 pci . Soil/Concrete Friction Coeff. - -= 0.350 ' ( Values Flexure = . 0.90 Shear 0.75 0 Increases based on footing Depth - - Analysis Settings . ' " FoOting base depth below soil surface -. 2.0 ft ksf . Mm Steel % Bending Reinl. -Altow press. increase per foot of depth Mm Allow % Temp Reint. ' = 0.00180 when looting base is below = . It Mm. Overturning Safety Factor = 150 Mm. Sliding Safety Factor. - , = 1.50 1 Increases based on footing plan dimension .. Add Ftg Will for Soil Pressure Yes Allowable pressure increase per loot of depth V Use ftg wt for stability, moments & shears :- Yes - i . when max. length or width s greater than ksf . . ., Add Pedestal WI for Soil Pressure : No = . ft Use Pedestal WI for stability, mom & shear : No -. . - Width parallel to X-X Axis -= ' 9.0 it . 'Length parallel to Z-Z Axis ' = ' - 5.50 ft . , . Footing Thickness = - 26.0 in —---::::::..... -- I LT It . . —.--.--T ---;---_ - Pedestal dimensions > E —x : I px parallel to X X Axis = in — - pz parallel to Z Z Axis : in Height in Rebar Centerline to Edge of Concrete I at Bottom of footing = 130 in _______ ----------- - — — -o Reinforcing . 9 0 Bars parallel to X-X Axis " ' . . • ' Number of Bars - -- 10.0 . - Reinforcing Bar Size - # 5 - . V - Bars parallel to Z-Z Axis Number of Bars . .Reinforcing # :1 :- r Bar Si 4 I I j'9 Bandwidth Distribution Check (ACl 15.4.4.2) 1. Direction Requiring Closer Separation ig Z Z Axis # Bars required within zone 75.9% '# Bars required on each side of zone - 24.1% Applied Loads '.. 1r. L ' S W, E - H. P: Column Load . • = -' 2618 . 6.665 . 11.594 0.4020 k - OB:Overburden =.. . : -._. . - - ksf * M-xx - • -V • :10.882 24.60. . k-ft M-zz 6.913 26.822 ,' ' ' , - 54.422. 24.601' lo-ft -- - . . - 1.014 2.088 - • k . V-z . ' . . . • 0.8240 2.088 ' k. -'4 -.- ,• ',...•-• . . . .. 4*.'. . I .. -• - . ,.'*, .- - - . S Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings" menu item Project Descr: and then using the Printing & Title Block" selection. Title Block Line 6 - P4nled: 22 JUN 2017, 12:46PM General Footing File jo ENERCALC, INC. 1983-2017, 8ui1d'6 17329 Ver6 17329 ODI Description Alternate Spread Footing (13-SP) DESIGN SUMMARY Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.5557 Soil Bearing 1.286 kst 2.314 ksf +D+0.750Lr40.750L+0.450W+H about z-: PASS 1.508 Overturning - X-X 20.387 k-ft 30.753 k-ft 40.60D'+0.70E+0.60H PASS 2.051 Overturning - Z-Z 24.535 k-ft 50.323 k-ft '+0.60D40.70E40.60H PASS 4.559 Sliding - X-X 1.462 k 6.664 k 0,60D-+0.70E-t0.60H PASS 5,757 Sliding - Z-Z 1.462 k 8.414 k 40.60D+3.70E40.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.5448 Z Flexure (+X) 11.568 k-ft 21.234 k-ft +120D+1,601r40.50W+160H PASS 0.1169 Z Flexure (-X) 2.481 k-ft 21.234 k-ft -'0.90D-E0.90H PASS 0.09840 X Flexure (-*-Z) 2.168 k-ft 22.030 k-ft 40.90D+E40.901-f PASS 0.09832 X Flexure (-Z) 2.166 k-ft 22.030 k-ft 40.90D-E+0.90H - PASS 0.3195 1-way Shear (+X) 23.960 psi 75.0 psi +1.20D+1.60Lr'+0.50W1.60H PASS 0.08393 1-way Shear (-X) 6.294 psi 75.0 psi '-1.200+0.50Lr40.50L-*-W+1.60H PASS 0.08610 1-way Shear (+Z) 6.457 psi 75.0 psi -'0.900+E40.90H PASS 0.08678 1-way Shear (-Z) 6,508 psi 75,0 psi 40.90D-E-I0.90H PASS 0.1887 2-way Punching 28.306 psi 150,0 psi +1,20D+1.60Lr40.50W+1.60H Baja Construction Co., Inc; 223 Foster Street Martinez, CA 94553 (800)366-9600 - Pier Footing: 24'. pier 6'-0" Hc6l=13.11ft I + MiLl r0.000ft.kils IMDL + 0.6Mwindpo$AI = 4.920ft•kips - .lMt)l;+ 0.6Mwindneg.B 4.5IOfikips. IMDL+ o.0.7MseisI = 18.265fl.kips MDL Qp..7Mseis1 =18.265fi•kips * 0.6Mwindiongit = 5.32 ft.kips ivlinax:= 18.265.fi.kips Equivalent Point Load, P:= Mmax P= 1.39kips Hcdl psf Allowable lateral beadng pressure ........ .............. ....2so:oo ft Tole diameter (ordiagonal) .. ................................. b:=24.0in Struôture is not adversely affected by 1/2"oünd motion usetwice value of Sa UiconstrainediicmbednieIt depth...................Duiiconst:= 6.0-ft S1 := 2Sa Dunconst = 1000.06 psf •::234 ••. ' Al.63fi Syb A.( ~l 4.3HCOl) 5.71. it - S Page Baja Construction Co., Inc. Page A 223. Foster Street Martinez, CA 94553 (800) 366-9600 Check Pier Footing for Vertical Loads (DL+LL) Max. Vertical Load .................P:= Pd! + P11 P = ..25'kips Allowable soilbearing pressure1 SBPaj ow 20O0.00 psf SBPaiiov Allow. Skin Friction. ............. Ff := 6 . Ff = 333.33 psf Pier Capacity...........................Cap,:= .,tbFf V Cap =2094.4oplf Friction capacity ............. ........ F:= (Cap).(Duncohst - 1.0:ft) F.= 10.47kips O.K. (neglect top 1.0 ft) V Check Pier Fodting for Upli Loads DL+Wind): B.vindvard —20.898 psf Bicewrd = —1.900psf' UpliftA I(0.6PBsvindv4rd + 0.67.RDL)I .(s 01).(d1) UpliftA = 3.67 kips Weight of footing,... .......... ....Wftg := (145.pcf)(,t.i):(Dühconst) Wftg = 2.13 kips Wftg+F360 O.K. (UP lifiA) Title'Block Line 1 . Project Title: You can change this area • - . Engineer: • Project ID'., using the Settings menu item . * Project Descr: • and then using the "Printing & Title Block°. selection. Title Block Line 6 . - Pintod: 22 JUN 2017, 12:46PM [j . • enera, Footing - File = lthlevaul(4obslSOLJThE-11&.034'-I\I6-034-4lca1cs16.034-1,EC6 0'4 - . . ENERALC, INC. 1983-2017, 8u11d:6.I7.3.29, Ver:6.17,3.29 Description: Alternate Spread Fooling (13-OP) / CocieReferehces Calculations perACi 318-14, IBC 2015, CBC 2016, ASCE 7-10 - Load Combinatio'hs Used: IBC 2015 General Information - - Material Properties ' Soil Design Values Pc: Concrete 28day strength = - 2.50 ksi Allowable Soil Bearing = 2.0 ksf fy : Rebar Yield , = 40.0 ksi - Increase Bearing By Footing Weight - = Yes Ec : Concrete Elastic Modulus .2,850.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf ConcreteDensity . 145.0 pcI Soil/Concrete Friction Coeff. = 0.350 q Values .Flexure - - = 0.90 Analysis Settings -Shear 0.750 Increases based on footing Depth , Footing base depth below soil surface = 2.0 It Min Steel % Bending Remnf. ' Allow press. increase per foot of depth . ksf Mm Allow % Temp Reinf. - = 0.00180 when footing base is below ft Mm. Overturning Safely Factor . = 1.50 :1 , Min. Sliding Safety Factor = 1-50:1 Increases based on footing plan dimension Add Ftg WI for Soil Pressure ' - :' Yes Allowable pressure increase per loot of depth Use fIg WI for stability, moments & shears : Yes . - . - ksf Aid Pedestal WI for Soil Pressure : No when max. length or width is greater than = ft Use Pedestal WI for stability, morn & shear : No . Dimensions - ' -• Width parallel to X-X Axis . . 7.7501t Length parallel to Z-Z Axis. = 5.250 ft Footing Thickness = 26.0 in Pedestal climensions ,, x px parallel loX X Axis in pz: parallel 10 Z-Z Axis : in. .. - Height - in CL Rebar Centerline to Edge of Concrelé:. . , - - - - - - - - -CO t at Bottom offooting = - 13.0 in -. Reinforcing . - - . . . =.L TO' 9. Bars prallet to X-X Axis Number of Bars - 10.0 Reinforcing Bar Size . . # . Bars parallel to Z-Z Axis Number of Bars = ' Reinforcing Bar Size = .. 15.0 . :...:. . . # 5 jif' Bandwtdth Distribution Check (ACI 15.4.4.2) - Direction Requiring Closer Separation ig Z-Z Axis. # Bars required within zone - - 80.8% II Bars required on each side of zone - 19.2% .- . . _Applied Loads - .Lr L S W E - 'H P: Column Load = .2.595 6.659 - 7.149 0.3980 - k 08 : Overburden ksf M-xx - - 8.859 19.059 - k-ft M-zz - = • 8.20 27.136 k-ft V-x = - 0.6250 2.070 - k V-z = : 0.680 1.890 ' -- Title Block Line 1 Project Title: You can change this area Engineer: Prolect ID: HA. using the"Settings" menu item Project Descr: and then using the Printing& Title Block selection. Title Block Line 6 - 22 JUN 2017. I2OPM General Footing G - File = evaulLlobsSOUTHE-1tl6-034-ll16034-4lca "3(29 ENERCALC, INC. 1983-2017. Bu}Id:6.17.3 I.,. _____._.___._.