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2735 PALOMAR AIRPORT RD; ; CBC2018-0664; Permit
4htyof Carlsbad Commercial Permit Pemit No: CBC2018-0664 'Work Class: Cogen Status: Closed - Finaled Lot #: Applied: 11/29/2018 Reference #: Issued: 07/12/2019 Construction Type: Permit Finaled: Bathrooms: Inspector: . TAlva Orig. Plan Check #: Final Plan Check #: Inspection: 1/22/2020 1:42:20PM Print Date: 01/22/2020 Job Address: 2735 Palomar Airport Rd Permit Type: BLDG-Commercial Parcel No: 2132621600 Valuation: $275,000.00 Occupancy Group: # Dwelling Units: Bedrooms: Project Title Description: STAYBRIDGE SUITES: 126 KW ROOF MOUNT PV SYSTEM/I ADD CARPORTS Applicant: Owner: Contractor: DAVID BELL ALPS GROUP KODIAK MOON CONSTRUCTION LLC 2735 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+) $1,247.25 BUILDING PLAN CHECK FEE (BLDG) • $873.08 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $89.00 SB1473 GREEN BUILDING STATE STANDARDS FEE • $11.00 STRONG MOTION-COMMERCIAL - $77.00 Total Fees: $2,297.33 Total Payments To Date: $2,297.33 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 1760-602-2700 1760-602-8560 f I www.carlsbadca.gov itv 0 YO Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check Est. Value PC Deposit Date ii929. -jr Job Address APN: Tenant Nam Lot #:________ Occupancy: Construction Type: Fire Sprinklers: yes / no Air Conditioning: yes / no BRIEF DESCRIPTION OF WORK: ?o.>F71'hn r , /7 LI Addition/New: New SF and Use, New SF and Use, Deck SF, 99fl1'tie-€ever SF (not-,e1'udin5 flatwurk) C-''- i:i Tenant Improvement: SF, Existing Use Proposed Use SF, Existing Use Proposed Use LI Pool/Spa: SF Additional Gas or Electrical Features? LI Solar:' KW, _____ Modules, Mounted, Tilt: Yes / No, RMA: Yes / No, Panel Upgrade: Yes / No 0 Plumbing/Mechanical/Electrical Only: U6- - W-S a APPLI CANTIPRI MARY) PROPERTY OWNER Name: Lu'ici '// Name: Address: '1°'? Al. Pr/i' Or 3 ?'( Address: City: fre.( State:en Zip: ' o)) City: State: Zip: Phone: .Jfl.oT8 Phone: Email: rib & Email: DESIGN PROFESSIONAL CONTRACTOR BUSINESS Name: Name: Address: Address: 12..91 '1o4-ç 4-e. (J., City: State: Zip: City: L J.ei[c4, State: CA- Zip: 4Q-o?7 Phone: Phone: 4O Email: Email: ekcl cyvs,oO\,CJflV Architect State License: State License: OL1 4 g Bus. License; LO5 00 Lj 9i j -c,L -9 (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he/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 {$5001). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Buildingcarlsbadca.gov B-2 Page 1 of 2 Rev. 06/18 POTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: ID 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. have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, forth .perfo mance of the work for which this permit is issued. My workers' comp sation insurance car ier and policy number are: Insurance Co any Name: A+'t.4e_____CPI f cC .iJ)5 4 'J)cC.... Policy No. L'7 Lj4 Expiration Date: 9-'-(( 9 IcrcJ. ID 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. A CONTRACTOR SIGNATURE: /h" DAGENT DATE: (OPTION B ): OWNER-BUILDER DECLARATION: I hereby affirm that lam 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). ID 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). ID 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 ID No I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address / 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? ID Yes ID No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? ID Yes ID No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? ID Yes ID 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 property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5'O' deep and demolition or construction of structures over 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 ection 106.4.4 Uniform Building Code). APPLICANT SIGNATURE: 7iI17' / DATE: 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuiIdingCarIsbadca.gov B-2 Page 2 of 2 Rev. 06/18 Permit Type: BLDG-Commercial Application Date: 11/29/2018 Owner: ALPS GROUP Work Class: Cogen Issue Date: 07/12/2019. Subdivision: Status: Closed - Finaled Expiration Date: 06/23/2020 AddreSs: 2735 Palomar Airport Rd Carlsbad, CA 92009-1729 IVR Number: 15722 Scheduled Actual Date Start Date Inspection Type .. Inspection No. Inspection Status Primary Inspector . Reinspection Complete Checklist Item COMMENTS . . Passed BLDG-Building Deficiency Yes 1211012019 1211012019 BLDG-34 Rough 112740-2019 Partial Pass Chris Renfro . Reinspection Incomplete . Electrical Checklist Item . COMMENTS . . . Passed BLDG-Building Deficiency Rough electrical for PV system line side tap Yes 12/16/2019 12126/2019 BLDG-34 Rough 114056-2019 Partial Pass Tony Alvarado Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Rough electrical for PV system line side tap Yes December. 26, 2019-Line-Side tap/connection approved per Chris Renfro, on December 16, 2019. (T.A.) 12/26/2019 BLDG-35 Solar 113669-2019 . Partial Pass Tony Alvarado Reinspection Incomplete Panel . Checklist Item COMMENTS BLDG-Building Deficiency Not ready 01/22/2020 01/22/2020 BLDG-Final 117072-2020 Passed Inspection - Checklist Item . COMMENTS Passed No Tony Alvarado Complete Passed BLDG-Structural Final Yes BLDG-Electrical Final Not ready Yes January 22, 2020 - . . . . . . Page 2of2 PermitType: BLDG-Commercial Application Date: 11/29/2018 Owner: ALPS GROUP Work Class: Cogen Issue Date: 07/12/2019 Subdivision: Status: Closed - Finaled Expiration Date: 06/23/2020 Address: 2735 Palomar Airport Rd Carlsbad, CA 92009-1729 IVR Number: 15722 Scheduled • Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 1110812019 11/08/2019 BLDG-11 110281-2019 Foundation/Ftg/Pier S (Reber) 11/19/2019 11/1912019 BLDG-34 Rough 111309-2019 Electrical Checklist Item Partial Pass Tony Alvarado Partial Pass Chris Renfro COMMENTS Reinspection incomplete Reinspection Incomplete Passed BLDG-Building Deficiency Rough electrical for PV system line side tap . Yes BLDG-35 Solar I1I308-2019 Failed Chris Renfro Reinspection Complete Panel Checklist Item COMMENTS Passed- BLDG-Building Deficiency Not ready No BLDG-Final 111307-2019 Failed Chris Renfro Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final Not ready No 11/25/2019 11125/2019 BLDG-11 111944-2019 Cancelled Tony Alvarado Reinspection Complete Foundation/Ftg/Pier s (Reber) Checklist Item COMMENTS Passed BLDG-Building Deficiency Contractor called and canceled. No 12/04/2019 12/04/2019 BLDG-11' . 112471-2019 Partial Pass Tony Alvarado Reinspection Incomplete Foundation/Ftg/Pier s (Reber) Checklist Item COMMENTS Passed BLDG-Building Deficiency Contractor called and canceled. No December 3, 2019: 1. Engineered spread footing/foundation per engineered detail S4-1 • at northwest location of parking lot, footing #9 indicates 8 inch Stormwater drain pipe running through footing. Storm drain runs across parking lot private-side. Requesting engineer stamped and signed letter and detail Addressing solution and or approval regarding this matter. 12/06/2019 12/0612019 BLDG-lI 112947-2019 Passed Tony Alvarado Complete Foundation/Ftg/Pier s (Reber) 12/09/2019 12/09/2019 BLDG-111 113116-2019 Partial Pass Chris Renfro Reinspection Incomplete Foundation/Ftg/Pier s (Rebar) January 22, 2020 Page 1 of 2 Ghostrider inc. PH. 760-473-5052: Fax 619-367-5791 E-mail, twghostrider01yahoo.com CLIENT ALPS Innovation LLC. DATE 11/8/2019 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, ghostriderInchotmail.com PROJECT Solar Carport - Holiday Inn Carlsbad ADDRESS 2735 Palomar Airport Rd. CITY Carlsbad, CA 92009 JOB# Ghostrider, Inc. BUILDING PERMrT/DSA/OSHPD# CBC-2018-0664 PLAN FILE U Not Applicable W. 0. U Not Applicable Caisson Material: U Native/Undisturbed Approved Plans Available Caisson Dia.: U 24" Caisson Depth: U 17' Safety Gear: Hardhats,Glasse Weather Sunny Bright REMARKS: Inspected drilling of caissons on project for solar panel system (North & South sides of building). Contractor is drilling caissons to depth and dimensions per plan. (Contractor has completed 7 caissons, 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 for remaining foundations. 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. CERTIFICATION OFCOMPLIANCE: To the best of our knowledge; all of the reported worfçunless otherwise noted, substantially compiles with approved plans, spedflcations and applicable sections of the building codes. For this report to be valid it must have a fuel report, signed by the special Inspector, stating "Final Report of Inspection and material testing". Without aflnalrepo,tthls document 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. & I. C. 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 (2013. CB.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 G'ho 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, twghostrideiOl@yahoo.com E-mail, ghostrlderinc©hotmall.com CLIENT ALPS Innovation I.I.C. 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 PROJECT Solar Carport - Holiday Inn Carlsbad ADDRESS 2735 Palomar Airport Rd. CITY Carlsbad, CA 92009 JOB# Ghostrider, Inc. BUILDING PERMrI/DSA/OSHPD# CBC-2018-0664 PLAN FILE # Not Applicable W. 0. U Not Applicable MRQMM 0M11eclIL!JG qii4IL? Caisson Material: # Native/Undisturbed Approved Plans Available Caisson Dia.: # 24" Caisson Depth: # 17' Safety Gear: Hardhats,Glasse Weather Sunny Bright REMARKS: Inspected start of drilling of caissons on project for solar panel system. Contractor is drilling caissons to depth and dimensions per plan. Contractor Drilled 3 caissons on the South side of building. Contractor encountered ground water on sporadic caissons at approximately 16 feet in depth. Work on project is ongoing. ..fy - .4 . L. 7,: I CERTIFICATiON OF COMPLI4NCE: To the best of our knowledge, all of the reported work unless otherwise noted, sebstantlally complies with approved plons. specakWans and applicable sections of the building codes. Forthis repoittobe valid It must hem afinal report, signed by the spedal Inspector, stating "Final Report of Inspection and material testing'. wlthoutaflnalrepo,tthls document Is Invalid. This report covers the locations of the wmkreported only and doesn't constitute engineering opinion or project control, Time in: Time out: Signature___________________________ Taylor White Authorization:THE DEPUTYS A. W.S. & I.C.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.CI. 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 7/VJ 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 TO Contact From Contact: Rahman Eng. Moksud Rahman Westeel Builders Bastam Fard moksud.rahman@gmoiI.com 310 Via Vera Cruz, bastam@westeelbuilders.com Suite#212 San Marcos, CA 92078. The response to this RFI may have SCHEDULE impact EIVES M NO The response to this RFI may have COST impact I LIVES Z NO 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. Responded by: 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 isnot meet, the project may be delayed ii Page 310 Via Vera Cruz, Suite# 212, San Marcos, CA. 92078 272 5 Phone (858) 524 -4353 2t'1S-oc4-,. Z75 -t17iR MyF 1-fr fD r.u. bOX iiU I-aIlDroO, UA S1U5 E-mail, twghostrIder01yahoo.corn ______E-mail, ghostriderinc©hotmaiL corn DAILY INSPECTION REPORlI CLIENT ALPS Innovation I.I.C. PROJECT Solar Carport - Holiday Inn Carlsbad DATE 12/9/2019 ADDRESS 2735 Palomar Airport Rd. ARCHITECT ECO Power Cliv 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-2018-0664 PLAN FILE # Not Applicable CONTRACTOR Kodiak Moon w. 0. # Nnt AnnIirhIs Rebar Rebar: Gr/Type: # A-615/Grade 60 Approved Plans Available Soil Technician Material: # Native Rebar Clearances Per Plans Rebar Positions Per Plans Rebar Sizes Per Plans Rebar Laps Per Plans Weather Sunny Bright Safety Gear: Hardhats, Glasse! REMARKS: Inspected depth and dimensions of caissons for (3) footings at eastern-most end of project as shown on approved drawings. Two of the caissons were found to be dug to proper depth and dimension, western-most caisson was only 16' deep, plans call for 17' foot embedment. Contractor has been notified and plans to re-drill caisson before pouring concrete. Inspected rebar for caisson columns as shown on approved drawings. Rebar was found to be of grade, size, and in conformity with approved drawings. Work on projectis ongoing. City of Carlsbad Note: Water was present in all caissons. Contractor plans to AQ0" DEC 10 2019 OPA?LDINd DIVISION sections of the building codes For this report to be validft must aflnareport, stgned by the special Inspector, staling uFinal Report of inspeidon mid thoutojInal report this document Is Invailt This reoort covets the locations of the VIA& renartedonlv and dgon't canditutaenalnoedno irninlon nrn,nlm Time in: Time out: Ian Logue Authorization: THE DEPUTYS I.C.C. & San Diego #1332: This is note government form. The Federal. State. County and at, seals only slanhfv that inspections are conducted under Federal. State, County and at, Codes (2016. C.D.Q. This document is not used for advcrtlslnn, mathetlnn ororomotlons. This document is used to convey compliance with the Codes. Ghostflder, Inc. 01-2008. Rev. (19)1/2016 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, twghostrIdes01yahoo.com E-mail, ghostddednc@hotmaii.com L'AILI INSPECTION REP11 CLIENT ALPS Innovation I.I.C. PROJECT Solar Carport - Holiday Inn Carlsbad DATE 11/18/2019 ADDRESS 2735 Palomar Airport Rd. ARCHITECI 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-2018-0664 PLAN FILE# Not Applicable CONTRACTOR Kodiak Moon W.o.# Not Applicable %1N0MVWXMM Material: # Native/Undisturbed Approved Plans Available Soil Technician Concrete Footing Safety Gear: Hardhats,Glasse 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 tested, multiple sand cone tests were performed. All tests were above 90916 compaction. Results are on a separate spreadsheet. Work on project is ongoing. - L H i- - codes. Fiw this repast robe vaL'd It must have afinal repair. signed bythespedol lnspectw stating "Final Report of InspecWon and matedol dwumentisinvcdldThisropotTimmOk ç1pqp44çfl W gInepdng opinion or pi*ct casthoI Time in: Time out: Signature - Taylor Whit Authorization: THE DEPUTYS A. W.S. & I.C.C. & San Diego 1287: This Is nota aovemmentfatrn. The Federal, State. County and City seals onl'vslanhfy that InwectIons are conducted undpr Federal. State, County and coy Codes I2013 COd. This dacimentis not used far adve,fblna, ma,*etina ornrcmoflons. This document is used to convey romellance with the Codes. Ghost,lder, Inc. 01-2008. Rev. (28)9/2015 Gho strider inc. Any Where Any Time PH. 760-473.5052 Around the World, Around the Clock PH. 858-212-5660 P.O. Box 1120 Fallbrook, CA 92088 E-mail, twghostrlderol©yahoo.com E-mail, ghostdderinc@hohnaii.com DAILY INSPECTION REPOR11 CUENT ALPS Innovation I.I.C. PROJECT Solar Carport - Holiday Inn Carlsbad DATE 11/30/2019 ADDRESS 2735 Palomar Airport Rd. ARCHITECT ECO Power CITY Carlsbad, CA 92009 409 N. Pacific Coast Hwy #834 Redondo Beach, Ca 90277 JOB # Ghostrwer. Inc. ENGINEER Allan Collins C-60527 BUILDING PERMIT/DSA/OSHPD# CBC-2018-0664 PlAN FILE# Not Applicable CON1RACVOR Kodiak Moon w.o.# Not Applicable Material: # Native/Undisturbed Approved Plans Available Soil Technician Mix # & Ticket: # Robrtsns 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 (for both address') foundations until competent material has been reached. Bottoms of excavation were probed with a 14" 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. 