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Home My WebLink About2855 GAZELLE CT; ; CBC2018-0024; Permitity of Carlsbad — Commercial Permit Print Date:. 06/20/2019 Permit No: CBC2018-0024 Job Address: 2855 Gazelle Ct Permit Type: BLDG-Commercial Work Class: Cogen Status: Closed — Finaled Parcel No: 2091202000 Lot #1: Applied: 01/17/2018 Valuation: $579,200.00 Reference It: DEV09042 Issued: 03/15/2018 Occupancy Group: Construction Type: Permit Finaled: if Dwelling Units: Bathrooms: Inspector: AKrog Bedrooms: Orig. Plan Check It: Final Plan Check U: Inspection: 6/20/2019 4:36:57PM Project Title: IONIS PHARMACEUTICALS Description: IONIS: GROUND MOUNT SOLAR, 452.9kWAC/579.2kW, 1448 MODULES ON GROUND MOUTED RACKING SYSTEM Applicant: Owner: Co-Applicant: IONIS PHARMACEUTICALS INC — 2855 BMR GAZELLE LP BAKER ELECTRIC INC 2855 Gazelle Ct 17190 Bernardo Center Dr 1298 Pacific Oaks P1 Carlsbad, CA 92010-6670 San Diego, CA 92128-7030 Escondido, CA 92029-2900 760-931-9200 760-745-2001 BUILDING PERMIT FEE ($2000+) . c $2,277.00 BUILDING PLAN CHECK FEE (BLDG) $1,593.90 5B1473 GREEN BUILDING STATE STANDARDS FEE . $24.00 STRONG MOTION-COMMERCIAL $162.18 Total Fees: $4,057.08 Total Payments To Date: $4,057.08 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 towater and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project: NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov ITHE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: EIPLANNING DENGINEERING DBUILDING EJFIRE DHEALTH DHAZMAT,APCD I Building Permit Application (City Plan Check Nod3CcI_&J2&( of 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value ."p9 Ccefrisbad Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. Deposit email: buitding@carlsbadca.gov Date J.... t 1-10 Iswppp I www.carlsbadca.gov JOB ADDRESS 2855 Gazelle Ct. ISUITE#/SPACE#/UNIT# I APN I 209 — 120 — 20 — T/PROJECT a I LOT # I PHASE # I # OF UNITS C BEDROOMS # BATHROOMS I Jfl BUSINESS NAME I CONSTR. rOPE OCC. GROUP 114 mp 155051 I I I - i - I lonis Pharmaceuticals Inc. I I DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) 452.9kWAC / 579.2kWAC Ground Mount solar along Northern Por. of property 1448 pv modules on ground mounted racking system. EXISTING USE I PROPOSED USE I GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE I AIR CONDITIONING I FIRE SPRINKLERS Commercial I — I N/A N/A I N/A I ''E5D# NO YES NOD I YESNOQ APPLICANT NAME Baker Electric Inc. (Isela Ventura) Primary Contact PROPERTY OWNER NAME BMR-Gazelle LP (Wayne Sanders) ADDRESS 1218 Pacific Oaks P1. ADDRESS 2855 Gazelle Ct. CITY STATE ZIP Escondido CA 92029 CITY STATE ZIP Escondido CA 92010 PHONE IFPJ( PHONE FAX 760-745-2001 x 5172 I 760-603-2562 I EMAIL EMAIL lventura@baker-electric.com wsanders@ionisph.com DESIGN PROFESSIONAL Baker Electric Inc. (Austin Early) . CONTRACTOR BUS NAME Baker Electric Inc. ADDRESS ADDRESS 1218 Pacific Oaks P1. 1218 Pacific Oaks P1. CITY STATE ZIP CITY STATE ZIP Escondido CA 92029 Escondido CA 92029 PHONE IFAX PHONE 760-745-2001 x 5017 I 760-745-2001 IFAX EMAIL EMAIL AearIyBaker-electric.com TmchenryBaker-eIectric.com EL C STATE LIC.# I ci.ss ICITY BUS. LIC.# ISTAT IC. 161756 161756 I clo,c46,BI BL0S1211897 (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a Civil penalty of not more than five hundred dollars ($500)). )®((flQ(G (®1i10®fZI Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self-Insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co. Alilant Insurance Services, Inc. Policy No. MWC305605 00 Expiration Date 031010010 is section need not be completed if the pemift is for one hundred dollars ($100) or less. Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure work 'compensation co erage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), In addition to the cost of compensation, age s provIded f r In ction 6 of the Labor code, Interest and attorney's fees. CONTRACTOR SIGNATURE AGENT DATE 1/il/iw 0000(®G( Ø 900(Z) I hereby affirm that lam exempt from Contractor's License Law for the following reason: [J 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). [1 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). I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement I1Yes EINo 2.l(have I have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction(include name address! phone! contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supeivise and provide the major work (include name! address! phone contractors' license number): 5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name! address! phone! type of work): £'PROPERTY OWNER SIGNATURE []AGENT DATE ®M?( r.)O3 611Mi7000 C®D ()G)OQ®O)@ 913(I1()O17 007 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? Yes )(No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Yes X No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes XNo 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. (1)00()® &0013913V 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 o€a&J17 D?O® Iceilifythati have mad the application and state thatthe above Information ls correct andthatthelnfomiationontheplansisaccumte. I agree to comply with all City ordinances and State laws relating to buildingconstruclion. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. IALSO 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 IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA An OSHA permit is required lbr excavations over 5'O' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the B 180 days from the date of such pe Q uilding cial under the provisions of this Code shall expim by limitation and become null and void if the building or work authorized by such permit is not commenced within after the wo commenced fore period of 180 days (Section 10614 Uniform Building Code). E Z A~APPIUCANT'S SIGNATUR DATE 4' 11171 STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CERTIFICATE OF OCCUPANCY£I(C ommercial Projects .irj Fax (760) 602-8560, Email buiIdingcarIsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) ASSOCIATED CB# CONTRACTOR (On Pg 1) NO CHANGE IN USE/ NO CONSTRUCTION MAIL / FAX TO OTHER: CHANGE OF USE/ NO CONSTRUCTION APPLICANTS SIGNATURE DATE u'ermut u ype: bLuu-ummercII Application uate: UI, I (FlU 10 uwner: DIVIr !4.LLL LI, IuIIO GAZELLE LLC Work Class: Cogen Issue Date: 03/15/2018 Subdivision: Status: Closed - Finaled Expiration Date: 08/12/2019 Address: 2855 Gazelle Ct Carlsbad, CA 92010-6670 IVR Number: 8946 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reunspection Complete Date Start Date Checklist Item COMMENTS Passed BLDG-Building Deficiency No one onsite No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final : No 0810312018 0810312018 BLDG44 Rough 065904-2018 Partial Pass Andy Krogh Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency BLDG-Building Deficiency 0910412018 0910412618 BLDG-35 Solar 069051-2018 Panel Special inspection report for tap received Yes ongoing grounding Inspected rough electrical for line side tap. Yes Feeders match the conductor/grounds per plan Passed Andy Krogh Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Inspected Rough electrical for line side tap. Yes Feeders match conductor sizes per plan - BLDG-Final 0687644018 Partial Pass Andy Krogh Reinspection Incomplete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency. Requires landscaping inspection No BLDG-Structural Final Yes BLDG-Electrical Final Yes 06/2012019 0612012019 BLDG-Final 095350-2019 Passed Andy Krogh Inspection Checklist Item COMMENTS Passed BLDG-Structural Final . Yes BLDG-Electrical Final Yes Complete June 20,2019 . . Page 4of4 Permit Type: BLDG-Commercial Application Date: 01/17/2018 Owner: BMA GAZELLE LP, IONIS GAZELLE LLC Work Class: Cogen Issue Date: 03/15/2018 Subdivision: Status: Closed - Finaled Expiration Date: 08/12/2019 Address: 2855 Gazelle Ct Carlsbad, CA 92010-6670 IVR Number: 8946 Scheduled Actual - Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date Checklist Item COMMENTS Passed BLDG-Building Deficiency CMI wall Ok to grout Yes BLDG-14 063202-2018 Passed Andy Krogh Complete Frame/Steel/Bolting/ Welding (Decks) Checklist Item COMMENTS • Passed BLDG-Building Deficiency Main switch gear wedge anchored Yes BLDG-34 Rough 063196.2018 Failed Andy Krogh Reinspection Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Wong code No 0711912018 0711912018 BLDG-34 Rough 064466-2018 Partial Pass Chris Renfro Reinspection Incomplete Electrical Checklist Item COMMENTS . Passed BLDG-Building Deficiency Inspected rough electrical for line side tap. Yes Feeders match the conductor/grounds per plan BLDG-35 Solar 064465.2018 Partial Pass Chris Renfro Reinspection Incomplete Panel Checklist Item COMMENTS Passed BLDG-Building Deficiency Inspected Rough electrical for line side tap. Yes Feeders match conductor sizes per plan BLDG-Final 064467.2018 Cancelled Chris Renfro Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final 08101/2018 08/0112018 BLDG-35 Solar 065634-2018 Panel Checklist Item BLDG-Building Deficiency BLDG-Building Deficiency BLDG-Final 065635.2018 Inspection Wong code Failed Andy Krogh COMMENTS Inspected Rough electrical for line side tap. Feeders match conductor sizes per plan No one onsite Failed Andy Krogh No No No No No Reinspection Passed Yes No Reinspection Complete Complete June 20, 2019 Page 3 of 4 Permit Type: BLDG-Commercial Application Date: 01/17/2018 Owner: BMR GAZELLE LP, lONIS GAZELLE LLC Work Class: Cogen Issue Date: 03/15/2018 Subdivision: Status: Closed - Finaled Expiration Date: 08/12/2019 Address: 2855 Gazelle Ct Carlsbad,-CA 92010-6670 IVR Number: 8946 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector .Reunspection Complete 0611312018 06113I2018 BLDG-31 060906-2018 Passed Andy Krogh Complete UndergroundlCondu It - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency From pull box location to new inverter pad Yes 06/18/2018 0611812018 BLDG-35 Solar 061308-2018 Partial Pass Andy Krogh Reinspection Incomplete Panel Checklist Item COMMENTS Passed BLDG-Building Deficiency Column footings .questions about Yes equipment pad BLDG-Final 061309.2018 Failed Andy Krogh Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Wrong code No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 06122/2018 06/22/2018 BLDG-11 061815-2018 Passed Andy Krogh Complete FoundationlFtg!Pier S (Rebar) . Checklist Item COMMENTS Passed BLDG-Building Deficiency Footings Ok pending special inspection Yes reports, rebar and slab for new equipment room 6/22 BLDG-35 Solar 061816-2018 Partial Pass Andy Krogh Reinspection Incomplete Panel Checklist Item COMMENTS Passed BLDG-Building Deficiency Column footings questions about Yes equipment pad BLDG-Final 061817-2018 Withdrawn Andy Krogh Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Wrong code No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 07/05/2018 07/05/2018 BLDG.12 Steel/Bond 063274-2018 Passed Andy Krogh Complete Beam June 20,2019 Page 2of4 Permit Type: BLDG-Commercial Application Date: 01/17/2018 Owner: BMR GAZELLE LP, IONIS GAZELLE LLC Work Class: Cogen Issue Date: 03/15/2018 Subdivision: Status Closed - Finaled Expiration Date: 08/12/2019 Address: 2855 