___,__.4___________ - Description: Alternate Spread Footing (13-015) DESIGN SUMMARY Mm. Ratio ' Item Applied Capacity Governing Load Combination PASS 0.3780 Soil Bearing 0.8748 ksf 2.314 ksf 40,60040.70E-.0.60H about X-X axis PASS 1.539 Overturning - X-X 16.208 k-ft 24,951 k-ft '.0,60D40,70E'+0,60H PASS 1.664 Overturning - Z-Z 22.135 k-ft 36.833 k-ft -+0,60D+0.70E-+0.60H PASS 4.108 Sliding -X-X 1.449k 5.952k 40.60D+0,T0E-460H PASS 5.444 Sliding - Z-Z 1.323k 7.202 k . -'O.60D+0.70E40,60H PASS n/a Uplift 0.0 k. 0.0 k No Uplift PASS 0.1777 Z Flexure (+X) 3.946 k-It 22.208 k-ft 4.90D+E-+0.90H PASS 0.1762 Z Flexure (-X) 3.912 k-It 22.208 k-ft +0.90D-E40.90H PASS 0.08940 X Flexure (+Z) 2.016 k-It 22.553 k-It 40.90D-+€+0.90H PASS 0.08924 X Flexure (-Z) 2.013 k-ft 22.553 k-ft -+0.90D-E-'0.90H PASS 0.1208 1-way Shear (+X) 9.059 psi 75.0 psi -+-0.90D+E't0.90H. PASS 0.1189 1-way Shear (-X) 8.918 psi 75.0 psi 40.90D-E40,90H PASS 0.08363 1-way Shear (-.-Z) 6.272 psi 75.0 psi -0.90D+E40.90H PASS 0.08425 1-way Shear (-Z) 6.318 psi 75.0 psi +0.90D-E-*0.90H - PASS 0.1665 2-way Punching 24.971 psi 150.0 psi "-1,200+1.6OLr+0.50W-'-1.60H ity of Carlsbad Print Date: 03/27/2018 . Permit No: PREV2017-0221 Job Address: 2600 Gage Dr Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Issued - Active Parcel No: 2081951100 Lot #: Applied: 09/29/2017 Valuation: $0.00 - Reference 4: - Issued: 10/17/2017 - Occupancy Group: - . Construction Type: Permit Finaled: U Dwelling Units: Bathrooms: Inspector: Bedrooms: Orig. Plan Check U: Final Plan Check U: Inspection: Project Title: Description: SHAPELL: ADDING 2 CARPORTS W/O SOLAR Applicant: Owner: ALLIANCE LAND PLANNING AND ENGINEERII' SHAPELL PORTOLA LLC INC . ELIZABETH SHOEMAKER 8383 Wilshire Blvd 2248 Faraday Ave Beverly Hills, CA 90211-2400 Carlsbad, CA 92008-7208 323-988-7590 760-431-9896 MANUAL BUILDING PLAN CHECK FEE Total Fees: $ 112.50 Total Payments To Date: $ 112.50 Contractor: HOME ENERGY SYSTEMS INC 5980 Fairmount Ave, 105 SAN DIEGO, CA 92010 619-692-2015 Balance Due: $ 0.00 $112.50 4 - 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 I 760-602-8560 f www.carlsbadca.gov PLAN CHECK REVISION OR Development Services (City of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.cartsbadca.gov Original Plan Check Number _ Plan Revision Number 1RE-V2Qrt- 22..) Project Address 2600 Gage Drive (Senior Building) General Scope of Revision/Deferred Submittal: Delta 2 - To add 2 carports without solar on top. CONTACT INFORMATION: Name Elizabeth Shoemaker Phone 760-431-9896 Fax Address 2248 Faraday Ave. citv. Carlsbad Zip 008 Email Address eshoemakerallianceeng.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: EU Plans • Calculations 0 Soils 0 Energy 0 Other 2. Describe revisions in detail 3 List page(s) where each revision is shown Added non-solar carport (14 and 15) s-I and S-2 Calcs for non-solar carports (14 and 15) _(\jj Page 1-39 Does this revision, in any way, alter the exterior of the project? 0 Yes t No Does this revision add ANY new floor area(s)? 0 Yes EU No Does this revision affect any fire related issues? 0 Yes EU No Is this a complete set? RE Yes 0 No Signature_- Date 09/27/17 1635 Faraday Avenue, Carlsbad CA 92008 Ph: 760-6,02-2719 : 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil 1 A SAFEbuittCompany DATE: 10/10/2017 El APPLICANT "JURIS. JURISDICTION ad PLAN CHECK #.: PREV2017-0221 SET I PROJECT ADDRESS: 2600 Gage Drive PROJECT NAME: Carports The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted— Telephone #:•. Date contacted: (by '> Email: Mail Telephone Fax In Person REMARKS: Revision to CBC2017-0131 By: Dwight Ashman Enclosures: EsGil GA L1 EJ 11 MB LI PC 10/03/2017 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858)560r1468 • Fax(858)560-1576 Carfsbad PREV2017-0221 10/10/2017 [DO NOT PAY- THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK#.: PREV2017-0221 PREPARED BY: Dwight Ashman DATE: 10/10/2017 BUILDING ADDRESS: 2600 Gage Drive BUILDING OCCUPANCY: BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1CB IBY Ordinance Bldg. Permit Fee by Ordinance k"! Plan Check Fee by Ordinance I $11 112.501 Type of Review: El Complete Review El Structural Only El Other El Repetitive Fee Hourly $90.00 Repeats 1 Hr. sGil Fee $90.00 Based on hourly rate Comments: Sheet of 1 macvalue.doc + - . - t .-• .•. - - Baja Construction Co.,Inc Pagel of 39 223 Foster Street • - * • S - Martinez, CA 94553 - J (800) 366-9600 — — • '%•• . - - -FA ddendii2 a[d standardBSPstructures (Carports 14'&-15)..1 Brace Single Post Carports #l6O34OEECE,VED Portola Senior (Robertson Ranch .. . . S 5 . 5 SEP 2 9201? 2600 Gage Drive, Carlsbad, Ca - .• . .. . -- CITY OF CARL SBAD for HES SOLAR BUILDING DIVISION Design Criteria (2016 CBC) RiskCategory......... . ........................................ j[. • S * Importance Factor .................. ........................... i 1.0 . - . Y- Use: Alternative Basic Load Combinations (Section 1605.3.2) • NO 370 Roof Live Load RLL = 20 0 psf 0/18 Basic Wind Speed ..........................................110 mph (ult) . II I \\ - Wind Exposure ....................................... . - v OF c -' ASD Wind Factor ...........................................0) =1.0 (no stressstress increase) - 09-22-2017 Seismic design category D Site class D Allowable Sfresse - S •. * Roof sheeting Fy = 80 0 ksi Fb = 36 0 ksi Frames purlins Fy = 55 0 ksi Fb = 33 0 ksi Soils RF3 15 20ówàble Soil Bearing Presire.SBPatiow := 2000-psf: . .• . _____ Allowable Lateral Bearing Pressure 5a 250pcf Cot ..........................................................• 2500 at 28 dais . Reinforcements ASTMA615 Grade 40 (mm) Roof Dead Loads -. Roof sheeting RDL1 = 0 7 psf Framing ...............................................................RDL2 := i.5.psf -. . •• .: Misc * RDL3 = 0 8 psf Total Roof Dead Load RDL = RDL1 + RDL2 + RDL3 RD L= 3.00 psf : MecaWind Std v2.2.7.0 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com Date : 9/21/2017 Project No. : #16-0340B Company Name : Baja Construction Co. Designed By : Engineer Address 223 Foster Street Description : Description City : Martinez Customer Name : Customer State : CA Proj Location : Location File Location: C:\Users\danilo\Documents\A-CALCS & DWG TEMPLATES\BSP SSS -BRACE SGLE POST SOLAR\16- 0340 BSP-SS 5deg dn & SP DP SS(NEWER)\STD BSP ADDED\16-0340B.wnd Input Parameters: Directional Procedure Open Building (Ch 27 Part 1) Basic Wind Speed(V) = 110.00 mph Structural Category = II Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Alpha = 9.50 Zg = 900.00 ft At 0.11 Bt = 1.00 Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft Pitch of Roof = 0.25 : 12 Slope of Roof (Theta) = 1.19 Deg D: Roof Len along Ridge = 72.00 ft L: Horizontal Width = 18.00 ft h: Mean Roof Ht = 13.00 ft Type of Roof = MONOSLOPE Gust Factor Calculations Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zn: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)0.167 = 0.23 Lzm: 1*(Zm/33)Epsilon = 427.06 ft 0: (1/(1+0.63*((B+Ht)/Lzm)0.63))0.5 = 0.94 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)). = 0.90 Gust Factor Summary Not a Flexible Structure use the Lessor of Gusti or Gust2 = 0.85 Open Building-Monoslope Roof per Figure 27.4-4: L O.5L O.5L CNW cm Normal to Ridge - Open Building - Monoslope Roof per Figure 27.4-4: Gamma = 0 degrees, Clear Wind Flow Load Cnw Cnl Windward Wind Pres.Leeward Wind Pres. Case psf psf --------------------------------------------------------------- A 1.200 0.300 22.798 5.699 B - -1.100 -0.100 -20.898 -1.900 12 3 III a a to L Notes - Normal to Ridge Normal to Eave - Open Building - Monoslope Roof per Figure 27.4-4: Gamma = 180 degrees, Clear Wind Flow Load Cnw Cn1 Windward Wind Pres.Leeward Wind Pres. Case psf psf --------------------------------------------------------------- A 1.200 0.300 22.798 5.699 B -1.100 -0.100 -20.898 -1.900 Notes - Normal to Eave Along Ridge - Open Building - Monoslope Roof per Figure 27.4-4: Gamma = 90 degrees, Clear Wind Flow Length Along Roof Angle Load Cm Wind Press Along Ridge Ridge of Roof (Theta) Case psf psf ----------------------------------------------------------------- <= 13.0 Theta<=45 deg A -0.800 -15.199 B 0.800 15.199 >13.0&<=2*13.0 Theta<=45 deg A -0.600 -11.399 B 0.500 9.499 Notes - Along Ridge Wind Pressure on Components and Cladding (Ch 30 Part 5) a a Monoslope Roof All pressures shown are based upon STRENGTH Design, with a Load Factor of Width of Pressure Coefficient Zone "a" = = 3.00 ft Description Width Span Area Zone Cm Cm Max P Min P ft ft ft'2 Max Min psf psf ----------------------------------------------------------------------- Zone 1 1.00 1.00 1.0 1 1.26 -1.15 24.01 -21.80 Zone 2 1.00 1.00 1.0 2 1.90 -1.76 36.01 -33.51 Zone 3 1.00 1.00 1.0 3 2.53 -3.44 48.01 -65.41 Zone 3 Sheeting 3.00 4.00 12.0 3 1.90 -1.76 36.01 -33.51 Zone 3 Purlins 9.00 18.00 162.0 3 1.26 -1.15 24.01 -21.80 I Input: Risk Category = h= R= le = Site Class = Ss = Si = Fa = Fv = ft (height in ft. to top of structure) Table 12.2-1 Sec 11.5.1 from USGS from USGS from USGS from USGS Equivalent Lateral Force Procedure: V=Cs*W Period T Determination: T=Ta Sec 12.8.2 Ta = Ct*hx Eq(12.8-7) Ct= SIM Table 12.82 x= =01751 Table 12.8-2 Ta = T =go TL= 4!'00] Figure 22-12 (conservative) Sec 12.8 Baja Construction Co. Inc. Page 223 Foster Street Martinez, CA 94553 (800) 366-9600 Seismic Forces: 2015 IBC, 2016 CBC & ASCE 7-10 Cs = Sds/(RJIe) Sds = (2/3)*Fa*Ss = 0.767 Cs = O!6351 but need not exceed: Cs = Sd1/(T*(R/1)) where T < TL Sd1 = (213)*Fv*SI = 0.438 Cs = 2J0D36] but shall not be less than: Cs = 0rc&toO1 or Cs = 0.044Sdsle = 0.034 Eq(i 2.8-2) Eq(12.8-3) Eq(i 2.8-5) and where Si > 0.6g Cs shall not be less than: Cs = 0.5*S1/(R/1) Eq(12.8-6) Cs = 01165.6] V= 0.6135W Baja Construction Co., Inc. Page 5 223 Foster Street Job # 17-0340B Martinez CA 94553 (800) 366-9600 18.00' 7 e. 7 47~ 1,—b', -c x I!) 0 2 0 0 CROSS SECTION 0 - CROSS-SECTION DEAD+ LIVE LOADS 8.00' 10.00' L2=6.00' 4.00' 4.00' P2 4'-0" 2.43' 3.57' Li Baja Construction Co., Inc. Page 6 223 Foster Street Job # 17-0340B Martinez CA 94553 (800) 366-9600 Lt= 18.02' 0.5Lt=9.01' 0.5Lt 9.01 19 7 ci =3.74' c2=5.27' o - q - - 0 r7 CROSS SECTION CROSS-SECTION WIND LOADING Baja Construction Co., Inc. Page 7 223 Foster Street Martinez, CA 94553 (800) 366-9600 Roof Sheeting: 29ga AEP "X-Span" Panels (Alta-Rib) L:10ft1 a 4.0-ftl tributary, s := 1.0-ft w:= (RLL + RDL1).(s) w = 20.70plf pos=O1046i j [neg=00s1 1m E:= 29500 ksi Positive wind load (zone 3): P3shtgpos = 36.Ol0psf Wwjnd := (0.6p3shtg.pos + RDL1).(s) Wwifld = 22.31plf Cantilever: Mcant:= 0.5.max(w,wWlfld).a2 Mcant= 178.45 ftlbf fbcant Mcant thcant = 25.16 ksi Sneg max(w,0.70.wWlfld).a (4.a2.L - L3 + 3.a) scant = -0.29 in 2•a Acant :=-.(4-a2 = -326.87 24EImin icant T M 1 R21 x = 196.74 ft- I L I a 8L k .1- th := - NIX - fbctr = 22.57ksi Spos max(w,O.70.wWjfld).x / 4 2 2 3 2 2 2 2\ -- L L - 2-L x + Lx - 2•a .L + 2•a .x) i\x= 0.84in - = 142.82 24•E•IminL LtX Allowable deflection limit (CBC Table 1604.3, Footnote a) = L/60 - O.K. Uplift: P3shtg.neg = 33.5 10 psf Wuplift := (0.6p3shtg.neg - 0.67.RDL1).(s) Wup!jft = 19.64p1f Mcant:= 0.5.(wUPjIft).a2 Mcant= 157.lo ft. lbf fb Mcant fb= 18.02ksi Spos Mx Wuplift 2 2 Mx .(L + a) .(L - a) Mx = 173.20 ft- lbf lb := lb = 24.42ksi 8L2 Sneg ( 2 I a Center Span: x:= 0.5.L.I 1 - t., L2 max(w, wWlfld) 2 2 Mx:= ' .(L+a).(La) ROOF SHEETING (porperties-next page) Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 Sheeting to Roof Purlin Connection: The allowable pullout and pullover values are derived based on AISI Section E4.4 Screw Pull-out Capacity Member not in contact w/ screw head (l4ga purlin), Tensile Strength, Fu2 := 65.0ksi Screw diameter, d := 0.216-in tc := t2 tc = 0.070 in Factor of safety, 0:= 3.0 (ASD) Pnot := 0.85tcd•Fu2 Pnot = 83 5.3 8 lbf Allowable pull-out, pa,,, Pnot := -a-- Pan,t = 278.46 lbf Screw Pull-over Capacity: Screws are provided with 5/8" diameter dome washers. Member in contact w/ screw head (29ga sheeting), rti := 00139•in Tensile Strength, Ful := 82.0ksi Washer diameter, d := 0.625. in Factor of safety, Q := 3.0 (ASD) dw := if (d <0.50. in, d,0.50•in) dw = 0.50 in Pnov := 1.5•tl.dw.(0.75.Fu1) Pnov = 0.64, kips Allow. Pullover, Pa 0,,, := Pnov Pan,v = 213.71 lbf Uplift: P3shtg.neg = 33.5lOpsf Purlins tributary ............................................ it .... o•ftl Screw spacing ...............................................5screw := 9.0-in uplift := (0.6p3shtg.neg - 0.67RDL1)(sprin)(sscrew) Puplift = 132.55 lbf O.K. Page 8 Baja Construction Co., Inc. Page 9 223 Foster Street Martinez, CA 94553 (800) 366-9600 Roof Purlins: Ccc 12" x 2.5" x Aga (Typical @ interior bay) Ccc 12" x 2.5" x 12ga (Typical @ cantilevered end bay) Max. span, 1n 180ft Cantilever, aprin := 9.0ft wdl := (RDL)Sprin wll := (RLL)Sprin w:= (RDL + RLL)Sprin Wind Pressures (zone 3): P3prin.pos = 24.210psf P3pr1n.neg = 21.800psf tributary, Sprin = 9.00 ft wdl = 27.00 plf wil = 180.00plf 2Ø7ØØp1fT w 0 := (0.6 P3prin.pos + RDL)(sprin) Wneg (0.6p3pr1n.neg - 0.67'RDL)(spr1n) wpos = 157.73p1f wneg = 99.63 plf Dead + Live load critical. See pages 10 to 13 below. Purlin to Beam Connection: 14ga clip with (8) #12 screws each connection (8-screws each purlin, 4-screws each cee beam) Clip to Purlin/Beam Connection: d := 0.216-in 0 := 3.0 Steel in contact with screw head (14a mm Fu1 := 65•ksi t1 := 0.070•in Pn1 := 2.741 dFu1 Pn1 = 2.65 kips For t2 /t1 equal to or less than 1 0.5 Pn3 := 4.2.(t2 .d).Fu2 Pn3 = 2.35 kips Allow Shear per screw Pn := if ( tj < 1 , min(Pni , Pn , Pn3), min(Pni , Pn2) Pn=2.35kips > Pa:= Pn Steel not in contact with screw head (14ga mm.) Fu2 := 65ksi t := 0.070in Pn2 := 2.742•d•Fu2 Pn2 = 2.65 kips Pn = 2.35 kips Pa = 0.783 kips Maximum purlin reaction = 4191.8 lbf (page 12 below) for (4) #12 screws: 4.(Pa) = 3.13 kips simple span for (8)#12 screws: 8.(Pa) = 6.27 kips cantilevered Maximum reaction =2328.7 lbf -. O.K. A E P SPAN XSpan® X-Span is an economical, structural, exposed-fastener roof panel suitable for general usage. Painted side + -p-I k-2¼" 36" Net Coverage NOTES: The moments of inertia, 1 and l, presented for determining deflection are: (21Effeo + 6)I3 standard features Long spanning capability and its design provides superior load and span capacities, saving money in the structural support system. See AEP Span Color Charts for full range of color options, specialty finishes, and paint systems. Standard trim pieces are available and can be ordered by number. 26 gauge panels available in the Cool Dura Tech nt coating system or ZINCALUMEI Plus for unpainted applications. 29 gauge panels available with the ColorGuard xt coating system in Desert Beige, Surf White, and ZINCALUME® Plus for unpainted applications. Manufactured in Fontana, CA. optional features Short cut sheets from 6-0" to 1-0". Additional fees and lead times may apply. Custom colors, thick film primer and/or clear coat paint finishes available. Subject to 4,500 square feet minimum order.