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2850 GAZELLE CT; ; CBC2020-0222; Permit
Print Date: 09/29/2020 Job Address: 2850 GAZELLE CT, Permit Type: BLDG-Commercial Parcel #: 2091202700 Valuation: $110,400.00 Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Building Permit Finaled - (bty of Carlsbad Corn merc ial Permit CARLSBAD, CA 92010 Work Class: Cogen Track #: Lot #: Project #: Plan #: Construction Type: Orig. Plan Check #: Plan Check #: Project Title: Description: ION IS: 276 ROOF MOUNT SOLAR MODULES, 111.78KW Applied: 06/17/2020 Issued: 07/09/2020 Finaled Close Out: Inspector: PBurn Final Inspection: 09/29/2020 Permit No: CBC2020-0222 Status: Closed - Finaled Applicant: Property Owner: Contractor: BAKER ELECTRIC INC IONIS GAZELLE LLC N B BAKER ELECTRIC INC COURTNEY CABRAL 2855 GAZELLE CT 2120 HARMONY GROVE RD 1298 PACIFIC OAKS PL CARLSBAD, CA 92010-6670 ESCONDIDO, CA 92029-2053 ESCONDIDO, CA 92029 . (760) 603-2582 (442) 257-0877 (760) 745-2001 x5148 FEE AMOUNT BUILDING INSPECTION FEE - $234.00 BUILDING PERMIT FEE ($2000+) . $665.05 BUILDING PLAN CHECK FEE (BLDG) $465.54 5B1473 GREEN BUILDING STATE STANDARDS FEE $5.00 STRONG MOTION-COMMERCIAL -- $30.91 Total Fees: $1,400.50 Total Payments To Date: $1,400.50 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 permitwas issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition.. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or asto which the statute of limitation has previously otherwise expired V Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov (city of Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check CBC2020-0222 Est. Value 110,400 PC Deposit 6/17/20 Date Job Address 2850 Gazelle Court, Carlsbad, CA 92010 -Suite:_ APN: 20912020 CT/Project #: MAP 16145 Lot #:25 Fire Sprinklers: YES O NO Air Conditioning: ® YES O NO Electrical Panel Upgrade: 0 YES NO BRIEF DESCRIPTION OF WORK: The Installation of a roof mounted solar photovoltaic system consisting of (176) LG Electronics LG405N2W-V5 modules, (278) SMA TS4-R-F Rapid shutdown devices, (1) SMA STP62-US-41 inverter, (1) SMA STP33-US-41 inverter on a semi ballasted racking system. O Addition/New: Living SF, Deck SF, Patio SF, Garage SF Is this to create an Accessory Dwelling Unit? OY ON New Fireplace? 0 Y 0 N , if yes how many? 0 Remodel: SF of affected area Is the area a conversion or change of use ? 0 V 0 N 0 Pool/Spa: SF Additional Gas or Electrical Features? Solar: 111.78 KW, 276 Modules, Mounted:eRoofoGround, Tilt:® VON, RMA:OY®N, Battery:OY ON, Panel Upgrade: Ov ON U Reroof: 0 Plumbing/Mechanical/Electrical Only: 11 Other: APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name: Courtney Cabral Name: iONiS Pharmaceuticals Address: 1298 Pacific Oaks Place Address: 2855 Gazelle Court City: Escondido State:CA Zip: 92029 City: Carlsbad State: CA Zip: 92010 Phone: (760) 690-5027 5 Phone: (760) 931-9200 Email: ccabral@baker-electric.com Email: I DESIGN PROFESSIONAL CONTRACTOR BUSINESS Name: TKJ Structural Engineering Name: Baker Electric Address: 9820 Willow Creek Road, Suite 490 Address: 1298 Pacific Oaks Place City: San Diego State: CA Zip: 92131 City: Escondido State: CA Zip: 92029 Phone: (858)649-1700 Phone: (760) 745-2001 Email: bo@tkjse.com Email: dpostoian@baker-electilc.com Architect State License: S 4845 State License: 161756 Bus. License'' (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct1 alter, improve, demolish or repair any structure, prior to its Issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed Pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuiIdingcarlsbadca.gov B-i Page l of 2 Rev. 03/20 (OPTION A); WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. Ji have and will maintain worker's compensation, as required by Section 3700of 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 Company Name: MWlh & MClâfllT3fl I U1nCeGCY LI.0 Policy Na. mwzy31== Expiration Date: Certificate of Exemption: I certify that in the performance of the work for which this permit is Issued, I shall not employ any person In any manner so as to be come subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in additl0l) : theta the cost of compensation, damages as provided for in Section 3706 of the Labor Code, Interest and attorney's fees. DAGE DATE, CONTRACTOR SIGNATURE (OPTION 6 ): OWNER-BUILDER DECLARATION: I hereby affirm that lam exempt from Contractor's License Law for the following reason: Dl, as owner of the property or my employees with wages as theirsole 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 havethebuitien of proving that he did not build or improve for the purpose of sale). [JI, 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). Di am exempt underSection — Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. OYES 0 NO I (have/ have-not) signed an application for a buildlng:permlt 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 havehired the f011owing person tocoordinate, supervise and provide the major work (include name/ address / phone / contractors' licensenumber): I will provide some of the worlçbut I have contracted (hired) the following persons to provide the work indicated (include name/ address! phone/ type of work): OWNER SIGNATURE: .El AGENT DATE: CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there Is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (I) Civil Code). Lender's Name: Lender's Address: ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: is the applicant or-future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? lYes I 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 /No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes I No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for Inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARI.SBADAGAJNSTALL LIABILITIES, JUDGMENTS. COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRU E AGAI NST SAI D CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHk An OSHA permit Is required for excavations over 5,0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official underthe provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit orif the building or work authorized by such permit Is suspended or abandoned at any time after the work Is commenced fora period of 180 days. CBC section 198" APPLICANT SIGNATURE: DATE: 2008 Ph: 760-602-27 19 Fax 2-855 Email: .BuiIdingccarIsbadca.gov 1635 Faraday Ave Carlsbad, _____________ B-I Page 2 of 2 Rev. 03/20 Building Permit Inspection History Finaled (7city of Carlsbad Permit Type: BLDG-Commercial Application Date: 06/17/2020 Owner: lONlS GAZELLE LLC Work Class: Cogen Issue Date: 07/09/2020 Subdivision: Status: Closed - Finaled Expiration Date: 03/29/2021 Address: 2850 GAZELLE CT IVR Number: 26940 CARLSBAD, CA 92010 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 09/0112020 09101/2020 BLDG-84 Rough 137115-2020 Partial Pass Paul Burnette Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical Yes BLDG-44 No Rough-Ducts-Dampers 09/12/2020 09/12/2020 BLDG-34 Rough 138170-2020 Partial Pass Chris Renfro Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency OT inspection Saturday, September 12th, Yes 2020; Rough electrical inspection on AC disconnect, conductor sizes and grounding, and verified torquing of Electrical gear for roof mount PV system. 09,29,2020 09/29/2020 BLDG-34 Rough 139546-2020 Passed Chris Renfro Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Rooftop PV system. OK Yes BLDG-Final Inspection 139547-2020 Passed Chris Renfro - Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency . Yes BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final Yes BLDG-Electrical Final . Yes Tuesday, September 29, 2020 . . Page 1 of 1 DATE: 7-2-20 JURISDICTION: Carlsbad EsGil A SAFEbui1tCompany /L03APPLICANT PLAN CHECK #.: CBC2020-0222 SET: II PROJECT ADDRESS: 2850 Gazelle Court PROJECT NAME: lonis Pharmaceuticals Commercial PV System, 111.78kW The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building and fire codes. LI The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. EJ The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted :1 12.12D(b~-Th ) Email: Mail Telephone Fax In Person REMARKS: Set I was an e-review - Set II was a hardcopy. By: Scott Humphrey Enclosures: EsGil 6-30-20 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 N V 5 0 FINAL REPORT FOR MATERIAL TESTING AND SPECIAL INSPECTION DATE: August 21, 2020 JOB NO. 1136 TO: Ben Wilson Assistant Project Manager Project Management Advisors, Inc. 420 Stevens Avenue, Suite #170 Solana Beach, CA 92075 SUBJECT: FINAL REPORT OF WORK REQUIRING MATERIAL TESTING AND SPECIAL INSPECTION PROJECT NAME: lonis Pharmaceuticals Conference Center PROJECT LOCATION: 2850 Gazelle Court PERMIT NUMBER: CBC20I9-0026 & CBC2019-0161 I declare under penalty of perjury that, to the best of my knowledge the work requiring Special Inspection and Material Testing for the structure/s is in conformance with the approved plans, the inspection and observation program and other construction documents, and the applicable workmanship provisions of the California Building Code, or accepted by the design team. This affidavit applies only to the works that NV5 West, Inc. (NV5) was requested to observe, inspect, or test. The work elements, which we provided Special Inspection and Material Testing, consisted of: Reinforced Concrete, Post-Installed Anchors, Structural Masonry, Spray-Applied Fireproofing, Structural Steel - Bolting & Welding. This report was revised to remove the previously identified exception. All testing has been completed at this time, and is in conformance with the approved plans. A. If the testing services were provided by an approved material testing laboratory or special inspection agency: TESTING LABORATORY OR SPECIAL INSPECTION AGENCY: NV5 West. Inc. (NV5) ADDRESS: 15092 Avenue of Science. Suite 200, San Diego, CA 92128 RESPONSIBLE MANAGING ENGINEER OF THE TESTING LABORATORY OR SPECIAL INSPECTION AGENCY: NAME (PRINT OR TYPE): Jose SIGNATURE: CALIFORNIEGISTRATION NO: 81517 EXPIRATION DATE: 09130121 W -3 C 81517 TO * * OFC OIiCES NATIONWIDE 15092 Avenue of Science. Suite 200 I San Diego, CA 92128 I www.NV5.com I Office 858.715.5800 I Fax 858.715.5810 CONSTRUCTION QUALITY ASSURANCE - INFRASTRUCTURE ENGINEERING MUNICIPAL OursouRciNo . ASSET MANAGEMENT ENVIRONMENTAL SERVICES Job No. 20-0242-2050 Sheet No. Cover By BJS/PGS Date 6/8/20 CARUSO TURLEY SCOTT structural engineers STRUCTURAL ENGINEERING EXPERTS PARTNERS Richard Turley, SE Paul Scott, SE, PE Sandra Herd, SE, PE, LEED AP Chris Atkinson, SE, PE, LEED AP Thomas Monts, SE, LEED AP Richard Dahlmann, SE, PE Troy Turley, SE, PE, LEED AP Brady Notbohm, SE, PE cc, CLIENT: (COD PAN ELCLAWm 1600 Osgood Street Suite 2023 North Andover, MA 01845 PROJECT: lonis Pharmaceuticals Conference Center 2850 Gazelle Court Carlsbad, CA PROFESSIONAL REGISTRATION 50 States Washington D.C. U.S. Virgin Islands Puerto Rico GENERAL INFORMATION: 2019 CBC, ASCE 7-16 BUILDING CODE: With SEAOC PVI -2012 and PV2-2017 1215W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 1: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com Date: June 8, 2020 Mr. Ryan Heil PanelClaw 1600 Osgood Street, Ste. 2023 North Andover, MA 01845 RE: Evaluation of PanelClaw system Project Name: lonis Pharmaceuticals Conference Center CTS Job No.: 20-0242-2050 CARUSO TURLEY SCOTT structural engineers Per the request of Ryan Heil at PanelClaw, CTS was asked to review the PanelClaw system with respect to the system's ability to resist uplift and sliding caused by wind and seismic loads. Wind Evaluation: PanelClaw has provided CTS with wind tunnel testing performed by CPP, Inc. STRUCTURAL The system tested was the "clawFR 10 Degree" system. This system consists of ENGINEERING EXPERTS photovoltaic panels installed at a 10 degree tilt onto support assemblies. The PARTNERS support assemblies consist of a support frame for the PV panels, wind deflectors Richard Turley, SE and areas for additional mass/weight as required for the ballast loads. Paul Scott, SE, PE Sandra Had, SE, PE, LEEDAP The wind tunnel testing was performed per Chapter 31 of ASCE 7-16. The Chris Atkinson, SE, PE, LEED AP Thomas Morris, SE, LEEDAP parameters of the testing were a flat roof system in both Exposure B and C on a Richard Dahlmann, SE, PE building with and without parapets. The testing has resulted in pressure and/or Troy Turley, SE, PE, LEEDAP force coefficients that were applied to the velocity pressure qz in order to obtain Brady Notbohm, SE, PE the wind loads on the PV system. From the wind load results it is then possible to calculate the ballast loads required to resist the uplift and sliding forces. PROFESSIONAL PanelClaw has provided CTS with the excel tool that was developed to obtain the REGISTRATION uplift and sliding forces. CTS has reviewed this tool and the wind forces obtained 50 States to find that the amounts of ballast and mechanical attachments provided are Washington D.C. within the values required. Furthermore, CTS agrees with the methodologies U.S. Virgin Islands used to develop the uplift and sliding forces for the "clawFR 10 Degree" system Puerto Rico per the wind tunnel testing results. Seismic Evaluation (Arrays 2 and 7-10): Calculations have been provided utilizing the method found in SEAOC PVI - 2012, Section 9 for the use of non-linear response history analysis to determine the seismic displacement of non-structural components located on a roof. These calculations have determined that the friction generated from the ballast is sufficient to restrict displacement due to seismic forces to acceptable distances, and that no mechanical attachments are required. 1215W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 T: (480) 774.1700 F: (480) 774.1701 www.ctsaz.com CARUSO TURLEY SCOTT structural engineers Seismic Evaluation (Arrays I and 3-6): CTS was asked to review the PanelClaw system to determine attachments required to resist seismic loading of the ballasted solar support system on the roof of the existing building. Following CBC Load Combination 16-16 and ASCE Section 2.4.5, the Dead Load value has been reduced by subtracting the vertical component of the seismic forces (0.6*D - 0.14Sds*D). The contribution of friction has been further reduced by a factor of 0.7 in accordance with recommendations from SEAOC PVI -2012. Utilizing this method, calculations have been provided for the number of mechanical attachments that are required to resist seismic forces that are applied to the system. Conclusion: Therefore, it has been determined that the system as provided by PaneiClaw is sufficient to resist both wind and seismic loads at this project. Please contact CTS with any questions regarding this letter or attachments. STRUCTURAL ENGINEERING EXPERTS PARTNERS Richard Turley, SE Paul Scott, SE, PE Sandra Herd, SE, PE, LEED AP Chris Atkinson, SE, PE, LEED AP Thomas Morris, SE, LEED AP Richard Dahlmann, SE, PE Troy Turley, SE, PE, LEED AP Brady Nothohm, SE, PE Respectfully, 1J4 PROFESSIONAL REGISTRATION 50 States Washington D.C. U.S. Virgin Islands Puerto Rico William J. Sheehy Structural Designer Paul G. Scott, SE, PE Partner 1215W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 1: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com © ['Ik'JZ. PAN ELCLAW Partner Name: Baker Electric Project Name: lonis Pharmaceuticals Conference Center Project Location: 2850 Gazelle Court, Carlsbad, CA, USA Racking System: clawFR 10 Degree Structural Calculations for Roof-Mounted Solar Array Submittal Release: Rev 1 I Engineering Seal I EM © 06/02/2020 PANE LCLAW Table of Contents Section: 1.0 Project Information 1.1 General 1.2 Building Information 1.3 Stuctural Design Information 2.0 Snow Load 2.1 Snow Load Data 22 Snow Load Per Module 3.0 Wind Load 3.1 Wind Load Data 3.2 RooF/Array Zone Map 3.3 Wind Design Equations 4.0 Design Loads - Dead 4.1 Dead Load of the Arrays Page # 4 4 4 5 6 6 6 7 7 7 7 8 8 5.0 Design Loads - Wind 9 5.1.1 Global Wind Uplift Summary Table: 9 5.1.2 Global Wind Shear Summary Table: 10 6.0 Design Loads - Downward 11 6.1 Downward Wind Load Calculation 11 6.2 Racking Dimensions for Point Loads 11 6.3 Point Load Summary 12 7.0 Design Loads - Seismic 13 7.1 Seismic Load Data 13 7.2 Seismic Design Equations 13 7.3.1 Seismic Displacement of Unattached Solar Arrays: 14 PaneiClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 2 (978) 688.4900 - www.panelclaw.com r!b 06/02/2020 PAN ELCLAW Appendix: Wind Tunnel Tests and Load Analysis for PANELCLAW ROOF MOUNT 100 TILT SOUTH-FACING, CPP Project 11828, Dated 15 March 2019. Building Code and Technical data PanelCiaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 3 (978) 688.4900 - www.panelclaw.com go 06/02/2020 PAN ELCLAW 1.0 Project Information: 1.1 General: lonis Pharmaceuticals Conference Project Name: Center Project Location: 2850 Gazelle Court, Carlsbad, CA, USA Racking System: cIawFR 10 Degree Module: LG LG405N2W-V5 Module Tilt: 9.98 deg. Module Width: 40.31 in. Module Length: 79.69 in. Module Area: 22.31 sq.ft. Ballast Block Weight = 32.60 lbs. 1.2 Building Information: Roof Name Height (ft.) Roof Measurement N/S (ft.) Roof Measurement E/W (ft.1777 ight (ft.) Roof 1 33 242 278 Sub-Array Name Pitch (deg.) Membrane Material Coeff. of Friction (p) 1 1 Modified Bitumen SBS Adhered 0.64 2 1 Modified Bitumen SBS Adhered 0.64 3 1. Modified Bitumen SBS Adhered 0.64 4 1 Modified Bitumen SBS Adhered 0.64 5 1 Modified Bitumen SBS Adhered 0.64 6 1 Modified Bitumen SBS Adhered 0.64 7 1 Modified Bitumen SBS Adhered 0.64 8 1 Modified Bitumen SBS Adhered 0.64 9 1 Modified Bitumen SBS Adhered 0.64 10 1 Modified Bitumen SBS Adhered 0.64 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 4 (978) 688.4900 - www.panelclaw.com © 06/02/2020 PAN ELCLAW 1.0 Project Information (Cont.): 1.3 Structural Design Information: ASCE Code: ASCE 7-16 Building Code: 2019 CBC Risk Cat.: II Basic Wind Speed (V) = 96 Exposure Category: C Ground Snow Load (Pg) = 0 ls= 1 Site Class: D Short Period Spectral Resp. (5%) (Ss): 0.926 is Spectral Response (5%) (51): 0.341 Ie= 1 1p= 1 PaneiClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 5 (978) 688.4900 - www.panelclaw.com mph psf © 06/02/2020 PANELCLAW 2.0 Snow Load: Snow Calculations per ASCE 7-16, Chapter 7 2.1 Snow Load Data: Ground Snow Load (Pg) = 0.00 psf (ASCE, Figure 7.2-1) Exposure Factor (Ce) = 1 (ASCE, Table 7.3-1) Thermal Factor (Ct) = 1.2 (ASCE, Table 7.3-2) Importance Factor (Is) = 1 (ASCE, Table 1.5-2) Flat Roof Snow Load (Pt) = 0.7*Pg*Ce*Ct*ls= QQQ psf (ASCE 7.3-1) Min Snow Load for Low Slope Roof = Pg*ls = QM. psf (ASCE 7.3.4) Snow Load on Array (SLA) = QQQ psf IAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA Fig. 2.1 - Uniform Roof Snow Load on Array 2.2 Snow Load Per Module: Snow Load per Module (SLM) = Module Projected Area * SLA Where; Module Projected Area (Amp) = Module Area * Cos(Module Tilt) Where; Module Area = 22.31 sq.tt. Module Tilt = 9.98 deg. Amp = 21.97 sq.ft. SLM = Amp * SLA = QQQ lbs. PaneiClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 6 (978) 688.4900 - www.panelclaw.com 7 © 06/02/2020 PAN ELCLAW' Basic Wind Speed (Vult) = 96 mph (ASCE, Figure 26.5- 1A) Exposure Category: C (ASCE, Sec. 26.7.3) Topographic Factor (Kzt) = 1 (ASCE, Fig. 26.8.1) Directionality Factor (Kd) = 0.85 (ASCE, Table 26.6-1) Exposure Coefficient (Kz) = 1.00 (ASCE, Table 26.10-1) Ground Elevation Factor (Ke) = 0.98 (ASCE, Table 26.9-1) Velocity Pressure (qz) = 0.00256*K*Kzt*Kd*KeVA2 = 19.78 psi (ASCE, Eqn. 26.10-1) 'NH... Figure 3-1. South corner zones - 90-180 wind directions Figure 3-2. North corner zones —0- 900 wind direction Root Zone Map Dimensions per CPP Wind Tunnel Study Height (ft.) LB (ft.) Velocity Pressure (qz) (psi) 33 33.00 19.78 LB = Characteristic length per wind tunnel Study 3.3 Wind Design Equations: FL = qz Aret GCL FL = sum of lift on panel and deflector. F0 = qz Aret GCD FD = sum of drag on panel and deflector. FL. o companion = q2 Arei GCL O companion FL. 0 Companion = The accompanying uplift corresponding to maximum drag. Where qj= Velocity Pressure (Ref. Pg. 3, Wind Load) Arai= Module Area (Ref. Pg. 1, Project Information) GCL GC0 , GCL.0 Companion= Vary and related to wind zone map (Proprietary Wind Tunnel Coefficients)) PanelCiaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com r!b PANELCLAW 4.0 Design Loads -Dead: There are two categories of dead load used to perform the structural analysis of the Pane/Claw racking system; Dead Load of the Array (DLA) and Dead Load of the Components (DLc). DLA is defined as the weight of the entire array including all of the system components and total ballast used on the array. DLC is defined as the weight of the modules and the racking components within an array. The DLc does not include the ballast used to resist loads on this array. Array Information Results Sub-Array Sub-Array Max Sub- Sub- Number Roof Roof Allowable DL DLA DL0 Array Array of Pressure Pressure Pressure Acceptable? (lbs.) (lbs.) (lbs.)/module Area Name Modules (DLA) on Roof ft-2)(DL) (psf) (psf) (psf) 1 18 1,093 4,842 61 509 2.15 9.51 100 Yes 2 38 2,263 8,979 60 1,078 2.10 8.33 100 Yes 3 27 1,643 5,848 61 764 2.15 7.65 100 Yes 4 27 1,637 5,028 61 764 2.14 6.58 100 Yes 5 26 1,581 6,373 61 736 2.15 8.66 100 Yes 6 17 1,029 4,094 61 481 2.14 8.50 100 Yes 7 42 2,477 6,943 59 1,194 2.07 5.82 100 Yes 8 16 973 11657 61 451 2.16 3.67 100 Yes 9 31 1,860 4,598 1 60 1 878 2.12 5.24 100 Yes 10 34 2,023 4,012 1 60 1 965 2.10 4.16 100 Yes Total: 1 276 116,579 lbs.I52.374 lbs.1 *Racking component weight range between 13 to 15 pounds per module Table 4.1 - Array Dead Loads and Roof Pressures PanelCiaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 8 (978) 688.4900 - www.panelclaw.com go 06/02/2020 PAN ELCLAW 5.0 Design Loads - Wind: 5. 