9th foundation running from West to East (1st foundation on this permit/address) contains a trom drain (Pic 1) within the foundation. TlONOFWMPUANcE Tofhebestoj esections of the building codes. Furl MPWWWA uàlásótherwlse nãtid, signed by the sped iithi ñipdftäUóñilñd "RnaI Repc4 of Inspection and materiel gbieedng WNW WPM jecfçanta$ Time in: Time out: Signature_________________________ 'ayIor Whit Authorization: THE DEPUTYS A. W.S. & I.C.C. & San Diego 1287: This is not a aa'atmrnent form. The Federal, State. County and Chv seats only slanif, that Inspections are conducted under Federal. State. County and City Codes 12013. CB.CJ This document Is not used for adveitisin a. morkeilno orommations. This document is used to convey comoliance ieid, the Codes. Ghostrlder, Inc. 01.2008. Rev. (18) 9/2015 e-mail, tw9flostr1aerU1çyahoo.com _____ REPOR1I ___E-mail, ghostndennchotmaIL cam bAILY INSPECTION CLIENT Owner PROJECT Photovoltaic Solar System DATE 12/9/2019 ADDRESS 2725 Palomar Airport Road ARcHITECT Not Applicable city Carlsbad, CA 92009 JOB # Ghostrider. Inc. ENGINEER Eco Power BUILDING PERMIT/OSA/OSHPD# CBC2018-0664 409 N. Pacific Coast Hwy., #834, Redondo Beach, CA 90277 PLAN FILE# Not Applicable CONTRACTOR Kodiak Moon Construction W. 0. # N/A Rebar Rebar: Gr/Type: # A-615/Grade 60 Approved Plans Available Soil Technician Material: # Native Rebar C!earances Per Plans Rebar Positions Per Plans Rebar Sizes Per Plans Rebar Laps Per Plans Weather Sunny Bright Safety Gear: Hardhats, Glasse REMARKS: Inspected depth and dimensions of caissons for (4) footings at western-most end of project as shown on approved drawings. Caissons were found to be dug to proper depth and dimension as shown on approved drawings. Inspected rebar for caisson columns as shown on approved drawings. Rebar was found to be of grade, size, and in co 79F;; proved drawings. Work on project is ongoing. City of Carlsba DEC.102019 BUILDING DIVISION sections of the building codes. ForthiS report to be valid It must have offal report signed by the special Inspector, stating "Final Report of Ii ithoutafinalrenoi't this document Is Invalid. This renoitcoveis the locations of the work renorted only and doesn't constitute enalneeiIna on Time in: Time out: Signature iLogue Authorization: THE DEPUTYS I.C.C. & San Diego #2332: This is not a novemmentfonn. The Federal, State. County and City seals only slnnlfv that lnsesctlons are conducted under Federal. State. County and City Codes 12016. C.O.CJ. This document Is not used for advortlslm matftftn orromotJons. This document Is used to convey compliance with the Codes. Ghostrlder, Inc. 01-2008. Rev. (19) 1/2016 ©rHLE t©©fl REQUEST FOR INFORMATION FORM RFI# 01 DATE 11/8/2019 DATE NEEDED BY 11/8/2019 TO: United Structural Design PROJECT NAME 2725 Palomar John Elder PROJECT# 119127 RFI Desc!iption Is it structural acceptable to have 2 x #9 rebars welded to each side of the column. Locations on Drawings: Metail #2. Note 3. RECORD CopV City of Carlsbad DEC 10 2019 BUILDING DIVISION ATTACHMENTS: I SUBMITTED BY: Evan Kaplan Project Manager RESPONSE TO RFI Confirmed structurally acceptable. SSIM 11/08/2019 OF RESPONSE BY: IDATE: I EsGil A SAFEbui(tCompany DATE: July 10th, 2019 APPLICANT JURIS. JURISDICTION: 'CARLSBAD X PLAN CHECK #.: CBC2018-0664 SET: VI PROJECT ADDRESS: 2735 PALOMAR AIRPORT ROAD PROJECT NAME: PV and 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. LII The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. E The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. fl The applicant's copy of the check list has been sent to: DAVID BELL 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: A Email: DB@EPD.CO Mail Telephone Fax in Person REMARKS: Applicant to addpe clouded Notes on the perforated returned Set to all reining plan sets: See sheets AtrV'(Minimum distance to PV Dedicated Panel 3'6") and E&(Iain service disconnect signage). By: Eric Jensen Enclosures: EsGil 06/27 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil ASAFEbuitfCompany DATE: June 12, 2019 JURISDICTION: CARLSBAD PLAN CHECK #.: E2180664 PROJECT ADDRESS: 2735 PALOMAR AIRPORT ROAD PROJECT NAME: PV and NEW CARPORT FOR ALPS APPLICANT JURIS. SEIY 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. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: DAVID BELL El 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: Eric Jensen Enclosures: EsGil 06/04 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 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 r CARLSBAD CBC20 18-0664 June 12, 2019 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: Eric Jensen PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) The battery enclosure units and the new subpanel will all be required to be bonded to the slab electrode shown on sheet E.5. Please include on the single line diagram. Include the Energport L3060 installation instructions that detail: Current limiting (690.71 (C) and Disconnecting Means (690.71 (H)). Instructions provided, requested information not provided. I don't see any protection/disconnection between the batteries and the inverter: Not in the specs, not in the installation manual, not on the electrical design. Demonstrate compliance with CEC 480.6 (Battery disconnection (if over 50 volts)). Include the service disconnection signage description for both services disconnects shown on sheet E.6. Include the neutral bond and electrode extension to the new service disconnect on the single line diagram. Not shown (and) include the transformer electrode design showing compliance with CEC 250.30(A) (4). Include voltage drop calculations for the feeder PV-AC2: Include the equipment grounding conductor upsize, if necessary. Information not provided. Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. - EsGil A SAFEbuit( Company DATE: (MZ2Of9J JURISDICTION: CARLSBAD O APPLICANT 0 JURIS. PLAN CHECK #.: B2o180642D PROJECT ADDRESS: 2735 PALOMAR AIRPORT ROAD PROJECT NAME: PV and 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. 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 LII 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: Eric Jensen Enclosures: EsGil 04/25 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2016 CBC, which adopts the 2015 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans CARLSBAD CBC20 18-0664 May 7, 2019 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: Eric Jensen PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen Update the structural design to accurately reflect the revised trash enclosure and roof. ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) The battery enclosure units and the new subpanel will all be required to be bonded to the slab electrode shown on sheet E.5. Please include on the single line diagram. 2. The electrical service room will require panic hardware for the doors, please verify that the existing has panic hardware or add to the plans. (See the next comment) The existing service requires a minimum of 6' clear the entire length of the service. CEC 110.26(C) Please clarify. Include the Energport L3060 installation instructions that detail: Current limiting (690.71 (C) and Disconnecting Means (690.71 (H)). Demonstrate compliance with CEC 480.6 (Battery disconnection (if over 50 volts)). Include the service disconnection signage description for both of the service disconnects shown on sheet E.6. Include the neutral bond and electrode extension to the new service disconnect on the single line diagram. CARLSBAD CBC2018-0664 May 7, 2019 8. Include voltage drop calculations for the feeder PV-AC2: Include the equipment grounding conductor upsize, if necessary. Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. EsGil A SAFEbuitttompany DATE: 3/18/19 JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0664 U APPLICANT U JURIS. SET: III PROJECT ADDRESS: 2735 PALOMAR AIRPORT ROAD PROJECT NAME: PV and NEW CARPORT FOR ALPS LII 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. LI 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 LII EsGil staff did not advise the app!icant 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: Eric Jensen Enclosures: EsGil 3/11/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained fri the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2016 CBC, which adopts the 2015 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section. etc. Be sure to enclose the marked up list when you submit the revised plans * CARLSBAD CBC20 18-0664 3/18/19 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 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: Eric Jensen ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) On single line diagrams please address the following: The following corrections still apply to this project Detail labeling of service disconnecting means. Complete detail of alternative power sources to the building. THIS PROJECT CONSISTS OF ESSENTIALLY TWO SOURCES OF POWER TO THE SITE. THE PRIMARY SOURCE IS THE UTILITY SERVICE THE SECONDARY SOURCE IS THE BATTERY POWER LOCATED IN THE SEPARATE CONTAINER BUILDING. Provide notation at each service consistent with CEC ( NEC) 230.2 ( E) Include ground electrode systems at remote structures. THE SEPARTE CONTAINER BUILDING SERVICE POWERED BY STORAGE BATTERIES MUST HAVE SEPARATE GROUND SYSTEM PER NEC 250.30 Note: If you have any questions regarding this Electrical and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. EsGil A SAFEbudtCompany DATE: 2/18/2019 U APPLICANT U JURIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0664 SET:!! PROJECT ADDRESS: 2735 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: 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 LI REMARKS: By: MORTEZA BEHEST! 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 PLAN CHECK #.: CBC2018-0664 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: 2/18/2019 - FOREWORD (PLEASE READ): OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 2/11 PLAN REVIEWER: Morteza Beheshti 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) 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. S EsGil A SAFEbuilfCompany DATE: 12/12/2018 l APPLICANT JURIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0664 SET:I PROJECT ADDRESS: 2735 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. 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 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 BEHESTI Enclosures: EsGil 12/3/2018 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK #.: CBC2018-0664 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 AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0664 PREPARED BY: Bert Domingo DATE: 12/12/2018 BUILDING ADDRESS: 2735 PALOMAR AIRPORT ROAD BUILDING OCCUPANCY: U BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) CTY ESTIMATE 275000 Air Conditioning Fire Sprinklers TOTAL VALUE . 275,000 Jurisdiction Code ICB IBY Ordinance 1997 UBC Building Permit Fee V 1997 UBC Plan Check Fee V Type of Review: El Complete Review U Repetitive Fee E Other Repeats El Hourly EsGil Fee J Structural Only Hr. @ * I $760.861 Comments: Inadditiôn to the above fee,an additional fee of $ is due khour , $./hr.) for the CGreenreñew. Sheet 1 of 1 GENERAL 1. 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: Bert Domingo 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. 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. 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 Bert Domingo 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 SAFEbui(fCornpany DATE: 12/12/2018 JURISDICTION: CARLSBAD O APPLICANT o JURIS. PLAN CHECK #.: CBC2018-0665 PROJECT ADDRESS: 751 RAINTREE DRIVE SET:! 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. Ej 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: DAVID BELL 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 LII REMARKS: By: MORTEZA BEHEST! Enclosures: EsGil 12/3/2018 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK #.: CBC2018-0665 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 AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0665 PREPARED BY: Bert Domingo DATE: 12/12/2018 BUILDING ADDRESS: 751 RAINTREE DRIVE BUILDING OCCUPANCY: U BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) CTY ESTIMATE 275,000 Air Conditioning Fire Sprinklers TOTAL VALUE 275,000 Jurisdiction Code jCB jBy Ordinance 1997 UBC Building Permit Fee V 1997 UBC Plan Check Fee V Type of Review: I Complete Review fl Repetitive Fee U Other Repeats U Hourly EsGil Fee U Structural Only I $760.86 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 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: Bert Domingo 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. The 1/0 ground electrode conductor bonding is undersized for the derived conductors tapped ahead of the main service disconnect. 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. Please detail the main electrical room to demonstrate egress and include Panic hardware at the door. EO.2 and EO.3 differ for the location of the PV disconnecting means. Please correct. Please identify each inverter and other equipment on plans to match with single lines. Please group the AC and DC disconnecting means for inverters. 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 Bert Domingo 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. 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 2735 PALOMAR AIRPORT RD 92009 Attention: Plan Checker Attached you will find gravity calculations to assess the roof framing capacity to support the proposed ballast system(see attached calculations) Please call me at 951-776-1515 or by email at structuralengineer1ive.com if you have any questions . fflmo:~ Collins Allan, PE Civil Engineer IOU C 60527 CBC20I8-0664 2735 PALOMAR AIRPORT RD HOLIDAY INN: 222 KW AC PV SYSTEM (ROOF MOUNT AND CARPORTS) I INSTALL CARPORTS (17400 SF) 2132621600 11/29/2018 CBC20I8-0664 2735 PALOMAR_ AIRPORT RD_92009 RED "5" TRUSS-30- MAX SPAN-24" DEEP @ 24" 0/C COMMENTS NUMBER OF MODULES 382 BALLAST MODULE LENTH 77.17 INCHES MODULE WIDTH 38.98 INCHES MODULE AREA 20.89 SQUARE FEET TOTAL MODULE AREA 7979.79 SQUARE FEET UNIT WEIGHT 52.9 lB NUMBER OF CMU BLOCKS 721 TOTAL NON BALLAST WEIGHT 22855 lB TOTAL BALLAST WEIGHT 21630 lB GRAND SYSTEM WEIGHT (GSM) 44485 lB GSM/ARRAY AREA 3.88 IGNORE GSM/TOTAL MODULE AREA 5.57 ADDITIONAL LOAD DEAD LOAD OF ROOF(PSF) 20.57 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 493680 SQUARE FEET MODULE DEAD LOAD/ROOF DEAD LOAD 9% 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 9:32 AM RedSpecTm 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 shall be produced by RedBuilt Engineering. All open-web trusses are custom designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limited to that required to resist the specific loads. 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% 0.516 2.000 L / 698 L / 180 PASS SUPPORTS Support 1 Support 2 Live Reaction (lb) (DOL%) 612 (125) 612(12S) Dead Reaction (lb) 626 626 Total Reaction (lb) (DOL%) 1238 (125) 1238 (1125) Bearing Top Chord Top Chord Support Wall Wall 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 5.6 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 methodolgy: 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 (plf) = 81 C:\Users\Allan Engineering\Documents\RedSpec\Projectl.red 11/27/2018 9:32:28 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"4 associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltTm, RedSpec"", Red-P', Red-I451', Red-1451Y', Red-I58TM, Red-I65TM, Red-165T'", Red-I90TM, Red-190HTM, Red-I90HS"", Red-LTM, Red- LTTM, Red_WTM, Red_STM, Red-M"", Red-HTM, RedLam"', FloorChoice"' are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010-2018 RedBuilt LLC. All rights reserved. 1. - ' '-(,'..' '•' ..."l " Project Adress p2735 PALOMAR AIRPORT RD CARLSBAD;CA 92011 Engineer'JH t Checked By JE / Issue Date: November 10, 2018 Phoenix, AZ 480-454-6408 www.unitedstr.com www.unitedstr.com Sfra4iNwak C low , oo). °° CO 04 rz NN 0 Ow CO V1- I CIO 200 C%4 Inop I 0 Z,0 C1 W. o C..) I 206 C.) j Go o cCz I W 86 I C1j I L POz David Grapsas, P.E. Principal John Eider, P.E. Principal RUCTUR:AL DESIGN :L.LC: * TABLE OF CONTENTS PAGES DESIGN &RITEPJA AND DESIGN LOADS 1-12 STRUCTURE KEY PLAN AND LAYOUT 1.3 PURLIN DESIGN 1.4 - jq 6 PANEL STRUCTURE ØEAM DESIGN 20 -25 LATERAL. ANALYSIS AND COLUMN DESIGN - 26 -40 FOOTING DESIGN-42.- 52 CONNECTION CHECK s3 -S4 David 6rapsas, P.E. Prinopii Phoenix, AZ John Elder, P.E. 480-454-6408 Principal www.unitedstr.com www.unitedstr.com N I T . ED STRUCTURAL DESIGN LLC PROJECT NAME: HIE 2735 PALOMAR AIRPORT CANOPIES S PROJECT LOCATION: 2735 PALOMAR AIRPORT RD. CARLSBAD, CA 92011 ENGINEER: JH REVIEWER: JE DATE: 10/24/2018 Project Name: HIE 2735 PALOMAR AIRPORT CANOPIES Job Number: CODE California Building Code 2016 LOADS Roof: Dead Load DL: 8.0 psf Roof Live Load RU.: 12.0 psf Wind Risk Category______________________________________ V: 100 MPH Exposure Category: C Importance Factor (I,.): Mean Roof Height: 15.0 ft 0.85 0.85 1.0 0.85 Enclosure Classification: Open Building Seismic Risk Category ___ I Importance Factor (IJ: Seismic Site Class: 0 Seismic Design Category: D S.: 1.043 S1 : 0.404 SOS : 0.753 Sot: 0.430 R: 1.25 1.25 Cd: C,: 0.602 Snow Load Pa..,,,: 0.0 psf I,: 0.80 C1: 1.20 (Unheated and Open Air Structures) Exposure: C C,: 1 P,,,,,: 0.0 psf P: 0.0 psf C,: 1.00 0.0 psf Phoenix, AZ 480454-640$ www.unitcdstr.com 1.1N:TE:D STRUCTURL DESIGN LLC PROJECT NAME:HIE 2735 PLOMAR AIRPORT CANOPIES PROJECT LOCATION: 2735 PALOMAR AIRPORT RD. CARLSBAD, CA 92011 ENGINEER: iN REVIEWER: JE DATE: 10/24/2018 Dead Load Solar Panels: . Purlins: E3-wosf; Beams: MIsc.: Total Dead Load: 8.0 psf Material Strengths Concrete: Assumed f'c: 2500 psi Steel: Rebar: ASTM A615, Fy = 60ksl ASTM A706, Fy = 60ks1 Bolts: ASTM A325N Anchor Rods: ASTM F1554 Gr. 55 W Section: ASTM A992, Fy = 50ks1 M, 5, C, MC, I Sections: ASTM A36, Fy = 36ks1 HSS Rect. Section: ASTM ASOO Gr. B, Fy = 46k51 HSS Round;Section: ASTM ASOD Gr. B, Fy = 42ks1 Light Gage Steel: Fy = 55ks1 Soil: Allowable Soil Bearing:ipsf ' Allowable Lateral Bearing: tiPstLftJ4 Phoenix, AZ 480-4546408 www.unitedetr.com United Structural Design LLC JOB TITLE HIE 2735 PALOMAR AIRPORT CAOPIES P0 Box 33245 Phoenix, AZ 85057 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 & Miscellaneow Risk Category & Importance Factors: Risk Category =11 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 () 1.48/12 7.0 deg Building length (L) 270.0 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 0 psf 0 psf United Structural Design LLC JOB TITLE HIE 2735 PALOMAR AIRPORT 2ANOPIE P0 Box 33245 Phoenix, AZ 85067 JOB NO. SHEET NO._________ (480) 454-6408 CALCULATED BY JH DATE_________ CHECKED BYJE DATE________ 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 2 0.849 tl Type of roof Monoslope V(z)J z Speed up Topographic Factor (Kzt) V z) ,4upwwid) ddowriumd) Topography Flat Hill Height (H) 0.0 ft H< 15ft exp C H12 Half Hill Length (Lh) 0.0 ft Kzt=1 0 LhH12 Actual H/Lh = 000 ., Use H/Lh = 0.00 Modified Lh = 0.0 ft : . .. ESCARPMENT From top of crest: x = 0.0 ft I V(z) Bldg up/down wind? downwind . . Speed-up H/Lh 0.00 K1 = 0.000 xlLh = 0.00 K2 = 0.000 2jZ) x(upwind) .x(downwind) z/Lh = 0.00 K3 = 1.000 .... . Hi4j At Mean Roof Ht I Lh H121 I Kzt=(1+K1K2K3)A2= 1.00 ............. 