Gazelle Ct Carlsbad, CA 92010-6670 IVR Number: 8946 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status. Primary Inspector Reinspection Complete 0211312019 BLDG-34 Rough 083916.2019 Passed Andy Krogh Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Inspected rough electrical for line side tap. Yes Feeders match the conductor/grounds per plan BLDG-Building Deficiency Special inspection report for tap received Yes ongoing grounding BLDG-35 Solar 063195-2018 Cancelled Andy Krogh Reinspection complete Panel Checklist Item COMMENTS Passed BLDG-Building Deficiency Column footings questions about Yes equipment pad 04/13/2018 04/13/2018 BLDG-91 054919.2018 Passed Andy Krogh . Complete Complaints Inspection Checklist Item COMMENTS Passed • . BLDG-Building Deficiency Prewalk for site conditions Yes 05/15/2018 05/15/2018 BLDG-lI 058066.2018 Partial Pass Andy Krogh Reinspection Incomplete FoundatlonlFtglPier s (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Footings Ok pending special inspection Yes reports 05/21/2018 05/21/2018 BLDG-35 Solar 058561.2018 Partial Pass Andy Krogh Reinspection Incomplete Panel Checklist Item COMMENTS Passed BLDG-Building Deficiency Column footings Yes 06/06/2018 06/06I2018 BLDG-11 060357-2018 Partial Pass Andy Krogh Reinspection Incomplete Foundation/Ftg/Pier S (Rebar) - Checklist Item COMMENTS Passed BLDG-Building Deficiency Footings Ok pending special inspection • Yes reports BLDG-Final 060106-2018 Failed Andy Krogh 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 No June 20 2019 • Page lof4 CONSTRUCTION TESTING & ENGINEERING, INC CIVIL ENGINEERING I GEOTECHNICAL I ENVIRONMENTAL I CONSTRUCTION INSPECTION AND TESTING I SURVEYING INSPECTION REPORT PAGE 1 OF I CTE JOB # 10-13704T INSPECTION MATERIAL IDENTIFICATION ( ) CONCRETE CONC. MIX#/PSI I"fl ( ) MASONRY GROUT MIX#/PSI ( ) P.T. CONC. MORTAR TYPE/PSI ( ) FIELD WELD REBAR GRADE ( ) SHOP WELDING STR. STEEL INSPECTION DATE: 07/20 /2018 ( ) PILE DRIVING H.S.BOLT PLAN FILE: ( ) BATCH PLANT MAS. BLOCK ( BLDG PERMIT: EXP. ANCHOR ELECTRODE •'I OTHER: Electrical Inspection ( ) OTHER INSP. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS Inspected Baker Electric installations of the following: Switchboard MSA2 at Electrical Room: a) Replacement of old existing 3000A GE Main Breaker same rating and make; b) Torqueing Breaker's bus connectors bolts sizes 3/8" and 112$' to switchboard bus bars at 31 ft-lbs and 50 ft-lbs, respectively per spec. Ref Dwg E3.2 Photovoltaic Switchgear PVDISC-1 Utility 480Y/277VAC 3PH 1200A BUS NEMA 3R Panel: Torqueing PV Feeder cables (4) 3 - 350 kcmil type THWN-2, 350 kcmil (N), 3/0 AWG EG Terminal Lugs sizes 3/8" and 5/16" at 31-ft-lbs per spec. Ref. drawing E-603 Switchboard MSA2 at Electrical Room: a) Removal of 3000A GE Main Breaker, b) Installations PV pigtails (Item 2) Lug Tap Assemblies and Mechanical Lugs per TAP drawing 7T13984 at switchboard bus bars compartment and torqueing bus bars bolts sizes 3/8" and hI2J per spec 31 ft-lbs and 50 ft-lbs, respectively, C) Connections of TAP PV pigtails to Item # 2 Feeder Cables in switchboard compartments using cable Limiter Connector CP35OC1-HS by Ferraz Shawmut, UL Listed connector per plan, d) Installation of new 3000A Main Breaker and torqueing breaker's bolts to switchboard bus bars per spec plan. Ref Dwg E3.1. I Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications I and the uniform building code. NAME: (PRINT) G. A. ESPELETA SIGNATURE: CERTIFICATION NO: 5114068 1441 MONTIEL ROAD, SUITE 115 ESCONDIDO, CA 92026 (760) 746-4955 FAX (760) 746-9806 PROJECT NAME: lonis Pharmaceuticals ADDRESS: 2855 Gazelle Court, Carlsbad, California ARCHITECT: DGA Architecture ENGINEER: Baker Electric Engineering CONTRACTOR: Baker Electric EsGli A SAFEbuitt Company DATE: 1/3012018 JURlSDlCTlON, Cáriábad —' PLAN CHECK NO.: CBC2018-0024 OJPPLICANT J URIS. U PLAN REVIEWER U FILE SET:I PROJECT ADDRESS: 2855 Gazzelle Ct. PROJECT NAME: lonis (13x33.3+20)KW ground mounted 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. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: - Telephone #: -,-- ' Date contacted: (t' Email: Fax #: Mail Telephone Fax In Person LI REMARKS: By: Morteza Beheshti Enclosures: EsGil Corporation U GA 0 EJ 0 MB 0 PC 1/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 a-. Carlsbad CBC20 18-0024 1/30/2018 (DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: CBC2018-0024 PREPARED BY: Morteza Beheshti DATE: 1/30/2018 BUILDING ADDRESS: 2855 Gazzelle Ct. BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Icb IBY Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: LI Complete Review LI Structural Only Repetitive Fee LI Other Repeats Hourly I I Hrs. © * EsGil Fee $105001 I $315.00I * Based on hourly rate Comments: Sheet I of 1 macvalue.doc + PLANNING DIVISION Development Services 40DI->> BUILDING PLAN CHECK Planning Division 1635 CITY OF APPROVAL Faraday Avenue (760) 602-4610 CARLSBAD P29 DATE: March 14,2018 PROJECT NAME: IONIS Solar Panels PROJECT ID: CD 2017-0030 PLAN CHECK NO: PREV 2018-0039 (Related to CBC 2018-0024) SET#: I ADDRESS: 2855 Gazelle Ct. APN: 209-120-20 Project: Addition of solar panels to rear (northern) slope and associated equipment for pv panels This plan check review is complete and has been APPROVED by the Planning Division. By: Shannon Harker A Final Inspection by the Planning Division is required Z Yes fl No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: Daniel Postolan For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 760-602-4665 Chris Sexton Chris Glassen Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Chris.sexton@carlsbadca.gov Christopher.Giassen@carlsbadca.gov Gregory.Ryan@carisbadca.gov Gina Ruiz ValRay Marshall Cindy Wong 760-602-4675 760-602-2741 760-602-4662 Gina.Ruiz@carisbadca.gov VaiRay.Marshail@carisbadca.gov Cynthia.Wong@carlsbadca.gov Shannon Harker 760-602-4621 Linda Ontiveros Dominic Fieri Shannon.Harker@carlsbadca.gov 760-602-2773 760-602-4664 Linda.0ntiveros@carisbadca.ov Dominic.Fieri@carlsbadca.gov CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760)602-4610 www.crIsbdcaov PLANNING COMMENTS No comments. PLANNING DIVISION B Development Services BUILDING PLAN CHECK Planning Division CITY OF APPROVAL 1635 Faraday Avenue CARLSBAD P-29 (760) 602-4610 www.carIsbadca.ov DATE: January 25, 2018 PROJECT NAME: IONIS Solar Panels PROJECT ID: CD 2017-0030 PLAN CHECK NO: CBC 2018-0024 SET#: I ADDRESS: 2855 Gazelle Ct. APN: 209-120-20 Project: Addition of solar panels to rear (northern) slope and associated equipment for pv panels, fl This plan check review is complete and has been APPROVED by the Planning Division. By: Shannon Harker A Final Inspection by the Planning Division is required Z Yes J No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans sliobid include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: tmchenry@Baker-electric.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 760-6024665 Chris Sexton Chris Glassen Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Chris.Sexton@carlsbadca.Eov Christopher.Glassen@carlsbadca.gov Gregorv.Ryan@carlsbadca.gov Gina Ruiz ValRay Marshall Cindy Wong 760-602-4675 760-602-2741 760-602-4662 Gina.Ruiz@carlsbadca.gov VaIRay.MarshalI@carIsbadca.gov Cynthia.Wong@carlsbadca.gov Shannon Harker 760-602-4621 Linda Ontiveros Dominic Fieri Shannon.Harker@carlsbadca.gov 760-602-2773 760-602-4664 Linda.0ntiveros@carIsbadca.ov Dominic.Fieri@carIsbadca.gov / PLANNING DIVISION 40*1 h> BUILDING PLAN CHECK Development Services Planning Division CITY OF APPROVAL 1635 Faraday Avenue CARLSBAD - P-29 (760) 602-4610 www.carlsbadca.Rov PLANNING COMMENTS Please revise the screening for the inverter equipment enclosure proposed in a landscape island in the parking lot to remove the chain link fence screen and replace with a wall. The wall color and materials shall complement the materials used for the recreation building. In addition, please center the enclosure so landscaping is included on both sides of the wall. Please revise all applicable plans which show the location of the inverter equipment enclosure as necessary. In addition, please revise the landscape plans to include screening on all sides of the enclosure. Please revise the cover sheet to reference the Consistency Determination, CD 201770030, approved November 28, 2017 and the landscape drawing # DWG 467- 4L. 3. The landscape plan shall be approved prior to issuance of the building permit. 4 ^'A1 04h> CITY OF CAR LSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carIsbadca.ov PLANNING COMMENTS Please revise the screening for the inverter equipment enclosure proposed in a landscape island in the parking lot to remove the chain link fence screen and replace with a wall. The wall color and materials shall complement the materials used for the recreation building. In addition, please center the enclosure so landscaping is included on both sides of the wall. Please revise all applicable plans which show the location of the inverter equipment enclosure as necessary. In addition, please revise the landscape plans to include screening on all sides of the enclosure. Please revise the cover sheet to reference the Consistency Determination, CD 2017-0030, approved November 28, 2017 and the landscape drawing # DWG 467- 4L. The landscape plan shall be approved prior to issuance of the building permit. TKJ Structural Engineering 9820 Willow Creek Rd., Suite 455 San Diego, CA 92131 858.649.1700 www.tkjse.com STRUCTURAL CALCULATIONS For: Baker Electric lonis Gound Mount PV 2855 Gazelle Court Carlsbad, CA 92010 Date: TKJSE Job No: January 17, 207 - CBC20 18-0024 17103.00 2855 GAZELLE CT IONIS: GROUND MOUNT SOLAR, 452.9ACI579.2kW, 1448 MODULES ON GROUND MOUTED RACKING SYSTEM DEV09042 2091202000 1/1712018 ___ CBC20I 8OO24 TKJ Structural Engineering 9820 Willow Creek Rd., Suite 455 San Diego, CA 92131 858.649.1700 www.tkjse.com SCOPE AND TABLE OF CONTENTS Project Description: Client: Baker Electric Property: lonis Gound Mount PV 2855 Gazelle Court Carlsbad, CA 92010 Scope: The calculations provided herein are the property of TKJ Structural Engineering, Inc., and may be used solely by the Client for the Project located at the Address noted above. The project consists solely of designing and evaluating the support and anchorage of the solar panel assemblies and equipment shown. The design or anchorage of all other components are the responsibility of others. Table of Contents: Section Pages USGS Design Maps Summary Report 1 to 1 Wind & Seismic Loading 2 to 3 Frame Reactions 4 to 4 Main Rail Check 5 to 6 Foundation Uplift 7 to 7 Flagpole Footing Design 8 to 9 Fence Footing Design 10 to 11 Strut Rack Anchorage 12 to 17 Equipment Anchorage 18 to 23 Reference Documents 24 to 27 am 0.72 0.54 CLN 0.41 - ax 0.24 0.16 0.06 0.00 Design Respcise Spectrum Period. 