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HomeMy WebLinkAbout2051 PALOMAR AIRPORT RD; 200; CBC2019-0490; PermitBuilding Permit Finaled Commercial Permit Print Date: 08/05/2021 Job Address: 2051 PALOMAR AIRPORT RD, # 200, CARLSBAD, CA 92011-1462 Permit Type: BLDG-Commercial Work Class: Tenant Improvement (City of Carlsbad Permit No: CBC2019-0490 Status: Closed - Finaled Parcel #: 2130503900 Valuation: $635,170.00 Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Track #: Applied: 10/09/2019 Lot #: Issued: 05/14/2020 Project 4*: I9I0f5j) Finaled Close Out: Plan 4*: Construction Type: Orig. Plan Check 4*: Inspector: TAlva Plan Check 4*: Final Inspection: 08/05/2021 Sprinkled: Project Title: 2051 PALOMAR AIRPORT ROAD Description: STEEL WAVE: BUILDING IMPROVEMENTS INCLUDING 12,000 SF T.I. (COMMON AREA IMPROVEMENTS) // 5,000 SF PATIOS Property Owner: AG SW PALOMAR OWNER LP 2051 PALOMAR AIRPORT RD CARLSBAD, CA 92011 CoApplicant: C2 BUILDING GROUP 107 S CEDROS AVE, 4* STE 220 SOLANA BEACH, CA 92075-1994 (858) 232-0213 FEE . AMOUNT BUILDING PERMIT FEE ($2000i-) . $2,445.00 BUILDING PLAN CHECK FEE (BLDG) $1,711.50 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $242.00. GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $175.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $104.00 PLUMBING BLDG-COMMERCIAL NEW/ADDITION/REMODEL . $124.00 SB1473 GREEN BUILDING STATE STANDARDS FEE $26.00 STRONG MOTION-COMMERCIAL $177.85 Total Fees: $5,005.35 Total Payments To Date: $5,005.35 . Balance Due: $0.00 Please take NOTICE that approval of your project includes the 'Imposition' of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or-annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division . . Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov COMMERCIAL City of BUILDING PERMIT Est. Value 14 915-1 /30 06 Plan Carlsbad APPLICATION PC Deposit B2 Date Job Address 2051 PALMAR AIRPORT RD. CARLSBAD, CA 92011 Suite: ______APN: 213-050-39-00 Tenant Name: STEEL WAVE, LLC,C/O CT/Project #: Lot U:_________ Occupancy: B-BUSINESS Construction Type: VB Fire SprInklers:c3Y no Air Conditioning: c' no BRIEF DESCRIPTION OF WORK: THE PROPOSED PROJECT INCLUDE LANDSCAPE, EXTERIOR REMODEL, AND INTERIOR CORE & SHELL IMPROVEMENTS El Addition/New: New SF and Use, _New SF and Use, Deck SF Cover SF (not including fiatwork) Improvement: ,t#/SF, Existing Use f/Jeci Use SF, Existing Use _Proposed Use O Pool/Spa: SF Additional Gas or Electrical Features? ... Solar: KW, _____ Modules, Mounted, Tilt: Yes / No, RMA: Yes / No, Panel Upgrade: Yes / No Plumbing/Mechanical/Electrical Only: Other: No additional square footage added. Tenant improvement applied. Improvement includes façade upgrade, lobby enhancement upgrade trellis, stair, removed & added restroom and restroom finishes. APPLICANT (PRIMARY) PROPERTY OWNER Name: M, R,ZVt2 t' /~bl\ Name: _STEEL WAVE, LLC, CIO Address: 101 CALIFORNIA STREET, SUITE 800 Address: 101 CALIFORNIA STREET, SUITE 800 City: SAN FRANCISCO State:CA Zip: 94111 City: SAN FRANCISCO State: CA Zip: 911 Phone: .)4S48- (415)2404625 Email: Mb0 ete 'Z.e.k4 Email: GBark@steelwavellc.com DESIGN PROFESSIONAL CONTRACTOR BUSINESS Name: DOUG AUSTIN, FAIA - Name:. .,iI1)s'sj Address: 703 161hStreet, Address b_ 5..--C 4L. .is VOL 'ZLO City: San Diego State: CA Zip: 92101 City: Satcvt State: CA 21p: 1201..r Phone: (619)972-4727 Phone: (658)967-2387 Email: dhaustin1avrpstudios.Com Email: ief@j!diriggroqpgrn Architect State License C 7941 State LIcense 996486 Bus License LOSb tY3' (Sac. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to Its Issuance, also requires the applicant for such permit to tile a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he./she Is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). 1635 Faraday Ave Carlsbad, CA 92008 Ph; 760-602-2719 Fax: 760-602-8558 Email: BuflWngcarIsbadca.gov B-2 Page 1 012 Rev. 06/18 Ihearby affirm under penaky p1 perjury gpi:qf the fàllowing declarations: 0 lliave'and.will m'aintaln.icert(Vlcáté cfconsentto élflirifóiorkeicbmpeñsâtidhpro('ided Sctin3700cfthe Labor Code; fothé prthce.Oflhe work.whichthls permit Is lssutd have and wfli maintain worker's compensation as required by Section 3700 of the Labor Code for the performance of the work for which this pemli Issued My workers enmoensatlon Insurance carrier and policy number are Insurance Company Name - t't5 ) Ce,'i?cvij e1 *%.t Pällcy No.:.) iH °' irMionDate:.. OCertificate áf Exemption: Iceriiy jhatlnthe p ormance of the wpfk.for:whlch this permlt:Is lssued..l shaU not employ anyperto n.anym.annersoas to be;cqme subject i6 the workers compensation Laws of California WARNING Failure to secure workers compensation coverage Is unlawful and Ahall subject an employer to cilrnlnalpenilsles'and cIvilflneni tö$t0O,O0O.0O, lfladdItldnthdtó théth tefcOmpenrátiOn, damages asprovldódtàrih Sectlofl 3706.01 thó.LáhorCode, Interest and attorneys fees. CONTRACTOR SIGNATURE'. :. P4GENr DATE: (OPTiON B). OWNER-BUILDER DECIMATION: I hereby affirm that lam exempt from Contractors License Law for the following reason my employeeswitiiwages will dothé workand;the Structure is not nterided otOfferédfor na1e(Sec. 7044 BusinesS and Professions Code The Contractor's License Law does not apply to an owner of property who builds or Improves thereon and who does such work hImseltor'through hisown emptöyees,provided that such lmprovementsare:not Intended !or offered forsale. if, however, the building dr4mprovern6ntls soidwithtn one year of completlOn,the ownerbullderwiiihave:the burdehofproving that le dldnot build orImprove for the purposedf sale). contraciing.with licensed con tractorsto construcithe project (Se 7Q44, Business d..ProiessionsCo4e;ke Con(ractor's License law does not apply to an owner ofI. property who builds or Improves thereon and contracts for such projects with contractor(s) licensed pursuanttothe nractor's...lcense Law), 0i am exempt under Setion. 86sInèsánd P fessionode fár'this reason:- 1. I persoñailyplañ tc.providethe.maJ6rlabQr añdmateriaislor constructionof the poposedprope ImprovemeAt 0.Yes. 0No 2 I (have I have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed constructior (include name address I phone I contractors ilcense number) 4 I plan to provide portions of the work but I have hired the following person to coordinate supervise and provide the major work (include name / address /Ma A contractors' iicensenumber); 5. i wiiiprovide.:some of work, but.) havecontacted (hired) the following persons to provde the.w0rk4 Icated.(iniudename./.addrE$/ phone/ type of work); OWNER SIGNATURE D4GE10 DATE CONSTRUCTION LENDING AGENCY, IF' ANY:. I hereby affirm that there isa construction lending agency for the performance of the work this permit is issued (Sec 3097 (I) Civil Code) Lender's Name: .. Lander's 4ddress ONLY.:COMPLE,TE THE FOLLOWiNGSECTION FORI NONRESIDENTIAL BUILDiNG:PERMITSONLV is the applicantor future building occupant required to submit a business plan acutely hazardous materials registrstbn fojm or risk management and prevention program under Sections 25505 25533 or 25534 of the Presley Tanner Hazardous Substance Account Act? 0 Ye o Is the applicant or future building occupant required to obtain a permit from the air pollution control Jstric i or r quality management district? 0 Is the facility to be constructed within 1 000 feet of the outer boundary of a schoo( site? to Yes jo ( IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT RE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE; REWJIREMENTS OF ThE..OFFICEOF EMERGENCYSERVICES.ANDTHEAIR POLLUTIONCONTROL DISTRICT. APPucANTçERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City Ordinances.andState laws reiatingtobiiilding cOisstruction,; lheébyaUthorizerepresentatfreofthe CityolCarlsbad toenterupon the abovem€tipitedprqpertyfOrinspe dnpurposes I ALSO AGREE TOSAVE..INDEMNiFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL UABIUTIES JUDGMENTS COSTS AND EXPENSES WHICH MAY iN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF ThE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 50' deep and demoiition or construction of structures over 3 stories In height EXPiMTlON:Everermltlssued by the 8uiidingOffidalundertheprovlslonsdfthisCOdeshatIexpirebyiirhltàtion añdbcaiiienuli nd.iO!dif.thObthidingor.workthorlzed by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit Is suspended or abandoned at any time after the wOrk Is cOrn.ierIcd for a period of 180 days (SêtIon . ifornfouiidlng.Cdde). . APPLICANT 1635Faraday AvéCarIbäd, CA92008. Ph: 760602-2719:Fax: 76O602•8558 . Ernail;BtiiIdingcãrIsbadcagOv Pagø 2012 ,' . Rev.6018; Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, #200 IVR Number: 22314 CARLSBAD, CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status BLDG-Structural Final July 29, 2021: final inspection-(Partial No pass). No Building-tenant improvement Deficiencies. Final inspection for structural, plumbing, electrical, and mechanical, per structural engineered plans and detail specifications - approved. final landscape and grading plan, scope of work clearances and final sign-off signatures approved for public works city representative. PENDING: a) Form 8-59, Waste and Recycle Managerient Form, Required to be filled out properly with correct quantities and values, for 65% or greater recycle diversion of materials. Informed contractor representative, gave contractor representative two copies to be filled out, prior to final occupancy permit inspection report card signature from primary building inspector. BLDG-Electrical Final August 5, 2021: final inspection-(Pass). Yes No Building-tenant improvement Deficiencies. Final inspection for structural, plumbing, electrical, and mechanical, per structural engineered plans and detail specifications - approved. final landscape and grading plan, scope of work clearances and final sign-off signatures for public works city representative-approved. Form B-59, Waste and Recycle Management Form, Required to be filled out properly with correct quantities and values, for 65% or greater recycle diversion of materials-received, filed, and Approved. Thursday, August 5, 2021 . Page 52 of 52 Permit Type: BLDG-Commercial ' Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, #200 IVR Number: 22314 CARLSBAD, CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Plumbing Final August 5, 2021: final inspection-(Pass). 'Yes No Building-tenant improvement Deficiencies. Final inspection for structural, plumbing, electrical, and mechanical, per structural engineered plans and detail specifications - approved. final landscape and grading plan, scope of work clearances and final sign-off signatures for public works city representative-approved. Form B-59, Waste and Recycle Management Form, Required to be filled out properly with correct quantities and values, for 65% or greater recycle diversion of materials-received, filed, and Approved. BLDG-Mechanical Final August 5,2021: final inspection-(Pass). Yes No Building-tenant improvement Deficiencies. Final inspection for structural, plumbing, electrical, and mechanical, per structural engineered plans and detail specifications - approved. final landscape and grading plan, scope of work clearances and final sign-off signatures for public works city representative-approved. Form B-59, Waste and Recycle Management Form, Required to be filled out properly with correct quantities and values, for 65% or greater recycle diversion of materials-received, filed, and Approved. BLDG-Structural Final August 5,2021: final inspection-(Pass). Yes No Building-tenant improvement Deficiencies. Final inspection for structural, plumbing, electrical, and mechanical, per structural engineered plans and detail specifications - approved. final landscape and grading plan, scope' of work clearances and final sign-off signatures for public works city representative-approved. Form 6-59, Waste and Recycle Management Form, Required to be filled out properly with correct quantities and values, for 65% or geater recycle diversion of materials-received, filed, and Approved. Thursday, August 5, 2021 Page 51 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, #200 IVR Number: 22314 CARLSBAD, CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status BLDG-Electrical Final July 29, 2021: final inspectibn-(Partial No pass). No Building-tenant improvement Deficiencies. Final inspection for structural, plumbing, electrical, and mechanical, per structural engineered plans and detail specifications —approved. final landscape and grading plan, scope of work clearances and final sign-off signatures approved for public works city representative. PENDING: a) Form B-59, Waste and Recycle Management Form, Required to be filled out properly with correct quantities and values, for 65% or greater recycle diversion of materials. Informed contractor representative, gave contractor representative two copies to be filled Out, prior to final occupancy permit inspection report card signature from primary building inspector. 08/05/2021 08/05/2021 BLDG-Final Inspection 163573-2021 Passed Tony Alvarado Complete Thursday, August 5, 2021 Page 50 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, # 200 IVR Number: 22314 CARLSBAD, CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status BLDG-Mechanical Final July 29, 2021: final inspection-(Partial No pass). No Building-tenant improvement Deficiencies. Final inspection for structural, plumbing, electrical, and mechanical, per structural engineered plans and detail specifications - approved. final landscape and grading plan, scope of work clearances and final sign-off signatures approved for public works city representative. PENDING: a) Form B-59, Waste and Recycle Management Form, Required to be filled out properly with correct quantities and values, for 65% or greater recycle diversion of materials. Informed contractor representative, gave contractor representative two copies to be filled out, prior to final occupancy permit inspection report card signature from primary building inspector. BLDG-Structural Final July 29, 2021: final inspection-(Partial No pass). No Building-tenant improvement Deficiencies. Final inspection for structural, plumbing, electrical, and mechanical, per structural engineered plans and detail specifications - approved. final landscape and grading plan, scope of work clearances and final sign-off signatures approved for public works city representative. PENDING: a) Form B-59, Waste and Recycle Management Form, Required to be filled out properly with correct quantities and values, for 65% or greater recycle diversion of materials. Informed contractor representative, gave contractor representative two copies to be filled out, prior to final occupancy permit inspection report card signature from primary building inspector. Thursday, August 5, 2021 • . Page 49 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement . Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, #200 IVR Number: 22314 CARLSBAD CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Plumbing Final May 24, 2021: final inspection-(Partial Yes pass). No Building-tenant improvement Deficiencies. Final inspection for structural, plumbing, electrical, and mechanical, per structural engineered plans and detail specifications —approved. PENDING - final landscape and grading plan, scope of work clearances and final sign off signatures. BLDG-Plumbing Final July 29, 2021: final inspection-(Partial No pass). No Building-tenant improvement Deficiencies. Final inspection for structural, plumbing, electrical, and mechanical, per structural engineered plans and detail specifications - approved. final landscape and grading plan, scope of work clearances and final sign-off signatures approved for public works city representative. PENDING: a) Form B-59, Waste and Recycle Management Form, Required to be filled out properly with correct quantities and values, for 65% or greater recycle diversion of materials. Informed contractor representative, gave contractor representative two copies to be filled out, prior to final occupancy permit inspection report card signature from primary building inspector. Thursday, August 5, 2021 . Page 48 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD #200 IVR Number: 22314 CARLSBAD, CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS BLDG-Plumbing Final May 24, 2021: final inspection-(Partial pass). No Building-tenant improvement Deficiencies. Final inspection for structural, plumbing, electrical, and mechanical, per structural 'engineered plans and detail specifications - approved. PENDING - final landscape and grading plan, scope of work clearances and final sign off signatures. BLDG-Mechanical Final May 24, 2021: final inspection-(Partial pass). No Building-tenant improvement Deficiencies. Final inspection for structural, plumbing, electrical, and mechanical, per structural engineered plans and detail specifications - approved. PENDING -final landscape and grading plan, scope of work clearances and final sign off signatures. BLDG-Structural Final May 24, 2021: final inspection-(Partial pass). No Building-tenant improvement Deficiencies. Final inspection for structural, plumbing, electrical, and mechanical, per structural engineered plans and detail specifications - approved. PENDING -final landscape and grading plan, scope of work clearances and final sign off signatures. BLDG-Electrical Final May 24, 2021: final inspection-(Partial pass). No Building-tenant improvement Deficiencies. Final inspection for structural, plumbing, electrical, and mechanical, per structural engineered plans and detail specifications - approved. PENDING -final landscape and grading plan, scope of work clearances and final sign off signatures. 07/29/2021 07/29/2021 BLDG-Final Inspection 163095-2021 Failed Tony Alvarado Passed Yes Yes Yes Yes Reinspection Incomplete Thursday, August 5, 2021 Page 47 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, # 200 IVR Number: 22314 CARLSBAD, CA.92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Structural Final January 25, 2021: No 1. Partial pass-Final tenant improvement, scope of work, per architectural, structural, civil grading plans and details and specifications - pending following: parking lot Restriping. grading permit and on-site grading, scope of work in process and pending. parking restriping not completed. trash enclosure - not completed, pending. 01/28/2021 01/28/2021 BLDG-Fire Final 148702-2021 Passed Nathaniel Choung Complete Checklist Item . COMMENTS Passed, FIRE-Building Final 1/13/2021 Yes All fire protection systems in cafe only complete. 1 additional exit sign required in existing corridor. This worksheet applies to cafe area only. 1/22/21 Notes from last inspections have been verified and passed. Following items to be verified by building inspector at building final : smoke gasket on kitchen door to main foyer, wall penetration in FACP room, wall penetration in brick veneer from foyer into future TI, and smoke detector releasing mag locks in elevator lobby 2F Knox Box will be done by building management company steel wave by 2/24. 05/24/2021 05/24/2021 BLDG-Final Inspection 157796-2021 Partial Pass Tony Alvarado Reinspection Incomplete. Thursday, August 5, 2021 Page 46 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD # 200 CARLSBAD, CA 92011-1462 IVR Number: 22314 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 01/25/2021 01/24/2021 BLDG-Final Inspection 148973-2021 Partial Pass: Tony Alvarado Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Structural Final January 19, 2021: Yes Temporary certificate of occupancy (TCO), approved. Training employees, stocking/supplies, and installing equipment, (only) - OK. Café area requires health department and tire department approvals. All new ADA compliant restrooms-approved. Final electrical inspection approved, (pending: electrical panel torque certification. title-24 energy and lighting requirements. BLDG-Structural Final January 22, 2021: . Yes Temporary certificate of occupancy (TCO), approved. Training employees, stocking/supplies, and installing equipment, (only) - OK. Café area requires health department and fire department approvals. All new ADA compliant restrooms-approved. Final electrical inspection approved, (pending: electrical panel torque certification. title-24 energy and lighting requirements received. mechanical HVAC air balance report received. BLDG-Electrical Final January 19, 2021: Yes Temporary certificate of occupancy (TCO), approved. Training employees, stocking/supplies, and installing equipment, (only) - OK. Café area requires health department and fire department approvals. All new ADA compliant restrooms-approved. Final electrical inspection approved, (pending: electrical panel torque certification. title-24 energy and lighting requirements. Thursday, August 5, 2021 Page 45 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD. # 200' IVR Number: 22314 CARLSBAD, CA 92011-1462 Scheduled Actual Inspection Type Inspection No. , Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Structural Final January 14, 2021: Yes 1. First floor level lobby area, café, and first floor lobby ADA restrooms - partial TCO approval. 2.' Electrical final at basement in gymnasium areas-approved. OK occupy areas for training employees, stocking shelves and installing equipment-only. First floor lobby, and ADA restrooms, café, basement and gymnasium areas not ready to operate for public services. Informed contractor representative Greg. BLDG-Structural Final January 19, 2021: ' Yes Temporary certificate of occupancy (TCO), approved. Training employees, stocking/supplies, and installing equipment, (only) - OK. Café area requires health department and fire department approvals. All new ADA compliant restrooms-approved. Final electrical inspection approved, (pending: electrical panel torque certification. title-24 energy and lighting requirements. BLDG-Electrical Final January 14, 2021: Yes First floor level lobby area, café, and first floor lobby ADA restrooms - partial TCO approval. Electrical final at basement in gymnasium areas-approved. OK occupy areas for training employees, stocking shelves and installing equipment-only. First floor lobby, and ADA restrooms, café, basement and gymnasium areas not ready to operate for public services. Informed contractor representative Greg. BLDG-Electrical Final January 19, 2021: Yes Temporary certificate of occupancy (TCO), approved. Training employees, stocking/supplies, and installing equipment, (only) - OK. Café area requires health department and fire department approvals. All new ADA compliant restrooms-approved. Final electrical inspection approved, (pending: electrical panel torque certification. title-24 energy and lighting requirements. Thursday, August 5, 20211 ' ' Page 44 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, # 200 IVR Number: 22314 CARLSBAD CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Structural Final January 14, 2021: Yes 1. First floor level lobby area, café, and first floor lobby ADA restrooms - partial TCO approval. . 2. Electrical final at basement in gymnasium - areas-approved. OK occupy areas for training employees, stocking shelves and installing equipment-only. First floor lobby, and ADA restrooms, café, basement and gymnasium areas not ready to operate for public services. Informed contractor representative Greg. BLDG-Electrical Final January 14, 2021: . Yes First floor level lobby area, café, and first floor lobby ADA restrooms - partial TCO approval. Electrical final at basement in gymnasium areas-approved. OK occupy areas for training employees, stocking shelves and installing equipment-only. First floor lobby, and ADA restrooms, café, basement and gymnasium areas not ready to operate for public services. 5. Informed contractor representative Greg. . 01/19/2021 01/19/2021 BLDG-Final Inspection 148573-2021 Partial Pass Tony Alvarado Reinspection Incomplete Thursday, August 5, 20211 Page 43 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD # 200 IVR Number: 22314 CARLSBAD, CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status BLDG-34 Rough 144896-2020 Passed Tony Alvarado Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency November 30, 2020: Yes Rooftop mechanical HVAC systems - mechanical scope of work - approved. Rough electrical work for a rooftop HVAC mechanical units-approved. Gas line with sediment traps to rooftop mechanical HVAC systems and approved. BLDG-43 Air 145027.2020 Passed Tony Alvarado Complete Cond./Furnace Set Checklist Item COMMENTS Passed BLDG-Building Deficiency November 30, 2020: Yes Rooftop mechanical HVAC systems - mechanical scope of work - approved. Rough electrical work for a rooftop HVAC mechanical units-approved. Gas line with sediment traps to rooftop mechanical HVAC systems and approved. 12103/2020 12/03/2020 BLDG-66 Grout 145253-2020 Failed Chris Renfro Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency CMU Trash enclosure not ready. Missing No vertical rebar not per city plans. Call for reinspection 12104/2020 12/04/2020 BLDG-66 Grout 145380-2020 Passed Peter Dreibelbis Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency CMU Trash enclosure not ready. Missing Yes vertical rebar not per city plans. Call for reinspection - 01/13/2021 01/13/2021 BLDG-Fire Final 148309-2021 Failed Felix Salcedo Reinspection Incomplete Checklist Item COMMENTS Passed FIRE- Building Final 1/13/2021 No All fire protection systems in cafe only complete. 1 additional exit sign required in existing corridor. This worksheet applies to cafe area only. 01/14/2021 01/14/2021 BLDG-Final Inspection 148320.2021 Partial Pass Tony Alvarado Reinspection Incomplete Thursday, August 5, 2021 . Page 42 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, # 200 IVR Number: 22314 CARLSBAD CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 11/13/2020 11/13/2020 BLDG-17 Interior 143679-2020 Cancelled Chris.Renfro Reinspection Incomplete Lath/Drywall . Checklist Item COMMENTS Passed BLDG-Building Deficiency November 6, 2020 (virtual inspection). . Yes 1. Hardy backer/cement board located at, zone A, east entryway lobby area (only) - approved. BLDG-85 T-Bar, Ceiling 143678.2020 Cancelled Chris Renfro Reinspection Incomplete Grids, Overhead 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 11/16/2020 11/16/2020 BLDG-17 Interior 143763-2020 Passed Tony Alvarado Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Virtual inspection- Yes BLDG-Building Deficiency November 6, 2020 (virtual inspection). Yes 1. Hardy backer/cement board located at, zone A, east entryway lobby area (only) - approved. BLDG-85 T-Bar, Ceiling 143762-2020 Passed Tony Alvarado Complete Grids, Overhead 11/30/2020 11/30/2020 BLDG-23 145028-2020 Passed Tony Alvarado Complete Gas/Test/Repairs Checklist Item COMMENTS Passed BLDG-Building Deficiency November 30, 2020: Yes Rooftop mechanical HVAC systems - mechanical scope of work - approved. Rough electrical work for a rooftop HVAC mechanical units-approved. Gas line with sediment traps to rooftop mechanical HVAC systems and approved. BLDG-Building Deficiency September 8, 2020: (virtual inspection - Yes interior drywall only). 1. Interior drywall miscellaneous areas: offices, lobby areas, second-floor offices, basement level Corridor— partial pass. Thursday, August 5, 2021 Page 41 of 52 Z9 jO OP 06ed izo 9 2sn6nV 1Aepsintj.L peAojdde-se9je Aqqoi Ajjua jootj-puoos'walled 6u!l!eu IIeMAJO - I, (uo!padsu! Iefl-J!A) :oo 6 Jqw9AoN Aouaioa 6upiinn-E)(]ig Passed S1N3NVdO3 - wall Js1jm3qq0 - ieMIcia/qe oedwo3uI uoiloedsuoeN 0peJeAy icuoj SS8d jellied OO -ROCCPI. Jo!Je)ul LkOG18 OOI60II1. OOI60/I.I pAoJdde - (Aiuo) me Aqqoi AeM/Ju Ise v auoz 'le pale3ol pjeoq ApJeH (uoipdsui Iefl1J!A) oo 9 JaqwAor-J /3U!O!4cJ 6uipiir -oa1 passed S1N3LN[JO3 Wail IsIlVaLlo - eM1ua/qw eedwo3uI uoipedsuieèj 0PeJeAIV ,u0j SSd Ie!lJed OZOLI.t'I J0!JOUI LOa18 OOI90II.I. OOI90lII paojdde-uoijeoo 3, 3UOZ e ewe I8M kIU9 jSB3 le pajeoo'walled 6u!I!eu,dA 6u!JAoo IIeM-SS216SU80 paAojdde-seaie JOP!JJ03 3 9UOZ U1 1A8I JUaWaSeq je P10I SUO!3OI IU10I/U01J3OUU03 Ile le lueleas jonptuilonp IeoiueqoaV4 SA (uoipdsui IenJ!A) :ooZ 'ZZ jacIoloo AouaioUaCl 6uipl!n9-0a19 pAoJdde-AeMAJju 3 auoz 6U!PI!fl9 pAoJdde Uo!loadsUi sjos/uij1ed iieu .iwpeq APJeH (uopdsu ieflPV) :OO C JaqW@AON Aou!oijaa 6u!pI!n-oa1n -ssed leijed - iOp!JJO3 IGAi JUaW@Seq s!jo J0ot-pu03as s83J8 Aqqoi soo :sewe sfloUefleos!W IIeMAJP JO!JUI (Aiuo lieMAiP JO!JU! S3A - UO!3OdSUi enp!A) :ooz jqwdo9 AouocJ 6u1p1!n9-0a19 peAojdde — sewe icqqoi AeM iiels seaie 6u11!03 JOOtI IsJIJ e uapodsut u01eu!qwo3 aweil qbnoèj pAoJdde-seeJe Aqqoi apsqjnos sos peeqio 8 UO!jOQdSUi uo!eu!qwoo 6u!weJd q6no g pOAoJdde - SJ!8S M9U J00iJ sjij UO!jOdSU! 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IWJad PerniitType: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, # 200 IVR Number: 22314 CARLSBAD, CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS - Passed BLDG-Building Deficiency - September 18, 2020: (virtual inspection). Yes 1. Underground electrical conduit for exterior building and postIlight-ballard LED lighting-only approved. BLDG-Building Deficiency October 28, 2020: (virtual inspection). Yes 1. Underground electrical conduit for exterior building and light-ballard LED lighting, parking lot lighting pole bases electrical with ground wire-approved. BLDG-Building Deficiency September 28, 2020: Yes Basement level, underground electrical conduit, location at receptionist desk area and approved. Basement level, location at receptionist desk slab/trench area, rebar doweling to tie slab cut together - per deputy inspectors report andapproved. Exterior café location, first level, planter poured in place concrete wall steel reinforcement rebar, per plan and deputy inspectors report - approved. Note: inspected footing steel for proposed trash enclosures. Superintendent did not have structural details for reinforcement steel rebar and finish floor concrete slab drainage flow information and specifications. Not ready to pour concrete for trash enclosure footings. Pending-structural and civil details and specifications. Informed Greg superintendent on site. BLDG-Final Inspection 142366.2020 Cancelled Tony Alvarado Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready for final inspection. No BLDG-Electrical Final Not ready for final inspection. No 11/03/2020 11/03/2020 BLDG-17 Interior 142757-2020 Passed Tony Alvarado Complete Lath/Drywall Thursday, August 5, 2021 - Page 39 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, #200 tVR Number: 22314 CARLSBAD, CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Cheëklist Item COMMENTS Passed BLDG-Building Deficiency July 6, 2020: Yes 1. Mechanical rough duct sealant at restrooms at basement lower level areas and first floor level —approved. BLDG-Building Deficiency October 22, 2020: (virtual inspection). Yes Mechanical ducting, duct sealant at all connection/joint locations located at basement level in zone C Corridor areas-approved. Densglass-wall covering, type/nailing pattern, located at East entry way area, at zone "C" location-approved. BLDG-Building Deficiency September 17, 2020: (Virtual inspection) Yes First layer/base layer drywall for sound, at basement level gym yoga room - approved. Basement level mechanical ducting with approved duct sealant, next to yoga room-approved. New Corridor area, located at zone B, first layer, sound board/drywall nailing - approved. 10/28/2020 10/28/2020 BLDG-31 142216.2020 Passed Tony Alvarado Complete Underground/Conduit- Wiring Thursday, August 5, 2021 . . Page 38 of 52 Z9 10 LC GBed 19 2sfl6nV 'icepsjnqj sJedweQ/s3na/q6no elaidwoo OpeJeAlV Auoj Passed OZO -LC914 Pt-Da1 ssed Ie!1.Jed - jopujo3 19Aal juwseq 's9oo mg-puoos seaie Aqqoi 'saojo :se9J8 SflOGUeflOsiw iieAip joijiui (Aiuo Il8MAJP J0iJ91U! - UoIpadsU! IBflJ!A) :ozo 'q jaqwdeg A3ui3j9a 6u!pl!ng-0a19 po,ojdde - seeje Aqqol ACM J!C1S S89JB 6U!I!3 joog isili 'e uoijodsui u01jeu1qw03 aweil q6noj 9 p9AoJdde-seJe Aqqo P!SL1IflOS SJ40S peqJoAo C UOQQOdSU! u0fl8u1qw03 6uiwejj q6no g penoidde - SJieS MU JOO jSJIJ UO!)3GdSU! Sd21' 116fl0i p29qJ8AQ p9nojdde-uoileool .J!els MeU le 511CM JOO-pUO39S 18 uoijeInsul ponojdde-uoile3ol J!1S MU le SIICM JOOJ-pUO3S le UOI18flSU C panojdde - seaie Aqqol apis Je9J le IleMAip pue UO!CnSU z ponojdde-Aiuenb (aejin) 11CM 9IS 319J3UO3 6uilsixa jC s6uqoo 910d/UWflIO3 S3A J9qwjd5 A3uioa 6u!pl!ng-9cJ18 panojdde-uoileool , uoz e eie ACM Ajlua 15C3 IC peoo uied 6UiI!8U/dA1 6uunoo IeM-sseI6suO Z panojdde-seie iOp!JJO3 3 9UOZ U! JaAal juawaseq 8 pale3ol SUO!ICDOI 1U!0F/U0!I3UU03 118 le jU8CS 13flP 6u!Ionp I8Iue1lOOLAi (uo!IdSu! Iefl1Mn) :OZOZ 'ZZ iqooQ A3u!3ea 6u!pvne-oaie Passed SJ.N3ININO3 wall IS11138LIO sneg eea ieg WO UO!43adSUI uoiloadsuieN Jopadsul A1eWtid uo!padsu °N UOi403dSUI adAj uoiloadsul lenjoV painpaios t71.CZZ AI Z917I -0Z6VO OV8S1HVO ooz # OH iHOdHIV 8VLAJO1Vd 1,90Z :SSJJP' /Z0/ :aea uo4eJidxR PaIBU!d - P85013 :snies 6660 ON dVLJ 133HVd U0ISIAJpqfl5 ozozitio aBO anssl jU@W9Aojdwl jueuej SS8j3 1OM dl HRNMO HVLJOlVd MS JauMO 60?/60/OL. :aea UOi!IddV ieIoiewwoa-oai :adAj iWA8d Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER, LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, # 200 IVR Number: 22314 CARLSBAD, CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency September 3, 2020: (virtual inspection). Yes Drywall scope of work at first floor lobby stair and second floor lobby stair-approved. Combination wall insulation and drywall, located at southside of lobby soffit areas-approved. OK to continue with tape and mudd process. BLDG-Building Deficiency September 18, 2020: (virtual inspection). Yes Insulation scope at work, at first level, inside new Corridor area-approved. Second layer drywall nailing, first level exterior Corridor, Corridor walls and ceiling - approved. BLDG-Building Deficiency October 13, 2020: (virtual inspection). Yes East entry scope of work locations: zone A: Densglass nailing pattern and insulation-approved. zone C: insulation scope of work-approved. 10/14/2020, 10/14/2020 BLDG-16 Insulation 140775.2020 Cancelled Tony Alvarado Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency October 14, 2020: . No 1. No inspection required, cancelled per superintendent Greg. 10/15/2020 10/15/2020 BLDG-11 140977.2020 Partial Pass Tony Alvarado Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency October 15, 2020: Yes Parking lot site lighting and low height Ballard's, footings and steel reinforcement per structural plans and details - approved. Pending end continuous ground wire connecting all parking lot lighting and Ballard's required. Spoke to electrical superintendent and informed. 10/22/2020 10/22/2020 BLDG-17 Interior 141638-2020 Partial Pass Tony Alvarado Reinspection Incomplete Lath/Drywall Thursday, August 5, 2021 . Page 36 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, # 200 IVR Number: 22314 CARLSBAD, CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status BLDG-Building Deficiency September 29, 2020: Yes Two compartment trash enclosure freestanding block wall, footings and steel reinforcement - approved Purcival/structural or 5/revision details and approval letter. OK to pour trash enclosure footings only. Need further information from planning Department regarding finish floor drainage inside trash enclosure, will drain/flow to outside direction of parking lot area, or drainage flow will be contained inside trash enclosure area?. 10/08/2020 10/08/2020 BLDG-14 140640.2020 Partial Pass Tony Alvarado Reinspection Incomplete Frame/Steel/Bolting/We Iding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency October 8, 2020: Yes Metal 6" stud framing per engineered plans-approved, for zone:B/C and zone:A, all within building footprint-approved. MEPS for zones B/C, and zone A-approved. 10/13/2020 10/13/2020 BLDG-16 Insulation 140740.2020 Passed Tony Alvarado Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency October 13, 2020: (virtual inspection). Yes East entry scope of work locations: zone A: Densglass nailing pattern and insulation-approved. zone C: insulation scope of work-approved. BLDG-Building Deficiency September 22, 2020: (virtual inspection). Yes Insulation scope of work at first floor Corridor areas - (only)-approved. Interior drywall nailing pattern at zone B/C-approved. Second level, basement level, drywall face layer/second layer at yoga room areas-approved. BLDG-Building Deficiency September 9, 2020: (virtual inspection). Yes Lobby areas drywall nailing-partial approval. Basement level, drywall nailing,.and insulation at office areas and restroom areas - partial pass. BLDG-17 Interior 140904-2020 Passed Tony Alvarado Complete Lath/Drywall Thursday, August 5, 2021 Page 35 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, #200 IVR Number: 22314 CARLSBAD, CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection. Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Septeinber 28, 2020: Yes Basement level, underground electrical conduit, location at receptionist desk area and approved. Basement level, location at receptionist desk slab/trench area, rebar doweling to tie slab cut together - per deputy inspectors report andapproved. Exterior café location, first level, planter poured in place concrete wall steel reinforcement rebar, per plan and deputy inspectors report - approved. BLDG-Building Deficiency Note: inspected footing steel for proposed trash enclosures. Superintendent did not have structural details for reinforcement steel rebar and finish floor concrete slab drainage flow information and specifications. Not ready to pour concrete for trash enclosure footings. Pending-structural and civil details and specifications. Informed Greg superintendent on site. September 1, 2020: Column/Pole footings at existing concrete site wall, (three) quantity-approved. Insulation and drywall at rear side lobby areas - approved. Insulation at second-floor walls, at new stair location-approved. Insulation at second-floor walls, at new stair location-approved. Overhead rough MEPS inspection, first floor new stairs - approved. Rough Framing combination inspection at overhead soffits, southside lobby areas-approved. Rough frame combination inspection at, first floor ceiling areas, stair way lobby areas - approved. Yes Thursday, August 5, 2021 Page 34 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, #200 IVR Number: 22314 CARLSBAD, CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reihspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency September 28, 2020: Yes 1.. Basement level, underground electrical conduit, location at receptionist desk area and approved. Basement level, location at receptionist desk slab/trench area, rebar doweling to tie slab cut together - per deputy inspectors report andapproved. Exterior café location, first level, planter poured in place concrete wall steel reinforcement rebar, per plan and deputy inspectors report - approved. Note: inspected footing steel for proposed trash enclosures. Superintendent did not have structural details for reinforcement steel rebar and finish floor concrete slab drainage flow information and specifications. Not ready to pour concrete for trash enclosure footings. Pending-structural and civil details and specifications. Informed Greg superintendent on site. BLDG-Building Deficiency September 11, 2020 (virtual inspection). Yes 1. Underground electrical conduit for café exterior area, exterior lighting and exterior receptacles-approved. BLDG-Building Deficiency September 18, 2020: (virtual inspection). Yes 1. Underground electrical conduit for exterior building and postllight-ballard LED lighting-only approved. 09/29/2020 09/29/2020 BLDG-12 Steel/Bond 139565-2020 Partial Pass Tony Alvarado Reinspection Incomplete Beam Thursday, August 5, 2021 Page 33 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, #200 IVR Number: 22314 CARLSBAD, CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection. Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency August 11, 2020: Yes Footing/steel reinforcement rebar at café area, poured in-place footings-approved per engineers plan. Preliminary overhead ceiling restroom MAPS-approved. Fire department overhead clearance approval verified. Footings steel reinforcement rebar at rear side of building CMU wall scope of work per engineers plans and details-approved. (6) qty. Isolated radius and sqr. pier footings, for steel structure canopy/shade structure, per engineered plans-approved. 3. BLDG-Building Deficiency September 28, 2020: . Yes Basement level, underground electrical conduit, location at receptionist desk area and approved. Basement level, location at receptionist desk slab/trench area, rebar doweling to tie slab cut together - per deputy inspectors report andapproved. Exterior café location, first level, planter poured in place concrete wall steel. reinforcement rebar, per plan and deputy inspectors report - approved. Note: inspected footing steel for proposed trash enclosures. Superintendent did not have structural details for reinforcement steel rebar and finish floor concrete slab drainage flow information and specifications. Not ready to pour concrete for trash enclosure footings. Pending-structural and civil details and specifications. Informed Greg superintendent on site. BLDG-Building Deficiency August 24, 2020: Yes Cl. P. Front building elevation, Café exterior areas - freestanding concrete wall steel reinforcement scope of work - partial pass. Scope of work approved. Pending engineers revision stamped signed letter indicating new wall height, from 8'feet increased to 10-2" overall Heights. Deputy/special inspectors report needs to be verified for freestanding poured-in-place engineered concrete wall. BLDG-31 139499-2020 Partial Pass Tony Alvarado Reinspection Incomplete Underground/Conduit - S Wiring Thursday, August 5, 2021 Page 32 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, # 200 IVR Number: 22314 CARLSBAD, CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 09/28/2020 09/28/2020 BLDG-12 Steel/Bond 139411-2020 Partial Pass Tony Alvarado Reinspection Incomplete Beam Checklist Item COMMENTS . Passed BLDG-Building Deficiency September 1,2020: Yes Column/Pole footings at existing concrete site wall, (three) quantity-approved. Insulation and drywall at rear side lobby areas - approved. Insulation at second-floor walls, at new stair location-approved. Insulation at second-floor walls, at new stair location-approved. - Overhead rough MEPS inspection, first floor new stairs - approved. Rough Framing combination inspection at overhead soffits, southside lobby areas-approved. Rough frame combination inspection at, first floor ceiling areas, stair way lobby areas — approved. BLDG-Building Deficiency September 28, 2020: Yes Basement level, underground electrical conduit, location at receptionist desk area and approved. Basement level, location at receptionist desk slab/trench area, rebar doweling to tie slab cut together - per deputy inspectors report andapproved. Exterior café location, first level, planter poured in place concrete wall steel reinforcement rebar, per plan and deputy inspectors report - approved. Note: inspected footing steel for proposed trash enclosures. Superintendent did not have structural details for reinforcement steel rebar and finish floor concrete slab drainage flow information and specifications. Not ready to pour concrete for trash enclosure footings. Pending-structural and civil details and specifications. Informed Greg superintendent on site. Thursday, August 5, 2021 -Page 31 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, # 200 CARLSBAD, CA 92011-1462 IVR Number: 22314 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency September 9, 2020: (virtual inspection). Yes Lobby areas drywall nailing-partial approval. Basement level, drywall nailing, and insulation at office areas and restroom areas - partial pass. BLDG-Building Deficiency September 22, 2020: (virtual inspection). Yes Insulation scope of work at first floor Corridor areas - (only)-approved. Interior drywall nailing pattern at zone B/C-approved. Second level, basement level, drywall face layer/second layer at yoga room areas-approved. BLDG-17 Interior 138950.2020 Partial Pass Tony Alvarado Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency September 22, 2020: (virtual inspection). Yes Insulation scope of work at first floor Corridor areas - (only)-approved. Interior drywall nailing pattern at zone B/C-approved. Second level, basement level, drywall face layer/second layer at yoga room areas-approved. BLDG-Building Deficiency August 26, 2020: (virtual inspection) Yes 1. Drywall/nailing inspection at second-floor elevator shaft area and first floor zone A area - approved. BLDG-Building Deficiency September 8, 2020: (virtual inspection - Yes interior drywall only). 1. Interior drywall miscellaneous areas: offices, lobby areas, second-floor offices, basement level Corridor - partial pass. BLDG-Building Deficiency September 1, 2020: Yes Column/Pole footings at existing concrete site wall, (three) quantity-approved. Insulation and drywall at rear side lobby areas - approved. Insulation at second-floor walls, at new stair location-approved. Insulation at second-floor walls, at new stair location-approved. Overhead rough MEPS inspection, first floor new stairs - approved. Rough Framing combination inspection at overhead soffits, southside lobby areas-approved. . Rough frame combination inspection at, first floor ceiling areas, stair way lobby areas - approved. Thursday, August 5, 2021 . Page 30 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, #200 IVR Number: 22314 CARLSBAD CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency September 3, 2020: (virtual inspection). Yes Drywall scope of work at first floor lobby stair and second floor lobby stair-approved. Combination wall insulation and drywall, located at southside of lobby soffit areas-approved. OK to continue with tape and mudd process. BLDG-Building Deficiency September 18, 2020: (virtual inspection). Yes Insulation scope at work, at first level, inside new Corridor area-approved. Second layer drywall nailing, first level exterior Corridor, Corridor walls and ceiling - approved. BLDG-Building Deficiency September 9, 2020: (virtual inspection). Yes Lobby areas drywall nailing-partial approval. Basement level, drywall nailing, and insulation at office areas and restroom areas - partial pass. BLDG-Building Deficiency September 17, 2020: (Virtual inspection) Yes First layer/base layer drywall for sound, at basement level gym yoga room - approved. Basement level mechanical ducting with approved duct sealant, next to yoga room-approved. New Corridor area, located at zone B, first layer, sound board/drywall nailing - approved. BLDG-31 138801.2020 Partial Pass Tony Alvarado Reinspection Incomplete Underground/Conduit - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency September 18, 2020: (virtual inspection). Yes 1. Underground electrical conduit for exterior building and postilight-ballard LED lighting-only approved. BLDG-Building Deficiency September 11, 2020 (virtual inspection). Yes 1. Underground electrical conduit for café exterior area, exterior lighting and exterior receptacles-approved. 