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HomeMy WebLinkAbout2725 PALOMAR AIRPORT RD; ; CBC2018-0663; Permitcpty of Carlsbad ._-.,-._.-Commerdal Print Date: 01/22/2020 Permit No: CBC2018-0663 Work Class: Cogen Status: Closed - Finaled Lot #: Applied: 11/29/2018 Reference #: Issued: 05/10/2019 Construction Type: Permit Finaled: Bathrooms: Inspector: TAIva Orig. Plan Check #: Final Plan Check #: Inspection: 1/22/2020 1:38:51PM Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: ' 2725 Palomar Airport Rd BLDG-Commercial 2132621500 $400,000.00 Project Title: Description: HOLIDAY INN: 130 KW ROOF MOUNT PV SYSTEM Applicant: Owner: Contractor: DAVID BELL ALPS GROUP 1 INC KODIAK MOON CONSTRUCTION LLC 2725 Palomar Airport Rd 1298 Prospect St, Ste 2G 310-808-7830 CARLSBAD, CA 92009 La Jolla, CA 92037-3609 877-816-0750 BUILDING PERMIT FEE ($2000+) $1,691.00 BUILDING PLAN CHECK FEE.(BLDG) $1,183.70 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $89.00 5B1473 GREEN BUILDING STATE STANDARDS FEE $16.00 STRONG MOTION-COMMERCIAL $112.00 Total Fees:: $3,091.70 Total Payments To Date: :$3,091.70 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 set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any 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 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov City C f Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check ci?1':g-ao3 Est. Value c4'24tiiv PC Deposit Date Job Address J7 C 1ç(.ni,', 4p.4 tZo.iA Suite: APN: Tenant Name: #Lf5 /'I4L4oY4-ç 1t'\V cr/Project #: Lot #:________ Occupancy: Construction Type: Fire Sprinklers: yes / no Air Conditioning: yes / no BRIEF DESCRIPTION OF WORK: fag F MV V, t369 5- % j viiP tP\t DR AdditionJ(feM) New SF and Use, ___New SF and Use, Deck SF, i'L230potio Cover F-(not-inehiding flatwork) El Tenant Improvement: SF, Existing Use Proposed Use SF, Existing Use Proposed Use LI Pool/Spa: - SF Additional Gas or Electrical Features? El Solar: ift KW, -Modules, 4Id34Aounted, Tilt: \4'/ No, RMA: Yes! F4ö, Panel Upgrade: Yes /(9 0 Plumbing/Mechanical/Electrical Only: ThI APPLICANT (PRIMARY) PROPERTY OWNER Name: OtI'(/ V2e4k— Name: Address: 'f?c N. Pc.M ,'45%,"Address: C21 City: 2& State: t' Zip: ')-77 City: State: Zip: Phone: ')I D Rog '7'S, Phone: Email: &t _epø'..cu. Email: DESIGN PROFESSIONAL CONTRACTOR BUSINESS Name: Name: f'(°iK A°"'I)LLC Address: Address: q5 )cl.1oi_kcee+ City: State: Zip: City: A10 (41 State: CA Zip: 9-1I Phone: Phone: _-3 ' l.f _ (o 9.. Email: Email: £økmoo _.CP'' Architect State License: State License:__________ Bus. License: L)cCL( (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, priofio its issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License Law {Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he/she 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}). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov B-2 Page 1 of 2 Rev. 06/18 (OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. O I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the perfprmance of the work for wpich this p rmit is issued. My workers' compeation insurance carrier and policy number are: lnsurance5ompany Name: .? C_a1 feO4 c -Kar' 'q (911 c Policy No. 1.j Expiration Date: 41'ç..Lf O 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 be come 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 $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. s- 1 ,9, ;2_0 ,9 CONTRACTOR SIGNATURE: C" I ' DAGENT DATE: (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: O 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). O 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 to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). o I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. DYes 0 No I (have I 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 / 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): S. 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): OWNER SIGNATURE: DAGENT DATE: CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: Lender's Address: ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: 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? DYes 0 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes 0 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. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned propertyfor inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINSTSAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5'O' deep and demolition or construction of structures over 3 stories in height EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT SIGNATURE: __________________________________ DATE: /I /-Z4 I Z1 ra 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuiIdingccarlsbadCa.gov B-2 Page 2 of 2 Rev. 06/18 Permit Type: BLDG-Commercial Application Date: 11/29/2018 Owner: ALPS GROUP 1 INC Work Class: Cogen Issue Date: 05/10/2019 Subdivision: Status: Closed - Finaled Expiration Date: 06/15/2020 Address: 2725 Palomar Airport Rd Carlsbad, CA 92009-1729 IVR Number: 15720 Scheduled Actual Start te Inspection Type lnspeôtion No. Inspection Status Primary Inspector Reinspection Complete Date 01122/2020 01/22/2020 BLDG-Final 117069-2020 Passed Tony Alvarado Complete Inspection - January 22, 2020 1 Page 20f2 Permit Type: BLDG-Commercial Application Date: 11/29/2018 Owner: ALPS GROUP 1 INC Work Class: Cogen Issue Date: 05/10/2019 Subdivision: Status: Closed- Finaled Expiration Date: 06/15/2020 Address: 2725 Palomar Airport Rd Carlsbad, CA 92009-1729 IVR Number: 15720 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary.-Inspector •Reinspection Complete 11/07/2019 11/07/2019 BLDG-35 Solar 110159-2019 Failed Tony Alvarado Reinspection Complete Panel Checklist Item COMMENTS . Passed BLDG-Building Deficiency Ground mount solar system footings failed. No Scope of work not ready; BLDG-Final 110160-2019 Failed Tony Alvarado Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency. Ground mount solar system footings failed. No Scope of work not ready. BLDG-Structural Final Ground mount solar system footings failed. No Scope of work not ready. 11108/2019 11108/2019 BLDG-lI 110280-2019 . Partial Pass Tony Alvarado Reinspection Incomplete Foundation/Ftg/Pier s(Rebar) 11119/2019 11/1912019 BLDG-33 Service 111210-2019 Partial Pass Chris Renfro Reinspection Incomplete Change/upgrade Checklist Item COMMENTS Passed BLDG-Building Deficiency Rough electrical for PV line side tap Yes 11/25/2019 11/25/2019 BLDG-11 111943-2019 Cancelled Tony Alvarado Reinspection Complete Foundation/Ftg/Pier $ (Rebar) Checklist Item COMMENTS Passed BLOG-Building Deficiency Contractor called and canceled. No 12/04/2019 12/03/2019 BLDG-Il Ii 2470-2019 Passed Tony Alvarado . Complete Foundation!FtglPier s(Rebar) 12/09/2019 12109/2019 BLDG-lI I13115-2019 Partial Pass Chris Renfro Reinspection Incomplete Foundation!Ftg!Pier • $ (Rebar) . . . Checklist Item COMMENTS . Passed- BLDG-Building Deficiency Yes BLDG-34 Rough 11 2739-2019 Partial Pass Chris Renfro Reinspection. Incomplete Electrical . Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/16/2019 12/1612019 BLDG-34 Rough 1I3883-2019 Partial Pass Tony Alvarado Reinspection Incomplete Electrical . BLDG-35 Solar 113668-2019 Partial Pass Tony Alvarado Reinspection Incomplete Panel January 22, 2020 . Page I of 2 Ghostrider inc. Any Where Any Time PH. 760473-5052 Around the World, Around the Clock Fax 619-367-5791 P.O. Box 1120 Fallbrook, CA 92088 E-mail, twghostrldei01yahoo.com E-mail, ghostrlderinc@hotmali.com DAILY INSPECTION REPOR11 WENT ALPS Innovation I.I.C. PROJECT Solar Carport - Holiday Inn Carlsbad DATE 11/5/2019 ADDRESS 2725 Palomar Airport Rd. ARCHITECT ECO Power CITY Carlsbad, CA 92009 409 N. Pacific Coast Hwy #834 Redondo Beach, Ca 90277 JOB# Ghostrider, Inc. ENGINEER Allan Collins C-60527 BUILDING PERMIT/DSA/OSHPD# CBC-2018-0663 PLAN FILE# Not Applicable CONTRACTOR Kodiak Moon W. 0. St Not Applicable Uil(I[s10I Caisson Material: # Native/Undisturbed Approved Plans Available Caisson Dia.: #24" Caisson Depth: #17'6" Safety Gear: Hardhats,Glasse Weather Sunny Bright REMARKS: Inspected start of drilling of caissons on project for solar panel system (North side of Building). Contractor is drilling caissons to depth and dimensions per plan. Contractor completed 4 caissons on project. On three of the caissons they hit a storm drain at about 5' on the North side of building, North side of parking lot. The beam columns were placed in the 1st 4 caissons which were drilled to depth. Ground water was encountered at approximately 16 feet in sporadic caissons. Work on project is ongoing. 1,_• b' I. I - :-•• ,'• ., u cERflFIrAflONOFcOMPLMNcf: To the best of our knowledge, all of the reported worlç unless other.vlse i0t04 tantlally compiles with approved plans, spedflcatlons and applicable sections of the building codes. For this report to be vallditmust how afinal report signed by the spedal lnspectcr stating "Final Report of Inspection and material testing". Without afinal report this document Is invalid. This report covers the locations of the work reported onlyand doesn't constitute engineering opinion ojpmjectcontroL Time in: ' Time out: Signature Taylor White Authorization: THE DEPUTYS A. W.S. & I.C.C. & San Diego 1287: This is note government form.. The Federal. State.County and City seals only signify that inspections are conducted under Federal. State.County and City Codes (2013.C.B.C.J._This document is not used for advertising, marketing or promotions.This document is used to convey compliance with the Codes. Ghostrlder, Inc. 01-2008. Rev. (18)9/2015 Ghostrider inc. PH. 760473.5052 Fax 619-367.5791 E-mail, twghostrldeiOl@yahoo.com CUENT ALPS Innovation LLC. DATE 11/6/2019 ARCHITECT ECO Power 409 N. Pacific Coast Hwy #834 Redondo Beach, Ca 90277 ENGINEER Allan Collins C-60527 CONTRACTOR Kodiak Moon Any Where Any Time Around the World, Around the Clock P.O. Box 1120 Fallbrook, CA 92088 E-mail, ghostridednc@hottnaii.com PROJECT Solar Carport - Holiday Inn Carlsbad ADDRESS 2725 Palomar Airport Rd. CITY Carlsbad, CA 92009 JOB # Ghostrider. Inc. BUILDING PERMrT/DSA/OSHPD# CBC-2018-0663 PLAN FILE# Not Applicable W.O.# Not Applicable U1LP1 @J, (aHce[4ILJ Caisson Material: # Native/Undisturbed Approved Plans Available Caisson Dia.: #24" Caisson Depth: #17'6" Safety Gear: Hardhats,Glasse Weather Sunny Bright REMARKS: Inspected drilling of caissons on project for solar panel system (Northeast). Contractor is drilling caissons to depth and dimensions per plan. Contractor completed 7 caissons on the Northeast side of building. Ground water was encountered on sporadic caissons on the South & Northeast sides of building. Groundwater was encountered at approximately 16 feet in depth. Work on project is ongoing. CERT1FICA11ON oFcoMPLL4NcE: To the best of our knowledge, all of the reported work, unless otherwise noted, substantially compiles with approved plan4 specifications and applicable sections of the building codes. For this report to be valid It must Itoveafinal report, signed hythespedallnspector, stating "Final Report of Inspection and material tsstlng" Vlithoutaflnal report this dosument Is Invalid. This report covers the locatIons of the work reported only and doesn't constitute engineering opinion or project control Time In: Time out: - Signature___________________________ Taylor White Authorization:THE DEPUTYS A.W.S. & LC.C. & San Diego 1287: This Is not a government form. The Federal. State. County and City seals only signify that Inspections are conducted under FederaL State. County and City Codes 12013, C.B.C.J. This document is not used for advertising, marketing or promotions. This document Is used to convey compliance with the Codes. Ghostrlder, Inc. 01.2008. Rev. (18)9/2015 approwdplans, specifications and Report of Inspection and material Inee,Ing opinion or~ control CER7IFICA7tONOFCOMPLLNCE: To the best applicable sections of the building codes. Fa testing'. Wlthoutaflnal report this documenl Time in: Time out: Signature Ghostrider inc. Any Where Any Time PH. 760473.5052 Around the World, Around the Clock Fax 619-367-5791 P.O. Box 1120 Fallbrook, CA 92088 E-mail, twghostrldetOl@yahoo.com E-mail, ghostrlderinc@hofmall.com DAILY INSPECTION REPOR1I CuEwr ALPS Innovation LLC. PROJECT Solar Carport - Holiday Inn Carlsbad DATE 11/8/2019 ADDRESS 2725 Palomar Airport Rd. ARCHITECT ECO Power OTY Carlsbad, CA 92009 409 N. Pacific Coast Hwy #834 Redondo Beach, Ca 90277 JOB# Ghostrider, Inc. ENGINEER Allan Collins C-60527 BUILDING PERMIT/DSA/OSHPD# CBC-2018-0663 PLAN FILE# Not Applicable CONTRACTOR Kodiak Moon W. 0. # Not Applicable U19L!J3I Z1?Jj cji. inriue:lVitiqjjJtj Caisson Material: # Native/Undisturbed Approved Plans Available Caisson Dia.: #24" Caisson Depth: #17'6" Safety Gear: Hardhats,Glasse Weather Sunny Bright REMARKS: Inspected drilling of caissons on project for solar panel system (North side of building). Contractor is drilling caissons to depth and dimensions per plan. Contractor completed 1 caisson on the South side of building (Contractor has completed 23 caisson on this project address up to date). Ground water was encountered on sporadic caissons on the South & Northeast sides of building. Groundwater was encountered at approximately 16 feet in depth. Contractor encountered storm drain on the North side of parking lot and will need to construct spread footings at these locations. Steel columns on South side of building are embedded in caissons per plan (4 foot mm). Caissons on North side of project have not yet been plumbed. Work on project is ongoing. Taylor White Authorization: THE DEPUTYS A. W.S. & I.C.C. & San Diego 1287: This is not a aovemment form. The Federal, State. County and City seals only signify that inspections are conducted under Federal. State. County and City Codes (2013. C.B.C.). This document Is not used for adve,tlsina, marketing or promotions. This document is used to convey compliance with the Codes. Ghostrider, Inc. 01-2008. Rev. (18) 9/2015 Gho strider inc. Any Where Any Time PH. 760.473-5052 Around the World, Around the Clock Fax 619-367-5791 P.O. Box 1120 Fallbrook, CA 92088 E-mail, iwghostr1de,01@yahOO.COm E-mail, ghostrlderlflC@hOtrnaiL corn --- PALY IN5I'tL, I IUN irurj1 PROJECT Solar Carport - Holiday Inn Carlsbad WENT ALPS Innovation LLC. DATE 11/7/2019 ARCHITECT ECO Power 409 N. Pacific Coast Hwy #834 Redondo Beach, Ca 90277 ENGINEER Allan Collins C-60527 ONTEACTOR Kodiak Moon ADDRESS 2725 Palomar Airport Rd. CITY Carlsbad, CA 92009 baa Ghostrider, Inc. BUILDING PE r/DSA/OSHPD# CBC-2018-0663 PLAN FILE# Not Applicable W. 0.6 Not Applicable Caisson Material: 6 Native/Undisturbed Approved Plans Available Caisson Dia.: #24" Caisson Depth: #17'6" Safety Gear: Hardhats,Glasse Weather _Sunny _Bright REMARKS: Inspected drilling of caissons on project for solar pa n e l s y s t e m ( S o u t h & N o r t h e a s t s i d e o f building). Contractor is drilling caissons to depth and di m e n s i o n s p e r p l a n . C o n t r a c t o r c o m p l e t e d 11 caissons on the South side of building (Contractor has completed 22 caisson on this project address up to date). Ground water was encountered o n s p o r a d i c c a i s s o n s o n t h e S o u t h & Northeast sides of building. Groundwater was encountered a t a p p r o x i m a t e l y 1 6 f e e t in depth. Work on project is ongoing. CERflflCA7I0N OFCOMPLMNCE: To the best of our knowledge, all of the reported wort unlessothenWsenote4 substontlallycomplles with approved p l a n s , s p e d f t c a g f o n s a n d applicable sections of the building codes. Ford* Man to be valid it must hoveafinol repon signed by the spedol Inspe c t o r , s t a t i n g " F i n a l R e p o i t o f k t s p e c f i o n a n d m a t e r i a l testing". Wlthoutaflnalrepo,tthtsdoa,rnentls Invalid. This repast c o v e t s t h e l o c a t i o n s o f t h e w o s k n o a ' t e d o n l y a n d d o e s n ' t c o n s t f t u t e e n g t n e e a f n g o p i n i o n o r ~ c o n t r o L Time in: Time out: Signature Taylor White A.W.S. & I.C.C. & San Diego 1287: conaw not used for advertising, marketing orpromotiorg, This document Is used to convey compliance with the Codes GhOstrlder, Inc. 01.2008. Rev. I -. WESTER BUILDERS, INC. STEEL FABRICATION COMPANY CA Lic. #1019539 Request for Information RFI Number: 004 Refer: Issued Date: 12-03-2019 Project Name: PV Carport at 2725 & 2735 Project Number: 1909 PALOMAR LTO Contact From Contact: Rahman Eng. Moksud Rahman Westeel Builders Bastam Fard moksudrahman@gmaii.com 310 Via Vera Cruz, bastam@westeelbullders.com Suite#212 San Marcos, CA 92078 The response to this RFI may have SCHEDULE impact LIVES NO The response to this RFI may have COST impact LIVES NO Requested Information: Response due by: We found a 8" dia. storm drain-pipe after excavation at the site for one the spread foundation. Please see the attached picture for your reference. We already poured 4" slurry concrete on top of the pipe. Please confirm if we are okay to pour 2'-0" concrete on top of that. Response: Responded by: I Based on the provided photo, the pipe is located at the edge of the foundation far from the column centerline. No exception taken to pour foundation concrete on top of the slurry mat. Response Provided By: The information requested above is crucial to the completion of the project. Please respond by three (3) business days. If the requested response time is not meet, the project may be delayed ii Page 310 Via Vera Cruz, Suite# 212, San Marcos, CA. 92078 Phone: (858) 524 - 4353 0Q03, 2-7.25 C6c9410 -OK,4 5 PJ) 7—cTJ' WESTER BUILDERS, INC. STEEL FABRICATION COMPANY CA Lic. #1019539 Request for Iiiformation RFI Number: 004 Refer: Issued Date: 1203-2019 Project Name: PV Carport at 2 .25 & 2735 Project Number: 1909 I PALOMAR - TO Contact From Contact: Rahman Eng. Moksud Rahman Westeel Builders Bastam Fard moksud.rahman@gmaiI.com 310 Via Vera Cruz, bastam@westeelbuilders.com Suite#212 San Marcos, CA 92078 The response to this RFI may have SCHEDULE impact []YES Z NO The response to this RFI may have COST impact ElVES Z NO - --t .---------.,-..-- -r r- '- Requested Information: t • Response due by: We found a 8" dia. storm drain-pipe after excavation at the site for one the spread foundation. Please see the attached picture for your reference. We already poured 4" slurry concrete on top of the pipe. Please confirm if we are bkay to pour 2'-0" concrete on top of that. Response - - - .---.---.---- .-- ---. - sw - - I Based on the provided photo, the pipe is located at the edge of the foundation far from the column centerline. No exception taken to pour foundation concrete on top of the slurry mat. Response Provided By: The information requested above is crucial to the completion of the project. Please respond by three (3) business days. If the requested response time is not meet, the project may be delayed . 1Page 310 Via Vera Cruz, Suite# 212, San Marcos, CA. 92078 Phone: (858) 524 - 4353 C&ZO15 1'Cet3, 2-75 PALo iiRpf :D. CC-?1Ø ZK4- •73 5 O4-1,jj. ,cv,t- RD Ghostrider inc. PH. 760-473-5052 PH. 858-212-5660 E-mail, twghostrlde,01yahoo.com Any Where Any Time Around the World, Around the Clock P.O. Box 1120 Fallbrook, CA 92088 E-mail, ghostddednc@hohnaii.com [DAILY INSPECTION REPORfl WENT ALPS Innovation I.I.C. PROJECT Solar Carport - Holiday Inn Carlsbad DATE 11/30/2019 ADDRESS 2725 Palomar Airport Rd. ARCHITECT ECO Power CITY Carlsbad, CA 92009 409 N. Pacific Coast Hwy #834 Redondo Beach, Ca 90277 JOB # Ghostrider. Inc. ENGINEER Allan Collins C-60527 BUILDING PERMIT/DSA/OSHPD# CBC 20180663 PLAN FILE 6 Not Applicable CONTRACTOR Kodiak Moon W.O.# Not Applicable Material: # Native/Undisturbed Approved Plans Available Soil Technician Mix # & Ticket: Robertsns RC188N11, 4894100 Concrete Footing Truck # & Time: 1322, 2:30pm Safety Gear: Hardhats,Glasse Weather Sunny/Cloudy REMARKS: Inspected bottoms of spread footing excavations on the North side of project as shown on the approved drawings. Contractor has over excavated 11 foundations until competent material has been reached. Bottoms of excavation were probed with a 36" Dia. soils probe. Bottoms of excavation were found to be firm and unyielding. Probe would not penetrate more than 4.00" into soil. Contractor placed approximately 3"-8" of 2 sack slurry in the bottom of excavations after over- ex. Work on project is ongoing. 1c) To the best icodë& Far 5- substantially Time in: Time out: Signature_________________________ Taylor White Authorization: THE DEPUTYS A. W.S. & I.C.C. & San Diego 1287: This is not aowmmentfonn. The Federal. State. Counfl, and Ciiv seals only signify that Insoections are conducted under Federal. State. County and Civ Codes 12013. cad. This document Is not used for adveftlsina. maiketina or promotions. This document is used to con vevcomellpnce with the Codes. Ghostttder, Inc. 01.2008. Rev. (18)9/2015 GHOSTRIDER INC. P0 BOX 1120 Falibrook, CA 92088 twghostriderO@yahoo.com (760)473-5052 November 12, 2019 City of Carlsbad 1635 Faraday Ave Carlsbad, California 92008 Attn: County Building Department Subject: Recommendations for Caissons Solar Carport Foundations - Holiday Inn 2725 Palomar Airport Road, Carlsbad, California 92009 Building Permit #CBC20I8-0663 To All Whom It May Concern: In accordance with the requirements of the City of Carlsbad, Ghostnder performed observations and Geotechnical Site observations at the above r project from 11/05/19 to present day. The project includes the installation columns for the support of solar panels on the roof of the parking area canopiE piles were founded at a depth of 17 to 17-1/2 feet below the parking lot spaces. SUBSURFACE SOIL CONDIDITIONS The subsurface soils consisted of fill and formational soils. The upper fill soils from the bottom of the existing pavement to approximately 5 to 8 feet and cc competent light brown Sandy Clay materials. These soils type of soils extended of 15 feet. At a depth of 15 feet, the excavations encountered stiff light brown S formational material to the maximum depth of the excavation of 17 'h feet. S conditions were found to be relatively uniform across the entire project. Ground encountered in all caissons drilled at an approximate depth of 15 feet. Approv plans specify 17 feet depth for deep foundations. GROUNDWATER Upon arrival to jobsite for Geotechnical Site Visit on 11/12/19, it was fou caissons had approximately 5-7 feet of ground water accumulated in the caisson excavations. The groundwater is to be pumped out of the excavatic placing the concrete. -4%43 - .2 7101 fta'R /pI'T*T c. has H-pile The H- isted of a depth dy Clay er was project that all Itom of prior to GHOSTRIDER INC. P0 BOX 1120 Falibrook, CA 92088 twghostriderO@yahoo.com (760)473-5052 RECOMMENDATIONS Based upon our observations, it is Ghostnders opinion that the caisson excavatpns are adequate from a Geotechnical perspective to support the proposed caissons, canppy and solar panels in the dense formational materials encountered at a depth of 15 feet. The groundwater should be removed prior to placing the concrete. I All other recomendations, terms and conditions presented in the approved project plans and specifications remain applicable to the project and are included by reference herein. Respectfully submitted, Jerry L. Michal Consulting Geotechnical Engineer GE 2515 (exp. 3/31/2020) Ghostrider inc. PH. 760-473-5052 Fax 619-367-5791 E-mail, 1wghostrlder01yahoo.com NSCTIO CLIENT ALPS Innovation I.I.C. DATE 11/18/2019 ARCHITECT ECO Power 409 N. Pacific Coast Hwy #834 Redondo Beach, Ca 90277 ENGINEER Allan Collins C-60527 CONTRACTOR Kodiak Moon Any Where Any Time Around the World, Around the Clock P.O. Box 1120 Fallbrook, CA 92088 E-mail, ghostddednc@hotmaii.com PROJECT Solar Carport - Holiday Inn Carlsbad ADDRESS 2725 Palomar Airport Rd. CITY Carlsbad, CA 92009 JOB# Ghostrider, Inc. BUILDING PERMIT/DSAIOSHPD# CBC-2018-0663 PLAN FILE# Not Applicable W. 0. # Not Applicable iirsi 2WARM Material: # Native/Undisturbed Approved Plans Available Soil Technician Concrete Footing Safety Gear: HardhatsGlasse Weather Sunny Bright REMARKS: Inspected compaction of spread footings on project for solar panel system. Contractor is excavating 12' x 6' x 3' spread footings on the north side of the building. Completed footings were probed; probe would not penetrate more than 2". Multiple sand cone tests were taken and were above 90% relative compaction. Results are on a separate spreadsheet. Work on project is ongoing. J / .. ...- 4 ,. . 4- - applicable sections of the bulbllrtg codes For this report to be valblitmust have afln& report signed by the spedal Inspector, stating "Final Report of InspecWe testing'. Wthu of? thls4ocvmentlslnvaffi.Th rep tcove. Time in: Time out: Signature Authorization: THE DEPUTYS A.W.S. & I.C.C. & San Diego 1287: This is not a aowmment fore,. The FederaL State. County and Of,, seals only sianhfvthat InsnecfIons are conducted under Federal. State. County and Otv Codes 12013. CSCI. This document is not used for adveflisina. mai*etlna oro,Omoticns. This document Is used to convey cornoilonce with the codes. Ghostrider, Inc. 01-2008. Rev. (18) 9/2015 Cøc?OIe'—OCe(e4, d z7 5 /cSff7f P. CARLSBAD CBC20 18-0663 5/2/19 EsGilV/0 A SAFEbuiItCompany DATE: 5/2/19 JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0663 SET: IV PROJECT ADDRESS: 2725 PALOMAR AIRPORT ROAD PROJECT NAME: PV ON NEW CARPORT FOR ALPS APPLICANT c:i JURIS. 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 appJnt that the plan check has been completed. Person contacted: / Telephone #: Date contacted: fr' (b,)" Email: Mail Telephone Fax In Person LII REMARKS: By: Morteza Beheshti Enclosures: EsGil 4/25 EsGil A SAFEbuilttompany DATE: 3/22/19 JURISDICTION: CARLSBAD PLAN CHECK #. :CBC2O18-O663 SET: III PROJECT ADDRESS: 2725 PALOMAR AIRPORT ROAD PROJECT NAME: PV ON NEW CARPORT FOR ALPS U APPLICANT U JURIS. 11111 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. LIII 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 until corrected plans are submitted for recheck. LII The applicant's copy of the check list is-enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: DAVID BELL LI 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: DAVID Telephone #: 310 808 7830 Date contacted: (by: ) Email: DB@EPD.CO Mail Telephone Fax In Person El REMARKS: By: Morteza Beheshti by CM Enclosures: EsGil 3/13/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 CARLSBAD CBC2018-0663 3/22/19 GENERAL Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring T\NO corrected set of plans and calculations/reports to EsGil, 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 only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Morteza Beheshti by CM ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) On single line diagrams please address the following: THE FOLLOWING TWO ITEMS WERE NOT CORRECTED ON THE PLANS SUBMITTED FOR RECHECK. THE NOTES IN BOLD AND CAPS ARE THE REMAINING CORRECTIONS. The transformers ground electrode systems, wire size, primary and secondary disconnects. THE SINGLE LINE DOES NOT SHOW THE GROUND FROM THE NEW 600A PANEL BACK TO THE SERVICE GOUND. THERE IS NO GROUND SHOWN FROM THE ROOF TOP PV MODULE RACK TO THE SERVICE. PROVIDE GROUND AT THE 1400A FUSED DISCONNECT AHEAD OF THE TRANSFORME AND PROVIDE A GROUND FROM THE 1400A FUSED DISCONNECT BACK TO THE SERVICE GROUND Detail labeling of service disconnecting means. Complete detail of alternative power sources to the building. THIS IS NOT SHOWN OR NOTED. PROVIDE LABELEING AT THE SERVICE AND BATTERY STORAGE BLDG DESCRIBING THE LOCATION OF THE ALTERNATE POWER SOURCE Include ground electrode systems at remote structures. SEE ITEM (a) ABOVE CARLSBAD CBC20 18-0663 3/22/19 Note: If you have any questions regarding this Electrical and Energy plan review list please contact Morteza Beheshti by CM 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. EsGil V/ A SAFEbuiIf Company DATE: 2/18/2019 JURISDICTION: CARLSBAD U APPLICANT U JURIS. PLAN CHECK #.: CBC2018-0663 SET: II PROJECT ADDRESS: 2725 PALOMAR AIRPORT ROAD PROJECT NAME: PV ON NEW CARPORT FOR ALPS Lii The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. LII 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. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil 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: DAVID BELL LIII 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: DAVID Telephone #: 310 808 7830 Date contacted: (by: ) Email: DB@EPD.CO Mail Telephone Fax In Person LI REMARKS: By: Morteza Beheshti Enclosures: EsGil 2/Il 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 PLAN REVIEW CORRECTION LIST COMMERCIAL JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0663 OCCUPANCY: ITYPE OF CONSTRUCTION: ALLOWABLE FLOOR AREA: SPRINKLERS?: REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 2/18/2019 USE: ACTUAL AREA: STORIES: 1 HEIGHT: OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 2/11 PLAN REVIEWER: Morteza Beheshti 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. GENERAL Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 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 only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Morteza Beheshti ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) 1. On single line diagrams please address the following: The transformers ground electrode systems, wire size, primary and secondary disconnects. Include fault current values throughout. Detail labeling of service disconnecting means. Complete detail of alternative power sources to the building. Include ground electrode systems at remote structures. Note: If you have any questions regarding this Electrical and Energy plan review list please contact Morteza Beheshti 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. EsGil A SAFEbuilt' Company DATE: 12/12/2018 APPLICANT U JURIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0663 SET:! PROJECT ADDRESS: 2725 PALOMAR AIRPORT ROAD PROJECT NAME: PV ON NEW CARPORT FOR ALPS Lii The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. LIII 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. LII The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: DAVID BELL EIIII 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: DAVID Telephone #: 310 808 7830 Date contacted: (by: ) Email: DB@EPD.CO Mail Telephone Fax In Person LI REMARKS: By: Bert Domingo Enclosures: EsGil 12/3/2018 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1.576 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK #.: CBC2018-0663 JURISDICTION: CARLSBAD OCCUPANCY: USE: TYPE OF CONSTRUCTION: ACTUAL AREA: ALLOWABLE FLOOR AREA: STORIES: 1 HEIGHT: SPRINKLERS?: REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 12/12/2018 OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 12/3/2018 PLAN REVIEWER: Bert Domingo 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. [DO NOT PAY — THIS IS NOT ANINVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0663 PREPARED BY: Bert Domingo DATE: 12/12/2018 BUILDING ADDRESS: 2725 PALOMAR AIRPORT ROAD BUILDING OCCUPANCY: U BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE CTY ESTIMATE 400,000 Air Conditioning Fire Sprinklers TOTAL VALUE 400,000 Jurisdiction Code 1CB IBY Ordinance 1997 UBC Building Permit Fee 1997 UBC Plan Check Fee Type of Review: 21 Complete Review Repetitive Fee E Other Repeats El Hourly EsGil Fee i:i Structural Only Hr. @ * I $1,031.551 Comments: In addition to the _above fee, an additional fee of $is due( hour © /hr.) for the CalGreen review. Sheet 1 of 1 GENERAL Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver al 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 and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 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 only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: MORTEZA ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) On single line diagrams please address the following: The transformers ground electrode systems, wire size, primary and secondary disconnects. Include fault current values throughout. Battery systems output disconnect within sight. Detail labeling of service disconnecting means. Complete detail of alternative power sources to the building. Include ground electrode systems at remote structures. 2. How do the egress doors work on the container. Electrical room to have a receptacle outlet and emergency backup lights. Please detail the main electrical room to demonstrate egress and include Panic hardware at the door. Please verify construction note 9 on EO.3 applies correctly. No inverter at the top of the storage building right? Please identify each inverter and other equipment on plans to match with single lines. Please provide for Rapid Shutdown function for this PV system. CEC 690.12 Please demonstrate compliance with the fire access and pathways setback requirements. Detail roof setbacks slope access etc. Provide the required separate ground electrode for the "photovoltaic rack assembly" per 690.47 (D) or connect to the building electrode system. If the electrode conductor is routed through electrical equipment (disconnects, panels, meter enclosures, etc) then provide a detail on the plans describing compliance with CEC 250.64(C). (Conductor splices only allowed with compression connectors or exothermic welding.) Size the ground electrode conductor per 250.166, not smaller than #8. Details do not show this. Note: If you have any questions regarding this Electrical and Energy plan review list please contact MORTEZA BEHESTI 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. SY1UCTURAL COSION I,LC Column : W14X48 Column depth dc : 13.8 In Column Flange Width bfc : 8.0 in Beam : W14X43 Beam depth db : 13.7 in Beam Flange Width bib : 8.0 in Ultimate Tensile Force Tu: 228.0 kips Ip: 0.9 Plate Width: 7.0 in Plate Thickness: 0.8 in Capacity of Hodge Plate ipPn : 236.3 kips Demand Capacity Ration OCR :fJ] Minimum Weld Length: 32.8 in N. D 92 PROJECT STRUCTURAL DESIGN LLC ' PROJECT LOCATION i211'9 4A AIRPORT RD CARLSBAD CA 92O11JS ENGINEERH k REVIEWER JE4.1b D Spread Footing Reinforcing Check Column : W14X48 Column depth dc : 13.8 in Size of Reber Each Side: #19 No. of Rebar Each Side of Column: 4 Area of Reinforcing Ab: 4.00 In42 Ultimate Shear Force Vu: 228.0 idps Area of Shear Reinforcing Av: 8.00 IlIA2 : 0.9 Capacity of Shear Reinforcing ipVn 259.2 kips (px0.6x60ksixAv) Demand Capacity Ration OCR Spread Footing Reinforcing Check Phoenix, AZ 775-351-9037 www.unitedstr.com Please call me at 951-776-1515 or by email at stmcturalengineerlive.com if you have any questions Collins Allan, PE Civil Engineer C 60527 CBC20I8-0663 ALLAN ENGINEERING Civil-Structural-Planning-Mechanical 17906 Corrine Way, Riverside CA 92504 Phone: (951)-776-1515, Fax: (951) 776-1585 Date: November 25, 2018 SUBJECT: STRUCTURAL ANALYSIS FOR BALLAST SYSTEM AT 2725 PALOMAR AIRPORT RI) 92009 Attention: Plan Checker Attached you will find gravity calculations to assess the roof framing capacity to support the proposed ballast system. Roof framing is composed of Redbuilt trusses type " Red S". Redbuilt propnertory software was used ti evaluate the existing trusses.(see attached calculations) 2725 PALOMAR AIRPORT RD HOLIDAY INN: 316 KWAC PV SYSTEM (ROOF MOUNT AND CARPORTS) / INSTALL SOLAR CARPORTS (14,250 SF) 2132621500 11/2912018 CBC20I8-0663 2725 PALOMAR AIRPORT RD 92009 RED "5" TRUSS-30- MAX SPAN-24" DEEP @ 24" 0/c COMMENTS NUMBER OF MODULES 396 BALLAST MODULE LENTH 77 INCHES MODULE WIDTH 38.98_ 20.84 INCHES MODULE AREA SQUARE FEET TOTAL MODULE AREA 8254.02 SQUARE FEET UNIT WEIGHT 52.9 lB NUMBER OF CMU BLOCKS 697 TOTAL NON BALST WEIGHT 23532 lB TOTAL BALLAST WEIGHT 20910 lB GRAND SYSTEM WEIGHT (GSM) 44442 lB GSM/ARRAY AREA 3.88 IGNORE GSM/TOTAL MODULE AREA 5.38 ADDITIONAL LOAD DEAD LOAD OF ROOF(PSF) 20.38 ROOF DEAD LOAD + ADDITIONAL DEAD LOAD 15 PSF + 5.38 PSF = 20.38 PSF TOTAL ROOF AREA 24,000 SQUARE FEET TOTAL ROOF DEAD LOAD 489120 ISQUARE FEET MODULE DEAD LOAD/ROOF DEAD LOAD 9% 1 LESS THAN 10%. FOR SIMPLICITY/CONSERVATIVE WALL WEIGHTS NOT CONSIDERED IVSPEC Project: Project Type: COMMERCIAL STRUCTURE Location: 2725 PALOMAR AIRPORT RD 92009 Folder: Folder Date: 11/27/18 9:14 AM RedSpec'M by RedBuiltTM Designer: COLLINS ALLAN v7.1.9 Comment: 24" Red-STM © 24" o.c. This product meets or exceeds the set design controls for the application and loads listed This truss design is feasible. The finished design shalt be produced by RedBuilt Engineering. All open-web trusses are custom designed to carry the specific design toads for each project. Actual truss capacity when fabricated is limited to that required to resist the specific toads. Do not use this analysis to verify the capacity of existing trusses. DEFLECTIONS (in) % Design Allow. Design Allow. Pass/Fail Span Live 25% 0.254 1.000 L/ 999+ L/ 360 PASS Span Total 26% 0.513 2.000 L / 702 L/ 180 PASS SUPPORTS Support 1 Support 2 Live Reaction (lb) (DOL%) 612 (125) 612 (125) Dead Reaction (lb) 620 620 Total Reaction (lb) (DOL%) :1232 (125) 1232 (125) Bearing Top Chord Top Chord Support Watt Walt Bearing Clip (Red-S) S-Clip (Red-S) S-Clip Approx. Clip Height 3.5" 3.5" Approx. Clip Width 5.5' 5.5° Assumed Bearing Width 3.5" 3.5" SPANS AND LOADS Dimensions represent horizontal clear span. Member Slope: 0/12 30'- 0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Uniform psi Roof(125%) 20 15 0 ADDITIONAL LOADS Type Units DOL Live Dead Location from left Uniform psi Roof(125%) 0 5.4 0'-0.0" to 30'-0.0" Tributary Member Type 24" Roof Joist Application Comment Adds To LOADS FROM BALAST NOTES Building code and design methodology: 2009 IBC ASD (US). Repetitive member increase applied in design. Truss design includes consideration for partial span application live load. Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. Pricing Load (p11) = 81 Pricing Index (p11) = 81 C:\Users\Allan Engineer! ng\Documents\RedSpecProject1.red 11/27/2018 9:14:46 AM Project: Folder: COMMERCIAL STRUCTURE Page 1 of 1 The products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuilt— recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuilt— associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBullt", RedSpec'M, Red-I'TM, Red-I457TM, Red-145L", Red-I581°', Red-I65"°, Red-165T'", Red-I90'TM, Red-190H'°', Red-I90HS"°, Red-LTM, Red- LT 'TM, Red-W'TM, Red-S'TM, Red-M'", Red-H', RedLam', FloorChoice'TM are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010-2018 RedBuilt LLC. All rights reserved. 10/19/2018 yoursolorplons... ENGINEERING SOLUTIONS FOR ALL YOUR SOLAR NEEDS Structural Calculations for SOLAR POWER SYSTEM CONNECTIONS AT: 2725 Palomar Airport Road Carlsbad, CA 92009 Job: Alps Hotels #1 Prepared For: Sollega, Inc. 2480 Mission Street, Ste. 107B San Francisco, CA 94110 (415) 648-1299 Design Criteria Code: CALIFORNIA BLDG CODE 2016 I ASCE 7-10 Wind: 110 MPH, Exposure: B Wood Species: Douglas Fir Larch (G = 0.5) Ballast Design by Sollega Notice: Use restrictions of these calculations. The attached Calculations are valid only when bearing original signature hereon, photocopy is void. Contractor/Client to verify existing dimensions/conditions prior to construction. The use of these calculations is solely intended for the above mentioned project. I I1 NO. C70784 1MV EXP. 06/30/2019 J F CBC20I8-0663 2725 PALOMAR AIRPORT RD HOLIDAY INN: 316 KWAC PV SYSTEM (ROOF MOUNT 1-844-PV ELITE I in AND CARPORTS) /INSTALL SOLAR CARPORTS (14,250 3000 E. Birch Street S SF) 2132621500 11/29/2018 CBC20I8-0663 10/19/2018 WOOD SCREW ADEQUACY CHECK Anchor Seismic Strength Roof Anchor = U-2400 Roof Anchor Lateral Strength L = 650 lbs Check Wood Screw Lateral Values for Single Shear Connections per APA reDort Number of Screws N = 4 #12 wood screws at 1/2" depth Factor of Safety FOS = 5 Shear Capacity per Screw U = 590.00 lbs Load Duraction Factor, Q Cd = 1.60 Shear Capacity per Screw V =Cd * U/FOS = 188.80 lbs Seismic Load Per Screw S = UN = 162.50 lbs V = 189 lbs > S = 163 lbs [OKAY] Check Wood Screw Tension Values for Metal-to-Plywood Connections per APA report Average Anchor Load (Lift) A 195 lbs (See Ballast Report) Number of Screws N = 4 #12 wood screws at 1/2" depth Factor of Safety FOS = 5 Ultimate Withdrawal Load per Screw W = 315.00 lbs Load Duraction Factor, Q Cd = 1.60 Withdrawal Capacity per Screw W =C W/FOS = 100.80' lbs Withdrawal Load per Screw WL = AJN = 48.75 lbs we = 101 lbs > WL = 49 lbs [OKAY] Fastener Loads for Plywood - Screws Number E830E • June 2011 INTRODUCTION The integrity of a structure is frequently dependent upon the connections between its component elements. For maxi- mum strength and stability, each joint requires a design adapted to the fastener type and to the strength properties of the individual structural members. Included in the following tables are ultimate withdrawal and lateral loads for ply- wood joints fastened with wood and sheet metal screws. These values are based upon tests conducted on plywood by APA - The Engineered Wood Association. To calculate design withdrawal and lateral capacities for various sizes of wood screws, see Table 11.3.1A of AF&PA NDS-2005, and APA Technical Topic TT-051 and Section 4.4.7 of Panel Design Specification, APA Form D510. See also www.awc.org/calculators/index.html for online fastener calculators. TEST RESULTS Panel-and-Metal Connections Self-drilling, self-tapping screws are commonly used to attach panels up to 1-1/8 inches thick to steel flanges up to 3/16 inch thick. However, since threads are usually provided on only a portion of the fastener shank, it is important to specify the appropriate fastener length for a given panel thickness. This precaution ensures that the threaded por- tion of the shank will engage in the steel framing. Several lengths and styles are available. Additional details for these types of screws may be obtained from specific fastener manufacturers. The following test data apply to wood screws and sheet metal screws. Little design data is available on sheet metal screws, but the primary difference between wood and sheet metal screws is that sheet metal screws are generally threaded their full length and wood screws are only threaded about two-thirds of their length. Lateral Resistance: Performance of panel-and-metal connections is dependent upon the strength properties of all three elements. Panel-critical, joints are characterized by a shearing of the wood fibers oriented parallel to the direction of the applied force. Fastener-critical joints are characterized by a shear failure of the screw shank. As shown in Figure 1, once localized crushing of the wood has occurred, resistance of the metal to fastener-head embedment causes the screw to become FIGURE 1 FAILURE OF LATERALLY LOADED, SINGLE- SHEAR METAL-TO-PLYWOOD CONNECTION : IF7#L 7KL7JL'Z7AZ Z'J Crushing of plywood APA TABLE 1 SCREWS: METAL-TO-PLYWOOD CONNECTIONSt*) Depth of Average Ultimate Lateral Load (lbf)(b) Threaded Penetration Wood Screws Sheet Metal Screws (inch) #8 #10 #12 #8 #10 #12 1/2 415 (500) 1 590 465 (565) 670 5/8 - - - 500 (600) 705 3/4 - - - 590 (655) 715 Plywood was C-D grade with exterior glue (all plies Group 1), face grain parallel to load. Side plate was 3/16-thick steel. Values are not design values. Values in parentheses are estimates based on other tests. TABLE 2 SHEET METAL SCREWS: PLYWOOD-TO-METAL CONNECTIONS(o) Average Ultimate Lateral Load (lbf)tb) Plywood Performance Screw Size 1/4-20 Self Framing Category #8 #10 #12 #14 Tapping Screw 1/4 0.080-inch 330 360 390 410 590 1/2 Aluminum 630 850 860 920 970 3/4 910* 930 1250 1330 1440 0.078-inch 1/4 360 380 400 410 650 Galvanized 1/2 700* 890* 900 920 970 Steel (14 909e) 3/4 700* 950* 1300* 1390* 1500 Plywood was A-C EXT (all plies Group 1), face grain parallel to load. Values are not design values. Loads denoted by an asterisk() were limited by screw-to-fram- ing strength; others were limited by plywood strength. a shear specimen and joint behavior is dependent upon the shear strength of the fastener. Shear failure of the screw shank occurs at the wood-metal interface. c) The metal-critical joint may fail in one of two ways. Failure occurs when the resistance of the screw head to embedment is greater than the resistance of the metal to lateral and/ or withdrawal load, and the screw tears through or away from the metal. Failure also occurs when thin metal in a metal-to-panel joint crushes or tears away from the screw. The following test data are pre- sented for plywood only. Tables 1 and 2 present average ultimate lateral loads for wood- and sheet-metal-screw connec- tions in plywood-and-metal joints. The end distance of the loaded-edge in these tests was one inch. Plywood face grain was parallel to the load since this direction yields the lowest lat- eral loads when the joint is ply- wood-critical. All wood-screw specimens were tested with a 3/16-inch-thick steel side plate, and values should be modified if thinner steel is used. Wood Screw Sheet Metal Screw U- A TABLE 3 WOOD AND SHEET METAL SCREWS: METAL-TO-PLYWOOD CONNECTIONS Depth of Threaded Penetration (inch) #6 Average Ultimate Withdrawal Load (lbf) Screw Size #8 #10 #14 #16 3/8 150 180 205 M15 - - 11/2 200 240 275 350 - 5/8 250 295 345 390 440 - 3/4 300 355 415 470 525 - 1 - - - 625 700 775 1-1/8 - - - 705 790 875 2-1/4 - - - - 1580 - Plywood wcs C-D grade with exterior glue (oil plies Group 1). Values are not design values. TABLE 4 SHEET METAL SCREWS: PLYWOOD-TO-METAL CONNECTIONSI) Average Ultimate Withdrawal Load (lbf)lb) Plywood Screw Size Performance 1/4-20 Self Framing Category #8 #10 #12 #14 Tapping Screw 0.080-inch 1/4 130 150 170 180 . 220 Aluminum 1/2 350 470 500 520 500 3/4 660 680 790 850 790 0.078-inch 1/4 130 150 170 180 220 Galvanized 1/2 350 470 500 520 500 Steel (14 gage) 3/4 660 680 800 900 850 Plywood wasA.0 EXT (all plies Group 1). Values are not design values. Loads denoted by an asterisk() were limited by screw-to-metal-framing strength; others were limited by plywood strength. Withdrawal: Tables 3 and 4 present average ultimate withdrawal loads for wood and sheet metal screws in plywood-and-metal joints, based on analysis of test results. V/ood screws are threaded for only 2/3 of their length. Sheet metal screws typically have higher ultimate load than wood screws in the smaller gages because of their full-length thread. Values shown in Table 3 for wood screws are based on. 1/4- inch protrusion of the wood screw from the back of the panel. This was to assure measurable length of thread embedment in the wood, since the tip of the tapered wood screw may be smaller than the pilot hole. This was not a factor for sheet metal screws due to their uniform shank diameters. Fastening Into Plywood Panel Edges Fastening into plywood panel edges is not normally recom- mended. For some purposes, however, edge fastening may be necessary. Table 5 presents aver- age ultimate lateral and with- drawal loads for various sizes of wood screws in this application. TABLE 5 WOOD SCREWS: PLYWOOD-TO-PLYWOOD EDGE CONNECTIONS(a) Depth of Average Ultimate Average Ultimate Threaded Lateral Load (lbf)IbI Withdrawal Load (lbf)tb) Penetration (inch) #8 #10 #12 #8 #10 #12 1 180 (185) 195 360 (405) 450 1-1/2 180 (185) 195 410 (455) 500 Plywood receiving screw thread was Performance Category 3/4 C.D grade with exterior glue (Group 2 inner plies). Values are not design values. Values in parentheses are estimates based on other tests. ESTIMATING ALLOWABLE DESIGN LOADS It is the responsibility of the designer to select a working load suitable for the particular appli- cation. A high degree of vari- ability is inherent in individual fastener test results. Therefore, for screws in withdrawal or laterally loaded, a working load of about one-fifth of the ultimate load has traditionally been used for normal duration of load which contemplates fully stressing the con- nection for approximately ten years, either continuously or cumulatively. For practically all laterally loaded screw con- nections shown, the normal-duration working load will correspond to a joint slip of less than 0.01 inch. Adjustments for shorter or longer duration of load apply to design values for mechanical fasteners where the strength of the wood (i.e., not the strength of the metal fastener) determines the load capacity. Calculations and adjustments of design values for varying combinations of materials and durations of load should ge in accordance with the current AF&PA National Design Specification for Wood Construction. Fastener 'Loads For Plywood -Screws We have field representatives in many major U.S. cities and in Canada who can help answer questions involving APA trademarked products. For additional assistance in specifying engineered wood products, contact us: APA HEADQUARTERS 7011 So. 19th St. Tacoma, Washington 98466 (253) 565-6600 • Fox: (253) 565-7265 PRODUCT SUPPORT HELP DESK (253) 620-7400 • E-mail Address: help@apawood.org DISCLAIMER The information contained herein is based on AM - The Engineered Wood Association's continuing programs of laboratory testing, product research and comprehensive field experience. Neither APA, nor its members make any warranty, expressed or implied, or assume any legal liability or responsi- bility for the use, application of, andl or reference to opinions, findings, con- clusions or recommendations included in this publication. Consult your local jurisdiction or design professional to assure compliance with code, construc- tion and performance requirements. Because APA has no control over qual- ity of workmanship or the conditions under which engineered wood products are used, it cannot accept responsibility for product performance or designs as actually constructed. Form No. E830E/Revised June 2011 www.apawood.org APA REPRESENTING THE ENGINEERED WOOD INDUSTRY 0 Sollega Solar Mounting System Array Weight and Wind Load Advisory Ballast Details IBallast Configuration Protect ID: ROOt I Module I, PRELIMINARY DESIGN Project Status: For Construction IGenerat Project Information Customer Foshoy Solar Energy Balding Owner Atys Hotels - 2725 P.I.- Installation Location 2725 Puinmur Airport Road. Cutlshud, CA 92009 The fallon.rg ealunn ore provIded to Saaega by the Clniurea,. It remains the responsibility at the Customer to verily with rho Eegitrae,ef Record and with the Building Official that those nolan, ore appropriate too thin protect, and tonality Satinp uvnoediateiy it thene, parameters reqshv udjushrmnl. ASCE Perimeter,l Unit I Equation I Value I Alt pressure cceffldeult, obtained using the methodologies and recommendations found in LF.I institurn ISCE 7-10 (3sgunttl mph v I its I Report OOF0t-i. based on results of Boundary Layer Wind Tunnel testing of the FastRucbstu Mounting GrosndonasrLeadl .51 I 0 I System Basic Velocity Pressuresl Unit Equation Vetoes Notes Velocity Pressure Sup, Caethcite.4 K0 0.70 ASCE Table 30.3-1 Topugrophic Factor Kan 1.00 ASCE Fig. 29.0-I Directionally Factor K0 0.85 ASCE Table 29.6-I Basic Velocity Preuwrr. psI Q. 10.58 ASCE 3032 equation 30.3-1 Army Configuration I Weights Unit Equation Value Hates Number of Sob-army, 3 Distinctly disoonneded systems Module Manufacturer Telenus °er Costume, Module Wattage 330 blnduteDitrmnnrmn In 77.I748.98z1.97 LxWoD MaduteW [be 52.0 Module Tlllitrtgle ring 10 Raw Spedngl In 51.35 Distance from the adye of one module to the edge of Ihe module in the wool row Numbs, at Modules C 355 Numberol FostRacks 9 494 Ratio of FestRadro to Modules 1.25 The camber of FastRndrsdiuidad by the number of Modules Army Platform Ama sq 9 11.440 A,.s covered by Array Total RodArea eqll _______________ 37.470 Are. of the onthe roof ITEMI Units Equation Per Module Total Notes Module itreal 1q11 A. 20.99 8.251 Per Manufacturer 8Modefabove Module Wallis lb 52.90 20,008 Per Manufacture, & Modal chose FastRock Weight to 6.110 WO - RudvngSyntmnWeight to 0 5915 23.366 B.testWaiglil lb Or 52.94 20.910 Total Wn lb W, 11251 44.442 ITEM I Units Equation Value Notes Ballast Black Weight to Wmo, 30.0 BattenS used should be 16' x8n 04' nmninel htadrs(CMUs) Are Real Anchors Us4 y 850 (Afeweble) Anchor Strength upti4 lb So 600 lnsftlofs engineer must verity that anchor connections used more or ewunad tho eesumod capacity. 850 (Allowable) Anchor Strength Lateral lb SL 850 imadoem engineer trw,t uwify that enciro, connection, used meet erexceed the assumed capacity. Proprietary and Confidential - - DO NOT COPY 00 DISCLOSE 10f17/2018 1012 0 Sollega Solar Mounting System Array Weight and Wind Load Advisory Ballast Details Load Factors from ASCE 740 At pressure coefficients obtained using the methodologies and recommendations in LF.l Inslituts Repcst# based on results of Boundary Layer Wind Tunnel testing of the FastRaciliillO Mounting System, • -. ---------- .- .-•- ______- -------------___ L11U': j ............... LL=I•— _________r. ••;I': -1'- - -------------. .r1.r.1 rrI.rt r1:-1. i. —7.—., n: _________ i- - - ------------- _______ - ------------- -____ Customer to ne* Stooge it ditferent COP should be used. COF increases with larger array,. Reddng System Weight inchate, at conrpurmento naduding ballast Total distributed weight over the Any Area only. A blank coefficient of friction indicates Oral d lateral load, are resisted tlnnsglr anchorage. a. dasher, are only affective for module, divodly local lathe attachment so danilts toad in anatnoed on a per module basis. This bnnlle, that enchai, are not neca,anlly loaded to total altunebta ntrentrth Value listed lea earn at remainin 101 altar Proprietary and Confidential - 00 NOTCOPY OR DOCLOSE 10/17/2018 2 at 2 Sollega Solar Mesrntmg System Seismic Load Advisory Seismic Details ISebenhtu Calculations Plejed ID: RatS! Made. I. PRELIMINARY OEEICIN I Prcect status: For Construction óiiFprajeetinrannaites cederror Festay SOW Energy 8uWe190w11er Alps HUM -2725 PeIMnu, brutatuWe Leralbo 27ns Patensor depart Road. Carlsbad. C592IN9 orrparor5eaaeISbe factor Sal Component Amplification Factor I Oda boar 3.60 Ia 2.50 (naIad papdaIa valor from nSa 535.1 arlaa.1) Spectral Acceleration Short Sea 0.753 allnuI .ecutnnntiun.aloatpedad. Penod • asdetarmlnud been Sudbal It.AA Component Response R, 1 5 talat.adnsnov 1.601512 actor Modification Factor (Salad appropriate 505o nun Teal. 3.5.1or 13.6.1) Seismic Importance Factor 1 narteanurr 3.60 In 5.50 (nan 9ad1ue 1.5.1. Table 1.6.2) Total System Weight W, 44.442 SMut Deadload ballpllbr.Inadama1pdeOal utud,manlnleenpmoaasdlh Height offutsbscture z 30.00 rasped Ia nor bane. For Items aim 5.I1ieneIaeelnlhnuudnnIexcued ___________________ _______ 0 Building Height h 30.00 average ,anlhutaJttntutnrrus.nh ruspesttaomuaia - Eeraeblc Moment blrue5th. Roof Anchor Lateral Strength HIS 650 Sea MOlar Products tailing - ________ Report. Seismic Load F, . 26:772 ASCE Equation I3.34,A Seismic Load Fwe.. 18,740 .7 of F. as Pinsoibud by Be*Applied Laud C0,11lsaWesb,ASCE2.4.I Max Seismic Load F,,,,, .53.543 MAX Min Seilunic Load F,, 10,03 SIN 51.5 SEISUIC IIEMPJ5DbONllONSTellCTURAI. COMPISJONTS 1331 laNa!, 11515. Vat.. 15e toiansi via dWp b.mtF,IduII be qpbaaIN nanysea'.eroe, alEs" llfurdIM,itoslalaNaabems'smsmmdiadeieu adadItaatetdnaadauejmE. F. (I+2) 1133.11 &boauqisdateMensEvaaba F,. IAfasI,A 113.3.5 ue3F,rblflasrvblmi.IisIba, F, Ik3SaeI,W, (113.3) nIne F,eflven Jr. .'1be111 armk,5i55 itul P1)01. a damabrd Isre S,aim 11.14 a,.naI eipb&nkn tsr,, be ,a.s' lv,s Id ....50 labs urruatre s'5 Sera TOb 13.3.1 or 134.11 .baftn.mli.,aea1)s'fsrvIJSMIjO ,uu&n14n 1113) a,mve,.aa ,ennljtoens tee,, I, ore, tore IO1u Il) iqvrnorieavdetnaililb 13.1.1,, 3M) Notes For designs using presaiptive displacement (no anchors) or anchored with consideration ha ftictlan, displacement values must be listed on plan set documents. Each separate array shall be interconnected as an integral urlti such that far any vetical section throught the atTay, the members and connections shall have design strength to resist a total horizontal farce across the section. In both tension and compression, equal to the larger of 0.133SW1 and 0.1W1 Where, WI= the weight of the patties of the array. Including ballast on the aide of the section that has Smaller weight Design ermine strength used, Is the greater of 25% of the applied seismic lead and the remaining seismic load after am" malien far allowable Mellon. S60 is determined by the U.S. Satordc Design Maps Web Application. See trill hem: legcllgeellorardLlmgs.govldesigrenapsliml Sue SaMga Fdutlle Repmntarteednc ROW Malnllul See 546CC PVI STRUCTURAL AND SEISMIC REQUIREMENTS AND COMMENTARY FOR ROOFTOP SOLAR PHOTOVOLTAIC ARRAYS FINAL REPORT 2012 Sdlega FedRath 510 Cdlnpeas nils' gre SEAOC PV2 .nqodrnrmnls far train ariaded and aiatladrudsyesmdesign. djnldbsnabeswmvdatmndrred byNRil. Ieoth.g bi eerplburatnnb Ore SENOC resmrerondabemaos,,nasASThI01t5. I-lIE 272 D•D STRUCTURAL DESIGN LLC Project Adress:2725 PALOMAR ARPQR1 RD CARLSBAD, CA 9201] Engineer: FA4 Checked By: L -:. •. Issue Date: October 26, 2018 9 S6534 11/16/2018 ) OF David Grapsas, P.E. principth Phoenix, AZ John Elder, P.E. 480-454-6408 Principal www.unitedstr.com www.urltethtr.com 'R:UcTUR:AL DESIGN :LLC: TABLE OF CONTENTS PAGES DESIGN CRITERIA AND DESIGN WADS T -12 STRUCTURE KEY PLAN AND LAYOUT 1.3 PURL.IN DESIGN 1.4 - 1.9 6 PANEL STRUCTURE BEAM DESIGN 20-25 LATERAL ANALYSIS AND COLUMN DESIGN 26 - 40 FOOTING DESIGN 41-52 CONNECTION CHECK s3 -s4 4 PANEL STRUCTURE SEAM DESIGN SS-60 LATERAL ANALYSIS AND COLUMN DESIGN 6.1 -77 FOOTING PESIGN 79 -90 CONNECTION C44EC 91 -92 1' David Grapsas, P.E. Principal Phoenix, AZ John Elder, P.E. 480-454-6408 Principal www.unitedntr.com www.unitedstr.com -. I N V IT ED RUCTURAL DESIGN LLC PROJECT NAME: HIE 2725 PALOMAR AIRPORT CANOPIES PROJECT LOCATION: 2725 PALOMAR AIRPORT RD. CARLSBAD, CA 92011 ENGINEER: JH REVIEWER: JE DATE: 10/24/2018 Project Name: HIE 2725 PALOMAR AIRPORT CANOPIES Job Number: CODE California Building Code 2016 LOADS Roof: Dead Load DL: 8.0 paf Roof Live Load Rh: 12.0 psf Wind Risk Category______________________________________ V: 100 MPH Exposure Category: C Importance Factor (I): 1.00 Mean Roof Height: 15.0 ft G: 0.85 Ka: 0.85 ICE: 1.0 1(1: 0.8S Enclosure Classification: __Open Building Seismic Risk Category I Importance Factor (i): 1.00 Seismic Site Class: D Seismic Design Category: D 1.037 S: 0.402 SOS : 0.750 SDI 0.428 R: 1.25 0: 1.25 Cd:1.25 C: 0.600 Snow Load _0.0psf 0.80 C1: 1.20 Exposure: C C: 1 P: 0.0psf Pr: 0.0psf C.: 1.00 P.: 0.0psf (Unheated and Open Air Structures) Phoenix, AZ 480-454-6408 www.unitedstr.com U I T ED N: STRUCTURAL DESIGN LLC PROJECT NAME: WE 2725 PALOMAR AIRPORT CANOPIES PROJECT LOCATION: 2725 PALOMAR AIRPORT RD. CARLSBAD, CA 92011 ENGINEER: JH REVIEWER: JE DATE: 10/24/2018 Dead Load Beams Misc.: Total Dead Load: Solar Panels:_______________________________ Purlins t0Spf? _8.0 psf Material Strengths Concrete: Assumed f'c: 2500 psi Steel: Rebar:ASTM A615, Fy = 60ks1 ASTM A706, Fy = 60ks1 Bolts: ASTM A325N Anchor Rods: ASTM F1554 Gr. 55 W Section:ASTM A992, Fy = 50ksi M, S, C, MC, L SectIons:ASTM A36, Fy = 36k51 HSS Rect. Section: ASTM A500 Gr. B, Fy z 46ksI HSS Round. Section: ASTM A500 Gr. B, Fy = 42ksI Light Gage Steel: Fy = 55k5i Soil: Allowable Soil Bearing Allowable Lateral Bearing: f_ft 1oö S. Phoenix, AZ 480.454-6408 www.unitedstr.com United Structural Design LLC JOB TITLE HIE 2725 PALOMAR AIRPORT CAOPIES P0 Box 33245 Phoenix, AZ 85067 JOB NO. SHEET NO.