1' (see) MCEq Respe.ise Spectrum Period. T (lee) 91. ZW41 US GS Design Maps Summary Report Page 1of27 User—Specified Input Report Title lonis Pharmaceuticals Wed September 6, 2017 17:18:51 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.141810N, 117.252°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category 1/11/111 USGS—Provided Output S= 1.035g 5M5 1.124g SDS= 0.749g = 0.402 g = 0.643 g S01 = 0.428 g For information on how the 55 and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. For PGAM, TL, C, and Cm values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. WIND LOADING: ASCE 7-10, Chanter 27: [SEC. 27.4.3, FIG. 27.4-4] CALCULATIONS: V = Basic Wind Speed = 110 mph Kd = 0.85 [Table 26.6-1] Exposure Category: C = 1.0 [Sec. 26.8.21 G = Gust Factor = 0.85 hr = Roof/Ground Height = 1.00 ft h1 = Ht. at Low Point = 2.50 ft h= 11.96 ft Windflow= Clear h+hr 3.5 ft zc1S Kz = 0.849 [Table 27.3-1] qz = 0.00256KZKflKdV2 = 22.35 psf [Sec. 27.3.21 Wind Direction - 180* h1 Page 2 of 27 Project: lonis Gound Mount PV Job No.: 17103 Date: 9/19/17 PANEL ASSEMBLY: Panel Type: Panel Length = Panel Width = Panel Weight = Panel Weight = Gr = Panel Pitch = Orientation = nPanels = # of Panels = LG 400N2W-A5 I 79.7 in 40.3 in 47.8 lbs 2.14 psf 28 deg Landscape 12 (Along Pitched Cross Rail) 3558 ft ht NET PRESSURE COEFFICIENTS: FFiure 27.4-41 Wind Direction, y=0 Wind Direction, y=180' 0 =28 From Horizontal Clear Wind Flow Obstructed Flow Clear Wind Flow Obstructed Flow CNW CNL CNW CNL CNW CNL CNW CNL Load Case -1.7 -1.7 2.0 2.0 ~4-, -2.5 -0.4 2.5 0.9 DESIGN WIND PRESSURES: (nsf) P = qh G CN = [Sec. 27.4-31 Wind Direction, y=0 Wind Direction, y=180 0=28 • HorizontalFrom Horizontal Clear Wind Flow Obstructed Flow Clear Wind Flow Obstructed Flow CNW CNL CNW CNL CNW CNL CNW CNL Case I A -32.7 -33.2 37.9 38.4 j -47.0 -8.5 47.4 17.5 Page 3 of 27 Project: lonis Gound Mount PV Job No.: 17103 Date: 9/7/17 SEISMIC LOADING: ASCE 7-10, SEC. 13.3 - SEISMIC DEMANDS ON NONSTRUCTURAL COMPONENTS PANEL ASSEMBLY DEAD LOAD TAKE-OFF: Support Frame = 1.5 psf. - Panels, collectors = 2.1 psf Misc.= 1:41f Total= 5.0psf CALCULATIONS: O.4aS05W z (1+2k) R 'P z(ft)= 0.00 ft h(ft)= 1.00 ft ap = - l= 1.0 R= - S, (g) 1035 g Fa = 1.09 sos (g) = 0.749 g F = 0.200 g Fpmax = 1.6SDslpWp = 1.198 g Fpmin = 0.3S05IW = 0.225 g <-- GOVERNS EH = 0.2259 Ev 0.150g SOURCES/MESSAGES: (Sec. 13.3.1] [Height at point of attachment] (Average roof height) (Table 13.5-1) (Sec. 13.1.3) (Table 13.5-1) (Sec. 11.4.1) [Table 11.4-1] [Sec. 11.4.4] Page 4 of 27 Project: lonis Gound Mount PV Job No.: 17103 Date: 9/19/17 0=28 From Horiz. y=0 y=180° WNW WNL WNW WNL Load Case A -261.4 -265.5 303.0 307.0 B -375.9 -67.9 379.0 139.8 SUPPORT REACTIONS: ASCE 7-10 ASD Load Combs. 0.61) - 0.6W D + 0.6W PANEL ORIENTATION & DIMENSIONS: Panel Orientation = Landscape L= 35.58 ft s = [Perp. to page] = 8.00 ft b= 8.0 ft a= 1.S ft h= 11.96 ft DESIGN WIND LOADING: (plO R1y I a] DESIGN SEISMIC LOADING: (elf EH = 0.225 g D = DL of Assembly = 5.0 psf Tributary Width = s = 8.0 ft EH = 8.99 plf REACTIONS: (+ = Tension, -= Compression) R1 R2 R D WA WO.B Wjgo.A W18B E 0.61) + 0.6W D+0.6W D+0.7E 1671Sf -328355 055 -1550655 2488055 -249255 -2096455 28860# -209955 1817355 -2902655 288555 930155 -1853155 245455 -42855 42855 -18155 11907# 1534655 173155 -10908 # -2069855 -149555 137155 -298355 -12755 Element:I 11/2" Sch. 40 Pipe d= 1.90 in S= 0.421 in I= 0.293 in' Material: A53, Gr. B Fa= 21.0 ksi E= 29000 ksi Page 5 of 27 Project: lonis Gound Mount PV Job No.: 17103 Date: 9/19/17 MAIN RAIL: GEOMETRY s=8.00ft CM =I 2.00ft I b = 79.7 in = Panel Length Gap= 1.50 in bl= 5.14 ft b2 = 1.63 ft MAIN RAIL: GOVERNING LOAD y= 180 Load Case: B Load Combination: 0.61) + 0.6W P= 199.62 U MAIN RAIL: FLEXURE CHECK Condition 1 M = f = MIS -399 ft-U 11.4 ksi ' Condition 2 M = f=M/S -390 ft-U 11.1 ksi Condition 3 AM -384 ft-U 10.9 ksi Condition I I I I da Condition 2 P EQ EQ/ i Condition 3 EQ P EQI Page 6 of 27 Uplift & Resistance: 7 ( td11. o çC( (i 5oO 17A9 LoQ. ?44EL -• c (( e'tEft f cotuft ' (iii )Ttt9'T (t1 io 5 iaCC 0 r--n TAM GOfr VL1c::; 1(3 A'Mtti3U 'frM c1tON. 07 _ .(c& I3Lo4 ?( (2c pTr o< to tJrLIèT tOoTc. -, 11E.I-\9 LoOi c.J Ic-NC, c ((( .fl - Cc p1E c)0rn4 (, (i'4c ,c4-) i . olo' C)' iCV4k 3o- ?) ' AVILL ? (ct5f. i'O,..I -i' 'i? ? r?_ f (o p c _____ jZ co? UYLTT l 9820 Willow Creek Rd., Ste 455 Project: Baker - lonis Ground Mount San Diego, CA 92131 Phone: 858.649.1700 Project Number: 17103 Page: of: oil, email: tkj@tkjse.com Prepared By: GG Date: 09/07/17 ;:! :ç i hi : CD c NI 2 C -5-. C.)- --5. ----5-.-.."- I..., '•- - - In LD CM '.0 i.... 'I .. . ...... c o ' co co E -J al C) __ Page 8 of 27 1330 Ouaaço Avu.Wto 301 PROJECT: iorüsGrounciMount PAGE: CLIENT: Baker DESIGN BY: GG 0 9=40100902030 JOB NO.: 17103 DATE: 9/27/2017 REVIEW BY: ITKJ INPUT DATA & DESIGN SUMMARY IS FOOTING RESTRAINED @ GRADE LEVEL? (1=YES,O=NO) r0l no P = LATERAL FORCE @ TOP OF POLE P = 0.555 It HEIGHT OF POLE ABOVE GRADE H = 5 ft DIAMETER OF POLE FOOTING B = 1 ft H LATERAL SOIL BEARING CAPACITY S = 0.2 ksf/ It ISOLATED POLE FACTOR (IBC 1804.3.1 or UBC note 3 on Tab 18-I-A) F = 2 FIRST TRIAL DEPTH ===> D = 3 j ft Use 1 ft dia x 4.61 ft deep footing unrestrained @ ground level D ANALYSIS LATERAL BEARING© BOTTOM: s1= PS Min(D . I2) LATERAL BEARING @ 0/3: Msn(j. . 12.) - 2.34P BS, I..Ii+ I'+±' ,FOR NONCONSTRAINED REQUIRD DEPTH: 2 A j j4.25PH , FOR CONSTRAINED I V Bs NONCONSTRAINED CONSTRAINED LATERAL FORCE @ TOP OF POLE P => 0.56 k 0.56 k HEIGHT OF POLE ABOVE GRADE H => 5.0 It 5.0 It DIAMETER OF POLE FOOTING B => tOO It 1.00 It LATERAL SOIL BEARING CAPACITY FS => 0.40 ksf/ It 0.40 ksf / It 1ST TRIAL TRY D1 => 3.00 It 3.00 It LAT SOIL BEARING @ 1/3 0 S1 => 0.40 ksf 0.40 ksf LAT SOIL BEARING © 1.00 S3 => 1.20 ksf 1.20 ksf CONSTANT 2.34P/(BS1) A => 3.25 - - REOD FOOTING DEPTH RORD 0=> 6.13 ft 3.13 ft 2ND TRIAL: TRY D2> 4.57 ft 3.07 It LAT SOIL BEARING @ 1/3 D S1 => 0.61 ksf 0.41 ksf LAT SOIL BEARING @ 1.0 D S3 => 1.83 ksf 1.23 ksf CONSTANT 2.34P/(BSI ) A => 2.13 - REOD FOOTING DEPTH RORD D => 4.64 ft 310 It 3RD TRIAL: TRY D3> 4.60 It 3.08 It LAT SOIL BEARING © 1/3 0 S1 => 0.61 ksf 041 ksf LAT SOIL BEARING © 10 D S3 => 1.84 ksf 1.23 ksf CONSTANT 2.34P/(BS1) A => 2.12 - - REQD FOOTING DEPTH RORD D => 4.62 ft 3.09 It 4TH TRIAL: TRY D4> 461 ft 3.09 It LAT SOIL BEARING © 1/3 D S1 => 0.61 ksf 0.41 ksf LAT SOIL BEARING © 1.0 0 S3 => 1.84 ksf 1.24 ksf CONSTANT234P/(BS1) A => 2.11 - - REOD FOOTING DEPTH RORD D => 4.61 It 3.09 It 5TH TRIAL: TRY 05> 4.61 It 309 It LAT SOIL BEARING © 1/3 D S => 0.61 ksf 041 ksf LAT SOIL BEARING @ 1.0 0 S3 => 1.84 ksf 1.24 ksf CONSTANT2.34P/(BS1) A => 2.11 - - REOD FOOTING DEPTH RORD D => 4.61 It 3.09 It Page 90127 1330 Olango Aan. ________ PROJECT: 1onisGround Mount 1 PAGE: r e.lNao.anm CLIENT: Baker JOB NO.: 17103 [bAtE 9/27/2017 DESIGN BY: :GG REVIEW BY: TKJ Flagpole Footing Design Based on Chapter 18 of IBC & CBC I INPUT DATA & DESIGN SUMMARY IS FOOTING RESTRAINED @ GRADE LEVEL? (1=YES.0=NO) 01 no P LATERAL FORCE © TOP OF POLE P = 0.555 k HEIGHT OF POLE ABOVE GRADE H = 5 It DIAMETER OF POLE FOOTING B = 1.5 ft H LATERAL SOIL BEARING CAPACITY S = 0.2 ksf/ft ISOLATED POLE FACTOR (IBC 1804.3.1 orUBC note 3 on Tab 18-I.A) F- 2 FIRST TRIAL DEPTH ===' D 3 ft Use 1.5 ft dia x 3.94 ft deep footing unrestrained @ ground level 0 ANALYSIS LATERAL BEARING@ BOTTOM: s=FS M!n(D . 12) LATERAL BEARING © D/3: S=FS Mi,, - 12 - 2.34P /+ , REQUIRDDEPTH: L321 ' A J FOR NONCONSTRAINED !4.25PH FOR CONSTRAINED 85, NONCONSTRAINED CONSTRAINED LATERAL FORCE @ TOP OF POLE P => 0.56 k 0.56 k HEIGHT OF POLE ABOVE GRADE H => 5.0 It 5.0 It DIAMETER OF POLE FOOTING B => 1.50 ft 1.50 It LATERAL SOIL BEARING CAPACITY FS => 0.40 ksf/ ft 0.40 ksf / It 1ST TRIAL TRY D > 3.00 ft 3.00 It LAT SOIL BEARING @ 1/3D S1 => 0.40 ksf 0.40 ksf LAT SOIL BEARING © 1.0 D S3 => 1.20 ksf 1.20 ksf CONSTANT 2.34P1(BS1) A => 2.16 - - REQD FOOTING DEPTH RORD D => 4.68 ft 2.56 It 2ND TRIAL: TRY D2> 3.84 ft 2.78 It LAT SOIL BEARING © 1/3 D S1 => 0.51 ksf 0.37 ksf LAT SOIL BEARING @1.OD S3 => 1.54 ksf 1.11 ksf CONSTANT 2.34P/(BSI) A => 1.69 - - REOD FOOTING DEPTH RQRD D => 4.00 It 2.66 It 3RD TRIAL: TRY D3> 3.92 It 2.72 It LAT SOIL BEARING @ 1/3 D Si > 0.52 ksf 0.36 ksf LAT SOIL BEARING © 1.0 D S3 => 1.57 ksf 1.09 ksf CONSTANT 2.34P/(BS1) A => 1.66 - - REQD FOOTING DEPTH . RQRD D => 3.95 It 2.69 It 4TH TRIAL: TRY D4=> 3.93 It 2.70 ft LAT SOIL BEARING @ 1/3 D S1 => 0.52 ksf 0.36 ksf LAT SOIL BEARING @ 1.0 D S3 => 1.57 ksf 1.08 ksf CONSTANT 2.34P/(BS1) A => 1.65 - - REOD FOOTING DEPTH RQRD D => 3.94 ft 2.70 It 5TH TRIAL: TRY 05=> 3.93 ft 2.70 It LAT SOIL BEARING © 1/3 D S1 => 0.52 ksf 0.36 ksf LAT SOIL BEARING @ 1.0 D S3 => 1.57 ksf 1.08 ksf CONSTANT 2.34P/(BS1) A => 1.65 - - REOD FOOTING DEPTH RQRD D => 3.94 ft 2.70 It Page 10 of 27 FENCE DESIGN: WIND LOADING - ASCE 7-10, Chapter 29: \I='to v'f-i r 9(1 7 0,00(e k 2 k?k4 V 24;:• I Cr1<, -1 -] =a' top,st i t/L11i, F1L z,1,-ii : 2.-.c)( L/L( 1,tfL 2cy..-.(J PC,, J,-1 J MAcc1/ . 1 / &" -, ç2 SOLiD ,4f-t 2. C a,c6')(7') i . ç .-4-2 C LI cc = ?,2 tfu, pc-2J O. tv~)(,i.) ( 1.3 4) )024 1/C11L- r _.LLP 9 0. '(i. i ç4 \) (i .\ (9 .?') 'c1. ::•_r (, L STRUCTURAL ENGINEERING 9820 Willow Creek Rd., Ste. 455 San Diego, CA 92131 www.lkjse.com Project: Baker - lonis Pharmaceuticals Project Number: 17.103 Page: _________o1 Prepared By: GG Date: 01/10/18 Page 11 of 27 & ENGINEERING PROJECT: lonis Pharmaceutucals PAGE: r 9=WftwQakRd..Stc.455 CLIENT: Baker DESIGN BY: GG JOB NO.: 17103 bAtE 1/17/2018 1 REVIEW BY: ITKJ Flagpole Footing Design Based on Chapter 18 of IBC & CBC 1 INPUT DATA & DESIGN SUMMARY IS FOOTING RESTRAINED @ GRADE LEVEL? (1=YES,0=NO) O no P LATERAL FORCE @ TOP OF POLE P = 0.061 i k HEIGHT OF POLE ABOVE GRADE H = 3.5 ft DIAMETER OF POLE FOOTING B = 1 ft H LATERAL SOIL BEARING CAPACITY S = 0.2 ksf / It ISOLATED POLE FACTOR (IBC 1804.3.1 orUBC note 3 on Tab 18-I-A) F = 2 FIRST TRIAL DEPTH ===:,D = 3 It Use 1 ft dia x 1.82 ft deep footing unrestrained @ ground level D ANALYSIS LATERAL BEARING@ BOTTOM: s=FS Min(D 12') LATERAL BEARING @ D/3: S. AS Minj . 12' A = BS ..Ii+ ii~±2-' , FOR NONCONSTRAINED REQUIRDDEPTH: D=21- V A J _____ • FOR CONSTRAINED I. lj Bs, NONCONSTRAINED CONSTRAINED LATERAL FORCE @ TOP OF POLE P => 0.06 k 0.06 k HEIGHT OF POLE ABOVE GRADE H => 3.5 It 3.5 ft DIAMETER OF POLE FOOTING B => 1.00 It 1.00 ft LATERAL SOIL BEARING CAPACITY FS => 0.40 ksf/ft 0.40 ksf/ft 1ST TRIAL TRY D1 => 3.00 It 3.00 ft LAT SOIL BEARING @ 1/3 D S1 > 0.40 ksf 0.40 ksf LAT SOIL BEARING @ 1.0 D S3 => 1.20 ksf 1.20 ksf CONSTANT 2.34P/(BS1) A => 0.36 - - REQD FOOTING DEPTH RQRD D => 1.36 ft 0.87 It 2ND TRIAL: TRY D2=> 2.18 ft 1.93 ft LAT SOIL BEARING @ 1/3 D S1 => 0.29 ksf 0.26 ksf LAT SOIL BEARING @ 1.0 D $3 => 0.87 ksf 0.77 ksf CONSTANT 2.34P/(BSI) A => 0.49 - - REQD FOOTING DEPTH RORD D => 1.64 ft 1.08 It 3RD TRIAL: TRY D3> 1.91 ft 1.51 It LAT SOIL BEARING @ 1/3 D 5 > 0.25 ksf 0.20 ksf LAT SOIL BEARING @ 1.0 D S3 => 0.76 ksf 0.60 ksf CONSTANT 2.34P/(BS1) A => 0.56 - - REQD FOOTING DEPTH RQRD D => 1.77 ft 1.23 It 4TH TRIAL: TRY D4> 1.84 ft 1.37 It LAT SOIL BEARING @ 1/3 D S > 0.25 ksf 0.18 ksf LAT SOIL BEARING @ 1.0 D S3 => 0.74 ksf 0.55 ksf CONSTANT 2.34P/(BS1) A => 0.58 - - REQD FOOTING DEPTH RQRD D => 1.81 ft 1.29 ft 5TH TRIAL: TRY D5> 1.82 ft 1.33 ft LAT SOIL BEARING @ 113 D S > 0.24 ksf 0.18 ksf LAT SOIL BEARING @ 1.0 D $3 => 0.73 ksf 0.53 ksf CONSTANT 2.34P1(BS1) A => 0.59 - - REQD FOOTING DEPTH RQRD D => 1.82 ft 1.31 ft Page 12 of 27 RACK DESIGN: SEISMIC LOADING - ASCE 7-10, Chapter 13: fpO.4fcnc\sie (If z-./h' TI' v'•o" ff7 C)f (7) 0, 4'L5iQ(i1- 2IO AlAv f1;) ;: s O3(O.l'(I.o)(io " P-ctIoNc ( ¶ASE L.C: cy'ç .iS)_4 L- c,1 (°• - -z.'5(u2!.3O 1 ) 6.090) +0.1 (6 i(5!