09/22/2020 09/22/2020 BLDG-16 Insulation 138949-2020 Partial Pass Tony Alvarado Reinspection Incomplete Thursday, August 5, 2021 . Page 29 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051PALOMAR AIRPORT RD #200 IVR Number: 22314 CARLSBAD, CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency September 17, 2020: (Virtual inspection) Yes First layer/base layer drywall for sound, at basement level gym yoga room - approved. Basement level mechanical ducting with approved duct sealant, next to yoga room-approved. New Corridor area, located at zone B, first layer, sound board/drywall nailing - approved. BLDG-Building Deficiency September 9, 2020: (virtual inspection). Yes Lobby areas drywall nailing-partial approval. Basement level, drywall nailing, and insulation at office areas and restroom areas - partial pass. BLDG-Building Deficiency September 18, 2020: (virtual inspection). Yes Insulation scope at worki at first level, inside new Corridor area-approved. Second layer drywall nailing, first level exterior Corridor, Corridor walls and ceiling - approved. BLDG-Building Deficiency August 7, 2020: (Virtual Inspection). Yes 1. Partial approval for insulation inspections at first level bathroom areas, preliminary ceiling areas, lower basement level restrooms, partial interior one hour rated. Corridor walls, and kitchen area non- load bearing partition walls-partial approval. BLDG-17 Interior 138701-2020 Partial Pass Tony Alvarado Reinspection Incomplete Lath/Drywall . . Thursday, August 5, 2021 . . •. Page 28 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled S Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, # 200 CARLSBAD, CA 92011-1462 IVR Number: 22314 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency September 3, 2020: (virtual inspection). Yes Drywall scope of work at first floor. lobby stair and second floor lobby stair-approved. Combination wall insulation and drywall, located at southside of lobby soffit areas-approved. OK to continue with tape and mudd process. BLDG-Building Deficiency September 17, 2020: (Virtual inspection) Yes First layer/base layer drywall for sound, at basement level gym yoga room - approved. Basement level mechanical ducting with approved duct sealant, next to yoga room-approved. New Corridor area, located at zone B, first layer, sound board/drywall nailing - approved. BLDG-Building Deficiency September 9, 2020: (virtual inspection). Yes Lobby areas drywall nailing-partial approval. Basement level, drywall nailing, and insulation at office areas and restroom areas - partial pass. BLDG-44 . 138660-2020 Partial Pass Tony Alvarado Reinspection Incomplete Rough/Ducts/Dampers Checklist Item COMMENTS Passed BLDG-Building Deficiency July 6, 2020: Yes 1. Mechanical rough duct sealant at restrooms at basement lower level areas and first floor level —approved. BLDG-Building Deficiency September 17, 2020: (Virtual inspection) - Yes First layer/base layer drywall for sound, at basement level gym yoga room - approved. Basement level mechanical ducting with approved duct sealant, next to yoga room-approved.- New Corridor area, located at zone B, first layer, sound board/drywall nailing - approved. 09/18/2020 09/18/2020 BLDG-16 Insulation 138700-2020 Partial Pass Tony Alvarado Reinspection Incomplete Thursday, August 5, 2021 Page 27 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, #200 IVR Number: 22314 CARLSBAD, CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspoction Inspection Date Start Date Status BLDG-17 Interior 138572-2020 '. Cancelled Tony Alvarado Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency September 8, 2020: (virtual inspection - . Yes - interior drywall only). - 1. Interior drywall miscellaneous areas: offices, lobby areas, second-floor offices, basement level Corridor - partial pass. BLDG-Building Deficiency September 1, 2020: . . Yes Column/Pole footings at existing concrete site wall, (three) quantity-approved. Insulation and drywall at rear side lobby ,areas - approved. Insulation at second-floor walls, at new stair location-approved. Insulation at second-floor walls, at new stair location-approved. Overhead rough MEPS inspection, first floor new stairs - approved. Rough Framing combination inspection at overhead soffits, southside lobby areas-approved. Rough frame combination inspection at, first floor ceiling areas, stair way lobby areas - approved. BLDG-Building Deficiency August 26, 2020: (virtual inspection) Yes 1. Drywall/nailing inspection at second-floor elevator shaft area and first floor zone A area - approved. 11 Thursday, August 5, 2021 Page 26 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD # 20 CARLSBAD CA 92011-1462 IVR Number: 22314 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status BLDG-31 13804172020 Partial Pass Tony Alvarado Reinspection Incomplete Underground/Conduit - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency September 11 2020 (virtual inspection). Yes 1. Underground electrical conduit for café exterior area, exterior lighting and exterior receptacles-approved. 09/15/2020 09/15/2020 BLDG-18 Exterior 138256.2020 Partial Pass Tony Alvarado Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency September 15, 2020: (virtual inspection). Yes 1. Dense glass nailing inspection for Southside a building entrance area, soffit areas-approved. 09/16/2020 09/16/2020 BLDG-18 Exterior 1138451-2020 Passed Tony Alvarado Lath/Drywall Checklist Item COMMENTS BLDG-Building Deficiency September 16, 2020: (virtual inspection). 1. Densglass nailing inspection for Southside building entrance area, 2nd. Level high soffit areas-approved. Complete Passed Yes 09/17/2020 09/17/2020 BLDG-16 Insulation 138574-2020 Partial Pass Tony Alvarado Reinspection Incomplete Checklist Item COMMENTS Passed BLDG -Building Deficiency September 17, 2020: (Virtual inspection) . Yes First layer/base layer drywall for sound, at basement level gym yoga room - approved. Basement level mechanical ducting with approved duct sealant, next to yoga room-approved. New Corridor area, located at zone B, first layer, sound board/drywall nailing - approved. BLDG-Building Deficiency August 7, 2020: (Virtual Inspection). Yes 1. Partial approval for insulation inspections at first level bathroom areas, preliminary ceiling areas, lower basement level restrooms, partial interior one hour rated Corridor walls, and kitchen area non- load bearing partition walls-partial approval. BLDG-Building Deficiency September 9, 2020: (virtual inspection). Yes Lobby areas drywall nailing-partial approval. Basement level, drywall nailing, and insulation at office areas and restroom areas - partial pass. Thursday, August 5, 2021 . Page 25 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled . Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, #200 CARLSBAD, CA 92011-1462 IVR Number: 22314 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status BLDG-17 Interior 137781-2020 Partial Pass Tony Alvarado Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency September 9, 2020: (virtual inspection). Yes Lobby areas drywall nailing-partial approval. Basement level, drywall nailing, and insulation at office areas and restroom areas - partial pass. BLDG-Building Deficiency September 3, 2020: (virtual inspection). Yes Drywall scope of work at first floor lobby stair and second floor lobby stair-approved. Combination wall insulation and drywall, located at southside of lobby soffit areas-approved. OK to continue with tape and mudd process. BLDG-23 137784-2020 Passed Tony Alvarado Gas/Test/Repairs Checklist Item COMMENTS Passed BLDG-Building Deficiency September 9, 2020: (virtual inspection). Yes 24 hour gas test verified and completed —approved. Picked up copies of 24 hour gas test and signed-off. BLDG-84 Rough 137782-2020 Passed Tony Alvarado Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-14 September 9, 2020: Yes Frame-Steel-Bolting-Welding Quantity (3)skylights, framing per (Decks) structural detail/roof framing plan - approved. Underground area drain plumbing lines 18 inches deep at exterior café area-OK. 2 foot high garden planter walls, steel reinforcement rebar-located at exterior café area-approved. BLDG-34 Rough Electrical August 5, 2020: Yes Drywall nailing above ceiling preliminary areas at lobby and basement areas —approved. All metal in-wall metal framing and rough electrical scope of work-approved. OK to insulate and one-side drywall only. 09/11/2020 09/11/2020 Complete Complete Thursday, August 5, 2021 Page 24 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, #200 IVR Number: 22314 CARLSBAD, CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date . Status Checklist Item COMMENTS Passed BLDG-Building Deficiency September 1 2020: Yes Column/Pole footings at existing concrete site wall, (three) quantity-approved. Insulation and drywall at rear side lobby areas - approved. Insulation at second-floor walls, at new stair location-approved. Insulation at second-floor walls, at new stair location-approved. Overhead rough MEPS inspection, first floor new stairs - approved. Rough Framing combination inspection at overhead soffits, southside lobby areas-approved. Rough frame combination inspection at, first floor ceiling areas, stair way lobby areas — approved. BLDG-Building Deficiency September 8, 2020: (virtual inspection - Yes interior drywall only). 1. Interior drywall miscellaneous areas: offices, lobby areas, second-floor offices, basement level Corridor— partial pass. BLDG-Building Deficiency August 26, 2020: (virtual inspection) Yes 1. Drywall/nailing inspection at second-floor elevator shaft area and first floor zone A area - approved. BLDG-23 137660.2020 Partial Pass Tony Alvarado Reinspection Incomplete Gas/Test/Repairs Checklist Item COMMENTS Passed BLDG-Building Deficiency September 8, 2020: (virtual inspection - Yes interior drywall only). 1. Interior drywall miscellaneous areas: offices, lobby areas, second-floor offices, basement level Corridor - partial pass. 09/09/2020 09/09/2020 BLDG-16 Insulation 137853.2020 Partial Pass Tony Alvarado Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency August 7, 2020: (Virtual Inspection). Yes 1. Partial approval for insulation inspections at first level bathroom areas, preliminary ceiling areas, lower basement level restrooms, partial interior one hour rated Corridor walls, and kitchen area non- load bearing partition walls-partial approval. BLDG-Building Deficiency September 9, 2020: (virtual inspection). Yes Lobby areas drywall nailing-partial approval. Basement level, drywall nailing, and insulation at office areas and restroom areas - partial pass. Thursday, August 5, 2021 Page 23 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD. #200 IVR Number: 22314 CARLSBAD CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency September 2, 2020: Yes 1 24 hour low pressure gas test inspection started. 2. Roof mounted HVAC mechanical unit curbs installed and approved. Checklist Item COMMENTS Passed BLDG-Building Deficiency September 2, 2020: Yes 24 hour low pressure gas test inspection started. Roof mounted HVAC mechanical unit curbs installed and approved. 09/03/2020 09/03/2020 BLDG-17 Interior 137448.2020 Partial Pass Tony Alvarado Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency September 3, 2020: (virtual inspection). Yes Drywall scope of work at first floor lobby stair and second floor lobby stair-approved. Combination wall insulation and drywall, located at southside of lobby soffit areas-approved. OK to continue with tape and mudd process. 09/04/2020 09/04/2020 BLDG-23 137548-2020 Passed Tony Alvarado Complete Gas/Test/Repairs Checklist Item COMMENTS - Passed BLDG-Building Deficiency September 4, 2020: (virtual inspection). Yes 1. 24 hour gas test verified and completed - approved. BLDG-Building Deficiency September 2, 2020: Yes 24 hour low pressure gas test inspection started. Roof mounted HVAC mechanical unit curbs installed and approved. 09/08/2020 09/08/2020 BLDG-17 Interior 137658-2020 Partial Pass Tony Alvarado Reinspection Incomplete Lath/Drywall Thursday, August 5, 2021 Page 22 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, # 200 IVR Number: 22314 CARLSBAD CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection. Date Start Date Status BLDG-16 Insulation 137188-2020 Partial Pass Tony Alvarado Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency September 1 2020: Yes Column/Pole footings at existing concrete site wall, (three) quantity-approved. Insulation and drywall at rear side lobby areas - approved. Insulation at second-floor walls, at new stair location-approved. Insulation at second-floor walls, at new stair location-approved. Overhead rough MEPS inspection, first floor new stairs - approved. Rough Framing combination inspection at overhead soffits, southside lobby areas-approved. Rough frame combination inspection at, first floor ceiling areas, stair way lobby areas - approved. BLDG-17 Interior 137189.2020 Partial Pass Tony Alvarado Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency August 26, 2020: (virtual inspection) Yes 1. Drywall/nailing inspection at second-floor elevator shaft area and first floor zone A area - approved. BLDG-Building Deficiency September 1 2020: Yes Column/Pole footings at existing concrete site wall, (three) . quantity-approved. Insulation and drywall at rear side lobby areas - approved. Insulation at second-floor walls, at new stair location-approved. Insulation at second-floor walls, at new stair location-approved. Overhead rough MEPS inspection, first floor new stairs - approved. Rough Framing combination inspection at overhead soffits, southside lobby areas-approved. Rough frame combination inspection at, first floor ceiling areas, stair way lobby areas - approved. 09/0212020 09/0212020 BLDG-23 137329.2020 Partial Pass Tony Alvarado Reinspection Incomplete Gas/Test/Repairs Thursday, August 5, 2021 . Page 21 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: ClOsed - Finaled Expiration Date:• 12/02/2021 Address: 2051 PALOMAR AIRPORT RD. #200 CARLSBAD, CA 92011-1462 IVR Number: 22314 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status BLDG-84 Rough 137001-2020 Cancelled Tony Alvarado Reinspection Incomplete Combo(14,24,34,44) . Checklist Item COMMENTS Passed BLDG-Building Deficiency August 3, 2020: No 1. Scope of work for inspection not ready-cancelled. BLDG-14 August 5, 2020: Yes Frame-Steel-Bolting-Welding Drywall nailing above ceiling preliminary (Decks) areas at lobby and basement areas —approved. All metal in-wall metal framing and rough electrical scope of work-approved. OK to insulate and one-side drywall only. BLDG-14 August 26, 2020: , Yes FrameSteel-Bolting-Welding Rear side wall rough frame MEPS scope (Decks) ' of work-approved. Rear side wall rough frame/MAPS scope of work at lobby area —approved. Three existing vent wells with approved moisture fabric and perforated drain pipe with sock-approved. BLDG-34 Rough Electrical August 5, 2020: Yes Drywall nailing above ceiling preliminary areas at lobby and basement areas —approved. All metal in-wall metal framing and rough electrical scope of work-approved. OK to insulate and one-side drywall only. 09/01/2020 09/01/2020 BLDG-12 Steel/Bond 137187.2020 Partial Pass Tony Alvarado Reinspection Incomplete Beam Checklist Item COMMENTS . Passed BLDG-Building Deficiency September 1, 2020: Yes Column/Pole footings at existing concrete site wall, (three) quantity-approved. Insulation and drywall at rear side lobby areas - approved. Insulation at second-floor walls, at new stair location-approved. Insulation at second-floor walls, at new stair location-a p proved. Overhead rough MEPS inspection, first floor new stairs - approved. Rough Framing combination inspection at overhead soffits, southside lobby areas-approved. Rough frame combination inspection at, first floor ceiling areas, stair way lobby areas - approved. Thursday, August 5, 2021 . Page 20 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW. PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, #200 tVR Number: 22314 CARLSBAD, CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Re inspection Inspection. Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency July 10, 2020: Yes Two new shotCrete walls, poured in place with steel reinforcement and deputy inspectors report verified for Dowels into existing footings, scope of work approved. Received RFl for revised detail and deputy inspector report filed in city records. BLDG-Building Deficiency August 10, 2020: virtual inspection. Yes Inspection for foundation/steel enforcement rebar for small CMU garden wall screen wall-approved. Verify deputy inspectors report prior to inspection. >.. BLDG-Building Deficiency August 27, 2020: (virtual inspection). Yes Wood shoring (Only), for previously approved steel reinforcement cast-in- Partial inspection, Second part inspection completed of previously approved inspection for cast-in-place engineered 8'foot high freestanding garden wall. Cast-in-place concrete wall, at exterior café location-approved. BLDG-Building Deficiency July 13, 2020: Yes ShotCrete wall (grid lines 4.5), vertical wall steel reinforcement rebar-approved. OK to pour shotCrete. Deputy inspectors report verified - filed in city records. 08131/2020 08/31/2020 BLDG-I 2 Steel/Bond 137002-2020 Cancelled Tony Alvarado Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency August 31, 2020: steel reinforcement rebar No - inspection canceled. BLDG-16 Insulation I37000-2020 Passed Tony Alvarado Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency August 31, 2020: (virtual inspection). Yes 1. Insulation scope of work at lower level basement non-loadbearing partition walls and lobby entrance area/rear side of lobby wall insulation - approved. BLDG-Building Deficiency August 6, 2020: Virtual inspection. Yes 1. Partial insulation at upper restroom areas and entryway-high vaulted ceiling areas-approved. BLDG-Building Deficiency August 18, 2020: (Virtual inspection). Yes 1. Partial insulation at upper Second floor entry areas and entryway-high vaulted ceiling areas-approved. Thursday, August 5, 2021 . Page 19 of 52 Permit Type: BLDG-Commercial Application Dater 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, # 200 IVR Number: 22314 CARLSBAD, CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency August 3, 2020: No 1. Scope of work for inspection not ready-cancelled. BLDG-14 August 5, 2020: . Yes Frame-Steel-Bolting-Welding Drywall nailing above ceiling preliminary (Decks) areas at lobby and basement areas —approved. All metal in-wall metal framing and rough electrical scope of work-approved. OK to insulate and one-side drywall only. BLDG-14 August 26, 2020: Yes Frame-Steel-Bolting-Welding Rear side wall rough frame MEPS scope (Decks) of work-approved. Rear side wall rough frame/MAPS scope of work at lobby area —approved. Three existing vent wells with approved moisture fabric and perforated drain pipe with sock-approved. BLDG-34 Rough Electrical August 5, 2020: . Yes Drywall nailing above ceiling preliminary areas at lobby and basement areas —approved. All metal in-wall metal framing and rough electrical scope of work-approved. OK to insulate and one-side drywall only. 08/27/2020 08/27/2020 BLDG-12 Steel/Bond 136844.2020 Passed Tony Alvarado . Complete Beam Thursday, August 5, 2021 . . Page 18 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, # 200 IVR Number: 22314 CARLSBAD, CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency August 26, 2020: (virtual inspection) Yes 1. Drywall/nailing inspection at second-floor elevator shaft area and first floor zone A area - approved. Checklist Item COMMENTS Passed BLDG-Building Deficiency August 26, 2020: Open parentheses virtual Yes inspection). Lobby restroom drywall ceiling nailing-approved. Second floor stair lobby drywall, first base layer —approved. High soffit ceiling at rear side of lobby drywall/nail-approved. BLDG-Building Deficiency August 24th, 2020: No 1. Scope of interior drywall-not ready. BLDG-31 136846-2020 Passed Tony Alvarado Complete - Underground/Conduit -. Wiring Checklist Item COMMENTS . Passed BLDG-Building Deficiency August 26, 2020: (virtual inspection). Yes i. underground electrical conduit for exterior light Ballard's-approved. Existing vent wells (3) quantity with drainage moisture resistive fabric and perforated pipe with sock —approved. Each well dimensions 4'x 6'x 6' deep. OK to backfill with gravel. 3. High soffit ceiling at rear side of lobby drywall/nail-approved. BLDG-84 Rough 136631-2020 Partial Pass Tony Alvarado Reinspection Incomplete Combo(14,24,34,44) Thursday, August 5, 2021 . . Page 17 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, # 200 IVR Number: 22314 CARLSBAD CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-66 Grout 136424.2020 Partial Pass Chris Renfro Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency CMU screen wall 9 foot lift, rebar OK. OK Yes to grout. Need special inspection report. 08/24/2020 08/24/2020 BLDG-12 Steel/Bond 136420.2020 Partial Pass Tony Alvarado Reinspection. Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency August 24, 2020: Yes C.I.P. Front building elevation, Café exterior areas - freestanding concrete wall steel reinforcement scope of work - partial pass. Scope, of work approved. Pending engineers revision stamped signed letter indicating new wall height, from 8'feet increased to 10-2" overall Heights. Deputy/special inspectors report needs to be verified for freestanding poured-in-place engineered concrete wall. BLDG-Building Deficiency August 11, 2020: Yes Footing/steel reinforcement rebar at café area, poured in-place footings-approved per engineers plan. Preliminary overhead ceiling restroom MAPS-approved. Fire department overhead clearance approval verified. Footings steel reinforcement rebar at rear side of building CMU wall scope of work per engineers plans and details-approved. (6) qty. Isolated radius and sqr. pier footings, for steel structure canopy/shade structure, per engineered plans-approved. 3. BLDG-17 Interior 136421-2020 Cancelled Tony Alvarado Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency August 24th, 2020: No 1. Scope of interior drywall-not ready. 08/26/2020 08/26/2020 BLDG-17 Interior 136630.2020 Partial Pass Tony Alvarado Reinspection Incomplete Lath/Drywall - Thursday, August 5, 2021 Page 16 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: ' 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed -. Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, #200, CARLSBAD, CA 92011-1462 IVR Number: 22314 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS BLDG-Building Deficiency August 3, 2020: 1. Scope of work for inspection not ready-cancelled. BLDG-14 August 5, 2020: Frame-Steel-Bolting-Welding Drywall nailing above ceiling preliminary (Decks) areas at lobby and basement areas —approved. All metal in-wall metal framing and rough electrical scope of work-approved. OK to insulate and one-side drywall only. BLDG-34 Rough Electrical August 5, 2020: Drywall nailing above ceiling preliminary areas at lobby and basement areas —approved. All metal in-wall metal framing and rough electrical scope of work-approved. OK to insulate and one-side drywall only. 08/18/2020 08/18/2020 BLDG-16 Insulation 135912.2020 Partial Pass Tony Alvarado Checklist Item COMMENTS BLDG-Building Deficiency August 6, 2020: Virtual inspection. 1. Partial insulation at upper restroom areas and entryway-high vaulted ceiling areas-approved. BLDG-Building Deficiency August 18, 2020: (Virtual inspection). 1. Partial insulation at upper Second floor entry areas and entryway-high vaulted ceiling areas-approved. BLDG-17 Interior 135914-2020 , . Partial Pass Tony Alvarado Lath/Drywall Checklist Item COMMENTS Passed Nb Yes Yes Reinspection Incomplete Passed Yes Yes Reinspection Incomplete Passed BLDG-Building Deficiency August 18, 2020: (virtual inspection). Yes Interior drywall at non-loadbearing Corridor partition walls-located at high vaulted entry way areas-partial pass. Interior Basement and second-floor office areas and non-loadbearing partition walls drywall/nailing-partial pass. BLDG-Building Deficiency August 14, 2020 : (virtual inspection). Yes Interior drywall at non-loadbearing Corredor partition walls-partial pass. Interior ceiling preliminary areas and non-loadbearing partition walls insulation-partial pass 08/21/2020 08/21/2020 BLDG-17 Interior 136325.2020 Cancelled Chris Renfro Reinspection Incomplete Lath/Drywall Thursday, August 5, 2021 Page 15 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, #200 IVR Number: 22314 CARLSBAD, CA 92011-1462 - Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status BLDG-44 August 12, 2020: Rough-Ducts-Dampers 1. Café area-insulation at vertical walls and ceiling rough combination inspection for metal framing ceiling, plumbing, electrical and mechanical ducting-approved. Lobby area-rough combination inspection at high soffit ceiling, rear side of lobby, metal frame soffit with electrical scope of work-approved OK to cover/drywall. Exterior front elevation bearing wall, poured-in-place planter wall steel-reinforcement rebar-approved per engineers RFI and deputy inspectors report. 08/14/2020 08/14/2020 BLDG-12 Steel/Bond 135647-2020 Cancelled Tony Alvarado Beam Checklist Item COMMENTS BLDG-Building Deficiency August 11, 2020: Footing/steel reinforcement rebar at café area, poured in-place footings-approved per engineers plan. Preliminary overhead ceiling restroom MAPS-approved. Fire department overhead clearance approval verified. Footings steel reinforcement rebar at rear side of building CMU wall scope of work per engineers plans and details-approved. (6) qty. Isolated radius and sqr. pier footings, for steel structure canopy/shade structure, per engineered plans-approved. 3. Yes Reinspection Incomplete Passed Yes BLDG-17 Interior 135658-2020 Partial Pass Tony Alvarado Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency August 14, 2020: (virtual inspection). Interior drywall at non-loadbearing Corredor partition walls-partial pass. Interior ceiling preliminary areas and non-loadbearing partition walls insulation-partial pass BLDG-84 Rough 135657-2020 Cancelled Tony Alvarado Combo(14,24,34,44) Yes Reinspection Incomplete Thursday, August 5, 2021 Page 14 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled . Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, # 200 IVR Number: 22314 CARLSBAD, CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-14 August 12, 2020: Yes Frame-Steel-Bolting-Welding Café area-insulation at vertical walls and (Decks) ceiling rough combination inspection for metal framing ceiling, plumbing, electrical and mechanical ducting-approved. Lobby area-rough combination inspection at high soffit ceiling, rear side of lobby, metal frame soffit with electrical scope of work-approved OK to cover/drywall. Exterior front elevation bearing wall, poured-in-place planter wall steel-reinforcement rebar-approved per engineers RFI and deputy inspectors report. BLDG-24 Rough-Topout August 12, 2020: Yes Café area-insulation at vertical walls and ceiling rough combination inspection for metal framing ceiling, plumbing, electrical and mechanical ducting-approved. Lobby area-rough combination inspection at high soffit ceiling, rear side of lobby, metal frame soffit with electrical scope of work-approved OK to cover/drywall. Exterior front elevation bearing wall, poured-in-place planter wall steel-reinforcement rebar-approved per engineers RFI and deputy inspectors report. BLDG-34 Rough Electrical August 12, 2020: Yes Café area-insulation at vertical walls and ceiling rough combination inspection for metal framing ceiling, plumbing, electrical and mechanical ducting-approved. Lobby area-rough combination inspection at high soffit ceiling, rear side of lobby, metal frame soffit with electrical scope of work-approved OK to cover/drywall. Exterior front elevation bearing wall, poured-in-place planter wall steel-reinforcement rebar-approved per engineers RFI and deputy inspectors report. Thursday, August 5, 2021 Page 13 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, #200 IVR Number: 22314 CARLSBAD, CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency August 11 2020: Yes Footing/steel reinforcement rebar at café area, poured in-place footings-approved per engineers plan. Preliminary overhead ceiling restroom MAPS-approved. Fire department overhead clearance approval verified. Footings steel reinforcement rebar at rear side of building CMU wall scope of work per engineers plans and details-approved. (6) qty. Isolated radius and sqr. pier footings, for steel structure canopy/shade structure, per engineered plans-approved. 3. 08/12/2020 08/12/2020 BLDG-17 Interior 135461-2020 Passed Tony Alvarado Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency July 30th, 2020: Yes Level one, restroom areas, drywall nailing at upper ceiling preliminary areas-approved. OK to fire-tape and mud. Stair case #2-drywall nailing-approved, OK to fire caulk tape and mud. Basement level/Corridor areas drywall nailing scope of work-approved, OK to fire caulk tape and mud. Basement level, gym and restroom areas - drywall nailing scope of work-approved. OK to tape and mud. BLDG-Building Deficiency July 15th, 2020 —fire caulking around Yes mechanical well-approved. Located at basement level. BLDG-Building Deficiency August 12, 2020: Yes Café area-insulation at vertical walls and ceiling rough combination inspection for metal framing ceiling, plumbing, electrical and mechanical ducting-approved. Lobby area-rough combination inspection at high soffit ceiling, rear side of lobby, metal frame soffit with electrical scope of work-approved OK to cover/drywall. Exterior front elevation bearing wall, poured-in-place planter wall steel-reinforcement rebar-approved per engineers RFI and deputy inspectors report. BLDG-84 Rough 135460-2020 Passed Tony Alvarado Complete Combo(14,24,34,44) Thursday, August 5, 2021 Page 12 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, #200 lVR Number: 22314 CARLSBAD, CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status. Checklist Item COMMENTS . Passed BLDG-Building Deficiency August 7, 2020: (Virtual Inspection). Yes 1. Partial approval for insulation inspections at first level bathroom areas, preliminary ceiling areas, lower basement level restrooms, partial interior one hour rated Corridor walls, and kitchen area non- load bearing partition walls-partial approval. BLDG-84 Rough 135162-2020 Partial Pass Tony Alvarado Reinspection Incomplete Cornbo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-14 August 5, 2020: Yes Frame-Steel-Bolting-Welding Drywall nailing above ceiling preliminary (Decks) areas at lobby and basement areas —approved. All metal in-wall metal framing and rough electrical scope of work-approved. OK to insulate and one-side drywall only. BLDG-14 August 10, 2020: (virtual inspection). Yes Frame-Steel-Bolting-Welding Preliminary overhead ceilings in restroom (Decks) areas approved. Fire department clearance verified. Insulation scope of work at stairwell and lobby areas approved. Drywall first layer/base layer at lobby and second floor areas-approved. BLDG-34 Rough Electrical August 5, 2020: . Yes Drywall nailing above ceiling preliminary areas at lobby and basement areas —approved. All metal in-wall metal framing and rough electrical scope of work-approved. OK to insulate and one-side drywall only. 08/11/2020 08/11/2020 BLDG-12 Steel/Bond 135322-2020 Partial Pass Tony Alvarado Reinspection Incomplete Beam Thursday, August 5, 2021 Page 11 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, #200 IVR Number: 22314 CARLSBAD, CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency August 3, 2020: No 1. Scope of work for inspection not ready-cancelled. BLDG-14 August 5, 2020: Yes Frame-Steel-Bolting-Welding Drywall nailing above ceiling preliminary (Decks) areas at lobby and basement areas —approved. All metal in-wall metal framing and rough electrical scope of work-approved. OK to insulate and one-side drywall only. BLDG-34 Rough Electrical August 5, 2020: Yes Drywall nailing above ceiling preliminary areas at lobby and basement areas —approved. All metal in-wall metal framing and rough * electrical scope of work-approved. 3.0K to insulate and one-side drywall only. 08110/2020 08/10/2020 BLDG-12 Steel/Bond 135161-2020 Partial Pass Tony Alvarado Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency August 10, 2020: virtual inspection. Yes Inspection for foundation/steel enforcement rebar for small CMU garden wall screen wall-approved. Verify deputy inspectors report prior to inspection. BLDG-Building Deficiency July 10, 2020: Yes Two new shotCrete walls, poured in place with steel reinforcement and deputy inspectors report verified for Dowels into existing footings, scope of work approved. Received RFI for revised detail and deputy inspector report filed in city records. BLDG-Building Deficiency July 13, 2020: Yes ShotCrete wall (grid lines 4.5), vertical wall steel reinforcement rebar-approved. OK to pour shotCrete. Deputy inspectors report verified - filed in city records. BLDG-16 Insulation 134933.2020 Partial Pass Tony Alvarado Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency August 6, 2020: Yes 1. Partial insulation at upper restroom areas and entryway-high vaulted ceiling areas-approved. Thursday, August 5, 2021 Page 10 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959' Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, # 200 IVR Number: 22314 CARLSBAD, CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency July 30th, 2020: Yes Level one, restroom areas, drywall nailing at upper ceiling preliminary areas-appr.oved. OK to fire-tape and mud. Stair case #2-drywall nailing-approved, OK to fire caulk tape and mud. Basement level/Corridor areas drywall nailing scope of work-approved, OK to fire caulk tape and mud. Basement level, gym and restroom areas - drywall nailing scope of work-approved. OK to tape and mud. BLDG-Building Deficiency July 15th, 2020 —fire caulking around Yes mechanical well-approved. Located at basement level. 08/03/2020 08/03/2020 BLDG-84 Rough 134512-2020 Cancelled Tony Alvarado Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency August 3, 2020: No 1. Scope of work for inspection not ready-cancelled. 08/04/2020 08/04/2020 BLDG-84 Rough 134671-2020 Cancelled Tony Alvarado Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency August 3, 2020: No 1. Scope of work for inspection not ready-cancelled. 08/05/2020 08/05/2020 BLDG-84 Rough 134833.2020 Partial Pass Tony Alvarado Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-14 August 5, 2020: Yes Frame-Steel-Bolting-Welding Drywall nailing above ceiling preliminary (Decks) areas at lobby and basement areas —approved. All metal in-wall metal framing and rough electrical scope of work-approved. OK to insulate and one-side drywall only. BLDG-34 Rough Electrical August 5, 2020: Yes Drywall nailing above ceiling preliminary areas at lobby and basement areas —approved. All metal in-wall metal framing and rough electrical scope of work-approved. OK to insulate and one-side drywall only. Thursday, August 5, 2021 ' Page 9 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: IVR Number: 12/02/2021 22314 Address: 2051 PALOMAR AIRPORT RD # 200 CARLSBAD, CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency July 16, 2020: Yes Plumbing top out waste and vent lines under test and insulated hot water plumbing lines scope of work at ground-level/first floor areas-approved. Fire caulking redone at basement floor mechanical well area. Poor installation of fire caulking. Scope of work fire caulking cleaned up and approved. 07/23/2020 07/23/2020 BLDG-12 Steel/Bond 133668.2020 Partial Pass Paul Burnette Reinspection Incomplete. Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency July 10, 2020: Yes Two new shotCrete walls, poured in place with steel reinforcement and deputy - inspectors report verified for Dowels into existing footings, scope of work approved. Received RFI for revised detail and deputy inspector report filed in city records. BLDG-Building Deficiency July 13, 2020: Yes - ShotCrete wall (grid lines 4.5), vertical wall steel reinforcement rebar-approved. OK to pour shotCrete. - Deputy inspectors report verified - filed - in city records. - 07/27/2020 07/27/2020 BLDG-23 133882.2020 Partial Pass Tony Alvarado Reinspection Incomplete Gas/Test/Repairs Checklist Item COMMENTS Passed BLDG-Building Deficiency July 27, 2020: Yes 24-hour Commercial gas test started at 60 pounds pressure. Follow-up return and re-check within 24 hour time period, Prior to gas test approval completed. 07/28/2020 - 07/28/2020 BLDG-23 134021-2020 Passed Tony Alvarado Complete Gas/Test/Repairs Checklist Item COMMENTS Passed BLDG-Building Deficiency July 27, 2020: Yes 24-hour Commercial gas test started at 60 pounds pressure. Follow-up return and re-check within 24 hour time period, Prior to gas test approval completed. 07/30/2020 07/30/2020 BLDG-17 Interior 134295-2020 Partial Pass Tony Alvarado Reinspection Incomplete Lath/Drywall - Thursday, August 5, 2021 Page 8 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, # 200 IVR Number: 22314 CARLSBAD CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency July 8, 2020. Yes Basement CMU wall with reinforcement steel approved. OK to grout masonry cells. Verified clean out at bottom of CMU walls. 07/10/2020 07/10/2020 BLDG-12 Steel/Bond 132419-2020 Partial Pass Tony Alvarado Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency July 10, 2020: Yes Two new shotCrete walls, poured in place with steel reinforcement and deputy inspectors report verified for Dowels into existing footings, scope.of work approved. Received RFI for revised detail and deputy inspector report filed in city records. 07/1312020 07/1312020 BLDG-12 Steel/Bond 132606.2020 Partial Pass . Tony Alvarado Reinspection Incomplete. Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency July 13, 2020: Yes ShotCrete wall (grid lines 4.5), vertical wall steel reinforcement rebar-approved. OK to pour shotCrete. Deputy inspectors report verified - filed in city records. BLDG-Building Deficiency July 10, 2020: Yes Two new shotCrete walls, poured in place with steel reinforcement and deputy inspectors report verified for Dowels into existing footings, scope of work approved. Received RFI for revised detail and deputy inspector report filed in city records. 07/15/2020 07/15/2020 BLDG-17 Interior 132852-2020 Partial Pass Tony Alvarado Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency July 151h, 2020—fire caulking around Yes mechanical well-approved. Located at basement level. 07/16/2020 07/16/2020 BLDG-24 RoughlTopout 133040.2020 Passed Tony Alvarado Complete Thursday, August 5, 2021 . Page 7 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, #200 IVR Number: 22314 CARLSBAD, CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency June 23, 2020: Yes Slab concrete infill, per engineers plan sheet S5-2.2/detail #1— approved per plan. Deputy inspectors report verified, and RFI engineers approval letter verified. 06/26/2020 06/26/2020 BLDG-21 . 131262-2020 Partial Pass Tony Alvarado Reinspection Incomplete Underground/Underflo or Plumbing 07/02/2020 07/02/2020 BLDG-12Steel/Bond 131790-2020 Failed Tony Alvarado Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Defiiency July 2, 2020: Underground plumbing lines No and concrete/slab footing reinforcement steel rebar scope of work not ready-failed Inspection. BLDG-Building Deficiency June 23, 2020: Yes Slab concrete infill, per engineers plan sheet S5-2.2/detail #1— approved per plan. Deputy inspectors report verified, and RFI engineers approval letter verified. 07/06/2020 07/06/2020 BLDG-12 Steel/Bond 131901-2020 Partial Pass Tony Alvarado Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency June 23, 2020: . Yes 1. Slab concrete infill, per engineers plan sheet S5-2.2/detail #1— approved per plan. '2. Deputy inspectors report verified, and RFI engineers approval letter verified. BLDG-Building Deficiency July 6, 2020: Yes Stair no. two at first floor level and second floor level, edge and perimeter steel rebar reinforcement and wire mesh - approved. OK to pour concrete. Mechanical rough/duct sealant at restrooms-lower level and upper-level-approved. BLDG-" 131900.2020 Partial Pass Tony Alvarado Reinspection Incomplete Rough/Ducts/Dampers . Checklist Item COMMENTS , Passed BLDG-Building Deficiency July 6, 2020: Yes 1. Mechanical rough duct sealant at restrooms at basement lower level areas and first floor level —approved. 07/08/2020 07/08/2020 BLDG-66 Grout 132183-2020 Passed Tony Alvarado . Complete Thursday, August 5, 2021 Page 6 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD #200 IVR Number: 22314 CARLSBAD, CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 06/18/2020 06/18/2020 BLDG-21 130523-2020 Partial Pass Tony Alvarado Underground/Underflo or Plumbing Reinspection Incomplete - 06/22/2020 06/22/2020 BLDG-12 Steel/Bond 130756.2020 Partial Pass Tony Alvarado Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency June 22, 2020 - . Yes Received engineers RFI and deputy inspector's reports and soil's certification/report for bottoms of footings and at existing storm water plumbing pipe area addressed and approved. steel reinforcement rebar and Dowling into existing footings-approved for engineers plan/details on sheet S5.1 - structural details #8, #7, #5— approved OK to pour concrete. BLDG-Building Deficiency June 16, 2020: Yes Footing-seismic reinforcement steel rebar installed and doubt into existing footings, at lower basement area per engineers plans and specifications-approved. Deputy inspectors report verified and filed. BLDG-Building Deficiency June 15, 2020— Yes inflill concrete slab floor area with slab steel and Dowling to existing slab at future storage area and approved. Deputy inspectors report received and filed. BLDG-Building Deficiency May 19, 2020: Yes • Perimeter interior seismic footing reinforcement with steel rebar at zones C and zone D and exterior new footing at zone D - approved. Perimeter interior seismic footing reinforcement with steel rebar at basement interior perimeter footing and isolated pad footings, and CMU wall footings - approved and scope of footings and steel per plan. engineer as built site condition revision - details and structural observation and deputy inspector reports, filed. 06/23/2020 06/23/2020 BLDG-12 Steel/Bond 130845-2020 Partial Pass Tony Alvarado Reinspection Incomplete Beam 12 Thursday, August 5, 2021 - Page 5 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, #200 CARLSBAD CA 92011-1462 IVR Number: 22314 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency May 19, 2020: Yes Perimeter interior seismic footing reinforcement with steel rebar at zones C and zone D and exterior new footing at zone D - approved. Perimeter interior seismic footing reinforcement with steel rebar at basement interior perimeter footing and isolated pad footings, and CMU wall footings - approved and scope of footings and steel per plan. engineer as built site condition revision details and structural observation and deputy inspector reports, filed. BLDG-Building Deficiency June 15, 2020— Yes inflill concrete slab floor area with slab steel and Dowling to existing slab at future storage area and approved. Deputy inspectors report received and - filed. 06/16/2020 06/16/2020 BLDG-12 Steel/Bond 130278-2020 Partial Pass Tony Alvarado - Reinspectlon Incomplete Beam Checklist Item COMMENTS . Passed BLDG-Building Deficiency May 19, 2020: Yes Perimeter interior seismic footing reinforcement with steel rebar at zones C and zone D and exterior new footing at zone D - approved. Perimeter interior seismic footing reinforcement with steel rebar at basement interior perimeter footing and isolated pad footings, and CMU wall footings - approved and scope of footings and steel per plan. engineer as built site condition revision details and structural observation and deputy inspector reports, filed. BLDG-Building Deficiency June 15, 2020— Yes inflill concrete slab floor area with slab steel and Dowling to existing slab at future storage area and approved. Deputy inspectors report received and filed. BLDG-Building Deficiency June 16, 2020: Yes Footing-seismic reinforcement steel rebar installed and doubt into existing footings, at lower basement area per engineers plans and specifications-approved. Deputy inspectors report verified and filed. Thursday, August 5, 2021 Page 4 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, # 200 lVR Number: 22314 . CARLSBAD, CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary. Inspector Reinspection Inspection Date Start Date S Status Checklist Item COMMENTS Passed BLDG-Building Deficiency May 18, 2020: Yes Zones "C" and "D"-seismic structural steel reinforcement footings with additional engineered rebar added/epoxied to existing perimeter footings—partial approval. Preconstruction meeting for SWPPS storm control measures in-place, intact and verified. BLDG-Building Deficiency May 20, 2020: Yes Perimeter interior seismic footing reinforcement with steel rebar at zones C and zone D and exterior new footing 'at zone D - approved. Perimeter interior seismic footing reinforcement with steei rebar at basement interior perimeter footing and isolated pad footings, and CMU wall footings - approved and scope of footings and steel pér plan. engineer as built site condition revision details and structural observation and deputy inspector reports, filed. BLDG-Building Deficiency May 19, 2020: Yes Perimeter interior seismic footing reinforcement with steel rebar at zones C and zone D and exterior new footing at zone D - approved. Perimeter interior seismic footing reinforcement with steel rebar at basement interior perimeter footing and isolated pad footings, and CMU wall footings - approved and scope of footings and steel per plan. engineer as built site condition revision details and structural observation and deputy inspector reports, filed. 06/15/2020 06/15/2020 BLDG-12 Steel/Bond 130150-2020 Partial Pass Tony Alvarado , Reinspection Incomplete Beam S S Thursday, August 5, 20211 5 Page 3 of 52 Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, # 200 IVR Number: 22314 CARLSBAD, CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection. Date Start Date Status - - Checklist Item COMMENTS Passed BLDG-Building Deficiency May 19, 2020: Yes Perimeter interior seismic footing reinforcement with steel rebar at zones C and zone D and exterior new footing at zone 0 - approved. Perimeter interior seismic footing reinforcement with steel rebar at basement interior perimeter footing and isolated pad footings, and CMU wall footings - approved and scope of footings and steel per plan. engineer as built site condition revision details and structural observation and deputy inspector reports, tiled. 