___________ (480) 454-6408 CALCULATED BY JH DATE___________ CHECKED BY JE DATE www.struware.com Code Search Code: California Building Code 2016 Occupancy: Occupancy Group = U Utility & MisceIlaneou Risk Category & Importance Factors: Risk. Category = I Wind factor = 1.00 Snow factor = 0.80 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (8) 1.48/12 7.0 deg Building length (L) 260.0 ft Least width (B) 40.0 ft Mean Roof Ht (h) 15.0 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf use 12.0 psf 200to600sf: 12 psf over 600 sf: 12 psf N/A Floor: Typical Floor 0 psf Partitions N/A 0 psf o psf 0 psf United Structural Design LLC P0 Box 33245 Phoenix AZ 85067 (480) 454-6408 Wind Loads: ASCE 7-10 Ultimate Wind Speed 100 mph Nominal Wind Speed 77.5 mph Risk Category Exposure Category C Enclosure Classif. Open Building Internal pressure +1-0.00 Directionality (Kd) 0.85 Kh case 1 0.849 Kh case 2 0.849 Type of roof Monoslope T000araohic Factor (Kzt Topography Flat Hill Height (H) 0.0 ft Half Hill Length (Lh) 0.0 ft Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft From top of crest: x = 0.0 ft Bldg up/down wind? downwind H/Lh= 0.00 K1 = 0.000 xlLh = 0.00 K2 = 0.000 z/Lh= 0.00 1<3= 1.000 At Mean Roof Ht: Kzt = (1+K1K2K3)A2 = 1.00 JOB TITLE HIE 2725 PALOMAR AIRPORT LANOPIE JOB NO. SHEET NO. CALCULATED BY JH DATE CHECKED BY JE DATE H< 15ft;exp C Kzt1.0 ESCARPMENT V(z) 2 Speed-up x(downwind) H2jH 2D RIDGE or 3D AXISYMMETRICAL HILL Gust Effect Factor h= 15.0 It B= 40.0 ft /z(0.6h)= 15.0 ft Flexible structure if natural frequency < 1 Hz (T> I second). However, If building h/B < 4 then probably rigid structure (rule of thumb). h/B = 0.38 Rigid structure Rigid Structure 0.20 = 500 ft 15ft C = 0.20 9Q, 9V 3.4 L. 427.1 ft Q= 0.92 = 0.23 G = 0.88 use G = 0.85 G = 0.85 Using rigid structure default Flexible or Dynamically Sensitive Structure Natural Frequency () = 0.0 Hz Damping ratio (3) = 0 0.65 Ia 0.15 Vz= 84.4 N1 = 0.00 R= 0.000 Rh = 28.282 r = 0.000 Rig = 28.282 ri = 0.000 RL = 28.282 ri = 0.000 = 0.000 R = 0.000 G = 0.000 h= 15.0 It United Structural Design LLC JOB TITLE HIE 2725 PALOMAR AIRPORT kANOPIE P0 Box 33245 Phoenix, AZ 85067 JOB NO. SHEET NO._________ (480) 454-6408 CALCULATED BY JH DATE_________ CHECKED BY JE DATE_________ Enclosure Classification Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Open Building: All walls are at least 80% open. Aok 0.8Ag Test for Partially Enclosed Building: Input Test Ao 100000.0 sf Ao 1.1Aoi YES Ag 0.0 sf Ao >4' or 0.01Ag YES Aol 0.0 sf Aoi / Agi :5 0.20 NO Building is NOT Agi 0.0 sf Partially Enclosed ERROR: Ag must be greater than Ao Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao 1.lAoi Ao> smaller of 4' or 0.01 Ag Aoi/Agi:5 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aol = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. ReductionFactor for lar-ge volume Partially _enclosed buildings (Ri): If the partially enclosed building contains a single room that is unpartitioned ,the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog): 0 sf Unpartitioned internal volume (VI): 0 cf Ri= 1.00 Altitudeadiustment toconstant 0.00256(caution - see code): Altitude = 0 feet Average Air Density = 0.0765 lbm/& Constant = 0.00256 United Structural Design LLC P0 Box 33245 Phoenix, AZ 85067 (480) 454-6408 Wind Loads - Open Buildings: 0.25 h/L 1.0 JOB TITLE HIE 2725 PALOMAR AIRPORT CANOPIE JOB NO. SHEET NO. CALCULATED BY JH DATE CHECKED BYJE DATE Ultimate Wind Pressures Type of roof = Monoslope Free Roofs Wind Flow= Clear Main Wind Force Resisting System Kz = Kh (case 2) = 0.85 0.85 Roof Angle = 7.0 deg NOTE: The code requires the MWFRS be designed for a minimum pressure of 16 psf. Base pressure (qh) = 18.5 psf Roof pressures - Wind Normal to Ridge Wind Load Wind Direction I Y=0 Flow Flow Case Cnw Cnl A Cn= 1.20 0.30 Clear Wind " p = 18.8 psf 4.7 psf Flow Cn -1.10 -0.10 ------------------ 1.6 psf NOTE: 1). Cnw and Cnl denote combined pressures from top and bottom roof surfaces. Cnw is pressure on windward half of roof. Cnl is pressure on leeward half of roof. Positive pressures act toward the roof. Negative pressures act away from the roof. Roof pressures - Wind Parallel to Ridge, y = 90 deg Wind Load Horizontal Distance from Windward Edge Flow Case :9h >h s 2h > 2h Cn = -0.80 IL -0.60 -0.30 Clear Wind A ' p = -12.6 psf -9.4 -9.4 Ps -4.7 psf Flow Cn = 0.80 j 0.50 0.30 12.6 psflI 7.9ps 4.7 psf h= 15.0 ft 2h= 30.0 ft Fascia Panels -Horizontal pressures qp = 0.0 psf Components & Cladding - roof pressures Kz=Kh (case l)= 0.85 Base pressure (qh) = 18.5 psf 0.85 Fascia pressures not applicable - roof angle exceeds 5 degrees. Windward fascia: 0.0 psf (GCpn = +1.5) Leeward fascia: 0.0 psf (GCpn = -1.0) a=4.Oft a2 =16.0sf 4a2 = 64.0 sf Clear Wind Flow Effective Wind Area zone 3 zone 2 zone I positive negative positive negative positive negative E16 sf 3.15 -4.14 2.36 -2.07 1.57 -1.38 CN >16.9 64 sf 2.36 -2.07 I.W. -2.07 1.57 -1.38 - >64 sf 1.57 -1.38 1.57 -1.38 1.57 -1.38 2!L ...±1P.5 .J±!..P!L. ..:al2..2L Wind ..!.?1... pressure . ?iLP!L -21.7 psf -------- >64 sf 24.7 pat .S?1P!----LtP. .21.7 psf 24.7 psf -21.7 psf 24.7 psf -21.7 psf 3 2fl2fl 3 Lj2Lj2 3 3 United Structural Design LLC JOB TITLE HIE 2725 PALOMAR AIRPORT CANOPI9 P0 Box 33245 Phoenix, AZ 85067 JOB NO. SHEET NO.____________ (480) 454-6408 CALCULATED BY JH DATE____________ CHECKED BYJE DATE_________ Location of Wind Pressure Zones .a[ L Qiw CNL WflTh T?PJJJJSSS DEC1ION . I yU,1eo moucii WIND DIRECTION y = 00. 1800 vnm DEC1tOH/ MiOSLO1E wn DEC1!ON, PFICHED 7ROWGR WIND DIRECTION y= 90° MAIN WIND FORCE RESISTING SYSTEM WD DliECflO$ e< to* eio° MONOSLOPE PJTCHET) ORTROUGHED ROOF COMPONENTS AND CLADDING 10/24/2018 ATC Hazards by Location This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 8 OTC Hazards by Location Search Information Address: Coordinates: Timestamp: Hazard Type: FriMl-Urr-M M7 2725 Palomar Airport Rd, Carlsbad, CA 92010, USA 33.1296729, -117.25259340000002 2018-10-24T17:48:51.903Z Wind - - . - Oceanside Vista 1446 ft ' San Marcos Lake San Maros Escondido -u Del Dias Text Results ASIDE 7-16 MRI10-Year ,.. ................................................................................................................................................................................67 mph MRI25-Year ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------73 mph MRI50-Year ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------78 mph MRI100-Year ....... -............ -.......... -............. -................................................... ---------------------------------------------------------------------83 mph RiskCategory I ------------------------------------------------------------------------------------------------------------------------------------------------------------------90 mph RiskCategory II ---------------------------------------------------------------------------------------------------------------------------------------------------------------------97 mph RiskCategory Ill ----------------------------------------------------------------------------------------------------------------------------------------------------------------103 mph Risk Category IV .............................. -......... --- .......... --. -------------------------------------------------------------------------------------------------------107 mph ASCE 7-10 MRI10-Year ........................................................................................................................................................................................72 mph MRI25-Year --------------------------------------------------------------------------------------------------------------------------------------------------------------------------79 mph MRI 50-Year .. . -------------------------------------------------------- - ............. ..................................................... .......... .. --------------------85 mph MRI100-Year ... -- .................. ------------------------................ -.......... .,. ---------------------------------------------------------------------------------------------------91 mph I71sk Category I ,-.-- -------------------------------------------------------------------------------------------------100 mp RiskCategory II ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------110 mph 1/2 10/24/2018 ATC Hazards by Location RiskCategory lIl.IV --------------------------------------------------------------------------------------------------------------------------------------------------------------p115 mph ASCE 705 ASCE7.05 Wind Speed --------------------------------------------------------------------------------------------------------------------------------------------------------------------85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made dunng the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE land rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area - In some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that Is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. While the Information presented on this website is believed to be correct. ATC and Its sponsors and contributors assume no responsibility or liability for its - accuracy. The material presented In the report should not be used or relied upon for any specific application without competent examination and verification of Its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and Interpretation fOr the building site described by latitudellongitude location in the report. 212 United Structural Design LLC P0 Box 33245 Phoenix, AZ 85067 (480) 454-6408 Seismic Loads: IBC 2015 JOB TITLE HIE 2725 PALOMAR AIRPORT CANOPIES JOB NO. SHEET NO. CALCULATED BY JH DATE CHECKED BY JE DATE Strength Level Forces Risk Category: Importance Factor (I): 1.00 Site Class: D Ss (0.2 sec) = 103.70 %g SI (1.0 sec) = 40.20 %g Fa = 1.085 Sms = 1.125 Sos = 0.750 Design Category = D Fv = 1.598 SmI = 0.642 S01 = 0.428 Design Category = D Seismic Design Category = D Number of Stories: I Structure Type: Moment-resisting frame systems of steel Horizontal Struct lrregulanties:No plan Irregularity Vertical Structural Irregularities-No vertical Irregularity Flexible Diaphragms: Yes Building System: error Seismic resisting system: Steel ordinary cantilever column system System Structural Height Limit: System not permitted for this seismic design category Actual Structural Height (hn) = 17.5 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R) = 1.25 Over-Strength Factor (flo) = 1.25 Deflection Amplification Factor (Cd): 1.25 SDS = 0.750 SDI = 0.428 p = redundancy coefficient Seismic Load Effect (E) = p QE +1- O.2SDS D = p QE +1- 0.150D QE = horizontal seismic forci Special Seismic Load Effect (Em): Do QE +/-.O.2505D = 1.3 0E 0.150D D = dead loac PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis - Permittec Building period coef. (CT) = 0.028 Approx fundamental period (Ta): CThn' = User calculated fundamental period (T) = Long Period Transition Period (TL) = ASCE7 map = Seismic response coef. (Cs): 50511R = need not exceed Cs = Sd1 I IRT = but not less than Cs 0.044SdsI = USE Cs = Model & Seismic Response Analysis Cu= 1.40 0.276 sec x= 0.80 Tmax = CuTa = 0.387 sec Use T = 0.276 8 0.600 1.239 0.033 0.600 Design Base Shear V = 0.600W - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift = 0.020hsx where hsx is the story height below level x 10/24/2018 ATC Hazards by Location £ This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 11 CffC Hazards by Location Search Information Address: 2725 Palomar Airport Rd, Carlsbad, CA 92010, USA Coordinates: 33.1296729, -117.25259340000002 Timeatamp: 2018-10-24T17:49:28.251Z Hazard Type: Seismic Reference Document: ASCE7-10 Risk Category: I Site Class: D Report Title: Not specified Msp Results rTT 5 T WE T Vista - - V V VV• 0C2 C,' Y 554 '.4,l• •. -, VSVa '•.-. r .. •V V . - V • -. V VS V V V V V V V V • rV r- kp- Sall V •V V V 7V V Larlsbad ' 4 a cOS ' 4 kEscond dr V 5555 4 - • 555 - 555 V V V •VV' V • •V "V VVVVV 555 VSS5VVV4 V V••JVV VJVS5VV55 55 MapdaeORPC(tampm MCER Horizontal Response Spectrum Sa(g) 1.00 0.80 0.60 0.40 0.20 0.00 0 2 4 Design Horizontal Response Spectrum Sa(g) 0.60 0.40 0.20 0.00 6 8 Period (a) 0 2 4 6 Basic Parameters Name Value Description a .SS 1.037 MCER ground motion (pedod=0.25) 0.402 MCER ground motion (period=1.0s) sms 1.125 SIte-modified spectral acceleration value SMI 0.643 Site-modified spectral acceleration value SDS 0.75 Numeric seismic design value at 0.25 SA SDI 0.429 Numeric seismic design value at lOs SA Additional Information Name Value Description 1/2 10/24/2018 ATC Hazards by Location 12 SD 0 Seismic design category Fa 1.085 Site amplification factor at 0.2s F 1.598 Site amplification factor at lOs PGA 0.396 MCE0 peak ground acceleration FPGA 1.104 Site amplification factor at PGA PGAM 0.437 Site modified peak ground acceleration TL 8 Long-period transition period (a) SsRT 1.037 Probabilistic risk-targeted ground motion (0.28) SsUH 1.047 Factored uniform-hazard spectral acceleration (2% probability of exceedance In 50 years) 550 1.5 Factored deterministic acceleration value (0.28) SIRT 0.402 Probabilistic risk-targeted ground motion (1.08) 0.385 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) SID 0.6 Factored deterministic acceleration value (1.0s) PGAd 0.5 Factored deterministic acceleration value (PGA) The results indicated hem DO NOT reflect any state or local amendments to the values or any delineation fines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority laving Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the United States Geological Survey Seismic Design Web Services. While the Information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not Intend that the use of this Information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals In Interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not Imply approval by the governing building code bodies responsible for building code approval and Interpretation for the building site described by latitude/longitude location In the report. 212 STRUCTURAL DESIGN LLC 13 TYPICAL KEPL.AN TYPICAL KEY PLAN David Grapsas, P.E. - Principal Phoenix, AZ John Elder, P.E. 480-454-6408 Principal www.unitedstr.com www.unitedstv.com RU:CTU:R:AL DESIGN L.LC. 14 IIJRI 7*ff14 Purlin Span: Purlin Tributary Width:=i M , Dead Load Dead Load: IS psI (Pius Self Weight) W: 12.3 p11 27.0 ft Roof Live Load Roof Live Load: 12.0 psI W: 42.0 plf Snow Load Snow Load: 0.0 psI W: 0.0 Of Wind Load Wind Load: 24.7 psI WwL 86.6 p11 Wind Uplift Load: -21.7 psf WWL: -75.9 p11 See Output for Purlin Size David Grapsas, P.E. Principal Phoenix, AZ John Elder, P.E. 480-454-6406 Principal www.unitedstr.com www.unitedstr.com 15 CFS Version 10.0.4 Page 1 Section: 10x3.5x14 Ga.cfss Channel 10x3.54.84.075 Rev. Date: 8/31/2017 1:13:00 PM Printed: 10/23/2018 1:55:56 PM 16 US Version 10.0.4 Page 1 Section: 10x3.5x14 Ga.cfss Channel 10x3.54.84.075 Rev. Date: 8/31/2017 1:13:00 PM Printed: 10/23/2018 1:55:56 PM Section Inputs Material: A653 SS Grade 55 No 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 inA6 Torsion Constant Override, J 0 in A4 Stiffened Channel, Thickness 0.075 in Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web (in) (deg) (in) 1 0.800 270.000 0.10690 None 2 3.500 180.000 0.10690 Single 3 10.000 90.000 0.10690 Ccc 4 3.500 0.000 0.10690 Single 5 0.800 -90.000 0.10690 None k Hole Size Distance Coef. (in) (in) 0.000 0.000 0.400 0.000 0.000 1.750 0.000 0.000 5.000 0.000 0.000 1.750 0.000 0.000 0.400 CFS Version 10.0.4 Analysis: Analysis 1.cfsa 27 ft Span Simple Beam Rev. Date: 10/23/2018 1:55:40 PM Printed: 10/23/2018 1:55:56 PM Page 1 17 Analysis Inputs Members Section File 1 10x3.5x].4 Ga.cfss Start Loc. End Loc. Braced R (ft) (ft) Flange 1 0.000 27.000 None 0.0000 ex ey (in) (in) 1 0.000 0.000 Revision Date and Time 8/31/2017 1:13:00 PM k4 Lm (k) (ft) 0.0000 27.000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.000 2.00 No 1.0000 2 XT 9.000 1.00 No 1.0000 3 XT 18.000 1.00 No 1.0000 4 XYT 27.000 2.00 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 27.000 -0.012250 -0.012250 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 27.000 -0.042000 -0.042000 k/ft Loading: Wind Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 27.000 -0.075950 -0.075950 k/ft CFS Version 10.0.4 Page Analysis: Analysis I .cfsa 27 ft Span Simple Beam Rev. Date: 10/23/2018 1:55:40 PM Printed: 10/23/2018 1:55:56 PM Load Combination: D Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 Load Combination: D-i-Lr Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Roof Live Load 1.000 Load Combination: D+0.6W Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Wind Load 0.600 Load Combination: 0.6D+0.6W Specification: 2016 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 0.600 2 Dead Load 0.600 3 Wind Load 0.600 Member Check - 2016 North American Specification - US (ASD) Load Combination: D+0.6W Design Parameters at 13.500 ft: Lx 27.000 ft Ly 9.000 ft Lt 9.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: 10x3.5x14 Ga.cfss Material Type: A653 SS Grade 55, Fy=55 ksi Cbx 1.0135 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 27.000 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 0.000 68.260 0.000 0.000 0.000 Applied 0.000 68.260 0.000 0.000 0.000 Strength 13.012 90.651 3.896 25.723 9.703 Effective section properties at applied loads: Ae 1.35391 inA2 Ixe 20.708 inA4 lye 2.106 inA4 Sxe(t) 4.1415 inA3 Sye(l) 2.2093 inA3 Sxe(b) 4.1415 inA3 Sye(r) 0.8268 inA3 18 19 CFS Version 10.0.4 Page 3 Analysis: Analysis 1.cfsa 27 ft Span Simple Beam Rev. Date: 10/23/2018 1:55:40 PM Printed: 10/23/2018 1:55:56 PM Interaction Equations NAS Eq. H]..2-]. (P, Mx, My) 0.000 + 0.753 + 0.000 = 0.753 <= 1.0 NAS Eq. H2-1 (Mx, Vy) Sqrt(0.423 + 0.000)= 0.650 c= 1.0 NAS Eq. H2-1 (My, Vx) Sqrt(O.000 + 0.000)= 0.000 <= 1.0 20 .. 1STRUCTURAL DES1:N LLC 114. 1 Vier. 3714- Q 11116- 23 3411110. .53ir 5411116. 11114- \ I 6 SM SO 6 01 7 1 ! STRUCTURES I & 2 SECTION 1I4 1O David Grapsas, P.E. Pdnelpal Phoenix, AZ John Elder, P.E. 480-454-6408 Principal . www.unitedstr.com www.unitadCbc0sn 21 - STRUCTURAL ij *ffcjI ! 7*L4 - -6 PANEL. Beam Spani: Beam Trib Width: Dead Load Dead Load: 5.5 psf WOL: 148.5 pif Roof Live Load Roof Live load: 12.0 psf Wp: 324.0 Of (PLUS SELF WEIGHT) 19.5 ft Snow Load Snow Load: 0.0 psf W: 0.0 Of Wind Load Wind Load: 24.7 psf W: 667.7 pIE See Output for Column Size David Grapsas, P.E. Principal Phoenix, AZ John Elder, P.E. 480.4546408 Principal www.unitedstr.com www.unitedstr.com 1 1" :E I. Sheet no. P-N RUCTURAL DESIGN LLC Job Ref. Project 2725 Palomar Airport Solar Canopies Date Subject Steel Beam -6 Panel Calc. by 22 I 18168 10/23/2018 JH STEEL BEAM ANALYSIS & DESIGN (AISC360-10) In accordance with AISC360 14th Edition published 2010 using the LRFD method Tedds calculation version 3.0.12 Load Envelope. Combination 1 1.054- OA- ft I 19.5 I A I B Load Envelope. Combination 2 1.076- 0.0- it 19.5 I A 1 B hIp_ft Bending Moment Envelope -204.6 -204.609 it 195 A 1 B kips Shear Force Envelop. 20.9::] ft 1 295 Support conditions Vertically restrained Support A Rotationally restrained N.I-TED STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject Steel Beam -6 Panel 23 Sheet no. 2 Job Ref. 18168 Date 10/23/2018 Calc. by JH Support B Applied loading Beam loads Load combinations Load combination I - 1.20+1 .OW+O.5Lr Load combination 2 - 1.20+1 .6L+.5W Analysis results Maximum moment Maximum moment span I segment I Maximum moment span I segment 2 Maximum moment span I segment 3 Maximum shear Maximum shear span I segment I Maximum shear span I segment 2 Maximum shear span I segment 3 Deflection segment 4 Maximum reaction at support A Vertically free Rotationally free Dead self weight of beam x I Dead full UDL 0.148 kips/ft Wind full UDL 0.668 kips/ft Roof live full UDL 0.324 kips/ft Support A Support B Support A Support B Mmax = 0 kips_ft Msi_segi_max = 0 kips—ft Ms1seg2max = 0 kips—ft Ms1_seg3_max = 0 kips—ft Vmax = 21 kips Vsi_segi_max = 21 kips Vsi_segmax = 14 kips Vs1_seg3_max = 7 kips 8maxl.9in Rmax = 21 kips Dead x 1.20 Wind x 1.00 Roof live x 0.50 Dead x 1.20 Wind 1.00 Roof live x 0.50 Dead x 1.20 Wind 1.00 Roof live x 0.50 Dead x 1.20 Wind x 0.50 Roof live 1.60 Dead x 1.20 Wind x 0.50 Roof live 1.60 Deadx 1.20 Wind x 0.50 Roof live 1.60 Mmin = -204.6 kips_ft Msi_segi_min = 204.6 kips—ft Ms1_se92_min = -90.9 kips_ft Ms1_seg3_mln = .22.7 kips_ft Vmin = 0 kips Vsi_segi_min = 0 kips Vs1_seg2_mln = 0 kips Vs1_seg3_mn = 0 kips ömin = 0 in RA_min = 20.5 kips Ni. TE D STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject Steel Beam -6 Panel 24 Sheet no. 3 Job Ref. 18168 Date 10/23/2018. Calc. by JH Unfactored dead load reaction at support A Unfactored wind load reaction at support A Unfactored roof live load reaction at support A Maximum reaction at support B Section details Section type ASTM steel designation Steel yield stress Steel tensile stress Modulus of elasticity RADead = 3.6 kips RA_wnd = 13 kips RA_Roof live = 6.3 kips Rs—max = 0 kips W 14x38 (AISC 14th Edn (04.1)) A992 Fy = 50 ksi F = 65 ksi E = 29000 ksi RELmin = 0 kips - iT I wn- Resistance factors Resistance factor for tensile yielding Resistance factor for tensile rupture Resistance factor for compression Resistance factor for flexure Resistance factor for shear Lateral bracing 4ty = 0.90 Or = 0.75 Oc = 0.90 4b = 0.90 .v=1.00 Span I has lateral bracing at supports plus third points Cantilever tip is unbraced Cantilever support is continuous with lateral and torsional restraint Classification of sections for local buckling - Section 94.1 Classification of flanges in flexure - Table B4.1b (case 10) Width to thickness ratio b, / (2 x tt) = 6.57 Limiting ratio for compact section Xpff = 0.38 x I[E I Fy] = 9.15 Limiting ratio for non-compact section Xw = 1.0 X I[E / F] = 24.08 Compact N -1 T E ~D Sheet no. 4 25 STRUCTURAL DESIGN LLC Job Ref. 18168 Project 2725 Palomar Airport Solar Canopies Date 10/23/2018 Subject Steel Beam -6 Panel Calc. by JH Classification of web in flexure - Table B4.1 b (case 15) Width to thickness ratio (d - 2 x k) I t, = 39.58 Limiting ratio for compact section XW = 3.76 x 1[E / F] = 90.55 Limiting ratio for non-compact section Xw = 5.70 X 'I[E I Fy] = 137.27 Compact Section is compact In flexure Design of members for shear - Chapter G Required shear strength Web area Web plate buckling coefficient Web shear coefficient - eq G2-2 Nominal shear strength - eq G2-1 Design shear strength Vr = max(abs(Vmax), abs(Vmin)) = 20.986 kips A = d x t,, = 4.371 in k = 5 Cv = 1.000 V = 0.6 x Fy x Aw x Cv = 131.130 kips Vc 4xV= 131.130 kips PASS - Design shear strength exceeds required shear strength Design of members for flexure in the major axis at span I segment I - Chapter F Required flexural strength Mr = max(abs(Msi_segi_max), abs(Msi_segi_min)) = 204.609 kips—ft Yielding - Section F2.1 Nominal flexural strength for yielding - eq F2-1 Lateral-torsional buckling - Section F2.2 Unbraced length Limiting unbraced length for yielding - eq F2-5 Distance between flange centroids Mn1d = Mp = Fy x Zx = 256.25 kips_ft Lb = Li segi = 78 in LP = 1.76 x ry x I[E / F] = 65.699 in h0 = d - tf = 13.585 in c1 rts = 4[4(l x C) / 54 = 1.822 in Limiting unbraced length for inelastic LTB - eq F2-6 Lr = 1.95 x rts X El (0.7 X Fy) X I((J X ci (Sx X ho)) + I((J X C / (Sx X h0))2 + 6.76 X (0.7 X F I E)2)] = 195.1 in Cross-section mono-symmetry parameter Rm = 1.000 Lateral torsional buckling modification factor Cb = 1.000 Nominal flexural strength for lateral torsional buckling - eq F2-2 Mnnb = Cb x [Mp - (Mp - 0.7 X Fy X S) X (Lb - Lp) I (Lr - Lp)] = 247.029 kips_ft Nominal flexural strength Mn = min(Mnyid, Mnitb) = 247.029 kips—ft Design flexural strength Mc = 4b x Mn = 222.326 kips_ft PASS - Design flexural strength exceeds required flexural strength Design of members for vertical deflection Consider deflection due to wind loads Limiting deflection 8iim = 2 X L51 /180 = 2.6 in Maximum deflection span I ö = max(abs(ömax), abs(6min)) = 1.868 in PASS - Maximum deflection does not exceed deflection limit 26 Beam Spani: 19;sft Beam Span2: 195 ft Structure Clear Height:M Beam Trib Width: Fascia Thickness T1: Structure Tilt: 7.0 deg 2D Analysis Nodes 1: Base: 2: Beam/Column intersection: Left End Beam: Right End Beam: Dead Load Dead Load: 8.0 psf Wet: 216.0 plf Roof Live Load Roof Live Load: 12.0 psf Wia: 324.0 pif Snow Load Snow Load: 0.0 psf W: 0.0 Of IE:f:iiE x V 0.0000 0.0000 0.0000 12.3869 -19.3534 10.0000 19.3534 14.7738 Wind ii,ad Wind Flow Load Case Wind Direction Wind Direction 0 deg y = 180 deg Cnw Crd A C.0.00 P= 18.8 psf 4.7 psf B p = -17.3 psf -1.6 psf - WIND 1 WINDS Fascia Shear W,,. $08.7 pif W V, 0.0k W 1 127.2 plf W 1 WIND WIND 6 W,, 127.2 plf W,,.., 508.7 plf Wpj = WIND 3 WIND 7 W,,.. -466.3 plf W- - W., = -42.4 plf W,, WIND4 WIND W,,,, -42.4 plf W,,.. W,.j -466.3 plf W,,1 Seismic Load WOL: 216.0 pit Cs: 0.600 Sm: 0.750 V50: 5.1 k P: I (Weak Axis) VEQ 6.6k P: 1.3 (Strong Axis) See Output for Column Size David Grapsas, P.E. Pnnclpal Phoenix, AZ John Elder, P.E. 480-454-6408 Principal www.unitedstr.com Column Design Strong Axis (From 2D Analysis) Pu: 31.3k Vu: 3.5k Mu :I11&k Weak Axis (Seismic) Pu: 11.4k Vu: 5.1 k Mu: 62.6 k-ft wivw.unitedstr.com Q MOTED STRUCTURAL DESIGN LLC Sheet no. Job Ref. 18168 27 Project 2275 Palomar Airport Solar Canopies Date 10/24/2018 Subject 2D Analysis - 6 Panel Caic. by JH ANALYSIS Tedds calculation version 1.0.23 Geometry Geometry (ft) - Steel (AlSC) Loading Self weight included Dead - Loading (kips!ft) V M R TE D STRUCTURAL DESIGN LLC Sheet no. 2 Job Ref. 18168 28 Project 2275 Palomar Airport Solar Canopies Date 10/24/2018 Subject 2D Analysis - 6 Panel Caic. by JH WI - Loading (kipslft,kips) a a - z W2 - Loading (klpslft,klps) W3 - Loading (kipslft,kips) M *4 TED Sheet no. 29 STRUCTURAL DESIGN LLC Job Ref. 18168 Project 2275 Palomar Airport Solar Canopies Date 10124/2018 Subject 20 Analysis - 6 Panel Calc. by JH W4 - Loading (klps!ft,klps) z EQ - Loading (kips) Roof Live - Loading (kipslft) 0 V NITE D STRUCTURAL DESIGN LLC Sheet no. 4 Job Ref. 18168 30 Project 2275 Palomar Airport Solar Canopies Date 10/24/2018 Subject 2D Analysis -6 Panel Calc. by JH Results Forces Strength combinations - Moment envelope (kip_ft) -185.1 Strength combinations - Shear envelope (kips) 19 Strength combinations - Axial force envelope (kips) :. N.;I; T:E. D STRUCTURAL DESIGN LLC Project 2275 Palomar Airport Solar Canopies Subject 2D Analysis - 6 Panel 31 Sheet no. 5 Job Ref. 18168 Date 10/24/2018 Calc. by JH Member results Envelope - Strength combinations Member Shear force Moment Pos (ft) Max abs (kips) Pos (ft) Max (kip_ft) Pos (ft) Mm (kip_ft) BEAM 19.5 18.98 (max abs) 19.5 45.501 19.5 -185.057 (mm) COLUMN 0 3.491 0 110.499 (max) 0 -115.778 Envelope - Strength combinations Member Axial force Pos Max Pos Mm (ft) (kips) (ft) (kips) BEAM 19.5 0.728 19.5 -0.728 COLUMN 1 0 31.259 (max) 12.39 -0.926 (mm) N-:1 TE D Sheet no. 32 STRUCTURAL DEMGN LLC Job Ref. 18168 Project 2725 Palomar Airport Solar Canopies Date 10/24/2018 Subject Steel Column - Strong Axis - 6 Panel Calc. by JH STEEL COLUMN DESIGN In accordance with A1SC360-10 and the LRFD method U, 0 C4 k 0 4 Column and loadina details Column details Column section W 12x45 Design loading Required axial strength Moment about x axis at end I Moment about x axis at end 2 Maximum moment about x:axis Maximum moment about y axis Maximum shear force parallel to y axis Maximum shear force parallel to x axis Material details Steel grade Yield strength Ultimate strength Modulus of elasticity Shear modulus of elasticity Unbraced lengths For buckling about x axis For buckling about y axis L 150 in L= 150 in Tedds calculation version 1.0.09 My rV y Pr = 31 kips (Compression) M1 = 115.8 kips_ft M = 115.8 kips_ft Single curvature bending about x axis = max(abs(M ft i), abs(M,)) = 115.8 kips_ft = 0.0 kips_ = 3.5 kips Vrx = 0.0 kips .A992 F 50 ksi F = 65 ksi E = 29000 ksi G = 11200 ksi N 1: TE D STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject Steel Column - Strong Axis -6 Panel 33 Sheet no. 2 Job Ref. 18168 Date 10/24/2018 Calc. by JH For torsional buckling Lz = 150 in Effective length factors For buckling about x axis Kx = 2.00 For buckling about y axis Ky = 2.00 For torsional buckling Kz = 2.00 Section classification Section classification for local buckling (cl. B4) Critical flange width b = bt /2 = 4.025 in Width to thickness ratio of flange Xf= b / tf = 7.000 Depth between root radii h = d - 2 x k = 9.940 in Width to thickness ratio of web Xw = h / tw = 29.672 Compression Limit for nonslender flange kc= 0.56 x I(E / F) = 13.487 The flange Is nonslender in compression Limit for nonslender web = 1.49 x 'I(E / F) = 35.884 The web is nonslender in compression The section is nonslender in compression Flexure Limit for compact flange Xwj= 0.38 x 'I(E I Fy) = 9.152 Limit for noncompact flange X4ij = 1.0 x AE / F) = 24.083 The flange Is compact in flexure Limit for compact web Xwf = 3.76 x /(E / F) = 90.553 Limit for noncompact web = 5.70 x'I(E / F) = 137.274 The web is compact in flexure The section is compact in flexure Slenderness Member slenderness Slenderness ratio about x axis SRx = Kx x L / rx = 58.3 Slenderness ratio about y axis SRy = Ky x L / ry = 153.8 Second order effects Second order effects for bending about x axis (Cl. App 8.1) Coefficient Cm Cmx = 0.6 + 0.4 X M1 I M2 = 1.000 Coefficient a a= 1.0 Elastic critical buckling stress Peix = 70 x E x l / (Kix x L)2 = 4426.8 kips P-8 amplifier Bix = max(1.0, Cmx / (1 - ax Pr / Peix)) = 1.007 Required flexural strength Mrx = Bix x Mx = 116.6 kips_ft V N'.1. TE 0 RUCTURAL DESIGN LLC Sheet no. 3 Job Ref. 18168 34 Project 2725 Palomar Airport Solar Canopies Date 10/24/2018 Subject Steel Column - Strong Axis - 6 Panel Calc. by JH Second order effects for bending about y axis (ci. App 8.1) Coefficient Cm Cmy = 1.0 Coefficient a a= 1.0 Elastic critical buckling stress Peiy = 10 X E x lyl (Kiy x L)2 = 636.0 kips P-8 amplifier B,y = max(1.0, Cmy / (1 - ax Pr / Peiy)) = 1.052 Required flexural strength Mry = Biy x My = 0.0 kipsjt Shear strength Shear parallel to the minor axis (ci. G2.1) Shear area Web plate buckling coefficient Web shear coefficient Nominal shear strength Design shear strength (cl.GI & G2.1 (a)) Resistance factor for shear Design shear strength Reduction factor for slender elements A = d x tw = 4.054 in2 k = 5.0 Cv= 1.000 V= 0.6 x FyxAwx C= 121.6 kips Qv1.00 Vcy 4vxVy= 121.6 kips PASS. The design shear strength exceeds the required shear strength Reduction factor for slender elements (El) The section does not contain any slender elements therefore:- Slender element reduction factor Q = 1.0 Compressive strength Flexural buckling about x axis (ci. E3) Elastic critical buckling stress Flexural buckling stress about x axis Nominal flexural buckling strength Flexural buckling about y axis (ci. E3) Fex = (it2 x E) / (SR x)2 = 84.3 ksi Fax = Qx x (0.658QY) x Fy = 39.0 ksi Pnx Fc,xxAg = 511.1 kips Elastic critical buckling stress Fey = (ii? x E) I (SR)2 = 12.1 ksi Flexural buckling stress about y axis Fay = 0.877 x Fey = 10.6 ksi Nominal flexural buckling strength Pny=Fay x A9 = 138.9 kips Torsional and flexural-torsional buckling (cl. E4) Torsional/flexural-torsional elastic buckling stress Fet = [it2 x E x C I (Kz x L2)2 + G X J] x I I (i + l) = 48.6 ksi Torsional/flexural-torsional buckling stress Fat.