1.1 Global Wind Uplift Summary Table: The necessity to add mechanical attachments can arise for several reasons. Building code requirements, roof load limits and array shape all may come into play when determining their need. The table below provides the mechanical attachment requirements for each sub-array within this project. Applied Resisting Load Code Check Load FL= DL= Maximum Allowable Sub- Total Total Total MA Calculated Mechanical Array Wind Dead Capacity Factor of Check Attachment Strength Name Uplift Load (lbs.) Safety* (lbs.) (lbs.) (lbs.) 1 5,984 4,842 336 602 1.52 OK 2 9,950 8,979 N/A 0 1.50 OK 3 7,237 5,848 496 1,046 1.59 01< 4 5,905 5,028 496 762 1.63 OK 5 7,649 6,373 318 708 1.54 OK 6 4,463 4,094 343 609 1.76 OK 7 7,714 6,943 N/A 0 1.50 OK 8 1,722 1,657 N/A 0 1.60 OK 9 5,075 4,598 N/A 0 1.51 OK 10 4,389 4,012 N/A 0 1.52 OK Total: 60,088 lbs. 52,374 lbs. 3,727 lbs. Table 5.1 Summary of Mechanical Attachment Requirements * Back calculated factor of safety provided to determine factor of safety applied to dead load in lieu of 0.6 in ASCE 7-16 equation 7, BACK CALCULATED SAFETY FACTOR= (DEAD LOAD+MECHANICAL ATTACHMENT)/(.6) WIND LOAD PanelCiaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com © 06/02/2020 PAN ELCLAW' 5.0 Design Loads - Wind (Cont.): 5.1.2 Global Wind Shear Summary Table: Mechanical attachments may be required for several reasons including building code, root load limits and array shape. The table below provides the mechanical attachment requirements for each sub-array within this project. Applied Load Resisting Load Code Check Sub- Array Name FL-D = Wind Uplift (lbs.) FD = Wind Drag (lbs.) DL= Total Dead Load (lbs.) Maximum Allowable Mechanical Attachment Strength (lbs.) Total MA Capacity (lbs.) Check Calculated Factor of Safety* Check 1 3,682 1,213 4,842 650 1,300 1.84 OK 2 5,181 1,757 8,979 650 0 1.89 OK 3 4,011 1,355 5,848 650 1,950 2.12 OK 4 3,354 1,206 5,028 650 1,300 2.01 OK 5 4,169 1,470 6,373 650 1,950 2.14 OK 6 2,715 953 4,094 650 1,300 2.14 OK 7 3,914 1,360 6,943 650 0 1.92 OK 8 1,136 431 1,657 650 0 1.52 OK 9 3,349 918 4,598 650 0 1.60 OK 10 2,390 910 4,012 650 0 1.75 OK Total: 33,901 lbs. 11,573 lbs. 52,374 7,800 lbs. Table 5.2 Summary of Mechanical Attachment Requirements * Back calculated factor of safety provided to determine factor of safety applied to dead load in lieu of 0.6 in ASCE 7-16 equation 7, BACK CALCULATED SAFETY FACTOR= (DEAD LOAD+MECHANICAL ATTACHMENT)/(((.6) WIND DRAG /FRICTION)+(.6)WIND UPLIFT) PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 10 (978) 688.4900 - www.panelclaw.com 1 = South 2= Interior 3 = 2nd from North 4= North Contact Base by Location: Contact Pad by Information: Distance Between C.C. outer Pads = 12.5 in. Typical Pad Area = 9 sq.in. r!b 06/02/2020 PAN ELCLAW 6.0 Design Loads -Downward: 6.1 Downward Wind Load Calculation: WL, = q * Am * Gp * cos 0 Where: q = 19.78 psf (Ref. Pg. 3, Wind Load) Am = 22.31 sq.ft. (Single Module Area) (Ref. Project Information) e = 9.98 deg. (Ref. Project Information) Gp = 1.13 (Inward) (Proprietary Wind Tunnel Data) Gcp = 0.30 (Inward with snow) (ASCE 7-16 figure 30.4-2A) WL1,1(no snow) = 491 !bs./module WL1,1(with snow) = 130 !bs./module 6.2 Racking Dimensions for Point Loads: Inter-Module Support spacing (S) = 45.00 in. Inter-Column Support Spacing (L) = 35.43 in. Fig. 6.1 Typical Array Plan View (Section A-A) on Next Page PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 11 (978) 688.4900 - www.panelclaw.com © 06/02/2020 PANELCLAW 6.0 Design Loads -Downward (Cant.): 6.2 Racking Dimensions for Point Loads (Cont.): El USE 4 Fig. 6.2 Section A-A 6.3 Point Load Summary: DLsys = 61 lbs./module Total DL = (Varies on location and ballast quantity) SLm = 0 lbs./module WLin (no snow) = 491 lbs./module WLin (with snow) = 130 lbs./module Notes: -Base 2 repeat for larger width arrays. Max Total Load Per Base (lbs.) Location Base load combinations (ASD) DL + Snow DL + 0.6 X Win DL + 0.75 X SLm + 0.75(0.6 X WLin) South 1 61 135 76 Interior 2 161 308 190 2nd From NorthTF 135 282 164 North 126 199 140 Table 6.1-A Max Total Load per Base (lbs.) Max Contact Pressure Table Per Base (psi) # of Pads Location Base - load combinations (ASD) DL + Snow DL + 0.6 X Win DL + 0.75 X SLm + 0.75(0.6 X WLin) South 1 3 7 4 Interior 2 9 17 10 2 2nd From North - 3 j 7 15 9 North 4 7 11 8 South 1 2 4 2 Interior 2 4 8 5 4 2nd From North - 3 4 8 1 4 North 4 3 5 14 Table 6.1-B Max Point Load Summary (psi) PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 12 (978) 688.4900 - www.panelclaw.com rD 06/02/2020 PAN ELCLAW 7.0 Design Loads -Seismic: Seismic Calculations per ASCE 7-16, Chapter 11 - Seismic Design Criteria Chapter 13 - Requirements for Nonstructural Components Site Class: D Seismic Design Category: D Short Period Spectral Resp. (5%) (Ss): 0.926 is Spectral Response (5%) (51): 0.341 Bldg. Seismic Imp. Factor (le) = 1 Site Coefficient (Fa) = 1.2 Site Coefficient (Fv) = 2.0 Adj. MCE Spec. Resp. (Short) (Sms) = Fa*Ss = 1.111 Adj. MCE Spec. Resp. (1 sec.) (Smi) = Fv*S1 = 0.668 Short Period Spectral Response (Sds) = 2/3(Sms) = 0.741 One Second Spectral Response (Sd 1) = 213(Smi) = 0.445 Component Seismic Imp. Factor (Ip) = I Repsonse Modification Factor (Rp) = 2.5 Amplification Factor (ap) = 1 (Ref. Project Information) (ASCE, Tables 11.6-1 and 11.6-2) (Ref. Project Information) (Ref. Project Information) (ASCE, Table 1.5-2) (ASCE, Table 11.4-1) (ASCE, Table 11.4-2) (ASCE, Eqn. 11.4-1) (ASCE, Eqn. 11.4-2) (ASCE, Eqn. 11.4-3) (ASCE, Eqn. 11.4-4) (ASCE, Sec. 13.1.3) (ASCE, Table 13.6-1) (ASCE, Table 13.6-1) 7.2 Seismic Design Equations: Lateral Force ( f, ) = Lateral Force ( FpLmin ) = Lateral Force ( FpLmox) = Vertical Force (F) = Lateral Resisting Force (FRL) = Vertical Resisting Force (FRy) = 0.4apSDsWp (1 + 2(.)) (-j;•) 0.3SDSIpWp 1.6SDSIpWp ±[0.20SDsWpl [(0.6-(0.14 SDs)) (0.7) (mu)(W)) O.6'W (ASCE, Eqn. 13.3-1) (ASCE, Eqn. 13.3-3) (ASCE, Eqn. 13.3-2) (ASCE, Eqn. 12.4-4) (Factored Load, ASD) (Factored Load, ASD) * Frictional resistance due to the components weight may be used to resist lateral forces caused by seismic loads. PaneiClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 13 (978) 688.4900 - www.panelclaw.com © 06/02/2020 PAN ELCLAW 7.0 Design Loads - Seismic (Cont.): 7.3.1 Seismic Displacement of Unattached Solar Arrays: Per ASCE 7-16, Section 13.6.12, the use of non-linear response history (NLRH) analysis is permitted to determine the seismic displacement of non-structural components located on the roof. p = specific to each array, see table 7.3 Roof Pitch: specific to each array, see table 7.3 Ip = 1 for all arrays le = 1 for all arrays Pane/Claw, Inc. has engaged the services of a 3rd party consulting engineer to perform NLRH analysis on its clawFR product. Utilizing that analysis, and the report contained in the Appendix of this package, we are able to determine the displacement of the arrays during seismic events, for the system design life of 25 years. The distance, calledil MPV, noted below represents the displacement due to the maximum seismic event with a 700 year MRI. The L MPV also incorporates the cumulative displacements, over, the arrays design life, of smaller seismic events. As a company policy, Pane/Claw, Inc., limits the use of this data tod MPV displacement of 36" or less. LI MPV distances are derived from App. B, "Executive Summary: clawFR Seismic Displacement Demands of Unattached Arrays." Using the LIMPV value above, ASCE 7-16 has adopted the following equations to set the minimum separation between unattached solar arrays and rooftop obstructions. Table 10.1 below lists the required separation per ASCE 7-16. ARRAY CLEARANCES PER ASCE 7-16 Condition Minimum Separation Condtltion Description Equation 1 Between separate solar arrays of similar construction (0.5)(Mpv) 2 Between a solar array and a fixed object on the roof or solar array of different M v) constructio 3 Between a solar array and a roof edge with a qualifying parapet (Mpv) 4 Between a solar array and a roof edge without a qualifying parapet (2.0)(Mpv) >= 4 ft NOTE: YOU SHOULD PROVIDE SUFFICIENT SLACK IN ARRAY ELECTRICAL WIRING TO ACCOMMODATE ALL POTENTIAL ARRAY MOVEMENT. PaneiClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 14 (978) 688.4900 - www.panelclaw.com © 06/02/2020 PANE LCLAW 7.0 Design Loads - Seismic (Cont.): 7.3.1 Seismic Displacement of Unattached Solar Arrays (Cont.): Sub-Array Information Required Clearances per Condition (in) Mm. Provided Clearance per Condition (in) - Is Provided Clearance Acceptae(V/N) Sub-Array Name(s) p = Slope (deg) AMPV 1 2 (in) 1 3 1 4 1 2 3 4 1 2 3 4 2 04 1 6 3 6 6 48 30 8 49 49 V V V V 7 0.64 1 6 3 6 6 48 9 23 48 48 V V V V 8 0.641 1 1 6 3 6 6 48 74 1 20 1 51 51 V V V V 9 0.64 1 1 6 3 6 6 48 745 23 51 51 V V V V 10 0.641 1 1 6 1 3 1 6 1 6 1 48 9 1 23 75 75 V V V V Table 7.3 - Sub-Array predicted movement, required clearances, provided clearances, and acceptance PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 15 (978) 688.4900 - www.panelclaw.com PAN ELCLAW Appendix A PanelCiaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 16 (978) 688.4900 - www.panelclaw.com Appendix A rp!) PAN ELCLAW FINAL REPORT cPP PROJECT 11828 15 MARCH 2019 PANELCIAW ROOF MOUNT 10 'SOUTH-FACING PREPARED FOR: Pae!CIaw, Inc., 1600 Osgood St., Suite 2023 North Andover MA0184iS .MilaJovanovic, PhD Vice PresidezLt Applications, Ccdes&Staudards 2ovaxiovic€anek1aw.com PREPARED BY: Anisa Como, Engneeig Manager acomocppwin&com David Banks, Ph.D., Principal db?ppwind.con CPP, Inc. 2400 Midpoint Drive, Unit 190 Fort Collins, Colorado 80525 USA Tel: +1-970-221-3371 www.cppwind.com WIND ENGINEERING & - - - AIR QUALITY CONSULTANTS - - - PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 Appendix A 17 (978) 688.4900 - www.panelclaw.com PAN ELCLAW5 INTRODUCTION Testing to determine wind loads on the PaneICaw 10' tilt south-faring roof mount solar racking system (Figure!) was performed in a CPP boundary layer wind tunnel A scale model clan indicative array was tested on three different sized flat-roofed buildings. The majority of the tests were ccnducted on a building with a roof area of 6 by 6 building heights (H). An array measuring 7 modules wide by 10 rows long was tested in 9 roof regions on the 631 by 6H roof. Additional tests were conducted on a 231 by 211 roof and a 611 by 1211 roof, to quantify the effect of building size. All panels were ixsbuntented with pressure taps. The tested building height was 27 it, but measured loads were divided by reference pressure at roof height so that results can be applied at any roof height-with the appropriate reference pressure. The results of this testing were presented as net gust coefficients to be multiplied by a 3-second gust wind pressure at roof height, which is consistent with the procedures of ASCE. 7. The wind tunnel study was conducted in accordance with the wind tunnel test procedures described in Chapter 31 of ASCE 7-16 (also meeting the requirements of ASCE 7-8S and 7-10), and in accordance with the specitications of ASCE/SEI 49-12, Wind Tunnel Testing for Buildings and Other Structures". Tests and reporting are also consistent with the requirements of SEAOC PV2 2017, "Wind Design for Solar Azrays. Guidance regarding appropriate use of the results of this study was also provided in the CPP report 1182$ "Wind Tunnel Tests and Lord Analysis fur PaxsiClam Rooff Mzuxt 100 Fur Soxthcbig.' SCALE MODEL WIND TUNNELTES11NG Scale model wind tunnel testing is a proven method for accurately evaluating the wind loads on a structure. However, the results of the test are only as valid as the assumptions and methods used to design the experiment, conduct the test, and reduce the data. Detailed information is provided in the lull version of CPP 11826 south- faring report The wind tunnel tests were conducted with a roughness equivalent to an ASCE B (suburban environment) exposure at the scale of 1:40. All testing was done in accordance with the wind tunnel procedures described in Chapter 31 of ASCE 7-16(7-10 and 74S), ASCEISEI 49-12, and S!AOCPV2 Wind pressures were measured using electronic pressure transducers connected via tubing to pressure taps on the surface of a scale model of the roof mount array. Measurements were taken at tap locations on the upper and lower surfaces of the panels, as well as on the deflectors. A correction to the pressure signal was made to account for any resonance or attenuation in the tubing. A representative array consisting of 10 rows of 7 modules (Figure 2) was constructed for a single tilt of UP at a scale of 1:40. The panels were offset from the roof edge by -4 ft (full scale). The pressure model was made with stereo-lithography. Important geometric features of the model Were included where appropriate. The model was instrumented with approximately 700 pressure taps on the PV modules and deflectors, selected to adequately define the pressure load on each panel. The model was placed on top of three different size low-rise buildings on a turntable in the wind tunnel. The turntable permitted rotation of the building and model for examination of wind pressures and velocities from any approach wind direction. The model was tested from 0' (nominal panel/building north) to .330°in10° increments. WIND ENGINEERING & AIR QUALITY CONSULTANTS 6 PaneiClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 Appendix A 18 (978) 688.4900 - www.panelclaw.com rp!) PAN ELCLAW UPLIFT AND DRAG COEFFICIENTS Statistical analysis generates a net gust normal force coefficient, CC combining the gust factor, G. and the net normal force coefficient Ce The GCe term relates the peak normal force experienced by a structural element to the dynamic pressure due to a design 3-second gust immediately upwind in the approach flow. This definition for GCess consistent with ASCE 7 definition, so that the design wind force is then given by. P = GC,q2 (1) and q (velocity pressure) is computed at roof height for the site. The normal force was decomposed into the lift and drag for the panel and the deflector. For consistency with ASCE 7 a positive CCe acts towards the module's upper surface. There fore, negative numbe is are associated with lift The accompanying uplift coefficient corresponding to snaidnumi drag is also provided. The stifling coefficients (GCS) of the system can he calculated as a function of drag, accompanying uplift and Mction coefficient Sliding occurs when the lift decreases the resistance against horizontal forces enough that the horizontal force overcomes the Mction holding the system in place- GCs is usually negative unless there is significant downiorce. The results are presented as net gust coefficients to be multiplied by a 3-second gust wind pressure at roof height consistent with ASCE 7 procedures. They were then incorporated into the WindLabG.Solar layout and calculation tool for use by PanelCtaw. The tool allows PanelClawto 1ay out modules on a roof and have the loads cakrrlatedautamatically. Like the well-accepted S!AOCPV2 procedure (which has been included in ASCE 746). loads are scaled by building size (height and width) and array size, and include the effect of parapets. WindLabO- Solar perfomis these adustmants automatically based an the building and layout specifics. Alternately, a zoned-roof approach is used where wind load coefficients for each cornier and edge zone are provided as a function of the normalized tributary area, A. This accounts for the effect of building size relative to the size of the tributary area of interest There is no building size limit in the application of these wind tuanel results. A. is a function of the tributary area (A..e.) which is determined by a structural analysis of the system. For a ballasted system, if a panel will not lift off the roof significantly without zeçlixing that neighboring panels also lift, then all of the neighboring panels can be included in a "duster". Since Use worst-case loads on all panels in a duster do not occur simultaneously (or even at the same wind direction), wind loads are reduced due to the larger tributary area. Parapets of typical heights have consistently been sliownto increase wind loads on roof mounted solar panels for the parts of the roof where loads are driven by the coiner vortices. A parapet factor is provided to account for this. Edge factors have also been provided and should be applied to all exposed perimeter panels. APPROPRIATE USE OF WIND TUNNEL RESULTS The results given in the wind tunnel report are based upon the study of a generic array located on the roof of. a building sited in suburban terrain (ASCE 7 exposure category B). The results are appropriate for upwind open country (ASCE 7 exposure C) or suburban exposures. The tested PV tilt angle was 10" and the module size tested was 3.35 by 6.5 ft. WIND ENGINEERING & - AIR QUALITY CONSULTANTS Page 3o16 19 PanelCiaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com Appendix A PAN ELCLAW In the wind hautel study, it is assumed that no significant taller structures are located near the roof in queson. A taller nearby building can significantly change the wind flow patterns an the roof, and such situations need tote assessed on a case-by-case basis. Caution should be used in applying these results for modules in the direct proalrnity of any sigafficantcbjects on the zDof, such as MVAC uiuts screen-walls, penthouses, elevator runs etc. These objects will shelter some of the panels front the winds, but accelerated flow will also be seen near the corners of large objects protruding above the roof. A comprehensive list regarding the appropriate use of the wind tunnel results is included in the full version of CPP 11628 south-facing report REFERENCES American Society of Civil Engineers (1006), Mi,thznae Dnfgnl rflv.thbngs end O2Pzrr SVUMM (ASCE 7-0). American Society of Civil Engineers (2010), Minfr.iwr. Derigu Laadsfibr Buildings end Other S!nzcitus (ASCE 7-10). American Society of Civil Engineers (2022), Wind Tunnel Testing for Buildings and Other Structures (ASCE 49- 12)- American Society of Civil Engineers (1999), Pthzd 73ame2 Studies cf sicCdurgs an!! S ucturas (ASCE Manual of Practice Number 64 Structural Engineers Association of California Solar Photovoltaic Systems Committee, 2017. Report SEAOC PV2- 2017, Wind Design for Solar Arrays, WINO ENGINEERING & AIR QUALITY CONSULTANTS Page 40f PanelCiaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 Appendix A 20 (978) 688.4900 - www.panelclaw.com rp!) PAN ELCLAW Figure 1: FaielC1ao 10 tilt south-facing sycteic. WIND ENGINEERING & AIR QUALITY CONSULTANTS Page 501 6 PaneiClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 21 (978) 688.4900 - www.panelclaw.com Appendix A PAN ELCLAW Figure 2: PaneiCZew 20 hit south-facing array as tested in the wind fusisid 1 WIND ENGINEERING & © J AIR QUALITY CONSULTANTS Page 6 of 6 PaneiClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 22 (978) 688.4900 - www.panelclaw.com Appendix A © PANELCLAW Appendix B PaneiClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 23 (978) 688.4900 - www.panelclaw.com Appendix B PAN ELCLAW — — - - - - - — — — — — - a - - - MAFFEI RtIIntuRAL PWnINrcRuP: Technical Report PaneiClaw clawFR: Seismic Displacement Demand of Unattached (Ballast-Only) Solar Arrays per ASCE 7-16 10 June 2019 Overview This report provides design values for seismic displacement demand when the PanelClaw ClawFR solar panel support system is used for unattached (ballast-only) solar arrays on flat and low-slope roofs of buildings. This report addresses the following versions of ClawFR: South-facing module orientation with 10-degree module tilt Last-west (dual-tilt) module orientation with 10-degree module tilt South-facing module orientation with S-degree module tilt Table 3 presents design seismic displacement (c,) considering a range of values for friction coefficient (representing different roofing materials), roof slope, and seismicity parameters. To determine these demands, Maffei Structural Engineering performed seismic nonlinear analyses. The analyses follow the provisions of ASCE 7-161 Section 13.6.12. A summary is provided herein. Design to accommodate seismic displacement The values in Table 3 are to be used with the coefficients specified In ASCE 7-16 Section 13.6.12 (summarized in Table 1 and Table 2). These coefficients determine minimum requirements for separation between solar arrays, roof edges, and fixed objects on the roof. Electrical wiring for the solar array is to be designed to accommodate the seismic displacement demand, and the roof structure must be capable of supporting the gravity load when the array is in the displaced condition. Table 1 Minimum separation distances for unattached arrays Between a solar array and a fixed object on the roof (such as equipment. Curb, Solar array of different construction, or any ether obstruction to s!idlng) Between a solar array and a roof edge without a qualifying parapet 2.00.., a I IL Importance factors are not included in the separation expressions because, in ASCE 7-16, the bulding Importance factor I, is included in the calcuatlon of .5,,. IPer the note in Table 3, multiply tabulated vaues by 1.25 to determine 4Lw, for Risk Category Ill buildings) While not specifically required by ASCE 7-16. it an unattached solar array is located adjacent to a component with component importance factor t,> i.0 and I,> I,, we recommend that PaneiClaw multiply the separation distance to that component by 1,/f,. a ASCE 7-16 defines a qualifying parapet at a roof edge or offset as "not less than 12 inches in height and designed to resist concentrated load applied at the probable points of impact between the curb or parapet and the panel of not less than OZSs times the weight of she panel" Table 2 Other requirements for accommodating seismic displacement of unattached arrays Consideration Accommodate displacement Gravity support Roof drainage to remain unobstructed Electrical cables and other systems attached to the arrays 415.3Z9.610a 0 S,nIair.co::0slci.ad 12 24 PaneiClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com Appendix B (i) PAN ELCLAW - — - - - - - - - - - - - - - - - MAFFEI n1Uc11•tJR,AL lNliM( Tcch,J R. IciwcIwst &i,rc Oi,bng a1U &lbI.) Solar Arrays iASCI7-I6 IOJ,i,z3t9 Table 3 ASCE 7-16 design seismic displacement demand &;. (in.), from nonlinear nalyiis, for Risk Category land II buildings. For Risk Category Ill, multiply the values in this table by I, = 1.25. Coefficient -SM of Friction Roof Slope .0.5 ..0.75?1.0.1.1. o 1.2. 1.3. 1.4 .13 -.1.61.7 S - 6 6 7 8 9 10 12 13 14 Up-slope 6 6 6 6 6 6 6' 6 .7 8 1.2 I. rDownlope 6 9 114 16 18 20 22 25 .27 r.30 oo . _Up-slope,,, L4 Crosalope 6 6 6 6 —6-7-8-9 11 12 13 15 lThoJope 9i6 25 29 33 .T37T141. .45.49 -Sil 6_666_,6 48 - Crota-slope --__ 6 6 7 8 9 10 11 13 14 35 1 Down-slope • IS . 30 -. 48 . .- 56 .. 64 72 - 80 88 - 97 - 105 I _Ualape,,6,, __6 .6_,.,6 6 ___ . 1.2 r 1&own.siope 6 6 9 11 12 .14 16 18 20 22. Up-slope 0•0 24 ?ross-op 6 6 6-6-67-15-7- 6 6 6 6 6 6 1 9-97 6 6 6 —if1 —ii— Clown-slope 6 10 - 16- 18 21 - 24. - 27 .• 31' 34 - ,yp.slope_,_6_ 6_,,6 __6,_, __6_ Lc ssope 666 6 7 - 8 9-16 iiifl I Down-slope 10 18 .29 . 35 40 . 46 53 .. 59 .10 I Up-slope 6 6 6 - 6 6 _6'_ ,6 -6 6 . 6 1.2 [n5ss slope 6 6 6 _6 S 6 1 Clown-slope. 6 6 6 7 - 8 .10 12 13 15 is Up-slope 0.60 6 6 6 6 6 6 66 6 6 24 flross.siope 6 6 6 6 6 6 7 8 9 10 I rDown-slope 610 12 14 1618 '26 1 Up-slope 6 66 6 6 6L 4.8 rosaslope -._6_6_... 66 6 2_,8.9 -10 I roown.slope - .6. 11 18 . 22 26 . 30 35 39 44 .. so'l 0. I 6 6 66666678 Up-slope 1.2' ross-slope 6, 6 6 6.___6_.6.: 6 5,_ .6 6__6 6,_ L..__ 66 I Down-slope 6 6 6 6 . '6 7 S 10 U 13 070 Up-slope 6 6 6 - 6 6 -. 66 66 6 2,4' ( Cron-slopeG 6 6 6 6 6_ 78 6 6 - 7 8 9 11 . 12. 14 - 17 19 I - Up-slope 48 1 Cross-slope 6j_6 6 6 6 6_6_ 6 - 6 6 6 6_6 6 .6 789 6 . 6 tThown.slàpe 6 7 . 12 14 17. —Z0 23 26 30 341 In Seismic Destgn Category £ and F, unattached arrays are not permitted on roof slope greater than 1:20 (2.9 degrees). Per ASCE 7.16 Section 11$, 5eismtc Design Category E and r apply to structures located where the mapped spectral response ace!eration at 1-s period. Ss, is greater than or equal to 075;' 25 PanelCiaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com Appendix B (i) PAN ELCLAW - - - - - - - — — — — — - - - - - MAFFEI ATRUCTUPIA1 144UNrVAINe, T,r1 Wpon Th,aIChwCI,wIR 5cis,iic Ophxd I01ui,e1 OL9 Design Earthquake Consistent with the design forces for non-structural components specified in ASCE 7 Chapter 13, the design seismic displacement presented in this report corresponds to the Design Earthquake in ASCE 7, which in many locations has a return period of approximately 475 years. Sites may also experience smaller, more frequent earthquakes. Our analysis shows that the frequent smaller earthquakes tend to produce much smaller displacement - in some cases, no sliding displacement. After any earthquake that causes residual displacement of an array, the array should be checked to verily that it still satisfies all requirements of ASCE 746 Section 13.6.12, such as minimum separation and flexibility of electrical wiring. Friction, force path, and interconnection strength The analyses are based on values for coefficient of friction provided by PanelClaw and the assumption that the seismic force path and interconnection strength of the ClawFR system is such that an array responds to seismic shaking by sliding as an integral unit. Evaluation of force path (per ASCE 7-16 Section 13.6.12.4), interconnection strength (Section 13.6.12.3), and friction testing (SEAOC PV1 Section 8) are outside the scope of this report. System description and applicability of ASCE 7-16 Section 13.6.12 ClawFR (Figure 1) by PanelClaw, Inc. is a solar panel support system (racking system) for Installing solar photovoltaic arrays on flat and low-slope roofs of buildings. The system can be structurally attached to the roof structure, or it can be unattached (ballast-only), depending on the needs of specific applications. ClawFR consists of a planar grid of steel supports, plus two vertical members at each module supporting the module's high edge. For south-facing module orientation, there are two continuous north-south members per row of panels, and one continuous east-west member per row; for dual-tilt module orientation, there are two east-west members per row, and one north-south member per row. Modules are placed in landscape orientation. Ballast is supported beneath the modules. Rubber pads are attached to the bottom of the supports. For south-facing module orientation, wind deflectors run beneath the high edge of the modules. r - —AtFA 31 Figure 1 ClawFR. 