05/20/2020 05/20/2020 BLDG-12 Steel/Bond 128114-2020. Passed Tony Alvarado Complete Beam Thursday, August 5, 2021 1 Page 2 of 52 Building Permit Inspection History Finaled r. City of Carlsbad Permit Type: BLDG-Commercial Application Date: 10/09/2019 Owner: AG SW PALOMAR OWNER LP Work Class: Tenant Improvement Issue Date: 05/14/2020 Subdivision: PARCEL MAP NO 09959 Status: Closed - Finaled Expiration Date: 12/02/2021 Address: 2051 PALOMAR AIRPORT RD, # 200 IVR Number: 22314 CARLSBAD CA 92011-1462 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 08113/2020 BLDG-84 Rough 135648-2020 Cancelled Tony Alvarado Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency August 3, 2020: No 1. Scope of work for inspection not ready-cancelled. BLDG-14 August 5, 2020: Yes Frame-Steel-Bolting-Welding Drywall nailing above ceiling preliminary (Decks) areas at lobby and basement areas —approved. All metal in-wall metal framing and rough electrical scope of work-approved. OK to insulate and one-side drywall only. BLDG-34 Rough Electrical August 5, 2020: Yes Drywall nailing above ceiling preliminary areas at lobby and basement areas —approved. All metal in-wall metal framing and rough electrical scope of work-approved. OK to insulate and one-side drywall only. 05/18/2020 05/18/2020 BLDG-12 Steel/Bond 127787-2020 Partial Pass Tony Alvarado Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency May 18, 2020: Yes Zones "C" and "D"-seismic structural steel reinforcement footings with additional engineered rebar added/epoxied to existing perimeter footings—partial approval. Preconstruction meeting for SWPPS storm control measures in-place, intact and verified. 05/19/2020 05/19/2020 BLDG-12 Steel/Bond 127925-2020 Partial Pass Tony Alvarado Reinspection Incomplete Beam Thursday, August 5, 2021 Page 1 of 52 ' Development Services CI*tv of SPECIAL INSPECTIOECEI VE Building Division Carlsbad AGREEMENT DEC 1635 Faraday Avenue 02 201 B-45 9 760-602-2719 CITY OF www.carlsbadca.gov ( Bu!LDi CARLSBAD -, '-)RJi\J In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. Project/Permit: SDG18012200 Project Address: 2051 PALOMAR AIRPORT RD., CARLSBAD, CA 92011 THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder U. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print) DOUG AUSTIN (First) (Ml.) (Last) Mailing Address: 703 16TH ST., SAN DIEGO, CA 92101 Email: DAUSTIN@AVRPSTUDIOS.COM Phone: 619-704-2700 I am: LJProperty Owner U Property Owner's Agent of Record Architect of Record U Engineer of Record State of California Registration Number: C7941 Expiration Date: 04/2021 AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections potep e approved plans and, as required by the California Building Code. 11/26/2019 Signature: Date: CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder I owner-builder. C2 Building Group Contractor's Company Name:_ Please check if you are Owner-Builder 0 Name: (Please print) Jeffrey Cole (Last) Mailing Address:_ 107 South Cedros Ave Suite 220 Solana Beach, Ca 92075 Email:. jeff@c2Lc0m Phone:_ 858-967-2387 State of California Contractors License Number:_ 996486 Expiration Date 9-30-2020 I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. I will orovide a final reøort / letter in compliance with CBC Section 1704.1.2 prior to reauestinq final inspection. ('\ iI / 11-26-19 Signature: B-45 Page 1 of 1 Rev. 08/11 T'E IN C Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE 1 OF1 CTE JOB NO. 10-15498T PROJECT NAME Palomar Airport Rd. ADDRESS 2150 Palomar Airport Rd. REPORT NO. INSPECTION MATERIAL IDENTIFICATION o CONCRETE CONC. MIX NO. & lb/in2 IJ REINF. STEEL GROUT MIX NO. & Win o MASONRY MORTAR TYPE & lb/in2 El P.T. CONCRETE REINF. STEEL GR./SIZE o FIELD WELDING STRUCTURAL STEEL o SHOP WELDING HIGH-STRENGTH BOLT o BATCH PLANT MASONRY BLOCK o EXP. ANCHOR OTHER Il OTHER Epoxy Bars ARCHITECT AVRP Studios ENGINEER REX Engineering CONTRACTOR C2 Building Group OTHER INSPECTION DATE PLAN FILE/OTHER BLDG. PERMIT/OTHER MATERIAL SAMPLING El CONCRETE El MORTAR El GROUT El FIREPROOFING El MASONRY BLOCK fl REINFORCING STEEL El STRUCTURAL STEEL El BOLTS El OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. -Finished epoxy bars both vertically and horizontally on wall along 4.5 line. Iron workers have finished all horizontal rebar and trim steel per detail SO.13/6. This wall is complete. -Wall along 12 line @ H.1 is finished all bars for trim detail have been placed per detail SO. 13/8. -Wall @ 13 line final inspection. Wall is complete with #6's @ 12" horizontally and #6's @ 6" vertically. Pilasters placed at each end of the wall withe #6's @ 6" vertically and #4 ties placed @ 6". All welded embed plates place per detail S5.23/5. -Per RFI 40 small infill shall be placed with bars @12" O.C.E.W at the same times as other walls are poured. I Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME Matthew Wadleigh CERTIFICATION NO. SIGNATURE 72zthw- 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 1 www.cte-inc.net CTE IN C Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE 1 OF 1 GTE JOB NO. 10-15498T REPORT NO. PROJECT NAME Palomar Road Site, Exterior & lnterio INSPECTION MATERIAL IDENTIFICATION ADDRESS 2051 Palomar Airport Road, Carlsbad, CA 12 12 ARCHITECT AVRP Studios lJ ENGINEER 0 CONTRACTOR C2 Building Group - 0 OTHER 0 INSPECTION DATE 12.3.2020 0 PLAN FILE/OTHER BLDG. PERMIT/OTHER CBC2019-0490 0 CONCRETE CONC. MIX NO. & lb/in2 275P & 4500 REINF. STEEL GROUT MIX NO. & lb/in2 MASONRY MORTAR TYPE & lb/in2 Type S & 2000 P.T. CONCRETE REINF. STEEL GR./SIZE FIELD WELDING STRUCTURAL STEEL SHOP WELDING HIGH-STRENGTH BOLT BATCH PLANT MASONRY BLOCK EXP. ANCHOR OTHER OTHER MATERIAL SAMPLING LI CONCRETE LI MORTAR LI GROUT LI FIREPROOFING LI MASONRY BLOCK LI REINFORCING STEEL LI STRUCTURAL STEEL LI BOLTS LI OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. As requested by client, CTE was present to perform CMU Block, Reinforcing Steel, & Concrete Placement Inspection. Made contact with site representative - Ronnie Morris of C2 Building Group. Observed the contractor place 16" & 12" CMU Block with #5 Verticals @ 8' o.c. & #4 Horizontals @ 24' on center for site wall #3. One set of (4)2x4 mortar samples were cast & left in an undisturbed location. Verified the reinforcing steel for the Trash Enclosure. The reinforcing steel was the same as site wall #3. Verified the reinforcing steel sizes, grades, types, bends, attachments, placement, & spacing. Verified concrete covers, clearances, development length, & minimum lap splices. Observed the contractor place 50 yards of freshly mixed 4,500 psi concrete(Superior's Mix #275P) for the site wall #2. Conveyance of concrete was by chute. Consolidation was achieved using mechanical vibration. One set of (5)4x8 concrete cylinders were cast & left in an undisturbed location. Concrete slump & temperature was verified prior to concrete sampling. All methods & materials were found to be in conformance with the approved contract documents. No discrepancies were found. I Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME Steven Patino CERTIFICATION NO. 8855551 SIGNATURE 01 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 1 www.cte-inc.net Construction Testing & Engineering, Inc. Inspection-1 Testing I Geotechnical I EnvunmentaI & Construction Engineeng I Civil Engineeng I Surveying INSPECTION REPORT PAGE 1 OF 1 CTE JOB NO 10-15498T REPORT NO. PROJECT NAME Palomar Airport Rd. ADDRESS 2150 Palomar Airport Rd. ARCHITECT AVRP Studios ENGINEER REX Engineering CONTRACTOR C2 Building Group OTHER INSPECTION DATE 11/12/20 PLAN FILE/OTHER BLDG. PERMIT/OTHER CBC2019-0490 INSPECTION MATERIAL IDENTIFICATION CONCRETE CONC. MIX NO. & lb/in2 4000psi REINF. STEEL GROUT MIX NO. & lb/in2 MASONRY MORTAR TYPE & lb/in2 P.T. CONCRETE REINF. STEEL GR./SIZE FIELD WELDING STRUCTURAL STEEL SHOP WELDING HIGH-STRENGTH BOLT BATCH PLANT MASONRY BLOCK EXP. ANCHOR OTHER OTHER MATERIAL SAMPLING [i CONCRETE LI MORTAR LI GROUT LI FIREPROOFING LI MASONRY BLOCK El REINFORCING STEEL LI STRUCTURAL STEEL El BOLTS LI OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Reinforcing Inspection: -Mesh was in place -Mesh was blocked up -Side walk paving was poured on the south and east side of the building ACI Tech Work: -4000 psi mix was used -Concrete was placed by pump and line hose. -Made 1 set of 5 cylinders -Cylinders left under contractors steps r%) .6 Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I If PRINTED NAME Matthew Wadleigh CERTIFICATION NO. 8325441/1890031 SIGNATURE 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 1 www.cte-inc.net '5~ C TE I~,,, Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnicat I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE 1 OF 1 CTE JOB NO. 10-15498T REPORT NO. PROJECT NAME Palomar Road Site, Ext. & Interior Imu ADDRESS 2051 Palomar Airport Rd, Carlsbad, CA 92011 ARCHITECT ENGINEER CONTRACTOR C2 Building Group OTHER INSPECTION DATE 11-10-20 PLAN FILE/OTHER BLDG. PERMIT/OTHER INSPECTION MATERIAL IDENTIFICATION CONCRETE CONC. MIX NO. & lb/in2 2702P/4000PSI REINF. STEEL GROUT MIX NO. & lb/in2 MASONRY MORTAR TYPE & lb/in2 P.T. CONCRETE REINF. STEEL GR./SIZE FIELD WELDING STRUCTURAL STEEL SHOP WELDING HIGH-STRENGTH BOLT BATCH PLANT MASONRY BLOCK EXP. ANCHOR OTHER OTHER MATERIAL SAMPLING E] CONCRETE LI MORTAR LI GROUT LI FIREPROOFING LI MASONRY BLOCK LI REINFORCING STEEL LI STRUCTURAL STEEL LI BOLTS LI OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Arrived on-site as requested to perform slump, temperature and time tests on concrete being poured for 6" sidewalk curbs on the East side of the building. Concrete was taken directly from the chute midway through the load. A total of -7 yards were placed. A set five(5) 4" x 8" cylinders were created. Sampled concrete was tested and the test results are as follows. Test #1 Slump: 4" Temp. 76 degrees F I I Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I I PRINTED NAME Scott Muzzo CERTIFICATION NO. 01398469 SIGNATURE Scott Muzzo 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 1 www.cte-inc.net '5~~ CTE INC Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering j Surveying INSPECTION REPORT 0 12 0 0 0 0 0 12 PROJECT NAME Palomar Road Site, Exterior & Interioi ADDRESS 2051 Palomar Airport Road, Carlsbad, CA ARCHITECT AVRP Studios ENGINEER CONTRACTOR C2 Building Group OTHER INSPECTION DATE 9.28.2020 PLAN FILE/OTHER BLDG. PERMIT/OTHER CBC2019-0490 PAGE 1 OF CTE JOB NO. 10-15498T REPORT NO. INSPECTION MATERIAL IDENTIFICATION CONCRETE CONC. MIX NO. & lb/in2 REINF. STEEL GROUT MIX NO. & lb/in2 MASONRY MORTAR TYPE & lb/in2 P.T. CONCRETE REINF. STEEL GR./SIZE FIELD WELDING STRUCTURAL STEEL SHOP WELDING HIGH-STRENGTH BOLT BATCH PLANT MASONRY BLOCK EXP. ANCHOR OTHER OTHER Epoxy MATERIAL SAMPLING LI CONCRETE LI MORTAR LI GROUT LI FIREPROOFING LI MASONRY BLOCK LI REINFORCING STEEL LI STRUCTURAL STEEL LI BOLTS LI OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. As requested by client, CTE was present to perform Epoxy, & Reinforcing Steel Placement Inspection. Made contact with site representative - Greg Van Pelt of C2 Building Group. Observed the contractor install (8) #4 reinforcing steel dowels, embedded 5" into the interior concrete slab patch back, using HILTI HIT-RE 500 V3. Verified the reinforcing steel for the Refuse Bin Enclosure. The reinforcing steel consisted of (3) #5 longitudinal continuous bars for the bottom of footing, #5 transverse bars @ 16", #5 vertical bars @ 16", @ (2) #5 bars at each comer/intersection, & #5 corner bars lapped to the longitudinal bars per Note #10 on page SO.02. Verified the reinforcing steel for the Concrete Planter Wall per Detail 1 on structural details. Verified the reinforcing steel sizes, grades, types, bends, attachments, placement, & spacing. Verified concrete covers, clearances, development length, & minimum lap splices. All methods & materials were found to be in conformance with the approved contract documents. No discrepancies were found. Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME Steven Patino CERTIFICATION NO. 8855551 SIGNATURE 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 1 www.cte-inc.net Construction Testing & Engineering, Inc. k41,10 ) Tes I Geotedin I &wum & Comx Engiremi g I Civil Oñ I Surveft INSPECTION REPORT PAGE OFI CTE JOB NO. 10-15498T REPORT NO. PROJECT NAME Palomar Road Sit ADDRESS 2051 Palomar Airport Rd. Carlsbad CA ARCHITECT ENGINEER Peter Carlson CONTRACTOR C2 OTHER Contracting Concrete Construction INSPECTION DATE 8/28/2020 PLAN FILE/OTHER BLDG. PERMIT/OTHER INSPECTION MATERIAL IDENTIFICATION CONCRETE CONC. MIX NO. a tAn2 68p REINF. STEEL GROUT MIX NO. & tAn2 MASONRY MORTAR TYPE I tAn2 P.T. CONCRETE REINF. STEEL GRJSIZE FIELD WELDING STRUCTURAL STEEL SHOP WELDING HIGH-STRENGTH BOLT BATCH PLANT MASONRY BLOCK EXP. ANCHOR OTHER Hiftl HIT-RE V3 OTHER MATERIAL SAMPLING I21 CONCRETE 0 MORTAR 0 GROUT 0 FIREPROOFING 0 MASONRY BLOCK 0 REINFORCING STEEL 0 STRUCTURAL STEEL 0 BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION TESTING, OR OTHER PROJECT ISSUES. I performed the continuous inspection for the placement or 30 yards of a 4,000 psi 3181h3 rock concrete. M rebar was previously Inspected. The concrete was placed into the forms for the wells in the area along line iand lines 14 to 12. The concrete placed was mechanically vibrated from the top and bottom of the forms. I also performed a slump test a temp. test and then cast 5 0 samples for strength testing. I also performed a rebar Inspection for the 3 columns placed underground along line D befor line I on the outside of the building. The cages placed for the 3 columns as the correct steal, spacing and depth per plans. I also observed the A.B. Epoxy for each of the columns stated above. 1 281 long #5 place of rebar was epoxied into the existing slab on grade for each of the 3 columns. All 3 holes were drilled to a 8U embedment then blown cleaned and wire brushed. Then epoxied Into place using Hilti HIT-RE per plans I C.illflcation of Compliance: All work, unless othsr*lsi noted, compli.s with applicabl, codes and the approved plans and sp.cmc.tlons. I PRINTED NAME Coffin Davis CERTIFICATION NO. 5294029 SIGNATURE c?t 1441 Montle! Road, Suite 115 1 Escondido, CA 92026 I Ph (160)746-4955 I Fax (760)746-9806 I www.cte-Inc.net Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE 1 OF 1 CTE JOB NO. 10-15498T REPORT NO. PROJECT NAME Palomar Airport Rd. INSPECTION MATERIAL IDENTIFICATION ADDRESS 2150 Palomar Airport Rd. 0 CONCRETE CONC. MIX NO. & Win LI REINF. STEEL GROUT MIX NO. & Win ARCHITECT AVRP Studios 0 MASONRY MORTAR TYPE & Win ENGINEER REX Engineering LI P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR C2 Building Group 0 FIELD WELDING STRUCTURAL STEEL OTHER 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 08/10/20 0 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER 0 EXP. ANCHOR OTHER BLDG. PERMIT/OTHER CBC2019-0490 0 OTHER MATERIAL SAMPLING U CONCRETE 0 MORTAR LI GROUT 0 FIREPROOFING U MASONRY BLOCK U REINFORCING STEEL LI STRUCTURAL STEEL LI BOLTS U OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Canopy Pole Footings: -Verts 6 #5's 43 ties spaced @6" with 3 ties at the top. - Bolt plates have 2'-0 embedment. - Placed per plan S5.01/14 -2 footings placed per RFI 128/ #6's @ 12" O.C.T.B. with standard hook at both ends making a double mat footing. Stem Wall: 45's @12"O.C.E.W. -2-6" tall 6" wide -All placed per RFI 88. Embed Plate @ H.1/10.5 44 ties @12 with 2 ties @ top. 2 hooks encapsulating outside verts epoxied 6" into slab. (4) #5's @12" Vertically CMU Wall 8": -Footing longitudinal bars (4)#5's continuous T&B -Transfer bars #5's @ 24" O.C.T&B with Standard hook each side. -Footing is V-15" deep -Veils are #5's placed @16" O.C. with 45" of lap above the footing. I Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME Matthew Wadleigh CERTIFICATION NO. SIGNATURE 72zth-- 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 1 www.cte-inc.net Construction Testing & Engineering, Inc. Inspection J Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying GRADING OBSERVATION Job Name: Palomar Rd Site, Exterior & interior impr. Job Number: 10-15498G Job Address: 2051 Palomar Airport Rd, Carlsbad, CA Date (s): Mon, 7-27-2020 Plan File: Permit # Tech: D. Ries Gen Contractor: C2 Building Group Contr. Wkg.: Superintendent: Greg VanPelt 858-230-9125 Foreman Weather Condition: sunny, hot Summary of Work: On site to inspect the footing excavation at south side of existing bldg. Footing excavation bottom is hard and resistant to probing, and is dimensional to the site plans. The footing excavation is approved to install steel rebar and pour concrete. TEST SUMMARY Test No. LOCATION AND NOTES Elev. Feet Lab Maximum Density (PCF) Optimum °' Moisture Field Density (PCF) Field Moist Content % Compaction Relative Compact/ Required * PLEASE NOTE ANY RE-INSPECTION/TESTING SIGNATURE Dwight Ries 1441 MONTIEL ROAD, SUITE 115 ESCONDIDO, CA 92026 (760) 746-4955 FAX (760) 746-9806 CTE Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE OF CTE JOB NO. 10-15498 REPORT NO. PROJECT NAME Palomar Road site, ExtInt, IMP INSPECTION MATERIAL IDENTIFICATION ADDRESS 2051 Palomar Airport Road Ei CONCRETE CONC. MIX NO. & lb/in2 REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT AVRP 0 MASONRY MORTAR TYPE & lb/in2 ENGINEER Miyamoto 0 P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR C2 Building Group 0 FIELD WELDING STRUCTURAL STEEL OTHER CCI 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 7-27-20 0 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER 0 EXP. ANCHOR OTHER NR232 Filler Metal BLDG. PERMIT/OTHER IZI OTHER Rebar MATERIAL SAMPLING 0 CONCRETE El MORTAR El GROUT El FIREPROOFING El MASONRY BLOCK 0 REINFORCING STEEL 0 STRUCTURAL STEEL El BOLTS El OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Visually inspected the field welding of 3- 4x4 angle braces to the wall embeds and to the Wide flange beam per detail 5/ S5.1 1, roof elevation line H-H.1. I Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED-NAME- Giovanni Tarantino CERTIFICATION NO. ICC 862131 SD 574 SIGNATURE 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 1 www.cte-inc.net CtE Construction Testing & Engineering, Inc. Inspection I Testing ( Geotechnical Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE OF CTE JOB NO. 10-15498 REPORT NO. PROJECT NAME Palomar Road site, Ext,lnt, IMP INSPECTION MATERIAL IDENTIFICATION ADDRESS 2051 Palomar Airport Road 0 CONCRETE CONC. MIX NO. & lb/in2 REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT AVRP 0 MASONRY MORTAR TYPE & lb/in2 ENGINEER Miyamoto 0 P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR C2 Building Group E21 FIELD WELDING STRUCTURAL STEEL OTHER South Bay Welding 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 7-21-20 0 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER 0 EXP. ANCHOR OTHER NR232 Filler Metal BLDG. PERMIT/OTHER 0 OTHER MATERIAL SAMPLING 0 CONCRETE 0 MORTAR 0 GROUT LI FIREPROOFING LI MASONRY BLOCK LI REINFORCING STEEL LI STRUCTURAL STEEL LI BOLTS L] OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Inspected the field welding of the W1422 web and bottom flange only contractor cut bottom flange and web only bent top flange to create proper roof elevation per detail 6/SO.31 roof beam stiffners not installed at time of inspection Work is in progress at this time. SBW. Certified Welder: Herlindo Torres xxxxxxxxxxxxxxxxxxxx I Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED-NAME Giovanni Tarantino CERTIFICATION NO. ICC 862131 SD 574 SIGNATURE 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 1 www.cte-inc.net CtE j~,,, Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying PROJECT NAME Palomar Airport Rd. ADDRESS 2150 Palomar Airport Rd. INSPECTION REPORT PAGE 1 OF 1 CTE JOB NO. 10-15498T REPORT NO. INSPECTION MATERIAL IDENTIFICATION o CONCRETE CONC. MIX NO. & lb/in2 II REINF. STEEL GROUT MIX NO. & lb/in2 E] MASONRY MORTAR TYPE & lb/in2 El P.T. CONCRETE REINF. STEEL GR./SIZE o FIELD WELDING STRUCTURAL STEEL o SHOP WELDING HIGH-STRENGTH BOLT o BATCH PLANT MASONRY BLOCK O EXP. ANCHOR OTHER 1 OTHER epoxy bars ARCHITECT AVRP Studios ENGINEER REX Engineering CONTRACTOR REX Engineering OTHER INSPECTION DATE 07-10-20 PLAN FILE/OTHER BLDG. PERMIT/OTHER CBC201 9-0490 MATERIAL SAMPLING Li CONCRETE Li MORTAR [I] GROUT [I] FIREPROOFING LI MASONRY BLOCK Li REINFORCING STEEL Li STRUCTURAL STEEL Li BOLTS Li OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. - Continued Epoxy bars on wall line @ line 4.5. Epoxy used was Simpson Strongtie XP for the Vertical rebar. Hilti 500 V3 for horizontal rebar. Epoxy will be finished on 07-13-20. Final inspection of rebar will be on 07-13-20 as well. - Wall at grid 12-H.1 Final inspection #6's at 12" O.C.E.W block out trimmed per detail SO.13/8. Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME Matthew Wadleigh CERTIFICATION NO. SIGNATURE 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 1 www.cte-inc.net C tE NIIIIIIRZ~~ INC Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE 1 OF 1 GTE JOB NO. 10-15498T REPORT NO. PROJECT NAME Palomar Airport Rd. INSPECTION MATERIAL IDENTIFICATION ADDRESS 2150 Palomar Airport Rd. 0 CONCRETE CONC. MIX NO. & lb/in2 REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT AVRP Studios MASONRY MORTAR TYPE & lb/in2 ENGINEER REX Engineering 0 P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR C2 Building Group 0 FIELD WELDING STRUCTURAL STEEL OTHER SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 07/09/20 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER EXP. ANCHOR OTHER BLDG. PERMIT/OTHER CBC2019-0490 OTHER Epoxy dowels MATERIAL SAMPLING El CONCRETE El MORTAF El GROUT El FIREPROOFING 0 MASONRY BLOCK 0 REINFORCING STEEL El STRUCTURAL STEEL El BOLTS El OTHER INSPECTIONS PERF ORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. -Epoxied 4 #6's vertically in wall at 12 between HH-H.1 Epoxy used was Simpson Strongtie XP per RFI 87. -Epoxied #5's as vertical trim for block outs. Epoxy used was Simpson Strongtie XP Per FIR 87. - #4's epoxied at 12" on center horizontally Epoxy used was Hilti 500 V3 per general notes. Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME Matthew Wadleigh CERTIFICATION NO. SIGNATURE 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 I Ph(760)746-4955 I Fax(760)746-9806 I www.cte-inc.net CTti~i~g C Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE 1 OF1 CTE JOB NO. 10-15498T REPORT NO. PROJECT NAME Palomar Road Site INSPECTION MATERIAL IDENTIFICATION ADDRESS 2051 Palomar Airport Rd Carlsbad El CONCRETE CONC. MIX NO. & lb/in2 ll REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT Douglas H Austin ENGINEER CONTRACTOR C2Building Group OTHER INSPECTION DATE 7-8-20 PLAN FILE/OTHER S-5.11, SK-024-02 El MASONRY MORTAR TYPE & lb/in2 El P.T. CONCRETE REINF. STEEL GR./SIZE ASTM A615 GR60 El FIELD WELDING STRUCTURAL STEEL El SHOP WELDING HIGH-STRENGTH BOLT El BATCH PLANT MASONRY BLOCK El EXP. ANCHOR OTHER BLDG. PERMIT/OTHER CBC2019-0490 OTHER Epoxy MATERIAL SAMPLING El CONCRETE El MORTAR El GROUT El FIREPROOFING El MASONRY BLOCK El REINFORCING STEEL El STRUCTURAL STEEL El BOLTS El OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Inspection and observation of epoxy injection and dowel placement at southwest entrance to the building per RFI 87. Details included. Deeper holes are Hilti HIT RE 500V3 and the shallow holes that hit rebar will be injected with Simpson Set XP. Hilti epoxy has an expiration date of 4/2021 and the Simpson set XP has an expiration date of 4-3-22. All holes were drilled at 1" diameter to a minimum depth of 2'9" where possible. Some holes still have not been drilled and will require another inspection. All holes being injected were cleaned properly with compressed air and bottle brush prior to epoxy injection and dowel placement. Also inspected approximately 25 horizontal #4 hook dowels into existing wall. Holes for horizontal #4 dowels are drilled at 5/8" diameter to a minimum depth of 4 1/2" and cleaned properly with compressed air and bottle brush prior to epoxy injection and dowel placement as well. Approximately 12 more holes at 10.5-line wall (horizontal #4 dowels at 18" on center with standard hook per RFI 40). Very clean work. S' JL Report emailed to Gregv@c2sd.com I Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and theppred plannpecyationjj,0, I PRINTED NAME Brandon Leonard CERTIFICATION NO. SD#1405 SI G NATU 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 1 www.cte-inc.net C INC Construction Testing & Engineering, Inc. Inspection I Testing j Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE OF CTE JOB NO. 10-15498T REPORT NO. INSPECTION MATERIAL IDENTIFICATION LI CONCRETE CONC. MIX NO. & lb/in2 5000 LI REINF. STEEL GROUT MIX NO. & lb/in2 Astm A61 5/G60 LI MASONRY MORTAR TYPE & lb/in2 LI P.T. CONCRETE REINF. STEEL GR./SIZE LI FIELD WELDING STRUCTURAL STEEL SHOP WELDING HIGH-STRENGTH BOLT BATCH PLANT MASONRY BLOCK EXP. ANCHOR OTHER OTHER Hilti Hit-RE500 V3 PROJECT NAME Space Craft I Palomar Suites ADDRESS 2051 Palomar Airport Rd Carlsbad ARCHITECT Douglas H Austin ENGINEER AVRP CONTRACTOR C2Buildinq Grou OTHER INSPECTION DATE 07-07-20 PLAN FILE/OTHER BLDG. PERMIT/OTHER CBC2019-0490 MATERIAL SAMPLING LI CONCRETE LI MORTAR LI GROUT LI FIREPROOFING LI MASONRY BLOCK LI REINFORCING STEEL LII STRUCTURAL STEEL LII BOLTS LI OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Inspection and observation continues for 12" and 18" concrete wall reinforcment, garish.5@14 thru 12, Verified rebar secured in place per plan S1.11A, details S5.11/9,13 . TYP #5@24" OCTB, #5 verts@12" OCEF, Approve Hilti Hit-RE500V3, Batch #1058031-5, exp 08/2021, per ICC/ESR 3814 3/4" Dia holes with 8" embedment (verts) into exsisting concrete, 6" embedment (Horiz) into elevator wall, all holes blown out with compressed air, brushed and reblown prior to epoxy / rebar placement. Embeds on site and continue to be set in place. Concrete to be scheduled (8/10/20 TBD) Report emailed to gregv@c2sd.com '/- 'H \\ .... I Certification of Compliance: All work, unless othece noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME Desmond King. CERTIFICATION NO. San Diego #1169 SIGNATURE 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 1 www.cte-inc.net Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE OF CTE JOB NO. 10-15498T REPORT NO. INSPECTION MATERIAL IDENTIFICATION Li CONCRETE CONC. MIX NO. & lb/in2 5000 Li REINF. STEEL GROUT MIX NO. & lb/in2 Astm A615/G60 LI MASONRY MORTAR TYPE & lb/in2 Type s LI P.T. CONCRETE REINF. STEEL GR./SIZE Li FIELD WELDING STRUCTURAL STEEL Li SHOP WELDING HIGH-STRENGTH BOLT Li BATCH PLANT MASONRY BLOCK LI EXP. ANCHOR OTHER Li OTHER PROJECT NAME Space Craft / Palomar Suites ADDRESS 2051 Palomar Airport Rd Carlsbad ARCHITECT Douglas H Austin ENGINEER AVRP CONTRACTOR C21BuiIding Group OTHER INSPECTION DATE 07-07-20 PLAN FILE/OTHER BLDG. PERMIT/OTHER CBC2019-0490 MATERIAL SAMPLING [] CONCRETE {i MORTAR Li GROUT Li FIREPROOFING Li MASONRY BLOCK Li REINFORCING STEEL Li STRUCTURAL STEEL LI BOLTS Li OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Inspection and observation continues for concrete placement for Stairs #2, with First and Second floor Pan Deck in-fills, Zone A, S1.21 A Verified 6x6" WWF , #3 dowels @24" oc secured in place and deck / stairs debris free, Robertsons Mix # 42730C, 5000psi LWT, Concrete was pumped, mechanically consolidated and manually trowled to required elevations, Ticket # 556605, Air66', Temp 73'@75 mins. concrete ticket attache Haxton Masonry, Basement grid line 6.5@G.3. (2) 8' CMU wall full height @114" . Cleanouts in place@18' oc, reinforcement secured in place per approved drawings TYP #5@16' OC veil, #5@24" OC horiz. Double jamb bars at each end SO.21/8, TYP SpecMex Type S 1800 mortar, starting bed joint less than 1/2", TYP 3/8' joints struck tight and concaved, excedss fins, debris, mortar has been removed, cleanouts vacuumed cleaned and closed. City inspection Scheduled tomorrow AM, 2500 psi grout to scheduled Thursday TBD approved drawing, S002 Report emailed to greg@c2sd.com I Certification of Compliance: All work, unless othecwe noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME Desmond King. CERTIFICATION NO San Diego #1169 SIGNATURE 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 1 www.cte-inc.net Construction Testing & Engineering, Inc. INC Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying REPORT OF COMPRESSION TESTING PROJECT: Space Craft / Palomar Suites PROJECT NO.: 1015498T PROJECT ADDRESS: 2051 Palomar Airport Rd ARCHITECT: CONTRACTOR: C213uiIding Group ENGINEER: SUBCONTRACTOF BUILDING PERMIT NO.: SAMPLE DATA SUPPLIER: Robertsons PLACEMENT DATE: 07/07/20 MIX 5000 psi LWT DATE REC'D IN LAB: MIX 42730 C TICKET NUMBER: 5564605 SLUMP: TRUCK NUMBER: 1873 75 TYPE CEMENT: WATER ADDED: gal. TIME IN MIXER: MINUTES 73 CONCRETE TEMP: ° AMB. TEMP: 66 0 ADMIXTURE: TEST SCHEDLUE: AIR CONTENT: LOCATION OF PLACEMENT: Stair #2 REQUIRED STRENGTH (V C): 5000 PSI @ 28 DAYS DESIGN STRENGTH: 5000 PSI FIELD UNIT WEIGHT: pcf DRY UNIT WEIGHT: pcf SAMPLES MADE BY: Desmond King SET NUMBER: LOAD: LABORATORY COMPRESSION DATA AGE LAB NO. DATE TESTED DIMENSIONS (in.) TEST AREA (in.') MAX LOAD (Ibf.) COMPRESSIVE STRENGTH (psi) FRACTURE TYPE DAYS A DAYS B DAYS C DAYS D DAYS E DAYS F DAYS G Notes: Samples at Supers office C mrEIivc. Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying REPORT OF COMPRESSION TESTING PROJECT: Space Craft I Palomar Suites PROJECT NO.: 1015498T PROJECT ADDRESS: 2051 Palomar Airport Rd ARCHITECT: CONTRACTOR: C213uilding Group ENGINEER: SUBCONTRACTOF BUILDING PERMIT NO.: SAMPLE DATA SUPPLIER: SpecMix PLACEMENT DATE: 07/07/20 MIX DESCRIPTION: Type S, 1800 DATE REC'D IN LAB: MIX 42730 C TICKET NUMBER: On site SLUMP: TRUCK NUMBER: TYPE CEMENT: WATER ADDED: gal. TIME IN MIXER: 10 MINUTES CONCRETE TEMP: 70 ° AMB. TEMP: 68 0 ADMIXTURE: TEST SCHEDLUE: AIR CONTENT: LOCATION OF PLACEMENT: Basement grid line 6.5@G.3. REQUIRED STRENGTH (f C): 1800 PSI @ 28 DAYS DESIGN STRENGTH: 1800 PSI FIELD UNIT WEIGHT: pcf DRY UNIT WEIGHT: pcf SAMPLES MADE BY: Desmond King SET NUMBER: LOAD: LABORATORY COMPRESSION DATA AGE LAB NO. DATE TESTED DIMENSIONS (in.) TEST AREA (in.2) MAX LOAD (Ibf.) COMPRESSIVE STRENGTH (psi) FRACTURE TYPE DAYS A DAYS B DAYS C DAYS D DAYS E DAYS DAYS G Notes: Samples at Supers office Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE 1 OF 1 CTE JOB NO. 10-15498T r*sIll- 2-o1040 PROJECT NAME Space Craft /PaIomar Airport Rd ADDRESS 2051 Palomar Airport Rd. REPORT NO. INSPECTION MATERIAL IDENTIFICATION o CONCRETE CONC. MIX NO. & Ibfln2 E21 REINF. STEEL GROUT MIX NO. & lb/in2 O MASONRY MORTAR TYPE & lb/in2 C] P.T. CONCRETE REINF. STEEL GR./SIZE 3's & 4's Grd 60 o FIELD WELDING STRUCTURAL STEEL o SHOP WELDING HIGH-STRENGTH BOLT o BATCH PLANT MASONRY BLOCK o EXP. ANCHOR OTHER 12 OTHER Epoxy dowels ARCHITECT AVRP Studios ENGINEER REX Engineering CONTRACTOR C2 Building Group OTHER INSPECTION DATE 07/02/2020 PLAN FILE/OTHER BLDG. PERMIT/OTHER CBC20I9-0490 MATERIAL SAMPLING O CONCRETE 0 MORTAR 0 GROUT 0 FIREPROOFING 0 MASONRY BLOCK 0 REINFORCING STEEL 0 STRUCTURAL STEEL 0 BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Epoxy dowels in stairwell @1 0.5-GG. Dowels are #3's placed at 16" on center with longitudinal edge reinforcing also paced in same area. Holes drilled to 4" brushed and blown out. Epoxy used and verified was Hilt RE 500 V3.Mesh place on stair landings and stair treads. Epoxy vertical dowels in shear wall along 4.5 between GG-H. # 4's @ 12" on center. Holes drilled to 33° deep. Holes were brushed and blown out. Epoxy verified as Hilti RE 500 V3. Vertical dowels to be finished at a later date waiting on RFI from engineer. Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME Matthew Wadleigh CERTIFICATION NO. SIGNATURE 7ztz6'- 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 1 www.cte-inc.net Project Name: Project Number: Project Location: Report Date: Signed: 2051 Palomar Creative Office M11910014.00 2051 Palomar Airport Rd Carlsbad, CA 92011 June, 30 2020 Observation Date: June 26, 2020 Present: Sanket Anturkar / Miyamoto Greg Van Pelt / C2 Building Group 1W STRUCTURAL OBSERVATION REPORT No. 02 Prepared By: Sanket Anturkar SUMMARY OF WORK IN PROGRESS Level 1 infill was poured and awaiting non-structural topping. Level 2 framing was about 80% complete and the items awaiting embeds at shotcrete were not yet erected. Walls were doweled and being readied for shotcrete. AREAS AND COMPONENTS OBSERVED Level 1 infill at Zone A was observed, on site the already poured concrete topping over metal deck was observed from above and the ledger requirements were observed from below. Prior to pour of structural topping and site visit, contractor had sent in a video file of the reinforcing at the metal deck, which was deemed to meet the general intent of the approved drawings. Level 2 framing in Zone A that had been erected and installed was observed. Stairs columns, stair framing, at basement level was observed Framing around the stair opening was observed at level 1 and level 2 framing. Deck edge framing prior to pour was observed at the large opening at Zone A and around the stair opening at level 1 and 2 at Zone A At Zone D, stich plates per 4/SS.11 at wall panels at Grid A and 1 were observed where installed. Doweling at the existing concrete wall to receive shotcrete at Zone A along Grid 12 was observed. AS BUILT NOTES / ACCEPTABLE DEVIATIONS 1. N.A. OBSERVED DEFICIENCIES / CLARIFICATIONS REQUIRING CORRECTION 1. At the deck edge around new openings, the #3 dowels required with standard hooks were missing the standard hook. And some dowels did not extend up to the bent plate. Contractor to provide #3 dowels with standard hooks per detail 2/55.21 and extend the bar far enough so that is it close to the vert leg of the bent plate (within 1" +1-). Reference Figure 1 & 2. This observation was limited to stwctural elements exposed to view and accessible during the period of the site visit. Observations by the structural engineer do not constitute a comprehensive review of the project conditions and are not a substitute for general or special inspection requirements. The contractor remains responsible for compliance with the contract documents. 1/6 Structural Observation Report No. 02 2. At Zone A, the existing LFRS beam end shear plate connections were not welded as noted in approved structural drawings. Contractor to verify that the existing & new shear tabs at beam ends are welded where the drag "dots" are shown per plan. Reference Figure 3. At the Zone A stair columns coming from the basement to support the stairs above, the stiffener plates at the existing W12 beam is missing. Contractor to install the stiffener plate at each side of beam at the column location per approved structural drawings. Reference Figure 4. 4. At the new deck edge conditions, the #3 continuous bars were observed to be missing. Contractor to verify that that continuous #3 bars are provide at the new deck edge topping prior to pour. At most deck edges the existing topping is demoed more than 6" from edge of deck. Therefore provide (2)#3 continuous at those area. At the stair opening at level 1, the landing deck edge condition for the edge at the stair, provide typical detail edge reinforcing per 10/50.35. Reference Figure 2. This observation was limited to structural elements exposed to view and accessible during the period of the site visit. Observations by the structural engineer do not constitute a comprehensive review of the project conditions and are not a substitute for general or special inspection requirements. The contractor remains responsible for compliance with the contract documents. LI 2/6 N Structural Observation Report No. 02 This observation was limited to structural elements exposed to view and accessible during the period of the site visit. Observations by the structural engineer do not constitute a comprehensive review of the project conditions and are not a substitute for general or special inspection requirements. The contractor remains responsible for compliance with the contract documents. 0 3/6 Structural Observation Report No. 02 r L PRO VOE DECK EDGL 1 uC AWt4GS TVP DOWEL 4OOK This observation was limited to structural elements exposed to view and accessible during the period of the site visit. Observations by the structural engineer do not constitute a comprehensive review of the project conditions and are not a substitute for general or special inspection requirements. The contractor remains responsible for compliance with the contract documents. 4/6 00-ef it I Structural Observation Report No. 02 : I I 7T1 ' k L vJ rf I FIGURE 3: LFRS BEAM SHEAR TAB WELDS This observation was limited to structural elements exposed to view and accessible during the period of the site visit. Observations by the structural engineer do not constitute a comprehensive review of the project conditions and are not a substitute for general or special inspection requirements. The contractor remains responsible for compliance with the contract documents. 0 5/6 NLK )F BEAM PL rpt,c1loA Structural Observation Report No. 02 F I G U R L 4. . N.... H i PLATES AT EXISTING BEAM AT NEW COLUMN CONNECTION This observation was limited to structural elements exposed to view and accessible during the period of the site visit. Observations by the structural engineer do not constitute a comprehensive review of the project conditions and are not a substitute for general or special inspection requirements. The contractor remains responsible for compliance with the contract documents.. 6/6 1 '5~ C tE INC Construction Testing & Engineering, Inc. Inspection I Testing I Geotectinica! I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE OF CTE JOB NO. REPORT NO. PROJECT NAME Space Craft INSPECTION MATERIAL IDENTIFICATION ADDRESS 2051 Palomar Airport Rd. 0 CONCRETE CONC. MIX NO. & lb/in2 REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT AVRP Studios MASONRY MORTAR TYPE & lb/in2 ENGINEER Rex Engineering 0 P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR C2 Builders 0 FIELD WELDING STRUCTURAL STEEL OTHER SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 06/29/2020 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER o EXP. ANCHOR OTHER BLDG. PERMIT/OTHER CBC2019-0490 II OTHER Epoxy Dowels Epoxy Bolts MATERIAL SAMPLING 0 CONCRETE LI MORTAR LI GROUT LI FIREPROOFING 0 MASONRY BLOCK LI REINFORCING STEEL 0 STRUCTURAL STEEL LI BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Epoxy dowels in wall at Iine13-HH. #4's @ 24' each way on center. Tails turned horizontally. Placed per plan detail S5.12/17. Holes drilled with 5/8" bit. 4 1/2" deep blown out and wire brushed. Rebar used was grade 60. Epoxy used Hilti RE 500 V3. Epoxy Bolts done by South Bay Welding. 1" thick weld plate toatal 16 bolt per plate 8 each side. 3/4" bolt drilled 5" with a 7/8" bit-holes blown out and brushed. Epoxy used Hilti RE 500 V3. All paced per detail S5.11/8. I Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME Matthew Wadleigh CERTIFICATION NO. SIGNATURE 72zu' a2Zd&f? 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 1 www.cte-inc.net Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE 1 OF 1 GTE JOB NO. REPORT NO. PROJECT NAME Space Craft INSPECTION MATERIAL IDENTIFICATION ADDRESS 2051 Palomar Airport Rd. 0 CONCRETE CONC. MIX NO. & lb/in2 REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT AVRP studios MASONRY MORTAR TYPE & Win ENGINEER Rex Engineering Group 0 P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR 0 FIELD WELDING STRUCTURAL STEEL OTHER o SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 06/26/2020 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER EXP. ANCHOR OTHER BLDG. PERMIT/OTHER CBC2019-0490 OTHER Epoxy dowels MATERIAL SAMPLING El CONCRETE El MORTAR El GROUT El FIREPROOFING El MASONRY BLOCK El REINFORCING STEEL El STRUCTURAL STEEL El BOLTS El OTHER Epoxy INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. All rebar was grade 60 per plan. Depth of wholes drilled 4 1/2 inches, cleaned and blown out. Drilled with a 5/8 inch bit. Epoxy used was Hilti RE 500 V3 per plan. Shear wall elevation grid 4.5 between lines GG-H placed #4's @ 12" vertically and horizontally. Tails turned horizontal. 4" thick shotcrete wall. Expansion joints placed per detail S5.11/10 Shear wall elevation grid 12 between HH-H.1 Placed #4's @ 24' vertically and horizontally. Tails turned horizontal. I Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME Matthew Wadleigh CERTIFICATION NO. SIGNATURE 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 7464955 1 Fax (760) 746-9806 1 www.cte-inc.net Construction Testing & Engineering, Inc. CTitlV'.1441 Montiel Road, Suite 115 Escondido, CA 92026 (760) 746-4955 Fax: (760) 746-9806 Sample Group # REPORT OF COMPRESSION TEST FOR CONCRETE 4 X 8 CYLINDERS 154983 Project Name Palomar Road Site, Exterior & Interiors Imp. Project No 10-15498T Project Address 2051 Palomar Airport Road City Carlsbad Gen. Contractor N/A Sub-Contractor N/A Engineer NIA Architect _N/A Bldg Permit No Plan File No Gov't Contract # DSAIOSHPD Sample Group Data Report of Concrete 4 X 8 Cylinders Measured Specified Placement Date 6/23/2020 Slump (in.) 5 N/A Supplier/Plant Robertsons Air Temp (°F) 70 N/A Mix Number/Descr S054001 I N/A Mix Temp (°F) 83 N/A Mix Design 4000 psi Air Content (%) N/A N/A Specified Strength 4000 psi Field Unit Wt PCF N/A N/A Specified Date 7/21/2020 Dry Unit Wt PCF NIA Truck No. 1892 Ticket #: 5514014 Age: 55 Min. Samples Made By: Brandon Leonard Cement Type N/A Set #: I Load #: 2 Date Rec'd in Lab 6/26/2020 Admixture N/A Specific Location FOOTINGS ZONE A SOUTHWEST ENTERANCE Special Instructions/Remarks 1t7 - 3@28 -1 Hold Compression Laboratory Data Sample Lab No. Age Date Tested Average Diameter * Cross Section Test Area Max Load Compressive Strength mdiv Average -- Fracture Type 7 3A 6/30/2020 4.00 in 12.57 in 52,530 lbs 4,179 psi 4,180 psi 5 Comments: Sampling and testing conducted in accordance with ASTM Standard designations: C31, C39, C78, C138, C143, C172, C231, C617, C1231 *Average diameter in accordance with ASTM C39 Sections 6.2 and 6.3 **A singular test result at a given age is rounded to the nearest 10 PSI Checked by: Date: Reviewed by: AJ"%. Date:_______ Erik Campbell, Lab Manager cc: C2 Building Group Construction Testing & Engineering, Inc. 1441 Montiel Road, Suite 115 Escondido, CA 92026 (760) 746-4955 Fax:(760) 746-9806 Sample Group # REPORT OF COMPRESSION TEST FOR CONCRETE 4 X 8 CYLINDERS 154984 Project Name Palomar Road Site, Exterior & Interiors Imp. Project No 10-15498T Project Address 2051 Palomar Airport Road City Carlsbad Gen. Contractor N/A Sub-Contractor N/A Engineer N/A Architect N/A - Bldg Permit No Plan File No Gov't Contract # DSAIOSHPD - Sample Group Data Report of Concrete 4X8Cylinders Measured Specified Placement Date 6/23/2020 Slump (in.) 5 N/A Supplier/Plant Robertsons Air Temp (°F) 73 N/A Mix Number!Descr SD16381IN/A Mix Temp (°F) 85 N/A Mix Design 5000 psi Air Content (%) N/A N/A Specified Strength 5000 psi Field Unit Wt PCF N/A N/A Specified Date 7/21/2020 Dry Unit Wt PCF NIA Truck No. 1289 Ticket #: 5062369 Age: 68 Min. Samples Made By: BramdonLeonard Cement Type N/A Set #: 2 Load #: 1 Date Rec'd in Lab 6/26/2020 Admixture N/A Specific Location DECK PATCH AT SOUTHWEST ENTERANCE TO ZONE A Special Instructions/Remarks 1@7-3@28 -1 Hold CompressionLaboratoryData Sample Lab No. Age Date Tested Average Diameter * Cross Section Test Area Max Load Compressive Strength lndiv Average ** Fracture Type 74A _6/30/2020 _4.00 in _12.57 in2 1 55,550 lbs 1 4,419 psi j_4,420 psi _5 Comments: Sampling and testing conducted in accordance with ASTM Standard designations: C31, C39, C78, C138, C143, C172, C231, C617, C1231 *Average diameter in accordance with ASTM C39 Sections 6.2 and 6.3 **A singular test result at a given age is rounded to the nearest 10 PSI Checked by: Date:________ Reviewed by: LL AJ'\. Date:___________ Erik Campbell, Lab Manager cc: C2 Building Group C 4 9 ~_ TE Construction Testing & Engineering, Inc. nspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE 1 OF 1 CTE JOB NO. 10-15498T REPORT NO. PROJECT NAME Palomar Road Site INSPECTION MATERIAL IDENTIFICATION ADDRESS 2051 Palomar Airport Rd Carlsbad El CONCRETE CONC. MIX NO. & lb/in2 l REIN F. STEEL GROUT MIX NO. & lb/in2 ARCHITECT Douglas H Austin El MASONRY MORTAR TYPE & lb/in2 ENGINEER El P.T. CONCRETE REINF. STEEL GR./SIZE ASTM A615 GR60 CONTRACTOR C2BuiIding Group El FIELD WELDING STRUCTURAL STEEL OTHER SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 6-23-20 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER 10/S5.01 EXP. ANCHOR OTHER BLDG. PERMIT/OTHER CBC2019-0490 OTHER MATERIAL SAMPLING El CONCRETE fl MORTAR El GROUT El FIREPROOFING I MASONRY BLOCK El REINFORCING STEEL LII STRUCTURAL STEEL El BOLTS El OTHER INSPECTIONS PERF PLEASE ORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Inspection and observation of reinforcement at metal deck at southwest entrance to the building. Per SK-024-02 (detail included) #3 'Z" bars at 18" on center each way from existing concrete to storefront. #3 dowels at 18" on center into existing with #5's at 18" on center each way. Decking is clean and free of debris. Reinforcement verified secured in place. Progress continues....... - rmyamoto. Report emailed to Gregv@c2sd.com Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and PRINTED NAME Brandon Leonard CERTIFICATION NO. SD#1405 SI G NATU 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 I Ph(760)746-4955 I Fax(760)746-9806 I www.cte-inc.net C ; LOW TE Construction Testing & Engineering, Inc. tiii~I~N . Inspechon I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE 1 OF 1 CTE JOB NO. 10-15498T REPORT NO. E El L El 11 12 PROJECT NAME Palomar Road Site ADDRESS 2051 Palomar Airport Rd Carlsbad ARCHITECT Douglas H Austin ENGINEER CONTRACTOR C2Building Group OTHER INSPECTION DATE 6-22-20 PLAN FILE/OTHER 101S5.01 BLDG. PERMIT/OTHER INSPECTION MATERIAL IDENTIFICATION CONCRETE CONC. MIX NO. & lb/in2 REINF. STEEL GROUT MIX NO. & lb/in2 MASONRY MORTAR TYPE & lb/in2 P.T. CONCRETE REINF. STEEL GR./SIZE ASTM A615 GR60 FIELD WELDING STRUCTURAL STEEL SHOP WELDING HIGH-STRENGTH BOLT BATCH PLANT MASONRY BLOCK EXP. ANCHOR OTHER OTHER Epoxy exp 4-2021 MATERIAL SAMPLING CONCRETE LI MORTAR LI GROUT LI FIREPROOFING [] MASONRY BLOCK REINFORCING STEEL LI STRUCTURAL STEEL BOLTS LI OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Inspection and observation of epoxy injection and dowel placement into existing footing. Details included. Contractor drilled holes at 7/8" diameter to a minimum depth of 124. All holes were cleaned properly with compressed air and bottle brush prior to epoxy injection and dowel placement. Dowels are #6 @18" long with hooks. Holes are at 12" on center each way on the outside of the south facing wall at the southwest corner of the building into existing footing. Approximately 15 dowels at this location. Contractor is using HILTI HIT RE 500 V3 epoxy with an expiration date of 4/2021. On the inside (north facing side of the same wall, approximately 28 holes at 6" on center per RFI 59. On the east facing side of the entrance wall, 12 more #6 vertical dowels with hooks at 12" on center into the existing footing. Slab on grade dowels at 24" on center (#4 bars 3' long ) with 6" minimum embedment. Approximately 30 dowels into existing slab on grade for this pour. All reinforcement in these footings looks great. Details included. No clearance issues, all bars verified secured in place per plan. Very ran work Progress continues.... 