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1905 CALLE BARCELONA; 125; CBC2023-0154; Permit
Building Permit Finaled Commercial Permit Print Date: 10/31/2023 Job Address: 1905 CALLE BARCELONA, # 125, Permit Type: BLDG-Commercial Parcel #: Valuation: $304,051.00 Occupancy Group: M #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: 88 Code Edition: 2022 Sprinkled: Yes CARLSBAD, CA 92009 Work Class: Tenant Improvement Track #: Lot #: Project #: Plan #: Construction Type: V-B Orig. Plan Check #: Plan Check #: Permit No: CBC2023-0154 Status: Closed - Finaled Applied: 05/30/2023 Issued: 08/07/2023 Finaled Close Out: 10/31/2023 Final Inspection: 10/13/2023 INSPECTOR: Kersch, Tim de Roggenbuke, Dirk Project Title: Description: LABRUM: TI FOR CLOTHING RETAIL STORE; INCLUDES GENERAL ELEC, MECHANICAL, PLUMB, LIGHTING, INTERIOR FINISHES (5,275 SF) FEE AMOUNT BUILDING PLAN CHECK $1,085.01 BUILDING PLAN REVIEW— MINOR PROJECTS (LDE) $194.00 BUILDING PLAN REVIEW— MINOR PROJECTS (PLN) $98.00 CERTIFICATE OF OCCUPANCY $16.00 COMM/IND TI - NON-STRUCTURAL $1,669.25 5B1473 - GREEN BUILDING STATE STANDARDS FEE $13.00 STRONG MOTION - COMMERCIAL (SMIP) $0.50 Total Fees: $3,075.76 Total Payments To Date: $3,075.76 Balance Due: $0.00 Please take NOTICE that approval of your project includes the 'Imposition of fees, dedication;, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 442-339-2719 1 760-602-8560 f I www.carlsbadca.gov Job Address 1905 CALLE BARCELONA suite: 125 APN: 255012:0400 Tenant Name Lot :, Year Built: Year Built: -- Occupancy: Construction Fire sprinklersØES NO .A/C:€YESONO BRIEF DESCRIPTION OF WORK: TENANT IMPROVEMENT FOR A CLOTHING h.TAIL STORE. EMPTY SUEL1. SPACE To HAVE NST: TION OF NEW INTERIOR NON-REARING PARTITION WALLS, ACSALEEIUNGS, SALES.RE . FITTING ROCM$.EMFLOVEEAREA,.UNISEX RESTROOM, JANITOi . ET, OSTOREFRONT, INCLUDES GENERAL ELECTRIC .,,MECHANICAL, PLUMBING, LIGHTING AUG INTERIOR EINI*INS, LJAdditlon/New NwSF.arid Use,New SF and Use SF Deck, SF Patio Cover, SF Other (Specify)___________ jTenmt Improvement: 5,275 SF, Existing Use: MERCANTILE Proposed Use: MERCANTILE SF, Existing Use: Proposed Use: - Pool/Spa:SF Additional Gas or Electrical Features? Solar: KW,_.Modules, Mounted: ORoof OGround El Reroóf: . Plumbing/Mechanical/Electrical EXISTING TO BE REUSED IN TENANT IMPROVEMENT [--]Other:,, APPLICANT (PRIMARY CONTACT) . PROPERTY OWNER Name RYAN LABRIJM Name MATT WILLETT NORTHW000 REATIL Address 731 S HWY 101 SUITE IM Address 8080 Park Lane Suite 600 City:. SOLANA BEACH State CA Zip: 92075 City DALLAS State: TX Zip 75231 Phone;1 0 .__ Phone: 214.365.0222 Email RYANL@AOARCHITECTS COM Emalk rnwiiletL@northwoodretail corn DESIGN PROFESSIONAL Name- ROBERT PETER BUDETTI, JR Address: 731 S.H.WY1G1 SUITE I.M City:SOLANA BEACH State: CA Zip., 92075 Phone: 619.307.3378 Email RVANLAOARCHITEC1S COM Architect State. Eicense: 0-23757 Business Name: 3 .4 Address: l8' C0'1 City: DE'.L 'I hO State: Q Zip: 9 V1 \ Phone: Email:_!!L) CSLBLicense#: Carlsbad Business License U (Required):,W I (2O.a 02 APPLICANT cETFIATION: Icertify thatl have read .the application andst ate that the above information iscorrect. and :that the :information bn the plans .is accurate. iogree to comply with all Cityorqjaes aiid -tçte lows relating to building construction NAME (PRINT) RYAN LABRUM SIGN 05/25/2023 1635 Faraday Ave Carlsbad CA 92008 Ph 442-339-2719 Fax 760-602-8558 - Email ' - REV, 07/21 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: -_20i3 pf A BUILDING PERMIT CAN BE ISSUED 10 EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER I$ REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A):. LICENSED CONTRACTOR DECLARATION: fherebyaffirmunderpenoltyofperjurythatlam licensedunder provisionsof Chapter 9 (commencing with Section 7000) ofDivision3 of the Business and Professions Code, and my license is in full force and effect. I also affirm under penaltyof perjuryone of the following declarations (CHOOSE ONE): have and Will maintain a certificate of cohsentto self-Insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. PolicyNo, OR- have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Myworkers' copensation insurance carrier and policy number are: Insurance Name: tsItt Policy No. .OI'7 QLO 01)9- Expiration Date: "tll/2s'IJ-4 Certificate of Exemption: ! certify that In the performance of thework for which this permit is issued, I shall not employ any person in any manner so as to become subject to theworkers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful and shalt subject an employer to criminal penalties and civil fines up to $100,000.00, in additIon, the to the cost of compensation, damages as provided for in Section 3706 of -the Labor Code, interest and attorney's fees. CONSTRUCTION LENDING AGENCY IF ANY: I hereby affirm that there lsa construction lending agency .for the performance of the work this permit is issued (Sec. 3097(i) Civil Code). Lender's Name; Lender's Address:._________________________________ CONTRACTOR CERTIFICATION: !certify that.! have read the application.andstate that the above information is correct and that the information on the plans isaccurate. Iagreeto.comply with all City ordinances and State laws relating to building construction. NAME .(PRINT):N\PtTSIGNATUlI,— 77' DATE: _/o/'z2z Note: if the person signing above anauthorI2ed agent for the contractor providea letter of autho,;?zatlon on contractor letterhead, - OR - (OPTION. B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: P I, as owner àf theproperty or my employees with wages as theirsolecompensation, will do the work and the structure is not intended or offered for sale (Sec. 044, Business and Professions Code: The.Contractor'sLicense Law doesnot apply to an owner of property who builds or Improves thereon, and who does such work himself or through his own empioyees.provIded that such improvements are not Intended or offered for sale. if, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). fli, 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). 'empt under Business and Professions Code Division 3, Chapter 9.Atticle 3 for this reason: D AND, ElFORM -6I "Owner Builder Acknowledgement and Verification Form0.ls required for any permit issued to a property owner; Bymy signature below I acknowledge that, except for my personal residence In which I must have resided for at least one year prior to completion of the improvements covered by thispermit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed In Its entirety by licensed contractors. lunderstand that aeopyof theapplkableldw, Section7O44aIthe Business and Professions Code, is available upon request When thlsappllcotkni Is subrnittedar at the following Web site: http 1iwww.leInfo.ca.gav/calaw.html. OWNER CERTIFIcATION: I certify that ihave read the application and state that the above .information is.correct and that the information on the plans is.accti rate. I agree to comply with all .City.ordinances andState laws relating to building construction. NAME (PRINT):. SIGN: DATE: Note: if the person signing above is an authorized agent for the property owner include form B-62 signed by property owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-6028558 Email:Buiidincarlsbadca,eov REV. 07/21 'AM INSPINGTH-10"NE, Permit Type: BLDG-Commercial Application Date: 05/30/2023 Owner: MATT WILLET Work Class: Tenant Improvement Issue Date: 08/07/2023 Subdivision: Status: Closed - Finaled Expiration Date: 04/03/2024 Address: 1905 CALLE BARCELONA, # 125 CARLSBAD, CA 92009 IVR Number: 49561 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers 1010412023 10/04/2023 BLDG-Final Inspection 225989-2023 Failed Tim Kersch Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 10/06/2023 10/06/2023 BLDG-18 Exterior 226228-2023 Passed Tim Kersch Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/13/2023 10/13/2023 BLDG-Final Inspection 226883-2023 Passed Dirk de Roggenbuke Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes Tuesday, October 31, 2023 Page 2 of 2 Building Permit Inspection History Finaled (èity of Carlsbad Permit Type: BLDG-Commercial Application Date: 05/30/2023 Owner: MATT WILLET Work Class: Tenant Improvement Issue Date: 08/07/2023 Subdivision: Status: Closed - Finaled Expiration Date: 04/03/2024 Address: 1905 CALLE BARCELONA, # 125 IVR Number: 49561 CARLSBAD CA 92009 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 08/10/2023 0811012023 BLDG-21 220229-2023 Passed Tim Kersch Complete lJnderground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-31 220230-2023 Passed Tim Kersch Complete Underground/Conduit - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-84 Rough 220231-2023 Passed Tim Kersch Complete 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 Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 08/22/2023 08/22/2023 BLDG-17 Interior 221448-2023 Passed Tim Kersch Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-18 Exterior 221449.2023 Passed Tim Kersch Complete - - - Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-85 1-Bar, Ceiling 221450-2023 Passed Tim Kersch Complete Grids, Overhead Tuesday, October 31, 2023 Page 1 of 2 z C) CO 0 z ity o f Carlsbad California Special Inspection Agency! Construction Materials Testing Laboratory Final Report City of Carlsbad. Inspection Services Division Planning & Development Review Aw CA~ MUM 1635 Faraday Ave. Carlsbad, CA 92008 DATE: 10/3/2023 TO: Suilding Official, City of Caiisbad Inspection services, Planning and Development Review 165 Faraday Ave. Carlsbad CA WOOS SUBJECT: Satisfactory completion of work requiring Special Inspection PERMIT NUMBER C8C2023-0154, PROJECT ADDRESS: 1905 Calle Barcelona #125rCarlsbad,-co. 920O9ç'-. SPECIAL INSPECTION SERVICES WERE PRO 'JMD BY - ..........................F SPECIAL INSPECTION AGENCY: Gh.p rider lnèctronJnc.".t.1 .J -- ADDRESS: 1322 Black Moun nd #15Z'Sabiego, Ca 92129 SPECIAL INSPECTOR'S NAMEJylorWIte.-)" (Each special and submit this Final Re ____ rIFITKNUMBER: San Diego#1287 Pi TG WAS PERFORMED BY ; - .GLVJL•ENGINEER OF TH JESTING LABORATOR:1 NI I . . I • .\ ilSTRATlONNUMBERNk \ 1 'EXpFRATI9N I 'I. I • - ._-_l, i All 1904nsvecdons on Project induding: 266) f& ColJrnn Bdces. SPECIAL INSPEC CONSTRUCTION TESTING LABOR ADDRESS: N/A RESPONSIBLE M STATE OF CALIFI COMMENTS: I declare under1 peñaltyof perjüry'thtt'ortbe bèst4dfmyknôwlédge,..oi special inspectipn ad/ó mate?ial4ampling and4'esting for the structure subject permit is in co)4ornance with the approied lIaj1s and construction and testing pro ram andthé'applicab1eworkrnanhip priins of.,the Ca City of Carlsbad. •4 - -.---- '-J"-.• - - - .. - Signature: 4I 4X./_-.. ' (Special inspector) . -- 1.) _-(Re Executed on: 1/3/2023, snoted above all thewb requiring ostructur' construct J un er the d9cuments the appiced ins ection 1if6rnia;siiilding Cod/as amer ded by ,:-; / _tJ spoiIsibMnaging CfVII Engineer) [I 'S SO CAL INSPECTIONS, INC. 3783 Sierra Ave • Norco, CA 92860-1338 Phone (951) 203-9701 Fax (626) 917-8739 Email: Info@SoCalinspectionsinc.com AWS/ CWI- ICBO/ICC ALL CITIES & JURISDICTIONS INSPECTION & MATERIAL TESTING REGISTERED INSPECTOR'S DAILY REPORT Job Number 1 Date 0/12/2 023 TYPE OF INSPECTION REQUIRED El Reinforced Concrete El Structural Steel Assembly El Quality Control El Post Tensioned Concrete LI Fireproofing Ill Epoxy Anchors El Structural Masonry El Asphalt Li Other Job Address City 1905 Garden View Rd Carlsbad, Ca - Job Name Viori - The Fourm Permit Number Issued By City Of Carlsbad Type of Structure Retail Store - Shelving Unit Architect Material Description (type, grade, source) Hilti HUS EZ bol: Engineer Eclijpse Engineering Contractor Mobile Media Construction Inspectors Name Charles F. Ramsey Ill Subcontractor INSPECTION SUMMARY - LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE AND IDENTIFICATION NUMBERS OF SAMPLES TAKEN. STRUCTURAL CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. Anchors Preformed anchor inspection and torque testing of new Hilti HUZ EZ bolts for movable shelving units, and fixed units New 3/8x3-112" anchors were installed at each bolt mounting location. All bolts were installed per Manufacture specs. Bolts torque'd to 40Ft.Lbs per manufacture specs. SAMPLES CONCRETE MORTAR GROUT BLOCK PRISMS DENSITY 4 PAGE OF TIME IN I TIME OUT REG. HOURS I OT 1.5X OT 2X 1 8:00 1 I 4 I I IMPLIANCE: To the best of my knowledge, all of the reported work, is in conformance with the approved plans, specifications, and going building laws. LACO; 01911 Inspector All inspections based on a minimum of 4 hours. Over 4 hours = 8 hours minimum. Any inspections extending past noon will be charged as an 8 hour minimum. APPROVED BY: of Carlsbad OCT 132023 BUILDING DIVISION ENGINEERING STRUCTURAL CALCULATIONS FOR MECHANICAL UNIT AT CARLSBAD FORUM ( 18159 )JJ \\Exp30130/23 olvi 1*/I 7/17/23 CBC2023-0154 1905 CALLE BARCELONA #125 LABRUM: TI FOR CLOTHING RETAIL STORE; INCLUDES GENERAL ELEC, MECHANICAL, PLUMB, LIGHTING, INTERIOR FINISHES (5,275 SF) 7/19/2023 CBC2023-0154 Najars Engineering Najars Engineering 10769 Woodside Ave, Suite 204 Santee, CA 92071 Project: MEP Unit at The Forum Location: 1905 Calle Barcelona - Suite 125 Carlsbad, California 92009 Project Background Najars Engineering has been tasked to verify the framing capacity for the new RTU unit located at the roof. Existing drawings were not provided to Najars Engineering, therefore a site visit was required. On July 15th, Najars Engineering visited the site to verify the existing framing and unit location. The existing unit weighs roughly 25001b and the new unit weighs 17501b. The existing unit has been framed with structural steel and the roof system consist of structural steel supporting a concrete composite deck. Therefore, due to the new unit weighing less than the existing unit.. . no additional structural calculations are required as by inspection the existing framing can support the new unit. Should you have any additional comments or concerns, please feel free to reach out to our office. Sincerely, Bashar Najar, P.E. 10769 WOODSIDE AVE, SUITE 204, SANTEE CA 92071 T (619) 971 - 7514 106 ft 'Oe ti Anza-Bcirrego_ J i Escoridido-O'--fl -°' Desert Slate Park a ta 52023 Google, INEGI. Report a map error. 7/17/23,12:11 PM ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 0 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. OTC Hazards by Location Search Information Address: 19231 Calle Barcelona, Carlsbad, CA 92009, USA Coordinates: 33.0726342, -117.2661679 Elevation: 106 It Timestamp: 2023-07-17T19:11:08.643z Hazard Type: Seismic Reference Document: ASCE7-16 Risk Category: II Site Class: D-dEfault Basic Parameters Name Value Description S 1.051 MCER ground motion (perioth0.25) S1 0.379 MCER ground motion (periodl.Oa) 5MS 1.261 Site-modified spectral acceleration value SM1 * null Site-modified spectral acceleration value SOS 0.841 Numeric seismic design value at 0.2s SA Sol * null Numeric seismic design value at 1 Os SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s F0 * null Site amplification factor at lOs CRS 0.891 Coefficient of risk (0.2s) CR1 0.904 Coefficient of risk (1.0s) PGA 0.464 MCE0 peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.556 Site modified peak ground acceleration TL 8 Long-period transition period (s) SsRT 1.051 Probabilistic risk-targeted ground motion (0.2s) SsUH 1.179 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) SaD 1.5 Factored deterministic acceleration value (0.2s) 51 RI 0.379 Probabilistic risk-targeted ground motion (1.0s) S1UH 0.419 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.6 Factored deterministic acceleration value (lOs) PGAd 0.546 Factored deterministic acceleration value (PGA) See Section 11.4.8 The results indicated here DC NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer httpS://hazards.atCouncil.org/#/Seismic?Iat=33.0726342&lng=-117.2661879&address=1923 Calle Barcelona%2C Cartsbad%2C CA 92009%2C USA 1/2 project: Carlsbad Forum I I location: Carlsbad, CA by: JG/BN date job no. 17/17123 Descirption: Equipment Anchorage - Connection Forces for Base Mounted Equipment (Overturning of Equipment) SDS = 0.841 l= 1 Equip. ID a R z/h Wp (Ibs) Fp,min (Ibs) Fp,man (Ibs) F5 (Ibs) F0 (Ibs) RTU 2.5 6 1 1750 442 2355 736 294 Equip. ID H (in) I (in) W (in) H00 (in) L (in) W (in) RTU 60 48 48 30 24 24 Equip. ID #_Bolts, L #_Bolts, W M01 (k-in) MR(L) (k-in) Uplift_I M511 (k-in) Uplift_W RTU 2 2 22076 30736 0 30736 0 Equip. ID T,,. (Ibs) v. RTU 0 184 By inspection, 1/4" Fp 0.4Xap XSDS XWp = x(1+2 x) MR(L) =(0.9xW—F0)xL cg R/1 MR(w) = (0.9 x 14—) x Wcq Fv = 0.2 x 5DS X Wp Uplift L = (MOT - MR(L))/L H 0 = H/2 Uplift = (MOT - MR(w))/W Lcg = L/2 Tb0tt =max UptiftL tJPhftW) #boltsw #bojtsL W 9 = W/2 MOT = FP x H = 2 x (#botts,L - i) + 2 x (9bO1t5w - i) NEBB CERTIFICATION NUMBER 2756 TECHNICIAN C. MALEY APPROVED S. MILLER DATE 10/6/2023 AIR BALANCE CO.., INC. PROFESSIONAL AIR & HYDRONIC SYSTEM TESTING • BUILDING SYSTEMS COMMISSIONING CERTIFIED TEST, ADJUST & BALANCE REPORT PROJECT THE FORUM RETAIL SHELL SPACE SUITE 125 1905 CALLE BARCELONA, CARLBAD PROJECT/JOB# 23627 CONTRACTOR AAIRCO AIR CONDITIONING & HEATING 7955 ALIDA STREET, LA MESA, CA 91942 ARCHITECT AO ENGINEER 120 DEGREEZ MEP ENGINEERING The data presented in this report is a record of system measurements and final adjustments that have been obtained in accordance with the current edition of the NEBB Procedural Standard for Testing, Adjusting and Balancing of Enviromental Systems. The measurements shown, and the information given, in this report are certified to be accurate and complete, at the time and date information was gathered. Any variances from design quantities, which exceed NEBB tolerances, are noted in the TAB report project summary. 1240 N. Jeffersoi St., Suite H • Anaheim. GA 92807-1632• Phone (714) 630-3796 • Fax (714) 630-3998 3330W. Hacienda Ave.. Suite 407- Las Vegas, NV 89118 • Phone (702) 270-2688 • Fax (702) 270-0788 7525 Mission Gorge Rd., Suite E • San Diego, CA 92120 • Phone (800) 339-3796 www.precisionairbalance.com Email: sales©precisionalrbalance.com CA STATE LICENSE #633805 City of Carlsbad OCT 1 3 2023 BUILDING DIVISION itP 0 0. AIR BALANCE CO., INC. PROFESSIONAL AIR & HYORONIC SYSTEM TESTING • BUILDING SYSTEMS COMMISSIONING p INSTRUMENTATION LIST INSTRUMENT MANUFACTURER MODEL # SERIAL # TACHOMETER HERMAN STICHT MT-200 B16985021P VOLT/AMP METER FLUKE 373 88105713 AIRDATA MULTIMETER SHORTRIDGE ADM-860 M99021 ANEMOMETER ALNOR TSI INC. 5725 T57252031007 HOOD #8 *also used on flowhoods CALIBRATION DUE DATE 2/28/2024 2/28/2024 10/24/2023 1/26/2024 C. MALEY 1240 N. Jefferson St., Suite H• Anaheim, CA 92807-1632W Phone (714) 830-3796 • Fax (714) 630-3998 3330W. Hacienda Ave., Suite 407 • Las Vegas, NV 89118 • Phone (702) 270-2688 • Fax (702) 270.0788 Wf P BTB 7525 Mission Gorge Rd., Suite E San Diego. CA 92120 • Phone (800) 339-3796 www.precisionafrbalance.com Email: sales@precislonairbalance.com CA STATE LICENSE #633805 Pl PRECISION I - INSTRUMENT CORRECTION 933 Mariner Street Brea, CA 92821 714-671-6018 ph www.picinc.net Certificate of Calibration This certifies that the following instrument has been calibrated in compliance with all applicable portions of ANSI/NCSL Z540-1-1994 or .3-2006, ISO 10012:2003(E) 01-1:1992(E), ISO/IEC 17025:2017 and Mil-Std-45662A (cancelled). All readings are reported "As Found' and "As Left" unless otherwise noted. The calibration results published in this certificate were obtained using equipment capable of producing results that are traceable through the National Institute of Standards & Technology (NIST) to the International System of Units (SI). The opinions and interpretations expressed relate only to the results obtained from the item calibrated and this Certificate shall not be reproduced except in full, without the written approval of P.I.C. Customer: Precision Air Balance Co., Inc Test #: 140173.01 Address: 1240 N. Jefferson St., Suite H, Anaheim Test Date: 02-28-23 MRH02222023 Due Date: 02-28-24 Instrument: Tachometer Non-Contact Condition: Fair Make: Sticht Model #: MT-i B ID #: B16985021P Cal. Location: In-House Serial #: B16985021P Temperature: 68°F+/- 2°F Cal. Freq: 12 Months Humidity: <60% As Found: Pass Procedure(s): NA17-20MA-39 Work Performed: Calibrated, Certified As Left: Pass Specification(s): Mfg. Specs Standard(s) Used PlC ID Calibrated Due Trace # Multi-Product Calibrator 375 04-22-22 04-22-23 131736.14 Comments: Data: Rated Accuracy: See Data ROTATIONAL SPEED INDICATION CALIBRATION: Amplitude Frequency Nominal Units 3.0V 833 500.0 RPM 3.0 V 416.7 25000 RPM 3.0 V 833.3 50000 RPM 3.0 V 1250 75000 RPM 10'v 1500 90000 RPM As Found As Left Lower Limit Upper Limit Status 499.8 499.8 499.0 . 501.0 Pass 25002 25002 24998 25002 Pass 49999 49999 49997 50004 Pass 75001 75001 74995 75005 Pass 90000 90000 89994 90006 Pass Stamp: (Elias Sandoval) PIC 20 SX7 Issue Date: 02-2:3-23 Page 1/1 (PlC QA Manual Rev 12-21-20) QA Review: P1 ) PRECISION INSTRUMENT CORRECTION 933 Mariner Street Brea, CA 92821 714-671-6018 ph www.picinc.net Certificate of Calibration This certifies that the following instrument has been calibrated in compliance with all applicable portions of ANSI/NCSL Z540-1-1994 or .3-2006 ISO 10012:2003(E) or -1:1992(E), ISO/IEC 17025:2017 and Mil-Std-45662A (cancelled). All readings are reported "As Found" and "As Left" unless otherwise noted. The calibration results published in this certificate were obtained using equipment capable of producing results that are traceable through the National Institute of Standards & Technology (NIST) to the International System of Units (SI). The opinions and interpretations expressed relate only to the results obtained from the item calibrated and this Certificate shall not be reproduced except in full, without the written approval of P.I.C. Customer: Precision Air Balance Co., Inc Test #: 140173.03 Address: 1240 N. Jefferson St., Suite H, Anaheim Test Date: 02-28-23 P.O.#: MRH02222023 Due Date: 02-28-24 Instrument: Clamp Meter Condition: Fair Make: Fluke Model #: 335 ID #: 88105713 Cal. Location: In-House Serial #: 88105713 Temperature: 68"F+I-2°17 Cal. Freq: 12 Months Humidity: <60% As Found: Pass Procedure(s): Fluke 33X Calibration Manual Work Performed: Calibrated, Certified As Left: Pass Specification(s): Mfg. Specs Standard(s) Used PlC ID Calibrated Due Trace # Coil-50 Turn 120 06-29-22 06-29-27 133470.07 Multi-Product Calibrator 375 04-22-22 04-22-23 131736.14 Comments: - Data: Rated Accuracy: See Data AC Voltage Tests: Range Applied Units Frequency As Found As Left Lower Limit Upper Limit Status 600 V 20.0 VAC 50 Hz 20.2 20.2 19.3 20.7 Pass 600 V 600.0 VAC 50 Hz 601.0 601.0 593.5 606.5 Pass DC Voltage Tests: Range Applied Units As Found As Left Lower Limit Upper Limit Status 600V 20.0 VOC 20.2 20.2 19.3 20.7 Pass 600 V -20.0 VDC -20.1 -20.1 -20.7 -19.3 Pass 600 V 600.0 VDC 602.1 602.1 593.5 606.5 Pass 600V -600.0 VDC -601.3 -601.3 -606.5 -593.5 Pass Resistance Tests: Range Applied Units As Found As Left Lower Limit Upper Limit Status 6000 600.0 0 601.0 601.0 590.5 609.5 Pass 60000 6000 0 6009 6009 5905 6095 Pass AC Current Tests: with 50 Turn Coil Range Applied Nominal Units Frequency As Found As Left Lower Limit Upper Limit Status 600 A 0.4000 20.0 AAC 50 Hz 19.8 19.8 19.1 20.9 Pass 600 A 4.000 200.0 AAC 50 Hz 200.0 200.0 195.5 204.5 Pass 600 A 12.000 600.0 AAC 50 Hz 603.6 603.6 587.5 612.5 Pass (Elias Sandoval) Stamp: © Issue Date: 02-28-23 Page 111 (PlC QA Manual Rev 12-21-20) QA Review: AIRDATA MULTIMETER CERTIFICATE OF RECALIBRATION Customer ID: 004232 S/N: M99021 Customer: PRECISION AIR BALANCE COMPANY, INC. City: ANAHEIM State: CA As-Received Model #: ADM-860 Converted to Model #: Order #: R232090 P0 #: Customer Eqpt ID#: Calibration Due Date: This instrument has been calibrated using Calibration Standards which are traceable to NIST (National Institute of Standards and Technology). Test accuracy ratio is 4:1 for pressures and temperature. Quality Assurance Program and calibration procedures meet the requirements for ANSI/NCSL Z5401, ISO 17025, MIL-STD 45662A and manufacturers specifications. Calibration accuracy is certified when meters are used with properly functioning accessories only. All Uncertainties are expressed in expanded terms (twice the calculated uncertainty). This report shall not be reproduced, except in full, without the written approval of Shortridge Instruments, Inc. Results relate only to the item calibrated. For limitations on use, see Shortridge Instruments, Inc. Instruction Manual for the use of AirData Mu!timeters. Procedure used: Procedure for Differential Pressure, Absolute Pressure and Temperature Recalibration of AirData Multimeters SlP-CP02 Revision: 30 Dated: 04/04/16 Calibration Calibration Approved by: As-Received By A&ACI Date OfZf 2zfl " JRh 4 % Ambient remperature '73 IF Barometric Pressure c2. 23 in Hg All within spec NO NA ( cJDb Calibration Date: 0q/07 2 Title: CJ (YL, Date:gc/c5i /2o?.3 ft_iJ.-TeIt By ? hb Test By______________ Date 2210-11 33 Rht{3 % bt— % AmblentTemperature 7 F AmbientTeatuc& Barometric Pressure ..? 3 '1 in Hg Barometric Pressure~R h ~in g All within spec NO All within spec YES NO ABSOLUTE PRESSURE TEST (in Hg) TEST METER TOLERANCE = ± 2.0 % ± .1 In Hg —S) AS-RECEIVED TEST WITHIN SPEC CENO N/A See Notes Pressure Standard: Heise #02-R SIN: 41741/42451 As-Rcvd Test 2 Test 3 Pressure Standard: Heise #12A-R '9/N:45605/48491 As-Rcvd 4j Test 3 Pressure Standard: Heise #04-R SIN: 41743/42453 dj3& Test 2 Test 3 Pressure Standard: Heise #14-R SIN: 43412/45043-2 As-Rcvd Test 2 Test 3 Pressure Standard: Heise #06-R SIN: 41742/42452-1 AS-RCVd Test 2 Test 3 Pressure Standard: Heise #16-11 SIN: 43413/45044 As-Rcvd Test 2 Test 3 Pressure Standard: Heise #08-R SIN: 42186/43328 As-Rcvd Test 2 Test 3 Pressure Standard: Heise #18-R SIN: 44581/46845-1 As-Rcvd Test 2 Test 3 Pressure Standard: Heise #1 0-R SIN: 42203/43352 As-Rcvd Test 2 Test 3 Pressure Standard: Heise #20-R SIN: 44582/46847 As-Rcvd Test 2 Test 3 Approx Set Pt Standard Test Meter % Duff Standard Test Meter % Duff Standard Test Meter % Duff DIFFERENTIAL PRESSURE TEST (in wc) TEST METER TOLERANCE = ± 2.0 % ± 0.001 in wc AS-RECEIVED TEST WITHIN SPEC <IV NO N/A Pressure Standard: Heise #01-I SIN: 41739/42449 As-Rcvd Test 2 Test 3 Pressure Standard: Heise #11-1 SIN: 43165/445514 Pressure Standard: Heise #01-R SIN: 41739/42446 As-Rcvd Test 2 Test 3 Pressure Standard: Heise #11-R SIN: 43165/44730 Pressure Standard: Heise #02-L SIN: 41741/42454 As-Rcvd Test 2 Test 3 Pressure Standard: Heise #12A-L SIN: 45605/48490-1 Pressure Standard: Heise 003A-L SIN: 45570/48461 Test 2 Test 3 Pressure Standard: Heise #13-1 SIN: 43415/45041 Pressure Standard: Heise #03A-R SIN: 45570/48460 Rti-' Test 2 Test 3 Pressure Standard: Heise #13-R SIN: 43415145039 Pressure Standard: Heise #04-L SIN: 41743/42456 Test 2 Test 3 Pressure Standard: Heise #14-L SIN: 43412145045 Pressure Standard: Heise 005-1 SIN: 41740142450 As-Rcvd Test 2 Test 3 Pressure Standard: Heise #15-L SIN: 43416/45042 Pressure Standard: Heise #05-R SIN: 41740/42447 As-Rcvd Test 2 Test 3 Pressure Standard: Heise #15-R SIN: 43416/45040-1 Pressure Standard: Heise #06-I SIN: 41742/42455 As-Rcvd Test 2 Test 3 Pressure Standard: Heise #16-1 SIN: 43413/45046 Pressure Standard: Heise #07-L SIN: 42185/42186 As-Rcvd Test 2 Test 3 Pressure Standard: Heise #17-1 SIN: 44579/46842 Pressure Standard: Heise #07-R SIN: 42185/43326 As-Rcvd Test 2 Test 3 Pressure Standard: Heise #17-R SIN: 44579/4684 Pressure Standard: Heise #08-I SIN: 42186/43329 As-Rcvd Test 2 Test 3 Pressure Standard: Heise #18-1 SIN: 44581/46846 Pressure Standard: Heise #09-L SIN: 42202/43351 As-Rcvd Test 2 Test 3 Pressure Standard: Heise #19-1 SIN: 44580/46844 Pressure Standard: Heise #09-R SIN: 42202/43350 As-Rcvd Test 2 Test 3 Pressure Standard: Heise #19-R SIN: 44580/46843 Pressure Standard: Heise #10-L SIN: 42203/43353 As-Rcvd Test 2 Test 3 Pressure Standard: Heise #20-L SIN: 44582/46848 See Notes As-Rcvd Test 3 As-Rcvd Iii—i Test 3 As-Rcvd es2) Test 3 As-Rcvd Test 2 Test 3 As-Rcvd Test 2 Test 3 As-Rcvd Test 2 Test 3 As-Rcvd Test 2 Test 3 As-Rcvd Test 2 Test 3 As-Rcvd Test 2 Test 3 As-Rcvd Test 2 Test 3 As-Rcvd Test 2 Test 3 As-Rcvd Test 2 Test 3 As-Rcvd Test 2 Test 3 As-Rcvd Test 2 Test 3 As-Rcvd Test 2 Test 3 Approx Set Pt Standard Test Meter % Duff Standard Test Meter % Duff Standard Test Meter % Duff 0.0500 OSGa 0507 .2.0 0SO4 .050, 0.1250 .V13 . lL L'5'-4 -O& a. 55 .ic 0.2250 .asq .'zzs -.o-i 1.000 0og, LOtLI - /.0!! ),o /,5? -uA 2.000 2.OQ5 ZOO- t5 )0cf O)4, 3.600 3,L, 0-7 3. (pZO - 36 ?>. tp (t' 3, (. Il 4.400 14 L109 4LI3 94 90 L14 27.00 7.(J L(- 50.00 SO, (3 5-0. 