20 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> 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 15 ft C = 0.20 9Q, 9V 3.4 LZ 427.1 ft 0.92 l= 0.23 G = 0.88 use G = 0.85 G = 0.85 Using rigid structure default Flexible or Dynamically Sensitive Structure Natural Frequency (q,) = 0.0 Hz Damping ratio (13) = 0 /b 0.65 /0= 0.15 Vz= 84.4 N1 = 0.00 R= 0.000 Rh = 28.282 ri = 0.000 RB = 28.282 ri = 0.000 RL = 28.282 q = 0.000 91L = 0.000 R = 0.000 G = 0.000 h= 15.0 ft United Structural Design LLC JOB TITLE HIE 2735PALOMAR 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 a 1.1Aoi YES Ag 0.0 sf Ao > 4 or 0.01Ag YES Aol 0.0 sf Aoi / Agi s 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 a 1.1Aoi Ao> smaller of 4 or 0.01 Ag Aoi/Agi S 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 large 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 Altitude adjustment toconstant0.00256(caution - seecode): Altitude = 0 feet Average Air Density = 0.0765 Ibm/ft3 Constant = 0.00256 t United Structural Design LLC P0 Box 33245 Phoenix, AZ 85067 (480) 454-6408 JOB TITLE HIE 2735 PALOMAR AIRPORT CANOPIE JOB NO. SHEET NO._____________ CALCULATED BY JH DATE___________ CHECKED BY JE DATE__________ And Loads - Open Buildings: 0.25 h/L :5 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 Rldae Wind Load Wind Direction = 0 & 180 deg Flow Case Cnw Cnl A Cn= 1.20 0.30 Clear Wind p = 18.8 psf 4.7 psf Flow Cn= -1.10 -----------1.6 -0.10 p= -17.3 psf 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 measures - Wind Parallel to Rldae. V = 90 dea Wind Load Horizontal Distance from Windward Edge Flow Case ~h >2h Cn = -0.80 II Wind A -0.30 Clear p = psf Flow In>h 2h -12.6 psi1f 4.7 Cn = 0.80 1 0.30 p =12.6 psilI 4.7 psf 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=4.0ft a2 =16.0sf 4a2 = 64.0sf Clear Wind Flow Effective Wind Area zone 3 zone 2 zone I positive negative positive negative positive negative 16sf 3.15 -4.14 2.36 -2.07 1.57 -1.38 >16, 64sf 2.36 -2.07 2.36 -2.07 1.57 -1.38 >64 Sf 1.57 -1.38 ------------------------ 1.57 -1.38 1.57 -1.38 J!L. .±:12 ...S.!1!t. psf .J . Wind 64 sf --- S 37.1 psf • -32.6 psf -1:tPL. Lt!L ..:atL2;iu L -21.7 psf pressure > 64 s 24.7 psf -21.7 psf 24.7 psf -21.7 psf 24.7 psf -21.7 psf LI 3 2fl2fl 3 I 1 M313 United Structural Design LLC JOB TITLE HIE 2735 PALOMAR AIRPORT CANOPI9 P0 Box 33245 Phoenix, AZ 85067 JOB NO. SHEET NO.____________ (480) 454-6408 CALCULATED BY JH DATE____________ CHECKED BY JE DATE___________ Location of Wind Pressure Zones .4[ L. Cw CNL wam DECflON V- 01,10V I IROUCH PnH 4 4 MUZ4LU WIND DIRECTION y = 0°. 180° WD Wfl DEC1I0W DEC1!ONI PFICHED TROUGH WIND DIRECTION y = 90° MAIN WIND FORCE RESISTING SYSTEM e< 100 ea 100 MONOSL.OPE PITCHED ORTROUGHED ROOF COMPONENTS AND CLADDING 10124/2018 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 byLocation Search InformatiOn Address: 2735 Palomar Airport Rd, Carlsbad, CA 92010; USA Coordinates: 33.129835,-117.25736970000003 - Timestamp: 2018-10-24T16:53:40.966Z . Hazard TYPO:. Wind M?pResults . .. ;. r. lk~ 50 ':A 1-74 . . -' -. - - . . ..: .. - 4 :r •,,. .. -. ';-'.:- Oda : :Mop date @-2R9OWA PR UMI Text Results ASCE 7-16 MRI . 10-Year .................................................................................................................................................................................................. 67mph MRI 25-Year -------- ----- ------. ------ 72mph MRI50-Year ....................................... ------------------- --................................................................ -..................................... ------------------78 mph 100-Year ..................................................... ..................... - ------ .- ---------------------------------------------------------------------- --- .............. 83 mph RiskCategory I -------------------------------------------------------------------------------------------------------------------------------------------------------------------90 mph RiskCategory II ----------------------------------------------------------------------------------------------------------------------------------------------------------------------97 mph RiskCategory --- --------------------------------------------------------------- -------------------------- -------------- -------- -- ------ -------------------------------------- --i mph RiskCategory IV ----------------------------------------------------------------------------------------------------------------------------------------------------------------107 mph ASCE14O MRI 10-Year .................................................................................................... .... 72 mph MRI 25-Year .......................................................................................................................................................................................79 mph MRI 50-Year --------------------------------.. ................................._ ........................................................- .................................................85 mph MRI 100-Year ............................................................... .....,. ...................91 mph Risk Category I .;....................................................................................................................................................100 mph Risk Category II ................................................................................................................................................................................110 mph 1/2 10/24/2018 ATC Hazards by Location RiskCategory Ill-N ......................................................................................................... p115 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 fines 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 2735 PALOMAR AIRPORT CANOPIES 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: 0 Ss (0.2 sec) = 104.30 %g SI (1.o sec) = 40.40%g Fa= 1.083 Sms = 1.129 S08 = 0.753 Design Category = D Fv= 1.596 Smi = 0.645 S01 = 0.430 Design Category = D Seismic Design Category = D Number of Stories: 1 Structure Type: Moment-resisting frame systems of steel Horizontal Struct lrregulanties: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 (flo) = 1.25 Deflection Amplification Factor (Cd): 1.25 S05 = 0.753 S01 = 0.430 Seismic Load Effect (E) = p f +1- O.2SDS 0 Special Seismic Load Effect (Em): fib Q5 +1- 025os D PERMITTED ANALYTICAL PROCEDURES p = redundancy coefficient = pOE +1- 0.151D QE= horizontal seismic form = 1.3 0E 0.151D 0 = dead loac Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis - Permittec Building period coef. (CT) = 0.028 Approx fundamental period (Ta): Ci1V = User calculated fundamental period (T)= Long Period Transition Period (TL) = ASCE7 map = Seismic response coef. (Cs): S05l/R = need not exceed Cs = Sd1 I IRT = but not less than Cs 0.044Sdsl = USE Cs = Cu= 1.40 0.276 sec x= 0.80 Tmax = CuTa = 0.387 sec Use T = 0.276 8 0.602 1.244 0.033 0.602 Design Base Shear V = 0.602W Model & Seismic Response Analysis - - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift = 0.020h5x where hsx is the story height below level x Design Horizontal Response Spectrum Sa(g) 2 . 4 6 6 '. 8 MCER Horizontal Response Spectrum Sa(g) 1.00 0.80 0.60 0.40 0.20 0.00 0 2 4 0.60 0.40 0.20 0.00 Period (a) 0 10/24/2018 - ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. TC' Hazards by Location Search Information Address: 2735 Palomar Airport Rd, Carlsbad, CA 92010, USA Coordinates: 33.129835,-117.25736970000003 Timestamp: 2018.10.24T16:54:56.426Z Hazard type: Seismic Reference Document: ASCE7-10 Risk Category: I Site Class: D * Report Title: Not specified Map Results - Text Results Basic Parameters Name Vaiue Description S5 1.043 MCER ground motion (per(od0.28) S1 0.404 MCER ground motion (peflod1.0s) SMS 1.129 SIte-modified spectral acceleration value SMI 0.645 Site-modified spectral acceleration value SDS 0.753 Numeric seismic design value at 0.2s SA ,S01 0.43 Numeric seismic design value at lOs SA Additional information Name Value Description 1/2 10/24/2018 ATC Hazards by Location SDC • D Seismic design category F5 1.083 Site amplification factor at 0.2$ Fv 1.598 Site amplification factor at 1.0s PGA 0.399 MCE0 peak ground acceleration 'FPGA 1.101 Site amplification factor at PGA PGAM 0.439 Site modified peak ground acceleration TL 8 Long-period transition period (a) SsRT 1.043 Probabilistic risk-targeted ground motion (0.25) SsUH 1.057 Factored uniform-hazard spectral acceleration (2% probability of exceedance In 50 years) SsD 1.5 Factored deterministic acceleration value (0.28) SIRT 0.404 Probabilistic risk-targeted ground motion (1.08) !SIUH 0.389 Factored uniform-hazard spectral acceleration (2% probability of exceedance In 50 years) SID 0.6 Factored deterministic acceleration value (lOs) 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 local Authority Having 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 webslte 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. 12 2/2 13 N.:.I:T:'E..D ST R:UCTU:RA.t DESIGN LLC:. Di'PIAL KEPLAN TYPICAL KEY PLAN GRID- - David Grapsas P.E. Principal Phoenix, AZ John Elder, P.E. 480-454-6408 Principal www.unitedstr.com www.unitedptx.com N:' RU:CTU:RA.::L DESIGN LLC. 14 Purlin Span Purlin Tributary Width:5 3 Dead Load Dead Load: 3.5 psf (Pius Self Weight) -'-1- WOL: 12.3 pif 27.0 ft Roof Uve Load Roof Live Load: 12.0 psf Wea: 42.0 Of Snow Load Snow Load: 0.0 psf WSL: 0.0 pif Wind Load Wind Load: 24.7 psf WWL: 86.6 pif Wind Uplift Load: -21.7 psf WWL: -75.9 Of See Output for Purlin Size David Grapsas, P.E. Principal Phoenix, AZ John Elder, P.E. 480-454-6408 Principal www.unitedstr.com www.unitedetr.com 15 CFS Version 10.0.4 Page 1 Section: 10x3.5x14 Ga.cfss Channel 10x3.5x0.8x0.075 Rev. Date: 8/31/2017 1:13:00 PM Printed: 10/23/2018 1:55:56 PM US Version 10.0.4 Page 1 Section: 10x3.5x14 Ga.cfss Channel 104.54.84.075 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 iflA6 Torsion Constant Override, J 0 inA4 16 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 Revision Date and Time 1 10x3.5x14 Ga.cfss 8/31/2017 1:13:00 PM Start Loc. End Loc. Braced R k4 Lm (ft) (ft) Flange (k) (f t) 1 0.000 27.000 None 0.0000 0.0000 27.000 ex ey (in) (in) 1 0.000 0.000 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. (deg) (ft) 1 Distributed 90.000 0.000 Loading: Roof Live Load Type Angle Start Loc. (deg) (ft) 1 Distributed 90.000 0.000 Loading: Wind Load Type Angle Start Loc. (deg) (ft) 1 Distributed 90.000 0.000 End Loc. Start End (ft) Magnitude Magnitude 27.000 -0.012250 -0.012250 k/ft End Loc. Start End. (ft) Magnitude Magnitude 27.000 -0.042000 -0.042000 k/ft End Loc. Start End (ft) Magnitude Magnitude 27.000 -0.075950 -0.075950 k/ft CFS Version 10.0.4 Page 2 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 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+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 k 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 in'2 Ixe 20.708 inA4 lye 2.106 inA4 Sxe(t) 4.1415 inA3 Sye(l) 2.2093 A3 Sxe(b) 4.1415 inA3 Sye(r) 0.8268 inA3 18 19 CFS Version 10.0.4 Page 3 Analysis: Analysis 1.cfsa 27ft Span Simple Beam Rev. Date: 10/23/2018 1:55:40 PM Printed: 10/23/2018 1:55:56 PM Interaction Equations NAS Eq. H1.2-1 (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 <= 1.0 NAS Eq. H2-1 (My, Vx) Sqrt(O.000 + 0.000)= 0.000 <= 1.0 20 114- Sl Ifils. 114. 5411/tS, 11114' BOUQfQML _ OUQM OF rAIWN - -----L1 STRUCTURES I & 2 SECTION 1I4 1.0 David Grapsas, P.E. Prindpal Phoenix, AZ John Elder, P.E. 480-454-6408 principal www.unitedsecom www.unitedstr.com 21 ---- -6 PANEL Beam Spani :iftI?. Beam Trib Width Dead Load Dead Load: 5.5 psf (PLUS SELF WEIGHT) WOL: 148.S Of Roof Live Load Roof Live Load: 12.0 psf W: 324.0 plf Snow Load Snow Load: 0.0 psf WSL: 0.0 Of Wind Load Wind Load: 24.7 psf W: 667.7 Of 19.5 ft 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 .'73 N''I T E D Sheet no. STRUCTURAL DESIGN LLC Job Ref. Project 2735 Palomar Airport Solar Canopies Date Subject Steel Beam - 6 Panel Caic. by 22 I 18167 10/23/2018 JH STEEL BEAM ANALYSIS & DESIGN (AISC360-10) In accordance with AISC360 1411, Edition published 2010 using the LRFD method Tedds calculation version 3.0.12 Load Envelope. Combination I 1.054 0.5 I ft 19.5 A 1 B Load Envelope. CombinationS 1.076- 0.0- ft I 19.5 A 1 . a hip_ft BendIng Moment Envelope .204.6 -204.609- A 1 B Shear Force Envelope hIps 21.5 20.9::] ft 19.5 Support conditions Vertically restrained Support A Rotationally restrained Ii ITE D Sheet no. 2 23 STRUCTURAL DEMGN LLC Job Ref. 18167 Project 2735 Palomar Airport Solar Canopies Date 10/23/2018 Subject Steel Beam -6 Panel Calc. 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 1 - 1.2D+1.OW+0.5Lr Support A Dead x 1.20 Wind 1.00 Roof live x 0.50 Dead x 1.20 Wind 1.00 Roof live x 0.50 Support B Dead 1.20 Wind x 1.00 Roof live x 0.50 Load combination 2- 1.20+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 x 1.60 Support B Dead x 1.20 Wind x 0.50 Roof live x 1.60 Analysis results Maximum moment Mmax = 0 kips_ft Mmin = -204.6 kips_ft Maximum moment span 1! segment I Msi..segi_max = 0 kips_ft Msi_segi_min = -204.6 kips_ft Maximum moment span I segment 2 Ms1.seg2_max = 0 kips_ft Msi.segLmcn = .90.9 kips_ft Maximum moment span I segment 3 Msisegmax = 0 kips_ft Msi.segmin = .22.7 kips_ft Maximum shear Vmax = 21 kips Vmin = 0 kips Maximum shear span I segment I Vsi_segi_max = 21 kips Vsiegi_min = 0 kips Maximum shear span I segment 2 Vs1seg2_max = 14 kips Vs1_seg2_mln = 0 kips Maximum shear span I segment 3 Vs1_seg3_max = 7 kips Vs1_seg3_mln = 0 kips Deflection segment 4 &ax = 1.9 in ömun = 0 in Maximum reaction at support A R&max = 21 kips RA_min = 20.5 kips N-1 TE -D STRUCTURAL DESIGN LLC Project 2735 Palomar Airport Solar Canopies Subject Steel Beam -6 Panel 24 Sheet no. 3 Job Ref. 18167 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 RA—Dead = 3.6 kips R&_wnd = 13 kips R&_Roof live = 6.3 kips RB_max = 0 kips W 14x38 (AISC 14th Edn (v14.1)) A992 Fy = 50 ksi Fu = 65 ksi E = 29000 ksi R_min = 0 kips p.. jD 31 T AL Resistance factors Resistance factor for tensile yielding 4ty = 0.90 Resistance factor for tensile rupture Or = 0.75 Resistance factor for compression OC = 0.90 Resistance factor for flexure Ob = 0.90 Resistance factor for shear OV = 1.00 Lateral bracing 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 134.1 Classification of flanges in flexure - Table B4.1b (case 10) Width to thickness ratio bt 1(2 x tt) = 6.57 Limiting ratio for compact section Xpff = 0.38 x /[E I Fy] = 9.15 Limiting ratio for non-compact section Xff = 1.0 x I[E / F] = 24.08 Compact : NI TE D STRUCTURAL DESIGN LLC Project 2735 Palomar Airport Solar Canopies Subject Steel Beam - 6 Panel 25 Sheet no. 4 Job Ref. 18167 Date 10/23/2018 Calc. by JH Classification of web In flexure -Table 134.1b (case 15) Width to-thickness ratio (d - 2 x k) / tw = 39.58 Limiting ratio for compact section XW = 3.76 x 1[E I Fy] = 90.55 Limiting ratio for non-compact section Xw = 5.70 x 'I[E I Fy] = 137.27 Design of members for shear - Chapter G Compact Section is compact in flexure Required shear strength Vr = max(abs(Vmax), abs(Vmin)) = 20.986 kips Web area 0 Adxt4.371 in Web plate buckling coefficient . k = 5 Web shear coefficient - eq G2-2 C, = 1.000 Nominal shear strength - eq G2-1 V = 0.6 x Fy x Aw x C, = 131.130 kips Design shear strength V = , x Vn = 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 Mnld = Mp = Fy x Zx = 256.25 kips_ft Lateral-torsional buckling - Section F2.2 Unbraced length Lb = Lsi_segi = 78 in Limiting unbraced length for yielding - eq F2-5 Lp = 1.76 x ry x 1[E I Fy] = 65.699 in Distance between flange centroids h0 = d - tf = 13.585 in c=1 r = 4[4(l X Cw) I Sx] = 1.822 in Limiting unbraced length for inelastic LTB - eq F2-6 Lr = 1.95 x rts X E /(0.7 x F) x I((J x C I (Sx x h0)) + 1((J x C I (Sx x h0))2 + 6.76 x (0.7 x F I E)2)1 = 195.1 in Cross-section mono-symmetry parameter Rm = 1.000 Lateral torsional buckling modification factor Gb = 1.000 Nominal flexural strength for lateral torsional buckling - eq F2-2 Mnith = Cb x [Mp - (M - 0.7 x Fy x Sx) x (Lb - L) / (Lr - L)] = 247.029 kips_ft Nominal flexural strength Mn = min(Mn)id, Miti,) = 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 Maximum deflection span I = 2x Li /180 = 2.6 in = max(abs(ömax), abs(6min)) = 1.868 in PASS - Maximum deflection does not exceed deflection limit STRUCTURAL DESIGN .LLC: ZD ANALYSIS AND COLUMN DESIeN - (a PANEL Beam Spani Beam Span2:!19.51t Structure :e; Width H:: Fascia Thickness T.: Llotle.. 