46 ipr --- - Report emailed toGregv@c2scLco PRINTED NAME - Brandon Leonard CERTIFICATION NO. SD#1405 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 1 www.cte-inc.net CTEI,,, Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE 1 OF 1 CTE JOB NO. 10-15498T REPORT NO. PROJECT NAME 2051 Palomar Airport Road INSPECTION MATERIAL IDENTIFICATION ADDRESS 2051 Paloma's Airport Rd. Carlsbad CA 0 CONCRETE CONC. MIX NO. & lb/in2 I1 REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT ARVP Studios 0 MASONRY MORTAR TYPE & lb/in2 ENGINEER Miyamoto 0 P.T. CONCRETE REINF. STEEL GR./SIZE A61560 CONTRACTOR C2 Building Group 0 FIELD WELDING STRUCTURAL STEEL OTHER 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 6-15-2020 0 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER II EXP. ANCHOR OTHER Hilti HIT RE500V3 BLDG. PERMIT/OTHER 0 OTHER MATERIAL SAMPLING Li CONCRETE i:i MORTAR 0 GROUT LI FIREPROOFING LI MASONRY BLOCK LI REINFORCING STEEL LI STRUCTURAL STEEL 0 BOLTS LI OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Observed cleaning and installation procedures of epoxied #7 top mat dowels with Hilti HIT RE500-V3 Exp. 02/2021 per ESR 3814 with 8" minimum embedment in concrete per detail 61S5.01 at Basement Mat Footing. Observed installation procedures of Dayton Superior Bar Locks at top Mat transverse top bars per ESR 2495 at Basement Mat Footing per RFI#66, Verified placement of A615-60 reinforcing bars at Basement Mat Footing per Detail 6/S5.01 and RFI#66. Arrived at 7:00AM. Departed at 11:00AM I Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME Isaiah E. Gruhler CERTIFICATION NO. ICC#5099568/SD#869 SIGNATURE Isaiah E. Gruhler 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 1 www.cte-inc.net ~JZ~ Construction Testing & Engineering, Inc. Inspecon I Testing I Geotechnical I Environmental at Construction Engineenng I Civil Engineering I Surveying INSPECTION REPORT PAGE 1 OF 1 CTE JOB NO. 10-15498 REPORT NO. PROJECT NAME Palomar Road Site, Ext/mt Imp. INSPECTION MATERIAL IDENTIFICATION ADDRESS 2051 Palomar Airport Rd 0 CONCRETE CONC. MIX NO. & lb/in2 Carlsbad, Ca 0 REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT AVRP Skyport 0 MASONRY MORTAR TYPE & lb/in2 ENGINEER Miyamoto International 0 P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR C2 Building Group 0 FIELD WELDING STRUCTURAL STEEL OTHER South Bay Welding 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 6/8-20 0 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER EXP. ANCHOR OTHER HILTI HIT RE-500V3 BLDG. PERMIT/OTHER OTHER EPDXY ICC ESR-3814, EXP 03/2021 MATERIAL SAMPLING 0 CONCRETE 0 MORTAR GROUT 0 FIREPROOFING LI MASONRY BLOCK 0 REINFORCING STEEL LI STRUCTURAL STEEL LI BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Arrived on site as requested. Verified cleaning, and observed installation of 48x #7 rebar embedded 12"+ by the epoxy method using HILTI HIT-RE500V3 (ICC ESR-3814, EXP 03/2021) at the basement stairway footing upgrade per 6 on S5.01. Verified cleaning and 4" embedment depth of 65x #3 rebar holes to be epoxied at a later date for slab connection per RFI #020 at lines Fto FF between 11 and 11.5. Dowel per 16 on SO. 11. I Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME Daniel Azlin CERTIFICATION NO. 5220420 ICC, 5960 OSA, SD#999 SIGNATURE & 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 1 www.cte-inc.net CtE i,,* Nlllllllliiz~~ Construction Testing & Engineering,. Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying GRADING OBSERVATION Job Name: Palomar Road Site Job Number: 10-15498T Job Address: 2051 Palomar Airport Road, Carlbad, CA 92011 Date (s): 06/04/2020 Plan File: Permit # Tech: A Tran Gen Contractor: C2SD Building Group Contr. Wkg.: Superintendent: Foreman Weather Condition: Partly Cloudy 65°F Summary of Work: CTE onsite as requested by client to perform multiple compaction test within the exterior side of the existing building. The excavations contained original native material and did not receive any prior compaction. Bottom of excavations appeared to be firm and unyielding to probing effects and suitable for concrete placement. Upon arriving onsite, it was informed that a water leak was discovered adjacent to a test location resulting a higher moisture levels. Plans to install concrete are planned for several weeks to compensate for high moisture levels. See test results and test locations below. TEST SUMMARY Test No. LOCATION AND NOTES Elev. Feet Lab Maximum Density (PCF) Optimum Moisture Field Density (PCF) Field Moist Content % % Compaction Relative Compact! Required 1 Interior Excavation (First Floor) -3 114.4 14.0 102.9 18.19 89.86 90 2 Interior Excavation (First Floor) -3 1 114.4 14.0 103.5 13.99 90.47 90 3 Basement Excavation -15 114.4 14.0 96.9 22.5 84.6 90 * PLEASE NOTE ANY RE-INSPECTION/TESTING SIGNATURE Anthony Train 1441 MONTIEL ROAD, SUITE 115 ESCONDIDO, CA 92026 (760) 746-4955 FAX (760) 746-9806 CONCRETE CONC. MIX NO. & lb/in2 REINF. STEEL GROUT MIX NO. & lb/in2 MASONRY MORTAR TYPE & Win P.T. CONCRETE REINF. STEEL GR./SIZE FIELD WELDING STRUCTURAL STEEL SHOP WELDING HIGH-STRENGTH BOLT BATCH PLANT MASONRY BLOCK EXP. ANCHOR OTHER 0 0 0 0 0 0 0 0 CTE Construction Testing & Engineering, Inc. lnsection I Testing 1 Geótechnical I Environmental& Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE 1 OF 1 ( •-i-- CTE JOB NO. 10-1 5498T REPORT NO. PROJECT NAME Palomar Rd. Site Ex. & Int. Improv. INSPECTION MATERIAL IDENTIFICATION ADDRESS 2051 Palomar Airport Rd, Carlsbad, CA 92011 ARCHITECT AVRP Studios ENGINEER Miyamoto CONTRACTOR C2 Group Builders OTHER Dem Con INSPECTION DATE 5/21/20 PLAN FILE/OTHER BLDG. PERMIT/OTHER CBC2019-0490 OTHER Epoxy dowel Inspection MATERIAL SAMPLING El CONCRETE El MORTAR El GROUT C] FIREPROOFING El MASONRY BLOCK El REINFORCING STEEL C] STRUCTURAL STEEL El BOLTS [l OTHER Epoxy Dowel INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Arrived on site and met with Greg Van Pelt of C2 Group Builders at trailer office to sign in. Was then shown where epoxy dowel installation was located which was at stair stringer footing on basement level Zone A near grids 9/G. Upon arrival, epoxy type (HIT-RE 500 V3) and expiration date (03/2021) was verified. Approximately 10 plus holes were drilled to a depth of 6 at 18 on center on sides of footing. Holes appeared to be clean and free of debris prior to epoxy placement. Crew placed #4 dowels at holes in a twisting motion ensuring and acceptable bond and the release of any air bubbles. Work appeared to be acceptable per approved plans on detail 16 sheet S.01 1. Returned back to trailer office to retrieve referenced documents and sign out. I Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME Daniel Moa CERTIFICATION NO. ICC #8163949 SIGNATURE ji'n4 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 1 www.cte-inc.net CTE I NC Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE 1 OF1 CTE JOB NO. 10-15498T REPORT NO. PROJECT NAME Palomar Road Site ADDRESS 2051 Palomar Airport Rd Carlsbad INSPECTION MATERIAL IDENTIFICATION El CONCRETE CONC. MIX NO. & lb/in2 El REINF. STEEL GROUT MIX NO. & lb/in2 El MASONRY MORTAR TYPE & lb/in2 El P.T. CONCRETE REINF. STEEL GR./SIZE ASTM A615 GR60 El FIELD WELDING STRUCTURAL STEEL II SHOP WELDING HIGH-STRENGTH BOLT El BATCH PLANT MASONRY BLOCK El EXP. ANCHOR OTHER 11 OTHER Epoxy ARCHITECT Douglas H Austin ENGINEER CONTRACTOR C2BuiIding Group OTHER INSPECTION DATE 5-19-20 PLAN FILE/OTHER 10/S5.01 BLDG. PERMIT/OTHER MATERIAL SAMPLING El CONCRETE El MORTAR El GROUT El FIREPROOFING El MASONRY BLOCK El REINFORCING STEEL El STRUCTURAL STEEL El BOLTS El OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Inspection and observation of epoxy injected dowels into existing slab on grade on the north end of the building (interior). #3 dowels with 4+" minimum embedment. Approximately 80 locations on Grid line. Contractor is using HILTI HIT 500 V3 epoxy with an expiration date of 3/2021. All holes were cleaned properly with compressed air and bottle brush prior to epoxy injection and dowel placement. Also approximately 50 more epoxy injected dowels into the perimeter wall panel. Panel dowels are #4 drilled at 5/8" diameter with 5+" minimum embedment. All panel holes were cleaned properly with compressed air and bottle brush prior to epoxy injection and dowel placement. On the east wall, approximately 40 more slab dowels. Also inspected exterior footing reinforcement at GL 7.5-9. Multiple epoxied dowels into the footing with 6" embedment. Same epoxy as interior dowels plus footing reinforcement. Final location for today is the basement. Stair footing reinforcement looks great verified per plan. Ready for concrete...... .00 4 Report emailed to gregv@c2sd.com PRINTED NAME - PrnrInn I onnnrri CERTIFICATION NO. 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 7464955 1 Fax (760) 746-9806 1 www.cte-inc.net C ; 9 %_ TE Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE 1 OF 1 CTE JOB NO. 10-15498T REPORT NO. PROJECT NAME Palomar Road Site INSPECTION MATERIAL IDENTIFICATION ADDRESS 2051 Palomar Airport Rd Carlsbad LI CONCRETE CONC. MIX NO. & lb/in2 REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT Douglas H Austin LI MASONRY MORTAR TYPE & lb/in2 ENGINEER LI P.T. CONCRETE REINF. STEEL GR./SIZE ASTM A615 GR60 CONTRACTOR C2BuiIding Group LI FIELD WELDING STRUCTURAL STEEL OTHER LI SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 5-18-20 LI BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER 10/S5.01 LI EXP. ANCHOR OTHER BLDG. PERMIT/OTHER Unavailable OTHER Epoxy MATERIAL SAMPLING LI CONCRETE LI MORTAR LI GROUT [I] FIREPROOFING LI MASONRY BLOCK REINFORCING STEEL LI STRUCTURAL STEEL LI BOLTS LI OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Inspection and observation of epoxy injected dowels at 2 CMU footing locations between GL G and GL G.6, and at the stair footing locations between GL 9.5 and GL 12. All dowels are for slab on grade reinforcement. Approximately 50 locations. Each hole was drilled at 1/2" diameter to a minimum depth of 4+" then cleaned properly with compressed air and bottle brush prior to epoxy injection and dowel placement (#3 bars at 18" on center). At The stair footing between GL 10.5 and GL 11, #4 dowels with holes drilled at 5/8" diameter same embedment.. Contractor is using HILTI RE 500 V3 epoxy with an expiration date of 2/2021. Very clean work. Progress continues.... WU - -. C)- .- Report emailed to gregv@c2sd.com Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the PRINTED NAME Brandon Leonard CERTIFICATION NO. SD#1405 SI GNATU 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 I Ph(760)746-4955 I Fax(760)746-9806 I www.cte-inc.net L. 171 PANEL TO FOOTING DETAIL . . 0— () INTERIOR CU INE) SLAB (24 ANN) -. '5~ C mrE INC Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering J Civil Engineering I Surveying INSPECTION REPORT PAGE 2 OF 2 PROJECT NAME SteelWave Palomar Building Remodel ADDRESS 2051 Palomar Airport Rd. Carlsbad, CA 92011 ARCHITECT AVRP SKYPORT ENGINEER MIYAMOTO International CONTRACTOR C2BuiIding Group OTHER Greg Van Pelt (858) 230-9125 INSPECTION DATE May 15, 2020 PLAN FILE/OTHER SDG18-0122-00 BLDG. PERMIT/OTHER CBC 2019-0496 CTE JOB NO. 10-15498T REPORT NO. INSPECTION MATERIAL IDENTIFICATION Li CONCRETE CONC. MIX NO. & lb/in2 LI REIN F. STEEL GROUT MIX NO. & lb/in2 Li MASONRY MORTAR TYPE & lb/in2 Li P.T. CONCRETE REINF. STEEL GR./SIZE ASTM A615 GR60 El FIELD WELDING STRUCTURAL STEEL El SHOP WELDING HIGH-STRENGTH BOLT Li BATCH PLANT MASONRY BLOCK l EXP. ANCHOR OTHER Li OTHER MATERIAL SAMPLING Li CONCRETE LI MORTAR LII GROUT LI FIREPROOFING Li MASONRY BLOCK LI REINFORCING STEEL Il STRUCTURAL STEEL LI BOLTS LI OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. I Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans aTd a. I PRINTED NAME Rocco Brunetti CERTIFICATION NO. ACI 01369770, ICC 8563081 ,S.D.1330 SIGNATURE 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 I Ph(760)746-4955 I Fax(760)746-9806 I www.cte-inc.net C T) Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE 1 OF 2 CTE JOB NO. 10-15498T REPORT NO. PROJECT NAME SteelWave Palomar Building Remodel INSPECTION MATERIAL IDENTIFICATION ADDRESS 2051 Palomar Airport Rd. 0 CONCRETE CONC. MIX NO. & lb/in2 Carlsbad, CA 92011 0 REINF. STEEL GROUT MIX NO. & Win El MASONRY MORTAR TYPE & lb/in2 o P.T. CONCRETE REINF. STEEL GR./SIZE ASTM A615 GR60 o FIELD WELDING STRUCTURAL STEEL o SHOP WELDING HIGH-STRENGTH BOLT 0 BATCH PLANT MASONRY BLOCK II EXP. ANCHOR OTHER ARCHITECT AVRP SKYPORT ENGINEER MIYAMOTO International CONTRACTOR C2Building Group OTHER Greg Van Pelt (858) 230-9125 INSPECTION DATE May 15, 2020 PLAN FILE/OTHER SDG18-0122-00 BLDG. PERMIT/OTHER CBC 2019-0496 0 OTHER MATERIAL SAMPLING LI CONCRETE LI MORTAR [I] GROUT FIREPROOFING LI MASONRY BLOCK LI REINFORCING STEEL 0 STRUCTURAL STEEL E BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. On site at SteelWave Palomar Building Remodel, First Floor, to observe the installation of reinforcing steel epoxy anchored dowels. The plans for the size, spacing and embed of these dowels are found on S5.01/9, SO. 11/16 and RFI's. The plans call for dowel of #3x2'-0"@18"OC, 4" embed into existing slab, #4x2'-8"@24"OC, 5"embed into existing Tilt-Up Panels, and #4x2'-8"@24"OC, 6"embed into existing Footings. The location of dowel placement is along the vertical edges of 36"x24" trenches saw cut into the existing concrete slab of perimeter interior walls. The intended purpose of the dowels is to join the existing slab, panels, and footings to new concrete placement for interior footings and slab. Per plan requirements, Demcon Concrete Contractors used HILTI HIT-RE 500 V3 epoxy with an expiration date of 03/2021 for the dowel installation. I verified that the holes were drilled to the proper diameter and depth, cleaned with bottle brush and compressed air, and that the contractor followed the epoxy manufactures recommend installation procedures per ICC ESR-381 4. While on site I also provided inspection of Reinforcing Steel for Interior Footings along Grid A from 9 to 1 and along Grid 1 from A to DD. The contractor performing the Reinforcing Steel installation was Dolphin Steel with oversight by C2 Building Group. I verified placement of reinforcing steel to plans and code, with special attention where the contractor encountered existing footings and RFI detail changes were required. I confirmed reinforcing placement against plans found on Sheet S5.01/9. The reinforcing steel was inspected for conformance with these plans and code regarding Place, Size, Grade, Lap, Spacing, Quantities, Cover, and Clearance. All inspections conformed to plans and code with no issues to report of discrepancies. Reinforcement is nearly complete in Zone D. Footings should be clean of all debris and loose soil prior to Wednesday's Placement. Outside and basement reinforcement has not been inspected. This report has been emailed to gregv@c2sd.com I Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans acifications. I PRINTED NAME Rocco Brunetti CERTIFICATION NO. AC101369770, ICC 8563081,S.D.1330 SIGNATURE 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 1 www.cte-inc.net C'5~ TE INC Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying GRADING OBSERVATION Job Name: Palomar Road Site Job Number: 10-15498T Job Address: 2051 Palomar Airport Road, Carlbad, CA 92011 Date (s): 5/14/2020 Plan File: PI1fljt # Tech: A Train. Gen Contractor: C2SD Building Group Contr. Wkg.: Superintendent: Foreman Weather Condition: Partly Cloudy 65F Summary of Work: CTE onsite as requested by client to perform compaction testing for two OXs within the exterior side of the existing building. The OXs contained original native material and did not receive any prior compaction. Bottom of OXs appeared to be firm and unyielding to probing effects and suitable for concrete placement. Both OX is adjacent to local drain water pipes resulting in a higher moisture level. Suggestions were made to let the OX dry before continuing concrete placement. See test results and test locations below. TEST SUMMARY Test No. LOCATION AND NOTES Elev. Feet Lab Maximum Density (PCF) Optimum % Moisture Field Density (PCF) Field Moist Content % % Compaction Relative Compact! Required 1 Northern Side Excavation -2.5 114.4 14.0 108.0 14.73 94.63 90 2 Southern Side Excavation -3.5 1 114.4 14.0 107.0 14.15 93.5 90 * PLEASE NOTE ANY RE-INSPECTION/TESTING SIGNATURE 1441 MONTIEL ROAD, SUITE 115 ESCONDIDO, CA 92026 (760) 746-4955 FAX (760) 746-9806 CTE I NC Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying PROJECT NAME Palomar Road Site ADDRESS 2051 Palomar Airport Rd Carlsbad INSPECTION REPORT PAGE 1 OF 1 CTE JOB NO. 10-15498T REPORT NO. INSPECTION MATERIAL IDENTIFICATION E CONCRETE CONC. MIX NO. & lb/in2 REINF. STEEL GROUT MIX NO. & lb/in2 U MASONRY MORTAR TYPE & lb/in2 El P.T. CONCRETE REINF. STEEL GR./SIZE ASTM A615 GR60 U FIELD WELDING STRUCTURAL STEEL El SHOP WELDING HIGH-STRENGTH BOLT El BATCH PLANT MASONRY BLOCK El EXP. ANCHOR OTHER El OTHER ARCHITECT Douglas H Austin ENGINEER CONTRACTOR C2Building Group OTHER INSPECTION DATE 5-13-20 PLAN FILE/OTHER 10/S5.01 BLDG. PERMIT/OTHER Unavailable MATERIAL SAMPLING El CONCRETE [1 MORTAR El GROUT LI FIREPROOFING El MASONRY BLOCK El REINFORCING STEEL LI STRUCTURAL STEEL El BOLTS LI OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Inspection and observation of epoxy injected dowels and footing reinforcement. Zone C GL 3 footing per details 9, 10, and 12 on S5.01. The deepest section (starting from the south end at GL El going north) per 12/S5.01 with (6) #9 bars continuous top and bottom, #6 continuous horizontals at 18" on center and #4 ties at 12" on center. Small section of the footing in front of the door per 10/S5.01 with additional row of (6) #9 bars top and bottom. Final section of the footing up to D-line is per 9/S5.01. This footing reinforcement is complete and ready for concrete. On GL 1 going north from GL D to B-line, footing reinforcement is complete per 10/S5.01. Additional reinforcement at future door opening locations. All laps and clearance verified. Footings need to be clean and free of debris prior to concrete placement. Reinforcement inspectn tn Ne continued on Friday 5-15-20. Report emailed to Gregv@c2sd.com tfliEl\. n wtion w ...onpliance: All work, unless otherwise noted, complies with applicable codes and the PRINTED NAME - Brandon Leonard CERTIFICATION NO. SD#1405 SI GNATU 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 1 www.cte-inc.net CTE I NC Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE 1 OF 1 CTE JOB NO. 10-15498T REPORT NO. PROJECT NAME Palomar Road Site INSPECTION MATERIAL IDENTIFICATION ADDRESS 2051 Palomar Airport Rd Carlsbad El CONCRETE CONC. MIX NO. & lb/in2 REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT Douglas H Austin El MASONRY MORTAR TYPE & lb/in2 ENGINEER El P.T. CONCRETE REINF. STEEL GR./SIZE ASTM A615 GR60 CONTRACTOR C2Building Group El FIELD WELDING STRUCTURAL STEEL OTHER El SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 5-11-20 El BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER 10/S5.01 El EXP. ANCHOR OTHER BLDG. PERMIT/OTHER Unavailable Il OTHER Epoxy MATERIAL SAMPLING El CONCRETE El MORTAR El GROUT El FIREPROOFING El MASONRY BLOCK El REINFORCING STEEL El STRUCTURAL STEEL El BOLTS El OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Inspection and observation of epoxy injected dowels. Panel dowels are drilled at 5/8" diameter to a minimum depth of 5+", cleaned with compressed air and bottle brush then injected with HILTI HIT RE 500 V3 epoxy with an expiration date of 2/2021 prior to dowel placement. Panel dowels are #4 @ 24" on center. Approximately 100 panel dowels. Also observed epoxy injection and dowel placement for approximately 150 slab dowels drilled at 5/8" diameter to a minimum depth of 5". All slab dowel holes were cleaned properly with compressed air and bottle brush then injected with The same HILTI Epoxy. Slab dowels into existing slab are #3 bars at 18" on center with holes drilled at 1/2" diameter. All of the above mentioned work is on GL 3 from GL D-F.1. On GL 1, from D-line going north past C-line, approximately 150 more epoxy injected dowels. Dowels into existing footing, panel and slab. Footing dowels are #4 dowels at 24" on center drilled at 5/8" diameter to a minimum depth of 6"+. Panel dowels are #4 dowels drilled at 5/8" diameter to a minimum depth of 5"+. Slab on grade dowels are #3 dowels drilled at 1/2" diameter to a minimum depth of 4+. All holes were cleaned properly with compressed air and bottle brush prior to epoxy injection and dowel placement. On GL A from 7.5-line to 3-line, same scenario with footi- .nel dowels, and slab dowels. Inspection to be continued tomorrow. Report emailed to Gregv@c2sd.com ZO eniiication of Compliance: All work unless otherwise noted, complies with applicable codes and the ppr ed plan npec ation PRINTED NAME - Brandon Leonard CERTIFICATION NO. SD#1405 SI GNATU 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 1 www.cte-inc.net c 4: TE ~z INC Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying GRADING OBSERVATION Job Name: Palomar Road Site Job Number: 10-15498T Job Address: 2051 Palomar Airport Road, Carlsbad, CA 92011 Date (s): 5/8/2020 Plan File: Permit# Tech: AT Gen Contractor: C2SD Building Group Contr. Wkg.: Superintendent: Greg Foreman Weather Condition: Partly Cloudy 75F Summary of Work: GTE onsite as requested to check compaction for four two foot OXs within the proposed basement of the existing building. Bottom of OX appeared to be firm and unyielding to probing efforts and expected to contain native soil material. See test results and and test locations below. TEST SUMMARY Test No. LOCATION AND NOTES Elev. Feet Lab Maximum Density (PCF) Optimum ° Moisture Field Density (PCF) Field Moist Content % Compaction Relative Compact! Required 1 Gym Basement Addition -2 114.4 14.0 105.5 12.1 92.2 90 2 Gym Basement Addition -2 114.4 14.0 106.2 13.9 92.6 90 3 Gym Basement Addition -2 114.4 14.0 108.5 11.0 94.8 90 4 Gym Basement Addition -2 114.4 14.0 124.0 13.4 92.1 90 * PLEASE NOTE ANY RE-INSPECTION/TESTING SIGNATURE 1441 MONTIEL ROAD, SUITE 115 ESCONDIDO, CA 92026 (760) 746-4955 FAX (760) 746-9806 CTE j,,_'y GRADING OBSERVATION 2 0F2 PROJECT NAME: Palomar Road Site CTE JOB # 10-15498T 1 L J-43 LOCATION OF FUTURE GYM STAIR _ -I- I- Certification of Compliance: All work, unless otherwise. noted, complies with-the approved plans and specifications and the Uniform Building Code * PLEASE NOTE ANY RE-INSPECTION/TESTING NAME:(PRINT) Anthony Tran SIGNATURE: CERTIFICATION NO: CD CD 0 CD STRUCTURAL OBSERVATION REPORT No. 01 Project Name:. 2051 Palomar Creative Office Project Number: M11910014.00 Observation Date: May 6, 2020 Project Location: 2051 Palomar Airport Rd Present: Nicholas Sebald / Miyamoto Carlsbad, CA 92011 Greg Van Pelt / C2 Building Group Report Date: May 8, 2020 owl Prepared By: Nicholas Sebald SUMMARY OF WORK IN PROGRESS Existing footings for concrete tilt walls are being strengthened. Rebar cages were assembled for footing in Zone C. Footing excavations were completion in Zone A. AREAS AND COMPONENTS OBSERVED Footing in Zone C was observed to meet the general intent of the structural plans. The footing was checked for excavation depth, rebar and new dowel spacing installed in existing concrete tilt-up. Footings in Zone A were observed to meet the general intent of the structural plans. The rebar cages and new dowels had not yet been set. Observation was limited to observing the excavation conditions for the footings. AS BUILT NOTES / ACCEPTABLE DEVIATIONS In Zone C, grout was discovered at tilt wall between grid 0 and gird EE. Grout to be drilled through to reach wall to install new dowels with 5" embed per detail 10/55.01. Figure 1. In Zone A, excavation under existing footings along grid A are excavated 12" below the footings as opposed to recommended 9" max. Confirm with geotech that there are no issues with the temporary excavation requirements. Figure 2. Structurally acceptable to fill over excavated depth with foundation concrete if no exception taken by geotech. OBSERVED DEFICIENCIES / CLARIFICATIONS REQUIRING CORRECTION 1. In Zone C, it was observed that wall panels are missing new doweled #4 rebar @ 24" o.c. into panel and into panel footing as shown in detail 9/S5.01. The #4 dowels are in addition to the existing straightened dowels and any replacement dowels. Figure 3. Provide dowels from footing strengthening to existing slab on grade per detail 9/55.01, 10/55.01 & 12/S5.01 as applicable. This observation was limited to structural elements exposed to view and accessible during the period of the site visit. Observations by the structural engineer do not constitute a comprehensive review of the project conditions and are not a substitute for general or special inspection requirements. The contractor remains responsible for compliance with the contract documents. 0 1/7 Structural Observation Report No. 01 In Zone C, at new opening between grid 0 and grid EE provide 2 layers of (6) #9 bars @ T&B per detail 10/S5.01, totaling 24 #9 longitudinal bars. At a distance of 15,-0" past new door opening towards grid E, provide single layer of (6) #9 bars T&B per 12/S5.01, totaling (12) #9 longitudinal bars. At panel edge where there is existing rebar, place new rebar 2" min from existing dowels or reinforcing. New rebar must be a minimum 4" from panel edge. Figure 4. In Zone D, footings along outside of building at grid A have been over excavated. Depth of excavation should match bottom of existing footing. Verify with geotech the requirements for soil stability under existing footing. Also, structurally acceptable to fill over excavated depth with foundation concrete if no exception taken by Geotech. Figure S. This observation was limited to structural elements exposed to view and accessible during the period of the site visit. Observations by the structural engineer do not constitute a comprehensive review of the project conditions and are not a substitute for general or special inspection requirements. The contractor remains responsible for compliance with the contract documents. 2/7 Structural Observation Report No. 01 I, 55 t, NI- Figure 1. Grout at tilt wall between grid D and grid EE. This observation was limited to structural elements exposed to view and accessible during the period of the site visit. Observations by the structural engineer do not constitute a comprehensive review of the project conditions and are not a substitute for generator special inspection requirements The contractor remains responsible for compliance with the contract documents. 3/7 Structural Observation Report No. 01 12 This observation was limited to structural elements exposed to view and accessible during the period of the site visit. Observations by the structural engineer do not constitute a comprehensive review of the project conditions and are not a substitute for general or special inspection requirements. The contractor remains responsible for compliance with the contract documents. 0 4/7 Structural Observation Report No. 01 Figure 3. Walls and footings missing #4 rebar @ 24" oc. This observation was limited to structural elements exposed to view and accessible during the period of the site visit. Observations by the structural engineer do not constitute a comprehensive review of the project conditions and are not a substitute for general or special inspection requirements. The contractor remains responsible for compliance with the contract documents. 5/7 Structural Observation Report No. 01 . f F . ..w• J . .• .. ji , f Figure 4. Existing rebar at panel edge. This observation was limited to structural elements exposed to view and accessible during the period of the site visit. Observations by the structural engineer do not constitute a comprehensive review of the project conditions and are not a substitute for general or special inspection requirements. The contractor remains responsible for compliance with the contract documents. 6/7 P Structural Observation Report No. 01 j ;_— / I: r - -- ,.... : Figure 5. Over excavated footing along exterior of building. This observation was limited to structural elements exposed to view and accessible dunng the period of the site visit. Observations by the structural engineer do not constitute a comprehensive review of the project conditions and are not a substitute for general or special inspection requirements. The contractor remains responsible for compliance with the contract documents. 7/7 CTE I NC Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying PROJECT NAME Palomar Road Site ADDRESS 2051 Palomar Airport Rd Carlsbad INSPECTION REPORT PAGE 1 OF 1 CTE JOB NO. 10-15498T REPORT NO. INSPECTION MATERIAL IDENTIFICATION El CONCRETE CONC. MIX NO. & lb/in2 El REINF. STEEL GROUT MIX NO. & lb/in2 El MASONRY MORTAR TYPE & lb/in2 El P.T. CONCRETE REINF. STEEL GR./SIZE El FIELD WELDING STRUCTURAL STEEL El SHOP WELDING HIGH-STRENGTH BOLT El BATCH PLANT MASONRY BLOCK El EXP. ANCHOR OTHER II OTHER Epoxy ARCHITECT Douglas H Austin ENGINEER CONTRACTOR C213uiIding Group OTHER INSPECTION DATE 4-29-20 PLAN FILE/OTHER 10/S5.01 BLDG. PERMIT/OTHER Unavailable MATERIAL SAMPLING El CONCRETE El MORTAR El GROUT El FIREPROOFING El MASONRY BLOCK El REINFORCING STEEL El STRUCTURAL STEEL El BOLTS El OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Inspection and observation of epoxy injected dowels at new footing for Zone C on GL 3. Dowels to tie new footing/ Grade beam to existing footing and slab. #4 dowels at 24" on center top and bottom. Approximately 300 locations. All holes were drilled at 5/8" diameter to a minimum depth of 6" then cleaned properly with compressed air and bottle brush then injected with HILTI HIT RE 500 V3 epoxy prior to dowel placement. Very clean work. Progress continues.... Report emai led togreg@c2sd.com And / 'N ._ r N"C. DETAIL .:; - . q±QQ!14"T1EN1N11111,1T11A11- A PRINTED NAME - Prrdrn I onnnrrl CERTIFICATION NO. 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 1 www.cte-inc.net - I I CTE INC Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying DAILY FIELD REPORT Client: Job Number: 10-154982 Job: Name: Palomar Road Site, Exterior & Interior Imp. Day(s): Monday Job Location: 2051 Palomar Airport Road, Ca Date(s): 4-20-2020 Gen. Contractor: Sub-Contractor(s): Summary of Work: On location as requested to provide observations and documentations of footing excavations located between grid lines I to 9 on grid line A I between grid lines A to DD on grid linel I between grid lines D-5 and 9.5 on line GG I between lines G to G.6 on line 6.5 I between grid lines G to G.6 on line 5.5. Used steel probe on footing excavation bottoms, found footing bottoms to be firm and unyielding indicating adequate bearing capacity. The footing excavations materials appeared to be low —expansive materials. Depth and width dimensions are in compliance with onsite plans per plan. * PLEASE NOTE ANY RE-INSPECTION/TESTING COMMENTS I AREAS OF ADDITIONAL CONCERN t. BY: David Blood DATE: 4-20-2020 CERTIFICATION NO: 1441 MONTIEL ROAD ESCONDIDO, CA 92026 (760) 746-4955 FAX (760) 746-9806 EsGil' A SAFEbulltCompany DATE: JAN. 24, 2020 JURISDICTION: CARLSBAD APPLICANT JURIS. PLAN CHECK #.: CBC2019-0490 PROJECT ADDRESS: 2051 PALOMAR ROAD SET: III PROJECT NAME: EXTERIOR! INTERIOR REMODEL & STRUCTURAL MODIFICATIONS The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ElI The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. [11 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. - The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Zane Ely. AlA Date contacted: I LMI2 (bT\) Mail Telephone Fax In Person REMARKS: By: ALl SADRE, S.E. EsGil 1/21 Telephone #: 619-851-2007 Email: zelycavrnstudios.com Enclosures: 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 I EsGil A SAFEbu(tCompany DATE: DEC. 20, 2019 0 APPLICANT U JURIS. JURISDICTION: CARLSBAD PLAN CHECK#.: CBC2019-0490 SET: II PROJECT ADDRESS: 2051 PALOMAR ROAD PROJECT NAME: EXTERIOR/ INTERIOR REMODEL & STRUCTURAL MODIFICATIONS The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. PLEASE SEE BELOW El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Zane Ely. AlA Telephone #: 619-851-2007 Date contacted: (by: ) Email: zelyavrpstudios.com Mail Telephone Fax In Person REMARKS: Please see attached for remaining items from previous list. By: ALl SADRE, S.E. Enclosures: EsGil 11/27 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC20 19-0490 DEC. 20, 2019 GENERAL Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. PLANS The continuity of the one hour rated corridor shall be maintained front the point of entry to exit. Please show compliance on Sheet A2.02A, for lobby #120 and for the stair #102 continuing to the outside. Section 1020.6. This change shall be reflected elsewhere on the plans including composite floor plans, exiting plans, door schedule, etc. STRUCTURAL Please submit a copy of the project soils report to EsGil. This was not submitted. Provide a letter from the soils engineer confirming that the foundation plans have been reviewed and it has been determined that the soil report recommendations are properly incorporated into the plans. This was not provided. On detail 4/S5.12, note the 11/2" square bars lengths (on each side) with weld size & type. MISCELLANEOUS The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact e at EsGil. Thank you. CARLSBAD CBC20 19-0490 DEC. 20, 2019 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK#.: CBC2019-0490 PREPARED BY: ALl SADRE, S.E. DATE: DEC. 20, 2019 BUILDING ADDRESS: 2051 PALOMAR ROAD BUILDING OCCUPANCY: B; V-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) INTERIOR! 45735 46.51 2,127,135 EXTERIOR T.I. & STRUCTURAL MODIFICATIONS Air Conditioning Fire Sprinklers 14 TOTAL VALUE 2,127,135 Jurisdiction Code ICB JBy Ordinance 1997 USC Building Permit Fee I At .5t 11997 USC Plan Check Fee I At 1W Type of Review: Pr Complete Review r Repetitive Fee r Other Repeats r Hou1y EsGil Fee V V r Structural Only 1 $3,755.851 Comments: New valuation based on the applicant's written estimate is $9,034,304. EsGil Fee balance = $12,690.05 (new fee) - $3,755.85 (previously charged) = $8,934.20 (remaining balance). Sheet 1 of 1 DATE: OCT. 21, 2019 JURISDICTION: CARLSBAD RECEIVED DE RFP1NT CITY SBI BUILDIN&VIS PLAN CHECK #.: CBC2019-0490 SET: I PROJECT ADDRESS: 2051 PALOMAR ROAD PROJECT NAME: EXTERIOR/ INTERIOR REMODEL & STRUCTURAL MODIFICATIONS The plans transmitted herewith have been corrected where necessary and substantially comply. with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. LII The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. - The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Zane Ely. AlA Telephone #: 619-851-2007 Date contacted: (by: ) Email: zely@avrpstudios.com Mail Telephone Fax In Person LII REMARKS: By: ALl SADRE, S.E. Enclosures: EsGil 10/10 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC2019-0490 OCT. 21, 2019 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK#.: CBC2019-0490 PROJECT ADDRESS: 2051 PALOMAR ROAD OCCUPANCY = B; CONSTRUCTION = V-B; SPRINKLERS = YES; STORIES = TWO + BASEMENT; HEIGHT = NO CHANGE; AREAS: TOTAL = 187,291; SCOPE: EXTERIOR! INTERIOR SELECTIVE REMODEL & STRUCTURAL MODIFICATIONS DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL: 10/10 OCT. 21, 2019 REVIEWED BY: ALl SADRE, S.E. FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. GENERAL Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. CARLSBAD CBC2019-0490 OCT. 21, 2019 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? IJ Yes U No PLANS Please revise the sheet index to match the content of the plans. I.e., add Sheets E6.04 & E7.01. Also, Sheets Al2.03 & Al2.04 are missing from the plans, as per sheet index. Please revise the scope of work on the cover sheet of the plans to include the structural modifications, as well as the basement remodel, and those on the 1st & 2nd floors; exterior work including the façade, seismic strengthening, improvements to lunch areas & site as well as removing a stair and adding another, as shown on the plans. Please note on Sht. TO.00 that the area affected by the remodel is 45,735-s.f. The basement area is noted as 17,920 on Sheet AO.02, versus 17,490, on Sheet SO.00. [Please revise them to match]. The 1st floor area is noted as 141,560-s.f., on Sheet A0.01, versus 143,334-s.f. on the cover sheet of the plans. [Please update them to be consistent]. The stairs on the N.W. corner is noted on Sheets TI.01 through TI.03 as not being an exit-stairs; however, on Sheet AO.02, it is noted as a part of the exiting system with the assigned travel distance. Please clarify! The open stair near grid point 11-F.2 qualifies as an atrium. Please show how it complies with the requirements in Section 404. See definition of atrium in Section 202. Please indicate where doors BIOO & B108, as per door schedule, are called out on the basement floor plans. Sheets A2.0IA & All 0.03. Similarly, for doors 105, 106, 107, 125A & B, note where they are referenced on the plans. On Sheet A2.01 A, please call out the door for the North West corner stair. Please show details and references on the plans for the glass partition adjacent to the Yoga space on Sheet A2.01 A. Assembly occupancies must comply with Section 1029: Show a one hour rated corridor for the gym from the basement, with occupant load of 100, or more: a) In California, Section 1029.3.1 was added to state: "Group A occupancies that have an occupant load of 100 or more and less than 300, shall have at least one of the required means of egress directly to an exit, or through a lobby, that is not used to access the other required exit, to an exit, or to a one hour rated corridor to an exit or continuous through a one hour rated lobby to an exit." Corridors shall have fire partition walls of one-hour construction when required by Table 1020.1. Section 1020.1. Fire-resistance rated exit corridors shall not be interrupted by intervening rooms. Foyers, lobbies or reception rooms constructed as for corridors shall not be construed as intervening rooms. Section 1020.6. CARLSBAD CBC20 19-0490 OCT. 21, 2019 17. Corridors shall have interior door openings protected by tight-fitting smoke and draft control assemblies rated 20 minutes. Table 716.5. Doors shall be maintained self-closing or be automatic closing by action of a smoke detector per Section 909.5.3. Doors shall be gasketed to provide a smoke and draft seal where the door meets the stop on sides and top. Section 716.5.3.1. 18. Windows in the walls of fire-rated interior corridor walls (Section 716.6): Such openings shall be protected by glazing listed and labeled for a fire-protection rating of at least 3/4-hour. Wired glass in steel frames is not acceptable. The total area of such windows shall not exceed 25% of the area of a common wall with any room. Section 716.6.7.2. 19. Duct penetrations (or air transfer openings) of fire-rated corridor construction shall have fire and smoke dampers per Sections 717. 20. Provide a complete architectural section of the corridor, showing all fire-resistive materials and details of construction for the fire partition walls and roof/ceilings and all penetrations. Section 107.2. 21. Guards (Section 1015): Shall have a height of 42". This includes the open side of a stair. Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Section 1607.8.1. Show connection details & ref on plans to cover all conditions. C) Openings between railings shall be less than 4". 22. Please note on the plans that the demolition and shoring will be under a separate permit. 23. Note on the plans: "All egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort." Section 1010.1.9. In lieu of the above, in a Group B or S occupancies (or Group A occupancies having an occupant load of 300 or less), you may note on the plans "Provide a sign on or near the exit door, reading THIS DOOR TO REMAIN UNLOCKED WHEN THIS SPACE IS OCCUPIED." This signage is only allowed at the main exit. Sec. 1010.1.9.3. 24. Each door in a means of egress from an occupancy of Group A having an occupant load of 50 or more shall not be provided with a latch or lock unless it is panic hardware. Section 1010.1.10. This applies to the doors from the gym. See the next few items too. 25. All doors within the exit path to a public way from an occupancy of Group A having an occupant load of 50 or more shall not be provided with latches or locks unless they are equipped with panic hardware. Sections 1010.1.10 and 1010.2. 26. When additional doors are provided for egress purposes, they also shall conform to the requirements of Section 1010 (width, swing, hardware, etc.). Section 1010.1. 27. Please add segment "A" to the key-plan on Sheet A2.01. 28. Specify on the plans that portable fire extinguishers will be installed in the building in accordance with Section 906. CARLSBAD CBC20 19-0490 OCT. 21, 2019 Specify on the plans that the Emergency Responder Safety Features of Section 914 will be installed. On Sheet D1.02, "D12" is labeled incorrectly. It should say make opening for new doors. (instead of new curtain wall). Provide a legend for new stairs near grid point GG-10.5, on Sht. Dl .02. Similarly, on 2nd floor & basement plans. Please complete the blank bubble above door 120A on Sheet A2.02A, near grid point 4.5-G.5 Please cross reference detail 1/A4.0IA on the basement floor plans for the restrooms. A one-hour fire barrier separation is required between the A3 (gym) occupancy and the others occupancy. Table 508.4. See the next few items as well. A fire barrier is not required for an accessory use not occupying more than 10% of the area of any floor of a building, nor more than the tabular values for either height or area for such use (without height/area increases). Sections 508.2.1 and 508.2.3. Doors and fire shutters in fire barriers shall comply with Table 716.5: FIRE BARRIER RATING (hours) MINIMUM OPENING PROTECTION ASSEMBLY (hours) 1 ~ 37. A single basement need not be included in the total allowable area, provided such a basement does not exceed the area permitted for a one-story building. Section 506.1.3. 38. When a building has more than one occupancy, the area shall be such that the sum of the ratios of the actual area divided by the allowable area for each occupancy shall not exceed one. This only applies if the "separated occupancies" option is chosen from Section 508.4.2. 39. Provide details on the plans for the fire-resistive construction. Include floor/ceiling assemblies, wall assemblies, column and beam assemblies, etc. Be sure to list with each detail the basis of approval (U.L. listing number, ICC research report, etc.). 40. Detail how fire-resistive wall construction will be maintained at built-in wall fixtures, electric panels exceeding 16 square inches in area, etc. Section 714.3.2. 41. Provide a note on the plans stating: "Penetrations of fire-resistive walls and floor-ceilings shall be protected as required in CBC Section 714." 42. Fire dampers shall be installed per Section 717.5 at all duct and air transfer openings of: Ceilings of fire-resistive floor-ceiling assemblies. Fire barriers (see exception for walls). C) Fire partitions at fire-rated corridors. See exceptions. d) Shaft enclosures (smoke dampers are also required). See exceptions. 43. Smoke dampers shall be installed per Sec. 717.5 at all duct and air transfer openings of: CARLSBAD CBC2019-0490 OCT. 21, 2019 Fire-rated corridors. Shaft enclosures (fire dampers are also required). See exceptions. C) In California, Section 717.5.2 was modified for Group A occupancies to state that duct openings in fire barriers shall also be provided with smoke dampers. If smoke dampers are required, the plans shall show the locations of the smoke detectors listed in the options of Section 717.3.3.2 of the CBC. Detail on the plans how fire-resistive wall and ceiling protection will be maintained at all duct penetrations, such as at fans and vents. Section 717. Clearly identify location and hourly fire-resistive rating of vertical shafts on the plans. Provide construction details showing location of fire dampers and how fire resistivity will be maintained at floors and roofs. Section 712. One-hour rated horizontal assemblies may have their drywall interrupted by double wood top plates, provided the wall is sheathed with Type X wallboard. Section 714.4.2. Steel electrical outlet boxes at fire barrier walls shall not exceed 16-sq in, shall not exceed 100 sq in per 100 square feet of wall, and shall be separated by a horizontal distance of twenty-four inches when on opposite sides of a wall. Section 714.3.2. Ducts penetrating fire barriers at occupancy separations must have fire dampers. Section 717.5.2. a) In California, Section 717.5.2 was modified for Group A occupancies to require smoke dampers in addition to fire dampers. Structural members supporting a horizontal fire barrier must have the same fire-resistive rating as the separation. Section 707.5.1. Please note where windows E108 & E109, as per Sht. AI0.04, are referenced on plans. Similarly, for 1101, as per Sheet AIO.04.1. Please remove the 'NOT FOR CONSTRUCTION" stamp on plans. ACCESSIBILITY Please specify on the plans that all site items including parking, ramps, curbs, walks, entrances, etc. HC complying subject to field verification, except for what is being updated, as shown on the plans. Please add HC accessibility notes and details on the plans for the new (for upgraded) stairs, elevator, pedestrian &I or curb ramps, etc., as required, under this permit. Please show accessible picnic tables, benches, BBQ area, game tables, garden areas, etc., on plans, as applicable for the outdoor lunch areas, as per landscape plans. Sec. 11 B-246.5, 902 & 903. CARLSBAD CBC2019-0490 OCT. 21, 2019 Please show compliance with CBC, Section 11 B-705.1.1.3, specifically the color of the detectable warnings. The sanitary napkin disposal bin shall be between the rear wall and the toilet paper dispenser. Sec. 11 B-604.7. E.g., revise detail A on the top row of Sht. 12.01 accordingly. The combination toilet paper dispenser, as shown on plans, is not acceptable. The 1 .1/2" clearance between the grab-bar and the wall is absolute, not subject to construction tolerances to encroach into, as the dispenser will. This is a new change effective July 1, 2018 in the CBC, Section 11 B-609.3. I.e., revise details 5 & 111A9.03; similarly, through Sheet A9.10, etc., as required. Please show HC accessible shower details and references on plans and on 1/A4.01A. Please dimension the projection adjacent to door B103 in the Yoga studio is less than 8"; otherwise, show 18" clear edge distance adjacent to this door. Fig. 11 B404.2.6(a). Sheet A4.01 B. STRUCTURAL Please submit a copy of the project soils report to EsGil for review, Please show connection details and references on the plans for top of the CMU walls, as shown on Sheet S1.01 A, near grid points 5.5-G.5 & 6.5-G.5. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. Please reference a detail on the plans for the drag connections starting on Sht. S1.21 A. Please provide W14x34 to panel connection details and references on Sheet SI.31A, near grid points H-12 & H-10.5. On Sheet SI.31C, provide a section through the canopy near grid point 1-DD with references for column-to-beam connections, beam-to-ledger connections, etc. On wall elevation 3/S2.01, please dimension the height of all the openings in the upper portion of the panels. Similarly, for the two window openings in the lower portion of the panels. Also, see other new openings on panel elevations. E.g., 1/S2.03, etc. On detail 2/S2.01, please show a detail with references for the (6) #9 bars, with standard hooks welded to beam shear tab as noted (in the top right corner). On detail 1/S2.01, please provide a detail with references for the (4) #8 bars with standard hooks welded to beam shear tab as noted, on the right side, at the 2d floor. On detail 2/S2.02, please identify the beam below the roof between gridlines B & A.5. Please show the beam (as per previous item) to plate connection details and show its interaction with HSS8x8 tube. CARLSBAD CBC2019-0490 OCT. 21, 2019 Detail 51S5.11 is incorrect as referenced on 11S2.02, by gridline 2, near the floor. On detail 11S2.02, please specify the spacing of the panel-to-panel connections as well as their spacing above the floor and below the roof diaphragm. Also, show that it does not interfere with the beams framing into the panel joints, or buttress panels. Please indicate panel infill where the window is installed for the door on panel elevation 1/S2.02, near gridline #7. On panel elevation 2/S2.03, please indicate (4) equal panel bracing. Please indicate the weight of all new equipment on the roof. Also, show details and references on the plans for the HVAC equipment on the roof. On detail 1/S4.01, please show the square pads sizes, embedment & reinforcement as well as column connection details. . Alternatively, refer to a detail on plans with this info. On detail 31S402, please provide a WF beam-to-wall connection detail at the landing. On detail 1/S4.03, please show a typical footing connection detail. Alternatively, refer to an existing detail on plans for this info. On detail 17/S5.01, please refer to another detail for the info. not shown. On details 14 & 15/S5.02, please refer to other details on plans for the tube-to-base plate connection details. On detail 8/S5.01, please indicate the spacing of #7 bars at the bottom. Also, note that the bottom of the footing matches the pad on Sheet SI.IIA, near grid point 13-HH.5. On detail 5/S5.11, specify the angle sizes, embedded plate info, as well as anchorage details, and vertical spacing of the embedded plates. On detail 11/S5.11, please provide a section through this detail to indicate the interaction of the drag channel with the intersecting buttress panels. On detail 4/S5.12, please show a tube to new connection detail. Alternatively, refer to an existing detail on plans for this info. Please specify where details 9 & 10/S5.21 are referenced on plans. On detail 7/S5.21, please indicate the spacing of the embedded anchors. This info, is not noted on the plans, as mentioned here. On details 3 & 4/S5.23, please show the weld size and type between the gusset (knife) plates and the tubes as well as the gussets and WF beams. Also, provide an elevation of detail 3/S5.23, to show the weld size and types between the knife plate and the tubes. What is currently provided is incomplete and unbuildable. Additional corrections may be necessary, once updated plans and calc's. are submitted for review and approval. CARLSBAD CBC2019-0490 OCT. 21, 2019 The City Policy requires that their Special Inspection Agreement Form be completed and signed and returned to the City Prior to the permit being issued. This Form is available at the building department. ADDITIONAL Please provide a contractor's written estimate for all the work under this phase of the project. Do not resubmit without this information. Pleased show step by step how the City Policy regarding the EV parking is implemented on the plans. MISCELLANEOUS Please see attached for P/M/E items. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact e at EsGil. Thank you. PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Scott Humphrey ARCHITECTURAL PME ITEMS The doors serving electrical rooms containing equipment rated 800 amperes or more shall be out swinging and equipped with panic hardware. CBC 1010.1.10 Detail the location of the required roof access ladder and hatch to provide the required access to new roof mounted mechanical equipment, as per CMC, Section 304.3 Electric Vehicle Charging (California Green Building Standards): If the newly constructed building includes a parking design of 10 or more spaces compliance with Table 5.106.5.3.3 is necessary for EV future charging capability. Provide the following design requirements found in section 5.106.5.3: Number of future EV spaces required, installed raceway design, electrical capability (amperes and location) and signage. a. Be sure to also comply with Title 24 disabled access requirements for the EV stalls. Section 11 B-228.3. If electrical vehicle charging equipment is installed: Provide a complete electrical design, including equipment specifications, a site plan, and an electrical branch circuit design, including load calculations. Include the compliance design for the accessibility requirements found in CBC 11 B-228.3 and CBC 11 B-812.5. ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) Provide a single line diagram for the new service. Include the following information: Number of meters. CARLSBAD CBC2019-0490 OCT. 21, 2019 . Feeder overcurrent device, conductor sizing and conduit sizes. Specify the Utility fault current available at the service equipment. For fault current mitigation, describe the electrical distribution equipment design as "engineered", "fully rated" or "series rated". Include the AIC specification rating of overcurrent devices throughout the system. 6. Describe the transformer grounding electrode system design: The electrode conductor sizing and the electrodes description. This is referring to any relocated transformers. CEC 250.30(A)(4) 7. Provide ventilation for the rooms containing transformers. (maybe there is existing ventilation not currently shown) 8. Out swinging door(s) equipped with panic hardware are required for access doors for rooms containing electrical equipment rated 800 amperes or more. CEC110.26(C)(3). 9. Access doors are required to be located at each end of large services (1,200 amperes or more and over 6' wide). Please review the design and provide double the CEC 110.26(A)(1) clearance distance or add an additional door. See CEC 110.26 for additional design options. This is referring to the mezzanine door on sheet E1.03. (maybe there is another door not shown?) 10. Fire resistant construction, please describe and detail on the plans the following: All fire-resistant rated assemblies All penetration firestop systems All membrane penetrations i. For a, b, c above please include the following: Installation instructions UL listings/file number(s) Manufactures name of the product proposed for the installation 11. At least (1) convenience receptacle outlet shall be installed within 50' of the electrical service (Does not apply to one- and two-family residential occupancies). CEC 210.64 12. Please add PNL schedules for L2 & H2. ENERGY (2016 CALIFORNIA BUILDING ENERGY STANDARDS) Energy is approved. Plumbing/mechanical is approved. CARLSBAD CBC2019-0490 OCT. 21, 2019 Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Scott Humphrey at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. EIIT1T i:ii.i. TITII: IiT:I::III:.TITTI IllITTI ITTTTTJ COMMENTS RESPONSES 1 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of Understood plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to '' 2j ., EsGil and the Carlsbad Planning, Engineering and Fire Departments. ' )' Q. 020 Bring TWO corrected sets of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite '-'// C 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports o directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. O1\/ NOTE: Plans that are submitted directly to EsGil only will not be-reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2 To Facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each Understood matrix of revisions has been included correction on this sheet has been made and return this sheet with the revised plans. IPLANS 3 The continuity of the one hour rated corridor shall be maintained front the point of entry to exit. East Exit stair fràm lower level discharges into an unprotected lobby. This Please show compliance on Sheet A2.02A, for lobby #120 and for the stair #102 continuing to the Lobby has been upgraded to extend the 1HR rating as a continuation to exit. outside. Section 1020.6. This change shall be reflected elsewhere on the plans including composite Based on 2016 CBC 1028.150% of the exiting from the basement can floor plans, exiting plans, door schedule, etc. discharge to the exteior as long as we meet all the exceptions. By rating the east lobby exit at level 1, we meet the exceptions for #1 under 1028.1. This is - the outcome of discussion in late December with review personel. Changed reflected on A3.02A, near grid 5.2-G ESTRUCTURAL 4 Please submit a copy of the project soils report to EsGil. This was not submitted. - Please reference the letter report by Structural Observation Group, Inc dated. 7/18/19 & 10/14/19 included with the submittal. This is the soils report. Provide a letter from the soils engineer confirming that the foundation. plans have been reviewed and Please reference the review letter provided by Structural Observation Group, it has been determined that the soil report recommendations are properly incorporated into the plans. Inc dated 12/18/19 included with the submittal. This-was not provided. 6 On detail 4/55.12, note the 11/2" square bars lengths (on each side) with weld size and type. Detail 4/55.12 has been updated to show welding requirements. MISCELLAOUS • - ___ - ____ ___________ __- -- 8 The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, Understood - California 92123; telephone number, of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact e at Esgil. OSS oN 011,0 December 18, 2019 We Just Do A BetterJob! Project 8219-04 RECEIVED JAN 232020 Steelwave 4553 Glencoe Avenue CITY OF CARLSBAD >W Marina del Rey, California 90292 BUILDING DIVISION PWM Attention: Mr. Jonas Anderson () Subject: Foundation Plan Review Proposed Mezzanine Construction 2051 Palomar Airport Road Carlsbad, California Reference: Global Geo-Engineering, Inc. - Geotechnical Recommendations, Proposed Mezzanine Construction, 2051 Palomar Airport Road, Carlsbad, California Project 8219-04 dated July 18, 2019. Dear Mr. Anderson: As required, we reviewed the following plans prepared by Miyamoto dated November 19, 2019 for the proposed construction in the city of Carlsbad, California: Basement Foundation Plan - Sheet S-1.01A; Foundation Plan and First Floor Framing Plan - Sheet S1.1 I A; Foundation Plan - Zone C - Sheet SI. 11 C; Foundation Plan - Zone D - Sheet S1.111); Foundation Details - Sheet S5.01. The plans and details are in general conformance with the recommendations provided in the referenced geotechnical report. The recommendations provided in the report remain applicable during the construction of the proposed mezzanine. 8941 Atlanta Ave., #518, Huntington Beach, CA 92646-7121 / 714-330-6333 / Fax: 877-764-3939 C) Steelwave December 18, 2019 Project 8219-04 Page 2 The opportunity to be of service is greatly appreciated. If you have any questions or if we can be of further assistance, please call. Very truly yours, STRUCTURAL OBSERVATION It Mohan B. Upasani Principal Geotechnical Engineer RGE 2301 (Exp. March 31, 202 1) Enclosure: Terms and Conditions Email copy to: Miyamoto Ms. Lisa Bridge '•7 MOHAN B. '7 UPASANI \ Exp. Date O3/31/4) 2301 op C SIM ftOjjp We Just Do A Better Job! October 14, 2019 Project 8219-06 Steelwave 4553 Glencoe Avenue Marina del Rey, California 90292 Attention: Mr. Gene D. Bark, AlA, LEED AP Vice President - Design & Construction Subject: Infiltration Rates 2051 Palomar Airport Road Carlsbad, California Reference: Structural Observation Group, Inc. - Geotechnical Recommendations, Proposed Mezzanine Construction, 2051 Palomar Airport Road, Carlsbad, California Project 8219-04 dated July 18, 2019 Dear Mr. Bark: 1. INTRODUCTION As requested, we have conducted an infiltration test for the proposed on-site storm water disposal system to be constructed at the above referenced site located in city of Carlsbad, California. An approximate location is shown on the Location Map, Figure 1. C) A geotechnical report was prepared by Structural Observation Group, Inc. in July 2019. The design and the construction recommendations were provided in the referenced report dated July 18, 2019. The purpose of the current study was to determine the infiltration rates for the proposed on-site storm water disposal system. This report is subject to the Terms and Conditions enclosed to this report and incorporated herein by reference. 8941 Atlanta Ave., #518, Huntington Beach, CA 92646-7121 / 714-330-6333 / Fax: 877-764-3939 CoCadl, csiio J - / • .. •/ ,•,•, ---: j • i II LOCATION MAP NP 1 :- / S —mom-- • . {. -• I' \/ N : çj > r 1)It F/1 1 SITE ( -- L1- :L - '\ JcJ ) PH 1 1 ./ /1 1 f••• ;): y I I r ( i!k Bi\SF v1AI: t ( iS 7.5-Miiitite lopographic Map. [iicinitjs (uadrangle. 1997 2000 (1 2000 000 AT- I I I. -~t %%~Jl S E IR? . IoNGR fkC .1" of 1)1) I /?L'lt'i 10/)' 205 1 Palomar Airport Road Carlsbad, Calilornia Date: October 2019 1 Figure No: I't()jCCt No.: U19-06 Steelwave October 14, 2019 Project 8219-06 Page 2 2. FIELD EXPLORATION A total of seven borings were drilled and tested throughout the site. One of the borings was excavated to a depth of 30 feet to determine the depth to the ground water. No ground water was encountered. Therefore, the initial screening indicated that the installation of either a 5-foot deep or 20-foot deep infiltration system is feasible for the on-site storm water runoff. The borings were drilled using a truck mounted hollow stem auger drill rig. To prevent caving of the sidewalls during percolation testing, 3-inch diameter perforated pipe and gravel rock were installed in each of the borings. Logs of Borings are enclosed as Figures 2 through 8. The locations of the borings are shown on the Boring Location Plan, Figure 9. 3. PERCOLATION STUDY The borings were thoroughly pre-soaked for a period of 24 hours. The percolation testing was conducted on the next day following the pre-soak. Before the testing started, Borings P-i, P-2, P-4, P-6 and P-7 had no water left from the pre-soak. The Borings P-3 and P-5 had 18 and 44 inches water left from the presoak, respectively. From a fixed reference point, the drop in the water level was measured in 60-minute intervals for all the borings except for Boring P-6. The interval was 5 minutes in P-6. The borings were refilled after every reading. Based on the drop in the water level in the last hour of the test, the infiltration rate was computed. The drop in the water during the last reading period was as follows: Boring No. Depth of Test -7 (Feet) Drop Date P-I 5 12 inches in one hour October 3, 2019 P-2 20 93 inches in one hour October 3, 2019 P-3 5 11 inches in one hour October 3, 2019 P-4 20 31 inches in one hour October 3, 2019 P-5 5 3 inches on one hour October 3, 2019 P-6 20 7 inches in 5 minutes October 3, 2019 P-7 20 33 inches in one hour October 3, 2019 Global Geo-Engineering, Inc. LOG OF TEST PIT P-I Drilling Method Hollow Stem Irvine, California Geologists and Geotechnical Engineers Date Logged By : September 26, 2019 : KBY 2051 Palomar Airport Road Carlsbad, California Diameter of Boring :8" Drilling Company : Cal Pac Drilling Rig : Mobile B-61 Project: 8219-06 Sample Type Water Levels 1 Ring Groundwater Encountered a Bulk Seepage Encountered _ a, a . 0 0 - a, > 0 a, O c.y a, .i DESCRIPTION 0- — Silty SAND: fine grained, brown to olive brown, slightly moist, loose with roots SM/ML Fx Silty SAND/Sandy SILT yellow brown slightly moist medium dense FILL CL Silty CLAY: dark yellow brown, moist, medium stiff RESIDUAL SOIL Bottom of Test Pit at 5 feet: Notes. No groundwater or seepage encountered 3-inch diameter perforated pipe installed; Pipe encased with 3/4-inch diameter rock 10- 15- 20- 25- 30- 35- Figure 2 Global Geo-Engineering, Inc. LOG OF TEST PIT P-2 Drilling Method Hollow Stem : Irvine, California Geologists and Geotechnical Engineers Date September 26, 2019 2051 Palomar Airport Road Logged By KBY Carlsbad, California Diameter of Boring :8" Drilling Company : Cal Pac Drilling Rig : Mobile 8-61 - Project: 8219-06 Sample Type Water Levels C .2 Ring - Groundwater Encountered (U E __ Bulk .• Seepage Encountered G) cn 0 - W > 0 O CC) ) - I a. a E 32 (U (J) DESCRIPTION SM Silty SAND: fine grained, brown to olive brown, slightly moist, loose with roots Silty SAND/Sandy SILT: yellow brown, slightly moist, loose to medium dense FILL SM/MLF/x Silty CLAY: dark yellow brown, moist, medium stiff 4/5/10 CL RESIDUAL SOIL : 77 : Silty SANDSTONE: fine grained, yellow brown, slightly moist, - - moderately hard - - - . @7' dark yellow brown 10 @11.5' light yellow brown 15 SS I 20 @23' more Silty, dark yellow to reddish brown SCRIPPS FORMA Bottom of Test Pit at 25 feet: Notes. No groundwater or seepage encountered Boring backfilled to 20 feet 3-inch diameter perforated pipe installed; Pipe encased with 3/4-inch diameter gravel rock C, I 25 30 Figure 3 Global Geo-Engineering, Inc. LOG OF TEST PIT P-S : Drilling Method Hollow Stem Irvine, California Geologists and Geotechnical Engineers Date Logged By : September 26, 2019 : KBY 2051 Palomar Airport Road Carlsbad, California Diameter of Boring 8" Drilling Company : Cal Pac Drilling Rig : Mobile B-61 Project: 8219-06 Sample Type Water Levels Ring y Groundwater Encountered CL P771 Bulk Seepage Encountered U LL W . 0 C) i > 0 DESCRIPTION Silty SAND: fine grained, brown to olive brown, slightly moist, loose Silty SAND/Sandy SILT: yellow brown, slightly moist, loose to medium dense /ML Fm I @3' dark yellow brown -11-1-111, FILL 5 - Bottom of Test Pit at 5 feet: Notes. No groundwater or seepage encountered 3-inch diameter perforated pipe installed; Pipe encased with 3/4-inch gravel rock 10- 15- 20- 25- 30- 35- Figure 4 Global Geo-Engineering, Inc. Irvine, California Geologists and Geotechnical Engineers 2051 Palomar Airport Road Carlsbad, California 19-06 C 0 C) 9. LOG OF TEST PIT P-4 Date : September 26, 2019 Logged By : KBY Diameter of Boring 8" Drilling Company : Cal Pac Drilling Rig : Mobile 8-61 Sample Type IJ Ring Bulk a) a) '- . 0 - D LL øa) 0 > 0 a) o a) . . E 0- a) o m o, .! C. o (1) Of <0 0 sr I1;1Il 5 SM/ML 10 FILL 15 Silty SANDSTONE: fine grained, yellow brown to olive gray, slightly moist, moderately hard to hard 20 SS 25 SCRIPPS FORMATION 30 Bottom of Test Pit at 30 feet: Notes. No groundwater or seepage encountered Boring backfilled to 20 feet 3-inch diameter perforated pipe installed; Pipe encased with 35 3/4-inch diameter gravel rock Figure 5 Drilling Method Hollow Stem Water Levels y Groundwater Encountered _V Seepage Encountered DESCRIPTION Silty SAND: fine grained, brown to olive brown, slightly moist, loose Silty SAND/Sandy SILT: yellow brown, slightly moist, loose to medium dense Global Geo-Engineering, Inc. Irvine, California Geologists and Geotechnical Engineers 2051 Palomar Airport Road Carlsbad, California LOG OF TEST PIT P-5 Date September 26, 2019 Logged By KBY Diameter of Boring : 8" Drilling Company : Cal Pac Drilling Rig : Mobile B-61 Drilling Method : Hollow Stem Water Levels Groundwater Encountered Seepage Encountered 8219-06 C) U LL >,. .- - a o 0) U O 0- SS 0 I a Samole T ~ I DESCRIPTION Asphalt Concrete: 3 inches -- - - Silty AND: fine grained, olive brown, slightly moist, loose to medium dense FILL Silty SANDSTONE: fine grained, yellow brown to olive gray, slightly - - - moist~ @4'pretdominantly moderately hard - -countered - olive gray to gray SCRIPPS FORMATIO! Bottom of Test Pit at 5 feet: Notes. No groundwater or seepage encountered 3-inch diameter perforated pipe installed; Pipe encased with 3/4-inch diameter gravel rock [En Ring Bulk 0 C) .I ca 0 10 (I) 20 25 30 35 Figure 6 Global Geo-Engineering, Inc. Irvine, California Geologists and Geotechnical Engineers LOG OF TEST PIT P-6 Drilling Method Hollow Stem : Date : September 26, 2019 Logged By KBY Diameter of Boring :8" Drilling Company : Cal Pac Drilling Rig Mobile B-61 Project: 8219-06 2051 Palomar Airport Road Carlsbad, California U- 0) ..... w . C a E o 0 i - > 0 I Sample Type Ring Bulk Water Levels y Groundwater Encountered Seepage Encountered DESCRIPTION 5- 10- 15— 20- SM Asphalt Concrete 3 Inches Silty SAND fine to medium grained olive brown slighlty moist loose to medium dense SS Silty SANDSTONE: fine grained, yellow brown to olive gray, slightly moist, moderately hard with Sandy SILTSTONE interbeds @10 predominantly olive gray, more Silty Sandy SILTSTONE: dark yellow brown, slightly moist, moderately hard - SCRIPPS FORMATION _________ : : : SL rticsi ''If'! 1ff 1111 111ff ff ff1!!1f fill!!! 1111111 25- 30- 35- Bottom of Test Pit at 23 feet: Notes. No groundwater or seepage encountered Boring backfilled to 20 feet 3-inch diameter perforated pipe installed; Pipe encased with 3/4-inch diameter gravel rock Figure 7 Global Geo-Engineering, Inc. Irvine, California Geologists and Geotechnical Engineers LOG OF TEST PIT P-7 Drilling Method Hollow Stem : Date Logged By Diameter of Boring Drilling Company Drilling Rig : September 26, 2019 : KBY :8" Cal Pac : Mobile B-61 2051 Palomar Airport Road Carlsbad, California Project: 8219-06 CD U.. 0) E 12 .w O >.. co ca CL 0 0 CO > .i! 0 C.) Sample Type Ring F7/7 Bulk Water Levels Groundwater Encountered Seepage Encountered DESCRIPTION 10 15- 20- Concrete: 6 inche .Silty SAND: fine grained, yellow brown, slighlty moist, medium dense FILL, Silty SANDSTONE: fine grained, yellow brown to olive gray, slightly moist, moderately hard with Sandy SILTSTONE interbeds @5' predominantly olive gray @10' more Silty with SILTSTONE interbeds @12 dark yellow brown SS/SL ---- ... - - -1-i-I- -- SL Sandy SILTSTONE: dark yellow brown, slightly moist, moderately hard SCRIPPS FORMATION JfJJJJj .mr. rn- f-I I I I I I 1111111 If 11111 lit: IfiffIf II 11111 s 1 1 1 1 1 1111111 ff1/Ill If 11111 25- 30- 35— -. Bottom of Test Pit at 23 feet: Notes. No groundwater or seepage encountered Boring backfilled to 20 feet 3-inch diameter perforated pipe installed: Pipe encased with 3/4-inch diameter gravel rock Figure 6 > 0 (9) 0 B GO hi 2rm CD I . I- '1 -' EXISTING BUILDING TO REMAIN p TING BUILDING TO REMAIN W 4A r\\\I• NT PROPERTY 2. Fl 1 I_21 Ii/t LIJ I I - I FOR REVIEW ONLY -NOT FOR CONSTRUCTION wi-- Steelwave October 14, 2019 Project 8219-06 Page 3 The computed infiltration rate using a Porchet method was: Boring No. Percolation Rate (inch/hour) P-i 0.55 P-2 1.01 P-3 0.49 P-4 0.29 P-5 0.12 P-6 10.7 P-7 0.31 These rates are calculated using a factor of safety of 1.0. Appropriate factor of safety should be utilized while designing the basin. The opportunity to be of service is sincerely appreciated. If you have any questions or if we can be of further assistance, please call. Very truly yours, Structural Observation Group, E SSi Of Mohan B. Upai !) Exp. Date 03/31/./ I Principal Geotechnical Engine ei 2301 zb RGE 2301 . * (Exp. March 31, 2021) 'r cti Enclosures: Location Map - Figure 1 Logs of Borings - Figures 2 through 8 Boring Location Plan - Figure 9 Terms and Conditions C) d) S ER VA rl,00,Aq i 9P I b-q WWI 40 a, I his 9) REFCS/VEo JAN 232020 CITY Op VAMI"i UJMcll' V' IS 10 N July 18, 2019 We Just Do A Better Job! Project 8219-04 Steelwave 4553 Glencoe Avenue Marina del Rey, California 90292 Attention: Mr. Gene D. Bark, AlA, LEED AP Vice President - Design & Construction Subject: Geotechnical Recommendations Proposed Mezzanine Construction 2051 Palomar Airport Road Carlsbad, California Reference: Christian Wheeler Engineering - Draft Report of Geotechnical Investigation, Proposed Parking Lot Expansion, 2051 Palomar Airport Road, Carlsbad, California CWE 2180221.01 dated August 10, 2018 Dear Mr. Bark: 1. INTRODUCTION In accordance with your request, we are providing you with geotechnical recommendations relating to the construction of the proposed improvements at the subject site located in the city of Carlsbad, California. We reviewed the architectural plans prepared for the proposed improvements. The proposed construction will include a mezzanine supported by either new footings or strengthened existing footings. Structural plans prepared for the original construction indicate maximum allowable bearing capacity of 3,000 lb/ft2 was used. C) No subsurface exploration was conducted during the course of preparing this report. However, we presume that the stability of the underlying soils has been assessed and approved in conjunction with the development of the original building. Detailed analysis of the fill settlement was beyond the scope of our work. 8941 Atlanta Ave., #518, Huntington Beach, CA 92646-7121 / 714-330-6333 / Fax: 877-764-3939 Steelwave July 18, 2019 Project 8219-04 Page 2 This report is subject to the Terms and Conditions enclosed to this report and incorporated herein by reference. 2. SCOPE The scope of services we provided was as follows: Preliminary planning and preparation; Review of available geologic maps covering the site area; C) Geotechnical analyses of the field and the laboratory test data; d) Preparation of a geotecimical report presenting our findings, conclusions and recommendations. 3. SITE DESCRIPTION 3.1 Location The subject property is located along the southeast side of Glencoe Palomar Airport Road in the city of Caisbad, California. Approximately 400 feet x 400 feet square-shaped building was apparently constructed in late 1980s. An approximate location of the site is shown on the enclosed Location Map, Figure 1. 3.2 Site Conditions The proposed improvements will be constructed inside the existing building. 3.3 Geology 3.3.1 Regional Geologic Setting. The property is located within the northwestern portion of the Peninsular Ranges Geomorphic Province of California. The Peninsular Ranges consist of a series of mountain ranges separated by longitudinal valleys. The ranges trend northwest-southeast and are sub parallel to faults branching from the San Andreas Fault. The Peninsular Ranges extend from the southern side of the Santa Monica Mountains into Baja, California (CDMG, 1997). LOCATION MAP BASF MAP: I ISOS 7-Minute Topographic Map, San Luis Rev Quadrancle. 1997 200() () 2000 400() z1j cGRoup H(" Just 1)o ;l 1iier .Ioh.' I Palomar Airport Road Carlsbad, Ca Ii toni ia I)ate: Ju l\ 201 9 I Figure No: Project o.: 82 I 9-I) Steelwave July 18, 2019 Project 8219-04 Page 3 3.3.2 Local Geologic Setting Based on our review of the referenced report, the site is underlain by fill soils presumably certified during the development of the building and bedrock of Santiago formation. 3.4 Subsurface Conditions We reviewed the geotechnical investigation report prepared in 2018 for the then proposed expansion of the parking lot. The investigation consisted of excavating one hand dug boring to a depth of 2.5 feet and seven test pits ranging in depth from 1.5 feet 10 feet. All the excavations were conducted outside the existing building. Shallow fill soils, from 0.5 to 3 feet were encountered in all the excavations except in P-2 and P-3. Test Pit P-2 was excavated to a depth of 10 feet. The soils encountered in the test pit consisted of fill soils. No bedrock was encountered in P-2 to the depth explored. No fill soils were encountered in P-3. The bedrock was encountered at the surface elevation. The report indicated that the grading for the site development predominantly consisted of cutting down the previous topography to establish the pad elevation. The deeper fill in P-2 was likely associated with utility trench backfill. It is regarded that the building foundations are supported by the bedrock of Santiago formation. 3.5 Potential Seismic Hazards 3.5.1 General The property is located in the general proximity of several active and potentially active faults, which are typical for sites in the Southern California region. Earthquakes occurring on active faults within a 70-mile radius are capable of generating ground shaking of engineering significance to the proposed construction. In Southern California, most of the seismic damage to manmade structures results from ground shaking and, to a lesser degree, from liquefaction and ground rupture caused by earthquakes along active fault zones. In general, the greater the magnitude of the earthquake, the greater the potential damage. Steelwave July 18, 2019 Project 8219-04 Page 4 3.5.2 Ground Rupture The subject property is not within an Earthquake Fault Zone (previously known as an Aiquist-Priolo Special Studies Zone). The closest known active fault is the Newport-Inglewood Fault, located at a distance of approximately 6.5 miles west of the project site. Other active fault zones in the region that could possibly affect the site include the Rose Canyon Fault Zone to the southwest, Coronado Bank and San Clemente Fault Zones to the west; the Palos Verdes Fault Zone to the northwest; and the Elsinore, Earthquake Valley, San Jacinto, and San Andreas Fault Zones to the northeast. Due to the distance of the closest active fault to the site, ground rupture is not considered a significant hazard at the site. 3.5.3 Deterministic Seismic Hazard Analysis We utilized the California Office of Statewide Health Planning and Development (OSHPD) Seismic Design Maps internet program to calculate the peak ground acceleration (PGA) at the project site location. Using the ASCE 7-10 standard and Site Class D, the PGA at the subject property resulted to be 0.415g. 3.5.4 Liquefaction The project site is not located in a State of California delineated Seismic Hazard Zone for liquefaction potential. A potential for liquefaction is low. 4. CONCLUSIONS AND RECOMMENDATIONS 4.1 General It is our opinion that the site will be suitable for the proposed development from a geotechnical aspect, assuming that our recommendations are implemented during construction. We are of the opinion that the proposed improvements may be supported on the shallow footings founded in the competent soils. C) We are also of the opinion that with due and reasonable precautions, the proposed construction will not endanger adjacent property nor will construction be affected adversely by adjoining property. Steelwave July 18, 2019 Project 8219-04 Page 5 The earthwork operations should be observed by a representative of a geotechnical engineer. The design recommendations in the report should be reviewed during the grading phase when soil conditions in the excavations become exposed. 4.2 Grading 4.2.1 Processing of On-Site Soils At this time, no overexcavation is required below the bottom of the footings, provided the footings are founded in the existing competent soils. The existing subgrade soils below the slab-on-grade are anticipated to be disturbed during the demolition process and should be reworked for a depth of 6 to 8 inches, subject to review during the construction. Wherever structural fills, if any, are to be placed, the upper 6 to 8 inches of the exposed subgrade should be scarified and reworked. Any loosening of reworked or native material, consequent to the passage of construction traffic, weathering, etc., should be made good prior to further construction. The depths of overexcavation, if any, should be reviewed by the Geotechnical Engineer during construction. Any surface or subsurface obstructions, or any variation of site materials or conditions encountered during grading should be brought immediately to the attention of the Geotecimical Engineer for proper exposure, removal or processing, as directed. No underground obstructions, or facilities should remain in any structural areas. Depressions and/or cavities created as a result of the removal of obstructions should be backfihled properly with suitable materials, and compacted. 4.2.2 Material Selection (for anynew fills) After the site has been stripped of any debris, excavated on-site soils are considered satisfactory for reuse in the construction of on-site fills. Concrete pieces greater than 4 inches in diameter should not be incorporated in compacted fill below slab-on-grade. Steelwave July 18, 2019 Project 8219-04 Page 6 4.2.3 Compaction Requirements Reworking/compaction shall include moisture-conditioning/drying as needed to bring the soils too slightly above the optimum moisture content. All reworked soils and structural fills should be densified to achieve at least 90 percent relative compaction with reference to laboratory compaction standard. The optimum moisture content and maximum dry density should be determined in the laboratory in accordance with ASTM Test Designation D1 5 57. C) Fill should be compacted in lifts not exceeding 8 inches (loose). 4.2.4 Excavating Conditions Excavation of on-site materials may be accomplished with standard earthmoving or trenching equipment. Dewatering is not anticipated. Portions of the demolished structures, if any, should be removed entirely from within the structural areas. Care should be taken not to undermine the foundations to be left in place. 4.2.5 Sulphate Content We understand that as a conservative approach the concrete construction will consist of 4,500 psi compressive strength concrete with a maximum water/cement ratio of 0.45. A representative soils sample may be tested during the construction to determine the sulphate content. In the event, the tested sulphate content is less than 0.1 percent, the sulphate exposure may be considered negligible. 4.2.6 Grading Control All grading and earthwork should be performed under the observation of a Geotechnical Engineer in order to achieve proper subgrade preparation, selection of satisfactory materials, placement and compaction of all structural fill. Sufficient notification prior to stripping and earthwork construction is essential to make certain that the work will be adequately observed and tested. Steelwave July 18, 2019 Project 8219-04 Page 7 4.2.7 Surface Drainage In accordance with Section 1804.3, 2016 CBC, the ground adjacent to the foundation should be sloped away at gradient of 5 percent. If the ground adjacent to the residence is covered with impervious material, the area adjacent to the foundations may be sloped away at 2 percent gradient. 4.3 Slab-on-Grade Concrete floor slabs may be founded on the reworked subgrade. The following recommendations assume the subgrade soils to consist of soils with low expansion potential. These recommendations should be revised if soils with medium to high expansion potential are encountered during the grading operations. A 4-inch thick SAND layer should be placed below slab-on-grade. 10-mu thick plastic vapor barrier is recommended to be installed at the mid height the SAND. It is recommended that #4 bars on 12-inch on center or equivalent, both ways, be provided as minimum reinforcement in slabs-on-grade. Joints should be provided and slabs should be at least 6 inches thick. However, the recommendations from the project structural engineer may be more stringent. The FFL should be at least 6 inches above highest adjacent grade, if feasible. The subgrade should be kept moist prior to the concrete pour. 5.4 Spread Foundations The proposed addition can be founded on shallow spread footings. The minimum criteria are presented below. 5.4.1 Dimensions/Embedment Depths Minimum Width Minimum Embedment (ft) Below Lowest Finished Surface (ft) Wall Footings 2.0 2.0 Column Footing 2.0 2.0 Steelwave July 18, 2019 Project 8219-04 Page 8 5.4.2 Allowable Bearing Capacity An allowable bearing capacity of 3,000 lb/ft2 may be used for the foundation design. (Notes: These values may be increased by one-third in the case of short-duration loads, such as induced by wind or seismic forces; Planter areas should not be sited adjacent to walls. In case planter areas are sited next to the walls the footings should be deepened by additional six inches; Footing excavations should be observed by the Geotechnical Engineer to verify the footings are excavated in the competent soils and are in one type of soils; Footing excavations should be kept moist prior to the concrete pour; It should be insured that the embedment depths do not become reduced or adversely affected by erosion, softening, planting, digging, etc.) 4.5 Seismic Coefficients The following table provides the most recent seismic coefficients for the site area calculated in accordance with ASCE 7-10 Standards: ITEM { VALUE Site Longitude (Decimal-degrees) -117.2768 Site Latitude (Decimal-degrees) 33.1229 Site Class C Seismic Design Category D Mapped Spectral Response Acceleration-Short Period (0.2 Sec) - Ss 1.07 Mapped Spectral Response Acceleration-i Second Period - S1 0.413 Short Period Site Coefficient-Fe 1.0 Long Period Site Coefficient F 1.387 Adjusted Spectral Response Acceleration @ 0.2 Sec. Period (Sms) 1.07 Adjusted Spectral Response Acceleration @ lSec.Period (S 1) 0.573 Design Spectral Response Acceleration @ 0.2 Sec. Period (SD) 0.713 Design Spectral Response Acceleration @ 1-Sec. Period (SDI) 0.382 tee1wave July 18, 2019 Project 8219-04 Page 9 6. LIMITATIONS Soils and bedrock over an area show variations in geological structure, type, strength and other properties from what can be observed sampled and tested from specimens extracted from necessarily limited exploratory borings. Therefore, there are natural limitations inherent in making geologic and soil engineering studies and analyses. Our findings, interpretations, analyses and recommendations are based on observation, and our professional experience; and the projections we make are professional judgments conforming to the usual standards of the profession. No other warranty is herein expressed or implied. In the event, that during if construction, conditions are exposed which are significantly different from those described in this report, they should be brought to the attention of the Geotecimical Engineer. The recommendations included in this report are intended to minimize the potential of distress caused by the underlying soils. However, it should be noted that certain amount of cracking, uplifting and tilting of may be unavoidable and should be anticipated during the lifetime of the proposed structures. The opportunity to be of service is sincerely appreciated. If you have any questions or if we can be of further assistance, please call. Very truly yours, STRUCTURAL OBSERVATION GROUFESS\ 8 UPASANg l( Exp.DateO3/3j/ Mohan B. Upasani rn 2301 /' . Principal Geotechnical Engineer C? ROE 2301 (Exp. March 31, 202 1) MBU:mbu Enclosures: Location Plan - Figure 1 Terms and Conditions SAN DIEGO REGIONAL OFFICE USE ONLY MATERIALS RECORD ID# J HAZARDOUS PLAN CHECK #__________________ QUESTIONNAIRE SP DATE / I Business Name Business Contact Telephone # STEELWAVE, LLC GENE BARK (310) 751-1331 Project Address City State Zip Code APN# 2051 PAt.OMAR AIRPORT RDI CARLSBAD CA 92011 213-050-39-00 Mailinq Address City DEL RAY State CA Zip Code 90292 Plan Fite# 455 GLENCOE AVE. MARINA Project Contact Applicant E-mail Telephone MATT FORD mford@steetwavellc.com - (713)545-8473 me roumowing questions rupruaunt mu imminy a 0611Vuii, I1W. • PAST I: FIRE DEPARTMENT —HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not reoulred for projects within the City of San biegol: Iridkate by circling 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. Radloactives questions is yes, applicant must contact me '...ounty UJ 3d11 Ultyt? riaLowtou4 ,vuato: ... .., Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED YES NO Project Completion Date; Expected Date of Occupancy: (for new construction or remodeling projects) 0 Is your business listed on the reverse side of this form? (check all that apply). 0 Ed Will your business dispose of Hazardous Substances or Medical Waste in any amount? 0 E§ 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 Will your business store or handle carclnogenslreproductive toxins in any quantity? 0 Will your business use an existing or install an underground storage tank? 8. Q Will your business store or handle Regulated Substances (CalARP)? 0 Will your business use or Install a Hazardous Waste Tank System (Title 22, Article 10)? 0 Niii your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or oreater than 1.320 Oat Ions? (California's Aboveground Petroleum Storage Act). (the answer to any Diego, CA 92123. CatARP Exempt Date Initials C] CalARP Required Date Initials CatARP Complete Date initials PART III %AN otqq COUNTY Aft. POLLUTION C9NTROL QI3TRICI1APDk Any YES' answer requires a stamp from APCD 10124 Old Grove Road, San Diego. CA 9211 (858) 586-2650). ['NO stamp required if 01 Yes Ind Q3 Yes and 04-06 No). The following questions are intended to identify the majority of air pollution issues at the planning stage. Projects may require additional measures not identified by these questions. For comprehensive requirements contact APCO. Residences are typically exempt, except - those with more than one building' on the property: single buildings with more than four dwelling units: townhomes: condos; mixed-commercial use: deliberate bums: residences forming part of a larger project, ['Excludes garages & small outbuildings.] YES NO 0 Will the project disturb 160 square feet or more of existing building materials? 0 g Will any load supporting structural members be removed? Notification may be required 10 working days prior to commencing demolition. 0 (ANSWER ONLY IF QUESTION I or 2 IS YES) Has an asbestos survey been performed by a Certified Asbestos Consultant or Site Surveillance Technician? f 0 (ANSWER ONLY IF QUESTION 3 Is YES) Based on the survey results, will the project disturb any asbestos containing material? Notification may be required 10 working days prior to commencing asbestos removal. 0 Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or APCD factsheet w.sdaocd.ora/InlaiIaclS/Permit.S,Ddfi for typical equipment requiring an APCD permit. 0 0 (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1.000 feet of a school boundary Briefly describe business activities: Briefly describe proposed project: Office Tenant improvement. Improvement includes façade, lobby, trellis, stair, and restroom ena.of iecje p 1geprY that to the best of my knowledge and , tlefjUpnses made herein , : /led '1 Name of Owner or Authorized Agent A96t Date FOR OFFICAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:_____________________________________________________________________ RV' ______ DATE: I I EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMD' APCD COUNTY-HMO APCD COUNTY-HMO APCO A stamp In this box only exempts ousmnesses irom completing or opoaung d r1draluutib ivaicu 10u .. ......... ...., ..... HM-9171 (08/15) County of San Diego —DEH — Hazardous Materials Division 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:__________ Business Name: STEELWAVE LLC Street Address:.2051 PALMAR AIRPORT RD, CARLSBAD CA 92011. Email Address: gbark@steelwavellc.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: Acid Cleaning Assembly Automotive Repair Battery Manufacturing Biofuel Manufacturing Biotech Laboratory Bulk Chemical Storage Car Wash Chemical Manufacturing Chemical Purification Dental Offices Dental Schools N Dental Clinics Dry Cleaning Electrical Component Manufacturing Fertilizer Manufacturing Film/X-ray Processing Food Processing Glass Manufacturing Industrial Laundry Ink Manufacturing Laboratory Machining/Milling Membrane manufacturing (i.e. water filter membranes) Metal Casting/Forming Metal Fabrication Metal Finishing Electroplating Electroless Plating N Anodizing Coating (i.e. phosphating) Chemical Etching/Milling Printed Circuit Board Manufacturing Metal Powders Forming Nutritional Supplement/Vitamin Manufacturing Painting/Finishing Paint Manufacturing Personal Care Products Manufacturing Pesticide Manufacturing! Packaging Pharmaceutical Manufacturing (including precursors) Porcelain Enameling Power Generation Print Shop Research and Development Rubber Manufacturing Semiconductor Manufacturing Soap/Detergent Manufacturing Waste Treatment/Storage New Business? Yes[] No SIC Code(s) if known: Date operation began/will begin: Tenant Improvement? Yes No[] If yes, briefly describe Improvement: THE PROPOSED PROJECT INCLUDE LANDSCAPE. EXTERIOR REMODEL. AND INTERIOR CORE & SHELL IMPROVEMENTS Description of operations generating wastewater (discharged to sewer, hauled or evaporated): Estimated volume of industrial wastewater to be discharged (gal! day): List hazardous wastes generated (type/volume): . Have you applied for a Wastewater Discharge Permit from the Encina Wastewater Authority? Yes 0 Date: - No 11 Page lof 2 ENCINA WASTEWATER AUTHORITY INDUSTRIAL WASTEWATER DISCHARGE PERMIT SCREENING SURVEY WASMAIrit 6200 Avenida Encinas, Carlsbad, CA 92011 - Phone: 760-438-3941 Fax: 760-476-9852 SourceControIencInajpa.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. H 0 Automobile Detailers 0 Barber/Beauty Shops 0 Business/Sales Offices 0 Cleaning Services 0 Carpet/Upholstery 0 Childcare Facilities Churches Community Centers S Consulting Services Contractors 0 Counseling Services 0 Educational Services (no auto repair/film developing) 0 Financial Institutions/Services 0 Fitness Centers 0 Gas Stations (no car wash/auto repair) 0 Grocery Stores (no film developing) 0 Residential based Businesses Hotels/Motels (no laundry) Laundromats Libraries Medical Offices (no x-ray developing) Mortuaries Museums Nail Salons Nursing Homes : Office Buildings (no process flow) Optical Services Pest Control Services (no pesticide repackaging for sale) Pet Boarding/Grooming Facilities Postal Services (no car wash/auto repair) Public Storage Facilities Restaurants/Bars Retail/Wholesale Stores (no auto repair/film developing) Theaters (Movie/Live) CERTIFICATION STATEMENT I certify that the information above is true and correct to the best of my knowledge. Signature: Print Name:tL+t/ 6,DATE:ic' Facility Contact:cC( 4f9C1Title: JF ENCINA WASTEWATER AUTHORITY 6200 AVENIDA ENCINAS, CARLSBAD, CA Phone: 760-4383941 Fax: 760-476-9852 Soutecontrojjicinaipj;cu Page 2 of 2 Development Services Cci CLIMATE ACTION PLAN Building Division , CONSISTENCY CHECKLIST 1635 Faraday Avenue :::LiariSUaU B-50 (760) 6022719 www.carlsbadca.gov PURPOSE This checklist is intended to assist building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their projects. The completed checklist must be included in the building permit application. 