20 tL4 50,0C So5 Overange NA j,- NA NA NA NA NA Shortridge Instruments, Inc. 7855 East Redfield Road Scottsdale, Arizona 85260 (480) 991-6744 • Fax (480) 443-1267 • www.shortridge.com ADM Recalibration Rev 52- 03-01-23 1 of 2 031/2023 AIRDATA MULTIMETER CERTIFICATE OF RECALIBRATION SIN: M99021 Order #: R232090 LOW VELOCITY CONFIRMATION (FPM) TEST METER TOLERANCE = ± 3.0% 1 7 FPM AS-RECEIVED TEST WITHIN SPEC NO N/A See Notes Vet Eqv Trans Std: SIN: M02009 As-Rcvd Test 2 Test 3 Vet Eqv Trans Std: SIN: M10897 As-Rcvd Test 2 Test 3 Vet Eqv Trans Std: SIN: M02903 As-Rcvd Test 2 Test 3 Vet Eqv Trans Std: SIN: M10901 As-Rcvd r3 Test 3 Vet Eqv Trans Std: SIN: M10839 As-Rcvd Test 2 Test 3 Vet Eqv Trans Std: SIN: M13492 As-Rcvd Test 2 Test 3 Vet Eqv Trans Std: SIN: M10840 Test 2 Test 3 Vet Eqv Trans Std: SIN: M19325 As-Rcvd Test 2 Test 3 Annmy Set Ptint 5tni1rd Tpqt Meter fluff Stndri Tet Meter fluff Standard Test Meter fluff 1sI' ADM-880C, ADM-8701870C and ADM-8601860C models are read in AirFoil Mode. ADM-850/850L models are read in Pilot Tube Mode. TEMPERATURE TEST - AIRDATA MULTIMETER (° F) TEST METER TOLERANCE = ± 0.2° F AS-RECEIVED TEST WITHIN SPEC NO N/A See Notes RTD Simulator: SIN 249 Test 2 Test 3 Set Point:J! 950 F 154.4° F RTD Simulator. SIN 250 Test 2 Test 3 Set Point: 35.6° F 4°J.T) 154.4° F RTD Simulator: SIN 253 Test 2 Test 3 Set Point: 35.6° F 95° F RTD Simulator: SIN 254 As-Rcvd Test 2 Test 3 Set Point: 35.6° F 95° F 154.40 F RTD Simulator: SIN 256 As-Rcvd Test 2 Test 3 Set Point: 35.6° F 950 F 154.4° F RTD Simulator: SIN 257 As-Rcvd Test 2 Test 3 Set Point: 35.6° F 95° F 154.4° F RTD Simulator: SIN 292 As-Rcvd Test 3 Set Point?j. 95° F 154.4° F RTD Simulator: SIN 293 As-Rcvd Test 3 Set Point: 35.6° F 154.4° F RTD Simulator. SIN 294 As-Rcvd Test 3 Set Point: 35.6° F 95° F RTD Simulator: SIN 313 As-Rcvd Test 2 Test 3 Set Point: 35.6° F 95° F 154.4°F RTD Simulator: SIN 314 As-Rcvd Test 2 Test 3 Set Point: 35.6° F 95° F 154.40 F RTD Simulator: SIN 315 As-Rcvd Test 2 Test 3 Set Point: 35.6° F 95° F 154.4°F RTD Simulator: SIN 316 As-Rcvd Test 2 Test 3 Set Point: 35.6° F 95° F 15440 F RTD Simulator: SIN 317 As-Rcvd Test 2 Test 3 Set Point: 35.6° F 95° F 154.4°F RTD Simulator: SIN 318 As-Rcvd Test 2 Test 3 Set Point: 35.6° F 95° F 154.4° F RID Simulator Temperature Enuivalent Set Point Test Meter Difference Test Meter Difference Test Meter Difference 35.60 35.7 95.00 q.0 II q5•1 I F 154.40 54.5 .1 I 1 1 There were no additions to or deviations from the specified calibration procedure during the calibration process. Any calibration due date shown is specified by the customer. The enclosed ADM Calibration Standards for Pressure and Temperature form(s) is/are an integral part of this calibration and must remain with this Certificate of Calibration. There may be more than one such form included that pertains to this calibration. Any additional information required pertaining to this calibration or to any repairs performed may be included in other documentation. If applicable, these documents may include, but not be limited to an AirData Multimeter Recalibration Notes form, and/or a Repair Record Notes form. NOTES: Shortridge Instruments, Inc. 7855 East Redfield Road Scottsdale, Arizona 85260 (480) 991-6744 ° Fax (480) 443-1267 www.shortuidge.com ADM Recabbration Rev 52- 03-01-23 2 of 2 O&V1/2023 TEMPROBE RECALIBRATION TEST REPORT Customer ID: 0014 32. Multimeter Serial Number: 'tR 024 Customer: PRCDt' p0\R 1uJC CDt"WI, \C... City: AE\4 State: CA Order#: R230 As-Received Test By: _ Date: c( 2 / 2) 2 Final Test By: A/IA Date: fiji/I As-Received: Rh: (_j 5Lf % Ambient Temperature: 7 O F Barometric Pressure 2.2L in Hg Final: Rh: WI,4 % Ambient Temperature: tV/Pr O F Barometric Pressure it//A in Hg TEMPERATURE TEST (° F) TEMPROBE TOLERANCE = ± 0.3° F TEMPROBE MODEL NUMBER: 4Lr '//E TEMPROBE ID#: p..iIA Test(s) with Customers Meter lY Test(s) with In-house Temperature Calibration Standard 0 All Within Specification Yes 0 No EP' TEMPERATURE TEST (° F) TEMPROBE TOLERANCE = ± 0.3° F Thermometer #1 SIN 8A089 I Thermistor SIN M10660 Set Point: eEo95° F 155° F Thermometer #2 SIN 813104 / Thermistor SIN 871507 Set Point: 35° F 95° F 155° F Thermometer #5 SIN BI 1780 / Thermistor SIN B10505 Set Point: 35° F 95° F Thermometer #6 SIN 1311782 I Thermistor SIN B10509 Set Point: 35° F 95° F 155° F Thermometer #7 SIN B49938 / Thermistor SIN B482202 Set Point: 35° F c!' 1550 F Temperature Standard AirData Multimeter SIN M001 36 Set Point: 350 F 95° F 1550 F Temperature Standard AirData Multimeter SIN M96100 Set Point: 35° F 95° F 155° F Approximate Set Point Set Point Uncertainty AS-RECEIVED TEST FINAL TEST Standard 0 F Test Meter 0 F Offset 0 F Standard O F Test Meter F Offset F 35° F 0.00324 34'.3 95° F 0.00324 7 3 155° F 0.00324 (S' .0 I 15q,. (.a NOTES: Procedure used: Procedure for Calibration/Recalibration of MultiTemps and/or TemProbes SIP-CP14 Rev: 03 Dated: 07/31114. There were no additions to or deviations from the calibration procedure during this calibration process. Calibration standards used by Shortridge Instruments, Inc. are traceable to NIST (National Institute of Standards and Technology). Calibration is performed in accordance with ANSI/NCSL Z540-1, ISO 17025, MIL-STD 45662A and manufacturer's specifications. Calibration accuracy is certified when meters are used with properly functioning accessories only. This report shall not be reproduced, except in full, without the written approval of Shortridge Instruments, Inc. Results relate only to the item calibrated. Limitations on use: See Shortridge Instruments, Inc. Instruction Manual for -the use of AirData Multimeters. The enclosed ADM or HDM Calibration Standards form(s) is/are an integral part of this calibration and must remain with this Certificate of Calibration. Any calibration due date shown is specified by the customer. Calibration Approved by: IflfZfl1..kQ?_Title: Date: D/o7(aOaT Shortridge Instruments, Inc. 7855 East Redfield Road Scottsdale, Arizona 85260 (480) 991-6744 • Fax (480) 443-1267 • www.shortridge.com TemProbe Recal Rev 02 04/25/22 1 of 1 04/25/22 TEMPROBES RECALIBRATION TEST REPORT Customer ID: COL42X2... Multimeter Serial Number: W\GtO )2 Customer: FR11SOf.1 At R. UCANCE CLAMP..S'1J NC., City: A14( M State: CA Order #: 2.32zC As-Received Test By: 1 Date: 0(2g J 2DZ.3 Final Test By: ci. Date: p q / 07I.Ai_ As-Received: Rh: 4 % Ambient Temperature: 73 0 F Barometric Pressure ,28 in Hg Final: Rh: 43 % Ambient Temperature: 'i . ° F Barometric Pressure OLT. 37 in Hg TEMPERATURE TEST (0 F) TEMPROBE TOLERANCE = ± 0.30 F TEMPROBE MODEL NUMBER: AOT 1i4/2 TEMPROBE ID#:_____________ Test(s) with Customer's Meter LW' Test(s) with In-house Temperature Calibration Standard 0 All Within Specification Yes I!( No 0 Temperature Standard Thermometer #1 SIN 8A089 I Thermistor SIN A410660 Set PoinkgDF 950 F 1550 F Temperature Standard Thermometer #2 SIN 813104 I Thermistor SIN 871507 Set Point: 350 F 95° F 155° F Temperature Standard Thermometer #5 SIN BI 1780 I Thermistor SIN B10505 Set Point: 35° F 95° F t!.E Temperature Standard Thermometer #6 SIN Bi 1782/ Thermistor SIN B10509 Set Point: 35° F 950 F 155° F Temperature Standard Thermometer #7 SIN 849938 I Thermistor SIN B482202 Set Point: 35° F 155° F Temperature Standard AirData Multimeter SIN M00136 Set Point: 350 F 95° F 1550 F Temperature Standard AirData Multimeter SIN M96100 Set Point: 35° F 95° F 155° F Approximate Set Point Set Point Uncertainty AS-RECEIVED TEST FINAL TEST Standard ° F Test Meter ° F Offset ° F Standard OF Test Meter ° F Offset ° F 35°F 0.00324 30 35..2- . 2 35.0 3 57 . 95 OF 0.00324 Qs. 0 q G 155°F 0.00324 SS 0 TEMPERATURE TEST (° F) TEMPROBE TOLERANCE = ± 0.3° F TEMPROBE MODEL NUMBER: 44gl TEMPROBE lD#: Test(s) with Customer's Meter l Test(s) with In-house Temperature Calibration Standard D All Within Specification Yes Q4io 0 Temperature Standard Thermometer #1 SIN 8A089 I Thermistor SIN A410660 Temperature Standard Thermometer #2 SIN 88104 I Thermistor SIN 871507 Temperature Standard Thermometer #5 SIN 1311780 / Thermistor SIN 1310505 Temperature Standard Thermometer #6 SIN B11782 / Thermistor SIN 1310509 Temperature Standard Thermometer #7 SIN 849938 / Thermistor SIN 8482202 Temperature Standard AirData Multimeter SIN M00136 Temperature Standard AirData Multimeter SIN M96100 Set Point: 95° F 155° F Set Point: 35° F 95° F 155° F Set Point: 350 F 95° F ci59 Set Point: 35° F 95° F 155° F Set Point: 35° F OD 155° F Set Point: 35° F 950 F 155° F Set Point: 35° F 95° F 155° F Approximate Set Point Set Point Uncertainty AS-RECEIVED TEST FINAL TEST Standard 0 F Test Meter 0 F Offset 0 F Standard F 0 F Test Meter Offset ° F 35°F 0.00324 3z5. 3 .o 3, a .QL 95 O F 0.00324 1j / I 6 155 OF 0.00324 _ I cs-.o I ;-S Procedure used: Procedure for Calibration/Recalibration of MultiTemps and/or TemProbes SIP-CP14 Rev: 03 Dated: 07/31/14. There were no additions to or deviations from the calibration procedure during this calibration process. Calibration standards used by Shortridge Instruments, Inc. are traceable to NIST (National Institute of Standards and Technology). Calibration is performed in accordance with ANSIINCSL Z540-1, ISO 17025, MIL-STD 45662A and manufacturers specifications. Calibration accuracy is certified when meters are Used with properly functioning accessories only. This report shall not bereproduced, except in full, without the written approval of Shortridge Instruments, Inc. Results relate only to the item calibrated. Limitations on use: See Shortridge Instruments, Inc. Instruction Manual for the use of AirData Multimeters. The enclosed ADM or HDM Calibration Standards form(s) is/are an integral part of this calibration and must remain with this Certificate of Calibration. Any calibration due date shown is specified by the customer. Calibration Approved by: 1W. Title:QJiYL--. Date: 69'/ol/ZoZ3 Shortridge Instruments, Inc. 7855 East Redfield Road Scottsdale, Arizona 85260 • (480) 991-6744 • Fax(480)443-1267 • www.shortridge.com TemProbes. Recal Rev 0204/25/22 1 of 1 04/25/22 Shortridge Instruments, Inc. AirData Multimeter Calibration Equipment Order Number: cAL O Serial Number: W0iq0JL I Test Type: Initial As-Received ina ABSOLUTE PRESSURE STANDARDS ADM #02-R SIN: 41741/42451 Heise Model: PPM-2 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 08116/23 Due Date: 08/2024 ADM #04-11 SIN: 41743/42453 Heise Model: PPM-2 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 03/13/23 Due Date: 03/2024 ADM #06-R SIN: 41742/42452-1 Heise Model: PPM-2 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 09101/22 Due Date: 11/2023 ADM #08-R SIN: 42186/43328 Heise Model: PPM-2 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 07/14/23 Due Date: 07/2024 ADM #10-11 SIN: 42203/43352 Heise Model: PPM-2 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 05/25/23 Due Date: 05/2024 ADM #12A-R SIN: 45605/48491 Heise Model PPM-2 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 08101/22 Due Date: 10/2023 ADM #14-R SIN: 43412/45043-2 Heise Model: PPM-2 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 09/28/22 Due Date: 1212023 ADM #16-R SIN: 43413/45044 Heise Model: PPM-2 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 04(25/23 Due Date: 04/2024 ADM #18-11 SIN: 44581/46845-1 Heise Model: PPM-2 Mfgd & Calibrated by Ashcroft, Inc. Calibration Date: 02110/23 Due Date: 02/2024 ADM #20-11 SIN: 44582148847 Heise Model: PPM-2 Mfgd & Calibrated by Ashcroft, Inc. Calibration Date: 07/07/22 Due Date: 08/2023 #02-R, 04-R, 08-R, 08-R, 10-R, 12A-R, 14-11, 16-R Rated Accuracy: 0.05% Is (00305 in Hg) Range: 0-30 psia Resolution: 0.01 Uncertainty: <0.0358 #18-R, 20-R Rated Accuracy: 0.05% Is (0.0305 in Hg) Range: 0-60 in Hg Resolution: 0.001 Uncertainty: < 0.0358 DIFFERENTIAL PRESSURE STANDARDS ADM #01-L SIN: 41739/42449 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 08/17/23 Due Date: 08/2024 ADM #01-R SIN: 41739/42446 Heise Model: PPM-I Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 08/17/23 Due Date: 08/2024 ADM #02-1. SIN: 41741/42454 Heise Model: PPM-i Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 08/18/23 Due Date: 08/2024 ADM #03A-L SIN 45570/48461 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 03(17/23 Due Date: 03/2024 ADM #03A-R SIN 45570/48460 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 03/20123 Due Date: 03/2024 ADM #04-L SIN: 41743/42458 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 03/17/23 Due Date: 03/2024 ADM #05-L SIN: 41740/42450 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 09/01/22 Due Date: 11/2023 ADM #05-R SIN;: 41740/42447 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 09/01/22 Due Date: 11/2023 ADM #06-1 S/N 41742/42455 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 09/01/22 Due Date: 11/2023 ADM #07-1 SIlt 42185/42186 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 07/14/23 Due Date: 07/2024 ADM #07-R SIN: 42185(43326 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 07/14/23 Due Date: 07/2024 ADM #08-L SIN: 42188(43329 Heise Model: PPM-i Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 07/14/23 Due Date: 07/2024 ADM #09-1. SIN: 42202/43351 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 05/30/23 Due Date: 05/2024 ADM #09-R SIN: 42202/43350 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 05/30/23 Due Date: 05/2024 ADM #10-1 SIN: 42203/43353 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 05/26/23 Due Date: 05/2024 ADM #11-1 SIN: 43165/44551-1 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 08/04/22 Due Date: 10/2023 ADM #11-11 SIN: 43165/44730 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 08/04/22 Due Date: 10/2023 ADM #12A-L SIN: 45605/48490-1 Heise Model: PPM-11 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 08103/22 Due Date: 10/2023 ACM #13-1 SIN: 43415/45041 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 10/11/22 Due Date: 12/2023 ADM #13-R SIN: 43415145039 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 10/11/22 Due Date: 12/2023 ADM #14-1 SIN: 43412/45045 Heise Model: PPM-11 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 10/11/22 Due Date: 1212023 ADM #15-1 SIN: 43416/45042 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 04126/23 Due Date: 04/2024 ADM #15-R SIN: 43416/45040-1 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 04/28/23 Due Date: 04(2024 ADM #18-1 SIN: 43413/45048 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 04/25/23 Due Date: 04/2024 ADM #17-1 SIN: 44579/46842 Heise Model: PPM-1 Mfgd & Calibrated by Ashcroft, Inc. Calibration Date: 02/15/23 Due Date: 02/2024 ADM #17-R SIN: 44579/46841 Heise Model: PPM-1 Mfgd & Calibrated by Ashcroft, Inc. Calibration Date: 02115/23 Due Date: 02/2024 ADM #18-1 SIN: 44581/46646 Heise Model: PPM-I Mfgd & Calibrated by Ashcroft, Inc. Calibration Date: 02/15/23 Due Date: 02/2024 ADM #19-L SIN: 44580/46844 Heise Model: PPM-1 Mfgd & Calibrated by Ashcroft, Inc. Calibration Date: 07/14/22 Due Date: 08/2023 ADM #19-R SIN: 44580/48843 Heise Model: PPM-1 Mfgd & Calibrated by Ashcroft, Inc. Calibration Date: 07/14/22 Due Date: 08/2023 ACM #20-L SIN: 44582/46848 Heise Model: PPM-1 Mfgd & Calibrated by Ashcroft, Inc. Calibration Date: 07/14/22 Due Date: 08/2023 #01-1, 03A-L, 05-L, 07.1, 09-1, il-I, 13-1, 15-1, 17-1, 19-1 Rated Accuracy: '0.07% Is (0.000175 In wc) Range: 0.0-0,25 in wc Res.: 0.00001 Uncertainty. <0.00035 #01-R, 03A-R, 05-R, 07-R, 09-R, 11-R, 13-R, 15-R, 17-R, 19-R Rated Accuracy: >0.06% is 10.003 in wc) Range: 0.0-5.0 in wc Res.: 0.0001 Uncertainty: <0.00348 #02-1, 04-1, 06-L, 08-1, io-L, 12A-L, 14-1, 16-L, 18-1, 20-1 Rated Accuracy: '0.06% Is (0.03 in wc) Range: 0.0-50.0 in we Res.: 0.001 Uncertainty: <0.0346 Shortridge Instruments, Inc. 7855 East Redfield Road Scottsdale, Arizona 85260 (480) 991-6744 • Fax (480) 443-1267 • www.Shortridge.Com ADM Cal Stnds Rev 18 03-01-23 1 of 2 09/01/2023 Shortridge Instruments, Inc. AirData Muftimeter Calibration Equipment Customer Order Number, Meter Serial Number, and Test Type are referenced on page 1 LOW VELOCITY EQUIVALENT CONFIRMATION STANDARDS Vel Eqv Transfer Standard SIN: M02009 Model ADM-870C Mfgd & Calibrated by Shortridge Instruments, Inc. Calibration Date: 08/15/23 Due Date: 08/2024 Vel Eqv Transfer Standard SIN: M02903 Model ADM-870C Mfgd & Calibrated by Shortridge Instruments, Inc. Calibration Date: 12/28/22 Due Date: 12/2023 Vel Eqv Transfer Standard SIN: M10839 Model ADM-870C Mfgd & Calibrated by Shortridge Instruments, Inc. Calibration Date: 10/26/22 Due Date: 10/2023 Vel Eqv Transfer Standard SIN: M10840 Model ADM-870C Mfgd & Calibrated by Shortridge Instruments, Inc. Calibration Date: 10/26/22 Due Date: 10/2023 Vel Eqv Transfer Standard SIN: M10897 Model ADM-870C Mfg'd & Calibrated by Shortridge Instruments, Inc. Calibration Date: 01/25/23 Due Date: 01/2024 Vel Eqv Transfer Standard SIN; M10901 Model ADM-870C Mfgd & Calibrated by Shortridge Instruments, inc. Calibration Date: 12/28/22 Due Date: 12/2023 Vel Eqv Transfer Standard SIN: Ml 3492 Model ADM-870C Mfgd & Calibrated by Shortridge Instruments, inc. Calibration Date: 08115/23 Due Date: 08/2024 Vet Eqv Transfer Standard SIN: M19325 Model ADM-870C Mfgd & Calibrated by Shortridge Instruments, Inc. Calibration Date: 06/08/23 Due Date: 06/2024 Rated Accuracy: Velocity 1.5% * 3.5 fpm Range: 100-5000 fpm Resolution: 0.1 Uncertainty: <5.00 fpm at 100 fpm; <7,50 fpm at 500 fpm TEMPERATURE STANDARDS RTD Simulator SIN: 249 Model RTD-10001500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 04/02/20 Due Date: 03/2024 RTD Simulator SIN: 250 Model RTD-1000/500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 04/02/20 Due Date: 0312024 RID Simulator SIN: 253 Model RTD-10001500 Mfgd by General Resistance Calibrated by lET labs Calibration Date: 04/02/20 Due Date: 03/2024 RID Simulator SIN: 254 Model RTD-1000/500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 05/04/20 Due Date: 04/2024 RID Simulator SIN: 256 Model RTD-10001500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 05/04/20 Due Date: 04/2024 RIO Simulator SIN: 257 Model RTD-1000/500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 05/04/20 Due Date: 04/2024 RTD Simulator SIN: 292 Model RID-1000/500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 01/03/20 Due Date: 01/2024 RTE) Simulator SIN: 293 Model RTD-10001500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 01/03/20 Due Date: 01/2024 RID Simulator SIN: 294 Model RTD-1000/500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 01/03/20 Due Date: 01/2024 RTD Simulator SIN: 313 Model RID-1000/500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 03/25/22 Due Date: 03/2026 Rfl) Simulator SIN: 314 Model RTD-1000/500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 03/25/22 Due Date: 03/2026 RID Simulator SIN: 315 Model RTD-1000/500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 03/25/22 Due Date: 03/2026 RID Simulator SIN: 316 Model RTD-1000/500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 08/06/22 Due Date: 05/2026 RID Simulator SIN: 317 Model RTD-1000/500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 05/23/22 Due Date: 05/2026 RTD Simulator SIN: 318 Model RTD-1000/500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 05/23/22 Due Date: 05/2026 Rated Accuracy: 0.025% of setting Range: 100.00 0 to 11111.10 0 Resolution: 0.01 0 Uncertainty: 32 ppm Thermometer #1 SIN 8A089/Thermistor SIN A410860 Model 1504/5810 Mfgd by Hart Scientific Calibrated by Fluke Calibration Date: 02/24/22 Due Date: 02/2024 Thermometer #2 SIN 88104/Thermistor SIN 871507 Model 1504/5610 Mfgd by Hart Scientific Calibrated by Fluke Calibration Date: 12/07/22 Due Date: 11/2024 Thermometer #55/N 811780/Thermistor SIN 810505 Model 1504/5610 Mfgd by Hart Scientific Calibrated by Fluke Calibration Date: 05/18/22 Due Date: 05/2024 Thermometer #6 SIN 811782/Thermistor SIN 010509 Model 1504/5610 Mfgd by Hart Scientific Calibrated by Fluke Calibration Date: 08/09/22 Due Date: 08/2024 Thermometer #7 SIN 849938/Thermistor SIN 8482202 Model 1504/5610 Mfgd and Calibrated by Fluke Calibration Date: 10/13/21 Due Date: 10/2023 Rated Accuracy(combined): 0.0324° F Range: 32° F to 176° F Resolution: 0.001° F Combined Uncertainty with Baths: !: 0.040° F Temp Transfer Standard SIN M00136 Model ADM-870 Mfgd & Calibrated by Shortridge Instruments, Inc. Calibration Date: 10/26/22 Due Date: 10/2023 Temp Transfer Standard SIN M96100 Model ADM-870 Mfgd & Calibrated by Shortridge Instruments, Inc. Calibration Date: 03/15/23 Due Date: 03/2024 Rated Accuracy: 0.03° F Range: 33° F to 158° F Resolution: 0.01° F Uncertainty: <0.023°F Total combined Uncertainty for MultiTemp and TemProbe testing: :5 0.046° F This form must remain with the Certificate of Calibration corresponding to the Customer Order Number and Meter Serial Number referenced on page 1. Shortridge Instruments, Inc. 7855 East Redfield Road Scottsdale, Arizona 85260 (480) 991-6744 • Fax (480) 443-1267 • www.shortridge.com ADM Cal Stnds Rev 18 03-01-23 2 of 2 09/01/2023 Shortridge Instruments, Inc. AirData Multimeter Calibration Equipment Order Number: Z320010 Serial Number t\C4O2_ Test Type: Initial Final ABSOLUTE PRESSURE STANDARDS ADM #02-11 SIN: 41741/42451 Heise Model: PPM-2 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 04128/22 Due Date: 07/2023 ADM #04-R SIN: 41743142453 Heise Model: PPM-2 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 03/13/23 Due Date: 03/2024 ADM #06-11 SIN: 41742142452-1 Heise Model: PPM-2 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 09/01/22 Due Date: 10/2023 ADM 908-R SIN: 42186/43328 Heise Model: PPM-2 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 07/14/23 Due Date: 07/2024 ADM #10-11 SIN: 42203/43352 Heise Model: PPM-2 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 05/25/23 Due Date: 05/2024 ADM #12A-R SIN: 45605/48491 Heise Model: PPM-2 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 08/01/22 Due Date: 0912023 ACM #14-R SIN: 43412/45043-2 Heise Model: PPM-2 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 09/28122 Due Date: 11/2023 ACM #16-R SIN: 43413/45044 Heise Model: PPM-2 Md by Dresser Industries Calibrated by Ashcroft Calibration Date: 04/25/23 Due Date: 04/2024 ADM #18.R SIN: 44581/46845-1 Heise Model: PPM-2 Mfgd & Calibrated by Ashcroft, Inc. Calibration Date: 02/10/23 Due Date: 02/2024 ADM #20-R SIN: 44582/46847 Heise Model: PPM-2 Mfgd & Calibrated by Ashcroft, Inc. Calibration Date: 07/07/22 Due Date: 08/2023 #02-R, 04-R, 06-R, 08.R, 10-R, 12A-R, 14-R, 16-R Rated Accuracy: 0.05% Is (0.0305 in Hg) Range: 0-30 psia Resolution: 0.01 Uncertainty: <0.0358 #18-R, 20-R Rated Accuracy: 0.05% Is (0.0305 in Hg) Range: 0-60 in Hg Resolution: 0.001 Uncertainty: <0.0358 DIFFERENTIAL PRESSURE STANDARDS ADM #01-1 SIN:. 41739/42449 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 04/28/22 Due Date: 07/2023 ACM #01-R S/N: 41739/42446 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by AshcrOft Calibration Date: 04/29/22 Due Date: 07/2023 ACM #02-1 SIN: 41741/42454 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 04/28/22 Due Date: 07/2023 ADM #03A-l. SIN: 45570/48461 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 03/17/23 Due Date: 03/2024 ADM #03A-R SIN: 45570/48460 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 03/20/23 Due Date: 03/2024 ADM #04-1 SIN: 41743/42456 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 03/17/23 Due Date: 03/2024 ADM #05-1 SIN: 41740/42450 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 09/01/22 Due Date: 10/2023 ADM #05-R SIN: 41740/42447 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 09/01/22 Due Date: 10/2023 ADM #06-1 SIN- 41742/42455 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Dale: 09/01/22 Due Date: 10/2023 ACM #07-1 SIN 42185/42186 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 07/14/23 Due Date: 07/2024 ADM #07-11 SIN 42185/43326 Heise Model: PPM-i Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 07/14/23 Due Date: 07/2024 ADM #08-1 SIN 42186/43329 Heise Model: PPM-i Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 07/14/23 Due Date: 07/2024 ADM #09-1 SIN: 42202143351 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 05/30/23 Due Date: 05/2024 ADM #09-11 SIN- 42202/43350 Heise Model: PPM-i Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 05/30/23 Due Date: 05/2024 ADM #10-1 S/Nt 42203/43353 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 05126/23 Due Date: 05/2024 ADM #11-1 SIN- 43165/44551-1 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 08/04/22 Due Date: 09/2023 ACM #11-R SIN: 43186144730 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 08/04/22 Due Date: 09/2023 ADM #12A-L S/N: 45605/48490-I Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 08/03/22 Due Date: 09/2023 ADM #13-1 SIN: 43415/45041 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 10/11/22 Due Date: 11/2023 ADM #13-11 SIN: 43415/45039 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 10/11/22 Due Date: 11/2023 ADM #14-1 SIN: 43412145045 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 10111/22 Due Date: 11/2023 ACM #15-1 SIN: 43416/45042 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 04/26/23 Due Date: 04/2024 ACM #15-R SIN: 43416/45040-1 Heise Model: PPM-I Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 04/26/23 Due Date: 04/2024 ACM #16-1 S/N: 43413/45048 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 04/25/23 Due Date: 04/2024 ACM #17-1 SIN: 44579/46842 Heise Model: PPM-1 Mfgd & Calibrated by Ashcroft, Inc. Calibration Date: 02/15/23 Due Date: 0212024 ACM #17-R SIN: 44579/46841 Heise Model: PPM-i Mfgd & Calibrated by Ashcroft, Inc. Calibration Date: 02/15/23 Due Date: 02/2024 ADM #18-1 SIN: 44581/46846 Heise Model: PPM-1 Mfgd & Calibrated by Ashcroft, Inc. Calibration Date: 02/15/23 Due Date: 02/2024 ADM #19-1 SIN: 44580/46844 Heise Model: PPM-1 Mfgd & Calibrated by Ashcroft, Inc. Calibration Date: 07/14/22 Due Date: 08/2023 ACM #19-R S/N:'44580/46843 Heise Model: PPM-1 Mfgd & Calibrated by Ashcroft, Inc. Calibration Date: 07/14/22 Due Date: 08/2023 ADM#20-L SIN: 44582/46848 Heise Model: PPM-1 Mfgd & Calibrated by Ashcroft, Inc. Calibration Date: 07/14/22 Due Date: 08/2023 #Oi.L, 03A-L, 05-1,07-1,09-1, 11-1, 13-L, 15-1, 17-1, 19-1 Rated Accuracy >0.07% Is (0.000175 in wc) Range: 0.0-0.25 In wc Res.: 0.00001 Uncertainty. <0.00035 #01-R, 03A-R, 05-R, 07-R, 09-R, 11-R, 13-R, I5-R, 17-R, 19-R Rated Accuracy> 0.06% Is (0.003 in wc) Range: 0.0-5.0 in wc Res.: 0.0001 Uncertainty-. <0.00348 #02-L, 04-1, 08-1, 06-1, 10-1, 12A-1, 14-1, 16-1, 18-1, 20-L Rated Accuracy: >0.06% Is (0.03 In wc) Range: 0.0-50.0 In wc Res.: 0.001 Uncertainty <0.0346 Shortridge Instruments, Inc. 7855 East Redfield Road Scottsdale, Arizona 85260 (480) 991-6744 • Fax (480) 443-1267 • www.shortridge.com ADM Cal Stnds Rev 18 03-01-23 1 of 2 08/17/2023 Shortridge Instruments, Inc. AirData Multimeter Calibration Equipment Customer Order Number, Meter Serial Number, and Test Type are referenced on page 1 LOW VELOCITY EQUIVALENT CONFIRMATION STANDARDS Vet Eqv Transfer Standard SIN: M02009 Model ADM-870C Mfgd & Calibrated by Shortridge Instruments, Inc. Calibration Date: 08/15123 Due Date: 08/2024 Vet Eqv Transfer Standard SIN: M02903 Model ADM-870C Mfgd & Calibrated by Shortridge Instruments, Inc. Calibration Date: 12/28/22 Due Date: 1212023 Vet Eqv Transfer Standard SIN: M10839 Model ADM-870C Mfgd & Calibrated by Shortridge Instruments, Inc. Calibration Date: 10/28/22 Due Date: 10/2023 Vet Eqv Transfer Standard SIN: M10840 Model ADM-870C Mfgd & Calibrated by Shortridge Instruments, Inc. Calibration Date: 10/26/22 Due Date: 10/2023 Vet Eqv Transfer Standard SIN: M10897 Model ADM-870C Mfg'd & Calibrated by Shortridge Instruments, Inc. Calibration Date: 01/25/23 Due Date: 01/2024 Vet Eqv Transfer Standard SIN: M10901 Model ADM-870C Mfg'd & Calibrated by Shortridge Instruments, Inc. Calibration Date: 12/29/22 Due Date: 12/2023 Vet Eqv Transfer Standard SIN: M13492 Model ADM-870C Mfg'd & Calibrated by Shortridge Instruments, Inc. Calibration Date: 08/15/23 Due Date: 08/2024 Vet Eqv Transfer Standard SIN: M19325 Model ADM-870C Mfgd & Calibrated by Shortridge Instruments, Inc. Calibration Data: 06/08/23 Due Date: 06/2024 Rated Accuracy: Velocity ± 1.5% ± 3.5 1pm Range: 100-5000 fpm Resolution: 0.1 Uncertainty: <5.00 fpm at 100 fpm; <7.50 1pm at 500 fpm TEMPERATURE STANDARDS RTD Simulator SIN: 249 Model RTD-1000/500 Mfgd by General. Resistance Calibrated by lET Labs Calibration Date: 04/02/20 Due Date: 03/2024 RTD Simulator SIN: 250 Model RTD-1000/500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 04/02/20 Due Date: 03/2024 RID Simulator SIN: 253 Model RTD-1000/500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 04/02/20 Due Date: 03/2024 RID Simulator SIN: 254 Model RID-1000/500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 05/04/20 Due Date: 04/2024 RID Simulator SIN: 256 Model RID-1000/500 Mfgd by General Resistance Calibrated by El Labs Calibration Date: 05/04/20 Due Date: 04/2024 RID Simulator SIN: 257 Model RTD-1000I500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 05/04/20 Due Date: 04/2024 RID Simulator SIN: 292 Model RTD-1000/500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 01/03/20 Due Date: 01/2024 RID Simulator SIN: 293 Model RTD-1000/500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 01/03/20 Due Date: 01/2024 RID Simulator SIN: 294 Model RTD-1000/500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 01/03/20 Due Date: 01/2024 RIO Simulator SIN: 313 Model RTD-10001500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 03/25/22 Due Date: 03/2026 RTD Simulator SIN: 314 Model RTD-1000/500 Mfgd by General Resistance Calibrated by IIET Labs Calibration Date: 03/25/22 Due Date: 03/2026 RID Simulator SIN: 315 Model RTD-1000/500 Mfgd by General Resistance Calibrated by IET Labs Calibration Date: 03/25/22 Due Date: 03/2026 RTD Simulator SIN: 316 Model RTD-1000/500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 06/06/22 Due Date: 05/2026 RID Simulator SIN: 317 Model RTD-1000/500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 05/23/22 Due Date: 05/2026 RID Simulator SIN: 318 Model RTD-1000/500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 05/23/22 Due Data: 05/2028 Rated Accuracy. 