&) 3 v'(i')/' L STRUCTURAL ENGINEERING 9820 Willow, Creek Rd., Ste. 455 San Diego, CA 92131 www.lkjse.com Project: Baker- lonis Pharmaceuticals Project Number 17103 Page: of: Prepared By: GO Date: 01/16/18 Company: TKJSE Date: 1/17/2018 Engineer: GG Page: 1/5 Project: lonis Pharmaceuticals Address: Phone: E-mail: Project description: Location: Fastening description: Page 13 of 27 1Ik'1I61IJiU Anchor DesignerTM Software Version 2.5.6464.5 a 1.Proiect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACl 318-14 Units: Imperial units Anchor Information: Anchor type: Torque controlled expansion anchor Material: Carbon Steel Diameter (inch): 0.500 Nominal Embedment depth (inch): 3.500 Effective Embedment depth, hot (inch): 3.000 Code report: ICC-ES ESR-3037 Anchor category: 1 Anchor ductility: Yes hmin (inch): 5.50 Cac (inch): 7.17 Cm. (inch): 4.00 5mm (inch): 4.00 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.3 (b) is satisfied Ductility section for shear: 17.2.3.5.3 (a) is satisfied Do factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes <Figure 1> Base Material Concrete: Normal-weight Concrete thickness, h (inch): 6.00 State: Cracked Compressive strength, f'c (psi): 2500 4'c.v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Thickness (inch): 8.49 x 0.25 2023 lb us *zY Oft-lb 305 x- Oft-lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 14 of 27 1IkTAIk1IJU Anchor Designer TM Software - - Version 2.5.6464.5 0 <Figure 2> Company: TKJSE Date: 1/17/2018 Engineer: GG Page: 2/5 Project: lonis Pharmaceuticals Address: Phone: E-mail: Recommended Anchor Anchor Name: Strong-Bolt® 2 - 1/2"0 CS Strong-Bolt 2, hnom:3.5 (89mm) Code Report: ICC-ES ESR-3037 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 15 of 27 tIIIIJiU Anchor DesignerTM Software Version 2.5.6464.5 0 3. Resulting Anchor Force Company: TKJSE Date: 1/17/2018 Engineer: GG Page: 3/5 Project: lonis Pharmaceuticals Address: Phone: E-mail: Anchor Tension load, Shear load x, Shear load y, Shear load combined, N8 (lb) Vuax (lb) Way (lb) /(Vuax)2+(Vuay)2 (lb) 1 505.8 76.3 0.0 76.3 2 505.8 76.3 0.0 76.3 3 505.8 76.3 0.0 76.3 4 505.8 76.3 0.0 76.3 Sum 2023.0 305.0 0.0 305.0 Maximum concrete compression strain (%o): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 2023 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, eNx (inch): 0.00 Eccentricity of resultant tension forces in y-axis. ely (inch): 0.00 Eccentricity of resultant shear forces in x-axis, evx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, evy (inch): 0.00 Steel Strength of Anchor in Tension (Sec. 17.4.1 N58 (lb) 0 ON.. (lb) 12100 0.75 9075 Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2 N,, = kA.o4f'h8,' (Eq. 17.4.2.2a) ka A8 f'5 (psi) h0, (in) Nb (lb) 17.0 1.00 2500 3.000 4417 0.750Nc g =0.750 (ANC/ANCO)C.Ncd.N'C.N'CP.NNb (Sec. 17.3.1 & Eq. 17.4.2.1 b) ANc (in2) AN. (in2) Camin (in)'Fe c.N q'ed,N We, N i'cp.N Nb (lb) 0 0.75 0Ncbg (lb) 184.50 81.00 4.00 1.000 0.967 1.00 1.000 4417 0.65 4741 6. Pullout Strength of Anchor in Tension (Sec. 17.4.3 0.750Npn = 0.750.paaNp(rc/2,500)8 (Sec. 17.3.1, Eq. 17.4.3.1 & Code Report) a8 N (lb) f'5 (psi) n 0 0.750Npn (lb) 1.0 1.00 3447 2500 0.50 0.65 1680 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 16 of 27 Anchor Designer TM Software Version 2.5.6464.5 S Company: TKJSE Date: 1/17/2018 Engineer: GG I Page: 4/5 Project: lonis Pharmaceuticals Address: Phone: E-mail: Steel Strength of Anchor in Shear (Sec. 17.5.1 V. (lb) Øgm'jt 0 0grauzØ V38 (lb) 6510 1.0 0.65 4232 Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.2 Shear perpendicular to edge In x-direction: Vbx = minI7(19/da)024da2aIfccal15; 92a4f'cCai'I (Eq. 17.5.2.2a & Eq. 17.5.2.2b) 19 (in) d9 (in) 29 f'c (psi) Cal (in) Vb. (lb) 3.00 0.500 1.00 2500 12.00 14722 6Vci,x =0 (A vc/Avco) .vWc.v.vVox (Sec. 17.3.1 & Eq. 17.5.21a) Ave (in 2) Avca (in 2) f'ed.V Vb. (lb) 0 6Vcbx (lb) 150.00 648.00 0.817 1.000 1.732 14722 0.70 3374 Shear parallel to edge in x-direction: Vby = minI7(1e/da)0 4da2a4f6cal15; 928'df'cCai151 (Eq. 17.5.2.2a & Eq. 17.5.2.2b) l (in) d8 (in) As F. (psi) c8, (in) Vby (lb) 3.00 0.500 1.00 2500 4.00 2833 ØVcbx 9 (2) (Avc/Avco) Ped.v V'c.vPi,.VVby (Sec. 17.3.1,17.5.2.1(c) & Eq. 17.5.2.1a) Ave (in2) Avco (in 2) Ped,v !Pc.v Vby (I b) 0 ØVcbx (lb) 72.00 72.00 1.000 1.000 1.000 2833 0.70 3966 Concrete Prvout Strength of Anchor in Shear (Sec. 17.5.3 ØVcpg = 0kcpNc g = Ok(ANC/ANCO)C.N N VAN Pq,.NNb(SeC. 17.3.1 & Eq. 17.5-3.1 b) kcp ANC (in 2) ANCO (in 2) Y'eN 'ed.N I'cp.N Nb (lb) 0 ØVcpg (lb) 2.0 184.50 81.00 1.000 0.967 1.000 1.000 4417 0.70 13615 11, Results Interaction of Tensile and Shear Forces (Sec. 17.6.) Tension Factored Load, Nua (lb) Design Strength, eN (lb) Ratio Status Steel 506 9075 0.06 Pass Concrete breakout 2023 4741 0.43 Pass (Governs) Pullout 506 1680 0.30 Pass Shear Factored Load, Vua (lb) Design Strength, øVn (lb) Ratio Status Steel 76 4232 0.02 Pass T Concrete breakout x+ 305 3374 0.09 Pass (Governs) II Concrete breakout y+ 76 3966 0.02 Pass (Governs) Pryout 305 13615 0.02 Pass Interaction check Nua/ØNn Vue/ØVn Combined Ratio Permissible Status Sec. 17.6..1 0.43 0.00 42.7% 1.0 Pass 112"0 CS Strong-Bolt 2, hnom:3.5" (89mm) meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 17 of 27 I1I'I')I Anchor Designer1M r Software Version 2.5.6464.5 a Company: TKJSE Date: 1/17/2018 Engineer: GG I Page: 5/5 Project: lonis Pharmaceuticals Address: Phone: E-mail: 12. Warnings - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. - Per designer input, ductility requirements for tension have been determined to be satisfied - designer to verify. - Per designer input, ductility requirements for shear have been determined to be satisfied - designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Weight W = 15000 u Length 1=60 in. Width B= - 36 in. Height H = 6.5 in. Hco6= .'3.25 in. Loads: W= F= E,= Fh= R, =1 15000# 3371# 2247Sf 115 If 503Sf 8 j F, X SOS = 0.749 z/h= 0.00 _g 'p = 1.0 _Component Importance Factor Type of Equip: ElectricalPanels/Cabinets I ap = 2.5 Eq. 13.3-1 through 13.3-3 R = 6.0 - 0.4aSnsW., Z (1,2 O= 2.5 (Ri F= 0.225 g ) = 0.150 g F max = 1.6SDslPWP F mm = 0.3S05lW Reactions @_Base of Un r ASD DL EL WL .6D+.6W 1685 58 35 _.6D+.7E R11=_0 R 1=_-7500 _1428 262 -4343 _1180 _-3501 Reaction Type: 00_- R11 R 1 Sf Anchors/Side: 2 2107 -2433 # Fasteners/Anchor: 1 2107 -2433 V = 110 mph qh = 0.00256 KZKZtKdV2 Exp.: C (29.3-1) h = -0 _(26.7.3j _ft. Ka per 26.6 K1 = 0.849 K1 per 29.3.1 = 1.0 Kzt per 26.8.2 Kd = 0.85 Section29.5.1 Fh = 42.47 psf Fh = 1.9qLH F, = 33.53 psf Fv = l.SqLB LRFD .9D+W _.9D+E 58 1685 -6488 -5322 SRSS 3218 If 3218 Sf 4213 -4866 Page 18 of 27 Project: lonis Ground Mount PV Project No.: 17103 L9 Date: 1/17/2018 Equipment Anchorage - Wind & Seismic Equipment: 'Switchboard. I Seismic Loading: ASCE Ch. 13 Page 19 of 27 I1I'I•]I Anchor DesignerTM I Software - Version 2.5.6464.5 a 1.Proiect information Company: TKJSE Date: 1/17/2018 Engineer: GG Page: 1/5 Project: lonis Pharaceutucals Address: Phone: E-mail: Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2. Input Data & Anchor Parameters General Design method:ACl 318-14 Units: Imperial units Anchor Information: Anchor type: Torque controlled expansion anchor Material: Carbon Steel Diameter (inch): 0.750 Nominal Embedment depth (inch): 5.000 Effective Embedment depth, het (inch): 4.250 Code report: ICC-ES ESR-3037 Anchor category: I Anchor ductility: Yes hmin (inch): 7.83 Cac (inch): 8.46 Cmin (inch): 6.50 Smin (inch): 7.00 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.3 (b) is satisfied Ductility section for shear: 17.2.3.5.3 (a) is satisfied Do factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes <Figure 1> Base Material Concrete: Normal-weight Concrete thickness, h (inch): 8.00 State: Cracked Compressive strength, f (psi): 2500 "P,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6d0 requirement: Not applicable Build-up grout pad: No 2433 lb I, 210 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 20 of 27 1I'iI1i1U Anchor Designer TM I E1 Software - Version 2.5.6464.5 0 <Figure 2> Company: TKJSE Date: 1/17/2018 Engineer: GG Page: 1215 Project: lonis Pharaceutucals Address: Phone: E-mail: Recommended Anchor Anchor Name: Strong-Bolt® 2 - 3/4"0 CS Strong-Bolt 2, hnom:5 (127mm) Code Report: ICC-ES ESR-3037 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 21 of 27 I Anchor Designer TM I Software I Version 2.5.6464.5 S Company: TKJSE Date: 1/17/2018 Engineer: GG Page: 3/5 Project: lonis Pharaceutucals Address: Phone: E-mail: Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua (lb) Vuax (lb) Way (lb) /(Vuax)2+(Vuay)2 (lb) 1 2433.0 2107.0 0.0 2107.0 Sum 2433.0 2107.0 0.0 2107.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 2433 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'w (inch): 0.00 Steel Strength of Anchor in Tension (Sec. 17.4.1 N. (lb) 0 ØNsa (lb) 29700 0.75 22275 S. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2 Nb = kcAi'Jf'chei' (Eq. 17.4.2.2a) ICc AB Pc (psi) her (in). Nb (lb) 17.0 1.00 2500 4.250 7447 0.750Ncb = 0.750 (ANc/ANco) !Pe.I.N'C.N Wcp.NNb (Sec. 17.3.1 & Eq. 17.4.2.1 a) ANC (in2) AN= (in2 Cumin (in) 'ed.N Y'c,N 'cp.N Nb (lb) 0 0.750Ncb (lb) 162.56 162.56 6.50 1.000 1.00 1.000 7447 0.65 3631 6. Pullout Strength of Anchor in Tension (Sec. 17.4.3 0.75 ØNpn = 0.750W'c,p2aNp(Pc/2,500)' (Sec. 17.3.1, Eq. 17.4.3.1 & Code Report) N (lb) f (psi) n 0 0.750Npn (lb) 1.0 1.00 7010 2500 0.50 0.65 3417 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 22 of 27 E= Anchor Designer TM Software Version 2.5.6464.5 0 Company: TKJSE Date: 1/17/2018 Engineer: CC I Page: 4/5 Project: lonis Pharaceutucals Address: Phone: E-mail: S. Steel Strength of Anchor in Shear (Sec. 17.5.1) V38 (lb) ØgroutØ V33 (lb) 11775 1.0 0.65 7654 Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.21 Shear perpendicular to edge In x-direction: Vb. = minI7(1e/da)024da2a/lccel15; 92aIfcCal15I (Eq. 17.5.2.2a & Eq. 17.5.2.2b) Ia (in) d8 (in) Aa f (psi) Cal (in) Vb. (lb) 4.25 0.750 1.00 2500 7.00 7942 qSVcx = (Avc/Av0) Wedv'Pc.vPa,vVox (Sec. 17.3.1 & Eq. 17.5.2.1a) Avc (in2) Avco (in2) ¶f'e'j 'c.v Y'o.v Vx (lb) 0 qiV3o (lb) 136.00 220.50 0.886 1.000 1.146 7942 0.70 3479 Shear parallel to edge in x-direction: VOY = minI7(1e/da)024daAaIrcca115; 9Aa4fcCal15I (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in) d3 (in) Aa fc (psi) Cal (in) Vby (I b) 4.25 0.750 1.00 2500 6.50 7106 ØVcbx -4 (2) (Avc/Avco) f4,.v'c.vy'n.vVo, (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1a) Avc (in2) Avco (in2)YOd.V l'cV Ylh.v Vo (I b) 0 ØVcox (lb) 134.00 190.13 1.000 1.000 1.104 7106 0.70 7741 Concrete Prvout Strength of Anchor in Shear (Sec. 17.5.31 ØVcp = ØkcpNco = kcp(ANc/ANco)P,NY'c.Ncp,NNb(Sec. 17.3.1 & Eq. 17.5.3.1a) kp ANc (in 2) ANcO (in 2) !Ped.N I'c,N No (lb) 0 0Vcp (lb) 2.0 162.56 162.56 1.000 1.000 1.000 7447 0.70 10426 Results Interaction of Tensile and Shear Forces (Sec. R17.6) Tension