26 x V 0.0000 0.0000 0.0000 12.3869 -19.3534 10.0000 19.3534 14.7738 wIl 2-0 - i I 1: Base: 2: Beam/Column intersection: 3: Left End Beam: 4: Right End Beam: Dead Load Dead Load: 8.0 psf WOL: 216.0 pif Roof Live Load Roof Live Load: 12.0 psf Wp: 324.0 p11 D Snow Load Snow Load: 0.0 psf WSL: 0.0 Of Wind Load Wind Flow Load Case Wind Direction Wind Direction V-0 deg y = 180 deg C,,,, C C,,,,, C. 0.00 A p = 18.8 pal 4.7 psf B p= -17.3 psf -1.6-psf - - -- WIND 1 WIND 5 Fascia Shear W,,,,= 508.7 p11 W,,,, VJ 0.0k 127.2 plf W, WIND W1ND6 W,,,,,= 127.2 plf %Vnj 508.7 pif W,,1 WIND WIND7 W,,, -466.3 pif W,,,, Wi -42.4 p11 W,,1 WIND4 WIND W,,,, -42.4 p11 W,,, -466.3 p11 W 1 Seismic Load WOL: 216.0 pif Cs: 0.602 Sm: 0.753 V 0: 5.1k p: I (Weak Axis) VEQ: 6.6k P: 1.3 (Strong Axis) See Output for Column Size David Grapsas, P.E. Pnncipal Phoenix, AZ John Elder, P.E. 480-454-6408 Principal www.unitedstr.com Column Desl#n Strong Axis (From 2D Analysis) Pu :i3kT' Vu135.k .: Mu :.8 k-ft I Weak Axis (Seismic) Pu: 11.4k Vu: 5.1 It Mu: 62.9 k-ft www.unitedstr.com I N ITE D STRUCTURAL DESIGN LLC Sheet no. Job Ref. 18167 27 Project 2375 Palomar Airport Solar Canopies Date 10/23/2018 Subject 2D Analysis - 6 Panel Caic. by JH ANALYSIS Tedds calculation version 1.0.23 Geometry Geometry (ft) - Steel (AISC) Loading Self weight included Dead - Loading (kipslft) z V D TD STRUCTURAL DESIGN LLC Sheet no. 2 Job Ref. 18167 28 Project 2375 Palomar Airport Solar Canopies Date 10/23/2018 Subject 2D Analysis - 6 Panel Caic. by JH WI - Loading (kipslftkips) W2 - Loading (kipslft,kips) W3 - Loading (klpslft,kips) Nl~TD STRUCTURAL DESIGN LLC Project 2375 Palomar Airport Solar Canopies Subject 2D Analysis - 6 Panel 29 Sheet no. 3 Job Ref. 18167 Date 10/23/2018 Caic. by JH W4 - Loading (kips!ft,klps) EQ - Loading (kips) z Roof Live - Loading (klpslft) 0 30 Sheet no. 4 Job Ref. 18167 Date 10/23/2018 Caic. by JH H -R TE 03 STRUCTURAL DESIGN LLC Project 2375 Palomar Airport Solar Canopies Subject 2D Analysis - 6 Panel Results Forces Strength combinations - Moment envelope (klp_ft) -185.1 Strength combinations - Shear envelope (kips) 19 Strength combinations - Axial force envelope (kips) P. N I TE D STRUCTURAL DESIGN LLC Project 2375 Palomar Airport Solar Canopies Subject 20 Analysis - 6 Panel 31 Sheet no. 5 Job Ref. 18167 Date 10/23/2018 Caic. 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 1 0 3.491 1 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 0 31.259 (max) 12.39 -0.926 (mm) N.I. TE D STRUCTURAL DESIGN LLC Project 2735 Palomar Airport Solar Canopies Subject Steel Column - Strong Axis -6 Panel 32 Sheet no. I Job Ref. 18167 Date 10/24/2018 Calc. by JH STEEL COLUMN DESIGN In accordance with A1SC360-10 and the LRFD method Tedds calculation version 1.0.09 1-1 8.05 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 W 12x45 Pr 31 kips (Compression) Mi = 115.8 kips—ft Mx2 = 115.8 kips—ft Single curvature bending about x axis Mx = max(abs(Mxi), abs(M,a)) = 115.8 kipsjt My = 0.0 kips_ft Vry = 3.5 kips Vx = 0.0 kips A992 Fy = 50 ksi Fu = 65 ksi E = 29000 ksi G = 11200 ksi L= 150 in L= 150 in N-1 TE D STRUCTURAL DESIGN LLC Project 2735 Palomar Airport Solar Canopies Subject Steel Column - Strong Axis -6 Panel Sheet no. Job Ref. Date Caic. by 33 2 18167 10/24/2018 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 K2 = 2.00 Section classification Section classification for local buckling (ci. B4) Critical flange width b = bt /2 = 4.025 in Width to thickness ratio of flange 74 = b / ti, = 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 '(E I Fy) = 13.487 The flange Is nonslender in compression Limit for nonslender web = 1.49 X 1(E I Fy) = 35.884 The web is nonslender in compression The section is nonslender In compression Flexure Limit for compact flange XvLf = 0.38 x 'l(E / F) = 9.152 Limit for noncompact flange = 1.0 x AE I Fy) = 24.083 The flange is compact in flexure Limit for compact web kp,,Lf = 3.76 x 'J(E/ F) = 90.553 Limit for noncompact web = 5.70 x AE 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 = 58.3 Slenderness ratio about y axis SR = Ky x L / ry = 153.8 Second order effects Second order effects for bending about x axis (ci. App 8.1) Coefficient Cm Cmx = 0.6 + 0.4 X M1 I M22 = 1.000 Coefficient a a = 1.0 Elastic critical buckling stress Peix = it? x E x 6 I (K12 x Lx)2 = 4426.8 kips P-6 amplifier Bix = max(1.0, Cmx 1(1 - ax Pr! Peix)) = 1.007 Required flexural strength Mrx = Bix x Mx = 116.6 kips_ft N.J. TE D Sheet no. 3 STRUCTURAL DESIGN LLC Job Ref. 18167 Project 2735 Palomar Airport Solar Canopies Date 10/24/2018 Subject Steel Column - Strong Axis - 6 Panel 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 = 70 x E x l,/ (Kly x L)2 = 636.0 kips P-6 amplifier B,y = max(1.0, Cmy / (1 - ax Pr / Peiy)) = 1.052 Required flexural strength My = 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 A=dxt4.054in2 k = 5.0 C= 1.000 Vny = 0.6 x FY x Aw x Cv = 121.6 kips 4v = 1.00 Vcy = $v x Vny = 121.6 kips PASS -- The design shear strength exceeds the required shear strength Reduction factor for slender elements 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 (Cl. E3) Fex = (70 x E) / (SRx)2 = 84.3 ksi F€,, = Qx x (0.6580cFYIFex) x Fy = 39.0 ksi PnxFcncxAg 511.1 kips Elastic critical buckling stress Fey = (it2 x E) / (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 = [70 x E x C / (Kz x L)2 + G X J] x I / (l + l) = 48.6 ksi Torsional/flexural-torsional buckling stress Fat = Qz x (0.6580Yt) x Fy = 32.5 ksi Nom. torsional/flex-torsional buckling strength Pt = Fat x A9 = 426.0 kips 2735 Palomar Airport Solar Canopies Project Subject Steel Column - Strong Axis -6 Panel V N I TE D RUCTURAL DESIGN LLC 35 Sheet no. 4 Job Ref. 18167 Date 10/24/2018 Calc. by JH Design compressive strength (cl.EI) Resistance factor for compression 4c = 0.90 Design compressive strength Pc = 4c x min(Px, Pny, Pnt) = 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 Mn,Uetd = Mpx = Fy x Zx = 267.5 kips_ft Lateral torsional buckling limiting lengths (ci. F2.2) Unbraced length Lb = 150.0 in Limiting unbraced length (yielding) Lp = 1.76 x ry x 4(E / F) = 82.7 in Lb > L - Limit state of lateral torsional buckling applies Effective radius of gyration rts = 4(4(l x C) / S) = 2.231 in Distance between flange centroids h0 = d - tt = 11.525 in Factor c c = 1.000 Limiting unbraced length (inelastic LTB) Lr = 1.95 x rts x EI(0.7xF) X /(JxC/ (Sxh0)) X 1[1 + I(1 + 6.76 X (0.7xFyxSxxho I (ExJxC)))J Lr= 268.8 in Lateral torsional buckling modification factor (cl. Fl) Maximum moment in unbraced segment Mmax = Mx = 115.80 kips_ft Moment at centreline of unbraced segment Me = abs((Mi + M,2) /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 (ci. F2.2) Plastic bending moment Mpx = Fy x Zx = 267.5 kips_ft Nominal flexural strength MnxJtb = min(M, Cb x [Mpx - (Mp - 0.7 x Fy X Sx) X (Lb - L) / (Lr - La)]) M,Jtb = 231.6 kips—ft Design flexural strength about the major axis (cl. Fl) Resistance factor for flexure 4b = 0.90 Design flexural strength Mcx = 4b x min(M1d, M_ub) = 208.4 kips_ft PASS - The design flexural strength about the major axis exceeds the required flexural strength Combined forces M I Mcy < 0.05 - Moments exist primarily in one plane therefore check combined forces in accordance with clause HI.3. In-plane instability (CI. HI.3(a)) Available comp. strength in plane of bending Pd = x min(P, PM) = 383.4 kips N'I T E D• Sheet no. 36 STRUCTURAL DEMGN LLC Job Ref. 18167 Project 2735 Palomar Airport Solar Canopies Date 10/24/2018 Subject Steel Column - Strong Axis - 6 Panel Caic. by JH Member utilization (eqn Hi-I) URi = Pr / (2 x Pci) + Mrx / Mcx = 0.600 Out-of-plane buckling and lateral-torsional buckling (Cl. 1-1I.3(b)) Available comp. strength out of plane of bending Pcy = c x min(Pny, P) = 125.0 kips Available lateral-torsional strength taking Ci, as 1.0 Mcxiii, = Cb x min(M9 , 1.0 x [M - (M - 0.7 X Fy X S) X (Lb - L) / (Lr - Lv)]) = 208.4 kipjt Member utilization (eqn 1-11-2) UR0 = Pr / Px (1.5 - 0.5 x Pr / NO + (M / (Cb X Mcxjtb))2 = 0.657 PASS - The member is adequate for the combined forces N-1; TE D STRUCTURAL DESIGN LLC Project 2735 Palomar Airport Soalr Canopies Subject Steel Column - Weak Axis - 6 Panel 37 Sheet no. I Job Ref. 18167 Date 10/24/2018 Caic. by JH STEEL COLUMN DESIGN In accordance with A15C360-10 and the LRFD method Tedds calculation version 1.0.09 It) 0 3- 8.O5 Column and loadina details Column details Column section Design 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 W 1205 Pr = 11 kips (Compression) M = 0.0 kips_ft My, = 0.0 kips_ft My2 = 62.9 kips_ft Single curvature bending about y axis My = max(abs(Mi), abs(M)) = 62.9 kips_ft Vry = 0.0 kips V5.1 kips A992 Fy = 50 ksi Fu = 65 ksi E = 29000 ksi G = 11200 ksi L= 150 in L= 150 in N'.1; TE D. STRUCTURAL DESIGN LLC Project 2735 Palomar Airport Soalr Canopies Subject Steel Column - Weak Axis -6 Panel 38 Sheet no. 2 Job Ref. 18167 Date 10/24/2018 Calc. by JH For torsional buckling L = 150 in Effective length factors For buckling about x axis Kx 2.00 For buckling about y axis Ky= 2.00 For torsional buckling KIZ = 1.00 Section classification Section classification for local buckling (Cl. 134) Critical flange width b = bf /2 = 4.025 in Width to thickness ratio of flange If= b / tf = 7.000 Depth between root radii h = d - 2 x k = 9.940 in Width to thickness ratio of web Xw = h I tw = 29.672 Compression Limit for nonslender flange = 0.56 x '(E / F) = 13.487 The flange is nonslender in compression Limit for nonslender web X,wc = 1.49 xI(E / F) = 35.884 The web is nonslender in compression The section is nonslender in compression Flexure Limit for compact flange Xptt = 0.38 x J(E / F) = 9.152 Limit for noncompact flange ?wfj = 1.0 x '/(E / F) = 24.083 The flange Is compact in flexure Limit for compact web 2,pwj = 3.76 x 'J(E / F) = 90.553 Limit for noncompact web = 5.70 x 'l(E I 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 I rx 58.3 Slenderness ratio about 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 = 1.0 Coefficient a a = 1.0 Elastic critical buckling stress Peix = 7t2 x E x l I (Kix x L)2 = 4426.8 kips P-8 amplifier Bix = max(1.0, Cmx /(1 - ax Pr I Nix)) = 1.003 Required flexural strength Mrx = Bix x Mx = 0.0 kips _ft N -1 T E D Sheet no. 3 39 STRUCTURAL DESIGN LLC Job Ref. 18167 Project 2735 Palomar Airport Soalr Canopies Date 10!24/2018 Subject Steel Column - Weak Axis -6 Panel Caic. by JH Second order effects for bending about y axis (ci. App 8.1) Coefficient Cm Cmy = 0.6 + 0.4 X My, I My2 = 0.600 Coefficient a Elastic critical buckling stress P-8 amplifier Required flexural strength 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 a1.0 Pely = 10 x E x l,I (Kiy x L)2 = 636.0 kips Biy = max(1.0, Cmyl(1 - ax Pr! Peiy)) = 1.000 Mry = Biy x My = 62.9 kips_ft Aw=2xbixtt=9.258 in k=1.2 Cv= 1.000 Vnx = 0.6 x Fy x Aw x Cv = 277.7 kips = 0.90 Vcx = 4v x Vnx = 250.0 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 (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 = (7t2 x E) ! (SR X)2 = 84.3 ksi Fcrx= Qx x (0.658QFYx) x Fy = 39.0 ksi Pnx FcrxxAg = 511.1 kips Fey = (70 x E) I (SR)2 = 12.1 ksi Fay = 0.877 x Fey = 10.6 ksi Pny = Fciy x A9 = 138.9 kips Torsional and flexural-torsional buckling (ci. E4) Torsional/flexural-torsional elastic buckling stress Fet = [10 x E x Cw / (Kz x L)2 + G x JJ x 1! (l + l) = 88.2 ksii Torsional/flexural-torsional buckling stress Fat = Qz x (0.6580Yt) x Fy = 39.4 ksi Nom. torsional/flex-torsional buckling strength Pnt.= Fat x A9 = 516.6 kips ) NI TE D STRUCTURAL DESIGN LLC Project 2735 Palomar Airport Soalr Canopies Subject Steel Column - Weak Axis -6 Panel Sheet no. Job Ref. Date Calc. by 40 4 18167 10/24/2018 JH Design compressive strength (dEl) Resistance factor for compression 4c = 0.90 Design compressive strength Pc = c x min(Pn, P,, Put) = 125.0 kips PASS - The design compressive strength exceeds the required compressive strength Flexural strength about the minor axis Yielding (Cl. F6.1) Nominal flexural strength Mnyld = Mpy = min(Fy x Z,, 1.6 x Fy x S) = 79.2 kips_ft Design flexural strength about the minor axis (Cl. Fl) Resistance factor for flexure 4b = 0.90 Design flexural strength Mcy = $b x Mny4d = 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) + (Mr / Mcx + Mry / Mcy) = 0.928 PASS - The member is adequate for the combined forces N:I:~I E.. 41 tTM.I ti J I *i[c1kI II — PANEL Soil Properties Ref IBC (CBC) Section 1807.3.2 Allowable Soil Bearing: 1500 psf Allowable Passive Pressure: 100 psf/ft Column Reactions Strong Axis (From 20 Analysis) 4 ' Pmax:=2S* Vmax: /fC See Output for Footing Size David Grapsas, P.E. Principal Phoenix, AZ John Elder, P.E. 480.454-6408 Principal www.unitedstr.com www.unitedstr.com V M R TE D STRUCTURAL DESIGN LLC Sheet no. Job Ref. 18167 42 Project 2375 Palomar Airport Solar Canopies Date 10/23/2018 Subject 2D Analysis -6 Panel Caic. by JH ANALYSIS Tedds calculation version 1.0.23 Geometry Geometry (ft) - Steel (AISC) Results Forces Service combinations - Moment envelope (kip_ft) -137.7 H R TE. ~D Sheet no. 2 43 STRUCTURAL DESIGN LLC Job Ref. 18167 Project 2375 Palomar Airport Solar Canopies Date 10/23/2018 Subject 2D Analysis - 6 Panel 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) Pos (ft) Max (kip_ft) Pos (ft) Mm (klp_ft) BEAM 19.5 14.12 (max abs) 19.5 24.424 19.5 -137.673 (mm) COLUMN 0 2.383 0 66.299 (max) 0 -63.719 Envelope - Service combinations Member Axial force Pos Max Pos Mm (ft) (kips) (ft) (kips) BEAM 19.5 0.607 19.5 -0.607 (mm) COLUMN 0 25.512 (max) 12.39 0.039 N.I. TE D STRUCTURAL DESIGN LLC Project 2735 Palomar Airport Solar Canopies Subject Pole Footing -6 Panel 44 Sheet no. I Job Ref. 18167 Date 10/23/2018 Caic. by JH FLAGPOLE EMBEDMENT (lBC 2012) TEODS 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) 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 = 2.4 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 = 66300 lb—ft 0 45 VSITRI J 1: F E D Sheet no. 2 CTURAL DESIGN LLC Job Ref. 18167 Project 2735 Palomar Airport Solar Canopies Date 10/23/2018 Subject Pole Footing - 6 Panel Calc. by JH Distance of Mi from ground surface H3 = 12.5 ft Shear force and bending moment Total shear force F = Pi + P2 + W x (ai - a) = 2.4 lbs Total bending moment at grade M9 = Pi x Hi + P2 x H2 + W x (ai - a) x (a + ai) /2 + Mi = 66300 lb—ft Distance of resultant lateral force h = abs(Mg / F) = 27625.01 ft Embedment depth (1807.3.2.1) Embedment depth provided D = 10.83 ft Allowable lateral passive pressure Si = min(Pmax, Lsbc x min(D, 12 ft) / 3) x LDF1 x LDF2 = 721.7 psf Factor A A = 2.34 x abs(F) I (Si x Dia) = Oft Embedment depth required Di = 0.5 x A x (1 + (1 + ((4.36 x h) / A))°5) = 10.83 ft Actual lateral passive pressure S2 = (2.34 x abs(F) x ((4.36 x h) + (4 x D))) 1(4 x D2 x Dia) = 721.7 psf R TE D STRUCTURAL DESIGN LLC Project 2735 Palomar Airport Solar Canopies Subject Spread Footing -6 Panel 46 Sheet no. I Job Ref. 18167 Date 10/23/2018 Calc. by JH COMBINED FOOTING ANALYSIS AND DESIGN (AC1318-11) TEDDS calculation version 2.0.06 I i Ln ID 6' Combined tooting 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 hsou = 0.000 in Density of concrete Pconr = 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 P8011 = 120.0 lb/ft3 Angle of internal friction = 25.0 deg Design base friction angle 6 = 19.3 deg Coefficient of base friction tan(8) = 0.350 Allowable bearing pressure Nearing = 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 47 NITE D Sheet no. 2 QDSITRUCTURAL DESIGN LLC Job Ref. 18167 Project 2735 Palomar Airport Solar Canopies Date 10/23/2018 Subject Spread Footing - 6 Panel Caic. by JH Foundation loads Dead surcharge load FGsur = 0.000 ksf Live surcharge load FQsur = 0.000 ksf Footing self weight Fswt = h x Pconc = 0.300 ksf Soil self weight F0i = h0i x Psoll = 0.000 ksf Total foundation load F = A x (FGsur + Fsur + Ft + F0ii) = 17.325 kips Horizontal loading on column base Dead horizontal load in x direction HGXA = 2.400 kips Live horizontal load in x direction Ham = 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 Ho = 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 MwxA = 0.000 kip_ft Total moment on column in x direction MxA = 66.300 kip_ft Dead moment on column in y direction MGYA = 0.000 kip_ft Live moment on column in y direction MQYA = 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 Hffiction = max([PGA + (FGsur + F5t + F5oii) 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 h501i) X B X Psoil = 3.252 kips Total resistance to sliding in x direction H5 = Hrnti0 + H555 = 18.249 kips PASS - Resistance to sliding is greater than horizontal load in idirection Check stability against overturning In x direction Total overturning moment Mxoi = M + HxA x h = 71.100 kip_ft Restoring moment In x direction Foundation loading Mxsur = A x (FGsur + F8t + Fs0i) x L /2 = 90.956 kip_ft Axial loading on column Mai = (PGA) x (L /2 - ep) = 133.875 kip_ft N1 TE D Sheet no. 3 48 STRUCTURAL DESIGN LLC Job Ref. 18167 Project 2735 Palomar Airport Solar Canopies Date 10/23/2018 Subject Spread Footing -6 Panel Caic. by JH Total restoring moment M8 = Mxsur + Mxaxiai = 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 eTx = (PA x ePxA + M, + HxA x h) / T = 19.923 in Eccentricity of base reaction in y eTy = (PA X epA + MYA + HyA x h) / T = 0.000 in Check base reaction eccentricity abs(ei) / L + abs(eT) / B = 0.158 Base reaction acts within middle third of base Calculate base pressures ql=T/A-6xTxeTx/(LxA)-6xTxeTy/(BxA)=0.038ksf q2=T/A-6xTxeTX/(LxA)+6xTxeTy/(BxA)=0.038ksf q3 = T /A + 6 X Ix eTx I (L x A) -6 x Tx I (B x A) = 1.445 ksf q4=T/A+6xTxeT/(LxA)+6xTxeTy/(BxA)= 1.445 ksf 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 #G = 1.20 Load combination factor for live loads VO = 1.60 Load combination factor for wind loads VW = 0.00 Strength reduction factors Flexural strength reduction factor q = 0.90 Shear strength reduction factor Os= 0.75 V NITED RUCTURAL DESIGN LLC Project 2735 Palomar Airport Solar Canopies Subject Spread Footing -6 Panel 49 Sheet no. 4 Job Ref. 18167 Date 10/23/2018 Caic. by JH Ultimate axial loading on column Ultimate axial load on column PUA = PGA x G + PQA x + PWA x w = 30.600 kips Ultimate foundation loads Ultimate foundation load Fu = A x [(FGsur + F8t + F80i) x #G + F0sur x o] = 20.790 kips Ultimate horizontal loading on column Ultimate horizontal load in x direction HxuA = HGA x 'G + Ha,p x + HwxA x 'w = 2.880 kips Ultimate horizontal load in y direction HyuA = HGYA x G + HQYA x o + HmA x #w = 0.000 kips Ultimate moment on column Ultimate moment on column in x direction MXUA = MGxA x 'G + MoxA x Vo + MwxA x ^#w = 79.560 kip_ft Ultimate moment on column in y direction MwA = MGYA X G + MayA x #a + MWYA x Vw = 0.000 kip_ft Calculate ultimate base reaction Ultimate base reaction Tu = F + PuA = 51.390 kips Eccentricity of ultimate base reaction in x erxu = (PuA x e + MxuA + H=A X h) / Tu = 19.923 in Eccentricity of ultimate base reaction in y elw = (PuA x e + MyuA + HYUA x h) I Tu = 0.000 in Calculate ultimate base pressures qiu = TU/A - 6xTuxeiuI(LxA) - 6xTUxeT,/(BxA) = 0.046 ksf q2u = lU/A - 6xTuxeTXJ(LxA) + 6xTx eTS(BxA) = 0.046 ksf q3u = lU/A + 6xTUxeTXu/(LxA) - 6xTuxeTyU/(BxA) = 1.734 ksf q4u = TU/A + 6xTxeT,J(LxA) + 6xTUxeTW/(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 fuL = (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 Li = L/2+ep,5.250ft LRL/2-epX5.250ft MxfuLx L1212+Cx xLL3 I6-Fux L121(2xL)+ Hxuxh+MxuA Lz = 5.250 ft M eg fuRXLR2 /2 .Cx XLR3 /6 FuXLR2 /(2XL)HxuAXhMxuA Mxneg = -2.498 kip_ft QD NITED STRUCTURAL DESIGN LLC Project 2735 Palomar Airport Solar Canopies Subject Spread Footing -6 Panel 50 Sheet no. 5 Job Ref. 18167 Date 10/23/2018 Caic. by JH Calculate rate of change of base pressure in ydirection Top edge base reaction fuT = (q2u + q4u) x L /2 = 9.344 kips/ft Bottom edge base reaction fuB = (qiu + q3u) x L /2 = 9.344 kips/ft Length of base reaction L = B = 5.500 ft Rate of change of base pressure Cy = (fuB - fur) / 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 L1 = B/2 +epJA=2.750ft L= B/2-epyp= 2.750 ft My = fuT x LT2 / 2 + Cy x LT3 / 6 - F x LT 1(2 x B) = 21.037 kip_ft f = 2500 psi = 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 - 4 /2 = 20.625 in Area of tension reinforcement provided As_xB.prov = NxB x It x 4xB2 /4 = 3.093 in2 Area of compression reinforcement provided As...xTprov = NxT X It X 4xT2 /4 = 3.093 in2 Minimum area of reinforcement As_,min = 0.0018 X h X B = 2.851 in2 Spacing of reinforcement SxSjrov = (B 2 x ctiom) / max(Ns - 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 = a x f / (0.85 x f c x B) = 1.32 in Neutral axis factor 131 = 0.85 Depth to the neutral axis cx = ax / i = 1.56 in Strain in reinforcement ELx = 0.003 x (dx - Cnax) I Cnax = 0.03675 PASS - The section has adequate ductility (Cl. 10.3.5) Nominal moment strength required Mnx = abs(M) / 0 = 92.025 kip_ft Moment capacity of base Mop = x fy X [dx (As_xa..prav X fy/(1.7 x f x B))) Mcapx = 308.686 kip-=ft PASS - Moment capacity of base exceeds nominal moment strength requited 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 - 4T / 2 = 20.625 in Area of tension reinforcement provided As_xi.prov = NxT x it x W /4 = 3.093 in2 N.1 TE D Sheet no. STRUCTURAL DESIGN LLC Job Ref. Project 2735 Palomar Airport Solar Canopies Date Subject Spread Footing - 6 Panel Calc. by Area of compression reinforcement provided As_x8pr0v = Na X It X Øx82 /4 = 3.093 in2 Minimum area of reinforcement As_x_min = 0.0018 X h X B = 2.851 in2 51 6 18167 10/23/2018 JH Spacing of reinforcement SxT.pv = (B - 2 )( Cnom) / max(NXT - 1, 1) = 10.000 in Maximum spacing of reinforcement Smax = min(3 x h, 181n) = 18.000 in PASS - Reinforcement provided exceeds minimum reinforcement required Depth of compression block ax = As_xT..prov x f /(0.85 x fc x B) = 1.32 in Neutral axis factor 131 = 0.85 Depth to the neutral axis Cna_x = ax / I3i = 1.56 in Strain in reinforcement eLx = 0.003 x (d - cnBx) I Cnax = 0.03675 PASS - The section has adequate ductility (ci. 10.3.5) Nominal moment strength required Mnxneg = abs(M,cneg) / or = 2.775 kip_ft Moment capacity of base Mcapxneg = Ae_xij,rov X fy X [dx - (Aa_xT..prov x fy / (1.7 X f X B))J Mcapaieg = 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 dy=homxa-$yB/2=19.875in s_yB..pmv=NyBXiCXttyB2 /4=5.743in2 As..yLprov = NyTX1tXi2 I4= 5.743 in2 As_y_min = 0.0018 X h X L = 5.443 in2 Spacing of reinforcement SyBjmv = (L -2 X cnam) / max(N1B - 1, 1) = 10.000 in Maximum spacing of reinforcement Smax = min(3 x h, 181n) = 18.000 in PASS - Reinforcement provided exceeds minimum reinforcement required Depth of compression block ay = Asa.prov x f / (0.85 x f c x L) = 1.29 in Neutral axis factor PI = 0.85 Depth to the neutral axis cna..y = ay / 13i = 1.51 in Strain in reinforcement Eu = 0.003 x (dy - cna..y) /Cna..y = 0.03638 PASS - The section has adequate ductility (ci. 10.3.5) Nominal moment strength required Mny = abs(My) I 4t = 23.375 kip_ft Moment capacity of base M=py = X fy X [dy - (As_ye..prov X fy 1(1.7 x fc x L))] Mapy = 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 + epxA + IA /2 + dx) / B + q4u) /2 qsu = 1.490 ksf Area loaded for shear at d from face of column As B x min(3 x (L / 2- eTx), L / 2 - epxA - IA'2 - dx) = 16.672 ft2 Ultimate shear force at d from face of column Vsu = As x (qsu - F / A) = 18.846 kips Shear design at d from right face of column Strength reduction factor in shear = 0.75 N R TE ~D ' STRUCTURAL DESIGN LLC Project 2735 Palomar Airport Solar Canopies Subject Spread Footing -6 Panel 52 Sheet no. 7 Job Ref. 18167 Date 10/23/2018 Caic. by JH 13 No.6 bars btm (10" c/c) 13 No.6 bars top (10' c/c) (10' c/c) - - - One way shear at d from column face Nominal shear strength Vnsu = Vsu / = 25.127 kips Concrete shear strength V = 2 x ?. x 4(fc x I psi) x (B x d) = 136.125 kips PASS - Nominal shear strength is less than concrete shear strength Calculate ultimate punching shear force at permeter of d 12 from face of column Ultimate pressure for punching shear qpuA = q1u+[(L/2+eP -lPI2-d/2)+(lA+2xd/2)/2JxCdB-[(B/2+ePyA-bI2- d/2)+(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+2Xd/2)X(bA+2Xd/2) = 7.223 ft2 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 + (Fu I A - qpuA) X ApA = 26.773 kips Punching shear stresses at perimeter of d 12 from face of column Nominal shear strength VnpuA = VpuA / s = 35.697 kips Ratio of column long side to short side PA = max(lA, bA) / min(IA, bA) = 1.000 Column constant for interior column (xsA = 40 Concrete shear strength V.,j = (2 + 4 I ) x X x /(f'c x I psi) x upA x d = 783.675 kips Vcp.ji = (XsA X d / UpA + 2) x X x 'd(f c x I psi) x UpA x d = 1081.350 kips Vcp jii = 4 x X X 4(f x I psi) x UPA x d = 522.450 kips V, = min(Vc.p, ii, Vc..pii) = 522.450 kips PASS - Nominal shear strength is less than concrete shear strength - Two way shear at d / 2 from column face 53 4 .:NITED STRUCTURAL. DESIGN LLC: PROJECT NAME: HIE 2735PALOMAR AIRPORT CANOPIES PROJECT LOCATION: 2735 PALOMAR AIRPORT RD. CARLSBAD, CA 92011 ENGINEER: iN REVIEWER: JE DATE:10/24/2018 Connection Design -6 Panel Connection Inputs Member Sizes Flange bi Depth d Design Summary Beam Size W14X38t 677 In 14.10 In Column Size all Column Embedment d.,,, Oi( BOS in 12.10 in Pole Footing Reinforcing:0K Spread Footing Reinforcing:'OK Reactions Hodg Plate Size Pu: 31.3 kips Vu: 3.5 kips Mu: 116k-ft Pole Footing Properties Design Concrete Strength: 2,500 psi Footing Diameter :±' Footing Depth H : 114ft Steel Column Embedment d : 4.Oft1 Footing Pressure: 722.0 psf,&) Size of Reber Tales 119 No. 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 : (4 Hodge Plate Connection Plate Strength: SO ksi Plate Width '1071 OK Plate Height 12 inOK Minimum Weld Length 21.0 In Plate Thickness 1' 075 in Minimum Plate Thickness OS in Weld Size (D/16) Embedment of Steel Column In Pole Footing Check Column : WZZX45 . . . . Column Flange Width bf : 6.6 In Column Embedment d : 48.0 in . . Effective Column Flange Width bfeff, : 3.9 In (0.60xbf) S 0.6 I Concrete Bearing Capacity çbn: 1.275 psi (x0.85xf'c) Bearing Section Modulus Sb: 1511.42 in*3 (bf,nxdar,12/I) S ... Ultimate Bearing Pressure bu: 919.24 psi (Mu/Sb + Vu/(bf,sxd,,) 4 ................ . Demand Capacity Ration DCR - Pole Footing Reinforcing Check . . . Size of Reber Tales: 119 Column depth dc:: 12.1 in . . . ., . No. of Reber Tales Each Side of Column: 2 Area of Reinforcing Ab: 2.00 in*2 Bearing Pressure at 51: 262.S paf . . Bearing Pressure at S2: 722.0 paf •- ..;.jj !.:; :;i Equivalent Force Peq: 6.9 kips _ .J Ultimate Moment Mu: 32 k-ft S S Reinforcing depth d: 15.1 In S. Concrete Design a: 37 in S q — p: 0.9 Concrete Bearing Capacity qoMn: 92k-ft (pxAbx60ksix(d-a!2) Demand Capacity Ration DCR AM - iil• - - Phoenix, AZ 775-351-9037 - www.unitedstr.com Usyeucyuaa.. r - Column : W12X45 Column depth de : 12.1 in Column Flange Width bfc : 8.1 in Beam : W14X38 Beam depth db: 14.1 In Beam Flange Width bib: 6.8 in Ultimate Tensile Force To: 146.1 hips : 0.9 Plate Width: 6.5 in Plate Thickness : 0.8 in Capacity of Hodge Plate ipPn : 219.4 kips Demand Capacity Ration DCR Minimum Weld Length: 21.0 in ST NIT:ED PROJECT 54 NAME: RUCTURAL DESIGN LLC PROJECT LOCATION r2735 PALOMAR AIRPORT RD CARLSBAD CA 92Oii4 ENGINEER H W4 REVIEWER Spread Footing Reinforcing Check Column : W121(45 Column depth dc : 12.1 In Size of Rebar Each Side: fig No. of Rebar Each Side of Column: 3 Area of Reinforcing Ab: 3.00 inA2 Ultimate Shear Force Vu: 146.1 hips Area of Shea, Reinforcing As: 6.00 InA2 : 0.9 Capacity of Shear Reinforcing pVn.: 184.4 kips ((pxo.6x60kaixAv) Demand Capacity Ration DCR :5 Spread Footing Reinforcing Check Phoenix, AZ 775.351-9037 www.unitcdttr.com Fig 2 L3060 main control tray ep Energport Confidential 2.2. Main Control Tray 2.2.1 RECEIVED JUN 2 62019 CITY OF CARLSBAD BUILDING DIVISION Fig 3 L6060 main control tray 7 2.2.2. Key component of main control tray No. Item Function 1 AC air Switch Use to control the 120/24OVAC power input 2 Battery Management System (SBMU & EMS) Intelligently Manage the Cabinet 3 1 AC/DC Power Convert the 120/240VAC to 24V DC 4 HV DC Fuse High voltage DC Short-circuit protection 5 HV DC Disconnect High voltage DC 2 pole disconnect 6 Insulation monitoring module System insulation, monitoring 7 Current sampling: module Current sampling 07 110f Pe 4 0 Cacao m 4w 0&641 10/22/2018 yoursolorplonsx-m ENGINEERING SOLUTIONS FOR ALL YOUR SOLAR NEEDS Job: Alps Hotels #2 Prepared For: Sollega, Inc. 2480 Mission Street, Ste. 107B San Francisco, CA 94110 (415) 648-1299 Design Criteria Structural Calculations for SOLAR POWER SYSTEM CONNECTIONS AT: 2735 Palomar Airport Road Carlsbad, CA 92009 Code: CALIFORNIA BLDG CODE 2016 / 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. -0664 1iD rMLUMAR AIRPORT RD HOLIDAY INN: 222 KW AC PV SYSTEM (ROOF MOUNT AND CARPORTS) I INSTALL CARPORTS (17.400 SF) 1-844-PV ELITE I 3000 E. Birch Stree; 2132621600 11/2912018 CBC20I8-0664 10/22/2018 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 er APA reoort 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, c 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 oer APA reoort Average Anchor Load (Lift) A = 256 lbs (See Ballast Report) Number of Screws N = 4 #12 wood screws at 1/2' depth Factor of Safety FOS = S Ultimate Withdrawal Load per Screw W = 315.00 lbs Load Duraction Factor, Q Cd = 1.60 Withdrawal Capacity per Screw WC =Cd * W/FOS = 100.80 lbs Withdrawal Load per Screw WL = NN = 64.00 lbs WC = 101 lbs > WL = 64 lbs [OKAY] 11 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 7.FLWZ Crushing of plywood APA TABLE 1 SCREWS: METAL-TO-PLYWOOD CONNECTIONS(°) Depth of Average Ultimate Lateral Load (Ibf)(b) Threaded Penetration Wood Screws Sheet Metal Screws (!h) #8 #10 #12 #8 #10 #12 1/2 415 (500) 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 ), face grain parallel to load. Side plate was 3/6'-thick steel. Values are not design values. Values in parentheses are estimates based on other tests. "1 TABLE 2 SHEET METAL SCREWS: PLYWOOD-TO-METAL CONNECTIONS(*) 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 gage) 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 on asterisk() were limited by screw-to-from. 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. TABLE 3 WOOD AND SHEET METAL SCREWS: METAL-TO-PLYWOOD CONNECTIONS("M Depth of Average Ultimate Withdrawal Load (lbf) Threaded Penetration Screw Size (inch) #6 #8 #10 #12 #14 #16 3/8 150 180 205 - 1 315 1 - - I 1/2 200 240 275 350 - 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 was C-D grade with exterior glue (all plies Group 1). Values are not design values. 0.25" Wood Screw Sheet Metal Screw TABLE 4 SHEET METAL SCREWS: PLYWOOD-TO-METAL CONNECTIONS(") Average Ultimate Withdrawal Load (lbf)lbt 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 was A-C EXT (all plies Group 1). Values are not design values. Loads denoted by on 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. Wood 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. 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 van- TABLE 5 WOOD SCREWS: PLYWOOD-TO-PLYWOOD EDGE CONNECTIONS(0) Depth of Average Ultimate Average Ultimate Threaded Lateral Load (lbf)(b) Withdrawal Load (lbf)(b) 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. 'lIE1 1----------- _1 ability is innerent in inaiviuuai 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 be in accordance with the current AF&PA National Design Specification for Wood Construction. Fastener Loads For Plywood - Screws We hove 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@opowaad.org DISCLAIMER The information contained herein is based on APA - 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, andi 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 - Z SoHega Solar Mounting System Array Weight and Wind Load Advisory Ballast Details IBallast Configuration Project ID: Roof/ Module I. PRELIMINARY DESIGN Project Status: For Construction IGenerot Project information Customer Foshoy Solo, Energy Building Owner Alps Hotels - 2735 Palomar Installation Location 2735 Palomar Airport Road. Carlsbad. CA 92009 bite S Building Information The following values are provided to Snoega by the Customer, It remains the responsibility 01 the Customer to verily wiihtlle Engineer 01 Record and with the Building Official that these values are appropriate for this prajecl, and Is noiily Suilega Immediately it these parameters require udjaslment. ASCE Perimeters t Unit I Equa I vOlOO All pressure coefficients obtained using the methodologies and recommendations t050d In LFJ loolitat'a Wind Speed ASCE 7-10 (3s guul)I repS Vtion j o Report B SOF01.I. based on results of Boundary Layer Wind Tunnel looting of the FaulRaohslg M000lleg System. Basic Velocity Presnaren Unit Equation Matson W Nodes Velocity Pressure Exit. Coefficient K2 0.706 ASCE Table 303-1 Topographic Factor K. 1.00 ASCE Fig. 28.8-1 Diroctionuiiiy Factor K5 0.85 ASCE Table 26.8-I Basic Velocity Pressure psI qz 18.59 ASCE 30.3.2 equation 30.3-I Array c000gurutloo S Weights Unit Equation Value Notes Number at Sub-arrays 3 Distinctly disconnected systems Module Manufacturer Talesun Per Customer Module Wattage 330 MudnieDnenesiuns in 71.17038.98e1,67 LaWsO Module Weighl lbs 02.6 Module Till Angle deg SO Row Spacing is 51.35 Distance tram the edge atone module lathe edge SI the module in the sent row Number of Modules 8 382 Number at FustRacks B 484 Ratio 01 FastRocks to Modules 1.29 The number 01 FastRachs divided by the number 01 Modules Army Plallurrn Area salt 11.233 Area covered by Army Total Roolkea sq ft 27.990 Area 01150 entire r001 ITEM Units Equation M iter odule Total Notes Module Area sqft Au 20.89 7.900 Per Manufacturer S Model above Module Weight lb 5250 20,206 Per Manufacturer IS above FastRack Weight lb 5.00 2.470 Racking System Weight lb D 58.31 22,618 BuilustWeight lb Br 5662 216630 Total Weight lb W, 11645 44,495 ITEM Units Equation Value Notes - Ballast Block Weigh' lb Wcoa 300 Ballast used Should heirs lrx 4• nominal blocks (CMUs) Are Roof Anchors Used? - V ASD (Allowable) Anchor Strength Uplift lb So 600 Installer's engineer must eerily that anchor connections used meet or Canoed the assumed capacity. ASO (Allowable) Anchor Strength Lateral lb 0 650 Installers engineer must verily Ihul anchor connections used meet or exceed the assumed capacity. Proprietary and Confidential DO NOT COPY 00 DISCLOSE 10/18/2018 ' 1012 . SoIIega Solar Mounting System Array Weight and Wind Load Advisory Ballast Details Iron, ASCE 7-10 NI pressure coefficients obtained using the methodologies and recommendations in i.F.I tnstitut's Report 8 SOFOI-I. bused on results of Boundary Layer Wind Tunnel testing of the FoslRack5I0 Mounting System. ITEM Units Equation Sub-Array - Total Notes Sub Array - A B C Mm. Cungicinrrt at Friction (Static) COP Modules 8 143 50 189 - - - - - 382 Amy Area sit it A. 4.204 1.475 5,555 11.233 Racking System Weight lb Ds,, 8.554 3.000 11.301 22.85$ Module Area sit it A. 2.907 1,044 3.040 7,980 FaslRucb Count 9 178 74 242 494 Total Lift (After Load Combination) lb F, -13.101 .4.077 -18,334 44,311 ASCE 7-10 BasIn Loud Combination 2.4.1 Total Net US lb F. F, -(06 D9.,) -7,968 .3.076 .9,553 -20.598 Total Drag lb F0 4,354 -543 -1,702 4.608 ASCE 7-10 Basic Load Combination 2.4.1 RoolAnchor Count a RA, • ORA 12 8 15 33 Total Roof Anchor Strength (Uplift) lb SRI • RA, Si, 7.200 3.600 0.000 19,800 Total Roof Anchor Strength (Lalenal) lb Sir RA, 'Si, 7,000 3.900 9,750 21,450 Total Net Lit Anon Anchors-1 It, F.,.,Fa,- RArs'RAr -3,692 -1,034 -4.613 Total Not 0mg After Anchors to F,0. FunRA..,'RA, 0 0 0 Stales 0 far 0 or greater Ballast Required to O,.(F,.,n F,lCOF)I.6 6,154 1.723 7.688 CMUs on FostRacks a ctou 272 05 354 721 CMU weight it 30 lbs Designed Ballast Weight to B, • I CMU 'Woo., 8,100 2,050 10,820 21,630 Avg Anchor Load (Lift) lb RAw•(F,,,n(066rt)IRA, 256 220 212 Avg Anchor Land (Orag) lb RA.a For RAT 113 00 118 Overturning Resistance? YIN F,e(O6'B,)Om V V V Sliding Resistance? YIN -Fen S., OR B,e.B, Y V V TolalWeight to W,.B,.D 18.714 5,850 21,921 44,485 Distributed Weight psi W,a.W,18a 3.98 3.97 3.95 3,90 AVG global load on Roar put W5, • 96, IA., 1.59 FN—oie—s Customer to netity 0eonga it diltomnt COF should he used. COP increases with larger atmys. -. Rochlag System Weight iachtdes all components excluding ba0uoi Total distributed meight deer the Array Area only. A blank coellicient or friction Indicates that all lateral loads are resisted through anchorage.