0.025% of setting Range: 100.000 to 11111.100 Resolution: 0.010 Uncertainty: g 32 ppm Thermometer #1 SIN 8A089/Thermistor SIN A410680 Model 1504/5610 Mfgd by Hart Scientific Calibrated by Fluke Calibration Date: 02/24/22 Due Date: 02/2024 Thermometer #28/N 88104/Thermistor SIN 871507 Model 1504/5610 Mfgd by Hart Scientific Calibrated by Fluke Calibration Date: 12/07/22 Due Date: 11/2024 Thermometer #5 SIN 811780/Ihermistor SIN 810505 Model 1504/5610 Mfgd by Hart Scientific Calibrated by Fluke Calibration Date: 05/16/22 Due Date: 05/2024 Thermometer 08 SIN 811782/Thermistor SIN 810509 Modal 1504/5610 Mfgd by Hart Scientific Calibrated by Fluke Calibration Date: 06/09/22 Due Date: 06/2024 Thermometer #7 S/N B499381Therrnistor SIN 8482202 Model 1504/5610 Mfgd and Calibrated by Fluke Calibration Date: 10/13/21 Due Date: 10/2023 Rated Accuracy(combined): 0.0324° F Range: 32° F to 176° F Resolution: 0.001° F Combined Uncertainty with Baths: s 0.040° F Temp Transfer Standard SIN M00136 Model ADM-870 M1gd & Calibrated by Shortridge Instruments, Inc. Calibration Date: 10/26/22 Due Date: 10/2023 Temp Transfer Standard SIN M98100 Model ADM-870 Mfgd & Calibrated by Shortridge Instruments, Inc. Calibration Date: 03/15/23 Due Date: 03/2024 Rated Accuracy: 0.03° F Range: 33° F to 158° F Resolution: 0.01° F Uncertainty: <0.023° F Total combined Uncertainty for MultiTemp and lemProbe testing: t 0.046° F This form must remain with the Certificate of Calibration corresponding to the Customer Order Number and Meter Serial Number referenced on page 1. Shortridge Instruments, Inc. 7855 East Redfield Road Scottsdale, Arizona 85260 (480) 991-6744 • Fax (480) 443-1267 • www.shortridge.com ADM Cal Stnds Rev 18 03-01-23 2 of 2 08/17/2023 TEMPROBE CALIBRATION TEST REPORT Customer ID: 00t1D S9,. Multimeter Serial Number: _ Customer:?n'e,oc f ' c- City: f ncc eZ v'Yl State: Cu Order #: Test By: c,J..k-, Date: Rh: LI& % Ambient Temperature: 73 O F Barometric Pressure in Hg TEMPERATURE TEST (° F) TEMPROBE TOLERANCE = ± 0.3° F TEMPROBE MODEL NUMBER:A bf q 4 TEMPROBE ID#:'1 I Test with Customer's Meter Test with In-house Temperature Calibration Standard 0 Within Specification Yes 'a'No 0 Calibration Standards Thermometer #1 S/N 8A089 I Thermistor S/N A410660 Thermometer #2 S/N 813104 I Thermistor S/N 871507 Thermometer #5 S/N 1311780 I Thermistor SIN 1310505 Thermometer #6 S/N 1311782 / Thermistor S/N B10509 Thermometer #7 S/N B49938 I Thermistor S/N B482202 Temperature Standard AirData Multimeter SIN M00136 Temperature Standard AirData Multimeter S/N M96100 Set Point:)' 950 F 155° F Set Point: 350 F 95° F 155° F Set Point: 35° F 95° F IJ? Set Point: 35° F 95° F 155° F Set Point: 35° F 155° F Set Point: 35° F 95° F 155° F Set Point: 350 F 950 F 155° F Approx Set Point Uncertainty F Thermometer/Thermistor 0 F TemProbe 0 F Offset 0 F 35 O F 0.00324 3 o 95°F 0,00324 q 155 °F 0.00324 - NOTES: Procedure used: Procedure for Calibration/Recalibration of MultiTemps and/or TemProbes SIP-CPI4 Rev: 03 Dated: 07/31/14. There were no additions to or deviations from the calibration procedure during this calibration process. Calibration standards used by Shortridge Instruments, Inc. are traceable to NIST (National Institute of Standards and Technology). Calibration is performed in accordance with ANSI/NCSL Z540-1, ISO 17025, MIL-STD-45662A and manufacturer's specifications. Calibration accuracy is certified when meters are used with properly functioning accessories only. This report shall not be reproduced, except in full, without the written approval of Shortridge Instruments, Inc. Results relate only to the item calibrated. Limitations on use: See Shortridge Instruments, Inc. Instruction Manual for the use of AirData Multimeters. The enclosed ADM or HDM Calibration Standards form(s) is/are an integral part of this calibration and must remain with this Certificate of Calibration. Any calibration due date shown is specified by the customer. Calibration Approved by:fY) (VZ/1u,..o3 Title:U.Jni4 Date: ü 11o7/20.2.'3 Shortridge Instruments, Inc. 7855 East Redfield Road Scottsdale, Arizona 85260 (480) 991-6744 • Fax (480) 443-1267 • www.shortridge.com TemProbe Cal Rev 02 04/25/22 1 of 1 04/25122 Shortridge Instruments, Inc. AirData Multimeter Calibration Equipment Order Number: 2a3)_00;0 Serial Number:2- tW 0 --1 Test Type: cjii' As-Received Final ABSOLUTE PRESSURE STANDARDS ADM #02-11 SIN: 41741/42451 Heise Model: PPM-2 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 08/16/23 Due Date: 08/2024 ADM #04-R SIN: 41743/42453 Heise Model: PPM-2 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 03/13/23 Due Date: 03/2024 ADM #06-R SIN: 41742/42452-1 Heise Model: PPM-2 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 09/01/22 Due Date: 11/2023 ADM #08-R SIN; 42188/43328 Heise Model: PPM-2 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 07/14/23 Due Date: 07/2024 ADM #10-R SIN: 42203/43352 Heise Model: PPM-2 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 05/25/23 Due Date: 05/2024 ADM #12A-R SIN: 45605/48491 Heise Model: PPM-2 Mfgd by Dresser industries Calibrated by Ashcroft Calibration Date: 08/01/22 Due Date: 10/2023 ADM #14-R SIN: 43412/45043-2 Heise Model: PPM-2 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 09/28/22 Due Date: 1212023 ADM #16-R SIN: 43413145044 Heise Model: PPM-2 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 04/25/23 Due Date: 04/2024 ADM #18-R SIN: 44581/46845-1 Heise Model: PPM-2 Mfgd & Calibrated by Ashcroft, Inc. Calibration Date: 02/10/23 Due Date: 02/2024 ADM #20-R SIN: 44582/46847 Heise Model: PPM-2 Mfgd & Calibrated by Ashcroft, Inc. Calibration Date: 07/07/22 Due Date: 08/2023 #02-R, 04-R, 08-R, 08-R, 10-R, 12A-R, 14-R, 16-R Rated Accuracy: 0.05% fs (0.0305 in Hg) Range: 0-30 psia Resolution: 0.01 Uncertainty: <0.0358 #18-R, 20-R Rated Accuracy: 0.05% fs (0.0305 in Hg) Range: 0-80 in Hg Resolution: 0.001 Uncertainty: <0.0358 DIFFERENTIAL PRESSURE STANDARDS ADM #01-1 SIN: 41739/42449 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 08/17/23 Due Date: 08/2024 ADM #0I-R SIN: 41739/42446 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 08/17/23 Due Date: 08/2024 ADM #02-1 SIN: 41741/42454 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 08/16/23 Due Date: 08/2024 ADM #03A-t. SIN: 45570/48481 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 03/17/23 Due Date: 03/2024 ADM #03A-R SIN: 45570/48460 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 03/20/23 Due Date: 03/2024 ADM #04-1. SIN: 41743/42456 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 03/17/23 Due Date: 03/2024 ADM #05-1 SIN: 41740142450 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 09/01/22 Due Date: 11/2023 ADM #05.-R S/N: 41740/42447 Heise Model: PPM-i Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 09/01/22 Due Date: 11/2023 ADM #06-L SIN: 41742J42455 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 09/01/22 Due Date: 11/2023 ADM #07-1 SIN: 42185/42186 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 07/14/23 Due Date: 07/2024 ADM #07-R SIN: 42185/43328 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 07/14/23 Due Date: 07/2024 ADM #08-1 5/N: 42186/43329 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 07/14/23 Due Date: 07/2024 ADM #09-1 SIN: 42202/43351 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 05130/23 Due Date: 05/2024 ADM #09-R SIN: 42202/43350 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 05/30/23 Due Date: 05/2024 ADM #10-L SIN: 42203/43353 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 05/26/23 Due Date: 05/2024 ADM #11-1 SIN: 43165144551-1 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 08/04/22 Due Date: 10/2023 ADM #1 1-R SIN: 43165/44730 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 08/04/22 Due Date: 10/2023 ADM #12A-L SIN: 45605/48490-I Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 08/03/22 Due Date: 10/2023 ADM #13-1 SIN: 43415/45041 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 10/11122 Due Date: 12/2023 ADM #1 3-R SIN: 4341 5/45039 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 10/11/22 Due Date: 12/2023 ADM #14-1 SIN: 43412/45045 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 10/11/22 Due Date: 12/2023 ADM #15-1 SIN: 43416/45042 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 04/26123 Due Date: 04/2024 ADM #15-11 SIN: 43416146040-1 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 04/28/23 Due Date: 04/2024 ADM #18-1 SIN: 43413/45046 Heise Model: PPM-1 Mfgd by Dresser Industries Calibrated by Ashcroft Calibration Date: 04/25/23 Due Date: 04/2024 ADM #17-1 SIN: 44579/46842 Heise Model: PPM-1 Mfgd & Calibrated by Ashcroft, Inc. Calibration Date: 02/15/23 Due Date: 02/2024 ADM #17-R SIN: 44579/46841 Heise Model: PPM-i Mfgd & Calibrated by Ashcroft, Inc. Calibration Date: 02/15(23 Due Date: 02/2024 ADM #18-1 SIN: 44581/46846 Heise Model: PPM-1 Mfgd & Calibrated by Ashcroft, Inc. Calibration Date: 02/15123 Due Date: 02/2024 ADM #19-1 5/N: 44580/48844 Heise Model: PPM-1 Mfgd & Calibrated by Ashcroft, Inc. Calibration Date: 07/14122 Due Date: 08/2023 ADM #19-R SIN: 44580/48843 Heise Model: PPM-I Mfgd & Calibrated by Ashcroft, Inc. Calibration Date: 07/14122 Due Date: 08/2023 ADM #20-1 SIN: 44582/48848 Heise Model: PPM-1 Mfgd & Calibrated by Ashcroft, Inc. Calibration Date: 07/14/22 Due Date: 08/2023 #01-L, 03A-L, 05-L, 07-1, 09-1, li -L, 13-L 15-1, 17-L 19-1. Rated Accuracy: >0.07% Is (0.000175 in wc) Range: 0.0-0.25 in we Res.: 0.00001 Uncertainty: <0.00035 #oi-R, 03A-R, 05-R, 07-R, 09-R, 11-R, 13-R, 15-R, 17-R, I9-R Rated Accuracy: >0.08% Is (0.003 In wc) Range: 0.0-5.0 in wc Res,: 0.0001 Uncertainty: <0.00348 #02-1, 04-1, 084, 08-L. 10-1, 12A-L, 14-L, 18-1, 18-1., 20-1 Rated Accuracy: >0.06% fs (0.03 in wc) Range: 0.0-50.0 in wc Res.: 0.001 Uncertainty: <0.0346 Shortridge Instruments, Inc. 7855 East Redfield Road Scottsdale, Arizona 85260 (480) 991-6744 • Fax (480) 443-1267 • www.shortridge.com ADM Cal Stnds Rev 18 03-01-23 1 of 2 09/01/2023 Shortridge Instruments, Inc. AirData Multimeter Calibration Equipment Customer Order Number, Meter Serial Number, and Test Type are referenced on page 1 LOW VELOCITY EQUIVALENT CONFIRMATION STANDARDS Vel Eqv Transfer Standard S/N: M02009 Model ADM-870C Mfgd & Calibrated by Shortridge Instruments, Inc. Calibration Date: 08/15/23 Due Date: 08/2024 Vel Eqv Transfer Standard S/N: M02903 Model ADM-870C Mfgd & Calibrated by Shortridge Instruments, Inc. Calibration Date: 12/28/22 Due Date: 12/2023 Vel Eqv Transfer Standard S/N: M10839 Model ADM-870C Mfgd & Calibrated by Shortridge Instruments, Inc. Calibration Date: 13/26/22 Due Date: 10/2023 Vel Eqv Transfer Standard S/N: M10840 Model ADM-870C Mlgct & Calibrated by Shortridge Instruments, Inc. Calibration Date: 10126/22 Due Date: 10/2023 Vel Eqv Transfer Standard S/N: Ml 0887 Model ADM-870C Mfg'd & Calibrated by Shortridge Instruments, Inc. Calibration Date: 01/25/23 Due Date: 01/2024 Vel Eqv Transfer Standard S/N: M10901 Model ADM-870C Mfgd & Calibrated by Shortridge Instruments, inc. Calibration Date: 12/29/22 Due Date: 12/2023 Vel Eqv Transfer Standard S/N: M13492 Model ADM-870C Mfgd & Calibrated by Shortridge Instruments, inc. Calibration Date: 08/15/23 Due Date: 08/2024 Vet Eqv Transfer Standard S/N: M19325 Model ADM-870C Mfgd & Calibrated by Shortridge Instruments, Inc. Calibration Date: 06/08/23 Due Date: 08/2024 Rated Accuracy: Velocity * 1.5% * 3.5 fpm Range: 100-5000 fpm Resolution: 0.1 Uncertainty: <5.00 fpm at 100 fpm; <7.50 fpm at 500 fpm TEMPERATURE STANDARDS RTD Simulator S/N: 249 Model RTD-1000/500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 04/02/20 Due Date: 03/2024 RTD Simulator S/N: 250 Model RTD-1000/500 Mlgd by General Resistance Calibrated by lET Labs Calibration Date: 04/02/20 Due Date: 03/2024 RTD Simulator S/N: 253 Model RTD-1000/500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 04/02/20 Due Date: 03/2024 RTD Simulator S/N: 254 Model RTD-1000/500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 05/04/20 Due Date: 04/2024 RTD Simulator S/N: 256 Model RTD-1 0001500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 05/04/20 Due Date: 04/2024 RTD Simulator S/N: 257 Model RTD-1000/500 Mfgd by General Resistance Calibrated by ET Labs Calibration Date: 05104/20 Due Date: 04/2024 RTD Simulator S/N: 292 Model RTD-1000/500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 01/03/20 Due Date: 01/2024 RTD Simulator S/N: 293 Model RTD-I060/500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 01103/20 Due Date: 01/2024 RTD Simulator S/N: 294 Model RTD-1000/500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 01/03/20 Due Date: 01/2024 RTD Simulator S/N: 313 Model RTD-1000/500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 03/25/22 Due Date: 03/2028 RTD Simulator S/N: 314 Model RTD-1000/500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 03/25/22 Due Date: 03/2026 RTD Simulator S/N: 315 Model RTD-1000/600 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 03125/22 Due Date: 03/2026 RTD Simulator S/N: 316 Model RTD-1000/500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 06/06/22 Due Date: 05/2028 RTD Simulator SIN: 317 Model RTD-1000I500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 05/23/22 Due Date: 05/2026 RTD Simulator S/N: 318 Model RTD-1000/500 Mfgd by General Resistance Calibrated by lET Labs Calibration Date: 05/23/22 Due Date: 05/2028 Rated Accuracy: 0025% of setting Range: 100.000 to 11111.100 Resolution: 0.01 0 Uncertainty: 4 32 ppm Thermometer #1 S/N 8A089lThermistor S/N M10860 Model 1504/5610 Mfgd by Hart Scientific Calibrated by Fluke Calibration Date: 02/24/22 Due Date: 02/2024 Thermometer #2 S/N 88104/Thermistor S/N 871507 Model 1504/5610 Mfgd by Hart Scientific Calibrated by Fluke Calibration Date: 12/07/22 Due Date: 11/2024 Thermometer #55/N 811780/Thermistor S/N 810505 Model 1504/5610 Mfgd by Hart Scientific Calibrated by Fluke Calibration Date: 05/16/22 Due Date: 05/2024 Thermometer #6 S/N B11782/Thermistor S/N B10509 Model 1504/5610 Mfgd by Hart Scientific Calibrated by Fluke Calibration Date: 06/09/22 Due Date: 06/2024 Thermometer #7 S/N 849938/Thermistor S/N 8482202 Model 1504/5810 Mfgd and Calibrated by Fluke Calibration Date: 10/13/21 Due Date: 10/2023 Rated Accuracy(combined): 0.0324° F Range: 32° F to 176° F I Resolution: 0.001 F Combined Uncertainty with Baths: 4 0.040°F Temp Transfer Standard S/N M00136 Model ADM-870 Mfgd & Calibrated by Shortridge Instruments, Inc. Calibration Date: 10/26/22 Due Date: 10/2023 Temp Transfer Standard S/N M96100 Model ADM-870 Mfgd & Calibrated by Shortridge Instruments, Inc. Calibration Date: 03/15/23 Due Date: 03/2024 Rated Accuracy: 0.03° F. Range: 33° F to 158° F Resolution: 0.01° F Uncertainty: <0.023° F Total combined Uncertainty for MultiTemp and TemProbe testing: s 0.046° F This form must remain with the Certificate of Calibration corresponding to the Customer Order Number and Meter Serial Number referenced on page 1. Shortridge Instruments, Inc. 7855 East Redfield Road Scottsdale, Arizona 85260 (480) 991-6744 • Fax (480) 443-1267 • www.shortridge.com ADM Cal Stnds Rev 18 03-01-23 2 of 2 09/01/2023 , CERTIFICATE OF CALIBRATION AND TESTING 1St Incorporated 500 Cardigan Road Slioreview, rvtN 55126 USA Tel: I-80O874-2811 1-651-490-2811 Fax: 1.651_490_3824 http://www.tSicom . ... —CALIBRATiON: v'ERLFicA!1u.rtub,lo .. . ....... Unit. ?WS VELOCITY . .. 1_01 # STANDARD .MEASLED ALLOWABLE RANGE #1.,$TANDARD MEASURED : ALLOWABLE RANGE '10 0 (0:15!) .99 (0.50) . 95-105 (0;48-0.53),., .5 .,, 999 (5.07). 1009(513) : 985-1013 (5.005.15) .2, .. 150(0:76). 149(0.76) i.•. 144-456 (0.73'-079) . 6 1503(7.64)' . 15.13(7.69).: . . I4841522 (7.547.73):. 3. "201(L02) _. l95-207.(0.99-I.05)'___" 2971-3039(15.09-.l5.44) ___- 4 ____'' 501(255)____506(257)_____492-510_(2_50-2_59)_8 _200(1.02) _7__3005(15.27) _5998(3047)_____5997__(30 _____3002(15.25) 46) - __5934-6062_(30_14-30_79) TEMPERATURE ..:..•.., SYSTE.M RVOI-01 .................................... Unii:°F(°C): # RANGE___II RANGE I _STANDARD 115(219) 722(223) __MEASURED __ALLOWABLE 695-735(208-231) II i__STANDARD____MEASURED ____ALLOWABLE TSI does hereby cert( that the above -described insfrunientconfornis to the original manufacturer's specflcation (not ajplicable lo.As1 Pound data) and haft, calthrated using standards whose accuracies are traceable to the United States National Institute of 5iandards and Technoto' (NIST) or has been verified with respect to insti wnentat,on whose accuracy is traceable to NIST or is derivedfroin accepted values of physical constaAts. TSI's calibrationsyslein is reRistered.to'ISO-9001:2015. .. .. .1 . . Measurement_Variable SystemID Last Cal Cal_Due Measurement__Vanable SystemID LastCal Cal Due DC.Voltage E003277 . 08-23-22, . . 02-29-24. . DC Voltage ... . ..E003276 08-23722 . 02-29-24 Temperature E003270 08_11-22 68-31 23 Pressure E002740 092222 03-31-23 Pressure E003271 08-31-22 08-31423: . . . . . January 26, 2023 VERIFIED .' - DATE - -' Doc. ID CERTDEFAULT CERTIFICATE..OF CAL113RAT10N AND TESTING TSIincorporated, 500 cardigan Road. Shoreview, MN 55126 USA Tel 1-800-474-28111-651496 2811 Fax 1-65149W824 http://www.tsi.com ENVIRONMENT CONDITIONS ..••. . MODEL 5725 TEMPERATURE 744(23 6) °F (°C) RELAIlVE HUMIDITY 16 SERIAL NUMBER T57252031007 BAROMETRIC PRESSURE 101(983.1) (983 I) InHg (hPa) AS LEFr . .' . . .... . .. .IN TOLERANCE DAS FOUND . . .. . . . Dour OF TOLERANCE . . . . . . . . ,—.,CA,LIBR.A.TI,ON.VERIFIcA.TION RESULTS — VELOCITY SYSTEM RVOI-01 . . (JniI:fl/rnin(mfs) #1 STANDARD MEASURED .. ALLOWABLE RANGE: . STANDARD. MEASURED ALLOWABLE RANGE 1 1 .100(051) ,I00.(O.51) " 95-405 (0:48-053) 999(5M7) .. .1007 (5.12). . . 985-1013(5.00.4.15) 2 150 (036) 150 (0.76) . : 144.456(0.73-0.79) 6 .1502(7.63) 1512(768) '.1483.4521(7.53-7.73) 3 200(1.02) 201 (1.02) . 194-2060,99-1.05) 7 3023 (15.36). 3025 (1537) . 2989-3057 (15.18-15.53) 41 500 (2.54). . 506(2.57k 491-5092.49-2.59) 8 5987(30.41) . 5984(30.40). ., 5923-.051 (30.09-30.74) TEMPERATURE ............................ . . . ' SYSTEM RYO1OI ' ' . . Unit °F (°C)' STANDARD . MEASURED '1- . ALLOWABLE RANGE ]1#1 STANDARD MEASURED ALLOWABLE RANGE 1 [:-71;9(22:2) 1 72.5(22:5)' ' 69.9-73.92L1-.23.3)'' AIR BALANCE CO., INC. Date: 10/2/2023 Page: 1 Project Name: THE FORUM 1905 CALLE BARCELONA SUITE 125 CARLSBAD, CALIFORNIA 92009 AIR MOVING EQUIPMENT TEST SHEET SYSTEM RTU-2 Equipment Location ROOF Area Served SALES FLOOR/FITING ARENSTORAGE Equipment Manufacturer YORK Model XP180C00P4C1AAA1A1 Serial Number N2N2226973 Specified Actual Specified Actual Total CFM - fan 6000 NVL Total CFM - Outlet 5700 5456 @ 60HZ R/ACFM 6000 5131 0/A CFM NS 325 Static Pressure (Total/Ext) 1.001, 0.83" Inlet Pressure 0.06" Discharge Pressure 0.77" Fan RPM 818 Specified Actual Specified Actual Motor Manufacturer BALDOR Motor H.P. 5 5 Phase 3 3 Voltage 460 481 (VFD) Amperage 6.5 5.73 (VFD) Motor RPM 1761 (VFD) Motor Service Factor 1.15 Motor Sheave Pitch 90% OPEN Motor Sheave & Shaft Size 1VP55 X 7/8" Fan Sheave & Shaft Size BK120 X 1-3/16" Belts BX81 ________________________________ Remarks: ~q6 CERTIFIED MEMBER - NATIONAL ENVIRONMENTAL BALANCING BUREAU AIR BALANCE C, INC DATE: 10/2/2023 PAGE: 2 SYSTEM #: RTU-2 PROJECT: THE FORUM 19C5 CALLE BARCELONA SUITE 125 CARLSBAD, CALIFORNIA 92009 AIR DISTRIBUTION ROOM NO. - CODE SIZE AK FACTOR REQUIRED F.P.M. REQUIRED C.F.M. ACTUAL F.P.M. ACTUAL C.F.M. SUPPLY AIR SYSTEM 508 110 1 CD 14'X14" 1.0 * 100 * 107 109 2 CD 14"X14" 1.0 * 100 * 110 108 3 SG 19'X5" 0.59 NS 300 515 304 108 4 SO 19'X5" 0.59 'NS 300 468 276 108 5 SO 19"X5" 0.59 NS 300 493 291 108 6 SO 19"X5" 0.59 NS 300 473 279 108 7 SO 19"X5" 0.59 NS 300 458 270 111 3 CD 14'X 14' 1.0 * 400 * 375 100 g SO 19"X5" 0.59 NS 300 463 273 100 10 50 19'X5" 0.59 NS 300 503 297 100 11 SO 19"X5" 0.59 NS 300 480 283 100 2 SO 19"X5" 0.59 NS 300 173 294 100 3 SO 19"X5" 0.59 NS 300 461 272 100 4 SO 19'X5" 0.59 NS 300 492 290 100 15 SO 19"X5" 0.59 NS 300 510 301 100 16 SO 19"X5" 0.59 NS 300 476 281 100 17 SO 19'X5' 0.59 NS . 300 498 294 100 18 SG 19"X5" 0.59 NS 300 480 283 100 19 SO. 19'X5 0.59 NS 300 469 277 100 20 SO 19"X5" 0.59 NS 300 507 299 TOTAL (5700) (5456) RETURN AIR SYSTEM 111 1 RO 36'X30' 6.75 356 2400 2261 111 2 RO 48"X24" 7.2 500 1 3600 2870 _ TOTAL (6000) (5131) REMARKS: SUPPLY MINUS RETURN=OSA 9.6 CERTIFIED MEMBER - NATIONAL ENVIRONMENTAL BALANCING BUREAU 0 eAeciiz AIR BALANCE CO., INC. Date: 10/2/2023 Page: 3 Project Name: THE FORUM 1905 CALLE BARCELONA SUITE 125 CARLSBAD, CALIFORNIA 92009 AIR MOVING EQUIPMENT TEST SHEET SYSTEM EF-1 EF-2 Equipment Location CEILING CEILING Area Served RESTROOM RESTROOM Equipment Manufacturer COOK COOK Model GEMINI 140 SERIES GEMINI 140 SERIES Serial Number DNL DNL Specified Actual Specified Actual Total CFM - fan 120 NVL 120 NVL Total CFM - Outlet 121 121 123 123 R/ACFM -0- -0- -0- -0- 0/A CFM -0- -0- -0- -0- Static Pressure (Total/Ext) 0.25 0.06 0.25 0.05 Inlet Pressure 0.06 0.05" Discharge Pressure ATMOS ATMOS Fan RPM NS NA NS NA Specified Actual Specified Actual Motor Manufacturer QUEACE QUEACE Motor H.P. 15 WATT 15 WATT 15 WATT 15 WATT Phase 1 1 1 1 Voltage 115 119 115 120 Amperage 0.40 0.26 0.40 0.23 Motor RPM 1550 NA 1550 NA Motor Service Factor NS NS Motor Sheave Pitch D/D D/D Motor Sheave & Shaft Size DIRECT DRIVE DIRECT DRIVE Fan Sheave & Shaft Size . DIRECT DRIVE DIRECT DRIVE Belts DIRECT DRIVE DIRECT DRIVE Remarks: 46 CERTIFIED MEMBER - NATIONAL ENVIRONMENTAL BALANCING BUREAU AIR BALANCE CO, INC. DATE: PAGE: SYSTEM #: PROJECT: THE FORUM 1905 CALLE BARCELONA SUITE 125 CARLSBAD, CALIFORNIA 92009 AIR DISTRIBUTION (IIS]• LTi t'i.]']l _I7!I WJ LZJ Lfl' *:i:rxui.i EE • S REMARKS: its! EF-1 CERTIFIED MEMBER - NATIONAL ENVIRONMENTAL BALANCING BUREAU thIt.tAG. or. L0hf NO RI' II 000 I> R I The Forum — Retail Shell Space Ti. Carlsbad, California U! AO 3d0It.Rt22,. 34 1111-11T -1 1111 To FAN. 1R—E 11- FLELNEUE U., CONNECTION To UNIT .I =IAC1 CTED.11 TIE EQUIPMENT ISTAULITION BE IDUES&MUT FOR INSPECTION. EB-1, 1— AND OFAIIUAN T-1 10..1 111I.CSTCHUNDECIT.ECORITRUCTRol— SOLAOZ05000TREOOJREDSINCEPOR9302PI1OS4TOSECT1ON ((010 3) TO P30340040 STAR DINAND RESPONSE CONTROLS THAT C—=~ BE ISI~S-, AND INS CAPABLE OP RECEIRING AND RESPONDING To BE FES ~r BE 11, THE IITIIVE~LRESPONSIIIII~101~ISTIUCTII C—EPERSON ERNIULATER) FOR FEATURES 421100100C 00223005010 004010UP0010000 RED DE CZI S711E THE LPEIN 01711 P1111T UNDER —IC. TIE CINITRICTION 11 I4ST4LLAII04W0SPO5F00400SEC 13.100(,0) 034 000IIFICOTE 02 0000024402(S) 1003 SOS000 90 SUBEFITSO 000 AP050VIL. SEC 14103 11 BUILDING AID ARTILICTI-S 0. — To OIENAII THEN EFFICIENTLY. 0002. SEC 10131 03)20, 0001190M02412(04 SEC 14.111-0) 000423 00011004 1(4.2(000 PART 01030000000 AE,LS FOR SHALL I— A CLEARLY --E T — ITT CHED TO THE FEKSTRATION PRODUCT OR EANDNCR DOOR DH 11, IITEDFEIEIT"Tl*lll CURN"CATION N. ~t ERHR- ONE LABEL AN EITENNOI OR TIE OF AN PROOUOTSROlrrOO 11. 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GENERAL NOTES N BUT FIND OF CZLD" OH201IWUTP040. 04.2305IER- 0050 0000000000. 00040901104 04.901003042 3340 P013)004 (0) 001004011030.T 49403 1 20 0)32 031134 0000140 TEMPO 331030 SET 30001 01 000031441 030305 VPNTILATIOT2 003T001, CEVICE 000090130104001(00100.1)0)3.13) HOTEL AID NO—— EST HAE CAP_ C. SEN111 CONTROLS. OR AUTDIATIC COURROUT SUCH THAT, No UOUGLI THAN I 1IUTE1 MATERIALS AND INSULATIONS NOTES CLOSED CELL , SU BE — REQUIRED BY CODE 1. FIRE RATED CERBIGS. .To E NAL UP PIlA UP No_ AND TIE To NEALAN.— N— OREAC ED AN E. CAL aTRAC ATTIC T= FOR REQUBEO BUIPOIT. 11 =I To TIE AR Ag?RC B. ALI 11USLATIO ALL NNOEIIIE RAT— 112— OR LESS, NO CO-USTILES COILESHALL BE SCANSESS COPPER TURING INTI ALURS111 FINE —.1— So.001 S AL SE ACNg_ RE RE 11, ALL 111HANICAL EIVINIERT SHALL BE AS A U1, LISTED 1HERE APPLICABLE AID RATED FOR THE RSIEQUIRE, I BEINCE, PRESSURES. —10— AND SHALL US P-1111 — OR— ALL QETECROR. SIAUL SE .1 ONE COO—TE PON 30 93 : 11. T=~~NDTT~nPCSEIEBFS 1011 16. 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GENERAL NOTES KEYNOTES IS IS ucc cr rcc 127 IS 0 0 O O ENCINA WASTEWATER AUTHORITY INDUSTRIAL WASTEWATER DISCHARGE PERMIT SCREENING SURVEY 6200 Avenida Encinas, Carlsbad, CA 92011 Phone: 760-438-3941 Fax: 760-476-9852 SourceControlencinajpa.com Date: 05/25/2023 Business Name: NORTHWOOD RETAIL Street Address: 1905 Calle Barcelona, Suite 200, Carlsbad, CA 92009 Email Address: rruiz@northwoodretail.com PLEASE CHECK HERE IF YOUR BUSINESS IS EXEMPT: (ON REVERSE SIDE CHECK TYPE OF BUSINESS) Check all below that are present at your facility: LI Acid Cleaning LI Food Processing LI Assembly LI Glass Manufacturing LI Automotive Repair LI Industrial Laundry LI Battery Manufacturing LIlnk Manufacturing LI Biofuel Manufacturing fl Laboratory F-1 Biotech Laboratory LI Machining/Milling El Bulk Chemical Storage fl Membrane manufacturing LI Car Wash LI (i.e. waterfilter membranes) Chemical Manufacturing LI Metal Casting/Forming LI Chemical Purification LI Metal Fabrication LI Dental Offices LI Metal Finishing El Dental Schools LI Electroplating El Dental Clinics Electroless Plating LI Dry Cleaning LI Anodizing LI Electrical Component LI Coating (i.e. phosphating) LI Manufacturing LI Chemical Etching/Milling LI Fertilizer Manufacturing LI Printed Circuit Board LI Film! X- ra y Processing LI Manufacturing LI Metal Powders Forming LI Nutritional Supplement/Vitamin LI Manufacturing LI Painting/Finishing LI Paint Manufacturing LI Personal Care Products LI Manufacturing LI Pesticide Manufacturing! Packaging LI Pharmaceutical Manufacturing LI (including precursors) LI Porcelain Enameling LI Power Generation LI Print Shop LI Research and Development LI Rubber Manufacturing LI Semiconductor Manufacturing LI Soap/Detergent Manufacturing LI Waste Treatment/Storage New Business? Yes[]NoE SIC Code(s) if known: Date operation began/will begin: 08/01/2023 Tenant Improvement? Yes E Nofl If yes, briefly describe improvement: TENANT IMPROVEMENT FOR A CLOTHING RETAIL STORE. INCLUDES GENERAL ELECTRICAL, MECHANICAL, PLUMBING, LIGHTING AND INTERIOR FINISHES. Description of operations generating wastewater (discharged to sewer, hauled or evaporated): EXISTING RESTROOM ONLY Estimated volume of industrial wastewater to be discharged (gal/ day): List hazardous wastes generated (type/volume): Have you applied or a Wastewater Discharge Permit from the Encina Wastewater Authority? Yesfl Date: No..11 Page 1 of 2 ENCINA WASTEWATER AUTHORITY INDUSTRIAL WASTEWATER DISCHARGE PERMIT ENOAN SCREENING SURVEY WARLWATER AUfl1Ofl' 6200 Avenida Encinas, Carlsbad, CA 92011 Phone: 760-438-3941 Fax: 760-476-9852 SourceControl@encinajpa.com The commercial enterprises listed below are a partial listing of businesses that are exempt from industrial wastewater discharge permitting under normal operating conditions. They are exempt because (a) they discharge no process wastewater (i. e., they only discharge sanitary wastewater with no pollutants exceeding any local limits ), and (b) they have no potential to negatively impact the EWPCF or other wastewater treatment plants in the ESS. Any questions regarding exemptions should be referred to EWA Source Control staff. Automobile Detailers Hotels/ Motels (no laundry) El Barber/Beauty Shops Laundromats Business/Sales Offices Libraries F-1 Cleaning Services Medical Offices (no x-ray developing) Carpet/Upholstery Mortuaries Childcare Facilities Museums Churches Nail Salons Community Centers Nursing Homes Consulting Services Office Buildings (no process flow) Contractors fl Optical Services Counseling Services Pest Control Services (no pesticide repackaging for sale) Educational Services (no auto repair/film developing) fl Pet Boarding/Grooming Facilities Financial Institutions/Services El Postal Services (no car wash/auto repair) El Fitness Centers El Public Storage Facilities Gas Stations (no car wash/auto repair) Restaurants/Bars Grocery Stores (no film developing) Retail/Wholesale Stores (no auto repair/film El Residential based Businesses developing) El Theaters (Movie/Live) CERTIFICATION STATEMENT I certfr that the information above is true and correct to the best of my knowledge. RYAN LABRUM 05/25/2023 Signature: Print Name: Date: Facility Contact: 61 9.307.3378 Title:_____________________________ ASSOCIATE ENCINA WASTEWATER AUTHORITY 6200 AVENI DA ENCINAS, CARLSBAD, CA Phone: 760-438-3941 Fax: 760-476-9852 SourceControl(encinaiDa.com Page 2 of 2 SAN DIEGO REGIONAL OFFICE USE ONLY HAZARDOUS MATERIALS PLAN -oiçcô CHECK # occc QUESTIONNAIRE BP DATE Business Name Business Contact Telephone # Vuori Clothing Robert Ruiz 760-479-0166 Project Address (include suite) City State Zip Code APN# 1905 Calle Barcelona, Suite 125 Carlsbad CA 92009 255-012-04-00 Mailing Address (include suite) City State Zip Code Plan File# 1905 Calle Barcelona, Suite 200 Carlsbad CA 92009 CBC2023-0154 Project Contact Applicant E-mail Telephone # Robert Ruiz rruiz@northwoodretail.com 760-479-0166 The following questions represent the facility's activities, NOT tne speciFic project aescription. PART I: FIRE DEPARTMENT - HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not required for projects within the City of San Diego): Indicate by circlirg the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 15. None of These. Flammable Solids 8. Unstable Reactives 12. Radioactives It the answer to any or tne n Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: YES NO (for new construction or remodeling projects) LI El Is your business listed on the reverse side of this form? (check all that apply). LI 0 Will your business dispose of Hazardous Substances or Medical Waste in any amount? LI El Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? 0 0 Will your business store or handle carcinogens/reproductive toxins in any quantity? 0 LJ Will your business use an existing or install an underground storage tank? LI El Will your business store or handle Regulated Substances (CaIARP)? LI El Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? LI U Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). LI CalARP Exempt Date Initials O CaIARP Required Date Initials o CalARP Complete Date Initials PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): The following questions are intended to identify the majority of air pollution issues at the planning stage. Your project may require additional measures not identified by these questions. Some residential projects may be exempt from APCD requirements. If yes is answered for either questions 1, 2 or 5 or for more comprehensive requirements, please contact APCD at apcdcomo(sdcountv.ca.gov; (858) 586-2650; or 10124 Old Grove Road, San Diego, CA 92131. YES NO LI 0 Will the project disturb 100 square feet or more of existing building materials? LI 0 Will any load supporting structural members be removed? LI 0 (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by an individual that has passed an EPA-approved building inspector course? LI LI (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Based on the survey results, will the project disturb any asbestos containing material? If yes, a notification may be required at least 10 working days prior to commencing asbestos removal. Additionally, a notification may be required prior to the removal of a load supporting structural member(s) regardless of the presence of asbestos. LI 0 Will the project or associated construction equipment emit air contaminants? See the reverse side of this form for typical equipment requiring an APCD permit. If yes, contact APCD prior to the issuance of a building permit. LI LI (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school Briefly describe business activities: Briefly describe proposed project: Retail clothing store in mall environment Interior TI of an existing shell space -- I declare under penalty of perjury that to the best of my knowledge and belief ttie responses made herein are true and correct. SonnyToIarotes Sonny Talamantes •-'------- - Uti /US / LULS Name of Owner or Authorized Agent Signature of Owner or Authorized Agent Date FOR OFFICAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:________________________________________________________________________ BY: DATE: / I EXEMP FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY APCD COUNTY-1-110D APCD COUNTY-HMD APCD 9' REVIEWED DA S NAT RE 680-32 *A tamp inthis box , only ,$empts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply HM-9171 (9/18) County of San Diego - DEH - Hazardous Materials Division Development Services C"'Cityof Carlsbad CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov PURPOSE This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their project. This completed checklist (B-50) and summary (B-55) must be included with the building permit application. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document. NOTE: The followingtype of permits a1e not required to fihIout this form + Patio + Decks + PME (w/o panel upgrade) •• Pool The B-50 checklist was originally developed several years ago to support implementation of the CAP. Recent updates to the California Building Standards Code have imposed newer performance standards on building permit applications. Therefore, the applicant is advised to review all applicable code sections and apply the maximum performance standard, which may exceed the CAP consistency checklist requirements Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECCIHERS Compliance Specialist, ICC G8 Energy Code Specialist, RESNET HERS rater certified, certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, check N/A and provide an explanation or code section describing the exception. The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and Green Code sections. 'F Application Information Project Name/Building Permit No.: VUORI - RETAIL TENANT IMPROVEMENT BP No.: Date: 05I25I20 PropertyAddress/APN: 1905 CALLE BARCELONA, SUITE 125, CARLSBAD, CA 92026 / 255-012-04-00 Applicant Name/Cc.: RYAN LABRUM Applicant Address: 731 S. HWY 101, SUITE 1 M, SOLANA BEACH, CA 92075 Contact Phone: 619.307.3378 Contact Email: RYAN L@AOARCH ITECTS.COM Contact informatioi of person completing this checklist (if different than above): Name: Keith Ebner Contact Phone: 619-961-7374 Company name/address: 731 S Highway 101 Suite 1 M Contact Email: keithe@aoarchitects.com B-50 Page 1 of 7 Revised 12/22 Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet. For purposes of determining valuation, the amount should be upon either the actual contract price for the work to be permitted or shall be determined with the use of the current "ICC Building Valuation Data" as published by the International Code Council, whichever is higher (refer to Section 18.04.035 of the CMC). Building Permit Valuation (BPV) $ breakdown 300,000 Construction Type Complete Section(s) I Notes: [Residential 0 New construction 2A*, 3A*, 4A* *Includes detached, newly constructed ADU 0 Additions and alterations: El BPV < $60,000 N/A All residential additions and alterations 0 BPV ~: $60,000 1A 4A 1-2 family dwellings and townhouses with attached garages 0 Electrical service panel upgrade only ' only. *Multi-family dwellings only where interior finishes are 0 BPV $200,000 IA, 4A* removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are 2B* proposed *Multi-family dwellings only where ~:$1 000,000 BPV AND BPV $1,000,000 affecting ~:75% existing floor area Nonresidential and hotels/motels 0 New construction 1 B, 2B, 3B, 4B and 5 Alterations: BPV ~: $200,000 or additions B 5 1,000 square feet o BPV ~t $1,000,000 1133 2B, 5 ~: 2,000 sq. ft. new roof addition 213, 5 Building alterations of ~! 75% existing gross floor area I B also applies if BPV ~: $200,000 Instructions: Choose first between residential or non-residential based on the type of project being submitted. Next chose between new constructior or addition/alteration for residential or non-residential. The columns to the right of your selection will determine which sections of the CAP program are applicable to your project. Appropriate details must be included on the plans for selections made. EXAMPLE: Scope of work includes a new, 2 story, single family residential structure. The selections would be: Residential and New construction in the table above. For a 2-story structure, CAP sections 2A, 3A and 4A would be applicable. (Solar PV, water heating, EV charging) The * indicates that new detached ADU's are included. EXAMPLE: Scope of work includes a tenant improvement (i.e., alterations) valued at over one million dollars. The selections would be: Non-residential and Alteration BPV ~! $1,000,000. CAP sections 1 B, 28 and 5 would be applicable to this project. (Energy efficiency, Solar PV and Transportation Demand Management (TDM)*) It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. 3 i tt .1 Checklist Item Check the appropriate boxes, explain all not applicable and exception items, and provide supporting calculations and documentation as necessary. 1. Energy Efficiency Please refer to Section 18.30.060 of the Carlsbad Municipal Code (CIVIC) and Section 150.2 of the CEC for more information. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A. D Residential addition or alteration 2 $60,000 building permit valuation. N/A____________________________ Details of selection chosen below must be placed on the plans referencing CMC 18.30.060. El Exception: Home energy score ? 7 (attach certification) Year Built Single-family Requirements Multi-family Requirements O Before 1978 Select one option: Duct sealing D Attic insulation OCcoiroof LI Attic insulation 1978 and later Select one option: O Lighting package 0 Water heating package El Between1978 -1991 Select one option: 0 Duct sealing El Attic insulation 0 Cool roof O 1992 and later Select one option: 0 Lighting package El Water- heating package B. New Nonresidential construction (including additions over 1,000sf), new hotel/motel construction AND alterations 2 $200,000 building permit valuation. See Section 18.21 .050 of the CIVIC and CALGreen Appendix A5. At least one measure from each applicable building component required. 0 N/A A5.203.1.1 Choose one: 0 Outdoor lighting 0 Restaurant service water heating (Section 140.5 of the CEC) El Warehouse dock seal doors • Daylight design PAFs 0 Exhaust air heat recovery O N/A__________________ A5.203.1.2.1 Choose one: 0 .95 Energy budget (Projects with indoor lighting OR mechanical) I .90 Energy budget (Projects with indoor lighting AND mechanical) 0 N/A A5.211.1** El On-site renewable energy: 9 N/A A5.211.3 0 Green power: (If offered by local utility provider, 50% minimum renewable sources) 9 N/A_________________ A5.212.1 El Elevators and escalators:(Project with more than one elevator or two escalators) 0 N/A_________________ A5.213.1 0 Steel framing: (Provide details on plans for options 14 chosen) El N/A * High-rise residential buildings are 4 or more stories. ** For alterations~: $1 ,000,000BPV and affecting> 75%existing gross floor area, OR alterations that add 2,000 square feet of new roof addition: comply with Section 18.030.040 of the CIVIC (section 2B below) instead. 2 Photovoltaic Systems A. F1 Residential new construction. Refer to Section 150.1 (c)14 of the CEC for single-family requirements and Section 170.2(d) of the CEC for multi-family requirements. If project includes installation of an electric heat pump water heater pursuant to CAP section 3 below (residential water heating), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional sheets if necessary) CFA or SARA #d.u. Calculated kWdc* Exception 0 Total System Size: kWdc kWdc = (CFAx.572) / 1,000 + (1.15 x #d.u.) *Formula calculation where CFA = conditional floor area, #du = number of dwellings per plan type If proposed system size is less than calculated size, please explain. LI Nonresidential, hotel/motel and multifamily additions, alterations and repairs of these projects !~_$1,000,000 BPV AND affecting 275% existing floor area, OR addition that increases roof area by 22,000 square feet. Please refer to Section 18.30.040 and 18.30.370 of the CMC when completing this section. Choose one of the following methods: (Gross floor area or Time-Dependent Valuation method) O Gross Floor Area (GFA)Method GFA: Min.System Size: kWd 0 If< 10,000sf. Enter: 5kWdc 0 If~t 10,000sf. calculate: 15 kWdcx (GFA/10,000) ** **Round building size factor to nearest tenth, and round system size to nearest whole number. 0 Time- Dependent Valuation Method Annual TDV Energy use:** .x .80= Mm. system size kWdc ***Attach calculation documentation using modeling software approved by the California Energy Commission. [1 *All newly constructed non residential, hotel/motel and highrise multifamily buildings that are required by CEC section 140.10(a) to have a PV system shall also have a battery storage system meeting CEC section 140.10(b). Non residential, hotel/motel and multifamily additions, alterations or repairs that trigger solar due to the Carlsbad Climate Action Plan will NOT require battery storage. Battery storage is required when triggered by CEC section 140.10(a) and/or 170.2(g). 5 3. Water Heating A. Residential. Refer to Section 18.30.050 of the CIVIC and Sections 150.1(c)8 or 170.2(d) of the CEC when completing this section. Provide complete details on the plans. Residential new construction and alterations: 0 Required: 60% of energy needed for service water heating from on-site solar or recovered energy. For systems serving individual units, choose one system: Single 240-volt heat pump water heater AND compact hot water distribution AND Drain water heat recov&y (low-rise residential only) El Single 240-volt heat pump water heater AND PV system .3 kWdc larger than required. Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher. Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors O Gas or propane system with a solar water hearing system and recirculation system. For systems serving multiple units, choose one system: O Heat pump water heating system with recirculation loop tank and electric backup. Solar water heating system that is either: 0 .20 solar savings fraction 0 .15 solar savings fraction, plus drain water heat recover OR: El System meets performance compliance requirements of section 150.1(d) or 170.2(d) and deriving at least 60% of energy from on-site solar or recovered energy. 0 Exception: B. Nonresidential and hotel/motel new construction. This section also applies to high-rise residential. Refer to Sections 18.030.020 and 18.040.030 of the CIVIC and Sections 140.5 and 170.2 of the CEC when completing this section. Provide complete details on the plans. Non-residential: 0 Required: Water heating system derives at least 40% of its energy from one of the following: 0 Solar-thermal 0 Photovoltaics 0 Recovered energy 0 Required: High-capacity service water heating system Water heating system is (choose one): Heat pump water heater 0 Electric resistance water heater(s) 0 Solar water heating system with .40 solar savings fraction 3. Hotel/motel: 0 Required: High-capacity service water heating system (meeting Section 170.2(d) of the CEC) 0 Required: Located in garage or conditioned space Exception: 4 Electric Vehicle Charging A. Residential - New construction and major alterations.* This section also applies to hotel/motel projects. Refer to Section 18.21.030 of the CMC and Section 4106.4 of the GBSC when completing this section. Choose one: One and two-family residential dwelling alterations with no electrical panel upgrade (No EV space required) 0 ADU (no EV space required when no additional parking facilities are added) O One and two-family residential dwellings with attached garage and electrical panel upgrade 0 One EV Ready parking space required 0 Exception: O New and major alterations to multi-family and hotel/motel projects: 0 Exception: Total Parking Spaces Proposed EVSE Spaces EV Capable (10% of total) EV Ready (25% of Total) EV chargers (5% of Total) *Major alterations are: for one and two-family dwellings and for town houses with an attached garage, alterations have a building permit valuatioNt$60,000 or include an electrical service panel upgrade. for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation ~ $200,000, interiorfinishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. B. LII Non-Residential - New construction 0 Exception: Please refer to Section 18.21.040 of the CMC when completing this section Total Parking Spaces Proposed EV Capable EVCS (Installed with EVSE) EV Ready (optional) EV Space (optional) Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of required EV Capable Spaces Number of required EVCS (Installed with EVSE) 0-9 1 1 0 10-25 4 1 26-50 8 2 O 51-75 13 3 O 76-100 17 5 0 101-150 25 6 0 151-200 35 9 201 and over 20 percent of total 25 percent of Required EV Spaces Calculations: Total EV Capable spaces =.20xTotal parking spaces proposed (rounded upto nearest whole number) EVSE Installed = Total EVSE Spaces x.25 (rounded up to nearestwhole number) EVSE othermaybe "EV Ready" or "EV Space" 7 X -Transportation Demand Management (TDM): Nonresidential ONLY - An approved Transoortation Demand Management (TDM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use :he table below based on your submitted plans to determine whether your permit requires a TDM plan. If TDM is applicable to your permit, staff will contact the applicantto develop a site-specific TDM plan based on the permit details. Employee ADT Estimation for Various Commercial Uses Emp ADT for EmpADTI I I Office (all)2 20 13 Restaurant 11 11 Retail3 8 4.5 Industrial 4 3.5 Manufacturing 4 3 Warehousing 4 I 1 Unless otherwise noted, rates estimated from ITE Trip Generation Manual, lOthEdition 2For all office uses, use SANDAG rate of 20 ADT/1 ,000 sf to calculate Employee ADT Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses maybe subject to special consideration Samole calculations: Office: 20,450 sf 1. 20,450 sf/1000 x 20 = 409 Employee ADT Retail: 9,334 sf First 1,000 sf= 8ADT 9,334sf- 1,000 sf= 8,334 sf (8,334 sf/1,000 x 4.5) + 8 = 46 Employee ADT Acknowledgment: I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my per DM Ian and understand that an approved TDM plan is a condition of permit issuance. Applicant Signature: Name: RYAN LABRUM Date: 05.25.2023 Phone No.: 619.307.3378 cityof Building Permit Finaled Carlsbad - Revision Permit Print Date: 10/31/2023 Permit No: PREV2023-0169 Job Address: 1905 CALLE BARCELONA, # 125, CARLSBAD, CA 92009 Status: Closed - Finaled Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revision Parcel #: Track #: Applied: 08/22/2023 Valuation: $0.30 Lot #: Issued: 09/18/2023 Occupancy Group: M Project #: Finaled Close Out: 10/31/2023 #of Dwelling Units: Plan #: Bedrooms: Construction Type:V-B Final Inspection: Bathrooms: Orig. Plan Check #: CBC2023-0154 INSPECTOR: Occupant Load: 88 Plan Check #: Code Edition: 2022 Sprinkled: Yes Project Title: Description: LABRUM: DEFERRED SUBMITTAL FOR STOREFRONT Applicant: RYAN LABRUM 731 HIGHWAY 101, # STE 1M SOLANA BEACH, CA 92075-2629 FEE AMOUNT BUILDING PLAN CHECK FEE (manual) $240.00 BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 Total Fees: $275.00 Total Payments To Date: $275.00 Balance Due: $0.00 Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 442-339-2719 1 760-602-85601 I www.carlsbadca.gov 4LO "Ow" PLAN CHECK REVISION Ccirdsbad Building Division 1635 Faraday Avenue 442-339-2719 iwrlsbadca.gov Original Plan Check Number CBC202301 54 Plan Revision Number ProjectAderess 1905 Calle Barcelona, Suite 125 Carlsbad CA 92009 General Scope of Revision/Deferred Submittal: 1. Storefront as shown in original plans AUG 22 2023- CONTACT INFORMATION: C TY OF 'CAR LS B AD Name Sonny Talamantes Phone 858-254-8486 F)LDNG D i VSDN Address 7848 Convoy Court city San Diego Zip 92111 Email Address sonnyt@davisadams.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 Elements revised: [l Plans R Calculations [1 Soils fl Energy F Other 2. 3. Describe revisions in detail List page(s) where each revision is shown 1. Deferred submittal for storefront permitted set of plans A3.0 A5.1 A6;0 A7.0 Does this revision, in anyway, alter the exterior of the project? IN Yes LI No Does this revision add ANY new floor area(s)? LI Yes [] No Does this revision affect any fire related issues? Li Yes IX] No Is ths a complete set? Yes No Sgnature_ ---_ Date C - 1635 Faraday Avenue, Carlsbad, C4 008 t: 442-339-27 T 9 E 760-602-8558 j: building@carlsbadca.gov / wwcarsbadcagov 9W MOUR GROUP Li I ENGINEERING + DESIGN r Structural Calculations for Vuori Clothing New Storefront Header Prepared for: Davis & Adams Construction Date: August 15, 2023 Project Number: DA2301 OZY0022 - () 1'_Q ct MOUR GROUP ENGINEERING + DESIGN 6593 Riverdale Street San Diego, CA 92120 619-727-4800 oe_J4 ' /_ ~i, (23 SHEET NO._______________________ OF___________________ CALCULATED BY______________________ DATE CHECKED BY___________________________ DATE SCALE /2 sc()' J 4 L j .... H1. ' ir T/2cfj - -• /box ,r' • aw * II MOUR. GROUP ENGINEERING + DESIGN Ii 6593 Riverdale Street A:. San Diego, CA 92120 619727-4800 7544 ~ 1W ,4 m- JOB. SHEET NO._________________________ OF_____________________ CALCULATED BY.______________________ DATE___________________ CHECKED BY._________________________ DATE SCALE .......... ........ (i22t ! ; /;c3) 4- 4 7?3 ,,c7 .4?e7X 9 7 Z. GENERAL STRUCTURAL NOTES STRUCTURAL STEEL AND WELDING STATEMENT OF SPECIAL INSPECTION 11 THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT I) ALL STRUCTURAL STEEL SHALL CONFORM TO THE LATEST EDITION OF THE THE JOB SITE, AND SHALL BE RESPONSIBLE FOR CONDITIONS OF ALL WORK AND MATERIALS, INCLUDING THOSE FURNISHED BY SUB-CONTRACTORS. ANY 1 AISC PRACTICE AND SPECIFICATIONS FOR THE DESIGN. FABRICATION AND THE OWNER SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS TO PROVIDE INSPECTIONS DURING CONSTRUCTION OF THE TYPES OF WORK LISTED UNDER DISCREPANCIES AND/OR VARIATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ERECTION OF THE BUILDINGS (UNLESS OTHERWISE SPECIFIED). SECTION 17D5 OF THE 2022 CBC AND HEREIN THE SPECIAL INSPECTOR MUST BE ARCHITECT AND STRUCTURAL ENGINEER PR/OR TO FABRICATION OR 2( ALL STRUCTURAL STEEL PLATES SHALL CONFOR M TO ASTM A36 IFy36 KSI) U.B.N. CERTIFIED BY THE CITY OF SAN DIEGO DEVELOPMENT SERVICES, IN THE CATEGORY CONSTRUCTION. OF WORK REQUIRED TO I-/AVE SPECIAL INSPECTION 2) DETAILS SHOWN ON DRAWINGS APPLY AT ALL LIKE CONDITIONS. ALL WIDE FLANGE (W-BEAM) SECTIONS SHALL BE A992 GRADE SB A. THE CONSTRUCT/ON MATERIALS TESTING LABORATORY MUST BE APPROVED BY ALL STRUCTURAL HOLLOW TUBES SHALL CONFORM TO ASTM A 5DD, GRADE B. THE CITY OF SAN DIEGO, DEVELOPMENT SERVICES. FOR TESTING OF MATERIALS. 3) ALL MATERIALS AND WORKMANSHIP SHALL BE PERFORMED IN ACCORDANCE WITH STEEL PIPE SHALL CONFORM TO ASTM A53, GRADE B. SYSTEMS, COMPONENTS AND, EQUIPMENTS LOCAL STANDARDS AND APPLICABLE PROVISIONS OF THE 2022 EDITION OF THE CBC. B FABRICATOR MUST BE REGISTERED AND APPROVED BY THE CITY OF SAN DIEGO. 5) MACHINE BOLTS (MB.) SHALL CONFORM TO ASTM A 307, U.O.N. DEVELOPMENT SERVICES FOR THE FABRICATION OF MEMBERS AND ASSEMBLIES 4) WHERE CONTINUOUS INSPECTION IS REQUIRED BY THESE PLANS, A REGISTERED ON THE PREMISES OF THE FABRICATOR'S SHOP DEPUTY INSPECTOR, APPROVED BY AND RESPONSIBLE TO THE ARCHITECT AND . 6) NUTS FOR MACHINE BOLTS SHALL CONFORM TO ASTM 562. HEX GRADE A. I C FABRCATOR SHALL SUBMIT AN 'APPLICATION TO PERFORM OFF-SITE BUILDING DEPARTMENT. SHALL BE EMPLOYED BY THE OWNER, COPIES OF ALL FABRI CATION' TO THE INSPECTION SERVICES DIVISION FOR APPROVAL PRIOR TO SPECIAL INSPECTION REPORTS AS WELL AS MATER/AL TEST REPORTS SHALL BE 7) HIGH STRENGTH BOLTS (H.S.B.( SHALL CONFORM TO ASTM A325 WHEN COMMENCEMENT OF FABRICATION SENT TO THE STRUCTURAL ENGINEER SPECIFIED ON PLANS. D FABRICATOR SHALL SUBMIT A 'CERTIFICATE OF COMPLIANCE FOR OFF-SITE FAB RICATION' TO THE INSPECTION SERVICES DIVISION PRIOR TO ERECTION OF 5) FOR SPECIAL INSPECTION REQUIREMENTS SEE STATEMENT OF SPECIAL INSPECTION B) NUTS FOR HIGH STRENGTH BOLTS SHALL BE HEAVY HEX GRADE C . FAB R I CATED ITEMS AND ASSEMBLIES. ON SHEET SOS CONFORMING TO ASTM A563. E A PROPERTY OWNER'S FINAL REPORT FORM FOR WORK REQUIRED TO HAVE SP ECIAL INSPECTIONS, TESTING AND STRUCTURAL OBSERVATIONS MUST BE 6) THE CONTRACTOR STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE NON SHRINK GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 COMPLETED BY THE PROPERTY OWNER, PROPERTY OWNER'S AGENT OF RECORD.9) FINISHED STRUCTURE. UNLESS OTHERWISE INDICATED. THEY DO NOT INDICATE THE DAYS OF 7000 PSI PER ASTM C109. GROUTING OF BASE PLATES PRIOR TO PLUMBING ARCHITECT OF RECORD OR, ENGINEER OF RECORD AND SUBMITTED TO THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES OF COLUMN SHALL NOT BE PERMITTED. INSPECTION SERVICES DIVISION NECESSARY TO PROTECT THE STRUCTURE. WORKMEN. AND OTHER PERSONS . F THE SPECIAL INSPECTIONS IDENTIFIED ON PLANS ARE, IN ADDITION TO. AND NOT A DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT LIMITED TO 10) STEEL FABRICATOR SHALL SUBMIT SHOP DRAWINGS FOR APPROVAL PRIOR TO SUBSTITUTE FOR, THOSE INSPECTIONS REQUIRED TO BE PERFORMED BY A CITY'S BRACING. SHORING FOR CONSTRUCTION EQUIPMENT, SHORING FOR THE BUILDING, FABRICATION. ANY PROPOSED DEVIATIONS, ADDITIONS OR QUESTIONS SHALL BE BUILDING INSPECTOR SHORING FOR THE EARTH BANKS, FORMS, SCAFFOLDING, PLANKING, SAFETY NETS, NOTED CLEARLY ON THE SHOP DRAWINGS. APPROVAL OF SUCH DRAWINGS G WHERE MATERIALS OR ASSEMBLIES ARE REQUIRED BY THE BUILDING CODE TO BE SUPPORT AND BRACING FOR CRANES AND GIN POLES. ETC. THE CONTRACTOR SHALL SHALL NOT RELIEVE THE CONTRACTOR OF RESPONSIBILITY FOR ERRORS OF LABELED, SUCH MATERIALS AND ASSEMBLIES SHALL BE LABELED BY AN SUPERVISE AND DIRECT THE WORK AND HE SHALL BE SOLELY RESPONSIBLE FOR ALL ANY KIND PERTAINING TO THE SHOP DRAWINGS. STEEL FABRICATORS SHALL AGENCY APPROVED BY THE CITY OF SAN DIEGO IN ACCORDANCE WITH SECTION CONSTRUCTION MEANS. METHODS. TECHNIQUES, SEQUENCES AND PROCEDURES. FIELD CHECK ALL DIMENSIONS PRIOR TO ERECTION TO PROVIDE FOR A 1703 PRODUCTS AND MATERIALS TO BE LABELED SHALL BE TESTED, INSPECTED OBSERVATION VISITS TO THE SITE BY THE ARCHITECT OR THE ENGINEER SHALL NOT PROPER FIT. AND LABELED IN ACCRDANCE WITH THE PROCEDURES SET FORTH IN SECTIONS O54 INCLUDE THE INSPECTION OF THE ABOVE ITEMS 17035 THROUGH 1703. OF THE 2016 CBC. 11) ALL SHOP WELDING SHALL BE PERFORMED BY CERTIFIED OPERATORS UNDER H. NOTICE TO THE APPLICANT/OWNER'S AGENT/ARCHITECT OR ENGINEER OF 7) THESE DRAWINGS SHOW ONLY REPRESENTATIVE AND TYPICAL DETAILS TO ASSIST THE SUPERVISION OF AN APPROVED FABRICATOR AND IN A SHOP APPROVED RECORD: BY USING THIS PERMITTED CONSTRUCTION DRAWINGS FOR THE CONTRACTOR. THE DRAWINGS DO NOT ILLUSTRATE EVERY CONDITION. ALL BY THE GOVERNING BUILDING DEPARTMENT. ALL WELDING SHALL BE CONSTRUCTION/INSTALLATION OF THE WORK SPECIFIED HEREIN, YOU AGREE TO ATTACHMENT. CONNECTIONS. FASTENINGS, ETC. TO BE PROPERLY SECURED IN PERFORMED BY A CERTIFIED OPERATOR. IF WELDING IS PERFORMED IN A COMPLY WITH THE REQUIREMENTS OF THE CITY OF SAN DIEGO FOR SPECIAL CONFORMANCE WITH BEST PRACTICE, AND THE CONTRACTOR IS RESPONSIBLE FOR NON-APPROVED SHOP, SPECIAL INSPECTION IS REQUIRED. PER CBC 1704.3.1 INSPECTIONS. STRUCTURAL OBSERVATIONS. CONSTRUCTION MATERIAL TESTING PROVIDING AND INSTALLING THEM AND OFF-SITE FABRICATION OF BUILDING COMPONENTS, CONTAINED IN THE 12) ALL FIELD WELDING REQUIRES SPECIAL INSPECTION. STATEMENT OF SPECIAL INSPECTIONS AND, AS REQUIRED BY THE CALIFORNIA COLD FORMED STRUCTURAL STEEL 13) WELDING ELECTRODE FOR MANUAL SHIELDED METAL-ARC WELDING SHALL CONSTRUCTION CODES I. NOTICE TO THE CQNTRACTOR,IBUILDER/INSTALLERISUB.CONTRACTORJ ALL COLD FORMED STEEL SHALL CONFORM TO THE LATEST EDITION OF THE AISI CONFORM TO SPECIFICATION FOR MILD STEEL COVERED ARC WELDING OWNER-BUILDER' BY USING THIS PERMITTED CONSTRUCTION DRAWINGS FOR SPECIFICATIONS FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS. ELECTRODES, AWS A5.1, OR SPECIFICATION FOR LOW-ALLOY STEEL COVERED CONSTRUCTIONIINSTALI.ATION OF THE WORK SPECIFIED HEREIN, YOU ACKNOWLEDGE AND ARE AWARE OF THE REQUIREMENTS CONTAINED IN THE ARC-WELDING ELECTRODES AWS A5.5 STATEMENT OF SPECIAL INSPECTIONS. YOU AGREE TO COMPLY WITH THE ALL COLD FORMED STEEL SHALL CONFORM TO ASTM A446 AS FOLLOWS. REQUIREMENTS OF THE CITY OF SAN DIEGO FOR SPECIAL INSPECTIONS. 18GA. (43 MIL.) TO 220A. (27 MIL.( Fy = 33 ks 14) ELECTRODES USED IN THE GAS METAL ARC PROCESS SHALL CONFORM TO STRUCTURAL OBSERVATIONS, CONSTRUCTION MATERIAL TESTING AND OFF-SITE 16GA (54 MIL.)OR THICKER Py = 55 k SPECIFICATIONS MILD STEEL ELECTRODES FOR GAS METAL-ARC WELDING AWS AS,18. FABRICATION OF BUILDING COMPONENTS, CONTAINED IN THE STATEMENT OF 3) ALL METAL STUDS SHALL BE BY SSMA CERTIFIED MANUFACTURERS WHICH INCLUDE IS) ALL ELECTRODES FILLER MATERIAL SHALL BE A MINIMUM OF E70XX. SPECIAL INSPECTIONS AND AS REQUIRED BY THE CALIFORNIA CONSTRUCTION STEEL STUD MANUFACTURERS ASSOCIATION, CONSOLIDATED FABRICATORS CORP.. CODES J. THE SPECIAL INSPECTOR MUST BE CERTIFIED BY THE CITY OF SAN DIEGO. CUSTOM STUD, INC.. FRAMETEK STEEL PRODUCTS. OLMAR SUPPLY, INC.. QUAIL RUN AN APPLICATION FOR OFF-SITE FABRICATION MUST BE SUBMITTED TO THE FIELD DEVELOPMENT SERVICES, IN THE CATEGORY OF WORK REQUIRED TO HAVE BUILDING MATERIALS. INC., SCAFCO CORPORATION, STEEL CONSTRUCTION SYSTEMS. INSPECTION DIVISION FOR APPROVAL PRIOR TO FABRICATION. STEELER. INC,,UNITED METAL PRODUCTS. INC., AND CONFORM TO ICC ESR 3064P ECIAL INSPECTION SP A CERTIFICATE OF COMPLIANCE FOR OFF-SITE FABRICATION MUST BE ALL SHEET METAL SCREWS SHALL BE SELF TAPPING SCREWS AND SHALL CONFORM COMPLETED AND SUBMITTED TO THE FIELD INRPFC,TION DIVISION PRIOR TO TOASTM C1513 THE ERECTION OF PREFABRICATED COMPONENTS 2. ITEMS REQUIRED FOR SPECIAL INSPECTION: ALL WELDING OF MATERIAL LESS THAN 0,18 INCHES IN THICKNESS SHALL BE MADE IN ACCORDANCE WITH THE AWS 0-1.3 WELDERS AND WELDING PROCEDURES AND A FIELD WELDING-CONTINUOUS SHALL BE QUALIFIED AS SPECIFIED IN AWS D-1.3. El ALL CLIPS AND ANGLES SHALL BE BY 'SIMPSON STRONG-TIE CO., INC OR APPROVED EQUAL. INSTALL PER GUIDELINES OF MANUFACTURERS RoVNionR: r" PROJECT VUORI CLOTHING CLIENT: DAVIS & ADAMS SRRRR A 000 MOUR GROUP F::J:tiEET:N'= /S:f'N ROSRNERRMISI.SAHRR600A.fl1R p DAM 15/23 - (E) BULK READ Sloo OR TYP. Li (E) FISS COLUMN 2x NAILER WI -DRIVE TB STRONG WOOD TO STEEL SCREW #143" ;f =JHSSBX6XA6 (N)RDR- (E)SOFFIT CONTRACTOR OPTION TO USE DETAIL 1 OR 2 SCALE: 1=1-0 STL. COL. - EBULKHEAD (E) HSS COLUMN 600T250-68 T&B -- * 1/1 6*:661-,l (2) 80OS2006 _ @IISCALE: 3I81-0 SCALE: 1=1-0 PROJECT VUORI CLOTHING CLIENT: DAVIS & ADAMS SHEET # A ..:r - A A . A MOUR GROUP sloo A - ...tr.9. - . DATE - 15123 - V 11 Adaptive Re-use Engineering, Inc. 3550 Watt Ave., Suite 140 Craig M. Homer, CE84674 Sacramento, CA 95821 Phone: 214-407-3184 chorner@are-eng.com STRUCTURAL CALCULATIONS FOR The Forum Retail Windows & Doors Carlsbad, CA -', No,. a4674 , A0 Architecture. Design. Relationships. INFORMATION AND RECORD ONLY Receipt of this submittal is for Information and Record Only for general conformance with the project design concepts. The submitting contractor, sub-contractor, designer, engineer, fabricator or manufacturer is responsible for compliance and conformance with, but not limited to, the contract drawings and specifications and all applicable codes, ordinances, requirements, approvals and permits as required by the jurisdiction(s) having authority over the project. RyanL 6/26/2023 by received June 15, 2023 JOB #23116 Civil Engineering ~Wvzoz3'- 0 RD9 Design Criteria - 2019 CBC Job Information ARE Job No The Forum Retail Windows & Doors JOB # References California Building Code [CBC 1609] ADM1-2015 A/SC 360 Wind Loading Wind Speed, V,,It = 110 mph Exposure = C Structure Height, h = 25.0 '+1- (for design) Components & Cladding - Analytical Procedure (ASCE 7, 30.4.2) Design pressure, p = q [(GC) - (GC 1)] (ASCE 7, Eqn. 30.4-1) Where velocity pressure, qh = 0.00256 K Kd V2 (ASCE 7, Eqn. 30.3-1) K = 0.95 (ASCE 7, Table 30.3-1) Kzt = 1.0 (ASCE 7, 26.8.2) Kd = 0.85 (ASCE 7, Table 26.6-1) VASE) = V1 * srt(0.6) = 85 mph (CBC 2019, Eqn. 16-33) Velocity pressure, qh = 14.93 psf Design pressure, p = q, [(GC) - (GC)] Where, Gc 1 = 0.18 (ASCE 7, Table 26.11-1) Gc value 1.4 GC 100 = 1.05 (ASCE 7, Figure 30.4-1) GC 20 = 1.3 GC 200 = 0.98 (Worst Case : Zone 5) 1.18 Trib. Area AT Net Pressure, Pnet 10 sq.ft Pnetio = 23.59 psf 20 sq.ft Pnet20 = 22.10 psf 50 sq.ft Pnet5O = 20.31 psf 100 sq.ft Pnet100 = 18.37 psf 200 sq.ft Pnet200 = 17.32 psf Use 23 psf everywhere for connection design - Conservative LI Detail Mark 5 4 6 1 11 Dl Dl D2 I D3 Mullion Check Job Information The Forum Retail Windows & Doors References California Building Code [CBC 1609] ADM1-2015 A/SC 360 Loading Information Span 7.500 ft Trib 4.542 ft Area 34.06 ft - Pressure 21.62 psf Load 98.17 plf Moment 0 69 k-ft Section Properties Mullion FG 3495 3.328 in' S 1.479 in Fy 25ksi E 10100 ksi El 33612.8 k-in2 Moment Distribution El Total %El Mull M Mull Sreq Mull 33612.8 k-in2 k-ft in3 < S Mull 100% 0.69 0.55 U ARE Job No JOB # I 1.48Iin Pass Deflection Check where REF 2 I i5 I <3/4 = 0.51 > H0.15 in Pass FG-3215 FG-321 5 10 14 13 3 14 13 12 11 10 9 0 7 6 = 5.514 S = 1.836 FG-3595 FG-3514 2 1= 6.044 S = 2.576 15 PSF 20 25 30 40 15 PSF 20 25 30 40 SERIES 3000-MP-CENTER SET STOREFRONT - WINDLOAD CHARTS Data is based on deflection limitations in accordance with AAMA hR-Al I of L1175 up to 13'-6" and L/240 +1/4" above 13'-6', with a maximum deflection of 1 1/4". All curves reflect single span conditions, unless noted otherwise. These curves reflect the limiting value for mullions with horizontals and are based on allowable windload stress for T6 aluminum (15,000 psi) and A36 steel (20,000 psi). A 4/3 increase in allowable stress is not reflected in these curves. For special applications not covered by these curves, please consult: your local Oldcastle BuildingEnvelope® facility for assistance. FG-3495 FG-3514 2 = 3.328 S= 1.479 0 14 13 FG-3328 FG-3329 10 14 13 15 PSF 20 25 30 40 = 4.100 S =1.787 15 PSF 20 25 30 40 0 1 2 3 4 5 6 7 8 O 1 2 3 4 5 6 7 8 Mullion Spacing (Feet) Mullion Spacing (Feet) 0 1 2 3 4 5 6 7 8 0 1 2 3 4 5 6 7 8 Mullion Spacing (Feet) Mullion Spacing (Feet) Phone: 1-866-OLDCASTLE (653-2278) February 2015 3 Web Address: www.oldcastlebe.com Cik_ Ci frZ( 1c' () e-v r 1.30 N eY) 61 z> F(Z-Ll) v I b F 0 /z_ ScpJ Q Copic re 'C' (7-45 73 ___ b Se aLcp4 (1 kI!