= Q2 x (0658QZxFy/Fet) x Fy = 32.5 ksi Nom. torsional/flex-torsional buckling strength Pm = Fat x A9 = 426.0 kips N TED STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject Steel Column - Strong Ads -6 Panel 35 Sheet no. 4 Job Ref. 18168 Date 10/24/2018 Caic. by JH Design compressive strength (cl.EI) Resistance factor for compression Oc = 0.90 Design compressive strength Pc = c x min(P, Pny, Pm) = 125.0 kips PASS - The design compressive strength exceeds the required compressive strength Flexural strength about the major axis Yielding (ci. F2.1) Nominal flexural strength M,ld = Mpx = Fy x Zx = 267.5 kips—ft Lateral torsional buckling limiting lengths (Cl. F2.2) Unbraced length Lb = 150.0 in Limiting unbraced length (yielding) Effective radius of gyration Distance between flange centroids Factor Limiting unbraced length (inelastic LTB) Lp = 1.76xryx4(E/Fy)82.7 in Lb > L - Limit state of lateral torsional buckling applies rts = 4(4(l x C) / S) = 2.231 in h0 = d -tt = 11.525 in c = 1.000 Lr = 1.95 x rts X EI(0.7xFy) X (Jxc / (SxXho)) x 4(1 + /(1 + 6.76 x (0.7xFyxSxxho I (EXJXC)))] Lr = 268.8 in Lateral torsional buckling modification factor (ci. Fl) Maximum moment in unbraced segment Mmax = Mx = 115.80 kips_ft Moment at centreline of unbraced segment MB = abs((Mi + M) / 2) = 115.80 kips_ft Moment at % point of unbraced segment MA = abs((Mi + MB) /2) = 115.80 kips_ft Moment at % point of unbraced segment Mc = abs((M + MB) / 2) = 115.80 kips_ft Lateral torsional buckling modification factor Cb = 12.5 X Mmax / (2.5 X Mmax + 3 X MA + 4 X MB + 3 X Mc) Cb = 1.000 Lateral torsional buckling (cl. F2.2) Plastic bending moment Mpx = Fy x Ic = 267.5 kips_ft Nominal flexural strength Mrcx_Itb = min(M, Cb x (M - (M - 0.7 x Fy x S) x (Lb - L) I (Lr - Lv)]) Mnx_i, = 231.6 kips—ft Design flexural strength about the major axis (Cl. Fl) Resistance factor for flexure lob = 0.90 Design flexural strength Mcx = 4b x min(Mnd, Mn,cjtb) = 208.4 kips_ft PASS - The design flexural strength about the major axis exceeds the required flexural strength Combined forces M, / Mcy < 0.05 - Moments exist primarily in one plane therefore check combined forces in accordance with clause HI.3. In-plane Instability (Cl. 1-1I.3(ä)) Available comp. strength in plane of bending Pd = 4c x min(P, Pm) = 383.4 kips :.NI T:E D STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject Steel Column - Strong Axis -6 Panel 36 Sheet no. 5 Job Ref. 18168 Date 10/24/2018 Caic. by JH Member utilization (eqn Hi-I) UR1 = Pr 1(2 X Pd) + Mrx I Mcx = 0.600 Out-of-plane buckling and lateral-torsional buckling (Cl. 1-1I.3(b)) Available comp. strength out of plane of bending Ny = x min(P,, Pnt) = 125.0 kips Available lateral-torsional strength taking Cb as 1.0 Mcxi3 = 4b x min(Mp, 1.0 X [M - (Mp - 0.7 X Fy X S) X (Lb - L) I (Lr - Lv)]) = 208.4 kip_ft Member utilization (eqn 1-1I-2) UR0 = Pr I Pcyx (1.5 - 0.5 x Pr/ Pcy) + (Mrx I (Cb X Mcxjtb))2 = 0.657 PASS - The member is adequate for the combined forces 37 N. I 1' E D Sheet no. 1 STRUCTURAL DESIGN LLC Job Ref. 18168 Project 2725 Palomar Airport Soalr Canopies Date 10/24/2018 Subject Steel! Column - Weak Axis - 6 Panel Caic. by JH STEEL COLUMN DESIGN In accordance with AlSC360-10 and the LRFD method 0 1 4 8.O5 Column and loadina details Column details Column section W 1205 Design loading Required axial strength Pr = 11 kips (Compression) Maximum moment about x axis M = 0.0 kips_ft Moment about y axis at end I My, = 0.0 kips_ft Moment about y axis at end 2 My2 = 62.6 kipsjt Single curvature bending about y axis Maximum moment about y axis My = max(abs(Myi), abs(M)) = 62.6 kips_ft Maximum shear force parallel to y axis Vry = 0.0 kips Maximum shear force parallel to x axis V5.1kips Material details Steel grade A992 Yield strength Fy = 50 ksi Ultimate strength Fu = 65 ksi Modulus of elasticity E = 29000 ksi Shear modulus of elasticity G = 11200 ksi Unbraced lengths For buckling about x axis 150 in For buckling about y axis Ly = 150 in Tedds calculation version 1.0.09 2725 Palomar Airport Soalr Canopies Steel Column - Weak Axis -6 Panel Project Subject :i .. N'17 TE STRUCTURAL DESIGN LLC 38 Sheet no. 2 Job Ref. 18168 Date 10/24/2018 Calc. by JH For torsional buckling Lz = 150 in Effective length factors For buckling about x axis Kx = 2.00 For buckling about y axis Ky = 2.00 For torsional buckling Kz = 1.00 Section classification Section classification for local buckling (cl. B4) Critical flange width b = bf /2 = 4.025 in Width to thickness ratio of flange Xf= b / tf = 7.000 Depth between root radii h = d - 2 x k = 9.940 in Width to thickness ratio of web Xw = h / tw = 29.672 Compression Limit for nonslender flange = 0.56 x 'i(E I Fy) = 13.487 The flange is nonsSender in compression Limit for nonslender web Xw_c = 1.49 X 'J(E / F) = 35.884 The web is nonslender in compression The section is nonslender in compression Flexure Limit for compact flange XpLf = 0.38 x I(E / F) = 9.152 Limit for noncom pact flange ?.iff = 1.0 x 1(E I F) = 24.083 The flange is compact in flexure Limit for compact web Xpw = 3.76 x 'J(E I Fy) = 90.553 Limit for noncompact web = 5.70 x 'I(E / Fy) = 137.274 The web Is compact in flexure The section is compact In flexure Slenderness Member slenderness Slenderness ratio about x axis SR= Kc x Lx / rx = 58.3 Slenderness ratio about y axis SR= Kyx Ly / ry = 153.8 Second order effects Second order effects for bending about x axis (ci App 8.1) Coefficient Cm Cmx = 1.0 Coefficient a a = 1.0 Elastic critical buckling stress Peix = 70 x E x I, / (Kix x L)2 = 4426.8 kips P-8 amplifier Bix = max(1.0, Cmx 1(1 OE Pr/Peix)) = 1.003 Required flexural strength Mrx = Bix x Mx = 0.0 kips_ft NI TE D STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Soalr Canopies Subject Steel Column - Weak Axis -6 Panel 39 Sheet no. 3 Job Ref. 18168 Date 10/24/2018 Calc. by JH Second order effects for bending about y axis (ci. App 8.1) Coefficient Cm Cmy = 0.6 + 0.4 X My, / M2 = 0.600 Coefficient a a = 1.0 Elastic critical buckling stress Peiy = 7t2 x E x ly / (Kiy x L)2 = 636.0 kips P-8 amplifier Biy = max(1.0, Cmy / (1 - a x Pr / Peiy)) = 1.000 Required flexural strength My = Biy x My = 62.6 kips_ft Shear strength Shear parallel to the major axis (ci. G2.1) Shear area Web plate buckling coefficient Web shear coefficient Nominal shear strength Design shear strength (cl.GI & G2.1 (a)) Resistance factor for shear Design shear strength Reduction factor for slender elements A= 2xbrxt,= 9.258 in2 k=1.2 C= 1.000 Vnx = 0.6 x Fy x Aw x Cv = 277.7 kips 0.90 Vcx = 4xVnx= 250.0 kips PASS - The design shear strength exceeds the required shear strength Reduction factor for slender elements (El) The section does not contain any slender elements therefore:- Slender element reduction factor Q = 1.0 Compressive strength Flexural buckling about x axis (Cl. E3) Elastic critical buckling stress Flexural buckling stress about x axis Nominal flexural buckling strength Flexural buckling about y axis (ci. E3) Elastic critical buckling stress Flexural buckling stress about y axis Nominal flexural buckling strength Fex = (it2 x E) / (SR)2 = 84.3 ksi Fcrx= Qx x (0.658° Y!Fex) x Fy = 39.0 ksi Pnx = Fcx x A9 = 511.1 kips I F8 = (it2 x E) I (SR)2 = 12.1 ksi Fay = 0.877 X Fey = 10.6 ksi Pny = Fay x A9 = 138.9 kips Torsional and flexural-torsional buckling (Cl. E4) Torsional/flexural-torsional! elastic buckling stress Ft[it2 xExC/(KxL)2 +GX JJ x I I (lx + ly) = 88.2 ksi Torsional/flexural-torsional! buckling stress Ft = Qz x (0.658QFYIFet) x Fy = 39.4 ksi Nom. torsional/flex-torsional buckling strength Pt = Ft x A9 = 516.6 kips N'.'I,,T:E D Sheet no. 40 STRUCTURAL DEtIGN LLC Job Ref. 18168 Project 2725 Palomar Airport Soalr Canopies Date 10/24/2018 Subject Steel Column - Weak Axis -6 Panel Calc. by JH Design compressive strength (cl.EI) Resistance factor for compression 4c = 0.90 Design compressive strength Pc = c x min(Px, Pny, Pm) = 125.0 kips PASS - The design compressive strength exceeds the required compressive strength Flexural strength about the minor axis Yielding (ci. F6.1) Nominal flexural strength MnyId =Mpy = min(Fy x Z, 1.6 x Fy x S) = 79.2 kips_ft Design flexural strength about the minor axis (ci. Fl) Resistance factor for flexure 4b = 0.90 Design flexural strength Mcy = b x Mnyld = 71.2 kips_ft PASS- The design flexural strength about the minor axis exceeds the required flexural strength Combined forces Member utilization (ci. HI.1) Equation HI-lb UR = abs(Pr) /(2 x P) + (Mrx / M. + Mry / Mc) = 0.924 PASS - The member is adequate for the combined forces STRUCTURAL DEST. LLC. 41 asIsXtI'L'I 24f'— —6 PANEL Soil Properties Allowable Soil Bearing: 1500 psf Allowable Passive Pressure: 100 psf/ft Column Reactions Strong Axis (From 2D Analysis) Pmax:25.S•k Vmax : Mmax : 4.3 k-f Ref IBC (CRC) Section 1807.3.2 See Output for Footing Size David Grapsas, P.E. Principal Phoenix, AZ John Elder, P.E. 480.454.6408 Principal www.unitedstr.com www.unitedntr.com M .R TE D STRUCTURAL DESIGN LLC Project 2275 Palomar Airport Solar Canopies Subject 2D Analysis -6 Panel ANALYSIS Geometry 42 Sheet no. I Job Ref. 18168 Date 10/24/2018 Calc. by JH Tedds calculation version 1.0.23 Geometry (ft) - Steel (AISC) i 1Z Results Forces Service combinations - Moment envelope (kip_ft) -137.7 M:R 7 E.D STRUCTURAL DESIGN LLC Project 2275 Palomar Airport Solar Canopies Subject 20 Analysis -6 Panel 43 Sheet no. 2 Job Ref. 18168 Date 10/24/2018 Calc. by JH Service combinations - Shear envelope (kips) 14.1 Service combinations - Axial force envelope (kips) Member results Envelope - Service combinations Member Shear force Moment Pos (ft) Max abs (kips) Poe (ft) Max (kip_ft) Poe (ft) Mm (kip_ft) BEAM 19.5 14.12 (max abs) 19.5 24.424 19.5 -137.673 (mm) COLUMN 0 2.383 1 0 66.299 (max) 0 -63.719 Envelope - Service combinations Member Axial force Poe Max Poe Mm (ft) (kips) (ft) (kips) BEAM 19.5 0.607 19.5 -0.607 (mm) COLUMN 0 25.512 (max) 12.39 0.039 V N17ED STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject Pole Footing - 6 Panel 44 Sheet no. I Job Ref. 18168 Date 10123/2018 Calc. by JH FLAGPOLE EMBEDMENT (lBC 2012) TEDDS calculation version 1.2.00 Soil capacity data Allowable passive pressure Maximum allowable passive pressure Load factor 1 (1806.1) Load factor 2 (1806.3.4) Pole geometry Shape of the pole Diameter of the pole Laterally restrained Load data First point load Distance of Pi from ground surface Second point load Distance of P2 from ground surface Uniformly distributed load Start distance of W from ground surface End distance of W from ground surface Applied moment Lsbc = 100 pcf Pmax = 1500 psf LDF1 = 1.00 LDF2 = 2.0 Round Dia = 24 in No Pi = 2.4 lbs Hi =oft P2 = 0 lbs H2 = Ift W = 0 plf a2ft a, = 4 ft Mi = 66300 lb_ft M:R TE D STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject Pole Footing - 6 Panel 45 Sheet no. 2 Job Ref. 18168 Date 10/23/2018 Calc. by JH Distance of Mi from ground surface Shear force and bending moment Total shear force Total bending moment at grade Distance of resultant lateral force Embedment depth (1807.3.2.1) Embedment depth provided Allowable lateral passive pressure Factor A Embedment depth required Actual lateral passive pressure psf H3 = 12.5 ft F= Pi + P2+Wx(ai—a)2.41bs Mg PixHi +P2xH2+Wx(ai—a)x(a+ai)/2+Mi = 663001b_ft h = abs(Mg / F) = 27625.01 ft 10.83 ft Si = min(Pmax, Lsbc x min(D, 12 ft) / 3) x LDFi x LDF2 = 721.7 psf A = 2.34 x abs(F) I (Si x Dia) = 0 ft Di = 0.5xAx(1 + (1+ ((4.36xh)/A))05)10.83ft S2 = (2.34 x abs(F) x ((4.36 x h) + (4 x D))) 1(4 x D2 x Dia) = 721.7 M T II . Sheet no. 46 STRUCTURAL DEMGN LLC Job Ref. 18168 Project 2725 Palomar Airport Solar Canopies Date 10/24/2018 Subject Spread Footing - 6 Panel Caic. by JH COMBINED FOOTING ANALYSIS AND DESIGN (AC1318-11) TEDDS calculation version 2.0.06 o A - E-1 iA T7 - -- - 24• 1O'6" PI Combined footing details Length of combined footing L = 10.500 ft Width of combined footing B = 5.500 ft Area of combined footing A = L x B = 57.750 ft2 Depth of combined footing h = 24.000 in Depth of soil over combined footing h50i = 0.000 in Density of concrete Pconc = 150.0 lb/ft3 Column details Column base length IA = 12.000 in Column base width bA = 12.000 in Column eccentricity in x epxA = 0.000 in Column eccentricity in y ePYA = 0.000 in Soil details Density of soil Psoil = 120.0 lb/ft3 Angle of internal friction = 25.0 deg Design base friction angle 8 = 19.3 deg Coefficient of base friction tan(6) = 0.350 Allowable bearing pressure Pbeahng = 1.500 ksf Axial loading on column Dead axial load on column PGA = 25.500 kips Live axial load on column PQA = 0.000 kips Wind axial load on column PWA = 0.000 kips Total axial load on column PA = 25.500 kips I 1 NI: T EE D Sheet no. 2 47 STRUCTURAL DESIGN LLC Job Ref. 18168 Project 2725 Palomar Airport Solar Canopies Date 10/24/2018 Subject Spread Footing -6 Panel Calc. by JH Foundation loads Dead surcharge load FGsur = 0.000 ksf Live surcharge load FQsur = 0.000 ksf Footing self weight F8t = h x Pconc = 0.300 ksf Soil self weight Fsou = h0i1 x Psoil = 0.000 ksf Total foundation load F = A x (FGsur + Fsur + Fsm + F5011) = 17.325 kips Horizontal loading on column base Dead horizontal load in x direction HGXA = 2.400 kips Live horizontal load in x direction HQXA = 0.000 kips Wind horizontal load in x direction HwxA = 0.000 kips Total horizontal load in x direction HxA = 2.400 kips Dead horizontal load in y direction HGYA = 0.000 kips Live horizontal load in y direction HQYA = 0.000 kips Wind horizontal load in y direction HWYA = 0.000 kips Total horizontal load in y direction HYA = 0.000 kips Moment on column base Dead moment on column in x direction MGXA = 66.300 kip_ft Live moment on column in x direction MQxA= 0.000 kip_ft Wind moment on column in x direction Mwx = 0.000 kip_ft Total moment on column in x direction MxA = 66.300 kipjt Dead moment on column in y direction MGYA = 0.000 kip_ft Live moment on column in y direction MayA = 0.000 kip_ft Wind moment on column in y direction MWYA = 0.000 kip_ft Total moment on column in y direction MYA = 0.000 kip_ft Check stability against sliding Resistance to sliding due to base friction Hfrlcijon = max([Pcp + (FGsur + F5t + F5oi) x A], 0 kips) x tan(8) = 14.997 kips Passive pressure coefficient Kp = (1 + sin(fl) / (1 - sin(')) = 2.464 Stability against sliding in x direction Passive resistance of soil in x direction Hxpas = 0.5 x Kp x (h2 + 2 x h x h50,) x B X PsoO = 3.252 kips Total resistance to sliding in x direction Hxres = Htiti + Hxpas = 18.249 kips PASS - Resistance to sliding is greater than horizontal load In x direction Check stability against overturning in x direction Total overturning moment Mxor = M + HxA x h = 71.100 kip_ft Restoring moment in x direction Foundation loading Mxsur = A x (FGsur + Ft + F50ji) x L /2 = 90.956 kip_ft Axial loading on column M,ai = (PGA) x (L /2 - ep,) = 133.875 kip_ft R 'R U, TED Sheet no. 3 48 ' STRUCTURAL DESIGN LLC Job Ref. 18168 Project 2725 Palomar Airport Solar Canopies Date 10/24/2018 Subject Spread Footing -6 Panel Calc. by JH Total restoring moment Mxres = Mxsur + Mxaxjai = 224.831 kip_ft PASS - Restoring moment Is greater than overturning moment In x direction Calculate base reaction Total base reaction T = F + PA = 42.825 kips Eccentricity of base reaction in x erx = (PA x e + M, + HxA x h) IT = 19.923 in Eccentricity of base reaction in y ery = (PA x ePyA + MyA + HyA x h) / T = 0.000 in Check base reaction eccentricity abs(em) I L + abs(ery) I B = 0.158 Base reaction acts within middle third of base Calculate base pressures qi =T/A-6xTxeTX/(LxA)-6xTxeTY/(BxA)=0.038ksf q2=T/A-6xTxeTx/(LxA)+6xTxeTy/(BxA)0.038ksf q3=T/A+6xTxerx/(LxA)-6xTxery/(BxA)=1.445ksf q4=T/A+6xTxeTX/(LxA)+6xTxely/(BxA)1.445ksf Minimum base pressure qmin = min(qi, q2, q3, q4) = 0.038 ksf Maximum base pressure qmax = max(qi, q2, q3, q4) = 1.445 ksf PASS - Maximum base pressure is less than allowable bearing pressure 0.038 ksf 1.445 ksf 0.038 ksf 1.445 ksf Load combination factors for loads Load combination factor for dead loads VG = 1.20 Load combination factor for live loads #Q = 1.60 Load combination factor for wind loads #w = 0.00 Strength reduction factors Flexural strength reduction factor Of = 0.90 Shear strength reduction factor 09 = 0.75 V R TED RUCTURAL DESIGN LLC Sheet no. 4 Job Ref. 18168 49 Project 2725 Palomar Airport Solar Canopies Date 10/24/2018 Subject Spread Footing -6 Panel Calc. by JH Ultimate axial loading on column Ultimate axial load on column Ultimate foundation loads Ultimate foundation load Ultimate horizontal loading on column Ultimate horizontal load in x direction Ultimate horizontal load in y direction PuA = PGA 'ftG + PQA X VQ + PWA x #w = 30.600 kips Fu = A x [(FGsur + F8t + F90i) X VG + FQsur x 'J = 20.790 kips H.uA = HGXA X G + H0x x ) + Hwx x w = 2.880 kips HyuA = HGyA X G + HayA x + HWJA xpw = 0.000 kips Ultimate moment on column Ultimate moment on column in x direction M=A = MGXA x G + MQA x VQ + MwxA x 'w = 79.560 kip_ft Ultimate moment on column in y direction MYUA = MGYA X G + MQyA X + MWJA x = 0.000 kip_ft Calculate ultimate base reaction Ultimate base reaction Tu = F + PuA = 51.390 kips Eccentricity of ultimate base reaction in x e-r, = (PuAx ep + MXUA + H=A x h) / Tu = 19.923 in Eccentricity of ultimate base reaction in y eryu = (PUA x ep,A + MyuA + HyuA x h) / Tu = 0.000 in Calculate ultimate base pressures qiu = TU/A - 6xTxem/(LxA) - 6xTe-rJ(BxA) = 0.046 ksf q2u = TU/A - 6xTuxerxu/(LxA) + 6xTx eT1,J(BxA) = 0.046 ksf q3u = TU/A + 6xTUxeT/(LxA) - 6xTuxei,d(BxA) = 1.734 ksf q4u = TU/A + 6xTxeT,J(LxA) + 6xTuxeT1,I(BxA) = 1.734 ksf Minimum ultimate base pressure qminu = min(qiu, q2u, q3u, q4u) = 0.046 ksf Maximum ultimate base pressure qmaxu = max(qiu, q2u, q3u, q4u) = 1.734 ksf Calculate rate of change of base pressure in x direction Left hand base reaction fi = (qiu + q2u) x B /2 = 0.251 kips/ft Right hand base reaction fuR = (q3u + q4u) x B / 2 = 9.538 kips/ft Length of base reaction L = L = 126.000 in Rate of change of base pressure Cx = (fuR - fuL) / Lx = 0.884 kips/ft/ft Calculate footing lengths in x direction Left hand length Right hand length Calculate ultimate moments in x direction Ultimate positive moment in x direction 82.822 kip_ft Position of maximum negative moment Ultimate negative moment in x direction LLL/2+ep5.250ft LR= L/2-ep5.250ft Mx =fulX ILL 2 /2 +CxXLL3 /6 -FuXLL2 /(2XL)+ H=A Xh+MxuA Lz = 5.250 ft M e9 fuRXLR2 /2 Cx XLR3 /6 FuXLR2 /(2XL)HxuAXhMxuA Mxneg = -2.498 kip_ft V M R TED STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject Spread Footing -6 Panel 50 Sheet no. 5 Job Ref. 18168 Date 10/24/2018 Caic. by JH Calculate rate of change of base pressure in y direction Top edge base reaction fuT = (q2u + q4u) x L /2 = 9.344 kips/ft Bottom edge base reaction fø = (qiu + q3u) x L /2 = 9.344 kips/ft Length of base reaction L = B = 5.500 ft Rate of change of base pressure C, = (fuB - fuT) I Ly = 0.000 kips/ft/ft Calculate footing lengths in y direction Top length Bottom length Calculate ultimate moments in y direction Ultimate moment in y direction Material details Compressive strength of concrete Yield strength of reinforcement Cover to reinforcement Concrete type Concrete modification factor Moment design in x direction LT = B/2 + ePyA 2.750 ft LBB/2-epYA2.750ft My = fuT X LT2 /2 + Cy x LT' /6 - F x L, 1(2 x B) = 21.037 kip_ft f = 2500 psi f = 60000 psi cnom = 3.000 in Normal weight A. = 1.00 Reinforcement provided 7 No. 6 bars bottom and 7 No. 6 bars top Depth of tension reinforcement dx = h - cnom - 4xe / 2 = 20.625 in Area of tension reinforcement provided As_x..prov = N,a x R x 42 /4 = 3.093 in2 Area of compression reinforcement provided A.xTjrov = NT X It X 4xT2 /4 = 3.093 in2 Minimum area of reinforcement As_x.min = 0.0018 X h X B = 2.851 in2 Spacing of reinforcement Sev = (B 2 x cnom)/ max(N,a - 1, 1) = 10.000 in Maximum spacing of reinforcement 5max = min(3 x h, 181n) = 18.000 in PASS - Reinforcement provided exceeds minimum reinforcement required Depth of compression block ax = 8..prov x f /(0.85 x f c x B) = 1.32 in Neutral axis factor = 0.85 Depth to the neutral axis Cnax = ax! 3i = 1.56 in Strain in reinforcement FLx = 0.003 x (dx - Cna_x) I cna..x = 0.03675 PASS - The section has adequate ductility (CL 10.3.5) Nominal moment strength required Mnx = abs(Mx) / 0 = 92.025 kip_ft Moment capacity of base Mcapx = As.xB.prov X fy X [dx - (As_)d3_prov X fy!(1.7 X fc X B))] Mcapx = 308.686 kip_ft PASS - Moment capacity of base exceeds nominal moment strength required Negative moment design In x direction Reinforcement provided 7 No. 6 bars top and 7 No. 6 bars bottom Depth of tension reinforcement dx = h - cnom - 4xT I 2 = 20.625 in Area of tension reinforcement provided As.xi.prov = Nxi x it x a2 /4 = 3.093 in2 Project 2725 Palomar Airport Solar Canopies Subject Spread Footing -6 Panel 51 Sheet no. 6 Job Ref. 18168 Date 10/24/2018 Calc. by JH U N 9. TE D STRUCTURAL DESIGN LLC Area of compression reinforcement provided As_xe..prov = NxB X it X OxB2 / 4 = 3.093 in2 Minimum area of reinforcement As...min = 0.0018 X h)( B = 2.851 in2 Spacing of reinforcement SxT..prov = (B -2)< Coom) / max(NxT - 1, 1) = 10.000 in Maximum spacing of reinforcement Smax = min(3 x h, 18in) = 18.000 in PASS - Reinforcement provided exceeds minimum reinforcement required Depth of compression block ax = As.xT.prov x fy /(0.85 x f X B) = 1.32 in Neutral axis factor Pi = 0.85 Depth to the neutral axis Cna_x = ax/ 3i = 1.56 in Strain in reinforcement eLx = 0.003 X (dx - Coax) / Cnax = 0.03675 PASS - The section has adequate ductility (Cl. 10.3.5) Nominal moment strength required Mneg = abs(Meg) / or = 2.775 kip_ft Moment capacity of base Mcapxneg = As_xr_prov X fy X [dx - (As_xT..prov X fy / (1.7 X f'c X B))] Mcapxneg = 308.686 kip_ft PASS - Moment capacity of base exceeds nominal moment strength required Moment design in y direction Reinforcement provided Depth of tension reinforcement Area of tension reinforcement provided Area of compression reinforcement provided Minimum area of reinforcement 13 No. 6 bars bottom and 13 No. 6 bars top dyhcnom4xs4yB/2=19.875in As_yajrov = NyB X it X OyB2 /4= 5.743 in2 = Ni x it x 4yT2 / 4 = 5.743 in2 As..y_min = 0.0018 x h x L = 5.443 in2 Spacing of reinforcement SyB.prov = (L -2 x cnom) / max(NyB - 1, 1) = 10.000 in Maximum spacing of reinforcement 5max = min(3 x h, 18in) = 18.000 in PASS - Reinforcement provided exceeds minimum reinforcement required Depth of compression block ay = Asj.pmv X fy / (0.85 x f x L) = 1.29 in Neutral axis factor 01 = 0.85 Depth to the neutral axis cna_y = ay / 3i = 1.51 in Strain in reinforcement LU = 0.003 x (d - Coy) / Coa.y = 0.03638 PASS - The section has adequate ductility (ci. 10.3.5) Nominal moment strength required M0 = abs(My) / or = 23.375 kip_ft Moment capacity of base M.py = x fy x [dy - (As_ys.prov X fy / (1.7 X f x L))] Mcepy = 552.254 kip_ft PASS - Moment capacity of base exceeds nominal moment strength required Calculate ultimate shear force at d from right face of column Ultimate pressure for shear d from face of column qsu = (qiu + Cx x (L /2 + e + IA /2 + dx) I B + q4u) /2 qsu = 1.490 ksf Area loaded for shear at d from face of column As = B x min(3 x (LI 2 - em), LI 2 - ep - IA/ 2- d) = 16.672 ft2 Ultimate shear force at d from face of column 'Vsu = As x (q8 - F / A) = 18.846 kips Shear design at d from right face of column Strength reduction factor in shear = 0.75 M:R TE D STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject Spread Footing -6 Panel 52 Sheet no. 7 Job Ref. 18168 Date 10/24/2018 Calc. by JH Nominal shear strength Vnsu = V I 4s = 25.127 kips Concrete shear strength = 2 x ? x I(f'c x I psi) x (B x dx) = 136.125 kips PASS - Nominal shear strength is less than concrete shear strength Calculate ultimate punching shear force at perimeter of d I 2 from face of column Ultimate pressure for punching shear qpuA = q1U+[(U2+eP,-W2-d/2)+(lA+2xd/2)/2]xCdB-[(B/2+er,A-bAI2- d12)+(bA+2xd/2)I2]xCy/L qpuA = 0.890 ksf Average effective depth of reinforcement d = (d + d) / 2 = 20.250 in Area loaded for punching shear at column APA = (IA+2xd12)x(bA+2xd12) = 7.223 ft2 Length of punching shear perimeter UpA = 2x(lA+2xd/2)+2X(bA+2xd/2) = 10.750 ft Ultimate shear force at shear perimeter VpuA = P + (F / A - qp) X ApA = 26.773 kips Punching shear stresses at perimeter of d 12 from face of column Nominal shear strength VnpuA = VpuA / 4s = 35.697 kips Ratio of column long side to short side PA = max(IA, bA) / min(IA, bA) = 1.000 Column constant for interior column asA = 40 Concrete shear strength = (2 + 4 I 3) x ? X (f'c x I psi) x upA x d = 783.675 kips = (asx d/uA+ 2)x ?. x J(fx I psi)x UpAXd = 1081.350 kips 4 x X x 'I(f c x I psi) x upA x d = 522.450 kips V = min(Vj, Vu, = 522.450 kips PASS - Nominal shear strength is less than concrete shear strength 13 No.6 bars btm (10" c/c) 13 No.6 bars top (10' c/c) 7 No.6 bars btm (10 c/c), 7 No. 6 bars top (10' c/c) - - - One way shear at d from column face Two way shear at d / 2 from column face N-DTED STRUCTURAL DESIGN LLC. 53 PROJECT NAME: HIE 2725 PALOMAR AIRPORT CANOPIES PROJECT LOCATION: 2725 PALOMAR AIRPORT RD. CARLSBAD, CA 92011 ENGINEER: JH REVIEWER: JE DATE:10/24/2018 ConnectiOn Design -6 Panel Connection Inputs Member Sizes Flange bf Depth d Beam Size:., 4114X38 6.77 In 24.10 in Column Size: W1'V45 - 8.05 In 12.10 In Reactions Pu: 31.3 kips Vu: 3.5 kips Mu: 116k-ft Pole Footing Properties Design Concrete Strength: 2,500 psi - Footing Diameter:. 