10-degree tilt system pictured, 5-degree system similar. (a) South-facing system, example array. (b) East-west (dual-tilt) system, example array. (c) One module. KI PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com Appendix B r!b PANELCLAW - - - - - - - — — — — — - - - - - MAFFEI STRUCTURAL 1iNnINflFRINn 1ccbza1 &pt PJMXUAICbWFR Scisuizc Dipbira MmmdafUx1vd(3Iht.u) SobrArnp;a ASCII 7.16 I01,we2519 P,5c4 We find that the CIawFR system is permitted by ASCE 7-16 Section 13.6.12 to be designed as an unattached system based on its conformance with the requirements of that section, summarized in Table 4: Building Risk Category: For projects governed by ASCE 7-16, we understand that PaneiClaw will use the ClawFR only for buildings within the specified Risk Category and height limits. Maximum roof slope: We understand from PaneiClaw that the ClawFR system is for roof slopes less than or equal to 1:12 (4.8 degrees). Low-profile configuration: The height above the roof surface to the center of mass of CfawFR arrays Is approximately 6 inches, which is less than 3 feet and less than half of the least spacing of panel supports. . Design to accommodate seismic displacement demand; This report describes non-linear response history analysis performed by Maffei Structural Engineering to assist PaneiClaw in determining the seismic displacement per ASCE 7-16 Section 13.6.12. Table 4 Conditions where unattached (ballast-only) rooftop solar arrays are permitted by ASCE 7-16 Condition - Requirement Bufiding Risk Category I. II. III Building height £6 stories - Roof slope Prescriptive procedure (equation) S 1:20(2.9 degrees) Ansiysb/teating without peer review 5 1:20(2.9 degrees) AnalysWteatine with oger review s 1:12 (4.8 degrees). Height of cen18; of mass of array above roof surface s half the least spacing of the panel supports 53 feet Design for seismic displacement Accommodate without impact, instability, or loss of suppoit a - seismic displacement i.s. Not permitted for structures assigned to Seismic Design Category E Or F. Analysis models and parameters considered The paper by Maffei et a12 identifies the following key variables that affect the design seismic displacement of unattached nonstructural components, such as solar arrays: Site seismicity (characterized by the parameter S05 per ASCE 7) Roof surface interface (coefficient of friction) Roof slope In addition, the analyses described here consider the direction of displacement with respect to roof slope (up-slope, cross-slope, or down-slope) as well as the stiffness of the system. To perform seismic nonlinear response-history analysis, we use computer structural analysis models that capture the key properties affecting the seismic displacement of unattached solar arrays: stick-slip (friction) behavior in horizontal directions, bearing (no-tension) support in the vertical direction, and the 27 PaneiClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com Appendix B © PAN ELCLAW - — - - - - - — — — — — - - - - - MAFFEI TIftfl1PM FNGINrePlrICt Tcdk,I Rcpx% ChCl,wR Sf,TJC 04L=mcd Dcu=dctU dtflIb.il5obrA,rayipASCn 7-16 I0br.c 1.019 Pose s ability to rotate the support surface to simulate roof slope. The models use the structural analysis program OpenSees. Spectral-Matched Earthquake Roof Motions The analyses determine the design seismic displacement 4,p, corresponding to the Design Basis Earthquake using input motions consistent with ASCE 7 Chapter 13 design forces for non-structural components on a roof. This is achieved using roof motions that are spectrally matched to broadband design spectra per AC 1563 (referenced in ASCE 7 Section 13.2.5), plus additional requirements specific to solar arrays per SEAOC PV14 Section 9 (referenced in ASCE 7 Section C13.6.12). Per SEAOC PV1 Section 9, Paragraph 4: "Spectrally Matched Rooftop Motions: This method requires a suite of not less than three appropriate roof motions. spectrally matched to broadband design spectra per AC 156 (ICC-ES 2010) Figure 1 and Section 65.1. The spectrum shall include the portion for >0.77 seconds (frequency 1.3 Hz) for which the spectrum is permitted to be proportional to liT." The analyses include seven roof motions. Maffei et al (2014) defines broadband design spectra per these requirements as shown in Table S. Table S Seismic acceleration design spectrum for rooftop solar Period r(sec.l Design Horizontal acceleration far T 0.01 1.25 for 0.01 s T 0.12 Linear interpolation Linear interpolation for 0.12£ Ts 0.75 l.GSM for 0.75 < T. - inversely proportional to r - ir.versely prbpOrtiOntl SOT SEAOC PV1 Section 9 Paragraphs 6 and 7 also require: "Each roof motion shall have a total duration of at least 30 seconds and shall contain at least 20 seconds of strong shaking per AC 156 Section 6.5.2. For analysis, a three-dimensional model shall be used and the roof motions shall include two horizontal components and one vertical component applied concurrently." Motions that were used in this analysis were recorded on the roofs of buildings during past earthquakes, and were selected to satisfy all of the above criteria. We obtain the recorded motions from the CSMIP database (CESMD 2008), and the records are selected to be consistent with records used in published research on this topic (Maffei 2014). We use the software EZ-FRISK version 7.62 (Fugro N.V., 2011) which uses a time-domain procedure to perform spectral matching of the recorded motions to match the broadband design spectra in Table 2. The design seismic displacement values include results from 4760 analyses: We consider 200 cases of project conditions (4 coefficients of friction, 5 roof slopes, and 10 levels of seismicity parameter Sos); each case considers 7 earthquake motions and 4 orientations of each motion with respect to roof slope (except for the zero-slope cases, where orientation has no effect). We also performed a sensitivity study consisting of 38,080 additional analyses to evaluate the effect of the stiffness of the system. 4.1 PanelCiaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com Appendix B (i) PANELCLAW° - - - - - - - — — — — — - - - - - MAFFEI nI'UTURA1. INnIIINn Thclofeol &pxt CbwCI3oFR lO1oi9 Design seismic displacement demands are calculated as 1.1 times the average of the peak displacement values from the analyses, consistent with the recommendations of SEAOC PV1 Section 9. Recommendations for Design For designs governed by ASCE 7-16, we recommend using Table 3 to determine the design seismic displacement demand, 4F' of unattached solar arrays that have the friction and stiffness properties assumed in this report. The values are to be used with the coefficients specified in ASCE .7-16 Section 13.6.12 (summarized in Table land Table 2 of this report) to determine minimum requirements for separation between solar arrays, roof edges, and fixed objects on the roof, as well as displacement that must be accommodated by electrical wiring and gravity support for the array. For cases where S, roof slope, and/or coefficient of friction for a project is between the values listed in Table 3 use linear interpolation. Unless the values presented in this report are validated by an independent peer review, Arm. shall not be taken less than 80% (per ASCE 7-16 Section 13.6.12.2) of the prescriptive procedure of ASCE 7-16 equation 13.6-1 and shall not be used on roof slope greater than 1:20 (2.9, per Section 13.6.12.7). Maffei Structural Engineering Joe Maffei, S.E. Ph.D, LEED AP Principal joe@maffei-structuie.com American SorotfafO.JiI FnSinersfAScE), 201 W.m1mm00031g, tooth and Associated Citezb for Bullchrip and Oliver Stnantrras.!ASCE 7,16. Ar-W6 VA. '202fo A. f,l. S. I&Iom, K.. A'ord. X. and S ,oIIm,bm. IL. 2014. 5eomk dmn of ballasted solar 47!OVO 011 WdOC roaW !omoof of Sruolwot h4gilOntrilag 14011 1fi.d0I10.2201RC1i943S410.aQ00f6S 3rntem7t&m,l CodoCconcll Evaluation Service (I1 . 20* cirplo,00 Crlloth, for SolornC Cor1,ficalloo byl ikoIa fmIrd pjoourumllrol Corr.pornrnb. ACI* Coiriiy Ob HUb. It. lblzotlool ThIrccn Amdofgo of Cotfo11114 ISEAOQ. 2012. Sbl,CtJ?4I Smmuo Arwomit, orof Commentary for Kooffop lab, Photovoltaic Aymy SEAOC PV12022. Sacramento. cl. 29 PaneiClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 — www.panelclaw.com Appendix B L TKJ Structural Engineering 9820 Willow Creek Rd., Suite 490 San Diego, CA 92131 858.649.1700 www.tkjse.com STRUCTURAL CALCULATIONS For: Baker Electric, Inc. lonis Pharmaceuticals 2850 Gazelle Court Carlsbad, CA 92010 Date June 12, 2020 TKJSE Job No: 20049.00 RECIV jUH 302020 A SI Ebu1i. CorpflflY Lq I TKJ Structural Engineering I 9820 Willow Creek Rd., Suite 490 I San Diego, CA 92131 858.649.1700 www.tkjse.com SCOPE AND TABLE OF CONTENTS Project Description: Client: Baker Electric, Inc. Property: lonis Pharmaceuticals 2850 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 evaluating the structural capacity of the existing roof framing for the additional loads imposed by the proposed ballasted solar arrays. The support and anchorage of the equipment shown on the electrical drawings. The design of the ballast system and all other components is the responsibility of others. Table of Contents: Section Pages USGS Design Maps Summary Report 1 to 1 Basis of Design 2 to 2 Design Loads & Building LFRS Seismic Load Check 3 to 8 Mechanical Attachments 9 to 13 Roof Framing Key Plan 14 to 14 Typical Roof Framing Analysis 15 to 18 Equipment Anchorage 19 to 28 Reference Documents Equipment Cutsheet 29 to 30 ICC-ES Evaluation Report ESR-1976 31 to 36 ICC-ES Evaluation Report ESR-3037 37 to 53 'a Pa e 1 of 53 OSHPD lonis Pharmaceuticals, Inc. 2850 Gazelle Ct, Carlsbad, CA 92010, USA Latitude, Longitude: 33.1426095, -117.2527287 ,==WhiptaiI LoopW F AMSEireplace, Inc IoniPharmacetjticaIs Inc Evolve Skas .0 11 9 teboard SA U Google Map data ©2020 Date 5/14/2020,10:16:25 AM Design Code Reference Document _710E7-16 Risk Category ii SiteClass TD-Stiff Soil j Type Value Description Ss 0.926 MCER ground motion. (for 0.2 second period) ~Sj j[0.341 ][CER9round motion. (for 1.0s period) - SMS 1.046 Site-modified spectral acceleration value JSM1j[null -See Section 11.4.8 7e-modified spectral acceleration value Sos 0.697 Numeric seismic design value at 0.2 second SA :SDI J[i See Section 11.4.8 ieric seismic design value at1.0 second SA - -- - Type Value Description SDC null -See Section 11.4.8 Seismic design category _eamp1ificab0n factor at02second F null -See Section 11.4.8 Site amplification factor at 1.0 second PGA ][&402 _jMCEG peak ground acceleration FPGA 1.198 Site amplification factor at PGA PGAri10.482 JISite modified peak ground acceleration TL 8 Long-period transition period in seconds SsRT92_ rr--- LProbabiiistic risk-targeted ground motion. (0.2 second) - SsUH 1.018 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration -_- S1RT 0.341 Probabilistic risk-targeted ground motion. (1.0 second) Ztored uniform-hazard (2% pabiIf exceedance in 50 years) spectral acceleration. - Si D 0.6 Factored deterministic acceleration value. (1.0 second) GAdl 0. 5 - i Factored deterministic acceleration value. (Peak Ground Acceleration) - - CRS 0.91 Mapped value of the risk coefficient at short periods CR1 0.917 Ili Mapped value of the risk coefficient at a period of 1 s - - Tkj BASIS OF DESIGN Page 2of53 Project: lonis Pharmaceuticals Project No.: 20049 Date: 6/11/2020 2019 California Building Code 2019 California Existing Building Code ASCE 7-16 Minimum Design Loads for Buildings and Other Structures SEAOC PV3-2019: Gravity Design for Roftop Solar Photovoltaic Arrays AlSC 360-16 Steel Construction Manual (15th Edition) Material Specifications & Streneths . Structural Steel As specified in AISC 360-16 (15th Edition) Deflection Roof Framing: ALL < L/360 ATLc tJ240 Dead and Live Loads DL LL Lir Roof 45 psf 20 psf Seismic Design Data: ASCE 7-16 Wind Design Data: ASCE 7-16 Occupancy Category. II Basic Wind Speed V= 96 mph Seismic Importance Factor 'e 1.00 Exposure Category C Mapped Acceleration Ss= 0.926 g Enclosure Category Enclosed Mapped Acceleration S1 0.341 g Gust & Int. Pressure Coeff. GC1 0.18 Design Spectral Acceleration S= 0.697 g Directionality Factor Kd= 0.85 Site Class D Topographic Factor Kzt= 1.00 Seismic Design Category D Analysis Procedure Nonstructural Components Seismic Force Resisting System Steel Moment Frames I Page 3 of 53 Project: lonis Pharmaceuticals Project No.: 20049 Date: 5/21/2020 ROOFTOP BALLASTED-MOUNTED SOLAR ARRAYS: EXISTING DESIGN LOADS ROOF DEAD LOADS I Roof Joists Beams Girders Seismic Built-Up Roofing 2.0 2.0 2.0 2.0 Waterproofing 0.1 0.1 0.1 0.1 3 1/4" Lt. Wt. Concrete 31.1 31.1 31.1 31.1 W3 x 20 Ga. Steel Deck 2.3 2.3 2.3 2.3 Insulation 1.0 1.0 1.0 1.0 MEP 2.0 2.0 2.0 2.0 Wide Flange Steel Beam - * 5.0 5.0 Misc. I 1.5 1.5 1 1.5 1 1.5 40.0 Notes: Live Load: 20.0 * DL of beam member(s) self-weight included in analysis 40.0 45.0 45.0 psf 20.0 20.0 psf Assumptions: - Worst case for roof framing occurs where new panels cover the entire tributary area for a given member. - 50% Roof Live Load is removed at areas covered by proposed panels, as foot traffic will not occur on top of panels. LLU ULLLLLL_ I LL I ROOFTOP BALLASTED -MOUNTED SOLAR ARRAYS: BUILDING LFRS PLAN pqYfipi r-1MF-6 0 I I •,% Roof --.- -4- L 711 ~_:a l•-I' I mm - E JI SA ._r t_11_.1.._.. I - @\ I I \ ±\ LL Roof .. _i MF-7 -- _• 4 .. —56 -. i ... - •• :.:L. I-I+I L STRUCTURAL Project: lonis Pharmaceuticals ENGINEERING Project #: 20049 9820 Willow Creek Rd., Ste. 490 San Diego, California 92131 Prepared By: GG Date: 6/5/2020 858.649.1700 I www.tkjse.com Page 5 of 53 L Project: lonis Pharmaceuticals Project No.: 20049 Date: 6/3/2020 ROOFTOP BALLASTED-MOUNTED SOLAR ARRAYS: BUILDING LFRS SEISMIC LOAD INCREASE CHECK ARRAY LOADS PER PLANS FROM PANELCLAW ENGINEERING REPORT System Weight (lb) Area (ft) Load (psf) Array 1 4842 509.0 9.50 Array 2 8979 1078.0 8.30 Array 3 5848 764.0 7.70 Array 4 5028 764.0 6.60 Array 5 6373 736.0 8.70 Array 6 4094 481.0 8.50 iotai !)1b4 433Z.0 SEISMIC LOAD COMPARISON I Roof A I Total Roof Area =1 19766ftsq. I Note: Building was designed for 5 psf solar over the entire roof area. Transverse Direction: MF-1 verage Load (psf) Allowable PV Array Design New PV Array Design 5.00 8.90 Total Area (ft) 3294 794 Total Weight (#)1 16472 6911 Total Wt. = 16471.5 Allowed vs. Actual = 16471.5 6910.5 6910.5 I OK —J Per CEBC Section 402.4, existing lateral load- carrying structural elements are permitted to remain unaltered if the demand capacity ratio dies not increase by more than 1096. Transverse Direction: MF-2 verage Load (psf) Existing PV Arrays New PV Arrays 5.00 8.50 Total Area (ft) 8236 1558 Total Weight (#)1 41179 12759 Total Wt. = 41178.8 12758.5 Allowed vs. Actual = 41178.8 > 12758.5 OK 'PerCEBCSection 402.4, existing lateral load- carrying structural elements are permitted to remain unaltered if the demand capacity ratio dies not increase by more than 10%. / Page 6of53 Project: lonis Pharmaceuticals Lq Project No.: 20049 Date: 6/3/2020 ROOFTOP BALLASTED-MOUNTED SOLAR ARRAYS: BUILDING LFRS SEISMIC LOAD INCREASE CHECK SEISMIC LOAD COMPARISON CONT. Transverse Direction: MF-3 Existing New PV Arrays PV Arrays Average Load (psf) 5.00 7.93 Total Area (ft) 8236 1981 Total Weight (#)1 41179 1 15495 Total Wt. = 41178.8 15495.0 Allowed vs. Actual = 41178.8 > 15495.0 I OK I Per CEBC Section 402.4, existing lateral load- carrying structural elements are permitted to remain unaltered if the demand capacity ratio dies not increase by more than 10%. Longitudinal Direction: MF-4 verage Load (psfl Existing PV Arrays New PV Arrays 5.00 8.16 Total Area (ft) 9883 2944 Total Weight (#)1 49415 1 23394 Total Wt. = 49414.5 23394.0 Allowed vs. Actual = 49414.5 > 23394.0 I OK 'Per CEBC Section 402.4, existing lateral load- carrying structural elements are permitted to remain unaltered if the demand capacity ratio dies not increase by more than 10%. Longitudinal Direction: MF-5 verage Load (psf) Existing PV Arrays New PV Arrays 5.00 8.50 Total Area (ft) 9883 1388 Total Weight (#)I 49415 11770 Total Wt. = 49414.5 11770.0 Allowed vs. Actual = 49414.5 > 11770.0 I OK 'PerCEBC Section 402.4, existing lateral load- carrying structural elements are permitted to remain unaltered if the demand capacity ratio dies not increase by more than 10%. / / I Page 7of53 Project: lonis Pharmaceuticals Project No.: 20049 Lq Date: 6/3/2020 ROOFTOP BALLASTED-MOUNTED SOLAR ARRAYS: BUILDING LFRS SEISMIC LOAD INCREASE CHECK ARRAY LOADS PER PLANS FROM PANELCLAW ENGINEERING REPORT System Weight (lb) Area (ft) Load (psf) Array 7 6943 1194.0 5.80 Array 8 1657 451.0 3.70 Array 9 4598 878.0 5.20 Array 10 4012 965.0 4.20 Total 11Z1O 3488.0 SEISMIC LOAD COMPARISON Roof B I Total Roof Area =1 15118 ft sq. 1 Note: Building was designed for 5 psf solar over the entire roof area. Transverse Direction: MF-6 verage Load (psf) Allowable PV Array Design New PV Array Design 5.00 5.20 Total Area (ft) 5331 878 Total Weight (#)1 26656 1 4598 Total Wt. = 26655.6 Allowed vs. Actual = 26655.6 4598.0 > 4598.0 OK Per CEBC Section 402.4, existing lateral load- carrying structural elements are permitted to remain unaltered if the demand capacity ratio dies not increase by more than 10%. Transverse Direction: MF-7 verage Load (psf) Existing PV Arrays New PV Arrays 5.00 4.57 Total Area (ft) 7559 1531 Total Weight (#)1 37795 1 7135 Total Wt. = 37795.3 7134.5 Allowed vs. Actual = 37795.3 > 7134.5 I OK Per CEBC Section 402.4, existing lateral load- carrying structural elements are permitted to remain unaltered if the demand capacity ratio dies not increase by more than 10%. / / Page 8of53 - Project: lonis Pharmaceuticals Project No.: 20049 Lq Date: 6/3/2020 ROOFTOP BALLASTED-MOUNTED SOLAR ARRAYS: BUILDING LFRS SEISMIC LOAD INCREASE CHECK SEISMIC LOAD COMPARISON CONT. Transverse Direction: MF-8 Existing New PV Arrays PV Arrays Average Load (psf) 5.00 5.00 Total Area (ft) 2228 1080 Total Weight (#)1 11140 1 5478 Total Wt. = 11139.7 5477.5 Allowed vs. Actual = 11139.7 > 5477.5 I OK Per CEBC Section 402.4, existing lateral load- carrying structural elements are permitted to remain unaltered if the demand capacity ratio dies not increase by more than 10%. Longitudinal Direction: MF-9 verage Load (psf) Existing PV Arrays New PV Arrays 5.00 4.90 Total Area (ft) 7559 2084 Total Weight (#)1 37795 1 10899 Total Wt. = 37795.3 Allowed vs. Actual = 37795.3 > 10899.0 10899.0 I OK I Per CEBC Section 402.4, existing lateral load- carrying structural elements are permitted to remain unaltered if the demand capacity ratio dies not increase by more than 10%. Longitudinal Direction: MF-10 verage Load (psf) Existing PV Arrays New PV Arrays 5.00 4.70 Total Area (ft) 7559 1404 Total Weight (#)1 37795 1 6311 Total Wt.,= 37795.3 6311.0 Allowed vs. Actual = 37795.3 > 6311.0 I OK 'Per CEBC Section 402.4, existing lateral load- carrying structural elements are permitted to remain unaltered if the demand capacity ratio dies not increase by more than 10%. / / SUMMARY Yield Mode R (Ibs) Z (Ibs) D/C Im 650 2596 0.25 l 650 5393 0.12 II 650 1220 0.53 hIm 650 1363 0.48 lll 650 1316 0.49 IV 650 1518 0.43 Withdrawal 525 1411 0.37 Combined 836 924 0.90 LOADS - Shear (RH) Tension (Rv) 0 L E W 01bs 01bs 01bs 01bs Lr 01bs 01bs 929 lbs 750 lbs 01bs olbs Page 9 of 53 Project: Ionis Pharmaceuticals Project No.: 20049 Ll Date: 6/8/20 ROOFTOP FLUSH-MOUNTED SOLAR ARRAYS: WOOD SCREW CONNECTIONS [2018 NDS CH. 11 & 12] GENERAL DATA Connector Type: Single or Double Shear: Connection Exposed to Wet Service? Connection Exposed to High Temp? Connectors in End Grain? Diaphragm Connection? Toe-Nail Connection? Wood Screw Single Shear No No No No No CONNECTION: I U-Anchor 2600 CM= 1.00 C= 1.00 Ceg 1.00 Cd= 1.00 C"= 1.00 CONNECTOR Size: #14 Length: 1.75 in SIDE MEMBER Material: Steel Width: 0.171 in MAIN MEMBER Material: DF-L Width: 5.50 in FASTENER PATTERN D= 0.196 in II ]ROWS of Lscrews/row = 4 screws CA= 1.00 L= 1.750 in C5 1.00 Fvb= 80 ksi 0m1 0 degrees from horiz. l= 0.17 in Fes= 61850 psi 0m1 0 degrees from horiz. P= 1.58 in Fem= 4650 psi 1m 1.10 in I I MODE In, - CIPMVIIA0 1W MAIM MM()CR —? - I — I I H- ib . --- MODE I s - CROSMIA16 IN ssoe M,ae A4005 2r - ROTA IlOAl OF PA ste wet MODE .m , - PASrIC rnA.e I cuSI11Ma £il AWAF MCWCSR Mone 122, - PLASTIC W&I6E # e-vm5mova '4 sim MWØER -_____ MODE .11 7tV.7 PLAS77C Riwoes /R SNAR PZAME Page 10 of 53 Project: lonis Pharmaceuticals Project No.: 20049 Lq Date: 6/8/20 ROOFTOP FLUSH-MOUNTED SOLAR ARRAYS: WOOD SCREW CONNECTIONS [2018 NDS CH. 11 & 12] LOAD COMBINATIONS CONNETION:I U-Anchor 2600 I - RH Rv R a C0 LC1 D 0 0 0 0.00 0.90 0 LC2 D + L 0 0 0 0.00 1.00 0 LC3 D + Ir 0 0 0 0.00 1.25 0 LC4 D+0.751+0.75Lr 0 0 0 0.00 1.00 0 LCS D + 0.6W 0 0 0 0.00 1.60 0 LC6 D + 0.7E 650 525 650 38.93 1.60 836 LC7 0 + 0.75(0.6W + L + Lr) 0 0 0 0.00 1.60 0 LC8 D + 0.75(0.7E + 1) 488 394 488 38.93 1.60 627 LC9 0.60 + 0.6W 0 0 0 0.00 1.60 0 LC10 0.61)+0.7E 650 525 650 38.93 1.60 836 YIELD MODE Im Fem Rd D= 0.196 in Im 1.10 in Fem= 4650 psi Rd= 2.46 Z= 406 lbs YIELD MODE Is Z - fl5 D 1s F85 R n= 1 (1 for single shear; 2 for double shear) D= 0.196 in I= 0.171 in Fes= 61850 psi Rd= 2.46 Z= 843 lbs - R C0 (Cm ... Ctfl) Z D/C LC1 0 0.90 1.00 4 1460 0.00 LC2 0 1.00 1.00 4 1623 0.00 LC3 0 1.25 1.00 4 2028 0.00 1C4 0 1.00 1.00 4 1623 0.00 105 0 1.60 1.00 4 2596 0.00 106 650 1.60 1.00 4 2596 0.25 LC7 0 1.60 1.00 4 2596 0.00 LC8 488 1.60 1.00 4 2596 0.19 LC9 0 1.60 1.00 4 2596 0.00 IClO 650 1.60 1.00 4 2596 0.25 LC6 650 2596 0.25 - ft C0 Z D/C LC1 0 0.90 1.00 4 3034 0.00 LC2 0 1.00 1.00 4 3371 0.00 LC3 0 1.25 1.00 4 4213 0.00 LC4 0 1.00 1.00 4 3371 0.00 LCS 0 1.60 1.00 4 5393 0.00 106 650 1.60 1.00 4 5393 0.12 LC7 0 1.60 1.00 4 5393 0.00 LC8 488 1.60 1.00 4 5393 0.09 LC9 0 1.60 1.00 4 5393 0.00 LC10 650 1.60 1.00 4 5393 0.12 LC6 650 5393 0.12 Page 11 of 53 Project: lonis Pharmaceuticals Project No.: 20049 Ll Date: 6/8/20 ROOFTOP FLUSH-MOUNTED SOLAR ARRAYS: WOOD SCREW CONNECTIONS [2018 NDS CH. 11 & 121 YIELD MODE II k1 D I Fes Z = - R CD (Cm ... Ctn) n.n. r 0/C "a LC1 0 0.90 1.00 4 686 0.00 ,[Re + 2R(1 + R + R) + RRe3 - Re(l + Rc) LC2 0 1.00 1.00 4 763 0.00 k - 1 - (1 + Re) LC3 0 1.25 1.00 4 953 0.00 Re= Fern / Fes = 0.0752 LC4 0 1.00 1.00 4 763 0.00 R5= L / Is = 6.40 LCS 0 1.60 1.00 4 1220 0.00 k1= 0.2263 LC6 650 1.60 1.00 4 1220 0.53 D= 0.196 in LC7 0 1.60 1.00 4 1220 0.00 L= 0.171 in LC8 488 1.60 1.00 4 1220 0.40 F.