* IN Perforation options available for an additional charge. Minimum order size 1,500 sq feet. Select from standard perforation patterns with open areas of 13.8%, 23.4%, 30.6% or 41.4%. Stucco embossed available. Subject to mm. order size of 1,500 square feet. Project Name: 16-0340B Page 1 of 1 Model: Interior Roof Purlin Date: 09/21/2017 Code: 2007 NASPEC [AISI S100-2007] Simpson Strong-Tie® US Designer1M 1.5.0.0 207.00 = Ri R2 18.00 Section : Cep 12 x 2.5 x 14ga Single C Stud Fy = 55.0 ksi Maxo = 9325.3 Ft-Lb Moment of Intertia, I = 24.21 in14 Va = 2629.5 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mposl Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 8383.5 0.899 8383.5 Full 9325.3 0.899 0.684 L1316 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 216.0 8302.8 1.010 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? R 1863.0 2.50 1149.4 2011.5 0.0 0.84 YES R2 1863.0 2.50 1149.4 2011.5 0.0 0.84 YES Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffened Stiffened Ri 1863.0 0.0 1.00 0.71 0.00 0.71 N/A R2 1863.0 0.0 1.00 0.71 0.00 0.71 N/A SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: 16-0340B Model: Interior Roof Purlin Code: 2007 NASPEC [AISI S100-2007] Section Designation: Cee 12 x 2.5 x 14ga Single C Stud INPUT PROPERTIES: Web Height = 12.0000 in Top Flange = 2.5000in Bottom Flange = 2.5000 in Stiffening Lip = 1.0000 in OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber (Ycg) Moment of Inertia for Deflection (lxx) Section Modulus (Sxx) Allowable Bending Moment (Ma) Allowable Distortional Buckling Moment (Mda) at K4 = 0 Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) Moment of Inertia (lxx) Cross Sectional Area (A) Radius of Gyration (Rx) Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face Gross Moment of Inertia (lyy) Radius of Gyration (Ry) Other Section Property Data Member Weight per Foot of Length Allowable Shear Force In Web (Unpunched) Pao for use in Interaction Equation C5-2 Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) St. Venant torsion Constant (J x 1000) Warping Constant (Cw) Radii of Gyration (Ro) Torsional Flexural Constant (Beta) Page 1 of 1 Date: 09/21/2017 Simpson Strong-Tie® CFS Designer 1.5.0.0 Steel Thickness = 0.0700 in Inside Corner Radius = 0.1250 in Yield Stress, Fy = 55.0000 ksi Fy With Cold-Work, Fya = 55.0000 ksi 6.6528 in 24.2142 in 3.3978 in'3 9325.30 Ft-Lb 8302.83 Ft-Lb 6.0000 in 25.3903 in"4 1.2912 inA2 4.4345 in 0.5913 in 1.0097 inA4 0.8843 in 4.3936 lb/ft 2629.50 lb 19624 lb -1.5642 in 2.1089 inA4 30.5566 inA6 4.7847 inA6 0.8931 Warping Torsional Properties a(inA3) Sxx(lip)(in'3) Wn(1)(inA2) Wn(2)(in'2) Wn(3)(in'2) 194.5 3.9989 11.8005 8.4829 -6.0121 Location (1) and (6) are tip of compression and tension lip respectively Location (2) and (5) are flange/lip corner of compression and tension side respectively Location (3) and (4) are flange/web corner of compression and tension side respectively Wn(4)(inA2) Wn(5)(inA2) Wn(6)(inA2) 6.0121 -8.4829 -11.8005 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: 16-0340B Page 1 of 1 Model: Cantilevered Roof Purlin Date: 09/21/2017 Code: 2007 NASPEC [AISI S100-2007] Simpson Strong-Tie® CFS Designer 1.5.0.0 207.00 207.00 Ri R2 9.00 18.00 Section : Cee 12 x 2.5 x 12ga Single C Stud Fy = 55.0 ksi Maxo = 15815.1 Ft-Lb Moment of Intertia, I = 37.02 inA4 Va = 8928.4 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations - r-iexurai and ueiectuon Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 8383.5 0.530 5352.0 None 13284.0 0.403 0.269 L1804 Span 8383.5 0.530 4715.7 Full 15815.1 0.298 0.186 L11160 Distortional Bucklina Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Left Cantilever 0.00 108.0 14561.1 0.576 Span 0.00 216.0 14561.1 0.576 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Pt Load P(lb) (in) (lb) (lb) Ri 4191.8 2.50 5391.8 8896.4 R2 1397.3 2.50 2513.1 4397.8 Combined Bending and Shear Reaction or Vmax Mmax Va Pt Load (lb) (Ft-Lb) Factor VNa Ri 2328.7 8383.5 1.00 0.26 R2 1397.3 0.0 1.00 0.16 Mmax Intr. Stiffeners (Ft-Lb) Value Required? 8383.5 0.75 NO 0.0 0.29 NO Intr. lntr. M/Ma Unstiffened Stiffened 0.53 0.59 N/A 0.00 0.16 N/A SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: 16-0340B Model: Cantilevered Roof Purlin Code: 2007 NASPEC [AISI S100-2007] Section Designation : Cee 12 x 2.5 x 12ga Single C Stud INPUT PROPERTIES: Web Height = 12.0000 in Top Flange = 2.5000 in Bottom Flange = 2.5000 in Stiffening Lip = 1.0000 in OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber (Ycg) Moment of Inertia for Deflection (lxx) Section Modulus (Sxx) Allowable Bending Moment (Ma) Allowable Distortional Buckling Moment (Mda) at K4 = 0 Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) Moment of Inertia (lxx) Cross Sectional Area (A) Radius of Gyration (Rx) Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face Gross Moment of Inertia (lyy) Radius of Gyration (Ry) Other Section Property Data Member Weight per Foot of Length Allowable Shear Force In Web (Unpunched) Pao for use in Interaction Equation C5-2 Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) St. Venant torsion Constant (J x 1000) Warping Constant (Cw) Radii of Gyration (Ro) Torsional Flexural Constant (Beta) Page 1 of 1 Date: 09/21/2017 Simpson Strong-Tie® CFS Designer 1.5.0.0 Steel Thickness = 0.1050 in Inside Comer Radius = 0.1250 in Yield Stress, Fy = 55.0000 ksi Fy With Cold-Work, Fya = 55.0000 ksi 6.2464 in 37.0150 inA4 5.7624 inA3 15815.08 Ft-Lb 14561.07 Ft-Lb 6.0000 in 37.3507 inA4 1.9189 in A2 4.4119 in 0.5947 in 1.4445 inA4 0.8676 in 6.5296 lb/ft 8928.40 lb 35134 lb -1.5299 in 7.0520 inM 43.6120 inA6 4.7495 inA6 0.8962 Warping Torsional Properties a(inA3) Sxx(lip)(inA3) Wn(1)(in'2) Wn(2)(inA2) Wn(3)(inA2) 127.1 6.8608 11.5753 8.3702 -5.8741 Location (1) and (6) are tip of compression and tension lip respectively Location (2) and (5) are flange/lip corner of compression and tension side respectively Location (3) and (4) are flange/web corner of compression and tension side respectively Wn(4)(in"2) Wn(5)(inA2) Wn(6)(inA2) 5.8741 -8.3702 -11.5753 SIMPSON STRONG-TIE COMPANY INC. - -- www.strongtie.com Baja Construction Co Inc 4 Page 14 223 Foster Street . .. - Martinez, CA 94553 * . - • (800) 366-9600 - Roof Beams (2) Ccc 1O' x 2.5" x 12ga 2 Smwfrs = (18 Oft±90 ft) 20.25 ft TnbutaArea At := (ms) (dm*rs) At = 364.50 ft2 RI = if At < 200 ft2 1 1fIAt> 600 ft2 0.60 1.2 - 0 001 -JJ RI = 0.835 - . ft Roof slope less than 4on12, R2:= 1.0 • Lr := (R1).(R2)(RLL) Lr =16.71 psf - --- -. wdl := (RDL)(s wfrs). wdl = 60.75 plf . wit = (Lr) (smyrs) wit = 338 38p1f W:= wdl + wtl 1w 399.13ptfj Maximum MWFRS Wind Pressure (positive windward pressue) Pwindma = 22.798psf . . . -• . - -. Wwifld = (o 6 Pwindmax +RDL) (smrs) 337 75p1fJ Dead +Live Loads Controls:- -• • - t •. Left cantilever, ji = Right cantilever, L2= Center span jLbr =243ft1 [L2 - Lbr = 3.57 ft - . •- : -- ..Load Each Cee Section 1dI = (wdl) (90 ft) Pl = 0 547 kips 0 1dl = 0.273 kips P111 = (wtl) (90 ft) P111 = 3.045 kips 05 P111 = 1.523 kips P1 = 'dI + P!11 1 P1 = 3.592 kips [0 5P1= 1 796kj 2dI = (wdl) (90 ft) '2dI = 0 547 kips 0 5 '2dI = 0 273 kips P211 := (wt1)..(9.0-ft) - P211 =-3.045 kips ro. 5-P211 = 1.523 kip s P2:.= 2dl + P211 P2= 3.5 92 kips P2= L796 kip See pages 15 & 21 below - ,. Project Name: 16-0340B Page 1 of 2 Model: Roof Beams Date: 09/21/2017 Code: 2007 NASPEC [AISI Si 00-2007] Simpson Strong-Tie® CFS Designer1M 1.5.0.0 I . 1 - - Ri R2 I. 4.00 2.43 3.57 Point Loads P1 P2 Load(lb) 1796 1796 X-Dist.(ft) 0.00 10.00 Section: Cee 10 x 2.5 x 12ga Single C Stud Fy = 55.0 ksi Maxo = 13169.8 Ft-Lb Moment of Intertia, I = 23.99 in14 Va = 10800.2 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations - Flexural and Deflection Check Deflection e ection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 7184.0 0.545 5740.0 None 13169.8 0.436 0.176 L/546 Span 7184.0 0.545 7028.8 None 13169.8 0.534 0.012 L/2380 Right Cantilever 6411.7 0.487 5123.0 None 13169.8 0.389 0.137 L1625 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Left Cantilever 0.00 48.0 11911.0 0.603 Span 0.00 29.2 11911.0 0.603 Right Cantilever 0.00 42.8 11911.0 0.538 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? Ri 2113.8 2.50 5449.1 8991.0 7184.0 0.54 NO R2 1478.2 2.50 5449.1 8991.0 6411.7 0.44 NO P1 1796.0 2.50 2573.6 4503.8 0.0 0.36 NO P2 1796.0 2.50 2573.6 4503.8 0.0 0.36 NO Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor VNa MIMa Unstiffened Stiffened SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: 16-0340B Page 2 of 2 Model: Roof Beams Date: 09/21/2017 Code: 2007 NASPEC [AISI S100-2007] Simpson Strong-Tie® CFS Designer TM 1.5.0.0 Ri 1796.0 7184.0 1.00 0.17 0.55 0.57 N/A R2 1796.0 6411.7 1.00 0.17 0.49 0.51 N/A P1 1796.0 0.0 1.00 0.17 0.00 0.17 N/A P2 1796.0 0.0 1.00 0.17 0.00 0.17 N/A SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: 16-0340B Model: Roof Beams - DL only at Left Code: 2007 NASPEC [AISI S100-2007] P, - Ri R2 I I I 4.00 2.43 3.57 I , Point Loads P1 P2 Load(lb) 273 1796 X-Dist.