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. NOTE: The following type of permits are not required to fill out this form : + Patio •• Decks 1 + PME (w/o panel upgrade) + Pool 4 If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, an explanation must be provided to the satisfaction of the Building Official. Details on CAP ordinance requirements are available on the city's: websit.. .4 A CAP Building Plan template (form B-55) shall be added to the title page all building plans. This template shall be completed to demonstrate project compliance with the CAP ordinances. Refer to the building application webpage and download the latest form. Application Information Project Name/Building Permit No.: 0EV 2019-00622015 Palomar Airport Road BP No.: PRE 2019-0008 Property AddresslAPN: 2051 PALOMAR AIRPORT ROAD, CARLSBAD, CA 92101IAPN 213-050-39 Applicant Name/Co.: STEEL WAVE, LLC,ç!o GENE BARK Applicant Address: 4553 GLENCOE AVE., MARIAN DEL RAY, CA 90292 Contact Phone: (310)751-1331 Contact Email: GBARK@STEELWAVELLCCOM Contact information of person completing this checklist (if different than above): Name: JENNIFER BANKIE Contact Phone: (510)250-2306 Company name/address: . Rincon Consultants. Inc Contact Email: ibankie@rinconconsultaiits.com . 2215 Faraday Ave, Suite A,.Carlsbad, CA, 92008 Applicant Signature:. D B-50 . . Page 1 0t6 Revised 08/19 City of Carlsbad Climate Action Plan Consistency Checklist Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project. For alterations and additions to existing buildings. MiRc Building Permit Valuation (BPV) fr9f ksij$ 21-i F tn4cton Type 1 Complete Sectlon4 lNotes r I high-rise reslde03l building Is 4 or wore stories including a Residential Low. nse High -me mixed use building in which at least 20o of its conditioned floor area is rsideutet use 0 New construction JA 2A, 3A, 18, 2B, 3B. 4A 0 Additions and alterations: - 0 BPV <$60,000 N/A N/A All residential additions and alterations BPV Z! $60,000 1A 4A 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 removed BPV 2:$200,000 1A, 4A' 18, 4A and significant site work and upgrades to structural and ________ 1 1 1 mechanical,electrical,and/orplumbingsystemsareproposed esidenl, 0 New construction Alterations: BPV $200,000 or add itions ? 1,000 square feet BPV a $1,000,000 ? 2,000 sq. ft. new roof addition 1B,2B,3B,4Band5 I 18,5 I lB. 2B, 5 28, 5 Building alterations of 2:75%existing grossfloor area 18 also applies if BPV ;a $200,000 Checklist Item Cncd.c the a ppcopriale boxes, plain a rat app oae aid _exep _onems and Vcvidesuppchngn.e w m ulatons and dornena as necessary. :t .1: Er rgy Efficiency - - Please refer to Carlsbad Municipal Code (CMC) sections 18.21.155 and 18.30.190, and the California Green Building Standards Code (CALGreen) for more Information when completing this section. A 0 Residential addition or alteration? $60,000 building permit valuation. 0 N/A____________________________ See CMC section 18.30.190. . 0 Exception: Home energy score 2! 7 (attach certification) Year Built Single-family Requirements MuW4amtly Requirements . O Befoire 1978 Select one: 0 Dud sealing _0 Attic Insulation 0 Cod roof 0AtticInsulation 0 1978 and later Select one: 0 Lightingpackage0 Water heating Package O Between 1978 and 1991 Select one 0Duct sealing0 Attic insulation 0 Cool roof Select one: 1992 and later 0 Lighting package 0 Water heathg package B. NonresIdenUal new construction or alterations? $200,000 building permit valuation, or additions? 1,000 square feet . 0 N/A___________________________ Updated 811512019 Choose one as applicable.: U.95 Energy budget !.90 Energy brdget 0 N/A ON/A City of Carlsbad Climate Action Plan Consistency Checklist See CMC 18.21.155 and'CALGreen'AppendiA5, Dlvlslàn Mi —EnergyEfflclency. .......I1.. A5103.1,1 Choose one 1 Outdoor Hghng 0.2 Warehouse dock seal doors 0.3 Restaurant service water heating ,(comply with carifomia Energy Code section 140.5, as amended): 0 N/A________________________ 0.A Daylight design PAFs U.S. Exhaust air heat recovery .. . . . .. .............. A5.203.1.2.1' .,.., . A5.211.1' M On-site renewable energy A5,211.3' Green power (if offered by local utility provider, 50% minimum renewable sources) 0N/A A5.212.1 a Elevators and escalators . . .,. 0 N/A A5.213.1 IK . Steel framing . .... 0. WA— Includes hotels/motels and high-rise residental bulideigs For alterations ~ $1,000,000 BPV and affecting> 75%.exis6g gross floor area, or alterations that add 2,000 square feet of new roof addition: comply with CMC 18.30.130 instead; 2 Photovoltaic Systems A. D Residential now construction (for low.ilse residential buUdlng permit applications submitted after 111/20). Refer to 2019 California Energy Code section 150.1(c)14 for requirements. Notes: 1) Hlgh.dse residential buildings are subject to nonresidential photovoltaic requirement (28 below) lnstóad. 2) if project includes InstallatiOn of an electric heat pump water heater pursuant to CMC 18.30.150(B) (high'415e residential) or 18.30.170(B) Pow-rise msldendai), Increase system size by .3kWdc If PV offset option Is selected. Floor Plan ID (use additional sheets if necessary) CFA #d,u. Calculated kWdct Exception' 0 0 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. B. Nonresidential new construction or alterations $1000,000 BPV and affecting 650/6 existing floor, area, oradditlon that increases roof area by 22,000 square feet. Please refer to CMC section 18.30.130 when completing this section. Note: This section also applies to hIghse resIdential nd hoteUmotel buildings. ... .. .. Choose one of the foflowing methods 0 Gross Floor Area (GFA) Method GFA: Mm. System Size: , kWdc O If < 10,000s.f. Enter: 5 kWdc 0 if a 10,000s.f. calculate: 15 kWdc x (GFAII0,000) "Round building size.Iactor to nearest tenth, .and round system size to nearest whole number.. 0 Time- Dependent Valuation Method Updated 845/2019: , . , ,, . . . 3 City of Carlsbad Climate Action Plan Consistency Checklist Annual TDV Energy use:***.,. _.. x .80= Mm. system size: kWdc "Attach calculation documentation using modeling software approved by the California Energy Commission. 3Water Heating -- - A 0 ResIdential and hotel/motel new construction Please refer to CIVIC sections 18.30.150 and 18.30.170 when completing this section. 0 For systems serving individual dwelling units choose one: Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) Heat pump water heater AND PV system .3 kWdc larger than required In CMC section 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1(c) 14 (low-rise residential) Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher O Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors O Exception: For systems serving multiple dwelling units, install a central water-heating system with all of the following: Gas or propane water heating system Recirculation system per CIVIC 18.30.150(6) (high-rise residential, hotel/motel) or CIVIC 18.30.170(B) (low- rise residential) O Solar water heating system that is either: O .20 solar savings fraction .15 solar savings fraction, plus drain water heat recovery DException . . .. B. El Nonresidential new construction Please refer to Carlsbad Ordinance CIVIC section 18.30.150 when completing this section. 0 Water heating system derives at least 40% of its energy from one of the following (attach documentation): 0 Solar-thermal 0 Photovoltaics 0 Recovered energy O Water heating system is (choose one): Heat pump water heater O Electric resistance water heater(s) DSolar water heating system with .40 solar savings fraction O Exception: Updated 8/15/2019 4 City of Carlsbad Climate Action Plan Consistency Checklist 4 ElectrIc Vehicle Charying A E Residential New construction and major alterations* Please refer to Carlsbad Ordinance CIVIC section 18.21.140 when completing this section. 0 One and two-family residential dwelling or townhouse with attached garage: 0 One EVSE Ready parking space required 0 Exception: 0 Multi-family residential: 0 ExceptIon: [ Total Parking Spaces Proposed EVSE Spaces Capable Ready Installed Total Calculations: Total EVSE spaces .10 x Total parking (rounded up to nearest whole number) EVSE Installed Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other Total EVSE spaces - EVSE Installed (EVSE other may be 'Capable, "Ready' or 'Installed!) 'Major alterations are: (1) for one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation 2 $60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alteratons have a building permit valuation 24200,000, interior finishes are removed and signlcant site work and upgrades to slructural and mechanical, electrical, and/or plumbing systems are proposed. ID Noflresldential new construction (includes hotels/motels) 0 Exception: Total Parking Spaces Proposed EVSE Spaces Capable Ready installed Total Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces O 0.9 1 1 10-25 2 1 26-50 4 2 0 51-75 6 3 El 76-100 9 101-150 12 6 151-200 17 9 201 and over 10 percent of total 50 percent of Required EV Spaces Updated 811512019 5 City of Carlsbad Climate Action Plan Consistency Checklist Ltrah Demand Management (TDM) Nonresidential ONLY An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submitted plans to determine whether or nor your pemift requires a TOM plan. It TOM is applicable to your permit, staff will contact the applicant to develop a site-specific TOM plan based on the permit details. Employee ADT Estimation for Various Commercial Uses 1 lw 000 . DT for --1 mp ' TI Use 000 s.fr Office (all)2 20 13 Restaurant 11 11 Retail3 8 4.5 Industrial 4 3.5 Manufacturing 4 3 Warehousing .. 4• 1 i Unless otherwise noted, rates estimated from ITE Trip Generation Manual, lOthEditlon 2 For 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 may be subject to special consideration Sample calculations: Office: 20,450 sf 1. 20,450 sf/1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf=8ADT 2. 9,334sf- 1,000 sf= 8,334 sf 3. (8,334 sf1 1,000 x 4.5) + 8 = 46 Employee ADT Acknowledgment: I acknowledge that the plans submitted may be subject to the City of Caflsbad's Transportation Demand Management Ordinance. 1 agree to be contacted should my permit require a TOM plan and understand that an approved TOM plan is a condition of permit issuance. Applicant Signature: Date:_____________ Person other than Applicant to be contacted for TOM compliance (if applicable): Name (Printed): Phone Number: Email Address: Updated 8'I5!2019 6 Building Permit Finaled (city of Carlsbad Revision Permit Print Date: 08/06/2021 Job Address: 2051 PALOMAR AIRPORT RD, #200, Permit Type: BLDG-Permit Revision Parcel #: 2130503900 Valuation: $0.00 Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Permit No: PREV2020-0129 CARLSBAD, CA 92011-1462 Status: Closed - Finaled Work Class: Commercial Permit Revision Track #: Applied: 09/15/2020 Lot #: Issued: 11/09/2020 Project #: Finaled Close Out: 08/06/2021 Plan #: Construction Type: Orig. Plan Check #:Z0i9:091oID Inspector: TAlva Plan Check #: Final Inspection: Project Title: 2051 PALOMAR AIRPORT ROAD Description: STEEL WAVE: ARCHITECTURAL AND STRUCTURAL CHANGES Property Owner: CoApplicant: AG SW PALOMAR OWNER LP C2 BUILDING GROUP 2051 PALOMAR AIRPORT RD 107 S CEDROS AVE, # STE 220 CARLSBAD, CA 92011 SOLANA BEACH, CA 92075-1994 (858) 232-0213 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BLDG PLAN CHECK FEE $3,450.00 Total Fees: $3,485.00 Total Payments To Date: $3,485.00 Balance Due: $0.00 .Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services City of DEFERRED SUBMITTAL Building Division Cdlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number C'J3L2O '?-7'1TO Plan Revision Number - Oil? ProjectAddress 2051 Palomar Airport Rd. General Scope of Revision/Deferred Submittal: Revised drawings to address as built issues discovered during construction and construction drawings analysis CONTACT INFORMATION: AG-SW Palomar Owner do AVRP Skyport Name____________ Phone Address 703 16th St. Suite 200 Email Address zely@avrpstudios.com If/-o (.( -2%o 64-97142-OO x 3293 Fax City San Diego z'p 92101 VA W1 Q-o..i p+cJkS. W Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: El Plans • Calculations Soils Energy LI Other 2. 3. Describe revisions in detail List page(s) where each revision is shown I Please see included narrative for plans and sheet changes I I Does this revision, in any way, alter the exterior of the project? • Yes [:1 No Does this revision add ANY new floor area(s)? R Yes • No Does this revision affect any fire related issues? Yes X No Is this a com El Yes €sSignatu.e1'1LZV 7 Date 09/11/2020 635 Faraday Avenue, Carlsbad, CA 92008 b:J60)602- 2719 Fax: 760-602-8558 Email: building@carlsbadca.gov V/0 EsGil A SAFEbui1f Company DATE: SEPT. 28, 2020 JURISDICTION: Carlsbad PLAN CHECK #.: CBC2019-0490 [REV-2) - (PREV2020-0129) PROJECT ADDRESS: 2051 Palomar Airport Road PROJECT NAME: Revision #2 Building Remodel ULICANT ?` JURIS. SET: I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. El The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: q(}).0(b'43 Email: Mail Telephone Fax In Person REMARKS: Client's revisions affecting all disciplines. Replacement sets are submitted for review and approval with supporting structural calc's. Fe j5 By: ALl SADRE, S.E., CASp EsGil 9/17 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2019-0490 (REV-2) - (PREV2020-0129) PREPARED BY: ALl SADRE, S.E., CASp DATE: SEPT. 28, 2020 BUILDING ADDRESS: 2051 Palomar Airport Road BUILDING OCCUPANCY: B BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code #N/A 1997 UBC Building Permit Fee V at the same time 1997 UBC Plan Check Fee vi Type of Review: Complete Review Structural Only Repetitive Fee Repeats * Based on hourly rate ' Other Eli Hourly EsGil Fee 23 Hrs.@* $120.00 I $2,760.001 4 3H S-0,00I Comments: Hourly Sheet of City of Building Permit Finaled Carlsbad Revision Permit Print Date: 08/06/2021 Job Address: 2051 PALOMAR AIRPORT RD, # 200, Permit Type: BLDG-Permit Revision Parcel #: 2130503900 Valuation: $0.00 Occupancy Group: of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Permit No: PREV2020-0103 CARLSBAD, CA 92011-1462 Status: Closed - Finaled Work Class: Commercial Permit Revision Track #: Applied: 07/08/2020 Lot #: Issued: 12/01/2020 Project #: CEV2Q90I7 Finaled Close Out: 08/06/2021 Plan #: Construction Type: Orig. Plan Check #:(2öi049Q) Inspector: TAlva Plan Check #: Final Inspection: Project Title: 2051 PALOMAR AIRPORT ROAD Description: STEEL WAVE: DEFERRED STOREFRONT STRUCTURAL CURTAINWALL Property Owner: Contractor: AG SW PALOMAR OWNER LP C2 BUILDING GROUP 2051 PALOMAR AIRPORT RD 107 5 CEDROS AVE, # STE 220 CARLSBAD, CA 92011 SOLANA BEACH, CA 92075-1994 (858) 232-0213 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BLDG PLAN CHECK FEE $393.75 Total Fees: $428.75 Total Payments To Date: $428.75 Balance Due: $0.00 Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK-REVISION OR Development Services (City of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number CBC201 9-0490 Plan Revision Number PR FURO a 0 -0 103 Project Address 2051 Palomar Airport Rd Carlsbad CA 92011 General Scope of Revision/Deferred Submittal: Storefront/Curtainwall and Attachment to Building - CONTACT INFORMATION: Name Brent Chastain Phone 7605792146 rx________________________ Address 107 S Cedros Ave #220 city Solana Beach Zip 92075 Email Address brent@c2sd.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: I Plans • Calculations Soils Energy R Other 2. 3. Describe revisions in detail List page(s) where each revision is shown Does this revision, in any way, alter the exterior of the project? LI Yes [M No Does this revision add ANY new floor area (s)? Yes • No Does this revision affect any fire related issues? LI Yes LI No Is this a comple t? gsignature Date 7/6/2020 1635 Faraday Avenue, Carlsbad, CA 92008 : 760-602- 2719 f: 760-602-8558 Email: building@carlsbadca.gov www.carIsbadcagov EsGil A SAFEbulltCompany DATE: 7-14-2020 JURISDICTION: Carlsbad PLAN CHECK #.: CBC2019-0490 (PREV2020-0103) Rev.1 PROJECT ADDRESS: 2051 Palomar Airport Rd APPLICANT JURIS. SET: I PROJECT NAME: Building Remodel- Storefront! Curtain Wall Submittal The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. El The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LIII The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LII The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Date contactedll 1 '41iø (bfl" ) Mail Telephone Fax In Person Telephone #: Email: LII REMARKS: By: Erich A. Kuchar, P.E. Enclosures: Approved Set EsGil 7-9-2020 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBC2019-0490 (PREV2020-0 103) Rev. I 7-14-2020 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2019-0490 (PREV2020-0 103) Rev. 1 PREPARED BY: Erich A. Kuchar, P.E. DATE: 7-14-2020 BUILDING ADDRESS: 2051 Palomar Airport Rd BUILDING OCCUPANCY: B BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Storefront and Curtain Wall Submittal Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Icb TBY Ordinance 1997 UBC Building Permit Fee fJ 11997 UBC Plan Check Fee Type of Review: r Complete Review 1 Structural Only r Other r Repetitive Fee ' 3' Hrs. @ * Repeats Hourly EsGil Fee $105.00 F F r F * Based on hourly rate Sheet 1 of 1 JASCO PACIFIC, INC. STRUCTURAL ENGINEERS Structural Calculations For: Palomar Road Site Exterior & Interiors Improvement 2051 Palomar Airport Road Carlsbad, CA 92011 Job Number: 4749-5-20 PREPARED FOR: Bennett Glass, Inc. 735 S. Vinewood Street Escondido, CA 92029-1928 (760) 737-9577 oF ESS, A. NO. 2174 % Exp. 93021 S OF J Digitally, signed 6y Jame Sadler DN: C=US, A s E=j1msa1er@jascopacif es . auier O=Jasco Pacific, Inc.", CN—Jarnes A. Sadler Date: 2020.06.18 06:42:19-0700 A. M, 341-A Industrial Way, Falibrook, CA 92028 (760) 723-8135 email: drawings@jascopacific.com JASCO PACIFIC, INC. STRUCTURAL ENGINEERS Cover Sheet Table of Contents Approval Requirements Drawing References References & Design Criteria General Notes Wind Loading Typical Floor Plan Elevations Frame Analysis Connection Analysis Component Ref. & Section Properties 1 2 3-4 5-6 9-11 12-14 15-18 19-24 25-35 36-55 56-62 Technical Information 341-A Industrial Way, Falibrook, CA 92028 (760) 723-8135 Email: drawings@jascopacific.com JASCO PACIFIC, INC. STRUCTURAL ENGINEERS Approval Requirements 341-A Industrial Way, Falibrook, CA 92028 760.723.8135 drawingsjascopacific.com Project Palomar Rd Site JASCO PACIFIC, INC. By I Job No STRUCTURAL ENGINEERS J.A.Sadler 4749-05-20 Approval Requirements Acceptance and use of this set of calculations is with the understanding that the other interested parties, including public agencies, need to review and approve the calculations. Based on these reviews, modifications to the calculations may be required. The intended use of the calculation set is to add engineering design and details to the project shop drawings, not for construction. All approvals of these calculations by the consultant, public agency, architect, etc. must be obtained before dies are cut or material is ordered, fabricated, shipped, or erected in the field. Jasco Pacific, Inc. is not responsible for any fabrication, assembly, or erection prior to the approval of the shop drawings by all parties. 4749-05-20 06/18/2020 4 of 89 JASCO PACIFIC, INC. 00 STRUCTURAL ENGINEERS Drawing References 341-A Industrial Way, Fallbrook, CA 92028 760.723.8135 ' drawings@jascopacific.com PROJECT NOTES THESE SHOP DRAWINGS REFLECT THE DETAILS AND CONDITIONS ACCORDNO TO THE CONSTRUCTOR NET OF ARCHITECTURAL DRAWIHOO.DATE: - NLETNRT RSV:54.021 $001101 TRIll ,AIAlf110111510111,001 WIVIoOIWKIOOA G00050.I I. HFG.NTI (NZ$051) SEWED.? U OlE OFFSET GLAZED STOREFRONT SYSTEM FORT' GLAZING AS MANUFACTURED BY ARCADIA. 2. TSAR DEfiES ISP0-I000I 21W S r OFFSET GLAZED WINDOW WALL SYSTEM FORT' GLAZING AS MANUFACTURED BY ARCADE,. 0. MEDUM STLE OFFSET HUNG ENTRANCE 0000SWE11STD.IP0UTT0MRALE I GLASS NISPS/NOSCICEHIUURR.WEHTFIERSTRI'PINNOS MANUFACTURED BY ARCADIA. A. II&TEIM.IlTP.RTLXCENTER FBINN ENIRNIEX DOORS WM. O'TAPERED TOPS BUTTER RNLUGLRZND NII?GLASS TOSP.AU MANUFACTURED BY FRI. 01355 SYSTEMS. 5. 655 SERIES. GLASS RAILING FOR II? GLAZED SYSTEM AS MS/AT/FACTORED RY CR.LAURERACE. S.SWBEMS.UBS.VARBZIN: 1. I I AlES (IM NSUBJWUAUBETOIIP..W BOONE S/ACED .G?OEOR TEIPEOSS. 0. WQLSUTEBRVRHI. FF60: I. BRONZE ANODIZED. 0. BRUShES STAINLESS STEEL. SeLOnSI I. DOW OMRNBIN Of/S 600100 PER METER SEALANT. 0. DOW CORNED TOM BLOCS STRUCTURAL OEAL000T. DINBIWSALMA: 1.II0IWN EXPOSURE B Symbol Description DETAIL NASSER SISSY A/ARE CD El PAST WAGES RICO. SIEROWO SWANK RECOlOR NM. PRIAI/EOOVS1100 MARKER JAMS *004MB OBEATOR *DA BONES 50/0 LOAD MINIMA 0515 LOSS 500404 DRAWING INDEX CS COVER SHEET PT BASEMENT FLOOR PLAN FIRST FLOOR PLAN ZONE A FIRST FLOOR PLAN ZONE B P2 FIRST FLOOR PLAN ZONE D P2 SECOND FLOOR PLAN ZONE A El ELEVATIONS E2 ELEVA11ONS E3 ELEVATIONS E4 ELEVATIONS E5 ELEVATIONS DT DETAILS D2 DETAILS 03 DETAILS D4 DETAILS D5 DETAILS 06 DETAILS SPO.T SECTION PROPERTIES SP0.2 SECTION PROPERTIES SP0.3 SECTION PROPERTIES Aluminum Storefront Shop Drawing for: PALOMAR ROAD SITE, EXTEIOR & INTERIORS IMPROVEMENT Architect AVRP STUDIOS 703 16TH Street, Suite 200 San Diego, CA 92101 619.704.2700 General Contractor C2 BUlLING GROUP 107 S. Cedros Ave. Suite 220 Solana Beach, CA 92075 858.232.0213 1W TO rafting&Design I ABBREVIATION I MASH. ANCHOR A.B. ANCHOR BOLT AL. ALUMINUM ALUM. ALUMINUM ARCH. ARCHITECT/ARCHITECTURAL o AT BLDG. BUILDING OM. BEAM B.O.M. BOTTOM OF MULLION BUT. BLOCK CON CENTER OF MUWON CONC. CONCRETE COAT. CONGRUOUS DEC. DEGREE GET . DETAILS DIA. DIAMETER DIM. DIMENSION OIN.PT. O.LO. DIMENSION POINT DAYLIGHT OPENING DO. DOOR OPENING DWG DRAWING EN. EACH EL. ELEVATION ELEV. ELEVATION E.G. EDGE OF GLASS E..S. EDGE OF SLAB EXP. EXPANSION FAST. FASTENER F.W.M.S. FLAT HEAD METAL SCREW F.H.W.S. FLAT HEAD WOOD SCREW F.H.S.M.S. FLAT HEAD SWEET METAL SCREW FIN. FINISHEDF.G. ITNISH FLOOR F.V. FIELD VERIFY FLR. F.O.C. FLOOR FACE OF CONCRETE FOG. FACE OF GLASS F.O.M. FACE SF MULLIONFOP. FACE OF PANEL F.O.S. FACE OF STUD F.O.T. F.S. FACE OF TIE FRAME SIZE CA. GAUGE OALV. GALVANIZED CYP.BD. GYPSUM WALLBOARD H.G. HEX HEAD H.H.S.U.S, HEN HEAD SHEET METAL SCREW H.H.W.O. HEX HEAD WOOD SCREW H.M. HOLLOW METAL HORIE. HORIZONTAL H.S. NT. HEAT STRENGTHENED GLASS HEIGHT 1.0. INSIDE DIMENSION I GENERAL NOTES I THESE SHOP DRAWING REPRESENT OUR INTERPRETATION OF THE APPLICATION OF PRODUCTS FOR THIS PROJECT IN COMPLIANCE WITH THE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS AND ARE SUBMITTED FOR APPROVAL. THE MANUFACTURER HAS NO CONTROL OVER THE USE OF ITS PRODUCTS. THE INSTALLER SHALL BE RESPONSIBLE FOR THE SELECTION OF THE PROPER SYSTEM AND SIZES TO COMPLY WITH ALL APPUCABLE BUILDING AND SAFETY LAWS. LAWS AND BUILDING AND SAFETY CODES GOVERNING THE DESIGN AND USEOF GLAZING ENTRANCES. WINDOWS AND CERTAIN WALL PRODUCTS VERY WIDELY. NEWTON DRAFTING & DEVON DOES NOT CONTROL THE SELECTION OF PRODUCT CONFIGURATIONS. OPERATING HARDWARE OR GLAZING MATERIALS AND ASSUMES NO RESPONSIBILITY THEREOF. WRITTEN DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALED DIMENSIONS. ALL METAL TO METAL BUTT JOINTS. OVERLAPS AND INTERSECTIONS ARE TO WE SEALED WATERTIGHT. N. ALL WOOD BLOCKING. WOOD AND METAL FRAMING, DRYWALL GALVANIZED FLASHING, METAL TRIM OR PLASTER GROUND NOT SUPPLIED BY GLAZING CONTRACTOR. 7. GLASS TYPE & TITLE 2A COMPLIANCE SHALL RE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR/ARCHITECT/OWNER. GLASS TYPES INCLUDED IN PROPOSAL AS NOTED IN PROJECT NOTES. ANY OTHER GLASS TYPES ARE NOT INCLUDED. B. FINAL CLEANING. FIELD TESTING. SHEET METAL/FLASHING. CONCRETE CUTTING BY 0TH CR5. A. A. A. DOOR HARDWARE HARDWARE SET #1 CITY3 ITEM DESCRIPTION 2 I HINGES ARCADIA STD.CONTINUOUS GEA i 1 LOCK ADAMS RITE MS-TBSOS 3PT LOCK CORE I SCHLAGE INTERCHANGEABLE CC - T ] GUARD ADAMS RITE MS.4043 CYLINDER I ii INDICATOR ADAMS RITE MS-4089 LOCK INDIC 1461 NO HOLD 2 J DROP PLATES I LCN PARALLEL ARM DROP PLATE 1460113PA - I I THRESHOLD ARCADIA TH.407 72 (BRONZE FINISH) OTY ITEM DESCRIPTION 1 HINGES ARCADIA SW. CONTINUOUS GEARED HINGE #32138 - I LOCK ADAMS RITE MS.TR5BS-050 TPT LOCK 1 CORE ARCADIA STD. CONSTRUCTION CORE CYL. I GUARD ADAMS RITE MS.4043 CYLINDER GUARD - I INDICATOR ADAMS RITE MS-4089 LOCK INDICATOR 1 PULL ARCADIA STD. T DIA. PUSH-PULL SET HANDLES 1 CLOSERS LCN SURFACE MOUNT CLOSER 1461 NO HOLD 1 DROP PLATES LCN PARALLEL ARM DROP PLATE I46ST8PA THRESHOLD ARCADIA TH-407 36 (BRONZE FINISH) HARDWARE SET #3 51V I ITEM DESCRIPTION 2 j HINGES ARCAD IA STD. CONTINUOUS GEARED HINGE #32138 2 PANICS ADAMS RITE CONCEALED PANICS 8600 iT CORE 1 ARCADIA STD. CONSTRUCTION CORE CYL. 626 2 PULL I ARCADIA STD. 1' DIA. PULL HANDLE 626 S CLOSERS CRL SURFACE MOUNT CLOSER PRDOA NO HOLD _2 DROP PLATES CRL PARALLEL ARM DROP PLATE PR50 DPPA - THRESHOLD ARCADIA TH.407 72 (BRONZE FINISH) HARDWARE SET #4 CITY I ITEM I DESCRIPTION PIVOT _2 PRL INTL BTM PIVOT 2 j ARM PRL END LOAD ARM 2 PANICS PRL PLTSOF ADA 94 BRUSHED S.S. T MORTISE CYLINDER - SCH 20-001 9502-191 PULL PRL 'F* STYLE 1 1/4 'DIA. PULL HANDELS #4 2 CLOSER RD(SON RTS88 BFI T05NH0 THRESHOLD - RDESON TYPE T 72' (BRONZE FINISH) NOTE: DOOR ETOOC TO HAVE PRL ESM132 ELECTRIFIED PANIC BAR. ACCESS CONTROLS, POWERS WIRING (BY OTHERS). 544.4 Gooseberry Way OceonsCe, Co 92057 Office: 760.298.3048 Pox: 760.295.6935 E-mot dTaw@newTondraTlng.com Th,.S lOOP dloWh9, .050 551 EWIprOHIbS of 1W PSONSI Sod 015 sLAnted 1*1 8 PpI000L WIllIS d1s510bn, 5001065 50500dSflMS Over scaled /650401114. I $101110 Ore I5NPOTSb50Y OIIIIO 0110110 MB5550ISAI*SWIY Al dllle,ObCO aim Hbs1.DTbT l*fobrlolbn.AnydbooP050bo .00100 broughl W lIre 050nlbn SIRS d,,$ror for Orb p1*0. TRIO.. 1*107 UIOWI1OS WOO APpend let ed 51451111100W: BENNETr GLASS INC. 760.737.9577 PALOMAR BUILDIHG REMODEL Carlsbad, California NO.01 TIN Cover Sheet 01111116 By CIr,OA,dBU 0515 Rondy RN 1.2I.2020 OWIb ShIOSINAT,b,r S.T.S. 2051 PR/SnOT Rood CS Located at: 2051 Palomar Airport Road Carlsbad, CA 92011 Glazing Contractor BENNEU GLASS Inc. 735 S Vinewood St. Escondido, CA 92029 760.737.9577 (f RECEIVED .# JncoP0cIRo.Ir,o. OAIMI. 6112/2020 6:24AM 4749-05-20 Arcadia Inc PRL Glass Systems Inc C.R. LAURENCE Jr. JOINT JST. JOIST LAM. LAMINATES MAX. MAXIMUM MIN. MINIMUM MTL. METAL MEZO. MEZZANINE MILL MULLION N.I.C. NOT IN CONTRACT N.T.S. NOT TO SCALE 0. C. ON CENTER 0.5. OGTS(DE DIMENSION O.A.F.D. OVER-AU. FRAME DIMENSION S/V OVER P.FI.S.M.S. PAN HEAD SHEET METAL SCREW RAD. RADIUS REF. REFERENCE REOD REOUIRED Rfl. RAFTER NO. ROUGH OPENING SPANDREL GLASS SC. SOLID CORE EM. SIMILAR S.J. S.M.S. SPLICE JOINT SHEET METAL SCREW S.S. STAINLESS STEEL 511. STEEL STRUCT. STRUCTURAL T.O.C. TOP OF CUP 1.0.0. TOP OF MULLION T.O.S. TOP OF STEEL TEMPERED IS. TUBE STEEL TYP. TYPICAL U.N.O. UNLESS NOTED OTHERWISE V. VISION RENT. VERTICAL W/ WITH W/O WITHOUT NO. H.P. WOOD WATER PROOF T - • 5 F 4S '5•_. . - -.: •'•' - - I- L J JASCO PACIFIC, INC. p0 STRUCTURAL ENGINEERS References [ii Design Criteria 341-A Industrial Way, Falibrook, CA 92028 760.723.8135 drawingsjascopacific.com Palomar Road Site Exterior & Interiors Improvement 2051 Palomar Airport Road p Carlsbad, CA 92011 JOB NO. By: Chk: 4749-5-20 J.A. Sadler D.A. Baum References: 2016 California Building Code Specification for Aluminum Structures: The Aluminum Association; Aluminum Design Manual, 2010 Addition (AA ADM 1) Design Criteria: Material: Aluminum Extrusions 6063-T6 Fy=25 ksi E=10100 ksi Wind Loading: See sheets 12-14 PREPARED FOR: PREPARED BY: Bennett Glass, Inc. JASCO PACIFIC, INC. 735 S. Vinewood Street 341-A Industrial Way Escondido, CA 92029-1928 Fallbrook, CA 92028 (760) 737-9577 (760) 723-8135 INC. JASCO PACIFIC, 4 STRUCTURAL ENGINEERS General Notes 341-A Industrial Way, Falibrook, CA 92028 760.723.8135 drawingsjascopacific.com Palomar Road Site Exterior & Interiors Improvement 2051 Palomar Airport Road Carlsbad, CA 92011 JOB NO. By: Chk: 4749-5-20 J.A. Sadler D.A. Baum General Notes: 1. The following calculations are for the specific elements calculated on these sheets. Unless specifically calculated the following were not reviewed: Glass and glazing design other than ASTM E 1300-04. Thermal forces, stresses and movement. Sealant and sealant joint design. Air and water penetration. Capacity of building structure to support glazing system. Any details not specifically shown on shop drawings. Movement of building structure including LL deflection and drift. 2. Connection and stiffening elements shown on these calculations have been evaluated to be structurally sound and in compliance with references listed on sheet 1. Before these elements are fabricated it is the responsibility of the glazing system designer to determine if the elements will fit together or can be assembled properly. 3. All approvals of these calculations by consultant, public agency, architect, etc. must be obtained before dies are cut, material fabricated or shipped. Jasco Pacific, Inc. is not responsible for material fabricated, shipped or erected prior to all approvals. 4. The capacity of the building structure to support the dead and wind loadings has not been evaluated. A copy of these calculations should be submitted to the project structural engineer so that the adequacy of the building structure can be evaluated. 5. Splice locations are assumed as shown on the reference shop drawings. If no splice is shown it is assumed not to be there. 6. If connection configuration or materials differ from those used in this set of calculations it shall be brought to the attention of Jasco Pacific, Inc. prior to fabrication or installation. 7. All shear blocks shall be aluminum with a drilled hole of maximum diameter equal to bolt diameter plus 1/32". 8. All bolts, lag screws, and concrete anchors shall be installed with American standard plain washers unless noted otherwise. All bolts shall be ASTM A307 or ASTM A304 unless noted otherwise. PREPARED FOR: Bennett Glass, Inc. 735 S. Vinewood Street Escondido, CA 92029-1928 (760) 737-9577 JASCO PACIFIC, INC. 341-A Industrial Way Fallbrook, CA 92028 (760) 723-8135 PREPARED FOR: Bennett Glass, Inc. 735 S. Vinewood Street Escondido, CA 92029-1928 (760) 737-9577 JASCO PACIFIC, INC. 341-A Industrial Way Fallbrook, CA 92028 (760) 723-8135 Palomar Road Site Exterior & Interiors Improvement 2051 Palomar Airport Road Carlsbad, CA 92011 JOB NO. By: Chk: 4749-5-20 J.A. Sadler D.A. Baum All drilled-in anchors shall be installed a minimum of 12 diameters on center and a minimum edge distance of 6 diameters unless noted otherwise in the calculations. If "Special Inspection" is noted in the calculations anchors shall be installed as set forth in Section 1704 of the CBC. All welding shall be performed by certified welders in accordance with the AWS Code as follows: CERTIFICATION CODE Aluminum AWS D1.2/D1.2M: 2010 Structural steel AWS D1.1/D1.1M: 2010 Light gauge (less than 3/16 in.) AWS D1.3: 2008 Reinforcing steel AWS D1.4: 2011 Special inspection not required unless specifically required by code or specifically noted on the calculations or drawings. Internal steel stiffeners where specified shall be fabricated using ASTM A-36 steel for structural shapes and ASTM A1011/A1011M for cold formed sections. Dimensions shown in these calculations are approximate; actual fabricated size shall provide for a tight fit with a maximum of 1/8" clearance. All welding of aluminum shall be in accordance with CBC Chapter 20. Welding of aluminum to occur only at locations specifically shown on plans. Where aluminum parts are in contact with or fastened to steel members or other dissimilar materials the aluminum shall be kept from direct contact. All glass and glazing shall meet the requirements for the CBC Chapter 24. Safety glazing shall be used in all areas where required. All glazing at a slope of 15 degrees or greater with the vertical shall meet the requirements of Section 2405 CBC 2016. Where connections are made to cold-formed metal framing the minimum thickness shall be 0.0451 in (18 ga) unless noted otherwise. r JASCO PACIFIC, INC. pa STRUCTURAL ENGINEERS Wind Loading 341-A Industrial Way, Falibrook, CA 92028 760.723.8135 S drawingsjascopacific.com Jasco Pacific,. Inc.. UI) Structural Enjneers Project: IPalomar Road Site IProject No. 4749 Client PN I 0 Wall Wind Pressure Calculation -C&C ASCE 7-16 Chapter 30 Corn ponets and Cladding h:5 60 Mean Roof Height, h Basic Wind Speed, V Exposure Category (B or C) Velocity Pressure K(Table 26-10-1) Topographic Factor Kzt (Section 26.8.2) Directionally Factor Kd (Tbl 26.6-1) Ground Elev. Factor Ke (Tbl 26.94 Ke 1 max) Velocity Pressure at Max Height, q, 0.0025 Kz Kzt Kd Ke V2 (Eq 26.10-1) Building Enclosure (E) enclosed, (PE) part enclosed, (0) open Internal Press Coefficents Gcpi (Table 26.13-1) 45.00 ft. 110.00 mph C 1.00 0.90 0.85 1.00 23.70 psf E ± 0.18 (ULT) Design Wind Pressure P= q [(GC) -(Gcpi)] (Eq 30.3-1) A (SF) Zone 4 :Typical Zone 5: Corner PSF(+) PSF(-) PSF(+) PSF(-) 10 27.96 -30.33 27.96 -37.44 20 26.71 -29.07 26.71 -34.92 30 25.97 -28.34 25.97 -33.44 (ASD Q =0.6)Design Wind Pressure P= ()q [(GC) -(Gcpi)] (Eq 30.3-1) A (SF) Zone 4 :Typical Zone 5: Corner PSF(+) PSF(-) PSF(+) PSF(-) 10 16.78 -18.20 16.78 -22.46 20 16.03 -17.44 16.03 -20.95 30 15.58 -17.00 15.58 -20.06 Prepared for: Prepared By: Bennett Glass Jasco Pacific, Inc. 735 S. Vinewood Street 341A Industrial Way Escondido CA 92029 Fallbrook, CA 92028 0 (760) 723-8135 4749-05-20 06/18/2020 13 of 89 c° Rd V, \9. Flower Fields - Palomar Airport Jkd \, aseoc., 9% H Mc Clellan rOdaY4 Palomar Airport-Crq 293 ft palomar Airport Rd V BRESl Alga Norte Community Map data ©2020 OTC Hazards by Location Search Information Address: 2051 Palomar Airport Rd, Carlsbad, CA 92011, USA Coordinates: 33.1229457, -117.2768038 Elevation: 293 ft Timestamp: 2020-06-03T1 5:00:34.172Z Hazard Type: Wind ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year .,.... 67 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed 85 mph MRI 25-Year . ..,..,..,.,.... 72 mph MRI 25-Year . . 79 mph MRI 50-Year .,..,.,........,... 77 mph MRI 100-Year ..,,..,....,... 82 mph Risk Category I 89 mph Risk Category II ...............................96 mph Risk Category Ill . .................102 mph Risk Category IV ......................107 mph MRI 50-Year ................. 85 mph MRI 100-Year .. ...........91 mph Risk Category I ...........100 mph Risk Category II ........................110 mph Risk Category lll-lV ............115 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area - in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 4749-05-20 06/18/2020 14 of 89 JASCO PACIFIC, INC. STRUCTURAL ENGINEERS Typical Floor Plan 341-A Industrial Way, Fallbrook, CA 92028 760.723.8135 S drawings@jascopacific.com () (!) O BASEMENT FLOOR PLAN 1 Ii 2 FIRSTFI,00R PLAN.JONE B ARO lO I RECEIVEbI 45 I ' &24AM --@ --® 3O FIRST FLOOR PLAN—ZONE A & U.A I a 0- I I () (k) ,- FIRST FLOOR PLAN-ZONE 0 fA2C --HH-- I I' -0 -J 'U a o LU IL 0 -J 5 0 In - - I'- 0 i ca < 40 N0 Q. D.obq By Rsn DtS Sd 313T•141 P3 Iiz OOf1..00R PLAN - ZONE A WALL IT J JASCO PACIFIC, INC. p STRUCTURAL ENGINEERS Elevations 341-A Industrial Way, Fallbrook, CA 92028 760.723.8135 drawingsjascopacific.com f& RFCEIVFfll 'MNDOW ELEVATION 102 ECTEROR€IWOON 71)'. 6 TN.19AWK PS EM (ALO1J tENTh RAW EM. 1I1 t'0 103 =mt— WINDOW ELEVATION EXTEROR MIOW TAP. 21)619 P2 1 ARCK EM (AAOA) NORIT4SEASI BElL SCALE 1ACIQ 1 WINDOW ELEVATION kin EXTEISOR)6NDOF TAP. I 1)419 AROL REV yEOl) EAST ALEV. SCALE U 1)0' WINDOW ELEVATION n;\ EXTERGRMNDOFTYP. S ilUJO P2 6904 REV (5004) MOTHBElL SCALE 114.0' WINDOW ELEVATION EXTEI10R 61800€ TYR 11)619 P2 6904 RERTAAOII EAST 61.011. SCALE Ill' 110' PLAN VIEW E103' PLAN ViEW E1012 PLAN VIEW 'ElOS.l' PLAN VIEW N10V PLAN VIEW EIOS.V SCALE *I1I SCALE 4l'6' SCALE 114' I"O SCALE 94 SCALE 14' 110' WINDOW /DOOR ELEVATION EXTERORYINDOF TAP. 21)610 P2 At RIM. &ORNTRTA lEAST ELEV. SCALE 1w - r-cr 102 P2 PLAN VIEW N103 SCALE 11C 000R# I40J. 140€ TYPE ARCAA MED STILE HWSET I HAND OUTS'MNGPR WINDOW/DOOR ELEVATiON jg,04 EXTEROR 61800€ TAP. OTIQJS P2 *9049011 y.&04) tENTh 044 SCALE 1(4' TV low PLAN VIEW N104' SCALE 114' 10' 000116 14191,1400 TYPE I ARCA19A MED STILE PRESET S HAND OUTSTMPIG PR. NOTE DOOR 1400 I'm SET I WINDOW /DOOR ELEVATION 101 EXTBRORSINDOF TIP. I 1)6,0 P2 61104 REV TN0EA. SCALA W4 - Ic' PLAN VIEW "E101 SCALA 111 • tQ. IDoOR. 140F [TYPE ARCADI MED STILE [HWSET rhINo OUTSV,ING PR 06 Storefront Key Notes JAFG4S1 (AF545I) SEEMS. 2 X 4117 OFFSET GLAZED SYSTEM FOR V OLASNGIN BRONZE ANODIZED RMSH AS MANUFACTURED BYARCA ( 1500 SEI1ES (OPO.1900) 2114' X T OFFSET GLAZED SYSTEM FOR 1' 01*3MG IN BRONZE ANODIZED RMSAI AS MANUFACTURED BY ARCASIA. MEDIUM STILE OFFSET PALING ENTRANCE DOORS IMIN SO' BOTTOM RAILS IN BRONZE ANODIZED RP4SH AS MANUFACTURED BY ARCArSA. HERCTJLJTE P - STILE CENTER HUNG ENTRANCE DOORS WITh 4' TAPERED TOPS BOTTOM RAILSSN BRUSHED STAINLESS STEEL ROSH AS MANUFACTURED BY P11*. GLASS SYSTEMS. J 855 SEEMS, GLASS RAILING FOR 1!? GLAZING SYSTEM IN BRUSHED STAINLESS STEEL RPISH AS MANUFACTURED BY C.R. LA)JRBIICE Glazing Key Notes 0 VISION: ®I9NSUI.ATEO (TNT PPG SOLARSAN 60 TEMP. .112' BRONZE SPACER- 114' CLEAR TEMPERED). ®112' CLEAR TEMPERED. SPANDREL: General Notes t RELD VEJIFY ALL 01MEMIONS SW3WN PROR TO FABRICATION OF STOREFRONT FRAMING MEMBERS, Windload Data 37 PSF (ULTIMATE) PER 5051 • 22.2 PSF (ABC) UPDATE AS REQO —J Ui 0 O Ui 19 C04 0.0 o -J RE. 0< 40 0-_i O < _J040 0. WINDOW ELEVATION _ioa ESTERV4IM0W TSP. I SIMS PS ARCK REP (MCI) EASTB.EV. SCALE 54 . ITQ PLAN ViEW E10& SCALE U • iw WiNDOW ELEVATION _tog EX ORMCOOW TSP. I SIMS P3 ARCH. REP. (MEl) EAST ELEV. SCALE II4 I' PLAN VIEW E109 SCALE II4 • RECEIVED Storefront Storefront Key Notes cj I I 8:24 AM 4745-05-20 Q*OM aFs451) SEES. 21 X 4 112 OFFSET GLAZED SYSTEM FOR 1 80R5 ISWRQ V•CR4 GLASNOIN BRONZE M4O0ZEO FINISH AS MANUFACTURED (] TECO SMIES (OPO 4900) 2 IIV X r OFFSET GLAZED SYSTEM FOR 1 T IMS% GLASNOSN BRONZE ANOU FINISH AS MANUFACTURED BY ARCADIA. _ 4%_4-.b%• 4 'I'%__s-,roa _4MI%JfFO%•'• MEDIUM STILE OFFSET HUNG ENTRANCE DOORS WITH 10 BOTTOM RAILS IN BRONZE ANODIZED FINISH AS MANUFACTURED - QD BYARCAW V TAPERED TOPS BOTTOM RAILSIN BRUSHED STAINLESS STEEL / . HUNG ENTRANCE DOORS YATh a FINISH AS MANUFACTURED BY PRL GLASS SYSTEMS. f2 Wy All __ ___ ___ PLOOR J 855 SEIEES, GUMRNUNG FOR Il? GLASNG SYSTEM IN BRUSHED STAINLESS STEEL FINISH AS MANUFACTURED BY C t.MR LINE WINDOW MOOR ELEVATION r =rl~ NDOW OOR ELEVATION VCTEROREQOW 14P. I SIMS P1 IMlORNIMOWl'VP I ThUS A4 REP (2401) EAST ELEV. ( . (MOI) EAST ELEV. Glazing Key Notes 0 VISION: 4 (3)1.INSULATED (IIV PPG SOLARBAN 60 TEMP. -I P2 BRONZE SPACER- IIV CLEAR TEMPERED F;~:4 ®llr CLEAR TEMPERED. PLAN VIEW E10T PLAN VIEW _E106 SCALE 1N•I.0 SCALE U4VC * DOO RBI 140AIMAYPE ARCAA MED STiLE _ARCASSANOOSTILE _____ KAM ________I SPANDREL: Kw SET 3 HAND _OUTSYANO PR t-p Or General Notes I5MRI I. FIELD VERIFY ALL DIMENSIONS SHOWN PRIOR TO FABRICATION OF STOREFRONT FRAMING MEMBERS. EQ EQ 50 EQ -L_ is Windload Data 37 PSF O.LflMATE) PER S rIN SQ012L2PSF(ASO) UPDATE AS REOD I 9. 41 1 S 1 FLOOR S —J w 0 w Z - 0 —J 5 u m 4 _J ci1 0oS.q By SEt. REAdY iBI Sd. 1I4V-r I 9s.t ALM E2 _ru LL FLOOR WINDOW ELEVATION t04 EXTEMOR MEQ T'R I SIMS111P2 ARCK REP. (M.OI) EAST 9.EV. SCALE I4I1E PLAN VIEW E1OV SCALE IS4 V.O• WINDOW ELEVATION tb EXTEMCRMSCCW TSP. I 15515 Pt AROL RER (MCI) EAST ELEV. SCALE 1W155 ' PLAN VIEW E110 SCALE U4I PLAN TAIEW S103 SCALE *I1•1)0 PLAN '*IEW 5105 SCALE UC • TNT WINDOW ELEVATION EXTOR MACON TIP. 2 THUS PS ARK REP.(A&O1) EAST ELEV. IrJ PLAN VIEW S2Or SCALE PV • lIP WINDOW ELEVATION 102 EXTEJ6CR1ATC UP. 2 lifE PS ARCH, REP (ABE) EAST B.EY PLAN slEW SIOT SCALE 1I4 TNT WINDOW ELEVATION WINDOW ELEVATION EXIEMOITEANDON TYP. I ITAN P2 EXTSEORMNOO.V 1W. I 1)55 P1 AAOA MCI!) SOUTH 51EV. ASON REP (*552) SOUTH EEL SCALE 1W TNT SCALE TW TNT _ I EQ - EQ - EQ N EQ I b I. FLOOR LINE In, - I I I WINDOW /DOORELEVAflON 104 ExTEBoRNPOWDrP. TITAN PT At REP PEEP SOUTH ELSE sci.a i,r.i'0 itVJ1 PLAN '4IEW S104 SCALE II4 T'.Q DOOR B 101A. 1018 j TYPE ARCASIA MED STILE PRESET 3 HAND OUTSIRING PR WINSSN I000R ELEVATION $101 RETEEANNDGW1YP. lINUS P1 RE PEEP SOUTH ELEV. SCALE 0r TNT 1 LLTT PLAN VIEW S10V SCALE 114 TNT 000p. ioe I TTIPE ARCAA MED STILE LHWSET 3 I ws OUTSMHG Pa WINDOW /000R ELEVATION 105 EXISEOR MT51ON TIP. I nAN P2 AREP REP (MEl) EAST ELSA. SCALE T14C TNT saw fLff 1____ PLAN VIEW E105 SCALE MP - PW DOORE - 1400 TYPEI ARcaaA MW STiLE PRESET 3 HAND OUTSIUNG PR Storefront Key Notes LI DAFOASI AFS451) SERIES. TX 4 lIT OFFSET GLAZED SYSTEM FOR V GLAZING IN BRONZE ANODIZED APISH AS MANUFACTURED BYARCAW j1SO0 SSIEES (OPO-l900) 2 114 x r OFFSET GLAZED SYSTEM FOR 1 OLASNOIN BRONZE ANODIZED FINISH AS MANUFACTURED BY ARCAISA. (J MUM STR.E OFFSET HUNG ENTRANCE DOORS VATH I(r BOTTOM RNLSIN BRONZE ANODIZED FINISH AS MANUFACTURED BYARCAUA ) HERCUUTE P STILE CENTER HUNG ENTRANCE DOORS %MTR C TAPERED TOP 6 BOTTOM RNLSIN BRUSHED STAINLESS STEEL FINISH AS MANUFACTURED BY FRI. GLASS SYSTEMa () BSS SERIES. GLASS RAILING FOR lIT GLA3NG SYSTEM IN BRUSHED STAINLESS 5158. FINISH AS MANUFACTURED BY C.R. LAURENCS Glazing Key Notes 0 VISION: (3)VINSULATBO ow PPG SOLARSAN 60 TEMP. -mr BRONZE SPACER 114 CLEAR TEMPERED). ®llT CLEAR TEMPERED. SPANDREL: General Notes t fIELD VEEFY ALL OWEN3ONS SHOWN POR TO FABCA11ON OF STOREFRONT FRAMING MEMBERS Windload Data 37 PSI' (ULTIMATE) PER SQOI 22.2PSF(ASD) UPDATE AS REaD -J UI a O 0 C, Z 0 ce ILO —J 5 0 3E ca 0 LB. _I al 49 5 El0 O*k.9 By EAte Randy i2SE SeAT. PiYJPEt 114 - 10 I TAeeb E3 CM -u6iseQ'g6uoJ P NO1/V3 I IO6 VIO11V3 'QV8SWV OVO iOdthY YVO1Yd ISO NIO1Ifl8 IVVJO1VcI I1 GOJ [j W 1 13OOIN3I ".d,w -=.&I ~O.Wx I.' FLOOR +I-1 GAP BUTT JISNT(1'YP.) FLOOR GLASS RAILING ELEVATION EXTERAR IEl TYR I IELA P3 AROt REP (ALES) SOUTH aXE. SCALE )W 1' NEW STOREFRONT DOOR ONLY DOOR ELEVATION WNDOW I flS P1 ARM REP (AB(") EAST GRY. SCALE ISA .1O' General Notes I. RELD VERIFY ALL DIMENSIONS SHOWN PRIOR TO FABRICATION OF STOREFRONT FRAEING MEMBERS. Windload Data ST PSF (ULTIMATE) PER S(LOI 22.2PSF(ASO) UPDATE AS REOD I' I' WINDOW /000R ELEVATION S102 EXTENDREAFESOW TYR TilED Ph AROL REP (ALES) SOTflH EAXE. SCALE MA I'S' Iil PLAN'41EWS110 SCALA IM1'Q 000RE 1106. hOC. 1106 TYPE ARCAISA MED S11LE KIVSET 2 HAND OUTSSMNG ANGLE HR. 1:~ 4. r PLAN 1EW E120 SCAM tic .i DOOR I ISCA j 1YPE ARCADA MED 5111.6 MW SET 3 HAND OUrS1ING FR. DOOR ELEVATION DOOR EI.EVA1ON VANDMV 1lWJ3 P1 EX1OROREINDON 1W. 3 flWS Ph APOL .. (ABEl) EAST R.EE. AROS. REP (AA0Z TOoTH REV. SCALE IM• 11W SCALE we• I'S' LF PLAN VIEW T002* SCALE VA DOOR I 810*C TYPE ARCASIA MED STILE HWSET 2 HAND OUTS'.MPdG OHGLE HA. -1' 111 !HII 0) ij LLJ -J w 0 O j oe o ~ Z 0.0 i 99 NIX I 0 -06 _J (540 IL 0so.In By 0.). 1t5020 SAMe IPro#'1 NAAb 9,..) AL,AM.e E5 PLAN VIEWSjOr SCALE 94" T DOOR 8 lOOk 1006. TYPE PRLHBRCUUTEP-S11LE rHwsET 4 HAND OUTSVENG PR. n..4L•an Glazing Key Notes 0 VISION: I (DI-INSULATED (IW PPG SOLARBAN 60 TEMP. '112' BRONZE ] ir-io SPACER' 1/4 CLEAR TEE0'ERED 1 ®1I2CLEARTEMPERBO. SPANDREL: FLOOR UHE a rm R(D Storefront Key Notes o — E120ED 8:2A AM AFG451 AFS4S1) SORES. 2' X 41)2' OFFSET GLAZEDSYSTEM FOR 1' —. 4749-05.20 GLA3HGIN BRONZE ANOISZED FINISH AS MANUFACTURED SYARCAISA. ( 1500 SORES (ORG-1900) 2 ur x OFFSET GLAZED SYSTEM FOR 1' GLAZING IN BRONZE AI4OQZEO RITISH AS MANUFACTURED BY ARCAW. MREIUU STILE OFFSET HUNG ENTRANCE DOORS PITh 10' BOTTOM RNLSIN BRONZE ANODIZED RPISH AS MANUFACTURED BY ARCALS& HERCUUTE P - STILE CENTER HUNG ENTRANCE DOORS WITH I' TAPERED TOP S BOTTOM RAILS IN BRUSHED STAINLESS STEEL FINISH AS MANUFACTURED BY PR). GLASS SYSTEMS. (J DES SORES. GLASS RAILING FOR 1/2' GLAZING SYSTEM IN BRUSHED STAINLESS 5150. RMSH AS MANUFACTURED BY C.R LAURENCE. J JASCO PACIFIC, INC. pa STRUCTURAL ENGINEERS Frame Analysis 341-A Industrial Way, Falibrook, CA 92028 760.723.8135 drawingsjascopacific.com beam: Ml Shape: 1=1 Material: gen_Alum ____________________ Dz in Length: 12.546 ft IJoint Nil Dy in J Joint: N42 Code Check: No Caic Report Based On 97 Sections -1.496 at 6.273 ft .158 at 0 ft A k k Vy -.164 at 12.546 ft .533 at 6.273 ft T k-ft V k Mz -ft AIL My k-ft fa ksi fc ksi ksi ft cL7 0 - J : '3.4 )S1Z 4749-05-20 06/18/2020 26 of 89 Dy— in Dz -3.025 at 6.273 ft Beam M8 Shape:. 1=1 Material: gen_Aum Length: 12.546 ft IJoint: N7 JJoint:: N8 Code Check: No Caic Report Based On 97 Sections A k Vy k Vz -.332 at 12.546 ft 1.078 at 6.273 ft 555 LThE 4749-05-20 06/18/2020 27 of 89 Beam: M9 Shape: 1=1 _____________________ Dz / In Material: gen_Alurn Length: 12.546 ft Jot: N9 Dy in J Joint: N41 Code Check: No Caic -3.725 at6.O1 1 ft Report Based On 97 Sections .445 at 0 ft k Vy k z ________ k A -.29 at 12.546 ft 1.479 at 4.443 ft T k.ft Mz— - k-ft MY k- ksi fc ksi ft ksi fa 72$ - PLL.EQ - jg-Q 4., , OLJQ )ll( 4749-05-20 06/18/2020 28 of 89 -.4. -.2 -.4 Results for LC 1, wind Z-direction Reaction Units are k and k-ft SK-2 Palomar June 16, 2020 at 4:20 PM 4749 Sht E2 © 18.2 psf E2.R3D 4749-05-20 06/18/2020 29 of 89 Mi! Shape: 1=1 Material: gen_Alum Dz / In Length.: 8.92 ft I Joint: N21 Dy in J Joint: N22 Code Check: No Caic at 4.46 ft Report Based On 97 Sections .266 at 0 ft A k Vy k Vz k -.266 at 8.92 ft .667 at 4.46 ft T k-ft Mz k-ft My k-ft fa k& fc ksi ft ksi 37s# SS$~/(") S = 9349 2-c97 4749-05-20 06/18/2020 2., /0 ?C4, 30 of 89 Beam M32 Shape; 1=1 ___________________ :MateriaL genAIum Dz 1 in Length 89171 J 66 16 t N40 Dy in Code Check: Nocalc • i waa t4459 ft Report Based On 97 Sections - • •. • .314t0ft A k Vy k 4. z pA 1 ksf Loads: BLC 1, Results for LC I, wind Z-direction Reaction Units are k and k-ft SK- I Palomar June 17, 2020 at 12:19 PM 4749 Sht E4 @18.2 psf E4.R3D 4749-05-20 06/18/2020 32 of 89 ,vIJ Shape: 1=1 Material: gen_Alum Dz In Length: 7.608 ft JI: N5 Dy in Code Check: No Caic Report Based On 97 Sections -.522 at 3.804 ft .202 at 0 ft A Vy k Vz k k -.202 at 6.657 ft .523 at 3.804 ft T k-ft Mz k-ft My k-ft fa ksi fc ksi ft ksi fe4- 4749-05-20 06/18/2020 33 of 89 -.3 Results for LC 1, 1 Z-direction Reaction Units are k and k-ft SK-1 Palomar June 17, 2020 at 10:46 AM 4749 Elev. Sht E5 @18.2 psf E5.R3D 4749-05-20 06/18/2020 34 of 89 Beam: M3 Shape: 1=1 Material: gen_Alurn Length 20 91 ft I Joint: N9 J Joint: N12 Code Check No Cale Report Based, On .7 Seôtibns 2.39.8 at 5.445 ft in, .761 at. 11.544 ft k -.703 at 11.762 ft 1.533 at 11.762 ft 'k-ft I -1.145at.5.01 ft L Of 7$- 'A.' •' '.:.... jvy ' '. k Vz T*:. .: 'k-ft':;Mz'. ,: '•''. . .k-ftMy. fa ksil fc ' . .. . ksil.ft' . , 'l , —ksiLl J JASCO PACIFIC, INC. p STRUCTURAL ENGINEERS Connection Analysis 341-A Industrial Way, Falibrook, CA 92028 760.723.8135 S drawingsjascopacific.com I. JASCO PACIFIC, INC. p STRUCTURAL ENGINEERS IProlect: Palomar Road Site Iproiect No.: 47491 Detail 1/D1 Similar IA /03 BackRef E102.1/E1 E103.1/E1 E103/E1 E104.1/E1 N101/El N102.1/E1 N102/E1 N103/E1. E101/El E102/E1 E104/E2 E108/E2 E109/E2 N104/ El S104/E3 5201/E4 E102/E3 E105/E3 E202/E3 5103/E3 S105/E3 5206/E4 - / - PERIMETER SEALANT BACKING ROD) 'q 3"AIN WI PLASTIC ISOLATION SHIM (TYP.) iL\__ m • r I(,-__.. -INT. SEALANT (BACKING ROD) - LSHIM AS REQUIRED •- GLAZING GASKET (TYP.) -1" GLAZING (SEE ELEVATIONS) WIK HUS-EZ (KH-EZ) 3/8(2 1/8) 418058 KH-EZ 3/8"x3 1/2" het = 1.540 in., hnom =2.125 in. Carbon Steel ESR-3027 3/1/2020 1 12/1/2021 Design Method ACI 318/ AC193 c4Q. 10 Prepared for: Prepared By: Newton Drafting & Design Jasco Pacific, Inc. 5444 Gooseberry Way 341A Industrial Way Oceanside, CA 92057 Fallbrook, CA 92028 (760) 315-1162 (760) 723-8135 4749-05-20 06/18/2020 37 of 89 L1T" Hilti PROMS Engineering 3.0.61 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Concrete - Jun 17, 2020 Page: 1 Specifier: E-Mail: Date: 6/17/2020 Specifier's comments: I Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plateR: Profile: Base material: Reinforcement: Seismic loads (cat. C, D, E, or F) KWIK HUS-EZ (KH-EZ) 3/8 (2 1/8) 418058 KH-EZ 318"x3 1/2" hef= 1.540 in., hnom =2.125in. Carbon Steel ESR-3027 3/1/2020 112/1/2021 Design Method ACI 318 / AC193 eb = 0.000 in. (no stand-off); t = 0.500 in. Ix x I, x t = 3.000 in. x 6.