= 61850 psi LC9 0 1.60 1.00 4 1220 0.00 Rd= 2.46 LC10 650 1.60 1.00 4 1220 0.53 Z= 191 lbs LC6 650 1220 0.53 YIELD MODE Ilim k2 D1m Fern - (1 R CD (Cm ... Cm) nmm Z - - LC1 0 0.90 1.00 4 767 0.00 2Fyb(1 + 2Re)D2 LC2 0 1.00 1.00 4 852 0.00 k2 = 1 + , J2(1 + Re) + 3Fem1 LC3 0 1.25 1.00 4 1065 0.00 LC4 0 1.00 1.00 4 852 0.00 Re= 0.0752 105 0 1.60 1.00 4 1363 0.00 Fb= 80 ksi LC6 650 1.60 1.00 4 1363 0.48 D= 0.196 in LC7 0 1.60 1.00 4 1363 0.00 F.,,,= 4650 psi LC8 488 1.60 1.00 4 1363 0.36 lrn 1.10 in LC9 0 1.60 1.00 4 1363 0.00 k2= 0.6041 LC10 650 1.60 1.00 4 1363 0.48 Rd= 2.46 LC6 650 1363 0.48 Z= 213 lbs YIELD MODE Ills n. k3 D ts Fern Z = R CD (Cm ... Ctfl) n 5 Z' 0/C (2+ Re) R LC1 0 0.90 1.00 4 741 0.00 + Re) 2Fyb(2 + Re)D2 LC2 0 1.00 1.00 4 823 0.00 J2(1 k3 =1+ Re + 31em1 LC3 0 1.25 1.00 4 1028 0.00 1C4 0 1.00 1.00 4 823 0.00 Re= 0.0752 LC5 0 1.60 1.00 4 1316 0.00 Fyb= 80 ksi LC6 650 1.60 1.00 4 1316 0.49 0= 0.196 in LC7 0 1.60 1.00 4 1316 0.00 Fem= 4650 psi LC8 488 1.60 1.00 4 1316 0.37 1= 0.17 in LC9 0 1.60 1.00 4 1316 0.00 k3= 6.7377 LC10 650 1.60 1.00 4 1316 0.49 Rd= 2.46 LC6 650 1316 0.49 Z= 206 lbs D/C LC1 0 0.90 4 794 0.00 LC2 0 1.00 4 882 0.00 LO 0 1.25 4 1103 0.00 LC4 0 1.00 4 882 0.00 LC5 0 1.60 4 1411 0.00 LC6 525 1.60 4 1411 0.37 LC7 0 1.60 4 1411 0.00 LC8 394 1.60 4 1411 0.28 LC9 0 1.60 4 1411 0.00 LC10 525 1.60 4 1411 0.37 WITHDRAWAL W = 2850 G 2 D (NOS 1812.2-2) G= 0.5 CM2 ... Ctfl = 1.0 W = 139.65 #/in. D = 0.196 in p= 1.58 in 650 1518 0.43 T CD n 05 W'p D/C Page 12 of 53 - Project: lonis Pharmaceuticals Project No.: 20049 L9 Date: 6/8/20 ROOFTOP FLUSH-MOUNTED SOLAR ARRAYS: WOOD SCREW CONNECTIONS [2018 NDS CH. 11 & 12] YIELD MODE IV n. D2 _________ '2Fem F b Z = ______ . R CD (cm ... Ctfl) n 0 Z' D/C Rd 3(1 + Re) ,,j LC1 0 0.90 1.00 4 854 0.00 n,= 1 LC2 0 1.00 1.00 4 949 0.00 0= 0.196 in LO 0 1.25 1.00 4 1186 0.00 Fem= 4650 psi LC4 0 1.00 1.00 4 949 0.00 Fb= 80 ksi LCS 0 1.60 1.00 4 1518 0.00 Re= 0.0752 106 650 1.60 1.00 4 1518 0.43 Rd= 2.46 1C7 0 1.60 1.00 4 1518 0.00 Z= 237 lbs LC8 488 1.60 1.00 4 1518 0.32 LC9 0 1.60 1.00 4 1518 0.00 iClO 650 1.60 1.00 4 1518 0.43 COMBINED SHEAR AND WITHDRAWAL - (W'p)Z' C - (W'p) cos(a) + Z'sin (a) LC6I 525 1411 0.37 - a R' W'p Z Z10 D/C LC1 0.0 0 794 686 686 0.00 LC2 0.0 0 882 763 763 0.00 LO 0.0 0 1103 953 953 0.00 LC4 0.0 0 882 763 763 0.00 LCS 0.0 0 1411 1220 1220 0.00 LC6 38.9 836 1411 1220 924 0.90 LC7 0.0 0 1411 1220 1220 0.00 LC8 38.9 627 1411 1220 924 0.68 LC9 0.0 0 1411 1220 1220 0.00 LC101 38.9 836 1411 1220 924 0.90 LC61 38.9 836 1411 1220 924 0.90 P,io i I ,f çq ROOFTOP BALLASTED -MOUNTED LL SOLAR ARRAYS: U-ANCHOR ATTACHMENT Design Loads: - Seismc-VerticaF(Te;sio i)1 .55#*(1.:C/O.7)=I 7i4929# 750#- - - / " J ~—~S-Stronl 1 NonirdI-Embedr11enLDpth =23i4 Effective Embedment Depth = 2 1/4" SteTe tiChe Ts = (q.75)(12075#) = 9056# > 750#, Therefore OK for Tension Co11cweTensr1PuDOutSfregthCTeck7 Tc (O.65)(2560#) = 1664#> 750#, Therefore OK for Pull -Out eShea hck: It 1Vs = (O.65)(7245#) =1 4709#> 929#, Therefore iiHiEHii1iiiiiiiiiiiiiI OK for Shear Combiiiediensonand ShearCfteck: ~Ft- I L STRUCTURAL Project: ionis Pharmaceuticals ENGINEERING Project #: 20049 9820 Willow Creek Rd., Ste. 490 San Diego, California 92131 Prepared By: GG Date: 6/12/2020 858.649.1700 1 www.tkjse.com Page 14of53 ROOF FRAMING KEY PLAN Analysis Summary DL LL E or W Combinations V 102886 19696 Ott 122S7# V -102886 -19696 Ott -122576 M,= 90012 ft-lbs 17225 ft-lbs Oft-lbs 107237 ft-lbs Mm Oft-lbs Oft-lbs Oft-lbs Oft-lbs 102886 19696 06 122576 61736 102886 19696 06 122576 R5,.,= 61736 Design Summary Va= 12.26k 0/C = 0.140 OK VJO= 87.45k Ma,= 107.24 k-ft Ma1.1= D/C = 0.796 OK MJO= 134.73 k-ft MJQ= ALL= 0.00 in 0.349 in 0.00 in OK =1./1203 ISTL= 0.00 in 2.174 in 0.00 in =L/193 OK Page 15 of 53 Project: lonis Pharmaceuticals Project No.: 20049 Date: 6/11/20 Steel Beam Deslan (ASDJ Beam Label:I RB-i I Geometry _____ Left Overhang ft Center Span ft Overall Length= 35.00 ft I Right Overhang _0.00 0.00 ft Lb (Top Flange) _35.00 ft Lb (Bot Flange) _1.00 35.00 ft .7pE1, Location DL IL or .6W From Left Point Load 1 06 06 06 0.00 ft Point Load 2 06 06 Ott 0.00 ft Point Load 3 Ott Ott Ott 0.00 ft Point Load 4 0 It 06 06 0.00 it .7PEh Location Dl. (pIt) LL (pIt) or .6W (Pit) From Left Start End Start End Start End Start End Beam Self Wt. 31.0 31.0 0 0 0 0 0.00 ft 35.00 ft Existing 450 450 225 225 0 0 0.00 ft 35.00 ft New 107 107 -113 -113 0 0 0.00 ft 35.00 ft Dist Load 3 0 0 0 0 0 0 0.00 ft 0.00 ft Dist Load 4 0 0 0 0 0 0 0.00 ft 0.00 ft Q= 1.0 11.0 for Wind loading or if not reqd per Load Combinations ASCE 7-16 12.4.3.11 D + L 0.60 +1- (.6W or .7pE) D + (.6W or .7pE) 0 + 0.7511. + (.6W or .7pE)1 Deflection Criteria Am- I_1./360 I An- Beam Member Deslen Section Grade I_W16x31 _A992 I Section Properties: Fy SO ksi A= 9.13 in E= 29000 kni Z= 54.0 in3 Sx= 47.2 in3 I.= 375.0 1n3 Shear Design VJQ= 0.6(Fy)(Aw)(Cv)/0 (Per Section 02.1 of AISC SCM 14th ed) A= 4.37 1n2 C= 1.00 Flexural Desien Yielding: (Per Section F2.1 of AISC SCM 14th ed.) MJO= (Fy)(Zx)/O MJ0 134.73 k-ft (-Controls Lateral Torsional Buckling: MJO= N/A Mn/O 1,)= N/A (Lb e Lp) per Section F2.2 AISC SCM 14th ed) MJQ1501= (Fcr)(Sx)/Q <= Mp/Q MJQi5ut= -74.89 k-ft (Per Section F2.2 of AISC SCM 14th ed) Fcr= 7.53 ksi Cb= 1 L5= 49.59 in L= 142.00 in Local Buckling: (Compact Flanges per Table 94.1b AISC SCM 14th ed.) MJ0 N/A MJ0 N/A Analysis Summary DL LL E or W Combinations 102779 20209 09 122979 VT.s .102779 -20209 09 -122979 M,..= 64867 ft-lbs 12750 ft-lbs Oft-lbs 77618 ft-lbs M.,.s Oft-lbs Oft-lbs Oft-lbs Oft-lbs 102779 20209 09 122979 61669 102779 20209 09 122979 61669 Design Summary Va= 12.30k D/C = 0.195 OK VJD= 63.02k Ma1,1= 77.62 k-ft Ma1.1= D/C = 0.937 OK MJO= 82.83 k-ft MJO= ALL= 0.00 in 0.254 in 000 in OK =1/ 1195 AIL= 000 in 1.543 in 0.00 in =1/ 196 OK Page 16 of 53 Project: 10515 Pharmaceuticals Project No.: 20049 Date: 6/11/20 Steel Beam Design (ASDJ Beam Label:I RB-2 I Geometsy Left Overhang Center Span M2525ft Overall l.ength=I 25.25 ft RightOverhang= Lb (Top Flange)= Lb (Bot Fiange)= .7pE5 Location DL IL Or .6W From Left Point Load 1 011 09 011 000 ft Point Load 2 011 011 09 0.00 ft Point Load 3 011 09 09 0.00 ft Point Load 4 011 011 011 0.00 ft .7pEh Location DL (pit) LL (pit) or .6W (pit) From Left Start End Start End Start End Start End Beam Self Wt. 22.0 22.0 0 0 0 0 0.00 ft 25.25 ft Existing 640 640 320 320 0 0 0.00 ft 25.25 ft New 152 152 .160 .160 0 0 0.00 ft 25.25 ft Dist Load 3 0 0 0 0 0 0 0.00 it 0.00 ft Dist Load 4 0 0 0 0 0 0 0.00 ft 0.00 ft 1.0 11.0 for Wind loading or if not reqd per load Combinations ASCE 7-16 12.4.3.11 D + L 0.61) +1- (.6W or .7pE) D + (.6W Or .7p0) D + 0.75(L + (.6W or .7pE)1 Deflection Criteria <-I_11360 I Member An- Beam Design Section Grade I_W14x22 I_A992 I Section Properties: Fy= 50 ksi A= 649 in E= 29000 ksi Zx= 33.2 in3 Si--29.0in3 li= 199.0 in3 Shear Design VJO= 0.6(Fy)(Aw)(Cv)/Q (Per Section 62.1 of AISC SCM 14th ed.) A= 3.15 in2 C= 1.00 Flexural Desien Yielding: (Per Section F2.1 of AISC SCM 14th ed.) MJO= (Fy)(Zx)/Q MJ0 82.83 k-ft (-Controls Lateral Torsional Buckling: MdQffupl= N/A MJOupi N/A (Lb sIp) per Section P2.2 AISC SCM 14th ed) MjOiestis (Fcr)(Sx)/Q Cs Mp/C) MJO1 11 -19.99 k-ft (Per Section F2.2 of AISC SCM 14th ed.) Fcr= 9.24 ksi Cb= 1 L= 44.08 in L= 125.13 in Local Buckling: (Compact Flanges per Table B4.1b AISC SCM 14th ed.) MJQs N/A M./O= N/A Analysis Summary DL LL E or W Combinations V= 193751* 36601* 01* 23035# V,1,= -193751* -36001* 01* -230351* M= 221587 ft-lbs 41858 ft-lbs Oft-lbs 263446 ft-lbs M= Oft-lbs Oft-lbs Oft-lbs Oft-lbs R,.-= 193751* 36601* 01* 23035 *1 116251* RR-= 19375 1* 36601* 01* 23035 1* 116251* Design Summary Va= 23.04k D/C = 0.138 OK Vjn= 167.46k Ma1,1= 263.4S k-ft Ma11= 0/C = 0.788 OK MJC2= 334.33 k-ft MJQ= ALL= OOO In 0.403 in 0.00 In OK =L/ 1363 ISTL= 000 In 2.535 in 0.00 In OK =L/217 Page 17 of 53 Project: lonis Pharmaceuticals Project No.: 20049 Date: 6/11/20 Steel Beam Desian (ASDJ Beam Label: I RB-3 I Geometry ____________ Center Span= 45.75 ft Overall Lengthr1_45.75 ft I Right Overhang-- 0.00 ft Left Overhang=_0.00 ft Lb (Top Flange)= 1.00 ft Lb (Bot Flange)=_45.75 ft .7pE5 Location DL LL or .6W From Left Point Load 1 01* 01* 01* 0.00 ft Point Load 2 01* 01* 01* 0.00 ft Point Load 3 01* 01* 01* 0.00 ft Point Load 4 01* 01* 01* 0.00 ft .7pEh Location DL (ph) LL (plf) or .6W (p1*) From Left Start End Start End Start End Start End Beam Self Wt. 55.0 55.0 0 0 0 0 0.00 ft 45.75 ft Existing 640 640 320 320 0 0 0.00 ft 45.75 ft New 152 152 -160 -160 0 0 0.00 ft 45.75 ft Dist Load 3 0 0 0 0 0 0 0.00 ft 0.00 ft Dist Load 4 0 0 0 0 0 0 0.00 ft 0.00 ft fl 1.0 (1.0 for Wind loading or if not reqd per Combinations Load ASCE 7-16 12.4.3.11 0 + L 0.613 +1- (.6W or .7pE) 0 + (.6W or .7pE) D + 0.751L + (.6W or .7pE)j Deflection Criteria kLI L/360 I Beam Dealers Member TL<I L/ 240 Section Grade I W24x55 I A992 I Section Properties: Fy 50 ksi A= 16.20 in E= 29000 ksi 4 134.0 1n3 Si= 114.0 1n3 &= 1350.0 in3 Shear Deelen VJDe 0.6(Fy)(Aw)(Cv)/Q (Per Section 02.1 of AISC SCM 14th ed.) k= 9.32 in2 C= 1.00 Flexural Dealers Yielding: (Per Section F2.1 of AISC SCM 14th ed) MJ0= (Fy)(Zx)/O MJQ= 334.33 k-ft 4-Controls Lateral Torsional Buckling: M./0 1= N/A MJ01Topl N/A (Lb sip) per Section F2.2 AISC SCM 14th ed.) MJO1e1= (Fcr)*(Sx)/O <= Mp/C) MJO151= -268.81 k-ft (Per Section F2.2 of AISC SCM 14th ed.) Fcr= 6.00 ksi L= 56.80 in L= 167.15 In Local Buckling: (Compact Flanges per Table 84.1b AISC SCM 14th ed.) MJQ= N/A MJQ N/A Analysis Summary DL LL E or W Combinations V,,.= 1102411 209511 011 1311911 V= -1102411 -209511 011 .131199 M= 102651 ft-lbs 19511 ft-lbs Oft-lbs 122162 ft-lbs M,1 = Oft-lbs Oft-lbs Oft-lbs Oft-lbs R= 1102411 209511 011 1311911 R1,.,,= 661411 1102411 209511 011 1311911 Ramino 661411 Design Summary Va= 13.12k D/C= 0.124 OK VJO= 106.20k Ma1,1= 122.16k-ft Ma1.1= D/C= 0.736 OK MJC]= 165.92 k-ft MJO= ALL= 0.00 in 0.329 in 0.00 in OK =1/ 1357 ATL= 0.00 in 2.063 in 0.00 in =1/217 OK Page 18 of 53 Project: lonis Pharmaceuticals Project No.: 20049 Date: 6/11/20 Steel Beam Deslan (MD) Beam Label:I RB-4 I Geomettv Left Overhang= Center Span Overall Length=I_37.25 ft Right Overhang Lb M25 clop Flange)= Lb (Bat Flange)= 19341 .7pE5 Location DL IL or .6W From Left Point Load 1 011 011 011 0.00 ft Point Load 2 011 011 011 0.00 ft Point Load 3 011 011 - 011 0.00 ft Point Load 4 011 011 011 0.00 ft 7PE5 Location DL (plfl LL (p11) or .6W (plf) From Left Start End Start End Start End Start End BeamSelfWt. 35.0 35.0 0 0 0 0 0.00 ft 37.25 ft Existing 450 450 225 225 0 0 0.00 ft 37.25 ft New 107 107 -113 -113 0 0 0.00 ft 3725 ft Dist Load 3 0 0 0 0 0 0 0.00 ft 000 ft Dist Load 4 0 0 0 0 0 0 0.00 ft 0.00 ft Q= 1.0 (1.0 for Wind loading or if not reqd per Load Combinations ASCE 7-16 124.3.11 D + L 0.60 -i-I- (.6W or .7pE) D + (.6W or .7pE) 0 + 0.75(L + (.6W or 7pE)J Deflection Criteria <=I 1/360 I Beam Member Desien ACI L/240 I Section Grade I W18x35 I A992 I Section Properties: Fy= 50 ksi A= 10.30 in E= 29000 ksi Z 66.5 in3 S= 57.6 in3 I.= 510.0 1n3 Shear Design V./O= 0.6(Fy)(Aw)(Cv)/O (Per Section 02.1 of AISC SCM 14th ed.) A 5.31 1n2 - C= 1.00 Flexural Desien Yielding: (Per Section F2.1 of AISC SCM 14th ed.) M./O= (Fy)(Zx)/O MJOv 165.92 k-ft (-Controls Lateral Torsional Buckling: MJOp p1 N/A MJOrwt N/A (Lb c LP) per Section F2.2 AISC SCM 14th ed) MJ01 ,1= (Fcr)(Sx)/C] <= Mp/C2 MJOie51 -101.87 k-ft (Per Section P2.2 of AISC SCM 14th ed.) Fcr= 6.91 Its! Cb= 1 L= 51.71 In l,= 148.13 in Local Buckling: (Compact Flanges per Table B4.1b AISC SCM 14th ed.) MJO= N/A MJQ= N/A Pwip IQ nf !çq Equipment _Informatior Inverter - Width, B ight,Wpi85#_ :-24 - Depi --Height-H--=--28j8L If- D 22.4 1Ift —4E F - icLoadjngASCECh13 Rp=25dp1-0-zTh=i0 WpL Ii07iJ'IT I I Fp J= (O.4*p s Wp)(1+2*zIh)I(Rp/Ip) T--26#------ 62 —.Ev-F-012*-S = 0.4(1.0)(0.697)(185#)(1+2)I(2 5/1) = Wind Loadina: ASCE Ch. 29 4q' L=6 h mph Ex, . . pC 12ft.ma ) -..]..-4--L-1......---1-.4_.L_ Kr085.. ... O963Kzi 0 KetQ 1Fh 1.9*qh*B*H 5qh*B*D.= 1 1.9(1'.05 I...... 5(17.05 psf)(24.4')(28.8") ps(2.4'(22.4"). = 11O_1 179# IILhIHIiIt 4 Check Overt urning._LC.0.6D_+O.7iE i I I ii MRS 1- = 71 ft-# ...4.....4........ iT"T11 O.7[(62#i)(28.8"I2) O6(l8#)('24.I"I2•)Il2 c 113 ft-#, 43.4# : £F (6#)(24?4 therefore ;•••- .1:1 =113;it-# I Lv ... No = /)]/12.; Overturning (-185#) -. • ..; 11111 7.ift-#. .. ...;. + . I . . I THIIII _. ...j. IIDiI ii Load.Cas:0.6D-0.6W Lh 4.. I = 0.7(62#)= ..• .t ...—H LvO.6(-185#)+0.6(113#)432# Lh =06(79#) 'J . —t- -~ _ ff- IO7# L STRUCTURAL Project: lonis Pharmaceuticals ENGINEERING Project #: 20049 9820 Willow Creek Rd., Ste. 490 San Diego, California 92131 Prepared By: GG Date: 6/5/2020 858.649.1700 1 www.tkjse.com SUMMARY Yield Mode R (Ibs) Z (Ibs) D/C lm 66 2596 0.03 l 66 5393 0.01 II 66 1220 0.05 111m 66 1363 0.05 Ills 66 1316 0.05 IV 66 1518 0.04 Withdrawal 185 794 0.23 Combined 300 1147 0.26 LOADS - Shear (RH) Tension(Rv) D L E W Olbs 185 lbs 01bs 01bs Lr Olbs 01bs 62 lbs 26 lbs 110 lbs 1 179 lbs Page 20 of 53 Project: lonis Pharmaceuticals Project No.: 20049 Ll Date: 6/8/20 ROOFTOP FLUSH-MOUNTED SOLAR ARRAYS: WOOD SCREW CONNECTIONS [2018 NDS CH. 11 & 121 GENERAL DATA Connector Type: Single or Double Shear: Connection Exposed to Wet Service? Connection Exposed to High Temp? Connectors in End Grain? Diaphragm Connection? Toe-Nail Connection? Wood Screw Single Shear No No No No No CONNECTION: I U-Anchor 2600 CM= 1.00 C= 1.00 Ceg 1.00 CdI= 1.00 C= 1.00 CONNECTOR Size: #14 Length: 1.75 in SIDE MEMBER Material: Steel Width: 0.171 in MAIN MEMBER Material: DF-I. Width: 5.50 in FASTENER PATTERN Dr 0.196 in II1 Rows of F jjscrewsirow = 4 screws CA= 1.00 L= 1.750 in C8= 1.00 Fb= 80 ksi 0m1 0 degrees from horiz. l= 0.17 in Fm= 61850 psi 0m1 0 Idegrees from horiz. P= 1.58 in F.,,,= 4650 psi 1m 1.10 in MODE I in CRg/S11lAIt 1W MAW MMOR MODE I s - CRUSMJ"O 1W 5100 MEA4e1rR MODE Zr - ROTA TIOW OP FASTéAIER MODE .7if Fh PtA S7?C #1&E ? c a/wa IW AMAt Mw$og - •:: ') :-- MODE Zif.s - ,t.isr'c MAME t CWASAIAM4 14 s'r4 MM80' I i I i MODE iT - fly., Pt4sflC 111i1G1 .'i' $gse PP..*vE Page 2lof 53 Project: lonis Pharmaceuticals Project No.: 20049 Lq Date: 6/8/20 ROOFTOP FLUSH-MOUNTED SOLAR ARRAYS: WOOD SCREW CONNECTIONS [2018 NDS CH. 11 & 12] LOAD COMBINATIONS CONNEcTION:I U-Anchor 2600 I - RH Rv R a CD R e LC1 D 0 185 0 89.97 0.90 185 1C2 0 + L 0 185 0 89.97 1.00 185 LC3 D + Lr 0 185 0 89.97 1.25 185 LC4 D+0.751+0.75Lr 0 185 0 89.97 1.00 185 LCS D + 0.6W 66 292 66 77.26 1.60 300 LC6 D+0.7E 44 203 44 77.92 1.60 208 LC7 D + 0.75(0.6W + I + Lr) 50 266 50 79.42 1.60 270 LC8 D + 0.75(0.7E +1) 33 199 33 80.67 1.60 201 LC9 0.61)+0.6W 66 218 66 73.17 1.60 228 IClO 1)1 0.6 43 129 43 71.41 1.60 136 YIELD MODE Im Dim Fem Rd 0= 0.196 in l 1.10 in Fem= 4650 psi Rd= 2.46 Z= 406 lbs - R CD (Cm ... Ctfl) nconn Z D/C LC1 0 0.90 1.00 4 1460 0.00 LC2 0 1.00 1.00 4 1623 0.00 LC3 0 1.25 1.00 4 2028 0.00 LC4 0 1.00 1.00 4 1623 0.00 LCS 66 1.60 1.00 4 2596 0.03 LC6 44 1.60 1.00 4 2596 0.02 LC7 50 1.60 1.00 4 2596 0.02 LC8 33 1.60 1.00 4 2596 0.01 LC9 66 1.60 1.00 4 2596 0.03 LC10 43 1.60 1.00 4 2596 0.02 LC5 66 2596 0.03 - R CD (Cm ... Ctfl) nconn Z 0/C LC1 0 0.90 1.00 4 3034 0.00 LC2 0 1.00 1.00 4 3371 0.00 LC3 0 1.25 1.00 4 4213 0.00 1C4 0 1.00 1.00 4 3371 0.00 ICS 66 1.60 1.00 4 5393 0.01 LC6 44 1.60 1.00 4 5393 0.01 LC7 50 1.60 1.00 4 5393 0.01 LC8 33 1.60 1.00 4 5393 0.01 LC9 66 1.60 1.00 4 5393 0.01 IClO 43 1.60 1.00 4 5393 0.01 LCS 66 5393 0.01 YIELD MODE Is Z - fl5 D ls Fes R n= 1 [1 for single shear; 2 for double shear) D= 0.196 in l= 0.171 in Fes= 61850 psi Rd= 2.46 Z= 843 lbs Page 22 of 53 Project: tonis Pharmaceuticals Project No.: 20049 L9 Date: 6/8/20 ROOFTOP FLUSH-MOUNTED SOLAR ARRAYS: WOOD SCREW CONNECTIONS [2018 NDS CH. 11 & 12] YIELD MODE II kiDis Fes Z = R CD (Cm ... Ctfl) n.nn Z D/C Rd LC1 0 0.90 1.00 4 686 0.00 .,1R0 + 2R(l + R + R?) + R,23 R, - R e (1+ R) LC2 0 1.00 1.00 4 763 0.00 k1 = (1 + Re) LC3 0 1.25 1.00 4 953 0.00 Re= Fern / Fes = 0.0752 LC4 0 1.00 1.00 4 763 0.00 R= In / Is = 6.40 LCS 66 1.60 1.00 4 1220 0.05 k1= 0.2263 LC6 44 1.60 1.00 4 1220 0.04 D= 0.196 in LC7 50 1.60 1.00 4 1220 0.04 15= 0.171 in LC8 33 1.60 1.00 4 1220 0.03 Fes= 61850 psi LC9 66 1.60 1.00 4 1220 0.05 Rd= 2.46 LC10 43 1.60 1.00 4 1220 0.04 Z= 191 lbs LCS 66 1220 0.05 YIELD MODE hIm k2 D1m Fem Z = (1+2Re)Ra R Co (Cm ... Ctfl) nconn Z D/C LC1 0 0.90 1.00 4 767 0.00 2Fyb(1 + 2Re)D2 LC2 0 1.00 1.00 4 852 0.00 k2 = 1 + J2(1 + Re) + 3Fem1 LC3 0 1.25 1.00 4 1065 0.00 LC4 0 1.00 1.00 4 852 0.00 Re= 0.0752 LC5 66 1.60 1.00 4 1363 0.05 FYb= 80 ksi LC6 44 1.60 1.00 4 1363 0.03 D= 0.196 in LC7 50 1.60 1.00 4 1363 0.04 Fem= 4650 psi LC8 33 1.60 1.00 4 1363 0.02 'rn= 1.10 in LC9 66 1.60 1.00 4 1363 0.05 k2= 0.6041 LC10 43 1.60 1.00 4 1363 0.03 Rd= 2.46 LCS 66 1363 0.05 Z= 213 lbs YIELD MODE Ills 115 k3 D I Fern Z = (2+ Re) Ra R CD (Cm ... Cth) n Z D/C LC1 0 0.90 1.00 4 741 0.00 2Fyb(2 + Re)D2 LC2 0 1.00 1.00 4 823 0.00 k3 = _+j2(1) + 3Fem1 LC3 0 1.25 1.00 4 1028 0.00 LC4 0 1.00 1.00 4 823 0.00 Re= 0.0752 LCS 66 1.60 1.00 4 1316 0.05 Fb= 80 ksi LC6 44 1.60 1.00 4 1316 0.03 D= 0.196 in LC7 50 1.60 1.00 4 1316 0.04 F..= 4650 psi LC8 33 1.60 1.00 4 1316 0.02 5= 0.17 in LC9 66 1.60 1.00 4 1316 0.05 k3= 6.7377 LC10 43 1.60 1.00 4 1316 0.03 Rd= 2.46 LCS 66 1316 0.05 Z= 206 lbs Page 23 of 53 L Project: lonis Pharmaceuticals Project No.: 20049 Date: 6/8/20 ROOFTOP FLUSH-MOUNTED SOLAR ARRAYS: WOOD SCREW CONNECTIONS [2018 NDS CH. 11 & 12] YIELD MODE IV _________ nD2 f2 Fe: Fb = s em 3' R CD (Cm ... Ctfl) n0= D/C Rd .j 3(1 + Re) 0 0.90 1.00 4 854 0.00 n,= 1 LC2 0 1.00 1.00 4 949 0.00 0= 0.196 in LO 0 1.25 1.00 4 1186 0.00 Fem= 4650 psi LC4 0 1.00 1.00 4 949 0.00 Fb= 80 ksi LCS 66 1.60 1.00 4 1518 0.04 R= 0.0752 LC6 44 1.60 1.00 4 1518 0.03 Rd= 2.46 LC7 50 1.60 1.00 4 1518 0.03 Z= 237 lbs LC8 33 1.60 1.00 4 1518 0.02 LC9 66 1.60 1.00 4 1518 0.04 LC10 43 1.60 1.00 4 1518 0.03 LC5 66 1518 0.04 WITHDRAWAL T CD nconn W'p D/C W = 2850 G 2 D INDS 18 12.2-21 LC1 185 0.90 4 794 0.23 G = 0.5 LC2 185 1.00 4 882 0.21 CM2 ... Ctfl = 1.0 LO 185 1.25 4 1103 0.17 W = 139.65 #/in. LC4 185 1.00 4 882 0.21 D = 0.196 in ICS 292 1.60 4 1411 0.21 p = 1.58 in LC6 203 1.60 4 1411 0.14 LC7 266 1.60 4 1411 0.19 1C8 199 1.60 4 1411 0.14 1C9 218 1.60 4 1411 0.15 LC10 129 1.60 4 1411 0.09 COMBINED SHEAR AND WITHDRAWAL - (W'p)Z' a - (W'p) cos(a) + Z'sin (a) LC1I a - 185 Wp 794 Z.z1a D/C 0.23 LC1 90.0 185 794 686 793 0.23 LC2 90.0 185 882 763 881 0.21 LC3 90.0 185 1103 953 1102 0.17 LC4 90.0 185 882 763 881 0.21 LCS 77.3 300 1411 1220 1147 0.26 LC6 77.9 208 1411 1220 1157 0.18 LC7 79.4 270 1411 1220 1181 0.23 LC8 80.7 201 1411 1220 1202 0.17 LC9 73.2 228 1411 1220 1092 0.21 dO 71.4 136 1411 1220 1072 0.13 LC5 77.3 300 1411 1220 1147 0.26 Pano A 'f çq I I I I I I -J. I I - —1 E _ + 1iiiiIiiiiiiiiiiiii Design Loads: - Sesmlci-hn7ontaL(Shear)=iO7# SeismiVertcaFçFe11sioi)--i67# It op NcmiraltnbudrnentDEpth -2-3'1" Effective Embedment Dpth = 2 1/4" SteeFl,-T-ension-Strength-Check:- - Ts * - - iCh Tc = (O.65)(2560#) = 1664#> 167#, Therefore OK for Pull -Out Vs = (O.65)(7245#) =I4709#> 107#, Therefore OK for Shear - <1664#, FF Therefore 1OK R = [(107#)2 -1--H- —1 (167# 2]112 = 198# — + -17 L STRUCTURAL Project: ionis Pharmaceuticals ENGINEERING Project #: 20049 9820 Willow Creek Rd., Ste. 490 San Diego, California 92131 Prepared By: GG Date: 6/12/2020 858.649.1700 I www.tkjse.com Dona or, ,f c - — EQUIPMENT ANCHORA ______ GEWALL-MOUNTEDEQUIMNT -. I - i I I, - ap=-2.5 - - ip merit forato scritw1Uch - - - I WihLWP452#_ - - s0j=0.69tg ifi4_ - - Wth,1' AI IIRp0 OR = 2.5 [eigbi,Ji 2L63 - BcoG—T i.8 IIIIIIIIIIIIIIIIII Seism c Wading. ASCE Ch. 13 =- I os VP)(i!27I)/(RP/IP) 2),'(&/l )= ----- - 18 - -- — — Em — (4rP I !4, Ev=0.2*S1VP =7# - -Load -CF-ase:-D-+-0-.7E - - - _ri526:t4I RifWPD±O1(EVD.4EPH +_07*[7#)(6:14P(1 COG &#) 13.8"):j ,27:63 9# )JH..._ Rc = R1 - 0.7*Fp = 19# - ).7*(18#) = 6# #14TKS Screw Member in contact wl screw, head = P1 000 Strut t 12 Ga. - - OtherrnernbernotJn -f -- Check__ cor!tartMeaLStud—t.=..20.G9.__ Allowable Shear 215#> 28.5#, Therefore OK for Shear - -I- Alkwthle -i-i- Pull-out= 11S5#> -i-i-H-H-i-i-H-t-HH- 19#TierefohrOKorPuH-out- L STRUCTURAL Project: lonis Pharmaceuticals ENGINEERING Project #: 20049 9820 Willow Creek Rd., Ste. 490 San Diego, California 92131 Prepared By: GG Date: 6/11/2020 858.649.1700 1 www.tkjse.com PlnQ PA nf I , mmmmmmmmmm ••••••••••• mmmmmmmmmm ILUUUUUISUU U!WI•rn•••••• m••m•i•uuuu U mmm __•• ••• iii • • MEN mmmmmmmmmmmmmmmmm iimmm m mm mm mm UI .,IUUU.•UU.•UUUUUU mmmmmmmmmm mmmmmmmmmmm mmmmmmmm U Umm U MmmmmmmmmmU U ••UIU•UUUUUUUUUUUUUUUUUIUUU uuuuui•••u•i••u•uuum•u•• ...•.'• UUU U••U UU U U U• • UUU.uUUUeUUUUUUUUU m mm UU UUUIU I • UUUUUUUUIUIUUU • I:., . U•U•..UU•U U.IIUU•IU. U .I••.UUU•IUU ENGINEERING ProjecM 20049 STRUCTURAL Project: lonis Pharmaceuticals TKJ 9820 Willow Creek Rd., Ste. 490 San Diego, Cal fornia 92131 Prepared By: GG Date: 6/11/2020 '\ 7 ..f çq - dUMENC = = - LoadCase:D+0.7E - - .Rv_V_VP RWp*D*.0:7(Ev*D_ O'.7r*E FpHth/tH Lf#)_/_2 = 6 - R (120#)(6") + 0 7*[(16 O.7*(4.1 7#)(6")+(41 8#)2#_ 11 8#)(24")] /48" = 31# I li+ Load Case: 0.65 + 0.6W - -- -. —.-i-.-i..— .Ri---Oi6*Wp*D-+-0:6 .4..4...4.L...L __i•___ Fv*D . Fh*H-j,-,)-/,-H_F COG ----=------ = 06(120)(6') +dO.6*[(3i#)(6h)+H- (3l7#)(24)] 4811 106# ... RRT .fl.6*Eh=...1O6#..0.R(317#)=84# c # 1 - r 1 1 3/8" 0 Bolt Check __-Ma I x-Loads: Shear= -l06# Tension -0# Un!strut.C1onnection- R=106#/2 Screw s=53# i i __r - Rn= Fn*Ab =(27 ksi)(0.11") Allowable Shear, Va130kips/ - I = 3.0 kips 2: I I -= ThreforeOKforSkear - - L STRUCTURAL . Project: lonis Pharmaceuticals ENGINEERING Project#: 20049 9820 Willow Creek Rd., Ste. 490 San Diego, California 92131 Prepared By: GG Date: 6/11/2020 858.649.1700 1 www.tkjse.com DR nf S' EQUIPMENT ANCHORAGE: STRUT RACK -MOUNTED EQUIPMENT I I I Pilo 0 Beam ross-Members: mLoad,-Fd-= 11-30# ---max-A- llowabkiUriifc, - EO(i..&9.Ib/ft)(3ft)f567# —Total —JF - 1 eight 108 1.16, braced, Height 081' K 1.0, MaxA!owab!eLoad Fe '8i.OL - Fo =0 7697 g20#+29 pff3ft) +289pIf9ft)]/2 4O#18iO#,Theref'rebK. IIIIIIHHIiIIIIIIIIIIIIIIIIIIIEII #14 TEKS Screw Check Other onnnit HHL ii HiHl - L _t-=42-Ge._. H - - tiIIIIiIiiiIiII1IiiII I I --Shear, AIIJ,wable III 3hr1O63 III ii T16 5;8#;TheeforeOKforSheai 111111 II I I I I - I II Alk,waIe PuI IIPuiiTIF±III out 97# >1O# F Theefore hft OK 11 for Puh out 1 - IIIIIIIIIIII STRUCTURAL Project: lonis Pharmaceuticals ENGINEERING Project#: 20049 9820 Willow Creek Rd., Ste. 490 San Diego, California 92131 Prepared By: GG Date: 6/11/2020 858.649.1700 1 www.tkjse.com Technical data Sunny Tripower COREl 33-US Sunny Tripower CORE) 50-US SunnypiQG @P8§I 62-US Input (DC) Maximum array power 50000 Wp SIC 75000 Wp STC 93750 Wp STC Maximum system voltage 1000V Rated MPP voltage range 330 V...800V 500 V...800V 550 V ... 800V MPPT operating voltage range 150 V... 1000V Minimum DC voltage/start voltage 150 V/ 188 V MPP trackers/strings per MPP input 6/2 Maximum operating input current/per MPP tracker 120A/20A Maximum short circuit current per MPPT / per string input 30A /30A Output (AC) AC nominal power 33300W 50000W 62500W Maximum apparent power 33300 VA 53000 VA 66000 VA Output phases/line connections 3/3-(N)-PE Nominal AC voltage 480 V/ 277 V WYE AC voltage range 244 V... 305 V Maximum output current 40A 64 A 80A Rated grid frequency 60 Hz Grid frequency/range 50 Hz, 60 Hz/.6 Hz... +6Hz Power factor at rated power/adjustable displacement 1 /0.0 leading... 