(ft) 0.00 10.00 Section : Cee 10 x 2.5 x 12ga Single C Stud Maxo = 13169.8 Ft-Lb Moment of Intertia, I = 23.99 inA4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Page 1 of 2 Date: 09/21/2017 Simpson Strong-Tie® CFS DesignerTM 1.5.0.0 Fy = 55.0 ksi Va = 10800.2 lb Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 1092.0 0.083 872.5 None 13169.8 0.066 0.048 U1991 Span 6411.7 0.487 5342.5 . None 13169.8 0.406 0.007 L/4255 Right Cantilever . 6411.7 0.487 5123.0 None 13169.8 0.389 0.116 L/741 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Left Cantilever 0.00 48.0 . 11911.0 0.092 Span 0.00 29.2 11911.0 0.538 Right Cantilever 0.00 42.8 11911.0 0.538 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (Ib) (Ft-Lb) Value Required? RI -1916.2 2.50 5449.1 8991.0 1092.0 0.24 NO R2 3985.2 2.50 5449.1 8991.0 6411.7 0.69 NO P1 273.0 2.50 2573.6 4503.8 0.0 0.06 NO P2 1796.0 2.50 2573.6 4503.8 0.0 0.36 NO Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffened Stiffened SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com WO3015U0JSMMM ONI ANVdVJO3 3I10NO19 N0SdVHS YIN LI-a 000 LI.0 001. 00 096L1. Zd YIN EO0 000 £00 001. 00 0LZ Ld V/N £SO 610 00 001- L1.I49 ZJ V/N Z0 800 00 001. 060I. 682 LH oo J9u6ise ®e1-6uoijg uosdwig [Loo -oo I-S ISIVI OdSVN L00 :epo LI.OZII.Z160 :jea 41 W ,ciuo ]Q - sweae jOOj :apoj Z 36ed 80iO9I- :eweJ 1091OJd VX Project Name: 16-0340B Page lof2 Model: Roof Beams - DL only at right Date: 09/21/2017 Code: 2007 NASPEC [AISI S100-2007] Simpson Strong-Tie® CFS Designer TM 1.5.0.0 - - Ri R2 I I 4.00 2.43 3.57 Point Loads P1 P2 Load(lb) 1796 273 X-Dist.(ft) 0.00 10.00 Section : Cee 10 x 2.5 x 12ga Single C Stud Fy = 55.0 ksi Maxo = 13169.8 Ft-Lb Moment of Intertia, I = 23.99 inA4 Va = 10800.2 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations - Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mposl Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 7184.0 0.545 5740.0 None 13169.8 0.436 0.154 . L/622 Span 7184.0 0.545 5935.9 None 13169.8 0.451 0.007 L/3906 Right Cantilever 974.6 0.074 778.7 None 13169.8 0.059 0.042 U2023 Distortional Buckling Check Span K-phi - Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Left Cantilever 0.00 48.0 11911.0 0.603 Span 0.00 29.2 11911.0 0.603 Right Cantilever 0.00 42.8 11911.0 0.082 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Required? RI 4351.3 2.50 5449.1 8991.0 7184.0 0.77 NO R2 -2282.3 2.50 5449.1 8991.0 974.6 0.28 NO P1 1796.0 2.50 2573.6 4503.8 0.0 0.36 NO P2 273.0 2.50 2573.6 4503.8 0.0 0.06 NO Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffened Stiffened SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: 16-0340B Page 2 of 2 Model: Roof Beams - DL only at right Date: 09/21/2017 Code: 2007 NASPEC [AISI S100-2007] Simpson Strong-Tie® CFS Designer 1.5.0.0 Ri 2555.3 7184.0 1.00 0.24 0.55 0.59 N/A R2 2555.3 974.6 1.00 0.24 0.07 0.25 N/A Pi 1796.0 0.0 1.00 0.17 0.00 0.17 N/A P2 273.0 0.0 1.00 0.03 0.00 0.03 N/A SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: I6-0340B Page 1 of 1 Model: Roof Beams Date: 09/21/2017 Code: 2007 NASPEC [AISI SI 00-2007] Simpson Strong-Tie® CFS Designer 1.5.0.0 Section Designation: Cee 10 x 2.5 x 12ga Single C Stud INPUT PROPERTIES: Web Height = 10.0000 in Steel Thickness = 0.1050 in Top Flange = 2.5000 in Inside Corner Radius = 0.1250 in Bottom Flange = 2.5000 in Yield Stress, Fy = 55.0000 ksi Stiffening Lip = 1.0000 in Fy With Cold-Work, Fya = 55.0000 ksi OUTPUT PROPERTIES: Effective Section ProDerties. Strona Axis Neutral Axis from Top Fiber (Ycg) 5.0000 in Moment of Inertia for Deflection (lxx) 23.9929 in44 Section Modulus (Sxx) . 4.7986 inA3 Allowable Bending Moment (Ma) 13169.75 Ft-Lb Allowable Distortional Buckling Moment (Mda) at K4 = 0 11911.04 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) 5.0000 in Moment of Inertia (lxx) 23.9929 inA4 Cross Sectional Area (A) 1.7089 inA2 Radius of Gyration (Rx) 3.7470 in Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face 0.6614 in Gross Moment of Inertia (lyy) 1.3751 inA4 Radius of Gyration (Ry) 0.8970 in Other Section Property Data Member Weight per Foot of Length 5.8150 lb/ft Allowable Shear Force In Web (Unpunched) 10800.19 lb Pao for use in Interaction Equation C5-2 34860 lb Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) -1.6686 in St. Venant torsion Constant (J x 1000) 6.2802 inA4 Warping Constant (Cw) 29.3358 in'6 Radii of Gyration (Ro) 4.1987 inA6 Torsional Flexural Constant (Beta) 0.8421 Warping Torsional Properties a(in'3) Sxx(lip)(inA3) Wn(1)(inA2) Wn(2)(inA2) Wn(3)(in"2) Wn(4)(in'2) Wn(5)(inA2) Wn(6)(inA2) 110.4 5.9982 9.8798 6.6065 -5.2427 5.2427 -6.6065 -9.8798 Location (1) and (6) are tip of compression and tension lip respectively Location (2) and (5) are flange/lip corner of compression and tension side respectively Location (3) and (4) are flange/web corner of compression and tension side respectively at SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Baja Construction Co., Inc. Page 22 223 Foster Street. Martinez, CA 94553 (800) 366-9600 - - -, Beam to Column Conn. (4) 3/4"4 A307 bolts - Maximum reaction (each cee) at column FRi = 4351TiJ (page 19) Maximum heareach bolt, 0.25R1 = L088kips Allowable Beanngon 12ga IO 105 in1 Fu = 65 0 ksi d = 0.75-in = 2.22 Fp = 222 Fu Fp = 144.30 ksi Pn := Fp•d•t Pn, 11.36kips. Pn Pa := Pa = 5:12 kips Allow. Bolt Shea -Va = 4.4 kips - OK Diagonal Knee Brace Tapered Cee 7.125" to 7" x 4" x 12ga Lbr = 2.43 ft Unbraced length Lbr2 + Lbr2 = 3 44 ft Maximum reaction (each cee) at brae j= 3985 iii (page 17) Axial load Pbr = 2 ' rPbr iii 0.707 See pages 23 & 24 below Diagonal Knee Brace to Beam,-"Column Connection: •(8) #12-14 screwi each side d := 0.216-in : 3.0 - Steel in contact with screw head 12ga ? Steel not in contact with screw head 12ga Fu1 = 65ksi t j 0 105 in1 Fu2 = 65 ksi 0iO5ij Pn1 = 27 t1 d Fu1 Pn1 = 3.98 kips Pn2 = 27 t2 d Fu2 Pn2 = 3.98 kips For 12 _ equal to or less than 1 Pn3 = 4.2. (t23 d)° Fu2 Pn3 = 4.32 kips Allow. shear (bearing) per screw Pn = if- <_ 1,min(Pni Pn2,Pn3) min(Pn1 Pn2)J Pn = 3.98 kips tj Pn = 3.98 kips > Pa = Pa = 1.33 kips Q Screw shear capacity,ascrew 724ib±j -r lOP = 2(8) min(PaPa w)] J1158kipJ -OK - - 4 - Flexural and Deflection Check Mmax Mmax/ Mpos Span Ft-Lb Maxo Ft-Lb Span 0.0 0.000 0.0 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pt Load P(lb) (in) (lb) Ri 0.0 2.50 2276.5 R2 0.0 2.50 2276.5 Combined Bending and Shear Reaction or Vmax Mmax Va Pt Load (lb) (Ft-Lb) Factor Ri 0.0 0.0 1.00 R2 0.0 0.0 1.00 Combined Bending and Axial Load Details Axial Ld Bracing(in) Span (lb) KyLy KtLt Span 11274.0(c) None None Bracing Ma(Brc) Mpos/ Deflection (in) Ft-Lb Ma(Brc) (in) Ratio None 5897.8 0.000 0.000 LJO Pn Mmax Intr. Stiffeners (Ib) • (Ft-Lb) Value Required? 