- Anchors are errly effective for modules di,eclly local to the attachment so doslen laud is analyzed on oar module basis. This imgtes that anchors are not necesarrily lauded to total allowable strength Value listed is sum of remainine lift after Ployrietary and Confidential DO NOT COPY 00 DISCLOSE 10/10/2018 2 of 2 D [III egi a Sob, Mounting System Seismic Load Advisory Seismic Details ISeismic Calculations P001,0110: Itself Mnthde I. PRELIMINARY DESIGN Project Status: For Construction G,;,al Project lnfarnrlrdnn — — - - — 1 Coston,nr Fnthay Solo, Energy Building Onnen Alps Hole!. -2735 Polurnar InsIrdatior Lonufton 2735 Polarnor Ahpnrt Rood, Carlsbad, CA 92009 U.S SEISMIC DEMANDS ON roosflltaicluant. cow,OItENIS 13.3.1 ileirrotO 11,450 V.5,, The Imimoat loirork drip. tIer, (F,) stall me qplrri a Be rrotyaswr mIen 01 PAT- by ad "hard Wase 0 da — dianhains uddalredreenkedrnorm3oeroitsF4 133.11 F, (InIll F,bnnmdrr4uto01onro0eaetbu. F, - 1650,i,W, i133.21 noh0,tofloaeebiaoerbaIbro F,037011,W, 1133-li 55,0 F,nrloin.rodrniantnur Ser.sprrrol owbnoec Ibror peed, o de.eth,d tIns $,n1,nlIAA 0,-mapenara IO9bllt5i0n horS, ad cues bras U.S; 02.30 Won erpotnirla near host Sole 1 or 11511 i,.mroaaminpntarrntsserbaeni.hnmlxorol_no (ueftroko. 13.1.3, W,000ron,oreeaio,ea015I 0,,-msrismarrnpsea riiolkn hart Oat wroes rn., tLotolttyainletnrc,ionrsb,Srenlbbk 13J.1ar 1361) component anshilcatino factor that Component Amplification Factor a, 1 curie. from 1.00 to 2.54 (select oppoapliute satIre from Table 13 5-1 or 136-1) Spectral Acceleration Short Sea 0.753 npechnl accelerafta.t. nlrnrt period, Period • as deternnned ham Section 11.4.4 tImponent response med,nca000 Component Response t t, 1.5 factor that caner tram 1.00 to 12 Modification Factor orlect nyprapriate value from Table 13.5-I 0,13.6.1) Seis,mn inwadanco lucIa, that Seismic Importance Factor l• 1 wanes from 1.00 to 1.00 tore Section I.5.I,Table 1.5.2) Total System Weight W 44,485 Total Oeolaod — freight in urInatIon of paint at uttoctrmnnt efcnnrponentwfth Height of full structure z 30.00 respect Ia the base. For denru or or betnw the base, a shalt be taken as 0. The value atom need not exceed 2.0 Building Height 11 30.00 nvewoae roof hellS of savanna with espect to the base ISland Eccentric Monrenhstrenath. Roof Anchor Lateral Strength lbs 850 See datelIne PtatStcls testing Report. Seismic Load F, 26,798 ASCE Eqo000n 13.3-I, A Applied Seismic Load F0po 16,758 .7 of F, as Prescribed by 65W Load Combinations in ASCE 2.4.1 Max Seismic Load Ft,,ss 53,595 MAX Min Seismic Load FPdo 10.049 MIN Notes For designs using prescriptive displacement (no anchors) or anchored with consideration for friction, displacement values must be listed on plan set documents. Each separate array shall be interconnected as an integral unit such that for any velical section lhroughi the array, the members and connections Shall have design strength to resist a total horizontal force across the section. in both tension and compression, equal to the larger of 0.133'500'W, and o.rw, Where. Wv the weight of the portion of the array, including ballast, on the aide of the Section that has smaller weight. Design anchor strength used, is the greater 0125% at the applied seismic load and the remarrirlg seismic load oiler consideration for allowable friction. rroin determined by the U.S. Seismic Design Maps Web Application. See ink here: ktrp:llgeoh020rd5.usgs.gav!desmnmapslrosl See Soilage Friction Repel for Specific Roof Material See SEAOC PVl STRUCTURAL AND SEISMIC RECUIREMENTS AND COMMENTARY FOR ROOFTOP SOLAR PHOTOVOLTAIC ARRAYS FINAL REPORT 2012 Sategu FasrRack 510 Corrqthie. v.0, the SEAOC PV2weqrirements In, both attached and on.utrached system design. AS friction colons were determined by NRTL resting in compliance mar the SEAOC recnnnnendatiorrs as well asASTMGlI5. City of Carlsbad Print Date: 01/27/2020 Permit No: PREV2019-0171 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title Description: 2735 Palomar Airport Rd BLDG-Permit Revision Work Class: Commercial Permit Revi5 2132621600 Lot #: $ 0.00 Reference #: Construction Type Bathrooms: Orig. Plan Check #: CBC2018-0664 Plan Check #: STAYBRIDGE SUITES: ADDITION OF CARPORTS Status: Closed - Finaled Applied: 08/28/2019 Issued: 10/04/2019 Permit 01/27/2020 Finaled: Inspector: Final Inspection: Applicant: Owner: Contractor: EVAN KAPLAN ALPS GROUP KODIAK MOON CONSTRUCTION LLC 2735 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 1 760-602-8560 f I www.carlsbadca.gov General Scope of Submittal: 441h01\ o1-' cec, CONTACT INF( Name Address Email Address lION: (I (fr-lqo--l-73 Fax '6 roec t• 4,-'1ffity \\' zip— ' PLAN CHECK REVISION OR Development Services City of DEFERRED SUBMITTAL Building Division APPLICATION 1635 Faraday Avenue 760-602-2719 Carlsbad B.1 5 Original Plan Check Plan Revision Number €1 Project Address '2" Q o( Quçlç QU. Original Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: Plans 6 Calculations El Soils El Energy El Other 2. Describe revisions in detail 3. List page(s) where each revision is shown hd&4on o o r c4-s 'iJ-o A 1 30.1 34'., e*A t (Qp ,€%1.- E. f Does this revision, in any way, alter the exterior of the project? Does this revision add ANY new floor area(s)? El Yes Does this revision affect any fire related issues? El Yes Is this a complete set? E21' Yes El No Signature _Ø4 )- JI"Yes E] No 'No Ef'No c)1 cerporh oe-( 1' c(- keIh1) Date 1635 Faraday Avenue, Carlsbad, CA 92008 ft: 760-602-2719 f: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil A SAFEbuRf Company DATE: 9/12/2019 qf'APPLICANT )i JURIS. JURISDICTION: Carlsbad ( PLAN CHECK #.: prev2019-0171 rev to CBC2018-0664 SET: I PROJECT ADDRESS: 2735 Palomar Airport Rd. PROJECT NAME: Holiday INN additional carports and PV system 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. 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: 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: Date contacted: Mail Telephone Telephone #: / (byEli A 7l VL) Email:• Fax In Person LI REMARKS: By: Morteza Beheshti, P.E. Enclosures: EsGil 8/29 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 PLAN CHECK #.: prev2019-0171 rev to CBC2018- 0664 PREPARED BY: Morteza Beheshti, P.E. DATE: 9112/2019 BUILDING ADDRESS: 2735 Palomar Airport Rd. BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1cb IBY Ordinance 1997 UBC Building Permit Fee OW 1997 UBC Plan Check Fee I I Type of Review: E Repetitive Fee Repeats Based on hourly rate El Complete Review U Other Hourly EsGil Fee U Structural Only 3 Hrs.@* $105.00 I $315.00I Comments: Sheet of - N.1 T D STRUCTURAL DESIGN LLC HIE 2735 PALOMAR AIRPORT CANOPIES Project Adress: [2735 PALOMAR AIRPORT RD. CARLSBAD, CA 92011 Engineer: JH Checked By:E Issue Date: August 16, 2019 '[ S6534 F 08/16/2019 J q David Grapsas, P.E. Principal - Phoenix. Al John Elder, P.E. 480454-6408 Principal ws'w.unitcdsir.com NITED STRUCTURAL DESIGN LLC TABLE OF CONTENTS PAGES DESIGN CRITERIA AND DESIGN L.OAPS 1-12 STRUCTURE KEY PLAN AND LAYOUT 1.3 PURL.IN DESIGN 1.4 -19 4 PANEL STRUCTURE BEAM DESIGN 20 -26 LATERAL ANALYSIS AND COLUMN DESIGN 27 -44 FOOTING DESIGN 45-59 CONNECTION CHECK - 60 -61. David Grapsas, P.E. Principal Phoenix. AZ John Elder, P.E. 480-454-640g Principal www.unitedstr.com www.unitedstr.com NITED STRU CTU RAL DESIGN LLC PROJECT NAME: HIE 2735 PALOMAR AIRPORT CANOPIES PROJECT LOCATION: 2725 PALOMAR AIRPORT RD. CARLSBAD, CA 92011 ENGINEER: JH REVIEWER: JE DATE: 8/16/2019 Project Name: HIE 2735 PALOMAR AIRPORT CANOPIES Job Number: CODE California Building Code 2016 LOADS Roof: Dead Load DL: 8.0 psf Root Live Load RILL: 12.0 psf Wind Risk Category_______________________________________ V: 100 MPH Exposure Category:' C Importance Factor (I.): 1.00 Mean Roof Height: 15.0 ft 0.85 Kd: 0.85 1.0 K,: 0.85 Enclosure Classification: Open Building Seismic Risk Category Importance Factor (I,): --1.00 Seismic Site Class: D Seismic Design Category: 0 1.037 5: 0.402 0.750 Sol 0.428 R: 1.25 0: 1.25 Cd: 1.25 C,: 0.600 Snow Load 0.0 psf 0.80 1.20 (Unheated and Open Air Structures) Exposure: C C,: 1 Pm,: 0.0 psf Pr: 0.0 psf C,: 1.00 ( 0.0 psf Phoenix. AZ 4110-454-6408 www.unitedstr.com IT ED STRUCTURAL DESIGN LLC PROJECT NAME: HIE 2735 PALOMAR AIRPORT CANOPIES PROJECT LOCATION: 2725 PALOMAR AIRPORT RD. CARLSBAD, CA 92011 ENGINEER: JH REVIEWER: JE DATE: 8/16/2019 Dead Load Solar Panels: 3.0 psf Purlins: 12.0 psf Beams: 12.5 psf Misc.: 10.5 psf Total Dead Load: -8.O psf Material Strengths Concrete: Assumed f'c: Steel: Rebar: Bolts: Anchor Rods: W Section: M, 5, C, MC, I Sections: HSS Rect. Section: HSS Round. Section: Light Gage Steel: Soil: 2500 Psi ASTM A615, Fy = 60k5i ASTM A706, Fy = 60ks1 ASTM A325N ASTM F1554 Gr. 55 ASTM A992, Fy = 50k5i ASTM A36, Fy = 36k5! ASTM A500 Gr. B, Fy = 46ksi ASTM A500 Gr. B, Fy = 42ksi Fy=55k5i Allowable Soil Bearing: 11500 psf] Allowable Lateral Bearing: 1100 psf/ftj [Values are assumed and taken from Table 1806.2 from IBC I Phoenix. AZ 480454.6408 www.uniicdsir.com . United Structural Design LLC JOB TITLE HIE 2735 PALOMAR AIRPORT CANOPIES 3 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 & Miscellaneow Risk Category & Importance Factors: Risk Category = 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 0 psf 0 psf Rioid Structure 0.20 = 500 ft z,= l5ft 0.20 9Q, 9V 3.4 LZ 427.1 ft 0.92 l = 0.23 G = 0.88 use G = 0.85 = United Structural Design LLC P0 Box 33245 Phoenix, AZ 85067 (480) 454-6408 JOB TITLE HIE 2735 PALOMAR AIRPORT CANOPIE JOB NO. SHEET NO. CALCULATED BY JH DATE CHECKED BYJE DATE 4 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 2 0.849 Type of roof . Monoslope Toøoaraohic 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 K, = 0.000 z/Lh= 0.00 1(3 = 1.000 At Mean Roof Ht: Kzt = (1+K1K,K3),'2 = 1.00 H< 15ft;expC Kzt=1.0 V(z) ZA Speed-up V(Z) x(upwind) r x(downwind) ______ Lh 2D RIDGE or 3D AXISYMMETRICAL HILL Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T> 1 second). h= 15.0 ft However, if building h/B <4 then probably rigid structure (rule of thumb). B= 40.0 ft h/B = 0.38 Rigid structure /z (0.6h) 15.0 ft G = 0.85 Using rigid structure default Flexible or Dynamically Sensitive Structure Natural Frequency () = 0.0 Hz Damping ratio (13) = 0 /b = 0.65 0.15 Vz= 84.4 0.00 R= 0.000 Rh = 28.282 ri = 0.000 RB = 28.282 ri = 0.000 RL = 28.282 ri = •0000 = 0.000 R = 0.000 G = 0.000 h= 15.0 ft United Structural Design LLC JOB TITLE HIE 2735 PALOMAR AIRPORT CANOPIE 5 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. Ao a 0.8Ag Test for Partially Enclosed Building: Input Test Ao 100000.0 sf Ao a 1.1Aoi YES Ag 0.0 sf Ao >4 or 0.01Ag MBuilding Aoi 0.0 sf Aoi/Agi 0.20 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: Aoa1.1Aoi Ao> smaller of 4' or 0.01 Ag Aoi / Agis 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. Aoi = 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 large 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 to constant 0.00256 (caution - see code) : Altitude = 0 feet Average Air Density = 0.0765 Ibm/ft3 Constant = 0.00256 United Structural Design LLC JOB TITLE HIE 2735 PALOMAR AIRPORT CANOPIES 6 P0 Box 33245 Phoenix, AZ 85067 JOB NO. SHEET NO. (480) 454-6408 CALCULATED BY JH DATE____________ CHECKED BY JE DATE__________ Wind Loads - Open Buildings: 0.25:5 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 designed for a minimum pressure of 16 psf. Base pressure (qh) = 18.5 psf Main Wind Force Resisting System KzKh (case 2)= 0.85 Roof pressures - Wind Normal to Ridge Wind Direc Wind Load Flow Case Cnw A Cn= 1.20 Clear Wind p 18.8 psf Flow Cn -1.10 ..17ncf 4. 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 Edae h >h 2h >2h A Cn = ----------- 0.80 -0.60 -0.30 Clear Wind p = -12.6 ps -9.4 p5 -4.7 psf B Cn = 0.80 0.50 0.30 Flow p = 12.6 ps 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 KzKh (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=4.0ft 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 :5 16 s 3.15 -4.14 2.36 -2.07 1.57 -1.38 CN >16, S 64 s 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 Wind PL .?:Qt. -41P .-------'i6-----sf ----?LtPL. 4.7psf ,.2it.af----:?i2JL. pressure > 64 24.7psf -3L.L!----2.6PS--Jj5 -21.7 psf ---------- 24.7 psf -21.7 psf 24.7 psf - -21.7 psf 3 3 3 3 2 2 1• "2 "2 United Structural Design LLC - 7 JOB TITLE HIE 2735 PALOMAR AIRPORT CANOPIES 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 WIND DIRECTION v 0,eo Al L CNW CNL VMD T 0 DIRECTION y0,180 TROUGH PITCH WIND DIRECTION V. O• 4 .c MUNL0LUPf WIND DIRECTION v= 00. 1800 WIND DIRECTION/ MONOSLORE WnD WIND DIRECTION 4p DIRECTION 1CHED TROUGH WIND DIRECTION y= 90° MAIN WIND FORCE RESISTING SYSTEM 9< 100 9L. 100 MONOSLOPE PITCHED ORTROUGHED ROOF COMPONENTS AND CLADDING 0I24I2018 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: Coordinates: Timestamp: Hazard Type: Map Results 2725 Palomar Airport Rd, Carlsbad, CA 92010, USA 33.1296729, -117.25259340000002 2018-10-24T1 7-.48:51.903Z Wind Vista Oceanside U.. Carlsbad ' San Marcos Lake Son .. URES. kAGI. Marcos Escondido a Sk PASQUA AII1Y Del Dios Text Results ASCE 7-16 MRI10-Year -------------------------------------------------------------------------------------------------------------------------------------------------------------------67 mph MRI25-Year ---------------------------------------------------------------------------------------------------------------------------------------------------------------------73 mph MRI 50-Year ------------------------------------------------------------------- ------------------------------------------------------------------ - - - - - - - - - - - - - - - - - -78 mph MRI100-Year ------------------------------------------------------------------------------------------------------------------------------------------------------------------83 mph RiskCategory I ---------------------------------------------------------------------------------------------------------------------------------------------------------------90 mph RiskCategory II -------------------------------------------------------------------------------------------------------------------------------------------------------------97 mph Risk Category Ill ---------------------- --------------------------------------------------------------------- --------------,. ------------------------------------------------103 mph RiskCategory IV ---------------------------------------------------------------------------------------------------------------------------------------------------------107 mph ASCE7-1O MRI 10-Year. ---------. ..... ---------------------- 72 mph MRI 25-Year -------- ------ --------------— ----------------------------------------------------------------------------------------------79 mph MRI 50-Year ---------------------- -- -------- — ------------------------------ -----------------------------------------------------------------------------------85 mph MRI 100-Year ....... .. --------------------. .,,,.. ---------------------------------------------------------------------------------------------91 mph lRisk Category I ------ 100 mphl Risk Category II . -----------------------------------...------------------------------------------------------------------------------------------------110 mph 1/2 10/24/2018 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 fines 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. 212 United Structural Design LLC JOB TITLE HIE 2735 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: 0 Ss (0.2 sec) = 103.70 %g S1 (1.0 sec) = 40.20 %g Fa = 1.085 Sms = 1.125 S05 = 0.750 Design Category = D Fv = 1.598 Srml = 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 lrregularities: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) = 17.51 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 (0o) = 1.25 Deflection Amplification Factor (Cd): 1.25 5os = 0.750 5D1 = 0.428 p = redundancy coefficient Seismic Load Effect (E): i Q +1- 0.2SDS 0 = p QE +1- 0.150D 0E = horizontal seismic forcc Special Seismic Load Effect (Em): Do 05+!- 0.2S050 = 1.3 QE 0.150D D = dead loac PERMITTED ANALYTICAL PROCEDUREE Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis - Permittec Building period coef. ((T) = 0.028 Cu = 1.40 Approx fundamental period (Ta): CTIV = 0.276 sec x= 0.80 Tmax = CuTa = 0.387 User calculated fundamental period (T) = sec Use T = 0.276 Long Period Transition Period (TL) = ASCE7 map = 8 Seismic response coef. (Cs): S051/R = 0.600 need not exceed Cs = Sd1 I IRT = 1.239 but not less than Cs: 0.044Sdsl = 0.033 USE Cs = 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 2 4 6 8 1.00 0.80 0.60 0.40 0.20 0.00 0 ID/24/2018 ATC Hazards by Location 11 A 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, -11T.25259340000002 2018-10-24117:49:28.251Z Seismic ASCE7-10 D Not specified -: r-- Pceanside CHTV Vista r \ Carlsbad ,, 2 San Marcos Lake Son FAe 2 1 VAUET DejOics I —7 Map date O?RepoUa: map error' MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sala) 0.60 0.40 0.20 0.00 Period (a) 0 2 4 6 Text Results Basic Parameters Name Value Description SS 1.037 MCER ground motion (period=0.2s) S1 0.402 MCER ground motion (period=1.0s) SMS 1.125 Site-modified spectral acceleration value SMI 0.643 Site-modified spectral acceleration value 5DS 0.75 Numeric seismic design value at 0.2s SA Si 0.429 Numeric seismic design value at 1.0s SA Additional Information Name Value Description 1/2 1.0/24/2018 ATC Hazards by Location SDC D Seismic design category Fa 1.085 Site amplification factor at 0.2s F 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 T1 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 (lOs) SI UH 0.385 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) 510 0.6 Factored deterministic acceleration value (lOs) 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 local Authority Having 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. 