0.0 logging Harmonics THD <3% Efficiency CEC efficiency 97.5% 97.5% 97.5% Protection and safety features Load rated DC disconnect Load rated AC disconnect S Ground fault monitoring: Riso / Differential current S/S DC AFCI arc-fault protection SunSpec PLC signal for rapid shutdown S DC reverse polarity protection AC short circuit protection • DC surge protection: Type 2/Type 1+2 0/0 AC surge protection: Type 2/Type 1+2 0/0 Protection class/overvoltage category (as per UL 840) l/IV General data Device dimensions (W/H/D) 621 mm/733 mm/569 mm 124.4 in x 28.8 in x 22.4 in) Device weight 84 kg (185 Ibs) Operating temperature range -25 uC... +60 C (-13 F...+140 F) Storage temperature range -40 nC...+70 C (-40 uF...+158 F) Audible noise emissions (full power @ im and 25 C) 65 dB (A) Internal consumption at night 5 W Topology Transformerless Cooling concept OptiCool (forced Convection, variable speed fans) Enclosure protection rating Type 4X, 3SX (as per UL 50E) Maximum permissible relative humidity (non-condensing) 100% Additional information Mounting Free-standing with included mounting feet DC connection Amphenol UTX PV connectors AC connection Screw terminals -4 AWG to 4/0 AWG CU/AL LED indicators (Status/Fault/Communication) S Network interfaces: Ethernet/WLAN/R5485 • (2 ports)/S/0 Data protocols: SMA Madbus/SunSpec Modbus/Webconnect •/./. Multifunction relay S ShadeFix technology for string level optimization S Integrated Plant Control/Q on Demand 24/7 5/. Off-Grid capable/ SMA Fuel Save Controller compatible 0/0 SMA Smart Connected (proactive monitoring and service support) Certifications Certifications and approvals UL 1741, UL 1699B Ed. 1, UL 1998, CSA 22.2 107-1, PV Rapid Shutdown System Equipment FCC compliance FCC Part 15 Class A Grid interconnection standards IEEE 1547, UL 1741 SA -CA Rule 21, HECO Rule 14H Advanced grid support capabilities I/HFRT, L/HVRT, Volt-VAr, Volt-Watt, Frequency-Watt, Ramp Rote Control, Fixed Power Factor Warranty Standard 10 years Optional extensions 15 / 20 years 0 Optional features S Standard features - Not available Type designation SIP 33-US-41 STP 50-US-41 SIP 62-US-41 Accessories SMA Data Manager M SMA Sensor Module Universal Mounting System f) AC Surge Protection Module Kit I I EDMM-US.IO I I MD.SEN.US.40 I I UMS_KtT.IO I"-- I AC_SPD_KIT1-10.AC...SPD_KIT2_TIT2 DC Surge Protection Module Kit DC_SPDj(IT4-10, DC.SPD_K115J1T2 Toll Free +1 8884 SMA USA www.SMA-America.com SMA America, LLC II Switching Devices Page 30 of . I Safety Switches Li Dimensions Approximate Dimensions in Inches (mm) Note: Dimensions are for estimating purposes only. Heavy-Duty, Non-Fusible, 600V, Three-Pole, Single-Throw Ampere Weight Rating Width (W) Height(I4) Depth (D) Depth (D2) Lbs (kg) Heavy-Duty, Fusible, 240V and 600V, Three-Pole Solid Neutral, Single-Throw Ampere Weight Rating Width (W) Height (H) Depth (D) Depth (D2) Lbs (kg) NEMA 1, 3R NEMA 1, 3R 30 8.13(206.5) 15.88 (403A) 10.00 (254.0) 5.25 (133.3) 16(7.264) 30 8.13(206.5) 15.88(403.4) 10.00 (254.0) 5.25(133.3) 20(9.08) 60 8.13(206.5) 15.88 (403A) 10.00 (254.0) 5.25 (133.3) 16(7.264) 60 8.13(206.5) 15.88 (403.4) 10.00 (254.0) 5.25(133.3) 20(9.08) 100 11.13(282.7) 21.69(550.9) 10.00(254.0) 5.25 (133.31 22(9.988) 100 11.13(282.7) 21.69 (550.9) 10.00 (254.0) 5.25 (133.3) 27(12.258) 200 16.00(406.4) 27.63(701.8) 11.25(285.8) 6.14(156.0) 46(20.884) 200 16.00(406.4) 27.63 V01.81 11.25(285.8) 6.14 (156.0) 52(23.608) ] 400 23.00 (584.21 45.19 (1147.8) 12.63 (320.8) 7.27 (184.71 110(49.94) 400 23.00(584.2) 45.19(1147.8) 12.63(320.8) 7.27(184.7) 120(54.48) 600 24.00 (609.61 52.70(1338.6) 14.25 (362.0) 8.95(227.3) 135(61.29) 600 24.00 (6D9.6) 52.70 (1338.6) 14.25 (362.0) 8.95 (227.3) 153(69.462) 800 25.38 (644.71 56.69(1439.9) 1425)362.0) 8.95(227.3) 158(71.732) 800 25.38 (644.7) 56.69 (1439.9) 14.25 (362.0) 8.95 (227.3) 168(76.272) 1200 41.47 (1053.31 70.31 (1785.9) 19.94 (506.5) 12.44 (316.0) 430 (195.22) 1200 41.47 (1053.31 70.31 (1785.9) 19.94(506.5) 12.44 (316.0) 465(211.11) NEMA 12,4X Stainless Steel, 4 NEMA 12,4X Stainless Steel, 4 30 8.13(206.5) 12.13(308.1) 10.00 (254.0) 5.50(139.7) 17(7.718) 30 8.13(206.5) 17.88 (454.2) 10.00 (254.0) 5.50(139.7) 22(9.988) 60 8.13(206.5) 12.13(308.1) 10.00 (254.0) 5.50(139.7) 17(7.718) 60 8.13(206.5) 17.88 (454.2) 10.00(254.0) 5.50(139.7) 22(9.988) 100 11.13 (282.7) 24.00(609.6) 1025(260.4) 5.50(139.7) 28(12.712) 100 11.13(282.7) 24.00(609.6) 10.25(260.4) 5.50(139.7) 30(13.62) 200 16.00(406.4) 34.38 (873.3) 11.50(292.1) 6.44(163.6) 55(24.97) 200 16.00 (406.4) 34.38(873.3) 11.50(292.1) 6.44 (163.6) 61 (27.694) 400 23.00(584.2) 57.63 (1463.8) 12.63 (320.8) 7.19 (182.6) 125(56.75) 400 23.00 (584.2) 57.63 (1463.8) 12.63 (320.8) 7.19 (182.6) 135(61.29) 600 24.00 (609.6) 63.00(16002) 1425(362.0) 8.88 (225.6) 167(75.818) 600 24.00 (609.6) 63.00 (1600.2) 1425 (362.0) 8.88 (225.6) 203 (92.162) 800 25.38 (644.7) 71.75(1822.5) 1425(362.0) 8.88 (225.6) 175(79.45) 800 25.38 (644.7) 71.75 (1822.5) 14.25(362.0) B.88 1225.6) 213(96.702) 1200 41.47 (1053.31 70.31(1785.9) 19.94 (506.51 13.51 (343.2) 475(215.65) 1200 41.47 (1053.31 70.31 (1785.9) 19.94(506.5) 13.51(3432) 510(231.54) NEMA 1-3R Heavy-Duty 30-1200A NEMA 4,4X and 12 Heavy-Duty 30-1200A 1_D _1 PI 'I J H 1 0 n o oo I I L02. Volume 2-Commercial Distribution A08100003E-Febmaiy 2013 www.eaton.com V241-41 DIVISION: 0500 00—METALS SECTION: 0505 23—METAL FASTENINGS REPORT HOLDER: ITW BUILDEX EVALUATION SUBJECT: ITW BUILDEX TEKS® SELF-DRILLING FASTENERS ICC ICC PMG C LISTED "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence" A Subsidiary of ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not spec j/Ically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this Isullic 1105 report, or as to any product covered by the report. Copyright 0 2018 ICC Evaluation Service, LLC. All rights reserved. ICC-ES Evaluation Report ESR-1976 Reissued July 2018 This report is subject to renewal July 2020. wwwicc-es.org I (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 0500 00—METALS Section: 0505 23—Metal Fastenings REPORT HOLDER: 11W BUILDEX EVALUATION SUBJECT: P1W BUILDEX TEKS® SELF-DRILLING FASTENERS 1.0 EVALUATION SCOPE Compliance with the following codes: 2015, 2012, 2009 and 2006 International Building Code® (IBC) 2015, 2012, 2009 International Residential Code® (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t TThe AOIBC Is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES The P1W Buildex TEKS® Self-drilling Fasteners described in this report are used in engineered or code-prescribed connections of cold-formed steel framing and of sheet steel sheathing to cold-formed steel framing. 3.0 DESCRIPTION 3.1 General: 11W Buildex TEKS® Self-drilling Fasteners are self-drilling tapping screws complying with the material, process, and performance requirements of ASTM C1513. The screws have either a hex washer head (HWH), an HWH with serrations, or a Phillips® (Type II) pan head. The screws are fully threaded, except where noted in Table 1, and the screws' threads comply with ASME B18.6.4, and the screws' drill points and flutes are proprietary and are designated as TEKS/1, TEKSI2, TEKS/3, TEKS/4, TEKS/4.5, and TEKS/5. The screws have nominal sizes of No.10 (0.190 inch), No.12 (0.216 inch), and 1/4 inch (0.250 inch), and lengths from /2 inch to 8 inches (12.70 mm to 203.20 mm). See Figures 1 through 3 for depictions of the screws. Table I provides screw descriptions (size, tpi, length), nominal diameters, head style, head diameters, point styles, drilling capacity ranges, length of load-bearing area and coatings. 3.2 Material: 11W Buildex TEKS® Self-drilling Fasteners are case- hardened from carbon steel conforming to ASTM A510, Grades 1018 to 1022, and are heat-treated and case- hardened to give them a hard outer surface necessary to cut internal threads in the joint material. Screws are coated with corrosion preventive coating identified as Climaseal®, or are plated with electrodeposited zinc (E-Zinc) complying with the minimum corrosion resistance requirements of ASTM F1941. 3.3 Cold-formed Steel: Cold-formed steel material must comply with one of the ASTM specifications listed in Section A2.1.1 of AISI SI00-12 and have the minimum specified tensile strengths shown in the tables in this report. 4.0 DESIGN AND INSTALLATION 4.1 Design: 4.1.1 General: Screw thread length and point style must be selected on the basis of thickness of the fastened material and thickness of the supporting steel, respectively, based on the length of load-bearing area (see Figure 4) and drilling capacity given in Table 1. When tested for corrosion resistance in accordance with ASTM B117, the screws meet the minimum requirement listed in ASTM F1941, as required by ASTM C1513, with no white corrosion after three hours and no red rust after 12 hours. 4.1,2 Prescriptive Design: 11W Buildex TEKS Self- drilling Fasteners described in Section 3.1 are recognized for use where ASTM C1513 screws of the same size and head style/dimension are prescribed in the IRC and in the AISI standards referenced in IBC Section 2210. 4.1.3 Engineered Design: P1W Buildex TEKS® Self- drilling Fasteners are recognized for use in engineered connections of cold-formed steel construction. Design of the connection must comply with Section E4 of AISI SIOD (AISI-NAS for the 2006 IBC), using the nominal and allowable fastener tension and shear strength for the screws, shown in Table 5. Allowable connection strength for use in Allowable Strength Design (ASD) for pull-out, pullover, and shear (bearing) capacity for common sheet steel thicknesses are provided in Tables 2, 3, and 4, respectively, based upon calculations in accordance with AISI SIOD (AISI-NAS for the 2006 IBC). Instructions on how to calculate connection design strengths for use in Load Resistance Factor Design (LRFD) are found in the footnotes of these tables. The connection strength values are applicable to connections where the connected steel elements are In direct contact with one another. For connections subject to tension, the least of the allowable pullout, pullover, and fastener tension strength found in Tables 2, 3 and 5, respectively, must be used for design. ICC-ES Evaluation Reports are not 10 be construed as representing aesthetics or any other attributes not spec j/Icali,v addressed, nor are they lobe construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Servire, LLC. express or implied, to any finding or other mailer in this report, or as to any product covered by the report. CaMm Copyright 0 20181CC Evaluation Service, I.I.C. All rights reserved. Page 1 of 5 ESR-1976 I Most Widely Accepted and Trusted Pagqftd 2f 5 For connections subject to shear, the lesser of the fastener shear strength and allowable shear (bearing) found in Tables 5 and 4, respectively, must be used for design. Design provisions for tapping screw connections subjected to combined shear and tension loading are outside the scope of this report. For screws used in framing connections, in order for the screws to be considered fully effective, the minimum spacing between the fasteners and the minimum edge distance must be three times the nominal diameter of the screws, except when the edge is parallel to the direction of the applied force, the minimum edge distance must be 1.5 times the nominal screw diameter. When the spacing between screws is 2 times the fastener diameter, the connection shear strength values in Table 4 must be reduced by 20 percent (Refer to Section D1.5 of AISI S200). For screws used in applications other than framing connections, the minimum spacing between the fasteners must be three times the nominal screw diameter and the minimum edge and end distance must be 1.5 times the nominal screw diameter. Additionally, under the 2009 and 2006 IBC, when the distance to the end of the connected part is parallel to the line of the applied force, the allowable connection shear strength determined in accordance with Section E4.3.2 of Appendix A of AISI SI00-07 or AlSI- NAS, as applicable, must be considered. Connected members must be checked for rupture in accordance with Section E6 of AISI SI00-12 for the 2015 IBC (Section E5 of AISI SI00-07/S2-10 for the 2012 IBC; Section E5 of AISI S100-07 for the 2009 IBC). 4.2 Installation: Installation of FIW Buildex TEKS® Self-drilling Fasteners must be in accordance with the manufacturer's published installation instructions and this report. The manufacturer's published installation instructions must be available at the jobsite at all times during installation. The screws must be installed perpendicular to the work surface, using a screw driving tool. The installation speed for 1/4-inch TEKSI3, 114-inch TEKSI5, and #12 TEKS/5 screws should not exceed 1,800 rpm; the installation speed for all other screws should not exceed 2.500 rpm. The screw must penetrate through the supporting steel with a minimum of three threads protruding past the back side of the supporting steel. 5.0 CONDITIONS OF USE The 11W Buildex TEKS® Self-drilling Fasteners described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 Fasteners must be installed in accordance with the manufacturer's published installation instructions and this report. In the event of a conflict between this report and the manufacturer's published installation instructions, this report governs. 5.2 The utilization of the nominal strength values contained in this evaluation report, for the design of cold-formed steel diaphragms, is outside the scope of this report. 5.3 The allowable load values (ASD) specified in Section 4.1 for screws or for screw connections are not permitted to be increased for short-duration loads, such as wind or earthquake loads. 5.4 Drawings and calculations verifying compliance with this report and the applicable code must be submitted to the code official for approval. The drawings and calculations are to be prepared by a registered design professional when required by the statutes of the jurisdiction in which the project is to be constructed. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Tapping Screw Fasteners (ACI 18), dated February 2016. 7.0 IDENTIFICATION 7.1 11W Buildex TEKS® Self-drilling Fastener heads are marked with "BX" as shown in Figures 1 through 3. Each box of fasteners has a label bearing the company name (ITN Buildex), fastener description (model, point typediameter and length), lot number, and the evaluation report number (ESR-1976). 7.2 The report holder's contact information is the following: 11W BUILDEX 700 HIGH GROVE BOULEVARD GLENDALE HEIGHTS, ILLINOIS 60139 (800) 848-5611 www.itwbuildex.com technical()-itwccna.com WMari - > 9 FIGURE I—HEX WASHER HEAD (HWH) FIGURE 2—HWH WITH SERRATIONS LCA) L!E. .11 FIGURE 3—PHILLIPS PAN HEAD FIGURE 4—LENGTH OF LOAD-BEARING AREA ESR-1976 I Most Widely Accepted and Trusted Page 3 of 5 rage S4 OT 53' TABLE 1-TESK SELF-DRILLING TAPPING SCREWS' DESCRIPTION (nom. slze..tpi x length) NOMINAL DIAMETER (inch) HEAD STYLE HEAD DIAMETER (Inch) DRILL POINT DRILLING CAPACITY3 LENGTH OF BEARING AREA4 (Inch) COATING Mm. Max. 10-16 x 3/4 0.190 HWH 0.400 TEKS/1 0.018 0.095 0.220 Climaseal 12-14x 3/4" 0.216 HWH 0.415 TEKS/1 0.018 0.095 0.205 Climaseal l4-14 x 0.250 HWH 0.415 TEKS/1 0.018 0.095 0.380 Climaseal 10-16 X'/2* 0.190 Pan 0.365 TEKS/3 0.036 0.175 0.150 Climaseal 10-16 x 'Fe" 0.190 Pan 0.365 TEKS/3 0.036 0.175 0.200 Climaseal 10-16 x 3/4w 0.190 Pan 0.365 TEKS/3 0.036 0.175 0.325 Climaseal 10-16X'12 0.190 HWH 0.400 TEKS/3 0.036 0.175 0.150 Climaseal 10-16x'I4" 0.190 HWH 0.400 TEKS/3 0.036 0.175 0.200 Climaseal 10-16 x 3/4" /4 0.190 HWH 0.400 TEKSI3 0.036 0.175 0.325 Climaseal 10-16 x 1" 0.190 HWH 0.400 TEKS/3 0.036 0.175 0.575 Climaseal 10-16 x 1" 0.190 Pan 0.365 TEKS/3 0.036 0.175 0.575 Climaseal 10-16 x 1/4" 0.190 HWH 0.400 TEKSI3 0.036 0.175 0.825 Climaseal 10-16 x 1'!2" 0.190 HWH 0.400 TEKSI3 0.036 0.175 1.075 Climaseal 10-16 x 3/4w 0.190 HWH2 0.435 TEKSI3 0.036 0.175 0.323 E-Zinc 12-14X 3/4" 0.216 HWH 0.415 TEKS/3 0.036 0.210 0.270 Climaseal 12-14 x 1" 0.216 HWH 0.415 TEKS/3 0.036 0.210 0.520 Climaseal 12-14 x 1'/4" 0.216 HWH 0.415 TEKS!2 0.036 0.210 0.550 Climaseal 12-14 x 1'/2" 0.216 HWH 0.415 TEKSI2 0.036 0.210 0.800 Climaseal 12-14 x2" 0.216 HWH 0.415 TEKS/3 0.036 0.210 1.450 Climaseal 12-14 X2'/2" 0.216 HWH 0.415 TEKS13 0.036 0.210 1.950 Climaseal 12-14x3" 0.216 HWH 0.415 TEKS/3 0.036 0.210 2.450 Climaseal 12-14 x4" 0.216 HWH 0.415 TEKS/3 0.036 0.210 3.450 Climaseal '14-14 x 3/4 0.250 HWH 0.500 TEKS/3 0.036 0.210 0.210 Climaseal 114.14 x 1" 0.250 HWH 0.500 TEKS/3 0.036 0.210 0.400 Climaseal /4-14 x 1'/4" 0.250 HWH 0.500 TEKS/3 0.036 0.210 0.650 Climaseal '14-14 x 1'12" 0.250 HWH 0.500 TEKSI3 0.036 0.210 0.900 Climaseal '/4-14 x2' 0.250 HWH 0.500 TEKSI3 0.036 0.210 1.400 Climaseal 14-14 X2'I2" 0.250 HWH 0.500 TEKS/3 0.036 0.210 1.900 Climaseal /4-14 x 3" 0.250 HWH 0.500 TEKS/3 0.036 0.210 2.400 Climaseal 14-14 x4" 0.250 HWH 0.500 TEKS/3 0.036 0.210 3.400 Climaseal /4-14 x314" 0.250 KWH2 0.610 TEKS/3 0.036 0.210 0.250 Climaseal /4 14 x 1" 0.250 KWH' 0.610 TEKS/3 0.036 0.210 0.500 Climaseal 12-24 x 0.216 HWH 0.415 TEKS/4 0.125 0.250 0.325 Climaseal 12-24 x 1'/4" 0.216 HWH 0.415 TEKSI4.5 0.125 0.375 0.575 Climaseal 12-24 x 1/4 0.216 HWH 0.415 TEKSI5 0.125 0.500 0.375 Climaseal 12-24 x 1'/2" 0.216 HWH 0.415 TEKS/5 0.125 0.500 0.625 Climaseal 12-24 x 2" 0.216 HWH 0.415 TEKS/5 0.125 0.500 1.125 Climaseal I4 28 x 3" 0.250 HWH 0.415 TEKS/5 0.125 0.500 2.150 Climaseal '/4-28 x 4" 0.250 HWH 0.415 TEKS/5 0.125 0.500 3.150 Climaseal /4-28 x 5"' 0.250 HWH 0.605 TEKS/5 0.125 0.500 4.150 Climaseal '/4-28 x 6"' 0.250 HWH 0.605 TEKS/5 0.125 0.500 5.150 Climaseal '14-28 x 8"' 0.250 HWH 0.605 TEKS/5 0.125 0.500 7.150 Climaseal For SI: 1 Inch = 25.4 mm. 'Screw dimensions comply with ASME B18.6.4 (nom. size = nominal screw size, tip = threads per Inch, length = Inches). 'KWH with serrations. 'Drilling capacity refers to the minimum and maximum total allowable thicknesses of material the fastener Is designed to drill through, including any space between the layers. 41-ength of load-bearing area is the total screw length minus the length from the screw point to the third full thread. See Figure 4. 'Partially threaded. ESR-1 976 I Most Widely Accepted and Trusted Pagl%W 4f 5 TABLE 2-ALLOWABLE TENSILE PULL-OUT LOADS (PNoTIQ), pounds-force"2 3.45 Steel F = 45 ksi, Applied Factor of Safety, 03.0 Screw Designation Nominal Diameter DesignThickness of Member Not in Contact with the Screw Head (In) 0.018 0.024 0.030 0.036 0.048 0.060 0.075 0.105 0.125 0.187 0.250 10-16 0.190 44 58 73 87 116 145 182 254 303 6 6 12-14,12-24 0.216 50 66 83 99 132 165 207 289 344 515 689 14-14, 74-28 0.250 57 77 96 115 153 191 239 335 398 596 797 For SI: 1 inch = 25.4 mm. I lbf = 4.4 N, 1 ksi = 6.89 We. 'For tension connections, the least of the allowable pull-out, pullover, and fastener tension strength found In Tables 2. 3, and 5, respectively, must be used for design. 'ANSI/ASME standard screw diameters were used in the calculations and are listed in the tables. 'The allowable pull-out capacity for other member thickness can be determined by Interpolating within the table. 4To calculate LRFD values, multiply values In table by the ASD safety factor of 3.0 and multiply again with the LRFD 0 factor of 0.5. 5For F = 58 ksi, multiply values by 1.29; for F = 65 ksi, multiply values by 1.44. Outside drilling capacity limits. TABLE 3-ALLOWABLE TENSILE PULLOVER LOADS (PNoVlfl), pounds-force" 2. 2.4 5 Steel Fu 45 ksi, Applied Factor of Safety, 03.0 Screw Designation Nominal Diameter Head or Integral Washer Diameter Design Thickness of Member in Contact with the Screw Head (in) 0.018 0.024 0.030 (in.) 0.036 0.048 0.060 0.075 0.105 0.125 - - - 0.187 0.250 Hex Washer Head(HWH) 10-16 0.190 0.400 162 216 270 324 432 540 1 675 945 111251 6 12-14,12-24 0.216 0.415 168 224 280 336 448 560 700 980 1167 11746 12334 /4'14, /4-28 0.250 0.500 203 270 338 405 540 675 844 1181 1406 12104 12813 HWII with Serrations 10-16 0.190 0.435 176 235 294 352 470 587 734 1 1028 1 1223 6 6 /4 14 0.250 0.610 203 270 338 405 540 675 1 844 1 1181 11406 2104 Phillips Pan Head 10-16 0.190 0.365 148 197 246 296 I 616 862 11027 I 6 6 For SI: 1 inch = 25.4 mm, 1 lbf = 4.4 N. I ksi = 6.89 MPa. 'For tension connections, the lower of the allowable pull-out, pullover, and fastener tension strength found in Tables 2, 3, and 5, respectively must be used for design. 'ANSUASME standard screw diameters were used in the calculations and are listed in the tables. 'The allowable pull-over capacity for other member thickness can be determined by Interpolating within the table. To calculate LRFD values, multiply values in table by the ASD safety factor of 3.0 and multiply again with the LRFD 0 factor 010.5. 'For Fu = 58 ksi, multiply values by 1.29; for Fu = 65 ksl, multiply values by 1.44. 'Outside drilling capacity limits. ESR-1976 I Most Widely Accepted and Trusted R Page 5 of 5 dge38uI53 TABLE 4-ALLOWABLE SHEAR (BEARING) CAPACITY (PNslfl), pounds-force" 23.4.5 Steel Fu = 45 ksi, Applied Factor of Safety, fl=3.0 Screw Designation Nominal Diameter 0.018 Design Thickness of Member Not In Contact Screw Head (in) Design Thickness of Member In Contact with the Screw Head (in) 0.024 0.030 0.036 0.048 0.060 0.075 0.105 0.125 ______ - - 0.187 0.250 10-16 0.190 0.018 66 66 66 66 66 66 66 66 66 0.024 102 102 102 102 102 102 102 102 102 0.030 111 143 143 143 143 143 143 143 143 - 0.036 120 152 185 188 188 188 188 188 188 - - 0.048 139 168 199 228 289 289 289 289 289 - - 0.060 139 185 213 239 327 404 404 404 404 - 0.075 139 185 231 251 337 427 564 564 564 - - 0.105 139 185 231 277 356 436 570 808 808 - - 0.125 139 185 231 277 369 442 571 808 962 - - 12-24 0.216 0.018 71 71 71 71 71 71 71 71 71 71 71 0.024 109 109 109 109 109 109 109 109 109 109 109 0.030 125 152 152 152 152 152 152 152 152 152 152 0.036 136 170 205 200 200 200 200 200 200 200 200 0.048 157 190 223 253 308 308 308 308 308 308 308 0.060 157 210 240 266 362 430 430 430 430 430 430 0.075 157 210 262 282 375 468 601 601 601 601 601 0.105 157 210 262 315 402 483 624 919 919 919 919 0.125 157 210 262 315 420 494 629 919 1094 1094 1094 0.187 157 210 262 315 420 525 642 919 1094 1636 1636 0.250 157 210 262 315 420 525 656 919 1094 1636 2187 0.250 0.018 76 76 76 76 76 76 76 76 76 76 76 0.024 117 117 117 117 117 117 117 117 117 117 117 0.030 142 164 164 164 164 164 164 164 164 164 164 0.036 156 193 215 215 215 215 215 215 215 215 215 0.048 182 218 253 283 331 331 331 331 331 331 331 0.060 182 243 276 300 406 463 463 463 463 463 463 0.075 182 243 304 322 424 521 647 647 647 647 647 0.105 182 243 304 365 461 544 694 1063 1063 1063 1063 0.125 182 243 304 365 486 560 703 1063 1266 1266 1266 0.187 182 243 304 365 486 608 731 1063 1266 1893 1893 0.250 182 243 304 365 486 1 608 1 759 1063 1266 - 1893 -- 2531 - For SO: 1 Inch = 25.4 mm, I lbf = 4.4 N. I ksi = 6.89 We. 'The lower of the allowable shear (bearing) and the allowable fastener shear strength found In Tables 4 and 5, respectively, must be used for design. 'ANSIIASME standard screw diameters were used in the calculations and are listed in the tables. 'The allowable bearing capacity for other member thickness can be determined by interpolating within the table. 4To calculate LRFD values, multiply values In table by the AS!) safety factor of 3.0 and multiply again with the LRFD 0 factor of 0.5. 'For Fu = 58 ksi, multiply values by 1.29; for F 65 ksi, multiply values by 1.44. °Shear values do not apply to 5.6 and 8-inch-long 114-28 screws, due to the fact that they are not fully threaded. TABLE 5.