4097.7 0.0 0.00 NO 4097.7 0.0 0.00 NO Intr. Intr. VNa M/Ma • Unstiffened Stiffened 0.00 0.00 0.00 N/A 0.00 0.00 0.00 N/A Max K-phi Lm Bracing Allow Intr. KUr (lb-in/in) (in) load(lb) P/Pa Value 32 0.0 41.3 20974.8(c) 0.54 0.54 Project Name: 16-0340B Page 1 of 1 Model: Diagonal Knee Brace Date: 09/21/2017 Code: 2007 NASPEC [AISI SI00-2007] Simpson Strong-Tie® CFS Designer1M 1.5.0.0 -p 4 - Ri R2 3.44 Section: Open Cee 7 x 4 x 12ga Single Channel Maxo = 5897.8 Ft-Lb Moment of Intertia, I = 9.73 inA4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Fy = 55.0 ksi Va = 12169.5 lb SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: 16-0340B Page 1 of 1 Model: Diagonal Knee Brace Date: 09/21/2017 Code: 2007 NASPEC [AISI SI00-2007] Simpson Strong-Tie® CFS Designer1M 1.5.0.0 Section Designation: Open Cee 7 x 4 x 12ga Single Channel INPUT PROPERTIES: Web Height = 7.0000 in Steel Thickness = 0.1050 in. Top Flange = 4.0000 in Inside Comer Radius 0.1250 in Bottom Flange = 4.0000 in Yield Stress, Fy = 55.0000 ksi Fy With Cold-Work; Fya = 55.0000 ksi OUTPUT PROPERTIES: Effective Section Prooerties. Strona Axis Neutral Axis from Top Fiber (Ycg) 4.1722 in Moment of Inertia for Deflection (lxx) 9.7267 in44 Section Modulus (Sxx) 2.1489 inA3 Allowable Bending Moment (Ma) . 5897.76 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) 3.5000 in Moment of Inertia (lxx) 12.5273 inA4 Cross Sectional Area (A) 1.5370 inA2 Radius of Gyration (Rx) 2.8550 in Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face 1.1174 in Gross Moment of Inertia (lyy) 2.5629 inA4 Radius of Gyration (Ry) 1.2913 in Other Section Property Data Member Weight per Foot of Length 5.2299 lb/ft Allowable Shear Force In Web (Unpunched) 12169.50 lb Pao for use in Interaction Equation C5-2 23181 lb Torsional Properties - Dist. from Shear Center to Neutral Axis (Xo) -2.5936 in St. Venant torsion Constant (J x 1000) 5.6483 iflA4 Warping Constant (Cw) 21.4485 inA6 Radii of Gyration (Ro) 4.0676 inA6 Torsional Flexural Constant (Beta) 0.5934 Warping Torsional Properties a(inA3) Sxx(Iip)(in'3) Wn(1)(inA2) Wn(2)(inA2) Wn(3)(in'2) Wn(4)(inA2) Wn(5)(in'2) Wn(6)(in"2) 99.6 2.1489 8.3387 8.3387 -5.2703 5.2703 -8.3387 -8.3387 Location (1) and (6) are tip of compression and tension lip respectively Location (2) and (5) are flange/lip corner of compression and tension side respectively Location (3) and (4) are flange/web corner of compression and tension side respectively SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Baja Construction Co., Inc. Page 25 223 Foster Street Martinez, CA 94553 (800) 366-9600 Column Loading: (2) Ccc 10" x 3.5" x 12ga boxed Column design height, Hco=i054ftJ Tributarywidth, mrs = 20.25 ft tributary depth, dms = 18.00 ft Beam cantilevers, Li = 4.000 ft L2 = 6.000 ft DL on column, RDL = 3.00 psf Pd! := Pldl + '2dI Pdl = 1.093kips MDL := P2dI•(L2) - Pldl.(Ll) MDL = 1.093ftkips Equivalent horizontal load, Pdlhorjz : MDL Pdlhoriz = 0.iO4kips Hcol LL on column, Lr = 16.71 psf P11 := P111 + P211 P11 = 6.091 kips MLL := P211.(L2) MLL = 18.272 ft. kips (unbalanced) Equivalent horizontal load, 11horjz MLL ''horiz = 1.734 kips Hcol Seismic Load (per column): seismic response coefficient, Cs = 0.6135 W := Pdl W = 1.093 kips Vs := CsW Vs = 0.671 kips Mseis := (Vs).(Hcol) Mseis = 7.071 ft.kips Horizontal Seismic Load Effect: redundancy factor, p := 1.3 QE := Vs QE = 0.671 kips Eh := PQE Eh = 0.872 kips MEh := Eh.(Hcol) MEh = 9.192 ft. kips Vertical Seismic Load Effect: From page 4, SDS = 0.767 Dead load, D := W D = 1093.50 lbf Ev:= 0.2.SDS.D Ev=0.168kips dead load on column seismic load on column Baja Construction Co Inc Page 26 223 Foster Street Martinez, CA 94553 (800) 366-9600 - - -. - - - Column Loads cont Hcol = 10 54ft roof Slope, 10':= 1.19-degl Bldg depth (sloped) r-18:0-W trubutaiy width Smwfrs =20 25 ft Eii74j fc2 =5 27 ftj Transverse vAnd load Gamma =0 & Gamma = 180 Load CaseA(positive) PPOSwindward A = 22.798 psf pos.A.windward = (PpoSwindward A) (Smwfrs) (0 5 Lt) Fw05 A windward = 4.15 5 kips I PPOSleeward A = 5 699 psf FWp0 A leeward (Pposleeward A) (smi).(0.5-Lt) Fw 0 A leeward = 1 039 kips Vertical wind component Ywind pos = (Fw05 A windward + Fw05 A leeward) cos(0) Ynd pos -~-5:10 kips Horizontal wind component PXwind pos = (Fw05 A windward + Fw05 A leeward) sin(0) PXWInd = 0.108 kips Wind moment Gamma=0 fMJ=FwposAlerd c2 - Fwp cij MOA = —10.066 ft kips $ ' ''0A - -. • Equivalent horizontal load, FWtra SV 0A : - - FW I-anSV OA ='-0:955 kips Hcol Wind moment Ganma = 180 180 A = FwposA ndward c2 pos A leew1j 180.A 18.012 ft. kipsl • M180 .A Equivalent horizontal load 1 80 A = --------- - [Fwtransv 180 A 1.709 kips .Hcol - - Transverse vAnd load Gamma =1 80 Load Case A CONTROLS Longitudinal Wind Load: d s 18.00ft - - Maximum wind pressure IPpOswindwardAI = 22.80 psf (applyto T-0" vertical projection) Fwiongit = (I PPO5windward A) (dmwfrs)-(2.0-ft) Fwiongit = 0.821 kips Mwindtongit = (Fwiongit) (Hcol) Mwindiongit = 8 650 ft kips See pages 27 to 35 below I , t I- _- -- ...-• - - CFS Version 10.0.0 Section: Boxed lOx7xl2ga.cfss Box 10x3.5x1x0.105 Rev. Date: 8/7/2017 1:41:15 PM Printed: 9/21/2017 1:01:09 PM Page 1 Section InDuts Material: A653 HSLAS Grade 55/2 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 55 ksi Tensile Strength, Fu 65 ksi Warping Constant Override, Cw 0 in6 Torsion Constant Override, J 0 in4 Connector Spacing 0 in Left Channel, Thickness 0.105 in Placement of Part from Origin: X to right edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.000 270.000 0.12500 None 0.000 0.000 0.500 2 3.500 180.000 0.12500 Single 0.000 0.000 1.750 3 10.000 90.000 0.12500 Cee 0.000 0.000 5.000 4 3.500 0.000 0.12500 Single 0.000 0.000 1.750 5 1.000 -90.000 0.12500 None 0.000 0.000 0.500 Right Channel, Thickness 0.105 in Placement of Part from Origin: X to left edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.000 -90.000 0.12500 None 0.000 0.000 0.500 2 3.500 0.000 0.12500 Single 0.000 0.000 1.750 3 10.000 90.000 0.12500 Cee 0.000 0.000 5.000 4 3.500 180.000 0.12500 Single 0.000 0.000 1.750 5 1.000 270.000 0.12500 None 0.000 0.000 0.500 Full Section Properties Area 3.8378 in"2 Wt. 0.013049 k/ft Width 36.551 in CFS Version 10.0.0 Page Section: Boxed lox7xl2ga.cfss Box 10x3.5x1x0.105 Rev. Date: 8/7/2017 1:41:15 PM Printed: 9/21/2017 1:01:09 PM Ix 58.276 in4 rx 3.8968 in Ixy 0.000 in4 Sx(t) 11.655 in"3 y(t) 5.0000 in a 0.000 deg Sx(b) 11.655 in"3 y(b) 5.0000 in Height 10.0000 in ly 30.053 in"4 ry 2.7983 in xo 0.0000 in Sy(l) 8.586 in"3 x(l) 3.5000 in yo 0.0000 in Sy(r) 8.586 in"3 x(r) 3.5000 in ix 0.0000 in Width 7.0000 in jy 0.0000 in Ii 58.276 in"4 rl 3.8968 in 12 30.053 in"4 r2 2.7983 in IC 88.328 in"4 rc 4.7974 in Cw 123.17 in6 lo 88.328 in"4 ro 4.7974 in J 0.014104 in"4 Fully Braced Strength - 2007 North American Specification - US (ASD) Material Type: A653 HSLAS Grade 55/2, Fy=55 ksi Compression Positive Moment Positive Moment Pao 71.36 k Maxo 343.13 k-in Mayo 174.92 k-in Ae 2.3353 in"2 Ixe 54.404 inA4 lye 22.005 inA4 Sxe(t) 10.419 in"3 Sye(l) 7.702 in"3 Tension Sxe(b) 11.386 in"3 Sye(r) 5.311 in"3 Ta 124.73 k Negative Moment Negative Moment Maxo 343.13 k-in Mayo 174.92 k-in Shear Ixe 54.404 in"4 lye 22.005 in'4 Vay 21.60 k Sxe(t) 11.386 in"3 Sye(1) 5.311 in"3 Vax 26.33 k Sxe(b) 10.419 in"3 Sye(r) 7.702 inA3 CFS Version 10.0.0 Analysis: Column Transverse Direction.cfsa BS P-STD Job #16-0340B Rev. Date: 9/21/2017 1:00:04 PM Printed: 9/21/2017 1:01:10 PM Page 1 Analysis Inputs Members Section File 1 Boxed 10x7x12ga.cfss Start Loc. End Loc. Braced R (ft) (ft) Flange 1 0.000 11.040 None 0.0000 ex ey (in) (in) 1 0.000 0.000 Revision Date and Time 8/7/2017 1:41:15 PM k4 Lm (k) (ft) 0.0000 11.040 Supports Type Location Bearing Fastened K 1.0000 1.0000 -- (ft) (in) 1 XT 0.000 1.00 2 XYTRxRy 11.040 2.00 Loading: Roof Dead Load Type Angle Start Loc. (deg) (ft) 1 Axial NA 0.000 2 Concentrated 90.000 0.500 No No End Loc. Start End (ft) Magnitude Magnitude 11.040 1.0930 1.0930 k NA 0.1040 NA k Bearing Length 1.00 in CFS Version 10.0.0 Page Analysis: Column Transverse Direction.cfsa BSP-STD Job #16-034013 Rev. Date: 9/21/2017 1:00:04 PM Printed: 9/21/2017 1:01:10 PM Loading: Roof Live Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 11.040 6.0910 6.0910 k 2 Concentrated 90.000 0.500 NA 1.7340 NA k Bearing Length 1.00 in Loading: Seismic Transverse. Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 11.040 0.1680 0.1680 k 2 Concentrated 90.000 0.500 NA . 0.8720 NA k Bearing Length 1.00 in Loading: Wind Transverse Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 11.040 5.1920 5.1920 k 2 Concentrated 90.000 0.500 NA 1.7090 NA k Bearing Length 1.00 in Load Combination: D+Lr Specification: 2007 North Arñerican Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Roof Dead Load 1.000 2 Roof Live Load 1.000 Load Combination: D+E/1.4 Seismic Transverse Specification: 2007 North American Specification .- US (ASD) Inflection Point Bracing: No Loading Factor 1 Roof Dead Load 1.000 2 Seismic Transverse. 0.714 Load Combination: D+0.6 Wind Transverse Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Roof Dead Load 1.000 2 Wind Transverse 0.600 CFS Version 10.0.0 Page 1 Analysis: Column Transverse Direction.cfsa BSP-STD Job #16-0555 Rev. Date: 9/21/2017 12:50:33 PM Printed: 9/21/2017 1:01:10 PM Member Check - 2007 North American Specification - US (ASD) Load Combination: D+Lr Design Parameters at 11.040 ft, Left side: Lx 11.040 ft Ly 11.040 ft Lt 11.040 ft Kx 2.0000 Ky 1.0000 Kt 1.0000 Section: Boxed 10x7x12ga.cfss Material Type: A653 HSLAS Grade 55/2, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k4 0 k Red. Factor, R: 0 Lm 11.040 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 7.184 232.47 1.838 0.00 0.000 Applied 7.184 232.47 1.838 0.00 0.000 Strength 37.805 312.46 21.596 163.49 26.334 Effective section properties at applied loads: Ae 3.8378 in"2 Ixe 58.276 in"4 lye 30.053 in"4 Sxe(t) 11.655 in"3 Sye(l) 8.586 in"3 Sxe(b) 11.655 in"3 Sye(r) 8.586 in"3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.190 + 0.786 + 0.000 = 0.976 <= 1.0 NAS Eq. C5.2.1-2 (2, Mx, My) 0.101 + 0.744 + 0.000 = 0.845 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.459 + 0.007)= 0.683 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 Member Check - 2007 North American Specification - US (ASD) Load Combination: D+E/1.4 Seismic Transverse Design Parameters at 11.040 ft, Left side: Lx 11.040 ft Ly 11.040 ft Lt 11.040 ft Kx 2.0000 Ky 1.0000 Kt 1.0000 Section: Boxed 10x7x12ga.cfss Material Type: A653 HSLAS Grade 55/2, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k 0 k Red. Factor, R: 0 Lm 11.040 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 1.213 91.90 0.727 0.00 0.000 Applied 1.213 91.90 0.727 0.00 0.000 Strength 37.805 312.46 21.596 163.49 26.334 Effective section properties at applied loads: Ae 3.8378 in"2 Ixe 58.276 in4 lye 30.053 in'4 Sxe(t) 11.655 in"3 Sye(l) 8.586 in"3 Sxe(b) 11.655 in"3 Sye(r) 8.586 in"3 Interaction Equations 131 CFS Version 10.0.0 Page Analysis: Column Transverse Direction.cfsa BSP-STD Job #16-0555 Rev. Date: 9/21/2017 12:50:33 PM Printed: 9/21/2017 1:01:10 PM NAS Eq. 05.2.1-1 (F, Mx, My) 0.032 + 0.297 + 0.000 = 0.329 <= 1.0 NAS Eq. 05.2.1-2 (P, Mx, My) 0017 + 0.294+ 0.000 = 0.311 <= 1.0 NAS Eq. 03.3.1-1 (Mx, Vy) Sqrt(0.072 + 0.001)= 0.270 <= 1.0 NAS Eq. 03.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 Member Check - 2007 North American Specification - US (ASD) Load Combination: 0+0.6 Wind Transverse Design Parameters at 11.040. ft, Left side: Lx 11.040 ft Ly 11.040 ft Lt 11.040 ft Kx 2.0000 Ky 1.0000 Kt 1.0000 Section: Boxed l0x7xl2ga.cfss Material Type: A653 HSLAS Grade 55/2, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k4 0 k Red. Factor, R: 0 Lm 11.040 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 4.208 142.85 1.129 0.00 0.000 Applied 4.208 142.85 1.129 0.00 0.000 Strength 37.805 312.46 21.596 163.49 26.334 Effective section properties at applied loads: Ae 3.8378 in"2 Ixe 58.276 in"4 lye 30.053 inA4 Sxe(t) 11.655 in"3 Sye(l) 8.586 in'3 Sxe(b) 11.655 in"3 Sye(r) 8.586 in"3 Interaction Equations NAS Eq. 05.2.1-1 (P, Mx, My) 0.111 + 0.472 + 0.000 = 0.583 <= 1.0 NAS Eq. 05.2.1-2 (P, Mx, My) 0.059 + 0.457 + 0.000 = 0.516 <= 1.0 NAS Eq. 03.3.1-1 (Mx, Vy) Sqrt(0.173 + 0.003)= 0.420 <= 1.0 NAS Eq. 03.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 US Version 10.0.0 Analysis: Column Longitudinal Direction.cfsa Job #17-0472 Rev. Date: 9/21/2017 12:55:51 PM Printed: 9/21/2017 12:58:22 PM Page 1 Analysis Inputs Members Section File 1 Boxed 10x7x12ga.cfss Start Loc. End Loc. Braced R (ft) (ft) Flange 1 0.000 11.040 None 0.0000 ex ey (in) (in) 1 0.000 0.000 Supports Revision Date and Time 8/7/2017 1:41:15 PM k Lm (k) (ft) 0.0000 11.040 Type Location Bearing Fastened K (ft) (in) 1 YT 0.000 1.00 No 1.0000 2 XYTRxRy 11.040 2.00 No 1.0000 Loading: Roof Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 11.040 1.0930 1.0930 k CFS Version 10.0.0 Page 2 Analysis: Column Longitudinal Direction.cfsa Job #17-0472 Rev. Date: 9/21/2017 12:55:51 PM Printed: 9/21/2017 12:58:22 PM Loading: Seismic, Longitudinal Type Angle Start Loc. (deg) (ft) 1 Concentrated 0.000 0.500 Loading: Wind Longitudinal Type Angle Start Loc. (deg) (ft) 1 Concentrated 0.000 0.500 End Loc. Start End (ft) Magnitude Magnitude NA 0.8720 NA k Bearing Length 1.00 in End Loc. Start End (ft) Magnitude Magnitude NA 0.8210 NA k Bearing Length 1.00 in Load Combination: D+E/1.4 Seismic Longitudinal Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Roof Dead Load 1.000 2 Seismic Longitudinal 0.714 Load Combination: D+0.6W Longitudinal Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Roof Dead Load 1.000 2 Wind Longitudinal 0.600 Member Check - 2007 North American Specification - US (ASD) Load Combination: D+E/1.4 Seismic Longitudinal Design Parameters at 11.040 ft, Left side: Lx 11.040 ft Ly 11.040 ft Lt 11.040 ft Kx 1.0000 Ky 2.0000 Kt 1.0000 Section: Boxed 10x7x12ga.cfss Material Type: A653 HSLAS Grade 55/2, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k4 0 k Red. Factor, R: 0 Lm 11.040 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 1.093 0.00 0.000 78.75 0.623 Applied 1.093 0.00 0.000 78.75 0.623 Strength 37.805 273.26 21.596 174.92 26.334 Effective section properties at applied loads: Ae 3.7100 in'2 Ixe 58.260 in"4 lye 28.482 in"4 Sxe(t) 11.652 in"3 Sye(l) 8.423 in3 Sxe(b) 11.652 in"3 Sye(r) 7.871 in"3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.029 + 0.000 + 0.457 = 0.486 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.015 + 0.000 + 0.450 = 0.466 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.203 + 0.001)= 0.451 <= 1.0 CFS Version 10.0.0 Page 3 Analysis: Column Longitudinal Direction.cfsa Job #17-0472 Rev. Date: 9/21/2017 12:55:51 PM Printed: 9/21/2017 12:58:22 PM Shear flow between parts due to: Vertical Shear Horizontal Shear Between parts 1 and 2 0.0000 k/ft 1.1893 k/ft Member Check - 2007 North American Specification - US (ASD) Load Combination: D+0.6W Longitudinal Design Parameters at 11.040 ft, Left side: Lx 11.040 ft Ly 11.040 ft Lt 11.040 ft Kx 1.0000 Ky 2.0000 Kt 1.0000 Section: Boxed 10x7x12ga.cfss Material Type: A653 HSLAS Grade 55/2, Fy=55 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k4 0 k Red. Factor, R: 0 Lm 11.040 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 1.093 0.00 0.000 62.30 0.493 Applied 1.093 0.00 0.000 62.30 0.493 Strength 37.805 273.26 21.596 174.92 26.334 Effective section properties at applied loads: Ae 3.7737 in"2 Ixe 58.274 in4 lye 29.278 in"4 Sxe(t) 11.655 in"3 Sye(l) 8.507 inA3 Sxe(b) 11.655 in"3 Sye(r) 8.228 in"3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.029 + 0.000 + 0.362 = 0.391 <= 1.0 NAS Eq. C5.2.1-2 (P. Mx, My) 0.015 + 0.000 + 0.356 = 0.372 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.000+ 0.000)= 0.000 <= 1.0 NAS Eq. C3.3.1-1, (My, Vx) Sqrt(0.127 + 0.000)= 0.357 <= 1.0 Shear flow between parts due to: Vertical Shear Horizontal Shear Between parts 1 and 2 . 