Factored Load, Nua (lb) Design Strength, eN8 (lb) Ratio Status Steel 2433 22275 0.11 Pass Concrete breakout 2433 3631 0.67 Pass Pullout 2433 3417 0.71 Pass (Governs) Shear Factored Load, V,8 (lb) Design Strength, øVn (lb) Ratio Status Steel 2107 7654 0.28 Pass I Concrete breakout xi 2107 3479 0.61 Pass (Governs) II Concrete breakout y+ 2107 7741 0.27 Pass (Governs) Pryout 2107 10426 0.20 Pass Interaction check (Nua/ØNua) (V..1OV..)W3 Combined Ratio Permissible Status Sec. R17.6 0.57 0.43 100.1% 1.0 Pass 314"0 CS Strong-Bolt 2, hnom:5" (127mm) meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 23 of 27 1IAIE1JiI Anchor DesignerTM Software Version 2.5.6464.5 45 Company: TKJSE Date: 1/17/2018 Engineer: GG Page: 5/5 Project: lonis Pharaceutucals Address: Phone: E-mail: 12. Warnings - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. - Per designer input, ductility requirements for tension have been determined to be satisfied - designer to verify. - Per designer input, ductility requirements for shear have been determined to be satisfied - designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com XD Support Rail New support rail provides additional strength for longer attachment spai 3,' ) Splice Required for XD Support Rail -11 1 I it 011 —0 1 qwla h o_ Seal Wing a high quality exterior rated sealant provides an economical ar.d sound sealing method that takes seconds to apply. This method saves tine and installation ccsts! Flash The SolarWedgee 15 compatible with readily available, standard 1" O.D. roof flashings. Foam Using a 2-part hand-held or truck mounted foaming rig, you can create a "flashing" using high density roof foam! Ir . ....... SolarWedge® XD by Professional Solar Products, Inc. offers a cost > effective and easy-to-install mounting solution for flat commercial roofs. The SolarWedge® XD features an 8' span with tilt angles of5,lOorl5degrees. SolarWedge® XD Features: 8' Attachment Span Capacity:/ Versatile attachment span capacity to accomodate variety of roofs, while maintaining a by/cost-per- watt. / Roof Friendly: / Sy stemi does not block water flow allowing proper roof drainage. Roof isfully accessible for future maintenance. / Fully Engineered:( Designed to withstand approx. 11O unpi wind load (non-snow load) at .8' spans. Mounting system weighs approximately 1/2 lb per ft2. Apprcx.55 lb point loads Stainless Ste'eI & Aluminum Corrponerits: Anodized aluminum rail and stainless steel hardware. Po'sts/bases are prepared thelp ensure proper sealant/foam adhesion lntegáted Leveling System: Compeflsates up to 1-1/2° of roof 'ari3t:c.n (Stainihss Steel leveling kit included) hdardized Parts: rWedge® XD incorporates standard ProSolar ponents for easy stocking and ordering. Hoilaender® Manufacturing is the largest U.S. manufacturer of structural slip-on fittings and the market leader in providing these fittings for solar pipe racks. Our fittings are available In 1-1/4", 1-1/2",, and 2" IPS and are used in both ground mount and roof mount applications. These aluminum-magnesium alloy fi.tings are as strong as steel, but 1/3 the weight, and can be used with galvanized steel with no concern for galvanic or dissimilar metal corrosir. To support this Hollaender offers a 10 year structural and corrosion resistance warranty on our fittings (fasteners are standard 1 year). FEATURES: • Propretary set a -row - design includes internal/extemal knurled cup point that allows penetration into tie pipe surface and prevents loosening as long as torqued to specification. Made In the USA - 100% US content. Fast turnaround time from Hollaender or our network of regional and national distributors. Simple installation - no through bolts, only a hex heac set screw that can be tightened with a pneumatic tool or hex key. Structural Strength: The following are hold back capacities when attached to galvanizec steel pipe, A53: Pullout Capacity of Fitting Set Screws When Properly Torqued (with 2:1 safety factor) SW. IPS Size Steel Pipe, A53 Schedule 40 itting Size Torque Ft. LbsA No. Set Screws Set Screw Orientaion Typical Fittirg Capaclty* N UPS 17 _______________ ____________ 17-9 bracing fitting,,S-3 Tee 1360 17 2 IN UNE 47-9 base flange, 17X-9 bra ng fitting 1705 17 2 AT 90 DEGREES SX-9 Tee 2080 UPS 17 _____________ _________ 5E-8 Tee, 17-8bracingfitting 1315 17 _______________ IN UNE 45-8,46-5,47-8 base flanges 1505 17 2 AT 90 DEGREES SEXT-8,SEX-8 Tee 2080 1_I/4N UPS 17 1 SE-7 Tee, 17-7 bracng fitting 1265 17 21 IN UNE 45-7,46-7,47-7 base flanges 1500 HOLLAENDER SOLAR PIPE RACK COMPONENTS COMMON FITTINGS Tees: MIM 1-1/4', 1-1/2', 2' 1-1/4%1-1/2- 1-1/2' 1-1/2" 2' Cross Bracing Fittings: _ F. V, rti ' 1-1/4', 1-1/2", 2" 1-1/4-,1-1/2- 2" 1-1/4'.1-1/2',2- 1-1/4", Plug: il.iIYL* Mounting Flanges: ,7 1-7 0=40 I 1-1/4', 1-1/2" 1-1/4-J-1/2- 1-1/4", 1-1/2" 1-1/4", 1-1/2-,2- Top Mounts: Side Mount: 1 71 1-1/4-J-1/2", 2' *fitting has extra set screw Full product line and part drawings are available at www.hollaender.com I II d _________ The Hollaerider Manufacturing Company a an r 800.772.8800 513.772.8800 Fax: 800.772.8806 www.hoiiaender.com sales@holender.com 5Y9D06N~~& 4/765//(,2 Page 27 of 27 AL JAZEERA STEEL PRODUCTS COIVIPANY SA I P0 BOX 40, PC 327, Suhiir Indu64rjal Estate SULTANA1E OF OMAN PIrn,,,969 267517031645 90466751746 MEMO MILL TEST CERTIFICATE $ITC140. •23600341017 DATED 1914042011 P.0.140.: 46011 INVOICE NO. ,AJSPCIEXPIIIS DATED 1940345017 r COJSTOOIEWS NAME ....- 6. £13043087 - - RIECRANICALTEST040 JUC Ft.IlYADIL ' iZ SIM C.11ilng SR tOPS- 03 %VF l.ENGTII IlEAT BOND TOTALJ Ills VS et 141461 I T T Si NO. (11111) (thb) (tn0j (Fii) NO. LEO (PEEfl (pO) (pu) 05040 W.O. TEST Trw BIG v ERIIISTEELPIIIECONFOJZtIINGTOTIIErrECIF1CArIINA.smf, 1 13- Z Sd? 42 CR4064 I I I I.33 0.133 24.0 BPS 1.66 337114213 4 240 3040 3.011 62701463636 4407643405 3600 00 700 0.443 0.511 0.80) 0105 0.010 - (UI.4T0J) 2 I I.II4 1.660 0.440 24.0 BPS 227 £1701211 9 373 . 7933 BIll 62700143636 43260145000 34435 00 4380 0.000 0.169 0022 0.367 0.641 0.046 0004 0.003 0003 0.035 - (UL4PM) 3 I 1.1111 I. .0.tli 24.0 - BPS - 2.72 - 61701111 0J 330 0080 7.463 63260164306 45406146436 3930 00 4200 0017 0,147 0.003 0.794 0.643 0.014 0.004 0057 0664 0.007 - a jI.,a$. 960 0,343 210 0 09 2.73 - AIIOSIIO r- 6 - 116 - 4526 - 3.396 30460139276113117/46=2 - - 36120 - 011 - 300 1 am .092 043 001 --- 0407 0.034 2' I 2.315 0.136 23.6 BYE 3.64 61705317 6 420 2730 4.520 61700163330 43991444066 31137 OK 2366 0.146 9.700 0,030 9.010 0309 - CUl.F04) 6 I3'(3'I143 .. 9713 BPS Oil £1731134 7 04 3744 7.209 63924142606 06I34u16!6 3307 OK 2030 0.007 0.330 0030 0200 0.011 0.012 0.604 0.037 0.003 0.023 - (UL*FMI. 7 4' 14.000 . 0.237 . 210 BPS 40.79 61011441 I 40 310 1.02$ 62610163364 44306145334 34426 00 1900 0304 0.131 0010 0.043 0103 0.042 0104 0.037 0.803 0307 - (UL+FM) a 1 4 f4.SOO 0.237 . 34.0 BPS 10.79 A1704413 6 00 1240 6.167 9333964206 46720147396 34438 CII 1966 0.132 0107 W 0226 09 0.003 0.004 0.606 0100 0.006 - (UL'FMI 91 6 (6.625 0.200 23.0 BPS 46.97 *1705404 0 34 1176 10.110 43013163002 45261445990 34120 OK . 3323 0.606 0.454 0.016 0.513 0309 0.012 0.004 0305 0304 0107 - (UL+PMJ 301 I' 13215 0.433 - 200 GPO - 4.64 - 61700113 3 100 3700 2.061 62760143656 44674145406 36120 OK 700 0606 6.340 0103 0.626 0026 0.000 0.001 0005 0.003 0020 -12611.30 tUL*FNI II JI.114'J 4.660 0.340 .54.0 GPO 237 61794311 5 210 . 4410 4.544 42780163656 45260145999 26123 00 3200 0103 0.169 9.502 0.367 0.011 0.046 0306 0103 0003 0105 1.8011.90 (UL4FM) 121 3j3j00 0.216 23.0 GPO -7.30 A1701401 I 14 194 . 0,047 0003 9.003 0.601 0104 13J 2' (3.500 0.246 21.0 GTE 720 £1763105 3 43 002 1.011 3,033 62924162656 63073161002 1.8711.8902L+FM) 44021143351 46720137450 39141 42164 00 00 22.20 2320 0523 0.063 0.139 0,809 0.043 0354 0.011 0300 0012 0.803 0305 0307 0.013 0305 0104 1293.30 (UL+F04) 0013 0029 0.043 0.000 0304 14_ 0.227 24.0 GPO 30.79 63706117 B 00 3600 6,222 63656164396 46066147590 36433 OR 000 0.304 0.330 0030 0.010 0.008 1.3711.69 (UL+FM) 33 6' (6.625 0.200 2l.0 GPO 10.97 . A1763410 2 34 294 3.530 45071101003 , 45260165090 0104 0.154 0014 9.513 0.009 9.612 0.004 0.006 0301 0.807 1.0711.09 UIftR4 36 (1.142-11.000 0543 21.0 GYC 3.74 63704006 6 216 43261530 .:'.0006 5440939276 43351146232 34426~0411 4320 36453 0092 0.000 0.439 0100 0.016 0004 060) 0303 0034 12411.18 (UI.+P4) - . - WIf4461 032 '0021 '5021 000 709! 01RAN. iOTAL 32 2216 46370 . , .i -;___ r , HT0WflPY.Tft4TlHEMAT03LALC0N000M310T601P0CRC4n4i )1 52Z .. 3.LTh!PIP03ABETOS00300N DOSTOUCITVELVOY60DY044UNTMOT1000 134490 5rA11CU.v 41 THE P54041112M1337031D40091 . 1monySAOG POSIW 0:327 - %p1VIj$tRLAI TAL SUPPLY CO. tg1fll1440I FX 300.9901 ono (951) 300.9900 cuoto0nor : Cust. Dab P01 'rest RoP011 C!olft RECEIVED JAN 17 2018 CITY OF CARLSBAD BUILDING DIVISION (City of Carlsbad November 28, 2017 Todd McHenry Baker Electric, Inc. l&y 1218 Pacific Oaks Place Escondido, CA 92029 SUBJECT: CD 2017-0030 (DEV09042)— ION IS PHARMACEUTICALS FOE. The City Planner has completed a review of your application for a Consistency Determination, CD 2017- 0030, which is a request to construct ground-mounted solar photovoltaic (PV) panels on an existing interior-facing 2:1 manufactured cut slope along the northern perimeter of a property currently developed with a three-story research and development (R&D) building and ancillary recreation facility for IONIS Pharmaceuticals located at 2855 Gazelle Court. The project was originally approved pursuant to PIP 09-02 and amended pursuant to SDP 16-09. The project site is located within the boundaries of Carlsbad Oaks North Business Park Specific Plan, SP 211(C). After careful consideration of the request, the City Planner has determined that the request meets all of the findings below and APPROVES this request. In order for a Discretionary Permit Consistency Determination to be approved, all of the following findings must be made: No project condition, feature, facility or amenity is changed or deleted that had been considered essential to the project's design, quality, safety or function in that the addition of ground- mounted solar PV panels on a rear-facing slope with limited public visibility does not adversely affect the project's design, quality, safety or function. The request represents an upgrade in overall design features and or materials and improves upon the project's compatibility with the surrounding neighborhood in that the large expanses of open space and landscaped manufactured slopes in the Carlsbad Oaks North Specific Plan as viewed from El Fuerte Street and Faraday Avenue will be preserved since the ground-mounted solar PV panels will be located on an interior and rear-facing slope behind the existing R&D building. The proposed revision does not change the density or boundary of the subject property. The proposed revision does not involve the addition of a new land use not shown on the original permit in that the ground-mounted solar PV panels are a permitted ancillary use. The proposed revision does not rearrange the major land uses within the development. The proposed revision does not create changes of greater than ten percent provided that compliance will be maintained