-FASTENER STRENGTH OF SCREWS" 23'45 SCREW DESIGNATION DIAMETER (In.) ALLOWABLE FASTENER STRENGTH NOMINAL FASTENER STRENGTH Tensile, P,jfl (Ib) Shear, PUI(1 (Ib) Tensile, P, (Ib) Shear, Pu (Ib) 10-16 0.190 885 573 2654 1718 12-14 0.216 1184 724 3551 2171 12-24 0.216 1 1583 885 4750 2654 /4-14 0.250 1605 990 4816 2970 '/4-28 0.250 1922 1308 5767 3925 For SI: 1 Inch = 25.4 mm. I lbf = 4.4 N. 1 ksi = 6.89 We. 'For tension connections, the least of the allowable pull-out, pullover, and fastener tension strength found In Tables 2, 3, and 5, respectively, must be used for design. 'For shear connection, the lower of the allowable shear (bearing) and the allowable fastener shear strength found in Table 4 and 5, respectively, must be used for design. 'See Section 4.1 for fastener spacing and end distance requirements. 4Nominal strengths are based on laboratory tests; 5To calculate LRFD values, multiply nominal strength values by the LRFD 0 factor of 0.5. ICC-ES Evaluation Report ESR-3037 Reissued August 2019 Revised January 2020 This report is subject to renewal August 2020. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council ® DIVISION: 030000-CONCRETE Section: 03 16 00-Concrete Anchors DIVISION: 050000-METALS Section: 05 05 19-Post-installed Concrete Anchors REPORT HOLDER: SIMPSON STRONG-TIE COMPANY INC. EVALUATION SUBJECT: SIMPSON STRONG-TIE® STRONG-BOLT5 2 WEDGE ANCHOR FOR CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: 2018, 2015, 2012, 2009, and 2006 International Building Code® (IBC) 2018, 2015, 2012, 2009, and 2006 International Residential Code® (lRC) For evaluation for compliance with codes adopted by the Los Angeles Department of Building and Safety (LADBS), see ESR-3037 LABC and LARC Supplement. Property evaluated: Structural 2.0 USES The 1/4-inch (6.4 mm) Simpson Strong-Tie® Strong-Bolt® 2 wedge anchor is used as anchorage to resist static, wind and seismic tension and shear loads in uncracked normal-weight concrete and lightweight concrete having a specified compressive strength, f's, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). The 3/8-inch- through 1-inch-diameter (9.5 mm through 25.4 mm) anchors are used as anchorage to resist static, wind and seismic tension and shear loads in cracked and uncracked normal-weight concrete and lightweight concrete having a specified compressive strength, f's, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). The 318-inch-, 1/2-inch-, 5/8-inch- and 3/4-inch-diameter (9.5 mm, 12.7 mm, 15.9 mm and 19.1 mm) anchors may be installed in the soffit of cracked and uncracked normal-weight or sand-lightweight concrete-filled steel deck having a minimum specified compressive strength, Pc, of 3,000 psi (20.7 MPa), as shown in Figures 5 and 6. The 3/8-inch- and 1/2-inch-diameter (9.5 mm and 12.7 mm) anchors may be installed in the topside of cracked and uncracked normal-weight or sand-lightweight concrete-filled steel deck having a minimum member thickness, hmin,deck, as noted in Table 5 of this report and a specified compressive strength, Pc, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa), as shown in Figure 7. The Strong-Bolt® 2 complies with Section 1901.3 of the 2018 and 2015 IBC and Section 1909 of the 2012 IBC, Section 1912 of the 2009 and 2006 IBC. The anchors are alternatives to cast-in-place anchors described in Section 1908 of the 2012 IBC, Section ifl of the 2009 and 2006 IBC. The anchors may also be used where an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 Strong-Bolt® 2: 3.1.1 General: Strong-Bolt® 2 anchors are torque- controlled, mechanical expansion anchors consisting of an anchor body, expansion clip, nut, and washer. A typical anchor (carbon steel version) is shown in Figure 1 of this report. The anchor body has a tapered mandrel formed on the installed end of the anchor and a threaded section at the opposite end. The taper of the mandrel increases in diameter toward the installed end of the anchor. The three-segment expansion clip wraps around the tapered mandrel. Before installation, this expansion clip is free to rotate about the mandrel. The anchor is installed in a predrilled hole. When the anchor is set by applying torque to the hex nut, the mandrel is drawn into the expansion clip, which engages the drilled hole and transfers the load to the base material. Pertinent dimensions are as set forth in Tables 1 A and j.B of this report. 3.1.2 Strong-Bolt® 2, Carbon Steel: The anchor bodies are manufactured from carbon steel material with zinc plating conforming to ASTM B633, SCI, Type Ill. The expansion clip for the 1/4-inch-, 3/8-inch-, 1/2-inch-, 5/8-inch- and 3/4-inch-diameter carbon steel Strong-Bolt 2 anchors is fabricated from carbon steel and conforms to ASTM A568. The expansion clip for the 1-inch-diameter carbon steel Strong-Bolt 2 anchor is fabricated from stainless steel and conforms to ASTM A240, Grade 316. The hex nut for the carbon steel Strong-Bolt 2 anchor conforms to ASTM Grade A. The washer for the carbon steel Strong-Bolt 2 anchor conforms to ASTM F844. The available anchor diameters under this report are 1/4 inch, 3/8 inch,1/2 inch, /8 inch, 3/4 inch and 1 inch (6.4 mm, 9.5 mm, 12.7 mm, 15.9 mm, 19.1 mm, and 25.4 mm). 3.1.3 Strong-Bolt® 2, Stainless Steel: The anchor bodies of the stainless steel Strong-Bolt 2 anchors are manufactured from either AISI Type 304 or AISI Type 316 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as 13 to any finding or other matter in this report, or as to any product covered by the report. Copyright 02020 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 17 ESR-3037 I Most Widely Accepted and Trusted -- Pa9e2of 17 stainless steel. The expansion clip for the stainless steel 4.1.3 Requirements for Static Concrete Breakout Strong-Bolt 2 anchor conforms to AISI Type 304 or AISI Strength in Tension: The nominal concrete breakout Type 316 stainless steel. The hex nut and washer for the strength of a single anchor or group of anchors in tension, Type 304 and Type 316 stainless steel Strong-Bolt 2 Ncb and Ncbg, must be calculated in accordance with conform to AISI Type 304 and Type 316 steel, ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, with respectively. The available anchor diameters under this modifications as described in this section. The basic report are 1/4 inch, /8 inch, 1/2 inch, /s inch and 3/4 inch concrete breakout strength in tension, Nb, must be (6.4 mm, 9.5 mm, 12.7 mm, 15.9 mm and 19.1 mm). calculated in accordance with ACI 318-14 17.4.2.2 or 3.2 Concrete: ACI 318-11 D.5.2.2, as applicable, using the values of hef and kcr as described in Tables2A and 2B of this report. Normal-weight and lightweight concrete must conform to The nominal concrete breakout strength in tension, No or Sections 1903 and 10 of the IBC, as applicable. Ncbg, in regions of a concrete member where analysis 3.3 Profile Steel Deck: indicates no cracking at service loads in accordance with At'I '121A 17 A API IQ 11 fl The profile steel deck must comply with the configuration in Figures 5, 6 and Z and have a minimum base-steel thickness of 0.035 inch (0.889 mm) [20 gauge]. Steel must comply with ASTMA653/A653M SS Grade 33 with a minimum yield strength of 33,000 psi (228 MPa) for Figures and Z and Grade 50 with a minimum yield strength of 50,000 psi (345 MPa) for Figure 6. 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Design strength of anchors complying with the 2018 and 2015 IBC as well as Section R301.1.3 of the 2018 and 2015 IRC, must be determined in accordance with ACI 318-14 and this report. Design strength of anchors complying with the 2012 IBC, as well as Section R301.1.3 of the 2012 IRC, must be determined in accordance with ACI 318-11 Appendix D and this report. Design strength of anchors complying with the 2009 IBC and Section R301.1.3 of the 2009 IRC must be in accordance with ACI 318-08 Appendix 0 and this report. Design strength of anchors complying with the 2006 IBC and Section R301.1.3 of the 2006 IRC must be in accordance with ACI 318-05 Appendix D and this report. Design parameters provided in Tables 1A through and references to ACI 318 are based on the 2018 and 2015 IBC (ACI 318-14) and on the 2012 IBC (ACI 318-11) unless noted otherwise in Sections 4.1.1 through 4.1.12 of this report. The strength design of anchors must comply with ACI 318-14 17.3.1 or ACI 318-11 0.4.1, as applicable, except as required in ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. Strength reduction factors, as given in ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, must be used for load combinations calculated in accordance with Section 1605.2 of the IBC and Section 5.3 of ACI 318-14 or Section 9.2 of ACI 318-11, as applicable. Strength reduction factors, as given in ACI 318-11 0.4.4 must be used for load combinations calculated in accordance with ACI 318-11 Appendix C. The value of f' used in the calculations must be limited to 8,000 psi (55.2 MPa), maximum, in accordance with ACI 318-14 17.2.7 or ACI 318-11 0.3.7, as applicable. 4.1.2 Requirements for Static Steel Strength in Tension: The nominal steel strength of a single anchor in tension, Nsa, in accordance with ACI 318-14 17.4.1.2 or ACI 318-11 0.5.1.2, as applicable, is given in Tables 2A and of this report. The strength reduction factor, q5 corresponding to a brittle steel element must be used for the carbon steel 1-inch-diameter anchor as described in Table 2A of this report. For all other anchors the strength reduction factor, Ø corresponding to a ductile steel element must be used as described in Tables 2A and 28 of this report. U flJU U I I I CO must be calculated with the value of kuncr as given in Tables2A and 2B of this report and with Y'c.N = 1.0, as described in Tables2A and 2B of this report. For anchors installed in the soffit of sand-lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, as shown in Figures5 and 6, determination of the concrete breakout strength in accordance with ACI 318-14 17.4.2 or ACI 318-11 0.5.2, as applicable, is not required. 4.1.4 Requirements for Static Pullout Strength in Tension: The nominal pullout strength of a single anchor in tension in accordance with ACI 318-14 17.4.3 or ACI 318-11 D.5.3, as applicable, in cracked and uncracked concrete, Np,cr and Np,uncr, is given in Tables2A and 2B of this report. Where analysis indicates no cracking at service load levels in accordance with ACI 318-14 17.4.3.6 or ACI 318-11 D.5.3.6, as applicable, the nominal pullout strength in uncracked concrete, Npuncr, applies. Where values for Nper or Np,uncr are not provided in Tables2A and , the pullout strength does not need to be considered. In lieu of ACI 318-14 17.4.3.6 or ACI 318-11 D.5.3.6, as applicable, P€.,, = 1.0 for all design cases. The nominal pullout strength in cracked concrete must be adjusted for concrete strengths according to Eq-1: Np,rcNp,cr ( r-) (lb, psi) (Eq-I) 500 NprcNp,cr (12) (N, MPa) where f' is the specified compressive strength and n is the factor defining the influence of concrete strength on the pullout strength. For the stainless steel 3/8-inch-diameter anchor in cracked concrete n is 0.3. For the stainless steel 5/8-inch-diameter anchor in cracked concrete n is 0.4. For all other cases n is 0.5. In regions where analysis indicates no cracking in accordance with ACI 318-14 17.4.3.6 or ACI 318 D.5.3.6, as applicable, the nominal pullout strength in tension must be adjusted by calculation according to Eq-2: Fc Np,rcNp,uncr (io)" (lb, psi) (Eq-2) Np,rcNp,uncr U7.2)(N, MPa) where Pc is the specified compressive strength and n is the factor defining the influence of concrete strength on the pullout strength. For the stainless steel 3/8-inch-diameter anchor in uncracked concrete, n is 0.3. For the stainless steel 1/4-inch-diameter anchor and stainless steel 3/4-inch- diameter anchor in uncracked concrete, n is 0.4. For all other cases, n is 0.5. The pullout strength in cracked and uncracked concrete for anchors installed in the soffit of sand-lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, as shown in Figures5 and 6, is given in ESR-3037 I Most Widely Accepted and Trusted Pacie 3 of 17 Pc*y3ul33 Tables 4A. 4B and 4C of this report. The nominal pullout strength in cracked concrete must be adjusted for concrete strength according to Eq-I, using the value of Np,deck,cr in lieu of Np,cr, and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. Where analysis indicates no cracking at service load levels in accordance with ACI 318-14 17.4.3.6 or ACI 318-I1 D.5.3.6, as applicable, the nominal pull out strength in uncracked concrete must be adjusted for concrete strength according to Eq-2, using the value of Np,declçuncr in lieu of Npuncr, and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. The value of Fcp = 1.0 for all cases. 4.1.5 Requirements for Static Steel Strength in Shear: The nominal steel strength in shear, Vs0, of a single anchor in accordance with ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable, is given in Tables 3A and 3B of this report and must be used in lieu of values derived by calculation from ACI 318-14 Eq. 17.5.1.2a or ACI 318-11, Eq. D-29, as applicable. The strength reduction factor, q5 corresponding to a brittle steel element must be used for the carbon steel 1-inch-diameter anchor as described in Table 3A of this report. For all other anchors the strength reduction factor, 0, corresponding to a ductile steel element must be used for all anchors as described in Tables 3A and 3B of this report. The shear strength, Vsa,deck, of anchors installed in the soffit of sand-lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, as shown in Figures 5 and , is given in Tables 4A. 4B and 4C of this report. 4.1.6 Requirements for Static Concrete Breakout Strength in Shear: The nominal concrete breakout strength of a single anchor or group of anchors in shear, V1,, or V€, must be calculated in accordance with ACI 318-14 17.5.2 or ACI 318-I1 D.6.2, as applicable, with modifications as described in this section. The basic concrete breakout strength in shear, Vb, must be calculated in accordance with ACI 318-14 17.5.2.2 or ACI 318-11 D.6.2.2, as applicable, using the values of As and d0 provided in Tables 3A and 3B of this report. For anchors installed in the topside of concrete-filled steel deck assemblies, as shown in Figure 7, the nominal concrete breakout strength of a single anchor or group of anchors in shear, Vcb or Vcbg, respectively, must be calculated in accordance with ACI 318-14 17.5.2 or ACI 318-11 D.6.2, as applicable, using the actual member thickness, hmin,deck, in the determination of Avc. Minimum member topping thickness for anchors in the topside of concrete-filled steel deck assemblies is given in Table 5 of this report. For anchors installed in the soffit of sand-lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, as shown in Figures 5 and 6, calculation of the concrete breakout strength in accordance with ACI 318-14 17.5.2 or ACI 318-11 D.6.2, as applicable, is not required. 4.1.7 Requirements for Static Concrete Pryout Strength in Shear: The nominal concrete pryout strength of a single anchor or group of anchors in shear, Va,, or Vcpg, must be calculated in accordance with ACI 318-14 17.5.3.1 or ACI 318-11 D.6.3, as applicable, modified by using the value of kcp described in Tables 3A and 3B of this report and the value of Ncb or Ncbg as calculated in accordance with Section 4.1.3 of this report. For anchors installed in the soffit of sand-lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, as shown in Figures 5 and 6, calculation of the concrete pryout strength in accordance with ACI 318-14 17.5.3.1 or ACI 318-11 D.6.3, as applicable, is not required. 4.1.8 Requirements for Seismic Design: 4.1.8.1 General: For load combinations including seismic, the design must be performed in accordance with ACI 318-14 17.2.3 or ACI 318-11 0.3.3, as applicable. Modifications to ACI 318-14 2.3 17.2.3 shall be applied under Section 1905.1.8 of the 2018 and 2015 IBC. For the 2012 IBC, Section 1905.1.9 must be omitted. Modifications to ACI 318-08 and ACI 318-05 0.3.3, as applicable, must be applied under Section 1908.1.9 of the 2009 IBC, Section 1908.1.16 of the 2006 IBC, respectively. The carbon steel 1-inch-diameter anchor complies with ACI 318-14 2.3 or ACI 318-11 D.1, as applicable, as a brittle steel element. All other anchors comply with ACI 318-14 2.3 or ACI 318-11 D.1, as applicable, as ductile steel elements and must be designed in accordance with ACI 318-14 Section 17.2.3.4, 17.2.3.5, or 17.2.3.6 or ACI 318-I1 Section D.3.3.4, 0.3.3.5, or 0.3.3.6 or ACI 318-08 Section 0.3.3.4, 0.3.3.5 or D.3.3.6, or ACI 318-05 Section D.3.3.4 or D.3.3.5, as applicable, with the modifications noted above. 4.1.8.2 Seismic Tension: The nominal steel strength and nominal concrete breakout strength for anchors in tension must be calculated in accordance with ACI 318-14 17.4.1 an 17.4.2 or ACI 318-11 D.5.1 and D.5.2, as applicable, as described in Sections 41.2 and 4.1.3 of this report. In accordance with ACI 318-14 17.4.3.2 or ACI 318-11 0.5.3.2, as applicable, the appropriate value for nominal pullout strength in tension for seismic loads, Np,eq or Np,deck,eq, provided in Tables 2A, 2B, 4. 4B and 4C of this report, must be used in lieu of N. If no values for Np,eq or Np,declçeq are given in Tables 2A, 2B, 4. !LB or 4Q, the pullout strength for seismic loads need not be evaluated. The values of Np,eq or Np,deck,eq can be adjusted for concrete strength according to Section 4.1.4. 4.1.8.3 Seismic Shear: The nominal concrete breakout and concrete pryout strength for anchors in shear must be calculated in accordance with ACI 318-14 17.5.2 and 17.5.3 or ACI 318-11 0.6.2 and 0.6.3, as applicable, as described in Sections 4.1.6 and 4.1.7 of this report. In accordance with ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable, the appropriate value for nominal steel strength in shear for seismic loads, Vsa,eq or Vsa,deck,eq, provided in Tables 3A, 3B, 4. 4B and 4C of this report, must be used in lieu of V8. 4.1.9 Requirements for Interaction of Tensile and Shear Forces: For loadings that include combined tension and shear, the design must be performed in accordance with ACI 318-14 17.6 or ACI 318-11 D.7, as applicable. 4.1.10 Requirements for Critical Edge Distance: In applications where C <Ccc and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for uncracked concrete, calculated according to ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, must be further multiplied by the factor Pcp,N given by Eq-3: (Eq-3) Cac where the factor Pcp.N need not be taken as less than For all other cases, Pcp,N = 1.0. In lieu of ACI 318- cac 14 17.7.6 or ACI 318-11 D.8.6, as applicable, values of Cac provided in Tables 1A and j.B of this report must be used. ESR-3037 I Most Widely Accepted and Trusted pow Pane 4 of 17 4.1.11 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318-14 17.7.1 and 17.7.3 or ACI 318-11 D.8.1 and D.8.3, as applicable, values of Smin and cmin provided in Tables 1A and 113 of this report must be used. In lieu of ACI 318-14 17.7.5 or ACI 318-11 D.8.5, as applicable, minimum member thickness, hmin, must be in accordance with Tables 1 A and 1 of this report. For 3/4-inch-diameter carbon steel, and 3/8-inch-, 1/2-inch- and 5/8-inch-diameter stainless steel Strong-Bolt® 2 anchors, additional combinations for minimum edge distance Cmin and minimum spacing smin may be derived by linear interpolation between the boundary given in Tables IA and 1 and as shown in Figure 4 of this report. For anchors installed in the topside of normal-weight or sand-lightweight concrete over profile steel deck floor and roof assemblies, the anchor must be installed in accordance with Table 5 for carbon steel anchors and stainless steel anchors, and Figure 7 of this report. For anchors installed in the soffit of steel deck assemblies, the anchors must be installed in accordance with Figures 5 and 6, and must have a minimum axial spacing along the flute equal to the greater of 3h0, or 1.5 times the flute width. 4.1.12 Lightweight Concrete: For the use of anchors in lightweight concrete the modification factor As equal to 0.8A is applied to all values of VjC affecting Nn and V,,. For ACI 318-14 (2018 and 2015 IBC), ACI 318-11 (2012 IBC) and ACI 318-08 (2009 IBC), ,k shall be determined in accordance with the corresponding version of ACI 318. For ACI 318-05 (2006 IBC), A shall be taken as 0.75 for all lightweight concrete and 0.85 for sand-lightweight concrete. Linear interpolation shall be permitted if partial sand replacement is used. In addition, the pullout strengths Np,cr, Np,uncr, and Neq shall be multiplied by the modification factor, As, as applicable. For anchors installed in the soffit of sand-lightweight concrete-filled steel deck and floor and roof assemblies, further reduction of the pullout values provided in this report is not required. 4.2 Allowable Stress Design (ASD): 4.2.1 General: Where design values for use with allowable stress design (working stress design) load combinations calculated in accordance with Section 1605.3 of the IBC, must be established using the following equations: TalIowableASD- (Eq-3) and I, VaflowableASD_P n where: Tallowable.ASD = Allowable tension load (Ibf or kN) Vellowable,ASD = Allowable shear load (Ibf or kN) ON. = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318-14 Chapter 17 and 2018 and 2015 IBC Section 1905.1.8, ACI 318-11 Appendix D, ACI 318-08 Appendix D, and 2009 IBC Section 1908.1.9, ACI 318-05 Appendix D an IBC Section 1908.1.16, and Section 4.1 of this report, as applicable. (Ibf or kN). çbVn = Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318-14 Chapter 17 and 2018 and 2015 IBC Section 1905.1.8, ACI 318-11 Appendix D, ACI 318-08 Appendix D, and 2009 IBC Section 1908.1 .9 or 2006 IBC Section 1908.1.16, and Section L1. of this report, as applicable (Ibf or kN). a = A conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, a shall include all applicable factors to account for non-ductile failure modes and required over-strength. The requirements for member thickness, edge distance and spacing, as described in this report, must apply. 4.2.2 Interaction of Tensile and Shear Forces: The interaction of tension and shear loads must be consistent with ACI 318-14 17.6 or ACI 318-11, -08, -05 D.7, as applicable, as follows: If Tapplied :g 0.2Ta110wable,ASD, then the full allowable strength in shear, Vallowable,ASD, must be permitted. If Vapplied :5 0.2 Va1lowableASD, then the full allowable strength in tension, Tallowable,ASD, must be permitted. Tappiled + Vappijed 51.2 For all other cases: Tallowable,ASD Vaflowable,ASD 4.3 Installation: Installation parameters are provided in Tables 1A and 113 and 4. 413 and 4C, and in Figures 2, .