Ô Ptti j'I-ir VFET1- r& I 4 aiV . 7I318- 19 (CHAPTER 17). ANCHORING TO CONCRETE Version 1.0 Adaptive Reuse Engineering, Inc. 1 of 1 ®Basic Design Parameters: (SEC 17.2- 17.3) Loads: (Per Applicable Loads Combinations in Sect. 5.3; load applications that are predominantly high cycle fatigue or impact loads are not covered.) Nu = . 0.000 k lk Ultimate Factored Tensile Load (kips) = 0.276 Ultimate Factored Shear Load 'kips EX 4 Factor Conditions: Ductile ,. Steel Element 0.25 HUS - ICC- ESR 3027 No Potential Failure Surfaces crossed by supplementary reinforcement proportioned to tie prism into the structural member? [Post-Installed 0 Anchor Type Category 1: LOW sensitivity to instalation and HIGH reliability Category 1 0 Category 2: MEDIUM sensitivity to instalation and MEDIUM reliability Category 3: HIGH sensitivity to instalation and LOW reliability No • Anchor located in a region of concrete member where analysis indicates no cracking at service load levels? (YES = No Cracking Anticipated) I NJormaIweight 0 Concrete Type ®Steel strength of anchor in tension: (SEC 17.6.1) Nsa = flAsefjt fl = 1 Number of Anchors in a Group Ase = 0.041 in 2 Effective Cross Sectional Area of Anchor jf uta . 125 .:. ksi Specified Tensile strength of anchor steel Ify = 85 ksi Specified Yield strength of anchor steel = 5.06 k 4N5 = 3.80 k > Nu 1k •...................................................... OK Concrete Breakout strength of anchor in tension: (SEC 17.6.2) Ncb = A55 'Ped,N'{'c,N'T'cpNNb Single Anchor N . X. Ncg Anc 'Vec,NPed,N'Vc,NNb Group of Anchors 0. 0 10 Ei A nco Cexi brk'at A05 =I het = Canin = Ca,max = f= e = Edges= 58 in 2 in in psi in 2.50 ]in LiiL 4.00 12.00 2500 :0 0: Projected concrete failure area of anchor or group of anchors. See 17.6.2.1.1 Effective anchor embedment depth The smallest edge distance The largest edge distance Eccentricity of Normal Force on a group of anchor. See Commentary Figure 2 Number of Edges surrounding anchor or group of anchors. See Figure 3 Comnentary Arco = 9he (1+ MIA ) 3hef 'VedN = 1 = 0.7 + 0.3 c- 1 .5 hef cN 1.00 Nb = l'I ' c " 1/2 hef 3/2 Nb = 16f'112'-' hef 5/3 = 'Vec,N = "ed,N = c,N = Nb= NCb= NCb= 56.3 in 2 k k k 1.00 1.00 1.00 3.36 3.36 2.18 Projected area of the failure surface of a single anchor remote from edges for c,mjn of 1.5hef or greater < 1 Modification factor for eccentrically loaded anchor groups if C,,,. > 1.5h0f Modification factor for edge effects if C , <1.5h, Modification factor for edge effects for anchor in cracked section Basic concrete breakout strength k = 17 for post-installed anchors Alternative concrete breakout strength for Ilin < hef < 250. 4=j 0.65 NU =1 0.00 1k OK ®Pullout strength of anchor intension: (SEC 17.6.3) Npn = 'PpN Ah =I 0.167 .jin2 Bearing area of the headed stud(s) or anchor bolt(s) See Table I Commentarj, NP = Abrg8f'c The pullout strength in tension of a single headed stud or bolt (17.6.3.2.2a) N= 0.9f'CehdO The pullout strength in tension of a single hooked bolt (17.6.3.2.2b) '11c,P = 1.00 0.65 N = 334 4N = 2.17 k > NU 0.00 1k • OK ®Concrete Side-Face Blowout strength of Headed anchor in tension: Single Anchor: (SEC 17.6.4) NSb = 160CAbrg112f'c112 C = Cal = 4.00 in Ca2= 1200 In Factor = 1.000 NSb= 13.08 k 4NSb = 8.50 k Multiple Anchors: NSbg = (1 + S/60a1)Nsb s0=I_'.0.in Nsbg = 13.08 k 41Nsbg = 8.50 k Eta all A Distance from center of anchor shaft to the edge of concrete Sid,fioev bloow Distance from center of anchor shaft to the edge of concrete in direction orthogonal to C = C 1 See Commentary Figure 1. 41=1_0.65I > Nu 0.00 1k ..................................................................OK Spacing of the outer anchors along the edge in the group. 0.00 1k ...................................................N/A Avc1 72 in' Cal*=L 4.00 in e'= 0 in 1= 2.50 in d0 = 0.25 in h= 6.00 in Enter Case: I Case: ()Steel strength of anchor in shear: (SEC 17.71) V = flAsefuta For cast-in headed stud anchors (1 7.7.1 .2a) 4 VS = MnA.,efuta For cast-in headed bolt & hooked bolt anchors (1 7.7.1.2b) V = 0.6flAsefuta For post-installed anchors (17.7.1.2b) Effective cross-sectional area of expansion or undercut anchor sleeve, Ase= 0.040 sq. in if sleeve is within shear plane. Vcb = Av Tec,vTed,vTc,VVb A 0 .0K Co'eEPO.e byee -' frft'4r Group of Anchors (17.7.2.1 b) Projected concrete failure area on an anchor or group of anchors. See Figure 4 Commentary Distance from center of anchor shaft to the edge of concrete in one direction. See Commentary Eccentricity of shear force on a group of anchors. See Figure 5 Commentary Load bearing length of anchor for shear. See Table 2 Commentary. Outside diameter of anchor or shaft diameter of headed stud, headed bolt, or hooked boil. Thickness of member in which an anchor is anchored, parallel to anchor axis. Case I: No supplementary reinforcement or edge reinforcement smaller than a No. 4 bar. Case 2: Supplementary reinforcement of a No. 4 bar or greater between the anchor and the edge. Case 3: Supplementary reinforcement of a No. 4 bar or greater betwwen the anchor and the edge, and with the supplementary reinforcement enclosed wit hing stirrups spaced at not more than 4 in. fut= 125 ksi Specified tensile strength of anchor sleeve. Vs = 30375 k Vs = 1.97 k > V.0.28 1k • 0 Concrete Breakout strength of anchor in shear: (SEC 17.7.2) Vcb = ',V'c,V'tJb Single Anchor (17.7.2.1 a) A 0 Vb = 7(I/do)°2''c '—' l/2 112,-. al 1.5 See commentary Continued Tec,V = 1 < 1 Modification factor for eccentrically loaded anchor groups (1+ 3c1 "edV = 1.0 if Ca2 > 1.5Ca1 Modification factor for edge effects = 0.7 + 0.3 c if Ca2 < 1.5C ai Modification factor for edge effects 1.5 Cai Tc,V = 1.0 Anchor in cracked section Case I ''ec,V = 1.00 = 1.00 = 1.00 A 0 = 72.00 sqin 'b 2.22 k 'cb = 2.22 k Vcb = 1.55 k > V. =j 0.28 1k • Concrete Pryout strength of anchor in shear: (SEC 17.7.3) Vcp = kcpNcb cp - for hef< 2.5 Kc — 2 for hef> 2.5 Ncb = 3.36 k 0.7 I \fcp = 6.72 k Vcp = 4.70 k > vu=I_0.281k • OK 0.7 Interaction of tensile and shear forces: (SEC 17.8) if VuE <0.24Vn •.................................................. .......... ... .........• 4N> NUA • if Nua < 0.2Nn • ................. ...................................................• On > VUA •.... if Nua.> 0.24Nn & Vua > 0.2Vn =====> NUA VUA — +— me I 1.2........ ............ ......... ....N/A ICC-ES Evaluation Report Reissued December 2021 ESR-3027 Revised April 2022 This report is subject to renewal December 2023. wwwicc-es.orq 1(800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 03 0000—CONCRETE Section: 03 16 00—Concrete Anchors DIVISION: 0500 00—METALS Section: 05 05 19—Post-Installed Concrete Anchors REPORT HOLDER: HILTI, INC. EVALUATION SUBJECT: HILTI KH-EZ, KH-EZ P, KH-EZ PM, KH-EZ PL, KH-EZ C, KH-EZ E, KH-EZ I, AND KH-EZ CRC CARBON STEEL SCREW ANCHORS AND KH-EZ SS316 AND KH-EZ C SS316 STAINLESS STEEL SCREW ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: 2021, 2018, 2015 and 2012 international Building Code® (lBs) 2021, 2018, 2015 and 2012 International Residential Code® (I RC) For evaluation for compliance with codes adopted by the Los Angeles Department of Building and Safety (LADBS), see ESR-3027 LABC and LARC Supplement. Property evaluated: Struc:ural 2.0 USES The Hilti KH-EZ, KH-EZ SS316, KH-EZ P, KH-EZ PM, KH-EZ PL, KH-EZ C, KH-EZ C SS316, KH-EZ E, KH-EZ I and KH-EZ CRC screw anchors are used as anchorage in cracked and uncracked normal-weight and lightweight concrete having a specified strength, f, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa); and cracked and uncracked normal-weight or sand-lightweight concrete over steel deck having a minimum specified compressive strength, f, of 3,000 psi (20.7 MPa) to resist static, wind and seismic (Seismic Design Categories A through F) tension and shear loads. The Hilti KH-EZ, KH-EZ SS316, KH-EZ P, KH-EZ PM, KH- EZ FL, KH-EZ C, KH-EZ C 5S316, KH-EZ E, KH-EZ I and KH-EZ CRC screw anchors are an alternative to anchors described in Section 1901.3 of the 2021, 2018 and 2015 IBC and Sections 1908 and 1909 of the 2012 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 KH-EZ: The KH-EZ anchors are comprised of a body with hex washer head. The anchor is manufactured from carbon steel and is heat-treated. It has a minimum 0.0003-inch-thick (8 pm) zinc coating in accordance with DIN EN ISO 4042. The anchoring system is available in a variety of lengths with nominal diameters of 114-inch, 3/8-inch,1/2-inch, 518-inch and 3/4-inch. The KH-EZ is illustrated in Figure 2. The hex head is larger than the diameter of the anchor and is formed with serrations on the underside. The anchor body is formed with threads running most of the length of the anchor body. The anchor is installed in a prednlled hole with a powered impact wrench or torque wrench. The anchor threads cut into the concrete on the sides of the hole and interlock with the base material during installation. 3.2 KH-EZ I: The KH-EZ I anchors are comprised of a body with a long internally threaded (114-inch, 3/8-inch, or 1/2-inch internal thread) hex washer head. The anchor is manufactured from carbon steel and is heat-treated. It has a minimum 0.0003-inch-thick (8 pm) zinc coating in accordance with DIN EN ISO 4042. The KH-EZ I is illustrated in Figure 3. The over-sized hex head is larger than the diameter of the anchor and is formed with serrations on the underside. The anchor body is formed with threads running most of the length of the anchor body. The anchor is installed in a predrilled hole with a powered impact wrench or torque wrench directly to the supporting member surface. The anchor threads cut into the concrete on the sides of the hole and interlock with the base material during installation. Shear design values in this report for the KH-EZ I are for threaded inserts with F. equal to or greater than 125 ksi. For use with inserts with Fu less than 125 ksi, the shear values are multiplied by the ratio of Fu of insert and 125 ksi. 3.3 KH-EZ P, KH-EZ PM and KH-EZ PL: The KH-EZ P, KH-EZ PM and KH-EZ PL anchors are comprised of a body with round pan style head with an indented area in the top of the head with a six point star configuration. The KH-EZ P, KH-EZ PM and KH-EZ PL have different size pan style heads: small (F), medium (PM) and Large (PL). The anchor is manufactured from carbon steel and is heat-treated. It has a minimum 0.0003-inch-thick (8 pm) zinc coating in accordance with DIN EN ISO 4042. The KH-EZ P, KH-EZ PM and KH-EZ PL are available in 1/4-inch diameter. The KH-EZ P, KH-EZ PM and KH-EZ FL are illustrated in Figure 4. ICC-ES Evaluation Reports are not lobe 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 ,-eco,n,nendation for its use. There is no warranty by ICC Evaluation Service. LLC, express or implied, as m1r, 44- to any fir.ding or other matter in this report, or as to any product covered by the report. Copyrigt © 2023 ICC Evaluation Service. LLC. All rights reserved. Page 1 of 20 ESR-3027 I Most Widely Accepted and Trusted Page 2 of 20 3.4 KH-EZ E: The KH-EZ E anchors are comprised of a body with a long externally threaded (318-inch external thread) head. The anchor is manufactured from carbon steel and is heat- treated. It has a minimum 0.0003-inch-thick (8 pm) zinc coating in accordance with DIN EN ISO 4042. The KH-EZ E is available in 1/4-inch diameter. The KH-EZ E is illustrated in Figure 5. 3.5 KH-EZ C: The KH-EZ C anchors are comprised of the same thread profile as the hex head but with a countersunk head. The anchor is manufactured from carbon steel and is heat- treated. It has a minimum 0.0003-inch-thick (8 pm) zinc coating in accordance with DIN EN ISO 4042. The KH-EZ C is available in 1/4-inch and 3/8-inch diameter. The KH-EZ C is illustrated in Figure 7. 3.6 KH-EZ CRC: The KH-EZ CRC anchors are comprised of a body with hex washer head. The anchor is manufactured from carbon steel and is heat-treated. It has a minimum of 0.0021-inch-thick (53 pm) mechanically deposited zinc coating in accordance with ASTM 13695, Class 55. The anchoring system is available in a variety of lengths with nominal diameters of 3/8-inch, 1/2-inch, 5/8-inch and 3/4-inch. The KH-EZ CRC is illustrated in Figure 6. 3.7 KH-EZ SS316: The KH-EZ S8316 anchors are comprised of a body with hex washer head. The anchor is manufactured from AlSI Type 316 stainless steel material. The anchoring system is available in a variety of lengths with nominal diameters of %-inch, 318-inch and 1/2-inch. The KH-EZ 5S316 is illustrated in Figure 8. The hex head is larger than the diameter of the anchor and is formed with serrations on the underside. The anchor body is formed with threads running most of the length of the anchor body. The anchor is installed in a predrilled hole with a powered impact wrench. The anchor threads cut into the concrete on the sides of the hole and interlock with the base material during installation. 3.8 KH-EZ C SS316: The KH-EZ C SS316 anchors are comprised of the same thread profile as the stainless steel hex head but with a countersunk head. The anchor is manufactured from AISI Type 316 stainless steel material. The KH-EZ C SS316 is available in 1/4-inch and 3/8-inch diameter. The KH-EZ C SS316 is illustrated in Figure 9. 3.9 Concrete: Normal-weight and lightweight concrete must conform to Sections 1903 and 1905 of the IBC. 3.10 Steel Deck Panels: Steel deck panels must comply with the configurations in Figure 12 and have a minimum base steel thickness of 0.035 inch (0.889 mm). Steel must comply with ASTM A653/A653M SS Grade 50 and have a minimum yield strength of 50,000 psi (345 MPa). 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Design strength of anchors complying with the 2021 IBC as well as Section R301.1.3 of the 2021 IRC must be determined in accordance with ACI 318-19 Chapter 17 and this report. 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 Chapter 17 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 parameters provided in Table 1 through Table 9 of this report are based on the 2021 IBC (ACI 318-19), 2018 and 2015 IBC (ACI 318-14) and 2012 IBC (ACI 318-11) unless noted otherwise in Sections 4.1.1 through 4.1.12. The strength design of anchors must comply with ACI 318-19 17.5.1.2, ACI 318-14 17.3.1 or ACI 318-11 D.4.1, as applicable, except as required in ACI 318-19 17.10, ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. Strength reduction factors, qi, as given in ACI 318-19 17.5.3, ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, and noted in Tables 3, 4 and 7 of this report, must be used for load combinations calculated in accordance with Section 1605.1 of the 2021 IBC or Section 1605.2 of the 2018, 2015 and 2012 IBC and Section 5.3 of ACI 318 (-19 and -14) or Section 9.2 of ACI 318-11, as applicable. Strength reduction factors, 0, as given in ACI 318-11 D.4.4 must be used for load combinations calculated in accordance with ACI 318-11 Appendix C. The value of f'0 used in the calculations must be limited to a maximum of 8,000 psi (55.2 MPa), in accordance with ACI 318-19 17.3.1, ACI 318-14 17.2.7 or ACI 318-11 D.3.7, as applicable. An example calculation in accordance with the 2021, 2018, 2015 and 2012 IBC is provided in Figure 13. 4.1.2 Requirements for Static Steel Strength in Tension, Nsa: The nominal static steel strength, Nsa, of a single anchor in tension calculated in accordance with ACI 318-19 17.6.1.2, ACI 318-14 17.4.1.2 or ACI 318-11 D.5.1.2, as applicable, is given in Tables 3, 4 and 7 of this report. Strength reduction factors,q$, corresponding to brittle steel elements must be used. 4.1.3 Requirements for Static Concrete Breakout Strength in Tension, Nob or Ncb9: The nominal concrete breakout strength of a single anchor or a group of anchors in tension, Not, and Ncbg, respectively, must be calculated in accordance with ACI 318-19 17.6.2, ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, with modifications as described in this section. The basic concrete breakout strength of a single anchor in tension, Nb, must be calculated in accordance with ACI 318-19 17.6.2.2, ACI 318-14 17.4.2.2 or ACI 318-11 D.5.2.2, as applicable, using the values of h0,' and kcr as given in Tables 3, 4 and 7 of this report. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI 318-19 17.6.2.5, ACI 318-14 17.4.2.6 or ACI 318-11 D.5.2.6, as applicable, must be calculated with the value of kuncras given in Tables 3,4 and 7 with qJc,N= 1.0. For anchors installed in the lower or upper flute of the soffit of sand-lightweight or normal-weight concrete-filled steel deck floor and roof assemblies, as shown in Figure 12, calculation of the concrete breakout strength in accordance with ACI 318-19 17.6.2, ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, is not required. 4.1.4 Requirements for Static Pullout Strength in Tension, N: The nominal pullout strength of a single anchor in accordance with ACI 318-19 17.6.3.1 and 17.6.3.2.1, ACI 318-14 17.4.3.1 and 17.4.3.2 or ACI 318-11 D.5.3.1 and D.5.3.2, as applicable, in cracked and uncracked concrete, Np,cr, and Np,uncr, respectively, is given in Tables 3, 4 and 7. In lieu of ACI 318-19 17.6.3.3, ACI 318-14 17.4.3.6 or ACI 318-11 D.5.3.6, as applicable, 4JC,P = 1.0 for all design cases. In accordance with ACI 318-19 17.6.3, ACI 318-14 17.4.3 or ACI 318-11 D.5.3, as applicable, the nominal pullout strength in cracked concrete may be adjusted according to Eq.-1: ESR-3027 I Most Widely Accepted and Trusted Page 3 of 20 Nf = (_f.)fl (lb, psi) (Eq-1) = Np,cr (2) fc, " (N, MPa) where f'c is the specified concrete compressive strength and n is the factor defining the influence of concrete compressive strength on the pullout strength. For the 114-inch-diameter anchor at 15/8 inches nominal embedment in cracked concrete, n is 0.3. For all other cases, n is 0.5. In regions where analysis indicates no cracking in accordance with ACI 318-19 17.6.3.3, ACI 318-14 17.4.3.6 or ACI 318-11 D.5.3.6, as applicable, the nominal pullout strength in tension may be adjusted according to Eq-2: N1' = '. ) (Ib, psi) (Eq-2) 2,500 Np,uncr (N, MPa) t.17.2) where f is the specified concrete compressive strength and n is the factor defining the influence of concrete compressive strength on the pullout strength. For the 114-inch-diameter anchor at a nominal embedment of 1l8 inches in uncracked concrete, n is 0.3. For all other cases, n is 0.5. Where values for Np,cr or Np,uncr are not provided in Table 3, 4 or Table 7 of this report, the pullout strength in tension need not be considered. The nominal pullout strength in tension of the anchors installed in the soffit of sand-lightweight or normal-weight concrete filled steel deck floor and roof assemblies, as shown in Figure 12, is provided in Table 5 for KH-EZ, KH-EZ P, KH-EZ PM, KH-EZ PL, KH-EZ C and KH-EZ CRC and Table 8 for KH-EZ I and KH-EZ E. In accordance with ACI 318-19 17.6.3.2.1, ACI 318-14 17.4.3.2 or ACI 318-11 D.5.3.2, as applicable, the nominal pullout strength in cracked concrete must be calculated according to Eq-1, whereby the value of Np,deck,cr must be substituted for N,5, 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. In regions where analysis indicates no cracking in accordance with ACI 318-19 17.6.3.3, ACI 318-14 17.4.3.6 or ACI 318-11 5.3.6, as applicable, the nominal strength in uncracked concrete must be calculated according to Eq-2, whereby the value of Np,deck,uncr must be substituted for Np,uncr 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. 4.1.5 Requirements for Static Steel Shear Capacity, Vsa: The nominal steel strength in shear, lisa, of a single anchor in accordance with ACI 318-19 17.7.1.2, ACI 318-14 17.5.1.2 or ACI 318-11 0.6.1.2, as applicable is given in Tables 3,4 and 7 of this report and must be used in lieu of the values derived by calculation from ACI 318-19 Eq. 17.7.1.2b, ACI 318-14 Eq. 17.5.1.2b or ACI 318-11 Eq. 0-29, as applicable. The strength reduction factor,q, corresponding to brittle steel elements must be used. The nominal shear strength V,deck, of anchors installed in the soffit of sand- lightweight or normal-weight concrete filled steel deck floor and roof assemblies, as shown in Figure 12, is given in Table 5 for KH-EZ KH-EZ P, KH-EZ PM, KH-EZ PL, KH-EZ C and KH-EZ CRC and Table 8 for KH-EZ I and KH-EZ E. Shear values for KH-EZ I are for threaded inserts with F5 ~ 125 ksi. For use with inserts with F. less than 125 ksi, the shear values are multiplied by the ratio of F5 of insert and 125 ksi. 4.1.6 Requirements for Static Concrete Breakout Strength in Shear, Vcb or Vcbg: The nominal concrete breakout strength of a single anchor or group of anchors in shear, V0 or Vcbg, respectively, must be calculated in accordance with ACI 318-19 17.7.2, ACI 318-14 17.5.2 or ACI 318-11 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 AC! 318-19 17.7.2.2.1, ACI 318-14 17.5.2.2 or ACI 318-11 D.6.2.2, as applicable, using the values of f and d5 given in Tables 3, 4 and 7. For anchors installed in the lower or upper flute of the soffit of sand-lightweight or normal-weight concrete-filled steel deck floor and roof assemblies, as shown in Figure 12, calculation of the concrete breakout strength in accordance with ACI 318-19 17.7.2, ACI 318-14 17.5.2 or ACI 318-11 D.6.2 is not required. 4.1.7 Requirements for Static Concrete Pryout Strength in Shear, Vcp or V 9: The nominal concrete pryout strength of a single anchor or group of anchors, Vcp or V0 0, respectively, must be calculated in accordance with ACI 318-19 17.7.3, ACI 318-14 17.5.3 or ACI 318-11 D.6.3, as applicable, using the coefficient for pryout strength, k5 provided in Tables 3, 4 and 7 and the value of f'.Jcb or Ncbg as calculated in Section 4.1.3 of this report. For anchors installed in the lower or upper flute of the soffit of sand-lightweight or normal-weight concrete-filled steel deck floor and roof assemblies, as shown in Figure 12, calculation of the concrete pryout strength in accordance with ACI 318-19 17.7.3, ACI 318-14 17.5.3 or AC! 318-11 D.6.3 is not required. 4.1.8 Requirements for Seismic Design: 4.1.8.1 General: For load combinations including seismic, the design must be in accordance with ACI 318-19 17.10, ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. Modifications to ACI 318-19 17.10 or ACI 318-14 17.2.3 shall be applied under Section 1905.1.8 of the 2021, 2018 and 2015 IBC, as applicable. For the 2012 IBC, Section 1905.1.9 shall be omitted. The anchors comply with ACI 318 (-19 and -14) 2.3 or ACI 318-11 D.l, as applicable, as brittle steel elements and must be designed in accordance with ACI 318-19 17.10.5 or 17.10.6; ACI 318-14 17.2.3.4 or 17.2.3.5; ACI 318-11 0.3.3.4 or D.3.3.5, as applicable. 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 318-19 17.6.1 and 17.6.2, ACI 318-14 17.4.1 and 17.4.2 or ACI 318-11 D.5.1 and D.5.2, respectively, as applicable, as described in Sections 4.1.2 and 4.1.3 of this report. In accordance with ACI 318-19 17.6.3.2.1, ACI 318-14 17.4.3.2 or ACI 318-11 D.5.3.2, as applicable, the appropriate value for pullout strength in tension for seismic loads, Np,eq or Np,deck,cr described in Tables 3, 4 and 5 for KH-EZ, KH-EZ SS316, KH-EZ C, KH-EZ C SS316, KH-EZ P, KH-EZ PM, KH-EZ PL and KH-EZ CRC; and in Tables 7 and 8 for KH-EZ I and KH-EZ E, must be used in lieu of N. Np,eq or Np,deck,cr may be adjusted by calculations for concrete compressive strength in accordance with Eq-1 of this report in addition for concrete- filled steel deck floor and roof assemblies 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 values for Np,eq are not provided in Tables 3, 4 or 7 of this report, the pullout strength in tension for seismic loads need not be evaluated. 4.1.8.3 Seismic Shear: The nominal concrete breakout strength and pryout strength in shear must be calculated in accordance with ACI 318-19 17.7.2 and 17.7.3, ACI 318-14 17.5.2 and 17.5.3 or ACI 318-11 0.6.2 and 0.6.3, respectively, as applicable, as described in Sections 4.1.6 and 4.1.7 of this report. In accordance with ACI 318-19 17.7.1.2, ACI 318-14 17.5.1.2 or ACI 318-11 D.61.2, as applicable, the appropriate value for nominal steel strength for seismic loads, Vsa,eq or Vsa,decseq described in Tables 3, 4 and 5 for KH-EZ, KH-EZ SS316, ESR-3027 I Most Widely Accepted and Trusted Page 4 of 20 For anchors installed through the lower flute of the soffit of steel deck assemblies, the anchors must be installed in accordance with Figure 12 and shall have an axial spacing C along the flute equal to the greater of 3hef or 1.5 times the flute width. For installations in the upper flute of the soffit of steel deck assemblies the anchors shall have an axial spacing along the flute equal to or greater than 3h0r. KH-EZ C, KH-EZ C SS316, KH-EZ P, KH-EZ PM, KH-EZ PL and KH-EZ CRC and in Tables 7 and 8 for KH-EZ I and KH- EZ F, must be used in lieu of Vsa. 4.1.9 Requirements for Interaction of Tensile and Shear Forces: For anchors or groups of anchors that are subject to the effects of combined tensile and shear forces, the design must be determined in accordance with ACI 318-19 17.8, ACI 318-14 17.6 or ACI 318-11 0.7, as applicable. 4.1.10 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318-19 17.9.2, ACI 318-14 17.7.1 and 17.7.3 or ACI 318-11 D.8.1 and 0.8.3, as applicable, values of 5mm and cmn, respectively, as given in Tables 1, 2 and 6 of this report must be used. In lieu of ACI 318-9 17.9.4, ACI 318-14 17.7.5 or ACI 318-11 0.8.5, as applicable, minimum member thicknesses, hmm as given in Tables 1, 2 and 6 must be used. Additional combinations for minimum edge distance, Cmin, and minimum spacing distance, Smmn, may be derived by linear interpolation between the given boundary values as defined in Tables 1, 2 and 6 of this report. For 14-inch, 318-inch and 1/2-inch KH-EZ, KH-EZ P, KH-EZ PM, KH-EZ PL and KH-EZ C anchors installed on the top of steel deck assemblies, values of Cac,deck,top, Smmn,deck,(op, and Cmmn,deck,iop, as given in Table 9 of this report must be used. 4.1.11 Requirements for Critical Edge Distance, cac: In applications where c <cac and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for uncracked concrete, calculated in accordance with ACI 318-19 17.6.2, ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, must be further multiplied by the factor 1'11cp,N as given by Eq-3: cp,N= C (Eq-3) Cac 4.1.12 where the factor Wcp,N need not be taken as less than For all other cases, 1PCP,N = 1.0. In lieu of using Cac ACI 318-19 17.9.5, ACI 318-14 17.7.6 or ACI 318-11 D.8.6, as applicable, values of Cac must comply with Tables 3, 4 and 7. 4.1.13 Lightweight Concrete: For the use of anchors in lightweight concrete, the modification factor Aa equal to 0.8A is applied to all values of ,,,Jj affecting N and V. For ACI 318-19 (2021 BC), ACI 318-14 (2018 and 2015 IBC) and ACI 318-11 (2012 IBC), A shall be determined in accordance with the corresponding version of ACI 318. 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: Design values for use with allowable stress design load combinations calculated in accordance with Section 1605.1 of the 2021 IBC or Section 1605.3 of the 2018, 2015 and 2012 IBC must be established using the following equations: _çbN,, TallowableAso - q _ VOI/owab!e,A$D - çbV c q-5 where: Tallowab!e,ASO = Allowable tension load (lb, N) VayowableASD = Allowable shear load (lb, N) ØNn = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318 (-19 and -14) Chapter 17 and 2021, 2018 and 2015 IBC Section 1905.1.8, ACI 318-11 Appendix 0, and Section 4.1 of this report, as applicable. For the 2012 IBC, Section 1905.1.9 shall be omitted. q$vn = Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318 (-19 and -14) Chapter 17 and 2021, 2018 and 2015 IBC Section 1905.1.8, ACI 318-11 Appendix 0, and Section 4.1 of this report, as applicable. For the 2012 IBC, Section 1905.1.9 shall be omitted. = Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, a must include all applicable factors to account for nonductile failure modes and required over-strength. Limits on edge distance, anchor spacing and member thickness as given in Tables 1, 2 and 6 of this report must apply. An example of Allowable Stress Design tension values is given in Table 10 and Figure 13. 