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Rectangular plates and bars (AlSC), 1/4 - 3/16; (L x W x T) = 0.250 in. x 0.188 in. cracked concrete, 2500, = 2,500 psi; h = 420.000 in. tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar no R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [Ib, in.lb] Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2020 Hilti AG FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4749-05-20 06/18/2020 38 of 891 I ~ I I OMML—VO W1 I — Hilti PROMS Engineering 3.0.61 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete - Jun 17, 2020 Date: 6/17/2020 Fastening point: 1.1 Design results Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%] I Combination 1 N = 0; Vx = 1,000;V0; no 97 M,O; M0; MO; Input data and results must be checked for conformity with the existing conditions and for plausibility' PROFIS Engineering (c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, 5chaan 4749-05-20 06/18/2020 2 39 of 89 ;3 Hilti PROMS Engineering 3.0.61 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: j E-Mail: Design: Concrete - Jun 17, 2020 Date: 6/17/2020 Fastening point: 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity 'N I, (%J Status Tension - - - -I- N/A Shear Concrete edge failure in direction x+ 1,000 1,034 4 97 97 OK Loading ON O v Utilization 1N,V [%] Status Combined tension and shear loads - - - - N/A 3 Warnings Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering (c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan - - 4749-05-20 06/18/2020 40 of 89 0 1 = Hilti PROMS Engineering 3.0.61 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Concrete - Jun 17, 2020 Page: 4 Specifier: E-Mail: Date: 6/17/2020 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROMS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4749-05-20 06/18/2020 41 of 89 I . JASCO PACIFIC, INC. I p STRUCTURAL ENGINEERS [Project: Palomar Road Site IProiect No.: 47491 Detail 9/D2 Similar BackRef E102/E1 E102/E1 E120/E5 N103/E1 N103/E1 S104/E3 5208/E5 SeA, C441 t.,) (BACKING ROD) 4Y2" DOOR JAMB VERT. MULL .,--PERIMETER SEALANT (MO-258, DJM-260) (t)34"eX31I KH S TEE E -Z(I4EZ) I 0 YEAF 221 WI PLASTIC ISOLATION SHIM (1YP.) § — SHIMASREQUIREb ThBAcKK4G ROD) FIN. FLR. •• 3"MlN. KWIK HUS.EZ (KH.EZ) 3/8(2 1/8) 418058 KH-EZ 318"x3 1/2" het = 1.540 in., hn,, = 2.125 in. Carbon Steel ESR-3027 3/1/2020 1 1211/2021 Design Method ACI 318 I AC193 a, )m P-7( .2-' OC Prepared for: Prepared By: Newton Drafting & Design Jasco Pacific, Inc. 5444 Gooseberry Way 341A Industrial Way Oceanside, CA 92057 Fallbrook, CA 92028 (760) 315-1162 (760) 723-8135 4749-05-20 06/18/2020 42 of 89 J • JASCO PACIFIC, INC. STRUCTURAL ENGINEERS IProject: Palomar Road Site IProject No.: 47491 Detail 2/D2 Similar 3J7, BackRef E102.1/E1 E103.1/E1 E103/E1 E104.1/E1 N101/El N102.1/E1 N102/E1 N104/E1 E101/El E106/E2 E107/E2 E110/E2 5201/E4 5202/E4 5203/E4 5204/E4 E104/E2 E105/E3 S101/E3 S104/E3 S105/E3 5205/E4 I' GLAZING (SEE ELEVATIONS) GLAZING GASKET (TYP.) SETTING BLOCK (2 PER LITE) 1/4' X 3/4 SLOTTED WEEP HOLE PERIMETER SEALANT (BACKING ROD AS NEEDED) 3180 31/? AWIKHU ( ) CAB STE S HR (1) VE .© 6'. .6 .4 I EFA EC S PLASTIC IS TI ON IM (TYP.) SHIM AS REQUIRED C.422 FIN. FIR. I INT. SEALANT N (BACKING ROD) 3- WIN. KWIK HUS-EZ (KH-EZ) 3/8 (2 1/8) /ç 418058 KH-EZ 318'x3 1/2' h 1= 1.540 in., h 0 = 2.125 in. Carbon Steel ESR-3027 3/1/2020 1 12/1/2021 Design Method ACI 318 / AC 193 Prepared for: Prepared By: Newton Drafting & Design Jasco Pacific, Inc. 5444 Gooseberry Way 341A Industrial Way Oceanside, CA 92057 Fallbrook, CA 92028 (760) 315-1162 (760) 723-8135 4749-05-20 06/18/2020 43 of 89 I. JASCO PACIFIC, INC. p STRUCTURAL ENGINEERS Project: Palomar Road Site Iproject No.: 4749 Detail 4/D1 Similar 4/02, BackRef E110/E2 S101/E3 S202/E4 S203/E4 S204/E4 5205/E4 S207/E4 PERIMETER SEALANT (BACKING ROD) SHIM AS REQUIRED GLAZING GASKET (TYP.) V GLAZING (SEE ELEVATIONS) Q44I 'YL% -02..''/ii, Q. )f4.J4 9pj 1 ptex I6tu Prepared for: Prepared By: Newton Drafting & Design Jasco Pacific, Inc. 5444 Gooseberry Way 341A Industrial Way Oceanside, CA 92057 Fallbrook, CA 92028 (760) 315-1162 (760) 723-8135 4749-05-20 06/18/2020 44 of 89 1. JASCO PACIFIC, INC. I p STRUCTURAL ENGINEERS Project: Palomar Road Site Iproject No.: 4749 Detail 1/D2 Similar BackRef E106/E2 BEAM PER STRUCTURAL PERIMETER SEALANT (BACKING ROD) C) 1 1. Ir'---friat PLASTIC ISOLATION SHIM (TYF ('1 I SHIM AS REQUIRED GLAZING GASKET (TYP) S V GLAZING (SEE ELEVATIONS) 0 d 41fl 'f4t Fk,i c. C. Prepared for: Prepared By: Newton Drafting & Design Jasco Pacific, Inc. 5444 Gooseberry Way 341A Industrial Way Oceanside, CA 92057 Fallbrook, CA 92028 (760) 315-1162 (760) 723-8135 4749-05-20 06/18/2020 45 of 89 0 JASCO PACIFIC, INC. p. STRUCTURAL ENGINEERS IProject: Palomar Road Site IProject No.: 47491 Detail 5/D2 Similar BackRef E102/E1 N103/E1 S tk e1'LV ue • INT. SEALANT (BACKING ROD) SHIM AS REQUIRED AL. CHANNEL (NOTCH MULL) 314"XI 3/4'X3/4'XIIrXO'-2' SLOT MULL. 2 112' H X 2 118' W KWIK HUS-EZ (KH-EZ)3/8 (2 1/8) 418058 KH-EZ 3/8"x3 1/2" h0,= 1.540 in., hnom = 2.125 in. Carbon Steel ESR-3027 3/l/2020 1 12/l/2021 Design Method ACI 318 / AC193 3/4" GAP STRUCTURAL SILICONE W /BACKING ROD flvj = YO- = '31.O Prepared for: Prepared By: Newton Drafting & Design Jasco Pacific, Inc. 5444 Gooseberry Way 341A Industrial Way Oceanside, CA 92057 Fallbrook, CA 92028 (760) 315-1162 (760) 723-8135 4749-05-20 06/18/2020 46 of 89 JASCO PACIFIC, INC. STRUCTURAL ENGINEERS I Project: Palomar Road Site IProiect No.: 4749 Detail 6/D4 Similar BackRef S102/E5 KWIK HUS-EZ (KH-EZ) 1/2 (3) aw 418072 KH-EZ 1/2"x3 1/2 he f'= 2.160 in., hnom = 3.000 in. Carbon Steel ESR-3027 OPG-1 552 F CLIP AT BOTTOM 3/1/2020 112/1/2021 / 550 CLIP AT TOP Design Method ACI 318 /A C193 .LO. 2/4' 1 I TTTi---- BOTTOM (4) 3I8 0 X 3 1/2 KWIK HUS-EZ CARBON STEEL SCREW ANCHOR PER (ICC-ES ESR.3027) TOP (4) 1/4-20 DRILL FLEX PER (ICC-ES ESR-3332) W/ PLASTIC ISOLATION SHIM (TYP.) e. ° It OPG-1999 WI(S) #10 X 314 H.H.S.M.S. -GLAZING GASKET (TYP.) ,—r GLAZING (SEE ELEVATIONS) GAP STRUCTIJRAL SILICONE /BACKING ROD tVV'4) @)91'1 . (tx rco Prepared for: Prepared By: Newton Drafting & Design Jasco Pacific, Inc. 5444 Gooseberry Way 341A Industrial Way Oceanside, CA 92057 Fallbrook, CA 92028 (760) 315-1162 (760) 723-8135 4749-05-20 06/18/2020 47 of 89 I L111 :1 Hilti PROMS Engineering 3.0.61 A1AVA11ll'NH' Company: Page: 1 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete - Jun 17, 2020 Date: 6/17/2020 Fastening point: Specifier's comments: I Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate': Profile: Base material: Reinforcement: Seismic loads (cat. C, D, E, or F) KWIK HUS-EZ (KH-EZ) 1/2 (3) 418072 KH-EZ 112"x3 1/2" h0 = 2.160 in., hnom = 3.000 in. Carbon Steel ESR-3027 3/1/2020 112/1/2021 Design Method ACI 318/ AC193 e = 0.000 in. (no stand-off); t = 0.500 in. Ix x l, x t = 3.000 in. x 6.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Rectangular plates and bars (AlSC), 1/4 - 3/16; (L x W x T) = 0.250 in. x 0.188 in. cracked concrete, 2500, 2,500 psi; h = 420.000 in. tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar no R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [Ib, in.lb] Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4749-05-20 06/18/2020 48 of 891 Hilti PROMS Engineering 3.0.61 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete - Jun 17, 2020 Date: 6/17/2020 Fastening point: 1.1 Design results Case Description Forces [lb] I Moments [in.lb] Seismic Max. Util. Anchor [%] I Combination 1 N 0; V, = 800; V, = 0; no 100 M = 0; M = 0; Mz = 3,200; Input data and results must be checked for conformity with the existing conditions and for plausibility' PROFIS Engineering (c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 4749-05-20 06/18/2020 49 of 89 ML Hilti PROMS Engineering 3.0.61 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete - Jun 17, 2020 Date: 6/17/2020 Fastening point: 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity ON / OV [%] Status Tension - - - -I- N/A Shear Concrete edge failure in direction x+ 1,200 1,206 _/100 OK Loading ON Ov Utilization ON,V [%] Status Combined tension and shear loads - - - - N/A 3 Warnings Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4749-05-20 06/18/2020 50 of 89 [=:I ma-V ;3 Hilti PROMS Engineering 3.0.61 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete - Jun 17, 2020 Date: 6/17/2020 Fastening point: 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering (c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4749-05-20 06/18/2020 51 of 89 JASCQ:`PAQ:FtCf lNC STRUCTURAL ENGINEERS . V1±lil. r STL.L2l2x5lI2rXlI4XO-4 WIND LOAD CLIP -. o• 9/6 X1 1/2' SLOTTED HOLE N c WALL JAMBONLY -.. 1fh ..• ut .. :(y) 8! - BACKSIDE.OF VERTICAL MUL 311 1/4 STL BENT.PL. WIND LOAD CUP WI RED. OXIDE PRIMER. pAIIr.sEEsEcTION .j. 112-13.UNC-2A NExcpsCR: ZINC pLATE:oRILLANp TAP WiLoçrITE BLUE.(ATMA-3Q7) (4;.0217Ji.S.MS (g 2 OC ALUM. BLK. 3":X Y Xl]? WITH, PLASTIC ISOLATION SHIM 3.. Prepared for Prepared By Newton Drafting &. Design Jasco Pacific; Inc.. 5444 Gooseberry Way . 341A I.ndusriaI Way Oceanside, CA 92057 Fallbrook, CA 92028 (760) 315-1162 (760) 721-8135 4749-05-20 . 06/18/2020 52 of 89 1 JASCO PACIFIC, INC. STRUCTURAL ENGINEERS Project: Palomar Road Site Iproject No.: 4749 Detail 2/135 Similar BackRef S102/E5 st it yot +"&e r R, 114" STL BENT PL WIND LOAD CUP W/ RED OXIDE PRIMER ç- Li t PAINT SEE SECTION 112" 0 x 33/4" M.B. W/ WASHERS & NYLOC NUT AND PLASTIC ISOLATION SHIM 4h&i'z- rtAi" C Q.w I,$' (tv')VJ4) " 6ti-i3 Prepared for: Prepared By: Newton Drafting & Design Jasco Pacific, Inc. 5444 Gooseberry Way 341A Industrial Way Oceanside, CA 92057 Falibrook, CA 92028 (760) 315-1162 (760) 723-8135 4749-05-20 06/18/2020 53 of 89 JASCO PACIFIC, INC. p STRUCTURAL ENGINEERS Project: Palomar Road Site lProiect No.: 47491 Detail 6/D5 Similar BackRef S300/E5 cJ+k i. 6, 1I2'GLA2ING 05 (SEE ELEVATIONS) BSG100 ROLL-IN VINYL V E. lz., 7ek1 CAST N CONCRETE CLADDING BRUSHED S.S. SETTING BLOCK (2 PER LITE) 112-13X VSOCKET HEAD CAP DRILL AND TAP W/ LOCTITE BLUE PRE DRILLED 12 (304.8mm) HOLES O.C. SHIM AS REQUIRED PERIMETER SEALANT -t0NT. PL 1/2 X 41/? WIDE W1 1/7 DIA. HILTI KB-TZ PER STRUCTURAL (BY OTHERS) I . bi1 cox 12 2oQ i,a-ri Z1)OQ y ,Iso# To'-A/ J& 5CMQL4? 4W0 ie-j II &Up 420o c/2... UE '44 c.a- Prepared for: Prepared By: Newton Drafting & Design Jasco Pacific, Inc. 5444 Gooseberry Way 341A Industrial Way Oceanside, CA 92057 Fallbrook, CA 92028 (760) 315-1162 (760) 723-8135 4749-05-20 06/18/2020 54 of 89 0 -J I I p JASCO PACIFIC, INC. STRUCTURAL ENGINEERS IProiect: Palomar Road Site IProiect No.: 47491 Detail 1/D6 Similar BackRef E106/E2 E107/E2 It 5/8METAL FRAME BEAM PER STRUCTURAL ...- PERIMETER SEALANT (BACKING ROD) - 114-20 DRILL FLEX .-' (1) @ EA. VERT.@ MAX 6 O.C. PER (ICC-ES ESR-3332) WI PLASTIC ISOLATION SHIM (TYP.) e - PLASTIC ISOLATION SHIM (Ti'?.) GLAZING GASKET (riP) 1h1 GLAZING (SEE ELEVATIONS) d - "4 '---' Alt" Prepared for: Prepared By: Newton Drafting & Design Jasco Pacific, Inc. 5444 Gooseberry Way 341A Industrial Way Oceanside, CA 92057 Fallbrook, CA 92028 (760) 315-1162 (760) 723-8135 4749-05-20 06/18/2020 55 of 89 JASCO PACIFIC, INC. STRUCTURAL ENGINEERS Component Reference Fl Section Properties 341-A Industrial Way, Falibrook, CA 92028 760.723.8135 drawingsjascopacific.com Company Designer Job Number: Section Properties: MO-258 Section Information: Material Type = General Shape Type = Arbitrary Number of Shapes = 4 Basic Properties: Total Width = 2.024 in Total Height = 4.692 in Centroid, Xo = 0.646 in Centroid, Yo = -1.439 in X-Bar (Right) = 1.009 in X-Bar (Left) = 1.015 in Y-Bar (Top) = 2.267 in Y-Bar (Bot) = 2.425 in Max Thick = 0.100 in Equivalent Properties: Area, Ax = 1.675 in"2 Inertia, lxx = 5.068 in"4 Inertia, lyy = 0.794 in'4 Inertia, Ixy = 0.016 mM Sx (Top) = 2.236 inA3 Sx (Bot) = 2.090 in"3 Sy (Left) = 0.782 in"3 Sy (Right) = 0.787 in"3 rx = 1.740 in ry = 0.689 in -- Plastic Zx = 2.585 inA3 PlasticZy = 0.989 in"3 Torsional J = 1.143 inA4 As-xx Def = 1.000 As-yy Def = 1.000 As-xx Stress = 1.000 As-yy Stress = 1.000 Section Diagram C:\RISA\Arcadia.nmsx Page 1 4749-05-20 06/18/2020 57 of 89 #6603 GLAZII 1" GLAZING (: 4749-05-20 06/18/2020 58 of 89 Company Designer Job Number: Section Properties: SM-555 Section Information: Material Type = General Shape Type = Arbitrary Number of Shapes = 3 Basic Properties: Total Width = 2.005 in Total Height = 2.750 in Centroid, Xo = 0.011 in Centroid,Yo = 0.105 in X-Bar (Right) = 1.005 in X-Bar (Left) = 1.000 in Y-Bar (Top) = 1.275 in Y-Bar (Bot) = 1.475 in Max Thick = 0.080 in Equivalent Properties: Area, Ax = 0.924 in"2 Inertia, lxx = 1.117 mM Inertia, lyy = 0.552 mM Inertia, Ixy = -0.000 mM Sx (Top) = 0.876 inA3 Sx (Bot) = 0.757 inA3 Sy (Left) -- = 0.552 inA3 Sy (Right) = 0.549 in'3 rx = 1.099 in ry = 0.773 in Plastic Zx = 0.936 inA3 Plastic Zy = 0.653 inA3 Torsional J = <No Calc.> As-xx Def = 1.000 As-yyDef = 1.000 As-xx Stress = 1.000 As-yy Stress = 1.000 Section Diagram C:\RISA'Arcadia.nmsx Page 1 4749-05-20 06/18/2020 59 of 89 Company Designer Job Number: Section Properties: SM-55541*'stiffnr Section Information: Material Type = General Shape Type = Arbitrary Number of Shapes = I Basic Properties: Total Width = 1.625 in Total Height = 2.125 in Centroid, Xo = -0.000 in Centroid, Yo = 0.000 in X-Bar (Right) = 1.058 in X-Bar (Left) = 0.567 in V-Bar (Top) = 1.062 in V-Bar (Bot) = 1.063 in Max Thick = 0.134 in Equivalent Properties: Area, Ax = 0.653 in'2 Inertia, lxx = 0.470 mM Inertia, Iyy = 0.175 mM Inertia, lxy = 0.000 mM Sx (Top) = 0.442 in'3 Sx (Bot) = Ô.442 in'3 Sy (Left) = 0.309 in"3 Sy (Right) = 0.166 in"3 rx = 0.848 in ry = 0.518 in Plastic Zx = 0.516 inA3 Plastic Zy = 0.293 inA3 TorsionalJ <No As-xx Def 1.000 - As-yy Def = 1.000 As-xx Stress = 1.000 As-yy Stress = 1.000 Section Diagram C:\RISA\SectionProject2 Page 1 4749-05-20 06/18/2020 60 of 89 D.L.O. 2" D.L.O. #6603 GLAZ 1" GLAZING 4749-05-20 06/18/2020 61 of 89 Company Designer Job Number: Section Properties: OPG-1911 Basic Properties: Total Width = 2.250 in Total Height = 6.036 in Centroid, Xo = 1.525 in Centroid, Yo = -3.721 in X-Bar (Right) = 1.124 in X-Bar (Left) = 1.126 in Y-Bar (Top) = 2.743 in V-Bar (Bot) = 3.293 in Max Thick = 0.300 in Equivalent Properties: Area, Ax = 2.499 in'2 Inertia, lxx = 10.854 in'4 Inertia, Iyy = 1.649 in'4 Inertia, Ixy = -0.004 in"4 Sx (lop) = 3.958 inA3 Sx (Bot) = 3.296 in"3 Sy (Left) = 1.465 in'3 Sy (Right) = 1.467 in"3 rx = 2.084 in ry = 0.812 in Plastic Zx = 4.807 inA3 Plastic Zy = 1.779 inA3 Torsional J = 4.170 in'4 As-xxDef = 1.000 As-yyDef = 1.000 As-xx Stress = 1.000 As-yy Stress 1.000 Y4 J - Section Diagram C:\RISA\Arcadia.nmsx Page 1 4749-05-20 06/18/2020 62 of 89 J JASCO PACIFIC, INC. p STRUCTURAL ENGINEERS Technical Information 341-A Industrial Way, Fallbrook, CA 92028 760.723.8135 drawings@jascopacific.com B. Unified Coarse Threads TABLES SAE Grads 2 Steel for Diameters Up thru 9/16' ASThI A 307 Steel for Diameters 5/8" and Over D Minimum Material Thick ceseto Nominal Nom A(S) A(R) Allowable Allowable Shear Bearing (Pounds) Equal Tensile Capacity of Fastener Timed Thread Tensile Stress Thread Tension Diameter & Thead/Indi Diameter (Inch) Area (Sq. In.) Root Am (Sq. In.) (Pounds) Sines Double 118" St. 1/8" Al. 1/8" Al. A36 6063-Ti 6063-T6 (pds) (Pounds) A36 6063-Ti 6063-T6 06-32 0.1380 0.0091 0.0078 269 133 267 1201 276 414 0101 0211 0.154 #8-32 0.1640 0.0140 0.0124 414 212 424 1427 328 492 0.128. 0.280 0.202 #10-24 0.1900 0.0175 0.0152 518 260 520 1653 380 570 0.136 0.286 0.209 #12-24 0.2160 0.0242 0.0214 716 366 731 1879 432 648 0.159 0.344 0.248 1/4.20 0.2500 M0318 0.0280 941 419. 957 2175 500 750 0.180 0.385 0.279 5/16.18 0.3125 0.0524 0.0469 1551 802 1603 2719 625 938 0.225 0.492 0.354 318-16 0.3750 0.0775 0.0699 2294 1195 2389 3262 750 1125 0.268 0.537 1 0.425 7/16.14 0.4375 0.1063 - 0.0961 3146 1642 3285 3806 875 1313 0.311 0.740 0.494 112-13 0.5000 0.1419 0.1292, 4200 2208 4416 4350 1000 1500 0.357 0.860 0.571 9116-1 0.5625 0.1819 0.1664 5384 2844 5687 4894 1125 1688 0.399 0.965 0.640 518.11 0.6250 0.3068 0.2071 6136 3068 6136 5T 1250 1875 0.411 0.985 0.655 3/4.10 0.7500 0.4418 03091 8836 4418 8836 6525 1500 2250 0.484 1.170 0.766 7/8-9 0.8750 0.6013 0.4286 12026 6013 12026 7612 1750 2625 0.555 1.348 0.892 1-8 1.0000 0.7854 03630 15708 7854 15708 8700 2000 3000 0.627 1326 1.010 SAE GRADE Z AS'IMA307 For Diameters uptbnr9/16" F(Mth. Ultimate Tensile Strength) 74,000 psI 60,000ps1' MR) = 0.7854[D. 1:22691 2 F1 =Q.4OF F1 (Allowable Tensile Stress) 29,600 psi 20,000 psi' - N J F, (Allowable Shear Stress) 17,090 pit 10,000 psi' ..Allowable tension = O.4OFU [A(S)) A(S)= 0.7854[D. 0.97431 0.40 N . F. J Allowable shear (Single) = TABLE 6 SAE GradeS Steel for Diameters Up due 9/16" ASThI A449 Steel for Diameters SW and Over Minimum Material Nominal Thread DNominal Thread Thread A(S)Tensile Allowable Allowable Shear Bearing (Pounds) Thickness to Equal TendleCtyoi Diameter & Diameter Stress Area Root Area Tension Fastener(In.) Single Double US" Sr. 1/8" Al. 1/8" Al. 6063-T6 A36 6063-T6 Thmad/lnth (Sq. In.) (Sq.(Pounds) In.) (Pounds) (Pounds) A36 6063-Ti 06-32 0.1380 0.0091 0.0078 437 216 432 1201 276 414 0.144 0.231 #8-32 0.1640 0.0140 0.0124 672 344 687 1427 328 492 0188 0.308 010.24 0.1900 0.0175 0.0152 840 421 842 1653 380 570 0.195 0.313 #12.24 0.2160 0.0242 0.0214 1162 593 1186 1879 432 648 0.232 0.377 1/4-20 0.2500 0.0318 0.0280 - 1526 776 1552 2175 500 - 750 0.261 0.422 5/16.18 0.3125 0.0524 0.0469 2515 1300 2599 2719 625 938 0.330 0.539 3/8-16 0.3750 0.0775 0.0699 3720 1937 - 3874 3262 750 . 1125 0.396 0.651 7/16-14 0.4375 0.1063 0.0961 5102 2663 5326 3806 875 1313 0.460 . 0.756 1t2-13 0.5000 0.1419 0.1292 6811 3580 7161 4350 1000 1500 0.532 0.878 9/16.12 0.5625 0.1819 0.1664 £731 4611 - 9223 4894 1125 1688 0.596 0.986 5/8-11 0.6250 0.3068 0.2071 12149 6259 12517 5437 1250 1875 0.732 1.220 3/4-10 0.7500 0.4418. 0.3091 17495 9013 18025 6525 1500 2250 0.867 1.452 7/8.9 0.8750 0.6013 0.4286 23811 12267 24533 7612 1750 2625 0.998 1.674 1-8 10000 .0.7854 0.5630 31102 1 15022 32044 8700 2000_ 3000 1.129 1.894 SAE GRADE S ASThI A 449 For Diameters up then 9/16" 1.2269 '12 • A(R) = 0.7854[D. F1= 0.40F N F(Min. UldmazeTensile Strength) 120,000 psi 120.000 pd* J F, (Allowable Tensile Stress) 48,000 psi 39,600 psl Allowable tension a 0.40F. [A(S)] F. (Allowable Shea Suess) 27,713 psi 20.400 psi* ' 2 A(S) = 0.7854 [D.0.9743 J F,, = -.- 0.40 F N !Q- Allowable shear (Single) = F[A(R)] Per Diameters 318" and over A45) a 0.7838D' * For fasteners 5/8" diameter and greater, values, formulas and procedures used are taken from AISC, "Manual of Steel Cons*nrcdon." 9th Edition (See page #23 for additional Dotes.) - -64 of 898ge 24 I ICC-ES Evaluation Report ESR-3027 Reissued December 2017 Revised June 2019 This report is subject to renewal December 2019. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 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 KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E), AND KWIK HUS-EZ I (KH-EZ I) CARBON STEEL SCREW ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: 2018, 2015, 2012, and 2009 International Building Code® (IBC) IN 2018, 2015, 2012, and 2009 International Residential Code® (I RC) 2013 Abu Dhabi International Building Code (ADIBC)t tThe ADIBC is based on the 2009 iBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. 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: Structural 2.0 USES The Hilti KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E), and KWIK HUS-EZ I (KH-EZ I) screw anchors are used as anchorage in cracked and uncracked normal-weight and lightweight concrete having a specified strength, f's, 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, r, of 3,000 psi (20.7 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1] to resist static, wind and seismic tension and shear loads. Hilti KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E), and KWIK HUS-EZ I (KH-EZ I) screw anchors are an alternative to anchors described in A Subsidiary of the International Code Council® Section 1901.3 of the 2018 and 2015 IBC, Sections 1908 and 1909 of the 2012 IBC, Sections 1911 and 1912 of the 2009 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 KWIK HUS-EZ (KH-EZ): Hilti KWIK HUS-EZ (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 1/4 inch, /8 inch, /2 inch, /8 inch and 3/4 inch. A typical KWIK HUS-EZ (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 predrilled 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 KWIK HUS-EZ I (KH-EZ I): The KWIK HUS-EZ I (KH-EZ I) anchors are comprised of a body with a long internally threaded (1/4-inch, /8-inch, or 1,4-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. A typical KWIK HUS-EZ I (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 KWIK HUS EZ I (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. 3.3 KWIK HUS-EZ P (KH-EZ P): The KWIK HUS-EZ P (KH-EZ P) anchors are comprised of a body with round pan style head with an .indented area in ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed 10 as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as l main to any finding or other matter in this report, or as to any product covered by the report. 4749-05-20 06/18/2020 65f 89 Copyright © 2019 icc Evaluation Service, LLC. All rights reserved. Page 1 of 20 ESR-3027 I Most Widely Accepted and Trusted Page 2 of 20 the top of the head with a six point star configuration. 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 KWIK HUS-EZ P (KH-EZ P) is available in 1/4 inch diameter. See Figure 4. 3.4 KWIK HUS EZ-E (KH-EZ E): The KWIK HUS-EZ E (KH-EZ E) anchors are comprised of a body with a long externally threaded (I8 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 KWIK HUS-EZ E (KH-EZ E) is available in 14 inch diameter. See Figure 5. 3.5 Concrete: Normal-weight and lightweight concrete must conform to Sections 1903 and 1905 of the IBC. 3.6 Steel Deck Panels: Steel deck panels must comply with the configurations in Figure 8 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 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 strength of anchors complying with the 2009 IBC and Section R301.1.3 of the 2009 IRC must be determined in accordance with ACI 318-08 Appendix D and this report. Design parameters provided in Table 2 through Table 10 of this report are based on the 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 318-14 17.3.1 or ACI 318-11 D.4.1, as applicable, except as required in ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. Strength reduction factors, q', as given in ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, and noted in Tables 3, 4, 7 and 8 of this report, must be used for load combinations calculated in accordance with Section 1605.2 of the IBC and Section 5.3 of ACI 318-14 or Section 9.2 of ACI 318-11, as applicable. Strength reduction factors, 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 P used in the calculations must be limited to a maximum of 8,000 psi (55.2 MPa), in accordance with ACI 318-14 17.2.7 or ACI 318-11 D.3.7, as applicable. An example calculation in accordance with the 2018, 2015 and 2012 IBC is provided in Figure 9. 4.1.3 Requirements for Static Concrete Breakout Strength in Tension, NO or Ncbg: The nominal concrete breakout strength of a single anchor or a group of anchors in tension, NO and Ncbg, respectively, must be calculated in accordance with 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 318-14 17.4.2.2 or ACI 318-11 D.5.2.2, as applicable, using the values of hef and kcr as given in Tables 3 and 7 of this report. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI 318-14 17.4.2.6 or ACI 318-11 D.5.2.6, as applicable, must be calculated with the value of kuncr as given in Tables 3 and 7 with q'c,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 8, calculation of the concrete breakout strength in accordance with 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 318-14 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 and 7. In lieu of ACI 318-14 17.4.3.6 or ACI 318-11 D.5.3.6, as applicable, qi,p = 1.0 for all design cases. In accordance with 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: Np,f1 = Np,cr (fl (lb, psi) (Eq-1) 2,500 \fl Nf I = (k (N, MPa) 17.2 where Fc is the specified concrete compressive strength and n is the factor defining the influence of concrete compressive strength on the pullout strength. For the 1/4-inch-diameter anchor at 1/8 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 318-14 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: ( f' = Np,uncr --) (lb, psi) (Eq-2) 2,500 =Np,uncr ( -. 17.2 )fl (N, MPa) where P is the specified concrete compressive strength and n is the factor defining the influence of concrete compressive strength on the pullout strength. For the 1/4-inch-diameter anchor at a nominal embedment of 1 /8 inches in uncracked concrete, n is 0.3. For all other cases, n is 0.5. Where values for or Np,uncr are not provided in Table 3 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 4.1.2 Requirements for Static Steel Strength in shown in Figure 8, is provided in Table 5 for KWIK HUS-EZ Tension, Nsa: The nominal static steel strength, Nsa, of a and KWIK HUS-EZ P and Table 9 for KWIK HUS-EZ I and single anchor in tension calculated in accordance with KWIK HUS-EZ E. In accordance with ACI 318-14 17.4.3.2 ACI 318-14 17.4.1.2 or ACI 318-11 D.5.1.2, as applicable, is or ACI 318-11 D.5.3.2, as applicable, the nominal pullout given in Tables 3 and 7 of this report. Strength reduction strength in cracked concrete must be calculated according to Eq-i, whereby the value of Np,deck,cr must be substituted facs4oge8onding to brittle steel elements and the value of 3,000 psi (20.7 WQfr8At be ESR-3027 I Most Widely Accepted and Trusted Page 3 of 20 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 318-14 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,decl(,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, Vsa, of a single anchor in accordance with ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable is given in Tables 4 and 8 of this report and must be used in lieu of the values derived by calculation from ACI 318-14 Eq. 17.5.1.2b or ACI 318-11 Eq. D-29, as applicable. The strength reduction factor,q corresponding to brittle steel elements must be used. The nominal shear strength Vsa,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 8, is given in Table 5 for KWIK HUS-EZ and KWIK HUS-EZ P and Table 9 for KWIK HUS-EZ I and KWIK HUS-EZ E. Shear values for KWIK HUS-EZ I are for threaded inserts with F -e 125 ksi. For use with inserts with F less than 125 ksi, the shear values are multiplied by the ratio of Fu 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, VCb or Vcbg, respectively, must be calculated in accordance with ACI 318-14 17.5.2 or ACI 318-11 D.6.2, as applicable, with modifications as described in this section. The basic concrete breakout strength in shear, Vb, must be calculated in accordance with ACI 318-14 17.5.2.2 or ACI 318-11 D.6.2.2, as applicable, using the values of Le and da (d0 ) given in Tables 4 and 8. 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 8, calculation of the concrete breakout strength in accordance with 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, Vs,, or Vcpg: The nominal concrete pryout strength of a single anchor or group of anchors, V, or Vcpg, respectively, must be calculated in accordance with ACI 318-14 17.5.3 or ACI 318-11 D.6.3, as applicable, using the coefficient for pryout strength, kcp provided in Tables 4 and 8 and the value of Ncb 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 8, calculation of the concrete pryout strength in accordance with ACI 318-14 17.5.3 or ACI 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 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. Modifications to ACI 318- 14 17.2.3 shall be applied under Section 1905.1.8 of the 2018 and 2015 IBC. For the 2012 IBC, Section 1905.1.9 shall be omitted. Modifications to ACI 318-08 D.3.3 shall be applied under Section 1908.1.9 of the 2009 IBC, as applicable. 17.2.3.5; ACI 318-11 0.3.3.4 or D.3.3.5; ACI 318-08 0.3.3.5 or D.3.3.6, 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 318-14 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 318-14 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 and 5 for KWIK HUS-EZ and KWIK HUS-EZ P; and in Tables 7 and 9 for KWIK HUS-EZ I and KWIK HUS-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 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 318-14 17.5.2 and 17.5.3 or ACI 318-11 D.6.2 and D.6.3, respectively, as applicable, as described in Sections 4.1.6 and 4.1.7 of this report. In accordance with ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable, the appropriate value for nominal steel strength for seismic loads, Vsa,eq or Vsa,deceq described in Tables 4 and 5 for KWIK HUS-EZ and KWIK HUS-EZ P; and in Tables 8 and 9 for KWIK HUS-EZ I and and KWIK HUS-EZ E, 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- 1417.6 or ACI 318-11 D.7, as applicable. 4.1.10 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318-14 17.7.1 and 17.7.3 or ACI 318-11 D.8.1 and D.8.3, as applicable, values of S'min and cmjn, respectively, as given in Tables 2 and 6 of this report must be used. In lieu of ACI 318-14 17.7.5 or ACI 318-11 D.8.5, as applicable, minimum member thicknesses, hmjn as given in Tables 2 and 6 must be used. Additional combinations for minimum edge distance, Cmjn, and minimum spacing distance, Smm, may be derived by linear interpolation between the given boundary values as defined in Tables 2 and 6 of this report. For anchors installed through the lower flute of the soffit of steel deck assemblies, the anchors must be installed in accordance with Figure 8 and shall have an axial spacing 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 3hef. For ¼-inch and 3/8-inch KWIK HUS-EZ (KH-EZ) and KWIK HUS-EZ P (KH-EZ P) anchors installed on the top of steel deck assemblies, values of Cac,cjeck,top, Smin,deck,fop, and Cmin,deck,top, as given in Table 10 of this report must be used. 4.1.11 Requirements for Critical Edge Distance, cac: In applications where c <cac and supplemental reinforcement fn t-,'infrnl Qrdiftinrl i-f tha nnni-ratoic nnt nrnt th L# I LI t littlI I r, I IL, LI The anchors comply with ACI 318-14 2.3 or ACI 318-11 concrete breakout strength in tension for uncracked D.1, as applicable, as brittle steel elements and must be concrete, calculated in accordance with ACI 318-14 17.4.2 de_J5_ordance with ACI 318-14 318-11 D.5.2, as applicable, 8frther ESR-3027 I Most Widely Accepted and Trusted Page 4 of 20 multiplied by the factor Pcp,N as given by Eq-3: cp,N (Eq-3) Cac where the factor Pcp,N need not be taken as less than 1 .5hef For all other cases, tPCp,N = 1.0. In lieu of using Cac ACI 318-14 17.7.6 or ACI 318-11 D.8.6, as applicable, values of c,,c must comply with Tables 3 and 7. 4.1.12 Lightweight Concrete: For the use of anchors in lightweight concrete, the modification factor Aa equal to 0.8A is applied to all values of affecting N and v. For ACI 318-14 (2018 and 2015 IBC), ACI 318-11 (2012 IBC) and ACI 318-08 (2009 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 1605.3 of the IBC must be established using the following equations: Ta!IowabIe,ASD = ONn(Eq-4) Va!IowabIe,ASD _çbV - - (Eq-5) where: TaI!owab!e,ASD = Allowable tension load (lb, N) VallowableAsD = Allowable shear load (lb, N) ONn Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318-14 Chapter 17 and 2018 and 2015 IBC Section 1905.1.8, ACI 318-11 Appendix D, ACI 318-08 Appendix D and 2009 IBC Section 1908.1.9, and Section 4.1 of this report, as applicable. For the 2012 IBC, Section 1905.19 shall be omitted. q$V = Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318-14 Chapter 17 and 2018 and 2015 IBC Section 1905.1.8, ACI 318-11 Appendix D, ACI 318-08 Appendix D and 2009 IBC Section 1908.1.9, and Section 4.1 of this report, as applicable. For the 2012 IBC, Section 1905.19 shall be omitted. a = Conversion factor calculated as a weighted average of the load factors for thecontrolling load combination. . In For tension loads Tapplied :5 0.2Taljowab/e,ASD, the full allowable load in shear Vallowable,ASD shall be permitted. For all other cases: Tapplied + Vapplied < 1.2 (Eq-6) Tallowab!e,ASD Vagowable,ASD 4.3 Installation: Installation parameters are provided in Tables 1, 2,6 and 10 and Figures 1, 7A, 713, 7C, 7D and 8. Anchor locations must comply with this report and plans and specifications approved by the code official. The Hilti KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E) and KWIK HUS-EZ I (KH-EZ I) 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 System TM is comprised of Hilti TE-YD'or TE-CD 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, h0 , is given in Tables 2, 5, 6 and 9. When drilling dust is not removed after hole drilling, make sure to drill deep enough to achieve hnom, taking into account the depth of debris remaining in the hole. If dust and debris is removed from the 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, Timpact,max and maximum installation torque, Tjnst,max for the manual torque wrench must be in accordance with Tables 2 and 6. The KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS- EZ E (KH-EZ E) and KWIK HUS-EZ I (KH-EZ I) 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 8. For installation of 14-inch and 3/8-inch KWIK HUS-EZ (KH-EZ) and KWIK HUS-EZ P (KH-EZ P) anchors on the top of steel deck assemblies, see Table 10 for installation setting information. 4.4 Special Inspection: addition, a must include all applicable Periodic special inspection is required, in accordance with factors to account for nonductile failure Section 1705.1.1 and Table 1705.3 of the 2018 and 2015 modes and required over-strength. IBC and 2012 IBC; Section 1704.15 of the 2009 IBC, as Limits on edge distance, anchor spacing and member applicable. The special inspector must be on the site thickness as given in Tables 2 and 6 of this report must periodically during anchor installation to verify anchor type, apply. An example of Allowable Stress Design tension anchor dimensions, hole dimensions, concrete type, values is given in Table 11 and Figure 9. concrete compressive strength, drill bit type and size, hole 4.2.2 Interaction of Tensile and Shear Forces: The dimensions, hole cleaning procedures, anchor spacing(s), interaction must be calculated and consistent with edge distance(s), concrete member thickness, anchor embedment, installation torque, impact wrench power and ACI 318-14 17.6 or ACI 318 (-11, -08) D.7, as follows: adherence to the manufacturer's printed installation For shear loads Vappijed :5 O.2Vajjowabje,ASQ, the full allowable instructions and the conditions of this report (in case of shall be permitted. 06/1 8/2@1ict, this report governs). The special ins6fgf r8t be ESR-3027 I Most Widely Accepted and Trusted Page 5 of 20 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 KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E) and KWIK HUS-EZ I (KH-EZ I) 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) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1], and cracked and uncracked normal-weight or sand-lightweight concrete over metal deck having a minimum specified compressive strength, f, of 3,000 psi (20.7 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. 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 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 E, and KH-EZ carbon steel anchors is limited to dry, interior locations. 5.17 Special inspection must be provided in accordance with Sections 4.4. 5.18 KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E) and KWIK HUS-EZ I (KH-EZ I) anchors are manufactured by Hilti AG, under a quality control program with inspections by ICC-ES. strength prior to installation of the anchors. - 6.0 EVIDENCE SUBMITTED 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 Table 2 and Figure 8 of this report. 5.9 Reported values for the KWIK HUS-EZ I (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 KWIK HUS-EZ I (KH-EZ I) are for threaded inserts with Fu equal to or greater than 125 ksi. For use with inserts with F 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 (f>f), subject to the conditions of this report. Data in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated October 2017, which incorporates requirements in ACI 355.2-07 I ACI 355.2-04, for use in cracked and uncracked concrete; and quality control documentation. 7.0 IDENTIFICATION 7.1 HILTI KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E) and KWIK HUS-EZ I (KH-EZ I) anchors are identified by packaging with the company name (Hilti, Inc.) and contact information, anchor name, anchor size, and evaluation report number (ESR-3027). The anchors with hex washer 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.us.hilti.com HiltiTechEngus.hilti.com 4749-05-20 06/18/2020 69 of 89 ESR-3027 I Most Widely Accepted and Trusted Page 6 of 20 TABLE 1—KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E) AND KWIK HUS-EZ I (KH-EZ I) PRODUCT INFORMATION Name and Size Diameter Total Length - under the anchor head (lanch) Minimum Nominal Embedment (hnom) KH-EZ 1/417 xl 5/8 I 1/477 1/40 (1/40 UNC-20 —Internal Thread Length - P 37517) 1I8 1 /8 KH-EZ 1/417 xl i8 1 /8n 1/4" (/8 UNC-16 —Internal Thread Length - 4530) 1 /8 1 /8 KH-EZ 1/477 )( /2 I 1/477 1/40 (1/477 UNC-20 —Internal Thread Length - • 37517) 21/217 21/277 KH-EZ 1/40 /2 I i8 1/477 (I8 UNC-16 —Internal Thread Length - • 4530) 21/277 21/277 KH-EZ /8 x218 I /2II 3/8,, (1/2"UNC-13- Internal Thread Length - .508") 21/877 21/877 KH-EZ P'/4 7, x1 '80 1/411 /40 1 7 /8" 1 /8 /o 5/8o KH-EZ p 1/4"X2'/8" 1 ., /4 25/80 1 /8 KH-EZ E 114"X15 /8n i ,(3 /4 /8 UNC-16 —External Thread Length - • 4530) ii" 1 /8 KH-EZ 1/4x1 7/8 1/417 1 /8 1 /8 KH-EZ 1/4"X25/8 " 1 /4 v 2 /8 1 /8 KH-EZ 1/4 x3O , 1/4" 30 1 /8 KH-EZ 1/4 x31l2 io 31/20 1 /8 KH-EZ 1/4 x40 1/411 / o 40 1 /8 KH-EZ 3/8x17I8 0 3 /80 1 /8 15/8it KH-EZ 3/8"x21/80 3/89 21/80 1 /8 KH-EZ 3/"x30 i 0 3/8 317 21/277 KH-EZ 3/8"x31/20 , 3/8. 31/lI 21/20 KH-EZ 3/8 x40 3 /877 40 31/40 KH-EZ 3/8 x50 3 '80 50 31/0 KH-EZ l/llQi/ 0 1/2" 21/217 21/417 KH-EZ 1I2 x3 77 1/2" 377 21/4 KH-EZ 1 /2"x3112 0 1/2" 31/0 30 KH-EZ/2"x47, 1/2a 40 30 KH-EZ 1/2 x41/20 1/2" 41/0 30 KH-EZ 1/2 x5'7 1/2H 50 30 KH-EZ 1/2"x60 1/2n 60 30 KH-EZ 5/8"x31/20 5/8a 31/0 31/0 KH-EZ 5/8 x4O 5/8n 40 31/0 KH-EZ 5/8"x51/20 5/8. 51/0 31/17 KH-EZ 5/8"x61/20 5/8" 61/20 31/0 KH-EZ 5/8 x80 5 ' , 80 8 31/77 KH-EZ 3/4 x41/20 3 /40 41/2" 40 KH-EZ 3/4"x51/20 3 14 0 51/2" 40 KH-EZ 3/4 x70 3 /4" 70 40 KH-EZ 3/x8o 3 /477 8 40 KH-EZ 3I4"x9 3/ 4 11 90 40 For SI: 1 inch = 25.4 mm. 4749-05-20 06/18/2020 70 of 89 T ci t ESR-3027 I Most Widely Accepted and Trusted Page 7 of 20 dh bit FIGURE 1—KWIK HUS EZ ANCHOR FIGURE 2—HILTI KWIK HUS EZ CONCRETE SCREW ANCHOR FIGURE 3—HILTI KWIK HUS-EZ I ANCHOR FIGURE 4—HILTI KWIK HUS EZ P ANCHOR FIGURE 5—HILTI KWIK HUS-EZ E ANCHOR Hilti SafeSetTM -.. S. ( I System with Hollow 11t 1 Drill Bit Ilii I' Hilti TE-CD or TE-YD Hollow Carbide Drill Bit with a Hilti Vacuum (per section 4.3) Dust Removal Hilti Systems Hilti Rotary Hammer Drill with DRS (Dust Removal Hilti TE DRS-D Dust Removal System) Module System with Hilti Vacuum FIGURE 6—HILTI SAFESETTM AND DUST REMOVAL SYSTEMS 4749-05-20 06/18/2020 71 of 89 IU WS 1/2 *1 Page 8 of 20 IIIIIII!lb ilk III flm— FIGURE 7A—INSTALLATION INSTRUCTIONS - HILTI KWIK HUS EZ (KH-EZ) FIGURE 713—INSTALLATION INSTRUCTIONS - HILTI KWIK HUS EZ I (KH-EZ I) ©T30 I b _ FIGURE 7C - INSTALLATION INSTRUCTIONS - HILTI KWIK HUS EZ P (KH-EZ P) 4749-05-20 FIGURE 7D - INSTALLATION INST 9%t0)j..TI KWIK HUS-EZ E (KH-EZ E) 72 of 89 ESR-3027 I Most Widely Accepted and Trusted Page 9 of 20 TABLE 2-KWIK HUS-EZ (KH-EZ) AND KWIK HUS-EZ P (KH-EZ P) INSTALLATION INFORMATION AND ANCHOR SPECIFICATION' Nominal Anchor Diameter (inches) Characteristic Symbol Units 1/4 1/2 5/8 3/ /8 4 Head Style - - Hex or P Hex Head Hex Head Hex Head Hex Head Hex Head Head__I Nominal Diameter d8 in. 1/ I8 1/ 5/8 3 /4 (mm) (6.4) (9.5) (12.7) (15.9) (19.1) Drill Bit Diameter dbjf in. 1/ /8 I 5/8 3 /4 (mm) (6.4) (9.5) (12.7) (15.9) (19.1) Minimum Baseplate dh in. 3 /8 1/ /8 3/4 '8 Clearance Hole Diameter (mm) (9.5) (12.7) (15.9) (19.1) (22.2) Maximum Installation Tinst,mox4 ft-Ibf 18 19 40 45 85 95 Torque (Nm) (24) (26) (54) (61) (115) (129) Maximum Impact Wrench Timpactmax ft-Ibf 114 137 114 450 137 450 590 590 Torque Rating3 (Nm) (155) (186) (155) (610) (186) (6 0) (800) (800) Minimum Nominal in. 1/ 21/2 1/8 21/ 21/2 31/4 21/4 3 41/ 31/ 5 4 6 /4 Embedment depth hnom (mm) (41) (64) (41) (54) (64) (83) (57) (76) (108) (83) (127) (102) (159) in. 1.18 1.92 1.11 1.54 1.86 2.50 1.52 2.16 3.22 2.39 3.88 2.92 4.84 Effective Embedment Depth h0, (mm) (30) (49) (28) (39) (47) (64) (39) (55) (82) (61) (99) (74) (123) in. 2 2 /8 2 /8 2/4 31/2 2I8 33/8 4 /8 3 /8 5 /8 4 /8 6/ Minimum Hole Depth h0 (mm) (51) (73) (48) (60) (70) (89) (67) (86) (117) (92) (137) (111).(168) Critical Edge Distance c 0c in. 2.00 2.78 2.63 1 2.75 2.92 3.75 2.75 1 3.75 5.25 3.63 5.82 4.41 7.28 (mm) (51) (71) (67) (70) (74) (95) (70) (95) (133) (92) (1 4R) (112) (185) Minimum Spacing at Critical in. 1.50 2.25 3.0 Edge distance Smin c8c (mm) (38) (57) (76) Minimum Edge Distance Cmin5 in. 1.50 1.75 (mm) (38) (44) Minimum Spacing Distance in. 3.0 4.0 at Minimum Edge Distance Smjn5 (mm) (76) (102) Minimum Concrete hmin in. 3.25 I 4.125 3.25 1 3.67 I 4 4.75 ~(121) 4.5 I 4.75 6.75 5 I 7 6 8.125 Thickness (mm) (83) (105) (83) (93) (102) (114) (121) (171) (127) 1(178) (152)1(206) Wrench socket size - in. /16 /16 3/4 15 / 16 5 /16 1 /8 (mm) (11.1) (14.3) (19.1) (23.8) (28.6) in. 0.17 (P Head) 0.24 (Hex Head) 0.35 0.49 0.57 0.70 Max. Head height - (4.3) P Head (mm) (8.9) (6.1) Hex Head (12.4) (14.5) (17.8) Effective tensile stress area A9 in.2 0.045 0.086 0.161 0.268 0.392 (mm2) (29.0) (55.5) (103.9) (172.9) (252.9) Minimum specified ultimate psi 125,000 106,975 I 120,300 112,540 90,180 81,600 strength (MPa) (862) (738) I (829) (776) (622) (563) For SI: 1 inch = 25.4 mm, I ft-lbf= 1.356 N-m, I 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 ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable. 2For installations through the soffit of steel deck into concrete (see Figure 8) anchors installed in the lower flute may be installed with a maximum 1 inch offset in either direction from the center of the flute. 3Because 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. 4Tinstmax applies to installations using a calibrated torque wrench. 5AdditionaI combinations for minimum edge distance, Cm/n, and minimum spacing distance, Sm/n or Smjn,cac, may be derived by linear interpolation between the given boundary values. 4749-05-20 06/18/2020 73 of 89 ESR-3027 I Most Widely Accepted and Trusted Page 10 of 20 TABLE 3-HILTI KWIK HUS-EZ (KH-EZ) AND KWIK HUS-EZ P (KH-EZ P) TENSION STRENGTH DESIGN DATA1'2'4'7 Nominal Anchor Diameter(inches) Characteristic Symbol Units 1/4 /8 1/2 5 /8 3 I Anchor Category 3 1 1 1, 2 or 3 Head Style - Hex Head Hex Hex Hex Hex Hex - or P Head Head Head Head Head Head Nominal hnom in. 1 /8 21/2 1 /8 I 21/8 I 21/2 I 31/4 21/4 I 3 I 41/ 31/ j 5 4 I 1/4 Embedment Depth (mm) (41) (64) (41) (54) (64) I (83) (57) (76) (108) (83) I (127) (102) I (159) Steel Strength in Tension (ACI 318-14 17.4.1 or ACI 318-11 D.5.1) Tension Resistance Nsa lbf. 5,660 I 9,200 I 10,335 I 18,120 I 24,210 I 32,015 of Steel (kN) (25) (41) (46) I (81) I (108) I (142) Reduction Factor for Øsa - 0.65 3,8 Steel Strength Concrete Breakout Strength in Tension (ACI 318-14 17.4.2 or ACI 318-11 D.5.2) Effective h5f in. 1.18 I 1.92 11.11 I 1.54 1.86 I 2.50 1.52 I 2.16 I I I 3.22 I 2.39 I 3.88 I 2.92 I 4.84 I Embedment Depth (mm) (30) I (49) (28) (39) (47) I (64) (39) (55) (82) I (61) I (99) I (74) (123) Critical Edge in. 2.00 I 2.78 I 2.63 I 2.75 2.92 3.75 2.75 I 3.75 5.25 I 3.63 I 5.82 I 4.41 7.28 Distance cac (mm) (51) I (71) (67) I (70) (74) I (95) (70) (95) (133) (92) (148) (112) I (185) Effectiveness Factor - Uncracked kuncr - 24 27 Concrete Effectiveness Factor kcr - 17 - Cracked Concrete Modification factor for cracked and c,N - 1.0 uncracked concrete6 Reduction Factor for Concrete Breakout q$cb - 0.45 0.65 Strength 2,3 Pullout Strength Tension _in_ _(Non _Seismic _Applications) (ACI 318-14 17.4.3 or AC1318-11_D.5.3) Characteristic pullout strength, Npuncr lbf. 1,3056 2,350 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A uncracked concrete (2,500psi) (kN) (5.8) (10.5) Characteristic lbf. 6656 1,165 725 pullout strength, Np,cr7 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A cracked concrete (kN) (3.0) (5.2) (3.2) (2500 psi) Reduction factor for 0,. - 0.45 L 0.65 2,3 pullout strength Pullout Tension Applications) 17.4.3 or ACI 318-11_D.5.3) _Strength _in_ _(Seismic _(ACI _318-14 Characteristic Ibf. 5356 1,165 725 Pullout Strength, Npeq7 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) (2,500 psi) Reduction Factor for Pullout Strength 2,3 Øeq - 0.45 0.65 (2,500 psi) Axial Stiffness in Service Load Range Uncracked Concrete P uncr 760,000 lb/in. Cracked Concrete 9 293,000 For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 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 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable; for anchors resisting seismic load combinations the additional requirements of ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable, shall apply. 2Values of 0 in this table apply when the load combinations for ACI 318-14 Section 5.3, ACI 318-11 Section 9.2 or IBC Section 1605.2 are used and the requirements of ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, for Condition B are met. For situations where reinforcement meets the requirements of Condition A, ACI 318-14 17.3.3 or ACI 318-11 D.4.3, provides the appropriate qfactor, as applicable. 31f the load combinations of ACI 318-11 Appendix C are used, the appropriate value of 0 must be determined in accordance with ACI 318-11 D.4.4. 41n this report, N/A denotes that pullout resistance does not govern and does not need to be considered. 