~5 6 and Z. Anchor locations must comply with this report and the plans and specifications approved by the code official. The Strong-Bolt® 2 must be installed in accordance with the manufacturer's published instructions and this report. Anchors must be installed in holes drilled into the concrete using carbide-tipped drill bits conforming to ANSI B212.15- 14. The nominal drill bit diameter must be equal to the nominal diameter of the anchor. The minimum drilled hole depth, Note, is given in Tables 1A and .i. The drilled hole must be cleaned, with all dust and debris removed using compressed air. The anchor, nut, and washer must be assembled so that the top of the nut is flush with the top of the anchor. The anchor must be driven into the hole using a hammer until the proper embedment depth is achieved. The nut and washer must be tightened against the base material or material to be fastened until the appropriate installation torque value specified in Tables IA and 1B is achieved. For anchors installed in the topside of normal-weight or sand-lightweight concrete over profile steel deck floor and roof assemblies, installation parameters are provided in Table 5 and in Figure 7 of this report. For installation in the soffit of normal-weight or sand- lightweight concrete over profile steel deck floor and roof assemblies, the hole diameter in the steel deck must not exceed the diameter of the hole in the concrete by more than 1/8 inch (3.2 mm). The minimum drilled hole depth, hhole, is given in Tables 4A, 413 and 4. For edge distance and member thickness requirements for installations into the soffit of concrete over steel deck assemblies, see Figures 5 and 6. For installation in the soffit of sand- lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, torque must be applied until the appropriate installation torque value specified in Tables 4A. 4B and 4C is achieved. ESR-3037 I Most Widely Accepted and Trusted Pd r33 Pape 5 of 17 4rU 4.4 Special Inspection: Periodic special inspection is required in accordance with Section 1705.1.1 and Table 1705.3 of the 2018, 2015, and 2012 IBC or Section 1704.15 of the 2009 IBC, or Section 1704.13 of the 2006 IBC. The special inspector must make periodic inspections during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, drill-bit type, hole dimensions, hole cleaning procedures, anchor spacing, edge distances, concrete member thickness, anchor embedment, tightening torque and adherence to the manufacturer's published installation instructions. The special inspector must be present as often as required by the "statement of special inspection." Under the IBC, additional requirements as set forth in Sections 1705, 1706 and 1707 must be observed, where applicable. 5.0 CONDITIONS OF USE The Simpson Strong-Tie® Strong Bolt® 2 wedge anchor described in this report complies with, or is a suitable alternative to what is specified in, those codes listed in Section LQ of this report, subject to the following conditions: 5.1 The anchors must be installed in accordance with the manufacturer's published installation instructions and this report. In case of a conflict, this report governs. 5.2 Anchor sizes, dimensions and minimum embedment depths are as set forth in this report. 5.3 The 114-inch-diameter (6.4 mm) anchors must be limited to use in uncracked normal-weight concrete and lightweight concrete having a specified compressive strength, f's, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). The anchor may also be installed in the top of uncracked normal-weight and sand-lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in Tables 1A & ffi. 5.4 The 3/8.inch- through 1-inch-diameter (9.5 mm through 25.4 mm) anchors must be installed in cracked and uncracked normal-weight and lightweight concrete having a specified compressive strength, f, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). The anchors may also be installed in the top of cracked and uncracked normal-weight and sand-lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in Tables 1A & ffi. 5.5 The 3/s-inch through 3/4-inch-diameter (9.5 mm through 19.1 mm) carbon steel anchors must be installed in the soffit of cracked and uncracked sand-lightweight or normal-weight concrete over profile steel deck having a minimum specified compressive strength, f,, of 3,000 psi (20.7 MPa). 5.6 The 3/8-inch- and 112-inch-diameter (9.5 mm and 12.7 mm) anchors may be installed in the topside of cracked and uncracked normal-weight or sand-lightweight concrete-filled steel deck having a minimum specified compressive strength, f's, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). 5.7 The value of f' used for calculation purposes must not exceed 8,000 psi (55.2 MPa). 5.8 The concrete shall have attained its minimum design strength prior to installation of the anchors. 5.9 Strength design values must be established in accordance with Section 4.1. of this report. 5.10 Allowable stress design values are established in accordance with Section 42 of this report. 5.11 Anchor spacing and edge distance, as well as minimum member thickness, must comply with Tables 1A, 1B, 4A, 4B, 4C, 5; and Figures 4, 5, , and 1 of this report. 5.12 Prior to anchor installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.13 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of expansion anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report. 5.14 The 3/8-inch through 1-inch (9.5 mm through 25.4 mm) anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (ft > f,), subject to the conditions of this report. 5.15 The 1/4-inch-diameter (6.4 mm) anchors may be used to resist short-term loading due to wind or seismic forces, in locations designated as Seismic Design Categories A and B under the IBC, subject to the conditions of this report. 5.16 The 3/8-inch through 1-inch (9.5 mm through 25.4 mm) anchors may be used to resist short-term loading due to wind or seismic forces, in locations designated as Seismic Design Categories A through F under the IBC, subject to the conditions of this report. 5.17 Where not otherwise prohibited in the code, Strong-Bolt® 2 anchors are permitted for use with fire-resistance-rated construction provided that at least one of the following conditions is fulfilled: Anchors are used to resist wind or seismic forces only. Anchors that support a fire-resistance-rated envelope or a fire-resistance-rated membrane, are protected by approved fire-resistance-rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. Anchors are used to support nonstructural elements. 5.18 Use of zinc-plated carbon steel anchors is limited to dry, interior locations. 5.19 Periodic special inspection must be provided in accordance with Section 4.4 of this report. 5.20 The anchors are manufactured by Simpson Strong- Tie Company Inc., under an approved quality-control program with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (ACI 93), dated October 2017 (editorially revised April 2018), including optional suitability tests for seismic tension and shear; profile steel deck soffit tests; and quality control documentation. 7.0 IDENTIFICATION 7.1 The Strong-Bolt® 2 anchors are identified in the field by dimensional characteristics, head stamp, material for c a ESR-3037 I Most Widely Accepted and Trusted Pdye 4 I33 Paae 6 of 17 u specifications and packaging. The Strong-Bolt® 2 anchor has the Simpson Strong-Tie Company Inc., No Equal logo 0 stamped on the expansion clip, and a length identification code embossed on the exposed threaded end. Table 6 shows the length identification codes. The packaging label bears the manufacturer's name and contact information, anchor name, anchor size and length, quantity, and the evaluation report number (ESR-3037). 7.2 The report holder's contact information is the following: SIMPSON STRONG-TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 999-5099 www.strongtie.com .l'1,• ________ FIGURE 1—STRONG-BOLT® 2 WEDGE ANCHOR (CARBON STEEL VERSION) Cl k° o :&i o DOC : 2 : 0 00 IIi II .aIioco .0I&1000 0 oj' Ol1Oo c °.LIOo 0 ? : O cI II . ° ° :Q oIl C • o•_ o0'_J. 0. o°-* I. oo!JzLI J ; o o • o•'°o ° ooII od o .e.lL:il..eo 0 I..0 FIGURE 2—STRONG-BOLT® 2 WEDGE FIGURE 3—STRONG-BOLT® 2 WEDGE ANCHOR INSTALLATION SEQUENCE ANCHOR INSTALLATION Cmin Cdesjgn for c Edge distance, c FIGURE 4—INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING' 'Interpolation only valid for 1/2-, s/a- and 3/4_ inch diameter carbon steel and 34, and 5/8-inch-diameter stainless-steel anchors. Spacing and edge distance combinations must fall on or above and to the right of the diagonal line. ESR-3037 I Most Widely Accepted and Trusted Fclye 43 Paae 1 7 of 17 u33 TABLE IA—CARBON STEEL STRONG-BOLT® 2 ANCHOR INSTALLATION INFORMATION' NOMINAL ANCHOR SIZE Carbon Steel CHARACTERISTIC SYMBOL UNITS 1/4 inch' I 31a inch6 /2 inch6 sis inch6 314 inch6 1 inch6 Installation Information Nominal Diameter d83 in. 1/4 I8 /2 /8 3/4 1 Drill Bit Diameter d in. '/ l2 1/8 3/4 1 Baseplate Clearance Hole d in. /16 /16 Il/is /9 11/8 Diameter2 (mm) (7.9) (11.1) (14.3) (17.5) (22.2) (28.6) ft-lbf 4 30 60 90 150 230 Installation Torque Thd (N-m) (5.4) (40.7) (81.3) - (122.0) (2034) (311.9) Nominal Embedment h,,,,,,, in. 1/4 1I8 27/ 2/4 3/ 3/ 51/8 41/ 53/ 51/ 93/ Depth (mm) (45) (48) (73) (70) (98) (86) (130) (105) (146) (133) (248) Effective Embedment in. 11/2 11/2 21/3 21/4 3i8 2/4 41/2 33/e 5 41l 9 Depth hot (mm) 1 (38) (38) (64) (57) (86) 1 (70) (114) (86) (127) (114) (229) in. 1/8 2 3 3 4118 3I8 5/8 43/8 6 51/2 10 Minimum Hole Depth hhole (mm) (48) (51) (76) (76) (105) (92) (137) (111) (152) 1 (140) (254) Minimum Overall Anchor in. 21/4 2/., 31/3 33/4 51/2 4'/2 6 51/2 Length fench (mm) (57) (70) (89) (95) (140) (114) (152) (140) (178) (178) (330) in. 21/2 61/2 6 6 71/2 71/2 9 9 8 18 13'/2 Critical Edge Distance Cac (mm) (64) (165) (152) (152) (191) (191) (229) (229) (203) (457) (343) in. 1/4 6 6 4 4 61/ 61/2 61/2 61/2 8 Cmin (mm) (45) (152) (152) (102) (102) (165) (165) (165) (165) (203) Minimum Edge Distance for s 2! in. - - 6 _______ 4 4 - 5 5 8 - (mm) - - (152) (102) (102) - (127) (127) (203) - in. 21/4 3 2/ 2/4 2/4 5 2/ 2/4 7 8 Smin (mm) (57) (76) (70) (70) (70) (127) (70) (70) (178) (203) Minimum Spacing for c2! in. - - 12 12 . 12 - 8 8 8 (mm) - - (305) (305) (305) - (203) (203) (203) -. Minimum Concrete in. 31/4 31/ I 'i 4 51/s 6 5'/2 6 77/s 6/4 I 8/4 9 I 131/ Thickness hmjn (mm) (83) (83) I 1(114) (102) (140) (1 52 (140) (152) (200) (172) I 1(222) (229) I (343) Additional Data psi 56,000 92,000 I 85,000 70,000 60,000. Specified Yield Strength f3'a (MPa) (386) (634) I (586) (483) (414): psi 70,000 115,000 110,000 78,000 Specified Tensile Strength f b (MPa) (483) (793) (758) (538) Minimum Tensile and Ace3 in 0.0318 0.0514 0.105 0.166 0.270 0.472 Shear Stress Area (mm2) 1 (21) (33) (68) (107) (174) (305). Axial Stiffness in Service lb./in 73,7004 34,820 63,570 91,370 118,840 299,600 Load Range - Cracked f3 and (N/mm) (12,898) (6,098) (11,133) (16,001) (20,812) (52,468) Uncracked Concrete4 I I I For SI: 1 inch = 25.4 mm, I ft-lbf= 1.356 N-m, 1 psi = 6.89 Pa, 1 in2 = 645 mm2, 1 lbflin = 0.175 N/mm. 'The information presented in this table is to be used in conjunction with the design criteria of ACl 318-14 Chapter 17 or ACl 318-11 Appendix D, as applicable. 2The clearance must comply with applicable code requirements for the connected element. 3For the 2006 IBC d0 replaces d, AWN replaces A. 4 The tabulated value of /3 for 1/4-inch-diameter carbon steel StrongBolte 2 anchor is for installations in uncracked concrete only. 5The 1/44nch-diameter (6.4 mm) anchor may be installed in top of uncracked normal-weight and sand-lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in this table. 6Th e 3/a-inch- through 14nch-diameter (9.5 mm through 25.4 mm) anchors may be installed In topside of cracked and uncracked normal-weight and sand-lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in this table, and Tables 5 for the 3/e-inch and 1/2-inch-djamter (9.5 mm and 12.7 mm) anchors. ESR-3037 I Most Widely Accepted and Trusted Pcye Page I33 8 of 17 44v TABLE lB—STAINLESS STEEL STRONG.BOLta2 ANCHOR INSTALLATION INFORMATION' NOMINAL ANCHOR SIZE Stainless Steel CHARACTERISTIC SYMBOL UNITS 14 inch3l 3/ inch' I 1/ inch" 1 51e inch6 inch Installation Information Nominal Diameter d43 in. 1/4 3/ I2 l8 3/4 Drill Bit Diameter d in. 1/ /8 1/2 /6 3/4 Baseplate Clearance Hole d3 in. /16 /l6 /16 11/16 7/8 Diameter2 (mm) (7.9) (11.1) (14.3) (17.5) (22.2) ft-lbf 30 65 80 150 Installation Torque T1 (N-m) (5.4) (40.7) (88.1) (108.5) (2034) in. 1/4 1 /8 3 /8 33/3 5/ 4'/ 53/4 Nominal Embedment Depth h.= (mm) (45) (48) (73) (70) (98) (86) (130) (105) (146) in. 11/2 11/2 2/3 21/4 3 /8 2/4 41/2 3 /8 5 Effective Embedment Depth h8, (mm) (38) (38) (64) (57) (86) (70) (114) (86) (127) in. 17/8 2 3 3 41/8 3 /8 5/8 43/s 6 Minimum Hole Depth hhr, (mm) (48) (51) (76) (76) (105) (92) (137) (111) 1 (152) Minimum Overall Anchor 6nch in. 21/4 2/4 31/2 33/4 51/2 41/2 6 5112 7 Length (mm) (57) (70) (89) (95) (140) (114) (152) (140) (178) in. 21/2 61/2 81/3 4/2 7 71/2 9 8 8 Critical Edge Distance Coe (mm) (64) (165) (216) (114) (178) (191) 1 (229) (203) (203) in. 1/4 6 61/3 5 4 4 6 Cmfr, ___________ (mm) (45) (152) (165) (127) (102) (102) (152) Minimum Edge Distance for s a i n. - 10 - - - 8 8 - (mm) - (254) - - (203) (203) - in. 21/4 3 8 51/2 4 61/4 61/2 Smin (mm) (57) (76) (203) (140) (102) (159) (165) Minimum Spacing for c k . in. - 10 - - - - 8 51/2 - (mm) - (254) - - (203) (140) - in. 31/4 31/4 6 51/2 I 7 /8 6 /4 8/4 Minimum Concrete Thickness hm 1 ( 41/2 41/2 (83) (83) i(mm) 114) (114) (152) (140) (200) (172) 1 (222) Additional Data Specified Yield Strength fy. psi 96,000 80,000 92,000 82,000 68,000 (MPa) (662) (552) (634) (565) (469) psi 120,000 100,000 115,000 108,000 95,000 Specified Tensile Strength futs (MPa) (827) (689) (793) (745) (655) Minimum Tensile and Shear A 3 30 in2 0.0255 0.0514 0.105 0.166 0.270 Stress Area (mm2) 1 (16) 1 (33) (68) (107) (174) Axial Stiffness in Service Load lb/in 54,4304 29,150 54,900 61,270 154,290 Range - Cracked and 18 Uncracked Concrete4 (N/mm) (9,525) (5,105) (9,614) (10,730) (27,020) For Si: 1 inch =25.4mm, 1 ft-1bf = 1.356N-m, I psi 6.89Pa, 1in2 =645mm2, 1 Ibf1in0.175N/mm. 'The information presented in this table is to be used in conjunction with the design criteria of ACI 318-14 Chapter 17 orACI 318-11 Appendix D, as applicable. 'The clearance must comply with applicable code requirements for the connected element. 3For the 2006 IBC d0 replaces d0, ASO.N replaces As.. 4The tabulated value of/for 1/4-inch-diameter stainless steel Strong-Bolts 2 anchor is for Installations In uncracked concrete only. 5The 1/44nch-diameter (6.4 mm) anchor may be installed in top of uncracked normal-weight and sand-lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in this table. 6The 34-inch- through 3/4-inch-diameter (9.5 mm through 19.1 mm) anchors may be installed in top of cracked and uncracked normal-weight and sand-lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in this table, and Table 5 for the 3/s-Inch and 1/2-inch-diameter (9.5 mm and 12.7 mm) anchors. ESR-3037 I Most Widely Accepted and Trusted Raw t 4Jag Pe 9 of 17 u133 TABLE 2A-CARBON STEEL STRONG.BOLta 2 ANCHOR TENSION STRENGTH DESIGN DATA' NOMINAL ANCHOR DIAMETER Carbon Steel CHARACTERISTIC SYMBOL UNITS 14 inch" 3/ inch9 J 112 inch9 5/ inch9 3/4 inch9 I inch9 Anchor Category 1,2 or 3 - 1 2 in. 1/4 I 11i I 2/ 2/4 I 31/9 I 3 /8 51/9 I 4'/8 I 53/ 51/4 Nominal Embedment Depth him. I I I I I I I I 1' (mm) (45) I (48) I (73) I (70) I (98) I (86) I (130) I (105) J (146) (133) I.(248) Steel Strength in Tension (ACI 318.14 Section 17.4.1 or ACI 318-11 Section D.5.1) Steel Strength in Tension N lb 2,225 I 5,600 I I 12,100 I I 19,070 I I 29,700 36,815. (kN) (9.9) I (24.9) .1 (53.8) I (84.8) I (132.1) (163.8) Strength Reduction Factor- Steel Failure2 - 0.75 0.65 Concrete Breakout Strength in Tension (ACI 318-14 Section 17.4.2 or ACI 318-11 Section D.5.2) in. 11/2 11/2 I 21/ 21/4 3 /8 2/4 I 41/2 33/s 5 41/2 I Effective Embedment Depth her I (mm) (38) (38) (64) (57) I (86) (70) I (114) (86) I (127) (114) 1(229) in. 21/2 61/2 I 6 61/2 I 71/2 71/2 I 9 I 8 18 I 131/2 Critical Edge Distance cac I I I I (mm) (64) (165) 1(152) (165) I (191) (191) I (229) (229) (203) (457) I (343) Effectiveness Factor - kunc, - 24 24 24 24 24 24 Uncracked Concrete Effectiveness Factor - k - See 17 17 17 17 17 Cracked Concrete Note 7 Modification Factor WN - See Note 7 1.00 1.00 1.00 1.00 1.00 Strength Reduction Factor - - 0.65 0.55 Concrete Breakout Failure3 Pull-Out Strength in Tension (ACI 318-14 17.4.3.1 or ACI 318-11 Section D.5.3) Pull-Out Strength Cracked lb See Note 1,3005 2,775 N/A4 4,985 N/A4 6,895 N/A4 8,5005 7,700 11,185 Concrete (f's = 2500 psi) (kN) - (5.8) (12.3) - (22.2) - (30.7) - (37.8). (34.3)5 Pull-Out Strength Uncracked lb N/A4 N/A4 3,3405 3,6155 5,255 N/A4 9,0255 7,1151 8,870s 8,3601 9,690 Concrete (1's = 2500 psi) (kN) - - (14.9) (16.1) (23.4) - (40.1) (31.6) (39.5)5 (37.2) (43.1) Strength Reduction Factor - - 0.65 0.55 Pullout Failures Tensile Strength for Seismic Applications (ACI 318-14 17.2.3.3 or ACI 318-11 Section D.3.3.3) Tension Resistance of Single lb See Note 7 1,3005 2,775 N/A4 4,985 N/A4 6,895 N/A4 8,5005 7,700 11,:185 Anchor for Seismic Loads (f2500 psi) (kN) - (5.8) (12.3) - (22.2) - (30.7) - (37.8) (34.3)5 . Strength Reduction Factor - ow - 0.65 0.55 Pullout Failures For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'The information presented in this table must be used in conjunction with the design criteria of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable. 2The tabulated value of applies when the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2 are used. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of 0. must be determined in accordance with ACI 318-11 0.4.4. The 3/8-inch-, 1/2-inch-, 5/a-inch- and 3/4-inch-diameter carbon steel Strong-Bolt® 2 anchors are ductile steel elements as defined in ACI 318-14 2.3 or ACI 318-11 0.1, as applicable. The 1- inch-diameter carbon steel Strong-Bolt® 2 anchor is a brittle steel element as defined in ACI 318-142.3 or ACI 318-11 D.1, as applicable. 3The tabulated value of &a applies when both the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2 are used and the requirements of ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition B are met. Condition B applies where supplementary reinforcement is not provided. For installations where complying supplementary reinforcement can be verified, the çf factors described In ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition A are allowed. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of 06 must be determined in accordance with ACI 318-11 0.4.4(c). 4As described in Section 4J_4 of this report, N/A (Not Applicable) denotes that pullout resistance does not need to be considered. 5The characteristic pull-out strength for greater concrete compressive strengths must be increased by multiplying the tabular value by (f'c/2,500 psl)0a or (f'I17.2 MPa)°5. 6The tabulated value of 9% or 06q applies when the load combinations of IBC Section 1605.2, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable, are used and the requirements of ACI 318-14 17.3.3(c) or ACI 318-11 0.4.3(c) for Condition B are met. For installations where complying supplementary reinforcement can be verified, the op or 0A factors described in ACI 318-14 17.3.3(c) or ACI 318-11 0.4.3(c), as applicable, for Condition A are allowed. If the load combinations of ACI 318-11 Appendix C are used, appropriate value of Ømust be determined in accordance with ACI 318-11 D.4.4(c). 1The 1/4-Inch-diameter carbon steel Strong-Bolt® 2 anchor installation in cracked concrete is beyond the scope of this report. 8The 1/4-inch-diameter (6.4 mm) anchor may be Installed in top of uncracked normal-weight and sand-lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in Table 1A. 9The 3/e-inch- through 1-inch-diameter (9.5 mm through 25.4 mm) anchors may be installed in top of cracked and uncracked normal-weight and sand-lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in Table 1A, and Table 5 for the 3/e-inch and 1/2-inch-dIameter (9.5 mm and 12.7 mm) anchors. ESR-3037 I Most Widely Accepted and Trusted Pane 10 of 17 Pdye6u133 TABLE 2B-STAINLESS STEEL STRONG-BOLTS 2 ANCHOR TENSION STRENGTH DESIGN DATA' NOMINAL ANCHOR DIAMETER Stainless Steel CHARACTERISTIC SYMBOL UNITS 1/4 inch'0 !e inch" I 11 inch11 inch'1 1 3/4 inchil Anchor Category 1,2 or 3 - 1 Ifl. in. 1/4 1 /8 I 2 /8 2/4 I 33/s I 51/8 41/8 I 53/4 Nominal Embedment Depth h.= I I (mm) (45) (48) (73) (70) (98) (86) I (130) (105) (146) Steel Strength in Tension 17.4.1 or ACI 318.11 Section D.5.1) _(ACI _318-14 lb 3,060 5,140 12,075 17,930 25,650 Steel Strength in Tension Nse (kN) (13.6) (22.9) (53.7) (79.8) (114.1) Strength Reduction Factor - - 0.75 Steel Failure2 Concrete Breakout Strength in Tension (ACI 318-14 17.4.2 or ACI 318-11 Section D.5.2) in. 11/2 11/2 21/2 21/4 I 2/4 I 41/2 3/8 I Effective Embedment Depth I I (mm) (38) (38) (64) (57) I (86) (70) I (114). (86) 1(127) in. 21/2 61/2 81/2 41/2 I7 71/2 I9 8 I 8 Critical Edge Distance Car I I (mm) (64) (165) (216) (114) (178) (191) (229) (203) I (203) Effectiveness Factor - Uncracked - 24 24 24 24 24 Concrete Effectiveness Factor - Cracked kcr - See Note 17 17 17 17 Concrete 9 Modification Factor Wc,N - See Note g 1.00 1.00 1.00 1.00 Strength Reduction Factor - - 0.65 Concrete Breakout Failure3 Pull-Out Strength in Tension _(ACI _318-14 17.4.3 or ACI 318-11 Section D.5.3) Pull-Out Strength Cracked lb See Note 1,7206 3,1456 2,5601 4,305 N/A4 6,545 7 N/A4 8,230 Concrete (F. = 2500 psi) Na ,,, (kN) - (7.7)6 (14.0)6 (11.4) (19.1) - (29.1) - (36.6) Pullout Strength Uncracked lb 1,925 N/A4 4,7706 3,230 4,4955 N/A4 7,615 7,725 9,625 Concrete (f' = 2500 psi) N unc, p, (kN) 1 (8.6) 1 - (21.2)6 (14.4) (20.0) - (33.9)5 1 (34.4)7 (42.8) Strength Reduction Factor - 4, - 0.65 Pullout Failure8 Tensile Strength for Seismic Applications (ACI 318 17.2.3.3 or ACI 318-11Section D.3.3.3 Tension Resistance of Single lb See Note 11,7206 2,8306 2,5601 4,305 N/A4 6,5457 N/A4 8,230 Anchor for Seismic Loads Np,eq 9 I (f's = 2500 psi) (kN) - 1(7.7)6 (12.6)6 (11.4) (19.1) - (29.1) - (36.6) Strength Reduction Factor - O q - 0.65 Pullout Failures For SI: 1 inch = 25.4 mm. 1 lbf = 4.45 N. 'The information presented in this table must be used in conjunction with the design criteria of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable. 27he tabulated value of g applies when the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2 are used. If the load combinations of ACI 318-11 Appendix Care used, the appropriate value of 0. must be determined in accordance with ACI 318-11 D.4.4. The stainless steel Strong-Bolt® 2 anchors are ductile steel elements as defined in ACI 318-142.3 or ACI 318-11 D.1, as applicable. 3The tabulated value of 4 applies when both the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2 are used and the requirements of ACI 318-14 17.3.3(c) or ACI 318-11 0.4.3(c). as applicable, for Condition B are met. Condition B applies where supplementary reinforcement is not provided. For installations where complying supplementary reinforcement can be verified, the 4 factors described in ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition A are allowed. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of 4b must be determined in accordance with ACI 318-11 D.4.4(c). 4As described in Section 4.1.4 of this report, N/A (Not Applicable) denotes that pullout resistance does not need to be considered. 5The characteristic pull-out strength for greater concrete compressive strengths must be increased by multiplying by (....L6)O.S or 17.2 MPa 6The characteristic pull-out strength for greater concrete compressive strengths must be increased by multiplying by N 10.3 or (fp)O3. Ma Me characteristic pull-out strength for greater concrete compressive strengths must be increased by multiplying by Pc CIAor (f)04. mpa 8The tabulated value of f%? or 4,, applies when the load combinations of IBC Section 1605.2.1, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2 are used and the requirements of ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition B are met. For installations where complying supplementary reinforcement can be verified, the 4, or 4q factors described in ACI 318-14 17.3.3(c) or ACI 318-11 0.4.3(c), as applicable, for Condition A are allowed. If the load combinations of ACI 318-11 Appendix C are used, appropriate value of qmust be determined in accordance with ACI 318-11 0.4.4(c). 