4.2.2 Interaction of Tensile and Shear Forces: The interaction must be calculated and consistent with ACI 318-19 17.8, ACI 318-14 17.6 or ACI 318-11 D.7, as follows: For shear loads Vapp,ed :5 0.2Vallowable,ASD, the full allowable load in tension Tallowabie,AsD shall be permitted. For tension loads Tappimed 0.2Tallowable,ASO, the full allowable load in shear VallowableASD shall be permitted. For all other cases: Tappbed + Vapplmed :5 1.2 (Eq-6) Teiiowe ble.ASD Voiiowe b/c ASD 4.3 Installation: Installation parameters are provided in Tables 1, 2, 6 and 9 and Figures 1, hA, 1IB, 11C, 110, liE and 12. Anchor locations must comply with this report and plans and specifications approved by the code official. The Hilti KH-EZ, KH-EZ S5316, KH-EZ P, KH-EZ PM, KH-EZ PL, KH-EZ C, KH-EZ C S5316, KH-EZ E, KH-EZ I and KH-EZ CRC must be installed in accordance with the manufacturer's published instructions and this report. In case of conflict, this report governs. Anchors must be installed in holes drilled into concrete perpendicular to the surface using carbide-tipped masonry drill bits complying with ANSI B212.15-1994 or using the Hilti SafeSet SystemTM. The Hilti SafeSet SystemTM is comprised of Hilti TE-YD or TE-CO Hollow Drill Bits with a Hilti vacuum with a minimum value for the maximum volumetric flow rate of 129 CFM (61 Us). The Hollow Drill Bits are not permitted for use with the 1/4-inch- and 3/8-inch- diameter anchors. The nominal drill bit diameter must be equal to that of the anchor. The minimum drilled hole depth, ho, is given in Tables 1, 2, 6 and 8. When drilling dust is not removed after hole drilling, make sure to drill deep enough to achieve ho.,,, taking into account the depth of debris remaining in the hole. If dust and debris is removed from the ESR-3027 I Most Widely Accepted and Trusted Page 5 of 20 drilled hole with the Hilti TE-YD or TE-CD Hollow Drill Bits or compressed air, vacuum, or a manual pump, hnom is achieved at the specified value of ho. The anchor must be installed into the predrilled hole using a powered impact wrench or installed with a torque wrench until the proper nominal embedment depth is obtained. The maximum impact wrench torque, Timpactmaand maximum installation torque, Tins:,ma for the manual torque wrench must be in accordance with Tables 1, 2 and 6. The KH-EZ, KH-EZ SS316, KH-EZ P, KH-EZ PM, KH-EZ PL, KH-EZ C, KH-EZ C SS316, KH-EZ E, KH-EZ I and KH-EZ CRC may be loosened by a maximum of one turn and retightened with a torque wrench or powered impact wrench to facilitate fixture attachment or realignment. Complete removal and reinstallation of the anchor is not allowed. For installation in the soffit of concrete on steel deck assemblies, the hole diameter in the steel deck must not exceed the diameter of the hole in the concrete by more the 1/8 inch (3.2 mm). For member thickness and edge distance restrictions for installations into the soffit of concrete on steel deck assemblies, see Figure 12. For installation of 1/4-inch, 3/8-inch and 1/2-inch KH-EZ KH-EZ P, KH-EZ PM, KH-EZ PL and KH-EZ C, anchors on the top of steel deck assemblies, see Table 9 for installation setting information. 4.4 Special Inspection: Periodic special inspection is required, in accordance with Section 1705.1.1 and Table 1705.3 of the 2021, 2018 and 2015 IBC and 2012 IBC. The special inspector must be on the site periodically during anchor installation to verify anchor type, anchor dimensions, hole dimensions, concrete type, concrete compressive strength, drill bit type and size, hole dimensions, hole cleaning procedures, anchor spacing(s), edge distance(s), concrete member thickness, anchor embedment, installation torque, impact wrench power and adherence to the manufacturer's printed installation instructions and the conditions of this report (in case of conflict, this report governs). The special inspector must be present as often as required in accordance with 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 Hilti KH-EZ, KH-EZ SS316, KH-EZ P, KH-EZ PM, KH-EZ PL, KH-EZ C, KH-EZ C SS316, KH-EZ E, KH-EZ I and KH-EZ CRC concrete anchors described in this report 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 The anchors must be installed in accordance with the manufacturer's published installation instructions and this report. In case of conflict, this report governs. 5.2 Anchor sizes, dimensions, and minimum embedment depths are as set forth in this report. 5.3 Anchors must be installed in accordance with Section 4.3 of this report in uncracked or cracked normal-weight concrete and lightweight concrete having a specified compressive strength, f',, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa), and cracked and uncracked normal-weight or sand-lightweight concrete over metal deck having a minimum specified compressive strength, f'c, of 3,000 psi (20.7 MPa). 5.4 The value of fc used for calculation purposes must not exceed 8,000 psi (55.2 MPa). 5.5 The concrete must have attained its minimum design strength prior to installation of the anchors. 5.6 Strength design values must be established in accordance with Section 4.1 of this report. 5.7 Allowable stress design values must be established in accordance with Section 4.2 of this report. 5.8 Anchor spacing(s) and edge distance(s), and minimum member thickness, must comply with Tables 1, 2 and 6 and Figure 12 of this report. 5.9 Reported values for the KH-EZ I with an internally threaded hex washer head do not consider the steel insert element which must be verified by the design professional. Shear design values in this report for the KH-EZ I are for threaded inserts with Fu equal to or greater than 125 ksi. For use with inserts with Fu less than 125 ksi, the shear values are multiplied by the ratio of Fu of insert and 125 ksi. 5.10 Prior to 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. 5.11 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of 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. 5.12 Anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (fi>f,), subject to the conditions of this report. 5.13 Anchors may be used to resist short-term loading due to wind or seismic forces, subject to the conditions of this report. 5.14 Anchors are not permitted to support fire-resistance- rated construction. Where not otherwise prohibited in the code, 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 gravity load-bearing structural elements are within 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. 5.15 Anchors have been evaluated for reliability against brittle failure and found to be not significantly sensitive to stress-induced hydrogen embrittlement. 5.16 Use of KH-EZ, KH-EZ P, KH-EZ PM, KH-EZ PL, KH-EZ C, KH-EZ E, and KH-EZ I carbon steel anchors are limited to dry, interior locations. 5.17 Use of KH-EZ SS316, KH-EZ C SS316 and KH-EZ CRC are permitted for exterior exposure or damp environments. 5.18 Special inspection must be provided in accordance with Sections 4.4. 5.19 KH-EZ, KH-EZ S5316, KH-EZ P, KH-EZ PM, KH-EZ PL, KH-EZ C, KH-EZ C SS316, KH-EZ E, KH-EZ I and KH- EZ CRC anchors are manufactured, under a quality control program with inspections by ICC-ES. ESR-3027 I Most Widely Accepted and Trusted Page 6 of 20 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated October 2017 (editorially revised December 2020), which incorporates requirements in ACI 355.2-19 I ACI 355.2-07, for use in cracked and uncracked concrete; and quality control documentation 7.0 IDENTIFICATION 7.1 1-ILTI KH-EZ, KH-EZ SS316, KH-EZ P, KH-EZ PL, KH- EZ C, KH-EZ C SS316, KH-EZ E, KH-EZ I and KH-EZ CRC anchors are identified by packaging with the company name (Hilti, Inc.), anchor name, anchor size, and evaluation report number (ESR-3027). The anchors with hex washer head, pan head and countersunk head, have KH-EZ, HILTI, and anchor size and anchor length embossed on the anchor head. Identifications are visible after installation, for verification. 7.2 The report holder's contact information is the following: HILTI INC. 7250 DALLAS PARKWAY, SUITE 1000 PLANO, TEXAS 75024 (800) 879-8000 www.hilti.com FIGURE 1—KWIK HUS EZ ANCHOR FIGURE 2—HILTI KH-EZ CONCRETE SCREW ANCHOR FIGURE 3—HILTI KH-EZ I SCREW ANCHOR FIGURE 4—HILTI KH-EZ P, PM, PL SCREW ANCHORS FIGURE 5—HILTI KH-EZ E SCREW ANCHOR FIGURE 6—HILTI KH-EZ CRC SCREW ANCHOR FIGURE 7—HILTI KH-EZ C SCREW ANCHOR FIGURE 8—HILTI KH-EZ SS316 SCREW ANCHOR FIGURE 9—HILTI KH-EZ C SS316 SCREW ANCHOR ESR-3027 I Most Widely Accepted and Trusted Page 7 of 20 Hilti SafeSetTM System with Hollow Drill Bit Hilti TE-CD or TE-YD Hollow Carbide Drill Bit with a Hilti Vacuum (per section 4.3) Hilti Dust Removal 9 Systems Hilti Rotary Hammer Drill with DRS (Dust Removal Hilti TE DRS-D Dust Removal System) Module System with Hilti Vacuum FIGURE 10—HILTI SAFESETTU AND DUST REMOVAL SYSTEMS LOW II - £ MOM UI ................__I..._jI.._-----------.-.-.-.-.--.- 1/2,518, and 3P1 1 only H 0.. FIGURE hA—INSTALLATION INSTRUCTIONS - HILTI KH-EZ, KH-EZ SS316 AND KH-EZ CRC SCREW ANCHORS d, 900 - -- --- .---- - .----. - .o - W5½ FIGURE 11 B—INSTALLATION INSTRUCTIONS - HILT[ KH-EZ I SCREW ANCHORS ESR-3027 I Most Widely Accepted and Trusted Page 8 of 20 Low I 900 At L d, FIGURE 11C—INSTALLATION INSTRUCTIONS - HILTI KH-EZ P, PM, PL SCREW ANCHORS El WS ile lie -I FIGURE lID—INSTALLATION INSTRUCTIONS - HILTI KH-EZ E SCREW ANCHORS qw AM ILI, FIGURE lIE—INSTALLATION INSTRUCTIONS - HILTI KH-EZ C AND KH-EZ C SS316 SCREW ANCHORS ESR-3027 I Most Widely Accepted and Trusted Page 9 of 20 TABLE 1-HILTI KH-EZ, KH-EZ P, KH-EZ PL, KH-EZ C AND KH-EZ CRC INSTALLATION INFORMATION AND ANCHOR SPECIFICATION' Nominal Anchor Diameter (Inches) Characteristic Symbol Units 1(3 5/ 3 1 In. 1/4 1/2 /8 3/4 Nominal drill bit diameter ds1 (mm) (6.4) (9.5) (12.7) (15.9) (19.1) Hex, P,PM, Hex,C Hex, C Head Hex Head Head Style and Coating - PL, C Head Head (including (including Hex Head (including CRC) Hex Head (including CRC) Hex Head (including CRC) CRC) CRC) Minimum Nominal in. 1 /8 21/2 1 /8 2'/8 2V2 I 31/4 4'/2 2114 3 41/4 5V2 31/4 4 5 6 4 5 6V4 7V4 Embedment depth (mm) (41) (64) (41) (54) (64) (83) (114) (57) (76) (108) (140) (83) (102) (127) (152) (102) (127) (159) (184) Effective Embedment in. 1.18 1.92 1.11 1.54 1.86 I 2.50 3.55 1.52 2.16 3.22 I 4.28 2.39 3.03 3.88 4.73 2.92 3.77 4.84 5.69 (mm.) ha (mm) (30))(49) I (28)(39) (47))(64) I (90) (39)(55) (82) (109) (61) (77) (91)'(120) (74) (96) (123). (145) Minimum Hole Depth in. 2 2/ 1/ 2 /8 2/4 31/2 43/4 2/ 3/8 45/s I 5 /8 3/8 43/s 53/4 6/ 4 /8 53/s 6/ 7 /8 (mm.) h0 (n) (51) 1 (73) (48) (60) (70) I 1(89) (121) (67) (86) (117) (149) (92) (111) (137) (162) (111) (137) (168) (194) Minimum Baseplate in. /8 1/2 /8 3/4 7/8 Clearance Hole c/n Diameter (mm) (9.5) (12.7) (15.9) (19.1) (22.2) ft-lbt 18 19 I 40 45 50 85 956 Maximum Installation Torque (Nm) (24) (26) (54) (61) (68) (115) (129) ft 157 157 I 450 137 450 590 590 Maximum Impact lmpxcI,m42 i Wrench Torque Rating (Nm) (213) (213) (610) (186) (610) (800) (800) in. 7/1 /16 3/4 15/16 11/8 Wrench socket size WS - (mm) (11.1) (14.3) (19.1) (23.8) (28.6) Minimum Concrete in. 3.25 4.125 3.25 I I 7.75 4.5 14.75 6.75 I 8.75 5 I 9.5 6 7 18.1251 11.5 (mm) (83) I (105) (83) 13.67 1(1 4 (93) 02)1(121) 3,nln .IIIThickness (197) (114) (121) (171) I (222) (127) 1 (1 6 52) (178)1(241) (152) (178) (206) (292) in. 11/2 1/2 1/4 1/4 1/4 Minimum edge (mm) (38) (38) (44) (44) (44) distance in. 3 3 3 for s 2: (mm) (76) (76) (76) (102) (102) in. 11/ 21/4 3 S,no, (mm) (38) (57) (76) (76) (76) Minimum spacing2 - in. I 2.00 I 2.78 2.63 12.751 2.92 I I 14.2 2.75 13.751 I 5.25 I 17.1 I 3.63 I 4.57 I 5.82 (18.9 4.41 I 5.69 I 7.28 I 22.8 1orc5 I i I I I I I I I I (mm) (51) I (71) (67) 1(70)1(74) I (95) (361) (70) (95) (133) (434) (92) 1(116)1(148)1(480) (112)1(145)1(185)1(579) in. 0.17 (P Head) 0.35 0.49 0.57 0.70 Max. Head height - 0.24 (Hex Head) (mm) (4.3)PHead (6.1) Hex Head (8.9) (12.4) (14.5) (17.8) For SI: 1 inch = 25.4 mm, 1 ft-lbt = 1.356 N-m, 1 psi = 6.89 kPa, 1 in = 645 mm2, 1 lb/in = 0.175 N/mm. 'The data presented in this table is to be used in conjunction with the design criteria of ACt 318-19 Chapter 17, ACI 318-14 Chapter 17 or ACI 318-11 Appendix ID, as applicable. 2Linear interpolation permitted for minimum spacing and edge distance. I Because of variability in measurement procedures, the published torque of an impact tool may not correlate properly with the above setting torques. Over- torqueing can damage the anchor and/or reduce its holding capacity. applies to installations using a calibrated torque wrench. 5AdditionaI combinations for minimum edge distance, c,,, and minimum spacing distance, s, or Sin,, may be derived by linear interpolation between the given boundary valLes. Maximum installation torque for 3/4-in diameter KH-EZ CRC is 85 ft-ibs (115 Nm). ESR.3027 I Most Widely Accepted and Trusted Page 10 of 20 TABLE 2—HILTI KH-EZ SS316 AND KH-EZ C SS316 INSTALLATION INFORMATION AND ANCHOR SPECIFICATION' Nominal anchor diameter (in) Units 3 1/ Thacacteristic Symbol 4 6 - Nominal drill bit diameter d64 in. /4 3/8 1/2 Head style - - Hex and C Hex and C Hex in. 1.19 1.93 1.49 1.92 2.55 1.56 2.20 3.26 Effective embedment (mm.) h01 (mm) . (30) (49) (38) (49) (65) (40) (56) (83) in. 15/8 21/2 2 21/2 31/ 21/4 3 41/ Nominal embedment (mm) (41) (64) (51) (64) (83) (57) (76) (108) in. 2 27/8 21/4 2/4 31/ 25/8 3/ 45/8 Hole depth in concrete (mm.) ho (mm) (51) 1 (73) (57) 1 (70) (89) (67) 1 (86) (117) Fixture hole diameter dh in. I 5/8 (mm) (9.5) (12.7) (15.9) Maximum impact wrench' ft-lb 100 157 332 T;nic,,mar torque rating (Nm) (136) (213) (450) 1/rench socket size WS in. 7/16 /16 3/4 in. 31/ 41/ 31/ 4 43/4 41/ 43/4 6/4 Minimum concrete thickness h,,, (mm) (83) (105) (89) (102) (121) (114) (121) (171) in. 11/2 11/2 11/2 11/2 1/2 1/4 1I4 1/4 C (mm) (38) (38) (38) (38) (38) (44) (44) (44) Minimum edge distance in. 3 3 3 3 3 3 3 3 furs ~ (mm) 1 (76) (76) 1(76) (76) 1(76) (76) (76) 1 (76) in. 11/2 1/2 21/4 21/4 2114 3 3 3 S (mm) (38) (38) (57) (57) (57) (76) (76) (76) Minimum anchor spacing3 in. 2 2 3 3 3 1/4 1/4 1I4 for (mm) (51) (51) (76) (76) (76) (44) (44) (44) or SI: 1 inch = 25.4mm, 1 ft-lb = 1.3558 Nm 'The data presented in this table is to be used in conjunction with the design criteria ofACi 318-19 Chapter 17, ACt 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable. 'Because of variability in measurement procedures, the published torque of an impact tool may not correlate properly with the above setting torques. Over-torquing can damage the anchor and/or reduce its holding capacity. 'Linear interpolation permitted for minimum spacing and edge distance. ESR-3027 I Most Widely Accepted and Trusted Page 11 of 20 TABLE 3-HILTI KH-EZ, KH-EZ P, KH-EZ PM, KH-EZ PL, KH-EZ C AND KH-EZ CRC TENSION AND SHEAR STRENGTH DESIGN DATA1'2'3'6 Characteristic SyrnbolUnIt L_114 Nominal Anchor Diameter (!e!)._________________________ - a a, 1 2 Head style and - Hex, P, PM, Hex, C Hex, C Head Hex Head Hex Hex I I Hex coating PL, C Head He (including CRC) (including Head (including CRC) Head (including CRC) Head (including CRC) CRC) Nominal diameter d,, in. 0.250 0.375 0.500 0.625 0.750 (mm) (6.4) (9.5) (12.7) (15.9) (19.1) Effective embedment h2, in. 1.18 1.92 1.11 1.54 I 1.86 2.50 3.55 1.5212.161 I 3.22 I 4,28 I 2.391 3.03 I I 3.88 I I 4.73 I 2.92 I I 4.84 I 15.69 (mm) (30) (49) (28)1(39)1 (47) I (64) 139 1(55)1(82) 1(109) (61)1(77) I (99) 1(120) (74) I (96) 1)123)1(145) Nominal embedment h,,,,,, in. 1/a 2'/2 15/8 121/8 1 2'/2 31/4 41/2 21/4 I I 51/ I 3i14j 4 I I ) 1 (15 I I 6 I 4 I I I 61/4 I I 71/4 (mm) (41) (64) (41) I (54) I () I I (83) (114) (57) 1(76)1(108)1(140) (102)1(127)1(159)1(184) (1 Strength reduction factor for steel in - 0.65 0.65 0.65 0.65 0.65 tension 2,7 Effective tensile A,,, i2 0.045 0.086 0.161 0.268 0.392 stress area (mm 2) (29.0) (55.5) (103.9) (172.9) (252.9) Minimum specified f,2 ,, psi 125,000 106,975 120,300 112,540 90,180 81,600 ultimate strength (MPa) (862) (738) I (829) (776) (622) (563) Tension resistance N, lbf. 5,660 9,200 10,335 18,120 24,210 32,015 of steel (1(N) (25) (41) (46) (81) (108) - (142) Anchor category - - 3 1 1 1 1 1 2 1 Strength reduction - I factor for concrete failure modes in 0,,N - 0.45 0.65 0.65 0.65 0.65 0.55 0.65 tension' Effectiveness factor I -uncracked k,,,,,,, - 24 24 27 ) 24 27 24 27 I 24 concrete Effectiveness factor - cracked concrete k,, - 17 17 17 17 17 Modification factor -- for cracked and WC, N - 1.0 1.0 1.0 1.0 1.0 uncracked concrete' -- Critical edge in. 2.00 2.78 2.6312.75 2.92 3.75 14.2 2.75 3.75 5.25 17.1 3.63 4.57 5.82 18.9 4.41 5.69 7.28 22.8 distance c,,, (mm) (51) (67) I (70) (7 (9 (361) (7() (95)) (43 (92) (116) (148) (480) (112) (145) (185) (578) Pullout strength in uncracked concrete N7464,6 lbf. 1,305 2,350 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A (58) (10.5) Pullout strength in N6,,,, 6 lbf. 6655 1,1654 725 N/A - - - cracked concrete (1(N)) (3.0) (5.2) (3.2) N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Pullout strength in lbf. 5355 'l,165 725 - - - cracked concrete, N.,,,6 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A seismic (kN) (2.4) (5.2) (3.2) Strength reduction - - - - - - - - factor for steel in - 0.60 0.60 0.60 0.60 0.60 shear 2.7 Nominal steel V,, lbf. 1,550 3,670 5,185 9,245 11,220 16,660 strength in shear 8 (kN) (6.9) (16.3) (23.1) (41.1) (49.9) (74.1) Nominal steel strength in shear, V,,,,,6 lbf. 1,395 3,670 3,110 5,545 6,735 11,555 seismic 8 (1(N) (6.2) (16.3) (13.8) (24.7) (30.0) (51.4) Load bearing length in. 1.18 I 1.92 1.11 1.54 1.86 2.50 3 1.5212.161 3.22 I 4 2.391 3.03 I 3.88 I 4,73 2.92 3.77T4.84 I 5.69 of anchor (8 (mm) (30) (49) I (28)) (39) I (47) p I (64) j (76) II (39)I(55)I(82)1(102)(61) I I I I I (99) 1(120 i (74) (74) (96) 1(123)1(145) Strength reduction factor for concrete failure modes in 14' - 0.70 0.70 0.70 0.70 0.70 shear Effectiveness factor for pryout k ,,7 - 1.01.0 1.OI 1.0 I 1.0 12.01 2.0 1.oI 1.0 1 2.0 1 2.112.0120 o 1.0 2.0 2.0 112.0 12.o 2.0 Mean axial stiffness, uncracked concrete 437,000 540,000 835,000 819,000 261,000 Mean axial stiffness, lb/in. cracked concrete /3,,, 284,000 239,000 272,000 332,000 252,000 ror I: I inch = 25.4 mm, i n-lot = 1.35b N-M, 1 psi = 6.89 kPa, 1 in' = 645 mm2, 1 lb/in = 0.175 N/mm. 'The data in this table is intended for use with the design provisions of ACI 318-19 Chapter 17, ACI 318-14 Chapter 17 or ACI 318-11 Appendix 0, as applicable; for anchors resisting seismic load combinations the additional requirements of ACI 318-19 17.10, AC) 318-14 17.2.3 or ACI 318-11 0.3.3, as applicable, shall apply. 2The strength reduction factor applies when the load combinations from the IBC or ACI 318 are used and the requirements of ACI 318-19 17.5.3, ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, are met. If the load combinations of ACI 318-11 Appendix C are used, the appropriate strength reduction factor must be determined in accordance with ACI 318-11 D.4.4. 31n this report, N/A denotes that pullout resistance does not govern and does not need to be considered. 4The characteristic pullout resistance for concrete compressive strengths greater than 2,500 psi may be increased by multiplying the value in the table by (f',,/2,500)0' for psi or (f,,117.2)°-5 for MPa. 'The characteristic pullout resistance for concrete compressive strengths greater than 2,500 psi may be increased by multiplying the value in the table by (f',,/2,500)1 for psi or (f,117.2)°3 for MPa. 'For lightweight concrete, calculate values according to Section 4.1.12 of this report. 'The KH-EZ, KH-EZ P PM, PL and KH-EZ CRC are considered brittle steel elements as defined by ACI 318 (-19 and -14) 2.3 or ACI 318-11 0.1, as applicable. "Reported values for steel strength in shear are based on test results per ACI 355.2, Section 9.4 and must be used for design in lieu of calculated results using equation 17.7.1.2b of ACI 318-19, equation 17.5.1.2b of ACI 318-l4orequation D-29ofACI 318-11, as applicable. ES11-31127 I Most Widely Accepted and Trusted Page 12 of 20 TABLE 4-HILTI KH-EZ SS316 AND KH-EZ C 5S316 TENSION AND SHEAR STRENGTH DESIGN DATA' Nominal anchor diameter (in) Characteristic Symbol Units 3 Head style - - Hex and C Hex and C Hex in. 0.250 0.375 0.5 AnchorO.D. d (mm) (6.4) (9.5) (12.7) in. 1.19 1.93 1.49 1.92 I 2.55 1.56 2.20 3.26 Effective embedment h,1 I I I I (mm) (30) (49) (38) (49) (65) (40) (56) (83) in. 1/ J 21/2 2 21/2 31/4 21/4 I 3 41/4 Nominal embedment h4,,,,, I I I I I (mm) (41) (64) (51) (64) j (83) (57) I (76) J (108) Strength reduction factor for steel - 0.75 0.75 0.75 in tension',' Mm. specified yield strength psi 135600 125,000 101,400 (N/mm') (935) (862) (699) Mm. specified ult. strength ft. psi 153,000 139,300 120,100 (N/mm2) (1055) (961) (828) Effective-cross sectional steel ASO.N in' 0.040 0.094 0.172 area in tension (mm2) (25.5) (60.8) (111.2) Nominal steel strength in tension N lb 6,120 13,095 20,655 (kN) (27.2) (58.2) (91.9) Anchor category - - 2 1 3 1 2 Strength reduction factor for concrete failure modes in tension - 0.55 1 0.45 0.65 0.55 Effectiveness factor for uncracked in-lb 24 27 27 concrete (SI) (10.0) (11.3) (11.3) Effectiveness factor for cracked k6r in-lb 17 17 21 concrete (SI) (7.1) (7.1) (8.8) Modification factor for anchor resistance, tension, uncracked ye,w - 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 conc.3 Critical edge distance in. 4.76 7.72 5.96 7.68 10.20 6.24 8.80 7.50 (mm) (121) (196) (151) (195) (259) (158) (224) (191) Pullout strength in uncracked lb Np,6r N/A N/A N/A N/A N/A N/A N/A N/A concrete . (kN) Pullout strength in cracked lb 570 1,100 1,510 2,215 concrete4 NPxr (kN) (2.5) (4.9) (6.7) (9.9) N/A N/A N/A N/A Pullout strength in cracked lb 390 1,100 1,510 2,215 concrete, seismic4 Np,m (kN) (1.7) (4.9) (6.7) (9.9) N/A N/A N/A N/A Strength reduction factor for steel 4a,v - 0.65 0.65 0.65 in shear'-' Nominal steel strength in shear V. lb 1,830 1,830 4,355 4,355 4,355 4,790 4,790 4,790 (kN) (8.1) (8.1) (19.4) (19.4 (19.4) (21.3) (21.3) (21.3) Nominal steel strength in shear, lb 1,200 1,200 4,355 4,355 4,355 4,790 4,790 4,790 seismic (kN) (5.3) (5.3) (19.4) (19.4. (19.4) (21.3) (21.3) (21.3) Strength reduction factor for - 0.70 0.70 0.70 concrete failure modes in shear' Effectiveness factor for pryout k,- 1.0 1 1.0 1.0 1 1.0 2.0 1.0 1.0 2.0 Mean axial stiffness, uncracked concrete' fi444 lbf/in 519,400 770,900 1,244,000 Mean axial stiffness, cracked concrete' fir, lbf/in 341,600 452,6120 757,000 For SI: 1 inch = 25.4 mm, 1 ft-Ibf = 1.35.5 N-m, I psi = 6.89 kPa, 1 in = 645 mm2, 1 lb/in = 0.175 N/mm. The KI--EZ SS is considered a ductile steel element as defined by Icc-ES Ac193 Section 6.3.6. 2 The strength reduction factor applies when the load combinations from the IBC or ACI 318 are used and the requirements of Ad 318-19 17.5.3, ACI 318-14 17.3.3 or ACI 318-I1 D.4.3, as applicable, are net. If the load combinations of ACI 318-11 Appendix Care used, the appropriate strength reduction factor must be determined in accordance with ACI 318-11 D.4.4. For all design cases, iy,, = 1.0. The appropriate effectiveness factor for cracked concrete (kcr) or uncracked concrete (k,n,r) must be used. For all design cases, V.P = 1.0. Tabular 4a1ue for pullout strength is for a concrete compressive strength of 2,500 psi (17.2 MPa). Pullout strength for concrete compressive strength greater than 2,500 psi (17.2 MPa) may be increased by multiplying the tabular pullout strength by (1', / 2, 500)n for psi or (f, 117.2 ) for MPa where n=0.1 5 for 1/4" x 1-5/8" and n=0.35 for 1/4 x 2-1/2". NA (not applicable) denotes that pullout strength does not need to be considered for design. Mean values shown. Actual stiffness varius considerably depending on concrete strength, loading, and geometry of application. ESR-3027 I Most Widely Accepted and Trusted Page 13 of 20 TABLE 5-HILTI KH-EZ, KH-EZ F, KH-EZ PM, KH-EZ PL, KH-EZ C AND KH-EZ CRC TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE UNDFPInF flF ('J(PFTF.FII I rn PQflrnI 1I flfIt ACCCRADI 1C01.5.6.7 LowerF Flute Upper Flute Characteristic SymbolUnhts Anchor Diameter 1 /8 /2 / I 14 3/ I 8 12 Head Style and Coating - - Hex, P, PM, PL, C Head Hex, Hex Head (including CRC) I Same as previous Head Embedment h0,,, in. 1/ 2'/2 i/ 21/ 31/ 21/4 I 41/ 31/ I 4 1/ 2/2 1 /8 I 2/ 21/4 (mm) (4 (64) (41) (6 (8 (57) (76) (108) (87) (127) (102) (4 (64) (41) (57) Minimum Hole in. 2 2/ 17/,2/4 31/ 2/ 33/8 4i 35/8 53/8 4/ 2 2/ 1/ 2/ 2I Depth h0 (mm) (51) (73) (47) (70) (83) (67) (86) (117) (92) (137) (111) (51) (73) (48) (73) (67) Effectie in. 1.18 1.92 1.11 1.86 2.50 1.52 2.16 3.22 2.39 3.88 2.92 1.18 1.92 1.11 1.86 1.52 Embedment Depth ha (mm) (30) (49) (28) (47) (64) (39) (55) (82) (61) (99) (74) (30) (49) (28) (47) (39) Pullout: Resistance, lbf. 1,210 1,875 1,300 2,240 3,920 1,305 3,060 5,360 4,180 9,495 4,180 1,490 1,960 1,490 2,920 1,395 (uncracked concre;e)2 (W)(5.4) (8.3) (5.8) (10.0) (17.4) (5.8) (13.6) (23.8) (18.6) (42.2) (18.6) (6.6) (8.7) (6.6) (13.0) (6.2) Pullout: Resistance lbf. 620 930 810 1,590 2,780 820 1,930 3,375 2,630 5,980 2,630 760 975 1,185 2,070 985 (cracked conc. I Nai seismic loads)' (1(N) (2.8) (4.1) (3.6) (7.1) (12.4) (3.6) (8.6) (15.0) (11.7) (26.6) (11.7) (3.4) (4.3) (5.3) (9.2) (4.4) Steel Strength in lbf. 1,205 2,210 O 0 605 05 920 590 470 4,190 3.760 t205 265 670 090 T850 Shea V4,dk (5A) ) (51) (51) 6) (7.1) (13.0) 6)(15A) 6) 6i) (5A) 5) 3) 1) 9) Steel Strength in lbf. 905 1,990 905 905 2,165 965 1,750 2,155 2,080 2,515 (2,610 I 1,080 940 3,670 3,650 4,710 Shear, Seismic (1(N) (4.0) (8.9) (4.0) 1(4.0) (9.6) (4.3) (7.8) (9.6) (9.3) (11.2) (11.6) (4.8) 1(,1,3.1) (16.3)1(16.2) (21.0) For bl: ncn = ZbA mm, 1 tt-lbt = 1.355 N-M, 1 psi = 6.89 kPa, 1 in2 = 645mm2, 1 lb/in = 0.175 N/mm. 11nsta11aton must comply with Sections 4.1.10 and 4.3 and Figure 12 of this report. 'The values listed must be used in accordance with Section 4.1.4 of this report. 3The values listed must be used in accordance with Section 4.1.4 and 4.1.8.2 of this report. 41rhe values listed must be used in accordance with Section 4.1.5 and 4.1.8.3 of this report. 'The values for 0, in tension and the values for ç/ in shear can be found in Table 3 of this report. 'For the 1/4-inch-diameter (KH-EZ) at 21/2.inch nominal embedment and the 3/8-inch- through 3/4-inch-diameter anchors the characteristic pullout resistance for concrete compressive strengths greater than 3,000 psi may be increased by multiplying the value in the table by (Pd3,000) for psi or (fd2O. 7)1/2 for MPa. 'For the /4-inch-diameter anchors (KH-EZ and KH-EZ P. PM, PL) at 15/8-inch nominal embedment characteristic pullout resistance for concrete compressive strengths greater than 3,000 psi may be increased by multiplying the value in the table by (f',/3,000)03 for psi or (fd20.7)03 for MPa. ESR-3027 I Most Widely Accepted and Trusted Page 14 of 20 TABLE 6—HILTI KH-EZ E AND KH-EZ I, INSTALLATION INFORMATION AND ANCHOR SPECIFICATION' - - Nominal Anchor Diameter (inches) Characteristic Symbol Units /4 3/8 (KH-EZ I and KH-EZ E) (KH-EZ I) Nominal drill bit diameter dbft in. 1/4 3/ Head style - - Internally (I) or Externally (E) Threaded Internally (I) Effective embedment h, in. 1.18 1.92 1.54 (mm) (30) (49) (39) Nominal embedment h in. 1 /8 21/8h— 21/2 (mm) (41) (64) (54) Hole depth in concreteHole depth in h ° In. 2 2 /8 2 /8 concrete (mm.) (mm) (51) 1(73) (60) Maximum installation torque 4 ft-lbf 18 40 (Nm) (24) (54) Maximum impact wrench torque rating ft-Ibf 114 137 450 (Nm) (155) (186) (610) 1/4"Internal Thread in. 3/8 N/A (mm) (9.5) /" Internal Thread in. 1/ N/A Vrench socket size - KH-EZ I (mm) (12.7) '/' Internal Thread in. N/A 3/4 (mm) (19.1) Vranch socket size - KH-EZ in. E WS 1/ N/A (mm) (12.7) Minimum concrete thickness in. 31/ 41/8 3 /8 (mm) (83) (105) (92) in. 1 /2 11/2 Minimum edge distance 2 Cmin 6 (mm) (38) (38) for s 6 In. 3 3 (mm) (76) (76) in. 11/2 21/4 Minimum anchor spacing (mm) (38) (57) for c 6 in. 2.00 2.78 2.75 (mm) (51) (71) (70) 1/. Internal Thread in. N/A (mm) (15.9) Internal Thread in. 11/16 N/A Max. head height - KH-EZ I (mm) (17.5) Internal Thread in. N/A 3/4 (mm) (19.1) Max. head height KH-EZ E /8" External thread in. 13/8 N/A (mm) (35) For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m, 1 psi = 6.89 kPa, 1 in2 = 645 mm2, 1 lb/in = 0.175 N/mm. 'The data presented in this table is to be used in conjunction with the design criteria of ACI 318-19 Chapter 17, ACI 318-14 Chapter 17 or ACI 318-11 Appendix 0, as applicable. 'For installations through the soffit of steel deck into Concrete (see Figure 12) anchors installed in the lower flute may be installed with a maximum 1 inch offset in either direction from the Center of the flute. 313ecauxe of variability in measurement procedures, the published torque of an impact tool may not correlate properly with the above setting torques. Over- torqueing can damage the anchor and/or reduce its holding capacity. 4Ti,s,ne, applies to installations using a calibrated torque wrench. 'The KH-EZ I and KH-EZ E versions are driven directly to the supporting member surface. 'Additional combinations for minimum edge distance, c,,,, and minimum spacing distance, swn, may be derived by linear interpolation between the given boundary values. ESR-3027 I Most Widely Accepted and Trusted Page 15 of 20 TABLE 7-HILTI KH-EZ E AND KH-EZ I TENSION AND SHEAR STRENGTH DESIGN DATA' .2,3.6 Nominal Anchor Dimension Characteristic Symbol Units 1/4 a, , (KH-EZ I arid KH-EZ E) (KH-EZ I) - - Internally (I) Head style Internally (I) or Externally (E) Threaded Nominal diameter da in. 0.250 0.375 (mm) (6.4) (9.5) Effective embedment h1 in. 1.18 1.92 1.54 (mm) (30) (49) (39) in. 1 /8 J 21/2 21/8 Nominal embedment hnom (mm) (41) I I (64) (54) Strength reduction factor for steel in tension - 0.65 0.65 .7 in.' 0.045 0.086 Mm. specified ult. strength A,0 (mm2) (29.0) (55.5) psi 125,000 106,975 Effective-cross sectional steel area in tension ft (MPa) (862) (738) lbf. 5,660 9,200 Nominal steel strength in tension N,, (kN) (25) (41) Anchor category 1 2 or 3 - - 3 1 1 1 Strength reduction factor for concrete failure - 0.45 0.65 0.65 modes in tension 2 Effectiveness factor for uncracked oncrete k,n0r - 24 24 Effectiveness factor for cracked concrete k,, - 17 17 Modification factor for anchor resistance, - 1 .0 1.0 tension, uncracked concrete Critical edge distance in. 2.00 2.78 2.75 C.