5The characteristic pullout resistance for concrete compressive strengths greater than 2,500 psi may be increased by multiplying the value in the table by (f,12,500) 0.5 for psi or (f,117.2)0-5 for MPa. 6The characteristic pullout resistance for concrete compressive strengths greater than 2,500 psi may be increased by multiplying the value in the table by (f,12,500) 0.3 for psi or (f'/17. 2)03 for MPa. 7For lightweight concrete, calculate values according to Section 4.1.12 of this report. 8The KWIK HUS-EZ (KH-EZ) and KWIK HUS-EZ P (KH-EZ P) are considered brittle steel elements as defined by ACI 318-14 2.3 or ACI 318-11 D.1, as app1icab164749-05-20 06/18/2020 74 of 89 ESR-3027 I Most Widely Accepted and Trusted Page 11 of 20 TABLE 4-HILTI KWIK HUS-EZ (KH-EZ) , AND KWIK HUS-EZ P (KH-EZ P) SHEAR STRENGTH DESIGN DATA! - Nominal-Anchor Diameter (inches) Characteristic Symbol Units 1 3 1/2 I 4 /8 /8 J /4 Hex Head Hex Head Style - - and P Head Hex Head Head Anchor Category 1,2 or 3 3 1 1 in. 1 /8 21/2 1 /8 I 21/8 21/2 I 31/ 21/4 I3 41/ 31/ I 4 61/4 Embedment Depth hnom I I I I (mm) 1 (41) (64) (41) I (54) (64) I (83) (57) (76) 1(108)1(83) (127) (102) (159) Steel Strength in Shear (ACI 318-14 17.5.1 or ACI 318-11 D.6.1)4'5 Shear Resistance of V. lbf. 1,550 3,670 5,185 9,245 11,220 16,660 Steel -Static4 (kN) (6.9) (16.3) (23.1) (41.1) (49.9) (74.1) Shear Resistance of Vsa,eq lbf. 1,395 3,670 3,110 5,545 6,735 11,555 4 Steel - Seismic (kN) (6.2) (16.3) (13.8) (24.7) (30.0) (51.4) Reduction Factor for Steel Strength 35 øsa - 0.60 Concrete BreakoutStrength in Shear (ACI 318-14 17.5.2 or ACI 318-11 D.6.2) in. 0.250 0.375 0.500 0.625 0.750 Nominal Diameter d,, (mm) (6.4) (9.5) (12.7) (15.9) (19.1) Load Bearing in. 1.18 I 1.92 1.11 I 1.54 I 1.86 I 2.50 1.52 2.16 3.22 2.39 3.88 2.92 I 4.84 Length of Anchor t'e (mm) (30) I I (49) (28) I I (39) I I (47) I I (64) (39) I I (55) I I (82) (61) I I (99) (74)1(123) Reduction Factor for Concrete Breakout Orb - 0.70 Strength 2 ,3 Concrete Pryout Strength in Shear (ACI 318-14 17.5.3 or ACI 318-11 D.6.3) Coefficient for k - 1.0 I I 1.0 I 1.0 I I 1.0 I I 1.0 I I 2.0 I I 1.0 I I 1.0 I I 2.0 I i 1.0 I 2.0 I I 2.0 I 2.0 Pryout Strength Reduction Factor for - 0.70 2,3 Pryout Strength " For SI: 1 inch = 25.4 mm, 1 ft-Ibf = 1.356 N-m, 1 psi = 6.89 kPa, I in 2 = 645 mm2, 1 lb/in = 0.175 N/mm. 'The data in this table is intended for use with the design provisions of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable. 2 Values of 0 i this table apply when the load combinations for ACI 318-14 Section 5.3, ACI 318-11 Section 9.2 or IBC Section 1605.2, as applicable, are used and the requirements of ACI-14 17.3.3 or ACI 318-11 D.4.3, as applicable, for Condition B are met. For situations where reinforcement meets the requirements of Condition A, ACI 318-14 17.3.3 or ACI 318-11 D.4.3, provides the appropriate Øfactor, as applicable.. lf the load combinations of ACI 318-11 Appendix C are used, the appropriate value of Ømust be determined in accordance with ACI 318-11 D.4.4. 4Reported 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 17.5.1.2b of ACI 318-14 or equation D-29 of ACI 318-11, as applicable. 5The KWIK HUS-EZ (KH-EZ) and KWIK HUS-EZ P (KH-EZ P) are considered brittle steel elements as defined by ACI 318-14 2.3 or ACI 318-11 D.1, as applicable. 4749-05-20 06/18/2020 75 of 89 ESR-3027 I Most Widely Accepted and Trusted Page 12 of 20 TABLE 5-HILTI KWIK HUS-EZ (KH-EZ) AND KWIK HUS-EZ P (KH-EZ P) TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE UNDERSIDE OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES1'5'6'7 Lower Flute I Upper Flute Characteristic Symbol Units Anchor Diameter 1 4 3 '8 I 1/2 5 /8 I '4 I 1/ 3 /8 I 1 J /2 --- Hex Head Style - Head Hex Hex Head - and P Head 21/2 157 17 17 7- 3 7 31/ 1 /8 21/2 21/4 Embedment hnom amm(51) (64) ..4fl. (83) .L (41) (64) (57) Minimum Hole Depth h0 2I8 1 /8 2"/4 31/2 25/8 33/8 4-'/ 3I8 5 /8 4 /8 2 2 /8 1 /8 2 /8 2 /8 (73) (47) J (67) (86) ) (92) ) fl (73) (48) (73) (67) Effective Embedment hef 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 Depth () pj (49) _). (82). (61) (28) (47) (39) Pullout Resistance, Np,deck.unc 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 concrete )2 j4) (8.3) j (jQ) (j3.) () (18.6) () fl (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 concrete and Npd8CkCr (kN) (2.8) (4.1) (3.6) (7.1) (12.4) seismicloads)3 (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 V sa,deck lbf. 1,205 2,210 1,510 1,510 3,605 1,605 2,920 3,590 3,470 4,190 3,760 1,205 3,265 3,670 6,090 7,850 4 Shear (9.8) (7 1) (13 (16.0) (15.4) (j) j) (16.3) (27.1) (34.9) Steel Strength in Vso,deck,eq lbf. 905 1,990 905 905 2,165 965 1,750 2,155 2,080 2,515 2,610 1,080 2,940 3,670 3,650 4,710 Shear, Seismic 9) (8.9) 9) (9.3) (11 J) (16.3) (16.2) (21.0) For SI: 1 inch = 25.4 mm, I ft-lbf = 1.356 N-m, I psi = 6.89 kPa, 1 in = 645 mm2, 1 lb/in = 0.175 N/mm. 'Installation must comply with Sections 4.1.10 and 4.3 and Figure 8 of this report. 2The 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. 4The values listed must be used in accordance with Section 4.1.5 and 4.1.8.3 of this report. 5The values for 0,,, in tension can be found in Table 3 of this report and the values for in shear can be found in Table 4 of this report. 6For the 1/4-inch-diameter (KH-EZ) at 21/2.Jnch 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 (F,13,000)112 for psi or çrc/20. 7)1/2 for MPa. For the 1/4-inch-diameter anchors (KH-EZ and KH-EZ P) 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,13, 000)0.3 for psi or (fY20. 7)0.3 for MPa. 4749-05-20 06/18/2020 76 of 89 ESR-3027 I Most Widely Accepted and Trusted Page 13 of 20 TABLE 6—KWIK HUS-EZ E (KH-EZ E) AND KWIK HUS-EZ I (KH-EZ I), INSTALLATION INFORMATION AND ANCHOR SPECIFICATION' Nominal Anchor Diameter (inches) Characteristic Symbol Units 1/4 /8 (KH-EZ I and KH-EZ E) (KH-EZ I) Head Style - - Internally (I) or Externally (E) Threaded Internally (I) Nominal Diameter da in. 1/4 3/8 mm (6.4) (9.5) Drill Bit Diameter dbft in 1/ /8 (mm) (6.4) (9.5) Maximum Installation Torque T nst ft-lbf 18 40 (Nm) (Nm) (24) (54) Maximum Impact Wrench Torque Rating3 Timpactmax ft-lbf 114 450 (Nm) 137 (155) (186) (610) Minimum Nominal Embedment depth hnom in. 1 /8 2 'I (mm) 21/2 (41) (64) .(54) Effective Embedment Depth h in. 1.18 1.92 1.54 (mm) (mm) (30) (49) (39) Minimum Hole Depth h0 in. 2 2'/8 23/8 (51) (73) (60) Critical Edge Distance C8C in. 2.00 2.75 (mm) 2.78 (51) (71) (70) Minimum Spacing at Critical Edge 6 in. 1.50 2.25 distance Smincac , (mm) (38) (57) Minimum Edge Distance Cmin6 in. 1.50 1.50 (mm) (38) (38) Minimum Spacing Distance at Minimum in. 3.0 3.0 Edge Distance Smin6 (mm) (76) (76) Minimum Concrete Thickness hmin in. 3.25 4.125 3.625 (mm) 1 (83) ( (105) (92) 1/fl Internal Thread N/A(mm) 3/8 /8 (9.5) Wrench socket size - 3/fl Internal Thread in. N/A KH-EZ I Model (mm) (12.7) 1/fl Internal Thread in. 3/4 N/A(mm) (19.1) Wrench socket size - - in. 1/2 N/A KH-EZ E Model (mm) (35) Max. Head height KH-EZ E Model 3/5 External thread in. 1 /8 N/A(mm) (15.9) 1/fl Internal Thread in. 5 , '8 N/A(mm) Max. Head height - 3/ n Internal Thread in. 11/ '16 N/A KH-EZ I Model (mm) (17.5) ½ Internal Thread in. N/A" 3/4 (mm) (19.1) Effective tensile stress area Ase in.2 0.045 0.086 2) (mm (29.0) (55.5) Minimum specified ultimate strength futa psi 125,000 106,975 (MPa) (862) (738) For SI: 1 inch = 25.4 mm, I ft-Ibf = 1.356 N-m, 1 psi = 6.89 kPa, I 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 ACI 318-14 Chapter 17 or ACl 318-11 Appendix D, as applicable. 2For installations through the soffit of steel deck into concrete (see Figure 8) anchors installed in the lower flute may be installed with a maximum 1 inch offset in either direction from the center of the flute. 3Because 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. 4Tjnst,max applies to installations using a calibrated torque wrench. 5The KWIK HUS-EZ I (KH-EZ I) and KWIK HUS-EZ E (KH-EZ E) versions are driven directly to the supporting member surface. 6Additional combinations for minimum edge distance, Cmjn, and minimum spacing distance, Smin or Smjn,cac, may be derived by linear interpolation between the given boundary values. 4749-05-20 06/18/2020 77 of 89 ESR-3027 I Most Widely Accepted and Trusted Page 14 of 20 TABLE 7—KWIK HUS-EZ E (KH-EZ E) AND KWIK HUS-EZ I (KH-EZ I) TENSION STRENGTH DESIGN DATA"2'4'7 Nominal Anchor Dimension Characteristic Symbol Units 1/4 3/8 (KH-EZ I and KH-EZ E) (KH-EZ I) Anchor Category 1, 2 or 3 3 1 1 Head Style - - Internally (I) or Externally (E) Threaded Internally (I) Nominal Embedment Depth hnom in. 15/8 I 21/2 21/8 (64) (54) Steel Strength in Tension (ACI 318-14 17.4.1 or ACI 318-11 D.5.1) Tension Resistance of Steel Nsa lbf. 5,660 9,200 (kN) (25) (41) Reduction Factor for Steel Strength 3,8 Osa - 0.65 Concrete Breakout Strength in Tension (ACI 318-14 17.4.2 or ACI 318-11 D.5.2) Effective Embedment Depth h0f in. 1.18 I 1.54 1.92 I (mm) (30) (49) (39) Critical Edge Distance Cac in. 2.00 I 2.75 2.78 (mm) (51) I (71) I (70) Effectiveness Factor - Uncracked kuncr - 24 Concrete Effectiveness Factor - Cracked Concrete kcr - 17 Modification factor for cracked and Pc,N - 1.0 uncracked concrete Reduction Factor for Concrete Breakout øcb - 0.45 0.65 0.65 2,3 Strength Pullout Strength in Tension (Non Seismic Applications) (ACI 318-14 17.4.3 or AC1318-11 D.5.3) Characteristic pullout strength, uncracked Npuncr7 lbf. 1,3056 2,3505 N/A concrete (2,500p5i) , (kN) (5.8) (10.5) Characteristic pullout strength, cracked Np,cr7 lbf. 665 1,165 N/A concrete (2500 psi) (kN) (3.0) (5.2) Reduction factor for pullout strength 2,3 - 0.45 0.65 0.65 Pullout Strength in Tension (Seismic Applications) (ACI 318-14 17.4.3 or ACI 318-11 D.5.3) Characteristic Pullout Strength, Seismic Np,9q7 lbf. 5356 1,165 N/A (2,500 psi) (kN) (2.4) (5.2) Reduction Factor for Pullout Strength 2,3 (2,500 psi) 0-q - 0.45 0.65 0.65 Axial Stiffness in Service Load Range Uncracked Concrete 13 uncr lb/in. 760,000 (N/mm) (133,000) Cracked Concrete 13cr lb/in. 293,000 (N/mm) (51,275) For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 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 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable; for anchors resisting seismic load combinations the additional requirements of ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable, shall apply. 2Values of 0 in this table apply when the load combinations for ACI 318-14 Section 5.3, ACI 318-11 Section 9.2 or IBC Section 1605.2 are used and the requirements of ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, for Condition B are met. For situations where reinforcement meets the requirements of Condition A, ACI 318-14 17.3.3 or ACI 318-11 D.4.3, provides the appropriate Øfactor, as applicable. 31f the load combinations of ACI 318-11 Appendix C are used, the appropriate value of 0 must be determined in accordance with ACI 318-11 D.4.4. 41n this report, N/A denotes that pullout resistance does not govern and does not need to be considered. 5The characteristic pullout resistance for concrete compressive strengths greater than 2,500 psi may be increased by multiplying the value in the table by (t'/2,500)° for psi or (f,117.2) 0.5 for MPa. 6The characteristic pullout resistance for concrete compressive strengths greater than 2,500 psi may be increased by multiplying the value in the table by (f'c12,500) 03 for psi or (f'/17. 2)03 for MPa. 7For lightweight concrete, calculate values according to Section 4.1.12 of this report. 8The KWIK HUS-EZ E (KH-EZ E) and KWIK HUS-EZ I (KH-EZ I) are considered brittle steel elements as defined by ACI 318-14 2.3 or ACI 318-11 D.1, as applicable. 4749-05-20 06/18/2020 78 of 89 ESR-3027 I Most Widely Accepted and Trusted Page 15 of 20 TABLE 8—HILTI KWIK HUS-EZ I (KH-EZ I) AND KWIK HUS-EZ E (KH-EZ E), SHEAR STRENGTH DESIGN DATA1 Nominal Anchor Diameter (inches) Characteristic Symbol Units 1, 3 4 18 Head Style - - KH-EZ I and KH-EZ F (Internally or Externally Threaded) KH-EZ I (Threaded) Anchor Category 1,2 or 3 3 1 3 I 1 1 in. 1 /8 I 21/2 1 /8 I 21/2 21/8 Embedment Depth hnom (mm) I (41) I (51) I (41) I (64) (54) Internal Thread Diameter - in. 1/4 3 /8 1 /2 Steel Strength in Shear (ACI 318-14 17.5.1 or ACI 318-11 D.6.1) Shear Resistance of vs8 Ibf. 1,360 1,315 1,885 Steel - Static (mm) (6.4) (9.5) (12.7) Shear Resistance of Vse,eq lbf. 605 1,120 1,885 Steel - Seismic (kN) (2.7) (5.0) (8.4) Reduction Factor for cbsa - 0.60 Steel Strength Concrete Breakout Strength in Shear (ACI 318-14 17.5.2 or ACI 318-11 D.6.2) Nominal Diameter d8 in. 0.250 0.375 (mm) (6.4) (9.5) Load Bearing in. 1.18 1.92 1.18 I 1.92 1.54 Length of Anchor (mm) (30) (49) (30) I (49) (39) Reduction Factor for øcb - 0.70 23 Concrete Breakout Strength Concrete Pryout Strength in Shear (ACI 318-14 17.5.3 or ACI 318-11 D.6.3) Coefficient for k - 1.0 1.0 1.0 1.0 1.0 Pryout Strength Reduction Factor for 0,P - 0.70 2,3 Pryout Strength For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m, 1 psi = 6.89 kPa, I 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 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable. 2Values of 0 in this table apply when the load combinations for ACI 318-14 Section 5.3, ACI 318-11 Section 9.2 or IBC Section 1605.2, as applicable, are used and the requirements of ACI-14 17.3.3 or ACI 318-11 D.4.3, as applicable, for Condition B are met. For situations where reinforcement meets the requirements of Condition A, ACI 318-14 17.3.3 or ACI 318-11 D.4.3, provides the appropriate Øfactor, as applicable.. 31f the load combinations of ACI 318-11 Appendix C are used, the appropriate value of 0 must be determined in accordance with ACI 318-11 D.4.4. 4Reported 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 17.5.1.2b of ACI 318-14 or equation D-29 of ACI 318-11, as applicable. 'The KWIK HUS-EZ E (KH-EZ E) and KWIK HUS-EZ I (KH-EZ I) are considered brittle steel elements as defined by ACI 318-14 2.3 or ACI 318-11 0.1, as applicable. Minimum 3/4U - ) cr-•- -j C1 -•- cYL ''-i:;. ':&... See _________ Min. 3,000 psi sand-lightweight or normal-weight concrete footnote 3 cd upper Q, Max. 3" flute III See Anchor Lower Flute footnote 2 (typical) flute (ridge) edge Mm. 12" (typical) See footnote Minimum 20 gauge steel deck a— See footnote 4 FIGURE 8—INSTALLATION OF KWIK HUS-EZ (KH-EZ) AND KWIK HUS-EZ I (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. 2Minimum flute width for 1h-inch diameter KH-EZ and KH-EZ I and 3/8-inch diameter KH-EZ I is 3/8 inches. Minimum flute width for KH- EZ /8-, 1/2, /8- and %-inch diameters is 41/2 inches. 3Minimum concrete thickness above upper flute for 14-inch diameter KH-EZ and 3/6-inch KH-EZ I is 21/2 inches. Minimum concrete thickness above upper flute for KH-EZ /8-, 1/2-, /8 and %-inch diameter is 31/4 inches. e from edge of flute to centerline of ancho Ad i u is XWulyenterline of anchor for KH-EZ I8-, 1/2, ~-inch diameter is 1-inch. Minimum distance-fro 89 uAi4i Ieris 1/4 inches. ESR-3027 I Most Widely Accepted and Trusted Page 16 of 20 TABLE 9-KWIK HUS-EZ I (KH-EZ I) AND KWIK HUS-EZ E (KH-EZ E) TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE UNDERSIDE OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES' .6,7 Lower Flute Upper Flute Characteristic Symbol Units Nominal Anchor Diameter _________ 1/ 4 3/, 8 1 /4 /8 Head Style - - Internally (I) Threaded and Internally Internally (I) Threaded and Internally Externally_(E)_Threaded Threaded Externally (E) Threaded Threaded in. 1/8 21/2 1/8 21/2 21/8 1 /8 21/2 ii 21/2 21/8 Embedment hnom (mm) (41) (64) (41) (64) (54) (41) (64) (41) (64) (54) Minimum Hole Depth h0 in. 2 2 /8 2 2'/8 2 /8 2 2 /8 2 2 /8 2 /8 (mm) (51) (73) (51) (73) (60) (51) (73) (51) (73) (60) Internal Thread in. 1/4 /8 I '1/8 /8 1 /2 Diameter - (mm) (6.4) (9.5) (12.7) (6.4) (9.5) (12.7) Effective Embedment hef in. 1.18 1.92 1.18 1.92 1.54 1.18 1.92 1.18 1.92 1.54 Depth (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 11960 2,660 (uncracked Npdeckuncr 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 Ngdeckcr and seismic loads)3 (kN) (2.8) (4.1) (2.8) (4.1) (5.4) (3.2) 1 (4.3) (3.2) (4.3) (8.4) Steel Strength in VS8,d9Ck lbf. 860 1,025 2,380 1,015 1,525 3,650 4 Shear _ (kN) (3.8) (4.6) (10.6) (4.5) (6.8) (16.2) Steel Strength in Vsa,deck,eq lbf. 385 875 2,380 445 1,295 3,650 Shear, Seismic (kN) (1.7) (3.9) (10.6) (2.0) (5.8) (16.2) For SI: 1 inch = 25.4 mm, I ft-lbf = 1.356 N-m, I psi = 6.89 kPa, I in = 645 rnm2, I lb/in = 0.175 N/mm. 'Installation must comply with Sections 4.1.10 and 4.3 and Figures 713, 7D, and 8 of this report. 2The 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. 4The values listed must be used in accordance with Section 4.1.5 and 4.1.8.3 of this report. 5The values for 0,, in tension can be found in Table 3 of this report and the values for Osa in shear can be found in Table 4 of this report. 6For the 1/4-inch-diameter (KH-EZ I) at 21I2 inch nominal embedment the characteristic pullout resistance for concrete compressive strengths greater than 3,000 psi may be increased by multiplying the value in the table by (f'c13,000)112 for psi or (f/20.7)1 for MPa. 7For the 1/4-inch-diameter anchors (KH-EZ I and KH-EZ E) 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,13, 000)0.3 for psi or (f,120.7)0.3 for MPa. TABLE 10-HILTl KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E), SETTING INFORMATION FOR INSTALLATION ON THE TOP OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES.1'2'3'45'6'7 DESIGN Nominal Anchor Diameter 1/4 3/ 8 INFORMATION Symbol Units Effective hef in. 1.18 1.11 Embedment Depth (mm) (30) (28) Minimum concrete h min,deck in. 21/2 21/2 thickness (mm) (64) (64) Critical edge in. 4 3 distance C ac,deck,top (mm) (104) (76) Minimum edge in. 1/4 1 /4 distance C min,deck,top (mm) (44) (44) in. 3 3 Minimum spacing Smin,deck,fop (mm) (76) (76) For SI: 1 inch = 25.4 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 2 for values of hmin,cmin and Smin. 3Design capacity must be based on calculations according to values in Tables 3 and 6 of this report. 4Applicable for 21,4-inch :5 hmjn,eci< <31/4-inch. For hmindeck ~ 31/4-inch, use setting information in Tables 3 and 6 of this report. 5Minimum concrete thickness (hmjn,deck ) refers to concrete thickness above upper flute. 6Minimum flute depth (distance from top of flute to bottom of flute) is 3 inches. 7Steel deck thickness must be minimum 20 gauge. 4749-05-20 06/18/2020 80 of 89 ESR-3027 I Most Widely Accepted and Trusted Page 17 of 20 TABLE Il—HILTI KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E), AND KWIK HUS-EZ I (KH-EZ I) ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES' 2'3'4'5' rj 7'8'9'1° Nominal Anchor Diameter Nominal Embedment Depth, fl nom Effective Embedment Depth, ef Aflowable Tension Load [in] [in] [in] [Ibs] 1,/ 4 1 /8 1.18 407 21/2 1.92 1,031 '8 1 /8 1.11 620 21/2 1.86 1,334 31/4 2.5 2,077 /2 21/4 1.52 1,111 3 2.16 1,882 41/4 3.22 3,426 5 ' /8 31/4 2.39 2,192 5 3.88 4,530 3/,4 4 2.92 __________________________________________ 2,963 61/4 4.84 6,305 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N. 'Single anchor with static tension load only. 2Concrete determined to remain uncracked for the life of the anchorage. 3Load combinations are taken from ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable, (no seismic loading). 40% dead load and 60% live load, controlling load combination 1.2D + 1.6L. 5Calculation of weighted average for conversion factor a = 1.2(0.4) + 1.6(0.6) = 1.44. = 2,500 psi (normal weight concrete). Cal = Ca2 ~t C8 . 8 h 2-- hmin. Values are for Condition B where supplementary reinforcement in accordance with ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, is not provided. 10KWIK HUS-EZ P (KH-EZ P) and KWIK HUS-EZ E (KH-EZ E) available in 1/4-inch diameter only. KWIK HUS- EZ I (KH-EZ I) available in 1/4-inch and /8" diameters only. 4749-05-20 06/18/2020 81 of 89 ESR-3027 I Most Widely Accepted and Trusted Page 18 of 20 Given: Two 1/2"diameter KH-EZ with static tension load A A t T,ç;cv hnom = 4.25 inches hef = 3.22 inches _______________ - >1,5tef Normal Weight Concrete: f' = 3,000 psi :[ No supplementary reinforcement (Cond. B) No eccentricity, 60% live load, 40% dead load. I s =6" Assume cracked concrete since no other information is available. . T-01 hm1n 6.375 in. _______________ >1.5h0 I Cmin=I.75 in. Smin 3 in. AA Needed: Allowable stress design (ASD) tension capacity Calculation per ACI 318-14 Chapter 17, ACI 318-14 ACI 318-11 ESR ACI 318-I1 Appendix D and this report Ref. Ref. Reference Step 1: Calculate steel capacity: 17.4.1.2 D.5.1.2 Table 3 Ns=nNsa 2(0.65)(18,120)23,556 lbs. Step 2: Verify minimum member thickness, spacing and edge distance: hmin 6.375 in. :512 in. -+ok 17.7 D.8 Table 2 cmin l .75 in. :54 in. -.ok Smjn 3 in. :56 in. -*ok Step 3: Calculate concrete breakout strength of anchor group in tension: ANc 17.4.2.1 D.5.2.1 4.1 Ncbg ec,N4 ed,N4 c,N4 cp,NNb ANCO Step 3a: Calculate AN and AN,,: ANC (l .5hef+4)(3hef16)(8.83)(15.66)138.3 in .2 17.4.2.1 D.5.2.1 Table 3 ANco=9(hef)2=9(3.22)2=93.32 in.2 Step 3b: Determine PecN-e=0--4)ecN 1.0 17.4.2.4 D.5.2.4 Step 3c: Calculate qjed,N tVed,N=0.7+0.3 (-) =0.948 17.4.2.5 D.5.2.5 Table 3 4.83 Step 3d: Determine 9CpN cp,N=l.O because concrete is cracked. 17.4.3.6 D.5.3.6 Step 3e: Calculate Nb: .fc lbs 17.4.2.2 D.5.2.2 Table 3 (Aa =1.0 for normal weight concrete) 17.4.2.1 D.5.2.1 4.1.3 Step 3f: Calculate çbN 9: NCb9=(0.65)-(1.0)(0.948)(1.0)(1.0)(5,380)4,914 lbs \93.32) 17.3.3 (c) D.4.3 (c) Table 3 Step 4: Check Pullout Strength —* per Table 3 does not control ---- ---- Table 3 Step 5: Controlling Strength: 17.3.1.2 D.4.1.2 Table 3 Lesser of flNsa. and Ncbg - 4,914 lbs Step 6: Convert to ASD based on 1.6 (0.60)+1.2(0.40)=1.44 60% Live Load and 40% Dead Load: 4.2.1 4,914 TallowableAsD 1.44 =3,412 lbs 4749-05-20 FIGURE 9—'°2CULATION 82 of 89 ICC-ES Evaluation Report ESR-3027 LABC and LARC Supplement Issued December 2017 Revised June 2019 This report is subject to renewal December 2019. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 0300 00—CONCRETE Section: 03 16 00—Concrete Anchors DIVISION: 05 00 00—METALS Section: 05 05 19—Post-Installed Concrete Anchors REPORT HOLDER: HILTI, INC. EVALUATION SUBJECT: HILTI KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E), AND KWIK HUS-EZ I (KH-EZ I) CARBON 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 KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E), and KWIK HUS-EZ I (KH-EZ I) screw anchors in cracked and uncracked concrete, described in ICC-ES master 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: 2017 City of Los Angeles Building Code (LABC) 2017 City of Los Angeles Residential Code (LARC) 2.0 CONCLUSIONS The Hilti KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E), and KWIK HUS-EZ I (KH-EZ I) screw anchors in cracked and uncracked concrete, described in Sections 2.0 through 7.0 of the master evaluation report ESR-3027, comply with LABC Chapter 19, and LARC, and are subject to the conditions of use described in this report. 3.0 CONDITIONS OF USE The Hilti KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E), and KWIK HUS-EZ I (KH-EZ I) screw anchors described in this evaluation report must comply with all of the following conditions: All applicable sections in the master evaluation report ESR-3027. The design, installation, conditions of use and labeling of the anchors are in accordance with the 2015 International Building Code® (2015 IBC) provisions noted in the master evaluation report ESR-3027. The design, installation and inspection are in accordance with additional requirements of LABC Chapters 16 and 17, as applicable. Under the LARC, an engineered design in accordance with LARC Section R301.1.3 must be submitted. The allowable and strength design values listed in the master 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). This supplement expires concurrently with the master report, reissued December 2017 and revised June 2019. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as is sm to V any man I- ,6er in this report, or as to any product covered by lheg7j.8/2020 8Y'f Copyright© 2019 ICC Evaluation Service, LLC. All rights reserved. Page 19 of 20 ICC-ES Evaluation Report ESR-3332 Reissued September 2019 This report is subject to renewal September 2020. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 DIVISION: 0500 00—METALS Section: 05 05 23—Metal Fastenings REPORT HOLDER: ELCO CONSTRUCTION PRODUCTS EVALUATION SUBJECT: DRIL-FLEX® SELF-DRILLING STRUCTURAL FASTENERS ADDITIONAL LISTEE: HILTI, INC. PRODUCT NAME: KIMIK-FLEXII SELF DRILLING SCREWS 1.0 EVALUATION SCOPE Compliance with the following codes: 2015, 2012, 2009 and 2006 International Building Code® (IBC) 2015, 2012 and 2009 International Residential Code® (IRC) Property evaluated: Structural 2.0 USES Elco Dril-Flex® and Hilti Kwik-Flex® Self-Drilling Structural Fasteners are used in engineered connections of cold- formed steel members. The fasteners may be used under the IRC when an engineered design is submitted for review in accordance with IRC Section R301.1.3. 3.0 DESCRIPTION 3.1 General: Elco Dril-Flex® and Hilti Kwik-Flex® Self-Drilling Structural Fasteners are proprietary, self-drilling tapping screws that have a dual heat treatment and that are coated with a corrosion-preventive coating identified as Silver Stalgard®. The drill point and lead threads of the screws are heat- treated to a relatively high hardness to facilitate drilling and thread forming. The balance of the fastener is treated to a lower hardness complying with the hardness limits for SAE J429 Grade 5 screws and the hardness limits for ASTM A449-1 0 Type I screws. The threaded portion of the screw with the lower hardness is considered the load- bearing area, used to transfer loads between connected elements. See Figures 10, 11 and 12. Table 1 provides screw descriptions (size, tpi, length), nominal diameters, head styles, head diameters, point styles, drilling capacities and length of load-bearing area. A Subsidiary of the International Code Council® 3.1.1 EDX445 (Type 1): The EDX445 screw is a #10, coarse threaded screw with a phillips pan head. See Figure 1. 3.1.2 EAF430, EAF460, EAF470, EAF480 (Type 2): These screws are #10, coarse threaded screws with an indented hex washer head. See Figure 2. 3.1.3 EAF62I, EAF64I, EAF68I, EAF690, EAF7I5 (Types 3 and 4): These screws are #12, coarse threaded screws with an indented hex washer head. See Figure 3. 3.1.4 EAF755 (Type 5): The EAF755 screw is a #12, fine threaded screw with an indented hex washer head. See Figure 4. 3.1.5 EAF8I6, EAF84I, EAF846 (Type 6): These screws are 1/4-inch-diameter, coarse threaded screws with an indented hex washer head. See Figure 5. 3.1.6 EAF865, EAF876, EAF886, EAF890 (Type 7): These screws are 1/4-inch-diameter, fine threaded screws with an indented hex washer head. See Figure 6. 3.1.7 EAF888 (Type 8): The EAF888 screw is a 1/4-inch- diameter, fine threaded screw with an indented hex washer head. The lead threads have a design identified by the manufacturer as Round Body Taptite®. See Figure 7. 3.1.8 EAF900, EAF9I0 (Types 9 and 10): These screws are 1/4-inch-diameter, partially threaded, fine threaded screws with an indented hex washer head. 3.1.9 EAF940 (Type 11): The EAF940 screw is a 5/16-inch-diameter, fine threaded screw with an indented hex washer head. The lead threads have a design identified by the manufacturer as Round Body Taptite®. See Figure 8. 3.1.10 EAF960, EAF970 (Type 12): These screws are 5/16-inch-diameter, fine threaded screws with an indented hex washer head. At the lead end of the screw, the shank of the screw is notched to form a shank slot. See Figure 9. 3.2 Screw Material: The screws are formed from alloy steel wire complying with the manufacturer's specifications. The screws are heat- treated to a through-hardness of 28 to 34 HRC. The drilling point and lead threads are heat-treated to a minimum of 52 HRC. 3.3 Connected Material: The connected steel materials must comply with one of the standards listed in Section A2.1.1 of AISI S100-12 (Section A2 of AISI S100-07 for the 2012 and 2009 IBC, AISI-NAS for the 2006 IBC) and must have the minimum thickness, yield strength and tensile strength shown in the tables in this report. 4.0 DESIGN AND INSTALLATION 4.1 Design: ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. man Jo Service, LLC. All rights reserved. 06/18/2020 8d4°ai of 6 ESR-3332 I Most Widely Accepted and Trusted Page 2 of 6 Elco Dril-Flex and Hilti Kwik-Flex Self-Drilling Structural Fasteners are recognized for use in engineered connections of cold-formed steel construction. Design of the connections must comply with Section E4 of AISI SIOO (AISI-NAS for the 2006 IBC). Nominal and available fastener tension and shear strengths for the screws are shown in Table 2. Available connection shear, pull-over and pull-out capacities are given in Tables 3, 4 and 5, respectively. For tension connections, the lowest of the available fastener tension strength, pull-over strength and pull-out strength, in accordance with Tables 2, 4 and 5, respectively, must be used for design. For shear connections, the lower of the available fastener shear strength and the shear (bearing) strength, in accordance with Tables 2 and 3, respectively, must be used for design. Design provisions for tapping screw connections subjected to combined shear and torsion loading are outside the scope of the report. The connection shear strength is for connections where the connected steel elements are in direct contact with one another. For screws used in framing connections, in order for the screws to be considered fully effective, the minimum spacing between the fasteners and the minimum edge distance must be three times the nominal diameter of the screws, except when the edge is parallel to the direction of the applied force, the minimum edge distance must be 1.5 times the nominal screw diameter. When the spacing between screws is 2 times the fastener diameter, the connection shear strength values in Table 3 must be reduced by 20 percent (Refer to Section D1.5 of AISI S200). For screws used in applications other than framing connections, the minimum spacing between fasteners must be three times the nominal screws diameter and the minimum edge and end distance must be 1.5 times the nominal screw diameter. Additionally, under the 2009 and 2006 IBC, when the distance to the end of the connected part is parallel to the line of the applied force, the allowable connection shear strength determined in accordance with Section E4.3.2 of Appendix A of AISI SI00-07 (AISI - NAS for the 2006 IBC) must be considered. Connected members must be checked for rupture in accordance with Section E6 of AISI SI00-12 for the 2015 IBC (Section E5 of AISI SI00-07/S2-10 for the 2012 BC; Section E5 of AISI SI 00-07 for the 2009 IBC). When tested for corrosion resistance in accordance with ASTM 13117, the screws meet the minimum requirement listed in ASTM F1941, as required by ASTM C1513, with no white corrosion after three hours and no red rust after twelve hours. 4.2 Installation: Installation of Elco Dril-Flex® and Hilti Kwik-Flex® Self- Drilling Structural Fasteners must be in accordance with the manufacturer's published installation instructions and this report. The manufacturer's published installation instructions must be available at the jobsite at all times during installation. 5.9, 6.7 and 8.3 mm) in diameter for #10, #12, /4-inch-diameter and 5/ie-inch-diameter (4.7, 5.3, 6.4 and 7.9 mm) fasteners, respectively. The screw must be installed perpendicular to the work surface using a 1,200 to 2,500 rpm screw gun incorporating a depth-sensitive or torque-limiting nose piece. The screw must penetrate through the supporting metal with a minimum of three threads protruding past the back side of the supporting metal. 5.0 CONDITIONS OF USE The Elco Dril-Flex® and Hilti Kwik-Flex® Self-Drilling Structural Fasteners described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The fasteners must be installed in accordance with the manufacturer's published installation instructions and this report. If there is a conflict between the manufacturer's published installation instructions and this report, the more severe requirements govern. 5.2 The allowable connection capacities specified in Section 4.1 are not to be increased when the fasteners are used to resist short-duration loads, such as wind or seismic forces. 5.3 The utilization of the nominal connection capacities contained in this evaluation report, for the design of cold-formed steel diaphragms, is outside the scope of this report. 5.4 Drawings and calculations verifying compliance with this report and the applicable code must be submitted to the code official for approval. The drawings and calculations are to be prepared by a registered design professional when required by the statutes of the jurisdiction in which the project is to be constructed. 5.5 The fasteners are manufactured under a quality- control program with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Tapping Screw Fasteners (ACI18), dated February 2016. 7.0 IDENTIFICATION The Elco Dril-Flex and Hilti Kwik-Flex self-drilling tapping screws are marked with a "@' on the top surface of the screw heads, as shown in Figures 1 through 9. Packages of self-drilling tapping screws are labeled with the report holder or listee name (Elco Construction Products. or Hilti, Inc.) and address, product brand name (Dril-Flex® or Kwik-Flex®), product number or item number, size and length, point style and the evaluation report number (ESR-3332). The report holder's contact information is the following: ELCO CONSTRUCTION PRODUCTS 1302 KERR DRIVE DECORAH, IOWA 52101 (800) 435-7213 www.elcoconstruction.com infoElco(äsbdinc.com The Additional Listee's contact information is the following: HILTI, INC. 7250 DALLAS PARKWAY, SUITE 1000 PLANO, TEXAS 75024 (800) 879-8000 www.us.hiIti.com 85 of 89 7.1 7.2 Screw length and point style must be selected by considering, respectively, the length of load-bearing area and the drilling capacities shown in Table I. The fasteners must be installed without predrilling holes in the receiving 7.3 member of the connection. The drilling function of the fastener must be completed prior to the lead threads of the fastener engaging the metal. When the total connection thickness exceeds the maximum drilling capacity shown in Table 1, clearance holes must be provided in the attached VU40 M the thickness to be drilled by the sc1w CI must be 13/64, 3' 15/64, 17/64 and 21/q8/2O2O ESR-3332 I Most Widely Accepted and Trusted Page 3 of 6 TABLE 1--ELCO DRIL-FLEX SELF-DRILLING STRUCTURAL FASTENERS SCREW TYPE ELCO PRODUCT NUMBER I IT NUMBER HILT EM DESCRIPTION (nom. size-tpi x length) NOMINAL DIAMETER (in.) HEAD STYLE 1 HEAD DIAMETER (in.) POINT STYLE DRILLING CAPACITY (in.) LENGTH OF LOAD BEARING AREA2 (in.) . Mm. Max. 1 EDX445 03409732 #10-16x3/4 0.190 PPH 0.365 2 0.11 0.110 0.38 EAF430 00408123 #10-16x3/4 0.190 IHWH 0.399 3 0.11 0.150 0.38 EAF460 03489672 #10-16x11/2 0.190 IHWH 0.399 3 0.11 0.150 1.00 2 EAF470 03458234 #10-16x2 0.190 IHWH 0.415 3 0.11 0.150 1.50 EAF480 03492651 #10-16x21/2 0.190 IHWH 0.399 3 0.11 0.150 1.83 EAF621 00087572 #12-14x7/8 0.216 IHWH 0.415 3 0.11 0.187 0.38 EAF641 00087646 #12-14x1 0.216 IHWH 0.415 3 0.11 0.187 0.50 3 EAF681 00087647 #12-14x1112 0.216 IHWH 0.415 3 0.11 0.187 1.00 EAF690 00008595 #12-142 0.216 IHWH 0.415 3 0.11 0.187 1.50 4 EAF715 03011177 #12-140 0.216 IHWH 0.500 2 0.11 0.110 2.35 5 EAF755 03458235 #12-24x13/4 0.216 IHWH 0.415 5 0.11 0.500 0.80 EAF816 00087648 1/4-14x1 0.250 IHWH 0.500 3 0.11 0.210 0.45 6 EAF841 00087649 114-14x1 'I2 0.250 IHWH 0.500 3 0.11 0.210 0.95 EAF846 00008598 1/4-14x2 0.250 IHWH 0.500 3 0.11 0.210 1.45 EAF865 03011203 1 /4-20x1118 0.250 IHWH 0.500 4 0.11 0.312 0.50 EAF876 00000451 114-20x11 /2 0.250 IHWH 0.500 4 0.11 0.312 0.83 EAF886 00000452 1/4-20x2 0.250 IHWH 0.500 4 0.11 0.312 1.33 EAF890 00010436 'I4-20x21I2 0.250 IHWH 0.500 4 0.11 0.312 1.83 8 EAF888 03458236 1/4-20x1314 0.250 IHWH 0.500 5 0.11 0.500 0.80 9 EAF900 03414194 114-20x33/8 0.250 IHWH 0.500 3 0.11 0.210 2.70 10 EAF910 03463594 1/4-20x4 0.250 IHWH 0.500 4 0.11 0.312 1 3.50 11 EAF940 03011230 5/16-18x1'/2 0.313 IHWH 0.600 3 0.11 0.312 0.80 EAF960 03006009 5116-241'I2 0.313 IHWH 0.600 4 0.11 0.312 0.80 12 EAF970 03432628 5/16-24x2 0.313 IHWH 0.600 4 0.11 0.312 1.25 For SI: 1 inch = 25.4 mm. 'Head styles: IHWH = Indented Hex Washer Head; PPH = Phillips Pan Head. 2The Length of Load Bearing Area is based on the length of the threaded portion of the screw that is heat treated to HRC 28-34, and represents the limit of the total thickness of the connected elements. See Sections 3.1 and 4.2 and Figures 10 through 12 for further clarification. TABLE 2-FASTENER SHEAR AND TENSION STRENGTH, pounds-force' 2,3 SCREW TYPE SCREW SIZE NOMINAL STRENGTH (TESTED) ALLOWABLE STRENGTH (ASD) Q=3 DESIGN STRENGTH (LRFD) 0=0.5 Shear, P Tension, Pt, Shear, PSJQ Tension, P/Q Shear, 0P Tension, 0P, 1 #10-16 1526 2273 509 758 763 1136 2 #10-16 1463 2276 488 759 732 1138 3,4 #12-14 1992 3216 664 1072 996 1608 5 #12-24 2503 4177 834 1392 1252 2088 6 /14 2692 4363 897 1454 1346 2182 7, 9, 10 1l4 20 2659 4729 886 1576 1330 2364 8 /20 2617 4619 872 1540 1308 2309 11 /16-18 4568 8070 1523 2690 2284 4035 12 /1624 5471 8757 1824 2919 2736 4379 For SI: 1 inch = 25.4 mm, 1 lbf = 4.4 N. 'For tension connections, the lower of the available fastener tension strength, pullover strength, and pull-out strength found in Tables 2, 4 and 5, respectively, must be used for design. 2For shear connections, the lower of the available fastener shear strength and the allowable shear (bearing) capacity found in Tables 2 and 3, respectively, must be used for design. 3Nominal strengths are based on laboratory tests. 4749-05-20 06/18/2020 86 of 89 ESR-3332 I Most Widely Accepted and Trusted Page 4 of 6 TABLE 3-SHEAR (BEARING) CAPACITY OF SCREW CONNECTIONS, pounds-force' 2,3,4,5 SCREW TYPE SCREW DESIGNATION NOMINAL DIAMETER DESIGN THICKNESS (in.)6 0.048-0.048 1 0.048-0.075 1 0.060-0.060 0.075-0.075 1 1/11 3/11 3/16h11/4h1 11/4".0.105" ALLOWABLESTRENGTH (ASD) 1 #10-16 0.190 289 289 404 - - - - 2 #10-16 0.190 369 395 453 - - - - 3,4 #12-14 0.216 356 573 513 497 - - - 6 1 /14 0.250 377 626 520 661 638 1 - - 7,8 /4-20 0.250 386' 52678 5338 6708 5959 624 5549 II 116-18 0.313 408 622 561 891 - - - 12 /16-24 0.313 - - - - 1347 984 887 DESIGN STRENGTH (LRFD) 1 #10-16 0.190 433 433 605 - - - - 2 #10-16 0.190 590 631 724 - - - - 3,4 #12-14 0.216 569 917 820 795 - - - 6 /14 0.250 603 1001 833 1058 1021 7,8 1/4 20 0.250 617' 84278 8528 10728 952 9999 886 11 /16-18 0.313 653 996 897 1425 - - - 12 /16-24 0.313 - - - - 2155 1575 1419 For SI: 1 inch = 25.4 mm, 1 lbf = 4.4 N, 1 ksi = 6.89 Mpa. 'Available strengths are based on laboratory tests, with safety factors/resistance factors calculated in accordance with AISI SI 00. 2For shear connections, the lower of the available fastener shear strength and the available shear (bearing) capacity must be used for design. 3Values are based on steel members with a minimum yield strength of F = 33 ksi and a minimum tensile strength of Fu = 45 ksi. 4AvailabIe capacity for other member thickness may be determined by interpolating within the table. 51Jn1ess otherwise noted, when both steel sheets have a minimum specified tensile strength F ~t 58 ksi, multiply tabulated values by 1.29 and when both steel sheets have a minimum tensile strength F ~t 65 ksi steel, multiply tabulated values by 1.44. 6The first number is the thickness of the steel sheet in in contact with the screw head (top sheet). The second number is the thickness of the steel sheet not in contact with the screw head (bottom sheet). 7When both steel sheets have a minimum specified tensile strength of F Zt 55 ksi (e.g. ASTM A653 SS Grade 40), multiply tabulated values by 1.22. 8When both steel sheets have a minimum specified tensile strength of F, 52 ksi (e.g. ASTM A653 SS Grade 37), multiply tabulated values by 1.15. 9When both steel sheets have a minimum specified tensile strength of F, 58 ksi (e.g. ASTM A36), multiply tabulated values by 1.29. TABLE 4-TENSILE PULL-OVER CAPACITY OF SCREW CONNECTIONS, pounds-force' 3,4,5,6 SCREW TYPE SCREW DESIGNATION NOMINAL DIAMETER (in.) MINIMUM EFFECTIVE PULL-OVER DIAMETER DESIGN THICKNESS OF MEMBER IN CONTACT WITH SCREW HEAD (in.) ______ ______ ______ 0.048 0.060 0.075 (in.) 0.105 /811 /16" /4 5 11 /16 ALLOWABLE _STRENGTH _(ASD) 1 #10-16 0.190 0.357 386 4812 4812 4812 4812 - - - 2 #10-16 0.190 0.384 415 4812 4812 4812 4812 - - - 3,4 #12-14 0.216 0.398 430 537 672 7342 7342 7342 - - 5 #12-24 0.216 0.398 430 537 672 7342 7342 7342 7342 7342 6 1/14 0.250 0.480 518 648 810 11262 11262 11262 - - 7,8 1/4.20 0.250 0.480 - 648 810 11262 11262 11262 11262 11262 11 /16-18 0.313 n/a2 - - - 11692 11692 - - - 12 /16-24 0.313 n/a2 - - - 13262 13262 13262 13262 13262 DESIGN STRENGTH_(LRFD) 1 #10-16 0.190 0.357 578 723 7812 7812 7812 - - - 2 #10-16 0.190 0.384 622 778 7812 7812 7812 - - - 3,4 #12-14 0.216 0.398 645 806 1007 11922 11922 11922 - - 5 #12-24 0.216 0.398 645 806 1007 11922 11922 11922 11922 11922 6 1/14 0.250 0.480 778 972 1215 1701 18302 18302 - - 7,8 1/4..20 0.250 0.480 - 972 1215 1701 18302 18302 18302 18302 11 /16-18 0.313 n/a2 - - - 18712 18712 - - - 12 /16-24 0.313 n/a2 - - - 21212 21212 21212 21212 21212 For SI: 1 inch = 25.4 mm, I lbf = 4.4 N, I ksi = 6.89 Mpa. 'Available strengths are based on calculations in accordance with AISI S1 00, unless otherwise noted. 2Available strengths are based on laboratory tests, with safety factors/resistance factors calculated in accordance with AISI S1 00, or on the shear strength of the integral washer. Increasing values for higher steel tensile strength per Note 6 is not allowed. 3For tension connections, the lowest of the available pull-out, pull-over, and fastener tension strength must be used for design. 4Values are based on steel members with a minimum yield strength of F = 33 ksi and a minimum tensile strength of F = 45 ksi. 5AvailabIe capacity for other member thickness may be determined by 'interpolating within the table. 6For tensile strength F a 58 ksi, multiply tabu latedQ/48Y21 for steel with a minimum tensile strength Fu a 65 tabulated values by 1.44. E$R..3332 I Most Widely Accepted and Trusted Page 5of6 TABLE 5--TENSILE PULL-OUT CAPACITY OF SCREW CONNECTIONS, pounds-force "2'345 SCREW TYPE SCREW DESIGNATION NOMINAL DIAMETER (in.) DESIGN THICKNESS OF MEMBER NOT IN CONTACT WITH SCREW HEAD (in.) 0.048 0.060 0.075 0.105 Ifi ALLOWABLE STRENGTH_(ASD)______ 1 #10-16 0.190 136 193 236 307 297 - - - 2 #10-16 0.190 136 193 236 307 297 - - - 3,4 #12-14 0.216 132 205 264 328 510 665 - - 6 114 0.250 131 207 255 342 561 899 - - 7, 8 9, 10 '/4-20 0,250 - 2046 2606 4236 5241 9141 1044 1206 11 -18 0.313 - - - 520 707 - - - 12 /-24 ..0.313- - .459 637 724 1189 1424 DESIGN STRENGTH (LRFD) #10-16 0.190 - 217 309 378 492 476 - - 2 #10-16 0.190 217 309 378 492 476 - * - 3,4 #12-14 0.216 211 328 423 525 816 1064 6 /14 .0.250 210 331 409 548 897 1439 7 8, 9, 10 1/20 0.250 - 266 4166 677b 838 14627 1670 1930 11 /108 0.313 - - . - . 832 1131 - . . . - 12 1-24 1 0.313 - 1 - - 735 1019 1159 1903 1 2279 For SI: 1 inch = 254 mm, 1 Ibf = 4.4 N, 1. ksi = 6.89 Mpa. 1Available strengths are based on laboratory tests, with safety factors/resistance factors calculated in accordance with AISI S100. 2For tension connections, the lowest of the available pull-out, pull-over, and fastener tension strength must be used for design, 3Values are based on steel members with a minimum yield strength of F = 33 ksi and a minimum tensile strength of F =45 ksi. 4Available capacity for other member thickness may be determined by interpolating within the table.. 6Unless otherwise noted for steel with a minimum tensile strength F0? 58 ksi, multiply tabulated values by 1 29 and for steel with a minimum tensile strength F 65 ksi steel, multiply tabulated values by 1.44. 5When both steel sheets have a minimum specified tensile strength of F0 52 ksi (e.g. ASTM A653 SS Grade 37), multiply tabulated values by 1.15. 'When both steel sheets have a minimum specified tensile strength ofF0? 58 ksl (e.g. ASTM A36), multiply tabulated values by 1.29. FIGURE 1-41046 PHILLIPS PAN HEAD (TYPE I SCREW) FIGURE 7_114.20 INDENTED HEX WASHER HEAD ROUND BODY TAPTITE (TYPE 8 SCREW) 0 u1EUtr FIGURE 2-410-16 INDENTED HEX WASHER HEAD (TYPE 2 SCREW) FIGURE 3-41244 INDENTED HEX WASHER HEAD (TYPE 3 AND 4 SCREW) FIGURE 4-412.24 INDENTED HEX WASHER HEAD (TYPE 5 SCREW) FIGURE 51 14-14 INDENTED HEX WASHER HEAD (TYPE 6 SCREW) FIGURE 61/20 INDENTED HEX WASHER HEAD TYPE 7 SCREW FIGURE 8—!,6-18 INDENTED HEX WASHER HEAD ROUND BODY TAPTITE (TYPE 11 SCREW) FIGURE 9—I-24 INDENTED HEX WASHER HEAD WITH SHANK SLOT (TYPE 12 SCREW) MAXIMUM - WAD BEARING I AREA FIGURE 10—PHILLIPS PAN HEAD AND INDENTED HEX WASHER HEAD LOAD BEARING AREA I MAXIMUM LOAD BEARING I AREA FIGURE 11—INDENTED HEX WASHER HEAD WITH SHANK SLOT LOAD BEARING AREA MAXIMUM F- LOAD BEARING I AREA [1' FIGURE 12—INDENTED HEX WASHER HEAD ROUND BODY TAPTITE LOAD BEARING AREA 4749-05-20 06/18/2020 88 of 89 ICC-ES Evaluation Report ESR-3332 FBC Supplement Reissued September 2019 This report is subject to renewal September 2020. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 0500 00—METALS Section: 05 05 23—Metal Fastenings REPORT HOLDER: ELCO CONSTRUCTION PRODUCTS EVALUATION SUBJECT: DRIL-FLEX® SELF-DRILLING STRUCTURAL FASTENERS 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that the fasteners, recognized in ICC-ES master evaluation report ESR-3332, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 Florida Building Code—Building (FBC-B) 2014 Florida Building Code—Residential (FBC-R) 2.0 CONCLUSIONS 11, The fasteners, described in Sections 2.0 through 7.0 of the master evaluation report, ESR-3332, comply with the Florida. Building Code—Building and the Florida Building Code—Residential when designed and installed in accordance with the International Building Code (IBC) provisions noted in the master evaluation report, and the following conditions apply: Design wind loads must be based on Section 1609 of the Florida Building Code—Building or Section 301.2.1.1 of the Florida Building Code—Residential, as applicable. Load combinations must be in accordance with Section 1605.2 or Section 1605.3 of the Florida Building Code—Building, as applicable. Use of the fasteners have also been found to be in compliance with the High-Velocity Hurricane Zone provisions on the Florida Building Code—Building and the Florida Building Code—Residential under the condition that the design wind loads must be based on Section 1620 of the Florida Building Code—Building, as applicable. For products falling under Florida Rule 9N-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 master report, reissued September 2019. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as * to any finding or other matter in this report, or as to any product covered by the report. Copyrg?d5aluation Service, LLC. All rights reserved. 06/1 8/2020 89 a6 "f 6