with the applicable development standards Of the Carlsbad Municipal Code in that no additional building area is proposed, no parking is proposed to be removed and the solar PV panels comply with the setbacks. The proposed change will not result in any significant environmental impact, and/or require additional mitigation. Community & Economic Development Planning Division 11635 Faraday Avenue Carlsbad, CA 92008-73141760-602-4600 1 760-602-8560 f I www.carlsbadca.gov CD 2017.0030 (DEV09042) - IONIS PHARMACEUTICALS November 28, 2017 Page 2 The proposed change would not result in any health, safety or welfare impacts in that the location of the solar PVpanels complies with the fire buffer requirements. There were not any major issues or controversies associated With the original project Which would be exacerbated with the proposed change. The proposed change would not be readily discernable to the decision makers as being substantially different from the project as originally approved in that the ground-mounted solar PV panels will be located on an interior and rear-facing slope behind the existing R&D building. Therefore, the City Planner approves the changes to the project based on Planning Division Administrative Policy No. 35. Please submit two (2) blueline copies (24" X 36") of all applicable exhibits for the project file of the amended plans. The copies must be submitted, stamped "Consistency Determination," and signed by the City Planner prior to issuance of any grading or building permits for the project. The Consistency Determination Title Block stamp, and other Title Block stamps, can be downloaded from the City's website at http://www.carlsbadca.gov/services/depts/planning/apølications.asp. The Title Block (stamp) is located at the bottom of the page. If you have any questions regarding this matter, please feel free to contact your project planner, Shannon Harker, at (760) 602-4621 or by email at shannon.harkerccarlsbadca.gov. CITY OF CARLSBAD L Aw DON NEU, AICP City Planner DN:SH:sc c: Daniel Postoian, Baker Electric, Inc., 1218 Pacific Oaks Place, Escondido, CA 92029 Wayne Sanders, 2855 Gazelle Court, Carlsbad, CA 92010 Christie Marcella, Economic Development Manager Kyrenne Chua, Project Engineer HPRM/File Copy Data Entry Baker Electric £abfl.I,.d t93 IONIS Solar Panels Jurisdiction: City of Carlsbad Plan Check #: CBC 2018-0024 Reviewer: Shannon Harker Comments Dated: 01/25/2018 Comment #1: Please revise the screening for the inverter equipment enclosure proposed in a landscape island in the parking lot to remove the chain link fence screen and replace with a wall. The wall color and materials shall complement the materials used for the recreation building. In addition, please center the enclosure so landscaping is included on both sides of the wall. Please revise all applicable plans which show the location of the inverter equipment enclosure as necessary. In addition, please revise the landscape plans to include screening on all sides of the enclosure. Inverter equipment enclosure has been redesigned to utilize block walls. Block type, material and color shall match and/or complement the existing block retaining wall nearby. Equipment enclosure has been shifted to the center of the island, and landscaping has been added to both sides. Sheets that reflect these changes are: E-101, E-102, E-104, E-105, E-501, 52.1 and the Landscaping Construction Change plans which are being processed under separate submittal(s). Comment #2: Please revise the cover sheet to reference the Consistency Determination, CD 2017-0030, approved November 28, 2017 and the landscape drawing # DWG 467- A. Cover sheet 6-001 now includes references to the Consistency Determination CD 2017-0030 and the landscape drawing DWG 467-41. Comment #3: The landscape plan shall be approved prior to issuance of the building permit. Landscape plan updates have been made and are being submitted approximately concurrently. Page lofi 2/15/2018 (ity of Carlsbad Print Date: 06/21/2019 Permit No: PREV2018-0039 Job Address: 2855 Gazelle Ct Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Closed - Finaled Parcel No: 2091202000 Lot #: Applied: 02/16/2018 Valuation: $ 0.00 Reference #: DEV09042 Issued: 03/15/2018 Occupancy Group: Construction Type Permit 06/21/2019 Finaled: # Dwelling Units: Bathrooms: Inspector: Bedrooms: , Orig. Plan Check #: CBC2018-0024 Final Plan Check #: Inspection:• Project Title: IONIS PHARMACEUTICALS Description: IONIS: REPLACE FENCE FOR WALL - NEW FOOTINGS Applicant: Owner: Contractor: IONIS PHARMACEUTICALS INC - 2855 BMR GAZELLE LP BAKER ELECTRIC INC 2855 Gazelle Ct 17190 Bernardo Center Dr 1298 Pacific Oaks P1 Carlsbad, CA 92010-6670 San Diego, CA 92128-7030 Escondido, CA 92029-2900 760-931-9200 760-745-2001 FEE AMOUNT MANUAL BUILDING PLAN CHECK FEE $210.00 Total Fees: $ 210.00 Total Payments To Date: $ 210.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services City of DEFERRED SUBMITTAL Building Division P06" Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number C PC.. 201' cO2-I Plan Revision Number P(E.V 201 -oLY1R ProjectAddress 2BSS7 2czeI/e Court, Cctrisind (1 92016 General Scope of Revision/Deferred Submittal: reigiripp CONTACT INFORMATION: Name /5p./& VrrJvra. Phone 40) 74'3200) Fax Address IM Pciçe C Qti s VL City SCOndiCiO Zip_q20z9 Email Address I Ven'ltlr&@ gtk'r- 2ec*(c . COrn Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: fl Plans LI Calculations Soils LI Energy LI Other 2. Describe revisions in detail 3. List page(s) where each revision is shown prOJQQ5TJ U)trii( InS'ead op WOS'd pvpek 4. Does this revision, in any way, alter the exterior of the project? LI Yes No Does this revision add ANY new floor area(s)? LI Yes 1 No Does this revision affect any fire related issues? Yes No Is this aco Date 1635 Faraday Avenue, Carlsbad, CA 92008 !j: 760-602-2719 f: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil A SAFEbuiLtCornpany DATE: 3/5/2018 JURISDICTION: Carlsbad PLAN CHECK NO.: CBC2018-0039 rev to 2018-0024 PROJECT ADDRESS: 2855 Gazzelle Ct. U APPLICANT O JURIS. O PLAN REVIEWER O FILE SET:I PROJECT NAME: lonis (13x33.3+20)KW ground mounted PV system The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LII The plans transmitted herewith will substantially comply with the jurisdiction's 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. LIII The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. F] The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LI The applicant's copy of the check list has been sent to: EsGil Corporation staff did not.advise the applicant that the plan check has been completed. LI EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: / (by ) Email: Fax #: Mail Telephone Fax In Person LI REMARKS: By: Morteza Beheshti Enclosures: EsGil Corporation 0 GA 0 EJ 0 MB 0 PC 2/21 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBC2018-0039 rev to 2018-0024 3/512018 [DO NOT PAY - THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: CBC2018-0039 rev to 2018-0024 PREPARED BY: Morteza Beheshti DATE: 3/5/2018 BUILDING ADDRESS: 2855 Gazzelle Ct. BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING 1 PORTION AREA (Sq. Ft.) Valuation Multiplier T Reg. Mod. E VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1cb IBY Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance fV 1 Type of Review: LI Complete Review LI Structural Only LI Repetitive Fee Repeats * Based on hourly rate LI Other LI Hourly EsGiJ Fee 2 Hrs.@ $105.00 $210.001 Comments: Sheet I of I macvalue.doc + TKJ Structural Engineering 9820 Willow Creek Rd., Suite 455 San Diego, CA 92131 858.649.1700 www.tkjse.com STRUCTURAL CALCULATIONS RECEIVED For: FEB 152018 CITY OF CARLSBAD Baker Electric BUILDING DIVISION lonis Gound Mount PV 2855 Gazelle Court Carlsbad, CA 92010 co OF A- Date: February February 12, 2018 TKJSE Job No: 17103.00 Pfksm 20q a W34q 1Lq I TKJ Structural Engineering I 9820 Willow Creek Rd., Suite 455 ISan Diego, CA 92131 I 858.649.1700 www.tkjse.com SCOPE AND TABLE OF CONTENTS Project Description: Client: Baker Electric Property: lonis Gound Mount PV 2855 Gazelle Court Carlsbad, CA 92010 Scope: The calculations provided herein are the property of TKJ Structural Engineering, Inc., and may be used solely by the Client for the Project located at the Address noted above. The project consists solely of designing and evaluating the support and anchorage of the solar panel assemblies and equipment shown. The design or anchorage of all other components are the responsibility of others. Table of Contents: Section Pages USGS Design Maps Summary Report 1 to 1 Wind & Seismic Loading 2 to 3 Frame Reactions 4 to 4 Main Rail Check 5 to 5 Foundation Uplift 6 to 7 Flagpole Footing Design 8 to 9 Block Wall Enclosure Design 10 to 14 Anchorage to Block Wall 15 to 15 Equipment Anchorage 16 to 21 Reference Documents 22 to 24 IJSGS Design Maps Summary Report User—Specified Input Report Title Ion is Pharmaceuticals Wed September 6, 2017 17:18:51 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.141810N, 117.252°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/Il/Ill Page 1 of 24 I- 0 0 r' ley 0e3iitIdu Mtml valley 1,. 7 center Aitpc I nsi ft Carlsba irt n - \rcos , VA Escondido" - USGS—Provided Output S= 1.035g 5M5 1.124g SDS = 0.749g S = 0.402 g SMI = 0.643 g 5D1 = 0.428 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCFa Response Spectrum Design Response Spectrum Period. 1' (sec) Period. T (sec) For PGAM, TL, C, and C1 values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. Win Directi -1 y0 ht L OiL OiL -I CNL Wind Direction of h Th. Page 2 of 24 Project: lonis Gound Mount PV Job No.: 17103 Date: 9/19/17 PANEL ASSEMBLY: Panel Type: LG 400N2W-A5 I Panel Length = 79.7 in Panel Width = 40.3 in Panel Weight = 47.8 lbs Panel Weight = 2.14 psf = Panel Pitch = 28 deg Orientation = Landscape nPanels = # of Panels = 12 (Along Pitched Cross Rail) L= 35.58 ft WIND LOADING: ASCE 7-10, Chapter 27: [SEC. 27.4.3, FIG. 27.4-4] CALCULATIONS: V = Basic Wind Speed = 110 mph Kd = 0.85 (Table 26.6-11 Exposure Category: C K.t= 1.0 (Sec. 26.8.21 G = Gust Factor = 0.85 hr = Roof/Ground Height = 1.00 ft h1 = Ht. at Low Point = 2.50 ft h= 11.96 ft Windflow= Clear h+hr = 3.5 ft z<15 K2 = 0.849 [Table 27.3-1] = 0.00256KZKZtKdV2 = 22.35 psf (Sec. 27.3.21 NET PRESSURE COEFFICIENTS: IFigure 27.4-41 Wind Direction, y=O Wind Direction, y=180 0=28 From Horizontal Clear Wind Flow Obstructed Flow Clear Wind Flow Obstructed Flow CNW CNL CNW CNL CNW CNL CNW CNL Load Case I A -1.7 -1.7 2.0 2.0 -2.5 -0.4 2.5 0.9 DESIGN WIND PRESSURES: (psf) P = q G CN = [Sec. 27.4-31 Wind Direction, y=0° Wind Direction, y=180 0 =28 • From Horizontal Clear Wind Flow Obstructed Flow Clear Wind Flow Obstructed Flow CNW CNL CNW CNL CNW CNL CNW CNL Load Case I A -32.7 -33.2 37.9 38.4 -47.0 -8.5 1 47.4 17.5 Page 3 of 24 Project: lonis Gound Mount PV Job No.: 17103 Date: 9/7/17 SEISMIC LOADING: ASCE 7-10, SEC. 13.3 - SEISMIC DEMANDS ON NONSTRUCTURAL COMPONENTS PANEL ASSEMBLY DEAD LOAD TAKE-OFF: Support Frame = 1.5 psf Panels, collectors = 2.1 psf Misc.