(mm) (51) (71) (70) lbf. 1,3055 2,3504 N/A Pullout strength in uncracked concrete N,,0006 (kN) (5.8) (10.5) Pullout strength in cracked concrete lbf. 6655 1,165 4 N/A (kN) (3.0) (5.2) Pullout strength in cracked concrete, seismic Np,,,6 IV. 5355 1,165 4 N/A (kN) (2.4) (5.2) Strength reduction factor for steel in shear ql a,v - 0.60 0.60 lbf. 1,360 1,315 1,885 Nominal steel strength in shear' V,, (mm) (6.4) (9.5) (12.7) lbf. 605 1,120 1,885 Nominal steel strength in shear, seismica Vs,,eq (kN) (2.7) (5.0) (8.4) in. 1.18 1.92 1.54 Load bearing length of anchor (mm) (30) (49) (39) Strength reduction factor for concrete failure 2 - 0.70 0.70 modes in shear Coefficient for Pryout Strength k,p 1.0 1.0 1.0 lb/in. 760,000 Mean axial stiffness, uncracked concrete (N/mm) (133,000) lb/in. 293,000 Mean axial stiffness, cracked concrete /3,, (N/mm) (51,275) For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m, 1 psi = 6.89 kPa, 1 in2 = 645 mm2, 1 lb/in = 0.175 N/mm. The data in this table is intended for use with the design provisions of ACI 318-19 Chapter 17, ACI 318-14 Chapter 17 or ACI 318-11 Appendix 0, as applicable; for anchors resisting seismic load combinations the additional requirements of ACI 318-19 17.10, ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable, shall apply. 2The strength reduction factor applies when the load combinations from the IBC or ACI 318 are used and the requirements of ACI 318-19 17.5.3, ACI 318-14 17.3.3 or ACI 318-11 0.4.3, as applicable, are met. If the load combinations of ACI 318-11 Appendix Care used, the appropriate strength reduction factor must be determined in accordance with ACI 318-11 0.4.4. 31n this report, N/A denotes that pullout resistance does not govern and does not need to be considered. 4The characteristic pullout resistance for concrete compressive strengths greater than 2,500 psi may be increased by multiplying the value in the table by (P12,500)°5 for psi or (f,/17.2)°' for MPa. 'The characteristic pullout resistance for concrete compressive strengths greater than 2,500 psi may be increased by multiplying the value in the table by (f/2,500)03 for psi or (f',J17.2)° for MPa. 'For lightweight concrete, calculate values according to Section 4.1.12 of this report. 'The KH-EZ E and KH-EZ I are considered brittle steal elements as defined by ACI 318 (-19 and -14) 2.3 or ACI 318-11 Dl, as applicable. 'Reported values for steel strength in shear are based on test results per ACI 355.2, Section 9.4 and must be used for design in lieu of calculated results using equation 17.7.1.2b of ACI 318-19, equation 17.5.1.2b cf ACI 318-14 or equation 0-29 of ACI 318-11, as applicable. ESR-3027 I Most Widely Accepted and Trusted Page 16 of 20 TABLE 8-HILTI KH-EZ I AND KH-EZ E TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE UNDERSIDE OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES1'6'7 I Lower Flute Upper Flute Nominal Anchor Diameter Characteristic Symbol Units 1(4 Head Style - Internally (I) Threaded and Internally Internally (I) Threaded and Internally - Externally (E) Threaded Threaded Externally (E) Threaded Threaded h-in. 15/8 I 2'/2 15/8 I 21/2 221/8 1 /8 21/ 15/a I 2/ 21/a Embedment I I I (mm) (41) I (64) (41) i (64) (54) (41) (64) (41) I (64) (54) in. 2 I 2/8 2 J 2/8 2/8 2 2/8 2 I 2/8 2/a Minimum Hole Depth h0 I I I (mm) (51) (73) (51) (73) (60) (51) (73) (51) (73) (60) Internal Thread in. 1/4 3/a 1/2 1/4 3/ 1/2 Diameter - (mm) (6.4) (9.5) (12.7) (6.4) (9.5) (12.7) Effective Embedment in. 1.18 1.92 1.18 1.92 1.54 1.18 1.92 1.18 1.92 1.54 Depth he (mm) (30) (49) (30) (49) (39) (30) (49) (30) (49) (39) Pullout Resistance, lbf. 1,210 1,875 1,210 1,875 1,720 1,490 1,960 1,490 1,960 2,660 (uncracked concrete)2 (kN) (5.4) (8.3) (5.4) (8.3) (7.7) (6.6) (8.7) (6.6) (8.7) (11.8) Pullout Resistance lbf. 620 930 620 930 1,220 730 975 730 975 1,885 (cracked concrete and Np,5,,, seismic loads)3 (kN) (2.8) (4.1) (2.8) (4.1) (5.4) (3.2) (4.3) (3.2) (4.3) (8.4) Steel Strength in 1104,dock lbf. 860 1,025 2,380 1,015 1,525 3,650 Shear4 (kN) (3.8) (4.6) (10.6) (4.5) (6.8) (16.2) Steel Strength in lbf. 385 875 2,380 445 1,295 3,650 Shear, Seismic Voo,deck,eq (kN) (1.7) j (3.9) (10.6) (2.0) (5.8) (16.2) For SI: 1 inch = 25.4 mm, 1 ft-tbf= 1.356 N-m, 1 psi = 6.89 kPa, 1 in2 = 645 mm2, 1 lb/in = 0.175 N/mm. 'Installation must comply with Sections 4.1.10 and 4.3 and Figures 1IB, liD, and 12 of this report. 2The values listed must be used in accordance with Section 4.1.4 of this report. 'The values listed must be used in accordance with Section 4.1.4 and 4.1.8.2 of this report. 'The values listed must be used in accordance with Section 4.1.5 and 4.1.8.3 of this report. 5The,values for op in tension and the values for ow in shear can be found in Table 3 of this report. 'For the 1/4-inch-diameter (KH-EZ I) at 21b2 inch nominal embedment the characteristic pullout resistance for concrete compressive strengths greater than 3,000 psi maybe increased by multiplying the value in the table by (f'13,000)'° for psi or (t',/20. 7)12 for MPa. 'For the '/4-inch-diameter anchors (KH-EZ I and KH-EZ E) at 15/a-inch nominal embedment characteristic pullout resistance for concrete compressive strengths greater than 3,000 psi may be increased by multiplying the value in the table by (f'2I3,000)0 for psi or (f'd20. 7)0.3 for MPa. TABLE 9-HILTI KH-EZ, KH-EZ P, KH-EZ PM, KH-EZ PL, KH-EZ C AND KH-EZ E, SETTING INFORMATION FOR INSTALLATION ON THE TOP OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES.1'2'3'4'56'7 DESIGN Symbol Units Nominal Anchor Diameter INFORMATION 1.18 1.92 1.11 1.86 2.50 I 1.52 2.16 Effective ho in. Embedment Depth (mm) (30) (49) (28) (47) (64) (39) (55) Nominal hnom in. 1/ 21/2 is/a 2V2 31/ 21/4 3 Embedment Depth (mm) (41) (64) (41) (64) (83) (57) (76) Minimum concrete h,,,,dook in. 21/2 21/2 2V2 21/2 31/ 21/2 31/ hickness (mm) (64) (64) (64) (64) (83) (64) (83) Critical edge In. 4 71/2 3 71/ 41/4 6 8/4 distance C40,d00k,top (mm) (104) (191) (76) (191) (108) (152) (83) Minimum edge in, 13/4 1/4 1/4 3 13/4 3 13/4 distance Cmjo,de,,k,lop (mm) (44) (44) (44) (76) (44) (76) (222) Minimum spacing S,,!n,dek,iop in. 3 3 3 3 3 3 3 (mm) (76) (76) (76) - (76) (76) (76) (76) F-or 01: 1 incn = 40.4 mm. 'Installation must comply with Sections 4.1.10 and 4.3 of this report. 2For all other anchor diameters and embedment depths refer to Table 1 for values of hv,c,,,, and 'Design capacity must be based on calculations according to values in Tables 3 and 6 of this report. 4Applicable for 2%-inch C h,,n.,,, <3/4-inch. For hmin dak C 31/-inch, use setting information in Tables 3 and 6 of this report. 'Minimum concrete thickness (h,,in.a,,k) refers to concrete thickness above upper flute. 'Minimum flute depth (distance from top of flute to bottom of flute) is 3 inches. 'Steel deck thickness must be minimum 23 gauge. ESR-3027 I Most Widely Accepted and Trusted Page 17 of 20 Ml mum 3/44 See Te. PPqU Cootnote )r fl.rr r:." Urner flute.. Minimum M (valley) 20 gauge __ / i steel deck >ee Anchor! over Flute foOtnote 2 (typical) I flute (ridga) edge 1. M.i2(lvpkal) -. -'--' See Footnote 4 •—.j See footnote 4 FIGURE 12—INSTALLATION OF KH-EZ, KH-EZ CRC AND KH-EZ I IN SOFFIT OF CONCRETE OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES' 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. Anchors in the lower flute may be installed with a maximum 1-inch offset in either direction from the center of the flute. The offset distance may be increased proportionally for profiles with lower flute widths greater than those shown provided the minimum lower flute edge distance is also satisfied. 'Mini mum flute width for'/,inch diameter KH-EZ and KH-EZ I and 3/8-inch diameter KH-EZ I is 37/8 inches. Minimum flute width for KH-EZ %, s/a- and %-inzh diameters is 41/2 inches. 3Minin,um concrete thickness above upper flute for '1.-inch diameter KH-EZ and 3/8-inch KH-EZ I is 21/2 inches. Minimum concrete th ckness above upper flute for KH-EZ /8, '/4, 5/ and 4/.-inch diameter is 31/4 inches. 4Minimum distance from edge of flute to centerline of anchor for KH-EZ and KH-EZ I '1.-inch diameter is 1-inch. Minimum distance frcm edge of flute to centsrline of anchor for KH-EZ 34, '/-, %- and %-inch diameter is 11/4 inches. TABLE 10—HILTI KH-EZ, KH-EZ $5316, KH-EZ P. KH-EZ PM, KH-EZ PL, KH-EZ C, KH-EZ C 5S316, KH-EZ CRC, KH-EZ E, AND KH- EZ I ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES 123'4'5'6'?,0,9,I0 Nominal Embedment Depth, Effective Embedment Depth, Nominal Anchor Diameter h. Allowable Tension Load [in.] [In.] fin.] [ibs] 1/4 1.18 407 21/2 1.92 1,031 3/8 1 /8 1.11 620 21/2 1.86 1,334 31/4 2.5 2,077 1/2 21/4 1.52 1,111 3 2.16 1,882 41/4 3.22 3,426 5/ 31/4 2.39 2,192 4 3.03 3,127 5 3.88 4,530 3/ 4 2.92 2,963 61/4 4.84 6,305 KH-EZ SS316 and KH-EZ C SS316 Allowable stress design values 1/4 1 /8 . 1.19 595 21/2 1.93 1,006 3/ 8 2 1.49 1,108 2'/2 1.92 1,622 31/4 2.55 2,481 1/2 21/4 1.56 1,005 3 1 2.2 1,683 4/4 3.26 3,035 i-or i: 1 inch = 25.4 mm, 1 lbt = 4.45 N. 'Single anchor with Static tension load only. 2Concrete determined to remain uncracked for the life of the anchorage. 'Load combinations are taken from ACI 318 (-19 and -14) Section 6.3 or ACI 318-11 Section 9.2, as applicable, (no seismic loading). 440% dead load and 60% live load, controlling load combination 1.20 + 1.6L. 'Calculation of weighted average for conversion factor a = 1.2(0.4) + 1.6(0.6) = 1.44. 6 f' = 2,500 psi (normal weight concrete). 7 Cal = C82 ;~ Ceo. 8 h ~ hw,. 'Values are for Condition B where supplementary reinforcement in accordance with ACI 318-19 17.5.3, ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, is not provided. '°KH-EZ P, PM, PL and KH-EZ E available in 1/4-inch diameter only. KH-EZ I, KH-EZ C and KH-EZ C SS316 available in 1/4-inch and 3/ diameters only. ESR-3027 I Most Widely Accepted and Trusted Page 18 of 20 Given: Two 112 diameter KH-EZ with static tension load h,0,,, = 425 inches Af f =, A L5 h 3.22 inches Normal Weight Concrete: f0 = 3,000 psi No supplementary reinforcement (Cond No eccentricity, 60% live load 400/ ssume cracked concrete since no J •0• other in ormation is available h,,,,,,6.375 in. Cmj,,1.75lfl. A-A min3 in. Needed: Allowable stress design (ASD) tension capacity Calculation per ACI 318-19 Chapter 17, ACI 318-14 Chapter 17, ACI 318-19 ACI 318-14 ACI 318-11 ACI 318-11 Appendix D and this report Ref. Ref. Ref. ESR Reference erence Step 1: Calculate steel capacity: 17.6.1.2 17.4.1.2 0.5.1.2 Table 3 iNs flNsa 2(0.65)(18,120)23,556 lbs. Step 2: Verify minimum member thickness, spacing and edge distance: ,,,,,=6.375 in. :512 in. -ook m10175 fl. 54 ifl. -ook 17.9 17.7 D.8 Table 1 m1n3 in. 56 in. -.0k Step 3: Calculate concrete breakout strength of anchor group in tension: - NCbb— 4ec,N4ed,N4c.N4cp,NNb 17.6.2.1 17.4.2.1 D.5.2.1 4.1.3 Wco Step 3a: Calculate AN,, and Aw,,,,: N,,=(1.5hOr+4)(3hOf+6)=(8.83)(15.66)=138.3 in .2 17.6.2.1 17.4.2.1 D.5.2.1 Table 3 co 9(hei)9(3.22)93.32 in.2 Step 3b: Determine 4JecN_*e'n=0_.oqJe,,N=1.0 17.6.2.3.1 17.4.2.4 D.5.2.4 --S Step 3c: Calculate 9edN-oY)edN=0.7+0.3(_-.)=0.948 4.83 17.6.2.4.1 17.4.2.5 D.5.2.5 Table 3 Step 3d: Determine 4cp.N 9cp,N1•0 because concrete is cracked. 17.6.3.3 17.4.3.6 D.5.3.6 Step 3e: Calculate Nb: Nb=k,,2,.,Jfc (h,,f)15=17(1.0).Jöö(3.22)t5 5 380 lbs 17.6.2.2 17.4.2.2 0.5.2.2 Table 3 (A,, =1.0 for normal weight concrete) Step 3f: Calculate N,,b : . 17.6.2.1 17.4.2.1 0.5.2.1 4.1.3 42Ncijg=(0.65) () (1.0)(0.948)(1.0)(1.0)(5,380)=4,914 lbs 17.5.3 (c) 17.3.3 (c) D.4.3 (c) Table 3 Step 4: Check Pullout Strength -. per Table 2 does not control ---- ---- ---- Table 3 Step 5: Controlling Strength: Lesser Jfnd,)N,,,,and 4N,,bb - 4,914 lbs 17.5.2.2 17.3.1.2 D.4.1.2 Table 3 Step 6: Convert to ASD based on 1.6 (0.60)+1.2(0.40)=1.44 Live Load and 40% Dead Load: P 4'914 4 2 1 T,,iIO,,bI,,Aso==3,412 lbs1.44 -- . . FIGURE 13—EXAMPLE CALCULATION ICC-ES Evaluation Report ESR-3027 LABC and LARC Supplement Reissued December 2021 Revised June 2023 This report is subject to renewal December 2023. wwwicc-es.ort I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Coundll6 DIVISION: 030000—CONCRETE Section: 03 16 00—Concrete Anchors DIVISION: 0500 00—METALS Section: 05 05 19—Post-Installed Concrete Anchors REPORT HOLDER: HILTI, INC. EVALUATION SUBJECT: HILTI KH-EZ, KH-EZ P, KH-EZ PM, KH-EZ PL, KH-EZ C, KH-EZ E, KH-EZ I, AND KH-EZ CRC CARBON STEEL SCREW ANCHORS AND KH-EZ 5S316 AND KH-EZ C SS316 STAINLESS STEEL SCREW ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that the Hilti KH-EZ, KH-EZ P, KH-EZ PM, KH-EZ PL, KH-EZ C, KH-EZ E, KH-EZ I, and KH-EZ CRC carbon steel screw anchors and KH-EZ SS316 and KH-EZ C SS316 stainless steel screw anchors in cracked and uncracked concrete, described in ICC-ES evaluation report ESR-3027, have also been evaluated for compliance with the codes noted below as adopted by Los Angeles Department of Building and Safety (LADBS). Applicable code editions: 2023 City of Los Angeles Building Code (LABC) 2023 City of Los Angeles Residential Code (LARC) 2.0 CONCLUSIONS The Hilti KH-EZ, KH-EZ P, KH-EZ PM, KH-EZ PL, KH-EZ C, KH-EZ E, KH-EZ I, and KH-EZ CRC carbon steel screw anchors and KH-EZ S5316 and KH-EZ C SS316 stainless steel screw anchors in cracked and uncracked concrete, described in Sections 2.0 through 7.0 of the evaluation report ESR-3027, comply with the LABC Chapter 19, and the LARC, and are subject to the conditions of use described in this supplement. 3.0 CONDITIONS OF USE The Hilti KH-EZ, KH-EZ P, KH-EZ PM, KH-EZ PL, KH-EZ C, KH-EZ E, KH-EZ I, and KH-EZ CRC carbon steel screw anchors and KH-EZ SS316 and KH-EZ C SS316 stainless steel screw anchors described in this evaluation report supplement must comply with all of the following conditions: All applicable sections in the evaluation report ESR-3027. The design, installation, conditions of use and identification of the anchors are in accordance with the 2021 International Building Code® (IBC) provisions noted in the evaluation report ESR-3027. The design, installation and inspection are in accordance with additional requirements of LABC Chapters 16 and 17, as aplicable. Under the LARC, an engineered design in accordance with LARC Section R301.1.3 must be submitted. The allowable and strength design 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 2020-071. This supplement expires concurrently with the evaluation report, reissued December 2021 and revised June 2023. ICC-ES E,,aluation Reports are not to be const.'ued 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 recom,n endation jitr its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this repdrt, or as to any product covered by the report. IMP - Copyright © 2023 ICC Evaluation Service, LLC. All rights reserved. Page 19 of 20 ICC-ES Evaluation Report ESR-3027 FBC Supplement Reissued December 2021 Revised April 2022 This report is subject to renewal December 2023. www.icc-es.orq I (800) 423-6587 1(562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 03 00 00—CONCRETE Section: 03 16 00—Concrete Anchors DIVISION: 0500 00—METALS Section: 05 05 19—Post-installed Concrete Anchors REPORT HOLDER: HILTI, INC. EVALUATION SUBJECT: HILTI KH-EZ, KH-EZ P, KH-EZ PM, KH-EZ PL, KH-EZ C, KH-EZ E, KH-EZ I, AND KH-EZ CRC CARBON STEEL SCREW ANCHORS AND KH-EZ SS316 AND KH-EZ C SS316 STAINLESS STEEL SCREW ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that Hilti KH-EZ, KH-EZ P. KH-EZ PM, KH-EZ PL, KH-EZ C, KH-EZ E, KH-EZ I, and KH-EZ CRC carbon steel screw anchors and KH-EZ SS316 and KH-EZ C SS316 stainless steel screw anchors in cracked and uncracked concrete, described in lCC-S evaluation report ESR-3027, have also been evaluated for compliance with the codes noted below: Compliance with the following codes: 2020 Florida Building Code—Building 2020 Florida Building Code—Residential 2.0 CONCLUSIONS The Hilti KH-EZ, KH-EZ P, KH-EZ PM, KH-EZ PL, KH-EZ C, KH-EZ E, KH-EZ I, and KH-EZ CRC carbon steel screw anchors and KH-EZ SS316 and KH-EZ C SS316 stainless steel screw anchors, described in Sections 2.0 through 7.0 of the evaluation report ESR-3027, comply with the Florida Building Code—Building and the Florida Building Code—Residential, provided the design requirements are determined in accordance with the Florida Building Code—Building or the Florida Building Code—Residential, as applicable. The installation requirements noted in ICC-ES evaluation report ESR-3027 for the 2018 International Building Code5 meet the requirements of the Florida Building Code—Building or the Florida Building Code—Residential, as applicable. Use of the Hilti KH-EZ, KH-EZ P, KH-EZ PM, KH-EZ PL, KH-EZ C, KH-EZ E, KH-EZ I, and KH-EZ CRC carbon steel screw anchors, and KH-EZ SS316 and KH-EZ C SS316 stainless steel screw anchors in cracked and uncracked concrete have also been found to be in compliance with the High-Velocity Hurricane Zone provisions of the Florida Building Code—Building and the Florida Building Code—Residential, with the following condition: a) For anchorage to wood members, the connection subject to uplift, must be designed for no less than 700 pounds (3114 N). For products falling under Florida Rule 61G20-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official, when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the evaluation report, reissued December 2021 and revised April 2022. FCC-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/or its use. There is no warranty by ICC Evaluation Service. LLc, express or impbed, as to any finding or oilier matter in this report or as to any product covered by the report Copyright 52023 ICC Evaluation Service, LLC. All rights reserved. Page 20 of 20 ARE Job No: 23116 GLAZING ELEVATION FOR MULLION DRIFT Maximum Inner-Story Drift ft AOPAE E TQ &A5 POET CLEAqAWC, &A55 Sim ro wc LMax 1 341Ft. Wmax= ln FrameHT I 7.4] Ft. Am=1. OlIn G1= 0.5 In G2= 0.5 In G3= 0.5.; In Tan0=G/W 2 Taflg*1 => A,,,,,.,,,=TAD= Total allowable drift TAD=G1+G2+G3(L/W) If G1=G2=G3 => TAD=G1((2+(L/W)) ARE Job No: 23116 Lt TY Hr MAW Lite 047jln ALite=Dp [ASCE 7,13.5.9.1] FalIout=TAD= t7èjln I 1.01 [ASCE 7, Table 1.5-2] faIIout>1.25* I*D 1.25*1*Dp= o58In LF8llQUt> 1.25*1*Dp - OK '(/'07 c ityof Building Permit Finaled Carlsbad Revision Permit Print Date: 10/31/2023 Permit No: PREV2023-0174 Job Address: 1905 CALLE BARCELONA, # 125, CARLSBAD, CA 92009 Status: Closed - Finaled Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revision Parcel 4*: Track 4*: Applied: 08/22/2023 Valuation: $0.00 Lot 4*: Issued: 09/19/2023 Occupancy Group: M Project 4*: Finaled Close Out: 10/31/2023 #of Dwelling Units: Plan 4*: Bedrooms: Construction Type: V-B Final Inspection: Bathrooms: Orig. Plan Check 4*: CBC2023-0154 INSPECTOR: Occupant Load: 88 Plan Check 4*: Code Edition: 2022 Sprinkled: Yes Project Title: Description: LABRUM: DEFERRED SUBMITTAL FOR MAPES CANOPY FEE AMOUNT BUILDING PLAN CHECK FEE (manual) $240.00 BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 Total Fees: $275.00 Total Payments To Date: $275.00 Balance Due: $0.00 Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 442-339-2719 1 760-602-8560 f I www.carlsbadcagov PLAN CHECK REVISI ON OR DeveloDment Services City of DEFERRED SUBMITTAL Building Division APPLICATION 1635 Faraday Avenue Cd1sbad 442-339-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number CBC202301 54 Plan Revision Number flE\1 2CZ 0 ProjectAddress 1905 CaHe Barcelona, Suite 125 Carlsbad CA 92009 General Scope of Revision/Deferred Submittal: 1. Canopy as shown in original plans Name Sonny Tai.amantes Phone -254-848 Fax Address 7848 Convoy Court city San Diego Zip 92111 Email Address sonnyt@davisadams.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: 0 Plans M Calculations Soils 0 Energy D Other 2. Describe revisions in detail 3. List page(s) where each revision is shown 1. Deferred submittal for Mapes Canopy per permitted set of plans A3.0 A5.1 A6.0 A7.0 4. Does this revision, in any way, alter the exterior of the project? [A Yes No Does this revision add ANY new floor area(s)? El Yes No Does this revision affect any fire related issues? El Yes LXI No Is this a complete set? Yes El No £Signature 21~5 :Z/-,'~' -- -Date 1635 Faraday Avenue, Carlsbad,, A920O8 !!: 442-339-2719 f: 760-602-8558 yJf: buiiding@carlsbadca.gov www.carlsbadca.gov CALCULATIONS FOR Job: NATIONAL GLASS & MIRROR Location: CARLSBAD, CA Number: M2698 (These calculations apply to the job at this address only) Client: Mapes Industries Index to Calculations Sheet Item Basis For Design 2-3 Design Loads 4 Canopy Plans 5-8 Roof Deck Design I 9-18 19-20 21-22 Al-AS BI-B10- Copyright 7/2023 Support Beam Design JUL 31 2023 Hanger Rods Connections / Reactions Member Section Properties Reference Data Project Engineer CHRIS DEPRIMA Job No, 1169-23 S.E. CONSULTANTS, INC. 5800 East Thomas Road, Suite 104 Scottsdale, Arizona 85251 (480) 946-2010 FAX: (480) 946-1909 BASIS FOR DESIGN DEAD LOADS actual LIVE LOADS Roofs 20.0 pat., (Reducible) LATERAL Wind Wind Load Basis 100 mph Exposure: C Risk Category: It Seismic Design Cat: D 2022 CALIFORNIA BUILDING CODE 2020 ALUMINUM DESIGN MANUAL STRESSES OF MATERIALS CONCRETE Footings ft. NOT USED psi. fy = NOT USED psi. A-615, Grade 40 20000 psi. 5005 H34 15000 psi 5005 H34 14000 psi $005 H34 30000 psi 6063T6 25000 psi, 6063-T6 25000 psi. 6063-T6 NOT USED pat Reinforcing ALUMINUM Aluminum rolled deck Aluminum Extrusions Ftu Ft Fcy Ftu Fly Foy = Allow. Soil Bearing Structural Wide Flange fy 50000 psi. k512 Tube fy = 46000 psi. A-500 Pipe fy = 35000 psi. A-53 Plates fy = 36000 psi. A.501 Dead Load Collateral Load Live Load Total Load = 1psf. = 5psf. 20.0 psf. = 26.0 psf. (Roof Panel) (reducible) WIND FORCE ANALYSIS PER 2022 CALIFORNIA BUILDING CODE ASCE 1-16 WIND PROVISIONS p = qh * G * Cn (component and cladding elements) p = Design Wind pressure (psf qh = Velocity pressure 0.00256KzKztKd(V)A2 (Section 2610) 0 = gust-effecty factor from section 26.11 Cn = Net Pressure Coefficient, Cn (Figure 30,8-2) Velocity pressure (qh) Height above average level of adjoining I Exposure I Exposure Exposure ground, in feet I B C 0 = ======== I =========== I 0 - 15 1 15,231 18.601 22.41 16 - 20 I 15.231 10.58 1 23.50 21 - 25 I 16.23 1 20.46 1 24.37 26 - 30 I 16,231 21.32 1 25.24 31 - 40 I 16.64 1 22.63 1 26.55 WIND LOADS Basic Wind Speed, V (Figure 26.5-1) 100 mph Exposure (Section 26.7) = C Mean Roof height 15 feet Wind Pressure (qh) = 18.50 pat NOTE: BY DEFINITION OF SECTION 26.2, THE STRUCTURE IS AN ENCLOSED STRUCTURE AND ACCORDINGLY, THE Cn PRESSURE COEFFICIENTS ARE BASED ON AN OBSTRUCTED WIND FLOW, FIGURE 30.7-2. Roof Components and Cladding: Cn = -3.6, Roof Element, Slope < 0:12, Zone 3, Area 9 9 S Ult, Wind Load P = 0.85 x -3.6 x 18.50 x 0.6 = -33.96 psf, Outward -56.60 psf p = 0.85 x I x 18.50 x 0.6 = 9.43 psf, Downward 15.72 pat Roof Components and Cladding., Cn = -1.8, Roof Element, Slope <0:12, Zone 3,9 SF <Area 36 SF P = 0.85 x .1.8 x 18.50 x 0.6 = -16,98 pat, Outward -28.30 pat P = 0.85 x 0.8 x 18.50 x 0.6 = 7,55 pat, Downward 12.58 psf Roof Components and Cladding: Cn = -1.2, Roof Element, Slope < 0:12, Zone 3, Area > 36 SF ps 0.85 x -1,2 x 18,50 x 0.6 = -11.32 pat, Outward -18.87 psf P = 0.85 x 0,5 x 18.50 x 0.6 = 4.72 pat, Downward 7.86 psi SEISMIC LOADS RISK CAEGORY = ii FIMtC DFSIGN EAT! 5 0 2022 CALIFORNIA BUILDING CODE Soil Site Class Risk Category Ss Si (Default) O.K. Site Class Table 11.4-1 (Fe) Mapped spectral response acceleration at short periods (Ss) 0,25 0.50 0.15 1,00 1.25 A 0.80 0.80 0.80 0.80 0.80 B 0.90 0.90 0.90 0.90 0.90 C 1.30 1.30 1.20 1.20 1.20 0 1.69 1.40 1.20 1.10 1.00 E 2.40 1.10 1.30 - - F - - - - - Pa 1,200 (minimum) Sus = Pa * Ss = 1.267 Site Class Table 11.4-2 (Fv) Mapped spectral response acceleration at I sec. periods (Si) 0.10 0.20 0.30 0.40 0.50 A 0.80 0.80 0.80 0.80 0.80 B 0.80 0.80 0.80 0.80 0.80 C 1.50 1.50 1.50 1.50 1.50 0 2,40 2.20 2.00 1.90 1.80 E 4.20 - - - - F - - - * - 1.919 (interpolated) Fv * Si = 0.731 Us = 213 * Sus = 0.845 Sot 213 * Su = 0.487 Sds > Occupancy Category lorll 1 lii I IV 0.000 A A A 0.167 B B C 0.330 C C 0 0.500 0 0 0 Sdi Occupancy Category lorD I Ill I IV 0.000 A A A 0.067 B B C 0.133 C C 0 0.200 D D 0 Seismic Design Category = 0 PRELIMINARY UN LESS SEALED ON EACH SHEET OR ON COVB. SHEET .bb: M2698 Date: 7/2023 By: CFD ..bb No.: 1169-23 SH.: Us S.E. CONSULTANTS, INC. WIW XQM fIAT flT EXIR ALlAh MOM Oft t.hIW (I2) FATfW (Mfl-7 r uo. ALUM w FAX" fXWWtR (0) I So 40 MIWOR IWalst1 (POWLR CCIThD IJMf 4O yr ALlAh OfMi (1) CANOPY PLAN SIU fWGR IWO V AfIWT W wo 7MU DAWAIWD IWO WI AtO PL1D Sflfl MI Sm mm MISS & 3'U$ PhD $1& w4m EU ATlW flWO WT W wom & MIT W-Faw am dm wr oor - IWO m M "OM RM W1 WOM 90 & iS AW OM ACWC MAWS (rPU t*1JtD * mE CUT cuncnlA or On" ye Oft VIU aP ARM W OM" S~r Y am JW OW XOZØ flAT f11T ml 7 *,xJ41 ~~ ~ 0, pra is' Off) AS?fllftY I OR ALUTI. (l5) IA$W (WO-?J) WI Ir ERfIT MUM (t $MO100 P4-04 OffTOhO (/10000) ri S.E. CONSULTANTS Roof Deck Design 7/10/2023 3 x 6 in x 0.078 extr. Alum. Interlocking Decking A) Loading For section Properties see Appendix tAtI ae 1.830 in"2 Sx(O = 0.758 in"3 Ix 1.678 in'4 Sxb 21.33 in"3 DL&LL DL&WL Wind Provisions DL = 6.00 psf DL = 1.00 psf ASCE 7-16 LL = 20.00 psf (Red.)' 0,6*WL34 psf W = 26 psf w 33.00 psf Therefore use w = 33 psf Note: Uplift load controls. For a 12inch section of panel, the design loads are: 1= 4.10 ft M=wl '2/8 w =-0.033 kJf M = 0.069k - ft Vwl /2 V= 0.068.k fb = WSx fv=V/ae fb - 0.390 ksi Iv 0.037ksi Material6063 - T6 Fty =25 ksi ' E = 10100 ksi 0.6 * Fty Fey Fty' ='IS ksi 25 ksi Page 1of4 5- S.E. CONSULTANTS Roof Deck Design (Cont,) 7/10/2023 Bending Fey 25 ksi E=10100 ksi b=5.92 in t (in) = 0.078 in ki=0.5 k2 2.04 Qr 1.65 Slenderness Limit I Bp = Fey * (I + ( (Fy/I5ook)A1/3)) Dp(Bp/ 10) * ( (Bp /E)Ajf2) Bp 31.39 Dp = 0.1750 Cp .4l*(Bp /Dp ) cp=73.55 S (Bp - Fey) / (1.6 * I) Si=22.81 Slenderness Limit 2 S2=(ki * Bp) f( 1.6 * I) S2 = 56.06 Slenderness b/t= 75.92 bit <St Si <b/t<S bit> S2 Fb = Fcy / c?;t Fb( I /t)(Bp- 1.6DpbIt) Fb=k2VTr7c1t( 1.6 bIt) Ft) =15.15 ksi Fb 6.14 ksi Fb = 5.73 ksi Therefore Fb =5,73 kM Page 2 of 4 S.E. CONSULTANTS Roof Deck Design (Cont.) 7/10/2023 Shear Fsy 15 ksi E=10100 ksi ae = 1.83 in"2 t =0.078 in fla 1.2 ci 1.65 Slenderness Limit 1 135 = F'sy * (1 + ( (Fsy/800k)A1/3)) B5=18.98 Cs .41* (Bs /Ds ) C5=94.57 D (Bs / jO)* ((B5/E)"1/2) St(Bs-(naFsy)/)'r)/( l.25*Ds) Si=78.49 Slenderness Limit 2 S2 = Cs/1.25 S2 = 7565 Slenderness ae/t-23.46 ae/t<Si Si <ae/t<S2 ae/t> S2 Fv = Psy / CIT Fv(1/na)(Bs- 1.25DsaSt) Fv'it"2E/na( 1.25 e/t)"2 Fv =9.09 ksi F= 13.81 ksi F= 96.59 ksi Therefore Fv = 9.09 ksi Page 3 of 4 -7 'S.E. CONSULTANTS Roof Deck Design (Cont) 7/1 0/2023 Combined Loading fv = 0.037 ksi fb = 0.390 ksi Fv = 9.09 ksi Fb= 5.73 ksi. fà/Fa+ fb/Fb+(fv/Fv)"2 0.068 < 1.0 OK Deflection 5 w 1 "4/384 E I 0.012 in = L/3974 MR Therefore use: 3 x 6 in x 0.078 extr. Alum. Interlocking Decking Page 4 of 9 S.E. CONSULTANTS Support Beam Design 7/11/2023 8" 3 X.125 Support Beam A) Loading For section Properties see Appendix A" ae 1.835 inA2 Sx = 3.732 in'3 lx 16.656 in'4 t = 0,125 in Wind Provisions DL&LL DL&WL ASCE7-16 DL6.00 psi DL = 1.00 psi LL = 20.00 psi (Red.) 0,6*WL 16.98 psf Total = 26 psi Total = 15.98 psi Therefore load = 26 psi Tributary Length = 2.05 ft I = 5,00 ft Mwl "2/8 w = 0.053k1f M= 0.167k-ft V—w/ /2 V= 0.133k fvV/ae lb = O.536 ksi fv = 0.073 ksi Material 6063 - T6 Fty =25ksi E= 10100 ksi FsY 0,6*Fty Fey Fty = 15 ksi = 25 ksi Page 1of4 9 S.E. CONSULTANTS Support Beam Design (Cont) 7/11/2023 Bending Fey = 25 - ksi E10100 ksi Lb=60 in ry = 3.013 in flt=1.65 Slenderness Limit I Bc Fey *(1+( Fey /2250k)1\1/2) Dc (Be f10)*( (Be /E)fi/2) Be 27.64 D=0.145 Cc =.41 *(Bc /De ) Cc = 78.38 St = 1.2 (Be Fey) / Dc Si = 21.88 Slenderness Limit 2 S2 = 1,2 Cc S2=94.06 Slenderness Lb/ry 19.91 Lblry < St Si <Lt,/ry <S2 Fb — Fcy/t Fb=( 1/t)(Bc'. (Do Lb/ 1.2ry)) Fb=15.15 ksi Fb15.29 ksi Lb/ry> S2 Fb=7c'2E/Lr(Lb/ 1.2ry)"2 Fb=219.38 ksi Therefore Fb = 15,15 ksi Page 2 of 4 10 S.E. CONSULTANTS Support Beam Design (Cont.) 7/11/2023 Shear Fsy 15 ksi flaw 1.2 Slenderness Limit 1 Bs = Fsy * (] + (Fsy/8OOk)"I/3)J Bs 18.98 Cs,41 *(Bs fD) Cs 94.57 E= 10100 ksi ac = 1.84 jnA2 t= 1.6$ Ds (&/10)* ((Bs/E)'1/2) D=0.0823 t=0.125 in Si (8s(na Fsy) / OT )/( 1,25 *D) Si=78.49 Slenderness Limit 2 S2 - Cs/1,25 S275.65 Slenderness ae/t — 14.68 ae/t<Si SI<aSt<S2 ae/t>S2 Fv Fsy /Qt Fv( llna)(Bs - 1.25Dae/t) Fvit"2E/na( 1.25 ac/t)"'2 Fv =9.09 ksi Fv =14.56 ksi Fv = 246.70 ksi Therefore Fv = 9.09 ksi Page 3 of 4 S.E. CONSULTANTS Support Beam Design (Cont.) 7111/2023 Combined Leading fv = 0.073 ksi fb 0.54 ksi Fv = 9.09 ksi Fb= 1515 ksi falFa±th/Fb+(fv/Fv)"2 0.035 < 1.0 OK Deflection A = 5wV4I384Ei 0.004 in LI 13466 MIN Therefore Use: 8" J X.125 Support Beam Page 4of4 S.E. CONSULTANTS Support Beam Design 711112023 3.3V X 3.31" X .25 Support Beam A) Loading For section Properties see Appendix "A" ae = Z.jDö in"z t=___0.250 in DL & LL DL = 6.00 is LL 20.00 psf Total = 26.00 psf Tributary Length 3_33 ____ft Sx= 2.