24 a Footing Depth H:' 111c Steel Column Embedment d,,1 . . Footing Pressure: Size of Reber Tales: No. of of Reber Tales Each Side of Column: - Spread Footing Properties Design Concrete Strength: 2,500 psi Size of Reber Each Side: . ' No. of Reber Tales Each Side of Column : Design Summary Steel Column Embedment d.,,1 : '?'. OK Pole Footing Reinforcing ......OK Spread Footing Reinforcing:. -.0K Hodg Plate Size: '.i;- -OK Hodge Plate Connection Plate Strength: - 50 ksi ' - PiateWidth: 6.501n OK Plate Height: 12iri OK Minimum Weld Length = 21.0 In Plate Thickness: .,. Ii Minimum Plate Thickness = 0.5 in Weld Size 0(0/16):: 5 Embedment of Steel Column in Pole Footing Check Column : W12X45 .. , Column Flange Width bf : 6.6 In Column Embedment de,,i : 48.0 In Effective Column Flange Width bfeff : 3.9 In (0.60xbf) . p: 0.6 Concrete Bearing Capacity Qbn: 1.275 psi (px0.85xfc) Bearing Section Modulus Sb : 1511.42 In53 (bf,xd.1,iI6) .. . Ultimate Bearing Pressure bu: 919.24 psi (Mu/Sb + Vu/(bf,xd.nt)) .. . .j_ - . ........ Demand Capacity Radon OCR (bu/bn) Pole Footing Reinforcing Check . . . . . Size of Reber Tales: 119 Column depth dc : 12.1 In No. of Reber Tales Each Side of Column: 3 Area of Reinforcing Ab: 3.00 1n52 Bearing Pressure at Si: 262.5 psf Bearing Pressure at S2: 722.0 paf Equivalent Force Peq: 6.9 kips Ultimate Moment Mu: 32k-ft Reinforcing depth d: 15.1 In Concrete Design a: 5.6 in Ip: 0.9 Concrete Bearing Capacity pMn: 125 k-ft (pxAbx60ksix(d-a/2) Demand Capacity Ration OCR:,, Phoenix, AZ 775-351-9037 www.unitedstr.com a-WRUCTUMAL onto" axe 54 V N'07ED PROJECT NAME: RUCTURAL DESIGN LLC PROJECT LOCATION: 275 PAtOAR9MRP(T D CAlSAti A 92011 ENGINEER:_____________________________________ REVIEWER: DATE:1O/24/2$ty * Spread Footing Reinforcing Check Column : W12X45 Column depth dc : 12.1 in Size of Reber Each Side: #9 No. of Reber Each Side of Coiumn: 4 Area of Reinforcing AD: 4.00 inA2 Ultimate Shear Force Vu: 146.1 kips Area of Shear Reinforcing Av: 8.00 inA2 ç: 0.9 Capacity of Shear Reinforcing çVn 259.2 kips (9x0.6x60ksixAv) Demand Capacity Ration DCR Spread Footing Reinforcing Check Column : W12X45 Column depth dc : 12.1 in Column Flange Width bfc : 8.1 In Beam: W148 Beam depth db : 14.1 In 8eam Flange Width bib: 6.81n Ultimate Tensile Force Tu: 146.1 kips q: 0.9 Plate Width: 6.5 In Plate Thickness: 0.8 In Capacity of Hodge Plate qiPn : 219.4 kips Demand Capacity Ration DCR :JJ Minimum Weld Length: 21.0 in Phoenix, AZ 775-351-9037 www.unitcdstr.com EN flL1flfD RucTuR:AL DESIGN .LLC 55 go rY V4 PAOr (N FOUJ4DATQNL.N. - -, 0' 0" (N BOTTOM OF COLUMN w David Grapsa5, P.E. Principal Phoenix, AZ John Elder, P.E. 480-454-6408 Principal www.unitedstr.com www.unItede.com E111tTdEA:M1 56 STRUCTURAL DESIGN LLC -4 PANEL Beam Span1:fi1.04t1 Beam Trlb Width: 7.Oft Dead Load Dead Load: 5.5 psf WDL: 148.5 Of Roof Live Load Roof Live Load: 12.0 psf WRa: 324.0 plf (PLUS SELF WEIGHT) 21.0 ft Snow Load - Snow Load: 0.0 psf WSL: 0.0 plf Wind Load Wind Load: 24.7 psf W: 667.7 plf See Output for Column Size David Grapsas, P.E. Principal Phoenix, AZ John Elder, P.E. 480-454-6408 Principal www.unitedstr.com www.unitedstr.com %U N `4 TED STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject Steel Beam -4 Panel 57 Sheet no. I Job Ref. 18168 Date 10/24/2018 Calc. by JH STEEL BEAM ANALYSIS & DESIGN (A1SC360-10) In accordance with A1SC360 141h Edition published 2010 using the LRFD method Tedds calculation version 3.0.12 Load Envelope- Combination ft 21 Lead Envelope- Combination 2 hip_ft Bending Moment Envelope -238.6 -238.559 Om— ft l 21 l A 1 B kips Shear Force Envelope 22.720- 227 ft 21 Support conditions Vertically restrained Support A Rotationally restrained V N:R TE 0 STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject Steel Beam -4 Panel 58 Sheet no. 2 Job Ref. 18168 Date 10/24/2018 Caic. by JH Support B Vertically free Rotationally free Applied loading Beam loads Dead self weight of beam x I Dead full UDL 0.148 kips/ft Wind full UDL 0.668 kips/ft Roof live full UDL 0.324 kips/ft Load combinations Load combination I - 1.20+1 .OW+0.5Lr Support A Dead x 1.20 Wind 1.00 Roof live x 0.50 Dead 1.20 Wind x 1.00 Roof live x 0.50 Support B Dead 1.20 Wind x 1.00 Roof live x 0.50 Load combination 2 - I .2D+1 .6L+.5W Support A Dead x 1.20 Wind x 0.50 Roof live 1.60 Dead x 1.20 Wind x 0.50 Roof live x 1.60 Support B Dead 1.20 Wind x 0.50 Roof live x 1.60 Analysis results Maximum moment Mmax = 0 kips_ft Mmin = -238.6 kips_ft Maximum moment span I segment I Msi.segi_max = 0 kips—ft Msi_segi_min = -238.6 kips_ft Maximum moment span I segment 2 Msisegmax = 0 kips—ft Ms1_seg2_min = -106 kips_ft Maximum moment span I segment 3 Ms1seg3_max = 0 kips_ft MSI_segLmln = 26.5 kips_ft Maximum shear Vmax = 22.7 kips Vmin = 0 kips Maximum shear span I segment I Vsi_segi_max = 22.7 kips Vsi...segi_min = 0 kips Maximum shear span I segment 2 Vs1_seg2_max = 15.1 kips Vs1_seg2_min = 0 kips Maximum shear span I segment 3 Vs1_seg3_max = 7.6 kips Vs1...se93_min = 0 kips Deflection segment 4 ömax = 2.3 in ömln = 0 in Maximum reaction at support A RA_max = 22.7 kips R&min = 22.2 kips 59 N:R TE ED Sheet no. 3 * STRUCTURAL DESIGN LLC Job Ref. 18168 Project 2725 Palomar Airport Solar Canopies Date 10/24/2018 Subject Steel Beam -4 Panel Caic. by JH Unfactored dead load reaction at support A Unfactored wind load reaction at support A Unfactored roof live load reaction at support A Maximum reaction at support B Section details Section type ASTM steel designation Steel yield stress Steel tensile stress Modulus of elasticity RA_Dead = 4 kips R&_wnd = 14 kips RROOfOVe = 6.8 kips Re—max = 0 kips W 14x43 (AISC 14th Edn (v14.1)) A992 Fy = 50 ksi Fu = 65 ksi E = 29000 ksi Rs_min = 0 kips h k Resistance factors Resistance factor for tensile yielding Resistance factor for tensile rupture Resistance factor for compression Resistance factor for flexure Resistance factor for shear Lateral bracing ty = 0.90 4tr = 0.75 Oc = 0.90 = 0.90 4v= 1.00 Span I has lateral bracing at supports plus third points Cantilever tip is unbraced Cantilever support is continuous with lateral and torsional restraint Classification of sections for local buckling - Section B4.1 Classification of flanges In flexure - Table 134.1 b (case 10) Width to thickness ratio bf / (2 x tf) = 7.55 Limiting ratio for compact section 4ff = 0.38 x [E I Fy] = 9.15 Limiting ratio for non-compact section Lff = 1.0 x I[E / F] = 24.08 Compact N ~R TED Sheet no. 4 60 STRUCTURAL DESIGN LLC Job Ref. 18168 Project 2725 Palomar Airport Solar Canopies Date 10/24/2018 Subject Steel Beam -4 Panel Calc. by JH Classification of web in flexure - Table 84.1 b (case 15) Width to thickness ratio (d - 2 x k) I t, = 37.57 Limiting ratio for compact section ?.pwf = 3.76 x 'I[E / Fy] = 90.55 Limiting ratio for non-compact section ?rwf = 5.70 X I[E / Fy] = 137.27 Compact Section Is compact in flexure Design of members for shear - Chapter G Required shear strength Vr = max(abs(Vmax), abs(Vmin)) = 22.720 kips Web area A, = d x tw = 4.179 in2 Web plate buckling coefficient k = 5 Web shear coefficient - eq G2-2 Cv = 1.000 Nominal shear strength - eq G2-1 V = 0.6 x Fy x Aw x Cv = 125.355 kips Design shear strength V€ = 4 , x Vn = 125.355 kips PASS - Design shear strength exceeds required shear strength Design of members for flexure in the major axis at span I segment I - Chapter F Required flexural strength Mr = max(abs(Msi_segi_mex), abs(Msiegi_min)) = 238.559 kips_ft Yielding - Section F2.1 Nominal flexural strength for yielding - eq F2-1 Mnld = Mp = Fy x Z .= 290 kips_ft Lateral-torsional buckling - Section F2.2 Unbraced length Lb = Lsiegi = 84 in Limiting unbraced length for yielding - eq F2-5 Lp = 1.76 x ry x I[E I Fy] = 80.11 in Distance between flange centroids h0 = d - tt = 13.17 in c=1 ris = 4[4(l x Cw) / S] = 2.178 in Limiting unbraced length for inelastic LTB - eq F2-6 Lr = 1.95 x rts X El (0.7 X F) X 1[(J x / (Sx X h0)) + I((J xc! (Sx X h0))2 + 6.76 x(0.7 X Fy FE)2)] = 240.198 in Cross-section mono-symmetry parameter Rm = 1.000 Lateral torsional buckling modification factor Cb = 1.000 Nominal flexural strength for lateral torsional buckling - eq F2-2 With = Cb x [Mp - (Mp - 0.7 X Fy X Sx) X (Li, - Lp) / (Lr - Lp)] = 287.39 kips_ft Nominal flexural strength Mn = min(Mnid, Mnith) = 287.390 kips—ft Design flexural strength Design of members for vertical deflection Consider deflection due to wind loads Limiting deflection Maximum deflection span I M0 = tb x Mn = 258.651 kips_ft PASS - Design flexural strength exceeds required flexural strength 6i1m = 2 x Lai /180 = 2.8 in 8 = max(abs(&ax), abs(8min)) = 2.26 in PASS - Maximum deflection does not exceed deflection limit 1: Base: 2: Beam/Column Intersection: Left End Beam: Right End Beam: Dead Load Dead Load: 8.0 psf WOL: 216.0 Of Roof Live Load Roof Live Load: 12.0 psf WRLL: 324.0 p11 Snow Load Snow Load: 0.0 psf W: 0.0 pIt X V 0.0000 0.0000 0.0000 15.1120 -4.9624 14.5000 20.8421 17.6826 81 sTR..uCTuRiL DESIGN L.LC ZD ANALYSIS AND COLUMN PESUN - 4 PANEL Beam Spani :5. BeamSpan2: Structure Clear Height::.. BeamTrib Width: 2?Oft U.- 54IIftt Fascia Thickness T1: iC' t . U. Structure Tilt: 7.0 deg L. 2D Analysis Nodes 1 p.O rc --IJ ,.-i- I •'l I - - - - - - - - - - - Wind Flow Load Case Wind Direction Wind Direction = 0 dig 180 deg Cm, Cm Cm, Cm 0.00 A p = 18.8 psf 4.7 psf. B p -17.3 pat -1.6 psf WIND I • Fascia sneer Wnw 508.7 p11 Wm, Vp 0.0k Wn1 = 127.2 plf W, = WIND 2 WIND 6 Wn,, 127.2 plf Wm, Wni = 508.7 p11 W,i WIND 3 WIND 7 Wm, -466.3 plf Wm, Wni -42.4 plf W,1 WIND 4 WINDS Wm, -42.4 plf Wm, Wni -466.3 plf W i = Seismic Load Column Desien WOL: 216.0 plf Strong Axis (From 20 Analysis) Weak Axis (Seismic) Cs: 0.600 Pu:1.5 k-';. Pu: 7.6k So.: 0.750 Vu 27k Vu 34k V50: 3.4k Mu:7 - Mu: 50.9k-ft P: I (Weak Axis) V: 4.4k P: 1.3 (Strong Axis) See Output for Column Size David Grapsas, P.E. Principal Phoenix, AZ John Elder, P.E. 480-454.6408 Principal www.unitedstr.com www.gnitedstr.com M -0~ TE D V RUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject ANALYSIS Geometry 62 Sheet no. I Job Ref. 18168 Date 10/25/2018 Caic. by JH Tedds calculation version 1.0.23 2D Analysis -4 Panel Geometry (ft) - Steel (AISC) 21..... - 2 iz Loading Self weight included .1. M D~ TED Sheet no. 2 63 STRUCTURAL DESIGN LLC Job Ref. 18168 Project 2725 Palomar Airport Solar Canopies Date 10/25/2018 Subject 2D Analysis -4 Panel Calc. by JH Dead - Loading (kipslft) WI - Loading (kipslft,kipe) KA V II TD STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject 2D Analysis -4 Panel Caic. by Sheet no. Job Ref Date 64 '3 18168 10/25/2018 JH W2 - Loading (kipslft,kips) W3 - Loading (klpslft,klps) IITE D Sheet no. 4 65 STRUCTURAL DESIGN LLC Job Ref. 18168 Project 2725 Palomar Airport Solar Canopies Date 10/25/2018 Subject 2D Analysis -4 Panel Caic. by JH W4 - Loading (kips!ft,kips) EQ - Loading (kips) z NITED STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject 2D Analysis -4 Panel 66 Sheet no. 5 Job Ref.' 18168 Date 10/25/2018 Calc. by JH Roof Live - Loading (kipslft) z Results Forces Strength combinations - Moment envelope (kip—ft) .7 ST DTD STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject 2D Analysis -4 Panel 67 Sheet no. 16 Job Ref. 18168 Date 10/25/2018 Calc. by JH Strength combinations - Shear envelope (kips) 175 Strength combinations - Axial force envelope (kips) Member results Envelope - Strength combinations V N. ll.TD RUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject 20 Analysis -4 Panel 68 Sheet no. 7 Job Ref. 18168 Date 10/25/2018 Caic. by JH Member Shear force Moment Pos (ft) Max abs (kips) Pos (ft) Max (kip_ft) Pos (ft) Mm (kip_ft) BEAM 5 17.507 (max abs 5 38.268 5 -203.669 COLUMN 1 0 2.728 1 0 71 (max) 0 -237.42 (mm) Envelope - Strength combinations Member Axial force Poe Max Poe Mm (ft) (kips) (ft) (kips) BEAM 5 0.799 5 -0.189 COLUMN 0 21.511 (max) 15.11 -0.506 (mm) 69 Sheet no. I Job Ref. 18168 Date 10/25/2018 Calc. by JH ) N ~R TE D : STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject STEEL COLUMN DESIGN In accordance with AiSC360-10 and the LRFD method I Steel Column - Strong Axis -4 Panel 1 10 Tedda calculation version 1.0.09 Column and loadina details Column details Column section Design loading Required axial strength Moment about x axis at end I Moment about x axis at end 2 Maximum moment about x axis Maximum moment about y axis Maximum shear force parallel to y axis Maximum shear force parallel to x axis Material details Steel grade Yield strength Ultimate strength Modulus of elasticity Shear modulus of elasticity Unbraced lengths For buckling about x axis' For buckling about y axis For torsional buckling W 12x58 Pr = 22 kips (Compression) Mi = 237.4 kips_ft M,Q = 237.4 kips_ft Single curvature bending about x axis Mx = max(abs(Mi), abs(M)) = 237.4 kips_ft My = 0.0 kips_ft Vry = 2.7 kips V = 0.0 kips A992 Fy = 50 ksi Fu = 65 ksi E = 29000 ksi G = 11200 ksi Lx = 183 in L= 183 in L2 = 183 in V Nfl TD• STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject Steel Column - Strong Axis -4 Panel 70 Sheet no. 2 Job Ref. 18168 Date 10/25/2018 Caic. by JH Effective length factors For buckling about x axis Kx = 2.00 For buckling about y axis Ky = 2.00 For torsional buckling Kz = 1.00 Section classification Section classification for local buckling (ci. B4) Critical flange width Width to thickness ratio of flange Depth between root radii Width to thickness ratio of web Compression Limit for nonslender flange Limit for nonslender web Flexure Limit for compact flange Limit for noncompact flange Limit for compact web Limit for noncompact web Slenderness Member slenderness Slenderness ratio about x axis Slenderness ratio about y axis b = bt /2 = 5.000 in Af=b/tf=7.813 h = d - 2 x k = 9.720 in = h / t, = 27.000 = 0.56 x I(E / F) = 13.487 The flange Is nonslender In compression = 1.49 x './(E I F) = 35.884 The web Is nonslender in compression The section Is nonslender In compression ?pfJ = 0.38 x 1(E / F) = 9.152 Aqu= 1.0x(EIFy)=24.083 The flange Is compact in flexure = 3.76 x 'd(E / F) = 90.553 26 = 5.70 x I(E I F) = 137.274 The web Is compact in flexure The section is compact in flexure SR Kx L/r= 69.3 SR= Kyx Ly ry = 145.8 Second order effects Second order effects for bending about x axis (Cl. App 8.1) Coefficient Cm Cmx = 0.6 + 0.4 X Mi I Mx2 = 1.000 Coefficient a a = 1.0 Elastic critical buckling stress Peix = it2 x E x lx I (Kix x Lx)2 = 4059.7 kips P-8 amplifier Bix max(1.0, Cmx/(1 ax Pr/Peix)) = 1.005 Required flexural strength Mrx Bix x Mx = 238.7 kips_ft 2725 Palomar Airport Solar Canopies Project Subject Steel Column - Strong Axis -4 Panel V D TE D STRUCTURAL DESIGN LLC 71 Sheet no. 3 Job Ref. 18168 Date 10/25/2018 Caic. by JH Second order effects for bending about y axis (ci. App 8.1) Coefficient Cm Cmy = 1.0 Coefficient a a = 1.0 Elastic critical buckling stress Peiy = it2 x E x l,/ (Kiy x L)2 = 914.5 kips P-8 amplifier Biy = max(1.0, Cmy/(1 - ax Pri Peiy)) = 1.024 Required flexural strength Mry = Biy x My = 0.0 kips_ft Shear strength Shear parallel to the minor axis (ci. G2.1) Shear area Web plate buckling coefficient Web shear coefficient Nominal shear strength Design shear strength (cl.GI & G2.1 (a)) Resistance factor for shear Design shear strength Reduction factor for slender elements A = d x tw = 4.392 1n2 k = 5.0 Cv= 1.000 Vny=0.6xFyxAwxCv= 131.8 kips 1.00 Vcy = Ov x Vny = 131.8 kips PASS - The design shear strength exceeds the required shear strength Reduction factor for slender elements (El) The section does not contain any slender elements therefore:- Slender element reduction factor Q = 1.0 Compressive strength Flexural buckling about x axis (Cl. E3) Elastic critical buckling stress Flexural buckling stress about x axis Nominal flexural buckling strength Flexural buckling about y axis (ci. E3) Elastic critical buckling stress Flexural buckling stress about y axis Nominal flexural buckling strength Fex = (70 x E) I (SR X)2 = 59.6 ksi Fax = Qx x (0.6580FY/Fex) x Fy = 35.2 ksi Pnx = Fcrx x A9 = 598.2 kips Fey = (it2 x E) I(SR)2 = 13.5 ksi Fay = 0.877 x Fey = 11.8 ksi Prvy= Fay x A9 = 200.7 kips Torsional and flexural-torsional buckling (cl. E4) Torsional/flexural-torsional elastic buckling stress Fet = [it2 x x Cw/(K2x L)2 + G x J] x I / (I + l) = 92.8 ksi Torsional/flexural-torsional buckling stress Fcrt = Qz x (0.6580 Y') x Fy = 39.9 ksi Nom. torsional/flex-torsional buckling strength Pt = Ft x A9 = 678.5 kips 72 Sheet no. 4 Job Ref. 18168 Date 10/25/2018 Calc. by JH V N17ED RUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject Steel Column - Strong Axis -4 Panel Design compressive strength (cl.EI) Resistance factor for compression = 0.90 Design compressive strength Pc = c x min(Pnx, P, Pet) = 180.6 kips PASS - The design compressive strength exceeds the required compressive strength Flexural strength about the major axis Yielding (Cl. F2.1) Nominal flexural strength Mnxyid = Mpx = Fy x Zx = 360.0 kips—ft Lateral torsional buckling limiting lengths (ci. F2.2) Unbraced length Lb = 183.0 in Limiting unbraced length (yielding) Effective radius of gyration Distance between flange centroids Factor c Limiting unbraced length (inelastic LTB) Lp1.76xryx1(E/Fy)=106.4in Lb > L,, - Limit state of lateral torsional buckling applies rts = '(l X Cw) / S) = 2.815 in h0d-tfll.560in c= 1.000 Lr = 1.95 x rth X E/(0.7xFy) x 'I(Jxc I (S,ho)) x I[1 + 40 + 6.76 x (0.7xFyxSxho I (ExJxc))2)] Lr359.2fl Lateral torsional buckling modification factor (Cl. Fl) Maxithum moment in unbraced segment Mmax = Mx = 237.40 kips_ft Moment at centreline of unbraced segment MB = abs((Mi + Ma) /2) = 237.40 kips_ft Moment at 1/4 point of unbraced segment MA = abs((Mxi + MB) /2) = 237.40 kips_ft Moment at % point of unbraced segment . Mc = abs((M + MB) /2) = 237.40 kips_ft Lateral torsional buckling modification factor Cb = 12.5 x Mmax / (2.5 X Mmax + 3 X MA + 4 X MB + 3 X Mc) Cb = 1.000 Lateral torsional buckling (ci. F2.2) Plastic bending moment Mpx = Fy x Ic = 360.0 kips_ft Nominal flexural strength MVUCJth = min(M, Cb x [Mpx - (M 0.7 x Fy x S) x (Lb - L) / (Lr - Lp)]) MXJth. 319.8 kips—ft Design flexural strength about the major axis (ci. Fl) Resistance factor for flexure 4b = 0.90 Design flexural strength Mcx = Ob x min(M.d, M,_ftb) = 287.9 kips—ft PASS - The design flexural strength about the major axis exceeds the required flexural strength Combined forces M / Mcy < 0.05 - Moments exist primarily in one plane therefore check combined forces in accordance with clause HI.3. In-plane instability (Cl. HI.3(a)) Available comp. strength in plane of bending P = x min(P, Put) = 538.4 kips M O T E D STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject Steel Column - Strong Axis -4 Panel Sheet no. Job Ref. Date Calc. by 73 5 18168 10/25/2018 JH Member utilization (eqn HI-I) UR = Pr 1(2 x Pci) + Mrxl Mcx = 0.849 Out-of-plane buckling and lateral-torsional buckling (Cl. 1-1I.3(b)) Available comp. strength out of plane of bending Pcy = x min(Pny, Pnt) = 180.6 kips Available lateral-torsional strength taking Cb as 1.0 Mith = b x min(M, 1.0 X [Mpx - (M - 0.7 X Fy X S) X (Lb - L) I (Lr - Lp)J) = 287.9 kip_ft Member utilization (eqn 1-1I-2) UR0 = Pr! Pcyx (1.5-0.5 x Pr! Pcy) + (Mrx/(Cb x Mcxjti,)) = 0.859 PASS - The member is adequate for the combined forces 74 N D T E ~D Sheet no. 1 STRUCTURAL DEMGN LLC Job Ref. 18168 Project 2725 Palomar Airport Solar Canopies Date 10/25/2018 Subject Steel Column - Weak Axis -4 Panel Calc. by JH STEEL COLUMN DESIGN In accordance with AlSC360-10 and the LRFD method -f 1-1 10" Column and loadina details Column details Column section W 12x58 Design loading Required axial strength Pr = 8 kips (Compression) Maximum moment about x axis M = 0.0 kips_ft Moment about y axis at end I Mi = 0.0 kips_ft Moment about y axis at end 2 My2 = 50.9 kips_ft Single curvature bending about y axis Maximum moment about y axis My = max(abs(Mi), abs(M)) = 50.9 kips_ft Maximum shear force parallel to y axis V,=O.Okips Maximum shear force parallel to x axis Vrx = 3.4 kips Material details Steel grade A992 Yield strength Fy = 50 ksi Ultimate strength Fu = 65 ksi Modulus of elasticity E = 29000 ksi Shear modulus of elasticity G = 11200 ksi Unbraced lengths For buckling about x axis L= 183 in For buckling about y axis Ly = 183 in For torsional buckling L2183in Tedds calculation version 1.0.09 R TE D STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject Steel Column - Weak Axis -4 Panel 75 Sheet no. 2 Job Ref. 18168 Date 10/25/2018 Calc. by JH Effective length factors For buckling about x axis For buckling about y axis For torsional buckling Section classification Section classification for local buckling (Cl. B4) Critical flange width Width to thickness ratio of flange Depth between root radii Width to thickness ratio of web Compression Limit for nonslender flange Limit for nonslender web Flexure Limit for compact flange Limit for noncompact flange Limit for compact web Limit for noncompact web' Slenderness Member slenderness Slenderness ratio about x axis Slenderness ratio about y axis Kx = 2.00 Ky = 2.00 Kz = 1.00 b = br/2 = 5.000 in A= b/tr= 7.813 h = d - 2 x k = 9.720 in Xw = h / t, = 27.000 Arf_c = 0.56 x I(E / F) = 13.487 The flange is nonslender in compression = 1.49 x I(E / F) = 35.884 The web is nonslender in compression The section Is nonslender in compression = 0.38 x I(E / F) = 9.152 rfJ = 1.0x4(E/ Fy) = 24.083 The flange is compact In flexure Am_f Xpw = 3.76 x '(E / F) = 90.553 = 5.70 x I(E / F) = 137.274 The web is compact in flexure The section is compact in flexure SR= Kx L/r= 69.3 SR= Kyx L/r= 145.8 Second order effects Second order effects for bending about x axis (CL App 8.1) Coefficient Cm Cmx = 1.0 Coefficient a a = 1.0 Elastic critical buckling stress Peix = 7e x E x l / (Kix x L)2 = 4059.7 kips P-8 amplifier Bix = max(1.0, Cmx/ (1 - ax Pr! Pox)) = 1.002 Required flexural strength Mrx = Bix x Mx = 0.0 kips_ft Project 2725 Palomar Airport Solar Canopies Subject Steel Column - Weak Axis -4 Panel 76 Sheet no. 3 Job Ref. 18168 Date 10/25/2018 Calc. by JH M'R TE ~D . STRUCTURAL DESIGN LLC Second order effects for bending about y axis (cl. App 8.1) Coefficient Cm Cmy = 0.6 + 0.4 X My, I M2 = 0.600 Coefficient a a = 1.0 Elastic critical buckling stress Poly = 10 x E x l,I (Kiy x L)2 = 914.5 kips P-8 amplifier Biy = max(1.0, Cmy / (1 - ax Pr/ Poly)) = 1.000 Required flexural strength My = Biy x My = 50.9 kips_ft Shear strength Shear parallel to the major axis (cl. G2.1) Shear area Web plate buckling coefficient Web shear coefficient Nominal shear strength Design shear strength (cl.GI & G2.1 (a)) Resistance factor for shear Design shear strength Reduction factor for slender elements A= 2 x bxtf= 12.800 in k=1.2 Cv= 1.000 Vnx= 0.6 x Fy x Aw x Cv = 384.0 kips 4)v = 0.90 V = 4 , x V, = 345.6 kips PASS - The design shear strength exceeds the required shear strength Reduction factor for slender elements (E7) The section does not contain any slender elements therefore:- Slender element reduction factor Q = 1.0 Compressive strength Flexural buckling about x axis (cl. E3) Elastic critical buckling stress Flexural buckling stress about x axis Nominal flexural buckling strength Flexural buckling about y axis (cl. E3) Elastic critical buckling stress Flexural buckling stress about y axis Nominal flexural buckling strength F. = (7t2 x E) I (SR)2 = 59.6 ksi Fcrx = Q x (0.658FY) x Fy = 35.2 ksi Pnx = Fcrx x A9 = 598.2 kips Fey = (10 x E) / (SR)2 = 13.5 ksi Fay = 0.877 x Fey = 11.8 ksi Pny = Fcnj x A9 = 200.7 kips Torsional and flexural-torsional buckling (CL E4) Torsional/flexural-torsional elastic buckling stress Fet[it2x ExCw/(Kzx Lz)2 + Gx J] x I / (L + I) = 92.8 ksi Torsional/flexural-torsional buckling stress Fat = Qz x (O.658 1t) X Fy = 39.9 ksi Nom. torsional/flex-torsional buckling strength Pnt = Ft x A9 = 678.5 kips TD T:. D STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject Steel Column - Weak Axis -4 Panel 77 Sheet no. 4 Job Ref. 18168 Date 10/25/2018 Calc. by JH Design compressive strength (cl.EI) Resistance factor for compression = 0.90 Design compressive strength Pc = 4c x min(P, P, NO = 180.6 kips PASS - The design compressive strength exceeds the required compressive strength Flexural strength about the minor axis Yielding (Cl. F6.1) Nominal flexural strength Mny.ld = Mpy = min(Fy x Zy, 1.6 x Fy x S,) = 135.4 kips_ft Design flexural strength about the minor axis (ci. Fl) Resistance factor for flexure 4b = 0.90 Design flexural strength Mcy = 4b x Mny..d = 121.9 kipsjt PASS - The design flexural strength about the minor axis exceeds the required flexural strength Combined forces Member utilization (Cl. HI.1) Equation HI-lb UR = abs(Pr) 1(2 x Pc) + (Mrx/ Mcx + Mry I Mcy) = 0.439 PASS - The member is adequate for the combined forces iNHIME:101) 78 STRUCTURAL DESIGN LLC —4 PANEL Soil Properties Allowable Soil Bearing: 1500 psf Allowable Passive Pressure: 100 pet/ft Column Reactions Strong Axis (From 2D Analysis) Pmax Vmax:11.k Mmax :75 O-ft *Ref IBC (CBC) Section 1807.3.2 See Output for Footing Size David Grapsas, P.E. Principal Phoenix, AZ John Elder, P.E. 480-454-6408 Principal www.unitedslr.com www.unitedstr.com V M ~R TE D STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject 2D Analysis -4 Panel 79 Sheet no. I Job Ref. 18168 Date 10/25/2018 Calc. by JH ANALYSIS Tedds calculation version 1.0.23 Geometry Geometry (ft) - Steel (AISC) V D TED STRUCTURAL DESIGN LLC Sheet no. 2 Job Ref. 18168 80 Project 2725 Palomar Airport Solar Canopies Date 10/25/2018 Subject 2D Analysis -4 Panel Caic. by JH Results Forces Service combinations - Moment envelope (kip_ft) 1cc Service combinations - Shear envelope (kips) 13.9 Q M D TE D STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject 2D Analysis -4 Panel 81 Sheet no. 3 Job Ref. 18168 Date 10/25/2018 Calc. by JH Service combinations - Axial force envelope (kips) Member results Envelope - Service combinations Member Shear force Moment Pos (ft) Max abs (kips) Pos (ft) Max (kip_ft) Pos (ft) Mm (klp_ft) BEAM 5 13.932 (max abs 5 19.562 5 -155.219 COLUMN 0 1.769 0 39.393 (max) 0 -174.984 (mm) Envelope - Service combinations Member Axial force Pos Max Pos Mm (ft) (kips) (ft) (kips) BEAM 5 0.666 5 -0.158 (mm) COLUMN 0 17.567 (max) 15.11 0.1 QD M .9': T E. D Sheet no. STRUCTURAL DESIGN LLC Job Ref. Project 2725 Palomar Airport Solar Canopies Date Subject Pole Footing -4 Panel Caic. by 82 I 18168 10/25/2018 JH FLAGPOLE EMBEDMENT (lBC 2012) TEDDS calculation version 1.2.00 Soil capacity data Allowable passive pressure Lsbc = 100 pcf Maximum allowable passive pressure Pmax = 1500 psf Load factor 1 (1806.1) LDF1 = 1.00 Load factor 2 (1806.3.4) LDF2 = 2.0 Pole geometry Shape of the pole Round Diameter of the pole Dia = 24 in Laterally restrained No Load data First point load Pi = 1800 lbs Distance of Pi from ground surface Hi = 0 ft Second point load P2 = 0 lbs Distance of P2 from ground surface H2 = 1 ft Uniformly distributed load W = 0 plf Start distance of W from ground surface a = 2 ft End distance of W from ground surface ai = 4 ft Applied moment Mi = 176000 lb—ft IID TD Sheet no. 2 83 STRUCTURAL DESIGN LLC Job Ref. 18168 Project 2725 Palomar Airport Solar Canopies Date 10/25/2018 Subject Pole Footing -4 Panel Caic. by JH Distance of Mi from ground surface Shear force and bending moment Total shear force Total bending moment at grade lb ft Distance of resultant lateral force Embedment depth (1807.3.2.1) Embedment depth provided Allowable lateral passive pressure Factor A Embedment depth required Actual lateral passive pressure H3= 15.3 ft F=Pi +P2+Wx(al—a)18001bs Mg PixHi +P2XH2+Wx(ai—a)x(a+al)/2+Mi =175018 = abs(Mg / F) = 97.23 ft 18.07 ft Si = min(P1, Lsbc x min(D, 12 ft) /3) x LDF1 x LDF2 = 800 psf A = 2.34 x abs(F) I (Si x Dia) = 2.6 ft Di = 0.5 x Ax (1 + (1 + ((4.36 x h) / A))°5) = 18.07 ft S2 = (2.34 x abs(F) x ((4.36 x h) + (4 x D))) / (4 x D2 x Dia) = 800 psf 84 Sheet no. I Job Ref. 18168 Date 10/25/2018 Calc. by JH M R TE D STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject Spread Footing -4 Panel COMBINED FOOTING ANALYSIS AND DESIGN (AC1318-11) 7 6" TEDDS calculation version 2.0.06 V VVV VV VV _VV.; VVV V. V VV 3 V 13 Combined footing details Length of combined footing L = 13.000 ft Width of combined footing B = 6.500 ft Area of