= 1.4 psf Total = 5.0 psf SOURCES/MESSAGES: [Sec. 13.3.1] CALCULATIONS: 0.4aPSDSW,, Z F= R (1+2) 'P z(ft)= 0.00 ft h(ft)= 1.00 ft I 1.0 I I= I 1.0 R= I 1.5 I S(g)= I 1.035 Ig Fa = 1.09 SDS (g) = 0.749 g F = 0.200 g Fpmax = 1.6SDslpWp = 1.198 g Fpmin = 0.3SDstpWp = 0.225 g <-- GOVERNS EH = 0.2259 Ev 0.150g [Height at point of attachment] [Average roof height] [Table 13.5-1] [Sec. 13.1.3] [Table 13.5-1] [Sec. 11.4.1] [Table 11.4-1] [Sec. 11.4.4] Page 4 of 24 Project: lonis Gound Mount PV Job No.: 17103 Date: 9/19/17 SUPPORT REACTIONS: ASCE 7-10 ASD Load Combs. 0.60 - 0.6W D + 0.6W PANEL ORIENTATION & DIMENSIONS: Panel Orientation = Landscape L= 35.58 ft s = [Perp. to page] = 8.00 ft b= 8.0 ft a= 1.5 ft h= 11.96 ft DESIGN WIND LOADING: (plO DESIGN SEISMIC LOADING: (olf EH = 0.225 g D = DL of Assembly = 5.0 psf Tributary Width = s = 8.0 ft EH = 8.99 plf REACTIONS: ( + = Tension. - = Compression R1 R,, R. .1 IA 4 -," I R2y R1y I ,, b 0=28 From Horiz. y=0 y=180 WNW WNL WNW WNL Load Case A -261.4 -265.5 303.0 307.0 B -375.9 -67.9 379.0 139.8 D WA WB W180.A E 0.61) + 0.6% D+0.6A D+0.7E 1671# -3283# 0# -15506# 24880# -2492# -20964 # 28860 # -2099 # 18173# -29026# 2885# 9301# -18531# 2454# -428# 428# -181# 11907# 15346# 1731# -10908 # -20698 # -1495 # 1371# -2983# -127# Page 5 of 24 Project: lonis Gound Mount PV Job No.: 17103 Date: 9/19/17 MAIN RAIL: GEOMETRY Element:I 11/2" Sch. 40 Pipe I d= 1.90 in S= 0.421 in' I= 0.293 in Material: A53, Gr. B Fa= 21.0 ksi E= 29000 ksi 8.00 ft CM I 2.00ft I b = 79.7 in = Panel Length Gap = 1.50 in bl= 5.14 ft b2= 1.63 ft MAIN RAIL: GOVERNING LOAD y= 180 Load Case: B Load Combination: 0.61) + 0.6W P= 199.62 # MAIN RAIL: FLEXURE CHECK Condition 1 M = f = MIS -399 ft-It 11.4 ksi ' Condition 2 M= f=M/S -390 ft-It 11.1 ksi ' Condition 3 Am 384 ft-It 10.9 ksi ICondition I I, ICondition 2 EQ P / ICondition 3 EQ P EOX Page 6 of 24 Uplift & Resistance: ( f: Fve ( 'I1.O 7E& LOA r\&.L 4 . •;.) if :• ( (9 (4 C4' 2O \CTE. i. - (its 1((cur (U1tEf _tci )1.j54 1t'-tcTCr ""T MU tc l(3 Jtit1: ?Jt9t.. 1Ri)ON o- (ioc .sopi ;.(ç& Ito.1i-1 Nt:(-)LF-.r,v cit'?f c. 12" (-icO es ii k OOTIi. riiiw LOO F. c4 ic( "r o".•.- S'Q ¶# 610 '0 f--iv-1CVAWA 3 - iO 6O AVILLe 1'N INA Z.'' i.so C ci ML'(, L 1 ,f uLTT A. jtjr- TO?- 9820 Willow Creek Rd., Ste 455 Project: Baker - lonis Ground Mount San Diego, CA 92131 Phone: 858.649.1700 Project Number: 17103 Page: of: email: tkj@tkjse.com Prepared By: GG Date: 09/07/17 Page 7 of 24 UpIift&Resistance: I ' I H At- L) J J2 12 6L1 P4 a. i I . . I I ., .. .. . . • I..., OEAc) 'LOA OS . . . . . . ?AN L. 1 'i. (I• - 32.0 4 CoMC?F-Tt c;(i1jJ( I cb, Wti 1) 1. )ki'• . , , (-11. o Q O.(1J :040 0o515')— Q. C Oo' ) I 4 I • - I • . . . r I I 9820 Willow Creek Rd., Ste 455 Project: Baker - lonis Ground Mount San Diego, CA 92131 Phone: 858.649.1700 Project Number: 17103 Page: of: email: tkj@tkjse.com Prepared By: GG' Date: 09/07/17 Page 8 of 24 1330 Orange Ane SWto 302 I I c,do.Ca 92118 PROJECT: IiiG&id M&it 1 PAGE: a. thJtl$a nan. CLIENT: Baker ______ DESIGN BY: 9 2m JOB NO.: 17103 DATE: 19/27/2017 REVIEW BY: ~TGG KJ Flagpole Footing Design Based on Chapter 18 of IBC & CBC INPUT DATA & DESIGN SUMMARY IS FOOTING RESTRAINED @ GRADE LEVEL? (1=YES.0=NO) ['O'l no P LATERAL FORCE @ TOP OF POLE P = 0.555 I k HEIGHT OF POLE ABOVE GRADE H = I 5 I ft DIAMETER OF POLE FOOTING B = I I I ft H LATERAL SOIL BEARING CAPACITY S = I 0.2 I ksf lft ISOLATED POLE FACTOR (IBC 1804.3.1 orUBC note 3 on Tab 18-I-A) F = 2 I FIRST TRIAL DEPTH ===' D= L...3......J ft [Use 1 ft dia x 4.61 ft deep footing unrestrained @ ground level ANALYSIS LATERAL BEARING @ BOTTOM: s= Ps Min(I) . 12) LATERAL BEARING © D/3: S=FS Mint- A- 2.34P IIi+ /'+L FOR NONCONSTRAINED REQUIRDDEPTH: 02L V A J FOR CONSTRAINED I V 83 NONCONSTRAINED CONSTRAINED LATERAL FORCE @ TOP OF POLE P => 0.56 k 0.56 k HEIGHT OF POLE ABOVE GRADE H => 5.0 ft 5.0 ft DIAMETER OF POLE FOOTING B => 1.00 ft 1.00 ft LATERAL SOIL BEARING CAPACITY FS => 0.40 ksf/ ft 0.40 ksf/ ft 1ST TRIAL TRY D1 => 3.00 ft 3.00 It LAT SOIL BEARING © 1/3 0 S1 => 0.40 ksf 0.40 ksf LAT SOIL BEARING @ 1.00 S3 => 1.20 ksf 1.20 ksf CONSTANT 2.34P/(BS1) A => 3.25 - - REQD FOOTING DEPTH RORD D => 6.13 ft 3.13 ft 2ND TRIAL: TRY 02=> 4.57 ft 3.07 ft LAT SOIL BEARING @ 1/3D S1 => 0.61 ksf 0.41 ksf LAT SOIL BEARING © 1.0 D S3 > 1.83 ksf 1.23 ksf CONSTANT 2.34P/(BS1) A => 2.13 - - REOD FOOTING DEPTH RQRD 0=> 4.64 ft 3.10 ft 3RD TRIAL: TRY D3> 4.60 ft 3.08 ft LAT SOIL BEARING © 1/3 D S => 0.61 ksf 0.41 ksf LAT SOIL BEARING @ 1.0 D S3 => 1.84 ksf 1.23 ksf CONSTANT 2.34P/(BSI) A => 2.12 - - REOD FOOTING DEPTH RQRD 0=> 4.62 ft 3.09 ft 4TH TRIAL: TRY D4=> 4.61 ft 3.09 ft LAT SOIL BEARING @ 1/3 D S => 0.61 ksf 0.41 ksf LAT SOIL BEARING @ 1.0 0 S3 => 1.84 ksf 1.24 ksf CONSTANT 2.34P/(BS) A => 2.11 - - REOD FOOTING DEPTH RQRD D => 4.61 ft 3.09 ft 5TH TRIAL: TRY D5> 4.61 ft 3.09 ft LAT SOIL BEARING @ 1/3 D S => 0.61 ksf 0.41 ksf LAT SOIL BEARING @ 1.0 D S3 => 1.84 ksf 1.24 ksf CONSTANT2.34P/(BS1) A a> 2.11 - - REOD FOOTING DEPTH RORD D => 4.61 ft 3.09 ft Page 9 of 24 1330 Omnge A'o. SaftO 301 Coannda.CA02Il8 PROJECT: [IiiGd Mt a. 0Gtkaa n CLIENT: Baker ______ 1 PAGE: ,. eia.eae.e JOB NO.: L17103 bATE: 9/27/2017 1 REVIEW BY:KJ _____ DESIGN BY: IGG p. 0108800234 INPUT DATA & DESIGN SUMMARY IS FOOTING RESTRAINED @ GRADE LEVEL? (1=YES,0=NO) [01 no P = LATERAL FORCE @ TOP OF POLE P = I 0.555 k HEIGHT OF POLE ABOVE GRADE H = I 5 1 ft DIAMETER OF POLE FOOTING B = I 1.5 I ft H LATERAL SOIL BEARING CAPACITY S = I 0.2 1 ksf/ It ISOLATED POLE FACTOR (IBC 1804.3.1 or USC note 3 on Tab 18.I.A) F = I 2 1 FIRST TRIAL DEPTH ===> D= L.......3.....J ft [Usej .5 ft dia x 3.94 It deep footing unrestrained W9 level D ANALYSIS LATERAL BEARING@ BOTTOM: s=FS Min(I) I2) LATERAL BEARING @ D/3: 1, S=FS Mini- . 12 A = BS1 f4l.. /1+L FOR NONCONSTRAINED ... REQUIRDDEPTH: D2L V A J j4.251'F( FOR CONSTRAINED NONCONSTRAINED CONSTRAINED LATERAL FORCE @ TOP OF POLE P => 0.56 k 0.56 k HEIGHT OF POLE ABOVE GRADE H => 5.0 ft 5.0 ft DIAMETER OF POLE FOOTING B => 1.50 ft 1.50 ft LATERAL SOIL BEARING CAPACITY FS => 0.40 ksf/ ft 0.40 ksf / ft 1ST TRIAL TRY D1 => 3.00 ft 3.00 It LAT SOIL BEARING @ 1/3 D S => 0.40 ksf 0.40 ksf LAT SOIL BEARING @ 1.0 D S3 => 1.20 ksf 1.20 ksf CONSTANT 2.34P/(BS1) A => 2.16 - - REOD FOOTING DEPTH RQRD D => 4.68 ft 2.56 ft 2ND TRIAL: TRY D2=> 3.84 ft 2.78 ft LAT SOIL BEARING @ 1/3 D S1 => 0.51 ksf 0.37 ksf LAT SOIL BEARING @1.0 D S3 => 1.54 ksf 1.11 ksf CONSTANT 2.34P/(B51) A => 1.69 - - REQD FOOTING DEPTH RORD D => 4.00 ft 2.66 ft 3RD TRIAL: TRY D3=> 3.92 ft 2.72 ft LAT SOIL BEARING @ 1/3 D S1 => 0.52 ksf 0.36 ksf LAT SOIL BEARING @ 1.0 D S3 => 1.57 ksf 1.09 ksf CONSTANT 2.34P/(BS1) A => 1.66 - - REQD FOOTING DEPTH RQRD D => 3.95 ft 2.69 ft 4TH TRIAL: TRY D4=> 3.93 ft 2.70 ft LAT SOIL BEARING @ 1/3 D Si => 0.52 ksf 0.36 ksf LAT SOIL BEARING @ 1.0 D S3 => 1.57 ksf 1.08 ksf CONSTANT 2.34P/(BS1) A => 1.65 - - REQD FOOTING DEPTH RORD D => 3.94 ft 2.70 ft 5TH TRIAL: TRY D5> 3.93 ft 2.70 ft LAT SOIL BEARING @ 1/3 D Si > 0.52 ksf 0.36 ksf LAT SOIL BEARING @ 1.0 D S3 => 1.57 ksf 1.08 ksf CONSTANT 2.34P/(BS1) A => 1.65 - - REQD FOOTING DEPTH RQRD D => 3.94 ft 2.70 ft kcrv 7-1 0- ZZ,4p,,1' 5 (L (44 V 2 Page 10 of 24 Wall Enclosure: .'J k V~ I eorr ttE: - Lot* .tt'E. (L(,7/72I .7 L. 14 52G:-. C46 o'-7' 1'—II'.I.: !6Z e,k/:4:(44 cci6. C4:- 1.39 g,jp,c yio,u: L/)4,: Red..7Z ¶d. c&d&?-r og - &. 0,J 4c C -7: CE 2q(o.?)./,5 7l_fq Cc 1,09 C4 . CcMtff-(M11LE ilç L STRUCTURAL 'ENGINEERING I 9820 Willow Creek Rd., Ste. 455 I San Diego, California 92131 I 858.649.1700 1 www.tkjse.com Project: Baker - lonis Project#: 17103 Prepared By:TKJ Date: 2/12/18 Page 11 0f24 Wall Enclosure: 5l"1' io4. ,fEL 7i; 1I(. L 0-4 1/Up re - (' OZ2 k) P. '-)LJ c#ô( pC~ ,or 0.3 2.2.8i); iC #7 p(7iJ' o,7 : 0.7( 0 15p9C); !9(°p /e VcPIPV L STRUCTURAL Project: Baker - lonis I ENGINEERING I Project#: 17103 I I 9820 Willow Creek Rd., Ste. 455 I San Diego, California 92131 Prepared By: TKJ Date: 2/12/18 I I 858.649.1700 1 www.tkjse.com OVERTURNING FACTOR OF SAFETY 2.18 > 1.5 [Satisfactory] aae 120124 1330 a8ge Ave. SiMe 301 Canado,cA92I18 CLIENT: 6234 6t9,0 2026 JOB NO.: Baker Electric 17103 PAGE: [TKJ DESIGN BY: REVIEW BY: KJ Wall Enclosure PUT DATA & DESIGN SUMMARY ECIAL INSPECTION (O=NO, 1=YES) PE OF MASONRY ( 1=CMU, 2=BRICK) SONRY STRENGTH f.,= )NCRETE STRENGTH f = BAR YIELD STRESS f = £SIVE SOIL PRESSURE P = LOW SOIL PRESSURE Qa = LICTION COEFFICIENT A = )IL SPECIFIC WEIGHT Ye = )IL OVER hp = LL LATERAL FORCE, ASD wut = IGHT OF STEM H = IICKNESS OF WALL t = LL VERT. REINF. (A5,1) LOCATION (1 =at middle, 2=at each face) IOTING WIDTH L = )OTING THICKNESS hr = )T. REINF.OF FOOTING (A82) IP. REINF.OF FOOTING (A8,3) 0 No, (reduced fm' by 0.5) - I CMU - 1.5 ksi - 3 ksi : 60 ksi - 350 pd (equivalent fluid pressure) 1.5 ksf - C- 0.35 Asj 110 pcf - 0 in - 19.6 psf 7 It - 7A A 8 in 5 @ 24 J in o.c. AS.3 • I at middle 2.67 ft I AS,2 12 in L 4 @ f 11 88 4 @ [_18 Jlino.c. [THE WALL DESIGN IS ADEQUATE.] ANALYSIS SERVICE LOADS HLat = WLat H = 0.14 kips I ft Hp = 0.5 Pp (hp + hr )2 = 0.18 kips I ft Ww = t H #n = 0.61 kips I ft Wr = hrLyc = 0.40 kips lft We = hp (L - t) y0 = 0.00 kips / ft FACTORED LOADS HLat = 1.6 Ht,at = 0.22 kips I ft Hp = 0.0 Hp = 0.00 kips / ft 'Ww = 1.2 Ww = 0.73 kips lft = 1.2 Wr = 0.48 kips I ft Ws = 1.2 We = 0.00 kips/ft OVERTURNING MOMENT H iH y Hy Hy HLat 0.14 0.22 4.5 0.62 0.99 E 0.14 0.22 0.62 0.99 RESISTING MOMENT W yW x W yWX WS 0.00 0.00 1.335 0.00 0.00 Wr 0.40 0.48 1.335 0.53 0.64 Ww 0.61 0.73 1.335 0.81 0.97 El 1.01 1.21 1.34 1.61 SOIL BEARING CAPACITY (ACI 318-05 SEC. 15.2.2) = 0.61 ft > L/4 = 0.93 ksf ' Q [Satisfactory] I :K FLEXURE CAPACITY, A3,j, FOR STEM (ACI 530 2.3.3) = WLaiH = 0.48 ft-kips/ft P = = 0.61 kips/ft 2 I MallonMc1=MIN!bnkdFb(d_}P(d_J , AsFsI,d_kdT)+ I, (t0 M 2 3 )j 2 where t9 = 7.63 in, c== Based on effective section area. d = 3.82 in, <== Based on ACI 530-05,1.13.3.5 bw = 12 in Em = 1350 ksi Fb = 0.248 ksi E. = 29000 ksi F. = 24 ksi n = 21.48 A. = 0.16 in' k = 0.32 p = 0.003 and MO,IOWSb,e = 0.51 ft-kips, D. M [Satisfactory] K SHEAR CAPACITY FOR MASONRY STEM (ACI 530 2.3.5) V = HL., = 0.14 kips/ft Va11owai,ie = dbw1VHN(ji , 50) = 0.89 kips/ft V [Satisfactory] K FLEXURE CAPACITY, A33, FOR FOOTING (ACI 31805 SEC.15.4.2, 10.2, 10.3.5, 10.5.4, 7.12.2, 12.2, & 12.5) PAmx - 0.85fl1f eu 0.0018 h1 j, €,+€ = 0.015 PMIN 2 = 0.001 [(L_:)( (L-t) YWf for e,, MI .3_(Lt)( (L-t) q93b52 L = 0.09 ft-kips 7W 2L 6 ' for 0.85f 11- /1- - = c t!j 0.383bd2f) = 1.6E-05 I •. I p fy where d = 10.25 in qutoe = 1.56 ksf LI-4 ~-2 or eu = 0.82 ft qU.h9 = n/a ksf S = -0.12 It qu. = -0.12 ksf (5.3) required = 0.13 in2! ft < AS.3 0 0.13 ifl2 /ft [Satisfactory] K FLEXURE CAPACITY, A3,2, FOR FOOTING (ACI 318-05 SEC. 15.4.2,10.2,10.5.4,7.12.2, 12.2, & 12.5) = 0.015 = 0.000 = 0.52 ft-kips where d = 8.75 in = 0.553 ksf = 0.00013 Pane 14 of 24 (contd) 2) required = 0.02 in2! ft < As.2 = 0.13 in2! ft [Satisfactory] CHECK SLIDING CAPACITY (CBC 07 1806A.1) 1.5(HLat) = 0.21 kips !ft < Hp+MEW = 0.53 kips !ft (Satisfactory] Page 15 of 24 Equipment Anchorage to Wall: MA-Y / co, oJeIor ?' 1D -/j /.o L0ec4.'r 4vf 6~ ci 4t4l q7é Joftc -t4'r4? " A?17 t7e5,J 77 7 41 V j2O c7(O,Il)2c' j/z Id(o /4&ici'4. 