9The 1/44nch-diameter stainless steel Strong-Bolt® 2 anchor installation in cracked concrete is beyond the scope of this report. '°The 1/44nch-diameter (6.4 mm) anchor may be installed in top of uncracked normal-weight and sand-lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in Table lB. "The 34-inch- through 3/4-lnch-diameter (9.5 mm through 19.1 mm) anchors may be installed in top of cracked and uncracked normal-weight and sand-lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in Table 113, and Table 5 for the 3/8-inch and '/rinch-diameter (9.5 mm and 12.7 mm) anchors. ESR-3037 I Most Widely Accepted and Trusted Pane 11 of 17 PdyO47v133 TABLE 3A-CARBON STEEL STRONG-BOLT® 2 ANCHOR SHEAR STRENGTH DESIGN DATA' NOMINAL ANCHOR DIAMETER CHARACTERISTIC SYMBOL UNITS Carbon Steel 1/4 inch' 31a inch8 1/3 inch8 sle inch8 314 inch8 1 inch8 Anchor Category 1,2 or 3 - 1 2 in. 1/4 1'/8 I 2'/8 2/4 3'/ 3/ I 5'4 4'/8 I 53/4 5/4 I 93/4 Nominal Embedment Depth h,, I I I I I ( mm) (45) (48) (73) (70) (98) (86) (130) (105) I (146) ( 133),I (248) Steel Strength in Shear (ACI 318-14 17.5.1.1 or ACI 318-11 Section D.6.1) lb 965 1,800 7,235 11,035 14,480 15,020 Shear Resistance of Steel V48 (kN) (4.3) (8.0) (32.2) (49.1) (64.4) (66.8) Strength Reduction Factor - - 0.65 0.60 Steel Failure2 Concrete Breakout Strength in Shear (ACI 318-14 17.5.2 or ACI 318-11 Section D.6.2) in. 0.250 0.375 0.500 0.625 0.750 1.000 Outside Diameter d05 (mm) (6.4) (9.5) (12.7) (15.9) (19.1) (25.4) Load Bearing Length of in. 1.500 1.500 1 2.500 I 2.250 3.375 2.750 I 4.500 I 3.375 I 5.000 4.500 I I 8.000 Anchor in Shear 4 (mm) (38) (38) J (64) (57) (86) (70) (114) (86) I (127) (114) (203) Strength Reduction Factor - 0., - 0.70 Concrete Breakout Failure3 Concrete Pryout Strength in Shear (ACI 318-14 17.5.3 or ACI 318-11 Section 0.6.3) Coefficient for Pryout - 1.0 1.0 2.0 1.0 2.0 2.0 2.0 2.0 Strength in. 11/2 11/2 21/2 21/4 3 /8 2/4 I 4/3 3 /8 I 41/2 I Effective Embedment Depth h9, I I (mm) (38) (38) (64) (57) (86) (70) (114) (86) (127) (114)1(229) Strength Reduction Factor - - 0.70 Concrete Pryout Failure4 " Steel Strength in Shear for Seismic Applications (ACI 318-14 17.2.3.3 or ACI 318-11 Section D.3.3.3) Shear Strength of Single lb See 1,800 6,510 9,930 11,7.75 15,020 Anchor for Seismic Loads Vw,oq Note 6 (t' = 2500 psi) (kN) - (8.0) (29.0) (44.2) (52.4) (66.8) Strength Reduction Factor - 0.65 0.60 Steel Failure - For SI: 1 inch = 25.4 mm, I lbf = 4.45 N. 'The information presented in this table must be used in conjunction with the design criteria of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable. 2The tabulated value of Ø applies when the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2 are used. If the load combinations of or ACI 318-11 Appendix C are used, the appropriate value of 0. must be determined in accordance with ACI 318-11 0.4.4. The 3/8-inch-, '/rinch-, 5/8-inch- and 3/4-inch-diameter carbon steel Strong-Bolt 2 anchors are ductile steel elements as defined in ACI 318-14 2.3 or ACI 318-11 0.1, as applicable. The 1-inch-diameter carbon steel Strong-Bolts 2 anchor is a brittle steel element as defined in ACI 318-14 2.3 or ACI 318-11 D.1, as applicable. 3The tabulated value of 06 applies when both the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2. as applicable, are used and the requirements of ACI 318-14 17.3.3(c) or ACI 318-11 0.4.3(c) for Condition B are met. Condition B applies where supplementary reinforcement is not provided. For installations where complying supplementary reinforcement can be verified, the 06b factors described in ACI 318-14 17.3.3(c) or ACI 318-11 0.4.3(c), as applicable, for Condition A are allowed. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of 4b must be determined in accordance with ACI 318-11 0.4.4(c). 4The tabulated value of Op applies when the load combinations of IBC Section 1605.2, ACI 318-14 5.3 or ACI 318-119.2 are used and the requirements of ACI 318-14 17.3.3(c) or ACI 318-11 0.4.3(c) for Condition B are met. For installations where complying supplementary reinforcement can be verified, the Ov factors described in ACI 318-14 17.3.3(c) or ACI 318-11 0.4.3(c), as applicable, for Condition A are allowed. If the load combinations of ACI 318-11 Appendix Care used, the appropriate value of must be determined in accordance with ACI 318-11 0.4.4(c). 5For the 2006 IBC d0 replaces d8. 8The 1/4-inch-diameter carbon steel Strong-Bolt5 2 anchor installation in cracked concrete is beyond the scope of this report. 'The 1/4-inch-diameter (6.4 mm) anchor may be installed in the top of uncracked normal-weight and sand-lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in Table 1A. 8The 3/a-inch- through 1-inch-diameter (9.5 mm through 25.4 mm) anchors may be installed in the top of cracked and uncracked normal-weight and sand-lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified In Table 1A, and Table 5 for the 3/8-inch and 1/2-inch- diameter (9.5 mm and 12.7 mm) anchors. ESR-3037 I Most Widely Accepted and Trusted Paae 12 of 17 TABLE 313-STAINLESS STEEL STRONG-BOLl® 2 ANCHOR SHEAR STRENGTH DESIGN DATA' NOMINAL ANCHOR DIAMETER Stainless Steel CHARACTERISTIC SYMBOL UNITS 1/4 inch' 31a inch8 I 1/2 inch' la inch' inch8 Anchor Category 1,2 or 3 - 1 Nominal Embedment in. 1/4 1/8 2l8 2/4 3 /8 3 /8 51/8 41/8 53/ Depth I1,Jom (mm) (45) (48) (73) (70) (98) (86) (130) (105) 1 (146)- Steel Strength in Shear (ACI 318-14 17.5.1 or ACI 318.11 Section D.6.1) lb 1,605 3,085 7,245 6,745 10,760 15,045 Shear Resistance of Steel V= (kN) (7.1) (13.7) (32.2) (30.0) (47.9) (66.9) Strength Reduction Factor - 0 65 - Steel Failure Concrete Breakout Strength Shear (ACI 318-14 17.5.2 or ACI 318-11 Section D.6.2) _in in. 0.250 0.375 0.500 0.625 0.750 Outside Diameter d45 (mm) (6.4) (9.5) (12.7) (15.9) (19.1) Load Bearing Length of in. 1.500 1.500 2.500 2.250 3.375 2.750 4.500 3.375 5.000 Anchor in Shear e (mm) (38) (38) 1 (64) (57) (86) (70) (114) (86) (127) Strength Reduction Factor - Concrete Breakout Ob 0.70 Failure3 Concrete Pryout Strength in Shear (ACI 318.14 17.5.2 or ACI 318-11 Section D.6.3) Coefficient for Pryout . .o 1.0 2.0 1.0 2.0 2.0 2.0 Strength Effective Embedment in. 11/2 11/2 21/2 21/4 33/s 2/4 41/ 33/ 5 Depth hot (mm) (38) (38) (64) (57) (86) (70) 1 (114) (86) 1 (127) Strength Reduction Factor 0.70 -Concrete Pryout Failure4 Steel Shear for Seismic Applications (ACI 318-14 17.2.3.3 or ACI 318.11 Section 0.3.3.3) _Strength _in Shear Strength of Single lb See Note 6 3,085 6,100 6,745 10,760 13,620 Anchor for Seismic Loads. (f'=2500 psi) (kN) - (13.7) (27.1) (30.0) (47.9) (60.6) Strength Reduction Factor 06 0.65 - Steel Failure For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'The information presented in this table must be used in conjunction with the design criteria of ACI 318-14 Chapter 17 orACI 318-11 Appendix D. 2The tabulated value of applies when the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable, are used. If the load combinations of or ACI 318-11 Appendix C are used, the appropriate value of 0. must be determined in accordance with ACI 318-11 D.4.4. The stainless steel Strong-Bolt8' 2 anchors are ductile steel elements as defined in ACI 318-14 2.3 or ACI 318-11 D.1, as applicable. 3The tabulated value of q applies when both the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable, are used and the requirements of ACI 318-14 17.3.3(c) or ACI 318-11 0.4.3(c) for Condition B are met. Condition B applies where supplementary reinforcement is not provided. For installations where complying supplementary reinforcement can be verified, the 4b factors described in ACI 318-14 17.3.3 or ACI 318-11 0.4.3, as applicable, for Condition A are allowed. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of g must be determined in accordance with ACI 318-11 0.4.4(c). 4The tabulated value of Op applies when the load combinations of IBC Section 1605.2, ACI 318-14 5.3 or ACI 318-119.2, as applicable, are used and the requirements of ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c) for Condition B are met. For installations where complying supplementary reinforcement can be verified, the Op factors described in ACI 318-14 17.3.3 or ACI 318-11 0.4.3, as applicable, for Condition A are allowed. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of Ow must be determined in accordance with ACI 318-11 D.4.4(c). 8For the 2006 IBC d0 replaces da. 6The 1/4-inch-diameter stainless steel Strong-Bolt* 2 anchor Installation in cracked concrete is beyond the scope of this report. ?The 1/4-inch-diameter (6.4 mm) anchor may be installed in the top of uncracked normal-weight and sand-lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in Table I B. 8The 3/8-inch- through 3/4-inch-diameter (9.5 mm through 19.1 mm) anchors may be installed in the top of cracked and uncracked normal-weight and sand- lightweight concrete over profile steel deck where concrete thickness above upper flute meets the minimum thicknesses specified in Table 1B, and Table 5 for the 31a-inch and 1/2-inch-diameter (9.5 mm and 12.7 mm) anchors. ESR-3037 I Most Widely Accepted and Trusted Paae 13 of 17 ye49u133 TABLE 4A-CARBON STEEL STRONG-BOLT® 2 ANCHOR TENSION AND SHEAR STRENGTH DESIGN DATA FOR THE SOFFIT OF NORMAL-WEIGHT OR SAND-LIGHTWEIGHT CONCRETE OVER PROFILE STEEL DECK, FLOOR AND ROOF ASSEMBLIESI.ZG.a NOMINAL ANCHOR DIAMETER Lower Flute Upper Flute• CHARACTERISTIC SYMBOL UNITS 34 inch 1/2 inch l8 inch 3(4 inch 3/ inch 1/ inch in. 2 33/s 2/4 41I2 3% 5% 41/8 2 2/4 Nominal Embedment Depth ti 0 ,, (mm) (51) (86) (70) (114) (86) (143) (105) (51) (70) in. 15/8 3 21/4 4 2I4 5 33/9 1/8 21L4 Effective Embedment Depth he (mm) (41) (76) (57) (102) (70) (127) (86) (41) (57) in. 214 31/2 3 4L4 35/9 0 43/9 21I 3 Minimum Hole Depth hh b (mm) (54) 1 (89) (76) 1 (121) (92) 1 (149) (111) (54) 1 (76) ft-lbf 30 60 90 150 30 60 Installation Torque Tat (N-m) (40.7) (81.3) (122.0) (203.4) (40.7) (81.3) lb 1,0407 2,6157 2,0407 3,6457 2,615 7 4,990 2,815 7 1,340w 3,785 Pullout Strength, concrete on metal deck (cracked)3 (kN) (4.6) (11.6) (9.1) (16.2)7 (11.6) (22.2) (12.5)7 (6.0) (16.8) Pullout Strength, concrete lb 1,765 3,15072,580 3,8407 3,685 6,565 3,800 2,27574,7957 on metal deck (uncracked)3 d4 k, ,PN ufl, (kN) (7.9)7 (14.0) (11.5)7 (17.1) (16.4)7 (29.2)7 (16.9) (10.1) (21.3) Pullout Strength, concrete N p.decir.oq lb 1,O40 2,615 2,040 3,645 2,615 4,990 2,815 1,340 3,7857 on metal deck (Seismic)5 (kN) (4.6)' (11.6)' (9.1)' (16.2) (11.6)' (22.2)' (12.5)' (6.0) (16.8)' Steel Strength in lb 1,595 3.490 2,135 4,580 2,640 7,000 4,535 3,545 5,920 Shear, concrete on metal deck4 (kN) (7.1) (15.5) (9.5) (20.4) (11.7) (31.1) (20.2) (15.8) (26.3) Steel Strength in Shear, lb 1,595 3,490 1.920 4.120 2,375 6,300 3,690 3,545 5,330 concrete on metal deck V.dec (Seismic)5 (kN) (7.1) (15.5) (8.5) (18.3) (10.6) (28.0) (16.4) (15.8) (23.7) For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N. 'Installation must comply with Section 4j and Figure 5. 2Profile steel deck must comply with Figure 5 and Section L.3 of this report. 3The values must be used in accordance with Section 41. of this report. 4The values must be used In accordance with Section 4.1.5 of this report. 5The values must be used in accordance with Section 4,j. of this report. 6The minimum anchor spacing along the flute must be the greater of 3h0, or 1.5 times the flute width. 7The characteristic pull-out strength for greater concrete compressive strengths must be increased by multiplying the tabular value by (r / 3,000psi)05 or (f I 20.7MPa)°5. 8Concrete shall be normal-weight or sand-lightweight concrete having a minimum specified compressive strength, I', of 3,000 psi (20.7 MPa). SAND-LIGHTWEIGHT OR NORMAL WEIGHT CONCRETE MIN. 11/2" MIN. ½" TYR (MIN. t' = 3,000 PSI) ct QI 09 UPPER 0 FLUTE MIN. 20 GAUGE MAX. 30 MIN. 41/2" I MIN. \ PROFILE I 0. METAL DECK I-u MIN.12"TYR I LOWER FLUTE - -MAX. 1° OFFSET, TYR FIGURE 5-INSTALLATION IN THE SOFFIT OF CONCRETE OVER PROFILE STEEL DECK FLOOR AND ROOF ASSEMBLIES' 'Anchors may be placed in the upper flute or lower flute of the steel deck assembly provided a minimum 1/24nch concrete cover beyond the end of the anchor is provided. Anchors in the lower flute of Figure 5 may be installed with a maximuml-inch offset in either direction from the centerline of the flute. ESR-3037 I Most Widely Accepted and Trusted Page 14 of 17 Pcaye0Ouf93 TABLE 413-STAINLESS STEEL STRONG-BOLTS 2 ANCHOR TENSION AND SHEAR STRENGTH DESIGN DATA FOR THE SOFFIT OF NORMAL-WEIGHTOR SAND-LIGHTWEIGHT CONCRETE OVER PROFILE STEEL DECK) FLOOR AND ROOF ASSEMBLIES' .2.1.10 NOMINAL ANCHOR DIAMETER Lower Flute Upper Flute CHARACTERISTIC SYMBOL UNITS inch 112 inch inch 3/4 inch 3/ inch 112 inch in. 2 3 /8 2/4 41/2 3/ 5/ 41/8 2 2/4 Nominal Embedment Depth (mm) (51) (86) (70) (114) (86) (143) (105) (51) (70) in. 15/6 3 2V4 4 2/ 5 3/s 1/8 21/4 Effective Embedment Depth h9, (mm) (41) (76) (57) (102) (70) (127) (86) (41) (57) in. 21/9 31/2 3 43/4 3i 5/ 4/ 21/8 3 Minimum Hole Depth hhd. (mm) (54) (89) (76) (121) (92) (149) (111) (54) (76) ft-lbf 30 65 80 150 30 65 Installation Torque (N-m) (40.7) (88.1) (108.5) (203.4) (40.7) (88.1) Pullout Strength, concrete lb 1.2308 2,6058 1,990 2,5507 1,7509 4,0209 3,030 1,5508 2,055 on metal deck (cracked)3 Np,decsçcr (kN) (55)8 (11.6)8 (8.9) (11.3) (7.8) (17.9) (13.5) (6.9)8 (9.1) Pullout Strength, concrete lb 1,5808 3,9508 2,4757 2,6607 2,47075 '0007 4,2759 1,9908 2,560 on metal deck (uncracked)3 (kN) (7.0)8 (17.6)8 (11.0) (11.8)7 (11.0) (22.2) (19.0) (8.9)8 (11.4) Pullout Strength, concrete lb 1,2308 2,3458 1,9907 2,5507 1,7509 4,020 3,030 1,5508 2,055 on metal deck (seismic)5 Np,de*eq (kN) (5.5)8 (10.4)8 (8.9) (11.3) (7.8) (17.9) (13.5) (6.9)8 (9.1) Steel Strength in lb 2,285 3,085 3,430 4,680 3,235 5,430 6,135 3,085 5,955 Shear, concrete on metal deck" VCk (kN) (10.2) (13.7) (15.3) (20.8) (14.4) (24.2) (27.3) (13.7) (26.5) Steel Strength in lb 2,285 3,085 2,400 3,275 3,235 5,430 5,520 3,085 4,170 Shear, concrete on metal V.deeq deck (seismic)5 (kN) (10.2) (13.7) (10.7) (14.6) (14.4) (24.2) (24.6) (13.7) (18.5) For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N. 'Installation must comply with Section 4.3 and Figure 5. 2Profile steel deck must comply with Figure 5 and Section 3 of this report. 3The values must be used in accordance with Section 4.1.4 of this report. 4The values must be used in accordance with Section 4.1.5 of this report. 5The values must be used in accordance with Section 4.1.8 of this report. 6The minimum anchor spacing along the flute must be the greater of 3h0, or 1.5 times the flute width. ?The characteristic pull-out strength for greater concrete compressive strengths must be Increased by multiplying the tabular value by (f I 3,000 psi)05 or (f I 20.7MPa)°5. 8The characteristic pull-out strength for greater concrete compressive strengths must be increased by multiplying the tabular value by (f I 3,000psi)03 or (f I 20.7MPa)03. 9The characteristic pull-out strength for greater concrete compressive strengths must be increased by multiplying the tabular value by (f I 3,000 psi)04 or (f / 20.7MPa)°4. "Concrete shall be normal-weight or sand-lightweight concrete having a minimum specified compressive strength, f, of 3,000 psi (20.7 MPa). ESR-3037 I Most Widely Accepted and Trusted .Page 15 of 17 PyeJ1uf33 TABLE 4C-CARBON STEEL STRONG-BOLT" 2 ANCHOR TENSION AND SHEAR STRENGTH DESIGN DATA FOR THE SOFFIT OF NORMAL-WEIGHTOR SAND-LIGHTWEIGHT CONCRETE OVER PROFILE STEEL DECK, FLOOR AND ROOF ASSEMBLIES' 2.6,1 NOMINAL ANCHOR DIAMETER CHARACTERISTIC SYMBOL UNITS INSTALLED IN LOWER-FLUTE 3/s inch 'I2 inch 5/s inch in. 2 3/ 2/4 5%011, 41/2 33/s Nominal Embedment Depth h0 (mm) (51) (86) (70) (114) (86) (143) in. 11/8 3 5 2114 4 Effective Embedment Depth hef (mm) (41) (76) (57) (102) (70) (127) in. 21/8 31/2 3 43/4 3 /8 5 /8 Minimum Hole Depth hho,, (mm) (54) (89) (76) (121) (92) (143) in. 2 2 2 31/4 2 31/ Minimum Concrete Thickness hmjn,deck (mm) (51) (51) (51) (83) (51) (83) ft-Ibf 30 60 90 Installation Torque Tm,, (N-m) (40.7) (81.3) (122) Pullout Strength, concrete on metal deck Ndeck p..cr lb 1,295 2,705 2,585 5.850 3,015 5,120 (cracked)3 (kN) (5.8) (12.0) (11.5) (26.0) (13.4) (22.8) Pullout Strength, concrete on metal deck Np.de*unc, lb 2,195 3,260 3,270 6,165 4,250 6,735 (uncracked)3 (kN) (9.8) (14.5) (14.5) (27.4) (18.9) (30.0) Pullout Strength, concrete on metal deck N p,dec .eq lb 1,295 2,705 2,585 5,850 3,015 5.120 (seismic)5 (kN) (5.8) (12.0) (11.5) (26.0) (13.4) (22.8) Steel Strength in Vsadeck lb 1,535 3,420 2,785 5,950 3,395 6,745 Shear, concrete on metal deck (kN) (6.8) (15.2) (12.4) (26.5) (15.1) (30.0) Steel Strength in lb 1.535 3,420 2,505 5.350 3,055 6,070 Shear, concrete on metal deck V,,.d.1,,eq (seismic)5 (kN) (6.8) (15.2) (11.1) (23.8) (13.6) (27.0) For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N. 'Installation must comply with Section 4j and Figure 6. 2Proflle steel deck must comply with Figure 6 and Section 3.3 of this report. 3The values must be used in accordance with Section 4J_4 of this report. 4The values must be used in accordance with Section 4j_5 of this report. 5The values must be used in accordance with Section 41.1 of this report. 6The minimum anchor spacing along the flute must be the greater of 3h., or 1.5 times the flute width. ?The characteristic pull-out strength for greater concrete compressive strengths must be increased by multiplying the tabular value by (f /3,000 psi)°' or (f / 20.7MPa)05. 8Concrete shall be normal-weight or sand-lightweight concrete having a minimum specified compressive strength, fof 3,000 psi (20.7 MPa). SAND-LIGHTWEIGHT OR NORMAL WEIGHT CONCRETE - hme.ø=i = SEE TABLE 4C (MIN. fc = 3,000 PSI) 0 0 0 MA 00 X. 3' M L MIN.J 37/ - o0 - 0\ 0 ,. 00 Ol .' • - ),. • :. I 0 - h.': • 0. 0 • 0 - ' - o 00 .000 0 • =• 5 0 0 01 0 • P ER • . - • PPER FLUTE I •° • • MIN. 5 . MIN. 37N-'-2OGAUGE PROFILE MIN. 12TVP METAL DECK MAX. 1 OFFSET, TYP. LOWER FLUTE FIGURE 6-INSTALLATION IN THE SOFFIT OF CONCRETE OVER PROFILE STEEL DECK FLOOR AND ROOF ASSEMBLIES' 'Anchors may be placed in the lower flute of the steel deck assembly provided a minimum 5/o-inch concrete cover beyond the end of the anchor is provided. Anchors in the lower flute of Figure 6 may be installed with a maximum 1-inch offset in either direction from the centerline of the flute (1 in = 25.4 mm). ESR-3037 I Most Widely Accepted and Trusted Pacie 16 of 17 Pcye52ufOS TABLE 5—CARBON STEEL AND STAINLESS STEEL STRONG-BOLT° 2 ANCHOR INSTALLATION INFORMATION IN THE TOPSIDE OF NORMAL-WEIGHT OR SAND-LIGHTWEIGHT CONCRETE-FILLED PROFILE STEEL DECK FLOOR AND ROOF ASSEMBLIES1'45 Design Information Symbol Units Nominal Anchor Diameter (inch) Carbon Steel Strong-Bolt 22 Stainless Steel Strong-Bolt 2 112 318 112 Nominal Embedment Depth h0 , in. 17 /8 17/ 2/4 1/8 1/5 2/4 Effective Embedment Depth h0, in. 11/2 11/2 21/4 11/2 11/2 21/4 Minimum Concrete Thickness6 hrnfn,deck in. 21/2 31/4 31/4 2l3 31/ 31/ Critical Edge Distance Cac.d.,ke0p in. 43/4 4 4 43/4 4 4 Minimum Edge Distance CmIn,dep in. 43/4 41/2 43/4 43/4 43/4 6 Minimum Spacing Smln,deck,top in. 7 61/2 8 61/2 61/2 1 8 For SI: 1 inch = 25.4mm, 1 Ibf = 4.45N. 'Installation must comply with Sections 4J,, 41j,1 and 4, and Figure 7 of this report. 2Design capacity shall be based on calculations according to values in Tables 2A and 2A of this report. 3Design capacity shall be based on calculations according to values In Tables 2B and 213 of this report 4Minimum flute depth (distance from top of flute to bottom of flute) is 1 Va inch, see Figure 7. 5Steel deck thickness shall be minimum 20 gauge. 7Minimum concrete thickness (h.,n,d.,J,) refers to concrete thickness above upper flute, see Figure 7. hmin,deck 00 00 .0.• • • o•• 0°• 0. • S 0 0 0 - S • • • 0 00Jo : MIN. 1W I MIN. 1:W I MIN. 2W SAND-LIGHTWEIGHT CONCRETE OR NORMAL-WEIGHT CONCRETE OVER STEEL DECK (MINIMUM 2,500 PSI) - 0 0 . '0 0 • 0 - 0 = •0• =.11 0 - p . . • o • 0 0 0 .00. 0 .0 _•- 000 0 o° 0 0 •' 00 0 0' - : o 0 Lo ;; - t : 20 GAUGE I STEEL - MIN. \ DECK MIN.6'IYP. - LOWER FLUTE FIGURE 7—INSTALLATION ON THE TOP OF CONCRETE-FILLED PROFILE STEEL DECK FLOOR AND ROOF ASSEMBLIES TABLE 5-LENGTH IDENTIFICATION HEAD MARKS ON STRONG-BOLT® 2 ANCHORS (CORRESPONDS TO LENGTH OF ANCHOR - INCHES) Mark Units A B C D E F G H I J K L M From in 11/2 2 21/2 3 31/ 4 41/2 5 51/2 6 61/2 7 71/2 Up To But Not in 2 2'/2 3 31/2 4 41/2 5 6 61/2 7 71/2 8 Including Mark Units N 0 P Q R S T U V W X V Z From in 8 81/2 9 91! 10 11 12 13 14 15 16 17 18 Up To But Not in 81/2 9 99 10 11 12 13 14 15 16 17 18 19 Including I • ICC-ES Evaluation Report ESR-3037 LABC and LARC Supplement Reissued August 2019 Revised January 2020 This report is subject to renewal August 2020. www.icc-es.orci 1(800)423-65871(562)699-0543 A Subsidiary of the International Code Council® DIVISION: 030000—CONCRETE Section: 03 16 00—Concrete Anchors DIVISION: 0500 00—METALS Section: 05 05 19—Post-Installed Concrete Anchors REPORT HOLDER: SIMPSON STRONG-TIE COMPANY INC. EVALUATION SUBJECT: SIMPSON STRONG-TIE® STRONG-BOLr 2 WEDGE ANCHOR FOR CRACKED AND UNCRACKED CONCRETE 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that the Simpson Strong-Tie® Strong-Bolt® 2 Wedge Anchors for cracked and uncracked concrete, described in ICC-ES evaluation report ESR-3037, have also been evaluated for compliance with the codes noted below as adopted by the Los Angeles Department of Building and Safety (LADBS). Applicable code editions: 2020 City of Los Angeles Building Code (LABC) 2020 City of Los Angeles Residential Code (LARC) 2.0 CONCLUSIONS The Simpson StrongTie® Strong-Bolt® 2 Wedge Anchors for cracked and uncracked concrete, described in Sections 2.0 through 7.0 of the evaluation report ESR-3037, comply with LABC Chapter 19, and the LARC, and are subjected to the conditions of use described in this supplement. 3.0 CONDITIONS OF USE The Simpson. Strong-Tie® Strong-Bolt® 2 Wedge Anchors described in this evaluation report supplement must comply with all of the following conditions: All applicable sections in the evaluation report ESR-3037. The design, installation, conditions of use and identification of the anchors are in accordance with the 2018 International Building Code® (2018 IBC) provisions noted in the evaluation report ESR-3037. The design, installation and inspection are in accordance with additional requirements of LABC Chapters 16 and 17, as applicable. Under the LARC, an engineered design in accordance with LARC Section R301.1.3 must be submitted. The allowable and design strength values listed in the evaluation report and tables are for the connection of the anchors to the concrete. The connection between the anchors and the connected members shall be checked for capacity (which may govern). For use in wall anchorage assemblies to flexible diaphragm applications, anchors shall be designed per the requirements of City of Los Angeles Information Bulletin P/BC 2017-071. This supplement expires concurrently with the evaluation report, reissued August 2019 and revised January 2020. 1CC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service. LLC. express or implied, as I.I.M. _ to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2020 icc Evaluation Service, LLC. All rights reserved. Page 17 of 17