( j ,\3 Lx = 4.345 in"4 Wind Provisions DL & WL ASE 7-16 DL 100__psf (Red,) 0.6*WL 16.98 __psf Total =ISM psf w = 0.087 klf M= 0.195 k-ft (See next sheet for calculation V 0.177 k (See next sheet for calculation) fv•V/ae fb = 0.891 ksi Material 6063 - T6 Fty = 25 ksi Fy = 0.6 * Fty = 15 ksi fv = 0.075 ksi E0100_ksi Fcy Fly = 25 ksi Page lof5 13 Section Properties ae= 2.358 jnA2 ts 0.250 in Gravity DL= 6.00 psf LL= 20.00 psf LLused= 20.00 psf Drifting Snow(left)= 0.00 psf Drifting Snow(right)= 0.00 psf Canopy Geometery Length 6.700 ft Width= 4,100 ft Height= 15.000 ft a= .3.000 ft 1I4CI .111IiNiII*]iiI L 3.000 ft A 1.100 ft H= 1.750 ft Drifting Snow Ends= 0.000 ft Pg 0.00 psf Pf= 0,00 psf 8xx 2.625 in'3 1xx 4.345 inA4 E= 10100 ksi Uplift Components in Cladding Zone 3 DL= 1.00 psf Effective Wind Area Wasd Wult WL= 33.96 psf 56.60 psf >a2, <=4aA2 WL= 16.98 psf 28.30 psf >4aA2 WL= 11,32 psf 18.87 psf Tributary Width to Beam= 3.330 ft Beam Length= 4.100 ft Effective Wind Area to Beam= 13.653 ftA2 a A 2= 9.000 ft'2 4a'2= 36.000 ftA2 Distributed Loads To Fasca Beam DL= 12 plf DL= 2 plf LL= 41 pIt WL= 58 pif Drifting Snow(left)= 0 pIt Drifting Snow(right)= 0 pIt Point Loads To Beam DL= 41 tbs. DL= 7 lbs. LL= 137 lbs. WL= 193 tbs. Drifting Snow(left)= 0 lbs. Drifting Snow(right)= 0 lbs. Maximum Moments in Beam DL= 0.045 k ft DL 0.008 k - ft LL 0.150 k - ft WL= 0.213 k - ft Drifting Snow= 0.000 k - ft Page 1 of 2 11 3 31 X 331,' X .25 Support Beam Cont. Shear Left of Maximum Moment DL 15 lbs. DL 3 lbs. LL= 50 lbs. WL= 71 tbs. Drifting Snow-- 0 tbs. Shear Right of Maximum Moment DL= 41 tbs. DL= 7 lbs. LL= 137 lbs. WL 193 lbs. Drifting Snow 0 tbs. Deflections at end of Beam DL= 0.003 inches DL= 0.000 inches LL 0.009 inches WL= 0.013 inches Drifting Snow-- 0.000 inches Deflections of Beam in Center Span DL 0.001 inches DL= 0.000 inches L1 0.003 inches WL= 0.005 inches Drifting. Snow 0,000 inches Beam Design Loads (ASD) V(Ieft)= 0.065 kips V(left) 0.041 kips V(right)= 0.177 kips V(right) 0.112 kips M= 0.195 k - ft M= 0.123 k ft deflection 0.012 inches deflection 0.007 inches Reactions at Left Support DL= 26 lbs. 0L 4 lbs. LL= 86 tbs. WL 122 lbs. Drifting Snow= 0 tbs. Reactions at Right Support DL 56 tbs. DL= 9 lbs. LL= 187 lbs. WL= 264 tbs. Drifting Snow 0 tbs. Page 2 of 2 Ic 'S,E. CONSULTANTS Support Beam Design (Cont.) 7/10/2023 Bending Fey = 25 ksi E = 10100ksi Lb = 36in ry0.802_in )t = 1.65 Slenderness Limit 1 Be = Fey * (1 + ( Fey / 2250k)'1/2) Dc. (Bc/1O) *((J3/E)A1/2) Bc 27.64 Dc = 0.145 C,41* (Bc/Dc) Cc= 78.38 Si = l.2 (Bo - Fey) /Dc Si= 21.88 Slenderness Limit 2 = 1.2 C S2 = 94.06 Slenderness Lb/ry 44.89 Lb/ry<SI Si<Lb/ry<S2 FbFcy/)t Fb( 1/Q'r)(Bc- (Dc Lb/ 1,2 ry)) Fb = 15.15 ksi Fb = 13,47 ksi Lb/ry>S2 Fbw2E/Qc(LbI 1.2ry)"2 Fb= 43.18ksi Therefore Ft, = 13,47ksi Page 3of5 1C 71'IOl2023 S.E. CONSULTANTS Shear F=15 ksi fla 1.2 Slenderness Limit 1 Fsy * (1 + ((FsylsookYi/3)) B= 18.98 Support Beam Design (Cont.) E10100 ksi ae236 jnA2 1.65 D(Bs/ 10) ( (Bs /E)'l/2) 11=0.0823 t = 0.250 in C5.41 * (Bs IDs) cs=94,57 Si (Bs-(naFsy)/1)i)/( 1,25 * J) Si=78.49 Slenderness Limit 2 S2 = Cs/i.25 Sz = 75.65 Slenderness ae/t = 9.43 ac/t < Si Si <ac/t < S2 ac/t> S2 / Qt Fv = (11 n a )(Bs - 1.25 Ds ae/t) F i2 B / ii a (1.25 ae/t )''2 Fv = 9.09 ksi Fv -15.01 ksi Fv = 597.60 ksi Therefore Fv = 9.09 ksi Page 4 of 5 17 S.E. CONSULTANTS Support Beam Design (Cont.) 7/11/2023 Combined Loading fv = 0.075 ksi fb 0.89 ksi Fv = 9.09 ksi Fb= 13.47 ksi fa/Fa+th/Fb+(fv/Fv)'2 0.066 1.0 OK Deflection A= 0.012 in (See Beam Support Design sheet 2) length = 1.100 ft A 2L/2200 Therefore Use: 3.31"X 3.31"X.25 Support Beam Page 5of5 SE CONSULTANTS 7111/2023 Hanger Rod System (Cont.) Check Hanger Rod Pipe For Wind (uplift) Load I in, dia. A = 0.494 in.'2 dia. A(in'2) r(in.) 0.75 0.333 0.334 1 0.494 0.421 1.25 0.669 0.54 1 0.623 1 1.5 0.799 Ratio= 0.653 Wind Uplift Reaction: 0.6WL 16.98 psf DL+LL= 26 psf Compression on Rod = T(Ratio) = 315 lbs. fcC/A = 0.64 ksi K=1 1= 42 in £ = 29,000ksi Cc = 2(i)"2E V Fy Therefore Cc = 128 - Where Kl/r <Cc r = 0.421in Fy 35ksi Kl/r = 99 Fa = (1-((K(/r)'2 / 2(Cc)'2}}Fy 5/3 + 3(K//r) / 8Cc - (K//r)'3 / 8Cc'3 Fa = 12.91ksi Where KiIr>Cc Fa = 12Øtr2E 23((KI/r)"2 Fa= 15.24ksi Therefore Fa = 12.91 ksi > 0.64 ksi OK Page 2of2 Or SE CONSULTANTS 711112023 Hanger Rod System P = 243 lbs T (Tension) = P/sina = 482 lbs C (Compression) = P/tana 417 lbs a=atan(WB) = 30.3 deg H= 1.75 ft. P B= 3.00 ft. Front Clip Angle lull = 6980 lbs lult/T = 14.47 > Threaded Rod Pipe 518" dia. SAE 1429 Fu = 74000 psi Grade 2 Taiiow = (0.33)FuA = 7497 lbs > Wind Provisions ASCE 746 I A= 0.307 in''2 482 lbs. OK Hanger Rod Pipe 1 dia. A53 Fy = 35000 psi A= 0.494 in'2 ft = 1/A = 976 psi Ft = 0.66Fy = 23100 psi > 976 psi OK 5/8"Eyebolt (welded) Twit = 22125 lbs (See Test Data, Appendix "B") Tult/T 45.88 > 3 OK Thru Bolts 5/8" dia. SAE J429 Fu 74000 psi A = 0.307 in"2 Grade 2 VatioNv=(0.l7)FuA= 3862 lbs Double Shear T/2*Valtow = 0.062 < 1.0 OK. Page 1 of 2 20 Connections Deck to Support Beam 91 #12-24 St. steel screw 3 @ 12 in, o.c.) ® 4 in. o.c. Load = 33.96 psf Tension per Tek screw Treg'd Trib, Length = 2.05 ft Uniform Load = 70plf Treq'd Uniform Load * 4 I 12in/ft Treq'd = 23.21lbs Ultimate load capacity of #12-24 Tek screw in tension: 146 lbs Factor of Safety = Tut I Treq'd = 6.29 >2OK Vreqd 0.243k Tno= 0.417k Vreqi + Two Vaflow Talkw 5/8H dia. Grade 304 Stainless Steel 2 (ASTMF593CType304)ThruBolt Fu =100_ksi w/ ASTM F594 nuts A=0.306in'2 SS304 washers Vallow = 0.17*A*Fu 5.202 k Tallow 0.33 *A*Fu 10.098 k IF1 *IY.IEi Beam to Wail Vreqi = 0.243k Treq'd = 0.272 k Vreqd + Treq'd Valiow Tallow (2) - 1/2" dia. Grade 304 Stainless Steel (ASTM F593C Tyne 304' Thru Bolt Fu =100 ksi wf ASTM F594 nuts A= 0.196 inA2 SS304 washers Vallow 0,17*A*Fu = 3.332 k Tajiow 0,33*A*Fu = .468 k = 0.06 < 1.00 OK Canopy Reactions Dead Loads 0.10 kips 0.10 Kips Live Loads 0.32 Kips 0.32 Kips 0.277 Kips 0.6*Wind Loads LI 0.27 Kips >4, 0.098 Kips Note: All loads are ASD values. STRUCTURAL CALCULATIONS ***************** SECTION PROPERTIES S.E. CONSULTANTS, INCH 5800 East Thomas Road, Suits 104 Scottsdale, Arizona 85251 (480) 946-2010 Fax; (480) 946-1909 A CFS Version 9.0.4 Section: interlocking deck.sct Alum. Interlocking Deck Rev, Date: 7130/2014 By: Steve Schaub, P.E. Printed: 1011512019 George C. Starks S.E. Consultants, Inc. Section inouts Channel 1, Thickness 0.078 in Placement of Part from Origin X to center of gravity 3 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) CooL (in) (in) 1 3.0000 270.000 0.084900 Single 0.000 0.0000 1.5000 2 6.0000 0.000 0.084900 Single 0.000 0,0000 3.0000 3 3.0000 90.000 0.084900 Single 0.000 0.0000 1.5000 Channel 2, Thickness 0.078 in Placement of Part from Origin: X to center of gravity 3 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web (in) (deg) (in) 3.0000 270,000 0.084980 None 2 6.0000 0.000 0.084900 None 3 3.0000 90.000 0,084900 None Full Section Properties k Hole Size Distance Coef. (in) (in) 0.000 0.0000 1.5000 0.000 0.0000 3.0000 0.000 0.0000 1.5000 Area 1,8311 in'2 Wt. 0.0062256 k/ft Width 23.475 in Ix 1.678 in"4 rx 0.9574 in Ixy 0.000 in"4 Sx(t) 0,7581 in3 y(t) 2.2139 in a -90.000 dog Sx(b) 2.1353 in'3 y(b) 0.7861 in Height 3.0000 in ly 27.133 in4 ry 3.8494 in Xo 0.0000 in Sy(1) 4.5222 in3 x(l) 6.0000 in Yo -1.8714 in Sy(r) 4.5222 in'3 x(r) 6.0000 in jx 0.0000 in Width 12.0000 in jy 3.5115 in Ii 27.133 in"4 rl 3.8494 in 12 1.678 in44 r2 0.9574 in Ic 28.812 in'4 rc 3,9667 in Cw 10.153 in"6 10 35.224 in"4 ro 4.3860 in 1 0.0037134 in4 US Version 9.0.4 Section: I beam ext alum.cfss I Beam Ext. Alum. Rev, Date: 2/25/2016 By: Steve Schaub, P.E. Printed: 10/18/2019 George C. Starks S.E. Consultants, Inc. Page 1 Section Inputs Top Flange, Thickness 0,25 in Placement of Part from Origin K to center of gravity 0 in Y to center of gravity 1.53 in Outside dimensions, Open shape Length Angle Radius Web (in) (deg) (in) 1 3.3100 0.000 0.25000 Single Bottom Flange, Thickness 0.25 in Placement of Part from Origin k Hole Size Distance Coef. (in) (in) 0.000 0.0000 1.6550 X to center of gravity 0 in Y to center of gravity -1.53 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 3,3100 0.000 0.25000 Single 0.000 0.0000 1.6550 Web, Thickness 0.25 in Placement of Part from Origin: K to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web (in) (deg) (In) 1 2.8100 90.000 0.25000 Single Full Section Properties k Hole Size Distance Coef. (in) (In) 0,000 0.0000 1.4050 Area 2.3575 in'2 Wt. 0.0080155 k/ft Width 9.4300 in Ix 4.3451 jA4 rx 1.3576 in Ixy 0.0000 jA4 Sx(t) 2,6254 in"3 y(t) 1,6550 in 0.000 deg Sx(b) 2.6254 in"3 y(b) 1.6550 in Height 3.3100 in Ty 1.5147 in'4 ry 0.8016 in Xo 0.0000 in Sy(1) 0.9152 in3 x(l) 1.6550 in Yo 0.0000 in Sy(r) 0.9152 in3 x(r) 1.6550 in jx 0.0000 in Width 3.3100 in jy 0.0000 in Ii 4.3451 in1 4 r1 1.3576 in 12 1.5147 in"4 r2 0.8016 in IC 5.8597 inA4 rc 1.5766 in Cw 0.00000 in"6 10 5.8597 in4 ro 1.5766 in 1 0.049115 in"4 CFS Version 9.0.4 Section: 8 in x 0.125 alum facia.sct Rev. Date: 7/1512014 By: Steve Schaub, P.E. Printed: 10/1512019 George C. Starks S.E. Consultants, Inc. Page 1 Section Inputs 8 in. x 0.125 alum,, Thickness 0,125 in Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web (in) (deg) (in) 1 015000 0.000 0.12500 None 2 1.5000 -90.000 0.12500 None 3 3.0000 0.000 0.12500 None 4 8.0800 90.000 8.12500 None 5 2.5000 180.000 0.12500 None Full Section Properties k Hole Size Distance Coef. (in) (in) 0.000 0.0000 0,2500 0.000 0.0000 0.7500 0.000 8.0000 1.5080 0.000 0.0000 4.0000 0.000 0.0000 1.2500 Area 1.8348 in2 Wt. 0.0062382 k/ft Width 14.678 in Ix 16.656 in4 rx 3.0130 in Ixy 1.732 in"4 Sxt) 3.7324 in'3 y(t) 4.4626 in Ot -6.720 deg Sx(b) 4.7085 in3 y(b) 3.5374 in Height 8.0000 in ly 2.158 in"4 ry 1.0844 in Xo 1,8025 in Sy(l) 0.8636 in"3 XC!) 2.4984 in Yo -2,0731 in Sy(r) 2.4613 in."3 x(r) 0.8766 in jx -3.2558 in Width 3.3750 in jy 2.4062 in Ii 16.860 in"4 r1 3.0314 in 12 1.954 in4 r2 1.0319 in Ic 18.814 int'4 rc 3.2022 in Cw 19.838 in'6 Ic 32.660 in"4 ra 4.2191 in 1 0.009556 in'4 US Version 9.0A Section: front angle cllp.sct Extr, Alum Front Clip Angle Rev, Date: 8/11/2002 Printed; 10/17/2019 George C. Starks S.E. Consultants, Inc. Page '1 Section Inputs Part 1, Thickness 0.25 in Placement of Pert from Origin; X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) I 1.5000 0.000 0,25000 None 0,000 0.0000 0.7500 2 1.0000 55.000 0.25000 None 0.000 0.0000 0.5000 3 1.4000 45.000 0.25000 Hone 01000 0.0000 0.7000 4. 1.0000 35.000 0.25000 None 0.000 0.0000 0.5000 5 4.1500 325,000 0,25000 None 0.000 0.0000 2.0750 6 1.5000 0.000 0.25000 Hone 0.000 0.0000 0.7500 Full Section Properties Area 2.5043 inA2 Wt. 0,0085145 k/ft Width 10,017 in Ix 1.471 in4 rx 0,7665 in Ixy -0.625 in#4 Sxt) 09874 in"3 y(t) 1.4899 in cc 87.101 deg Sxb) 1.4937 in63 y(b) 0,9849 in Height 2.4747 in ly 13,774 jA4 ry 2.3453 in Xo -0.5589 in Sy(1) 3.3412 in"3 x(l) 4.1225 in Yo 1.2119 in Sy(r) 3.1948 in"3 x(r) 4,3115 in jx 0.6519 in Width 8,4340 in jy -3.9117 in Ii 13,806 in'4 rl 2.3480 in 12 1.439 in4 r2 0,7582 in Ic 15.245 iW4 re 2.4673 in Cw 1.1466 in6 10 19.706 jA4 ro 2.8052 in 1 0.052172 jA4 AS- U1Ii IIJ WI1IPV I O)F ***************** S.E. CONSULTANTS, INC. 5800 East Thomas Road, Suite 104 Scottsdale, Arizona 85251 (480) 946-2010 Fax: (480) 9461909 a or 'P" Qao foci! I •. Construction T.fta REPORT OF N0NDg811WC11V9 TESTING TOM R MxMarkMUfldOfff, - dustiU p0g Oce Box *0069 2929 Oorohusl Highway Uncoin, ) hreka 6*501 May 13, 1998, MOJECT Lumlthede Fiont Clip Angles o*aotrwD. 17348117-1 u4n1cs: Pour (4) '&oux clip angles' wu aubmttted for testing by Mz MarbMundorffo(Mape1ndtuies, All tests ware porfonned in the sane condition cxeept two (7) wus tcstcd with 1,? jade 2 dIameter waibers and two (2) were tested with tW diameter haxdened washcr (As neote ibe grade 2 washers were L375" OD and the hardened washers wne 1.06? OD. The grade 2 *uhers actually carded more load. We usalñe because of the diuneter caning more loa&) The last, were performed on May 7 99*, by Mx Lloyd !zk*soo, ThieSuft3*t,a$fO11OWE FRONT cLW LOAD IN WASHER cOMMErrrs PINGLE NtJMBR POUNDS - I 8950 ________ 02Rod pulled thru in-wesherandind Yea 2 *510 MZ dpulledtuholuhcr sndro Yes - 3 6980 i{an4wcC àd pulled dim bilbiasbe and md 4 7520 Hardead dx&Io10-wssbetizz4rd No ______________________ ____________ deuood ______________ - -. •-.-- •- _ lllly subndft PROFESSIONAL SZRVICE INDUSIRIgS, INC. C.s,gult&i .'j,,gI.e..thv' Testing 100ESTRUCT lYE TESTING* REPORT yço Hr., Hart piimdorff Napes Industries, Inc.. Post Office Box 80069 2929 Corithuskar Highway Lincoln, Nebraska 68501 We ___ 11. 1997 17i-76134-1 REMARKS: Two (2) types of eye bolts were submitted for testing. Both types were to be load tested In a straight tensile pull situation. One (1) type of bolt had the eye welded shut This bolt was to be taken to failure The second eye bolt was pulled as Is The results Of this test was to neasure the opening of the eye versus the load In pounds. The results are as follows; Welded Eye Bolt - Open Eye Bolts Load In Pounds Load In Pounds *eount In Inches 14,160 • Failure threaded area Of bolt - - 0 110* 2.110 3/16w 2,40 114' 2,440 5lW 2 - 318' P51 Lab 4Fo14 Me Grades of Break Mondrel Blind Rivets Grade Rivet Body Mandrel Designation Mandrel Material 9 Aluminum Alloy 1100 Aluminum Alloy 10 Aluminum Alloy 5050 Aluminum Alloy 11 Aluminum Alloy 5052 Aluminum Alloy 16 Aluminum Alloy 5154 Carbon Steel 18 Aluminum Alloy 5052 Carbon Steel 19 Aluminum Alloy 5056 Carbon Steel 20 Copper Alloy No.110 Carbon Steel 26 Aluminum Alloy 5052 Stainless Steel (400 series) 30 Low Carbon Steel Carbon Steel 41 Nickel-Copper Alloy (Monel) Carbon Steel 50 Stainless Steel (300 Series) carbon Steel 51 Stainless Steel (300 Series) Stainless Steel (300 Series, A286 or Equivalent) Stainless Steel (300 Series) Stamped Stainless Steel (300 Series, A286 or 52 Body Equivalent) Stainless Steel (300 Series) Stamped Carbon Steel Body 54 Nickel-Copper Alloy (Monel) Stamped Carbon Steel Body Note 1 Stainless Steel (300 Series) may be manufactured from 302,302 HQ, 303,304, or 305. Other graoes at suu series sucn as 316 may be available upon request. 199 Minimum Shear Strength (lbs.) Nom Grade Grades T Grades Grade Grade Grade Grades Grades Size _vet 9 - 10, 11, 18 16, 19 26 30 40 - 50, 51 52,53, 54 - 70 90 - 130 200 360 360 0.0938 50 120 170 155 260 350 420 400 0.1250 513r 90 190 260 260 370 550 650 650 0.1562 130 260 380 300 540 800 950 950 0,1975 460 700 - 11000 L400 1,700 1,460 000 Minimum Tensile Strength (lbs.) i Nom I Grade Grades Grades I Grade, Grade I Grade I Grades Grades Rivet Size - 9 10, 11, 18 16,19 - 26 30 40 - 80 120 - 170 250 280 280 0,0938 o'(so 75 150 220 210 310 450 530 530 130 230 350 340 470 700 820 820 011562 190 320 500 465 630 1,000 1,200 1350 0.1875 ile 560 920 - 1,240 1,850 2,100 1,800 000 ESR4330 I Most WidelyAccepted and Trusted Page 3 of B TABLE I HoLLoaoueauNo FASTENER TECHNICAL DATA PART NtJMBER& DESCRIPTION DIMENSIONAL INFORMATION3 (inches) TECHNICAL STATIC AND WIND LOADS' SEISMIC LOADS2 ciamping Acmu - Dim cl,* LRFD Method ASP Method LRFO Method ASP Method Tensile Shear Tensile Shear Tensile Shear Tensile Shear HGllOBOft Part BOlt (Core Description 0050 Bolt R5fl9 Dim W Flats of Collar Thickness Dim Dim Drill To"lue Number Collar H A B lbs _!1!L WSMOBIHDG ~, 2 it, 7/5 3/4 3/se 13/. 'Fir 17 3775 3215 2340 2000 3305 2875 2048 1855 LH8MU82HDG /ir 2314 3/0 1% 3/4 71se 1310 1/ 17 3775 3218 2340 2000 3305 2575 2045 1668 soft Size 2 LHBM06#3HDG 61ts SW 11080- 3'/ 1'!, 2% 3/4 3/5 13/, 112 d/Is 17 3175 3215 2340 2000 3305 2675 2045 1665 soft size 3 LHBMIO#IHOG 'is ~feH 2/4 /15 lit °1se 14 13/is 3/40 2/4 33 8160 5485 3820 3415 5485 4585 3395 2830 Bolt size I LHBMIO#2HOG *hr Hollo- 3 718 1% 51,4 1/4 9116 314 33 6160 5485 3820 $415 5485 4565 3395 2830 LH8M13HDG 91. 311* 1% 2% Is/, 14 1'/i, 'Its 34 33 6160 5485 3820 3415 5455 4565 8395 2830 soft size 3 U10M1201 HOG 11, 2110 61e I 13/,, 14 2 % 59 8545 7485 5305 4615 7485 6250 4630 3890 Bolt size I LHBM1202HDG 112 316 I 10/ts 1'/ts 1/ 2 314 131,, 59 8545 7455 5305 4675 7465 62$0 4630 3890 LHBM1203HDG 1/2 Ile Hobo- 41/4 Vh' V14 1'/,, '114 2 '4 W1, 59 8545 7485 5305 4675 7465 6250 4630 3890 1.HBM18e1 HOG '4 5W Hollo- 3 14 IV, 114 51-4 23/,, tsfs. 17/,, 140 13915 11845 8635 7285 13330 9180 8270 6090 Bolt size I LHBMIS#2HDG Stir Hollo- IV, 2 1% 'I,, 23!,, W,, IV,, 140 13915 11645 8535 7285 13330 9780 5270 6090 —_4 LHBM16#3HDG '1, 41114 2 2 31u 1% '1,. 2'/ts '~, 1'!,, 140 13915 11545 8635 7285 13330 9780 8270 8090 LH8M201 HOG 34 3% IlaI'!,, 113/ts '4 2% 1 1'!,, 221 19985 18390 12440 11490 18355 15330 12005 9555 Bolt size I — WBM2002 HOG 34 4'!. 1N, 2% 1%, 31, 221. 1 1'/i, 221 19985 18390 12410 11490 19355 15330 12005 9555 UIBM2003HDG 314 414" Hollo. 571a 2'i 3% 1'/i, % 2314 1 161"221 19885 18390 12410 11490 19355 15330 12005 9555 'The minimum damping thidcness specified Is based on AC437 section 4.1.1 'From tests perfonTled we have used the following lowest foctors for the LRFD and ASP calculabons Tensile; L,RFD 0=0.51,ASD23,18 Shear t.RFD 0 = 0.50, ASP 0 = 3.21 ASP Method is apprtsdmately equal to LRFO Method divided by 1.6 'See FIgure 2 for additional infonnatlon on dimensions. Grade Proof Tensile Hardness Strength Identification Specification Material Nominal Load Rockwell Madclng Size In, ksl kel Min Max SAE J429 - Grade I 1/4 Ihrtk 1112 33 60 870 8100 114 thru 3/4 55 74 880 8100 SAE J429 Low or amr 3/4 ihni 33 60 870 8100 Grade 2 Medium 11/2 ) ASTM Carbon A307 1/4 thru 4 60 889 8100 -GradeA steel ASTM A307 -- 60 mm 895 NO MARK - Grade B 114 1hru 4 100 Max SAE J429 - Medium 1/4 thru I Grade 5 Carbon over i 85 120 C25 C34 ASTM A449 Steel 11/2 74 105 C19 C30 - Tyne Quenched and Tempered ASTM A449 over 112 55 9D 183 235 —Typel thru 3 Low or Medium 1 SAE J429 Carbon NoSteel. 6 thru 85 120 C25 C40 E Grade 5.1 Quenched 1/2 and Tempered SAE J429— C26 C36 Grade 5.1 Carbon Martensite ASTM A449 Steel, Quenched 114 thru 1 85 120 - Type 2 and C25 C34 Tempered () Medium Carbon ASTM A325 Steele A325 Type I Quenched and Tempered Low Carbon ASTM A325 Steel, 1/2 thru I 85 120 C24 C35 A , 1 - Type 2 Quenched over Ito 1 74 105 C19 C31 k ,26 A and Tempered Atmospheric Corrosion ASTM A325 Resistant A325 -..Type Steel, Quenched and Tempered LM Proof Tensile Hardness Grade Identification Specification Material Nominal Size Load Strength Rockwell Marking In. Stress kst Min ksi Min Max Medium Carbon ASIM A354 Alloy Steel, 1/4 thW 2112 105 125 C26 C38 Grade BC Quenched over 2112 95 115 C22 C33 and Tempered SAE J429 Medium 114 thru 11/2 120 150 C33 C38 Grade 8 carbon Alloy Steel, Quenched ASTM A354 and 1/4 thrU2 1/2 120 150 C33 c39 Grade SD Tempered OVthru T2I2 105 140 C31 C39 L:= I SAE J429 Steel, 1/4 thru 1 120 150 C33 C39 Grade 82 Quenched and Tempered Medium Carbon A490 C ASTMA49O 120 15 170 0m C33 C38 uenched 1 V and Max Tempered Low Carbon Martensite A490 ASTMA49O Quenched 112 thru 1 120 150 m m C33 C38 and max Tempered Atmospheric Corrosion A490 Q ASTM A490 Resistant. Steel, 112 thru 11/2 120 150 mm 170 C33 C38 Type 3 Quenched max and Tempered Table A.3..3 (Continued) NOMINAL STRENGTHS OF WROUGHT ALUMINUM PRODUCTS ALLOY TEMPERASIM SPECIFICATION, THICKNESS F ksl F, kel F, kel 4 ksi from to 5458 Hilo - 8928, sheet & plate 1.251 11500 44 31 42 19 1 5456 11110 8928, sheet & plate 1.501 3.000 41 29 41 18 1 5456 1132 6209, sheet & plate 01188 0.499 46 33 42 19 1 5458 1132 8209, sheet & plate 0.500 1:500 44 31 42 18 I $456 H32 0209, sheet& plate 1.501 3.000 41 1 29 41 18 1 5456 H321 6928, sheet & plate 0.188 0.499 46 33 42 19 'I 5456 11321 0928, sheet & plate 0.600 1.500 44 31 42 19 1 5456 H321 6928, sheet & plate 1,501 3.000 41 29 41 18 1 8005 15 8221, e4rus1on - 1,000 38 35 24 13 1.25 8005A - Th1 8221, extrusion , - 1.000 30 35 24 13 1 6081 TO, T651, 8209. sheet & plate 0.010 4.000 42. 35 24 Il® or 15® I 6061 18 8632, tread plate 0.100 0.625 42 35 24 Il® or In 1 6081 78, 78510,18511 6221, extrusion All 38 35 24 It® or 15® 1, 8061 To, T651 - 0211, bar, rock &wlre 0.125 8.000 42 35 24 Il® or 16(j) I 8081 78 8210, drawn tube 0.025 0,500 42 35 24 11(1) or 15® I 6081 TB 8241, pipe & tube All 38 35 24 110 or IS(D 1 8081 16 8429, pipe & tube ' All 38 35 24 11(j) or iS® I 6061 16 8247, forging . * 4.000 38 35 24 11(1) or IS® 11 6081 16 - 8308, old structural profIle 0.082 - 38 35 - 24 Il® or in I 6083 15 6221, extrusion . 0.500 22 16 17 8 1 6063 15 - 8221, extrusion 0.501 1.000 21 15 11 8 1 6063 T52 8221, extrusion 1.000 22 16 17 8 1 6083 16 8221, extrusion - 1.000 - 30 25 17 8 1 8083 TB B241, pipe &tube - 1.000 30 1 25 17 8 1 8063 16 6428, pipe & tube - 1.000 30 25 17 8 1 6068 78,78510, 18511 8221, extrusion All - 50 45 6070 TB 6221,'ex1cuslon - 2.989 48 45 6082 18,16511 8221, extrusion 0200 8,000 45 36 28 18 1 6105 15 8221, extrusion - 1.000 38 35 - - 1.25 6351 15 6221, extrusion' - 1.000 38 35 24 11(j) or iS® I, 8351 TB 8221. extrusion ' - 0.749 42 37 24 lI® or 150 1 6483 76 8221, extrusion - 0.500 30 25 - I 7005 163 S221. extrusion - 0,750 1 50 44 40 24 1' 0 When welded with 4043, 5554, or 5654 alloy liter for thicknesses >0.375 In. ®Whan welded with 5183. 5366, or 5556 alloy filler regardless of thickness, and when welded with 4043, 55M. or 5654 alloy filler for thicknesses 10.376 in. 0 MaterIal In either of these tempers (H32 or H22), (H34 or H24), (1438 or 1-120). (1438 or 1428). (14120r H22), (1414 or H24), (1416 or 1428), (1418 or 1428). Is acceptable It The suppEed 142* temper materIal meets all of the respective 141* or 143* temper tensile property limits. January 2015 sEcTION CONTENTS General lntorniatlon.,.. ...... ,0..,.1 installation Instructions .,.,. ............. 2 instaliatlea Specifications—_2 Reference Perfonnanca Data ,,,,,,,,, 3 Allowable Stress Design (ASD) Design Cdteda.............. Strength Design Information ,,....,.,.5 Strength Design Performance Data.............. Ordering Information..... HEAD STYLES Anished Hex Head Zinc plated carbon steal bolt washer, cone, sleeve, and expansion clip; assembled with a plastic compression ring and retainer nut 1$NCHDII SIZE RANGE (11Th) 1/4" diameter through 4" diameter SUITABLE BA!! MATERIALS Normal-weight concrete Sand-llghterelght concrete I OMMM ónElISTED __ DiWALT GENERAL INFORMATION GENERAL INFORMAlION POWER-BOLT®+ Heavy Duly Sleeve Anchor The Power-Balt+ anchor is a torque controlled, heavy duly sleeve style anchor which Is designed for consistent performance in cracked and uncracked concrete. Suitable base materials Include norrnaIwalght concrete and sand-Ughelght concrete. The anchor Is manufactured with a zinc plated carbon steel bolt sleeve, cone and expansion clip. The Power-8o11+ has a low profile finished hex head. GENERAL APPLICATIONS AND USES Satetyralated attachments and tension zone applications latedor applications I kv level corrosion envkonment Heavy duty applications FEATURES AND 2ENERTS Consistent performance In high and low strengitt concrete Nomlnal drill W size Is le f.*-me v%-fte anchor diameter + Anchor can be Installed through standard fixture holes + Length ID coda and ldenlilying marking stamped on head of each anchor + Anchor design allows far followup expansion after setting under tensile loading International Code Council, Evaluation Service CCES), ESR-3260 for cracked and uncracked concrete - 1/2" 5/8' and 3/4' diameters Code compliant with 2015 180, 2015 RC, 2012 180, 2012 IRC, 2009 180, and 2009 IRC Tested In accordance with ACI 355,2 and ICC-ES ACI 93 oncluding ASTM E 488) for use In structural concrete under the design provisions of ACI 318-14 Chapter 17 or ACI 318-11/08 (Appendix D) Evaluated and qualified by an accredited independent testing laboratory for recognition in cracked and uncracked concrete including seismic and wind loading (Category 1 anchors): 1/20, 5/8" and 3/4" diameters GUIDE SPECIFICATIONS C$i DivIsions: 03 1600 - Concrete Anchoring and 05019 - Post-Installed Concrete Anchors Expansion anchors shall be Power-8olt+ as supplied by DEWALT, Towson, MD, Anchors shall be Installed In accordance with published instructions and the Authority Having Jurisdiction. Ir Canopy Type: FSH ArehAeet; CA SEC Drawn: 06JUL2023 M Mapes Architectural Canopies 7748 N. 56th St. Lincoln, NE. 68514-9724 Ph: (888) 273-1132 Fr: (877) 455-6572 email: cadtmapes.com Proposed r,; NATIONAL GLASS & MIRROR (15495) SAN DIEGO, CA 92123 8582925651 Job Name; 1905 CALLS BARCELONA / CARLSBAD, CA M 3 Rep M2698 sheet: of 06 1 /t'12698 1905 CALLE BARCELONA / CARLSBAD, CA NATIONAL GLASS & MIRROR / SAN DIEGO, CA 92123 GENERAL NOTE: ALL DIMENSIONS ARE TO BE VERIFIED IN FIELD MAPES APPROVAL - ACTION REQUIRED ACTION DATE INITIAL APPROVED - PROCEED WITH FABRICATION - STAMP FOR RECORD APPROVED as NOTED - PROCEED WITH FABRICATION - STAMP FOR RECORD REVISE & RESUBMIT - STAMP REQUIRED FOR APPROVAL REVISE & RESUBMIT APPROVAL DRAWINGS Am,hitect: CA SEC LPrawn: I 06JUL2023 I M Mapes Architectural Canopies 7748 N. 56th St. Lincoln, NE. 68514-9724 Ph: (888) 273-1132 Fx: (877) 455-6572 email: cadMmapes.com k b ,: NAL GLASS & MIRROR ) IEGO, CA 92123 25651 e: CALLS BARCELONA BAD, CA -MAIL dId OSJIJNSOSS irs Rp: t€?o! of 06 Genera] Notes: Project; Notes: Design Notes: MAPES ARCHITECTURAL CANOPIES REQUIRES ONE (1) SET OF CORRECTED DRAWINGS TO REVISE APPROVAL DRAWINGS, OR AN APPROVED SET OF DRAWINGS IN ORDER TO FABRICATE ORDER VERIFY ALL CANOPY AND FIELD DIMENSIONS PRIOR TO RELEASING FOR FABRICATION ALL ORDERS NOT APPROVED FOR PRODUCTION WITI-IIN 60 DAYS OF PURCHASE ORDER ARE SUBJECT TO A REVIEW OF PRICING ALL FASTENER HOLES NOT OTHERWISE NOTED ARE TO BE FIELD DRILLED ALL FASTENERS NOT OTHERWISE NOTED ARE STAINLESS STEEL OR ALUMINUM ADEQUACY OF WALL AND BUILDING STRUCTURE MUST BE CERTIFIED BY BUILDINGS ENGINEER OF RECORD WALL SYSTEMS W/ EIFS, BRICK VENEER OR METAL PANEL EXTERIOR DESIGN TYPICALLY REQUIRE COMPRESSION SPACERS TO PREVENT CRUSHING, SUPPLIED BY MAPES 8 IF NEEDED, MAPES SUPPLIES 1026 DOM TUBING FOR COMPRESSION SPACERS, THE TUBING WILL BE SUPPLIED IN 24" LENGTHS TO BE CUT DOWN IN THE FIELD AS NEEDED. ENOUGH TUBING WILL BE SENT FOR 6" PER ANCHOR POINT UNLESS OTHERWISE NOTED. IT'S INTENT IS ONLY TO SPAN THROUGH ANY NON—STRUCTURAL EXTERIOR CLADDING. 9 MAPES SUPPLIES ALL HARDWARE NEEDED TO ANCHOR CANOPY TO STRUCTURE. ALL STRUCTURE BEARING LOAD OF CANOPY ANCHORS IS TO BE DESIGNED, ENGINEERED, AND SUPPLIED BY OTHERS. 1, SUPER LUMIDECK FLAT SOFFIT HANGER ROD CANOPY 6-8" K 4-1" PROJ (1) 1" HANGER PIPE FLAT SOFFIT DECKING (PERP) 8" FASCIA W/ 12" SMOOTH EXTENDER FRONT FASCIA DRAIN W/ DRAIN STUB Drawing Schedule Page # Description 01 Cover 02 General Information 03 Canopy Plan 04 Section AA 05 Section BB 06 Section CC CANOPY DRAWINGS WILL BE ENGINEERED AND STAMPED FOR CARLSBAD, CA FINISH SHALL BE TWO COAT KYNAR COLOR SHALL BE COLOR TO BE SEALANT BY CANOPY INSTALLE GRAY PER THE ARCH SURROUND WALL ANCHORS WITH DRAWINGS. WATERTIGHT SEALANT EMBED ALL WALL ANCHOR WASHERS IN SEALANT TO PROVIDE WATERTIGHT SEAL AT WALL TO ENSURE PROPER DRAINAGE, INSTALL CANOPY WITH POSITIVE CAMBER B. MAPES RECOMMENDS (1) DRAIN HOLE MINIMUM PER EVERY 20 LINEAR FEET OF FASCIA INTERMEDIATE RIVETS 4'-0" 0. C. MAX. FIELD DRILL DRAIN HOLES IN FASCIA TROUGH AT DESIRED LOCATIONS Engineering Notes: APPROVAL DRAWINGS DESIGN CONFORMS WITH. to _IBC to LIVE LOAD = - PSF DRIFTING SNOW: .... MAX: - PSF MIN: - PSF . WIND LOAD = - MPH goo EXPOSURE: - 00, SEISMIC DESIGN CAT: - 1 CANOPY PLAN K6 WIDE X.078 FLAT FFIT EXTR. ALUM. TERLOCKING DECKING KTR. ALUM. (725) FASCIA (MIN-73) 2" EXTR. ALUM. (188) ITH FASCIA EXTENDER (#MIN80) I Sch 40 HANGER ASSEMBLY (POWDER COATED ArCH CANOPY COLOR) 3/8') "X3.3I"X.25X 4-0 7/2" ALUM. CANOPY 'ORT 'I' BEAM Conopy Typo F'S!! drrhd cot CA SEC - Drawn: 05JUL2023 M - Mapes Architectural Canopies 7748 N. 56th St. Lincoln, NE. 68514-9724 Ph: (888) 273-1132 Fx: (877) 455-6572 email: cad@mapes.c-om 6AG (or: NAL GLASS & MIRROR ) IEGO, CA 92123 25651 e: CALLS BARCELONA / BAD, CA E-MDIL dtd 051U82023 ? WIt Rep: sheet: 314- = 1'-O of 06 2"X2"x. 787502" EXTR, ALUM. FASCIA CORNER FINISHING ANGLE 12" FASCIA EXTENDER - I I/2"Xl I/2"x.I25x7" EXTR. ALUM. FASCIA EXTENDER CORNER SUPPORT ANGLE - 3"X6 WIDE X.078 FLAT SOFFIT EXTR, ALUM. INTERLOCKING DECKING #12-24 5PT X I 7/4" DECKING TEK SCREW (3 PER LOWER DECK MEMBER) EXTR. ALUM. 8" FASCIA W/ 72" EXT. 2 5/I6"0 DRAIN HOLE FIELD LOCATE & INSTALL 2 7/40 DRAIN STUB '- EXTR. ALUM. FLAT SOFFIT DECK SNAP CAP CONNECTOR (MIN-71) W/ #10-76 JPT TEN SCREWS B 24 O.C. 3/160 (jll GRILL) ALUM. POP RIVET SECTION Scale: 3" = 3/8"0X5" MACH. BOLT ASSEMBLY 2 1/2"X3'125X3 11/76' EXTR. ALUM. FASCIA EXT. SPACER 172-24 5PT X 7 1/4' DECKING TEK SCREW B 72" O.C. 4-7" (FASCIA) 4'-1 3/76" (FASCIA EXTENDER) C000py Type: PSI! Arrhitoo CA SEC Drawn: 06JUL2023 Mapes Architectural Canopies 7748 N. 56th St. Lincoln, NW, 68514-9724 Ph: (888) 273-1132 Wi: (877) 455-6572 email: cad Bmapes.com Ppor.od for. NATIONAL GLASS & MIRROR (15495) SAN DIEGO. GA 92123 8582925651 Job Nome 1905 GALLS BARCELONA / CARLSBAD, CA P0 #PER C-MOlt dId OSJUNSOCS MQ #85257 iro Rop = i'—o of 06 ,3"X72"x.125x12" EXTR. ALUM FINISHING PLATE 6"X6"X.25 EXTR. ALUM. FASCIA SUPPORT PLATE J/s"o MACH. BOLT SSEMBLY I I/2"XI I/2"x.I25x7" EXTR. ALUM. FASCIA CORNER SUPPORT ANGLE 3/8'0 ST. STEEL 191, MACH. BOLT ASSEMBLY 8" EXTR. ALUM. (725) FASCIA (MIN-73) W1 12" EXTR. ALUM. (.188) SMOOTH FASCIA EXTENDER (1MB/80) B/ CANOPY (2) 7/20 THRU THREADED RODS W/ WASHERS, NUTS & 3"OX.25 PLTD STEEL BACKING PLATES (NOTE:FULLY THREADED RODS SENT @ 24' TO BE CUT DOWN IN THE FIELD, BY OTHER) 3"X4"X.25X2 7/4" EXTR. ALUM. CLIP ANGLE 3.31'X3.31"X.25X3'-11 1/2" EXTR, ALUM. CANOPY SUPPORT ' BEAM 3"X6" WIDE X.078 FLAT SOFFIT EXTR. ALUM. INTERLOCKING DECKING STEEL I/ANGER ROD 'U' DRACKET W/ 5/6"o TI ISV TI IREADED ROD W/ 3"øX.25 PLTD STEEL WASHER, STD WASHERS, NUTS & 3"ØX.25 PLTD STEEL BACKING PLATE 5/8"0X3" THRU DOLT W/ WASHERS & NUT DROP-FORGED STEEL CLEWS (5/8" THROAT - 5/8" EYE) 5/8"OX6" THREADED ADJUSTMENT ROD FLASHING BY MARES (SEALANT CONE BY OTHERS) #12-24 5PT X I 1/4" ST. STEEL DECKING TEK SCREW (3 PER END PER LOWER DECK MEMBER) SECTION Scale: lilT' = 1-0" Canopy Typr. 1Sff AroI,iIecI CA SEC Drawn: 06JUL2023 M Mapes Architectural Canopies 7748 N. 56th SI, Lincoln, NE. 68514-9724 Ph: (888) 273-1132 Fx: (877) 455-6572 email: cadl0mapes.com Propood (or. NATIONAL GLASS & MIRROR (15495) SAN DIEGO, CA 92123 8582925651 Job MA,ns 1905 CALLS BARCELONA / CARLSBAD, CA PP IPER E-MAIL AlA OSJIIWSOSS IN #85250 7CR Rep: I!lJ?r:J sheet: 1 1/2' = 1'-0 of 06 I " X SCH. 40 HANGER PIPE ASSEMBLY 5/8's I" PIPE REDUCER 5/8" NUT (2 TYP.) 5/80X6" THREADED ADJUSTMENT ROD 5/8" FLAT WASHER (2 TYP.) EXTR. ALUM. FRONT CLIP ANGLE 3/80 CARRIAGE BOLT ASSEMBLY 4,-I' 4'16 -13 11 3"X6" WIDE X.078 FLAT SOFFIT EXTR. ALUM. INTERLOCKING DECKING - a— ID" - 5-0" - STEEL HANGER ROD 'U' BRACKET w/ 5/80 ST STEEL THRU THREADED ROD W/ WASHERS, NUTS & 3"OX.25 PLTD STEEL SACKING PLATE 5/8 0 MACH. BOLT ASSEMBLY DROP-FORGED STEEL CLEWS (5/8" THROAT - 5/8" EYE) 3.31"X3.,31"X.25X 4-0 7/2" EXTR. ALUM. CANOPY SUPPORT 'I' BEAM 5/8"øx6 THREADED ADJUSTMENT ROD /[ THRU THREADED ROD 7" X SCH 40 HANGER W/ WASHERS, NUTS & 3'ØX.25 PLTO STEEL PIPE ASSEMBLY a.. i BACKING PLATE .3X4"X.25X2 1/4' EXTR, ALUM. CLIP ANGLE EXTR. ALUM. FLAT SOFFIT DECK SNAP CAP CONNECTOR (MIN-71) w/ #10-76 JPT TEK SCREWS N 24" D.C. #72-24 IPT X I 7/4" DECKING TEK SCREW 5 12" D.C. 2 5/760 DRAIN HOLE FIELD LOCATE & INSTALL 2 1/40 DRAIN STUB 6-8" FASCIA 6-8 3/8" EXTENDER SECTION Scale: 1 1/2 = Canopy Typo ESH ArahiLact CA SEC Brawn: 06JUL2023 Mapes Architectural Canopies 7748 N. 56th St. Lincoln, NE. 68514-9724 Ph: (888) 273-1132 ,rjr, (877) 455-6572 email: cadNmapes.c'om 6AD d I- NATIONAL - - NAL GLASS & MIRROR 5) DIEGO, CA 92123 25651 a CALLS BARCELONA BAD, CA E-MAIL dtd 051 51(20537 7CM Rep shL5e 2" = 1'-0 of 06 #12-24 5PT X 1 7/4" DECKING TEK SCREW (3 PER LOWER BECK MEMBER)