0.00000 k/ft 0.94098 k/ft Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 Column Required Embedment: I MDL + MLLI = 19.366ftkips I MDL + 0.6.MOAI = 4.946ftkips I MDL+ 0.6.M180AI = 11.901fi.kips MDL + co.(0.714.MEh)I = 9.297ft'kips nax=19366• ft Loadfactor ..................................................... LF := 1.7 LF.(Mmax) = 32.92 ft•kips AC1318-14 Section 10.14: Strength reduction factor ...............................:= 0.65 Concrete Strength .......................................... fc:= 2500-psi Design bearing strength ...................... . ........ Fbrg := 4.(0.85•fc) Fbrg 1.38 ksi Column flange width ......................................[t :z 7.ifl Wbrg := (Fbrg)(bcoI) Wbrg = 116.03 klf Required column embedment: I6(LF)(Mmax) dreqd := dreqd = 16 in Wbrg Page 36 Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 Pier Footing: 24"4 x 6'-3" deep Hcol = 10.54 ft Mmax = 19.366ft.kips Equivalent Point Load, p Mmax P = 1.84 kips Hcol Allowable lateral bearing pressure ......................Sa = 250.00 psf ft Pole diameter (or diagonal) .....................................b := 24.0.ij r := 0.5b Structure is not adversely affected by 1/2" ground motion use twice value of Sa Unconstrained pier embedment depth ................ S 2Sa U0fl5t S1 = 1041.67 psf Page 37 r= 12.00 in 2.34P A:= A=2.06ft S1.b dunconst := A -. 1 + I + 4.36 Hcol 2( A) I = 6.01 ft Check Pier Footing for Vertical Loads (DL+LL): Max. Vertical Load ................P:= Pdl + P11 P= 7.18 kips Allowable soil bearing pressure, SBPaIIOw = 2000.00 psf Allow. Skin Friction .............Ff := SBPaiiow 6 Pier Capacity .........................Cap := ic•b•Ff Friction capacity .................. F:= (Cap).(Dunconst - 1.0-ft) (neglect top 1.0 ft) Ff = 333.33 psf Cap = 2094.40 plf F = 11.00 kips O.K. Check Pier Footing for Uplift Loads (DL+Wind): := —20.898-psf Pnegleeward.13 := —1.900. psf 5mw1'rs = 20.25 ft dmrs = 18.00 ft Uplift := 0.6.PnegwjfldwardB + 0.67.RDL + +0.67-RDLI Uplift= 1.76 kips Weight of footing ................Wftg := (145.pcf).(1c.r2).(Dunconst) Wftg = 2.85 kips Wftg = 1.62 - O.K. Uplift Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Pinted: 21 SEP 2017, 1:29PM File = \\fllevault\jobs\SOUTHE-1\16-034-1\16-034-4\calcs\STDBSP-1\16-034-1 EC6 enera• .-ooLung -, ... ENERCALC INC 1983-2017 Build 1017829 Ver6 17831 Description : Alternate Spread Footing (STD CP 14 & 15)) Calculations perACi 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: IBC 2015 rGeneral Infóñiition ... Material Properties Soil Design Values fc: Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 2.0 ksf fy: Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = Yes Ec: Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.350 cp Values Flexure = 0.90 - Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.17 ft Min Steel % Bending Reinf. . = Allow press. increase per foot of depth = 0.0 ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Min. Overturning Safety Factor = 1.50 : 1 Mm. Sliding Safety Factor = 1.50 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears . : Yes - 0.0 ksf Add Pedestal Wt for Soil Pressure : No - when max. length or width is greater than - 0.0 ft Use Pedestal wt for stability, mom & shear : No - TDimensions - - Width parallel to X-X Axis = 6.750 ft . Length parallel to Z-Z Axis = 4.0 ft Footing Thickness = 26.0 in Pedestal dimensions... px: parallel to X-X Axis pz: parallel to Z-Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing = rReifoiing- ..: . - Bars parallel to X-X Axis - Number of Bars - 8 Reinforcing Bar Size # 5 Bars parallel to Z-Z Axis Number of Bars = 13 Reinforcing Bar Size = # 5 Rnr1wirIfh fliefrik,,+i,n ('hk IA('I I A A ") 0.0 in 0.0 in 0.0 in 13.0 in Direction Requiring Closer Separation ig z-z Axis # Bars required within zone 74.4% # Bars required on each side of zone 25.6% - rAliedCds D Lr L S W E H P: Column Load = 1.093 6.091 0.0 0.0 5.192 0.1680 0.0k OB : Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx ' = 0.0 0.0 0.0 0.0 8.650 9.192 0.0 k-ft M-zz = 1.093 18.272 0.0 0.0 18.012 9.192 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.1080 0.8720 0.0 k V-z = 0.0 0.0 0.0 0.0 0.8210 0.8720 0.0 k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 21 SEP2017, 1:29PM G ". - enera. 00 ung .. "FiIe\\fiIevaulftobs\SoUTHE-116O34-1\16O34--4\cacs\sTDBsP-1\16-O34-1:Ec6 . ENRCALC INC. 1983-2017udd 1017829 VerS 17831 KW-06001322 Licensee: ROBERT PREDDY Description : Alternate Spread Footing (STD OP 14 & 15)) EDESIGN SUMMARY . '.. . T. . Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.5942 Soil Bearing 1.375 ksf 2.314 ksf/ +D+0.750Lr#0.750L+0.450W+H about Z-.' PASS 1.513 Overturning - X-X 7.757 k-ft 11.738 0.60D.70E+0.60H PASS 2.354 Overturning - Z-Z 8.413 k-ft 19. k-ft 40.60D+0.70E+0.60H PASS 7.222 Sliding - X-X 0. 4 k 4.409 k +O.60D'+O.70E40.60H PASS 9.874 Sliding - Z-Z 0.6104 k 6.027 k +0.60D40.70E+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift '\.', PASS 0.3513 Z Flexure (+X) 8.176 k-ft/ft 23.276 k-ft/ft +1.20D+1,6OLr#,50W+160H PASS 0.06282 Flexure (-X) 1.462 k-ft/ft 23.276 k-ft/ft +1.20D40.50L+0.705-E+1 .60H PASS 0.06592 X'F1exure (+Z) 1.480 k-ft/ft 22.446 k-ft/ft +1,20D+O,50Lr-s0,50L+W+16QH PASS 0.04790 X Flex -Z) 1.075 k-ft/ft 22.446 k-ft/ft +0.90D-E+0.90H PASS 0.2761 1-way Sher"(. 20.710 psi 75.0 psi -i-1.20D-*-1.60Lr+0.50W+1.60H PASS 0.06485 1-way Shear (-X) 4.864 psi 75.0 psi +1.20D+1.60Lr+0.50W+1.60H PASS 0.06365 1-way Shear (+Z) 4.774 psi 75.0 psi +1.20D0.50Lr+0.50L+W+1.60H PASS 0.05223 1-way Shear (-Z) 3.917 psi 75.0 psi -'0.900-E+0.90H PASS 0.1297 2-way Punching 19.452 psi 150.0 psi +1.20D+1.60Lr-e0.50W+1.60H Title Block Line 1 You can change this area - * using the 'Settings' mnu item and then using the Printing & Title Block' selection.... - Project Title:.'.. Engineer: Project Descr:, Project ID: Description : . Alternate Spread Footing (STD CP 14 & 15)) Min. ,Ratio Item . . Applied ' Capacity Governing Load Combination PASS 0.5942 Soil Bearing 1.375 ksf 2.314 ksf D40.750Lr40.750L40.450W-*l about Z- PASS 1.513 Overturning - X-X - 7.757 k-ft .11.738 k-ft -f0.60D40.70E40.60H PASS 2.354 Overturning - Z-Z 8.413 k-ft 19.807 k4t +0.60D40.70E+0.60H PASS 7.222 Sliding - X-X ' 0.6104 k - 4.409 k -'0.60D+0.70E-f0.60H PASS 9.874 Slidin- Z-Z. 0.6104 k 6.027 k . +0.60D40.70E-+0.60H . PASS n/a Uplift • - 0.0 k. . - 0.0 k No Uplift PASS 0.3513 . Z Flexure (+X) . 8.176 k-ft/ft . - - . 23.276 k-ft/ft +1.20D+1.6OLr-.50W+1.60H PASS 0.06282 • ZFlexure (-X). .' 1.462 k-ft/ft . . 23.276 k-ft/ft +1.200+0.50L+0.70S-E+1.60H PASS 0.06592 X Flexure (+Z) . 1.480 k-ft/ft 22.446 k-ft/ft +1.20D+0.50Lr*0.50L+W+1.60H PASS 0.04790 • X Flexure (-Z) • . 1.075 k-ft/ft 22.446 k-ft/ft 40.90D-E-0.90H PASS 0.2761 . • 1-way Shear (+X) . 20.710 psi .. - 75.0 psi +1,20D+1.60Lr-i.0.50W+1.60H PASS 0.06485 1-way Shear (-X) 4.864 psi - - . 75.0 psi . +1.200+1.6QLr-i-0.50W-i-1.60H • PASS 0.06365 1-way Shear (+Z) 4.774 psi .. • 75.0 psi . +1.20D40,50Lr40.50L+W+1.60H PASS 0.05223 1-way Shear (-Z) 3.917 psi . - - 75.0 psi - 4-0.90D-E+0.90H PASS 0.1297 2-way Punching . ,. 19.452 psi 150.0 psi +1.20D+1.60Lri-0.50W-i-1.60H - 'I. . .- ., . -. . - . -. • . -. - . I -. . . : ••. .. .. ,. . . . -, . I,•. -. ,. - . .- ... i—. ..•• . . p. • . - - . . . . . -. - .. • I,.. • ., - - . , ' I . I I . 4 1 a . •,J - •- L ' •- . •* • . . . - • . . . . * .,-.. - . . . . - . . - ..•. - . . I . '1 . •1. ••* J_ -. . I 1 . . . I. • Vw S ,.... . .. •c . - ., . . ., 9