12 212 13 TYPICAL KEY PLAN 1' GRID- - - LW- II • w _1111 NEI - II David Grapsas, P.E. Principal Phoenix. AZ John Elder, P.E. 4804 54-6408 Principal www.unhedstr.com www.unitedstr.com N-IT D RUCTURAL DESIGN LLC 14 FURL.1 N PESICN Purlin Span Purlin Tributary Width: Dead Load jT7 / 1 77 1 Dead Load: IS psf (Plus Self Weight) WDL: 12.3 p11 27.0 ft Roof Live Load Roof Live Load: 12.0 psf WRLL 42.0 plf Snow Load Snow Load: 0.0 psf WSL: 0.0 Of Wind Load Wind Load: 24.7 psf WWL: 86.6 plf 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. 480-454-6408 Principal www.unitedsir.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 10x3.54.84.075 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 ifl6 Stiffened Channel, Thickness 0.075 in Placement of Part from Origin: X to center of gravity 0 in Yto center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.800 270.00e 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 5.000 4 3.500 0.000 0.10690 Single 0.000 0.000 1.750 5 0.800 -90.000 0.10690 None 0.000 0.000 0.400 16 CFS 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 1:13:08 PM Material Area Length Weight (in 2 ) (ft) (k) 1 A653 SS Grade 55 1.3539 27.000 0.12429 Total 27.000 0.12429 Start Loc. End Loc. Braced R k4 Lm ex ey (ft) (ft) Flange (k) (ft) (in) (in) 1 0.000 27.000 None 0.0000 0.0000 20.000 0.000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 XVT 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 XVI 27.000 2.00 No 1.0000 Loading: Dead Load Type Angle Start Loc. (deg) (ft) 1 Distributed 90.000 0.000 Loading: Roof Live Load Type Angle Start Loc. (deg) (ft) 1 Distributed 90.000 0.000 End Loc. Start End (ft) Magnitude Magnitude 27.000 -0.012250 -0.012250 k/ft End Loc. Start End (ft) Magnitude Magnitude 27.000 -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.eee -0.075950 -0.075950 k/ft Loading: Wind Uplift Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.0e0 0.000 27.000 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 S100-16, 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 0.600 Load Combination: 0.6D+0.6W Specification: AISI S100-16, US, ASD Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 0.600 2 Dead Load 0.600 3 Wind Uplift 0.600 Member Check - AISI SIOO-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 0.0008 in Cmx 1.0000 Cmy 1.0080 ey 0.0000 in Braced Flange: None k4 0 k Red. Factor, R: 0 Lm 20.080 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 0.008 68.260 0.000 0.088 0.000 Strength 11.481 90.651 3.896 20.591 9.703 Interaction Equations Eq. H1.2-1 (P, Mx, My) 8.000 + 0.753 + 0.000 = 0.753 <= 1.0 Eq. H2-1 (Mx, Vy) Sqrt(0.423 + 0.000)= 8.650 <= 1.0 Eq. H2-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 19 BOUOM OF COLUMN -4 -0 BOUOM OFA1SSON - - - - - - - 0 C-, 6 20 IL David Grapsas, P.E. Principal Phoenix. AZ John Elder, P.E. 480-454-6408 Principal www.uniicdsir.com www.unitedstr.com NIT D 21 STRUCTURAL DESIGN LLC BEAM PESIcN - 4 PANEL Beam Spanl :20.3 ft Beam Trib Width: I .i 110 Ill. Dead Load Dead Load: 5.5 psf WOL: 141.1 plf Roof Live Load Roof Live Load: 12.0 psf Wp: 307.9 plf (PLUS SELF WEIGHT) Snow Load Snow Load: 0.0 psf WSL: 0.0plf Wind Load Wind Load: 24.7 psf WWL: 634.5 plf 20.3 ft See Output for Column Size David Grapsas, P.E. Principal Phoenix. AZ John Elder, P.E. 480454-6408 Principal www.unitedslr.coni www.unitedstr.com 22 Sheet no. I Job Ref. 18168 Date 8/16/2019 Calc. by JI-1 VSIT NITED RUCTURAL DESIGN LLC Project 2735 Palomar Airport Solar Canopies Subject Steel Beam -4 Panel STEEL BEAM ANALYSIS & DESIGN (A1SC360-10) In accordance with A15C360-10 using the LRFD method Load Envelope - Combination 1 1.004- 0.0- ft 1 20.25 Tedds calculation version 3.0.14 Load Envelope. Combination 2 ft 20.25 . I A 1 B kip-ft Bending Moment Envelope .210.245- -210.1 ft 20.25 A 1 B hips Shear Force Envelope 20.755- 20 F ft 20.25 A 1 Support conditions Support A Vertically restrained Rotationally restrained 23 Sheet no. 2 Job Ref. 18168 Date 8/16/2019 Caic. by JH NITED STRUCTURAL DESIGN LLC Project 2735 Palomar Airport Solar Canopies Subject Steel Beam - 4 Panel Support B Applied loading Beam loads Load combinations Load combination I - I .2D+1 .OW+O.5Lr Load combination 2 - I .2D+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 1 segment 1 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 0.141 kips/ft Wind full UDL 0.635 kips/ft Roof live full UDL 0.308 kips/ft Support A Dead x 1.20 Wind x 1.00 Roof live x 0.50 Dead 1.20 Wind 1.00 Roof live x 0.50 Support B Dead x 1.20 Wind x 1.00 Roof live x 0.50 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 x 1.20 Wind x 0.50 Roof live x 1.60 Mmax = 0 kips_ft Mmin = -210.1 kips_ft Msi_segi_max = 0 kips_ft Msi_si_min = -210.1 kips_ft Ms1_seg2_max = 0 kips_ft Ms1_seg2_min = -93.4 kips_ft Ms1_seg3_max = 0 kips_ft Ms1_seg3_min = -23.3 kips_ft Vmax = 20.8 kips Vmin = 0 kips Vsi_segi_max = 20.8 kips Vsi_segi_min = 0 kips Vs1_seg2_max = 13.8 kips Vs1_seg2_mn = 0 kips Vs1seg3_max = 6.9 kips Vs1eg3_min = 0 kips ömax = 2.1 in 8mm = 0 in RA-max = 20.8 kips RA-min = 20.3 kips 24 NIT ED Sheet no. 3 STRUCTURAL DESIGN LLC Job Ref. 18168 Project 2735 Palomar Airport Solar Canopies Date 8/16/2019 Subject Steel Beam -4 Panel Caic. by JH Unfactored dead load reaction at Support A RA_Dead = 3.6 kips Unfactored wind load reaction at support A RA_Wind = 12.8 kips Unfactored roof live load reaction at support A RA_Roof live = 6.2 kips Maximum reaction at support B RB_max = 0 kips R_min = 0 kips Section details Section type W 14x38 (AISC 15th Edn (05.0)) ASTM steel designation • A992 Steel yield stress Fy = 50 ksi Steel tensile stress F = 65 ksi Modulus of elasticity E = 29000 ksi Resistance factors Resistance factor for tensile yielding Resistance factor for tensile rupture Resistance factor for compression Resistance factor for flexure Lateral bracing 4Jty = 0.90 0.75 ItIc = 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 134.1b (case 10) Width to thickness ratio bf / (2 X tf) = 6.57 Limiting ratio for compact section Apif = 0.38 X 'I[E / F] = 9.15 Limiting ratio for non-compact section Xrff = 1.0 x '/[E / F] = 24.08 Compact Sheet no. 4 Job Ref. 18168 Date 8/16/2019 Calc. by JH 25 NITED STRUCTURAL DESIGN LLC Project 2735 Palomar Airport Solar Canopies Subject Steel Beam - 4 Panel Classification of web in flexure - Table B4.1b (case 15) Width to thickness ratio (d - 2 x k) / t, = 39.58 Limiting ratio for compact section ?.pwf = 3.76 X 1[E / F] = 90.55 Limiting ratio for non-compact section Xw = 5.70 x J[E / F] = 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 G2-3 Nominal shear strength - eq G2-1 Resistance factor for shear Design shear strength Vr = max(abs(Vmax), abs(Vmin)) = 20.755 kips A=dxt=4.371in2 k=5 CV = I Vn 0.6 x Fy x Aw XCV = 131.130 kips V1.00 Vc=4xVn=131.130kips 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 Mnym = Mp = Fx Z. = 256.25 kips—ft Lateral-torsional buckling -Section F2.2 Unbraced length Lb = Lsi_segi = 81 in Limiting unbraced length for yielding - eq F2-5 Lp = 1.76 x ry X /[E I Fy] = 65.699 in Distance between flange centroids h0 = d - tt = 13.585 in c=1 rt. = /['/(ly x C) I Sx] = 1.822 in Limiting unbraced length for inelastic LTB - eq F2-6 Lr = 1.95 x rts x E 1(0.7 x F) x /[(J X c/ (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 = Gb X [Mp - (Mp - 0.7 X Fy X Sx) X (Lb - Lp) I (Lr - Lp)] = 244.78 kips—ft Nominal flexural strength Mn = min(Ma, Mnitb) = 244.780 kips_ft Design flexural strength Mc = 4b 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 61im = 2 X Li / 180 = 2.7 in Maximum deflection span 1 8 = max(abs(ömax), abs(ömin)) = 2.064 in I NITED STRUCTURAL DESIGN LLC Project 2735 Palomar Airport Solar Canopies Subject Steel Beam -4 Panel 26 Sheet no. 5 Job Ref. 18168 Date 8/16/2019 Calc. by JH PASS - Maximum deflection does not exceed deflection limit 27 RIJN IT D STRUCTURAL DESIGN LLC 217 ANALYSIS AND COLUMN PESkN - 4 FANL Beam Span1:5.7ft Beam 5pan2 : 20.3 ft Structure Clear Height: 14.0 ft t:::-.- v.s55, .6. Beam Trib Width:, 25.7 ft a 73 Fascia Thickness T1:1.Oft - . &.Syr Structure Tilt: 7.0 deg 20 Analysis Nodes I ' 1: Base: 0.0000 0.0000 I 2: Beam/Column Intersection 0.0000 _14.6928 I 3: Left End Beam: -5.6174 14.0000 1 4: Right End Beam: 20.0977 _17.1715 I Dead Load Dead Load: 8.0 psI e... WOL: 205.3 p11 -H-- Roof Live Load I I I i011OM OF COLUMN . •1.• I Roof Live Load: 12.0 psf "-- - - - - - - - - - - t WRLL :307.gplf Snow Load Snow Load: 0.0 psI WSL: 0.o plf I : Wind Load Wind Flow Load Case Wind Direction Wind Direction V = 0 deg y = 180 deg C CW C 0.00 - - A p = is. psI 4.7 psI B p -17.3 psI -1.6 psI WIND 5 Fascia Shear 483.5 plf Wn. V1 = 0.0k W 1 120.9 plf VflI_ WIND 2 WIND 6 W-= 120.9p11 W= 483.5 p11 Wfl1 WIND 3 WIND 7 443.2 p11 W,= W,1 = 40.3 plf Wfl1 WIND 4 WINDS Wnw = 40.3 plf W-= Wrn = .443.2 p11 Wni Seismic Load Column Design WDL: 205.3 p11 Strong Axis (From 2D Analysis) Weak Axis (Seismic) Cs: 0.600 Pu :120.5 k Pu: 7.2k S15 :0.750 Vu :13.2k Vu: 3.2k V10:3.2k Mu :1193:8k-ft Mu:46.9k-ft P: I (Weak Axis) VEO: 4.1 k P: 1.3 (Strong Axis) See Output for Column Size David Grapsas, P.E. Principal Phoenix. AZ John Elder, P.E. 480454-6408 Principal saww.uniiedslr.com www.unitedstr.com NITED STRUCTURAL DESIGN LLC Project 2735 Palomar Airport Solar Canopies Subject 2D Analysis - 4 Panel ANALYSIS Geometry Sheet no. 1 Job Ref. 18168 Date 8/16/2019 Calc. by JH Tedds calculation version 1.0.27 28 Geometry (ft) - Steel (AISC) 4 3 Loading Self weight included 29 NITED Sheet no. 2 STRUCTURAL DESIGN LLC Job Ref. 18168 Project 2735 Palomar Airport Solar Canopies Date 8/16/2019 Subject 2D Analysis - 4 Panel Calc. by JH Dead - Loading (kips!ft) V z WI - Loading (kipsift) 9 V z 30 NITED STRUCTURAL DESIGN LLC Project 2735 Palomar Airport Solar Canopies Subject 2D Analysis - 4 Panel Sheet no. 3 Job Ref. 18168 Date 8/16/2019 Calc. by JH W2 - Loading (kipslft) V z W3 - Loading (kipslft) V z NOT E D STRUCTURAL DESIGN LLC Project 2735 Palomar Airport Solar Canopies Subject 2D Analysis - 4 Panel W4 - Loading (kips/ft) 31 Sheet no. Job Ref. 18168 Date 8/16/2019 Calc. by JH V z EQ - Loading (kips) z 32 Sheet no. 5 Job Ref. 18168 Date 8/16/2019 Calc. by JH z Strength combinations - Moment envelope (kip_ft) -181.6 INC T E. D STRUCTURAL DESIGN LLC Project 2735 Palomar Airport Solar Canopies Subject 2D Analysis - 4 Panel Roof Live - Loading (kipsift) LJ 48.9 33 IJJJ NElTED Sheet no. 6 STRUCTURAL DESIGN LLC Job Ref. 18168 Project 2735 Palomar Airport Solar canopies Date 8/16/2019 Subject 2D Analysis.- 4 Panel Caic. by JEI Strength combinations - Shear envelope (kips) 16.2 Strength combinations - Axial force envelope (kips) Member results Envelope - Strength combinations NITED STRUCTURAL DESIGN LLC Project 2735 Palomar Airport Solar Canopies Subject 20 Analysis - 4 Panel 34 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 0 3.2 0 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 (ml,,) NITED STRUCTURAL DESIGN LLC Project 2735 Palomar Airport Solar Canopies Subject Steel Column - Strong Axis -4 Panel STEEL COLUMN DESIGN In accordance with AlSC360-10 and the LRFD method (0 0 -a-& IT Sheet no. I Job Ref. 18168 Date 8/16/2019 Calc. by JH Tedds calculation version 1.0.09 35 0 8.03' 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 W 14x48 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(M,)) = 193.8 kips_ft My = 0.0 kips_ft V=3.2kips V0.0kips A992 Fy = 50 ksi F=65ksi E = 29000 ksi G = 11200 ksi L= 168 in Ly = 168 in 36 NITED Sheet no. 2 STRUCTURAL DESIGN LLC Job Ref. 18168 Project 2735 Palomar Airport Solar Canopies Date 8/16/2019 Subject Steel Column - Strong Axis -4 Panel 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 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 bbfl2 = 4.015 in = b / ti = 6.748 hd-2xk11.420in ?=h/t=33.588 A.rf-c = 0.56 x 'I(E! F) = 13.487 The flange is nonslender in compression Xrw-c = 1.49 x /(E / F) = 35.884 The web is nonslender in compression The section is nonslender in compression Flexure Limit for compact flange Xpff = 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 = 3.76 x 'J(E / F) = 90.553 Limit for noncom pact 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 = 57.4 Slenderness ratio about y axis SR= KxL/r= 175.9 Second order effects Second order effects for bending about x axis (cl. App 8.1) Coefficient Cm Cmx = 0.6 + 0.4 X M1 / Mx2 = 1.000 Coefficient a a = 1.0 Elastic critical buckling stress Peix = 7r2 x E x l / (Kix x Lx)2 = 4908.2 kips P-6 amplifier Bix = max(1.0, Cmx 1(1 - ax Pr! Peix)) = 1.004 Required flexural strength Mrx = Bix x Mx = 194.6 kips_ft 37 NITED STRUCTURAL DESIGN LLC Project - 2735: Palomar Airport Solar Canopies Subject Steel Column - Strong Axis - 4 Panel 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 = 1.0 Coefficient a Elastic critical buckling stress P-6 amplifier Required flexural strength 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 a1.0. Peiy = 70 x E x ly / (Kly x L)2 = 521.2 kips Bi = max(1.0, Cmy/(l - ax Pr! Peiy)) = 1.041 M, = Biy x My = 0.0 kips_ft A = d x t, = 4.692 in2 k = 5.0 Cv= 1.000 Vny = 0.6 x Fy x A x Cv = 140.8 kips 1.00 V, = Ov x V, = 140.8 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 (Cl. E3) Elastic critical buckling stress Fex = (70 x E) I (SR .)2 = 86.8 ksi Flexural buckling stress about x axis Fcrx = Q (0.6580FYIFex) x F = 39.3 ksi Nominal flexural buckling strength P, =Fcrx x A9 = 553.9 kips Flexural buckling about y axis (ci. E3) Elastic critical buckling stress Fey = (7t2 x E) / (SR)2 = 9.2 ksi Flexural buckling stress about y axis Fcry = 0.877 x Fey = 8.1 ksi Nominal flexural buckling strength Pny = Fay x A9 = 114.4 kips Torsional and flexural-torsional buckling (cl. E4) Torsional/flexural-torsional elastic buckling stress Fet = [71? x E x C / (Kz x L)2 + G x J] x I / (l + ly) = 72.8 ksi Torsional/flexural-torsional buckling stress Fcrt = Qz x (0.658Q<FY1Fet) x Fy = 37.5 ksi Nom. torsional/flex-torsional buckling strength Pt =Fat x A9 = 528.8 kips Sheet no. 4 Job Ref. 18168 Date 8/16/2019 Calc. by JH 38 NITED STRUCTURAL DESIGN LLC Project 2735 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(P,, Pn,, Pet) = 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 Z = 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 J(E / F) = 81.0 in Lb > L,, - Limit state of lateral torsional buckling applies Effective radius of gyration rts = 4(4(l x C) I S) = 2.199 in Distance between flange centroids h0 = d - ti = 13.205 in Factor c c = 1.000 Limiting unbraced length (inelastic LTB) Lr = 1.95 x rts X EI(0.7xFy) x '/(Jxc I (Sxho)) x 4L1 + 4(1 + 6.76 x (0.7xFxSxh0 I (ExJxc))2)] 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 + M) / 2) = 193.80 kips_ft Moment at 14 point of unbraced segment MA = abs((Mi + MB) I 2) = 193.80 kips_ft Moment at % point of unbraced segment Mc = abs((M + MB) / 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 Mpx = Fy x Z, = 326.7 kips_ft Nominal flexural strength Mnxitb = min(M, Cb x [M - (M - 0.7 x Fy X S) X (Lb - L) / (Lr L)]) Mnxltb = 265.0 kips—ft Design flexural strength about the major axis (cl. Fl) Resistance factor for flexure 4b = 0.90 Design flexural strength Mcx = Ob x min(Mfld, Mnxltb) = 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 HI.3. In-plane instability (cl. HI .3(a)) Available comp. strength in plane of bending Pci = Oc x min(P, Pet) = 475.9 kips NITED Sheet no. 5 STRUCTURAL DESIGN ILLC Job Ref. 18168 Project 2735 Palomar Airport Solar Canopies Date 8/16/2019 Subject SteelColumn -StrongAxis -4Panel Calc. by JH Member utilization (eqn Hi-I) UR = Pr 1(2 X P) + Mrx/Mcx = 0.838 Out-of-plane buckling and lateral-torsional buckling (cl. 1-1I.3(b)) Available comp. strength out of plane of bending P€, = Oc x min(P, Pot) = 102.9 kips Available lateral-torsional strength taking Cb as 1.0 McxJtb = Ob x min(M, 1.0 x [M - (M - 0.7 x Fy x S) x (Lb - L) I (Lr - Lv)]) = 238.5 kip_ft Member utilization (eqn 1-11-2) UR0 = Pr I PCY X (1.5 - 0.5 x Pr / P) + (M / (Cb X Mcxjtb))2 = 0.945 PASS - The member is adequate for the combined forces 39 40 Sheet no. 1 Job Ref. 18168 Date 8/16/2019 Caic. by JH I NITED STRUCTURAL DESIGN LLC Project 2735 Palomar Airport Solar Canopies Subject Steel Column - Weak Axis -4 Panel STEEL COLUMN DESIGN In accordance with A1SC360-10 and the LRFD method 0 I -f- Tedds calculation version 1.0.09 0 8.O3 Column and loading details Column details Column section Design loading Required axial strength Maximum moment about x axis Moment about y axis at end 1 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) M = 0.0 kips_ft Mi = 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 VO.Okips Vrx3.2kips A992 Fy = 50 ksi Fu = 65 ksi E = 29000 ksi G = 11200 ksi Lx = 183 in Ly = 183 in 41 NITED STRUCTURAL DESIGN LLC 2735 Palomar Airport Solar Canopies Steel Column - Weak Axis -4 Panel Sheet no. 2 Job Ref. 18168 Date 8/16/2019 Calc. by JH Project Subject 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 K2 = 1.00 Section classification Section classification for local buckling (Cl. 134) Critical flange width b = bt I 2 = 4.015 in Width to thickness ratio of flange Xf= b / tr = 6.748 Depth between root radii h = d - 2 x k = 11.420 in Width to thickness ratio of web 4 = h I tw = 33.588 Compression Limit for nonslender flange = 0.56 x !