combined footing A = L x B = 84.500 ft2 Depth of combined footing h = 24.000 in Depth of soil over combined footing h0i = 0.000 in Density of concrete Pconc = 150.0 Ib/ft3 Column details Column base length IA = 12.000 in Column base width bA = 12.000 in Column eccentricity in x epxA = -18.000 in Column eccentricity in y eA = 0.000 in• Soil details Density of soil psoii = 120.0 lb/ft3 Angle of internal friction 4)' = 25.0 deg Design base friction angle 8 = 19.3 deg Coefficient of base friction tan(6) 0.350 Allowable bearing pressure Pbeadng = 1.500 ksf Axial loading on column Dead axial load on column PGA = 17.600 kips Live axial load on column PQA = 0.000 kips Wind axial load on column PWA = 0.000 kips Total axial load on column PA = 17.600 kips K N ~R TED STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject Spread Footing -4 Panel 85 Sheet no. 2 Job Ref. 18168 Date 10/25/2018 Caic. by JH Foundation loads Dead surcharge load Live surcharge load Footing self weight Soil self weight Total foundation load Horizontal loading on column base Dead horizontal load in x direction Live horizontal load in x direction Wind horizontal load in x direction Total horizontal load in x direction Dead horizontal load in y direction Live horizontal load in y direction Wind horizontal load in y direction Total horizontal load in y direction Moment on column base Dead moment on column in x direction Live moment on column in x direction Wind moment on column in x direction Total moment on column in x direction Dead moment on column in y direction Live moment on column in y direction Wind moment on column in y direction Total moment on column in y direction Check stability against sliding Resistance to sliding due to base friction Passive pressure coefficient Stability against sliding in x direction Passive resistance of soil in x direction Total resistance to sliding in x direction FGsur '= 0.000 ksf FQsur = 0.000 ksf Ft = h X Pconc = 0.300 ksf F50i = h0i X Psoll = 0.000 ksf F = A x (FGsur + Fasur + F8 + F0i) = 25.350 kips HGXA = 1.800 kips HQXA = 0.000 kips HwxA = 0.000 kips HxA = 1.800 kips HGyA = 0.000 kips HQyA = 0.000 kips HWYA = 0.000 kips HyA = 0.000 kips MGXA = 175.000 kip_ft MQXA = 0.000 kip_ft MwxA = 0.000 kip_ft MxA = 175.000 kip_ft MGYA = 0.000 kip_ft MayA = 0.000 kip_ft MWYA = 0.000 kip_ft MyA = 0.000 kip_ft Hrricijon = max([Pap + (FGsur + F5t + F50i) x A], 0 kips) x tan(s) = 15.041 kips Kp = (1 + sin(')) / (1 - sin(')) = 2.464 H5 55 = 0.5 x Kp X (h2 + 2 x h x h50ii) X B x psai = 3.844 kips Hxres = Hfdctlon + Hxpas = 18.885 kips PASS - Resistance to sliding Is greater than horizontal load In x direction Check stability against overturning in x direction Total overturning moment MXOT = M + HxA x h = 178.600 kip_ft Restoring moment in x direction Foundation loading Mxsur = Ax (FGsur + F5t + F501i) x L /2 = 164.775 kip_ft Axial loading on column Mxaxiai = (PGA) x (L /2 - ep,p) = 140.800 kip_ft E. D M R T STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject Spread Footing -4 Panel 86 Sheet no. 3 Job Ref. 18168 Date 10/25/2018 Calc. by JH Total restoring moment Calculate base reaction Total base reaction Eccentricity of base reaction in x Eccentricity of base reaction in y Check base reaction eccentricity Calculate base pressures Minimum base pressure Maximum base pressure 0.000 ksf Mxres = Mxsur + Mxadal = 305.575 kip_ft PASS - Restoring moment is greater than overturning moment in x direction T = F + PA = 42.950 kips e1x = (PA x ePM + Mx A + HxA x h) / T = 42.524 in ely = (PA X ePyA + MyA + HyA X h) IT = 0.000 in abs(eTx) / L + abs(eT) / B = 0.273 Base reaction acts outside of middle third of base qi = 0.000 ksf q2 = 0.000 ksf q3 = 2 x T / [3 x B x (L / 2 - abs(erx))] = 1.490 ksf q4 = 2 x T / [3 x B x (L / 2 - abs(eTX))] = 1.490 ksf qmin = min(qi, q2, q3, q4) = 0.000 ksf qmax = max(qi, q2, q3, q4) = 1.490 ksf PASS - Maximum base pressure is less than allowable bearing pressure 1.490 ksf 0.000 ksf 1.490 ksf Load combination factors for loads Load combination factor for dead loads #G = 1.20 Load combination factor for live loads Va = 1.60 Load combination factor for wind loads VW = 0.00 Strength reduction factors Flexural strength reduction factor = 0.90 Shear strength reduction factor Os = 0.75 V TE D N ~R STRUCTURAL DESIGN LLC Sheet no. 4 Job Ref. 18168 87 Project 2725 Palomar Airport Solar Canopies Date 10/25/2018 Subject Spread Footing -4 Panel Caic. by JH Ultimate axial loading on column Ultimate axial load on column Ultimate foundation loads Ultimate foundation load Ultimate horizontal loading on column Ultimate horizontal load in x direction Ultimate horizontal load in y direction Ultimate moment on column Ultimate moment on column in x direction Ultimate moment on column in y direction PuA = PGA X VG + PQA x VQ + PWAX w = 21.120 kips F = A x [(FGsur + F8 + F80ji) x + Fsur x '] = 30.420 kips H.A = HGXA X 'ftG + HQXA x + HwxA x Vw = 2.160 kips HWA = HGyA X ftG + HQyA x + HWYA x Vw = 0.000 kips MXUA = MGXA X VG + MQXA x VO + MwxA x 'w = 210.000 kip_ft MyuA = MGYA x VG + MQYA x 'a + MWYA x w = 0.000 kip_ft Calculate ultimate base reaction Ultimate base reaction Tu = F + PuA = 51.540 kips Eccentricity of ultimate base reaction in x erxu = (PuA x ePxA + M, + HwA x h) / Tu = 42.524 in Eccentricity of ultimate base reaction in y eTyu = (PuA x ep + MyuA + HyuA x h) / Tu = 0.000 in Calculate ultimate base pressures Minimum ultimate base pressure Maximum ultimate base pressure qiu = 0.000 ksf q2u = 0.000 ksf q3u = 2 x T I[3 x B x (L / 2 - abs(eTxu))] = 1.788 ksf q4u = 2 x T /[3 x B x (L / 2 - abs(eTXU))] = 1.788 ksf qminu = min(qiu, q2u, q3u, q4u) = 0.000 ksf qmaxu = max(qiu, q2u, q3u, q4u) = 1.788 ksf Calculate rate of change of base pressure in x direction Left hand base reaction fuL = (qiu + q2u) x B /2 = 0.000 kips/ft Right hand base reaction fuR = (q3u + q4u) x B / 2 = 11.622 kips/ft Length of base reaction L = 3 x (L /2 - em) = 106.428 in Rate of change of base pressure C = (fuR - fuL) I Lx = 1.310 kips/ft/ft Calculate footing lengths In x direction Left hand length Right hand length Calculate ultimate moments in x direction Ultimate positive moment in x direction 185.213 kip_ft Position of maximum negative moment Ultimate negative moment in x direction Li=L/2+epxp5.000ft LR= L/2-ep8.000ft Mx Cx X (LL -L+'Lx)3 /6 -FuXLL2 /(2XL)+HxuAXh+MxuA L= 5.000 ft Mxneg Cx X (LL L+Lx)3 /6 FuXLL2 /(2XL) Mxneg = -29.107 kip_ft Project 2725 Palomar Airport Solar Canopies Subject Spread Footing -4 Panel 88 Sheet no. 5 Job Ref. 18168 Date 10/25/2018 Calc. by JH N~RTED STRUCTURAL DESIGN LLC Calculate rate of change of base pressure in y direction Top edge base reaction fuT = (q2u + qs) x L / 2 = 11.622 kips/ft Bottom edge base reaction fuB = (qiu + q1) x L /2 = 11.622 kips/ft Length of base reaction L = B = 6.500 ft Rate of change of base pressure C, = (fuB - fuT) / Ly = 0.000 kips/ft/ft Calculate footing lengths in y direction Top length Bottom length Calculate ultimate moments In y direction Ultimate moment in y direction Material details Compressive strength of concrete Yield strength of reinforcement Cover to reinforcement Concrete type Concrete modification factor Moment design in x direction Li = B /2 + epyA = 3.250 ft LB=B/2-epA=3.250ft My= fuT xLT2 /2 +CyxLT3 /6 FuxLr2 /(2xB)=36.665kip_ft f = 2500 psi = 60000 psi Cnorn = 3.000 in Normal weight x=1.00 Reinforcement provided 8 No. 6 bars bottom and 8 No. 6 bars top Depth of tension reinforcement dx = h - Cnom - xB /2 = 20.625 in Area of tension reinforcement provided As_,e.prov = NxB x it x xB2 /4 = 3.534 in2 Area of compression reinforcement provided As_xTj,rov = NxT X It X xT2 /4 = 3.534 1112 Minimum area of reinforcement As_min = 0.0018 x h x B = 3.370 in2 Spacing of reinforcement 5xBprov = (B -2 x Cnom) / max(NB - 1, 1) = 10.286 in Maximum spacing of reinforcement Smax = min(3 x h, 18in) = 18.000 in PASS - Reinforcement provided exceeds minimum reinforcement required ax = As.xe.prov x fy/(0.85 X fcX B) = 1.28 in Pi = 0.85 cnax=axI3i = 1.51 in Etx = 0.003 X (dx - Cna.x) I Cna_x = 0.03811 PASS - The section has adequate ductility (CL 10.3.5) Mnx = abs(Mx) / 0 = 205.793 kip_ft Mcapx = As. x.prov X fy X [dx - (As_xB..prov X fy 1(1.7 X f X B))] MCaPX = 353.170 kip_ft PASS - Moment capacity of base exceeds nominal moment strength required Depth of compression block Neutral axis factor Depth to the neutral axis Strain in reinforcement Nominal moment strength required Moment capacity of base Negative moment design In x direction Reinforcement provided 8 No. 6 bars top and 8 No. 6 bars bottom Depth of tension reinforcement d5 = h - cnom - ØxT /2 = 20.625 in Area of tension reinforcement provided AxT.prov = NxT X It X 4xi / 4 = 3.534 in2 VMDTD STRUCTURAL DESIGN LLC La Project 2725 Palomar Airport Solar Canopies Subject Spread Footing - 4 Panel Calc. by Area of compression reinforcement provided As_x,ry = NxB X it X OXB2 /4 = 3.534 in2 Minimum area of reinforcement As-min = 0.0018 x h x B = 3.370 in2 Sheet no. Job Ref. Date 89 6 18168 10/25/2018 JH Spacing of reinforcement SxTprov = (B -2 x cnom) I max(NxT - 1, 1) = 10.286 in Maximum spacing of reinforcement Smax = min(3 x h, 18in) = 18.000 in PASS - Reinforcement provided exceeds minimum reinforcement required Depth of compression block ax = As_xTj,rov x f / (0.85 x f c x B) = 1.28 in Neutral axis factor 01 = 0.85 Depth to the neutral axis cnx = ax! 31 = 1.51 in Strain in reinforcement = 0.003 x (d — cnax) I Cnax = 0.03811 PASS - The section has adequate ductility (Cl. 10.3.5) Nominal moment strength required Mnxneg = abs(Meg) / Of = 32.341 kip_ft Moment capacity of base Mcapxneg = As_xtprov X fy X [dx - (As_xTj,rov X f 1(1.7 X f'c X B))] Mcapxneg = 353.170 kip_ft PASS - Moment capacity of base exceeds nominal moment strength required Moment design In y direction Reinforcement provided 16 No. 6 bars bottom and 16 No. 6 bars top Depth of tension reinforcement dy = h - cnom - 4xB - 4y8 /2 = 19.875 in Area of tension reinforcement provided As..yB.pmv = NyB x it x W /4=7.069 in2 Area of compression reinforcement provided = NyT x it x 412 / 4 = 7.069 in2 Minimum area of reinforcement A_min = 0.0018 x h x L = 6.739 in2 Spacing of reinforcement = (L -2 x cnom) / max(NyB - 1, 1) = 10.000 in Maximum spacing of reinforcement Smax = min(3 x h, 18in) = 18.000 in PASS - Reinforcement provided exceeds minimum reinforcement required Depth of compression block ay = As.y.prov X fy / (0.85 X f'c X L) = 1.28 in Neutral axis factor P1 = 0.85 Depth to the neutral axis Cn = ay / i = 1.51 in Strain in reinforcement EtJl = 0.003 x (dy - cnaj,) / Cna_y = 0.03661 PASS - The section has adequate ductility (cl. 10.3.5) Nominal moment strength required Mny = abs(My) / or = 40.739 kip_ft Moment capacity of base Mcapy = x fy x [dy - (As.yB.prov X fy / (1.7 X f'c X L))] Mapy = 679.832 kip_ft PASS - Moment capacity of base exceeds nominal moment strength required Calculate ultimate shear force at d from right face of column Ultimate pressure for shear d from face of column qsu = (q3u - Cx x (L /2 - ePxA - IA /2 - d) / B + q) /2 qsu = 1.205 ksf Area loaded for shear at d from face of column A = B x min(3 x (L / 2 - eTx), L / 2 - ep) - IA /2 - d) = 37.578 ft' Ultimate shear force at d from face of column Vsu = As x (qsu - F / A) = 31.765 kips Shear design at d from right face of column Strength reduction factor in shear = 0.76 V ND.TD RUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject Spread Footing -4 Panel 90 Sheet no. 7 Job Ref. 18168 Date 10/25/2018 Caic. by JH Nominal shear strength Vnsu = V8 I Os = 42.353 kips Concrete shear strength V = 2 x ?. x x I psi).x (B x d) = 160.875 kips PASS. Nominal shear strength is less than concrete shear strength Calculate ultimate punching shear force at perimeter of d 12 from face of column Ultimate pressure for punching shear qpuA = q4U-[(LI2-ep -IAI2-d/2)+(lA+2xd/2)/2]xCdB+[(B/2-ePyA-bW2- d/2)+(bA+2Xd/2)/2JXCy/L qpuA = 0.175 ksf Average effective depth of reinforcement d = (d + d) /2 = 20.250 in Area loaded for punching shear at column APA = (IA+2Xd/2)X(bA+2Xd/2) = 7.223 ft' Length of punching shear perimeter UpA = 2X(IA+2Xd/2)+2X(bA+2Xd/2) = 10.750 ft Ultimate shear force at shear perimeter VpuA = PuA + (F / A - qp) X App = 22.455 kips Punching shear stresses at perimeter of d 12 from face of column Nominal shear strength VnpuA = VpuA I 4s = 29.940 kips Ratio of column long side to short side OA = max(IA, bA) I min(IA, bA) = 1.000 Column constant for interior column uzA = 40 Concrete shear strength VC..PI = (2 + 4 / A) x X X 'I(f'c x I psi) x UpA x d = 783.675 kips Vc..pj = (asA x d I UPA + 2) x X X I(f c x I psi) x UPA x d = 1081.350 kips Vc...p_m = 4 x X X 'I(fc x I psi) x UpA x d = 522.450 kips Vcp = min(Vc, = 522.450 kips PASS . Nominal shear strength is less than concrete shear strength 16 No.6 bars btm (10" c/c) 16 No. 6 bars top (10" c/c) 8 No. 6 bars btm (10" c/c), 8 No. 6 bars top (10" c/c) - - One way shear at d from column face - Two way shear at d / 2 from column face 12 N-D 7 E D STRUCTURAL DESIGN LLC: 91 PROJECT NAME: HIE 2725 PALOMAR AIRPORT CANOPIES PROJECT LOCATION: 2725 PALOMAR AIRPORT RD. CARLSBAD, CA 92011 ENGINEER: JH REVIEWER: JE DATE: 10/25/2018 Connection Design -4 Panel Connection Inputs Member Sizes Flange bf Depth d Design Summary Beam Size V1i434. 800 In 1370 In Steel Column Embedment d,. OK Column Size j, W14J 803 In 1380 In Pole FootIng Reinforcing 77%- OK Spread Footing Reinforcing: OK Reactions Hodg Plate Size: OK Pu: 21.5 kips Vu: 2.7 kips Mu: 237k-ft Pole Footing Properties Design Concrete Strength: 2,500 psi Footing Diameter: 24in Footing Depth H :' It Steel Column Embedment desi: 5.0 ft FoodngPrssure:....:P'uJi.. Size of Rebar Tales: No. of Rebar Tales Each Side of Column: Spread Footing Properties Design Concrete Strength: 2,500 psi Size of Rebar Each Side: *9 No. of Rebar Tales Each Side of Column: Hodge Plate Connection Plate Strength 50ksi - Plate Width :tl.00 OK Plate Height; 14 in OK Minimum Weld Length n 3281n Plate Thickness: 0 7,ij 10. Minimum Plate Thickness = 07 In Weld Size 0(0/16) Embedment of Steel Column In Pole Footing Check Column : W14X48 . . Column Flange Width bf : 6.6 in Column Embedment d,,,,1 : 60.0 in Effective Column Flange Width bfeff : 3.9 In (0.60xbf) - -. p 0.6 . Concrete Bearing Capacity q,bn: 1,275 psi (9x0.85x1'c) 91 S - Bearing Section Modulus Sb : 2361.60 InA3 Ultimate Bearing Pressure bu: 1,206.41 psi (Mu/Sb + Vu/(bfxd,,,,)) - j..... . ........ Demand Capacity Ration DCR :.(bu/bn) Pole Footing Reinforcing Check Size of Reber Tales: 89 Column depth dc : 13.8 In . . No. of Rebar Tales Each Side of Column: 3 . . . .... Area of Reinforcing Ab:: 3.00 ln2 Bearing Pressure atSl: 222.3psf Bearing Pressure at Sit : 800.3psf Equivalent Force Peq: 13.3 kips . _J..• . — Ultimate Moment Mu: uS k-ft Reinforcing depth d: 16.0 In Concrete Design a: 5.3 In pr 0.9 Concrete Bearing Capacity Mn: 151 k-ft (pxAbx60ksix(d-a/2) . . . Demand Capacity Ration OCR Phoenix, AZ 775-351-9037 www.unitedstr.com 5TRUCTUR*I. COSIGN U.0 92 N ~07 ED STRUCTURAL DESIGN LLC PROJECT NAME:E2 &I PROJECT LOCATION: 12?2ALO RPOäT CARSO, C11, ENGINEER:rJI4,. ' RE VIEWER: JE . . DATE:W/5/2Q ................................................................................................................................................................ . Spread Footing Reinforcing Check Column : W14X48 Column depth de : 13.8 In Size of Reber Each Side: #9 No. of Rebar Each Side of Column: 4 Area of ReinforcIng Ab: 4.00 1nA2 Ultimate Shear Force Vu: 228.0 kips Area of Shear Reinforcing Av: 8.00 inA2 p: 0.9 Capacity of Shear Reinforcing Vn: 259.2 kips (7x0.6x60ksixAv) Demand Capacity Ration DCR Spread Footing Reinforcing Check Column : W14X48 Column depth dc : 13.8 in Column Flange Width bfc : 8.0 In Beam : W14X43 Beam depth db 13.7 in Beam Flange Width bib: 8.0 In Ultimate Tensile Force Tu: 228.0 kips Ip: 0.9 Plate Width: 7.0 In Plate Thickness 0.8 In Capacity of Hedge Plate ipPn 236.3 kips Demand Capacity Ration DCR Minimum Weld Length: 32.8 In Phoenix, AZ 775-351-9037 www.unitedatr.com cfaty of Carlsbad Print Date: 01/27/2020 Permit No: PREV2019-0102 Job Address: 2725 Palomar Airport Rd Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revi5 Status: Closed.- Finaled Parcel No: 2132621500 Lot #: Applied: 05/31/2019 Valuation: $ 0.00 Reference #: Issued: 07/10/2019 Occupancy Group: Construction Type Permit 01/22/2020 Finaled: # Dwelling Units: Bathrooms: Inspector: Bedrooms: . Orig. Plan Check #: CBC2018-0663 Final Plan Check It: Inspection: Project Title: Description: HOLIDAY INN: ADDITIONAL AC DISCONNECT AND NGOM METER PER SDGE REQUIREMENT Applicant: Owner: Contractor: DAVID BELL ALPS GROUP 1 INC KODIAK MOON CONSTRUCTION LLC 2725 Palomar Airport Rd 1298 Prospect St, Ste 2G 310-808-7830 CARLSBAD, CA 92009 La Jolla, CA 92037-3609 877-816-0750 FEE . . AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE . $262.50 Total Fees: $ 297.50 Total Payments To Date: $ 297.50 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services (r(jY of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number ______ Plan Revision Number fRJc9f)t g ô í Project Address General Scope of Revision/Deferred Submittal: Go CONTACT INFORMATION: Name SM\ Phone Address ")-4°t ttc,4'._4uik_(J,I2 ,AM( ) it Ac j Fax __City '\zip ~q: Email Address _________ 15 601 4. _cloy' Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: Ri Plans LI Calculations LI Soils I Energy LI Other 2., . Describe revisions in detail 3. List page(s) where each revision is shown A S, \q I k ji5 C-MA&J- 4 N601,f&(1*C?— ,4f_/ \ 4oIgrcnl.( - oecJ4ea! c'r#p ç t— 9 Does this revision, in any way, alter the exterior of the project? L1 Yes\0 No Does this revision add ANY new floor area(s)? fl Yes 01 No Does this revision affect any fire related issues? fl Yes ELf No Is this a complete set? s6 Yes LI No Signature Date 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-2719' E: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil A SAFEbuiIt Company DATE: 713/2019 D PLICANT OAURIS. JURISDICTION: CARLSBAD 7 PLAN CHECK #.: prey 20190102 rev to CBC2018-0663 SET: II PROJECT ADDRESS: 2725 PALOMAR AIRPORT ROAD PROJECT NAME: PV ON NEW CARPORT FOR ALPS The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI 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. fl The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LI The check list transmitted herewith is for your information. The plans are being held at EsGil 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: LI 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 LII REMARKS: By: Morteza Beheshti Enclosures: EsGil 6/27 EsGil A SAFEbuiLt Company DATE: 6/14/2019 O APPLICANT L3 JURIS. JURISDICTION: CARLSBAD PLAN CHECK #.: 20I-0[02)rev to CBC2018-0663 &EI PROJECT ADDRESS: 2725 PALOMAR AIRPORT ROAD PROJECT NAME: Batteries and PV ON NEW CARPORT FOR ALPS El 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. E 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: Evan Kaplan 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: van Kaplan Datec jc : (Q1i(by) IVIai Ii i Fax In Person LI REMA Telephone #: 310 808 7830 Email: EvanKaplancfoshaysolarenergy.com By: Morteza Beheshti Enclosures: EsGil 6/4 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PREPARED BY: Morteza Beheshti DATE: 7/14/2019 BUILDING ADDRESS: 2725 PALOMAR AIRPORT ROAD BUILDING OCCUPANCY: U BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1GB By Ordinance I 1997 UBC Building Permit Fee 1' I 1997 UBC Plan Check Fee v Type of Review: El Complete Review El Structural Only El Repetitive Fee Other Repeats Hourly 21 Hrs. @ * EsGil Fee $105.00I * Based on hourly rate I $210.001 Comments: Sheet 1 of 1 GENERAL Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 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 only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Morteza Beheshti ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) Seems there are (3) batteries shown on plans. Four shown on single line. Please correct. (4) inverters shown on plans and (3) shown on single line. Completed review will commence after this is resolved. 200 amp Battery panel location? It is an interior NEMA I enclosure? Note: If you have any questions regarding this Electrical and Energy plan review list please contact: MORTEZA BEHESTI 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. C7 ity of Carlsbad Print Date: 01/27/2020 Permit No: PREV2019-0172 2725 Palomar Airport Rd BLDG-Permit Revision 2132621500 $ 0.00 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Description: Work Class: Commercial Permit Revi$ Status: Closed - Finaled Lot #: Applied: 08/28/2019 Reference #: Issued: 10/08/2019 Construction Type Permit 01/27/2020 Finaled: Bathrooms: Inspector: Orig Plan Check #: CBC2018-0663 Final Plan Check #: Inspection: HOLIDAY INN: ADDITION OF CARPORTS Applicant: Owner: Contractor: - EVAN KAPLAN ALPSGROUP 1 INC KODIAK MOON CONSTRUCTION LLC .2725 Palomar Airport Rd 1298 Prospect St, Ste 2G 609-790-7735 . CARLSBAD, CA 92009 La Jolla, CA 92037-3609 877-816-0750 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE . $35.00 MANUAL BUILDING PLAN CHECK FEE . $393.75 Total Fees: $ 428.75 Total Payments To Date: $ 428.75 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVSON OR Development Services city of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B=1 5 www.carlsbadca.gov Original Plan Check Number fr - Plan Revision Number fi,l Of Q. Project Address fl 1-6 Q\ V\3 ,Aq>c--- (A- General! Scope of Revision/Deferred Submittal: rk h CONTACT INFORMATION: Name_-'1' \q\ I' Phone c1-7qo_77 35 Fax Address _kO-b c1- 41 :411! Q(0 city LA Zip_q-o-7 Email Address Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 • Elements revised: Plans Ed Calculations LI Soils LI Energy El Other 2. Describe revisions in detail 3. List page(s) where each revision is shown c1 J-UQMP £2 t3 Does this revision, in any way, alter the exterior of the project? a Yes El No Does this revision add ANY new floor area (s)? LI Yes Qf No Does this revision affect any fire related issues? El Yes 96 No (ce.( ttsJ.fh't 15 1 Is this a complete set? 14 Yes El No (9 C• eSignature_ Date 1635 Faraday Avenue, Carlsbad, CA 92008 fjj: 760-602- 2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov I) EsGilV/0 A SAFEbuiLf Company I DATE: 9/15/2019 IAPPLICANT JURIS. JURISDICTION:"CARLSBAD / PLAN CHECK #.: CBC2018-0663.REV(2019-0172) SET: II PROJECT ADDRESS: 2725 PALOMAR AIRPORT ROAD PROJECT NAME: PV ON NEW CARPORT FOR ALPS LI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LI The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. E The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LI The applicant's copy of the check list has been sent to: Evan Kaplan EsGil staff did not advise the applicant that the plan check has been completed. LI EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Evan Kaplan Telephone #: 609-790-7735 Date contacted: (by: 9J'1 Email: EvanKaplan©foshaysolarenergy.com Mail Telephone Fax In Person REMARKS: There are 2 sheets of structural plans transmitted with this package for slip sheets to. your set. May ask the client to do it. By: Bert Domingo Enclosures: EsGil 9/14/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil A SAFEbui1t'Company DATE: 9/9/2019 U APPLICANT U JURIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0663.REV(2019-0172) SET: I - PROJECT ADDRESS: 2725 PALOMAR AIRPORT ROAD PROJECT NAME: PV ON NEW CARPORT FOR ALPS 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. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil 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: Evan Kaplan LI 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: Evan Kaplan Telephone #: 609-790-7735 Date contacted (by: ) Email: EvanKaplanfoshaysolarenergy.com Mail Telephone Fax In Person [II REMARKS: By: Bert Domingo Enclosures: EsGil 8/29/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 .16 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK #.: CBC2018-0663 JURISDICTION: CARLSBAD OCCUPANCY: USE: TYPE OF CONSTRUCTION: ACTUAL AREA: ALLOWABLE FLOOR AREA: STORIES: 1 HEIGHT: SPRINKLERS?: REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 12/12/2018 OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 12/3/2018 PLAN REVIEWER: Bert Domingo 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. GENERAL Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 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 only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. FOUNDATION 2. A foundation/soils investigation is required for all projects in Seismic Design Categories C, D, E or F. Section 1803.5.11. In Seismic Design Categories D, E or F, the soils investigation must address liquefaction, and, if retaining walls are proposed, the soils investigation must address increased loading on the walls due to earthquake motions. Section 1803.5.12. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans (when required by the soil report). The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations comply with the intent of the soils report." ADDITIONAL 6. The pad/foundation schedule indicated the footing e is zero. Please clarify. To speed up the review process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: U Yes U No The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil. Thank you. [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0663 PREPARED BY: Bert Domingo DATE: 12112/2018 BUILDING ADDRESS: 2725 PALOMAR AIRPORT ROAD BUILDING OCCUPANCY: U BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1GB IBy Ordinance I 1997 UBC Building Permit Fee ________ V 1997 UBC Plan Check Fee lAU3 Type 01 Review: 0 Complete Review I I 0 Structural Only 0 Repetitive Fee 0 Other Repeats Hourly I 31 Hrs. @ * EsGil Fee $105.00I Based on hourly rate I $315.00I Comments: Sheet 1 of 1 NIT D RUCTURAL DESIGN LLC s o HIE 2725 PALOMAR AIRPORT CANOPIES SfrL4wa1 Cat Lo4io3' Project Adress: 2725 PALOMAR AIRPORT RD. CARLSBAD, CA 92011 Engineer: 1.11-1 Checked By:[JE Issue Date:: August 16, 2019 0< VESSI B. I S6534 ) * 08/16/2019 CALA * David Grapsas, P.E. Phoenix. AZ Principal John Elder, P.E. 480-454-6408 Principal www.unitecistr.com PR fV2D1Q &.utr.L2 NIT D STRUCTURAL DESIGN LLC TA 13 L.E OF CONTENTS PAGES PESIGN CRITERIA ANP DESIGN LOADS 1-12 STRUCTURE KEY PLAN AND LAYOUT 1.3 PURLIN DESIGN 1.4 -19 4 PANEL STRUCTURE BEAM DESIGN 20 - 26 LATERAL ANALYSIS AND COLUMN DESIGN 27 -44 FOOTING DESIGN 45 -S9 CONNECTION CI-IEC.4 60 -63. David Grapsas, P.E. Principal Phoenix. AZ John Elder, P.E. 480454-6408 Principal www.uniledslr.com www.unitedstr.com : STRUCTURAL DESIGN LLC PROJECT NAME: HIE 2725 PALOMAR AIRPORT CANOPIES NITED PROJECT LOCATION: 2725 PALOMAR AIRPORT RD. CARLSBAD, CA 92011 ENGINEER: JR REVIEWER: JE DATE: 8/16/2019 Project Name: HIE 2725 PALOMAR AIRPORT CANOPIES Job Number: CODE California Building Code 2016 Roof: Dead Load Roof Live Load LOADS DL: 8.0 psf RLL: 12.0 psf Wind Risk Category_______________________________________ V: 100 MPH Exposure Category: Importance Factor (I,,): 1.00 Mean Roof Height: 15.0 ft G: 0.85 Kd: 0.85 K,,: 1.0 K,: 0.85 Enclosure Classification: Open Building Seismic Risk Category_______________________________________ Importance Factor (I,): 1.00 Seismic Site Class: 0 Seismic Design Category: D S,: 1.037 5: 0.402 0.750 5L)I 0.428 R: 1.2S 0: 1.25 Cd: 1.25 C,: 0.600 Snow Load P,,,.4: 0.0 psf I,: 0.80 C,: 1.20 (Unheated and Open Air Structures) Exposure: C C,: 1 0.0 psf Pr: 0.o psf C,: 1.00 0.0 psf Phoenix. AZ 480454.6408 www.uniicdsir.com VNITED RU CTU RAL DESIGN LLC PROJECT NAME: HIE 2725 PALOMAR AIRPORT CANOPIES PROJECT LOCATION:.2725 PALOMAR AIRPORT RD. CARLSBAD, CA 92011 ENGINEER: JH REVIEWER: JE DATE: 8/16/2019 rIli Dead Load Solar Panels: 3.0 psf Purlins: 2.0 psf Beams: 2.5 psf Misc. : 0.s psf Total Dead Load: 8.0 psf Material Strengths Concrete: Assumed fc: Steel: Rebar: Bolts: Anchor Rods: W Section: M, 5, C, MC, L Sections: HSS Rect. Section: HSS Round. Section: Light Gage Steel: Soil: 2500 psi ASTM A615, Fy = 60ks1 ASTM A706, Fy = 60k5i ASTM A325N ASTM F1554 Gr. 55 ASTM A992, Fy = 50ksi ASTM A36, Fy = 36k5! ASTM A500 Gr. B, Fy = 46k5! ASTM A500 Gr. B, Fy = 42ksi Fy = 55ksi Allowable Soil Bearing: 11500 psf Allowable Lateral Bearing: 1100 psf/ft alues are assumed and taken from Table 1806.2 from IBC Phoenix. AZ 480-454-6408 www.unitedstr.com United Structural Design LLC P0 Box 33245 Phoenix, AZ 85067 (480) 454-6408 JOB TITLE HIE 2725 PALOMAR AIRPORT CANOPIES JOB NO. SHEET NO. CALCULATED BY JH DATE CHECKED BYJE DATE www.struware.com 3 Code Search Code: California Building Code 2016 Occupancy: Occupancy Group = U Utility & Miscellaneou Risk Category & Importance Factors: Risk Category = I Wind factor = 1.00 Snow factor = 0.80 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (0) 1.48/12 7.0 deg Building length (L) 260.0 ft: Least width (B) 40.0ft Mean Roof Ht (h) 15.0 ft: Parapet ht above grd 0.0 ft: Minimum parapet ht 0.0 ft: Live Loads: Roof 0 to 200 sf: 20 psf use 12.0 psf 200t0600sf: 12 psf over 600 sf: 12 psf N/A Floor: Typical Floor 0 psf Partitions N/A 0 psf 0 psf 0 psf United Structural Design LLC P0 Box 33245 Phoenix, AZ 85067 (480) 4546408! Wind Loads: ASCE 7- 10 Ultimate Wind Speed 100 mph Nominal Wind Speed 77.5 mph Risk Category I Exposure Category C Enclosure Classif. Open Building Internal pressure +1-0.00 Directionality (Kd) 0.85 Kh case 1 0.849 Kh case 0.849 Type of roof Monoslope T000araohic Factor (Kzt Topography Flat Hill Height (H) 0.0 ft Half Hill Length (Lh) 0.0 ft Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft From top of crest: x = 0.0 ft Bldg up/down wind? downwind H/Lh= 0.00 K1 = 0.000 x/Lh = 0.00 K, = 0.000 z/Lh = 0.00 K3= 1.000 At Mean Roof Ht: Kzt = (1+K1K2K3)112 = 1.00 4 JOB TITLE HIE 2725 PALOMAR AIRPORT CANOPIE JOB NO. SHEET NO. CALCULATED BYJH DATE CHECKED BY JE DATE V(Z) 4upvind) jx1 ,downwind: H<15ft;expC H Ha 121 IH ESCARPMENT V(z) Z4 Speed-up V(z) x(downwind) 11H 2D RIDGE or 3D AXISYMMETRICAL HILL Gust Effect Factor h= 15.0 ft B= 40.0 ft /z(0.6h)= 15.0 ft Flexible structure if natural frequency < 1 Hz (T> 1 second). However, if building h/B <4 then probably rigid structure (rule of thumb). h/B = 0.38 Rigid structure Rigid Structure 0.20 = 500 ft Zmin = 15ft c= 0.20 gQ,g•= 3.4 L7 = 427.1 ft .0.92 lz 0.23 G= 0.88 use G=0.85 G = 0.85 Using rigid structure default Flexible or Dynamically Sensitive Structure Natural Frequency (n 1 ) = 0.0 Hz Damping ratio (3) = 0 ib= 0.65 /a= 0.15 Vz= 84.4 N1 = 0.00 R= 0.000 Rh = 28.282 ri = 0.000 RB = 28.282 n = 0.000 RL = 28.282 ri = 0.000 9R = 0.000 R = 0.000 G = 0.000 h= 15.0 ft United Structural Design LLC P0 Box 33245 Phoenix, AZ 85067 (480) 454-6408 JOB TITLE HIE 2725 PALOMAR AIRPORT CANOPIE JOB NO. SHEET NO. CALCULATED BY JH DATE CHECKED BYJE DATE 5 Enclosure Classification Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Open Building: All walls are at least 80% open. Ao a 0.8Ag Test for Partially Enclosed Building: Input . Test Ao 100000.0 sf Ao ~ 1.lAoi YES Ag 0.0 sf Ao >4 or 0.01Ag YES Aol 0.0 sf Aoi / Agi :9 0.20 NO Building is NOT Agi 0.0 sf Partially Enclosed ERROR: Ag must be greater than Ao Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Aoa1.lAoi Ao> smaller of 4 or 0.01 Ag Aoi/Agi 5 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aol = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. ReductionFactor for larae volume Partially _enclosed buildings (Ri): If the partially enclosed building contains a single iroom that is unpartitioned the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog): 0 sf Unpartitioned internal volume (Vi): 0 cf Ri= 1.00 Altitude adjustment toconstant 0.00256 (caution - see code) : Altitude = 0 feet Average Air Density = 0.0765 Ibm/ft3 Constant = 0.00256 United Structural Design LLC P0 Box 33245 Phoenix, AZ 85067 (480)454-6408 JOB TITLE HIE 2725 PALOMAR AIRPORT CANOPIES JOB NO. SHEET NO. CALCULATED BY JH DATE CHECKED BY JE DATE 6 Wind Loads - Open Buildings: 0.25 hIL 1.0 Ultimate Wind Pressures Type of roof = Monoslope Free Roofs G = 0.85 Wind Flow = Clear Roof Angle = 7.0 deg NOTE: The code requires the MWFRS be Main Wind Force Resisting System designed for a minimum pressure of 16 psf. Kz = Kh (case 2) = 0.85 Base pressure (qh) = 18.5 psf Roof oressures - Wind Normal to Ridae Wind Load Wind Direction Flow Case y=O& 180 deg Cnw CnI A Cn= 1.20 0.30 Clear Wind p = 18.8 psf 4.7 psf Flow B Cn= -1.10 -0.10 p= -17.3 psf -1.6 psf NOTE: 1). Cnw and Cnl denote combined pressures from top and bottom roof surfaces. Cnw is pressure on windward half of roof. Cnl is pressure on leeward half of roof. Positive pressures act toward the roof. Negative pressures act away from the roof. Roof oressures - Wind Parallel to Ridne. V = 90 den Wind Load Horizontal Distance from Windward Flow Case Edge s ii I >h 2h > 2h A ' Cn= -0.80 I -0.60 -0.30 Clear Wind p = -12.6 p4 -9.4 ps -4.7 psf Flow Cn = 0.80 J[ 0.50 0.30 p = 12.6 psfll 7.9 ps 4.7 psf h= 15.0 ft 2h= 30.0 ft Fascia Panels -Horizontal pressures qp= 0.0 psf Components & Cladding - roof pressures Kz=Kh (case l)= 0.85 Base pressure (qh) = 18.5 psf G= 0.85 Fascia pressures not applicable - roof angle exceeds 5 degrees. Windward fascia: 0.0 psf (GCpn = +1.5) Leeward fascia: 0.0 psf (GCpn = -1.0) a=4.oft a2 16.0sf 4a2 = 64.0 sf Clear Wind Flow Effective Wind Area zone 3 zone 2 zone I positive negative positive negative positive negative :916sf 3.15 -4.14 2.36 -2.07 1.57 -1.38 CN >16,~64sf 2.36 -2.07 2.36 -2.07 1.57 -1.38 >64sf 1.57 -1.38 1.57 -1.38 1.57 -1.38 1JJL. .:32 I Wind >16 64sf -•2L 37.1 psf ---- -32.6 psf 37.1 psf > :?121!L. -32.6 psf i----42..PL --- - 24.7 psf -21.7 psf pressure Sf 24.7 psf ---------------.--------------- 64 -21.7 psf 24.7 psf -21.7 psf 24.7 psf 21.7 psf 3 3 31 3 United Structural Design LLC P0 Box 33245 Phoenix, AZ 85067 * (480) 454-6408 7 JOB TITLE HIE 2725 PALOMAR AIRPORT CANOPIES JOB NO. SHEET NO._____________ CALCULATED BY JH DATE____________ CHECKED BY JE DATE__________ Location of Wind Pressure Zones WIND DIRECTION Y= O•1BO• L WD4D DUECTION . I V0 O•J8O• TROUGH WIND DIRECTION V0 O• 4 4 MUNLLVPL WIND DIRECTION y= 00. 1800 WIND DThECTION/I MONOSLOFE WD DECIION FIlCHED WIND DIRECT1ON ROUGH WIND DIRECTION y= 90° MAIN WIND FORCE RESISTING SYSTEM 8<100 82100 MONOSLOPE PITCHED ORTROUGHED ROOF COMPONENTS AND CLADDING ID/24/20118 ATC Hazards by Location 8 £ This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. OTC Hazards by Location Search Information Address: 2725 Palomar Airport Rd, Carlsbad, CA 92010, USA Coordinates: 33.1296729, -117.25259340000002 Timestamp: 2018-10-24T1 7:48:51.903Z Hazard Type: Wind Map Results Oceanside Vista QD Carlsbad 446 ft San Marcos Lake San &!1• PAN* Marcos Escondido - -. - - si .- felDuos je -, . Map data ©Report Text Results ASCE 7-16 MRI 10-Year MRl 25-Year ------------------- MRI 50-Year 50-Year ---------------------- MRI 100-Year Risk Category I Risk Category II ............... Risk Category Ill ------------ Risk Category IV ASCE 7-10 MRI 10-Year -------- ------------- MRI 25-Year MRI 50-Year ...................... MRI 100-Year •... ------- 67mph 73 mph 78 mph 83 mph 90 mph 97 mph ..... 103 mph 107 mph 72 mph 79 mph 85 mph --.- -------- 91mph l Risk Category I 100 mphl Risk Category II - ------------------------------------------------------------------------------------------------------------------------------------------------------------------110 mph 1/2 ILO/24/2018 ATC Hazards by Location Risk Category III-IV 115 mph ASCE 7-05 ASCE-7-05 Wind Speed 85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area - in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 2/2 United Structural Design LLC JOB TITLE HIE 2725 PALOMAR AIRPORT CANOPIES 10 P0 Box 33245 Phoenix, AZ 85067 JOB NO. SHEET NO. (480) 454-6408 CALCULATED BY JH DATE CHECKED BY JE DATE_________ Seismic Loads: IBC 2015 Strength Level Forces Risk Category: Importance Factor (I): 1.00 Site Class: D Ss (0.2 sec) = 103.70 %g S1(1.0 sec) = 40.20 %g Fa = 1.085 Sms = 1.125 5DS = 0.750 Design Category = D Fv = 1.598 SmI = 0.642 SDI = 0.428 Design Category = D Seismic Design Category = Number of Stories: I Structure Type: Moment-resisting frame systems of steel Horizontal Struct Irregulanties:No plan Irregularity Vertical Structural lrregularities:No vertical Irregularity Flexible Diaphragms: Yes Building System: error Seismic resisting system: Steel ordinary cantilever column system System Structural Height Limit: System not permitted for this seismic design category Actual Structural Height (hn) = 17.5 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R) = 1.25 Over-Strength Factor (Qo) = 1.25 Deflection Amplification Factor (Cd): 1.25 5D5 = 0.750 SDI = 0.428 , p = redundancy coefficient Seismic Load Effect (E) = P °E +1- 0.2SDS D = p 0E 0.150D QE = horizontal seismic force Special Seismic Load Effect (Em): Do 0E +1- 0.2SDsD = 1.3 QE I- 0.150D D = dead loac PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis - Permittec Cu= 1.40 0.276 sec x= 0.80 Tmax = CuTa = 0.387 sec Use T= 0.276 8 0.600 1.239 0.033 0.600 Design Base Shear V = 0.600W Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift = 0.020hsx where hsx is the story height below level x Building period coel. ((T) = 0.028 Approx fundamental period (Ta): CThfl = User calculated fundamental period (T) = Long Period Transition Period (TL) = ASCE7 map = Seismic response coef. (Cs): SDsl/R = need not exceed Cs = Sd1 I IRT but not less than Cs 0.0445ds1 = USE Cs = ID/24/2018 ATC Hazards by Location 11 £ This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. OTC Hazards by Location Search Information Address: Coordinates: Timestamp: Hazard Type: Reference Document: Risk Category: Site Class: Report Title: Map Results 2725 Palomar Airport Rd, Carlsbad, CA 92010, USA 33.1296729, -117.25259340000002 2018-10-24T1 7:49:28.251 Z Seismic ASCE7-10 D Not specified - r-a; - Vista Oceanside TR - Th Carlsbad . •* San RANCH Lake SanMarCos ORESSI Marcos - t 1-Lt MCER Horizontal Response Spectrum Sa(g) 1.00 0.80 0.60 0.40 0.20 0.00 0 2 4 Text Results Basic Parameters Name Value Description S5 1.037 MCER ground motion (penod=0.2s) S1 0.402 MCER ground motion (penod=1.os) SMS 1.125 Site-modified spectral acceleration value SM1 0.643 Site-modified spectral acceleration value SDS 0.75 Numeric seismic design value at 0.2s SA SDI 0.429 Numeric seismic design value at lOs SA Additional Information Name Value Description 1/2 0.60 0.40 0.20 0.00 6 8 Period (a) 0 2 4 6 T. SAN PASOUAI.VALLEY -; _.,D,?Dios - Map data 5RePCrraiTjaperiar, Design Horizontal Response Spectrum Sa(g) 12 1012412018 ATC Hazards by Location SDC D Seismic design category F5 1.085 . Site amplification factor at 02s Fv 1.598 Site amplification factor at 1.0s PGA 0.396 MCEG peak ground acceleration FPGA 1.104 Site amplification factor at PGA PGAM 0.437 Site modified peak ground acceleration TL 8 Long-period transition period (s) SsRT 1.037 Probabilistic risk-targeted ground motion (0.2s) SsUH 1.047 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value (0.2s) SI RT 0.402 Probabilistic risk-targeted ground motion (1.0s) Si UH 0.385 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Si D 0.6 Factored deterministic acceleration value (1.0s) PGAd' 0.5 Factored deterministic acceleration value (PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the localAuthorityHaving Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the United States Geological Survey Seismic Design Web Services While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 2/2 13 TYPICAL KEY PLAN GRID— - - II a. NNI --- I David Grapsas, P.E. Principal Phoenix. AZ John Elder, P.E. 480454-6408 Principal www.unitcdsir.com www.unitedstr.com N1TED RUCTURAL DESIGN LLC 14 II1iTIJi PURL-IN PESUN Purlin Span : [.o ft Purlin Tributary Width: 13.5 ft __j Dead Load .4 - Dead Load: 3.5 psf (Plus Self Weight) WDL: 12.3 p11 27.0 ft Roof Live Load Roof Live Load: 12.0 psf WRLL: 42.0 p11 Snow Load Snow Load: 0.0 psf WSL: 0.0 p11 Wind Load Wind Load: 24.7 psf WWL: 86.6 pIt Wind Uplift Load: -21.7 psf WWL: -75.9 p11 See Output for Purlin Size David Grapsos, P.E. Principal Phoenix. AZ John Elder, P.E. 480454-6408 Principal www.uniicdsir.com www.unitedstr.com CFS Version 12.0.2 Page 1 Section: 10x3.5x14 Ga.cfss jelder Channel 10x3.54.84.075 jelder-LapTop Rev. Date: 8/31/2017 1:13:00 PM Printed: 8/16/2019 1:05:57 PM 15 CFS Version 12.0.2 Page 1 Section: 10x3.5x14 Ga.cfss jelder Channel 10x3.50.84.075 jelder-LapTop Rev. Date: 8/31/2017 1:13:00 PM Printed: 8/16/2019 1:05:57 PM Section Inputs Material: A653 SS Grade 55 No cold work of forming strength increase. No inelastic reserve strength increase. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 55 ksi Tensile Strength, Fu 70 ksi Torsion Constant Override, J 0 in4 Warping Constant Override, Cw 0 in Stiffened Channel, Thickness 0.075 in Placement of Part from Origin: X to center of gravity 0 in V 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 0.800 270.000 0.10690 None 0.000 0.000 0.400 2 3.500 180.000 0.10690 Single 0.000 0.000 1.750 3 10.000 90.000 0.10690 Cee 0.000 0.000 5.0e0 4 3.500 0.000 0.10690. Single e.eee 0.000 1.750 5 0.800 -90.000 0.10690 None 0.000 0.000 0.400 16 US Version 12.0.2 Analysis: Typical Purlin.cfsa 27 ft Span Simple Beam Rev. Date: 8/16/2019 1:05:37 PM By: jelder Printed: 8/16/2019 1:05:57 PM jelder jelder-LapTop Page 1 17 Analysis Inputs General Member Orientation: Horizontal Calculate global buckling using specification equations Do not include torsion in member checks Members Section File Revision Date and Time 1 10x3.5x14 Ga.cFss 8/31/2817 1:13:80 PM Material Area Length Weight (in 2) (ft) (k) 1A653 SS Grade 55 1.3539 27.0ee e.12429 Total 27.0ee 8.12429 Start Loc. End Loc. Braced R k4 Lm ex ey (ft) (ft) Flange (k) (ft) (in) (in) 1 0.000 27.0ee None 0.0000 0.0000 20.000 0.088 8.888 Supports Type Location Bearing Fastened K (ft) (in) 1 XVI 0.000 2.00 No 1.8888 2 XI 9.000 1.80 No 1.0008 3 XI 18.000 1.80 No 1.0880 4 XYT 27.088 2.80 No 1.0000 Loading: Dead Load Type Angle Start Loc. (deg) :(ft) 1 Distributed 90.880 Ø:ØØØ Loading: Roof Live Load Type Angle Start Loc. (deg) :(ft) 1 Distributed 90.008 0.008 End Loc. Start End (ft) Magnitude Magnitude 27.000 -0.012250 -0.012250 k/ft End Loc. Start End (ft) Magnitude Magnitude 27.008 -0.042000 -0.042000 k/ft CFS Version 12.0.2 Page 2 Analysis: Typical Purlin.cfsa jelder 27 ft Span Simple Beam jelder-LapTop Rev. Date: 8/16/2019 1:05:37 PM By: jelder Printed: 8/16/2019 1:05:57 PM Loading: Wind Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 27.000 -0.075950 -0.075950 k/ft Loading: Wind Uplift Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 27.0ee 0.075900 0.075900 k/ft Load Combination: D Specification: AISI 5100-16, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 Load Combination: D+Lr Specification: AISI 5100-16, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Roof Live Load 1.000 Load Combination: D+0.6W Specification: AISI 5100-16, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Wind Load e:.oe Load Combination: e.6D+e.6w Specification: AISI 510016, US:, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 0:.60e 2 Dead Load 0.600 3 Wind Uplift 0.600 Member Check - AISI S100-16, US, ASD Load Combination: D+0.6W Design Parameters at 13.500 ft: Lx 27.000 ft Ly 9.000 ft Lt 9.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 18 CFS Version 12.0.2 Page 3 Analysis: Typical Purlin.cfsa jelder 27 ft Span Simple Beam jelder-LapTop Rev. Date: 8/16/2019 1:05:37 PM By: jelder Printed: 8/16/2019 1:05:57 PM Section: 10x3.5x14 Ga.cfss Material Type: A653 55 Grade 55, Fy=55 ksi Cbx 1.0135 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 20.000 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 0.000 68.260 0.000 0.000 0.000 Applied 0.000 68.260 0.000 0.000 0.000 Strength 11.481 90.651 3.896 20.591 9.703 Interaction Equations Eq. H1.2-1 (P, Mx, My) 0.000 + 0.753 + 0.000 = 0.753 <= 1.0 Eq. H2-1 (Mx, Vy) Sqrt(0.423 + 0.000)= 0.650 <= 1.0 Eq. H2-1 (My, Vx) Sqrt(e.000 + 0.000)= 0.000 <= 1.0 19 1PUNDA11ON PLAN - - - - BOUOM OF COLUMN - - - - - - - BOTTOM OF CAISSON - - - - - - ( 20 NIT D STRUCTURAL DESIGN LLC 4- PANE 1[FC(JRE 20'. 2 l 64 1 Mir ij lO15lp 64 David Grapsas, P.E. Phoenix. AZ Principal John Elder, P.E. 480-454-6408 Principal www.uniledslr.cOm www.unitedstr.com NIT D 21 STRUCTURAL DESIGN LLC 6EAM PESkN — 4 PANEL Beam Spani :[ft Beam Trib Width :125.7 ft Dead Load Dead Load: 5.5 psf (PLUS SELF WEIGHT) WOL: 141.1 Of Roof Live Load Roof Live Load: 12.0 psf Wna: 307.9 plf (L~-- = n6' 20.3 ft Snow Load Snow Load: 0.0 psf WSL: 0.0 plf Wind Load Wind Load: 24.7 psf WWL: 634.5 plf See Output for Column Size David Grapsas, P.E. Principal Phoenix. AZ John Elder, P.E. 480454.6408 Principal www.unitcdstr.com www.unitedstr.com 22 Sheet no. 1 Job Ref. 18168 Date 8/16/2019 Caic. by JH NITED STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject Steel Beam -4 Panel STEEL BEAM ANALYSIS & DESIGN (AISC360-10) In accordance with A1SC360-10 using the LRFD method Load Envelope. Combination 1 1.004- 0.0- Tedds calculation version 3.0.14 20.25 I 1 B Load Envelope - Combination 2 ft I 20.25 . A 1 B kip-ft -2101 Bending Moment Envelope .210.145] ft 20.25 A 1 B - hips Shear Force Envelope 20.755- 20.8 F ft 20.25 A 1 Support conditions Support A Vertically restrained Rotationally restrained ft A 1.02 5 0 NITED STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject Steel Beam -4 Panel Sheet no. 2 Job Ref. 18168 Date 8/16/2019 Calc. by JH 23 Support B Vertically free Rotationally free Applied loading Beam loads Dead self weight of beam x I Dead full UDL 0.141 kips/ft Wind full UDL 0.635 kips/ft Roof live full UDL 0.308 kips/ft Load combinations Load combination I - I .2D+1 .OW+0.5Lr Support A Dead x 1.20 Wind x 1.00 Roof live x 0.50 Dead x 1.20 Wind x 1.00 Roof live x 0.50 Support B Dead x 1.20 Wind x 1.00 Roof live x 0.50 Load combination 2 - 1 .2D+1 .6L+.5W Support A Dead x 1.20 Wind x 0.50 Roof live x 1.60 Dead x 1.20 Wind x 0.50 Roof live 1.60 Support B Dead x 1.20 Wind x 0.50 Roof live 1.60 Analysis results Maximum moment Mmax = 0 kips_ft Mmin = -210.1 kips_ft Maximum moment span I segment I Msi.,egi_max = 0 kips_ft Msi_segi_min = -210.1 kips_ft Maximum moment span I segment 2 Ms1_seg2_max = 0 kips_ft Ms1_seg2_min = -93.4 kips_ft Maximum moment span 1 segment 3 Ms1_seg3_max = 0 kips-ft Ms1_seg3_min = -23.3 kips_ft Maximum shear Vmax = 20.8 kips Vmin = 0 kips Maximum shear span I segment 1 Vsi_segi_max = 20.8 kips Vsi_segi_min = 0 kips Maximum shear span I segment 2 Vs1_seg2_max = 13.8 kips Vs1_5eg2_min = 0 kips Maximum shear span I segment 3 Vs1_seg3_max = 6.9 kips Vs1.seg3_min = 0 kips Deflection segment 4 8max = 2.1 in &in = 0 In Maximum reaction at support A RA-max = 20.8 kips RA-min = 20.3 kips NITED Sheet no. 3 STRUCTURAL DESIGN LLC Job Ref. 18168 Project 2725 Palomar Airport Solar Canopies Date 8/16/2019 Subject Steel Beam - 4 Panel Caic. by JH Unfactored dead load reaction at support A Unfactored wind load reaction at support A Unfactored roof live load reaction at support A Maximum reaction at support B• Section details Section type ASTM steel designation Steel yield stress Steel tensile stress Modulus of elasticity RA_Dead = 3.6 kips RA—wind = 12.8 kips RA_RoofIpe = 6.2 kips RB_max = 0 kips W 14x38 (AISC 15th Edn (v15.0)) A992 F=50ksi Fu = 65 ksi E = 29000 ksi Rs—min = 0 kips Resistance factors Resistance factor for tensile yielding Resistance factor for tensile rupture Resistance factor for compression Resistance factor for flexure Lateral bracing ty = 0.90 0.75 OC = 0.90 Ob = 0.90 Span 1 has lateral bracing at supports plus third points Cantilever tip is unbraced Cantilever support is continuous with lateral and torsional restraint Classification of sections for local buckling - Section B4.1 Classification of flanges in flexure - Table B4.1b (case 10) Width to thickness ratio bf / (2 x ti) = 6.57 Limiting ratio for compact section ?pff = 0.38 X I[E / Fy] = 9.15 Limiting ratio for non-compact section Xrff = 1.0 x 1[E I F] = 24.08 Compact 24 25 Sheet no. 4 Job Ref 18168 Date 8/16/2019 Calc. by JH NITED STRUCTURAL DESIGN LLC Classification of web in flexure - Table B4.1b (case 15) Width to thickness ratio (d - 2 x k) I t, = 39.58 Limiting ratio for compact section Xpm= 3.76 x I[E / F] = 90.55 Limiting ratio for non-compact section ?wf = 5.70 X 4[E I Fy] = 137.27 Project 2725 Palomar Airport Solar Canopies Subject Steel Beam -4 Panel Compact Section is compact in flexure Design of members for shear - Chapter G Required shear strength Web area Web plate buckling coefficient Web shear coefficient - eq G2-3 Nominal shear strength - eq 132-1 Resistance factor for shear Design shear strength Vr = max(abs(Vmax), abs(Vmin)) = 20.755 kips A=dxt=4.371 in2 k = 5 C = I V=0.6x Fy x Aw x Cv = 131.130 kips 4v = 1.00 Vc=$vxVn=131.l3okips PASS - Design shear strength exceeds required shear strength Design of members for flexure in the major axis at span I segment I - Chapter F Required flexural strength Mr = max(abs(Msi_segi_max), abs(Msi_segi_min)) = 210.145 kips_ft Yielding - Section F2.1 Nominal flexural strength for yielding - eq F2-1 Mnyid = Mp = Fy x Zx = 256.25 kips_ft Lateral-torsional buckling - Section F2.2 Unbraced length Lb = L9ii = 81 in Limiting unbraced length for yielding - eq F2-5 Lp = 1.76 x ry x i[E I F] = 65.699 in Distance between flange centroids h0 = d - ti = 13.585 in c=1 rts = 'I[/(l x C) / Sx] = 1.822 in Limiting unbraced length for inelastic LTB - eq F2-6 Lr = 1.95 x rt5 x E / (0.7 x F) x x Cl (Sx x h0)) + J((J x c / (Sx x h0))2 + 6.76 x (0.7 x F / E)2)] = 195.1 in Cross-section mono-symmetry parameter Rm = 1.000 Lateral torsional buckling modification factor Cb = 1.000 Nominal flexural strength for lateral torsional buckling - eq F2-2 Mnitb = Cb x [Mp - (Mp - 0.7 X Fy X Sx) X (Lb - Lp) / (L - Lp)] = 244.78 kips_ft Nominal flexural strength Mn= min(MflId, Mnitb) = 244.780 kips_ft Design flexural strength Mc = Ob x Mn= 220.302 kips_ft PASS - Design flexural strength exceeds required flexural strength Design of members for vertical deflection Consider deflection due to wind loads Limiting deflection 8iim = 2 x Li / 180 = 2.7 in Maximum deflection span 1 8 = max(abs(Smax), abs(Smin)) = 2.064 in 26 UNITED STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Steel Beam - 4 Panel Subject Sheet no. 5 Job Ref. 18168 Date 8/16/2019 Calc. by JH PASS - Maximum deflection does not exceed deflection limit JI Vsl NIT ED RUCTURAL DESIGN LLC 2D ANALYSIS AND COLUMN DESkN - 4 PANEL Beam Spani S. Beam Sp :20.3ftLJ,: Structure Clear Height 140 Beam Trib Width a anrr 0 u- , Fascia Thickness T, a kIIn. StructureTilt:7.Odeg 20 Analysis Nodes X V 1: Base: 0.0000 0.0000 2: Beam/Column Intersection: 0.0000 14.6928 I 3: Left End Beam: -5.6174 14.0000 I 4: Right End Beam: 20.0977 17.1715 I Dead Load Dead Load: 8.0 psf ®-.. : WDL: 205.3 plf ouxoA1lonIPi.aia - - - - - - ...... Roof Live Load BOTTOMOFcOLUMN Roof Live Load :12.opsf WRLL: 307.9 plf Snow Load ii• Snow Load: 0.0 psf WSL: 0.o plf I Wind I Wind Flow Load Case Wind Direction Wind Direction V = 0 deg y = 180 deg C,, C,,,, C,,, 0.00 A p = 18.8 psf 4.7 psf B p = -17.3 psf -1.6 psf 27 WIND 1 WIND 5 Fascia Shear W,,,, = 483.5p1f W,,,, = Vf= 0.0k W,,= 120.9 plf W,1= WIND 2 WIND 6 W,,,= 120.9 plf W,,,,= W 1 483.5 plf W,, WIND 3 WIND 7 W,,, -443.2 plf W,,,, = W,,, 40.3 plf W,,i WIND 4 WIND 8 W-= 40.3 plf Wa,, W,, = 443.2 plf W,. Seismic Load WDL: 205.3 pIt Cs: 0.600 S,: 0.750 V 0: 3.2k P: I (Weak Axis) V5Q: 4.1 k p: 1.3 (Strong Axis) See Output for Column Size David Grapsas, P.E. Principal Phoenix. AZ John Elder, P.E. 480-454-6408 Principal www.uniicdsir.com Column Design Strong Axis (From 2D Analysis) Pu:r20.5k Vu :3.2k. Mu:: 193.8 k-ft Weak Axis (Seismic) Pu: 7.2 k Vu: 3.2 k Mu: 46.9 k-ft www.unitedstr.com NITED STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject 20 Analysis - 4 Panel 28 Sheet no. 1 Job Ref. 18168 Date 8/16/2019 Calc. by JH Tedds calculation version 1.0.27 4 ANALYSIS Geometry Geometry (ft) - Steel (AtSC) 3 Loading Self weight included NITED Sheet no. 2 29 STRUCTURAL DESIGN LLC Job Ref. 18168 Project 2725 Palomar Airport Solar Canopies Date 8/16/2019 Subject 2D Analysis - 4 Panel Calc. by JH Dead - Loading (kipsift) cs1 a — r C.J 00 z —J V z. WI - Loading (kipslft) V z 30 NITED STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies 2D Analysis - 4 Panel Subject Sheet no. 3 Job Ref. 18168 Date 8/16/2019 Caic. by JH W2 - Loading (kipslft) V z W3 - Loading (kips/ft) V z N I TED STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject 2D Analysis -4 Panel Sheet no. 4 Job Ref. 18168 Date 8/16/2019 Calc. by JH 31 W4- Loading (kips/ft) z -J 0 0 EQ - Loading (kips) BEAM V z z 0 0 V z 32 9ON [TE D- MrSTRUCTURAL Sheet no. 5 DESIGN LLC Job Ref. 18168 Project 2725 Palomar Airport Solar Canopies Date 8/16/2019 Subject + z Results Forces Strength combinations - Moment envelope (kip_ft) -181.6 2D Analysis -4 Panel Caic. by JH Roof Live - Loading (kipsift) 0 Sheet no. 6 Job Ref. 18168 Date 8/16/2019 Calc. by JH 33 NITED STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject 2D Analysis -4 Panel Strength combinations - Shear envelope (kips) 16.2 Strength combinations - Axial force envelope (kips) Member results Envelope - Strength combinations I NITED STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject 2D Analysis - 4 Panel Sheet no. 7 Job Ref. 18168 Date 8/16/2019 Calc. by JH Member Shear force Moment Pos (ft) Max abs (kips) Pos (ft) Max (kip_ft) Pos (ft) Mm (kip_ft) BEAM 5.66 16.248 (max abs 5.66 34.698 5.66 -181.65 COLUMN 1 0 1 3.2 1 0 1 48.869 (max) 0 -193.769 (mm) Envelope - Strength combinations Member Axial force Pos Max Pos Mm (ft) (kips) (ft) (kips) BEAM 5.66 0.738 5.66 -0.206 COLUMN 0 20.466 (max) 14.69 -0.429 (mm) Sheet no. Job Ref. Date Caic. by I 18168 8/16/2019 JH 35 I NITED STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject Steel Column - Strong Axis -4 Panel STEEL COLUMN DESIGN In accordance with AISC360-10 and the LRFD method 0 I -f I 8.03 Tedds calculation version 1.0.09 Column and loadina details Column details Column section Design loading Required axial strength Moment about x axis at end 1 Moment about x axis at end 2 Maximum moment about x axis Maximum moment about y axis Maximum shear force parallel to y axis Maximum shear force parallel to x axis Material details Steel grade Yield strength Ultimate strength Modulus of elasticity Shear modulus of elasticity Unbraced lengths For buckling about x axis For buckling about y axis W14x48 Pr = 21 kips (Compression) Mi = 193.8 kips_ft Mx2 = 193.8 kips_ft Single curvature bending about x axis Mx = max(abs(Mi), abs(M2)) = 193.8 kips_ft My = 0.0 kips_fl V, = 3.2 kips V=0.Okips A992 Fy = 50 ksi Fu = 65 ksi E = 29000 ksi G = 11200 ksi Lx = 168 in L168in I NITED STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject Steel Column - Strong Axis -4 Panel 36 Sheet no. 2 Job Ref. 18168 Date 8/16/2019 Calc. by JH For torsional buckling Lz = 168 in Effective length factors For buckling about x axis Kx = 2.00 For buckling about y axis Ky = 2.00 For torsional buckling Kz = 1.00 Section classification Section classification for local buckling (cl. B4): Critical flange width b = bf I 2 = 4.015 in Width to thickness ratio of flange Xf= b I tf = 6.748 Depth between root radii h = d -2 x k = 11.420 in Width to thickness ratio of web Xw = h I t = 33.588 Compression Limit for nonslender flange 7,r = 0.56 x J(E / F) = 13.487 The flange is nonslender in compression Limit for nonslender web Xrwc = 1.49 x I(E / F) = 35.884 The web is nonslender in compression The section is nonslender in compression Flexure Limit for compact flange pff = 0.38 x J(E! F) = 9.152 Limit for noncompact flange = 1.0 x 'J(E / F) = 24.083 The flange is compact in flexure Limit for compact web Ap,f = 3.76 x /(E I Fy) = 90.553 Limit for noncompact web Xr = 5.70 x (E I Fy) = 137.274 The web is compact in flexure The section is compact in flexure Slenderness Member slenderness Slenderness ratio about x axis SR = Kx x L / rx = 57.4 Slenderness ratio about y axis SR = Ky x L I ry, = 175.9 Second order effects Second order effects for bending about xaxis (Cl. App 8.1) Coefficient Cm Cmx = 0.6 + 0.4 X M1 I M2 = 1.000 Coefficient a a = 1.0 Elastic critical buckling stress Peix = 10 x E x l I (Kix x L)2 = 4908.2 kips P-6 amplifier Bix = max(1.0, Cmx / (1 - U x Pr! Peix)) = 1.004 Required flexural strength Mrx = Bix x Mx = 194.6 kips_ft 37 Sheet no. 3 Job Ref.. 18168 Date 8/16/2019 Calc. by JH I NITED STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject Steel Column - Strong Axis- 4 Panel Second order effects for bending about y axis (Cl. App 8.1) Coefficient Cm Cmy = 1.0 Coefficient a a = 1.0 Elastic critical buckling stress Pely = 70 x E x l/ (Kly x L)2 = 521.2 kips P-6 amplifier Bi = max(1.0, Cmy / (1 - ax Pr / Peiy)) = 1.041 Required flexural strength M, = Biy x My = 0.0 kips_ft Shear strength Shear parallel to the minor axis (cf. G2.1) Shear area Web plate buckling coefficient Web shear coefficient Nominal shear strength Design shear strength (cl.GI & G2.1 (a)) Resistance factor for shear Design shear strength Reduction factor for slender elements A = d x t, = 4.692 in2 k = 5.0 Cv= 1.000 Vn, = 0.6 x Fy x Aw x C, = 140.8 kips = 1.00 VcyxV140.8kips PASS - The design shear strength exceeds the required shear strength Reduction factor for slender elements (E7) The section does not contain any slender elements therefore:- Slender element reduction factor Q = 1.0 Compressive strength Flexural buckling about x axis (cf. E3) Elastic critical buckling stress Flexural buckling stress about x axis Nominal flexural buckling strength Flexural buckling about y axis (cl. E3) Elastic critical buckling stress Flexural buckling stress about y axis Nominal flexural buckling strength Fex = (70 x E) I (SR)2 = 86.8 ksi Fcrx = Qx x (0.658QYI) x Fy = 39.3 ksi Pnx =Fcrx x A9 = 553.9 kips Fey = (76 x E) I (SR)2 = 9.2 ksi Fay = 0.877 x Fey = 8.1 ksi Pny= Fay xAg = 114.4 kips Torsional and flexural-torsional buckling (cf. E4) Torsional/flexural-torsional elastic buckling stress Fet [it2 xExCw /(Kz xLz)2 +Gx JJ x I / (I + ly) = 72.8 ksi Torsional/flexural-torsional buckling stress Fat= Qz x (0.6580Y1t) x Fy = 37.5 ksi Nom. torsional/flex-torsional buckling strength Pt = Fat x Ag = 528.8 kips 38 Sheet no. 4 Job Ref. 18168 Date 8/16/2019 Calc. by JH I NITED STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject Steel Column - Strong Axis -4 Panel Design compressive strength (cl.EI) Resistance factor for compression Oc = 0.90 Design compressive strength Pc = 4c x min(P, P,,, Pat) = 102.9 kips PASS - The design compressive strength exceeds the required compressive strength Flexural strength about the major axis Yielding (cl. F2.1) Nominal flexural strength Mnxd = Mpx = Fy x Zx = 326.7 kips_ft Lateral torsional buckling limiting lengths (Cl. F2.2) Unbraced length Lb = 168.0 in Limiting unbraced length (yielding) Lp = 1.76 x ry x I(E I Fy) = 81.0 in Lb > L,, - Limit state of lateral torsional buckling applies Effective radius of gyration rts = 4(4(l x C)./ S) = 2.199 in Distance between flange centroids h0 = d - tf = 13.205 in Factor c C = 1.000 Limiting unbraced length (inelastic LTB) Lr = 1.95 X rts xE/(0.7xF) > /(Jxc/ (Sxh0)) x /[1 + 40 + 6.76 x (0.7xFxSxh0/ (ExJxc))2)J Lr = 252.9 in Lateral torsional buckling modification factor (cl. Fl) Maximum moment in unbraced segment Mmax = Mx = 193.80 kips_ft Moment at centreline of unbraced segment MB = abs((Mi + M2) / 2) = 193.80 kips_ft Moment at % point of unbraced segment MA = abs((Mi + MB) / 2) = 193.80 kips_ft Moment at % point of unbraced segment Mc = abs((M2 + MB) I 2) = 193.80 kips_ft Lateral torsional buckling modification factor Cb = 12.5 X Mmax / (2.5 X Mmax + 3 X MA + 4 X MB + 3 X Mc) Cb = 1.000 Lateral torsional buckling (cl. F2.2) Plastic bending moment Mp. = Fy x Z, = 326.7 kips_ft Nominal flexural strength Mnxltb = min(M, Cb x [Mpx - (M - 0.7 x Fy x S) x (Lb - L) / (Lr - Lu)]) Mnxltb = 265.0 kips_ft Design flexural strength about the major axis (Cl. Fl) Resistance factor for flexure 1b = 0.90 Design flexural strength Mcx = 4b x min(MId, Mn_ftb) = 238.5 kips_ft PASS - The design flexural strength about the major axis exceeds the required flexural strength Combined forces M, / Mcy < 0.05 - Moments exist primarily in one plane therefore check combined forces in accordance with clause 111.3. In-plane instability (Cl. 1-1I.3(a)) Available comp. strength in plane of bending Pci = $c x min(P, Pm) = 475.9 kips NITED Sheet no. 5 39 STRUCTURAL DESIGN LLC Job Ref. 18168 Project 2725 Palomar Airport Solar Canopies Date 8/16/2019 Subject Steel Column - Strong Axis - 4 Panel Calc. by JH Member utilization (eqn HI-i) UR = Pr! (2 X P1) + Mrx I Mr. = 0.838 Out-of-plane buckling and lateral-torsional buckling (Cl. HI.3(b)) Available comp. strength out of plane of bending Pcy = Oc x min(Pn, Pet) = 102.9 kips Available lateral-torsional strength taking Cb as 1.0 Mcxltb = Ob x min(M, 1.0 x [Mpx - (M - 0.7 X Fy X S) X (Lb - L) I (Lr - L)]) = 238.5 kip_ft Member utilization (eqn H1-2) UR0 = Pr! Pcyx (1.5 - 0.5 x Pr I P) + (Mrx I (Cb x Mcxjtb))2 = 0.945 PASS - The membeiis adequate for the combined forces NITED STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject Steel Column - Weak Axis -4 Panel STEEL COLUMN DESIGN In accordance with AlSC360-10 and the LRFD method ID 0 -f Sheet no. 1 Job Ref. 18168 Date 8/16/2019 Calc. by JH Tedds calculation version 1.0.09 40 8.O3 Column and loading details Column details Column section besign loading Required axial strength Maximum moment about x axis Moment about y axis at end I Moment about y axis at end 2 Maximum moment about y axis Maximum shear force parallel to y axis Maximum shear force parallel to x axis Material details Steel grade Yield strength Ultimate strength Modulus of elasticity Shear modulus of elasticity Unbraced lengths For buckling about x axis For buckling about y axis W14x48 Pr = 7 kips (Compression) = 0.0 kips_ft M1 = 0.0 kips_ft My2 = 46.9 kips_ft Single curvature bending about y axis My = max(abs(Mi), abs(M2)) = 46.9 kips_ft V,0.Okips Vrx3.2kips A992 F=5Oksi Fu = 65 ksi E = 29000 ksi G = 11200 ksi L=183in Ly = 183 in I NITED STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject Steel Column - Weak Axis -4 Panel 41 Sheet no. 2 Job Ref. 18168 Date 8/16/2019 Calc. by JH For torsional buckling Lz = 183 in Effective length factors For buckling about x axis Kx = 2.00 For buckling about y axis Ky = 2.00 For torsional buckling Kz = 1.00 Section classification Section classification for local buckling (cl. B4) Critical flange width b = bf / 2 = 4.015 in Width to thickness ratio of flange Xf= b / t1 = 6.748 Depth between root radii h = d - 2 x k = 11.420 in Width to thickness ratio of web ?rn = h / tw = 33.588 - luu"IIuuI Limit for nonslender flange = 0.56 x I(E / F) = 13.487 The flange is nonslender in compression Limit for nonslender web = 1.49 x J(E / F) = 35.884 The web is nonslender in compression The section is nonslender in compression Flexure Limit for compact flange XpLf = 0.38 x J(E / F) = 9.152 Limit for noncom pact flange = 1.0 x 'I(E I Fy) = 24.083 The flange is compact in flexure Limit for compact web Xpwi = 3.76 X (E / F) = 90.553 Limit for noncompact web ?.rwf = 5.70 x 'I(E / F) = 137.274 The web is compact in flexure The section is compact in flexure Slenderness Member slenderness Slenderness ratio about x axis SR = K x L / rx = 62.6 Slenderness ratio about y axis SR = Ky x L I ry 191.6 Second order effects Second order effects for bending about x axis (Cl. App 8.1) Coefficient Cm Cmx = 1.0 Coefficient a a = 1.0 Elastic critical buckling stress Peix = it2 x E x l I (Kix x L)2 = 4136.6 kips P-ö amplifier Bi = max(1 .0, Cmx / (1 - ax Pr! Peix)) = 1.002 Required flexural strength Mrx= Bix x Mx = 0.0 kips_ft I NITED STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject Steel Column - Weak Axis -4 Panel 42 Sheet no. 3 Job Ref. 18168 Date 8/16/2019 Calc. by JH Second order effects for bending about y axis (ci. App 8.1) Coefficient Cm Cmy = 0.6 + 0.4 X M1 / M2 = 0.600 Coefficient a a = 1.0 Elastic critical buckling stress Peiy =e x E x l / (Kiy x L)2 = 439.3 kips P.8 amplifier Bi = max(1.0, Cmy / (1 - ax P1 / Peiy)) = 1.000 Required flexural strength Mry = Biy x My = 46.9 kips_ft Shear strength Shear parallel to the major axis (ci. G2.1) Shear area Web plate buckling coefficient Web shear coefficient Nominal shear strength Design shear strength (cl.GI & G2.1(a)) Resistance factor for shear Design shear strength A = 2 x bfxtf= 9.556 in2 k = 1.2 Cv= 1.000 Vnx = 0.6 x Fy x A x Cv = 286.7 kips Ov = 0.90 Vcx = 4v x Vnx = 258.0 kips PASS - The design shear strength exceeds the required shear strength. Reduction factor for slender elements Reduction factor for slender elements (E7) The section does not contain any slender elements therefore:- Slender element reduction factor Q = 1.0 Compressive strength Flexural buckling about x axis (ci. E3) Elastic critical buckling stress Fex = (70 x E) / (SR)2 = 73.1 ksi Flexural buckling stress about x axis Fcrx = Qx x (O.658 Y) x Fy = 37.6 ksi Nominal flexural buckling strength Pnx =Fcrx x A9 =529.5 kips Flexural buckling about y axis (Cl. E3) Elastic critical buckling stress Fey = (2 x E) / (SR Y )2 = 7.8 ksi Flexural buckling stress about y axis Fay = 0.877 x Fey = 6.8 ksi Nominal flexural buckling strength P, =Fcry x A9 = 96.4 kips Torsional and flexural-torsional buckling (ci. E4) Torsional/flexural-torsional elastic buckling stress Fet = [2 x E x C / (K x L)2 + G x J] x 1 I (l + lb,) = 66.1 ksi Torsional/flexural-torsional buckling stress Fat = Q (0.6580FYIFet) Fy = 36.4 ksi Nom. torsional/flex-torsional buckling strength Pnt = Fat x A9 = 513.7 kips NITED Sheet no. 4 STRUCTURAL DESIGN LLC Job Ref. 18168 Project 2725 Palomar Airport Solar Canopies Date 8/16/2019 Subject Steel Column - Weak Ads -4 Panel Caic. by JH Design compressive strength (cl.EI) Resistance factor for compression = 0.90 Design compressive strength Pc = c x min(P, Pny, Pet) = 86.7 kips PASS - The design compressive strength exceeds the required compressive strength Flexuralstrengthabout theminoraxis Yielding (Cl. F6.1) Nominal flexural strength Mny,Id = Mpy = min(Fy x Z, 1.6 x Fy x S) = 81.7 kips_ft Design flexural strength about the minor axis (ci. Fl) Resistance factor for flexure 4b = 0.90 Design flexural strength Mcy = Ob x Mnyyld = 73.5 kips_ft PASS - The design flexural strength about the minor axis exceeds the required flexural strength Combinedforces Member utilization (ci. HI.1) Equation Hi-lb UR = abs(Pr) 1(2 x P) + (Mrx / Mcx + M / M) = 0.680 PASS - The member is adequate for the combined forces 43 NITED STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject Steel Column - Weak Axis -4 Panel Sheet no. 5 Job Ref. 18168 Date 8/16/2019 Calc. by JH 44 Zilf"D- I RUCTURAL DESIGN LLC 45 _ FOOTING PESkN — 4 PANEL Soil Properties Allowable Soil Bearing: 1500 psf Allowable Passive Pressure: 100 psf/ft Column Reactions Strong Axis (From 2D Analysis) l'rnax: 16.7 k Vunax: 2.2k Mmnx: 146.7 k-ft j *Ref IBC (CBC) Section 1807.3.2 See Output for Footing Size David Grapsas, P.E. Principal Phoenix. AZ John Elder, P.E. 480-454-6408 Principal www.unitcdstr.com www.unitedstr.com NITED STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject 20 Analysis - 4 Panel ANALYSIS Geometry Sheet no. 1 Job Ref. 18168 Date 8/16/2019 Calc. by JH Tedds calculation version 1.0.27 46 Geometry (ft) - Steel (AISC) 4 3 47 Sheet no. 2 Job Ref. 18168 Date 8/16/2019 Calc. by JH Ig I'F N OTE D RUCTURAL DESIGN LLC Project 2725 IPalornar Airport Solar Canopies Subject 2D Analysis - 4 Panel Results Forces Service combinations - Moment envelope (kip_ft) -138.1 Service combinations - Shear envelope (kips) 12.9 48 JV NOTED Sheet no. 3 RUCTURAL DESIGN LLC Job Ref. 18168 Project 2725 Palomar Airport Solar Canopies Date 8/16/2019 Subject 2D Analysis -4 Panel Calc. by JH Service combinations - Axial force envelope (kips) Member results Envelope - Service combinations Member Shear force Moment Pos (ft) Max abs (kips) Pos (ft) Max (kipft) Pos (ft) Mm (kip_ft) BEAM 5.66 12.88 (max abs) 5.66 17.789 5.66 -138.115 COLUMN 0 2.24 0 26.528 (max) 0 -146.697 (mm) Envelope - Service combinations Member Axial force Pos Max Pos Mm (ft) (kips) (ft) (kips). BEAM 5.66 0.615 5.66 -0.172 (mm) COLUMN 1 0 16.715 (max) 14.69 0.128 NITED STRUCTURAL DESIGN IL.LC Project 2725 Palomar Airport Solar Canopies Subject 2D Analysis - 4 Panel 49 Sheet no. 4 Job Ref. 18168 Date 8/16/2019 Calc. by JH 50 Sheet no. I Job Ref. 18168 Date 8/16/2019 Calc. by' JH I NITED STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject Pole Footing -4 Panel FLAGPOLE EMBEDMENT (IBC 2015) TEDDS calculation version 1.2.01 Soil capacity data Allowable passive pressure Lsbc = 100 pcf Maximum allowable passive pressure P. = 1500 psf Load factor 1(1806.1) LDFi = 1.00 Load factor 2 (1806.3.4) LDF2 = 2.0 Pole geometry Shape of the pole Round Diameter of the pole Dia = 24 in Laterally restrained No Load data First point load Pi = 2200 lbs Distance of Pi from ground surface Hi = 0 ft Second point-load P2 = 0 lbs Distance of P2 from ground surface H2 = 1 ft Uniformly distributed load W = 0 plf Start distance of W from ground surface a = 2 ft End distance of W from ground surface Si = 4 ft Applied moment Mi = 146700 lb ft LJ NIT ED- Sheet no. 2 51 STRUCTURAL DESIGN L.LC Job Ref. 18168 Project 2725 Palomar Airport Solar Canopies Date 8/16/2019 Subject Pole Footing - 4 Panel Calc. by JH Distance of Mi from ground surface Shear force and bending moment Total shear force Total bending moment at grade lb ft Distance of resultant lateral force Embedment depth (1807.3.2.1) Embedment depth provided Allowable lateral passive pressure Factor A Embedment depth required Actual lateral passive pressure psf H3 = 14 ft F=Pi +P2+Wx(al—a)=22001bs MgPixH1+P2xH2+Wx(al—a)x(a+al)/2+Mi146722 h = abs(M9 / F):= 66.69 ft D = 16.99 ft Si = min(Pmax, Lsbc x min(D, 12 ft)/ 3) x LDF, x LDF2 = 800 psf A = 2.34 x abs(F) / (Si x Dia) = 3.2 ft Di = 0.5 x Ax (1 + (1 + ((4.36 x h) / A))05) = 16.99 ft S2 = (2.34 x abs(F) x ((4.36 x h) + (4 x D))) / (4 x D2 x Dia) = 799.9 NITED . STRUCTURAL DESIGN LLC Job Ref. Project 2725 Palomar Airport Solar Canopies . Date Subject Spread Footing - 4 Panel Caic. by COMBINED FOOTING ANALYSIS AND DESIGN (AC1318-11) 4-4' 3"—p. 4 7• 3" 't 52 1 18168 8/16/2019 JH TEODS calculation version 2.0.06 FM- 12-6" Combined footing details Length of combined footing L = 12.500 ft Width of combined footing B = 6.000 ft Area of combined footing A = L x B = 75.000 ft2 Depth of combined footing h = 24.000 in Depth of soil over combined footing h5011 = 0.000 in Density of concrete Pconc = 150.0 lb/ft3 Column details Column base length IA = 12.000 in Column base width bA = 12.000 in Column eccentricity in x epxA = -18.000 in Column eccentricity in y ePyA = 0.000 in Soil details Density of soil Psoil = 120.0 lb/ft3 Angle of internal friction 4)' = 25.0 deg Design base friction angle 5 = 19.3 deg Coefficient of base friction tan(S) = 0.350 Allowable bearing pressure Pbearing = 1.500 ksf Axial loading on column Dead axial load on column PGA = 16.700 kips Live axial load on column POA = 0.000 kips Wind axial load on column PWA = 0.000 kips Total axial load on column PA = 16.700 kips Foundation loads Dead surcharge load FGsur = 0.000 ksf 53 Sheet no. 2 Job Ref. 18168 Date 8/16/2019 Caic. by JH NITED STRUCTURAL DESIGN LLC Live surcharge load Footing self weight Soil self weight Total foundation load Horizontal loading on column base Dead horizontal load in x direction Live horizontal load in x direction Wind horizontal load in x direction Total horizontal load in x direction Dead horizontal load in y direction Live horizontal load in y direction Wind horizontal load in y direction Total horizontal load in y direction Moment on column base Dead moment on column in x direction Live moment on column in :x direction Wind moment on column in x direction Total moment on column in x direction Dead moment on column in y direction Live moment on column in y direction Wind moment on column in y direction Total moment on column in y direction F0sur = 0.000 ksf Fsvvt = h x Pconc = 0.300 ksf F0i = h0i x Psoil = 0.000 ksf F = A x (FGsur + Fsur + F55, + F5011) = 22.500 kips HGXA = 2.200 kips HQXA = 0.000 kips HWXA = 0.000 kips HxA = 2.200 kips HGyA = 0.000 kips HQyA = 0.000 kips HwyA = 0.000 kips HyA = 0.000 kips MGM = 146.700 kip_ft MQxA = 0.000 kip_ft MWXA = 0.000 kip_ft MxA = 146.700 kip_ft MGyA = 0.000 kip_ft MayA = 0.000 kip_ft MwyA = 0.000 kip_ft MyA = 0.000 kip_ft Project 2725 Palomar Airport Solar Canopies. Subject Spread Footing -4 Panel Check stability against sliding Resistance to sliding due to base friction Hfriction = max([PGA + (FGsur + F5t + F0ii) x A], 0 kips) x tan(8) = 13.728 kips Passive pressure coefficient Kp = (1 + sin(fl) / (1 - sin(fl) = 2.464 Stability against sliding in x direction Passive resistance of soil in x direction Hxpas = 0.5 x Kp x (h2 + 2 x h x h5011) x B X Psoil = 3.548 kips Total resistance to sliding in x direction Hxres = Hfriction + Hxpas = 17.276 kips PASS - Resistance to sliding is greater than horizontal load in x direction Check stability against overturning in x direction Total overturning moment MXOT = MxA + HxA x h = 151.100 kip_ft Restoring moment in x direction Foundation loading Mxsur = A x (FGsur + F51 + F5011) x L I 2 = 140.625 kip_ft Axial loading on column Mxaxiai = (PGA) x (L / 2 - epxA) = 129.425 kip_ft Total restoring moment Mxres = Mxsur + Mxaxiai = 270.050 kip_ft PASS - Restoring moment is greater than overturning moment in x direction NITED Sheet no. 3 STRUCTURAL DESIGN LLC Job Ref. 18168 Project 2725 Palomar Airport Solar Canopies Date 8/16/2019 Subject SpreadFooting -4Panel Calc. by JH 54 Calculate base reaction Total base reaction Eccentricity of base reaction in x Eccentricity of base reaction in y Check base reaction eccentricity Calculate base pressures Minimum base pressure Maximum base pressure 0.000 ksf T = F + PA = 39.200 kips eix = (PA x ep + M + HxA x h) / T = 38.587 in eTY = (PA xepYA+MYA+HAxh)/T=o.00Oin abs(eT) / L + abs(eT) / B = 0.257 Base reaction acts outside of middle third of base qi = 0.000 ksf q2 = 0.000 ksf q3 = 2 x T / [3 x B x (LI 2 - abs(eTx))J = 1.435 ksf q4 = 2 x T/[3 x B x (L / 2- abs(eT))] = 1.435 ksf qmin = min(qi, q2, q3, q4) = 0.000 ksf qmax = max(qi, q2, q3, q4) = 1.435 ksf PASS - Maximum base pressure is less than allowable bearing pressure 1.435 ksf 0.000 ksf 1.435 ksf Load combination factors for loads Load combination factor for dead loads Load combination factor for live loads Load combination factor for wind loads Strength reduction factors Flexural strength reduction factor Shear strength reduction factor Ultimate axial loading on column Ultimate axial load on column ffG = 1.20 fQ = 1.60 = 0.00 = 0.90 4s0.75 PuA = PGA X 'G + PQA x VQ + PWA x #w = 20.040 kips NITED STRUCTURAL DESIGN LLC Ultimate foundation loads Ultimate foundation load Ultimate horizontal loading on column Ultimate horizontal load in x direction Ultimate horizontal load in y direction Sheet no. 4 Job Ref. 18168 Date 8/16/2019 Caic. by JH Fu = A x [(FGsur + Ft + F5011) x VG + F0sur x Q] = 27.000 kips HxuA = HGxA X G + HQxA x + HWXA x ym = 2.640 kips HyuA = HGyA X + HQyA X Q + HwyA X yfw = 0.000 kips 55 Project 2725 Palomar Airport Solar Canopies Subject - Spread Footing - 4 Panel Ultimate moment on column Ultimate moment on column in x direction MxuA = MGXA x G + MOXA x #Q + MWXA x ym = 176.040 kip_ft Ultimate moment on column in y direction MyuA = MGYA X VG + MayA x + MwyA x w = 0.000 kip_ft Calculate ultimate base reaction Ultimate base reaction Tu = F + PuA = 47.040 kips Eccentricity of ultimate base reaction in x eTxu = (PuA x ePXA + M.uA + HxuA x h) / Tu = 38.587 in Eccentricity of ultimate base reaction in y eTyu = (PuA x ePyA + MyuA + HyuA x h) / Tu = 0.000 in Calculate ultimate base pressures Minimum ultimate base pressure Maximum ultimate base pressure qiu = 0.000 ksf q2u = 0.000 ksf q3u = 2 x T/[3 x B x (LI 2- abs(eT))] = 1.722 ksf q4u = 2 x T I [3 x B x (LI 2- abs(eTXU))] = 1.722 ksf qminu = min(qiu, q2u, q3u, q4u) = 0.000 ksf qmaxu = max(qiu, q2u, q3u, q4u) = 1.722 ksf Calculate rate of change of base pressure in x direction Left hand base reaction fuL = (qiu + q2u) x B / 2 = 0.000 kips/ft Right hand base reaction fuR = (q3u + q4u) x B I 2 = 10.335 kips/ft Length of base reaction L = 3 x (L I 2 - eTxu) = 109.240 in Rate of change of base pressure C = (fuR - fuL) I Lx = 1.135 kips/ft/ft Calculate footing lengths in x direction Left hand length Right hand length Calculate ultimate moments in x direction Ultimate positive moment in x direction 157.421 kip_ft Position of maximum negative moment Ultimate negative moment in x direction LLL/2+epXA=4.750ft LR= LI2-ep,=7.75Oft Mx=Cxx (LL -L+Lx)3I6-FuxLL2I(2xL)+Hxxh+Mx= Lz = 4.750 ft Mxneg fuR XLR2I2-CxXLR3 /6 -FuXLR2 /(2XL)-HxuAXh-MxuA Mxneg = 23.899 kip_ft Calculate rate of change of base pressure in y direction Top edge base reaction fuT = (q2u + q4u) x L I 2 = 10.765 kips/ft Bottom edge base reaction fuB = (qiu + q3u) x L 12 = 10.765 kips/ft Length of base reaction Ly = B = 6.000 ft : NITED STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject Spread Footing - 4 Panel 56 Sheet no. 5 Job Ref. 18168 Date 8/16/2019 Calc. by JH Rate of change of base pressure Calculate footing lengths in y direction Top length Bottom length Calculate ultimate moments in y direction Ultimate moment in y direction Material details Compressive strength of concrete Yield strength of reinforcement Cover to reinforcement Concrete type Concrete modification factor Moment design in x direction Cy = (fs - fi) I Ly = 0.000 kips/ft/ft LT = B /2 + ePyA..= 3.000 ft LB= B/2-epA=3.000ft My = fuT x LT2 / 2 + C, x LT3 / 6 - Fu x Li2 1(2 x B) = 28.194 kip_ft fc = 2500 psi = 60000 psi Cnom = 3.000 in Normal weight A. = 1.00 Reinforcement provided 8 No. 6 bars bottom and 8 No. 6 bars top Depth of tension reinforcement dx = h - Cnom - xB /2 = 20.625 in Area of tension reinforcement provided As_xBj,rov = NxB X It X $xB2 /4 = 3.534 in2 Area of compression reinforcement provided As_xTprov = NxT X It X OW /4 = 3.534 in2 Minimum area of reinforcement As_x_rnin = 0.0018 X h X B = 3.110 in2 Spacing of reinforcement SxBjrov = (B 2 x Cnom) / max(NB - 1, 1) = 9.429 in Maximum spacing of reinforcement smax = min(3 x h, 18in) = 18.000 in PASS - Reinforcement provided exceeds minimum reinforcement required Depth of compression block ax = As_xB_prov X fy /(0.85 X f'c X B) = 1.39 in Neutral axis factor pi = 0.85 Depth to the neutral axis cna_x = ax I 3i = 1.63 in Strain in reinforcement ELX = 0.003 x (dx - Cna_x) I c_ = 0.03495 PASS - The section has adequate ductility (cL 10.3.5) Nominal moment strength required Mnx = abs(M) I Of = 174.913 kip_ft Moment capacity of base Mcapx = As_xB.prov Xfy x [dx - (As_xprov X fy 1(1.7 X f'c X B))] mcapx = 352.228 kip_ft PASS - Moment capacity of base exceeds nominal moment strength required Negative moment design in x direction Reinforcement provided Depth of tension reinforcement Area of tension reinforcement provided Area of compression reinforcement provided Minimum area of reinforcement Spacing of reinforcement Maximum spacing of reinforcement 8 No. 6 bars top and 8 No. 6 bars bottom dx = h - Cnom - 4xi12 = 20.625 in As_xLprov = NxT X It X qxi2 14 = 3.534 in2 As_xB_prov = NxB X It X lxB2 /4 = 3.534 in2 As_x_min = 0.0018 x h x B = 3.110 in2 SxTprov = (B - 2 x Cnom) / max(Nxi - 1, 1) = 9.429 in Smax = min(3 x h, 18in) = 18.000 in : NITED Sheet no. 6 57 STRUCTURAL DESIGN LLC Job Ref. 18168 Project 2725 Palomar Airport Solar Canopies Date 8/16/2019 Subject Spread Footing -4 Panel Calc. by JH PASS - Reinforcement provided exceeds minimum reinforcement required Depth of compression block ax = Asxiprov x f /(0.85 x f c x B) = 1.39 in Neutral axis factor Pi = 0.85 Depth to the neutral axis cna_x = ax! 13i = 1.63 in Strain in reinforcement Ctx = 0.003 x (dx .. Cna_x) I Cna_x = 0.03495 PASS - The section has adequate ductility (ci. 10.3.5) Nominal moment strength required Mnxneg = abs(Mxneg) I 0 = 26.554 kip_ft Moment capacity of base Mcapxneg = AsjcT.proi, X fy X [dx - (As_xT_prov X f/(1.7 X f'c X B))] Mcapxneg = 352.228 kip_ft PASS - Moment capacity of base exceeds nominal moment strength required Moment design in y direction Reinforcement provided 16 No. 6 bars bottom and 16 No. 6 bars top Depth of tension reinforcement dy = h - cnom - 4xa - yB / 2 = 19.875 in Area of tension reinforcement provided .s..yB...prov = NyB X It X 4y82 /4 = 7.069 in2 Area of compression reinforcement provided Ax.yiprov = NyT X It X 4yi2 /4 = 7.069 in2 Minimum area of reinforcement As.ymin = 0.0018 x h x L = 6.480 in2 Spacing of reinforcement SyBjrov = (L - 2 x cnom) / max(NyB - 1, 1) = 9.600 in Maximum spacing of reinforcement smax = min(3 x h, 18in) = 18.000 in PASS - Reinforcement provided exceeds minimum reinforcement required Depth of compression block ay = Ax.yBprov x f /(0.85 x fc x L) = 1.33 in Neutral axis factor pi = 0.85 Depth to the neutral axis Cna_y = ay I 01 = 1.57 in Strain in reinforcement Ety = 0.003 X (dy - Cna.3) I Cnay = 0.03509 PASS - The section has adequate ductility (cl. 10.3.5) Nominal moment strength required Mny= abs(My) I n = 31.327 kip_ft Moment capacity of base Mcapy = As.jB_prov X fy X [dy - (As.yB.rov X f/(1.7 X f'c X L))] Mcapy = 678.928 kip_ft PASS - Moment capacity of base exceeds nominal moment strength required Calculate ultimate shear force at d from right face of column Ultimate pressure for shear d from face of column qsu = (q3u - C. x (L / 2 - ep - IA / 2 - Q I B + q4u) / 2 qsu = 1.199 ksf Area loaded for shear at d from face of column A = B x min(3 x (LI 2 - eTx), L / 2 - ep - IA! 2 - d) = 33.188 ft2 Ultimate shear force at d from face of column Vsu = As x (qsu - F I A) = 27.850 kips Shear design at d from right face of column Strength reduction factor in shear = 0.75 Nominal shear strength Vnsu = Vsu / 4s = 37.133 kips Concrete shear strength VC-s = 2 x ?. x 4(f x I psi) x (B x d) = 148.500 kips PASS - Nominal shear strength is less than concrete shear strength NITED STRUCTURAL DESIGN LLC Project 2725 Palomar Airport Solar Canopies Subject Spread Footing -4 Panel Sheet no. 7 Job Ref. 18168 Date 8/16/2019 Calc. by JH 58 Calculate ultimate punching shear force at perimeter of d / 2 from face of column Ultimate pressure for punching shear qpuA = q4U-[(U2-ep,-IAI2-d/2)+(lA+2xd/2)/2]xCJB+[(B/2-epA-bJ2- d12)+(bA+2xd/2)/2]xCyIL qpuA = 0.256 ksf Average effective depth of reinforcement d = (d + d) I 2 = 20.250 in Area loaded for punching shear at column APA = (IA+2XdI2)X(bA+2XdI2) = 7.223 ft2 Length of punching shear perimeter upA = 2X(lA+2Xd/2)+2X(bA+2Xd/2) = 10.750 ft Ultimate shear force at shear perimeter VpuA = P + (F / A - qp) x App = 20.791 kips Punching shear stresses at perimeter of d I 2 from face of column Nominal shear strength VnpuA = V / 4s = 27.721 kips Ratio of column long side to short side PA = max(IA, bA)/ min(IA, bA) = 1.000 Column constant for interior column asA = 40 Concrete shear strength Vj, = (2 + 4 / PA) x 7. x x I psi) x UpA x d = 783.675 kips Vjj = (asA x d / UpA + 2) x 7 x 4(f x I psi) x upA x d = 1081.350 kips Vc_p_iii = 4 x A. X 'i(f'c x I psi) x upA x d = 522.450 kips Vc_p = mIn(V,, V,, Viii) = 522.450 kips PASS - Nominal shear strength is less than concrete shear strength 16 No. 6 bars btm (10" c/c) 16 No. 6 bars top (10" c/c) 8 No. 6 bars btm (9" c/c), 8 No. 6 bars top (9" c/c) - -. One way shear at d from column face - Two way shear at d / 2 from column face 59 NITED Sheet no. 8 STRUCTURAL DESIGN LLC Job Ref. 18168 Project 2725 Palomar Airport Solar Canopies Date 8/16/2019 Subject Spread Footing -4 Panel Calc. by JH Size of Rebar Tales: #9 Column depth dc : 13.8 In No. of Rebar Tales Each Side of Column: 2 Area of Reinforcing Ab: 2.00 in-2 Bearing Pressure at Si: 235.3 pat Bearing Pressure at S2: 800.0 psI Equivalent Force Peq: 12.4 kips Ultimate Moment Mu: 99k-ft Reinforcing depth d: 16.0 In Concrete Design a: 3.5 in p: 0.9 Concrete Bearing Capacity Mn : 108 k-ft (9xAbx60ksix(d-a!2) Demand Capacity Ration OCR : !JNITED STRUCTURAL DESIGN LLC PROJECT NAME: HIE 2725 PALOMAR AIRPORT CANOPIES PROJECT LOCATION: 2725 PALOMAR AIRPORT RD. CARLSBAD, CA 92011 ENGINEER: JH REVIEWER: JE DATE: 8/16/2019 60 Connection Design -4 Panel Connection Inputs Member Sizes Reactions Flange bf Depth d Beam Size :1 W14X38 1 6.77 in 14.10 in Column Size: L W14X48 J 8.03 in 13.80 in Pu: 20.5 kips Vu: 3.2 kips Mu: 194 k-ft Design Summary Seel Column Embedment d,d:MOKOK Pole Footing Reinforcing:OK Spread Footing Reinforcing:OK Hodg Plate Size: Pole Footing Properties Design Concrete Strength: 2,500 pal Footing Diameter: 24 In Footing Depth H: 17.0 ft Steel Column Embedment d 1: 5.0 ft Footing Pressure: 800.0 psi Size of Rebar Tales: #9 No. of Rebar Tales Each Side of Column: 2 Spread Footing Properties Design Concrete Strength: 2,500 psi Size of Rebar Each Side: r #9 No. of Rebar Tales Each Side of Column :1 - - Hodge Plate Connection Plate Strength: 50 ksi Plate Width :r 6.50 In OK Plate Height: 14 in 'OK Minimum Weld Length = 27.1 In Plate Thickness: 0.75 In Minimum Plate Thickness = 0.6 in Weld Size (D/16) : 5 J - - Embedment of Steel Column in Pole Footing Check Column : W14X48 Column Flange Width bf : 6.6 In Column Embedment d 1 : 60.0 in Effective Column Flange Width bfeff : 3.9 In (0.60xbf) w: 0.6 Concrete Bearing Capacity Wbn : 1,275 psi ((Pxo.85xrc) Bearing Section Modulus Sb : 2361.60 ina3 (bf 5xd 2/6) Ultimate Bearing Pressure bu: 984.61 psi (Mu/Sb + Vu/(bf5ad.,,I)) Demand Capacity Ration DCR : 77%'I(bu/(pbn) Pole Footing Reinforcing Check : Phoenix. AZ 775-351-9037 www.unitedstr.com srRucyuRAI. DESIGN LLC CSITRUCTURAL NITED DESIGN LLC - PROJECT NAME: iiiE 2725 PALOMAR AIRPORT CANOPIES PROJECT LOCATION: 2725 PALOMAR AIRPORT RD. CARLSBAD, CA 92011 1 ENGINEER: JH REVIEWER: JE DATE: 8/16/2019 &i* Spread Footing Reinforcing Check Column : W14X48 Column depth dc : 13.8 in Size of Reber Each Side: 119 No. of Reber Each Side of Column: 4 Area of Reinforcing Ab: 4.00 in2 Ultimate Shear Force Vu: 189.0 hips Area of Shear Reinforcing Av: 8.00 1n52 ip: 0.9 Capacity of Shear Reinforcing WVn : 259.2 kips (çxO.6x6OksixAv) Demand Capacity Ration DCR :1 61 Spread Footing Reinforcing Check Column : W14)(48 Column depth dc : 13.8 in Column Flange Width bfc : 8.0 in Beam : W14X38 Beam depth db : 14.1 In Beam Flange Width bib : 6.8 In UltimateTensile Force Tu: 189.0 kips rp: 0.9 Plate Width: 6.5 in Plate Thickness: 0.8 in Capacity of Hodge Plate WPn : 219.4 kips Demand Capacity Ration OCR :1 86% 1 Minimum Weld Length: 27.1 in Phoenix. AZ 775-351-9037 www.unicedstr.com