4&CL4 ' 4:yOw I V4t U OA)13OLT i 1 Vau 725 ' (1,33) /o 3O )> i'o--~" eI 141( 57/.3) ' t. or-1v I I STRUCTURAL Project: Baker - lonis I ENGINEERING I Project#: 17103 I 9820 Willow Creek Rd., Ste. 455 I 1 San Diego, California 92131 Prepared By: TKJ Date: 2/12/18 I U 858.649.1700 I www.tkjse.com Page 16 of 24 Project: Ions Ground Mount PV Project No.: 17103 L9 Date: 1/17/2018 Equipment Anchorage - Wind & Seismic Equipment: Switchboard I Weight W, = 1500 # Length 1=60 in. Width B = 36 in. Height H = 6.5 in. Hco6 =1 3.25 in. Loads: W= F9 = E- Fh= F, =1 1500# 337# 225# 115# 503# B SeismicLoading: ASCECh.13 WindLoading:ASCECh.29 SOS = 0.749 _g V =_110 mph qh = 0.00256 K1K1tKdV2 z/h = 0.00 Exp.: C (26.7.3] (29.3-1) 'p = 1.0 Component Importance Factor h = 0 ft. Kd per 26.6 Type of Equip: Electrical Panels/Cabinets K. = 0.849 K1 per 29.3.1 ap = 2.5 Eq. 13.3-1 through 13.3-3 K1 = 1.0 K t per 26.8.2 R = 6.0 Ir - 0.4aS,)cWp 2 Kd = 0.85 Section 29.5.1 Do = 2.5 " (R, +It) Fh = 42.47 psf Fh = 1.9qLH F = 0.225 g I, ) F = 33.53 psf F = 1.5qLB Ev = 0.150 g Fp ma. = 1.6SDslPWp F mm = 0.3S0slW Reactions a Base of Un r ASD LRFD DL EL WL .6D+.6W .6D+.7E .9D+W .9D+E .9D+00E R11= 0 169 58 35 118 58 169 421 # R 1 = -750 1 143 262 -293 -350 -413 -532 -487 # Reaction Type: flO R11 R 1 SRSS #Anchors/Side: 2 211 -243 322 # # Fasteners/Anchor: 1 211 -243 322 # Page 17 of 24 Company: TKJSE Date: 1/17/2018 Engineer: GG I Page: 1/5 Project: lonis Pharaceutucals Address: Phone: E-mail: Anchor Designer1M Software - Version 2.5.6464.5 0 1.Prolect information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2. Input Data & Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness, h (inch): 6.00 State: Cracked Anchor Information: Compressive strength, f c (psi): 2500 Anchor type: Torque controlled expansion anchor 1.0 Material: Carbon Steel Reinforcement condition: B tension, B shear Diameter (inch): 0.500 Supplemental reinforcement: Not applicable Nominal Embedment depth (inch): 2.750 Reinforcement provided at corners: No Effective Embedment depth, hai (inch): 2.250 Ignore concrete breakout in tension: No Code report: ICC-ES ESR-3037 Ignore concrete breakout in shear: No Anchor category: 1 Ignore 6d0 requirement: Not applicable Anchor ductility: Yes Build-up grout pad: No hmin (inch): 4.50 cac (inch): 6.50 Cmin (inch): 4.00 Smin (inch): 4.00 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.3 (b) is satisfied Ductility section for shear: 17.2.3.5.3 (a) is satisfied )o factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes <Figure 1> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 18 of 24 Anchor Designer1M I Software - Version 2.5.6464.5 <Figure 2> Company: TKJSE Date: 1/17/2018 Engineer: GG Page: 2/5 Project: lonis Pharaceutucals Address: Phone: E-mail: Recommended Anchor Anchor Name: Strong-Bolt® 2 - 1/20 CS Strong-Bolt 2, hnom:2.75" (70mm) Code Report: ICC-ES ESR-3037 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-lie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 19 of 24 1iLiiè1'JI• Anchor Designer TM i •) Software Version 2.5.6464.5 0 Company: TKJSE Date: 1/17/2018 Engineer: GG I Page: 3/5 Project: lonis Pharaceutucals Address: Phone: E-mail: Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua (Ib) Wax (lb) Way (lb) 1(Vuax)2+(Vuay)2 (lb) 1 243.0 211.0 0.0 211.0 Sum 243.0 211.0 0.0 211.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 243 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'ty (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 Steel Strength of Anchor in Tension (Sec. 17.4.1 N80 (lb) 0 ØN80 (lb) 12100 0.75 9075 S. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = kc2a4fchef1 5 (Eq. 17.4.2.2a) ICc A8 f'e (psi) h0, (in) Nb (lb) 17.0 1.00 2500 2.250 2869 0.750Ncb = 0.750 (AN/ANca) 'ed.N'c.N'cp.NNb (Sec. 17.3.1 & Eq. 17.4.2.1 a) ANC (in2) ANcO (in2 Ca,min (in) 'ed.N 'cN WCP.N Nb (lb) 0 0.750Ncb (Ib) 45.56 45.56 4.00 1.000 1.00 1.000 2869 0.65 1399 6. Pullout Strength of Anchor in Tension (Sec. 17.4.3) 0.750Npn = 0.7505Pc.pAaNp(Pc/2,500)' (Sec. 17.3.1, Eq. 17.4.3.1 & Code Report) A0 N (lb) f'c (psi) n 0 0.75 ONpn (lb) 1.0 1.00 2870 2500 0.50 0.65 1399 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 20 of 24 li'iie1'Ji• Anchor Designer TM Software Version 2.5.6464.5 S Company: TKJSE I Date: 1/17/2018 Engineer: GG I Page: 4/5 Project: lonis Pharaceutucals Address: Phone: E-mail: Steel Strength of Anchor in Shear (Sec. 17.5.1 Vsa(lb) Øgmi,t 0 Og-OVu(lb) 6510 1.0 0.65 4232 Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.2 Shear perpendicular to edge In x-direction: Vb. = minI7(1e/da)o24da2i4fccal15; 92eIfcCaiI5I (Eq. 17.5.2.2a & Eq. 17.5.2.2b) Is (in) d8 (in) As f' (psi) Cal (in) Vb. (lb) 2.25 0.500 1.00 2500 4.00 2675 OVcbx =0 (Avc/Avco) !Pe1.v'Pc.v Y'.v Vbx (Sec. 17.3.1 & Eq. 17.5.2.1 a) Ave (in 2) Av0 (in 2) Wed.V !Pc.v ¶l'i).v Vb. (lb) 0 ØV (lb) 60.00 72.00 0.900 1.000 1.000 2675 0.70 1404 Shear parallel to edge in x-direction: Vby = minI7(Ie/da)o2IdaAaItccal15; 9Aa'Jf'cCa,I (Eq. 17.5.2.2a & Eq. 17.5.2.2b) is (in) d8 (in) As f'c (psi) Cal (in) 'hY (I b) 2.25 0.500 1.00 2500 4.00 2675 0Vcbx =0(2)(Avc/Avca)Ped.v!1'c.vY'.vVby(Sec. 17.3.1, 17.5.2.1(c)& Eq. 17.5.2.1a) Av (in2) Av. (in2) !f'ed.v YA V !Ph.v Vby (I b) 0 t6Vcbx (lb) 60.00 72.00 1.000 1.000 1.000 2675 0.70 3121 Concrete Prvout Strength of Anchor in Shear (Sec. 17.5.3 ØVcp = okcpNcb = Øk(ANc/AN) Wd,N.NP.NNb(Sec. 17.3.1 & Eq. 17.5.3.1 a) ANC (in2) AN. (in2) 'c.N 'cp.N Nb (lb) 0 ØVcp (I b) 1.0 45.56 45.56 1.000 1.000 1.000 2869 0.70 2008 Results Interaction of Tensile and Shear Forces (Sec. 17.63 Tension Factored Load, N00 (lb) Design Strength, eN0 (lb) Ratio Status Steel 243 9075 0.03 Pass Concrete breakout 243 1399 0.17 Pass (Governs) Pullout 243 1399 0.17 Pass Shear Factored Load, Vua (lb) Design Strength, øV, (lb) Ratio Status Steel 211 4232 0.05 Pass T Concrete breakout x+ 211 1404 0.15 Pass (Governs) II Concrete breakout y+ 211 3121 0.07 Pass (Governs) Pryout 211 2008 0.11 Pass Interaction check N./ØN,, Vua/ØVn Combined Ratio Permissible Status Sec. 17.6..1 0.17 0.00 17.4% 1.0 Pass 1/2"0 CS Strong-Bolt 2, hnom:2.75" (70mm) meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 21 of 24 iiLTièi'Jh• Anchor Designer TM Software Version 2.5.6464.5 Company: TKJSE Date: 1/17/2018 Engineer: GG Page: 5/5 Project: lonis Pharaceutucals Address: Phone: E-mail: 12. Wamins - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. - Per designer input, ductility requirements for tension have been determined to be satisfied - designer to verify. - Per designer input, ductility requirements for shear have been determined to be satisfied - designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 22 of 24 Iq VV .. .. .. .. .. .. .. .. .. .. .. .. .. .. .................... ) Ia r We dg e5iID eyed to ___ __________________________ 8 SP titsJ ly 1 to toO ° SolarWedge® XD by Professional Solar Products, Inc. offers a cost effective and easy-to-install mounting solution for flat commercial roofs. The SolarWedge® XD features an 8' span with tilt angles of 5,10 or 15 degrees. XD Support Rail S1150 New support railprovides Rail XD Splice Required for additional strength for XD Support Rail longer attachment spans 311 H CNF_~W!! 1 Seal Flash Foam Using a high quality exterior rated The SolarWedgeV is compatible Using a 2-part hand-held or sealant provides an economical with readily available, standard truck mounted foaming rig, and sound sealing method that 1' 0.D. roof flashings. you can create a flashing takes seconds to apply. This using high density roof foam! method saves time and installation costs! SolarWedge® XD Features: 8' Attachment Span Capacity:, Versatile attachment span capacity to accomodate variety of roofs, while maintaining a low cost-per- watt. Roof Friendly: System does not block water flow allowing proper roof drainage. Roof is fully accessible for future maintenance. Fully Engineered:, Designed to withstand approx. 110 mph wind load (non-snow load) át 8 spans. Mounting system weighs approximately 1/2 lb. per ft. Approx. 55 lb point loads Stainless Steel & Aluminum Components: Anodized aluminum rail and stainless steel hardware. POsts/bases are prepared to help ensure proper sealant/foam adhesion. Integrated Leveling System: Compensates up to 1-1/2" of roof variation (Stainless Steel leveling kit included) Standardized Parts: SolárWedge® XD incorporates standard ProSolar components for easy stocking and ordering. Hollaender® Manufacturing is the largest U.S. manufacturer of structural slip-on fittings and the market leader in providing these fittings for solar pipe racks. Our fittings are available in 1-1/4", 1-1/2", and 2" IPS and are used in both ground mount and roof mount applications. These aluminum-magnesium alloy fittings are as strong as steel, but 1/3 the weight, and can be used with galvanized steel with no concern for galvanic or dissimilar metal corrosion. To support this Hollaender offers a 10 year structural and corrosion resistance warranty on our fittings (fasteners are standard 1 year). Proprietary set screw - design includes internal/external knurled cup point that allows penetration into the pipe surface and prevents loosening as long as torqued to specification. Made in the USA - 100% US content. Fast turnaround time from Hollaender or our network of regional and national distributors. Simple installation - no through bolts, only a hex head set screw that can be tightened with a pneumatic tool or hex key. Structural Strength: The following are hold back capacities when attached to galvanized steel pipe, A53: Pullout Capacity of Fitting Set Screws When Properly Torqued (with 2:1 safety factor) Std. IPS Size Steel Pipe, A53 Schedule 40 ______ itting Size Torque Ft. Lbs.A No. Set Screws Set Screw Onentaion Typical Fitting Capacity' "IPS 17 1 17-9 bracing fitting, 5-9 Tee 1360 17 2 IN UNE 47-9 base flange, 17X-9 bracing fitting 1705 17 2 AT 90 DEGREES SX-9 Tee 2080 1-1/2"IPS 17 1 SE-8 Tee. 17-8 bracing fitting 1315 17 2 IN UNE 45-8.46-8,47-8 base flanges 1505 17 2 AT 90 DEGREES SEXT-8,SEX-8 Tee 2080 1-1/4" IPS 17 1 SE-7 Tee. 17-7 bracing fitting 1265 17 2 IN UNE 45-746-7,47-7 base flanges 1500 HOLLAENDER SOLAR PIPE RACK OMPONENTS COMMON FITTINGS Tees: L9 l !=r 1-1/4-,1-1/ 2" F 1-1/4",1-1/2" 1.1/2' 2" 2" Cross Bracing Fittings: Fu ' 1-1/4", 1-1/2", 2" 1-1/4", 1-1/2" 2" 1-1/4", 1-1/2", 2" 1-1/4", 1-1/2- Plug: !I:IIYL.1' Mounting Flanges: i7l. -1 7 ,71m 71zA- 1-1/4", 1-1/2" 1-1/4", 1-1/2" 1-1/4", 1-1/2" 1-1/4", 1-1/2-,2- Top Mounts: Side Mount: i77 1-1/4", 1-1/2", 2" 1-1/4',1- 1-1/4-,1-1/2-, 2" *fitting has extra set screw Full product line and part drawings are available at www.hollaender.com The Hollaender Manufacturing Company 800.772.8800 513.772.8800 Fax: 800.772.8806 www.hoIlaerider.com sales@holaender.com Baker -Electric (sl.btl.Il.d ¶9* IONIS /GROUND MOUNT SOLAR Jurisdiction: City of Carlsbad Plan Check #: CBC 2018-0024 Reviewer: Linda Ontiveros Comments Dated: 02/02/2018 Comment #1: Please remove city engineer signature block from civil erosion plans. City engineer signature block has been removed from civil erosion plan sheets. RECEI Vijj FEB 152018 CITy O BUILo,NRLSB4o Page lofi 2/15/2018