(E / F) = 13.487 The flange is nonslender in compression Limit for nonslender web = 1.49 x (E I F) = 35.884 The web is nonslender in compression The section is nonslender in compression Flexure Limit for compact flange Xpff = 0.38 x '(E I Fy) = 9.152 Limit for nohcompact flange )r = 1.0 x 'J(E I Fy) = 24.083 The flange is compact in flexure Limit for compact web A. = 3.76 x J(E I F) = 90.553 Limit for noncompact web = 5.70 x 'I(E I F) = 137.274 The web is compact in flexure The section is compact in flexure Slenderness Member slenderness Slenderness ratio about x axis SRKxL2/r262.6 Slenderness ratio about y axis SR= KxLIr= 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 = X E X l / (Kin X L)2 = 4136.6 kips P-8 amplifier Bi = max(1.0, Cmx I (1 - ax Pr / Peix)) = 1.002 Required flexural strength Mrx= Bix x Mx = 0.0 kips_ft I NITED STRUCTURAL DESIGN LLC Project 2735 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 (Cl. App 8.1) Coefficient Cm Cmy = 0.6 + 0.4 X My, / M2 = 0.600 Coefficient a Elastic critical buckling stress P-ö amplifier Required flexural strength 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 a1.0 Peiy = 70 x E x l, / (Kit x L)2 = 439.3 kips Biy = max(1.0, Cmy/(1 - ax Pr/Peiy)) = 1.000 Mry = Biy x My = 46.9 kips_ft A = 2 x bf X tf = 9.556 in2 k = 1.2 C= 1.000 Vnx = 0.6 x FY x A x Cv = 286.7 kips = 0.90 V€, = lv 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 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 = (7t2 x E) / (SR)2 = 73.1 ksi Fx = Qx x (0 658QxxFYIFex) x Fy = 37.6 ksi Pnx = Fcrx x A9 = 529.5 kips Fey = (it2 x E) / (SR)2 = 7.8 ksi Fay = 0.877 x Fey = 6.8 ksi Pny = Fay x A9 = 96.4 kips Torsional and flexural-torsional buckling (Cl. E4) Torsional/flexural-torsional elastic buckling stress Fet = [it2 x E x C / (Kz x L)2 + G x J] x I / (l + ly) = 66.1 ksi Torsional/flexural-torsional buckling stress Fat = Qz x (0.6580FYlFet) x Fy = 36.4 ksi Nom. torsional/flex-torsional buckling strength P1 = Fat x A9 = 513.7 kips NITED STRUCTURAL DESIGN LLC Project 2735 Palomar Airport Solar Canopies Subject Steel Column - Weak Axis -4 Panel Sheet no. 4 Job Ref. 18168 Date 8/16/2019 Caic. by JH 43 Design compressive strength (cl.EI) Resistance factor for compression Oc = 0.90 Design compressive strength Pc = Oc x min(Pn, Prn,, Pot) = 86.7 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) = 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 Mnyld = 73.5 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)I(2 x P) + (Mrx/ Mcx + Mry/ M) = 0.680 PASS - The member is adequate for the combined forces 44 o NITED Sheet no. STRUCTURAL DESIGN LLC Job Ref. 18168 Project 2735 Palomar Airport Solar Canopies Date 8/16/2019 Subject Steel Column - Weak Axis -4 Panel Caic. by JH 45 NIT D STRUCTURAL DESIGN LLC MJ w1murrt LJLTJ$J FOOTIN6 PESUN — 4 PANEL Soil Properties Allowable Soil Bearing: 1500 psf Allowable Passive Pressure: 100 psf/ft Column Reactions Strong Axis (From 2D Analysis) Pmax :[iik V....,:12.2k Mmxx : [46.7 k-ft aRef 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.unitedstr.com www.unitedstr.com 46 Sheet no. 1 Job Ref. 18168 Date 8/16/2019 Caic. by JH NITED STRUCTURAL DESIGN LLC Project 2735 Palomar Airport Solar Canopies Subject 20 Analysis - 4 Panel ANALYSIS Tedds calculation version 1.0.27 Geometry Geometry (ft) - Steel (AISC) 4 3 Service combinations - Shear envelope (kips) 12.9 47 IJJ ITED Sheet no. 2 STRUCTURAL DESIGN LLC Job Ref. 18168 Project 2735 Palomar Airport Solar Canopies Date 8/16/2019 Subject 2D Analysis - 4 Panel Calc. by Jl-1 Results 0 Forces Service combinations - Moment envelope (kip_ft) -138.1 -id 1 0 48 NDTED Sheet no. 3 STRUCTURAL DESIGN LLC Job Ref. 18168 Project 2735 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 . (kip_ft) 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 0 16.715 (max) 14.69 0.128 NITED STRUCTURAL DESIGN LLC Project 2735 Palomar Airport Solar Canopies Subject 2D Analysis - 4 Panel 49 Sheet no. 4 Job Ref. 18168 Date 8/16/2019 Calc. by JH NITED STRUCTURAL DESIGN LLC Project 2735 Palomar Airport Solar Canopies Subject Pole Footing -4 Panel Sheet no. 1 Job Ref. 18168 Date 8/16/2019 Calc. by JH 50 FLAGPOLE EMBEDMENT (IBC 2015) TEODS calculation version 1.2.01 Soil capacity data Allowable passive pressure Lsbc = 100 pcf Maximum allowable passive pressure Pmax = 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 112 = 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 = 146700 lb—ft Sheet no. Job Ref. Date Caic. by 2 18168 8/16/2019 JH 51 NITED STRUCTURAL DESIGN LLC Project 2735 Palomar Airport Solar Canopies Subject Pole Footing -4 Panel Distance of Mi from ground surface H3 = 14 ft Shear force and bending moment Total shear force F = Pi + P2 + W x (al - a) = 2200 lbs Total bending moment at grade M9 = Pi x Hi + P2 x H2 + W x (al - a) x (a + ai) /2 + Mi = 146722 lb—ft Distance of resultant lateral force h = abs(M9 / F) = 66.69 ft Embedment depth (1807.3.2.1) Embedment depth provided D = 16.99 ft Allowable lateral' passive pressure Si = min(Pmax, Lsbc x min(D, 12 ft) / 3) x LDFi x LDF2 = 800 psf Factor A A = 2.34 x abs(F) / (Si x Dia) = 3.2 ft Embedment depth required Di = 0.5 x A x (1 + (1 + ((4.36 x h) / A))°5) = 16.99 ft Actual lateral passive pressure S2 = (2.34 x abs(F) x ((4.36 x h) + (4 x 0))) / (4 x 02 x Dia) = 799.9 psf NIT ED : Sheet no. 1 52 STRUCTURAL DESIGN LLC Job Ref. 18168 Project 2735 Palomar Airport Solar Canopies Date 8/16/2019 Subject Spread Footing - 4 Panel Calc. by Jl-1 COMBINED FOOTING ANALYSIS AND DESIGN (AC1318-11) 14-4' 3"- NJ, 114-7- !D c.1 k Co C..1 -,- 126" 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 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 = -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 O'= 25.0 deg Design base friction angle 8 = 19.3 deg Coefficient of base frictioni tan(8) = 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 PQA = 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 TEDDS calculation version 2.0.06 53 Sheet no. 2 Job Ref. 18168. Date 8/16/2019 Calc. 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 FQsur = 0.000 ksf Fswt = h X Pconc = 0.300 ksf F0i = h0i x Psoil = 0.000 ksf F = A x (FGsur + Fsur + Fswt + F501) = 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 MGXA = 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 2735 Palomar Airport Solar Canopies Subject Spread Footing -4 Panel Check stability against sliding Resistance to sliding due to base friction Hfrjctjon = max([PGA + (FGSur + F5t + F5011) x A], 0 kips) x tan(8) = 13.728 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 h50i) 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 = M, + HxA x h = 151.100 kip_ft Restoring moment in x direction Foundation loading Mxsur = A X (Fsur + F5t + F01i) x L / 2 = 140.625 kip_ft Axial loading on column Mxaxiai = (PGA) x (L / 2 - ep,) = 129.425 kip_ft Total restoring moment Mxres = Mxsur + WaAal = 270.050 kip_ft PASS - Restoring moment is greater than overturning moment in x direction NITED STRUCTURAL DESIGN LLC Project 2735 Palomar Airport Solar Canopies Subject Spread Footing - 4 Panel Sheet no. 3 Job Ref. 18168 Date. 8/16/2019 Calc. by JH 54 Calculate base reaction Total base reaction T = F + PA = 39.200 kips Eccentricity of base reaction in x em = (PA x ep + M + HxA x h) / T = 38.587 in Eccentricity of base reaction in y eTy = (PA x ep + MyA + HyA x h) / T = 0.000 in Check base reaction eccentricity abs(eT) / L + abs(eT) lB = 0.257 Base reaction acts outside of middle third of base Calculate base pressures qi = 0.000 ksf q2 = 0.000 ksf q3=2xT/[3xBx(L/2-abs(eTX))J=1.435ksf q4 = 2 x T / [3 x B x (L / 2 - abs(eT))] = 1.435 ksf Minimum base pressure qmin = min(qi, q2, q3, q4) = 0.000 ksf Maximum base pressure qmax = max(qi, q2, q3, q4) = 1.435 ksf PASS - Maximum base pressure is less than allowable bearing.pressure 0.000iksf ,MM 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 VG = 1.20 = 1.60 Ytw = 0.00 = 0.90 4s = 0.75 PuA = PGA X G + PQA X Q + PWA x 7rw = 20.040 kips 55 NITED Sheet no. 4 STRUCTURAL DESIGN LLC Job Ref. 18168 Project 2735 Palomar Airport Solar Canopies Date 8/16/2019 Subject Spread Footing -4 Panel Calc. by JH Ultimate foundation loads Ultimate foundation load Ultimate horizontal loading on column Ultimate horizontal load in x direction Ultimate horizontal load in y direction Fu = A x [(FGsur + Fswt + F5011) x + Fsur x o] = 27.000 kips HxuA = HGxA X G + HQXA x o + HWXA x 'yw = 2.640 kips HyuA = HGyA X G + HQyA X 'fQ + HwyA X ym = 0.000 kips Ultimate moment on column Ultimate moment on column in x direction MxuA = MGXA x VG + MQXA x + MWxA x VW = 176.040 kip_ft Ultimate moment on column in y direction MyuA = MGYA X VG + MQyA x Vo + MwyA x fiw = 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 eP + M + 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 qiu = 0.000 ksf q2u = 0.000 ksf q3u = 2 x T/[3 x B x (L / 2- abs(erxu))] = 1.722 ksf q4u = 2 x T / [3 x B x (L / 2- abs(er))] = 1.722 ksf Minimum ultimate base pressure qminu = min(qiu, q2u, q3u, q4u) = 0.000 ksf Maximum ultimate base pressure 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 / 2 = 10.335 kips/ft Length of base reaction L = 3 x (L / 2 - eTxu) = 109.240 in Rate of change of base pressure C. = (fUi - fuL) / 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 epxA LR= L/2-ep,=7.75Oft Mx=CxX (LL -L+Lx)3 /6 -FuXLL2 /(2XL)+Hx Xh+M= 4.750 ft Mxneg fuRXLR2 /2 CxXLR3 /6 Fu XLR2 /(2xL)HxuAxhMxuA Mxneg = -23.899 kip_ft Calculate rate of change of base pressure in y direction Top edge base reaction fuT = (q2u + q4u) x L / 2 = 10.765 kips/ft Bottom edge base reaction fuB = (qiu + q3u) x L / 2 = 10.765 kips/ft Length of base reaction Ly = B = 6.000 ft I NITED. STRUCTURAL DESIGN LLC Sheet no. 5 Job Ref. 18168 56 Project 2735 Palomar Airport Solar Canopies Date 8/16/2019 Subject Spread Footing -4 Panel Caic. 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 Cy = (fuB - fuT) / Ly = 0.000 kips/ft/ft LT=B/2+epA=3.000ft LB=B/2-ep,A=3.000ft My = fuT x LT / 2 + Cy x LT /6 - Fu x LT 1(2 x B) = 28.194 kip_ft = 2500 psi f = 60000 psi Cnom = 3.000 in Normal weight A. = 1.00 Moment design in x direction 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 AsxBjrov = NXB X it X 4xB2 /4 = 3.534 in2 Area of compression reinforcement provided As_xTj,rov = NXT x it x 4xT2 /4 = 3.534 in2 Minimum area of reinforcement As_x_mun = 0.0018 X h x B = 3.110 in2 Spacing of reinforcement 5xBrov = (B - 2 x Cnom) I max(NXB - 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 ax = As_xB.prov X f/(0.85 X f'c)( B) = 1.39 in 0.85 cnax = ax/ 13' = 1.63 in Etx = 0.003 x (dx - Cna_x) / Cna_x = 0.03495 PASS - The section has adequate ductility (CL 10.3.5) Mnx = abs(M) I Of = 174.913 kip_ft Mcapx = As_xB..prov X fy x [dx - (As_x8j,rov X fy/(l.7 X f'c X B))] MCSPX = 352.228 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 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 - i /2 = 20.625 in As_xTjrov = NxT X IC X 4xT2 /4 = 3.534 in2 As_xB.prov = NxB )< it )( 4)xB2 /4 = 3.534 in2 As_x_min = 0.0018 x h x B = 3.110 in2 SxTprov = (B - 2 )( Cnom)/ max(Nxi - 1, 1) = 9.429 in Smax = min(3x h, 18in) = 18.000 in 57 1 NITED STRUCTURAL DESIGN LLC Project 2735 Palomar Airport Solar Canopies Spread Footing -4 Panel Subject Sheet no. 6 Job Ref. 18168 Date 8/16/2019 Caic. by JH Depth of compression block Neutral axis factor Depth to the neutral axis Strain in reinforcement Nominal moment strength required Moment capacity of base PASS - Reinforcement provided exceeds minimum reinforcement required a5 = As xTj,rov X fy / (0.85 X f'c X B) = 1.39 in 3i= 0.85 Cna_x = a5/ 13' = 1.63 in etx = 0.003 x (d5 - cna_x) / Cna_x = 0.03495 PASS - The section has adequate ductility (ci. 10.3.5) Mnxneg = abs(M5) / $ = 26.554 kip_ft Mcapxneg = As_xrprov X fy X [d5 - (As_xr.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 - 4yB / 2 = 19.875 in Area of tension reinforcement provided AsyB.prov = NyB X it x $JB2 /4 = 7.069 in2 Area of compression reinforcement provided Asj,T_prov=NyTx1rx4y12 /4 7.069in2 Minimum area of reinforcement Asj,_min = 0.0018 x h x = 6.480 in2 Spacing of reinforcement 5yBjrov = (L - 2 X Cnom) / max(NB - 1, 1) = 9.600 in Maximum spacing of reinforcement Smax = min(3 x h, 181n) = 18.000 in PASS - Reinforcement provided exceeds minimum reinforcement required Depth of compression block ay = As_yB_prov x f/(0.85 x f'c XL) = 1.33 in Neutral axis factor f3i = 0.85 Depth to the neutral axis Cnaj,=ay/J3i =1.57 in Strain in reinforcement Etjf = 0.003 X (dy - Cna.y) / Cnay = 0.03509 PASS - The section has adequate ductility (cl. 10.3.5) Nominal moment strength required Mny = abs(My) / qM = 31.327 kip_ft Moment capacity of base Mcapy = As..yB_prov X fy X [d - (As.yB_prov X fy / (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 = (q& - Cx x (L / 2 - ep, - IA! 2 - d) I B + q4u) / 2 qsu = 1.199 ksf Area loaded for shear at d from face of column As = B x min(3 x (L /2 - eTx), LI 2 - ep - IA/ 2- d5) = 33.188 ft' Ultimate shear force at d from face of column Vsu = As x (qsu - F / A) = 27.850 kips Shear design at d from right face of column Strength reduction factor in shear = 0.75 Nominal shear strength Vnru = Vsu / $s = 37.133 kips Concrete shear strength VC-s = 2 x A x 4(fc x I psi) x (B x d5) = 148.500 kips PASS - Nominal shear strength is less than concrete shear strength : NITED STRUCTURAL DESIGN LLC Project 2735 Palomar Airport Solar Canopies Subject Spread Footing -4 Panel Sheet no. 7 Job Ref. 18168 Date 8/16/2019 Caic. 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-W2-d/2)+(lA+2xdI2)I2]xCJB+[(BI2-epA-bj2- d/2)+(bA+2Xd/2)/2]XCy/L qpuA = 0.256 ksf Average effective depth of reinforcement d = (d + d) /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(IA+2Xd/2)+2X(bA+2Xd/2) = 10.750 ft Ultimate shear force at shear perimeter VpuA = P + (F / A - qp) x ApA = 20.791 kips Punching shear stresses at perimeter of d 12 from face of column Nominal shear strength VnpuA = V / 4 = 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 V = (2 + 4 I 3) x A x 4(fc x I psi) x UpA x d = 783.675 kips VCPU = (ar.A x d I upA + 2) x Ax 4(fc x I psi) x UpA x d = 1081.350 kips = 4 x A x 4(f x I psi) x upA x d = 522.450 kips = min(V,, V,,1, V,_s) = 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 2735 Palomar Airport Solar Canopies Date 8/16/2019 Subject Spread Footing -4 Panel Calc. by JH Size of Reber Tales: 99 Column depth dc : 13.8 In No. of Reber Tales Each Side of Column: 2 Area of Reinforcing Ab: 2.00 In-2 Bearing Pressure at 51: 235.3 psi Bearing Pressure at S2: 800.0 psf Equivalent Force Peq: 12.4 kips Ultimate Moment Mu: 99k-ft Reinforcing depth d: 16.0 in Concrete Design a: 3.5 in w: 8.9 Concrete Bearing Capacity pMn : 108 k-ft (9xAbx60ksix(d-a/2) Demand Capacity Ration OCR: SI NI-TED STRUCTURAL DESIGN LLC PROJECT NAME: HIE 2735 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 Flange bf Beam Size:] W14X38 1 677 in Column Size: 1W14X48 8.03 In Reactions Pu: 20.5 kips Vu: 3.2 kips Mu: 194 k-ft Pole Footing Properties Design Concrete Strength: 2,500 psi Footing Diameter: 24 In Footing Depth H :1 17.0 ft Steel Column Embedment d,,,1 :1 5.0 ft Footing Pressure: 800.0 psi Size of Reber Tales: #19 No. of Reber Tales Each Side of Column: 2 Spread Footing Properties Design Concrete Strength: 2,500 psi Size of Reber Each Side: F " No. of Reber Tales Each Side of Column : 4 Depth d Design Summary 14.10 in Steel Column Embedment d,,,,1: 77% OX 13.80 in Pole Footing Reinforcing :1 92% OK Spread Footing Reinforcing :f 73% 10K Hodg Plate Size: L6! OK Hodge Plate Connection Plate Strength: 50 list Plate Width: r 6.soi "OK Plate Height: f 14 in OK Minimum Weld Length = 27.1 in Plate Thickness :1 0.75 in Minimum Plate Thickness = 0.6 in Weld Size D (0/16): S 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) ip: 0.6 Concrete Bearing Capacity ibn : 1,275 psi (9x0.85x1'c) Bearing Section Modulus Sb : 2361.60 inn3 (bf,5xd,,,12I6) Ultimate Bearing Pressure bu: 984.61 psi (Mu/Sb + Demand Capacity Ration DCR : [77% j (bu/tpbn) Pole Footing Reinforcing Check Phoenix, AZ 775-351-9037 www.unitcdslr.com DSTRUCTURAL NITED DESIGN LLC PROJECT NAME: HIE 2735 PALOMAR AIRPORT CANOPIES 61 PROJECT LOCATION: 2725 PALOMAR AIRPORT RD. CARLSBAD, CA 92011 I ENGINEER: JH I REVIEWER: JE I DATE: 8/16/2019 Spread Footing Reinforcing Check - Column : W14X48 Column depth dc : 13.8 In Size of Reber Each Side: #9 No. of Rebar Each Side of Column: 4 Area of Reinforcing Ab: 4.00 In-2 Ultimate Shear Force Vu: 189.0 kips Area of Shear Reinforcing Av: 8.00 inA2 w: 0.9 Capacity of Shear Reinforcing Vn : 259.2 kips (px0.6x60ksi.v) Demand Capacity Ration DCR :1 73%J Spread Footing Reinforcing Check Column : W141(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 bfb: 6.8 in Ultimate Tensile Force Tu: 189.0 kips w: 0.9 Plate Width: 6.5 in Plate Thickness: 0.8 in Capacity of Hodge Plate tpPn : 219.4 kips Demand Capacity Ration OCR: Minimum Weld Length: 27.1 in sTIIUCTuRAL pEzlGu u.c Tli~ PA Phoenix. AZ 775-351.9037 www.unitedstr.com